HomeMy WebLinkAbout30 Development Permit 386 Midas LocationDRAINAGE COMPUTATIONS
for
MIDAS
Lot IB of Lakeview Acres Revised
College Station, Brazos County, Texas
Pr epared for
Midas International Corporation
Midas Realty Corporation
4101 West 42nd Place
Chicago, IL 60632
Telephone: (312) 650-5291
Prepared by:
Garrett Engineering
4444 Carter Creek Parkway -Suite 108
Bryan, Texas 77802
Telephone : (409) 846-2688
*April 1996 *
DRAINAGE COMPUTATIONS
for
MIDAS
Lot JB of Lakeview Acres Revised
College Station, Brazos County, Texas
Preuared for
Midas International Corporation
Midas Realty Corporation
4101 West 42nd Place
Chicago, IL 60632
Telephone : (312) 650-5291
Pr epared by:
*April 1996 *
..
. l'ROJEtT
lOlATION
-
Scale: /" = 20'
VICJNl7Y MAP
fJ.T.4.
MI DAS · Lot IR Lakeview Acres Revised: College Station .. Brazos County, TX
DRAINAGE C OMPUTATIONS
fo r
M ID A S Automotive Service Center
Lo l 1 B of Lak ev i ew A cr es Revi se d
Co ll ege Stat i on, B raz os Co unty, T exas
*April , 1996 *
S UMMARY
Th e subj ect pro perty i s situ ated off Texas A ve nue in so ulhern College Station just norlhwest of the
inter se ction of F.M . 28 18 . Th e pro posed Midas proj ect will be an autom otive se rvic e center and is to be
esta blished within U1 e boun ds of lh e 0 .86 acr e trn c t. Th e proj ec l site, L ot 1B of Lakevi ew Acres Revised,
i s currently un deve loped w iU1 exis tin g, nati ve vege tat i on. T he terrain sl opes away from T exas Avenu e
wilh surface dra in age to Bee Creek. T here i s a shall ow bar di tc h alon g Texas Avenu e Soulh in front of th e
prop er ty, and lh e Sile i s adj ace nt to Firsl A meri ca n B ank at 2717 Te xas Avenu e Soulh in College Station ,
Braz os Coumy, Texas. (S ee lh e foll ow in g Vic inity M ap.)
Th e pre-d evel op ment drainage co nd iti on i s as fo llows: run off shee t flo ws from th e entire 0.86 acre tract
and dra in s to lh e rear of lh e propert y, w ith U1 e exce plion of lh e 0 .09 ac res of th e exi stin g concrete drive,
th at flow s into an ex i stin g storm sewe r inl et. Th e l and slopes aw ay from Tex as Avenue at a 3 to 4 % grade
ov er most of lh e l rac t. Th e grad e in creases m th e ba ck and forms a sm all chann el in the Bee Creek
drain age bas in . Unde r ex i stin g topog raph y, run off fl ows across lh e prop erty to collect in thi s low area and
dra in s to U1 e no rth , ove r adjace nl, rel ati ve l y un deve l oped l and , down stream to Bee Cree k. The subject
pro per ty i s approx i ma tel y 450 fee t up weam fr om lh e bank s of Bee Cree k (Tributary B), a primary branch
in th e City o f Co ll ege St ali on's dra in age netwo rk.
Thi s report i s div id ecl into two parls. T he pro posed Sit e Pl an call s for lh e prop erty Lo be re-grad ed with
run off drain age di vid ed betwee n Lhc ha.r dit ch at U1e from and ove rl and fl ow Lo th e rear (north) of the site.
R el eva nt cal cul ati ons and da ta w·c prov i ded i n lh e appropri ate sec lion of lhis report according to the
rev i sed drain age paltcrn . The rirst sec ti on or U1is report covers dra ina ge in fo rm ation rel alin g to U1e runoff
flows in U1 e bw· ditch alon g Texas A ve nu e. It in clu cles Lh at portion of U1 e 0 .8 6 acre Midas tract that will
drain to U1 e fro m as well as U1 e off sit e ar ea co ntributin g d i sc har ge to U1 e bar ditch up stream of th e
prop erty. Th e seco nd pw·t co nce rn s run off from U1e remainin g portion of tl1 e 0.86 acre tract which wiJJ
free fl ow off site an d fo ll ow ex istin g, natu ra l dra in age patt ern s to U1 e north to Bee Creek .
B A R D I T C H D I S C H A R G E along Texas A venue South
T hi s sec tion cove rs info rm at i on rel atin g to tl1 e total run off fl ow coll ec ted in tl1 e bar ditch along T exas
A ve nu e as rel eva nt to U1i s pr oj ec t. It in clud es tl1 at portion of U1 e 0.86 acre Midas tract that will drain to
U1 e front as we ll as U1 e ex i stin g off sit e area co ntributin g di sc har ge to tl1 e bar ditch upstream of the
pro perty. T he ~m a l ys i s of tl1 e bar ditch foc u. cs on U1 e ex i stin g culverts and tl1 eir ca pac ity to handle the
ex pec led peak fl ow co nditi ons. A ll ex i stin g cul ve rts al cross in gs in th e bar ditch, up stream of B ee Creek,
are 18" diam eter in si ze at a gra de or 3% or greaLe r -in c lu di ng U1 e shared access drive for the MIDAS
and F irst Am er i ca n Bank pro perti es. T he co ntro lling chec k co nce rn s tl1 e culverts down stream of the site
w here runoff fro m U1 e MI DAS si te has bee n add ed to U1 e bar ditch.
M fl)AS -Lo i Ill Lakev ielV Acres Rev ise d; Co ll ege S1a1i on, Brazos Coun ty, TX
The calculation s show th e impac ts of U1e propo sed new deve l opme nt to th e drainage area collected by the
ditch. The max imum ca paci ty of th e ex i stin g culverts wa~ determined in U1 e calculations sec tion to be at
l east 12.0 cubi c fee t per seco nd -determined from th e nomograp h inc lud ed. A headwater depth of 29
inches i s avail ab l e at th e shal l owes t point near U1 e culvert. The peak run off Oow from the Midas site to be
r el eased to th e bar ditch is 3.89 cubic fee l per seco nd und er 100 -yeru· storm co ndition s. Similarly, the peak
off-site run off Oow , und er ex i stin g co ndition s of th e area up strerun of U1 e cu l ve rts of the drives of Lot IC
(shown as area 1 in Ex hibit "C"), i s 3.9 1 cubi c feet per seco nd. The refore, with the addition of runoff from
th e MIDAS site, a total of 7 .8 cubic fee t per seco nd of capacity is required and th e ex i sting culverts are
sufficien t. A ga in , U1 ese numb er s are for 100-yea.r storm co nditions and a.re shown in U1 e following
calculation s shee ts.
Further calculations show Urnl U1 e run off flo w from area 2 (of Exhibit "C"), 7.28 cfs, can be added to the
run off flow of area I (of Exh ibit "C") and th e run off of U1 e Midas site into th e bar ditch to show a total
runoff flow of onl y 15.08 cfs, at th e po int where th e bar ditch empties into Bee Creek . Exhibit "C" also
shows th at U1 e runoff of area 2 enters th e ditch dow nstream from th e cu l verts of Lot IC, which were
conside r ed to be U1 e co ntrollin g fac tors.
Flow capac ity of th e ditch itse l f was ve rifi ed and co mpru·ed Lo th e above peak flow rate requirements. The
capacity wa<; fo und to be suffic ient to acco mmod ate th e expected peak flow s even for the 100-year storm
eve nt. T he ve l oci ti es at peak n ow conditions were al so chec ked to verify that U1 e grass covering will be
acceptab l e and not indu ce undesirable erosio n. Velocities in th e bar ditch and culvert should not exceed
5.5 ft/s. A l so in c lud ed in th e calc ulati ons. a check on U1 e si zin g of U1 e 4 fl curb leave-o ut at U1 e front of th e
prop erty l ea din g to tJ1 e bm· ditch was comp uted and co nfirmed LO he adeq uate .
FR E E F L 0 W D I S C H A R G E overlan d 10 1//e north to Bee Creek
Pre-deve lopm en t peak flo ws for th e 2. 5. 10, 25, 50 , and lOO year storm eve nts for U1 e 0 .8 6 acre site are
listed. Und er pre-cleve l opment, ex i stin g co nditi on s, all runoff from tJ1 e site shee t flo ws to U1e rear of U1 e
proj ec t site ancl across tJ1 e und eve loped downsu·erun prop erty to Bee Creek, wiU1 tJ1 e exception of U1e 0.09
ac res of existing co ncrete drive th at nows into an ex i st ing storm sewe r. The flow from U1e existing
conc r ete dri ve (0.09 ac res) i s ap proxim atel y 1.03 cfs. Al so shown a.re th e po st-development peak discharge
rates that will "free-flo w " acco rdin g LO the prop osed Si te Pl an. T hese values a.re co mpared and found to be
less Ul an tJ1 e pre-deve l opment peak dischru-ge rates cl ue to t11 e diver si on of much of t11e water to U1e bar
ditch at U1 e front o r t11 c property. T he sub se qu ent peak po st-deve l opm ent free -flow di sc har ge velocities a.re
also projected to be ve r y mild ancl wi thin appropri ate limits fo r the outl et devices propo sed. Calculations
are also inclu ded to show th at U1 e curb l eave-o uts provide sufficient capacity to release U1e necessary flow.
Spreadsheet Ca lcu lati ons:
These sprea dshee t ca lcul atio ns <u·e summ ar i zed acco rdin g to U1 e fo llowing methodology. Beginning on th e
first page and ba~ed on th e following: appro priate tribu tar y drainage area of U1 e proj ec t (0.86 acres), th e
pre-deve lopment run -o ff coe ffi ci ent es timated at 0.40, and a minimum tim e of co ncentration of 10 minutes
-U1 e rel ative pre-development peak discharge ra te ("()") wa<> determin ed . The Rational MetJ10d was
utilized to co mput e U1 e estimated peak pre-deve l opm ent d i scharge rates . T he equati on U1at represents U1 e
R ation al M eiliod i s as fo llows: Q = Cl A . "Q" is the peak di sc hru·ge rate in cubic fee l per seco nd , "C" is ilie
Mlf)AS -Lo t J 13 Lakev ielV Acres Rev ise d; College Sta ti on, Bra zos County, TX
run-off coefficient, ass um ecl to be 0.40 in ll1 e pre-clevelopm enL concliti on, "I" i s Lh e storm intensity in
in ches per hour, ancl "A" i s ll1 e area of ll1 e drain age ba sin in ac res.
Computation s fo llow ing are hasecl on Lh e tribut ar y ar ea of 0.77 ac res (0.0 9 ac res are co llec ted by the storm
sewe r), Lh e posL-deve lopm ent run-o ff coe ffici enL of 0.69, a min i mum time of concentration of 10 minutes,
to yield Lhe rel ative pre-deve l opm enL peak di sc harge raL e ("Q"). T he Rati onal Met11od was again utilized to
compute Lh e estima Lecl peak po st-develop ment di sc har ge rates. The equ ation Lhat represe nts Lhe Rational
M etllod is as follows: Q = C I A, where; "Q" i s Ille peak di scharge rate in cubic f ee t per second. The "C"
variable is Lh e run-off co efficient. (In ll1 e post -d eve lopment condition "C" is ass um ed to be 0.69.
Generally , t11 e po st-d evelopme nt coefficien L i s we i ghted acco rding to Lh e r elative runounts of pervious and
impervious surface area. "!" r epresenL s the ra in fa ll intensity in inches per hour, and similarly "A" is tlle
area of Lhe bas in in ac res.
Comparison of Lh e peak pre-cleve l opm ent di sc harge rate to Ille pos t-d eve l opme nt di sc harge rate i s included
in Lh e r eporL. Th i s va lu e i s cleLe r mi necl as ll1 e vo lum e difference ge nera ted between t11 e pre-development
and posL-cl eve lopm ent hydrogra ph s. See sub se qu ent pages for tll ese pre-development and po st-
deve lopm enL hy clro gra ph s. Pl ease not e llrn t t11 e po sL-d eve l opm ent hy drograph shown on Lh ese pages
ass um es no cl eLention . Inrorm mi on conce rnin g Ille pos t-deve lopme nt run -off tll at i s not routed to Lhe bar
ditch i s con si dered "free-fl ow". T he remainin g pos t-d evelopm ent run-off is to be routed from !h e parkin g
lot, Lhrough a flume , to ll1 e bar ditch al ong T exas Ave nu e.
Tabulations of Ille pre-clcve l opm enL ancl ll1 e pos t-deve l opm ent hyclrogra ph s based on Lh e previ ou s
com putation s are pro v icl ecl a11eacl of Ille hy dro grap h gra phic s. T he po st-deve lopm ent bydrograph ass um es
no detenLion to fac ilitate direc t com pari so n in ll1 e pre-ancl po sL-d eve lopm ent co ndition s. Also included are
tabulations of th e post-d eve l opm ent hycl ro gra ph for run-off directed to U1 e bar ditch and tlle post-
de ve lopm ent hydro graph for "free-flow" from th e proj ec t site. T he hydro grap h i s trian gular in shape and is
ba se d on t11 e standard SCS unit hyclro graph w it11 Lim e to peak se t equ al to Ille time of concentration and tlle
toLal time base se t at 3.00 tim es th e tim e of concentrntio n. Pl ease note tlrnt a 30 minute total storm eve nt
duration was utili ze d exc lu si ve l y throughout tlli s report du e to ll1 e relative si ze of Ille project.
MI DA S -Lot I B Lakeview Acre s Rev ised; Coll ege Station , Bra zos County, TX
BAR DITCH
Discharge
Texas Avenue South to Bee Creek
Colleg e Station , Bra z os County, Texas
MIDAS -Lot 1 B Lak ev iew Acres Revise d; Coll ege Station , Brazo s Coun ty, TX
Capacity Calculations
BAR DITCH DISCHARGE:
MIDAS SITE CONTRIBUTION
• CONTRIDUTTNG AREA: 0.41 acres
=> conservative eslimme of drainage area
• RUN-OFFCOEFFTCTENT: 0.82
=> weigft1ed coefficienl according to relative amounts of pervious and impervious surface area
• TIMEOFCONCENTRA1lON: 10 minutes
=> assumes minimum tic for urban appl icat ions
DESIGN STORM FREQUENCY: 25 YEA R
1 25 = (89)/(10 +8.5)o .7s4 = 9.86i n/hr (intensity)
Q 25 = 3.30 ft3/s (Flow Rate)/
DESIGN STO RM FREQUENCY: 50 YEA R
1 50 = (98)/(10 +8.5)0.745 = ll.15in/hr (I ntensity)
Q so = 3.73 ft 3/s (Flow Rale) ~
DESIGN STO RM FREQUENCY: JOO YEAR
1 100 = (96) I (10 + 8.0)0·730 = 11.64 in/hr (I ntensity)
Q JOO = 3.89 ft3/s (Flow Rate) /
MI DAS -Lot 1 B Lakeview Acres Revise d; Colle ge Statio n, Brazos County, TX
-
OFF SITE CONTRIBUTION
• CONTRIBUTING AREA: 0.40 acr es
=> conservative estimate of drainage area
• RUN-OFF COEFF!CfENT: 0.84
=> weighted coefficient according to relative amounts of perviou s and impervious surface area
• TIME OF CONCENTRATION: 10 minutes
=> assumes minimum 1/c for urban applications
DESIGN STORM FREQUENCY: 25 YEAR
I 25 = (89) I (10 + 8.5)0.75 4 = 9 .86 in/hr (Intensity)
Q25 = 3.3 1 ft3/s (FlowRate),,..,.--
DESIGN STORM FREQUENCY: 50 YEAR
I 50 = (98)/(10+8.5}°-74 5 = 11.15in/hr (Intensity)
Q 50 = 3.75 ft3/s (Flow Rate) /"
DESIGN STORM FREQUENCY: 100 YEAR
I 100 = (96) I (10 + 8.0)0.730 = 11.64 in/hr (Intensity)
Q 100 = 3.91 f13/s (Flow Rate) /
DOWNSTREAM CULVERT CAPACITY: Maximum Capacity at Full Flow
Q = ( l.486/n)A R 21 3s 112
MI DAS -Lot I B Lakeview Acres Revise d; Colle ge Station, Brazos County, TX
Where,
n = Manning's Coefficient (for concrete= 0.013)
R = Hydraulic Radius (ft) -d/4 for round, full pip e
S = Pipe Slope (feet per feet)
Q = Flow Rate (ft3/s)
A = Cross-Sectional Area of Flow (ft2) -TI fll4
CHECK FLOW CAPACITY OF 18"<1> R.C.P. @ -3.0 %:
(Size of Down stream Culvert along Texas A venue)
Q = ( 1.486 I n ) A R213 S112
n = 0.013
A = 1.76 ft2
p = 4.7 1 ft
R = 0.37 ft
s = 0.03
Manning's Coefficient
Cross-Sectional Area
Wetted Perimeter
Hydraulic Radiu s
Slop e
Q = ( 1.486I0.0 13 ) ( I. 76 ) ( 0.37 )213 ( 0.03 )112
Q = 18.0 ft3/s /
How ever, a more realisti c culvert capacity is derived
from the nomograph (see included copy) since the
culvert will 1wt have enough headwater to induce full flow
HW (Headwate r D epth)= 29 inches -available
D (Cu lvert Diameter)= 18 inches
Q Culvert Capacity = 12.0 ft 3/s (from nomograph) /
MI DAS -Lot 1 B Lakeview Acres Revised; College Station, Brazos County, TX
-__________ ........._
-
Q 100 = 3.89 ft3/s (MIDAS Site Contribution)
+
Q ioo = 3.91 ft 3/s (Off-Site Contribution)
Q 10o = 7 .8 ft3/s (Total Flow) /'
Q 100 = 7.8 ft3/s --Required .../
Q Culvert Capacity = 12.0 ft 3/s --Provided .../ /
Therefore, the culverts should be sufficient
to handle the additional flow generated from the MIDAS Site.
Corresponding Velocities:
Note:
Also from TXDOT nomographs (See included copies)
Q = VA = 8.0 ft3/s
HW (Headwater Depth)= 29 inches -available
D (C ulv ert Diameter)= 18 inches
dc/D (Critical Depth to Diameter Ratio)= 0.74 inches
Maximum Velocity for 100-Year Storm Condition :::::} V = 5.5 ft/s /
See Exhibit "C". The total flow into Bee Creek from the off-site and
project site areas is only 15.0 8 cfs, but the 7.8 cfs was considered the
controlling factor. The remainder of the flow is from area 2.
MIDAS -Lot I 13 Lakeview Acres Revised; College Station, Brazos County, TX
-
Capacity Calculations
CURB LEAVE-OUTS:
MIDAS SITE -FLOW TO THE FRONT
Requirements: (See Exhibil "B " and "D".)
Q 100 Yr-Storm Run off = 3 .89 ft3/s (cubic f ee t p er second)
Capacity Provided:: Based on lh e We ir Equalion
Where,
H = W eir H eight (ft)
L = Weir Length (ft)
C = Weir Coefficient
Q = Flow Rate (ft3/s)
Q = CL H 312
Q = CL H 3/2
Q = (3) (4) (0.5)3/2
Q = 4.24 ft3/s /
Largest Required Outflow
Q = 3 .89 ft3/s --Peak Flow to Bar Ditch
Outflow Capacity Provided
Q -3 _/ 7 ·
W e ir Cap ac it y -4.24 ft Is --OK 'I
MI DAS -Lo! I B Lakeview Acres Revised; College Station, Bra zos County, TX
12
FHWA
-
.~
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL
NCM>GRAPH I
BRIDGE DIVI SIO N HYDRAULIC MANUAL
1 -~ 5
12 -85
• • .s= u c
a:
IU ...
IU
:E
c(
0
•
0
•
120
114
108
102
96
90
84
'18
~
12 '<a.
66 ~?· < ·60
54
48
42
36
33
30
27
24
21
15
12
'\.
' '
•
I 000
200
' ' 100'(0
"~Q ~
" ' '
" .
0.10
0.20
0 -.....
c(
a:
-:::e "" 0.30
40.0
30.0
20.0 0.40
0.50
( o/,.
--:_ 0"0. 70) 0.60
. --------
4.0
3.0
2.0
1.0
OHT
VELOCITY
IN
-·---0.70 ---
0.80
0.90
1.00
PIPE CONDUITS
BASED ON
Q •VA
BRIDGE DIVISION HYDRAULIC ~ANUAL
4 -3 3
12 -8 5
--
......
fl>
G s= u c
a: w .... w
~
ct
0
•
0
-
120 3000 0 .99
114
108 2000
102
96 1000
90
0 .90
84
78
0 .80
72
~ 0.70 -
---fl>
60 -------u
54
48
42
36
33
30
27
24
15
12
_100 ---0 .60 ---
·o .5o
0
0.40
0 .30
0.20
OHT
CRITICAL DEPTH OF FLOW
FOR
CIRCULAR CONDUITS
tOl>GRAPH G
BRIDGE DIVISION HYDRAULIC MANUAL
4 -31
12-85
FREE-FLOW
Discharge
Bee Creek Drainage Basin
College Station, Brazos County, Texas
MIDAS -Lot IB Lakeview Acres Revise d; Coll ege Station, Bra zos Cou nty, TX
Capacity Ca lcul a tions
FREE-FLO W DISCHARGE:
Peak F low R ates (Q) to the hack of the S ite
PRE-DEVEOPM EN'/'
Q 2 Yr St orm = 1.9 5 n 3/s ( cu/Jic f ee t per se cond)
Q 5 Yr Storm = 2.3 7 n 3/s ( cuhi c f ee t per second)
Q lOY r Sto rm = 2.66 n3;s ( C1thi c f ee t per se cond)
Q 25 Yr Sto rm = 3 .04 ft 3/s ( Cll!Ji c f ee t per se cond)
Q 50 Yr Storm = 3.43 n 3;s (c ubi c f ee t p er sec ond)
Q lOOY r Storm = 3.5 8 rt 3/s (c 11hi c f fe l per sec ond )
PO ST-0 £V£()/'M /~N T
Q 2 Yr Storm = l.47ft 3/s (c ubi c f eet p er sec ond )
Q 5 Yr Storm = 1.78 n 3/s ( rnbi c f ee t p er sec ond)
Q l OYr Sto rm = 2.00 n 3/s (c ubi c f ee t per sec ond )
Q 25 Yr Stn rm = 2.29 n 3;s ( cuhi c f re t p er sec ond )
Q 50 Yr Storm = 2.59 rt 3/s (c 11hi c f ee t per sec ond )
Q 100 Yr Sto rm = 2 .70 n 3/s ( rnhi c f ee t p er sec ond)
COMPAR ISON PRE -TO -!'OST
Q 2 Yr Storm = 0 .71 rt3/s (cubi c f ee t p er sec ond)
Q 5 Yr St orm = 0 .8 7 rt 3/s (rnbi c f eet per se cond )
Q 10 Yr St nrm = 0.97 n 3/s (c uhi c f ('et per sec.:o nd )
Q 25 Yr Sto rm = I. I 0 1t 3/s (c 11hi c fee t per srcond )
Q 50 Yr Storm = 1.2 4 n 3;s (c ubi c .fee t pa sec ond )
Q 100 Yr St o rm = 1J ort 3/s (c ubi c .fee t per sec ond )
M ff)AS -Loi I lJ Lak ev iew Acres Re vised; College Station, Brazos County, TX
Capacity Calculations
CURB LEAVE-OUTS:
MIDAS SITE -FLOW TO THE BACK
Requirements: (See Exhibit "D".)
Q Outl e t #J = 0.36 ft 3/s ( 1401.2ft2 is 20.5 % of total 6824.4 ft2)
Q Outlet #2 = 0 .47 fr3/s ( 1806.4 Jt 2 is 26.5 % of total 6824.4 ft2)
Q Outlet #3 = 0.60 ft3/s ( 2304.4 ft2 is 33.8% of total 6824.4 ft2)
Q Outlet #4 = 0.3 4 ft3/s ( 1312 .4 Jt 2 is 19.2 % of total 6824.4 ft2)
(.../"
Capacity Provided:: Based on th e We ir Equation
Whe re,
H = W eir H eig ht (ft)
L = Weir LengtJ1 (ft)
C = Weir Coeffic ient
Q = Flow Rate (ft3/s)
Q = CL H 312
Q = C L H 312
Q = (3) (2) (0.5)312
Q = 2 .12 ft 3/s
Largest Required Outllow
Q = 0.60 ft3/s --Outl e t #3
Outflow Capacity Provided
Q WeirCapac ity = 2.12 ft3/s --OK~ /
MIDAS -Lot 1 B Lak ev iew Acres Revise d; Coll ege Station, Brazos County, TX
SPREADSHEET
Calculations
MI DAS -Lot 1 B Lak ev iew Acres Revise d; Coll ege Stati on, Bra zo s County , TX
OFF-SITE
MIDAS -Loi 1B Lakeview Acres Revised; College Station, Brazos County, TX
Determine Total Existing Off-Site
Peak Storm Water Discharge to Bar Ditch
Tributary Area ("A"): 0.40 Acres
Pervious Area : 0 .08 Acres
Impervious Area : 0 .32 Acres
Run-Off Coeffic ien t ("Cwt"): 0.84
Time Of Concentrat ion ("T/c"):
Woodlands: Low El evat ion:
High Elevation :
Distance (Feet ):
Slope (%Grade):
Velocity ("Vw"):
Time :
Pastures : Low El evation :
High El evation :
Distance (Feet):
Slope (%Grad e):
Vel ocity ("Vp"):
Time :
Pavements: Low Elevation :
High El evation :
Distance (Fe et):
Slope (% Grad e):
Velocity ("Vpave "):
Time :
Total Travel Time :
Hourly Intensity Rates ("I"): 2-Year: 6.33
5-Year: 7 .69
10-Year: 8.63
25-Year: 9.86
50-Year: 11 .15
100-Year: 11.64
Peak Discharge Rate ("O"): 2-Year: 2.13
5-Year: 2.58
10-Year: 2.9 0
25-Year: 3 .31
50-Year: 3.75
100-Year: 3 .91
*includes runoff only from
area 1
c = 0.40
c = 0 .95
0 .00
0.00
0 .00
0 .00
0 .00 Feet I Second
0 .00 Minutes
0 .00
0.00
0 .00
0 .00
0 .00 Feet I Second
0 .00 Minutes
0 .00
0.00
0 .00
0 .00
0 .00 Feet I Second
0 .00 Minutes
10 .00 Minutes
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second / Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
Determine Total Existing Off-Site .
Peak Storm Water Discharge to Bar Ditch
Tributary Are a ("A"): 1.28 Acres
Pervious Area: 0.46 Acres
Impervious Are a : 0.82 Acres
Run-Off Coefficient ("Cwt"): 0 .75
Time Of Concentration ("T/c"):
Woodlands: Low Elevation :
High Elevation :
Distance (Feet):
Slope (% Grade):
Velocity ("Vw"):
Time :
Pastures: Low Elevation :
High Elevation :
Distance (Feet):
Slope (%Grade):
Velocity ("Vp"):
Time :
Pavements: Low Elevation :
High Elevation :
Distance (Feet):
Slope (% Grade):
Velocity ("Vpave"):
Time :
Total Travel Time :
Hourly Intensity Rates ("I"): 2-Year: 6.33
5-Year: 7.69
10-Year: 8.63
25-Year: 9.86
50 -Year : 11 .15
100-Year: 11 .64
Peak Discharge Rate ("O"): 2-Year: 6.08
5-Yea r: 7.40
10-Year: 8.30
25-Year: 9.48
50-Year: 10.72
100-Year: 11 .19
*includes runoff from area 1
and area 2
C= 0.40
C= 0 .95
0.00
0.00
0 .00
0 .00
0.00 Feet I Second
0.00 Minutes
0.00
0.00
0.00
0.00
0.00 Feet I Second
0.00 Minutes
0 .00
0.00
0.00
0 .00
0 .00 Feet I Second
0 .00 Minutes
10 .00 Minutes
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second/
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
PROJECT SITE
MIDAS -Lot IB Lak evie w Acres Rev ise d; College Station , Bra zo s County, TX
Determine Tota l Pre -Developme nt
Peak Storm Water Di s ch a rg e Rat e s
Tributary A rea ("A "): 0.77 Acres
Pervious Area : 0 .77 Acres
Impervious Area : 0.00 Acres
Run-Off Coefficient ("Cwt"): 0.40
Time Of Concentration ("T/c "):
Wo odla nd s: Low Elevation:
High Elevation :
Distance (Feet):
Slope(% Grade):
Velocity ("Vw "):
Time :
Pastu res: Low Elevation :
High Elevation :
Distance (Feet):
Slope (%Grade):
Velocity ("Vp "):
Time :
Paveme nt s: Low Elevation :
High Elevation :
Distance (Fe et):
Slope (%Grade):
Velocity ("Vpave"):
Time :
Total Travel Time :
Hourly Intensity Rates ("I"): 2-Year : 6.33
5-Year : 7 .69
10-Year: 8.63
25-Year : 9.86
50-Year : 11.15
100-Year: 11 .64
Peak Discharge Rate ("O "): 2-Year: 1.95
5-Year: 2.37
10-Year: 2 .66
25-Year: 3.04
50 -Year : 3.43
100-Year : 3 .58
*excluding the 0.09 acres of
existing concrete drive
c = 0.40
C= 0 .98
0 .00
0.00
0 .00
0 .00
0.00 Feet I Second
0.00 Minutes
0 .00
0.00
0.00
0 .00
0.00 Feet I Second
0.00 Minutes
0 .00
0 .00
0 .00
0 .00
0.00 Feet I Second
0.00 Minutes
10 .00 Minutes
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Cubic Feet I Second
Cubic Feet I Seco nd / Cubic Feet I Seco nd
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Seco nd
DetermineTotal Post-development Peak
I•
Storm Water Discharge (No Detention)
Tributary Area ("A"): 0 .77 Acres
Pervious Area : 0.37 Acres
Impervious Area : 0.40 Acres
Run-Off Coefficient ("Cwt"): 0.69
Time Of Concentration ("T/c"): 10 Minutes (Min)
Hourly Intensity Rates ("I"): 2-Year: 6.33
5-Year : 7.69
10-Year: 8.63
25-Year: 9.86
50 -Year : 11 .15
100-Year : 11 .64
C= 0.40
C= 0.95
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Peak Discharg e Rate ("O "): 2-Year : 3.34 Cubic Feet I Second
5-Year : 4 .06 Cubic Feet I Second
10 -Year : 4 .56 Cubic Feet I Second / 25-Year: 5.21 Cubic Feet I Second
50-Year: 5.89 Cubic Feet I Second
100-Year: 6.15 Cubic Feet I Second
Comparison of Total Predevelopment and
Post-develo ment Peak Dischar e Rates
Predevelopment Post-Development Increase
2-Year: 1.95 Ft3/sec 3.34 Ft3/sec 1 .39 Ft3/sec
5-Year: 2.37 Ft3/sec 4 .06 Ft3/sec 1.69 Ft3/sec
10-Year: 2.66 Ft3/sec 4.56 Ft3/sec 1 .90 Ft3/sec
25-Year : 3 .04 Ft3 /sec 5 .21 Ft3 /sec 2.17 Ft3/sec
50-Year: 3.43 Ft3/sec 5.89 Ft3/sec 2.45 Ft3/sec
100-Year : 3.58 Ft3 /se c 6.15 Ft3 /sec 2.56 Ft3/sec
Preliminary Estimate of
Runoff Flow Volumes
2-Year: 1 .39 Ft3/sec x (30 Min. x 60 Sec . I 2 ) = 1,253 Cubic
5-Year: 1 .69 Ft3 /sec x (30 Min . x 60 Sec . I 2 ) = 1,523 Cubic
10-Year: 1 .90 Ft3 /sec x (30 Min . x 60 Sec . I 2 ) = 1,710 Cubic
25-Year: 2.17 Ft3 /sec x (30 Min . x 60 Sec . I 2 ) = 1 ,953 Cubic
50-Year: 2.45 Ft3 /sec x (30 Min . x 60 Sec . I 2 ) = 2,207 Cubic
100-Year: 2.56 Ft3 /sec x (30 Min. x 60 Sec . I 2 ) = 2 ,305 Cubic
/
Feet
Feet
Feet
Feet
Feet
Feet
Determine Post-Development 11 Free-Flow 11
Peak Storm Water Discharge
Tributary Area ("A"): 0.36 Acres
Pervious Area: 0.20 Acres
Impervious Area : 0.16 Acres
Run-Off Coefficient ("Cwt "): 0.64
Time Of Concentration ("T/c"): 1 O Minutes (Min)
Hourly Intensity Rates ("I"): 2-Year: 6.33
5-Year : 7.69
10 -Year : 8.63
25-Year: 9.86
50-Ye ar: 11 .15
100-Year : 11 .64
Peak Discharg e Rate ("O"): 2-Year: 1.47
5-Year : 1.78
10-Year: 2.00
25-Year: 2 .29
50 -Year : 2 .59
100-Year: 2.70
* Sheet Flow to Adjacent Propery
c = 0.40
C= 0.95
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
/
Determine Post-Development Tota l
Flow Along Bar Ditch to Bee Creek
T ributary A rea ("A"): 0.41 Acres
Pervious Area: 0 .10 Acres
Impervious A rea : 0 .31 Acres
Run-Off C o efficient ("Cwt"): 0 .82
T ime Of Con centration ("T/c"): 1 O Minutes (Min)
Hourly Intensity Rates ("I"): 2-Year : 6.33
5-Year: 7 .69
10-Year: 8 .63
25-Year: 9.86
50-Year: 11 .15
100-Year: 11 .64
Peak Dis c harge Rate ("Q"): 2-Year : 2 .12
5-Year : 2 .57
10-Year: 2 .89
25-Year: 3 .3 0
50-Year: 3 .73
100-Year: 3 .89
c = 0.40
C= 0 .95
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Inches I Hour
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Seco nd /
Cubic Feet I Second
Cubic Feet I Second
Cubic Feet I Second
Pre-Development
Hydrograph Ordinates
(Cubic Feet per Second)
Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
{Minutes} Storm Storm Storm Storm Storm Storm
0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00
1 0 .19 0 .24 0 .27 0 .30 0.34 0 .36
2 0 .39 0.47 0 .53 0 .61 0 .69 0 .72
3 0.58 0 .71 0.80 0 .91 1.03 1.08
4 0.78 0 .95 1.06 1.21 1.37 1.43
5 0 .97 1.18 1.33 1.52 1.72 1.79
6 1.17 1.42 1.60 1.82 2.06 2.15
7 1.36 1.66 1.86 2.13 2.40 2.51
8 1.56 1.90 2 .13 2.43 2 .75 2.87
9 1.75 2 .13 2 .39 2 .73 3 .09 3.23
Peak=> 10 1 .95 2 .37 2.66 3.04 3 .43 3.58
11 1.85 2 .25 2.53 2 .89 3 .26 3.41
12 1.75 2 .13 2 .39 2.73 3 .09 3 .23
13 1.66 2 .01 2.26 2 .58 2 .92 3 .05
14 1 .56 1.90 2 .13 2.43 2 .75 2 .87
15 1.4 6 1.78 1 .9 9 2 .28 2 .58 2 .69
16 1.36 1.66 1.86 2 .13 2.40 2.51
17 1.27 1.54 1.73 1.97 2 .23 2 .33
18 1.17 1.42 1.60 1.82 2 .06 2 .15
19 1.07 1.30 1.46 1.67 1.89 1.97
20 0 .97 1.18 1.33 1.52 1.72 1.79
21 0 .88 1.07 1.20 1.37 1 .55 1.61
22 0 .78 0 .95 1.06 1.21 1.37 1.43
23 0 .68 0 .83 0 .93 1.06 1 .20 1.25
24 0 .58 0 .71 0 .80 0 .91 1.03 1.08
25 0.49 0 .59 0 .66 0 .76 0 .86 0 .90
26 0 .39 0.47 0 .53 0 .61 0.69 0 .72
27 0 .29 0 .36 0.40 0 .46 0 .52 0.54
28 0 .19 0 .24 0 .27 0 .30 0 .34 0.36
29 0 .10 0 .12 0 .13 0 .15 0 .17 0.18
30 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00
Post-Development Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.33 0.41 0.46 0.52 0.59 0.61 2 0.67 0.81 0.91 1.04 1.18 1.23 3 1.00 1.22 1.37 1.56 1.77 1.84 4 1.34 1.62 1.82 2.08 2.35 2.46 5 1.67 2.03 2.28 2.60 2.94 3.07 6 2.00 2.44 2.74 3.12 3.53 3.69 7 2.34 2.84 3.19 3.64 4.12 4.30 8 2.67 3.25 3.65 4.17 4.71 4.92 9 3.01 3.66 4.10 4.69 5.30 5.53 r . 5.89 . 6.15 Peak=> 10 3.34 4.06 4.56 5.21 -. ~ -11 3.17 3.86 4.33 4.95 5.59 5.84 12 3.01 3.66 4.10 4.69 5.30 5.53 13 2.84 3.45 3.88 4.43 5.00 5.22 14 2.67 3.25 3.65 4.17 4.71 4.92 15 2.51 3.05 3.42 3.91 4.41 4.61 16 2.34 2.84 3.19 3.64 • 4.12 4.30 17 2.17 2.64 2.96 3.38 3.83 3.99 18 2.00 2.44 2.74 3.12 3.53 3.69 19 1.84 2.23 2.51 2.86 3.24 3.38 20 1.67 2.03 2.28 2.60 2.94 3.07 21 1.50 1.83 2.05 2.34 2.65 2.77 22 1.34 1.62 1.82 2.08 2.35 2.46 23 1.17 1.42 1.60 1.82 2.06 2.15 24 1.00 1.22 1.37 1.56 1.77 1.84 25 0.84 1.02 1.14 1.30 1.47 1.54 26 0.67 0.81 0.91 1.04 1.18 1.23 27 0.50 0.61 0.68 0.78 0.88 0.92 28 0.33 0.41 0.46 0.52 0.59 0.61 29 0.17 0.20 0.23 0.26 0.29 0.31 30 0.00 0.00 0.00 0.00 0.00 0.00
Post-Development "Free-Flow" Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.15 0.18 0.20 0.23 0.26 0.27 2 0.29 0.36 0.40 0.46 0.52 0.54 3 0.44 0.54 0.60 0.69 0.78 0.81 4 0.59 0.71 0.80 0.92 1.03 1.08 5 0.73 0.89 1.00 1.14 1.29 1.35 6 0.88 1.07 1.20 1.37 1.55 1.62 7 1.03 1.25 1.40 1.60 1.81 1.89 8 1.17 1.43 1.60 1.83 2.07 2.16 9 1.32 1.61 1.80 2.06 2.33 2.43 [ -· -. -2J>9-Peak=> 10 1.47 1.78 2.00 2.29 -· 2.70 --11 1.39 1.70 1.90 2.17 2.46 2.57 12 1.32 1.61 1.80 2.06 2.33 2.43 13 1.25 1.52 1.70 1.94 2.20 2.30 14 1.17 1.43 1.60 1.83 2.07 2.16 15 1.10 1.34 1.50 1.72 1.94 2.03 16 1.03 1.25 1.40 1.60 1.81 1.89 17 0.95 1.16 1.30 1.49 1.68 1.76 18 0.88 1.07 1.20 1.37 1.55 1.62 19 0.81 0.98 1.10 1.26 1.42 1.49 20 0.73 0.89 1.00 1.14 1.29 1.35 21 0.66 0.80 0.90 1.03 1.16 1.22 22 0.59 0.71 0.80 0.92 1.03 1.08 23 0.51 0.62 0.70 0.80 0.91 0.95 24 0.44 0.54 0.60 0.69 0.78 0.81 25 0.37 0.45 0.50 0.57 0.65 0.68 26 0.29 0.36 0.40 0.46 0.52 0.54 27 0.22 0.27 0.30 0.34 0.39 0.41 28 0.15 0.18 0.20 0.23 0.26 0.27 29 0.07 0.09 0.10 0.11 0.13 0.14 30 0.00 0.00 0.00 0.00 0.00 0.00
Post-Development Flow Routed to Bar Ditch along Texas Avenue Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.21 0.26 0.29 0.33 0.37 0.39 2 0.42 0.51 0.58 0.66 0.75 0.78 3 0.63 0.77 0.87 0.99 1.12 1.17 4 0.85 1.03 1.16 1.32 1.49 1.56 5 1.06 1.29 1.44 1.65 1.86 1.95 6 1.27 1.54 1.73 1.98 2.24 2.34 7 1.48 1.80 2.02 2.31 2.61 2.73 8 1.69 2.06 2.31 2.64 2.98 3.11 9 1.90 2.32 2.60 2.97 3.36 3.50 r -2.89 3:30 3.73-Peak=> 10 2.12 2.57 3.89 -------·-11 2.01 2.44 2.74 3.13 3.54 3.70 12 1.90 2.32 2.60 2.97 3.36 3.50 13 1.80 2.19 2.46 2.80 3.17 3.31 14 1.69 2.06 2.31 2.64 2.98 3.11 15 1.59 1.93 2.17 ·2.47 2.80 2.92 16 1.48 1.80 2.02 2.31 2.61 2.73 17 1.38 1.67 1.88 2.14 2.42 2.53 18 1.27 1.54 1.73 1.98 2.24 2.34 19 1.16 1.42 1.59 1.81 2.05 2.14 20 1.06 1.29 1.44 1.65 1.86 1.95 21 0.95 1.16 1.30 1.48 1.68 1.75 22 0.85 1.03 1.16 1.32 1.49 1.56 23 0.74 0.90 1.01 1.15 1.31 1.36 24 0.63 0.77 0.87 0.99 1.12 1.17 25 0.53 0.64 0.72 0.82 0.93 0.97 26 0.42 0.51 0.58 0.66 0.75 0.78 27 0.32 0.39 0.43 0.49 0.56 0.58 28 0.21 0.26 0.29 0.33 0.37 0.39 29 0.11 0.13 0.14 0.16 0.19 0.19 30 0.00 0.00 0.00 0.00 0.00 0.00
...
Cl)
0....
'i
Cl)
LL.
Total Pre-Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 2-Year Storm Event
3.00 -----t-----1--+--__,_---+----t-----+------i
2.50 ------+---#----t-----~---o-------+---------<
0 5 10 15 20 25 30
Time (Minutes)
---Pre -Development Hydrograph ---To t a l Post -De ve lopment Hydrogra p h
Total Pre-Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 5-Year Storm Event
4.50 ----~---~---~---~----~--~
£ 4 .00-------t-------..,..-----+-----;----+------i
'i 3.50 +-----+----l--l---""o.,---+------1----+-------l
Cl)
~ ....... 3.00 +-----+--_,_--+---------'l'....-------1----+----1
·-1J .g c 2.50 +-----+--f----t------t--""'....------11-----+------I
u 0
; ~ 2.00
O> 1.50 +---_,_-+--r:-----t------t---"""o.,,c-----11-----"...,._-+----1
5
~ l.00 +--.,_--7"-:.+-----+------+-------1r-:"-......:::----""k:-------I
Ill i5 0 .50 +--F-7L---f-----+------+-------11------F""-...,--'.....,_-1
0 .00 ~---_.,_ ___ _._ ___ ....., ___ --1~---+---...;;:::illf
0 5 10 15 20 25
Time (Minutes)
---Pre -Devel opment Hydrograph ---Post-De velopment Outflow
Hyd rograph Wi tho ut Detention
30
5 .00
... 4 .50 Q) a.. 4 .00 -Q)
Q) 3 .50 u..
0 ""' 3.00 ·-"O .0 c
j 0 2.50 0 0
-Cl> 2 .00 Q) IJ)
O> ... 1.50 0 .t:.
~ 1.00
i5 0.50
0.00
6 .00
...
Q) 5 .00 a.. -Q)
Q)
4 .00 u..
0 ""' ·-"O .0 c
j 0 3 .00 () 0
-Cl> Q) IJ)
O> 2 .00 ...
0 .t:.
0
1.0 0 VI
i5
0.00
0
Total Pre-Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 10-Year Storm Event
5 10 15 20 25
Time (Minutes)
30
Pre-Development Hydrograph ----Post-Development Outflow Hydrograph
Without Detention
0
Total Pre-Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 25-Year Storm Event
5 10 15 20 25
Time (Minutes)
30
---Pre-Development Hydrograph ----Post -Developm e nt Outflow Hydrograph
Without Detention
6 .00
....
Cl> 5 .00 l:L. -Cl>
Cl> 4.00 LL.
o-·-"O .0 c
::::J 0 3 .00 u 0 ...... Cl>
Cl> U>
O> 2 .00 ....
0
.t:
0
1.00 I/)
i5
0 .00
0
Total Pre-Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 50-Year Storm Event
5 10 15 20 25
Time (Minutes)
30
---Pr e -Develo pm ent Hydrogra p h ---Post-Dev el o pment Outflow Hydrograph
Without Detention
0
Total Pre -Development Vs. Total Post-Development (No
Detention) Peak Discharge Rates 100-Year Storm Event
5 10 15 20 25
Time (Minutes)
Pr e-Development Hydrograph ---Post-De ve lopment Outflow
Hydrograph Without Detention
30
-
Construction
DETAILS
M !DAS -Lot 1 B Lakeview Acres Revised; College Station, Brazos County, TX
I/' RIP RAP
'f' RIP RAP
L.JID111
t'CLIR8
°.!;/DE. Vll!lJ N. T. .S.
Dt:.T61L OF CR05JQN CONTROL M
CURO LEAYE -QUT N.TS.
M InAS -Lo r I R LL1kev iew Acres Re vi sed; Col lege Station,, Bra zos Coun ty, TX
. . · .. C--/fANDCM' IMKWS
. · . ~IW!e MAX . SLDPt! • Z.DO % 7
. (TYPICAJ-)
HANDICAP RAMP DETl\IL N.T. s.
ACCOUNT NO . _______________ _ 380911
CITY OF C~EGE STATION O' / l /)I
$ //JD':;Z-i/V~J?lt---.1-.1azj~-~-· 19~
RECEIVED OF l__L__~ -----
FOR_~<""--....::--D...,......,D~@-f='-:tb=~3-::::::::y~t;---
14:25 GR RRET T EN GI NEE RING ~ 12 14534785 1 Gl02
FlgureXll
Dcvciopment l'ermlt
Cicy of CoUege Station, Texas
Site Legal Description : Lb-r IB LA~vt&J ACW:'i
Site Owner: M 1.QA S Re-ALn' C~ll P. _
.Architect/
Engineer: ..Aa&R.ffi ftJ_g11'JE{R1f'J'3
Contractor: WA L L~4.C. ~u~'kA ·
Date Application Filed : -------
R~vrsro, M6~£lN R&n~ SuMetr: 1 Ytiwl=\e 1<..41, fA3£ '2..7 !
Address: 7215 N. M1 ctt16/}tJ C ttfC~o,ILbo"oJ
Telephone : 2 14-'2.3f-7to3o ~' L E o/VA12.0 WA 1-U:.. "f' 1onJsT, tv •t:.4 •
Address : ~'i4 Ctilm CR£B &9 . Sj}_1J! /OB WAl/1 ~ 7786 '.
Telephone N o : {'409) B4io -1kW
Addres~: 1:f/4f.AK1t /IJ AIJA )r. JJ~ 7X . 7SZ'f7
Telephone N o ::2/o/-~_3~ -763>0
Approved :
Applicati on is hereby made for the following development specific waterway alten1 t ions :
__e__~· w fD£ c.o~c.w H VM'C IS u ~€Q '1ti "'Q_RQ_1rJ A pog11~N Df -f\.lf RIJ fi&FE f.!611. nt£
~eJEt.c>PMENY om A CONl'.R~XE ID IN '!l\f 1>11""~ ""lHAs Avt:Nu£
Application Fee
Signed Certification&
Drainage and erosion control plan , with supporting Drainage Report two (2 ) copies each .
Site and Construction Plans , 'With supporting Drainage Report two (2) copies each.
Other :
-~~----~~---~~------~~~~-~~-~-~~
ACKNQWLEDGMENTS
l, --~--------" design engineer/owner , hereby acknowledge or affi.nn that:
The infonnation and conclusions containe d in the abo ve plnns and supporting do cum ents comply
wi t h the current n:quirements of the City of College Station, Tex a s City Code , Chapter 13 an d its
assnciated Drainage Po !i ey and Design St andards ,
As a condition of approval of this permit application, I agree to construct t he improvements
proposed in .this application according to these documents and the requirements of Chapter l 3 of
the College Statiqn City Code .
M t l)A ~ R f:ft crY Ca-RPofJ.A:T 10/J
?~9.
14 :25 GARRE TT ENGINEERING ~ 12 14634786 1
F'igure XII Continued
CERTIFICATIONS : (for proposed alterations within design11.ted flood hanrd are&s-)
Date
__ ___,, do certify that the proposed alterations do not raise the level
vation ~stablished in the latest Federal Insurance Administration
In accordance with Chapter 13 of the Code of Ordinances ofthc City of College Station,
measures shall be taken to insure that debris from construction, ernsion, and sedimentation shall
not be depo&ited in city streets, or existing drainage facilities.
I hereby grant this permit for development . All development ahall be in accordance with the pl1tns
and specificat ions 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 $tfttion shall u.pply .
' ,, .. ,
DEVELOPMENT PERMIT
PERMIT NO . 386
MIDAS SERVICE CENTER
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot lB Lakeview Acres Revised, Morgan Rector Survey
SITE ADDRESS:
2717 Texas Avenue S.
OWNER:
Midas Realty Corporation
225 N . Michigan
Chicago, Illinois 60601
DRAINAGE BASIN:
Bee Creek, Segment II
TYPE OF DEVELOPMENT:
This permit is valid for all construction activities specified on the approved plans .
Contractor shall prevent silt and debris from leaving the site in accordance with the City of
College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be
responsible for any damage to existing city streets or infrastructure due to heavy
machinery and/or equipment.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station,
measures shall be taken to insure that debris from construction, erosion, and sedimentation
shall not be deposited in city streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area.
All development shall be in accordance with the plans and specifications submitted to and
approved b~ the City Engineer in the development permit application for the above named
p oj ct an ' 11 of the codes and ordinances of the City of College Station that apply .
8-/-'7G,
Date
£>-!-??
Date
Contractor Date
•.
State Depanmmt of Hiahways
and Public Tramponation
Form 1~8-Rcv. 12-86
Permit to
RECEIVED 1 1 ~· l o 1996
on Highway Right of Way ·
~\.l~lV\V>S
To:· MI OA 'S Ivi \.-<Y)'\.4tirwl o. \ C ov-p · Hwy. le Permit No:' __ _
-!'-{ ldn..<::. R.f C1 I hJ, C GYQOYX& \..-frry0 Control Section
.t{!Ql W:JSt J W l'\a f?\4s. g?
c.Vi l (__QqC) \ IL-l.QOl.t ~ 2. dbc.hcw'f -s\-Ovm~ '0-M"OQ--.\2...)
The State Deparlbient of Highways and Public Transportation, hereinafter called ~e State, hereby authorizes ~
HI OAS c oqx2ro ti'Q:yV • hereinafter called the grantee, to -1
•• •Ht a •i 0 IL§ on the highway
rightqfwayabuttinghighwayno. lo -&;,.':), in 6ro:zns, County,located jO Co\\-fY.u
-Stut\ on ,-T-£ '{. c1 s d
Subject to the following:
1. ~The grantee is responsible for all costs associated with the construction of this access driveway.
2. Design of facilities shall be as follows and/ or as shown on sketch:
:S-e..~
All construction and materials shall be subject to inspection and approval by the State. .·
3. Maintenance of facilities constructed hereunder shall be the responsibility of the grantee, and the.State reserves the right
to require any changes, maintenance or repairs as may be necessary to provide protection of life or property on or adja-
cent to the highway .. Changes~ design will be made only with approval of the State.
4. The Grantee shall hold harmless the State and its duly appointed agents and employees against any action for personal .
injury or property damage sustained by reason of the exercise of this permit.
S. The Grantee shall not erect any sign on or extending over any portion of the highway right of way, and vehicle service
fixtures such as service pumps, vcnder stands, or tanks shall be located ai least twelve (12) feet from the right-of-way
· line to ensure that any vehicle services from these fixtures will be off the highway.
f', This permit will become null and void if the above-referenced driveway facilities are not constructed within six (6)
months from the issuance date of this permit.
!. TheGranteewillcontacttheState'srcprescntative ().e,lYY\o..V _ L · ~m\m telephone
{ 4cJi ) -, :i ·5-BOS Y at least twenty-four (24) hours prior to beginning the work authorized by this · permit.
Datcoflssuance May lO' 1996
~k~
~:&tR~r~~
TEXAS DEPARTME.NT OF TRANSPORTATION
Pa~ecr,,E. Area Engineer
''\. The undersigned hereby agrees to comply with the terms and conditions set forth in this permit for construction of an access
"-.. __ driveway on the highway right of w . .
Signed: >==L:uu ?-. MM&~ ~ d
Datc: ___ Y._-_l.:.....:...\ _9..i. . ..:.Y.:1.---------
A'tJ2AA~ ·-
From:
To:
Subject:
Steve Homeyer
JCALLAWAY
Midas Location
--r---/Le
I know you have been dealing with the CMO about this location so I wanted to
keep you up to date with what has been occurring. I met with Kelly from
Garrett Engineering this afternoon about the possible drainage scenarios and
it appears that everything is under control. They have spoken to TxDOT and
received a preliminary approval to deposit storm water in Texas Avenue
right-of-way. They are designing the site to drain a portion to the front and
the remainder to the back. This reduces the amount of flow to the back by
approximately 30%. They plan for the water to continue to sheetflow across
the adjacent property be leaving a 50' landscaped area to allow the water to
dissipate its velocity. I told him that if the capacity was available in the
Texas Avenue ROW and they were able to accomplish this design then they would
not be required to obtain the easement, but if this was not the case, then
they would need to make the necessary changes.
CC: KLAZA, VMORGAN
I
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