HomeMy WebLinkAbout23 Castlegate Sub Sec 5 Ph 1 03-95Drainage Report
for
Castlegate Subdivision -Section 5, Phase 1
College Station, Texas
December 2003
Developer:
Greens Prairie Investors, Ltd.
By Greens Prairie Associates, LLC
4490 Castlegate Drive
College Station, Texas 77845
(979) 690-7250
Prepared B v :
TEXCON General Contractors
l 707 Graham Road
College Station, Texas 77845
(979) 764 -7 743
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this
report for the drainage design for the Castlegate Subdivision -Section 5, Phas e 1, was
prepared by me in accordance with the provisions of the City of College Station Drainage
Policy and Design Standards for the owners hereof.
. ~"~''"\''' --"\~ OF r '"' J"""-. ~ .e••••••o •• /2'~ .,
; 0 •• •• * ··.:<J> ot "* .. ·. * '1. "*: ·.*'A ~···································'l l JOSEPH P. SCHULTZ l a•••••••••••••••••••••••••••••••••••~ 'i,.--o" • Q:-11':
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TABLE OF CONTENTS
DRAINAGE REPORT
CASTLEGATE SUBDIVISION -SECTION 5, PHASE 1
CERTIFICATION .................................................................................................................................................................. 1
TABLE OF CONTENTS ........................................................................................................................................................ 2
LIST OFT ABLES .................................................................................................................................................................. 2
INTRODUCTION ................................................................................................................................................................... 3
GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 3
FLOOD HAZARD INFORMATION .................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERNS ..................................... : ................................................................................. 3
DRAINAGE DESIGN CRITERIA ........................................................................................................................................ 3
STORM WATER RUNOFF DETERMINATION .............................................................................................................. .4
DETENTION FACILITY DESIGN ...................................................................................................................................... 6
STORM SEWER DESIGN .................................................................................................................................................... 6
CONCLUSIONS ..................................................................................................................................................................... 7
APPENDIX A .......................................................................................................................................................................... 8
Time of Concentration Equations & Calculations
APPENDIX B ........................................................................................................................................................................ 12
Storm Sewer Inlet Desig11 Calculations
APPENDIX C ........................................................................................................................................................................ 15
Storm Sewer Pipe Design Calculatio11s
EXHIBIT A ............................................................................................................................................................................ 28
Pre-Developme11t Drai11age Area Map
EXHIBIT B ............................................................................................................................................................................ 30
Post-Development Drainage Area Map -Dete11tio11 Evaluatio11
EXHIBIT C ............................................................................................................................................................................ 32
Post-Development Drainage Area Map -Storm Sewer Desig11
LIST OF TABLES .
TABLE 1 -Rainfall Intensity Calculations .............................................................................................. 4
TABLE 2 -Time of Concentration (tc ) Equations .................................................................................. 4
TABLE 3 -Pre-Developme nt Runoff Infom1 a tion .................................................................................. 5
TABLE 4 -Post-Development Runoff Infom1ation -D e tention Evaluation .......................................... 5
TABLE 5 -Post-Development Runoff Infom1 a tion -Stonn Sewer D e sign ........................................... 5
2
DRAINAGE REPORT
CASTLEGATE SUBDIVISION -SECTION 5, PHASE 1
INTRODUCTION
The purpose of this report is to provide the hydrological effects of the construction of the
Castlegate Subdivision -Section 5, Phase 1, and to verify that the proposed storm drainage
system meets the requirements set forth by the City of College Station Drainage Policy and
Design Standards.
GENERAL LOCATION AND DESCRIPTION
The project is located on a portion of a 111.46 acre tract loc ated west of State Highway 6 along
the north side of Greens Prairie Road in College Station, Texas . This report addresses Phase 1
of Section 5 of this subdivision, which is made up of 18.72 acres . Section 5 is located adjacent
to Castlegate Section 4 along Castlegate Drive. The site is predominantly wooded. The
existing ground elevations range from elevation 308 to e levation 332. The general location of
the project site is shown on the vicinity map in Exhibit A.
FLOOD HAZARD INFORMATION
The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin . Most
of the proposed developed area of the site is loc ated in a Zone X Area according to the Flood
Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for
Brazos County, Texas and incorporated areas dated February 9, 2000, panel number
48041 C0205-D. This area is shown on Exhibit A as the 100-year floodplain limit. Also shown
on this exhibit are the floodway limits as determined by the Castlegate Floodplain Analysis
Report which was previously submitted. The Flood Hazard Area within this development has
been designated as Greenway Area, which will have no development and it will be left in its
current condition.
DEVELOPMENT DRAINAGE PATTERNS
Prior to development, the storm water runoff for Section 5, Phase 1 flows in two different
directions . A majority of the runoff flows in a northwesterly direction until it enters a tributary
of Spring Creek. Ultimately, this runoff flows into Spring Creek and then north to the proposed
regional detention facility. Refer to the vicinity map in Exhibit A for the location of this
regional detention facility. The remainder of the runoff from this site flows in a northeasterly
direction into the Greens Prairie Road right-of-way.
DRAINAGE DESIGN CRITERIA
The desi gn parameters for the stom1 sewer and dete ntion facility analysis are as follows:
• The Ra tional Method is utilized to detem1ine peak stom1 wa ter runoff rates for the s tom1
sewer design and detention faci lit y a nalysis .
• Des ign Stonn Frequency
Storm sewer system
De te ntion facility ana lys is
I 0 a nd I 00-year s torm event s
5, I 0, 25, 50 and I 00-year s torm ev ent s
• Runoff Coe fficients
Pre -deve lopment
Post-developm e nt (single fa mily resi d ential)
c = 0 .30
c = 0 .55
• Rainfall Intensity equations and values for Brazos County can be found in Table l .
• Time of Concentration, tc -Calculations are based on the method found in the TR-55
publication. Refer to Table 2 for the equations and Appendix A for calculations . The
runoff flow path used for calculating the pre-development time of concentration is s ho wn in
Exhibit A, and the flow paths us ed for the post-development times of concentration are
found in Exhibits B & C. For smaller drainage areas, a minimum tc of 10 minutes is used to
determine the rainfall intensity values.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were determined in accordance with the criteria presented in the
previous section for the 5 , 10 , 25 , 50, and 100-year storm events. The dq1ina ge areas for th e
pre-development condition are shown on Ex hibit A . The drainage areas for post-developm en t
are shown on Exhibit B for the detention facility analysis and on Exhibit C for the storm sewer
design . Pre-development and post-deve lopment runoff information for the detention facility
evaluation are summarized in Tables 3 & 4, respectively. Post-development runoff conditions
for the storm sewer design are summari zed in Tabl e 5.
TABLE 1 -Rainfall Intensity Calculations
Rainfall Intensity Values (in/hr)
Storm t c =
Event 10 min
Is 7 .693
110 8 .635
bs 9 .861
lso 11 .1 48
1100 11.639
Brazos County:
5 y_ear storm 10 y_ear storm
b= 76 b= 80
d= 8 .5 d= 8 .5
e= 0 .785 e= 0 .763
I = b I (tc+d)e
I = Rainfall Intensity (in/hr)
tc = U(V*60)
tc = Time of concentration (min)
L = Length (ft)
V =Velocity (ft/sec)
25 y_ear storm 50 y_ear storm 100 y_ear storm
b= 89 b = 98 b= 96
d = 8 .5 d = 8.5 d= 8 .0
e = 0 .754 e= 0 .745 e= 0 .730
(Data taken from State Department of Hiqhway_s and Public Transportation Hy_draulic Manual , pag e 2-16)
TABLE 2 -Time of Concentration (tc) Equations
The tim e of concentratio n was det ermin ed using me th ods fou nd in TR-55, "Urban
Hydrology.fo r Small Waters heds . " The equ ations a re as follows:
T ime of Concentrati on:
-I
Tc = Tr(s hcct !l ow)+ Tr(rn ncc ntratctl shee t 110\1 )
w here: T, =Travel T im e, minutes
For Shee t Flow:
w here : T 1 = trave l time , hours
n =Manning 's roughness coeffici e nt
L = flow length, feet
P 2 = 2-year, 24-hour rainfa ll = 4 .5 "
s = land slope , ft /ft
For Sha ll ow Conc e ntrated F lo w : T 1 =L I (6 0 *V)
R efer to Appendix A for calculations.
where : T 1 = trave l time, minutes
V = Velocity, fps (See Fig 3-1 , App . E)
L = flo w length , feet
TABLE 3 -Pre-Development Runoff Information
Area tc 5 year storm 10 year storm 25 year storm 50 year storm 100 yea r storm
Area# c Is Os 110 0 10 l 2s 0 2s lso Oso 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
101 6 .1 0 .3 32 .3 4.135 7 .57 4 .722 8 .64 5.432 9 .94 6 .184 11 .32 6.462 11 .83
102 27.1 0 .3 40.8 3.564 28 .97 4 .087 33.23 4.7 10 38.29 5.371 43 .67 5 .620 45.69
TABLE 4 -Post-D eve lopment Runoff Information -Detention Evaluation
Area c 5 year storm 10 year storm 25 year storm 50 year storm 1 00 year storm
Area# (acres) tc
c, C2 Cr ... , Is Os 1,. a,. l2s 0 2s 150 Oso 1, .. a , ..
A, Ai Total (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
201 0.77 5 .67 6 .44 0 .55 0 .3 0.33 32 .3 4 .135 8.78 4 .722 10 .03 5.432 11 .54 6 .184 13 .14 6.462 13 .73
202 11 .26 6 .36 17.62 0 .55 0.3 0.46 40.8 3.564 28.87 4 .087 33 .11 4.710 38 .15 5 .371 43 .51 5.620 45 .53
TABLE S -Post-Development Runoff Information -Storm Sewer Design
Area tc
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 010 l2s 0 2s lso Oso 1100 0100
(acres) (min) (in/h r ) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
1 1.03 0 .55 10 7.693 4 .36 8 .635 4.89 9 .861 5 .59 11.148 6.32 11 .639 6 .59
2 1.96 0 .55 10 7 .693 8 .29 8 .635 9 .3 1 9 .861 10 .63 11.14 8 12 .02 11.639 12.55
3 3.11 0 .55 10 7 .693 13 .16 8 .635 14 .77 9.861 16 .87 11.148 19.07 11.639 19.91
4 1.73 0 .55 10 7 .693 7.32 8 .635 8 .22 9 .861 9 .38 11.148 10.61 11 .639 11.07
5 1 .16 0.55 10 7.693 4.91 8.635 5 .5 1 9 .861 6 .29 11 .148 7 .11 11 .639 7.43
6 1.15 0 .55 14 .0 6 .597 4 .17 7.437 4 .70 8 .508 5 .38 9 .635 6 .09 10 .053 6.36
7 0 .64 0 .55 10 7 .693 2 .71 8.635 3 .04 9.86 1 3.47 11 .148 3 .92 11 .639 4 .10
8 1.37 0 .55 10 7 .693 5 .80 8.635 6 .51 9 .861 7.43 11 .148 8.40 11 .639 8 .77
9 0 .90 0 .55 10 7 .693 3 .81 8 .635 4 .27 9 .861 4 .88 11 .148 5.52 11 .639 5.76
10 0 .74 0 .55 10 7.693 3.13 8 .635 3 .51 9 .861 4 .01 11 .148 4 .54 11 .639 4 .74
11 0 .62 0 .55 10 7 .693 2 .62 8.635 2 .94 9 .861 3 .36 11 .148 3.80 11.639 3.97
12 1.89 0 .55 10 7 .693 8 .00 8 .635 8 .98 9 .861 10 .25 11 .148 11 .59 11.6 39 12 .10
13 0 .13 0 .55 10 7 .693 0 .55 8 .635 0 .62 9 .861 0.71 11.148 0 .80 11.639 0 .83 ,_ --
14 1.71 0 .55 10 7 .693 7 .24 8 .635 8 .12 9 .861 9 .27 11 .148 10.48 11 .6 39 10.95
~ ------
15 2 .06 0 .55 10 7 .693 8 .72 8 .635 9 .78 9 .86 1 11 .17 11 .148 12 .63 11 .63 9 13 .19 --
16 2 .12 0 .55 10 7 .693 8 .97 8 .635 10 .07 9 .86 1 11 .50 11.14 8 13 .00 11 .639 13 .57
DETENTION FACILITY DESIGN
The detention facility handling the runoff from this site is a regional facility designed by LJA
Engineerin g & Surveying, Inc . Also, a detention pond was constructed upstream of Cast legate
Drive to reduce the peak flow resulting from the Cast legate development. The detention
facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6
righ t-of-way. A detention facility is not needed for the runoff that flows into the Greens Prairie
Road right-of-way for Section 5, Phas e l because the area which flows in this direction was
reduced by the construction of the storm sewer system for Section 4, Phase 2 . The developer
did not desire a detention pond in Section 4 , so the nmoff was collected by the storm sewer
system and diverted north to a tributary of Spring Creek and then to the regional detention
faci lity. This facility was desi gned for this flow to be diverted to the facility.
A comparison of the pre-development (Area l 02) and post-development (Area 202) flows for
Discharge Point #1 shows a reduction in the peak runoff for all storm events, including a
reduction of 0.16 cfs for the 100-year storm event.
A comparison of the peak flow values for Discharge Point #2 shows a slight increase of 1.9 cfs
in the runoff for the 100-year storm event, from 11.83 cfs to 13.73 cfs. This is due to th e
development of 0. 77 acres of this drainage area and a slight increase in the post-development
area draining to Discharge Point #2 . A detention pond is proposed for Phase 2 of Section 5,
which will reduce the peak runoff to less than or equal to the pre-development runoff. In our
opinion, the increase in the peak runoff due to th e development of Phase 1 is not significant
enough to warrant that the detention pond for Ph ase 2 be constructed at this time.
STORM SEWER DESIGN
The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe
(RCP) meeting the requirements of ASTM C-76, Class III pipe meeting the requirements of
ASTM C-789. The curb inlets and junction box es will be cast-in-place concrete.
Appendix B presents a summary of the storm sewer inlet design parameters and calculations.
The inlets were designed based on a 10-year desi gn storm. As per College Station guidelines,
the capacities of inlets in sump were reduced by l 0% to allow for clogging.
Inlets for the residential streets were located to maintain a gutter flow depth of 5" or less. This
design depth will prevent the spread of water from reaching the crown of the road for the I 0-
year storm event. Refer to Appendix B for a summary of the gutter flow depth s. The runoff
intercepted by the proposed storm sewer inlets was calculated using the followin g equations.
The depth of flow in the gutter was determ in ed by using the Straight Crown Flow eq uation .
The flo w intercepted by Inlets 5-3 & 5-4 was calculated by usin g the Capacity of Inl ets On
Grade equation. These equations and resulting data are s ummari ze d in Appendix B. The
capacities for the inlets in sump (Inlets 5-1, 5-2, 5-9 & 5-10) were calculated using th e Inlets in
Sumps, Weir Flow eq uation with a maximum a ll owab le depth of 7" (5" gutter flow plus 2"
gu tter depression). These eq uation s and the resulti ng d ata are a lso summarized in Appendix B .
The area between the right-of-way and the curb lin e of th e streets will be graded as necessary to
provide a minimum of 6" of freeboard a bo ve th e c urb lin e. This will ens ur e that the runoff
from the 100 -year sto rm even t w i 11 re m ai n within the str eet right-of-way.
Appendix C presents a summary of the stom1 sewer pipe design parameters and calculations .
All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters , the cross-
sectional area is reduced by 25%, as per College Station requirements . A summary of how this
was achieved is shown in Appendix Caswell. The pipes for the stonn sewer system were
designed based on the l 0-year storm event, and they will also pass the l 00-year stom1 event.
Based on the depth of flow in the street determined for the 100-year storm event, this runoff
will be contained within the street right-of-way until it enters the storm sewer system. As
required by College Station, the velocity of flow in the storm sewer pipe system is not lower
than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even
during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and
prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system
will occur in Pipe No. l. The maximum velocity for the pipe system in this development will
be 13 .4 feet per second and will occur in Pipe No . L Appendix C contains a summary of the
pipe calculations as well as flow diagrams mapping the flows through the storm sewer system
for the 10 and 100-year events.
CONCLUSIONS
The construction of this project will increase the storm water runoff from this site. The
proposed storm sewer system should adequately control the runoff and release it into existing
drainages. As shown in the Castlegate Floodplain Analysis, the Castlegate Subdivision does
not have a significant effect on the 100-year floodplain water surface elevations or the
floodplain limits. The regional detention facility should adequately control the peak post-
development runoff so that it will not have any impact on the properties downstream of the
Crowley Tract. The runoff to the south into the Greens Prairie Road right-of-way has also been
addressed in this repo11, and there should be no flood damage to downstream or adjacent
landowners resulting from this development.
7
APPENDIX A
Time of Concentration Equations & Calculations
Pre-Development
Time of Concentration Calculations
Refer to Exhibit A for flow paths used for calculations.
Pre-Development Drainage Area #JOI:
Sheet Flow: Flow length = 300' = L
Slope= 1.8 %
n = 0.24, dense grass
P2 = 4.5"
ti= 0.007 (0.24 * 300)°'8
( 4.5)0·5 (0.018)0·4
ti = 0 .504 hours == 30.2 minutes
Shallow Concentrated Flow: Flow length = 285' = L
Slope= 2.2%
For unpaved surface at 2.2%, Velocity (V) = 2.3 fps (see Fig. 3-1)
ti = 285'/(60*2.3) = 2.1 minutes
Tc= 30.2 + 2 .3 = 32.3 minutes
Pre-Development Drainage Area #102:
Sheet Flow: Flow length= 300' = L
Slope= 1.75 %
ti= 0.509 hours= 30.6 minutes
Shallow Concentrated Flow: First segment flow length = 985' = L
Slope= 1.75 %
For unpaved surface at 1.75%, Velocity (V) = 2 .15 fps (see Fig . 3-1)
Similarly:
Second segment flow length= 360' = L
Slope= 2.10 % ~ V = 2 .3 fps
~ ti= 985'/(60*2.15) + 360 '/(60*2.3) = 10.2 minutes
Tc= 30.6 + 10.2 = 40.8 minutes
Post-Development
Time of Concentration Calculations
Ref er to Ex hibits B & C for flow paths used for calculations.
Post-Development Drainage Area #201:
Sh eet Flow: Flow length = 300 ' = L
Slop e= 1.8 %
tt = 0 .504 hours= 30.2 minute s
Sh a llo w Concentrated Flow: Flow length = 2 85' = L
Slope = 2.2 %
For unpaved surface at 2 :2%, Velocity (V) = 2 .3 fp s (see F ig . 3-1)
tt = 285'/(60*2.3) = 2.1 minutes
Tc= 30 .2 + 2 .3 = 32.3 minutes
Post-Development Drainage Area #202:
T c calculation is the same as for Pre Development Drainage Area #10 2 .
Post-Development Drainage Area #6:
Sh eet Flow:
Gutter Flow:
Flow length = 95 ' = L
Slope = 3.0%
n = 0.24, dense grass
P2 = 4.5"
tt = 0.007 (0 .24 * 95)°"8
( 4.5)0.5 (0 .03)0.4
tt = 0.164 hours = 9.8 minutes
Flow length = L = 78'
Slope = 0.8%
For paved surface at 0.8 %, Velocity (V) = 1.8 fps (s ee F ig. 3-1)
Similarly:
L = 272 ' @ 1.85 % ~ V = 2.8 fps
L = 225'@ 1.00% ·~ V = 2.0 fps
tt = 78'/(60*1.8 ) + 272 '/(60*2 .8) + 225 '/(60*2 .0 ) = 4 .2 minu tes
Tc= 9 .8 + 4.2 = 14.0 minutes
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APPENDIXB
Storm Sewer Inlet Design Calculations
12
Castlegate Subdivision
Section 5
Inlet Length Calculations
Inlets In Sump 1 O year storm
Inlet# Length Flow from A C 0 10 <lc.-ryovw Orotll Oro1 .. +1ov.,___Y_1_0"*'-'""----< L10-Req'd• L10.ac:tulll
Area# (acres) (cfs) (cfs) from lnl•t • (cfs) (cfs) (ft) (In) (ft) (ft)
__ 12 __ 1_.8_9 ___ o_.5_5_1 __ 8 _.9_8 -t--t----t--8_.9_8-t_9_.8_7-lr-o_.34_3-t-_4_.1_2--1 7.90 10
13 0 .13 0.55 0 .62 0.62 0 .68 0 .126 1.51
5-1 10'
5-2 20' 1.03 0.55 4.89 4.89 5.38 0 .273 3.28
1.96 0.55 9.31 4.20 5-3, 5-4 13.51 14 .86 0.400 4 .80
15.16 20
0 .55 !j ().! 5.02 5.52 (l.27t; :J.31 7.6 ;) tO
0.55 4.2~' 4.27 ·1. 70 0.260 3 12
·0.55 1tl.02 10.02 11.02 0 .'J57 ~.29 q .20 15
::h1'1 J f.2 0 55 7 u 7.22 '·"" 0.316 3. 79
5-9 15' 1.73 0.55 8 .22 8.22 9 .04 0 .332 3 .98 11 .31 15 5 1.16 0.55 5.51 5.51 6 .06 0 .286 3.43
6 1.15 0.55 4 .70 4 .70 5.17 0.269 3.23
-----o-.6-4 ---o-.5-5_, __ 3-.0-4'-+---i----t--3-.0-4-t--3-.34--t--0-.2-2-9-1--2-.1-4--1 5-10 10' 6 .38 10
Inlets On Grade 10 year storm
100 year storm
0100 Clc..-y-C rotll <lro1t11+10"J1,_ __ Y~'"--...
(cfs) (cfs) from Inlet# (els) (els) (fl) (In)
12 .10 12 .10 13·31 0 .608 7.30
0 .83 0 .83 0 .92
6.59 6 .59 7.25 0.700 8 .40
12 .55 12 .79 5-3, 5-4 25.34 27 .87
tiOO am 1~ 1---+---t----t----t----i 0 5P(;; ; 16 aro ~rn a~
l-1_3_.5_1--1----1-------11--1._.1_.;_1 -t--1•_'-_8_6_, 0.686
9 7.1 9. 7:1 10.70
11 .07 11 .07 12 .18
·---+---t----4--~ 0 .589 7.07
7.43 7.43 8 .17
1_6_._36_1----J----1·-6_.3_6-t-_6 _.9_9-; 0 .528
4.10 4.10 4 .51
6.33
100 yaar storm
Fk>wtrom ,_ __ Y~·-·--.... Opertoot Clc..,,8Clt' Qbyp•• <lcmp1UNdt-__ o._.,., ...... ___ _,obnMot Clc8p4:-totl 010-Totlll 1---y_,Too __ -t Os-toot Ccmpeclty Qbyp•• ac~,___o._.,.,,._-_ ___, Qbypo(ot.i
Area# (ft) (In) (fl) (efs) (efs) (efs) (cfs) from Inlet• (efs) (els) (els) (fl) (In) (ft) (els) (els) (efs) (efs) from 1nto1 • (els)
Inlet# Length
5-3
5-4
15' 3 0.411 4 .94 0 .70 10 .57 4 .20 10.57 4 .20 10.57 14 .77 0.460 5.52 0 .75 11 .32 8.58 11 .32 8 .58 11 .32
11 .38
0 100.Totlll
(els)
19.91
15.58
s
(ft/ft)
0.0280
0.0125
(fl)
15
15 --1-5-· ___ 1_6 __ ,_o_.-4-15-+·-4-.9-7-+--o-.1-1-t-10-.-62-+---0-.5-5_,_1_0-.o-1-o .oo 5-5 o .oo 10 .01 10 .01 o.488 5.86 0 .16 11 .38 2.19 11 .38 2.01 5-5 4 .21
----1----1-----1----l -'-'-'-"+--'-'-''-l--"'-'---1--"'-'-"--t--'-"--t---"-"'-'--+--'-'"-'-'-f---'-'-"'---ll---'-'-"-l-'-'-'--l--"-'---~-----'-'--+--"---'-+---'-+----+----+----,1----1---------
__ ·~----'-'; __ 1_c_•_.,_1.-;_'-1--"-... 9_:_'--1--"-~-·0_1-10_.~_t·~-·1--·0_.7_;_·-J--9-1,_s _+_o_.o_o_,1---s--6-'-+-o ._00_1 __ ~>._7_a -f_9_.;_·.:;_·--1--o-.4_0_0-t--5-·5_2--1--'-l._75_+-_11_.3_·0-f_1_ . .s_·9-+-1 ,...1 .. .,..·il,...1 +-_o_.1_1-t __ s~_B_1---,'--'>...,·1_,1_1-:-'·--:::'-:-';-t ___ ::,,...·.:;_1:-~_!_~
O . ."'Jw; .:5.C) 0 r;8 10.13 .;201 812 0.00 S.12 fJ .1 ~ 0."'2cl 5.1 .. i Oi2 10.82 UJ.1 10.82 0.1.""J tO.€.C 10.95 (J.(J/2,5 15
Transverse <Crown) slope (ft/ft)
for Loop Street = 0 .033
Straight Crown Flow (Solved to find actual depth of flow, yl:
o = o .56 • (zin) • s "' · y'" Q y = (01 [0.56 • (zin) • s"'n"'
n =Roughness Coefficient= 0 .018
S = StreeVGutter Slope (ft/ft)
y = Depth of flow at inlet (fl)
Capacity of Inlets on grade:
Oe = 0 .7 ' (1/(H,-H2)) '[H1
512 -H2
512]
Oc = Flow capacity of inlet (cfs)
H, =a+ y
H2 = a = gutter depression (2" Standard; 4" Recessed)
y = Depth of flow in approach gutter (ft)
z = Reciorocal of crown slope
for Loop Street = 30
Inlets in sumps, Weir Flow :
L = 0 I (3 'y312 ) Q y = (0 I 3L)213
L = Length of inlet opening (ft)
O = Flow at inlet (els)
y = total depth of flow on inlet (ft)
max y for inlet in sump = 7" = 0 .583'
u ~
~2~ ~ ~ -~ s Ci) ~ u ~
Qi~
Cl>£
.!:; -0 en -~
a. -0 ,.._
ON _J ~
Castlegate Subd i vision -Secti on 5
Depth of Flow in Str e e t Gutter
10-yea r storm 100-year storm
Gutter A c Slope 010 Y10-actual 0 100 Y100
L o ca t i on (a c res ) (ft/ft) (cfs) (ft) (i n) (cfs ) (ft)
Future 8'I 1 02 () 55 0 005 4.8-+ 0.39-i 4 7.J 6 53 () 4~ 1
-----· ------- -----· --··--·------ --
Futuw 82 0 88 0 55 0 005 4.18 0.373 4 J 8 5.6.1 0417
C1 1.15 0.55 0.008 5.46 0 .378 4 .53 7 .36 0.423
-----------· --·---------------
C2 1.38 0.55 0.008 6 .55 0.405 4 .85 8 .83 0.452
A1 0.13 0.55 0 .0100 0.62 0 .152 1.82 0 .83 0 .170
-·-----------
Byp. A4+A6+ A2 1 .03 0 .55 0 .0100 4 .89 0 .330 3.96 6 .59 0 .369 ------
A3 1.32 0 .55 0.0080 6.27 0 .377 4 .53 8.45 0.422 -------------
Byp F1+F2+ A4 2.12 0 .55 0 .0125 10 .07 0.415 4 .97 13.57 0.464 ------------·----
Byp . A6 + AS 0.59 0 .55 0.0080 2 .80 0 .279 3 .35 3 .78 0 .312 -------------
A7+C2+C1+ A6 3.11 0 .55 0 .0280 14 .77 0.411 4 .94 19.91 0.460 --
A7 0 .55 0 .55 0 .0280 2.61 0 .215 2 .58 3 .52 0 .240 ----
A8 1 .89 0 .55 0 .0100 8 .98 0.414 4 _97 12 .10 0.463
- -
---------
01 1.15 0 .55 0 .0100 5.46 0 .344 4 .12 7 .36 0 .384
---------------------------· -
02 1.61 0 .55 0 .0 100 7.65 0 .390 4 .68 10 .31 0.436 ----
03 1.16 0 .55 0 .0100 5 .51 0 .345 4 .14 7 .43 0.386
04 0 .64 0.55 0 .0100 3 .04 0.276 3.31 4 .10 0 .309
-
---
Future E 1 1.37 0.55 0 .0 100 6.51 0.367 4.40 877 n .. tJO
-- -
Fu ture E2 0.74 0 55 0 0100 3.51 0.291 3 50 4.74 0 JW
-----------
Future E3 0.62 0 55 0 0100 2 94 0.273 J 27 3 97 I/}}.) -------------
Future E4 0.90 0 55 0 0100 4.27 0313 3 76 5.76 0. JJ1
--··-----------
----------------------
Future F1 1.71 0 55
F1+ Future F2 2.06 0 55
Trans verse (Crown) slope (tuft)
for cul-de-sac streets = 0 .0380
for loop street= 0.0330
0 0125 8.12 0.382 4 59
0 .0125 9.78 0.410 4.92
Straight Crow n Flow (So lved to fi n d actual dept h of flow i n gutter, y ):
Q = 0.56 * (z/n) * S112 * y8 '3 Q y ={QI (0 .56 * (z/n ) * S112 ]}318
n =Roug hness Coefficient= 0 .018
S = StreeUGutter Slope (tuft)
y = Depth of flow at inlet (ft)
z =Reciprocal of crown slope :
for cul-de-sac streets = 26
for loop street = 30
10 .95 J J_8
- ------
13 .19 0.459
(in)
5.20
'.> ()/
5 .07 -
5.43
2.04
-
4.43
5 .06
5.56
3.74
5 .52 -----
2 .88 --
5 .56
---
4 .61
-
5.23 -
4 .63 - --
3 .70 --
-
4.92 ---
3 9 1 -
] 6()
~ 21 -
-
5 IJ
5.50
APPENDIXC
Storm Sewer Pipe Design Calculations
I )
C astlegate Subdivision
S f 5 p· C I I f ec ion -1pe a cu a tons
In l et Outlet 1 O year storm 100 year storm
Pipe# S ize Le n gth S l ope
Invert Elev Inv e rt Elev *Actual Fl ow Design Flow V 10 Travel Time, lrn *Actua l Flow Design Flow V100 % Full
(in) (ft) (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (m i n) (cfs) (cfs) (fps)
1 36 24.4 1.85 309 .19 308 .75 66.54 13 .2 67 .0 2 0.03 89.68 13 .4 -
2 36 69 .5 1.40 310 .20 309.24 56.94 11 .5 66 .2 6 0 .10 76.75 11 .8
--
3 30 60 .7 1.25 31 1.45 310.70 27 .97 9.3 59 .1 7 0 .11 33 .50 9.6
--
4 27 28.4 1.25 312 .05 311 .70 27 .97 9.1 72 .1 3 0 .05 33 .50 9 .2 ------
5 27 103 .7 0 .65 312 .82 312 .15 17 .90 6.4 65 .9 16 0 .27 22 .12 6 .6 ---·
7 24 239 .4 1.20 314 .80 311 .95 17.07 10 .57 8 .0 64 .1 30 0 .50 18 .28 11.32 8 .1
---
8 30 128 .4 0.50 319 .05 318 .41 21.47 6 .1 67 .5 21 0 .35 28 .96 6 .1 ----
9 27 78.1 0 .50 319 .70 319.31 13.73 5.5 60 .2 14 0 .24 18 .50 5 .8
"T he se values re fl ect the actual flow fo r the 18" & 24" pipes. Th e des ign fl ow for th ese pipe s izes reflects a 25% reduction in pipe area .
(Refer to attached calculation for sp ecific inform ation .)
% Full
89 .8
87 .0
66 .8
86 .3
78 .1
67 .3
93 .1
74 .9
Travel Time , tTloo
(sec) (min)
2 0.03
6 0 .10
6 0 .11
3 0 .05
16 0 .26
30 0.4 9
21 0 .35
13 0 .22
City of College Station re q uirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25%
Using M a nning s E q uation from page 48 of th e Colleg e S ta tion Dra inage Polic y & D esign Standa rd s Ma nu a l :
Q = 1.49/n *A * Rz13 * S112
Q =Flow Capacity (cfs)
18 " Pipe :
Pipe siz e (in c h e s) =
Wetted Perime te r W P• (ft) =
Cross-Sectional Area A , (ft2 ) =
Reduced Area A R, (tt2 ) =
Hydraulic Radius R = AIW P• (ft) =
Reduced Hydr Radius R R = A RIW P· (ft) =
Roughness Coefficient n =
Friction Slope of Conduit S r. (tuft) =
Example Calculation :
Slope Flow Capacity Reduced Flow Capacity
s Q
0 .005 6 .91
0 .006 7 .57
0 .007 8 .18
24" Pi p e :
Pipe size (in c hes) =
Wetted Peri meter W P, (ft)=
Cross-Sectional Area A , (tt2 ) =
Reduced Area A R, (tt2 ) =
O red uce d
4 .28
4 .69
5 .06
Hy draulic Rad i u s R = AIW P• (ft) =
Reduced Hydr Radius R R = A RIW P' (ft) =
Roughness Coefficient n =
Friction Slope of Conduit S r. (tuft) =
Example Calculation :
S lope Flow Capacity Reduced Flow Capacity
s Q O reduced
0 .005 14 .89 9 .22 ------------ -
0 .006 16 .31 10 .1 -----------··-·-
0 .007 17 .61 10 .9
C o nclusion:
18
4.71
1.766
1.325
0 .375
0 .281
0 .014
0 .01
% Difference
O red uced/Q
0.6 19
0.619
0.619
24
6 .28
3 .14
2 .355
0 .5
0 .375
0 .014
0 .01
% Differenc e
OreduceiO
0.619 ----·--
0.619
0.619
Mu ltiply actu al Q in 18" & 24" pipes by 1.615 to re fl ect a 25% reduction i n th e
cross-sectio n a l a rea c all ed fo r o n page 47 , parag raph 5 of t h e Coll ege Stati o n
Dra in age P ol ic y & D esign Standa rds manual.
Future Devel. I 17 .90
-!,
Pipe 5 I 17.90
J,
Inlet 5-4 I 10 .07
J,
Pipe4 I 27.97
J,
June Box 1
J,
Pipe 3 I 27.97
J,
Inlet 5-2 I 18.40
J,
Pipe 2 I 56 .94
J,
lnlet5-1 I 9 .60
J,
Pipe 1 I 66 .54
-!,
Castlegate Subdivision
Section 5 -Pipe Flow Diagram
0 10 (cfs)
Inlet 5-9
Pipe 9
I
J,
I
J,
Inlet 5-10 I
J,
Pipe 8 I
-!,
13 .73
13 .7 3
7 .74
21.47
Inlet 5-3 I 10 .57 II Into Channel 21 .5 II
J,
Pipe 7 I 10 .57
II Into Channel I 66 .5 II
Future Devel. I 22.12
J,
Pipe 5 I 22 .12
J,
Inlet 5-4 I 11 .38
J,
Pipe4 I 33 .50
J,
June Box 1
J,
Pipe 3 I 33.50
J,
Inlet 5-2 I 31.93
J,
Pipe 2 I 76.75
J,
lnlet5-1 I 12 .93
J,
Pipe 1 I 89 .68
J,
Castlegate Subdivision
Section 5 -Pipe Flow Diagram
Q 100 {cfs)
Inlet 5-9 I
J,
Pipe 9 I
J,
Inlet 5-10 I
J,
Pipe 8 I
J,
18 .50
18 .50
10.46
28 .96
Inlet 5-3 I 11 .32 II Into Channel I 29 .0 II
J,
Pipe 7 I 11.32
II Into Channel I 89 . 7 II
Pipe 1 -10 Year Storm
Manning P i pe Cal cu lator
Gi ven Input Data :
Shape .......................... .
Solving fo r .................... .
Diameter ....................... .
Flowrat e ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Ci r cular
Depth of Flow
36.0000 in
66 .5 4 00 cfs
0.0185 ft/ft
0 . 0140
24 .13 2 6 in
7 .0686 ft2
5 .0372 ft2
69.0645 in
113 .0973 in
13 .2 096 fps
10.50 2 7 in
67.0350 %
84.2 396 cfs
11.9175 fps
Pipe 1 -100 Year Storm
Manning P i pe Calcu l ato r
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow F l owr ate ............. .
Full flow ve loc ity ............. .
Circular
Depth of Flow
36.0000 in
89.6800 cfs
0.0185 ft/ft
0.0 1 40
32. 3118 in
7.0686 ft2
6.6874 ft2
89.6387 in
113 .0973 in
13. 4103 fps
10 .7430 in
89.7549 %
8 4 .2 396 cfs
1 1 .91 75 fp s
Castlegate S ubdi v is i o n -Section 5 , Ph a se 1
Co l l eg e Stat ion, T ex a s
Pipe 2 -1 0 Yea r Storm
Ma nn ing P i p e Calcul ato r
Given Input Da t a:
Shape .......................... .
Solv ing for .................... .
Diamete r ....................... .
Flowrat e ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results :
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draul i c Rad i us ............... .
Percent Full ................... .
Full f l ow Flowr ate ............. .
Full flow velocity ............. .
Circular
De pth o f Fl ow
36.00 0 0 in
56.940 0 cfs
0 . 014 0 ft/f t
0 . 0 14 0
23 .8 4 88 i n
7.0686 ft2
4.9703 ft2
68 .4626 in
113 .0973 in
11 .4559 fps
10 .4 54 3 in
66 .24 6 7 %
73 .281 6 cfs
10 .3672 fps
Pipe 2 -100 Ye ar Storm
Mann i ng P i pe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimete r ............... .
Perimeter ...................... .
Velocity ....................... .
·Hy draul i c Radius ............... .
Percent Full ................... .
Fu l l flow Flowra t e ............. .
Full fl ow ve l o ci ty ............. .
Circular
Depth of Flow
·36. 0000 i n
76 .7500 cfs
0 . 0140 ft/ft
0 . 0140
3 1.33 2 9 in
7.0686 ft2
6.5308 ft2
86 .5777 in
113 .0973 in
11.75 2 1 fps
1 0 .8 62 3 in
87 .0360 %
7 3.28 1 6 c fs
10 . 3672 fp s
Castleg ate Subdi v j s i o n -Sect i o n 5 , Phase 1
College S t a t i o n, Te xa s
Pipe 3 -10 Yea r Storm
Manning P i pe Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diamete r ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results :
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30 .0000 in
27 .9700 cfs
0 .0125 ft/ft
0.0140
17.7377 in
4.9087 ft2
3.0215 ft2
52.6302 in
94.2478 in
9.2568 fps
8 .2672 in
59 .1258 %
42.5829 cfs
8.6749 fps
Pipe 3 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
· Hydraul i c Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full fl ow v elocity ............. .
Circular
Depth of Flow
30.0000 in
33.5000 cfs
0.0125 ft/ft
0. 0140
20.0518 in
4.9087 ft2
3.4866 ft2
57.4289 in
94.2478 in
9.6083 fps
8.7424 in
66.8393 %
4 2 .5829 cfs
8.6749 fps
Cas t leg a t e Subdivision -Section 5, Ph ase 1
College Stati on , T exas
Pipe 4 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diame ter ....................... .
Flowr ate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · ·.·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
27.0000 in
27.9700 cfs
0 .0125 ft/ft
0. 0140
19.4745 in
3 .9761 ft2
3 .0705 ft2
54 .7897 in
84 .8230 in
9.1091 fps
8 .0701 in
72.1280 %
32 .1526 cfs
8.0865 fps
Pipe 4 -100 Year Storm
Manning Pipe Calculator
Gi v en Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
27.0000 in
33 .5000 cfs
0 .0125 ft/ft
0 . 0140
23 .3118 in
3.9761 ft2
3.6496 ft2
64 .3801 in
84.8230 in
9.1790 fps
8.1632 in
86.3400 %
32 .1526 cfs
8 .0865 fps
Cast legate Subdi v ision -Sect ion 5, Phase 1
College S ta i o n, Texas
Pipe 5 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
27.0000 in
17 .9000 cfs
0 .0065 ft/ft
0 .0140
17.8050 in
3.9761 ft2
2.7813 ft2
51 .1 745 in
84.8230 in
6.4358 fps
7.8 264 in
65.9444 %
23.1855 cfs
5 .83 13 fps
Pipe 5 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
· Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowra te ............. .
Full flow velocity ............. .
Ci rcular
Depth of Flow
27.0000 in
22.1200 cfs
0.0065 ft/ft
0. 0140
21.0918 in
3.9761 ft2
3.3324 ft2
58.5367 in
84 .82 30 in
6.6378 fps
8.1978 in
78 .1176 %
23.1855 cfs
5.8313 fps
Cast legate Subdivision -Section 5. Phas e 1
Co llege Stati o n , Tex as
Pipe 7 -10 Year Storm
Manning Pipe Calculator
Given I nput Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circul ar
Depth of Flow
24 .0000 in
17.0700 cfs
0.0 120 ft/ft
0. 0140
15.3898 in
3.141 6 ft2
2.1282 ft2
44. 5724 in
75.3982 in
8.0210 fps
6.8755 in
64.1244 %
23.0115 cfs
7.3248 fps
Pipe 7 -10 0 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24 .0000 in
18 .2 800 cfs
0 .0120 ft/ft
0. 0140
16 .1548 in
3.1416 ft2
2 .2492 ft2
46.1844 in
75 .3982 in
·8.1274 fps
7 .0128 in
67.3118 %
23.0115 cfs
7 .324 8 fps
Cas t lega te Subdivision -Sec ti on 5, Phase 1
Co lleg e Stati o n, Texa s
Pipe 8 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Ci rcular
Depth of Flow
30.0 000 in
21.4700 cfs
0.0050 ft/ft
0.0140
20.2456 in
4.9087 ft2
3.5245 ft2
57.8416 in
94.2478 in
6 .0916 fps
8.7744 in
67.4853 %
26 .9318 cfs
5 .4865 fps
Pipe 8 -100 Year Storm
Manning Pipe Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ......................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
28.9600 cfs
0.0050 ft/ft
0. 0140
27.9299 in
4 .9 087 ft2
4.7609 ft2
78.2997 in
94.2478 in
·6.0829 fps
8 .7 556 in
93 .0998 %
26 .9318 cfs
5 .4 865 fps
Castlegate Subdivision -Section 5, P ha se J
College Stati o n, Tex as
Pipe 9 -10 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results :
Depth .......................... .
Area ............................ .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
27.0000 in
13.7300 cfs
0 .0050 ft/ft
0 .0140
16.2528 in
3.9761 ft2
2 .5006 ft2
47.9559 in
84.8230 in
5 .4907 fps
7.5086 in
60 .1954 %
20.3351 cfs
5. 1144 fps
Pipe 9 -100 Year Storm
Manning Pipe Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v eloc ity ............. .
Circular
Depth of Flow
27.0000 in
18.5000 cfs
0.0050 ft/ft
0. 0140
20.2096 in
3.9761 ft2
3.1922 ft2
56.4554 in
84.8230 in
5.7954 fps
8.1422 in
74.8503 %
20.3351 cfs
5. 114 4 fps
Castlegate Subdivisi o n -Section 5 , Phase 1
College Sta ti on, T exas
EXHIBIT A
Pre-Development Drainage Area Map
DEVELOPMENT PERMIT
PERMIT NO . 03-878
Project: CASTLEGATE SECTION 5, Phase 1
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Castlegate Section 5
Phase 1 All Lots
DATE OF ISSUE: 01/21/04
OWNER:
Greens Pra ir ie Investors , Ltd .
4490 Castlegate Drive
College Stat ion , Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
22 70 Greens Prairie Road
DRAINAGE BASIN:
Spring Creek
VALID FOR 12 MONTHS
CONTRACTOR:
Full Development Permit
TEXCON General Contractors
1707 Graham Road
College Station , Texas 77845
All construction m ust be in compl iance with the approved construction plans
A ll trees requ ired to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E ., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictl y prohibited . The disposal of any waste material such as , but not lim ited to , paint , oil, solvents ,
aspha lt, concrete , mortar, or other harmful li quids or materia ls within the drip line of any tree required to remain is also
proh ibited.
Eros ion contro l pe r the approved plans m ust be in place for duration of the project.
The Contracto r sha ll take all necessary precautions to prevent silt and debris from leaving the immed iate construction site
in accordance with the approved eros ion control plan as well as the City of College Station Drainage Policy and Design
Crite ri a. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the
cont ractors responsibility to implement measures that will meet City , State and Federal requ irements . The Owne r and/or
Cont ractor shall assure that all disturbed areas are sodden and establ ishment of vegetation occu rs pri or to removal of any
s ilt fencing or ha y bales used for temporary eros ion control. The Owner and /or Contractor shall also insure that any
d istu rbed vegetat ion be returned to its original condition , placement and state . The Owner and/or Contractor shall be
responsible fo r any damage to adjacent properties , city streets or infrastructure due to heavy mach inery and/or equ ipment
as well as erosion , siltation or sedimentation result ing from the permitted work.
In accordance with Chapte r 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure
that deb ri s fro m construct ion , erosion , and sed imentation shall not be depos ited in city streets , or existing drainage
fac ili ties .
I hereby grant th is perm it for development of an area inside the specia l flood hazard area . All development shall be in
acco rdance wit h the plans and specifications subm itted to and approved by the City Engineer in the development permit
app li cation for the above named project and all of the codes and ord inances of the City of College Station that apply .
Adm inistra tor/Representa ti ve
~~~
Da te
Owner/ Agen t/Contractor Date
• ~ _,._ •
TEXCON GENERAL CONTRACTORS 13 -Jan -04
ENGINEER'S COST ESTIMATE
CASTLEGATE SUBDIVISION
COLLEGE STATION , TEXAS
SECTION 5, PHASE 1 -57 LOTS
Item Estimated Unit Estimated
No . Description Quantity Price Cost
Sitework
1 Mobil izatio n/Layout 1.0 LS $10,000 .00 $10,000
2 Site Preparation 4.0 AC $3 ,000 .00 $12 ,000
3 Sediment & Erosion Control 1.0 LS $5,000 .00 $5,000
4 Topsoil Stripping & Replacement 1,200 CY $4 .50 $5,400
5 Excavation 4 ,500 CY $3 .50 $1?,750
6 Lime Stabilized Subgrade 11 ,360 SY $3.25 $36,920
7 Concrete Curb & Gutter 6,280 LF $8.00 $50 ,240
8 Base Material -6" depth 9 ,020 SY $6 .00 $54,120
9 Asphalt Paving - 1 1/2" depth 9,020 SY $5 .00 $45,100
10 Concrete Paving -stamped, w/ color 785 SF $8.00 $6,280
11 Concrete Apron 2,280 SF $5 .50 $12,540
12 ADA Ramp -regular 0 EA $350 .00 $0
13 ADA Ramp -corner 0 EA $450 .00 $0
14 Concrete Sidewalk -4' wide 0 SF $3 .00 $0
15 Seeding & Hydromulch 8 ,000 SY $0.50 $4 ,000
16 End of roadway signs 5 EA $150.00 $750
Subtotal $258, 100
Storm Drainage
17 Drainage Pipe -24" RCP -non-structural 88 LF $36.00 $3,168
18 Drainage Pipe -24" RCP -structural 151 LF $44.00 $6 ,644
19 Drainage Pipe -27" RCP -non-structural 132 LF $40 .00 $5 ,284
20 Drainage Pipe -27" RCP -structural 78 LF $48 .00 $3,744
21 Drainage Pipe -30" RCP -non-s tructural 128 LF $46 .00 $5,897
22 Drainage Pipe -30" RCP -structural 61 LF $54.00 $3,278
23 Drainage Pipe -36" RCP -non-structural 24 LF $56.00 $1,366
24 Drainage Pipe -36" RCP -structural 70 LF $64 .00 $4,448
25 Headwall/wingwalls -30" RCP EA $2,500.00 $2 ,500
26 Headwall/wingwalls -36" RCP EA $3,000.00 $3,000
27 Junction boxes EA $2,400 .00 $2,400
28 Inlets 1 O' wide 2 EA $3,200.00 $6,400
29 Inlets 15' wide 3 EA $3,600.00 $10,800
30 Inlets 20' wide 1 EA $4,200 .00 $4,200
31 Rock riprap 30 TON $50 .00 $1,500
32 Temporary Plug 1 EA $100 .00 $100
33 Drainage Channel 302 LF $6 .00 .$1JU1
Subtotal $66,541
Water Lines
34 6" Water PVC CL200 (C900) non-struct 379 LF $20 .00 $7,580
35 8" Water PVC CL200 (C900) non-struct 2 ,050 LF $24 .00 $49,200
36 8" Water PVC CL200 (C900) structural 470 LF $30 .00 $14,100
37 Gate Valves -6" EA $500.00 $500
38 Gate Valves -8" 10 EA $600 .00 $6,000
39 M .J . Tees -6" 1 EA $350 .00 $350
40 M.J . Tees -8" 3 EA $400.00 $1 ,200
41 M .J . Tees -8" x 6" 2 EA $300.00 $600
42 M .J . Bend -6" 22 .5 deg. 1 EA $250 .00 $250
4 3 M.J. Be nd -8" 11 .25 deg . 2 EA $300 .00 $600
44 M .J . Bend -8" 22 .5 deg . 3 EA $4 50 .00 $1 ,350
45 M J Bend -8" 4 5 deg . 8 EA $500.00 $4 ,000
4 6 1" SS Wa ter Se rv ice 9 EA $6 00 .00 $5 400
f ',HJC I o f ;i
47 1" LS Water Service 3 EA $700 .00 $2 ,10 0
48 1 1 /2" SS Water Service 9 EA $650 .00 $5,850
49 1 1/2" LS W ater Service 15 EA $750 .00 $11,250
50 2" Blow off Assembly 4 EA $450.00 $1,800
51 Air Release Valve 1 EA $750.00 $750
52 Fire Hydrant Assembly 2 EA $2,400 .00 $4,800
53 Connect to existing line 2 EA $350 .00 $700
Su btotal $118,380
Sanitary Sewer Lines
54 6" SOR 26 Pipe -struct; avg depth <8' 152 LF $26 .00 $3 ,962
55 6" SOR 26 Pipe -non-str; avg depth <8' 709 LF $18 .00 $12,769
56 6" SOR 26 Pipe -struct; avg depth 8'-1 O' 29 LF $28 .00 $805
57 6" SOR 26 Pipe -non-str; avg depth 8'-10' 29 LF $20.00 $585
58 8" SOR 26 Pipe -struct; avg depth <8' 61 LF $28 .00 $1,705
59 8" SOR 26 Pipe -non-str; avg depth <8' 42 LF $20 .00 $840
60 8" SOR 26 Pipe -struct; avg depth 8'-10' 24 LF $32 .00 $768
61 8" SOR 26 Pipe -non-str; avg depth 8'-1 O' 348 LF $24.00 $8,362
62 8" SOR 26 Pipe -struct; avg depth 10'-12' 59 LF $36.00 $2,124
63 8" SOR 26 Pipe -non-str; avg depth 10'-12' 575 LF $28.00 $16 ,100
64 8" SOR 26 Pipe -non-str; avg depth 12'-14' 257 LF $30.00 $7,710
65 8" SOR 26 Pipe -struct; avg depth 14'-16' 69 LF $44.00 $3,036
66 8" SOR 26 Pipe -non-str; avg depth 14'-16' 138 LF $36.00 $4,968
67 8" SOR 26 Pipe -struct; avg depth 16'-18' 13 LF $48 .00 $624
68 8" SOR 26 Pipe -non-str; avg depth 16'-18' 86 LF $40 .00 $3,440
69 6" ASTM-02241-struct; avg depth 8'-10' 9 LF $28.00 $259
70 6" ASTM-02241 -non-str; avg depth 8'-1 O' 11 LF $20 .00 $215
71 8" ASTM-02241-struct; avg depth 8'-1 O' 20 LF $30 .00 $600
72 8" ASTM-02241-struct; avg depth 14'-16' 20 LF $46 .00 $920
73 Sewer Services 32 EA $700 .00 $22,400
74 Manholes -average depth <8' 4 EA $2,000 .00 $8,000
75 Manholes -average depth 10'-12' 2 EA $2,400.00 $4,800
76 Manholes -average depth 12'-14' 2 EA $2,600.00 $5 ,200
77 Manholes -average depth 16 '-18' EA $3,000 .00 $3,000
78 Connect to existing line EA $500 .00 $500
Subtotal $113,692
Total Sitework $258,100
Total Storm Drainage $66,541
Total Water $118,380
Total Sanitary Sewer 113 692
TOTAL CONSTRUCTION $556,714
TEX.CON
General Contractors
Div. of CDS Enterprises , In c.
1707 Graham Rd . • College Station, TX 77845 • 979-690-7711 • Fax: 979-690-9797
January 13 , 2004
Bridgette George
Asst. Development Coordinator
City of College Station
1101 Texas Avenue South
College Station, TX 77842
RE : Revised Construction Drawings
Castlegate Subdivision, Section 5, Phase 1
College Station, Texas
Dear Ms. George :
}'Yl,\-4
)-\ 3-0l~
3 ~ IS Ph'/
()s ---3oB
Attached are 5 sets of the revised construction drawings marked "Issued for
Construction" for the above-mentioned project. Also attached are 2 copies of the
Engineer's Cost Estimate , as well as our response to the Engineering Review Comments
No. 1.
If you have any questions or need additional information , please do not hesitate to give
me a call at (979) 764-7743.
Sincerely Yours ,
Joe Schultz, P .E .
E ngineerin g Manager
Attac hm ent s
Engineering :
Castlegate Subdivision -Section 5, Phase 1
Construction Documents
Resp onse to St aff R eview Comm ents (No . 1)
1. Inlet Protection at each inlet has been shown on Sheet 1 and a note has been added
requiring the inlet protection.
2. A note has been added to Sheets 2 and 4 stating that the developer is to provide extra
brick pavers to the City of College Station for future repairs if brick pavers are used
for the enhanced pavement.
3. The ROW width has been revised to 50 '.
4 . The transition between laydown curb and standard curb has been noted for all streets.
5. The profile has been revised to show the 8" waterline.
6. An air release valve has been added to Waterline W-2.
7. The note has been revised on Sheets 10 , 11 & 12.
8. The profile has been revised to match soffits.
9. The design for Sewer Line S-1 has been extended to the ne xt manhole. The extension
of the sewer line will be outside the Final Plat Boundary for Phase 1. The sewer can
be constructed under the existing blanket utility easement for Castlegate or a separate
instrument public utility easement can be prepared for this line.
l /1
D ate:
From:
S ubj ect :
R e m ar k s:
TEX CON
TRANSMITTAL
December 4 , 2003
Carol Cotter
Graduate Engineer
City of College Station
Joe Schultz , P .E. ~
Texcon General cWractors
1707 Graham Road
College Station , Texas 77845
Phone: (979) 690 -771 1
Revised Floodway Data
Castlegate, Section 5
College Station, Texas
Attached are the HEC-RAS summary print-outs for the effective model for
Tributary A2B which is in Castlegate Section 5. Attachment "A" is for the
current effective model which had stream channel bank widths of 290 feet for
Station 2190 and 195 feet for Station 2110. Th ese bank stations resulted in
the floodway limits being wider than floodp lain limits .
Attachment "B" is the current effective model with the bank stations revised
for a 40 ' wi de channel. This resu lt s in the floodway width being 40 ' at
Stations 2190 and 2110. The floodwa y limits based on the data in Attachment
"B" have been shown on the revised Master Preliminary Plat for Section 5.
Let me know if yo u need anythin g e ls e or hav e any questions.
HEC·RAS Plan · existing tw
,, .. ,:Reircli~ ~.FfiY~Sfa~ *5W!'S ~Elli~ ~ro1ioe11a\w sJ.¥J ~~ali e~~i:.'OP1W ainfAc1:tt; ~~a J::&1 tm: ~otchan'iie ~t ~0 .Rlohi~ ~eii'c~sta'.L~ ~..;.chJs1a:L..~ ~·;ch ,Sia;R;..:f .;;.;Enc ·sta R :
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A2A "~-·29'59~fi(~ 318.19 318.74 153 .73 1.37 747 .97 1.66 1235.00 1340.00
A2A 318.61 0.42 318.91 105.00 751 .00 1235.00 1235 .00 1340.00 1340 .00
-~
317 .55 317.65 362.56 50.29 471.40 229.31 1100.00 1160.00 -. 318.35 0.80 318.51 84 .02 665.47 85 .53 1100.00 1100.00 1160.00 1184 .0 2
i·~ ,_,.
A2A'. '.:2'9f84~~ 313.66 314 .24 110.43 575.94 175.06 1255 .00 1290.00
'A2A ~~~~r 314.45 0.79 315.30 71.10 317.30 433 .70 1173.36 1255.00 1290.00 1290.00
$'1~ft~~
A2A ;~~;l 289®~ 313.43 313.47 333.13 5.54 674.77 70.68 1140.00 1310.00
/4.2.A '!j~Jf.$. '28 313.37 -0 .06 313.43 170.00 751.00 1140 .00 1140.00 1310.00 1310 .00
."·'"';s·::f~t,~, ;;;jtt
A2A iJ~~ 2fa57!"~l~ 309.92 309.95 509.61 751.00 1000.00 1532 .00
-751 .00 1000.00 1000.00 1532 .00 1532 .00 310.12 0 .21 310.1 5 532.00
. 308.98 309.11 181.13 1.65 731 .83 17 .52 1734 .00 1859 .00
A2A ·"' 27184. 309.68 0.71 309.76 125 .00 751.00 1734 .00 1734.00 1859.00 1859 .00 ... 1 ....-' ,•.,
·.:~~:j~~i},~~ #.~~~~
A2.A ~.~~-308.42 308.62 204 .96 20.75 405 .33 324 .93 1415 .00 1440.00
A2A·?~~ 27.ffo~ii. 309.01 0.59 309.42 48 .24 568.85 182 .15 1415.00 1415 .00 1440.00 1463 .24
-,~?~:,:\~~~ I~~~
•
305 .60 305.90 170.06 75 .95 624.42 50.62 1320.00 1370.00
306.21 0 .61 306.55 50.00 751 .00 1320 .00 1320 .00 1370.00 1370.00
.
303.89 290.06 109.50 596.43 1440.00 151 5 .00 303.79 45.08 .
304 .14 0.35 304.30 75.00 751 .00 1440.00 1440.00 1515 .00 1515 .00 .
' !fftm 301 .31 301 .43 239.35 34 .65 686 .43 29.92 1440.00 1545.00 A2A ~ -257.2!!, . ..
A2A~~ •. 25728~~ 301.52 0.21 301.65 105.00 751 .00 1440.00 1440.00 1545 .00 1545 .00
1 .~;;i;:;;-'.?e'&~ ' ...... >
A2A~~ .2532·1~~ Si;! 300.54 300.58 247 . 17 0 .87 749 .41 0 .72 1315 .00 1535 .00
.(2i\:-..-...;:~£{~ 25321~ ~ 301.09 0.55 301 .12 220.00 751 .00 1315 .00 1315 .00 1535.00 1535.00
·~· i ·~~~~ ~~~~
A2B <:.~~~. 2 {90~~ 323.07 ,,,,,-.-..... 323.18 15!L44 226.00 1145 .00 1435 .00
A2B ~~-~~1:~4 2 1 96 )~<"/~ 323.06 (' -0 .01 I'-. 323.18 ( 153.44 ) 226 .00 1145 .00 1145 .00 1435 .00 1435 .00
·-;~"';~,}''~ .. ;:·;--.: v~~~~>:.
A2B ·;··-,~9{.; 211 o«~r.&¥1~ 321 .39 -321.48 ·~ 226 .00 1215.00 1405.00
A2B .,.«.:~·;,~: 211 o :.f~"ir< 321 .40 ( 0 .01 \ 321 .49 r132.05 ) 226 .00 1215 .00 1215 .00 1405 .00 1405 .00
~ -~;.,!~:-~:.,,~ l ~'}'.~~S')?'.i -
A2B .. -~-~;:~~~~ 2051 :~-~~f:~~.,., 320.35 320.55 85 .09 1.63 222. 11 2.26 1325.00 1370.00
A2B . ";.-;~,;.·' 205·1J K:',..'f:;f;~. 320.38 0 .03 320.58 45.00 226 .00 1325.00 1325 .00 1370.00 1370 .00
t·~il.~\,~~ ~~~j..:')-7;~.;;~~
A2B ~J:;.*:;,.~ 1976.;';~.:;;: .. yj~ 318 .52 318 .99 68.22 6 .85 214 .10 5.05 1265 .00 1290.00
A2B -~,~·;.:'r>;.· . ·1976P•··· !f:J .. t 318 .67 0. 15 319 . 13 25 .00 226 .00 1265 .00 1265 .00 1290.00 1290.00
A-f-h-t. h_ M • ..1-I tJ r
L:5A VJl"l~ ~,i+i' 'Fr;I(;. -U1r;, /.\213 Ch~ &~vc..A~y #CC-,(AS ~:>c:-'"
-P,t.-e, CST'Att0/'111. 3. Pt(~ tz./4/o} .
w/ ~~VIJC&> 3°4N..t" fbttµr;W; M:l1< J',sc,~:NVS CJ) 2110 , ZJ'Jo
HEC.RAS Plan: existing fw Rive r: S ring Creek Reach : A2B
\i/;·,\1;fe'it9i:C'~;.':. ':Fi~r·s~''; · ;"'W .. '.$.!~1~ : ))>rot ' beniiW$\, '.:. e.a'.' eie if :; •.· .-.' ·, o-~~i >'· .:.a chiiii'na1 ·'''.:_,;0Flro11t · ·.· :::£hc'·$1a L.: • :·· .cti'.s\ii "V< X•.'Ch .$tii>i'f ).t··gr.~ Sia.'. Ff \
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34 .10 151.87 40.03 1260.00 1300.00
226.00 1260.00 1260.00 1300.00 1300.00
321 .55 321.86 5 .29 199.53 21 .17 1245.00 1285.00
321 .58 322 .01 226.00 1245 .00 1245.00 1285.00 1285 .00
3:?0 .35 320.55 1.63 222.11 . 2.26 1325.00 1370.00
320.38 0 .03 320.58 45 .00 226.oo ' 1325.00 1325.00 1370.00 1370.00
318.52 318.99 68.22 6 .85 214.10 5.05 1265 .00 1290.00
318.67 0.15 319.13 25 .00 226.00 1265 .00 1265 .00 1290.00 1290.00
317.07 317.23 95.98 15.89 195 .87 14 .23 1312 .00 1340.00
317.59 0 .52 317.74 28.00 226.00 1312 .00 1312 .0 0 1340.00 1340.00
315 .01 315.33 99.50 28.02 174.11 23.68 1218.00 1235 .00
314.87 -0. 14 315.66 17 .00 226.00 1218.00 1218.00 1235.00 1235.00
! .
312.49 312.85 63.18 4.28 2 18.77 2.95 1205.00 1235.00
312.99 0 .50 313.21 30.00 2 26.00 1205.00 1205.00 1235.00 1235.00
311.49 311 .61 11 3 .08 17.36 163.98 44 .68 1190.00 1210 .00
312.02 0.S3 312 .24 20.00 22e.oo 1190.00 1190.00 1210.00 1210.00
306.89 309.17 67 .39 7.03 206.90 12.06 1035.00 1000.00
309.01 0.11 309.32 25 .00 226.00 1035.00 1035.00 1060.00 1060.00
306.93 307.32 40.68 2.57 215 .64 7.79 1136.00 1160.00
307.14 0 .21 307.50 22 .00 226.00 1138.00 1138 .00 1160.00 1160.00
305.12 305.21 103.72 3.93 202.97 19 .10 1200.00 1238.00
305.28 0.15 305.38 38.00 226.00 1200.00 1200.00 1238.00 1238.00
301 .95 302.45 40.99 226.00 1108.00 1150.00
301.95 0 .00 302.4 5 41 .01 -226.00 1 108.00 1108.00 1150.00 1150.00
300.56 300.58 248 .75 63.74 101 .22 6 1.03 1405 .00 1445 .00
301 .1 0 0.52 301 .12 7 1.38 32.79 163.84 29.37 1388.56 1405 .00 1445 .00 1459~
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FOR OFFICE USE ONLY
P&zcaseNo.: 03 ~3Df5
Date Submitted : /d--f 5-0 3
FINAL PLAT APPLICATION
(Check one) D Amending
($300.00)
0Final
($400 .00)
D Vacating
($400 .00)
D Replat
($600 .00)*
*Includ es publi c hea ring fee
The following items must be submitted by an established filing deadline date for P&Z Commission consideration .
MINIMUM SUBMITTAL REQUIREMENTS:
ff Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 .per additional sheet
~ Variance Request to Subdivision Regulations -$100 (if applicable)
0 Development Permit Application Fee of $200.00 (if applicable).
Ga" Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed)
~ Application completed in full .
G6' Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .)
D One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
B' Paid tax certificates from City of College Station, Brazos County and College Station l.S .D .
B' A copy of the attached checklist with all items checked off or a brief explanation as to why they are not.
[3'"Two (2) copies of public infrastructure plans associated with this plat (if applicable).
~ Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable).
NAME OF SUBDIVISION &?~a,.,--U., ~/v1-St 'ern -5t.e--~'o-v-i ~1 ?h t!~ (
SPECIFIED LOCATION OF PROPOSED SUBDIVISION (lot & Block) i,t'(?f of SH /p OVJ tr.eM?fra./n ·e Rd .
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Gc-U.¥1 ~ frain-e, .T}l\Y'e >-h>r-!:-
1
4-j . ~ Wed ( tt a__ P ~lkf: s
Street Address 44~0 Qzsfle9a,t:L l?rlvv
C ity Ci l le~e St11.h V"Y1 state _n~----Zip Code 7 7£/ts=
Phone Number ( q 11) {r/10 -7 2J7 0 Fax Number --'(.__q.:.....7::......;1'-")'--'(p""-fi.L.:O=----..L..:/ D=--4.._..__/ __ _
CURRENT PROPERTY OWNER'S INFORMATION : (6!! owners must be identified . Please attach an
additional sheet, if necessary)
Name bt.RM7 ··a·--t<in-e .Tu vtsiro Ltd .
Street Address 44qp Ca~fU~tLu .. :Jir=\~
City Co I I Ujf ~~ _ State TJ\
Phone Number ~--(Ito -fl, )--0
ARCHITECT OR ENGINEER'S INFORMATION :
Name Jo e Sdw .lf:t IP . e -/.ex:con
Street Address l1D 1 fuhttm ]Ze&td
c;1y Cd1£11f 2ta:Ji~ state 1)(
Phone Number { '11-1Ut --J JA-)
1-Aug-0 2
E-Mail -------------
Zip Code 1184-S-
Fax Number (q71J?10 -/of-I
E-Mail j oe.S?-hu.JC"'L@ fex_con . neJ
ZipCode JJ~
Fa x Number {:r1q) 71alf -77c:;7
1of 5
Acreage Total Property I~ .12-ol· Total# Of Lots 51 R-0-W Acreage 3 .41 tU·
Existing Use: iftlltlV\f Proposed Use : )tfrJ~ ·{itmi f1•1 r€<iJdtn ha)
Number Of Lots By Zoning District __i1_ I 112i2_ __ I__ __I --
Average Acreage Of Each Residential Lot By Zoning District:
Q, zt. I -1QQ_ I I I --
Floodplain Acreage_--"'-.:...,,c."""----------------------------
A Statement Addressing Any Differences Between The Final Plat And Approved Master Development Plan
And/Or Preliminary Plat (If Applicable):
A
Requested Variances To Subdivision Regulations & Reason For Same: _f"o_;.._:,,D.___-=Cb~......,nc.LJia'-'"-9-+------
Requested Overs~e Participation: ~~~~---------------------~
Total Linear Footage of
Proposed Public:
z~so I Streets
Sidewalks
' L.5'21 Sanitary Sewer Lines
"1DaQ' £-lL.!12 Water Lines
Channels
-:' "'.2_ :z_ I -1 7z Storm Sewers
-Bike Lanes I Paths
Parkland Dedication due prior to filing the Final ~at:
ACREAGE: (Previou.?~1 kdic,,a.J ed)
__ # of acres to be dedicated + $__ development fee
__ # of acres in floodplain
# of acres in detention
__ # of acres in greenways
OR
FEE IN LIEU OF LAND :
#of Single-Family Dwelling Units X $556 = $ __
__ (date) Approved by Parks & Recreation Board
NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true, correct and complete . The undersigned hereby requests approval by the City of College
Station of the above-identified final plat and attests that this request does not amend any covenants or
restrictions associated with this plat.
~~* Signature and Title Date
1-Aug-02 2 o f 5
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Appljca\ion is hereby made for !h~ followin.g devel~pment specific site/waterway alterations : inka~-!n!ck.r.e ~ LA~ Ii~ Covi~truch!JV)
ACKNOWLEDGMENTS:
w~lw Phi/tt'p~
I, , design engineer/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the
current requirements of the City of College Station , Texas City Code, Chapter 13 and its associated Drainage
Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the
improvements proposed in this application according to these documents and the requirements of Chapter 13
of the College Station City Code .
c/~~
Property Owne~ Contractor
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application
is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year
storm.
Engineer Date
8. I, certify that the finished floor elevation of the lowest floor, including any basement, of any
residential structure, proposed as part of this application is at or above the base flood elevation established in
the latest Federal Insurance Administration Flood Hazard Study and maps, as amended.
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 .
1-Aug -0 2 3 o f 5