HomeMy WebLinkAbout33 Autumn Chase Villas 04-65AUTUMN CHASE VILLAS DRAINAGE
ANALYSIS
December 2004
Prepared for the City of College Station
Planning and Development Services Department
By
M
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVER SIT Y DRIVE, SUITE 204
COLLE GE STATIO N, TX 77840
OF FICE (979 ) 260-6963
FA X (979) 260-3564
------------------------------------"
MITCHELL
M M
MORGAN
AUTUMN CHASE VILLAS DRAINAGE ANALYSIS
CERTIFICATION
"I hereby certify that I am familiar with the adopted ordinances, regulations, standards, and
policies of the City of College Station governing development, that this analysis has been
prepared under my supervision, and that this drainage plan complies with govern ing
ordinances and regu lations to the best of my k nowledge ."
"The site of The Autumn Chase Villas , Lot 6, Block 2 of the Autumn Chase Subdivision does
not 1· within the estab lished area of the spec ial flood hazard as established by the current
flo d nsurance study or flood insurance rate map number 48041 C0144C, dated July 2,
19 2 II
511 UNIVERSITY DR IVE EAST, SUITE 204 • COLLEGE STAT ION, TX 77840 • T 979.260.6963 • F 979.260.3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitchellandmorgan.com • www.m1tchellandmorgan .com
Introduction
AUTUMN CHASE VILLAS DRAINAGE
ANALYSIS
The purpose of this drainage report is to present analysis of the necessary drainage
infrastructure for the proposed Autumn Chase Villas . This residential development will be
located in College Station, Texas adjacent to Cornell Drive and the duplex lots that were
constructed as part of the first phase of the Autumn Chase subdivision . The drainage report
provides analysis for the infrastructure required to facilitate attenuation and removal of both
onsite flow and the flow from the contributing offsite drainage areas , most notably Manuel
Street located to the north of the proposed project site. This report includes analysis for full
development of the 8.37 acre tract and provides more detailed information on the drainage
design for the Autumn Chase Villas than was submitted with the first phase drainage report.
Thi s acreage includes the seventy foot (70') Cornell right-of-way at the east end of the
property. Per the City of College Station Drainage Policy and Design Standards (DPDS) the
parameters used for the design and analysis of pre-v. post-development conditions include
adherence to the stated zero peak flow rate increase due to development set forth in the
guidelines.
General Location and Description
The Autumn Chase Villas development will be located in College Station , Tex as north of the
intersection of Brentwood Drive and Cornell Street, located within the Autumn Chase
Subdivision , and west of Lot 1, Block 1 of the Troy Subdivision. The Troy Property
subsequently will be referred to as the Ridge Apartments or the Ridge for the purposes of this
report. The project site is south of Lot 5, Block 1 of the KFO #2 Subdivision. The entire
project site includes Lots 1-7 , Block 1 and Lots 1-6, Block 2 of the Autumn Chase
Subdivision and includes approximately 8.374 acres of undeveloped and currently overgrown
land. The proposed Autumn Chase Villas project will be located on Lot 6, Block 2 of the
Autumn Chase subdivision. The location of the Autumn Chase project site is depicted in
Exhibit Al.
Drainage Design Criteria
All drainage design is in accordance with the City of College Station DPDS . As such:
• Design rainstorm events consist of the 5-, 10-, 25-, 50-, and 100-year, 24 hour
duration hypothetical storm events in order to analyze the effectiveness of the
detention facilities.
• Flow calculations are based on the Rational Method with a minimum time of
concentration of 10 minutes in order to reflect the peak intensities of a short duration
storm .
• The target peak runoff rate for the post-development condition is that of the pre-
development peak flow rate on the Autumn Chase property.
The analysis confluence for the study is identified as the culvert located at Brentwood and
analysis of the effects of the proposed system at the study confluence will be considered in
the analysis .
l~I M i tchell & Mo rgan , LLP
Primary Drainage Basin Description
The proposed project site is located within the Bee Creek Drainage Basin. As demonstrated
in Exhibit A2, no portion of the Autumn Chase Subdivision lies within the regulatory 100-
year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance
Rate Map (FIRM) panel 144, with an effective date of July 1992. Prior to the construction of
Cornell through the Autumn Chase Subdivision, the majority of the site (approximately 60%)
drained in an easterly direction and discharged into the existing detention pond, which is
located within and provides detention for the Ridge Apartments . Approximately 20% of the
site drained toward the southeast comer of the site where it is was carried via a small natural
swale to the drainage ditch located between Auburn Court and Princeton Circle, which
conveyed this small flow as well as the discharge from the Ridge detention pond. This ditch
runs between Block 1 of the Brentwood #3 Subdivision and Block 2 of the Brentwood #5
Subdivision to the culvert under Brentwood Drive and discharges into an intermittent
tributary of Bee Creek. This culvert has adequate size to convey the flow from the Ridge
detention pond, the small amount from the Autumn Chase Subdivision, and the 16 acres of
contributing drainage area from the various sections of the Brentwood Subdivision. The
completion of Cornell and its associated drainage infrastructure rerouted the drainage from
Manuel Drive and the majority of the drainage from Autumn Chase directly to the ditch via a
42" RCP . While this increased the peak flows at the Brentwood drive culvert, there is no
indication that the detention pond at the Ridge was ever intended to provide storage for the
Manuel Street discharges. Finally, nearly 20% of the onsite runoff still drains to the west
onto Lot 2 of the H.F. Krenek #2 Subdivision.
Stormwater Runoff Analysis
Predevelopment Drainage Basin
For the original analysis the Autumn Chase Subdivision itself was divided into three
predevelopment drainage basins (El, E3, and E6) which account for all of the 8.374 acres of
onsite runoff. In addition, four additional drainage basins were included to account for
offsite flow (E2 , OFFl, OFF2, and OFF3) and provide a more thorough drainage analysis
and subsequent design. The predevelopment drainage basin map has been provided as
Exhibit B 1. Synthetic rainfall events were generated for all required storm using the
National Weather Service TP-40 depth duration data, which was calculated using an
alternating block method with 5 minute computation intervals. The storms generated were
used for both the pre-and post-development analyses. Predevelopment hydraulic modeling
was performed for all specified rainfall events and included the 5-through 100-year rainfall
events required. Predevelopment runoff coefficients for the Autumn Chase Subdivision were
estimated at C=0.45 based on the existing soil types, slope, level of development and
vegetative cover on the site . Predevelopment runoff coefficients for offsite drainage varied
based on the amount of development present in the area. Lot 5, Block 1 of the KFO #2
Subdivision was assumed to have a predevelopment runoff coefficient of C=0.40 based on
the fact that detention was provided for the site and an approved drainage report is on file
with the City of College Station. Due to the relatively small drainage areas and the slope
across the site, a time of concentration of 10 minutes was used for the basins within Autumn
Chase. Increased times of concentration were used for the offsite flow including 15 minutes
for OFFl and 20 minutes for OFF2 due to the fact that detention was used . The development
of the Troy Subdivision and construction of their perimeter fence blocked the natural
l~I Mitchell & Morgan, LLP 2
drainage pattern for the offsite flow from Manuel Street and the majority of the onsite flow
from the Autumn Chase property. The flow ponded on the Autumn Chase property and was
ultimately metered under the fence and flows into the Ridge upper detention pond. This flow
then drained to and was stored within the Ridge detention pond, resulting in reduced flows at
the Brentwood culvert. The pre-Cornell drainage patterns are reflected in the existing
conditions model resulting in inflow significantly higher than was analyzed in the Drainage
R eport for Th e Troy Subdivision Lot 1, Block 1 (Municipal Development Group , 1994) as
well as higher outflow from the pond and depth within. The owners of the Ridge Apartments
tried to remove the extra runoff by blocking the natural drainage patterns through their fence
and additional sand bag placement under the bottom of the fence at the west end of the
property, adjacent to the detention pond. Current designs for the duplex lots located along
the east side of Cornell appear to route the runoff back to Cornell Street. This condition ha s
been included in the updated postdevelopment anal ysis to be discussed in the next section.
Po s tde velopm ent Drainage Basin
While predevelopment runoff coefficients for the offsite drainage areas remained constant,
the full development of the Autumn Chase Subdivision resulted in the addition of a
significant amount of impervious co ver and a peak runoff rate net increase on the site of 26 .0
cfs for the 100-year storm . The extension of Cornell Street and the development of the
Autumn Chase Villas results in the creation of eighteen onsite drainage basins (PVl-PVl 3,
Duplex CI2 ,3, & 5, Driveway CI4 and POND) as seen in Exhibit B2 . The majority of these
drain to the east with the exception of drainage basin PV9 , which drains undetained to the
west where predevelopment drainage basin E3 currently drains. This basin flows undetained
due to a reduction in the size of the basin through the course of development and the
subsequent net flow reduction to the discharge point, which is reflected in Table 2. The
Cornell Drive ex tension and duplex lots account for drainage basins CI2-CI5 which
contribute flow from the west and east sides of the street. The proposed Autumn Chase
Villas include the creation of basins PV1-PV13 as well as POND , which accounts for the
area occupied by the proposed detention pond that will be discussed in subsequent sections.
Each of these drainage basins has been assigned an appropriate Rational Method runoff
coefficient that is reflected on Exhibits B 1 and B2 (pre-and post-development, respectively),
as w ell as the resulting CA values for each basin. The flow currently contributed from offsite
drainage basins is considerable and the Ridge Apartments should see an overall reduction in
runoff from the Autumn Chase property as a result of the proposed storm sewer system,
which will be detailed later. Predevelopment runoff rates for the Autumn Chase site as well
as the surrounding drainage basins are summarized in Table 1.
Drainage Facility Design
Dy namic Modeling
One important item to note about this analysis is the use of XP-Storm Version 9 .1.4 for both
hydrologic and hydraulic modeling. This model was chosen for its ability to perform a
dynamic routing model of a complex system, based not only on quantity of runoff but also
timing of the hydro graphs. In addition, the XP-Storm model provides integration of the
hydrologic and hydraulic models as well as multi-storm capabilities that were required. The
use of a dynamic routing package was necessitated by the design of a complex system with
multiple detention ponds and the subsurface and overland flow routes that make up a typical
l""""I Mitchell & Morgan, LLP 3
storm sewer system. Due to the high volume of runoff to be conveyed and the economic
limitations , surcharge of inlets and the movement of runoff along overland flow routes will
most likely occur and the dynamic model can more appropriately model those situations.
The tailwater at the system outfall point combined with backflow in pipes created by strained
capacity during major events created problems for a steady state analysis and were more
accurately identified using a dynamic model. Items such as inlet flooding depth and duration
that would have been missed by a standard model were easily recognized using the XP-Storm
model. All of these capabilities led to the design of a more efficient and cost-effective storm
sewer system. While the model provides a more accurate picture of the system, the complex
nature of the model results in outputs that are difficult to decipher. For this reason, summary
spreadsheets have been provided to provide a clearer picture of the model results. Along
with these spreadsheets, maps have been provided to indicate where each of the nodes and
links are located in the system. Some of the links will have multiple conduits associated with
them (i.e. a pipe as well as a gutter section) and this will be indicated on the summary
spreadsheets. This has been done for the predevelopment as well as the post development
conditions. These are provided in Appendices A and B.
Proposed Storm Drainage Infrastructure
The design of the Autumn Chase Subdivision includes the placement of stormwater inlets at
the north and south ends of the proposed Cornell Drive section as well as adjacent to the
existing access driveway for the Ridge Apartments. These inlets are connected via a series of
a 36-inch reinforced concrete pipes (RCP). The inlets on the north end of the property
consist of two 10' inlets situated across the street from one another. There is a second pair of
10' inlets in the center of Cornell at the Ridge rear driveway entrance. These inlets and pipe
are designed to pick up the 10-year storm. During the 50-year flow the ponded depth at these
inlets is deep enough that water will begin to spill into the Ridge driveway and enter the
lower detention pond. The Ridge driveway and the lower pond will act as the overflow route
for all flows greater than the 25-year storm. Dynamic modeling of the proposed system
indicates that the driveway diversion will limit the runoff depth in the sag to the point that no
spill over will occur from that point down Cornell. The last set of inlets is located at the
south end of the property and is connected by a 36" RCP. These inlets will only be required
to pick up the small amount of runoff generated from drainage areas CI4 and CI5. The
runoff from the Autumn Chase Villas is routed through a detention pond located at the
southwest end of the proposed Cornell Drive extension. The detention pond is designed to
over-detain for flow that is released directly into the storm sewer system in order to meet the
zero increase rule established in the College Station DPDS. This pond is not designed to
provide detention for the offsite flow from Manuel Street or the KFO lots. The results of
conveying this flow around the Ridge detention pond and directly into the drainage channel
south of the Ridge will be discussed in subsequent sections. The runoff within the Autumn
Chase Villas will be conveyed using a system of gutters and pipes and will be discharged
directly into the pond. There are 2-10' recessed inlets within the Villas that are located along
the street adjacent to the east property line. An 18" RCP connects the two inlets , increasing
to a 24" RCP for the remainder of the run into the detention pond. The detention pond will
be graded at a 4: 1 side slope with a maximum berm elevation of 299 .00 . The pond includes a
two-stage outfall structure . The first stage consists of a 15" PVC outfall pipe set at an
elevation of 293.00. The emergency spillway weir is the top of berm and is set at 299.00.
l~I Mitchell & Morgan, LLP 4
The proposed grading and storm sewer layout have been provided in Exhibits C and Dl-D2
respectively. From the 5' inlets located at the south end of the proposed Cornell extension,
the flow is carried to the drainage ditch through a 42" RCP . This pipe will discharge
adjacent to the existing 36" RCP outfall that serves the Ridge detention pond and flow
downstream to the culvert located at Brentwood Drive. The hydraulic effects of the
additional flow on the drainage ditch and the Brentwood culvert will be discussed in the next
section .
Drainage Analysis Results
?redevelopment Drainage Analysis
As discussed earlier in the report, much of the runoff considered in the drainage analysis of
the Autumn Chase subdivision is cross-lot drainage generated by the offsite properties along
Manue l Street. The offsite flow, which once drained across the Troy Subdivision and into
the drainage ditch south of the property, is now trapped and stored in the Ridge detention
pond. This results in a high peak flow rate of 168.2 cfs into the Ridge pond and a resulting
peak water surface elevation of approximately 294.36 feet for the 100-year rainfall event.
This high rate of flow and the resultant elevated water surface limit the effectiveness of the
detention pond during the major rainfall events . In essence, the peak flows are passing
through the detention pond undetained, which results in higher flows at the Brentwood
culvert than were indicated in the 1994 Troy Subdivision drainage report. Node and conduit
data for the predevelopment conditions are provided in Appendix A.
Table 1. Rid e Detention Pond Results
5-Year 10 -Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
Detention Pond at Ridge Apartments -Flow Rate (cfs) -WSEL {ft)
Predevelopment Totals 102.5 115.4 132.1 149 .5 168.2
Routed Flow 40.8 51.6 67.2 83 .5 102.8
Postdevelopment Totals 53.4 60 .0 68 .5 77 .5 87.1
Routed Flow 21.7 24 .5 27.8 32.2 37 .3
Routed Decrease 19 .1 27.0 39.3 51 .4 65.5
Predevelopment WSEL 293.44 293 .71 293.94 294.15 294.36
Postdevelo ment WSEL 292 .13 292 .32 292 .55 292.85 293.19
Postdevelopment Drainage Analysis
The design of the proposed system had several goals . The first of these was to comply with
the zero increase rule established by the City of College Station. Table 2 demonstrates the
total flow for the Autumn Chase Subdivision for the predevelopment, postdevelopment, and
post-detention peak runoff rates. The detention pond design was successful at attenuating the
increased peak flow. One important item to note is the fact that the detention pond outlet was
not designed with a free outfall assumption, but rather is dependant on the downstream
tailwater to provide some degree of control. While the goal was to keep onsite peak
flowrates to a predevelopment level, the onsite and offsite flows will function as a system
and were modeled as such.
1::1 Mitchell & Morgan, LLP 5
Table 2. Autumn Chase On site Flow R esults
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
Autumn Chase Onsite Drainage -Flow Rate (cfs)
Predevelopment Totals 28 .5 32.l 36.7 41.4 46.6
Postdevelopment Totals 44.4 49 .9 57.1 64 .6 72 .6
Flow Increase 15 .9 17 .9 20.5 23 .1 26.0
Villas Flow 8 .9 9 .5 10.2 11.0 11.7
PV9 Offsite Flow 1.8 2.1 2.4 2.7 3.0
Cornell Flow 17 .3 19 .5 22 .3 25 .2 28.3
Post Detention Totals 28 .0 31.1 34 .9 38 .8 43.0
Flow Reduction 0 .5 1.0 1.8 2 .6 3.6
The second goal these was to limit the impacts that rerouting the Manuel Street and Autumn
Chase flows has on the downstream channel and the Brentwood culvert. This was
accomplished with some success by designing the system to convey the 10-year event and
d iverti ng the excess flow from the 50-and 100-year storms down the Ridge access drive into
the pond where it currently travels. This was done with the approval of the City of College
Station Planning and Development Services at the time the original report was done.
Modeling of the Ridge pond demonstrated that the detention pond will function more
efficiently for all events because of the proposed system. The rerouting of runoff was fairly
effective for the larger events, keeping flo ws at the culvert nearly the same while increasing
the efficiency of the detention pond. Smaller events were not as effective because of the
offsite flow directly bypassing the Ridge detention pond. Expected limits of flooding for the
100-year storm as well as hydrographs are provided on Exhibit OV. Onsite flow from the
Autumn Chase subdivision remained within the zero increase limits for all events.
Table 3. Brentwood Cu lv ert Results
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
Culvert at Brentwood Drive -Flow Rate (cfs) -WSEL (ft)
Predevelopment Totals 79 .9 92 .9 114.5 136.5 153.9
Postdevelopment Totals 111 .2 125 .0 140 .7 150 .3 159. l
Flow Increase 31.3 32.1 26.2 13.8 5.2
Predevelopment WSEL 285.26 285 .26 285.84 286.34 286 .82
Postdevelopment WSEL 285.77 286 .13 286.43 286.70 286.99
Table 4. Drain a e Channel R esults at Autumn Chase Dischar e Point
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
Drainage Channel at Autumn Chase Discharge Point -Flow Rate (cfs)
Predevelopment Totals 43.4 54.3 70 .7 87.8 107 .9
Postdevelopment Totals 77.9 87.3 98.l 105 .4 113.4
Flow Increase 34.5 33.0 27.4 17.5 5.5
1::1 Mitchell & Morgan, LLP 6
The third goal was to limit the amount of flow continuing down Cornell to Brentwood.
Hydrologic calculations showed the Brentwood Drive curb and gutter system as already
strained during any significant rainfall event and further discharge into the system might
result in adverse effects on the local homes. The design of the system successfully removed
all runoff continuing down Cornell. Node and conduit data are provided in Appendix B.
CONCLUSIONS
The development of the Autumn Chase Subdivision will cause a substantial increase in peak
discharge rates and volume due to the addition of a significant amount of impervious cover to
the property as well as the rerouting of the Manuel Street runoff. The analysis of existing
and proposed storm sewer infrastructure simultaneously yields a more accurate picture of the
drainage conditions during a substantial rainfall event. As such, the use of a complex,
dynamic stormwater model, such as XP-Storm, is appropriate. Review of the stormwater
analysis indicates that the drainage design presented in this report will provide ample
conveyance and detention to meet the drainage objective of the City of College Station
DPDS.
1:::1 Mitchell & Morgan, LLP 7
EXHIBITS
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288 . 00 285 .90 4.00 I 09 . 77 1.91 -----
285 .90 281.95 6.00 308.46 1.28 ---------------
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E 2/E6 JB2 291.94 291.00 2.00 140 .66 0 .67 7.53 6 .08 292.6 --------------
JB 2 RidgeOut 291.00 , 288 .10 3.00 201.56 1.44 7 .50 7 .09 291.5
NCI NC2 288 .00 285 .90 4.00 109 .77 1.91 54.19 5.24 289.3
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Mult1-Condu11 ---------------289 . 97 288 .70 3 .00 97 .88 1.30 45 .86 6 .98 293 .7 -------------------
0 .00 0 .00 0 .05 0 .00 0 .00 5.69 0 .00 293 .7
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C h an E 2 E2 /E6 JB2 291.94 291.00 2.00 140 .66 0 .67 8.67 4.48 l----------------------------
._C_h_an_J_B_2 _____ JB2 RidgeOut 291.00 288 .10 3.00 201.56 1.44 8.59 3 .29
ChanNC I NCI NC2 288 .00 285 .90 4 .00 109 .77 1.91 70 .66 5 .77 -----
ChanNC2 NC2 Cul vert 285 .90 28 1.95 6.00 308.46 1.28 70 .56 4 .10 ·-----------
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Appendix A
Ex is ting Co nditions
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ro
:ii:
...J w E
~ ~
)( ii)
ro a.
:ii: ::J
E
...J ro w ~
(/) ii) ~ c:
)( !!;
ro o
:ii: 0
BrentwoodCL V M11 /11-Cond1111 _ _,_ __ ---------
,__ __ P_i~peC_L_V_~_C_ul_ve_rt ___ O_u_tt:_a_ll ___ 2_8_1_. 95 281.20 3 .50 50.49 ~ _I_.4_9 __ 1_3_6 ._5_0 __ 8_. 9_2 __ 2_8_6_.3_4 __ 2_8_3 _.07
StreetCLV Culvert Outfall 287 .20 287 .20 0 .50 5 .00 0 .00 0 .00 0 .00 283 .07 283 .07
1---~---------------------
C h an E 2 E2 /E6 JB2 29 1.94 29 1.00 2.00 140 .66 0 .67 9 .80 7.86 292 .73 291.64
ChanJB2
ChanNCI
Chan NC2
ChanO ut
Out Ridge
C1>
E ro z
.>< c:
:.J
PipeRidge
WeirRidge
BrentwoodCL V
PipeCLV
StreetCLV
Chan E2
ChanJB 2
ChanNC I
Chan NC2
Chan Ou t
Out Ridge
PipeRidge
WeirRidge
JB2 RidgeOut 291.00 288.10 3.00 201.56 1.44 9 .72 1.07 291.64 291.31
NCI NC2 288.00 285.90 4 .00 109.77 1.9 1 87 .69 6 .26 289.73 287 .70
NC2 C ulve rt 285 .90 28 1.95 6.00 308.46 1.28 87 .57 4 .11 287 .70 286 .34
Rid geO ut N_C_I ____ 288. l 0 2_8_8._0_0 __ 4_00~04 83 ___ 0_.0_5 __ 8_7 _.8_4 ~_2_._35 __ 291.31 289. 73
Ridge
Ridge
C1>
"O
0 z
E ro
~
ii)
a.
::J
Culvert
Culvert
E2 /E 6
JB2
NCI
NC2
RidgeOut
Ridge
Ridge
RidgeOut
RidgeOut
E ro
~
ii)
c: C1>
!!; "O
0 0 oz
Outfall
Outfall
JB2
RidgeOut
NC2
Culvert
NCI
RidgeOut
RidgeOut
289 .97
0.00
281.95
287 .20
291.94
291.00
288.00
285 .90
288.10
289 .97
0 .00
M 11/11-Co11d11 11
288 . 70 3 .00 97 .88
0.00 0 .05 0 .00
100 -Yea r Storm
E ro
~ en c: t::
!!; C1>
0 >
0 .E
281 .20
287 .20
29 1.00
288.10
285 .90
28 1.95
288.00
288 .70
0 .00
.c:
Ei c:
C1>
...J
!vf11/11 -Co11d1111
3 .50 50 .49
0 .50 5.00
2.00 140 66 1
3.00 201.56 ,
4.00 109 .77
6.00 308.46
4 .00 204.83
Mu /11-C ondutl
3 .00 97 .88
0 .05 0 .00
1.30
0 .00
C1> a.
0
(/)
1.49
0 .00
0 .67
1.44
1.9 1
1.28
0 .05
1.30
0 .00
52 .38
31.16
153 .89
0 .00
11.0 I
10 .93
107 .76
107.49
107 .92
54 .89
47 .87
7 .67
0 .00
~
<.)
2.
C1> >
)(
ro
:ii:
294 .15
294 .15
...J w E
(J) ro
~~
>< en ro a.
:ii: ::J
9 . 77 286.82
0 .00 283 .21
7.5 1 292 .76
0 .65 291 .67
6 .73 289 .91
4 .16 287 .86
2 .35 291.44
7 .91 294 .36
0 .00 294 .36
291.31
291.31
283 .21
283 .21
291.67
291 .44
287 .86
286 .82
289.91
291 .44
291.44
Append ix A
Existin g Condition s
APPENDIXB
Q)
E ro z
.>£ c:
::i
I
I
Q)
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0 z
E ro
~
iil a. ::>
E ro
~
iil c: Q)
:: "O
0 0 oz
Hydraulic Conduit Data and Results
Autumn Chase Villas
E ro
~ t
(ii ~ a. c: ::> -
E ro
~
iil
5 -Year Storm
c: t
:: Q)
0 > oE
.r:;
Ci c:
Q)
..J
Q) a.
~
C/l
BrentwoodCL V .\111/11-C ondu11
-~
(.)
~
Q) >
)(
ro
::i!
..J w E
~ ~ )( iil
ro a.
::i! ::>
E
..J ro w ~
~~
)( ::
ro o
::i!O
1----,----------------- - --------------------· PipeCLV Culvert O utfall 281.95 281.20 3 .50 50 .49 1.49 79 .9 1 7.84 284.91 282 .57
·--~---~-------------------------------1
StreetCLV Culvert O ut fa ll 287 .20 287 .20 0 .50 5 .00 0.00 0.00 0 .00 282 .57 282 .57
·------~---------------C han E2 E2 /E6 JB2 291.94 29 1.00 2.00 14 0 .66 0 .67 6 .75 4.16 292 .63 29 1.56 ----------------------______ __,
1--C_h_an_J_B_2 ____ J _B2 ____ R_id_,,g,_eO_u_t ___ 29_1_.0_0 __ 2_8_8._I 0 ___ 3_.0_0 __ 201.56 1.44 6 .68 __ I 0_.5_0 __ 2_9 _1._56 __ 2_9_0._93_,
C hanN C I NC I NC2 288 .00 285.90 4 .00 109.77 1.91 43.4 1 4 .82 289.23 287 .24 1----------------------------------------------·
ChanN C2 NC2 C ulvert 285.90 28 1.95 6 .00 308.46 1.28 43 .38 4 07 287 .24 284 .9 1 ·--------------------------------------------· Chan Out Rid geOut NC I 288 .10 288 .0_Q___ _4_.o_o ~20_4_.8_3 ~ 0 .05 43_.4 _1 __ 2 _.3_3 __ 29_0_.9_3_LI _2_89_._23_,
OutRidge
PipeRidge Ridge RidgeOut 289 .97
WeirRidge Ridge RidgeOut 0 .00
Q)
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0 E z Q)
I ro
E E Q) E ..... ro ro iil ro z ~ ~t c: Q)
.>£ iil :: "O iil Q) c: a. 0 0 a. > ::i ::> oz ::>E
BrentwoodCL V
PipeCLV Culvert O utfall 281 .95
StreetCLV Culvert O ut fall 287.20
C hanE2 E2 /E6 JB2 29 1.94
C hanJB 2 JB2 Rid geO ut 29 1.00
C han NC I NCI NC2 288 .00
C hanN C2 NC2 C ulvert 285 .90
C hanOut 1Rid geOut NC I 288.10
O utR idge
PipeRidge Ridge RidgeOut 289.97
Weir Ridge Ridge Rid geOut 0 .00
Q)
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0 E
Q) z ro
E E Q) E .....
ro ro iil ro
Q) ~ t z !:; c: Q)
.>£ V) :: "O (ii ~ c: a. 0 0 a. c: ::i ::> oz ::> -
BrentwoodCL V
PipeCLV Culvert O utfall 281.95
StreetCLV Culvert O utfall 287.20
C han E2 E2 /E6 JB2 29 1.94
C hanJB2 JB2 Rid geOut 29 1.00
Chan NCI NC I NC2 288 .00
Chan NC2 NC2 C ul ve rt 285 .90
Ch anOut RidgeOut NC I 288 .10
O utR idge
PipeRidge Ridge Ri dgeOut 289 .97
WeirRi dge Ridge Rid geOut 0 .00
Mu/11 -Co11d1111 -------------,-----------·
288 .70 3 .00 97 .88 1.30
0 .00 0 .05 0 .00 1 0 .00
10 -Year Storm
E ro
~ .....
Q) -
V) (i) :c .r:;
c: t E .21 Ci Q)
:: Q) c: a.
0 > ro ai Q) 0 ·-:i: oE O~ ..J C/l
Mu/11-Co ndu11
281 .20 3 .50 50.49 1 1.49
287 .20 0 .50 5.00 0 .00
291.00 2.00 140.66 , 0 .67
288 .10 3 .00 20 1.56 1.44
285 .90 4.00 109 .77 1.9 1
28 1.95 6.00 308.46 1.28
288 .00 4 .00 . 204.83 1 0 .05
/lfu/11-C o ndwt
288 .70 3 .00 97 .88 1 1.30
0 .00 0 .05 0 .00 0 .00
25 -Year Storm
E I
ro
~ Qi -iil (i) ~ .r:;
c: t E .21 Ci Q)
:: Q) c: a.
0 > ro ai Q) 0
oE ·-:i: ..J iii O~
Mult1-Co ndu1t
281 .20 3 .50 50.49 1.49
287 .20 0 .50 5.00 0 .00
29 1.00 2 .00 140.66 0 .67
288 .10 3 .00 20 1.56 1.44
285 .90 4 .00 109.77 1.9 1
28 1.95 6 .00 308.46 1.28
288 .00 4 .00 204 .83 0 .05
Mu/11-Co ndwt
288 .70 3 .00 97 .88 1 1.30
0 .00 0 .05 0 .00 0 .00
40 .82
0 .00
i
::
0
u.
)(
ro
::i!
92.93 1
0 .00 1
7.53
7.50
54 .19
54 .16
54 .25 ,
45 .86 1
5.69
::
0 u::
)(
ro
::i!
11 4 .54
0 .00
8 .67
8.59
70 .66
70 .56
70 .7 1
49 .82
17.35
6 .43 293.44 290.93
0 .00 293.44 290 .93
.~ E
(.) ..J ..J ro
0 w E w Q) .....
Qi C/l ro C/l iil ~ ~ ~ > c:
)( )( V) )( :: ro ro a. ro o
::i! ::i! ::> ::i!O
7.87 285 .26 282 .69
0 .00 282 .69 282 .69
6.08 292 .66 29 1.58
7.09 291.58 29 1.04
5.24 289.36 287 .37
4 09 287 .37 285 .26
2 .36 29 1.04 289 .36
6 .98 293.71 291.04
0 .00 293 .7 1 291.04
::-E ·c::; ..J ..J ro
~ w E w Q)
C/l !:; C/l ro Q) ~ ~ ~ ~ >
)( )( V) )( :: ro ro a. ro o
::i! :ii:::> ::i! 0
7.8 1 285 .84 282 .88
0 .00 282 .88 282 .88
4 .48 292 .70 291.6 1
3 .29 291.6 1 29 1.18
5.77 289.55 287 .54
4 .10 287 .54 285 .84
2 .35 291.18 289 .55
7.43 293.94 29 1.18
0 .00 293 .94 291.18
A ppendix A
Ex istin g Conditi ons
Q)
"O
0 E z Q) ro
E E ~
ro ro u; ~ z c Q)
,:,(. u; ~ "O c a. 0 0 :.J ::i oz
BrentwoodCL V I
PipeCLV Culvert O ut fall
StreetCLV C u lvert O ut fa ll
C hanE2 IE2 /E6 'm2
ChanJB2 JB2 Rid geOut
C han NCI ,NCI NC2
C han NC2 NC2 C ul vert
C hanOut RidgeOut NC I
O ut Rid ge
PipeRidge Ridge Rid geOut
WeirRidge Ridge RidgeOut
Q)
"O
0 E z Q) ro
E E ~
ro ro u; z ~ c Q)
,:,(. u; ~ "O c a. 0 0 :.J ::i oz
I
BrentwoodCL V I
PipeCLV I Culvert I O ut fall
ls treetCLV I culvert 10 ut fa ll
C hanE2 E2/E6 JB2
C hanJB 2 JB2 IRid geOut I
C hanNCI !NCI NC2
ChanNC2 NC2 1Cul vert
C han O ut IRid geOut INC i I
O ut Ridge
1 P ipeRi dge Rid ge RidgeOut
IWei rRidge !Ridge IRidgeOut
Hydraulic Condui t Data and R esults
Autumn Chase Villas
50 -Year Storm
E ro
E ~ Qi -ro u; ~t a; :c r;
ct E .~ Oi Q)
(;) ~ ~ Q) a. ro ai c 0 a. c 0 > Q) oE ·-:r: ...J ii5 :J_ o_
M11/11-Cond1111
28 1.95 28 1.20 3 .50 50 .49 1.49
287 .20 287 .20 0 .50 5 .00 0 .00
29 1.94 291.00 2.00 140 .66 0 .67
291.00 288 .10 3 .00 20 1.56 1.44
288.00 285 .90 4 .00 109 .77 1.91
285 .90 281.95 6 .00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
M11/11-Cond1111
289.97 288 .70 3 .00 97 .88 1.30
0 .00 0 .00 0 .05 0 .00 0 .00
100 -Year Storm
E ro
E ~ Qi -ro u; ~ t a; :c r;
ct Oi Q)
v; ~ ~ Q) E .~ c a.
a. c 0 > ro ai Q) 0
oE ·-:r: ii5 ::i -0-...J
I
\111/11-C 011d1111
281.95 28 1.20 3 .50 50.49 1.49
287.20 287 .20 0 .50 5.00 0 .00
291.94 291.00 2.00 140 .66 0 .67
29 1.00 288. I OI 3.00 20 1.56 i 1.44
288.00 285.90 4 .00 109 .77 1.91
285.90 28 1.95 6.00 308.46 1 1.28
288.10 288 .00 4 .00 204 .83 0.05
.U11/11-Condu11
289.97 288 . 70 3 .00 1 97 .88 1.30
0 .00 1 O.OO I 0 .05 1 0 .00 0 .00
.~
C.J ~ 0
0 Qi u.. >
)( )(
ro ro
::!: ::!:
I
136 .50 8.92
0.00 0 .00
9 .80 7.86
9 .72 1.07
87 .69 6 .26
87 .57 4 .11
87 .84 2 .35
52 .38 7.67
3 1.1 6 0 .00
~
C.J ~ 0
.2 Qi u.. >
)( )(
ro ro
::!: ::!:
153 .89 9 .77
0 .00 0 .00
11.0 I 7 .5 1
10.93 0 .65
107.76 6 .73
107 .49 , 4 .16
107 .92 2 .35
54 .89 7.9 1
47 .87 0 .00
I
E
...J ...J ro
UJ E UJ Q)
Cl) ro Cl) !:;
~ ~ ~ ~ )( u; )( ~ ro a. ro o
::!: ::i ::!: 0
286 .34 283 .07
283.07 283 .0 7
292.73 29 1.64
29 1.64 291.3 1
289 .73 287 .70
287 .70 286.34
291.3 1 289 .73
294 .15 291.31
294 .15 291.3 1
E
...J ...J ro
UJ E UJ Q)
Cl) ro Cl) !:;
~ Q) ~ ~ !:;
)( II) )( ~
ro a. ro o
::!: ::i ::!: 0
286 .82 283 .21
283 .2 1 283 .21
292 .76 1 29 1.67
29 1.67 1 29 1.44
289 .9 1 287 .86
287 .86 286 .82
29 1.44 289.91
294 .36 29 1.44
294 .36 29 1.44
Appendix A
Ex istin g Conditions
APPENDIXB
Legend
Hydraulic Nodes
Junction Characteristics
e Recessed Inlet on Grade
A Recessed Inlet in a Sag
Junction
Detention Pond
Conduit Type
Flu me
-Gutter or Swale
sand links forte system , including the
e are ava il able in Append ix A 1and are
opment to postdeve lopment cond itions.
1 in c h equals 6 0 feet
Prepared for the City
of College Station
Plaming and
Development
Services
December 2004
Designed By : TMB
Drawn By :TMB
Checked By : JJM
MITCHELL
MM
MORGAN
Civil Eng i'leering :
Hydraul cs ; Hydrology ;
Ullly Planning & Design :
Site Planning & Design:
Street Design ;
Subdivision Planning & De sign
~
0::
~Cl.
'1 ~ Cl)
o:t: ~ Cl)
....J
....J
..... ~ s;
<:: <:: lU
IJJ :J Cl)
~Q ~
Cl. <:: u
0 q: <:
...J Cl) ::e
!S! IJJ 2
IJJ Q :::>
e~ o:t:
Cl)
0
Cl.
[8)~
A PP EN DIX
Cl>
"O
0 E z Cl> ro
E E ~
ro ro Vi ~ z c: Cl>
.:.£ V> ~ "O c: a. 0 0 :i ::::i oz
Brent woodCL V -
PipeCLV Cu lve rt O ut fa ll
Strt CLV Cul ve rt O ut fa ll
Chan NCI NCI NC2
Chan NC2 NC2 Culvert
ChanO ut RidgeOut NC I
Corn ell C l lE
IPipeCl l E Cl l E C ll W
,StrtCI I E C ll E C ll W
Corn ell CllW
PipeCl l W C ll W JB I
IStrtC l lW C ll W JBI
Corn ell Cl2
PipeC 12 Dup lxC l2 DrvwyC l4
StrtCl2 Duplx C l2 DrvwyCl4
Corn ell Cl3
PipeC l3 DuplxC l3 Dupl xC l2
Strt C l3 Dupl xC l3 Dupl xC l2
Corn ell Cl4
IPipeC 14 DrvwyC l4
1
Dupl xC l 5
Strt C14 DrvwyCl4 Dupl xC l5
Corn ell C l5 DuplxCl5 RidgeOut
Corn ell E DuplxCl5 Corn ell E
Corn ellJ B I
1 PipeJB I JB I Dupl xC l2
I StrtJ B I JB I Dupl xC l2
Corn e ll W DrvwyCl4 Corn ell W
DivertCl3 DuplxCl3 Ridge
FlumePVI I IPVll Pond
O utPo nd I
P ipe Po nd !Pond DrvwyC l4
We irPo nd Po nd DrvwyC l4
PipeJBVI JB V I 1Pond
PipeRidge I Ridge RidgeOut
StreetCI IE C ll E DuplxCl3
StreetC l3 DuplxCl3 DuplxCl5
VillasPVIO JBVI PVll
VillasJBI PVI SF I
Vi ll asPVI PVIO Pond
Vill as PV 2
P ipePV2 PV2 /PV3 PV6
StrtPV2 PV2/PV3 P V6
Vill asPV4 PV4 PV6
VillasPV5 IPV5 PV4
Vill as PV6
IPi pePV6 1PV6 JBVI
Strt PV6 PV6 JB V I
Vi ll asPV7 1 PV7 PVl l
VillasPV8 PV8 PV7
Vill asSF I SF I PV2 /PV3
Hydraulic Condui t Data and Results
Au t umn Chase V illas
5 -Year Storm
E ro
E ~ ~
ro Vi Cl>~
~ t:'. (ii :c ~ c: t:'. Ci -Cl> ~ Cl> E .21 c: V> > 0 > ro Cl> Cl> a. c: ·-:r: ::::i -Cl .E O~ ..J
.\111/11-Condwt
281 .95 28 1.20 3 .50 50.49
287 .20 287 .20 0 .50 5.00
288 .00 285.90 4 .00 109 .77
285 .90 28 1.95 6.00 308 .46
288 .10 288 .00 4 .00 204 .83
Atu/11-Cond1111
293 .68 293.49 1.50 37 .80
298 .69 1 298 .69 0 .83 5.00
Mu/11-Co ndu11
293 .39 293 .26 3.00 34 .26
298 .02 297 .8 1 1.50 35 .6 1
.'..!11/11-( ·a nd1111
292 .24 290 .60 3 .oo l 307 .5o l
297 .85 295 .10 1.50 166 .39
M11/t1-Co nd1111
292.49 292 .34 3 .00 51.50
297 .66 297 .66 0 .67 5.00
\fu/11-Cond1111
290 .50 290 .24 3.00 56 .5 1
295 .7 1 295 .7 1 0.67 5.00
289.74 288 .10 3.50 431.08
294 .97 294 .60 1.0 0 28 .6 1
M11/11-Condu11
293 .16 292 .34 3 .00 133 .10
29 7 .81 1 296.99 1.50 162 .39
295 . IO I 294 .59 1.50 52 .8 1
297 .35 293 .00 1.16 115 .00
297 .oo l 293 .00 3 .00 76.40
M11/11-C ond1111
293.00 292 .10 1.2 5 35 .00 ,
298 .50 295 .10 1.50 176 .00
293 .90 1 293 .80 2 .00 34 .59
289 .97 288 .70 3 .00 97 .88
298 .02 296.99 1.50 202 .7 1
297 .8 5 1 294 .97 1.50 187 .69
299 .42 299 .00 1.00 43 .98
302 .16 30 1.11 0 .60 91.56
298 .50 294 .50 1.50 50 .00
Mu/t1-Cond111t
295 .24 294 .64 1.5 0 120 .16
300.6 1 299 .80 1.00 106 .83
301.40 299 .80 0 .60 188 .37
303 .17 1 30 1.4 0 0.60 152 .3 1
Mu/11-Cond1111
29 4 .14 294 .00 2 .00 5 1.30
299 .80 299 .42 1.00 60.96
299.43 1 299 .00 0 .80 52 .35
300 .66 299.43 0 .80 108 .37
30 I. I I 300.6 1 0.85 82 .81
~ u ~ 0
.2 ~
Cl> LL > a. )( )(
.2 ro ro
(/) :!! :!!
--
1.49 111.77 7.87 ------
0 .00 0 .00 0 .00 ----
1.91 77.74 5.98
1.28 77.59 4 .67 --
0 .05 77 .89 2.35
0 .50 16.92 4.86
0.00 0 .00 0 .00
0 .38 25 .77 6 .46
I.OJ 0.08 0 .70
I
0 .53 46.20 7 .66
1.65 0 .00 0 .00
0 .29 14 .80 2 .7 1
0 .00 0 .00 0 .00
0 .46 55 .62 8.88
0 .00 0 .00 0 .00
0 .38 58 .18 6 .75
1.29 0 .03 0 .73
0 .62 25 .77 6 .52
0 .4 1 0 .00 0 .00
0 .97 0 .00 1 3 .37
3 .78 0 .00 0 .00
5.24 8 .50 1 23 .54
2.57 8 .88 1 8.68
1.93 0 .00 0 .00
0.29 14 .10 5.46
1.30 21.74 5.50
0 .51 9 .87 2 .33
1.65 0 .00 0 .00
0 .95 0 .00 0 .00
1.1 5 3.32 2 .43
8 .00 0 .85 9 .11
0 .50 7.00 4 .88
0 .76 0 .00 0 .22
0 .85 4 .81 2 .28
1.00 1.44 ' 4 06
0 .2 7 14 .2 7 1 5.40
0 .62 0 .00 1.14
0 .99 7 .04 2 .58
1.14 3 .6 1 1.77
0 .60 3 .29 1.37
E
..J ..J ro
UJ E UJ Cl>
(/) ro (/) !;
3: ~ ~ ~ )( Vi )( ~
ro a. ro o
:!! ::::i :!! 0
285 . 77 282 .86
282 .86 282 .86
289 .63 287 .61
287 .6 1 285 .77
29 1.23 289.63
295.29 295 .06
298 .10 298 .10
295 .06 294 .90
298 .10 297 .87
294 .59 293 .05
297 .02 295 .11
294 .6 1 294 .59
297 .02 297 .02
293 .05 I 292 .66
295 .02 295 .02
292.55 291.23
295 .0 2 294 .64
29 4 .79 294 .59
297 .02 297 .02
295 .11 I 294 .59
292 .13 292 .13
297 .41 296.35
296 .35 : 293 .05
296 .32 295.11
296.36 296 .35
292 .1 3 29 1.23
298 .66 297 04
297 .04 295 .02
297 .41 297.4 1
302.48 301 .36
298.72 296 .35 -
296.54 , 296.39
300 .62 299.8 1
30 1.88 299 .81
303 .38 301.88
296.39 , 296 .36
299 .8 1 299.42
299 .84 299.4 1
300.96 299.84
301.36 1 300 .62
Appendix B
Proposed Co nditi ons
I Q) I
"O
0 E z Q) ro
E E ~ ro ro e VJ z c: Q) _,.,_ v; ~ "O c: Q. 0 0 ::i ::i oz
Bre nt woodCL V
PipeCLV C ulvert O ut fa ll
Strt CLV C ul vert 10 ut fa ll
ChanNC I NCI NC2
Chan NC2 NC2 C ul ve rt
ChanOut RidgeOut NC I
Corn ell C ll E
PipeC ll E C ll E C ll W
StnC ll E 1C ll E 1c 11 w
Corn ell C ll W I
PipeC ll W C llW JB I
]Strt C ll W lc 11 w JBI
Corn ell C12 I
IPipeC 12 IDuplxC l2 DrvwyCl4
StrtCl2 DuplxCl2 1DrvwyCl4
Corn ell C l3 I
PipeCl3 DuplxC l3 Dupl xC l2
iStnC l3 Dupl xC l3 ;o upl xC l2
Corn e ll Cl4
,PipeC l4 1DrvwyC l4 Dupl xC IS
!StnC l4 DrvwyC l4 ,Dupl xC IS
Corn ell C l 5 Du plxC l5 IRid geOut
Corn ell E DuplxC IS ,Corn ell E
Corn el lJ BI I
I Pipe.I S I !JB I Dupl xC l2
,StnJ B I JB I Dupl xC l2
Corn e ll W DrvwyC l4 Corn e ll W
Di vertC l3 Dup lxC l3 Rid ge
Flum ePV I I IPV ll Pond
O ut Pond
Pipe Po nd ,Pond DrvwyC 14
Wei r Po nd !Pond DrvwyC l4
PipeJBV I JB V I Pond
Pi pe Rid ge I Rid ge Rid geO ut
StreetC ll E jCllE Dupl xC l3 I
StreetC l3 IDuplxCl3 Dupl xC IS
Vill asPV IO 1JBV I PVll
Vi ll asJB I lp y 1 S F I
Vill asPV I P V IO Po nd
Vill as PV2
Pi pePV2 PV2 /PV3 PV 6
StrtP V2 ]P V2 /PV3 PV6
Vill asPV4 P V4 PV6
Vi ll as PV5 IPV5 PV4
Vill as PV 6
PipeP V6 PV 6 JBVI
Stn PV6 PV6 JBVI
Vill asPV7 'py7 PV ll
Vill asPV8 PV8 PV7
Vill asSF I SF I PV2 /P V3
I
I
Hydra ulic Conduit Data and Results
Au tumn C hase Villas
10 -Year Storm
E ro
E e Q; ~ ro v; et:: ~~ .s:: c: t:: Oi ... Q) ~ Q) E -~ VJ > ro a> c: 0 > Q) Q. c: oE ·-:I: :J_ o_ ...J
,\/11/11-Cond1111
281.95 28 1.20 3 .50 50.49
287 .20 287 .20 0 .50 5 .00
288 .00 285 .9 0 4.00 109 .77
285 .90 281.95 6.00 308.46
288 .10 288 .00 4.00 204 .83
M11/11 -Co nd1111
293 .68 293.49 1.50 37 .80
298 .69 1 298 .69 0 .83 5.oo 1
M11/11 -Cond1111
293 .39 293 .26 3 .00 34 .26
298 .02 297.8 1 1.50 35 .6 1
A/11/11 -Co11d1111
292 .24 290.60 3 .00 307.50 1
297 .85 295 .10 1.50 166 .39
M11/11-Co11d1111
292.49 292 .34 3 .00 51.50
297 .66 297 .66 0.67 5.00 ]
Afu/11-C o nd1111
290.50 1 290.24 3 00 . 56 .5 1
295 .7 1 295 .7 1 0.67 5.00
289 .74 288 .10 3.50 43 1.08
294 .97 294 .60 1.00 28 .6 1
Mu/11 -Condu11
293 .16 1 292 .34 3 .00 133 .10 1
297 .8 1 296.99 1.50 1 162 .39
295 .10 1 294 .59 1.50 52 .8 11
297 .35 293 .00 1.1 6 11 5.00
297 .00 293 .00 3.oo 1 76.40
Al11/11-Cond1111
293 .oo l 292 .10 1.25 3s .oo 1
29 8 .50 295.10 1.5 0 176.00
293 .90 293 .80 2.00 34 .59
289 .97 288 .70 3.00 97 .88
298 02 296 .99 1.5 0 202 .71 1
297 .85 294 .97 1.50 187 .69
299.42 299.00 1.00 43 .98
302 .16 30 1.1 1 0 .60 91.56 1
298.50 294 .50 1.5 0 50 .00
Mu/11-C ondu11
295 .24 294 .64 1.50 120 .16
300 .6 11 299 .80 1.00 1 106 .83
301.40 299.80 0.60 188 .37
303 17 1 30 1.40 0 .60 152 .3 1
Mu/11-Cond1111
294 .14 1 294 .00 2.00 5 1.30
299 .80 299.4 2 1.00 60.96
299.43 299 .00 0 .80 52 .35 ]
300 .66 299.43 0.80 108.37
30 1.11 ] 300 .6 1 0.85 82 .8 1
~
.2
Q) u..
Q. )(
0 ro
iii ::i!
1.49 125 .03
0 .00 0 .00
1.9 1 87 .17
1.28 86 .99
0 .05 87 .27
0 .50 16 .94
0 .00 0 .03
0 .38 26 .85
1.0 1 0 .08
0 .53 5 1.83 1
1.65 0 .00 1
0 .29 18 .88
0 .00 0 .00
0.46 62 .00
0 .00 0 .00
0 .38 64.79
1.29 0 .04
0 .62 26 .82
0.4 1 0 .00
0 .97 o.oo '
3 .78 0 .00
5 .24 9 .55
2 .57 9 .53 1
1.93 0 .00
0 .29 1606
1.30 24 .5 1
0.5 1 13 .3 11
1.65 0 .00
0 .95 0 .00
1.15 3 .73
8.00 0 .95 ]
0 .50 7.80
0 .76 0 .00 1
0 .85 5.4 1
1.00 1.62
0 .2 7 16 .16 1
0 .62 0 .00
0 .99 7.9 1 I
1.1 4 4 .05
0 .60 3 .70
~ ·u
0 w >
)(
ro
::i!
8 .12
0 .00
6 .24
4 .65
2 .36
4 .84
0 .18
6 .53
0 .72
7.79
0 .00
2 .97
0 .00
9 .25
0 .00
7 .11
0 .79
6 .55
0 .00
0 .23
0 .00
2 1.20
9 .13
0 .00
5.19
5.15
2 .58
0 .00
0 .00
2 .5 0
3 .63
4 .85
0 .23
5.82
4 .06
5.30
0 .97
2 .66
1.82
1.43
E
...J ...J ro w E w Q)
(f) ro (f);
3: e 3: ~ )( v; )( ~ ro a. ro o
::i! ::i ::i! 0
286.13 282 .9 7
282 .9 7 282.9 7
289.72 287 .69
287 .69 286 .13
29 1.30 289 .72
295.40 295 .18
298 .73 298 . 70
295 .18 295.06
298 .10 297 .87
294 .93 293 .29
297 .02 295 .12
294 .96 294 .93
297.02 297 .02
293 .29 292 .86
295 .03 295 .03
292 .86 29 1.30
295.03 294 .65
295 .06 294 .93
297 .02 297 .02
295.12 1 294 .59
292 .32 292 .32
297.42 296 .72
296.72 1 293 .29
296.7 1 295.12
296 .74 296.72
292.32 29 1.30
298 . 73 297 04
297 04 295 .03
297.42 297 .42
302.49 30 1.36
298 .73 296.72
29 7 .06 , 296.77
300.62 299 .8 1
30 1.90 299 .8 1
303.39 30 1.90
296.77 296 .74
299.8 1 299.42
299 .85 1 299.42
300.97 299.85
301.36 I 300 .62
Appendix B
Pro posed Cond it io ns
Cl>
"O
0 E z Cl> ro
E E ~ ro ro ~ VJ z c: Cl>
.>I:. iii ;: "O c: a. 0 0 :i ::::> oz
BrentwoodCL V
PipeCLV Culvert Outfall
,StrtCLV Culvert Outfall
ChanNC I NCI NC2
Chan NC2 NC2 Cul ve rt
ChanO ut Rid geO ut NC I
CornellCllE ,-----
PipeCI IE CllE CllW
StrtCI IE CllE CllW
CornellCllW
PipeCllW CllW JBI
,StrtCllW CllW JBI
CornellC12
IPipeC12 DuplxCl2 DrvwyCl4
StrtCl2 DuplxCl2 DrvwyCl4
CornellCl3
PipeCl3 DuplxCl3 DuplxCl2
,StrtCl3 ,DuplxCl3 1DuplxCl2
CornellCl4
PipeCl4 DrvwyCl4 DuplxCl5
lstrtCl4 DrvwyCl4 DuplxCl5
Corn e ll C15 IDuplxC l5 Rid geO ut
Corn e ll E lo up lxCl5 Corn e ll E
CornellJBI
PipeJBI 'JBI DuplxCl2
StrtJB I JBI DuplxCl2
Corn e llW DrvwyC l4 Corn e ll W
Di vert C l3 Dupl xC l3 Rid ge
Flum e PVI I PV ll Pond
OutPond
1PipePond ,Pond DrvwyCl4
WeirPond ,Pond DrvwyCl4
PipeJB V I JB V I Po nd
Pipe Rid ge Ridge Rid geO ut
StreetC I I E C ll E Dupl xC l3
Stree tC l3 1 Du plxCl3 Dupl xC l5
Vill asPV IO IJB V I PVll
Vi ll asJBI IPV I SF I
Vill asPV I PV I O Po nd
VillasPV2
PipePV2 PV2 /PV3 PV6
1StrtPV2 PV2 /PV3 PV6
Vill asPV4 PV4 PV6
Vi ll asPV5 IP V5 PV4
VillasPV6
1 PipePV6 iPV6 JBVI
1StrtPV6 PV6 JBVI
Vill as PV7 l py7 P V ll
Vill as PV8 PV8 PV 7
Vill asSF I 1SF I PV2 /PV3
Hydraulic Condu it Data and Results
Autumn Chase V illas
25 -Yea r Storm
E ro
E ~ Q; ~ ro iii ~ t 'al~ ,r;
c: t 0, ..,, Cl> ;: Cl> E .21
VJ > ro Cl> c: 0 > Cl> a. c: oE ·-:I: ..J ::::> -0~
Mu/11-C o ndu11 --
281.95 281 .20 3.50 50.49
287 .20 287 .20 0.50 5.00
288 .00 285 .90 4 .00 109 .77
285 .90 28 1.95 6 .00 308.46
288 .10 288 .00 4 .00 204 .83
Alu/11 -Cond1111
293 .68 293 .49 1.50 37 .80
298 .69 298 .69 0 .83 5 .00
Alu/11 -Condu11
293.39 293 .26 3.00 34 .26
29802 297.81 1.50 I 35 .61
Mu/11 -Co11d u11
292 .24 290 .60 3 .00 307 .50
297 .85 295 .10 1.50 166 .39
M11/11-Co 11d1111
292 .49 292 .34 3 .00 51.50
297 .66 297 .66 0.67 5.00
Mu/11-Co nd 1111
290.50 1 290 .24 3 .00 56 .51
295 .71 295.71 0.67 5 .00
289.74 288 .10 3.50 4 31.08
294 .97 294 .60 1.00 28 .6 1
Mu/11 -C 0 11du11
293 .16 292 .34 3.oo l 133 .10
297 .81 296 .99 1.50 162.39
295 .10 294 .59 1.50 52 .8 1
297 .35 293 .00 I. I 6 1 11 5.00
297 .00 293 .00 3.00 76.40 1
M11/11-Co nd1111
293.00 292 .10 1.25 35 .00
298 .50 295 .10 1.50 176 .00
293.90 293 .80 2 .00 34 .59
289 .97 288 .70 3 .00 97 .88
298 .02 296 .99 1.5 0 202 .7 1
297 .85 294 .97 1.50 187 .69
299 .42 299 .00 1.00 1 43 .98 1
302 .16 30 1.11 0 .60 91.56
298 .50 294 .50 1.50 1 so.oo ,
M11/u-Co ndu11
295 .24 294 .64 1.50 120 .16
300.61 299 .80 1.00 106 .83
30 1.40 299 .80 0 .60 188.37
303 .17 30 1.40 0 .60 152 .3 1
Mu/11-Cond1111
294 .14 1 294 .00 2.00 51 .30
299.80 299 .42 1.00 60.96
299.43 299 .00 0 .80 52 .35
300.66 299 .43 0.80 108 .37
30 I.I I 300.6 1 0 .85 82 .8 1 I
;:
..2
Cl> u.. a. )( 0 ro
Vi ::!!
I
1.49 140 .74
0 .00 0 .00
1.9 1 97 .98
1.28 97 .75
0 .05 98 .11
0 .50 17 .04
0 .00 0.48 1
0.38 28.43
1.01 0 .09
0 .53 58 .59
1.65 0 .00
0.29 23 .35
0 .00 0.00
0.46 69 .83
0 .00 0.00
0 .38 73 06
1.29 0 .05
0 .62 28.73 1
0.41 0.00 1
0 .97 0 .00
3 .78 0 .00
5.24 10 .92
2 .57 10 .23 1
1.93 0 .00
0 .29 18.47 1
1.30 27 .83 1
0 .5 1 17.58 1
1.65 0 .00
0 .95 0 .00 1
1.1 5 4 .26
8 .00 1.09 ,
0 .50 9 .02
0 .76 0 .01
0 .85 6 .13
1.00 J.85 1
0 .27 18 .56
0 .62 0 .00
0.99 9 .05
1.1 4 4 .63
0 .60 4 .22
Z:'
'(.)
0
Q)
>
)(
ro
::!!
9 .13
0 .00
6 .51
4 .67
2 .35
4 .83
0.41
6 .54
0 .74
8.10
0 .00
3 .30
0 .00
9 .50
0 .00
7.57
0 .8 1
6 .52
0 .00
0 .89
0 .00
12 .62
9 .60
0 .00
5 .78
5.2 1
2 .9 1
0 .00
0 .00
2 .59
6 .82
5.09
0 .24
2 .36
5.08
5.81
1.19
2 .76
1.89
1.5 1
E
..J ..J ro
UJ E UJ Cl>
(/) ro (/) !:;
s:: ~ s:: ~ )( iii )( ;:
ro a. ro o
::!! ::::> ::!! 0
286.43 283 .10
283 .10 283 .10
289 .82 287 .78
287 . 78 286.43
291.38 289.82
296.90 296.66
298 .77 298 .73
296.66 296 .60
298 .11 297 .88
296.33 294 .05
297 .02 295 .12
296.40 296 .33
297 .02 297 .02
294 .05 293 .48
295 .03 295 .03
293.48 29 1.38
295 .03 294 .65
296.60 296.33
297 .02 297.02
295 .12 294 .59
292 .55 292 .55
297 .45 1 297 .14
297 .14 1 294 .05
297 .13 295 .12
297 .16 297 .14
292 .55 29 1.38
298 .77 297 .17
297 .17 295 03
297 .45 297.45
302 .5 1 301.38
298 .74 297.14
297. 72 297 .21
300.62 299.81
301.93 299 .8 1
303.40 1 301.93
297.21 1 297 .16
299.81 299 .42
299.88 299.4 5
300 .99 299 .88
30 1.38 ! 300.62
Appendix B
Pro posed Cond itio ns
Cl>
" 0 E z Cl> n:>
E E ~
n:> n:> iii ~ z c: Cl> .:.:. iii ~ " c: a. 0 0 ::i ::::> oz
Brent woodCL Y
PipeCLV C ulven Out fa ll
StnCLY .C ulven O ut fa ll
C han NCI NCI NC2
C han NC2 NC2 C ul ven
ChanOut R.idgeOu t NC I
Corn ell CllE I
1PipeC l lE C llE C ll W
,StnCllE CllE C l lW
Corn ell CllW
PipeCllW CllW JB I
StnC l lW CllW JB I
Cornell Cl2 I
IPipeC l2 Dup lxC l2 DrvwyC l4
StnCl2 DuplxCl2 DrvwyC l4
Corn ellC13
PipeCl3 DuplxC l3 D u plxCl2
IStnCl3 ,DuplxC l3 Dupl xC l2
Corn e ll Cl4 I
1PipeCl4 1DrvwyC l4 i DuplxC IS
1StnCl4 DrvwyC l4 D up lxCIS
Corn ell C IS DuplxC IS RidgeOut
Corn ell E DuplxCIS Cornell E
Corn ellJB I
IPipeJB I IJBI Dupl xC l2
StnJB I JBI D uplxCl2
Corn e ll W DrvwyC l4 Corn e ll W
DivenCl3 Duplx C l3 Ridge
Flum ePYI I PYll Pond
O ut Pond
Pipe Pon d Pond DrvwyC l4
,We ir Pond Pon d DrvwyCl4
PipeJBVI JBVI 1Pond
PipeR.idge Ridge RidgeOut
StreetCI IE C ll E DuplxCl3
StreetC l3 JDuplxCl3 louplxC IS
Yi ll asPY IO 1JBYI PYll
Yi ll asJB I PY! SF !
YillasPYI PYI O Pond
Yill asPV2
PipePY2 PY2 /PY3 PV6
,StnPY2 P Y2 /PV3 PY6
YillasPV4 PV4 PY6
VillasPVS ,PVS PV4
Yill asPV6
1Pi pePV6 1PV6 JB V I
IS tn PY6 PV6 JB V I
V ill asPY7 PV7 PYll
YillasPV8 PY8 PV7
Yi ll asSF I SF ! PY2/PV3
Hydrau lic Condui t Data and Results
Autumn Chase V illas
50 -Year Storm
E
n:>
E ~ Q; ~ n:> iii ~ 't a; :c .s::.
c: 't E .12' Ci -Cl> ~ Cl> c: If) > 0 > n:> Cl> Cl>
Cl> a.
0 a. c: ::::> -oE ·-::x: O~ ....J Cl)
,\/u/11-Condwt
28 l.9S 28 1.20 3 .SO S0.49 1.49
287 .20 287 .20 O.SO S.00 000
288 .00 28S .90 4 .00 109 .77 1.91
28S.90 28 1.9S 6.00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 O.OS
Alu/11-Cond1111
293 .68 293.49 1.50 37.80 O.SO
298 .69 , 298 .69 0 .83 S.00 0 .00
Mu/11-Condu11
293 .39 293 .26 3 .00 34 .26 0 .38
298 .02 297 .8 1 1.50 3S .6 1 1.0 I
Af11/11-Condu11
292 .24 290 .60 3 .00 307 .SO ' O.S3
297 .8S 29S .10 I.SO 166 .39 l.6S
M11/11-Co ndw1
292.49 , 292 .34 3 .00 SI.SO 0 .29
297 .66 1 297 .66 0 .67 s.00 1 0 .00
Afu/11-Cond1111
290 .SO 290 .24 3.00 S6 .S I 1 0.46
29S .7 1 29S .7 1 0 .67 S.00 0 .00
289.74 288 .10 1 3 so l 431.08 0.38
294.97 294 .60 1 1.00 28.6 1 1.29
Mu/11-C 011du11
293.16 292 .34 1 3 .00 133 .10 0 .62
297 .8 1 296 .99 I.SO 162 .39 0.41
29S. I OI 294 .S9 I.SO S2 .8 I 0 .97
297 .3S 293 .00 1.1 6 I I S.00 1 3.78
297.oo l 293 .00 I 3 00 1 76 .40 S.24
M11/11-Cond1111
293 .00 1 292 .10 l.2S 3S .00 1 2 .S7
298 .SO 29S .IO I.SO 176 .00 1.93
293.90 293 .80 1 2 .00 34 .S9 0 .29
289.97 288 .70 3 .00 97 .88 1.30
298 .02 1 296 .99 I.SO 202 .7 1 O.S I
297.8S 294 .97 I.SO ' 187 .69 l.6S
299.42 1 299 .00 1.00 1 43.98 0 .9S
302 .16 1 30 1.11 0 .60 91.S6 I. IS
298.SO 294.SO 1.50 S0 .00 8 .00
M11/11-C ond1111
29S .24 294 .64 l.S0 1 120 .16 1 O.SO
300.6 1 299 .80 1.00 106 .83 0 .76
30 1.40 299.80 0 .60 188.37 0 .8S
303.17 1 30 1.40 0 .6 0 1 IS2 .3 I 1.00
Mu /11-Cond1111
' 294 .14 294 .00 2 .00 S 1.30 0 .27
299.80 299.42 1.00 60.96 0 .62
299.43 I 299.00 0 .80 S2 .3S 0 .99
300.66 299 .43 0 .80 108 .37 1.1 4
30 I.I I 300.6 1 0 .8S I 82 .8 1 0 .60
~ ·u ~ .2 0 Cl>
LL >
)( )(
n:> n:>
::!:: ::!::
I S0 .26 9 .60
0 .00 0.00
IOS .23 6 .68
IO S.11 4 .66
IOS .38 2 .36
17.26 4 .81
O.S 1 0.4 1
30 .3S 6 .S7
0 .10 0 .76
62 .8S 8 .86
0 .00 0 .00
23 .4 1 3 .30
0 .00 1 0 .00
74 .S I 10 .36
0 .00 0 .00
78.8S 8 .08
0 .06 0 .8S
30.43 : 6 .3S
0 .00 1 0 .00
o .oo l 1.09
6 .34 3 .76
12.36 1 20.04
10 .98 1 10 .07
0 .00 0 .00
20.97 1 6 .66
32.16 S.3 1
23.8S I 2 .88
0 .00 0 .00
000 1 0 .00
4 .81 2 .68
6S7 1 3 .76
10 .1 9 1 S.74
0 .0 1 0 .2S
6 .9S I S.29
2 09 1 4 .06
2 1.00 1 6 .67
0 .00 2 .18
10.23 1 2 .84
S.24 l.9S
478 1 l.S8
E
....J ....J n:> w E w Cl>
Cl) n:> Cl)!:;
3: ~ 3: ~
)( If) )( ~
n:> a. n:> 0
::!:: ::::> ::!:: 0
286. 70 283 .18
283 .18 283 .18
289 .89 287 .84
287 .84 286 .70
29 1.42 289.89
297 .90 297 .6S
298 .78 298 .73
297 .6S 297 .S8
298 .11 297 .88
297 .29 294 .S3
297 .02 29S .12
297 .36 297 .29
297 .02 297.02
294 .S3 293 .84
29S .03 29S.03
293.84 29 1.42
29S .03 294 .6S
297 .S8 297 .29
297.S8 297 .02
29S.12 294 .S9
297 .66 293 .31
297.63 297.63
297 .63 294 .S3
297 .S8 29S .12
297 .64 297 .63
292.8S 291.42
298 .78 297 .66
297.66 29S .03
297.63 297 .63
302 .S3 301 .3 9
298.7S , 297 .63
298 .42 , 297 .67
300.62 1 299 .81
301.96 , 299 .8 1
303.4 1 301.96
297 .67 297 .64
299.8 1 299 .42
299 .90 1 299.47
301.00 299 .90
301.39 I 300 .62
Appendix B
Proposed Conditions
Ql
"O
0 E z Ql ra
E E ~
ra ra iii z ~ c: Ql
""' iii ~ "O c: a. 0 0 ~ ::::> oz
Brent woodCL V
Pi peCLV C ul vert O ut fa ll --StrtCLV C ulve rt O ut fa ll
ChanNCI NCI NC2
Chan NC2 NC2 C ulvert
Chan Out RidgeOut NCI
Corn e ll C ll E
P ipeC ll E Cl l E C ll W
,Strt C I I E C ll E ,C ll W
Corn ell C ll W
PipeCl l W C ll W JB I
Strt C I I W C ll W JB I
Corn e ll C12
1PipeCl2 IDuplxC l2 DrvwyC l4
StrtCl2 Du pl xC l2 DrvwyC l4
Corn e ll C l3
PipeC 13 DuplxC l3 Dupl xC l2
StrtC l3 Dupl xC l3 Dupl xC l2
Corn ell C l4
1PipeC l4 DrvwyC l4 Dupl xC l 5
Strt CI4 DrvwyC l4 Dupl xCI5
CornellC15 1DuplxCl5 ,RidgeOut
Corn e ll E DuplxC l5 Cornell E
Corn ellJ B I
l p ipeJBI 'JB I Dupl xC l2
I StrtJ B I JB I Dupl xC l2
CornellW DrvwyCl4 Corn ell W
DivertCl3 DuplxC l3 ,Ridge
Fl ume PVI I IPVll Pond
O ut Pond
Pipe Po nd Pond DrvwyC l4
We irPo nd Pond DrvwyC l4
PipeJBV I JBVI Po nd
PipeRidge ,Ridge RidgeOut
StreetCI I E 1Cl l E Dupl xC l3
StreetCI3 louplxCl3 DuplxCl5
VillasPVIO JBVI PVll
VillasJBI PVI SF I
VillasPVI PVIO Pond
Vill as PV 2 I
Pipe PV2 PV2/PV3 P V6
StrtP V2 1PV2/PV3 PV6
VillasPV4 PV4 PV6
Vi ll asPV5 PV5 PV4
Vill asPV6
PipePV6 jPV6 JBVI
Strt PV6 PV6 JBVI
VillasPV7 PV7 PVll
Vi ll asPV8 l pv8 PV7
VillasSFI JSF I PV2 /PV3
Hydraulic Conduit Data and Results
A utumn C hase V illas
100 -Year Storm
E ra
E ~ Qi ~ ra iii OJ ~ .s:: ~ t c: t 0,
-Ql ~ Ql E .~
Vl > ra °' c: 0 > Ql a. c: 0 .E ·-J: ::::> -o_ ...J
M11/11-Cond1111
28 1.95 28 1.20 3 .50 50.49
2 87 .20 287 .20 0 .50 5.00
288 .00 285.90 4 .00 109 .77
285.90 281 .95 6.00 308.46
288 .10 288 .00 4 .00 204 .83 1
A 111/11 -r ondw t
293 .68 293.49 1.50 37 .80
298 .69 298 .69 0 .83 5.00
Af11/t1-Condu 11
293 .39 293 .26 3 .00 34 .26 1
298 .02 297 .8 1 1.50 35.6 1 I
.~f11/t1-C'ond111t
292 .24 290 .60 3 .00 307 .50 1
297 .85 295 .10 1.50 166 .39
M11/t1-Cond111t
292.49 292 .34 3 .00 51.50
297 .66 297 .66 0 .67 5.00
.H11/11-Cond111 1
290 .50 290 .24 3.00 56 .5 1,
295 .7 1 295.7 1 0.67 5 .00
289.74 288.10 1 3.50 1 431.08 1
294 .97 294 .60 1.00 28 .6 11
Mu/11-C ondu1t
293.16 292 .34 3.00 133 .10
29 7 .8 1 296.99 1.50 162 .39
295 .10 294 .59 1.50 52 .8 1
297 .35 293 .00 1.1 6 115 .00 ,
291 .00 1 293 .00 3.00 1 76.40
M11/t1-Condwt
293.00 292 .10 1 1.2 5 35.oo l
298 .50 295 .10 1.5 0 176 .00
293 .90 293 .80 2.00 34 .59
289 .97 288 . 70 3 .00 97.88
298 .02 1 296 .99 1.50 1 202 .7 1
297 .85 294 .97 1.50 187 .69
299.42 299.00 1.00 43 .98
302 .16 30 1.11 0 .60 91.56
298 .50 294 .50 1.50 1 50 .00
M11/t1-Cond1111
295 .24 294 .64 1.5 0 120.16
300.6 1 299 .80 1.0 0 106 .83
30 1.4 0 299 .80 0 .60 188 .37
303 .17 30 1.4 0 0 .60 152 .3 1
Mu/t1-Cond111t
294 .14 294 .00 2 .00 51.30 1
299.80 299 .42 1.0 0 60 .96
299.43 1 299.00 0.80 1 52 .35 I
300.66 299 .43 0.80 108 .37
30 1.11 1 300.6 1 0.85 82 .81 I
~
.2
Ql u. a. )(
.2 ra
:E en
1.49 159 .10
0 .00 0 .00
1.91 11 3 .18
128 11 2 .96
0 .05 113 .38
0 .50 17 .13
0 .00 0 .46 ,
0 .38 3 1.67
I.OJ 0 .11
0 .53 63 .12 1
1.65 0 .00
0 .29 23.48
0 .00 0 .16
0.46 75 .9 1
0 .00 0 .00
0 .38 80.47
129 0.05
0 .62 3 1.65
0.4 1 0 .00
0 .97 0 .01
3 .78 13 .80
5.24 13 .88 1
2 .57 11.6 7 I
1.93 0 .00
0 .29 23.60 1
1.30 37 .26
0 .5 1 2733 1
1.65 0 .00
0 .95 0 .00
1.15 5.4 11
8.00 7.3 1 I
0 .50 11.4 6 ,
0 .76 0 .0 11
0 .85 7 .84 1
1.00 2.36
0 .2 7 23.65 1
0 .62 0 .00
0.99 11.49
1.14 5 .89
0 .60 1 5.37 1
Z:' ·u
0
di >
)(
ra
:E
10 .0 1
0 .00
6 .85
4 .68
2 .35
4 .79
0.40
6.49
0 .77
8 .90
0 .00
3.3 1
0 .27
10.63
0 .00
8.24
0 .79
6.4 1
0 .20
3 .37
4 .16
14 .75
10 .48
0 .00
7.49
5.37
2 .86
0 .00
0 .00
2 .76
9 .08
6.43
0 .26
2 .42
4 .14
7.5 0 1
1.3 4
2 .92
2 .01
1.65
E
...J ...J ra w E w Ql en ra en .=
~ ~ ~ ~
)( Vl )( ~ ra a. ra o
:E ::::> :E 0
286 .99 2 83 .25
283 .25 283 .25
289.96 287 .90
287 .90 286 .99
291.47 289.96
298 .40 298 .04
298 .77 298 .73
298 .04 297 .89
298 .11 297.89
297 .85 294 .79
297 03 295 .13
297 .80 297 .85
297 .75 297 .70
294 .79 294 .0 1
295 .03 295 .03
294 .01 29 1.4 7
295 .03 294 .65
297 .89 297 .85
297 .89 29 7.03
295 .13 294 .60
297 .75 293.39
298 .11 298 .11
298 .11 294 .79
298 .11 295 .13
298 .13 298 .11
293 .19 29 1.47
298.77 297 .75
297 .75 295 .03
298.11 298 .11
302 .54 30 1.40
298.77 298 .11
299.22 298 .19
300 .62 299.8 1
30 1.99 299 .81
303 .42 301.99
298.19 298 .1 3
299.8 1 299.42
299.92 299 .49
301.02 299 .92
30 1.40 300.62
Appendix B
Proposed Co nditi o ns
Carol Cotter
City of College Station
Planning & Development
PO Box 9960
College Stat ion, TX 77840
MITCHELL
MM
MORGAN
RE: Autumn Chase Vil/as -Additional Hydran t Model Tests
Dear Caro l:
January 3, 2005
We have completed a water model test with hydrant test ing results as requested in the
December City comments for Autumn Chase Villas. A copy of the flow test results is shown
in Exhibit 1. We believe that the address as shown on the report is a mistake, and pressure
was recorded from the hydrant on the corner or Cornell and Brentwood Drive.
The M ik eNET water model was run for both simulated fire flow and static conditions.
Simulated fire flow was flow used in the flow test report (Exhibit 1 ). The same MikeNET
model was used in this report as was used in the original A utumn Chase water report.
Pipes not yet constructed were "closed" for this analysis . As shown in Exhibit 2, Simulated
Fire Flow Conditions, and Exhibit 3, Stat ic Cond itions , actual flow conditions and model
conditions obta in similar pressure readings . Because these readings are similar, we are
comfortab le with the information obtained in the origina l Autumn Chase water report.
have any further questions or comments please feel to contact me .
cc: file
Attachments
S :\Proj\04 58 -Autu mn-C hase-Vi llas-N EW\Mi keN E1\0458-hydrant_flow _mo del-0501 03 . doc
511 UNIVERSITY DR IVE EAST, SUITE 204 • COLLEGE STAT ION, TX 77840 • T 979.260.6963 • F 979.260.3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitchellandmorgan .com • www.mitchellandmorgan .com
12 /23 /2004 1 3 :03 FAX 9 7 9 764 3452 COL LEGE STATIO N PUB .UT L .
~ College Station Utilities <Uf-
Reliable, Affordable, Communit~' Ownecl
1601 GRAHAM ROAD
COLLEGE STATION TEXAS 77845
Date : 23 DECEMBER 2004
Number pages including cover sheet - 1
Fax to: 260-3564
Attention: REBECCA
Company: MITCHELL AND MORGAN
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: 2 6 CORNELL 2 ~ $ (;> ~
Flow hydrant number: E-142
Pitot reading: 70
(GPM): 1405
Static hydrant number : E-141
Static PSI : 99
Res idual PSI: 96
~00 1 0156
C/J(Y
EXHIBIT 1
hydrant-test-041230.GDB
Analysis Type: Steady State-Autumn Chase Villas
Project Description: Flow Test (1405 gpm) on Hydrant at Cornell and Brentwood
m
X rorizontal Plan ::r:
OJ
-t
I'\)
\~
\
\
Results -Junctions
Number of Junctions : 6(Selection)
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm] [ft] [psi]
-
68 J-2324 293.000 1405 .000-472 .2 72-77.679
1173 297.000 0.000 474.889 77.079
1174 290.000 0.000 477.007 81.030
2074 294.000 0.000 472.301 77.258
2075 297.000 0.000 472 .334 75.972
2085 297.250 0.000 475.514 77 .2 42
Results -Pipes
Number of Pipes: 5(Selection)
Pipe ID Node 1 Node2 Diameter Length Roughness I Flow Velocity Headloss I
[in] [ft] [millift] ] [gpm] [ft/s] [ft] l I
1
2205 [ 1173 [ 1174 , 8.000 1 314.100 J 130.000 -583.897 -3.727 2.118 I
2452 68 2074 8.000 207.249 140.000 1 -77.666 -0.496 0.029 i
2453 2074 2075 8.000 235.053 140 .000 -77.666 -0.496 0.033
2454 2075 1173 8.000 134.998 140 .000 1 -1097.666 -7.006 2.555 I
I
I 2465 2085 1173 8.000 117.494 130.000 j 513.769 3.279 0.625
m
hydrant-test-041230.GDB
A naly sis T yp e : Steady State-Autumn Chase Villas
Project Des cription: Static Pressure Run
// // /
X orizontal Plan
I
OJ --i
c.v
l
Results -Junctions
Number of Junctions : 6(Selection)
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm] [ft] [psi] I -68 J-2324 293 .000 ~ 42.844-502-.9'.76--90 .983)
167 J-8580 298 .000 0.000 502.232 88.494
1173 297 .000 0.000 500.461 88.160
2074 294 .000 0.000 501.613 89.959
2075 297.000 0.000 500.067 87.989 I
2085 297 .250 0.000 500.473 88.056 I
Results -Pipes
Number of Pipes: 5(Selection)
I
Headloss j Pipe ID Description Node 1 Node 2 j Diameter Length Roughness Flow Velocity
' ' ! [in] [ft] [millift] [gpm] [ftls]~ I
!
2204 167 2085 j 8.ooo 132 .992 130 .000 840.128 5.362 1.759
2452 68 2074 8.000 207.249 140.000 620.315 3.959 1.363 l
2453 2074 2075 8.000 235 .053 140 .000 620.315 3.959 1.546 l
2454 2075 1173 8.000 134.998 140 .000 -399.686 -2 .551 0.393 l
2465 2085 1173 1 8.000 117.494 130 .000 60 .128 0.384 0 .012 I
AUTUMN CHASE VILLAS DRAINAGE
ANALYSIS
December 2004
Prepared for th e City of Colleg e Station
Planning and De velopm ent S ervices Department
B y
MITCHELL
MORGAN
ENGINEERS & CONSTRUCTORS
511 U NIVERSITY DRIVE , SUITE 204
C OL LEGE STATIO N, TX 77840
OFF ICE (979) 260-6963
FA X (979) 260 -3564
MITCHELL
M M
MORGAN
AUTUMN CHASE VILLAS DRAINAGE ANALYSIS
CERTIFICATION
"I hereby certify that I am familiar with the adopted ordinances, regulations, standards, and
polic ies of the City of College Station governing development, that this analysis has been
prepared under my supervision, and that this drainage p lan complies with governing
ordinances and regulations to the best of my knowledge."
"The site of The Autumn Chase Villas, Lot 6, Block 2 of the Autumn Chase Subdivision does
not lie within the established area of the specia l fl ood hazard as established by the current
flo insurance study or flood insurance rate map number 48041 C0144C, dated July 2,
1
""' ... ~ . ,, --~~~ ur ·r~ \\' ..;"--<._~ ··•·•··•·· ...r-115'1,,
.::' 0 .. ····* ···... M ,, ;:* .· ._,.I !..~ .. / ....................... \.~ .. ~ ~VERONICA J.B. MORGAN ~ ~-····:···························:fi::.··,, ~ -o:._ 77689 /i.J.J ! ,, ">b"· '9 Q .:_ffi ~
11 ~"-..~GtsT E5':~'..--0~.:' ., ~&. ........... <-~ .:-
,, StO NA\... v----
\\\'""''"'""'-
511 UNIVERSITY DRI VE EAST, SUITE 204 • COL LEGE STATION , TX 77840 • T 979 .260.6963 • F 979 .260.3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SI TE PLANS • SUBDIVISIONS
info@mitchellandmorgan.com • www.mitchellandmorgan.com
Introduction
AUTUMN CHASE VILLAS DRAINAGE
ANALYSIS
The purpose of this drainage report is to present analysis of the necessary drainage
infrastructure for the proposed Autumn Chase Villas. This residential development will be
loc ated in College Station , Tex as adjacent to Cornell Drive and the duplex lots that were
constructed as part of the first phase of the Autumn Chase subdi vision . The drainage report
prov ides analysis for the infrastructure required to facilitate attenuation and remo val of both
onsite flow and the flow from the contributing offsite drainage areas , most notably Manuel
Street located to the north of the proposed project site. This report includes anal ysis for full
de velopment of the 8.37 acre tract and provides more detailed information on the drainage
design for the Autumn Chase Villas than was submitted with the first phase drainage report.
This acreage includes the sev enty foot (70') Cornell right-of-way at the east end of the
property. Per the City of College Station Drainage Policy and Design Standards (DPDS) the
parameters used for the design and analysis of pre-v. post-development conditions include
adherence to the stated zero peak flow rate increase due to development set forth in the
guidelines.
General Location and Description
The Autumn Chase Villas development will be located in College Station, Texas north of the
intersection of Brentwood Drive and Cornell Street, located within the Autumn Chase
Subdivision, and west of Lot 1, Block 1 of the Troy Subdivision. The Troy Property
subsequently will be referred to as the Ridge Apartments or the Ridge for the purposes of this
report. The project site is south of Lot 5, Block 1 of the KFO #2 Subdivision. The entire
project site includes Lots 1-7 , Block 1 and Lots 1-6 , Block 2 of the Autumn Chase
Subdivision and includes approximately 8.374 acres of undeveloped and currentl y overgro wn
land. The proposed Autumn Chase Villas project will be located on Lot 6, Block 2 of the
Autumn Chase subdivision. The location of the Autumn Chase project site is depicted in
Exhibit Al.
Drainage Design Criteria
All drainage design is in accordance with the City of College Station DPDS . As such:
• Design rainstorm events consist of the 5-, 10-, 25-, 50-, and 100-year, 24 hour
duration hypothetical storm events in order to analyze the effectiveness of the
detention facilities .
• Flow calculations are based on the Rational Method with a minimum time of
concentration of 10 minutes in order to reflect the peak intensities of a short duration
storm.
• The target peak runoff rate for the post-development condition is that of the pre-
development peak flow rate on the Autumn Chase property.
The analysis confluence for the study is identified as the culvert located at Brentwood and
anal ysis of the effects of the proposed system at the study confluence will be considered in
the analysis.
1::1 Mitchell & Mo rgan , LLP
Primary Drainage Basin Description
The proposed project site is located within the Bee Creek Drainage Basin. As demonstrated
in Exhibit A2, no portion of the Autumn Chase Subdivision lies within the regulatory 100-
year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance
Rate Map (FIRM) panel 144, with an effective date of July 1992. Prior to the construction of
Cornell through the Autumn Chase Subdivision, the majority of the site (approximately 60%)
drained in an easterly direction and discharged into the existing detention pond, which is
located within and provides detention for the Ridge Apartments . Approximately 20% of the
site drained toward the southeast comer of the site where it is was carried via a small natural
swale to the drainage ditch located between Auburn Court and Princeton Circle, which
conveyed this small flow as well as the discharge from the Ridge detention pond. This ditch
runs between Block 1 of the Brentwood #3 Subdivision and Block 2 of the Brentwood #5
Subdivision to the culvert under Brentwood Drive and discharges into an intermittent
tributary of Bee Creek. This culvert has adequate size to convey the flow from the Ridge
detention pond, the small amount from the Autumn Chase Subdivision, and the 16 acres of
contributing drainage area from the various sections of the Brentwood Subdivision. The
completion of Cornell and its associated drainage infrastructure rerouted the drainage from
Manuel Drive and the majority of the drainage from Autumn Chase directly to the ditch via a
42" RCP. While this increased the peak flows at the Brentwood drive culvert, there is no
indication that the detention pond at the Ridge was ever intended to provide storage for the
Manuel Street discharges. Finally, nearly 20% of the onsite runoff still drains to the west
onto Lot 2 of the H.F. Krenek #2 Subdivision.
Stormwater Runoff Analysis
?redevelopment Drainage Basin
For the original analysis the Autumn Chase Subdivision itself was divided into three
predevelopment drainage basins (El, E3, and E6) which account for all of the 8.374 acres of
onsite runoff. In addition, four additional drainage basins were included to account for
offsite flow (E2, OFFI, OFF2, and OFF3) and provide a more thorough drainage analysis
and subsequent design. The predevelopment drainage basin map has been provided as
Exhibit B 1. Synthetic rainfall events were generated for all required storm using the
National Weather Service TP-40 depth duration data, which was calculated using an
alternating block method with 5 minute computation intervals. The storms generated were
used for both the pre-and post-development analyses. Predevelopment hydraulic modeling
was performed for all specified rainfall events and included the 5-through 100-year rainfall
events required. Predevelopment runoff coefficients for the Autumn Chase Subdivision were
estimated at C=0.45 based on the existing soil types, slope, level of development and
vegetative cover on the site. Predevelopment runoff coefficients for offsite drainage varied
based on the amount of development present in the area. Lot 5, Block 1 of the KFO #2
Subdivision was assumed to have a predevelopment runoff coefficient of C=0.40 based on
the fact that detention was provided for the site and an approved drainage report is on file
with the City of College Station. Due to the relatively small drainage areas and the slope
across the site, a time of concentration of 10 minutes was used for the basins within Autumn
Chase. Increased times of concentration were used for the offsite flow including 15 minutes
for OFFI and 20 minutes for OFF2 due to the fact that detention was used. The development
of the Troy Subdivision and construction of their perimeter fence blocked the natural
l~I Mitchell & Morgan, LLP 2
drainage pattern for the offsite flow from Manuel Street and the majority of the onsite flow
from the Autumn Chase property. The flow ponded on the Autumn Chase property and was
ultimately metered under the fence and flows into the Ridge upper detention pond. This flow
then drained to and was stored within the Ridge detention pond, resulting in reduced flows at
the Brentwood culvert. The pre-Cornell drainage patterns are reflected in the existing
conditions model resulting in inflow significantly higher than was analyzed in the Drainage
Report for The Troy Subdivision Lot 1, Block 1 (Municipal Development Group , 1994) as
well as higher outflow from the pond and depth within . The owners of the Ridge Apartments
tried to remove the extra runoff by blocking the natural drainage patterns through their fence
and additional sand bag placement under the bottom of the fence at the west end of the
property, adjacent to the detention pond. Current designs for the duplex lots located along
the east side of Cornell appear to route the runoff back to Cornell Street. This condition has
been included in the updated postdevelopment analysis to be discussed in the next section.
Postdevelopment Drainage Basin
While predevelopment runoff coefficients for the offsite drainage areas remained constant,
the full development of the Autumn Chase Subdivision resulted in the addition of a
significant amount of impervious cover and a peak runoff rate net increase on the site of 26.0
cfs for the 100-year storm. The extension of Cornell Street and the development of the
Autumn Chase Villas results in the creation of eighteen onsite drainage basins (PV1-PV13 ,
Duplex CI2,3 , & 5, Driveway CI4 and POND) as seen in Exhibit B2. The majority of these
drain to the east with the exception of drainage basin PV9, which drains undetained to the
west where predevelopment drainage basin E3 currently drains . This basin flows undetained
due to a reduction in the size of the basin through the course of development and the
subsequent net flow reduction to the discharge point, which is reflected in Table 2. The
Cornell Drive extension and duplex lots account for drainage basins CI2-CI5 which
contribute flow from the west and east sides of the street. The proposed Autumn Chase
Villas include the creation of basins PV1-PV13 as well as POND, which accounts for the
area occupied by the proposed detention pond that will be discussed in subsequent sections .
Each of these drainage basins has been assigned an appropriate Rational Method runoff
coefficient that is reflected on Exhibits B 1 and B2 (pre-and post-development, respectively),
as well as the resulting CA values for each basin. The flow currently contributed from offsite
drainage basins is considerable and the Ridge Apartments should see an overall reduction in
runoff from the Autumn Chase property as a result of the proposed storm sewer system,
which will be detailed later. Predevelopment runoff rates for the Autumn Chase site as well
as the surrounding drainage basins are summarized in Table 1.
Drainage Facility Design
Dynamic Modeling
One important item to note about this analysis is the use of XP-Storm Version 9 .1.4 for both
hydrologic and hydraulic modeling. This model was chosen for its ability to perform a
dynamic routing model of a complex system, based not only on quantity of runoff but also
timing of the hydro graphs . In addition , the XP-Storm model provides integration of the
hydrologic and hydraulic models as well as multi-storm capabilities that were required. The
use of a dynamic routing package was necessitated by the design of a complex system with
multiple detention ponds and the subsurface and overland flow routes that make up a typical
12.!I Mitchell & Morgan, LLP 3
storm sewer system. Due to the high volume of runoff to be conveyed and the economic
limitations, surcharge of inlets and the movement of runoff along overland flow routes will
most likely occur and the dynamic model can more appropriately model those situations.
The tallwater at the system outfall point combined with backflow in pipes created by strained
capacity during major events created problems for a steady state analysis and were more
accurately identified using a dynamic model. Items such as inlet flooding depth and duration
that would have been missed by a standard model were easily recognized using the XP-Storm
model. All of these capabilities led to the design of a more efficient and cost-effective storm
sewer system. While the model provides a more accurate picture of the system, the complex
nature of the model results in outputs that are difficult to decipher. For this reason, summary
spreadsheets have been provided to provide a clearer picture of the model results . Along
with these spreadsheets, maps have been provided to indicate where each of the nodes and
links are located in the system. Some of the links will have multiple conduits associated with
them (i.e. a pipe as well as a gutter section) and this will be indicated on the summary
spreadsheets. This has been done for the predevelopment as well as the post development
conditions . These are provided in Appendices A and B.
Proposed Storm Drainage Infrastructure
The design of the Autumn Chase Subdivision includes the placement of stormwater inlets at
the north and south ends of the proposed Cornell Drive section as well as adjacent to the
existing access driveway for the Ridge Apartments. These inlets are connected via a series of
a 36-inch reinforced concrete pipes (RCP). The inlets on the north end of the property
consist of two 10' inlets situated across the street from one another. There is a second pair of
10' inlets in the center of Cornell at the Ridge rear driveway entrance. These inlets and pipe
are designed to pick up the 10-year storm . During the 50-year flow the ponded depth at these
inlets is deep enough that water will begin to spill into the Ridge driveway and enter the
lower detention pond. The Ridge driveway and the lower pond will act as the overflow route
for all flows greater than the 25-year storm . Dynamic modeling of the proposed system
indicates that the driveway diversion will limit the runoff depth in the sag to the point that no
spill over will occur from that point down Cornell. The last set of inlets is located at the
south end of the property and is connected by a 36" RCP. These inlets will only be required
to pick up the small amount of runoff generated from drainage areas CI4 and CI5. The
runoff from the Autumn Chase Villas is routed through a detention pond located at the
southwest end of the proposed Cornell Drive extension. The detention pond is designed to
over-detain for flow that is released directly into the storm sewer system in order to meet the
zero increase rule established in the College Station DPDS . This pond is not designed to
provide detention for the offsite flow from Manuel Street or the KFO lots. The results of
conveying this flow around the Ridge detention pond and directly into the drainage channel
south of the Ridge will be discussed in subsequent sections. The runoff within the Autumn
Chase Villas will be conveyed using a system of gutters and pipes and will be discharged
directly into the pond. There are 2-10' recessed inlets within the Villas that are located along
the street adjacent to the east property line. An 18" RCP connects the two inlets, increasing
to a 24" RCP for the remainder of the run into the detention pond. The detention pond will
be graded at a 4:1 side slope with a maximum berm elevation of 299.00. The pond includes a
two-stage outfall structure. The first stage consists of a 15" PVC outfall pipe set at an
elevation of 293.00. The emergency spillway weir is the top of berm and is set at 299.00.
lm l Mitchell & Morgan, LLP 4
The proposed grading and storm sewer layout have been provided in Exhibits C and Dl-D2
respectively. From the 5' inlets located at the south end of the proposed Cornell extension,
the flow is carried to the drainage ditch through a 42 " RCP. This pipe will discharge
adjacent to the existing 36" RCP outfall that serves the Ridge detention pond and flow
downstream to the culvert located at Brentwood Drive. The hydraulic effects of the
additional flow on the drainage ditch and the Brentwood culvert will be discussed in the next
section .
Drainage Analysis Results
Predevelopment Drainage Analysis
As discussed earlier in the report, much of the runoff considered in the drainage analysis of
the Autumn Chase subdivision is cross-lot drainage generated by the offsite properties along
Manuel Street. The offsite flow , which once drained across the Troy Subdivision and into
the drainage ditch south of the property, is now trapped and stored in the Ridge detention
pond. This results in a high peak flow rate of 168 .2 cfs into the Ridge pond and a resulting
peak water surface elevation of approximately 294.36 feet for the 100-year rainfall event.
This high rate of flow and the resultant elevated water surface limit the effectiveness of the
detention pond during the major rainfall events. In essence, the peak flows are passing
through the detention pond undetained, which results in higher flows at the Brentwood
culvert than were indicated in the 1994 Troy Subdivision drainage report. Node and conduit
data for the predevelopment conditions are provided in Appendix A.
Tabl e 1. Rid e D etention Pond R es ults
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Cond ition s Flowrate Flowrate Flowrate Flowrate Flowrate
Detention Pond at Ridge Apartments -Flow Rate (cfs) -WSEL (ft)
Predevelopment Totals 102 .5 115.4 132 .1 149 .5 168 .2
Routed Flow 40 .8 51.6 67 .2 83 .5 102 .8
Postdevelopment Totals 53.4 60.0 68.5 77.5 87 .1
Routed Flow 21.7 24.5 27 .8 32.2 37 .3
Routed Decrease 19 .1 27 .0 39.3 51.4 65.5
Predevelopment WSEL 293.44 293 .71 293.94 294 .15 294 .36
Postdevelo ment WSEL 292 .13 292.32 292 .55 292 .85 293.19
Postdevelopment Drainage Analysis
The design of the proposed system had several goals. The first of these was to comply with
the zero increase rule established by the City of College Station. Table 2 demonstrates the
total flow for the Autumn Chase Subdivision for the predevelopment, postdevelopment, and
post-detention peak runoff rates . The detention pond design was successful at attenuating the
increased peak flow. One important item to note is the fact that the detention pond outlet was
not designed with a free outfall assumption , but rather is dependant on the downstream
tailwater to provide some degree of control. While the goal was to keep onsite peak
flowrates to a predevelopment level , the onsite and offsite flows will function as a system
and were modeled as such.
l!!!I Mitchell & Morgan, LLP 5
Table 2 . Autumn Chase On site Flo w R esults
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowra te Flowrate Flowrate Flowrate
Autumn Chase Onsite Drainage -Flow Rate (cfs)
Predevelopment Totals 28 .5 32.1 36 .7 41.4 46 .6
Postdevelopment Totals 44.4 49 .9 57.1 64 .6 72 .6
Flow Increase 15.9 17.9 20 .5 23 .1 2 6 .0
Villas Flow 8.9 9 .5 10 .2 11.0 11.7
PV9 Offsite Flow 1.8 2.1 2.4 2 .7 3 .0
Corne ll Flow 17 .3 19 .5 22 .3 25 .2 2 8.3
Post Detention Totals 28.0 31.1 34 .9 38 .8 43 .0
Flow Red uction 0 .5 1.0 1.8 2.6 3 .6
The second goal these was to limit the impacts that rerouting the Manuel Street and Autumn
Chase flows has on the downstream channel and the Brentwood culvert. This was
accomplished with some success by designing the system to convey the 10-year ev ent and
di verting the excess flow from the 50-and 100-year storms down the Ridge access drive into
the pond where it currently travels. This was done with the approval of the City of College
Station Planning and Development Services at the time the original report was done.
Modeling of the Ridge pond demonstrated that the detention pond will function more
efficiently for all events because of the proposed system . The rerouting of runoff was fairly
effective for the larger events , keeping flows at the culvert nearly the same while increasing
the efficiency of the detention pond. Smaller events were not as effective because of the
offsite flow directly bypassing the Ridge detention pond. Expected limits of flooding for th e
100-year storm as well as hydrographs are provided on Exhibit OV. Onsite flo w from the
Autumn Chase subdivision remained within the zero increase limits for all events.
Table 3 . Bre ntwood Culvert R es ults
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Cond itions Flowrate Flowrate Flowra te Flowrate Flowrate
Culvert at Brentwood Drive -Flow Rate (cfs) -WSEL {ft)
Predevelopment Totals 79 .9 92 .9 114 .5 136.5 153 .9
Postdevelopment Totals 111.2 125.0 140 .7 150 .3 15 9 .1
Flow Increase 31.3 32 .l 26.2 13.8 5 .2
Predevelopment WSEL 285 .26 285 .26 285 .8 4 286.34 2 86 .82
Postdevelopment WSEL 2 8 5 .77 286 .13 286.43 2 8 6 .70 2 86 .99
Ti bl 4 D . a e . ratn af?e Ch anne lR es u ts a t A utumn Ch D" h ase is c arf?e p o mt
5-Year 10-Year 25-Year 50-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
Drainage Channel at Autumn Chase Discharge Point -Flow Rate (cfs)
Predevelopment Totals 43.4 54 .3 70 .7 87 .8 107 .9
Postdevelopment Totals 77 .9 87.3 98 .1 105.4 113.4
Flow Increase 34 .5 33 .0 27.4 17 .5 5 .5
1::1 M i tchell & M organ, LLP 6
The third goal was to limit the amount of flow continuing down Cornell to Brentwood.
Hydrologic calculations showed the Brentwood Drive curb and gutter system as already
strained during any significant rainfall event and further discharge into the system might
result in adverse effects on the local homes . The design of the system successfully removed
all runoff continuing down Cornell. Node and conduit data are provided in Appendix B.
CONCLUSIONS
The development of the Autumn Chase Subdivision will cause a substantial increase in peak
discharge rates and volume due to the addition of a significant amount of impervious cover to
the property as well as the rerouting of the Manuel Street runoff. The analysis of existing
and proposed storm sewer infrastructure simultaneously yields a more accurate picture of the
drainage conditions during a substantial rainfall event. As such, the use of a complex ,
dynamic stormwater model, such as XP-Storm, is appropriate. Review of the stormwater
analysis indicates that the drainage design presented in this report will provide ample
conveyance and detention to meet the drainage objective of the City of College Station
DPDS.
l~I Mitchell & Morgan, LLP 7
EXHIBITS
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Hydraulic Condui t Data and Results
Autumn Chase Villas
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StreetCL V Culven Outfall 287 .20 287 .20 0 .50 5.00 0 .00 0 .00 0 .00 282 .57 282 .57 -----
Chan E2 E2 /E6 JB2 291.94 29 1.00 2.00 140 .66 0 .67 6.75 4 .16 292.63 291.56 ·-----------------------------·---~---·
ChanJB 2 JB2 RidgeOu_t __ 2_9_1_.0_0 __ 2_8_8_. 1_0 __ 3_._oo_ 2_0_1_.5_6 ___ 1._44 ___ 6_.6_8 __ 10 .50 __ 2_9_1 _.5_6~ __ 2_90_. 9_3
Chan NCI NCI ---,-N_C_2 ____ 28_8_.o_o __ 285 .90 4 .00 109 .77 _1.9_1_ 43.41 _4 ._82 __ 28_9_.2_3 __ 2_87_.2_4_,
ChanNC2 C2 C ul ven 285.90 281.95 6 .00 308.46 1.28 43.38 4 .07 287 .24 284 .9 1
I-------~ --------1
ChanOu t ___ RidgeOut NC I 288 .10 288 .00 4 .00 204 .83 0 .0 ~ 43 .4 1 2 .33 _ 290.93 2_8_9_.2_3
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IPipeCLV Culven Outfall 281.95 281.20 3 .50 50.49 1.49 92 .93 7 .87 285 .26 282 .69 __________________ ,_,,
StreetCL V Culven Outfall 287 .20 287 .20 0 .50 5.00 0.00 0 .00 0 .00 282 .69 282.69
1---~----------------r---------------------------I
C h an E 2 E2/E6 JB2 29 1.94 29 1.00 2.00 140 .66 0 .67 7.53 6 .08 292.66 29 1.58
ChanJ B2 JB2 --,--R_id=geO_u_t ~_2_9_1 _.o_o +--_2 _88_._1 0 ___ 3._0_0 201.56 1.44 7 .50 7.09 29 1.58 29 1.04
ChanNCI NCI NC2 288.00 285 .90 4 .00 109 .77 1.91 54.19 5.24 289 .36 287 .37 --+-----------------· Chan NC2 NC2 Cul ven 285.90 281.95 6.00 308.46 1.28 54 .16 4.09 287.37 285 .26 -------------------! Chan Out RidgeOut NC I 288.10 288 .00 4.00 204 .83 0.05 54 .25 2 .36 291.04 289.36
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StreetCLV Culven Outfall 287 .20 287 .20 0 .50 5.00 1
Chan E2 E2 /E6 JB2 291.94 291.00 2 .00 140 .66
ChanJB 2 JB2 RidgeOut 29 1.00 288 .10 3 .00 20 1.56
Chan NC I NCI NC2 288.00 285 .90 4.00 109 .77
ChanNC2 NC2 C ulv ert 285.90 1 28 1.95 6.00 308.46
Ch anO ut Rid geOut NC I 288.10 288 .00 4 .00 204 .83
Out Ridge Mu/11-C ondut t
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4 .48 292 .70 291.61
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5.77 289.55 287 .54
4 .10 287.54 285 .84
2 .35 29 1.1 8 289 .55
7.43 293 .94 291.18
0 .00 293 .94 291.18
Appendix A
Existing Conditi ons
SITE PLAN APP LI CATION
MINIMUM SUBMITTAL REQUIREMENTS
-"-Site plan application completed in full.
-"-$200.00 Application Fee.
-"-$200.00 Development Permit Application Fee.
" $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a
--public
waterline, sewerline, sidewalk, street or drainage facilities is involved.).
-"-Eleven (11) folded copies of site plan
-"-One ( 1) folded copy of the landscape plan .
_NIA_ One (1) copy of building elevation required for buildings with a footprint of 20,000 sq. ft. or greater
-"-A list of building materials for all facades that are visible from the public right-of-way .
-"-A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
_v'_Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
Date of Preapplication Conference: _______________________ _
NAME OF PROJECT Autumn Chase Villas
LEGAL DESCRIPTION Lot 6. Block 2 Autumn Chase Subdjvision
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name --~Ve~r~on=i~ca~J~·=B~.M~o~ra_a~n_.~P~.E_. __ ~M~it~ch_e_ll_&~M~ora_.._an_._L~LP~-------------
Street Address 511 University Drive East. Suite 204 City College Station
State TX Zip Code _7_7~84_0~---E-Mail Address v@mitchellandmoman.com
Phone Number (979) 260-6963 Fax Number (979) 260-3564
PROPERTY OWNER'S INFORMATION:
Name Dan Bensimon
Street Address 5810 Tom Wootan Drive City Austin
State TX Zip Code _7..:....;8::;...:.7....:.3_,_1 __ _ E-Mail Address dbensimon@swbell.net
Phone Number (512) 338-1225 Fax Number (512) 795-8431
ARCHITECT OR ENGINEER'S INFORMAT ION:
Name __ v~e~ro~n~ica=---J~.B~·~M~o~ra~a~n~.P~·=E~.--M--....-itch~el~l=&~M~o~ra~a=n~.L=L~P--------------~
Street Address 511 University Drive East Suite 204 City College Station
State TX Zip Code __,_7_,_784~0..._ __ _ E-Mail Address v@mitchellandmoraan.com
Phone Number ~<""'"97~9~>=2~60~-~69~6~3 _____ _ Fax Number (979) 260-3564
\\
l \ \ \ ' \
City of College Station
Planning & Development
Attn: Planners
PO Box 9960
College Station, TX 77842
Re: Autumn Chase Site Plan
MITCHELL
M M
MORGAN
November 15, 2004
The materials being used on Autumn Chase Villas are as follows:
Hardiplank Siding
Stone Accents on columns
Composition Roof
you have any questions please call.
-
P.E .
Cc: File
511 UNIVERSI TY DRIVE EAST, SUI TE 204 • COLLEGE STATION, TX 77840 • T 979.260 .6963 • F 979.260.3564
CIVI L ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitchellandmorgan .com • www.mitchellandmorgan .com
if/ 11 . Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all
paved areas without exception . (To include island, planting areas, access ways , dumpster
locations , utility pads , etc .) No except ion will be made for areas designated as "reserved for
future parking ".
~J 12. Landscape plans as required in Section 7 .5 of the Unified Development Ordinance. The
landscaping plan can be shown on a separate sheet if too much information is on the orig inal
site plan . If requesting protected tree points , then those trees need to be shown appropriately
barricaded on the landscape plan . Attempt to reduce or eliminate plantings in easements .
Include information on the plans such as:
S""'J required point calculations
~-Y additional streetscape points required. Streetscape compliance is required on all streets.
~ calculations for# of street trees required and proposed (proposed street tree points will accrue
, / toward total landscap ing points.)
~ /proposed new plantings with points earned
El'....../ proposed locations of new plantings
rJi /W screening of parking lots , 50 % of all shrubs used for screening shall be evergreen. ~ screening of dumpsters , concrete retaining walls , off street loading areas , utility connection JlJV points , or other areas potentially visually offensive .
a • V fa Xisting landscaping to remain
rB/A..../ show ex isting trees to be barricaded and barricade plan . Protected points will only be awarded
, ,. ; if barricades are up before the first development permit is issued . crtN Buffer as required in Section 7.6 of the Unified Development Ordinance .
Show irrigation system plan. (or provide note on how irrigation system requirement will be met
prior to issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation
meters are separate from the regular water systems for buildings and will be sized by city
according to irrigation demand submitted by applicant and must include backflow prevention
protection .
Is there any landscaping in TxDOT R.O .W.? Yes D No cY'"
If yes , then TxDOT permit must be submitted.
~0 15 . Will there be any utilities in TxDOT R.O .W .? Yes D No (9/""
~J 16 .
c:rl}1.
site.
[3"' J 18 .
c( J 19 .
~J20.
NOTE:
6/1 3/03
If yes , then TxDOT permit must be submitted.
Will there be access from a TxDOT R.O.W .? Yes D No c:r
If yes , then TxDOT permit must be submitted .
The total number of multi-family buildings and units to be constructed on the proposed project
The density of dwelling units per acre of the proposed project.
Provide a water and sanitary sewer legend to include water demands (minimum , maximum and
average demands in gallons per minute) and sewer loadings (maximum demands in gallons per
day).
Are there impact fees associated with this development? Yes D
Signs are to be permitted separately.
No ~
6 of 6
Parking Islands . Raised landscape islands, (6" raised curb) a minimum of 180 sq. ft. are
required at both ends of every parking row (greenspace area contiguous to the end island
maybe applied toward the required 180 sq. ft.). Additionally, 180 sq. ft. of landscaping for every
15 interior parking spaces must be provided . All required islands must be landscaped or set
/ / with decorative pavers , or stamped dyed concrete or other decorative materials as approved .
ca'\./ Drives . Minimum drive aisle width .
~ Curb cuts. For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing
curb cuts on the same opposite side of the street to determine separation distances between
existing and proposed curb cuts. Indicate driveway throat length as measured in the Unified
Development Ordinance, Section 7.3 Access Management and Circulatio.. d:Q
S~curity gates (show_ swing p~th and ~esign specs with _colors). Ll).p, ILd
5
· ~ ~
Sidewalks (both public and private). Sidewalks are required at t ~mg-vel e 1 property
has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines
,.t he necessity. &'~;M edians. Show any and all traffic medians to be constructed on site.
~/~A fifteen foot parking se t back from R.O.W. to curb of parking lot is required . Pavement may
encroach into this 15 ' setback by up to 7 contiguous parking spaces . A double parking island
(360 square feet) must be provided between each group of seven spaces . In no case may the
ill" j pavement be less than 6' from the property line.
r.::JJ,'::!J Common open spaces sites
~~Y. Loading docks w;-/ Detention ponds
r;{W 1 Guardrails
~/ Retaining walls rJ:fv Sites for solid waste containers with screening. Locations of dumpsters are accessible but not
visible from streets or residential areas. Gates are discouraged and visual screening is
_ / required. (Minimum 12 x 12 pad required.)
~ Show all easements clearly designating as proposed and type (utility , access, etc.). If dedicated
by separate instrument list by volume and page.
Utilities (noting size and designate as proposed) within or adjacent to the proposed site,
including building transformer locations , above ground and underground service connections to
buildings.
Meter locations (must be located in public R.O.W. or public utility easement.) .
./ Proposed grading (1 ' max for proposed or spot elevations) and other pertinent drainage
. I information. (If plan has too much information , show drainage on separate sheet.)
if J Show proposed and exis t ing fire hydrants . Fire hydrants must be located on the same side of a
major street as a project, and shall be in a location approved by the City Engineer. Any
structure in any zoning district other than R-1 , R-1 A , or R-2 must be within 300 feet of a fire
hydrant as measured along a public street , highway or designated fire lane . ~~ Show fire department connections. FDC 's should be within 150' of the fire hydrant. In no case
shall they be any further than 300' apart, and they shall be accessible from the parking lot
w ithout being blocked by parked cars or a structure . Bl" y Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum height clearance of
-\.. 14 feet must be established if any portion of the proposed structure is more than 150 feet from
the curb line or pavement edge of a public street or highway.
NOTE: Fire hydrants must be operable and accepted by the City , and drives must have an all weather
surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued.
g t_/' Will building be sprinkled? Yes D No ~
If the decision to sprinkle is made after the site plan has been approved , then the plan must be
resubmitted.
~I\ 1 o L/wheelstops may be required when cars overhang onto property not owned by the applicant or
where there may be conflict with handicap accessible routes or above ground utilities, signs or
other conflicts .
6/13/03 5 of 6
1.
2.
~v 4 .
~ 5.
~ 6.
7 .
SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24" x 36 " (minimum).
A key map (not necessarily to scale).
Title block to include:
Name, address, location, and legal description
Name, address, and telephone number of applicant
Name , address, and telephone number of developer/owner (if differs from applicant)
Name , address, and telephone number of architect/engineer (if differs from applicant)
Date of submittal
Total site area
North arrow.
Scale should be largest standard engineering scale possible on sheet.
Ownership and current zoning of parcel and all abutting parcels.
Existing locations of the following on or adjacent to the subject site:
Streets and sidewalks (R.O.W.).
Driveways (opposite and adjacent per Section 7.3 of the Unified Development Ordinance).
Buildings .
Water courses.
Show all easements clea r ly designating as existing and type (utility, access , etc.).
100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if
there is none on the site .
Utilities (noting size and designate as existing) within or adjacent to the proposed site , including
building transformer locations, above ground and underground service connections to buildings,
and drainage inlets.
Meter locations.
Topography (2' max or spot elevations) and other pertinent drainage information . (If plan has
too much information , show drainage on separate sheet.)
i;(' 8. Proposed location , type and dimensions of the following.:
~/~ Phasing. Each phase must be able to stand alone to meet ordinance requirements .
00 The gross square footage of all buildings and structures and the proposed use of each . If
different uses are to be located in a single building , show the location and size of the uses
_/' / within the building. Building separation is a minimum of 15 feet w/o additional fire protection .
L!:fV Setbacks. Show building setbacks as outlined in the Unified Development Ordinance ,
J Article 5.
1:3 Off-Street parking areas with parking spaces drawn, tabulated , and dimensioned. Minimum
parking space is 9' x 20', or on a perimeter row 9 ' x 18 ' with a 2 ' overhang. Designate number
/ of parking spaces required by ordinance and provided by proposal.
Cl J Handicap parking spaces.
6/13/03 4 of 6
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations:
The information and conclusi s conta ined in the above plans and supporting documents comply with the current
irements of the City of College Sta ti on , Texas City Code , Chapter 13 and its associated Drainage Policy and Design
dards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this
· ati g to these documents and the requirements of Chapter 13 of the College Station City Code.
Contractor
Engineer Date
C . I, N/A , certify that the alterations or development covered by this permit shall
not diminish the flood-drrying capacity of the waterway adjoining or crossing this permitted site and that such alterations
or development are consistent with requ irements of the City of College Station City Code, Chapter 13 concerning
encroachments of floodways and of floodway fringes .
Engineer Date
D . I, N/A , do certify that the proposed alterations do not raise the level of the 100
year flood above elevation 'established in the latest Federal Insurance Administration Flood Hazard Study .
Engineer Date
Conditions or comments 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 .
All development 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.
6/13/03 3 of 6
OTHER CONTACTS (Please specify type of contact , i.e . project manager, potential buyer, local contact, etc.)
Name N/A
Street Address -----------------City ----------
State _____ Zip Code _____ _ E-Mail Address ___________ _
Phone Number __________ _ Fax Number ____________ _
CURRENT ZONING R-4 -------------------------------
PRESENT USE OF PROPERTY Vacant --------------------------
PROPOSEDUSEOFPROPERTY -~C~o~n~d~om~in~iu~m~s'---'-'-(F~o~u~rp~le=x~e~s~) _____________ _
VARIANCE(S) REQUESTED AND REASON(S) --'N'--'-o""'"n=e _______________ _
#OF PARKING SPACES REQUIRED -~14~9_ #OF PARKING SPACES PROVIDED 236
MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION
Total Acreage 5 .64 acres #of Multi-Family Dwelling Units
Floodplain Acreage O 64 x $452 = $ ~2~89=2~8~.0~0 ----
Housing Units __ 6_4 __ _ N/A #of acres in floodplain
32 #of 1 Bedroom Units ----"'="-N/A #of acres in detention
32 # of 2 Bedroom Units ---'-"'~ N/A #of acres in greenways
O # of 3 Bedroom Units 915102 date dedication approved by Parks Board
o # of 4 Bedroom Units COMMERCIAL
FOR 2 BEDROOM UNITS ONLY Total Acreage ----'N-'-'/-'-A'-----
__ o~ # Bedrooms = 132 sq . ft. Building Square Feet N/A
__ O_# Bedrooms < 132 sq . ft. Floodplain Acreage N/A
NOTE: Parkland Dedication fee is due p rior to the issuance of a Building Permit.
pplicant has prepared this application and certifies that the facts stated herein and exhibits attached
o are true and correct.
-
nt or Applicant Date ' /
. '
P&Z CASE NO.: .........,......:....,,--=;...=i...i.~
DATE SUBMITIED: l 1....-f '5
SITE PLAN APP LI CATION
MINIMUM SUBMITTAL REQUIREMENTS
-"-Site plan application completed in full.
-"-$200.00 Application Fee.
-"-$200.00 Development Permit Application Fee.
-"-$600.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a
public
waterline, sewerline, sidewalk, street or drainage facilities is involved .)
-"-Eleven (11) folded copies of site plan
-"-One (1) folded copy of the landscape plan .
_NIA_ One (1) copy of building elevation required for buildings with a footprint of 20,000 sq . ft. or greater
-"-A list of building materials for all facades that are visible from the public right-of-way .
-"-A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
-"-Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable).
Date of Preapplication Conference: _______________________ _
NAME OF PROJECT Autumn Chase Villas
ADDRESS_~N~/~A'---------------------------------
LEGAL DESCRIPTION _....::L=oc::..t =6 . ....,B=l=oc=k::...:2=-=A~u=t=um~n...:::C;.;.:h=ase=-'S=u=bd=.:...::iv~is=io=n,___ _______________ _
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name ______ v~er~o~n~ica=-=J=.B~·~M~o~m~a~n~.P~·~E~·--~M~it~ch~e~ll~&.........,.M~o-m=a~n.~L=L~P ___________________ _
Street Address 511 University Drive East. Suite 204 City College Station
State --'-TX.....__ __ Zip Code __.7~7~84 __ 0'-----E-Mail Address v@mitchellandmoraan.com
Phone Number (979) 260-6963 Fax Number (979) 260-3564
PROPERTY OWNER 'S INFORMATION :
Name Dan Bensimon
Street Address 5810 Tom Wootan Drive City Austin
State TX Zip Code _7"'""'8::....:.7....:.3...:....1 __ _ E-Mail Address dbensimon@swbell.net
Phone Number (512) 338-1225 Fax Number (512) 795-8431
ARCHITECT OR ENGINEER 'S INFORMATION:
Name __ v~e~r~on~ica--=-J~·=B~.M~om---.an~·~P~.E=.'--~M~i~tc~h~el~l&~M~o~ra~a=n~.=LL=P---------------------
St reet Address 511 University Drive East Suite 204 City College Station
State TX Zip Code ~7...:...7""-84....,0..__ __ _ E-Mail Address v@mitchellandmoraan.com
Phone Number (979) 260-6963 Fax Number (979) 260-3564
CIA.,tn'3 1 • .l!r
Results -Pipes
Number of Pipes: 19(Selection)
Pipe ID Description Node 1 Node 2 Diameter Length Roughness Flow Velocity Headloss
[in] [ft] [millift] [gpm] [ft/s] [ft)
1184 P-8670 168 167 8.000 184 .321 110 .000 655 .986 4 .187 2 .373
2204 167 • 2085 8.000 132 .992 130.000 831 .289 5.306 1.725
2205 1173 • 1174 ..... ,... ......... 314.100 130 .000 -338.933 -2 .163 0 .774 u.,,.,..., .....
2452 68 : 2074 8.000 207 .249 140 .000 629 .778 4 .020 1.402
2453 2074 2075 8 .000 235 .053 140 .:::~ 629 .778 4 .020 1.590
2454 2075 1173 8.000 134 .998 140.000 -541.760 -3.458 0 .691
2455 I 1 2075 1 2076 1 8.000 [ 170 .743 [ 140 .000 1171.538 7.478 3 .645
2456 2076 2077 6 .000 36.054 140 .000 271.538 3 .081 0 .208
2457 2077 2078 6 .000 349.971 140.000 271.538 3 .081 2.024
2458 2078 ---. ..... 6.000 184 .082 140.000 271.538 3 .081 1.064 -v _,
2459 2079 2083 6.000 56.762 140.000 271.538 3 .081 -ro:;-;--
2460 2080 2086 6.000 164 .001 140 .000 -353 .379 -4 .010 1.545
2461 2081 2082 6 .000 285.977 140 .000 275 .082 3.121 1.694
2462 2083 2084 6 .000 '43 .121 140.000 546 .621 6 .203 0.911
2463 I 2082 2083 r ---186 .570 140.000 275.082 3 .121 1.105 v . ..,vv
2464 2084 2080 6 .000 247 .267 140.000 -353 .379 -4.010 2.329
2465 2085 1173 8 .000 117.494 130 .000 202 .828 1.295 0 .112
1 2466 I j 20861 2081 J 6 .000 27 .651 140 .000 275 .082 3 .121 0 .164
2467 2085 2086 6 .000 186 .803 140 .000 628 .4 62 7 .131 5 .110
Results -Junctions
Number of Junctions: 18(Selection)
Junction ID Description Elevation Demand Grade Pressure j
[ft] [gpm] [ft] [psi]
68 J-2324 293.000 42.844 502 .814 90 .912
167 J-8580 298.000 0.000 502 .350 88 .545
168 J-8570 303.000 23.767 504 .724 87.407
i
1173 297 .000 0.000 500 .513 88.182
1174 290.000 0.000 501.287 91.551
2074 294.000 0.000 501.412 89.872
2075 297.000 0.000 499.822 87.883
2076 300 .000 900.000 496.177 85.004 I
2077 299 .000 0.000 495.969 85.347
2078 302.500 0.000 493.945 82.953
i
2079 303.710 0.000 492 .881 81.968
2080 299 .000 0.000 493.971 84.481
' 2081 301.500 0.000 495.351 83.996 I
2082 305 .650 0 .000 493.658 81.464 I
' 2083 303.600 0 .000 492.553 81.873
r 2084 303.710 900 .000 491.642 81.431
2085 297.250 0 .000 500 .625 88.122
2086 300.500 0.000 495 .515 84.500 I
rn >< ::::c::
~~--------------------.............. ._
fireflow.GDB
Analysis Type: Steady State, Modeled on November 11 , 2004
Project Description: Autumn Chase Subdivision-Fireflow of 1800 gpm split between nodes 2076 and 2084
~ 1orizo nta l Plan __,.
~
APPENDIX B FIRE-FLOW REQUIREMENTS FOR BUILDINGS
TABLE 8105.1
MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS
FIRE AAEA (gquara fuetl -rllll:':FLOW FLOW
Type IA and IB• TYPO UA 111<1 IUA• Typo IV and v-A• Type llfl end me• Type V"S-(9allon11 per minut.)~ DURATION (hours)
0-22.700 0-12.700 0-8.200 0-5,900 0-3.600 l.500
22,701-3(),200 12,701 -17 000 8,2.01 -10,900 5,901-7.900 3,601-4.800 l,750
30,201-38,700 17,001-21,800 10,901-12,900 7,901-9,800 4,801 -6 ,200 2 ,000
38, 701-48,300 21,&01-14,200 12.901-17 ,400 9,801 -12,600 6,201 -7.700
2
2,250
42,301-59,000 24.201 ,33,200 17 ,40 1-21,300 12,601-15.400 7,701-9.400 2.500
59,001-70,900 33 ,201-39,700 2 1,301-25,500 15 .401 -18.400 9.401 -11.300 2.750
70,901-83,700 39.701-47,100 25,501-30.100 18.401 -21.800 11.301 -13.400 3,000
83,701-97,700 47,l01-S4.900 30,101-35,200 ll.801-25 900 13 401 -15,600 3.2.SO
97 .701 -112,700 54,901-63,400 35,201-40,600 25,901-29,300 l!i,601 -18,000
3
3,500
112.701-128,700 63,401-72.400 40.601-46,400 29,30M3,500 18,001-20,600 3,750
128,701-145,900 72 ,401~2,100 46,401 -52,SOO 33,501-37,900 20,601 -23,300 4,000
14S,901-164;ioo 82.101-92,400 52.501-59.100 37,90142.700 23,301-26,300 4.250
164.201-183,400 '92,401-103,100 59,101-66,000 42.701-47.700 26,301-29.300 4,500 .
183.401-203.700 103,101-114,600 66,001 -73 ,300 47,701-53,UUU 29.3U 1-:.S:l,CiOU 4 ;1~u
203,701-225,200 114.601-126,700 73,301-81,100 53.001-58,600 32,601 -36,000 5,000
225,201-247 ;/UU 1:.!6;t01 -U9,400 8i,l0l-S9.200 58,601-ti.5,400 315,001 -39 600 'Z$0
247.701 ·271.200 139,401 -152.600 89,201-97,700 65.401-70,600 39,601-43.400 5,500
27 l,201 -l9,,900 132,15()1-1 (5(j,j00 97,701-l()(j,,00 70,(!()l-77 ,000 43,401-47.400 S,750
295 .sl<h-orea~ 166,501-Gn:atcr 106,501·115,800 77.001-83 ,700 47 .401-51,500 6,000 4
--115,&01 -125,500 83 ,701 •90,600 S1,501·S5,700 6,2.!iO
--125,501-135,500 90,601-97,900 55,701-60,200 6,500
--135,SOl-145,800 97,901-106,800 60,201 -64,800 6 ,7SO
--145,801 -156, 700 106.801-113,200 64,801-69,600 7,000
--1S6, 701 -167 ,900 113,:101 lll,300 69,601 -74,600 7 ,250
--167,901-179,400 121.301-129,600 74,601 -79,800 7 ,500
-170,-t01 .. t!)1,'100 120,601-138,300 79,801 -ilS , 100 7.750
--191 ,401..0reater 138,301 -Gn:a~ 85, 101-0reater 8,000
For $1 : I •qu:.11'@ foot= 0 .0929 m2. I g 111lon p~r m imon. = 3 .78~ I /m , I pnnnrl p~r st111;11'1? inch= fdl 9S kP11..
i&. l)'pcs of construction i1lf: based on !he lnlt!mt ulonal Buildink C<>dt.
b. MCKSUr~ ;ll 20 psi.
2000 INTERNATIONAL FIRE CODEQD
Z:0 /Z:0 39\Jd ~35 1N3Wd013A3Q S8CD 96 P£P9L6 L6 EXHIBIT 1
Please see the attached MI KE NET report for pipe and junction locations as well as additional results
(Ex hibit 2).
The two hydrants and proposed lines are sufficient for the fire flow requirements for the Autumn
Chase Subdivision . In the analys is flows were kept below 12 fps and pressure remained above 20
ps i, as per the B/CS Unified Des ig n Guidelines Manual. If you have any further comments or
questions please feel free to contact me .
Sincerely,
Rebecca Riggs, EIT
Graduate Engineer
cc: file
Attachments
S:\Proj\0458-Autumn-Chase-Villa s-NEV'v\docs\0458-fireflow-0411 1 O.doc
I
I
Alan Gibbs, P.E .
Development Services
P.O. Box 9960
College Station, TX 77840
MITCHELL
M M
MORGAN
RE: Autumn Chase Subdivision-Fire Flow Analysis
Dear Alan :
November 12, 2004
Below is the water analysis for the Autumn Chase Subdivision . Domestic flows were calculated
using the Normal Flow method 2 as presented in the February 2004 B/CS Unified Design
Guidelines . The townhomes consist of 66 units, requiring a peaked domestic flow of approximately
50 gpm.
The largest townhome build ing is 3848 square feet, requiring a fireflow of 1750 gpm per the 2000
International Fire Code . A building type of V-B was used to determine the worst-case fireflow
requirements because the fire rating of the building mater ial is unknown . Please see attached
excerpt from the 2000 International Fire Code (Exhibit 1 ).
The 2000 International Fire Code was the method used to determine fireflows per February 2004
B/CS Unified Design Manual other/hi-rise category for fire calculations. Page 5 of the manual states:
"For onsite fire hydrants needed to obtain coverage of commercial or other high density
uses, the design engineer shall consult the City Fire Marshal to obtain the specific fire flow
demands for each project via the International Fire Code ."
Using the updated College Station water system model in MIKE NET, a domestic flow of 50 gpm,
and a fire flow of 1,750 gpm, flows and pressures in the lines adjacent to the hydrants are as
follows :
Item ID Demand Pressure Flow Velocity
Junction 2076 900 gpm 85 .004 psi N/A N/A
(Hydrant)
Junction 2084 900 gpm 81.431 psi N/A N/A
(Hydrant)
Pipe 2455 (8") N/A N/A 1171 .538 gpm 7.478 fps
Pipe 2456 (6") N/A N/A 271.538 qpm 3 .081 fps
Pipe 2462 (6") N/A N/A 546 .621 qpm 6 .203 fps
Pipe 2464 (6") N/A N/A -353.379 gpm -4 .01 O fps
511 UNIVERSITY DRIVE EAST. SUITE 204 • COLLEGE STAT ION, TX 77840 • T 979 .260 .6963 • F 979 .260 .3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STR EE TS • SITE PLANS • SUBD IVISIONS
info@mitchellandmorgan.com • www.m1tchellandmorgan.com
Page 1 of 1
Carol Cotter -Autumn Chase Villas
From:
To:
Date:
Subject:
Carol Cotter
j oaquin@mitchellandmorgan.com; joel@mitchellandmorgan.com; v@mitchellandmorgan.com
12/3/2004 10:01 AM
Autumn Chase Villas
I understand from Joel that this is Veronica's project and that Joaquin did the grading. After review of the
Drainage Report I have one concern. Please check the grading as the flow comes toward the detention pond
near the entrance into the site. Ve ri fy that the flow is captured by the pond and does not exit the driveway.
Also, the detail for curb opening indicates that the length of the opening is called out on the plans, but I don't
see that it is. Please provide this dimension. Thanks!
I understand that you have asked to use lay back curb instead of 6" standard. How will this affect the
grading/drainage?
Carol
file ://C: \Documents %20and%20Settings \ccotter\Local%20Settings\ Temp\GW} 00001 .HTM 12/3 /2004
I Q)
"O
0 E z Q) ro
E E ~ ro ro iii z ~ c: Q)
.>(. iii ~ 1::l c: 0. 0 0 :::i '.:'.) oz
BrentwoodCL Y
PipeCLV Culvert Outfall
StreetCLY !Culvert Outfall
C han E2 IE2 /E 6 JB 2
ChanJB 2 JB2 Rid geOut
C han NCI NC I NC2
C han NC2 NC2 C ul ve rt
C han O ut RidgeOut NCI
Out Ridge
PipeRidge Ridge RidgeOut
WeirRidge Ridge RidgeOut
Q)
I 1::l
0 E z Q) ro
E E ~ ro ro iii z ~ c: Q)
-"'-iii ~ "O c: a. 0 0 :::i
I
'.:'.)
I
oz
BrentwoodCL V
PipeCLV Culvert Outfall
StreetCLY 1Culvert Outfall
C han E2 E2 /E 6 JB2
ChanJB 2 lrn2 IRidgeOut I
C han NCI INCi INC2 I
C han NC2 NC2 1C ul ve rt
C hanOut 1Ridge0ut ,NCI
Out Ridge
PipeRidge !Ridge IRidgeOut
iWeirRidge !Ridge IRidgeOut I
Hydraulic Conduit Data and Results
A utumn Cha se Villas
50 -Year Storm
E ro
E ~ ....
ro iii Q) -
~ t Ci) .E .s::. c: t E .Ql Ci Q)
U) g! ~ Q) c: 0.
0 > ro Q> 0 0. c: oE ·-I Q)
'.:'.) -o_ _J (/)
.\/11/11 -Co11d1111 ---281.95 281 .20 3 .50 50.49 1.49
287 .20 287 .20 0 .50 5.00 0 .00
29 1.94 29 1.00 1 2 .00 140 .66 0 .67
29 1.0 0 288 .10 3 .00 20 1.56 1.44
288 .00 285 .90 4 .00 109 .77 1.91
285 .90 281.95 6 .00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
M11 /11-Cond11 11
289.97 288 .70 3 .00 97 .88 1.30
0 .00 0 .00 0 .05 0.00 0 .00
100 -Year Storm
I
E ro
E ~ Q; -ro iii Qi ~ .s::. ~ t c: t Ci Q) iii Q) ~ Q) E -~ 0. ro Q> c: 0 a. > 0 > ·-I Q) '.:'.) E oE o_ _J iii
I
M 11/11 -Cond1111
281.95 281 .20 3 .50 50.49 1.49
287 .20 287 .20 0 .50 5.00 0 .00
291.94 29 1.00 2 .00 14 0 66 1 0.67 ,
29 1.00 288 .10 3 .00 20 1.56 1.44
288 .00 , 285 .90 4 .00 109.77 1.9 1
285 .90 1 281 .95 6 .00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
.\111/11 -C o ndu11
289 .97 288 . 70 3 .00 , 97 .88 1 1.30
o.oo l 0 .00 0 .05 1 0 .00 0 .00 1
.~ u ~ .2 0 u: Q) >
)( )(
ro ro
:E :E
136 .50 8.92
0 .00 1 0 .00
9 .80 7.86
9 .72 1.07
87 .69 6 .26
87 .57 4 .11
87 .84 2 .35
52 .38 7.67
31.16 0.00
~ u ~ 0
.2 Qi
LL >
)( )(
ro ro
:E :E
I
153 .89 9.77
0 .00 0 .00
11.01 1 7.51
10 93 1 0 .65
107 .76 6.73
107.49 4 .16
107 .92 1 2 .35 1
54 .89 ' 7 91 I
47 .87 0 .00 1
E
_J -l ro w E w Q)
(/) ro (/) !:;
$': ~ $': ~ )( iii )( ~ ro o. ro o :E '.:'.) :E 0
286 .34 283 .07
283 .07 283.07
292 .73 291.64
291 .64 291.31
289.73 287 . 70
287 .70 286 .34
291.31 289 .73
294 .15 291.31
294 .15 291.31
E
_J -l ro w E w Q)
(/) ro (/) !:;
$': ~ $': ~ )( iii )( ~
ro a. ro o :E '.:'.) :E 0
286.82 283 .21
283 .21 283 .21
292.76 291.67
291.67 1 291.44
289 .91 287 .86
287 .86 286.82
291.44 289.91
294 .36 1 291 .44
294 .36 291.44
Appendix A
Exi stin g Conditions
APPENDIXB
I Q)
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E E ~
ro ro iii z ~ c: Q)
-"'-5: "O V> c: Q. 0 0
...J I :::> oz
BrentwoodCL V ----
PipeCLV C ul vert O ut fa ll --
1
Strt CLV C ul vert O ut fa ll
INC i Chan NC I NC2
ChanNC2 NC2 Cul ve rt
ChanO ut Rid geO ut NC I
Co rn ell C ll E
PipeC ll E C ll E C ll W
Strt C ll E C ll E C ll W --
Corn e ll C ll W
PipeC ll W C II W JBI
StrtCI IW C ll W JBI
Corn e ll C I2
PipeCl2 Duplx C l2 DrvwyC l4
StrtCI2 DuplxC I2 DrvwyC I4
Corn e ll C I3
PipeC I3 DuplxC l3 Dupl xCl2
Strt C 13 Dupl xCl3 Dupl xC l2
Corn ell C l4
P ipeC I4 IDrvwyC l4 Dupl xC l5
StrtCI4 DrvwyC l4 Dupl xCl5
Corn e ll C l5 lo upl xC l5 Rid geO ut
Corn e ll E Dupl xC l 5 Corn e ll E
Cornell JBI
PipeJ B I JB I Dupl xC I2
StrtJ B I JB I Dupl xC l2
Co rn ellW IDrvwyC I4 Corn e ll W
Di ve rtC l3 Dupl xCl3 Rid ge
Flum e PV I I PVl l Pond
O utPo nd
P ipePond Po nd DrvwyC l4
We ir Po nd I Po nd Drvwy C l4
PipeJ BVI JB V I Pond
PipeRidge Rid ge Rid geOut
Stree tC I I E C II E Dupl xC l3
Stree tC13 Dupl xC l3 Dupl xC l5
Vill as PV IO JB V I PV ll
Vi ll asJB I PY I SF !
Vill as PVI PV IO Pond
Vill as P V2
PipePV2 PV2 /PV3 PV6
StrtPY2 PV2 /PV3 PV6
Vill as PV4 PV4 PV6
Yill as PV5 PY5 PV4
Vill as PV6
PipePV6 PV6 JB V I
StrtP V6 PV6 JBVI
Vill asPV7 P V7 PVll
Vill as P V8 PV8 PV7
Vill asSF I SF I PV 2/PV3
Hydraulic Conduit Data and Results
Autumn Ch ase Villas
5 -Year Storm
E ro
E ~ Q; ~ ro iii ._, ._, .r. Q) Q) .r. .... t:'. c: t:'. E -~ Ci (;) ~ 5: Q) ro Cl> c: 0 > Q)
Q)
Q.
.2 Q. c: :::> -oE ·-J: 0~ ...J Cf)
A/11/11-Co nd1111
-~ ---28 1. 95 281.20 3 .50 50.49 1.49
287 .20 287 .20 0 .50 5 .00 0 .00 --
288.00 285 .90 4.00 109 .77 1.9 1
285 .90 28 1.95 6 .00 308 .46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
Alu/11 -Cond1111
293 .68 293.49 1.50 37 .80 0 .50
298 .69 298 .69 0 .83 5.00 0 .00
\111/11 -Condu 11
293 .39 293 .26 3 .00 34 .26 0.38
298 .02 297 .8 1 1.50 35 .61 1.0 1
Mu/11 -( ·a nd11 11
292 .24 290 .60 3 .00 30 7.50 0 .53
297 .85 295 .10 1.50 166 .39 1.65
.~!11/11-Co 11d1111
292 .49 292 .34 3 .00 51.50 0 .29
297 .66 297 .66 0 .67 5.00 0 .00
Hu/11 -Cond1111
290.50 290 .24 3.00 56 .5 1 0.46
295 .7 1 295 .7 1 0 .67 5.00 0 .00
289.74 288 .10 3 .50 43 1.08 0 .38
294 .97 294 .60 1.00 28 .6 1 1.2 9
Mu/11-Co ndu11
293 . 16 292 .34 3 .00 133 .10 0.62
297.8 1 296 .99 1.50 162 .39 0 .41
295 .10 1 294 .59 1.50 52 .8 1 0 .97
297 .35 293 .00 1.1 6 I 15.00 3 .78
297 00 1 293 .00 3 .00 , 76.40 ' 5.24
Mul11-Co 11d1111
293 .00 , 292.10 1.2 5 35 .00 2 .57
298 .50 295 .10 1.50 176 .00 1.93
293 .90 293 .80 2 .00 34 .59 0 .29
289.97 288.70 3 .00 97 .88 1.30
298 .02 296 .99 1.50 202 .7 1 0.5 1
297.85 294 .97 1.50 187 .69 1.65
299 .42 299 .00 1.00 43 .98 0 .95
302.16 30 1.11 0 .60 9 1.56 1.1 5
298 .50 294 .50 1.50 50 .00 8 .00
Afu /1 1-C ond1111
295 .24 294 .64 1.50 120 .16 0 .50
300 .6 1 299 .80 1.00 106 .83 0 .76
30 1.40 299 .80 0 .60 188 .37 0 .85
303 .17 30 1.40 0 .60 152 .3 1 1.00
Mu /11 -Co nd1111
294 .14 294 .00 2 .00 5 1.30 0 .27
299 .80 299 .4 2 1.00 60 .96 0 .62
299 .4 3 299.00 0 .80 52 .35 0 .99
300.66 299.43 0 .80 108 .37 1.1 4
30 1.11 300.6 1 0 .85 82 .8 1 0 .60
5:
.2 u..
)(
ro
:.;!
~
11 1.77 --
0 .00
77 .74
77 .59
77.89
16 .92 1
0 .00
25 .77
0 .08
46 .20
0 .00
14 .80 1
0 00 1
55 62 1
0 .00
58 .18
0 .03
25 .77
000 1
0 .00 1
0 .00
8.50 1
8.88
0 .00
14 .10
2 1.74
9 .87
0.00
0 .00
3 .32
0 .85
7.00
0 .00
4 .8 1,
1.44 1
14 .27 1
0 .00
7.04
3 .6 1
3 .29
~ E
u ...J ...J ro
0 UJ E UJ Q)
~ Cf) ro Cf) !:;
~ ~ ~ ~ > )( iii )( 5: )(
ro ro a. ro o
:.;! :.;! :::> :.;! 0
-
7.87
0 .00 -
5.98
4 .67
2 .35
4 .86
0 .00
6.46
0 .70
7.66
0 .00
I
2 .7 1
0 .00
8 .88
0 .00
6 .75
0 .73
6 .52
0 .00
3 .37
0 .00
23 .54
8 .68
0 .00
5.46
5 .50
2 .33
0 .00
0 .00
2.43
9 .11
4 .88
0 .22
2 .28
4 .06
5.40
1.1 4
2 .5 8
1.77
1.37
285 .77 282 .86
282 .86 282 .86
289 .63 287 .6 1
287 .6 1 285 .77
29 1.23 289.63
295 .29 295 06
29 8 .10 298 .10
29 5.06 1 294.90
29 8. I O 29 7.87
294 .59 1 293 .05
297.02 29 5 .11
294 .6 1 294 .59
297 .02 297 .02
293 .05 292 .66
295 02 295 .02
292 .55 29 1.23
295 .02 294 .64
294 .79 294 .59
297 .02 297 .02
295.11 29 4 .59
292 .13 292 .13
297 .4 1 296 .35
296 .35 293 .05
296 .32 295 . I I
296.36 296.35
292 .13 29 1.23
298 .66 297 .04
297 .04 295 .02
297.4 1 297 .4 1
302 .48 30 1.36
298 .72 296.35
296 .54 296.39
300 .62 299.81
30 1.88 299 .8 1
303 .38 30 1.88
296 .39 296 .36
299.81 299.42
299.84 299.4 1
300 .96 299 .84
30 1.36 300.62
Append ix B
Pro po sed Co nd iti ons
Q)
"O
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E E ~
ro ro Vi ~ z c Q)
.>t. IJ) ~ "O c a. 0 0
:J :::> oz
BrentwoodCL Y
PipeCLV C ul vert Outfall
StrtCLY C ul vert O utfall
Chan NCI NCI NC2
ChanNC2 NC2 Cul vert
ChanOut RidgeOut NC I
Corn ell C ll E
PipeCll E C ll E C llW
StrtCI IE Cl l E C llW
Corn eJJCllW
1PipeCllW C ll W JBI
StrtCllW C ll W JBI
Corn e ll Cl2
1PipeC12 louplxCl2 DrvwyCl4
1Strt Cl2 DuplxCl2 DrvwyCl4
Corn e ll Cl3 I
PipeC13 DuplxCl3 DuplxCl2
Strt Cl3 DuplxCl3 DuplxCl2
Corn e ll C14
1PipeCI4 DrvwyCl4 DuplxCl5
StrtCI4 DrvwyC l4 DuplxCI5
Co rn eJJ Cl5 DuplxC l5 RidgeOut
Cornell E DuplxCl5 Cornell E
Corn e llJ B I I
1 PipeJBI JBI DuplxCl2
jStrtJ B I ,JBI DuplxC12
CorneJJ W DrvwyC l4 Cornell W
DivertCl3 Duplx C I3 Ridge
Flum ePVI I PVll Pond
O ut Pond
IPipePond Pond DrvwyCl4
Weir Po nd Pond DrvwyCl4
PipeJBYI JBYI Pond
PipeRidge Ridge RidgeOut
StreetC ll E Cl l E DuplxCl3
StreetCl3 DuplxCl3 DuplxC l5
YillasPVIO JBYI jPYll
YillasJBI PY! 1SFI
VillasPYI 1PYIO Pond
YillasPY2
PipePY2 PV2/PV3 PV6
'StrtPY2 PY2fPV3 PY6
YillasPY4 PY4 PY6
VillasPYS PV5 PV4
YillasPY6
PipePY6 PV6 JBVI
StrtPY6 1 PY6 JBYI
YillasPV 7 PV7 PYll
YillasPY8 PY8 PV7
Yi ll asSFI SFI PV2 /PV3
Hydraulic Co ndu it Data and Results
Autumn Chase Villas
10 -Year Storm
E ro
E ~ Q; ~ ro
~ t:: IJ) Qj ~ .t:: c t:: 0, Vi Q) ~ Q) E .21 c a. > 0 > ro Cl> Q) :::> E oE ·-J: ...J o_
Af11/11-C'o nd1111
~
281 .95 281 .20 3 .50 50.49
287 .20 287 .20 0 .50 5 .00 --
288.00 285 .90 4 .00 109 .77
285.90 28 1.95 6.00 308.46 1
288.10 288 .00 4.00 204.83
Afu/11-Cond1111
293 .68 293.49 1.50 37 .80
298 .69 1 298 .69 0 .83 5.00 1
.Hu/11-Cond1111
293 .39 293 .26 3 .00 34.26 ,
298.02 297 .8 1 1.50 35 .6 1
Afu/11-Condull
292.24 1 290 .60 3 .00 301 .50 1
297 .85 295 .10 1.50 166 .39
M11/11-Cond1111
292 .49 292 .34 3 .00 51.50
297.66 297 .66 0 .67 5.00 1
M11/11-C'ond1111
290 .50 1 290 .24 3 .00 56 .5 1
295.7 1 295 .71 0 .67 5.00
289.74 288 .10 3.5o l 431.08 1
294 .97 294.60 1.00 28 .61
Mu/11-C'ondu11
293 .16 1 292 .34 3 .00 133 .10 1
297 .81 296 .99 1.50 162 .39
295.10 294.59 1.50 1 s2.s 1 I
297 .35 293 .00 1.16 115 .00 ,
297.00 293 .00 3 00 1 76.40 1
Af11/11-Cond1111
293 .00 292 .10 125 1 35 .00 1
298 .50 295 .10 1.50 176 .00
293.90 293 so l 2.00 34.59 1
289.97 288 .70 3.00 97 .88
298.02 296.99 1.50 202.7 1
297.85 294 .97 1.50 187 .69
299.42 299.oo l 1.00 43 .98
302.16 301.11 0.60 91.56
298.50 , 294.50 1.50 1 50 .00 1
Mu/11-C ondwl
295 .24 294 .64 1.50 120 .16
300 .6 1 1 299 .80 1.00 1 106 .83
301.40 299 .80 0 .60 188 .37
303.17 301.40 0 .6 0 152 .3 11
Afu/11-C'ond1111
294 .14 294 .00 2 oo l s uo I
299.80 299 .42 1.00 60.96
299.43 299 .00 0.80 52 .35
300.66 299.43 0.80 108.37
301.11 300.6 1 0 .85 82 .8 1 I
~
0
Q) u_
a. )( 0 ro c;; :E
1.49 125 .03
0 .00 0 .00
1.91 87 .17
1.28 86.99
0 .05 87 .27
0 .50 16 .94
0 .00 0 .03 1
0.38 26 .85 ,
I.OJ o .os !
0 .53 51.83
1.65 0 .00 ,
0 .29 18 .88
0 .00 0 .00 1
0.46 62 .00 1
0 .00 0 .00
0.38 64 79 1
1.29 0.04
0 .62 26 .82 1
0.4 1 0 .00 1
0 .97 0 00 1
3.78 0.00 1
5.24 9.5s l
2 .57 9 .53
1.93 0 .00
0 .29 16.06 1
1.30 24 .51
0 .51 13 .3 1
1.65 0 .00
0 .95 0.00 1
1.15 3.73 1
8.00 0.95 1
0.50 7.80
0 .76 0 .00
0 .85 5.41
1.00 1.62
0 .27 16 .16
0.62 0 .00
0 .99 7.91
1.14 4 .05
0.60 3.70
~ ·u
0
Qi >
)(
ro
:E
8.12
0 .00
6 .24
4 .65
2 .36
4 .84
0 .18
6 .53
0 .72
7.79
0 .00
2 .97
0 .00
9 .25
0 .00
7.11
0 .79
6 .55
0 .00
0 .23
0 .00
2 1.20
9 .13
0.00
5 .19
5.15
2 .58
0 .00
0 .00
2.50
3 .63 ,
4 .85
0 .23
5.82
4 .06
5 .30
0 .97
2 .66
1.82
1.43
E
...J ...J ro
UJ E UJ Q)
(/) ro (/) !:;
~ ~ ~ ~ )( Vi )( ~
ro a. ro o
:E :::> :E 0
286 .13 282 .97
282 .97 282 .97
289 .72 287 .69
287.69 286.13
291.30 289.72
295 .40 295 .18
298 .73 298 .70
295 .18 295 .06
298 .10 1 297 .87
294 .93 293 .29
297 .02 295 .12
294 .96 294 .93
297.02 297 .02
293 .29 292 .86
295 .03 295 .03
292.86 291.30
295 03 294 .65
295 06 294 .93
297 .02 297 .02
295.12 294 .59
292.32 292 .3 2
297.42 296.72
296 .72 293 .29
296.71 295 .12
296.74 296.72
292.32 291 .30
298.73 297 .04
297.04 295 .03
297.42 297 .42
302.49 301.36
298.73 296.72
297 .06 296 .77
300 .62 299 .81
301.90 299.81
303.39 30 1.90
296 .77 , 296.74
299 .81 299.42
299.85 299.42
300 .97 299.85
30 1.36 300.62
Appendix B
Proposed Condi tion s
Cl)
"O
0 E z Cl) ro
E E ~
ro ro Vi ~ z c: Cl)
.>< Vi ~ "O c: a. 0 0 :.J ::J oz
BrentwoodC L V
PipeCLV Culven Out fa ll
StnCLV Culven Outfall
C hanNCI NC I NC2
ChanNC2 NC2 C ul ve n
Chan O ut RidgeOut NC I
Cornell CllE
PipeCll E Cll E C llW
StrtCI IE C ll E C JJW
CornellCllW
1PipeCJIW C JJW JB]
1StrtCllW CllW JBJ
CornellCl2
1 PipeCl2 DuplxCl2 DrvwyCl4
I StrtC l2 DuplxCl2 DrvwyC l4
CornellCl3
1PipeCl3 DuplxCl3 DuplxCl2
1StrtCl3 DuplxCl3 DuplxCl2
CornellCJ4
PipeC14 DrvwyCl4 DuplxCl5
StrtC 14 fDrvwyC14 DuplxCl5
Corn ell Cl5 lo upl xC I5 Rid geOut
Corn ell E Dupl xC l5 .Corn e ll E
CornellJBl
1 PipeJBI JBI DuplxCI2
1StrtJB I JBI DuplxCl2
Corn e ll W 1DrvwyC l4 Corn ell W
Divert C l3 lo u p lxC l3 fRidge
Flum ePV J I PV ll !Pond
OutPond
1PipePond Pond 1DrvwyCl4
1 WeirPond Pond DrvwyCl4
PipeJBVJ JBV l Pond
PipeRidge Ri dge RidgeO ut
StreetC I 1 E lc 1JE Dup lxC l3
StreetC13 Dupl xC I3 Dupl xC l 5
Vill as PV l O JBV I PVll
V ill asJB I PV I SF I
Vill as PV I PVIO Pond
VillasPV2
PipePV2 PV2 /PV3 PV6
StrtPV2 PV2 /PV3 PV6
Vill as PV4 PV4 PV 6
Vill as PV5 PV5 PV4
VillasPV6
iPipePV6 PV6 1rnv1
StrtPV6 PV6 JBVI
Vi ll asPV7 PV7 PVll
Vi ll as PV8 PV8 P V7
Vi ll asSF I SF I PV2/PV3
Hydraulic Condu i t Data and Results
Au t umn C ha se Vill as
25 -Year Storm
E ro
E ~ Q; ~ ro Vi ~ t:: a; ~ .!:. c: t:: E .~ Ci v; ~ ~ Cl) c: 0 > ro Cl> Cl)
Cl) a.
.2 a. c:
::J -oE ·-I O~ -' en
Alu/11-Cond1111
281.95 28 1.20 3 .50 50 .49 1.49
287 .20 1 287 .20 0 .50 5.00 0 .00
288 .00 285 .90 4.00 109 .77 1.91
285 .90 28 1.95 6.00 308.46 1.28
288.10 288 .00 4 .00 204 .83 0.05
Afu/11-Cond1111
293 .68 293 .49 1.50 37 .80 0 .50
298 .69 298 .69 0 .83 , 5 .00 0 .00
Mu/11-Condu11
293 .39 293.26 3 .00 34 .26 0 .38
298 .02 297 .81 1.50 35 .6 1 I.OJ
Afu/11-Condu1/
292 .24 290 .60 3 .00 307 .50 1 0 .53
297 .85 295 .10 1.50 16639 1 1.65
M11/11-Cond1111
292.49 292.34 3 .00 51.50 0 .29
297 .66 297 .66 0 .67 1 5.00 0 .00
Mu/11-Cond1111
290 .50 1 290 .24 3 00 1 56 .51 0.46
295 .71 295 .71 0 67 1 5.00 0 .00
289 .74 288 .10 3.50 431.08 0 .38
294 .97 \ 294 .60 1.00 , 28 .6 1 1.29
Mult1 -Condu11
293 .16 292.34 3 .00 133 .10 0 .62
297 .81 296 .99 1.50 , 162 .39 0.41
295.10 294.59 1.50 52.8 1 0.97
297 .35 I 293 .00 I 1.16 115 .00 3 .7 8
297 00 1 293 .00 3 00 1 76.4 0 5.24
Mu /11-Co nd1111
293 .00 1 292 .10 1.25 35 .00 2 .57
298 .50 295 .10 1.50 176 .00 1.93
293.90 293 .80 2.00 34 .59 0 .29
289.97 28 8 .70 3.00 97.88 1.30
298 .02 296 .99 1.50 202 .7 1 0.5 1
297 .85 294 .97 1.50 187 .69 1.65
299.42 299 00 1 1.00 43 .98 0 .9 5
302.16 30 1.11 0 .60 9 J.56 I I 15
298 .50 1 294 .50 1.50 50.00 8.00
Multi-Condwt
295 .24 294 .64 1.50 120 .16 0 .50
300.61 299 .80 1.00 106.83 0 .76
30 1.40 299 .80 0 .60 188 .37 0 .85
303 .17 30 1.40 0 .60 152 .3 1 1.00
Multi-Cond1111
294 .14 294 .00 2 .00 51 .30 0 .27
I
299 80 1 299.42 1.00 1 60.96 0 .62
299.43 299 oo l 0 .80 52 .35 0 .99
300.66 299.43 o .8o l 108 .37 1.1 4
30 1.11 I 300.6 1 0 .85 82 .8 1 I 0 .60
~
0 ~ .2 0 u:: Cl) >
)( )(
ro ro
:?: :?:
140 .74 9 .13
0 .00 0 .00
97 .98 6 .5 1
97 .75 4 .67
98 .11 2 .35
17 .04 4 .83
0.48 0.41
28.43 6 .54
0 .09 0 .74
58 .59 8 .10
0 .00 0 .00
23 .35 3 .30
0 .00 1 0 .00
69 .83 1 9 .50
0 .00 0 .00
73.06 1 7 .57
0 .05 1 0 .8 1
28 .73 6 .52
0.00 0 .00
0.00 0 .89
0 .00 000
10 92 1 12 .62
10 .23 9 .60
0 .00 0 .00
18.47 5.78
27 83 1 5.2 1
17.58 2 .9 1
000 0 .00
0 .00 0 .00
4 .26 2 .5 9
1.09 1 6.82
9 .02 5.09
0 .01 0 .24
6 .13 1 2 .36
1.85 5 .08
18.56 1 5 .81
0 .00 1.19
9 .05 2 .76
4 .63 1 1.89
4 .22 1 1.5 1
E
-' -' ro
UJ E UJ Cl)
en ro en !:;
$: Cl) $: ~ !:;
)( VJ )( ~
ro a. ro o
:?: ::J :?: 0
286 .43 283 .10
283 .10 283 .10
289 .82 287. 78
287 .78 286.43
29 1.38 289.82
296.90 296 .66
298 .77 , 298 .73
296.66 296 .60
298 .11 297 .88
296 .33 294 .05
297 .02 295 .12
296 .40 296 .33
297 .02 1 297 .02
294 .05 293 .48
295 .03 295 .03
293.48 291.38
295 .03 294 .65
296.60 1 296 .33
297.02 297 .02
295.12 294 .59
292.55 I 292 .55
297.45 I 297 .14
297 .14 294 .05
297 .13 295 .12
297 .16 297 .14
292.55 291.38
298 .77 297 .17
297.17 295 .03
297.45 297.45
302.5 11 30 1.38
298.74 297 .14
297 .72 297 .21
300.62 299 .81
30 1.93 299 .81
303 .40 30 1.93
297 .2 1 297 .16
299 .8 1 299.42
299.88 299.45
300.99 299.88
30 1.3 8 300.62
Ap pendix B
Pro posed Cond it ions
Cl>
"O
0 E z Cl> ro
E E e
ro ro Vi z ~ c: Cl>
~ VJ ~ "O c: a. 0 0
:::i ::::> oz
BrentwoodCL Y ---PipeCLY Culvert O ut fall
Strt CLY Culvert O ut fall
Ch an NC I 1NCI NC2
ChanN C2 NC2 Culvert
ChanOu t Rid geOut NC I
CornellCll E
PipeCll E Cll E CllW
StrtCll E ,C ll E C llW I
Corn e ll CllW
PipeCllW CllW JBI
StrtCllW CllW JBI
CornellC12
PipeC12 louplxC l2 DrvwyCl4 I
StrtC12 DuplxCl2 .DrvwyCl4
CornellCl3
PipeC13 DuplxCl3 DuplxCl2
StrtCl3 DuplxCl3 OuplxCl2
CornellC14
PipeCl4 DrvwyCl4 DuplxCl5
StrtCl4 1DrvwyCl4 IOuplxCl5
Corn e ll Cl5 1DuplxCl5 RidgeOut
CornellE louplxCl5 Corn ell E
CornellJBI
1 P ipeJBI IJBI DuplxCl2
StrtJB I JBI DuplxCl2
Corn ellW IDrvwyCl4 Cornell W
DivertCl3 DuplxCl3 Ridge
Flum ePYI I IPYll !Pond
Ou tPond I
PipePond I Pond IDrvwyCl4
WeirPond Pond DrvwyCl4
PipeJBYI JBVI Pond
PipeRidge Ridge RidgeOut
StreetCll E CllE IDuplxCl3
StreetC13 louplxCl3 DuplxCl5
YillasPYIO IJBYI 1 PYll
YillasJBI PYI SFI
YillasPYI PYIO Pond
YillasPY2
PipePY2 PV2/PV3 PV6
StrtPY2 IPY2/PY3 PY6
YillasPY4 PV4 PV6
YillasPV5 PV5 PV4
YillasPV6
~ PipePY6 1PY6 JBVI
StrtPY6 1 PV6 JBYI
YillasPV7 PY7 lpv11
YillasPV8 PY8 jPV7
YillasSFI SFI PY2/PY3
Hydraulic Conduit Data and Results
A ut umn C ha se Vi llas
50 -Year Storm
E ro
E e Q; ~ ro Vi a; 1: .i::. e t:: c: t:: Ci Vi Cl> ~ Cl> E .!2> c: ro Cl>
Cl> a.
0 a. > 0 > Cl> ::::> E oE ·-:r ....J (ii o~
,\/11/11-Condu11
281 .95 281 .20 3 .50 50.49 1.49
287 .20 287 .20 0 .50 5.00 0 .00
288.00 285 .90 4 .00 109 .77 1.91
285 .90 281.95 6 .00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
Al11/11-Cond1111
293 .68 293.49 1.50 37 .80 0 .50
298 .69 1 298 .69 0 .83 1 5 .00 0 .00
'
,\/u/11 -C ond1111
293 .39 293 .26 3 .00 34 .26 0 .38
298 .02 297 .81 1.50 35 .6 1 1.01
.\111/11 -( '0 11du1/
292 .24 290 .60 3 .00 307 .50 0 .53
297 .85 295 .10 1.so l 166 .39 1.65
H11/11 -Cond1111
292.49 292 .34 3 .00 51.50 0 .29
297 .66 297 .66 0 .67 5.00 0 .00
A111/t1 -Cond1111
290 .so l 290 .24 3 .00 1 56 .5 1 I 0.46
295 .71 295 .71 0 .67 5 .00 1 0 .00
289.74 288 .10 3.50 431.08 0 .38
294 .97 294 .60 1.00 28 .6 1 1.29
M11/t1-Condu11
293 .16 1 292 .34 1 3 .00 133 .10 0 .62
297 .8 1 296.99 1.50 162 .39 0.4 1
295 .10 294 .59 1.50 52 .81 I 0 .97
297 .35 293 .00 1.1 6 115 .00 3 .78
297 .00 1 293 00 1 3 .00 76.40 1 5 .24
M11/11-Cond1111
293 .00 1 292 .10 1 1.25 3s .oo l 2 .57
298 .50 295 .10 1.50 176 .00 1.93
293 .90 293 .80 2 .00 34 .59 0 .29
289 .97 288 .70 3 .00 97 .88 1.30
298 .02 296 .99 1.50 202 .71 0 .51
297 .85 294 .97 1.50 , 187 69 1 1.65
299.42 1 299 .00 1.00 43.98 1 0 .95
302 .16 301.11 0 .60 91.56 1.15
298 .50 , 294 .50 1.50 50 .00 8 .00
M11/t1-Cond1111
295 .24 294 .64 1.50 120 .16 0 .50
300.61 299 .80 1.00 106 .83 0 .76
301.40 299.80 0 .60 188 .37 0 .85 1
303 .17 301.40 0 .60 152.3 11 1.00
Mu/11-Cond1111
294 .14 294 .00 2 .00 5 1.30 0 .27
299 .80 299.42 1.00 60 .96 0 .62
299 .43 299 .00 0 .80 52.35 0 .99
300 .66 299.4 3 0 .80 10 8.37 1.14
30 I.I I 300 .61 0 .85 82 .8 1 0 .60
~ u ~ 2. 2. Cl>
LL >
)( )(
ro ro
:E :E
150 .26 9 .60 --~
0 .00 0 .00
105 .23 6 .68
105 .11 4 .66
105 .38 2 .36
17 .26 4 .8 1
0 .5 1 0.4 1
30.35 6 .57
0 .10 0 .76
62 .85 8 .86
0 .00 , 0 .00
23 .41 3 .30
0 .00 0 .00
74 5 1 I 10.36 1
ooo l 0 .00
78 .85 8 .08
0 .06 0 .85
30.43 6.35
0 .00 0 .00
000 1.09
6 .34 3 .76
12 .36 20 .04
10 .98 10.o7
0 .00 0 .00
20 .97 6 .66
32 .16 5.3 1
23 .85 2 .88
0 .00 0 .00
0 .00 o .oo l
4 .81 2 .68
6 .57 3 .76
10 .19 5.74
0 .01 1 0 .25
6 .95 5.29
2 .09 4 .06
2 1.00 6 .67
0 .00 2 .18
10 .23 2 .84
5.24 1.9 5
4 .78 1.58
E
....J ....J ro w E w Cl> (/) !: (/) ro ~ :!! ~ ~ )( VJ )( ~
ro a. ro o
:E ::::> :E 0
286 .70 283 .18
283 .18 283 .18
289.89 287 .84
287 .84 1 286 .70
291.42 289 .89
297 .90 297 .65
298 .78 298 .73
297 .65 297 .58
298 .11 297 .88
297 .29 294 .53
297 .02 295 .12
297 .36 297 .29
297 .02 297 .02
294 .53 293 .84
295 .03 295 .03
293 .84 29 1.42
295 .03 294 .65
297 .58 297 .29
297 .58 297 .02
295 .12 294 .59
297 .66 293 .31
297 .63 297 .63
297 .63 294 .53
297 .58 295 .12
297 .64 297 .63
292 .85 291 .42
298 .78 297 .66
297 66 1 295.03
297 .63 297 .63
302 .53 301 .39
298 .75 297 .63
298 .42 297 .67
300 .62 299.81
30 1.96 299.81
303.41 301.96
297 .67 297 .64
299.81 299.42
299 .90 299.47
30 1.00 299.90
30 1.39 300.62
Appendix B
Proposed Conditions
Q)
"O
0 E
Q) z Ill
E E ~
Ill Ill Vi ~ z c: Q)
."1(. Vi ~ "O c: a. 0 0 :.J ::> oz
BrentwoodCL V
PipeCLV Culve rt O ut fa ll
' t
StrtCLY Culvert O ut fa ll
C han NC I NC I NC2
C han NC2 NC 2 C ul ve rt
C hanO ut RidgeOut NC I
CornellCll E
PipeCI IE Cl l E C ll W
StrtCI IE Cl l E 1C ll W
Corn e ll Cl l W
PipeC ll W Cl l W JBI
StrtC ll W Cl l W JBI
Corn ellCl2
PipeC 12 DuplxC l2 DrvwyC l4
StrtC12 Du pl xC l2 DrvwyC l4
CornellCl3
PipeC l3 lo upl xC l3 D upl xC l2
StrtC13 DuplxC l3 io uplxC l2
Corn ellCl4 I
PipeC14 DrvwyC l4 Dup lxC l5
1StrtCl4 DrvwyC l4 DuplxCl5
Corn ell C15 DuplxCl5 RidgeOut
Corn ell E DuplxCl5 Cornell E
Corn e llJBI
PipeJB I JBI DuplxC l2
'StrtJB I JBI DuplxC l2
Corn e ll W DrvwyCl4 Cornell W
DivertC l3 IDuplxCl3 Ridge
FlumePVI I IPY ll I Pond
O ut Pond
PipePond Pond DrvwyC l4
Weir Pond Pond DrvwyC l4
PipeJBVI JBVI Pond
PipeRidge Ridge RidgeOut
StreetCI I E C ll E DuplxCl3
StreetC13 1DuplxCl3 IDuplxCl5
Yill asPYIO JBVI PVll
Yill asJB I PYI ,SF I
Yill asPY I PVIO Pond
Y ill asPY2
PipePY2 IPV2/PV3 PV6
IS trtPY2 IPY2/PY3 PV6
YillasPY4 PY4 1PY6
Yill asPV5 PV5 PY4
V ill asPV6
PipePY6 PV6 JBV I
StrtPY6 PV6 1JBY I
YillasPV7 'py7 PYll
Yill as PV8 IPV8 PY7
Yill asSFI SFI PY2/PV3
Hydraulic Condui t Data and Results
Autumn C hase Villas
100 -Year Storm
E
Ill
E ~ Q; ~ Ill Vi ~ t:'. a; :c .t:: c: t:'. E .!21 Oi (;j §! ~ Q) Ill Q) c: 0 > Q)
Q) a.
0 a. c: ::> -oE ·-I 0-..J en
.\111//1-Co ndwt -
28 1.95 28 1.20 3 .50 50 .49 1.49 ---"----
287 .20 287 .20 0 .50 5.00 0.00
288 .00 285 .90 4 .00 109 .77 1.9 1
285 .90 281.95 6 .00 308.46 1.28
288 .10 288 .00 4 .00 204 .83 0 .05
.\/u/11 -Cond1111
293 .68 293 .49 1.50 37.80 0 .50
298 .69 298 .69 , 0 .83 5.00 0 .00
.\fu/11-Co ndu11
293 .39 293 .26 3 .00 34 .26 0 .38
298.02 297 .8 1 1.50 35 .6 1 1.0 1
M11/11-Co nd1111
292 .24 290 .60 3 .00 307 .50 0 .53
297.85 295.10 1.50 166.39 1 1.65
,\/11/11 -Cond1111
292.49 292 .34 3 .oo 1 5 J.50 I 0 .29
297.66 297 .66 0 .67 5.00 , 0.00
.Hu/11-C ond1111
290 .50 290 .24 3 .00 56 .5 1 0.46
295 .7 1 295 .71 0 .67 5.00 0 .00
289.74 288 .10 3 .50 431.08 1 0 .38 1
294 .97 294 .60 1.00 28 .6 1 1.29
Mu/11 -C ondwt
293 .16 292 .34 3 .00 133 .10 0 .62
297 .8 1 296.99 1.50 162 .39 0.4 1
295 .10 294 .59 1 1.50 52 .81 I 0 .97
297 .35 293 .00 1.1 6 11 5.00 3 .78
297 .00 293 .00 3 .00 76 .40 1 5 .24
Af11/11 -Cond1111
293 .00 292 .10 1.25 35 .00 I 2 .57
298 .50 295 .10 1.50 176 .00 1.93
293 .90 293 .80 1 2.00 34 59 1 0 .29
289.97 288 . 70 3 .00 97.88 1.30
298.02 296.99 150 202 .71 0 .5 1
297.85 294 .97 1.5 0 187 .69 1.65
299 .42 299 .00 1 1.00 43 .98 0 .95
302 .16 1 30 1.11 0 .60 9 1.56 1 1.1 5
298.50 294 .50 1.5 0 50.00 , 8 .00
M11//l-Co nd111t
295 .24 294 .64 1.50 120 .16 0 .50
300.6 1 299 .80 1.00 106 .83 0 .76
301.40 299.80 0.60 188 .37 1 0 .85
303 .17 30 1.40 1 0 .60 152 .3 1 1.00
Mu/11-Co nd1111
294 .14 294 .00 2 .00 51 .30 0 .27
299 .80 299 .42 1.00 60.96 0 .62
299.43 299 .00 0 .80 52 .35 0 .99
300.66 299.43 0 .80 108 .37 1 1.14
30 1.11 300.6 1 0 .85 82 .8 11 0.60
~ ·u ~ 0
.2 (ij
u.. >
)( )(
Ill Ill
::!: ::!:
159 .10 10 .01
0 .00 0 .00
113 .18 6 .85
11 2 .96 4 .68
11 3.38 2 .35
17 .13 4 .79
0.46 0.40
3 1.67 6.49
0 .11 0 .77
63 .12 8.90
0 .00 0 .00
23.48 1 3.3 1
0 .16 0 .27
75 .9 1 10 .63
0 .00 1 0.00
80.47 8 .24
0 .05 0 .79
31.65 6.4 1
0 .00 0.20
O.Ol 1 3 37 1
13.80 4 .16
13 .88 1 14 .75
11.67 1 10.48
0 .00 0 .00
23 .60 7.49
37.26 1 5.37
27 .33 2 .86
0.00 1 0 .00
0 .00 0 .00
5.4 11 2 .76
7.3 1 9 08
11 .46 6.43
0 .0 1 0.26
7.84 2.42
2 .36 1 4 .14
23 .65 7.50
0 00 1 1.34
11.49 2 .92
5.89 2 .0 1
5.37 1.65
E
..J ..J Ill
UJ E UJ Q) en Ill en .:
3:: ~ 3:: ~ )( Vi )( ~
Ill a. Ill 0
::!: ::> ::!: 0
-
286 .99 283 .25
283 .25 283 .25
289 .96 287 .90
287.90 286.99
291.47 289.96
298.40 298 .04
298 .77 298 .73
29804 297 .89
298 .11 297 .89
297 .85 294 .79
297 .03 295.13
297 .80 297.85
297 .75 297 .70
294 .79 294 0 1
295 .03 295 .03
294 .01 29 1.47
295 03 294 .65
297 .89 297.85
297 .89 297 .03
295 .13 294 .60
297 .75 293 .39
298 11 I 298 .11
298 .11 294 .79
298 .11 295 .13
298 .13 298 .11
293 .19 29 1.4 7
298 .77 297 . 75
297.75 295 .03
298.11 298 .11
302 .54 30 1.40
298.77 , 298 .11
299.22 298 .19
300.62 299 .8 1
30 1.99 1 299 .81
303.42 301.99
298 .19 298 .13
299.8 1 299.42
299 .92 299.49
30 1.02 299 .92
30 1.4 0 300 .62
Appendix B
Proposed C ondi ti ons