HomeMy WebLinkAbout4 College Station Prof Bldg Two 05-29 1603 Rock Prairie (2)Drainage and Detention Report
Prepared.fo r :
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CERTIFICATION:
City of College Station
Brazos County, Texas
PK Job N o. 52 80 5-29 1
Da te :
July 18 , 200 5
October 24 , 200 5
Prepar ed by:
Pledger Kalkomey, Inc.
Consulting Engineers
71120 (',·~Pl•' I{ un • Br~ an. I .:\a' 7XOX
9 79-7y l-X!Hl0 • I) 9 -7.> 1-1 :'00 I l":t\I
"\\W .pke ng in eer in g .com
Brenham • Bry an • Rosen be rg
I hereby certify that this report was prepared by me (or under my
supervision) in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners thereof.
REVISIONS
The repor t dated July 18 , 2005 was revised to acc ount for
changes made to the proposed grades of the deten tion pond.
PURP OSE
Developmen~ of the subject property involves the additi on of a
building, sidewalks , drive , and parking spac es . The dra inage
area affe~ced by the developmenc concains approximately 7. 2
acres of ~and. Reference is made t o the attached grading plan
(sheet C.3 of 4 , Dra ft dated 7 /18 /0 5) draw ing. The increase in
runoff from the development for the twenty-five year (25 -year)
storm eve nt must be mitigated to not increase downstream flo w
rates. Th is report docume nts the engineer ing analysis for the
mitigation thro ugh the use of a detention basin.
METHODOLOG Y
Using field surveying data the watershed affected by the
proposed development was delineated .
The Ration al Met hod was used to compute the peak flow rate for
this study. The area (A) of the drainage area was obtained fro m
the maps . Based on existing land use patterns, the weighted c
factor f or the area was determined. A v elocity-distance
relations hip was u sed to compute the time of concentration ( t c )
for the area with a minimum time of concentration of ten (1 0)
minutes. The rainfall intensity (I) for the drainage area was
determined using the intensity-duration-frequency curves for the
City of College Station (Figure III-1, Drainage Policy and
Design Stan dards).
The peak flow rate (Q) for the drainage area was computed with
the follo wing formula:
Q = (C) (I) (A)
S :\2005152805-291 R&S-med ical \drain report\dra in report-R&S MED REVISED .doc
,..,,r iangular approximation hydr ographs for the 5 , 10, 25, 50, and
100-yr storms were then developed for
runoff conditions with the base of the
the post development
triangular hydrograph
being 3.0 times the time of concentration . These runoff
hydrographs were then added to the existing discharge h ydrog raph
from the detention basin for Ponderosa Place Tr act B as
calculated in the attached Drainage Report . The addition of
~jese two hydrographs resulcs in the total posc-dev elopmenc
~nflow hydrograph for the detention basin.
Ou tflow hydrographs for the 5, 10, 25, 50, and 100-yr storms
were
for
developed using
the detention
the
basin
elevation-versus-storage relationship
and the
relationship for the outlet structu re.
elevation-versus-discharge
Discharge values for the
v-notch weir outlet structure are calculated by the equation {Q
= 2.5tan{0 /2)*H2 '5 ).
A modified Puls method was then used to route the existing and
developed conditions hydrograph through the basin. Haestad
Methods, Inc. computer model ing program Pond-2 Version 5 . 21 was
used for the calculations.
RESULTS
The dra inage area inf ormat i on and the cal culations for the
existing and proposed conditions are attached.
An expansion of the existing detention basin i s planned for the
development to off set the increase in runoff rates due t o the
increase in impervious cover in drainage areas 1 and 2. A 60-
degree reinforced concrete weir with a top elevation of 3 09 . 0 0
will act as an outlet structure to release the runoff at pre-
developed
concrete
rates. Th e
flume leading
runoff will discharge into an existing
to the cul-de-sac located at the South
S:\2005152805-291 R&S-medicalldra in reportl dra in report-R&S MED REVISED .doc
end of Longleaf Circle in the Southwoo d Terrace Subdivision .
Storage capacity of the detention basin exceeds that needed for
a 100 year storm . Excess run o ff fr om development in Drainage
Area 3 i s re-graded t o wards the deten t ion pond resulting in n o
additional flow toward s Rock Prairie Ro ad.
follows :
Summary data is as
DRAINAGE AREAS 1 AND 2 (PROPOSED DETENTION BASIN):
EXISTING :
Storm Peak Flow Rate
Event (cfs)
5 yr 22.37
10 yr 25.35
25 yr 29 .07
50 yr 32 .99
100 yr 34 .42
PROPOSED :
Peak Flow Peak Flow
Storm Rate In Rate Out Storage
Event (cfs) (c fs )** (ac-ft)
5 yr 48 .49 21 .53 0 .69
10 yr 53 .95 24 .24 0.76
25 yr 61. 60 28.35 0.85
50 yr 69 .26 32 .45 0.93
1 00 yr 72 .70 34 .26 0.97
*Top of headwall elev. = 309.00 ft.
**Out let -60 ° V-NOTCH WEIR
S :\2005152805-291 R&S-medical\drain reportl dra in report-R&S MEO REVISED .doc
Peak
Elevation
(ft)*
308.12
308 .27
308.47
308.65
308 .7 4
DRAINAGE AREA 3 (NO DETENTION REQUIRED):
EXISTING :
Storm Peak Flow Rate
Event (cfs )
5 yr 3 .50
3 . 92 -
25 yr 4.49
5 0 yr S .0 7
10 0 yr 5.3 0
PROPOSED :
Storm Peak Flow Rate
Even t (cfs)
5 yr 0 .47
1 0 yr 0 .53
25 yr 0.61
50 yr 0 .69
10 0 yr 0 .72
S:\2005152805-291 R&S-med ical\drain report\drain report-R&S MEO REVISED .doc
DRAWINGS
R&SLEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
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DRAIN BOUNDAAY, TYP .
----
---
_..--......--------
EXISTING DRAINAGE AREAS
Rt S LEASING -
PROFESSIONAL BLDG TY'IO
COLLEGE STATION, TEXAS
IPllll Pl e d ge r Ka lkomey, Inc.
llll_KJ Consu l ti ng E nginee rs
70.:!0 Coyolc Run • Bryan , T cxa.1 771COM
~7'1 .7 .\l -M04HI • 97Q .7 .\l ·l~4HJjFll:()
www.r kcnginc:t"ring .com
Brt!nlwm · Bryan · Ro.rt>nherK
120'
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DRAIN BOUNDARY, ffi'.
--~---
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I
PROPOSED DRAINAGE AREAS
R4 S LEASING -
PROFESSIONAL BLDG Tw:?
COLLEGE STATION, TEXAS
Pl edge r Kalkomey, Inc .
Consulting Enginee rs
711~11 Covolc Run · Oryilll, Tua"' 77lUUC
tJ79-7.l°i-Ko4H• · q19.7 _\l-l~rnqfu)
www.rkC'ng 1nccnng.com
llrt'nlwm · llrya n · Ro.ft!nh erx
DETENTION POND DA TA
R&SLEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
POND-2 Version : 5 .21
S /N:
R&S LEASI~G -CS PROFESSIONAL BLDG TWO
COLLEGE ST ATION , TX
CALCU LATED :.:8 -22 -200 5 14:56 :46
DISK FILE : s:\engr \decain\r smed \RSMED .VOL
?lanimeter sca~e: : ft.
*
Elevation
(ft)
Planimeter
(sq . in .)
~r ea ~l+A2+sqr(Al*A2)
(acres ) (acres)
Volume
(acre-f t )
Volume Sum
(acre -ft)
305 .18 0 .00 ::i. 00 0 .00 0 .00 0 .00
306 .00 5,4 70 .00 0 .13 0 .13 0 .0 3 0 .03
307 .00 15 ,030 .00 0 .35 0.68 0.23 0 .26
308 .00 18 ,110 .00 0 .42 1 .1 4 0 .38 o :64
309 .00 22,300 .00 0 .51 1 .39 0 .46 1 .1 0
* Incremental volume comp-.1ted by the Conic Met hod f o r Res e rvo ir Vo lumes .
Volume= (1 /3) * (EL2 -E~l) * (Areal+ Ar ea 2 +sq.rt . (Are a l*Area 2 ))
wh e r e : EL l, EL 2
Are al ,Area2
Vo lume
Lower and upper elev at i on s of t he increme n t
Are as compu ted f o r ELl , EL 2 , respec tively
Incrementa l volume b e t ween ELl and EL 2
S:\2005152805-291 R&S-medicall drain re portl drain report,R&S MED REVISED .doc
Outlet Stru c t ure File: RSMED
POND -2 Version: 5 .21
Date Executed :
.STR
S /N :
Time Executed :
**************************************
R&S LEASING -CS PROFESS I ONAL BLDG TWO
COLLEGE STATION , TX
******************~*******************
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contr i buting St r uc tu res
---------------------------------------------
305 .18 0 .0 1
305 .4 3 0 .0 1
305 .6 8 0 .3 1
305 .93 0 .7 1
306 .1 8 1 .4 1
306 .4 3 2.5 1
306 .68 4 .0 1
306 .93 5 .8 1
3 07 .18 8 .2 1
307 .4 3 11 .0 1
307 .6 8 1 4.3 1
307 .9 3 1 8.1 1
308 .1 8 22 .5 1
3 08 .4 3 27.5 1
308 .6 8 33.l 1
308 .9 3 37 .9 1
309 .00 39.3 1
S :\2005152805-291 R&S-medical\drain re portl drain report-R&S MED REVISED.doc
Outlet Structur e Fil e : RS MED .STR
POND -2 Ve rsi on : 5.2 1
Date Execu te d :
S /N :
Time Exe c ut e d:
**************************************
R&S LEA SI NG -CS PRO F ES S I ONA L BLD G TWO
COLL EGE STA TI ON , T X
~~*~***~*** *~**~~~~**~*****~********T
Outlet Scruccu r e File :
Pl a nimete r I n p ut File:
Ra t ing T a b le Outpu t Fi le :
s :\eng r \d e ta in \rsmed \RS MED
s:\e ng r \det a i n \rsmed \RSMED
s:\engr \detain \rsmed \RSMED
.STR
.VOL
.PND
Min. E l e v . (ft) = 3 0 5 .1 8 Max . Elev. (ft) = 309 Iner. (ft)
Additional elevations (ft) to be inc l uded in table:
* * * * * * * * * * * * * * * * * * * * * * * * * *
**********************************************
SY S TEM CONNECTIVITY
**********************************************
Structure No . Q Table Q Table
TABLE 1 -> 1
Outflow rating table surrunary was stored in file:
s:\engr \detain \rsmed \RSMED .PND
S :\2005152805-291 R&S -med ical\drain reportl dra in report-R&S MED REVISED .doc
. 25
Outlet Structure File: RSME .S ~R
POND-2 Version : 5.21
Date Executed:
S / :
Time Executed:
*******************~******************
R&S LEASING -CS PR OFESSIONAL BLDG TWO
COLLEGE S~~TIOK, TX
>>>>>> St r u cc u ~2 No . : <<<<<<
(I n p u :: Data )
TABLE
Input your o~-rating table.
El (ft) =3 05 .:3 E2 (ft) = 309 .001
Constant (ft) added to each elevation was : 305 .18 -
Elev. (ft ) Q (cfs)
3 0 5.17 99 926757812
0
305 .42 99926757812
.045
305 .6799926757812
.255
305 .92 9992 6757812
.703
306 .1799926757812
1. 44
306 .4299926757812
2 .52
306.6799926757812
3 .98
306.9299926757812
5.85
307.1799926757812
8.16
307.4299926757812
10 .96
307.6799926757812
14 .26
307.9299926757812
18 .1
308 .1 799 926757812
22 .49
308 .42 99 926757812
27 .48
308 .6 799 926757812
33 .07
308 .9999926757812
39 .29
S:\2005\52805-291 R&S-medical\d rain reportl drain report-R&S MED REVISED .doc
o .c
Ou tlet Struc ture Fi l e : RSME D
PON D-2 Versi o n : 5 .21
Dat e Executed:
.S TR
S /N :
Time Executed:
**************************************
R&S LE AS I NG -C S PROF ES SI01"AL BLDG TWO
COLL EGE STATION , TX
Ou c.f l ow Rat i ng Table f o r St r uc tu re ;:_ · ·. -
':".l\BLC:: Input y o ·..ir own rating t a ~le .
E l e v ation (ft) Q (cfs) Computation Messages
---------------------
3 0 5.18 0 .0
305 .4 3 0 .0
3 0 5 .6 8 0 .3
305 .9 3 0 .7
3 0 6 .1 8 1. 4
30 6.4 3 2 .5
3 0 6 .6 8 4 .0
30 6 .93 5 .8
307 .1 8 8 .2
307 .43 _l. 0
307 .68 ·4_3
307 .93 18 .1
308 .1 8 22 .5
308 .43 27 .5
308 .68 33.1
308 .93 3 7 .9 Interpol ated fr om input ta ble
309 .00 39.3
E or > E 2=3 0 9
S:\2005152805-291 R&S-m edicalldrain report \drain report -R&S MED REVISED .doc
5-YR STORM EVENT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT : B D E
5 YR STORM 76 8 .5 0.785
D RAINAGE ARE A 1
EXISTING
TRAVEL V ,FPS TIME
T YPE LF % FIG 5 SEC MIN
TC , M IN NATURAL GRASSLANDS 1080 1.0 % 0 .90 1,200 .00 20 .00
20 .00
TYPE C (TBL5) I % c I
C , -NATURAL GRASS LA N DS (1.0 %) 0 .3 5 100 .0 % 0.35
100 .0% 0 .35
I, IN /HR B/(T C+D)"E 5.48
T Y PE SF I ACRES
A , ACRES NAT URAL G RAS S LAN DS 245,880 5 .64
245 ,880 5 .64
Q ,CFS CI A 10 .83
PROPOSED :
T RAV EL V , FPS T IME
T Y PE LF I % (FI G 5) SEC I MI N
T C, MIN LA ND SCAPED AR EAS 80 1.0% 0.90 88 .89 1.48
PAV E M E NT SHEET FLOW 80 1 .0 % 2 .8 3 28 .24 0 .47
CO NCRETE GUTTER 800 1.0 % 3.00 266 .67 4.44
10.00
I T YPE C (TBL5) I % c I
C.-LAND SCAPED AREAS (1 .0 %) 0 .40 22 .5 % 0 .09
IMP ERVI OU S AREAS 0 .90 77 .5 % 0 .70
10 0 .0% 0.79
I, IN/HR B/(T C +D )"E 7.69
I TYPE SF I ACRES I
A , AC RES LA N DS CAPED AREAS 67 ,820 1.56
IMPERVIOUS AREAS 233,600 5.36
301,420 6 .92
O .CFS CIA 41.92
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
C ITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
5 YR STORM
B
76
D
8 .5
D RAINAGE AREA 2
EXI ST ING
TRAVEL
I T Y PE L F I %
TC , M IN NAT URAL GRASSLANDS 1080 1.0 %
T Y PE
C -NATU RAL GRASSLAN DS (1.0%)
I, IN/HR B/(T C+D )"E
TYPE
A , AC RES NATURAL G RAS SL A NDS
Q , C FS CI A
PROPOSED:
E
0.785
V ,FPS
(FIG 5 )
0 .90
C (TBL5)
0 .35
I
10/18 /05 10 :33 PM
TI ME
SEC I M IN
1,200 .00 20 .00
20 .00
% c
100 .0 % 0 .35
100 .0 % 0 .35
5.48
S F I ACRE S
26 2,260 6 .02
262 ,260 6.02
11.55
*DETENTI ON PO ND DATA US ED FRO M THE ATTACHED D RAINAG E REPORT FOR PONDE ROSA PLACE -TRACT B
DRAINAGE AREAS 1 AND 2
EXISTING
TRAVEL V , FPS T IME
I T Y PE LF I % (F IG 5) SE C I M IN
T C .MIN NATURAL GRASS LA N DS 1080 1 .0 % 0 .90 1,200 .00 20 .00
20 .00
I TYPE C (TBL5) I % c
C , -NATU RAL GRASSLANDS (1 .0 %) 0 .35 10 0 .0 % 0.3 5
100.0% 0 .35
I, IN/HR B/(T C+D)"E 5.48
I TYPE SF ACRES
A , ACRES NATU RAL GRASSLANDS 508 ,140 11.67
508 ,140 1 1.6 7
Q ,CF S CIA 22 .37
PROPOSED:
*SEE PO ST-DEVELOPMENT INFLOW HYDROGRAPH
I
I
I
I
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10 /18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COU NTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
5 YR STORM 76 8 .5 0.785
DRAINAGE AREA 3
EXISTING
TRAVEL V , FPS TI ME
I TYPE LF I % (FIG 5) SEC I MI N
T C, MIN NATURAL GRASSLANDS 4 30 2 .6 % 0.90 477.7 8 7 .96
10.00
TYPE C (TBL5) I % c I
C ,-NATURAL GRASSLANDS (1.0 %) 0 .35 100.0 % 0 .35
100 .0 % 0 .35
I, IN /HR B/(TC+D)"E 7 .69
I TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 56 ,630 1.30
56,630 1.30
Q ,CFS CIA 3.50
PROPOSED:
TRAVEL V,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LANDSCAPED AREAS 100 1.0 % 0 .90 111 .11 1.85
CONCRETE GUTTER 300 1.0 % 3.00 100 .00 1.67
10 .00
TYPE C (TBL5) I % c I
C , -LA NDSCAPE D AREAS (1.0 %) 0 .40 82 .1% 0 .33
IMPERVIOUS AREAS 0 .90 17 .9% 0 .16
100 .0% 0.49
I, IN /HR B/(TC+D )"E 7 .69
I TYPE SF I ACRES I
A, ACRES LANDSCAPED AREAS 4 ,500 0 .10
IMPERVIOUS AREAS 980 0 .02
5,480 0 .13
Q ,CFS CIA 0.47
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
5 YR STORM
Q peak
T c
T ime (min)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
B D E
76 8 .5 0.785
POST-DEVELOPMENT INFLOW HYDROGRAPH
41 .92 cfs
0 .166 7 hr
Time (hr) Area 1 runoff Area 2 Pond Discharge
0 .00 0 .00 0.00
0 .02 4 .19 0 .01
0.0 3 8 .38 0 .04
0 .05 12 .58 0 .14
0.07 16.77 0 .37
0 .08 20 .96 0 .80
0 .10 25 .15 1.51
0 .12 29 .34 2.57
0 .13 33 .54 4 .04
0 .15 37 .73 5 .54
0 .17 41 .92 6 .57
0 .18 39 .82 7.45
0 .20 37.73 8 .18
0 .22 35.6 3 8 .78
0 .2 3 33 .54 9.29
0.25 31.44 9.73
0 .2 7 29 .34 10 .10
0 .28 27 .25 10.42
0 .30 25 .15 10 .68
0 .32 23 .06 10 .90
0 .33 20 .96 11 .08
0 .35 18.86 11.22
0 .37 16 .77 11 .32
0 .38 14 .67 11.38
0.40 12 .58 11.41
0.42 10.48 11.41
0.4 3 8 .38 11.37
0.45 6 .29 11 .30
0.47 4.19 11 .20
0.48 2.10 11 .06
0.50 0 .00 10 .89
0.52 0 .00 10 .71
0 .53 0 .00 10 .52
0 .55 0 .00 10 .33
0 .57 0 .00 10.14
0 .58 0 .00 9 .95
0 .60 0 .00 9 .76
0 .62 0 .00 9 .58
0.63 0 .00 9 .39
0 .65 0.00 9 .20
0 .67 0 .00 . 9 .01
0 .68 0.00 8 .82
0 .70 0.00 8 .63
0 .72 0 .00 8.44
0 .73 0 .00 8 .25
0 .75 0.00 8 .06
0 .77 0.00 7 .88
10 /1 8/05 10 :33 PM
Total Flow
0 .00
4 .20
8.42
12 .72
17 .14
2 1.76
26.66
31 .91
37 .58
43 .26
48.49
47 .28
45 .91
44.41
42 .83
41 .17
39.45
37 .67
35 .84
33 .96
3204
30 .08
2809
26 .05
23 .99
21.89
19 .76
17 .59
15.39
13.16
10 .89
10 .71
10 .52
10 .33
10 .14
9 .95
9 .76
9 .58
9 .39
9 .20
9 .01
8 .82
8 .63
8.44
8 .25
8 .06
7 .88
R & S LEASING· COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10:33 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: I B I D I E I 5 YR STORM 76 8.5 0.785 47 0.78 0.00 7.69 7.69 48 0.80 0.00 7.50 7.50 49 0.82 0.00 7.31 7.31 50 0.83 0.00 7.12 7.12 51 0.85 0.00 6.93 6.93 52 0.87 0.00 6.74 6.74 53 0.88 0.00 6.55 6.55 54 0.90 0.00 6.36 6.36 55 0.92 0.00 6.17 6.17 56 0.93 0.00 5.98 5.98 57 0.95 0.00 5.78 5.78 58 0.97 0.00 5.59 5.59 59 0.98 0.00 5.40 5.40 60 1.00 0.00 5.73 5.73 61 1.02 0.00 5.12 5.12 62 1.03 0.00 4.72 4.72 63 1.05 0.00 4.39 4.39 64 1.07 0.00 4.12 4.12 65 1 08 0.00 3.87 3.87 66 1.10 0.00 3.65 3.65 67 1.12 0.00 3.44 3.44 68 1.13 0.00 3.26 3.26 69 1.15 0.00 3.09 3.09 70 1.17 0.00 2.93 2.93 71 1.18 0.00 2.78 2.78 72 1.20 0.00 2.65 2.65 73 1.22 0.00 2.52 2.52 74 1.23 0.00 2.40 2.40 75 1.25 0.00 2.29 2.29 76 1.27 0.00 2.19 2.19 77 1.28 0.00 2.10 2.10 78 1.30 0.00 2.01 2.01 79 1.32 0.00 1.92 1.92 80 1.33 0.00 1.84 1.84 81 135 0.00 1.77 1.77 82 1.37 0.00 1.69 1.69 83 1.38 0.00 1.63 1.63 84 1.40 0.00 1.57 1.57 85 1.42 0.00 1.51 1.51 86 1.43 0.00 1.45 1.45 87 1.45 0.00 1.40 1.40 88 1.47 0.00 1.35 1.35 89 1.48 0.00 1.30 1.30 90 1.50 0.00 1.25 1.25 91 1.52 0.00 1.21 1.21 92 1.53 0.00 1.17 1.17 93 1.55 0.00 1.13 1.13 94 1.57 0.00 1.09 1.09 95 1.58 0.00 1.06 1.06 96 1.60 0.00 1.02 1.02 97 1.62 0.00 0.99 0.99 98 1.63 0.00 0.96 0.96 99 1.65 0.00 0.93 0.93 100 1.67 0.00 0.90 0.90
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
5 YR STOR M
101
102
103
104
105
106
10 7
108
109
110
111
112
113
114
115
50 .00
40 .00
20 .00
0 .00
0 .00
B D
76 8 .5
1 .68 0 .00
1 .70 0.00
1.72 0.00
1.73 0.00
1.75 0 .00
1 .77 0 .00
1 .78 0 .00
1.80 0.00
1.82 0.00
1 .83 0 .00
1.85 0.00
1.87 0 .00
1.88 0.00
1.90 0 .00
1.92 0.00
. 0 .50 1.00 1.50
E
0.785
0 .88
0 .8 5
0.82
0 .80
0 .78
0 .7 6
0 .74
0 .72
0 .70
0 .68
0 .6 6
0 .64
0 .63
0 .61
0 .60
2 .00
10/18 /05 10:33 PM
0.88
0 .85
0 .82
0 .80
0.78
0 .76
0 .74
0 .72
0 .70
0 .68
0.66
0 .64
0 .63
0 .61
0 .60
2 .50
I-+-Area 1 Runoff --Area 2 Pond Discharge -.-Total Post-Developm ent Inflow I
POND-2 Version: 5.21 S /N:
EXECUTED: 08-22-2005 15:16:36
********************************************
*
.*
*
*
*
*
R&S LEASING -CS PR OFESSIONAL BLDG TWO
COLLEGE STATION, TX
5 YEAR STORM
*
*
*
*
*
*
********************************************
Inflow Hydrograph: s :\engr\deta in\rsme d \5D EV .HYD
Rating Table file: s:\engr\detain \rsmed \RSMED .PND
----I NITI AL CONDITIONS ----
Elevation 305 .1 8 ft
Ou tfl ow 0.00 cfs
Storage 0 .00 ac-ft
INTERMEDIATE
Page 1
ROUTI NG
GIVEN POND DATA COMPUTATIONS
--------------------------------------------------------
ELEVATION I OUTFLOW I STORAGE I I 25 /t I 2S /t + 0
(ft) I (cfs) I (ac-ft) I I (cfs) I (cfs)
---------1---------1----------1 1------------1-------------
305.1 8 I 0 .0 I 0 .0001 I 0.0 I 0 .0
305 .43 I 0.0 I 0.001 I 1. 4 I 1. 4
305.68 I 0.3 I 0 .008 I 11 . 3 I 11.6
305 .93 I 0 .7 I 0.026 I 38 .1 I 38.8
306 .18 I 1. 4 I 0.060 I 86 .5 I 87 .9
306 .4 3 I 2 .5 0.105 I 15 2 .2 I 15 4 .7
306 .68 I 4.0 0 .164 I 237 .1 I 241 .1
306 .93 I 5.8 0.237 I 343 .6 I 349 .4
307 .1 8 I 8.2 0.324 I 4 69 .2 I 477 .4
30 7 .43 I 11. 0 0 .415 I 601 .8 I 612.8
307 .68 I 14.3 0 .511 I 740 .7 I 755 .0
307.93 I 18.1 0 .612 I 886.1 I 9 0 4 .2
308.18 I 22.5 0 . 717 I 1038 .6 I 1061 .1
308.43 I 27.5 0 .828 I 11 99. 5 I 1227 .0
308.68 I 33 .1 0 .945 I 1369.0 I 14 02 .1
308.93 I 37.9 1 .0681 I 1 547.4 I 15 8 5 .3
309.00 I 39 .3 1.1031 I 1599.0 I 163 8 .3
-------------------------------------------------------
Time i ncrement (t) = 0 .0 17 h r s .
S:\2005152805-291 R&S-medical\drain report \dra in report-R&S MED REVIS ED .doc
POND-2 Ver sion: 5 .21 S I N: Page 2
EXECUTED : 08 -22 -2005 15 :16 :36
Pond File: s :\eng r \detain \r s ed\RSMED .PND
Inflow Hydrograph : s:\engr \detain \rs ~ed \5DE V .HYD
Ou tfl ow Hydrograph: s :\engr \detain \rs ~e d \OUT .HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
-----------------------------------------------------------------------
TIME I INFLO\.'J I I Il+I2 25 ;::. -0 25 /t + 0 I OU TFL OW I L.,EVATION I
I (hrs) I (cfs ) I I (c fs ) (c:s ) (cfs) I (cf s ) I (ft ) I
1--------1---------1 1--------------------------------1---------1---------1
0 .00 I 0 .0~1 :.J 0 .01 0 . '.:') I 30 5 .18 I I
I 0 .0 17 4 .2C i 4 .2 ~.o 4 .21 0 .08 I 30 5 .5 0
I 0 .033 8 .4 21 12 .6 15 .9 16 .71 0.37 305 .73
I 0 .050 12 .72 1 21.1 35 .7 37 .ol 0 .67 305 .91
I 0 .067 17 .14 29 .9 63 .4 65 .6 1 1. 08 306 .07
I 0 .083 21 .76 38.9 99 .0 102.31 1. 64 306 .23
I 0 .1 00 26.66 4 8.4 142 .7 147 .4 1 2.38 30 6.4 0
I 0 .117 31 .91 58.6 194 .6 201.21 3.31 306 .56
I 0 .13 4 37.5 8 69.5 255 .4 264 .ll 4.3 8 306 .73
I 0.15 0 43 .26 80.8 325 .0 336 .21 5 .5 8 306 .90
I 0 .167 4 8 .49 91.8 4 02 .7 416 .81 7.06 307.06
I 0 .184 47.2 8 95.8 4 8 1. 2 49 8 .41 8 .64 307 .22
I 0 .200 45 .9 1 93.2 553 .9 574.31 1 0.21 307 .36
I 0 .217 44 .41 9 0 .3 620 .8 644.3 1 11.7 3 307 .49
I 0 .23 4 42.83 87 .2 68 1 .6 708.ol 13. 21 307.60
I 0 .2 5 0 41 .17 8 4.0 736 .5 765.61 14.57 307 .7 0
I 0 .267 39 .45 80 .6 78 5.3 81 7 .ll 1 5.88 307 .7 8
I 0 .284 37 .67 77.1 828 .4 862.41 1 7.04 307.86
I 0 .301 35.84 1 73 .5 8 65 .8 9 0 1. 9 I 1 8 .04 307 .93
I 0 .317 33.96 1 69.8 8 97 .6 935.6 1 1 8 .9 8 307 .98
I 0 .334 32.04 1 66.0 924 .1 963.6 1 1 9 .77 308.02
I 0.351 30 .081 62.1 945 .4 9 8 6.2 1 20 .4 0 308 .06
I 0. 367 2 8 .091 5 8 .2 961. 8 1003 .6 1 2 0 .89 308 .09
I 0.384 2 6 .05 54.1 973.5 1 016 .ol 21. 23 308.11
I 0.401 23 .99 5 0 .0 980 .7 1 023.51 21 .45 308 .12
I 0.417 21.89 45 .9 983 .5 1 026.51 21 .53 308.12
I 0.434 19.76 41. 7 9 82 .1 1 025.ll 21.49 308.12
I 0.451 1 7.59 37.4 976 .8 1 019.51 21 .33 308 .11
I 0 .468 15 .39 33.0 967.7 1009.8 1 21.0 6 30 8.10
I 0.484 13 .16 2 8 .6 954 .9 996 .21 20 .68 308.0 8
I 0.501 10 .89 24.l 938 .5 97 8 .91 20 .19 30 8 .05
I 0.518 10.71 21. 6 92 0 .8 96 0 .ll 19 .67 30 8 .02
I 0.534 10 .52 21. 2 903 .7 942 .01 19 .16 30 7 .99
I 0.551 10 .33 20.9 887.2 924.61 1 8 .67 307 .96
I 0 .56 8 10 .14 20.5 8 71.3 907.71 1 8.20 30 7 .94
I 0.584 9 .95 20.1 8 55.8 891. 4 I 17.77 307.91
I 0.601 9 .76 19.7 8 40.8 87 5 .51 1 7.37 307.88
I 0 .61 8 9.58 1 9 .3 82 6 .2 860 .ll 16 .9 8 307.86
I 0.635 9.39 19.0 812 .0 845 .2 1 16.60 307 .83
I 0.651 9 .20 1 8.6 798 .1 830.61 1 6.22 307.81
I 0.668 9.0ll 18.2 784 .6 816.31 15 .8 6 307 .7 8
I 0.6 85 8.821 17.8 771 . 4 802.41 15.51 307.76
I 0.701 8.631 17 .5 758.5 7 88.91 15.16 307.7 4
I 0.71 8 8.441 17.1 746.0 775.61 1 4.82 307.71
I 0.735 8.251 16.7 733.7 762.61 14.49 307 .6 9
-----------------------------------------------------------------------
S :\2005\52805-291 R&S-medical \drain reportl drain report -R&S MED REVISED .doc
PONu-2 Vers ion: 5.21 S /N:
EXE CU TED: 08 -22-2 00 5 15 :16 :36
Po~d File: s :\engr \detain\rsmed \RSMED
In:~ow Hydrograph: s :\engr \detain\rsmed \5DE V
Outflow Hydrograph: s :\engr \deta in \rsmed \OUT
.PN D
.HYD
.HYO
IN?~OW HYDROGRAPH ROU TING CO MPUTATI ONS
Page 3
~=ME INFLOW I Il+I2
(cfs )
2S /t -0 I 2S/t + 0 I OUT FL OW !ELEVATION !
:-.rs ) I (cfs) I
-----------------!
: . 7 s:
:.76 8
C .785
C .8 02
C .81 8
C .835
0 .852
.868
.885
0.902
0 .918
0 .935
0 .952
0 .969
0 .9 85
1 .002
1 .019
1.035
1.052
1 .0 6 9
1 .086
1.1 02
1.119
1 .136
.152
1.1 69
1 .1 86
.202
1. 219
1.236
_.252
1. 269
1. 286
1 .303
1. 319
1. 336
1. 353
1. 369
1. 386
1.403
1. 419
1. 436
1.4 5 3
1 .470
1. 486
1.503
8 .06'
7.88
7 .69
7 .5 0
7 .3 1
7.12
6 .93
6 .74
6.55
6 .36
6.17
5.9 8
5 .78
5.59
5 .4 0
5 .73
5 .1 2
4.72
4 .39
4.12
3 .871
3 .651
3 .441
3 .261
3 .091
2 .9 31
2 .7 81
2 .651
2 .5 21
2.401
2.291
2 .191
2 .101
2 .011
1. 92 I
1. 84 I
1. 77 I
1. 69 I .
1 .631
1. 5 7 I
1. 51 I
1. 45 I
i. 4o I
1. 35 I
i. 30 I
1. 2 5 I
16 .3
15 .9
15.6
15 .2
14 .8
14 .4
14 .1
13 . 7
13 . 3
1 2 .9
12.5
1 2 .2
11 .8
11. 4
11. 0
11.1
1 0 .9
9 .8
9.1
8.5
8 .0
7 .5
7.1
6.7
6.4
6 .0
5.7
5.4
5 .2
4.9
4.7
4.5
4 .3
4.1
3 .9
3.8
3.6
3.5
3 .3
3 .2
3.1
3.0
2. 9.
2.8
2 .7
2 .6
(cfs ) I (cfs) I (cfs) I (ft) I
------------1-----------1---------'---------l
7:2 2_. 6 I
709 .8 I
698.1
686 .6
675 .3
664 .2
653 .2
642.3
631.7
621 .1
61 0 .6
600 .3
59 0 .l
5 80 .0
569.8
56 0 .3
55 0 .9
540 .9
53 0 .6
52 0.1
509.6
499.1
4 88 .6
478 .2
467 .8
457 .6
447.4
437 .4
427.4
417.6
408.0
398 .5
389.2
380.1
371.1
362.3
353.7
345 .3
337 .0
328.9
321.0
313 .2
305.5
298 .0
290 .7
283.5
750 .01
737 .51
725.31
713 .31
701.41
6 89 .71
678 .21
666 .9 1
655.61
644 .61
633 .61
622 .81
612 .ll
601.51
590 .9
5 8 1 .0
571 .1
560 .7
550.0
539.1
52 8.l
517.l
5 06 .2
495.3
484.5
4 73.8
463.3
452.8
442.5
432.3
4 22 .3
412.5
4 02 .8
393.3
384.0
374.8
365.9
357.1
34 8.6
340.2
332 .0
323 .9
316.0
308 .3
30 0 .7
293.3
14 .18
13 .9 0
13 . 61
13 . 33
13 . 06
1 2.7 9
1 2.5 2
12.26
11. 99
11 . 74
11. 4 8
1 1. 23
1 0 .99
1 0 .77
1 0.55
1 0 .34
1 0 .14
9.92
9.7 0
9 .4 8
9 .25
9.02
8 .80
8.57
8 .35
8 .13
7.94
7.74
7.55
7.36
7.17
6.9 8
6.8 0
6 .62
6 .45
6 .2 8
6 .11
5 .95
5.79
5 .65
5.51
5.3 8
5.25
5.12
4.99
4.87
307 .67 I
307 .65 I
307 .63 I
307 .61 1·
307 .59 I
307.57 I
307.55 I
307.53 I
307.51 I
:307 .49 I
307 .47 I
307.45 I
307 .43 I
307 .41 I
307 .39 I
307 .37 I
307.35 I
307 .33 I
307.31 I
307 .29
307.27
307.25
307 .23
307.21
307 .19
307.17
307 .15
307 .13
307.11
307 .09
307 .07
307.05
307.03
307.02
307 .00
306 .9 8
306 .96
306 .95
306 .93
306 .91
306 .89
306.87
306.85
306.84
306.82
306.80
S :\200515 2805-291 R&S-m edical\drain reportl dra in report-R&S MED REVISED.doc
POND-2 Version: 5 .21 S /N: Page 4
EXE CUTED : 08-22 -2005 15:16:36
Pond File : s :\engr \deta in \rsmed \RSMED .PND
.H YD
.HYD
Inflow Hydrograph: s :\engr \de t a in \rsmed \5DEV
Ou tfl ow Hydrograph: s:\engr \detain\rsmed \OUT
INFLOW HYDROGRAPH
TIME I
(h rs ) I
1--------
! l .52C.
I 1 .536
J 1 .55 3
I 1 .57 0
I 1.5 8 6
1.6 0 3
1 .62 0
1 .637
1 .65 3
1 .67 0
1 .6 87
1.7 03
1 .720
1.737
1.753
1 .77 0
1.787
1 .8 0 4
1 .820
1 .837
1.854
1.87 0
1.8 87
1 .9 04
1.9 20
INFLO W I
(cfsl I
l. ":':
l .17 f
1 .13 J
1.0 9 1
1.0 6 1
1 .02 1
0 .99 J
0 .96 J
0 .93
0 .9 0
0.88
0.8 5
0 .82
0.80
0 .7 8
0 .76
0 .74
0 .72
0 .70
0 .6 8
0.66
0.64
0 .63
0 .61
0 .6 0
ROUT I NG COMPUTATIONS
Il+I2 2 5 /t -0 I 25 /t + 0 I OUTFL OW !ELEVATION !
I (cf s) I (cf s ) I (cfs} I (cf s} I (ft ) I
1---------1------------1-----------1---------·---------I
2 .5 I 276 .5 286 .0I 4 .75 30 6 .7 8
2 .4 269 .6 2 7 8 .9 J 4.63 30 6.7 7
2 .3 2 6 2 .9 271.9 4.51 306 .75
2 .2 2 56 .3 265.1 4 .40 306 .7 4
2 .2 249 .9 258 .5 4 .29 30 6.72
2 .1 243 .6 252 .0 4 .18 306.71
2 .0 237 .5 245 .6 4 .08 306.69
2 .0 231 .5 239 .4 3 .97 306.68
1. 9
1.8
1.8
1.7
1.7
1.6
1.6
1.5
1.5
1.5
1 .4
1 .4
1.3
1.3
1.3
1 .2
1 .2
22 5.6
219.9
2 14.4
209 .0
203 .7
1 98.6
193.6
188 .7
184 .0
179.4
174.9
170.5
166.2
162.1
158.1
154.2
150.3
233.4
227 .5
221 .7
216 .1
210 .6
205 .3
200 .l
195 .1
19 0 .2
1 8 5.4
1 80 .8
17 6.3
171.8
1 67 .5
1 63 .4J
1 59 .31
155 .41
3 .87
3 .76
3 .66
3.57
3.47
3.38
3 .29
3.20
3.1 2
3 .03
2 .95
2 .87
2 .80
2.72
2 .65
2 .5 8
2.51
306.66
306.64
306.62
306.61
306 .59
306.5 8 I
306 .56 I
306.55 I
3o6.5 3 I
306.5 2 1.
306.51 I
3o6 .49 I
306.48 I
306 .4 7 I
306 .46 I
306 .44 I
306 .43 I
S:\2005152805-291 R&S-medical \drain report\drain report-R&S MED REVISED .doc
POND-2 Ve r s i o n: 5.2 1 S /N: Page 5
EXECUT ED : 08 -22 -200 5 15:16:36
****************** S UMMARY OF ROUTI NG COM PUTATION S ******~~~*********
Pond File:
Inflow Hydrograph :
s:\eng r \detai~\rsmed \RSMED
s:\engr \de c a~~\rsmed \5DE V
s :\engr\deta~n \rsmed \OUT
.PND
.EYD
.HYD Outflow Hydrograph:
Star ting Pond W.S . E leva t ion 3 0 5 .18 ft
***** S ummary of Peak Ou tflow and Peak Elevation
Peak Infl ow
Peak Outfl ow
Peak Elevat i on
4 8 .49 cfs
21.53 cfs
3 08 .12 ft
***** Summary of Appr ox imate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Po nd
0.00 ac -ft
0.69 ac -ft
0 .69 ac -ft
*****
Warning : Inflow hydrogra p h truncated on right side .
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
Peak Inflow
Peak Ou tflow
Peak Elev ation
s:\engr\detain \rsmed \RSMED
s:\engr\detain \rsmed \5DEV
s :\engr\detain \rsmed \OUT
48.49 cfs
21 .53 cfs
308 .12 ft
S:\20051528 05-291 R&S-medicall drain reportl drain report-R&S MED REVISED .doc
.PND
.HYD
.HYD
EXECUTE D : 08-2 2 -2005
15:16:36
.0 9
. ]_ 7
. _ '.)
.43
.51
.6
.6 8
.77
.8 5
.9 4
1.02
1.11
1.19
i. 28
i. 36
1 .45
.5 3
1 .62
1 .7
1. 79
1. 87
PO D-2 Ve r s ion: 5 .21 S /N: ?age 6
Flow (cf s )
0 .0 5.0 1 0 .0 15 .0 20 .0 25 .0 3 0 .0 35 .0 4 0 .0 45 .C 5 J .O 55 .0
.------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1-
1 -I x *
I x *
-I x
:(
--
·'·
}:
I x
-I *x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
I
TIME
(hrs)
x File : s :\engr\detain \rsmed\OUT .HYD
.HYD
Qmax
Qmax
21. 5 cfs
48 .5 c:s * File : s :\engr\detain \rsmed \SDEV
S:\2005152805-291 R&S-medicall drain reportl dra in report -R&S MED REV ISED .doc
10-YR STORM EVENT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE ST A TION
BRAZOS COUNTY, TEXAS
R & S LEAS ING -COL LE GE STATION PROFESSI O NAL BL DG TWO 10 /18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, T EXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
10YR STORM 80 8.5 0 .76 3
DRAINAGE AREA 1
EXISTING
TRAVEL V ,FPS TI ME
I TYPE LF I % (FIG 5) SEC I MIN
TC . MIN NATURAL GRASSLANDS 1080 1.0% 0.90 1,200 .00 20 .00
20 .00
TYPE C (TBL5) I, % c I c. -NATURAL GRASSLANDS (1.0 %) 0 .35 100 .0 % 0 .35
100 .0 % . 0 .35
I , IN /HR B/{TC+D )"E 6 .21
TYPE SF I ACRES
A , ACRES NATURAL GRASSLANDS 245 ,880 5.64
245 ,880 5 .64
Q ,CFS C IA 12 .27
PROPOSED:
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LANDSCAPED AREAS 80 1.0 % 0 .90 88.89 1.48
PAVEMENT SHEET FLOW 80 1.0 % 2 .83 28 .24 0 .47
CONCRETE GUTTER 800 1.0 % 3.00 266.67 4 .44
10 .00
I TYPE C (TBL5) I % c I c -LANDSCAPED AREAS (1.0 %) 0.40 22 .5 % 0 .09
IMPERViOUS AREAS 0 .90 77 .5% 0.70
100.0 % 0 .79
I , IN/HR B/(TC+D)"E 8 .63
I TYPE SF I ACRES I
A, ACRES LANDSCAPED AREAS 67 ,820 1.56
IMPERVIOUS AREAS 233 ,600 5 .36
301,420 6 .92
Q ,CFS CIA 47 .05
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
10 YR STOR M
EXISTING
TC , MIN
c -
I, IN /HR
A , ACRES
Q,CFS
PROPOSED:
B D E
80 8 .5 0 .763
DRAINAGE AREA 2
TRAV EL V ,FP S
T YPE LF I % (FIG 5)
NATU RAL G RASSLA NDS 1080 1.0% 0 .90
TYPE C (TBL5)
NATURAL GRASSLANDS (1 .0 %) 0 .35
B/(TC+D )"E
TYPE
NATURAL GRASSLANDS
CIA
I
10/18/05 10:33 P M
TI ME
SE C I MI N
1,200.0 0 20 .00
20 .00
% c
100 .0 % 0 .35
100.0% 0 .35
6.21
SF I ACRES
262,260 6 .02
262,260 6 .02
13.08
*DETENTION POND DATA USED FROM THE ATTACHED DRAINAGE REPORT FOR PONDEROSA PLACE -TRACT B
DRAINAGE AREAS 1 AND 2
EXISTING
TRAVEL V ,FPS TIME
I TYPE LF I % (FIG 5) SEC I MIN
TC , MIN NATURAL GRASSLANDS 10 80 1.0% 0 .90 1,200 .00 20 .00
20.00
I TYPE C (TBL5) I % c
c -NATURAL GRASSLANDS (1 .0 %) 0 .35 100 .0 % 0 .35
100 .0 % 0 .35
I, IN /HR B/(TC+D)"E 6 .21
I TYPE SF I ACRES
A , ACRES NATURAL GRASSLANDS 508 ,140 11.67
508 ,140 11 .67
Q ,CFS CIA 25 .35
PROPOSED:
*SEE POST-DEVELOPMENT INFLOW HYDROGRAPH
I
I
I
R & S LEASING -COLLEGE STATIO N PRO FE SSIO NAL B L DG TWO 10/18 /05 10 :33 PM
CITY OF COLLEGE STAT ION, BRAZ O S CO UNTY, T EXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DES IGN STANDAR DS
STORM EVENT: B D E
10 YR STOR M 80 8 .5 0 .763
DRAINAGE AREA 3
EXISTING
TRAV EL V , FPS TI ME
I TYPE LF I % (FIG 5) SEC I MI N
TC , MIN NATURAL GRASSLANDS 430 2 .6 % 0 .90 477 .78 7 .96
10.00
TYPE C (TBL5) I % c I c -NATURAL GRASSLANDS (1 .0 %) 0 .35 100.0% 0 .35
100 .0 %· 0 .35
I , IN /HR B/(TC+D )"E 8 .63
I TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 56 ,630 1.30
56 ,630 1.30
Q ,CFS CIA 3 .93
PROPOSE D:
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LA NDSCAPED AREAS 100 1.0 % 0 .90 111.11 1.85
CO NCRETE GUTTER 300 1.0 % 3 .00 100 .00 1.67
10.00
I TYPE C (TBL5) I % c I
C,-LANDSCAPED AREAS (1 .0 %) 0.40 82 .1% 0 .33
IMPERV IO US AREAS 0 .90 17.9 % 0 .16
100.0% 0 .49
I, IN /HR B/(TC+D )"E 8 .63
I TYPE SF I ACRES I
A , ACRE S LANDSCAPED AREAS 4 ,500 0 .10
IMPERV IOUS AREAS 980 0 .02
5 ,480 0 .13
Q ,CFS CIA 0 .53
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/1 8/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
10 YR STORM 80 8 .5 0.763
POST-DEVELOPMENT INFLOW HYDROGRAPH
Qpeak 47 .05 cfs
Tc 0 .1667 h r
Time (min) Time (hr) Area 1 runoff Area 2 Pond Discharge Total Flow
0 0 .00 0 .00 0 .00 0 .00
1 0 .02 4 .7 1 0 .01 4 .71
2 0 .03 9.41 0 .04 9.45
3 0 .05 14 .12 0 .16 14.27
4 0 .07 18 .82 0.41 19 .23
5 0 .08 23 .53 0.90 24.42
6 0 .10 28 .23 1 .69 29 .92
7 0 .12 32 .94 2.86 35.80
8 0 .13 37 .64 4 .53 42 .17
9 0 .15 42 .35 5 .86 48.20
10 0 .17 47 .05 6 .90 53.95
11 0 .18 44 .70 7 .80 52 .50
12 0.20 42 .35 8 .54 50.88
13 0.22 39.99 9 .16 49.15
14 0 .23 37.64 9.68 47 .33
15 0 .25 35.29 10.13 45.42
16 0 .27 32 .94 10.52 43.46
17 0 .28 30 .58 10 .85 41.43
18 0 .30 28.23 11 .12 39 .35
19 0 .32 25 .88 11 .35 37.23
20 0.33 23 .53 11 .54 35 .06
21 0 .35 21 .17 11.68 32 .85
22 0 .37 18.82 11 .79 30.61
23 0.38 16 .47 11.86 28.33
24 0.40 14 .12 11 .89 26 .01
25 0.42 11.76 11 .89 23.66
26 0.43 9.41 11 .86 21.27
27 0.45 7 .06 11 .79 18 .85
28 0.47 4 .71 11 .69 16.40
29 0.48 2 .35 11.56 13 .91
30 0 .50 0 .00 11 .39 11.39
31 0.52 0.00 11 .20 11 .20
32 0 .53 0 .00 11.01 11 .01
33 0 .55 0 .00 10.82 10 .82
34 0 .57 0 .00 10.63 10.63
35 0 .58 0 .00 10.45 10.45
36 0 .60 0.00 10 .26 10 .26
37 0 .62 0 .00 10 .07 10.07
38 0 .63 0 .00 9 .88 9.88
39 0 .65 0 .00 9.69 9 .69
40 0 .67 0 .00 9.50 9 .50
41 0 .68 0 .00 9 .32 9.32
42 0 .70 0 .00 9 .13 9 .13
43 0.72 0 .00 8 .94 8 .94
44 0 .73 0 .00 8.75 8.75
45 0.75 0 .00 8 .56 8 .56
46 0 .77 0 .00 8 .37 8 .37
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10:33 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: I B I D I E I 10 YR STORM 80 8.5 0.763 47 0.78 0.00 8.18 8.18 48 0.80 0.00 7.99 7.99 49 0.82 0.00 7.80 7.80 50 0.83 0.00 7.61 7.61 51 0.85 0.00 7.42 7.42 52 0.87 0.00 7.23 7.23 53 0.88 0.00 7.04 7.04 54 0.90 0.00 6.85 6.85 55 0.92 0.00 6.66 6.66 56 0.93 0.00 6.47 6.47 57 0.95 0.00 6.28 6.28 58 0.97 0.00 6.09 6.09 59 0.98 0.00 5.90 5.90 60 1.00 0.00 5.71 5.71 61 1.02 0.00 5.52 5.52 62 1.03 0.00 5.33 5.33 63 1.05 0.00 5.45 5.45 64 1 07 0.00 4.98 4.98 65 1.08 0.00 4.61 4.61 66 1.10 0.00 4.30 4.30 67 1.12 0.00 4.03 4.03 68 1.13 0.00 3.79 3.79 69 1.15 0.00 3.58 3.58 70 1.17 0.00 3.38 3.38 71 1.18 0.00 3.20 3.20 72 1.20 0.00 3.04 3.04 73 1.22 0.00 2.88 2.88 74 1.23 0.00 2.74 2.74 75 1.25 0.00 2.61 2.61 76 1.27 0.00 2.48 2.48 77 1.28 0.00 2.37 2.37 78 1.30 0.00 2.26 2.26 79 1.32 0.00 2.16 2.16 80 1.33 0.00 2.07 2.07 81 1.35 0.00 1.98 1.98 82 1.37 0.00 1.89 1.89 83 1.38 0.00 1.82 1.82 84 1.40 0.00 1.74 1.74 85 1.42 0.00 1.67 1.67 86 1.43 0.00 1.61 1.61 87 1.45 0.00 1.55 1.55 88 1.47 0.00 1.49 1.49 89 1.48 . 0.00 1.43 1.43 90 1.50 0.00 1.38 1.38 91 1.52 0.00 1.33 1.33 92 1.53 0.00 1.28 1.28 93 1.55 0.00 1.24 1.24 94 1.57 0.00 1.20 1.20 95 1.58 0.00 1.16 1.16 96 1.60 0.00 1.12 1.12 97 1.62 0.00 1.08 1.08 98 1.63 0.00 1.05 . 1.05 99 1.65 0.00 1.01 1.01 100 1.67 0.00 0.98 0.98
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
10 YR STORM
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
60 .00
50.00
40.00
30 .00
20 .00
10 .00
0 .00
0 .00
1.68
170
1.72
1 .7 3
1 .75
1.77
1 .78
1.80
1.82
1 .83
1.85
1.87
1.88
1.90
1 .92
B D
80 8 .5
0 .00
0 .00
0 .00
0 .00
0 .00
0.0 0
0 .00
0 .00
0 .00
0.0 0
0 .00
0 .00
0.00
0 .00
0 .00
. 0 .50 1.00 1.50
E
0 .76 3
0 .95
0.92
0 .89
0 .87
0 .84
0 .82
0 .79
0 .77
0 .75
0.73
0 .71
0 .69
0 .67
0 .65
0.64
2 .00
10/18/05 10 :33 P M
0 .95
0 .92
0 .89
0 .87
0 .84
0 .82
0 .79
0.77
0 .75
0.73
0 .71
0 .69
0 .67
0 .65
0 .64
2 .50
1 •
I-+-Area 1 Runoff ----Area 2 Pond Discharge __..._Total Post-Development Inflow I
POND-2 Ve rsion: 5 .21 S/N :
EXECUTED: 08 -22-20 05 15 :11:43
********~***********************************
*
*
*
*
*
R&S LEASING -CS PROFESSIONAL BLDG TWO
COL LEGE STATION, TX
1 0 YEAR STORM
*
*
*
*
*
********************************************
:~fl ow Hydr o graph: s :\engr \detain \rsmed \lODEV .HYO
R aci~g Ta b ~e file : s : \engr \detain \rsmed \RSMED .PND
----INITIAL CONDITI Oi S ----
Elevation 305 .1 8 ft
Outflow 0 .00 cfs
Sco ra ge 0 .0 0 ac-ft
Page 1
GIVEN PON D DATA
INTERMEDIATE ROU TING
COMPUTA TIONS
!ELEVATION! OUTFLOW I STORAGE I
I (ft) I (cfs) I (ac -f t) I
1---------1---------1----------1
I 2S /t I 2S /t + 0 . I
I (cfs) I (cfs) I
1------------1-------------1
305 .18 I 0 .0 I 0 .0001 0.0 I 0 .0 I
305.43 0 .0 I 0 .0011 1.4 I 1.4 I
305.68 0 .3 I 0 .0081 11. 3 I 11. 6 I
305 .93 0 .7 I 0 .0261 38.1 I 3 8 .8 I
306 .1 8 1. 4 I 0 .0 6 01 86.5 I 87 .9 I
306.43 2.5 I 0 .1 051 152.2 I 154.7
306 .6 8 4.0 I 0 .164 1 237 .1 241 .1
306 .93 5.8 I 0.2371 343 .6 349 .4
307 .1 8 8 .2 I 0.3241 469.2 477.4
307.43 11.0 I 0.4151 601.8 612.8
307.6 8 14.3 I 0 .511 1 74 0 .7 755.0
307 .93 18 .1 I 0 .612 1 886 .l 904.2
308 .1 8 22 .5 I 0 .717 1 1 038 .6 1061.1
308 .43 I 27.5 I 0 .8281 11 99 .5 1227 .0
308.68 I 33.1 I 0.945 1 1 369.0 1402.1
308 .9 3 I 37.9 I 1.0681 1547 .4 15 8 5.3
309 .00 1 · 39.3 I 1.103 I 1599.0 163 8.3
-------------------------------------------------------
Time increment ( t) = 0 .017 hrs.
S :\2005152805-29 1 R&S-medicalldrain reportldrain report -R&S MED RE VIS ED.doc
PO ND-2 Version: 5 .21 S I N: Page 2
EXECUTED: 08 -22 -2005 15 :11:43
Po nd File: s:\engr\detain \r smed\RSMED .PND
:nflow Hydrograph: s:\engr \detain \r smed\l ODEV .HYD
Ou tflow Hydrogra ph : s :\engr\detain \r smed\OUT .HY D
IN FL OW HYDROGRAPH RO UTING COMPUTATI ONS
------------------------------------------------------------------------
TIME I INFLOW I I Il+I2 2S C -0 2S /t + 0 I OUTrL OW I ELE VATION I
(hrs) I (cfs) I I (c fs) I (c fs ) I (cfs) I (c :s ) I ( _ t) I
--------1---------1 1---------1------------1-----------1---------!---------I
0 .000 I c .oc i 0 .0 I 0 .01 =. ::o I 305 .1 8 I
0 .·017 I 4 .71 ! 4 .7 I 4.5 I 4 .71 :: .1 0 I 305 .51 I
0 .033 I 9.45 1 14 .2 I 17 .9 I 18 .71 C .4 0 I 305 .7 5 I
0 .050 I 14 .271 23 .7 40 .l I 4 1. 6 I .74 I 30 5.9 4 I
0 .067 I 19 .231 33.5 7 1 .2 I 73 .61 1. 20 I 306 .11 I
0 .083 I 24 .4 21 43 .7 111. 2 I 114. 9 I 1. 8 4 I 306.28 I
0 .1 00 I 29.92 1 54.3 160.l I 165.51 2.69 I 306.46 I
0 .117 I 35.8 01 65 .7 218 .4 I 225.91 3 .74 I 306 .64 I
0 .134 I 42.171 7 8 .0 286 .5 I 296 .41 4.92 I 306.81 I
0.150 I 4 8.201 9 0 .4 36 4.3 I 376.91 6.32 I 306.98 I
0 .167 I 53.951 102.2 450 .4 I 4 66.41 7.99 I 307.16 I
0.184 I 52.5 01 106.5 537.2 I 556.9 1 9 .84 I 307.33 I
0 .2 00 I 50.881 103.4 617.3 I 64 0 .61 11 .64 I 307.48 I
0.217 I 49.15 1 100 .0 690.5 I 717 .31 13. 43 I 307.61 I
0 .234 I 47.33 1 96.5 756.7 I 786.91 15 .11 I 307 .7 3 I
0.25 0 I 45.42 1 92 .8 816.0 I 849.51 16 . 71 I 307 .84 I
0 .267 I 43 .46 1 88.9 868.7 I 9 04 .91 1 8 .12 I 307 .93 I
0.284 I 41 .43 84 .9 914.6 I 953.61 19.48 I 308 .01 I
0.301 39 .35 80.8 95 4 .1 I 995.41 2 0 .66 308.08 I
0.317 37 .23 76 .6 9 8 7 .4 I 1 030.71 21 .65 308 .13 I
0 .334 35.06 72.3 1014 .7 I 1059.7 1 22 .46 308.18 I
0 .351 32.85 67 .9 1036.3 I 10 82.61 23.15 308.21 I
0.367 3 0 .61 63 .5 1052 .5 I 1099.81 23 .67 308.24 I
0 .384 2 8 .33 58 .9 1063 .4 I 1111.41 24 .02 308.26 I
0 .401 26.01 54 .3 1 06 9.3 I 1117 .71 24.21 308.27 I
0 .417 23 .66 49.7 1070 .5 I 1119.ol 24.24 308 .27 I
0.434 21.27 44 .9 1067.2 I 1115.41 24.14 308.26 I
0.451 1 8 .85 40 .1 1059 .5 I 1107.3 1 23.89 308.25 I
0 .468 16 .4 0 35 .3 1047 .7 I 1094.7 1 23 .51 308.23 I
0 .4 8 4 13 . 91 30.3 1032 .0 I 1 078.ol 23 .01 308.21 I
0.501 11 . 39 25.3 1012 .5 I 1057.31 22 .39 308 .17 I
0.518 11. 20 22.6 991 .6 I 1035.l l 21.77 308 .14 I
0 .5 34 11 . 01 22 .2 971.4 I 1013.81 21 .17 308.10 I
0 .5 51 10 .82 21. 8 952 .l I 993 .31 2 0 .60 308 .07 I
0.568 1 0 .63 21. 5 933.4 I 97 3.51 2 0 .04 308 .04 I
0.584 10.45 21.1 915.5 I 954.51 19.51 308 .01 I
0.601 10.261 20.7 8 98.2 I 936.21 19.00 307.98 I
0.618 10.071 20.3 881 .5 I 91 8 .5 1 1 8 .50 307 .95 I
0 .6 35 9.88 1 20 .0 865.4 I 9 01 .51 1 8 .03 307 .93 I
0 .6 51 9.691 19.6 849 .8 I 885 .ol 17 .61 307 .9 0 I
0.668 9 .501 19 .2 834.6 I 869 .ol 17.20 307.87 I
0 .6 85 9 .321 18.8 819.8 I 853 .4 1 16.81 307.84 I
0 .7 01 9 .13 1 1 8 .5 805.4 I 838 .21 16.42 307.82 I
0 . 718 8.941 1 8.1 791 .4 I 823 .51 16.04 307 .79 I
0.7 35 8 .751 17.7 777.7 I 809 .l l 15.68 307 .77 I
------------------------------------------------------------------------
S:\2005152805-291 R&S-med ical\drain report\drain report-R&S ME D REVISE D .doc
POND -2 Ve rsi on: 5.21 S /N :
EXECUTED: 08-22-2005 15 :11:4 3
Pond File : s :\engr \deta i n\rsmed\RSMED
Inflow Hydrograph: s :\engr \detain\rsmed \lODEV
Outf l ow Hydr og raph: s :\engr \det ain \rsmed \OUT
.PND
.HYO
.HYO
Page 3
INFLOW HYDROGRAPH ROUT ING COMPU TATI ONS
TIME
(hrs)
1--------
0 .752
0 .768
0 .7 8 5
0 .802
0 .818
0.83 5
0 .852
0 .868
0 .885
0 .9 02
0.91 8
0 .9 35
0 .952
0 .969
0.985
1. 002
1. 019
1. 035
1.052
1.069
1.08 6
1 .1 0 2
1 .119
1.136
1.152
1 .1 69
1.186
1.202
1 .219
1. 236
1. 252
1. 269
1.2 8 6
1.3 0 3
1.319
1 .336
1. 353
1. 369
1. 386
1 .403
1 .419
1.436
1 .453
1.470
1. 4 8 6
1.503
INFLOW I
(cfs) I
---------1
.56 1
8 .37 1
8 .1 8 1
7.99 1
7 .80 1
7.61 1
7 .4 2
7.23
7.04
6.85
6.66
6.47
6 .28
6.09
5.9 0
5.71
5.5 2
5.33
5 .45
4.98
4 .61
4 .3 0
4 .03
3.79
3.58
3.38
3.20
3 .04
2 .88
2 .74
2.61
2.4 81
2.371
2.261
2.161
2 .071
1.981
1. 89 I
1. 82 I
1. 74 I
1. 67 I
1 .61 1
1 .551
1. 49 I
1. 4 3 I
1. 38 I
Il+I 2 I 2S /t -0
I (cfsl I (cfs)
1---------1------------
:7.3 I
16 .9
16.6
16.2
15.8
15 .4
15.0
14.7
14.3
13. 9
13. 5
13 .1
1 2 .8
12.4
12.0
11. 6
11. 2
1 0 .9
10.8
1 0 .4
9.6
8.9
8 .3
7.8
7.4
7.0
6 .6
6.2
5.9
5.6
5.4
5.1
4.9
4.6
4.4
4.2
4.1
3.9
3 .7
3.6
3.4
3.3
3.2
3 .0
2 .9
2.8
764 .4
751 .4
738 .7 I
726 .2
714 . 0
702 .0
69 0 .2
678 .6
667.l
. 655 . 9
644.7
633.8
623.0
612 .3
6 01.7
591. 3
581.0
570.7
560.8
550.9
540.7
530 .2
519.6
5 08.9
49 8 .3
487.7
477 .2
466.8
456.5
446.3
436.2
426 .2
416 .4
4 0 6.8
397 .3
387.9
378 .8
369.8
361 .0
352 .4
3 4 4.0
335.7
32 7.6
3 19 .7
311. 9
304 .3
2S /t + 0 I OUTFL OW I ELEVATIONI
(cfs) I (cfs ) I (ft) I
-----------1---------l ---------I
7 95 .ol ls .22 30 7 .75 I
781 .31 14.97 307 .72 I
767.91 14 .63 3o7 .7 o I
754.81 14 .30 307 .6 8 I
742 .01 14.o o 30 7.6 6 I
729.41 13.7 1 3o 7 .64 I
717 .11 1 3 .4 2 30 7.61 I
7o4.9I 1 3 .1 4 30 7.59 I
692.91 1 2 .8 6 3o 7.57 I
681.01 1 2.58 lo 7.55 I
669.41 1 2.31 307.53 I
657.9 12.0 5 307.51
646.5
635.3
624.3
613. 4
602.6
591. 8
581. 5
571. 2
56 0 .5
549.6
538.5
527 .4
516 .3
505 .3
494.3
4 83.4
472.7
462.1
451.6 1
441. 3 I
431.ll
421 .ll
411 . 21
4 0 1. 5 I
392.0I
382.71
373.51
364 .61
355 .81
347.31
33 8 .91
330 .71
322.61
314.71
11.78
1 1.52
11 .27
11. 0 1
1 0 .79
1 0 .57
1 0 .3 5
1 0 .1 4
9.92
9.69
9.46
9.23
9.0 1
8.78
8.55
8 .33
8 .11
7 .91
7.72
7 .52
7.33
7.14
6.96
6 . 78
6 .60
6.42
6 .25
6.09
5.92
5.76
5.63
5 .49
5.36
5.22
307.49
30 7.47
30 7 .45
307.43
307 .41
307.39
307.37
307.35
307 .33
30 7.31
307.29
307.27
307.25
307.23
30 7.21
30 7.19
307.17
307.15
307.13
307 .11
307 .09
307 .07
307.05
30 7 .03
307 .01
307.00
306.98
306 .96
306.94
306 .93
306.91
306 .89
306.87
306 .85
------------------------------------------------------
S:\2005152805-291 R&S-m edical\drain report\drain re port-R&S MED REVISED .doc
I
PON D-2 Ver s i on : 5.21 S /N :
EXECUT ED : 08 -22 -2 0 05 15 :11 :4 3
Pond Fi le : s :\engr \detain \r smed \RSMED
Inflow Hydrograph : s :\engr \deta i n \rs med \lOD EV
Out f low Hydr ograph : s :\engr\d et ai n \rsmed \OUT
INFL OW HYDROGRAP H ROUT I NG
.PND
.H YO
.HYO
COMPU TAT I O
Pag e 4
s
------------------------------------------------------------------------
TIME I I NF LOW I Il+I 2 I 2S /t -0 2 S /t + 0 I OUTFL OW I ELEVA T ION
(hr s) I (c f s) I (c f s) I (cfs) I (cfs} I (c f s ) I (ft)
1-----------------1 ---------1------------1-----------1---------1---------
1 .52 0 2.. 3 3 2 .-:::9 6 . s 3 0 7 . I 5 .lO I 3 0 6 .83
1 .5 36 1 .2 8 2 .6 289 .5 299 .4 1 4 .97 I 30 6 .8 1
1 .55 3 1. 24 2 .5 282 .3 292.0 1 4 .8 5 I 3 0 6 .8 0
1 .57 0 1 .2 0 2.4 27 5.3 284 .7 J 4 .73 I 306.7 8
1 .5 8 6 1.16 2 .4 2 6 8 .4 277 .6 J 4 .61 30 6.76
1.6 0 3 1.1 2 2 .3 261 .7 27 0 .7 1 4.49 306 .75
1.6 20 1. 08 2.2 2 55.2 263.9 J 4.38 30 6.73
1.6 3 7 1. 0 5 2 .1 2 4 8 .7 257.3 4.2 7 3 0 6 .72
1.653 1. 0 1 2.1 2 4 2 .5 250.8 4.16 306 .70
1.6 70 0 .9 8 2 .0 23 6.4 244 .5 4.0 6 306.69
1 .6 8 7 0 .95 1. 9 230 .4 238.3 3.95 306.67
1.7 03 0 .9 2 1.9 2 24.6 232.3 3.8 5 306 .65
1.7 20 0 .8 9 1. 8 2 18 .9 226.4 3.74 306.64
1.7 3 7 0 .8 7 J 1.8 2 1 3 .3 220.6 3.65 306.6 2
1.753 0.84 1 1.7 208 .0 215 .1 3 .55 306 .6 0
1.77 0 0 .82 1 1.7 202.7 209 .6 3.45 306 .59
1.7 8 7 0 .79 1 1. 6 1 97.6 204.3 3 .36 306 .57
1.8 0 4 0 .77 1 1. 6 192.6 1 99 .2 3 .27 306 .56
1.820 0 .751 1. 5 1 8 7.8 194.l 3 .18 306 .54
1.837 0 .73 1 1. 5 1 8 3.0 189.2J 3.10 306 .53
1.854 0 .71 1 1. 4 17 8 .5 184.5J 3.0 2 306.52
1.870 0 .69J 1. 4 174.0 179.9 J 2.94 306 .50
1.8 8 7 0 .671 1. 4 1 69.6 175.3 J 2.8 6 306 .49
1. 9 0 4 0 .65 J 1. 3 1 65 .4 170 .9 1 2.7 8 306 .48
1.9 20 0 .64 J 1. 3 161. 2 166 .71 2 . 71 306 .46
--------------------------------------------------------------------
S:\2 005152805-2 91 R&S-med ical\drain reportl dra in report-R&S MED REVISED .doc
POND -2 Vers i on : 5.21 S /N : Page 5
EX ECUTED : 08-22-2005 15:11 :43
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond Fi le : s :\e~gr \detain \rsmed \RSMED
~nflow Hydrograph: s :\e ~gr \detain \rsmed \lODEV
Outflow Hydrog ra ph : s :\e~gr \decain \rsme d \OUT
Star ting Pond W.S . Elevation 30 5.1 8 ft
.PND
.HYD
.HYD
***** Summary of Peak Outflow and Peak Elev ati on
Peak Inflow
Peak Outflow
Peak Ele va ti on
53.95 cfs
24.24 cfs
308.27 ft
***** Summary of Approximat e Pe ak Storage *****
Initial Storage
Peak Storage Fr om Storm
Total Storage in Pond
0 .00 ac-ft
0.76 ac-ft
0.76 ac-ft
*****
Warning: Infl ow hydr ograph truncated on right side.
Pond Fi le :
Inflow Hydrograph :
Outflow Hydr og raph:
Peak Infl ow
Peak Outflow
Peak Ele va tion
s :\engr\detain \rsmed \RSMED
s:\engr\detain\rsmed \lODEV
s:\engr\detain\rsmed \OU T
53.95 cfs
2 4.2 4 cfs
308.27 ft
S :\2005152805-291 R&S-medicall drain reportl drain report -R&S MED REVISED .doc
.PND
.HYD
.HYO
EXECUTED: 08-22 -2 Q0 5
15:11 :43
POND-2 Version : 5.21 S /N : Page 6
Flow (cfs )
0 .0 6 .0 12.0 18.0 24.0 30.0 36.0 42.0 4 8 .0 54.0 6 0 .C 66.0
.------1-----1-----1-----1-----1-----1-----1-----1-----1-----1 -----:-
1
. 0 9 -I x *
I x *
.17 -I x *
I x *
.26 -I x *
.34
.~3
.51
.6
.6 8
.77
.85
.94
1. 02
1 .11
1 .19
1 .28
1.36
1. 45
1.53
1.62
1 .7
1. 79
1. 87
I x
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I
-I
I *
-I *
I *
-I *
I *
-I *
I *
-I *
I *
-I *
I *
I
T IME
(hrs)
*
*
*
*
*
*
*
*
*
*
*
*
*
x
x
x
x
x
x
x
x
x
x
x
x
x
*
*
*
* x
* x
* x
* x
* x
* x
* x
* x
x
x
x
x
x
x
x
x
x
x
x
x
x
~x
x
x
x
x File: s :\engr\detain \rsmed \OUT
* File: s:\engr\detain\rsmed \lODEV
.HYD
.HYD
S:\2005152805-291 R&S-medicalldrain reportl drain report-R&S MED REVISED.doc
Qmax
Qmax
24.2 cfs
54 .0 cfs
2 5-YR STORM EVENT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY , TEXAS
R & S LEASING -COLLE G E STATION PROFESSIONAL BLDG TWO 10/18 /05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
25 YR STORM 89 8 .5 0 .754
DRAINAGE AREA 1
EXISTING
TRAVEL V,FPS TIME
TYPE LF I % (FIG 5) SEC I MIN
TC , MI N NATURAL GRASSLANDS 1080 1.0 % 0 .90 1,200.00 20 .00
20.00
TYPE C (TBL5) I % c I c -NATURAL GRASSLANDS (1 .0 %) 0 .35 100.0% 0 .35
100 .0%· 0 .35
I, IN /HR B/(TC+D )"E 7 .12
TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 245 ,880 5 .64
245 ,880 5 .64
Q ,CFS CIA 14 .07
PROP OSED:
TRAVEL V ,FPS TIME
I TYPE LF I % (FIG 5) SEC I MIN
TC , MIN LANDSCAPED AREAS 80 1.0% 0 .90 88 .89 1.48
PAVEMENT SHEET FLOW 80 1.0 % 2 .83 28 .24 0.47
CONCRETE GUTTER 800 1.0 % 3.00 266.67 4 .44
10.00
TYPE C (TBL5) I % c I
C , -LANDSCAPED AREAS (1 .0 %) 0.40 22 .5% 0 .09
IMPERVIOUS AREAS 0 .90 77.5 % 0 .70
100 .0% 0 .79
I , IN /HR B/(TC+D)"E 9 .86
I TYPE SF I ACRES I
A , AC.RES LANDSCAPED AREAS 67,820 1.56
IMPERV IOUS AREAS 233 ,600 5 .36
301,420 6.92
Q ,CFS CIA 53.74
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
25 YR STOR M
EXISTING
I
TC , MIN
C , -
I, IN /HR
A , ACRES
Q,CFS
PROPO S ED:
B D E
89 8 .5 0 .754
DRAINAGE AREA 2
TRAV EL V, FPS
TYPE LF I % (FIG 5)
NATURAL GRASSLANDS 1080 1.0 % 0 .90
TYPE C (TBL5)
NATURAL GRASSLANDS (1.0 %) 0 .35
B/(T C+D )"E
TYPE
NATURAL GRASSLANDS
CIA
I
10/18 /05 10:33 PM
TIME
SEC I MIN
1,200 .00 20.00
20.00
% c I
100 .0% 0 .35
100 .0%-0 .35
7 .12
SF I ACRES I
262 ,260 6 .02
262 ,260 6.02
15.00
*DETENTION POND DATA USED FRO M THE ATTACHED DRAINAGE REPORT FOR PONDEROSA PLACE-TRACT B
DRAINAGE ARE A S 1 AND 2
EXISTING
TRAVEL I TYPE LF I %
TC, MIN NATURAL GRASSLANDS 1080 1.0%
I TYPE
c -NATURAL GRASSLANDS (1 .0 %)
I, IN /HR B/(TC+D)"E
TYPE
A , ACRES NATURAL GRASSLANDS
Q ,CFS CIA
PROPOSED:
*SEE POST -DEVELOPMENT INFLOW HYDROGRAPH
V ,FPS
(FIG 5)
0 .90
TIME
SEC I MIN
1,200 .00 ___ 2_0_.o~o
20 .00
c (TBL5) I % c I
0.35 100 .0% 0 .35 ---------100 . 0 % 0.35
7.12
SF I ACRES I
508 ,1 40 11.67
508 ,140 11 .67
29 .07
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/0 5 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
2 5 YR ST ORM 89 8 .5 0 .754
DRAINAGE AREA 3
EXISTING
TRAVEL V ,FPS TIM E I. I TYPE LF I % (F IG 5 ) SEC I MIN
TC , MI N NATU RAL GRASS LA NDS 430 2 .6 % 0 .90 477.78 7.96
10.00
TYPE C (TBL5) I % c I
C , -NATURAL GRASSLA NDS (1 .0 %) 0 .35 100 .0 % 0 .35
100 .0 %" 0 .35
I, IN /HR B/(TC+D )"E 9.86
I TYPE SF I ACRES
A , A C RES NATURAL GRASSLAN DS 56 ,63 0 1.30
56 ,63 0 1.30
Q ,CFS CIA 4.49
PROPOSED:
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LANDSCAPED AREAS 100 1.0 % 0 .90 111.11 1.85
CONCRETE GUTTER 300 1.0 % 3 .00 100.00 1.67
10.00
I TYPE C (TBL5) I % c I c -LANDSCAPED AREAS (1.0%) 0.40 82 .1% 0 .33
IMPERVIOUS AREA S 0 .90 17 .9% 0 .16
100 .0 % 0.49
I , IN /HR B/(TC+D )"E 9 .86
I TYPE SF I ACRES
A , AC RES LANDSCAPED AREAS 4 ,500 0 .10
IMPERVIOUS AREAS 980 0 .02
5 ,480 0 .13
Q ,CFS CIA 0 .61
R & S LEASING-COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 P M
CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
25 YR STORM 89 8 .5 0 .754
POST-DEVELOPMENT INFLOW HYDROGRAPH
Qpea k 53.74 cfs
Tc 0 .1667 hr
Time (min) Time (hr) Area 1 runoff Area 2 Pond Discharge Total Flow
0 0 .00 0 .00 0 .00 0 .00
1 0 .02 5 .37 0 .01 5 .38
2 0 .03 10 .75 0 .06 10 .81
3 0 .05 16 .12 0 .21 16 .33
4 0 .07 21.49 0 .56 22 .06
5 0 .08 26.87 1 .22 28 .09
6 0 .10 32 .24 2 .30 34 .55
7 0 .12 37 .62 3 .90 41 .52
8 0.13 42 .99 5 .60 48 .59
9 0 .15 48 .36 6.78 55 .14
10 0 .17 53 .74 7 .86 6 1.60
11 0 .18 51 .05 8 .82 59.87
12 0 .20 48 .36 9 .61 57.97
13 0 .22 45 .68 10.28 55 .96
14 0 .23 42 .99 10.85 53 .84
15 0 .25 40 .30 11.34 51 .65
16 0 .27 37 .62 11.77 49 .38
17 0.28 34.93 12 .13 47 .06
18 0 .30 32 .24 12.43 44 .68
19 0 .32 29 .56 12 .69 42 .25.
20 0 .33 26 .87 12 .90 39 .77
21 0 .35 24 .18 13 .07 37 .25
22 0 .37 2 1.49 13 .20 34 .69
23 0 .38 18 .81 13 .28 32 .09
24 0.40 16 .12 13 .33 29 .45
25 0.42 13.43 13.34 26 .78
26 0.43 10.75 13 .32 24 .07
27 0.45 8 .06 13 .26 2 1.32
28 0.47 5 .37 13.17 18 .54
29 0.48 2 .69 13 .03 15 .72
30 0 .50 0 .00 12 .87 12 .87
31 0.52 0 .00 12 .68 12 .68
32 0 .53 0 .00 12.49 12.49
33 0.55 0 .00 12 .30 12 .30
34 0 .57 0 .00 12 .12 12 .12
35 0 .58 0 .00 11 .93 11 .93
36 0 .60 0 .00 11 .74 11 .74
37 0 .62 0.00 11 .55 11 .55
38 0 .63 0.00 11.36 11 .36
39 0 .65 0.00 1 1 .18 11 .18
40 0 .67 0 .00 10.99 10 .99
41 0 .68 0 .00 10.80 10 .80
42 0 .70 0 .00 10 .61 10 .61
43 0 .72 0.00 10.42 10.42
44 0 .73 0 .00 10.24 10 .24
45 0 .75 0 .00 10.05 10.05
46 0 .77 0 .00 9 .86 9 .86
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 PM
CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS
RE FE RENC E: COLL EGE ST ATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT : 8 D E
25 YR ST O RM 89 8 .5 0 .754
47 0 .78 0 .00 9.67 9 .67
48 0.80 0 .00 9.48 9.48
49 0 .82 0 .00 9.29 9 .29
50 0 .83 0 .00 9 .10 9 .10
51 0.85 0 .00 8.9 2 8.92
52 0.87 0 .00 8 .73 8.73
53 0 .88 0 .00 8 .54 8 .54
54 0 .90 0 .00 8.3 5 8.35
55 0 .9 2 0 .00 8.16 8 .16
56 0 .93 0 .00 7 .97 7 .97
57 0 .95 0 .00 7 .78 7 .78
58 0 .97 0 .00 7 .59 7 .59
59 0 .98 0 .00 7.40 7.4 0
60 1.00 0 .00 7 .2 1 7 .2 1
61 1.02 0 .00 7 .02 7 .02
62 1.03 0 .00 6 .83 6 .83
63 1.05 0 .00 6 .64 6.64
64 1.07 0 .00 6.45 6.45
65 1.08 0 .00 6.26 6 .26
66 1.10 0 .00 6 .07 6 .07
67 1.12 0 .00 5 .88 5 .88
68 1.13 0 .00 5 .69 5 .69
69 1.15 0.00 5 .50 5 .50
70 1.17 0 .00 5 .3 1 5.31
71 1.18 0.00 5 .39 5 .39
72 1.20 0 .00 4 .93 4 .93
73 1.22 0 .00 4 .5 7 4 .57
74 1.23 0 .00 4 .27 4 .2 7
75 1.25 0 .00 4 .01 4 .01
76 1.27 0.00 3 .77 3 .77
77 1.28 0 .00 3 .56 3 .56
78 1.30 0.00 3 .36 3 .36
79 . 1.32 0 .00 3 .18 3 .18
80 1.33 0.00 3 .02 3 .02
81 1.35 0 .00 2 .87 2 .87
82 1.37 0 .00 2.72 2 .72
83 1.38 0.00 2 .59 2.59
84 1.40 0 .00 2.47 2.47
85 1.42 0 .00 2 .36 2 .36
86 1.43 0 .00 2 .25 2 .25
87 1.45 0 .00 2 .15 2 .15
88 1.47 0 .00 2 .06 2 .06
89 1.48 0 .00 1.9 7 1.97
90 1.50 0 .00 1.89 1.89
91 1.5 2 0 .00 1.81 1.81
92 1.53 0 .00 1 .73 1.73
93 1.5 5 0 .0 0 1.67 1.67
94 1.57 0.0 0 1.60 1.60
95 1.58 0 .00 1.54 1.54
96 1.60 0 .00 1.48 1.48
97 1.6 2 0 .00 1.4 3 1.43
98 1.63 0 .00 1.37 1.37
99 1.65 0 .00 1.32 1.32
100 1.67 0 .00 1 .28 1.28
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REF ERENC E: COLLEG E ST ATION DRAINAGE POLICY AND DESIGN ST ANDARD$
ST ORM EVENT: B D E
25 YR STORM 89 8 .5 0 .754
101 1.68 0 .00 1.23
102 170 0 .00 1 19
103 1.72 0 .00 1.15
104 1.73 0 .00 1.11
105 1.75 0 .00 1.08
106 1.77 0 .00 1.04
107 1.78 0 .00 1.01
108 1.80 0 .00 '0.98
109 1.82 0 .00 0 .95
110 1.83 0.00 0 .92
11 1 1.85 0 .00 0.89
112 1.87 0 .00 0.86
113 1.88 0 .00 0 .84
114 1.90 0 .00 0.81
115 1.92 0 .00 0 .79
70 .00
60 .00
50 .00
40 .00
30 .00
20 .00
10 .00
0.00 -~===~="'-'=-==;.....,..;:~
0 .0 0 . 0 .50 1 .00 1.50 2 .0 0
10 /18 /05 10 :33 PM
1.23
1.19
1.15
1.11
1 08
1.04
1.01
0 .98
0.95
0 .92
0 .89
0 .86
0 .84
0.81
0 .79
2 .5 0
I-+-Are a 1 Ru noff -----Area 2 Pon d Disc ha rge -.-Tot al Post-Develo pme nt Inflo w I
POND -2 Ve r s i on : 5 .2 1 S /N : Page 1
EXECUTED: 08 -22 -20 05 15 :1 0 :2 9
Inflow
Rat.i ng
********************************************
*
*
*
*
*
*
R&S LEASING -CS PROFESS I ONAL BLD G TWO
COLLEGE STATION , TX
25 YEAR S TORM
*
*
*
*
*
*
********************************************
Hyd r ograph : s : \eng r \detain \rsme d \2 5D E·.-.EY:)
Table file : s :\engr \de tain \r smed\RSME~ .PND
- - - -INITI.ll.L CONDI T I ONS ----
Elevati on 30 5.1 8 ft
Outfl o w 0 .00 c fs
Sto r age 0.0 0 a c -ft
I NTE RM EDIATE ROU TI NG
GI VEN PON D DAT A COM P UTAT ION S
--------------------------------------------------------
I ELEVAT ION I OUTFLO W I STORAG E I I 2 S /t I 2 S /t + 0
I (ft) I (cfs) I (a c -ft ) I I (cf s ) I (cf s)
I
I
1---------1---------1 ----------1 1------------1-------------1
305 .1 8 I 0 .0 I 0 .0 0 01 0 .0 I 0 .0 I
30 5 .4 3 I 0 .0 I 0 .0 0 1 1 1 .4 I 1 .4 I
3 05 .6 8 I 0 .3 I 0 .0 0 81 11. 3 I 11 .6 I
305 .9 3 I 0 .7 I 0 .02 6 1 38 .1 I 3 8 .8 I
306.1 8 I 1 .4 I 0 .0601 8 6 .5 I 87.9 I
306 .4 3 I 2 .5 I 0 .1 0 51 15 2 .2 I 154 .7 I
306 .6 8 I 4.0 I 0 .1641 237 .l I 241 .1 I
3 0 6 .9 3 I 5.8 I 0 .23 7 1 3 43.6 I 3 49.4 I
307 .1 8 I 8 .2 I 0 .32 4 1 469.2 I 4 77 .4 I
307 .4 3 I 11 . 0 I 0 .415 1 6 0 1.8 I 6 12 .8 I
307.6 8 I 14.3 I 0 . 511 I 74 0 .7 I 75 5 .0 I
307 .9 3 I 1 8 .l I 0 .612 1 88 6.l I 9 0 4 .2 I
30 8 .1 8 I 22 .5 I 0. 717 I 1 038 .6 I 1 06 1 .1 I
30 8 .4 3 I 27 .5 I 0.828 1 1 1 99 .5 I 1 227 .0 I
3 08 .6 8 I 33.l I 0 .945 1 13 69 . 0 I 1 4 0 2 .1 I
3 08 .9 3 I 3 7.9 I 1. 0 6 8 I 15 4 7 .4 I 15 8 5 .3 I
3 0 9 .0 0 I 3 9.3 I 1.1 0 3 I 1599 .0 I 1 638 .3 I
Time increment (t) = 0.017 hrs .
S:\2005 \52 805-291 R &S -medica lldrain reportl drain report-R&S MED REVISE D .doc
POND -2 Ve r si on : 5 .2 1 S/N : Pa ge 2
EXEC UT ED : 08 -22 -200 5 15:10 :29
Pond File: s :\engr \det ain \rsrned\RSM ED
Inflow Hyd r og r aph : s:\eng r \detain \rsrned \25 DEV
Ou flow Hy drog ra ph : s :\engr\detain \rsrned \OUT
.PND
.HYD
.HYD
INFLOW HYDROGRAP H
I TIME I INFLOW I
I (hr s ) ' (cfs) 1
\--------------~--
.:, . CCC
c . c :.. 7
G .0 33
0 .050
0 .067
0 .083
0 .1 00
0 .11 7
0 .134
0 .15 0
0 .16 7
0 .1 8 4
0 .200
0 .217
0 .23 4
0 .250
0 .2 6 7
0 .2 8 4
0 .3 0 1
0.317
0.334
0 .351
0 .367
0 .3 8 4
0 .4 0 1
0 .417
0 .434
0 .451
0 .46 8
0.4 8 4
0 .5 0 1
0 .51 8
0 .534
0 .55 1
0 .56 8
0.5 8 4
0 .6 0 1
0 .61 8
0 .635
0 .651
0 .66 8
0 .6 8 5
0 .7 0 1
0. 718
0.735
C .OC
5 .38 1
10 .81 1
1 6 .33 1
22 .06\
28 .09\
3 4.55 \
41.5 2
4 8 .59
55 .14
61 .6 0
59.87
5 7 .9 7
55.9 6
53.84
51.65
49.3 8
47.06
44.68
4 2 .2 5
39.7 7
37.25
34.69
32.0 9
29.45
2 6.78
24.0 7
21.32
18:54
15.72
12.8 7
12.6 8
12.49
12.3 0
12.12
11.93
11 . 74
11 .55[
11 .36\
11 .18 \
10.991
10 .801
10 .61\
10.421
10.241
ROU T I G COMP UTATI ONS
Il+I2 2S /t -0 I 2S /t + 0 I OUTF LOW \EL EVATI O I
(c :'s ) \ (cfs ) \ (cfs) \ (cf s ) \ (ft) I
---------\------------1-----------\---------1---------·
I o.o o.o\ o.oo 305 .18
5 .4 5 .:.. 5.41 0 .12 305 .53
16 .2 20.4 21 .31 0.4 4 3 0 5.7 7
27.l 45 .9 4 7 .6 1 0 .83 3 0 5.9 7
3 8 .4 81 .6 8 4.3 \ 1 .35 3 0 6 .16
5 0 .2 1 27 .5 131.8 2 .12 306.34
6 2 .6 1 8 3 .9 190 .2 3.12 306 .53
7 6.1
9 0 .1
1 03 .7
116.7
1 21 .5
11 7 .8
1 13 . 9
1 0 9.8
1 05 .5
1 01 .0
96 .4
91.7
8 6 .9
82 .0
7 7 .0
71. 9
66.8
61.5
56 .2
5 0 .9
45 .4
39.9
34 .3
2 8 .6
25 .6
25.2
24.8
24 .4
24.l
23.7
23 .3
22.9
22.5
22 .2
21. 8
21 .4
21 .0
20.7
251 .4
330.2
419 .1
517.0
615.3
7 0 5.6
7 8 7.6
8 61.6
927.3
985.2
1035.4
1078.2
1113. 8
1142. 7
1165. 2
1181. 5
1191 . 9
1196. 7
1196 . 3
119 0 . 9
1180. 7
1165. 9
1146 . 8
1123. 5
1098.8
1075.1
1052.6
1031.0
101 0 .4
990.6
971. 6
953 .2
935.5
918.5
902.l
886.2
870.9
856.0
260 .0
341.5
433.9
535.9
638 .5
733.2
819.5
897.4
967.0
1028.4
1 081.6
1127. 1
1165 .1
1195 . 8
1219 .7
1237 .l
1 248 .3
1253 .4
1253.0
1247 .2
1236 .3
1220 .5
1200 .2
1175 . 4
1149 . 1
1123 . 9
1099.9
1077 .0
1055 .l
1034 .l
1013 .9
994 .5
975.7
957.71
940.31
923.51
907.21
891. 5 I
4 .31
5 .67
7.38
9 .41
11. 60
13 .79
15.94
17 .93
19.86
21 .5 8
23 .12
24 .49
25 .63
26 .56
27 .28
27 .82
2 8 .18
28.35
2 8 .33
28 .14
27.80
27 .30
26 .69
25 .94
25 .15
24 .39
23.67
22 .98
22 .33
21 .74
21 .18
20.63
20.11
19.60
19 .11
18 .64
18.18
17 .78
306.72
306 .91
307 .10
307 .29
307 .48
307.64
307 .79
307.92
308.03
308.13
308 .21
308.28
308.34
308.38
308.42
308.44
308 .46
308 .47
308.47
308.46
308 .44
308 .42
30 8 .39
308.35
308.31
308 .27
308 .24
308.20
308 .17
308 .14
308 .10
308.07
308 .04
308.02
307.99
307.96
307.93
307 . 91
S :\2005152805-291 R&S-medica ll drain reportl dra in report-R&S MED REV ISED .doc
POND-2 Version: 5 .21 S /N:
EXECUTED: 08 -22 -2005 15:10 :29
Pond File: s :\engr \detain \rsmed\RSMED
Inflow Hydrograph: s :\engr\detain \rsmed \25DEV
Outflow Hydrograph : s :\engr\detain\rsmed\OUT
.PND
.HYD
.HYO
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
Page 3
I TIME INFLOW I
I (hrs) I (cfs) I
1--------1---------1
I Il +I2 2s 1 t -o 2s1t + o I ouT r ~ow I ELEVATION I
I o .752 I 10 .o s 1
I o .768 I 9 .86 1
I o .785 I 9.67
I 0 .802 9.~8
I 0 .8 18 9 .29
I o.835 9 .1 0
I o.852 8.92
I o .868 8 .7 3
I o.885 8.54
I o.902 8.35
0 .918
0 .935
0 .95 2
0.969
0.985
1.002
1.0 19
1. 0 35
1.052
1.0 69
1.086
1.102
1 .119
1.136
1.152
1.169
1.186
1. 202
1. 2 19
1 .236
1.2 52
1.269
1. 286
1.303
1 .3 19
1 .336
1 .353
1 .369
1. 386
1.403
1.419
1. 436
1. 453
1. 470
1. 486
1.503
8 .16
7.97
7 .78
7 .5 9
7.40
7.21
7 .02
6.83
6.64
6.45
6 .26
6.07
5.88
5.69
5.50
5.31
5 .3 9
4 .9 3
4.57
4.27
4.01
3.77
3.56
3.36
3.18
3 .02
2 .87
2 .7 2
2 .59
2 .47
2.361
2 .251
2 .151
2.061
1.971
1. 89 I
I (cfs) I (cfs) I (cfs) I (c:s ) I (ft) I
l ---------l ------------l -----------1 ---------·---------I
2 0 .3 I
19 .9 I
19 .5 I
19 .2 I
18 .8 I
1 8 .4 I
18 .0 I
17 .7 I
17 .3 I
16 .9 I
16 .5 I
16.1 I
15 .8 I
15 .4
15 .0
14 .6
14.2
13 . 9
13. 5
13 .1
12.7
12 .3
12 .0
11 . 6
11 . 2
10 .8
10 .7
10.3
9.5
8 .8
8 .3
7 .8
7.3
6.9
6.5
6 .2
5.9
5.6
5.3
5.1
4 .8
4 .6
4 .4
4.2
4.0
3 .9
8 41 .5
827 .4
813 . 6
800.2
787 .1
774.3
761.9
749.7
737 .7
726 .0
714 . 5
703 .2
692.0
681 .0
670 .1
659.4
648.8
638.3
628.0
617.8
607 .6
597.6
5 8 7.7
577 .9
56 8.0
55 8.2
548.8
539.3
529.4
519.4
5 0 9.2
498.9
4 88 .6
478.4
46 8 .2
45 8.1
44 8 .1
43 8 .2
42 8 .4
418 .7
409 .2
399 .7
390.5
381 .4
372 .5
363.7
8 76.3 j
861. 4 I
846 .9 j
832 .81
s19 .ol
805 .5 1
792.41
779.51
766.91
754.61
742.51
730.61
718.91
707.41
696.o l
684.71
673.61
662.61
651. BI
641.ll
63 0.5 1
62 0.0I
609.61
599.31
589.0I
578.81
56 8 .9 1
559 .ll
548.81
538 .31
527.61
516.91
506.21
495 .6 1
4 8 5.ol
474.4 1
464.o l
453.71
443.51
433 .5 1
423.51
41 3 .B I
4 04 .ll
394 .71
385 .41
376.31
::. -. 39
::. - . ::,1
. 6. 64
16.28
15.93
15 .59
15 .25
14 .92
14.60
14.29
14.01
13 . 7 4
13 . 46
13 .20
1 2 .93
12 .67
1 2 .41
1 2.1 6
11 . 91
11 . 66
11.41
11 .17
1 0 .93
1 0 . 72
1 0 .51
l C .30
l C .09
9.89
9.68
9 .46
9.24
9 .02
8 .80
8 .58
8 .36
8 .14
7.95
7.76
7 .57
7 .38
7 .19
7 .0 1
6 .83
6.65
6.4 8
6.3 1
307 .8 8
307 .86
307 .83
307 .81
307 .79
307 .76
307 .74
307 .72
307 .70
307.68
307.66
307 .64
307 .6 2
307.60
307 .5 8
307 .56
307 .5 4
307.52
307.5 0
307.48
307.46
307.44
307.42
307.41
307 .3 9
307.37
307 .35
307.33
307 .31
307.29
307.27
307.25
307 .23
307.21
307 .1 9
307.17
307 .15
307 .13
307 . 11
307 .09
307 .07
307 .06
307 .04
307 .02
307 .00
306.9 8
S:\2005152805-291 R&S-medicall drain report\drain report-R&S MED REVISED .doc
POND-2 Ve r sion: 5.21 S /N :
EXECUTED: 08-22-2005 15 :10 :29
Pond File: s:\engr\detain \rsmed \RSME
Inflow Hydrograph: s :\engr \detain \rsmed \25DE ~
Outflow Hydrograph: s:\engr \detain \rsmed\OUT
.PND
.HYD
.HY D
Page 4
INFLOW HYDROGRAPH ROUTING COM PUT ATIONS
TIME I
(hrs) I
INFLOW I
(c fs )
--------1---------1
l .52 C I
1 .536
1 .553
1 .570
1.5 8 6
1.6 0 3
1.620
1.637
1.653
1. 67 0
1 .6 87
1 .703
1.72 0
1.737
1.753
1.77 0
1.7 87
1 .804
1.820
1 .837
1.854
1.870
1.8 8 7
1.904
1.92 0
:. . s :..
1 .73 !
1 .67
1.6 0
1. 54
1. 48
1.43
1.3 7
1.3 2
1 .28
1 .23
1.19
1.15
1 .11
1. 08
1.04
1 .01
0 .98
0 .95
0.92
0 .89
0.86
0.84
0 .8lj
0.791
I Il+I2 2S /t -0
I (cfs) I (c:":s)
1---------1------------
! 3 .7 255 .:
3 .5
3 .4
3 .3
3.1
3 .0
2 .9
2.8
2 .7
2.6
2 .5
2 .4
2.3
2.3
2.2
2.1
2.1
2 .0
1.9
1. 9
1.8
1 .8
1.7
1.7
1. 6
346 ./
338 .5
330 .4
322 .5
314.7
307 .1
299 .6
292 .2
285 .l
2 7 8.0
271 .1
26 4.4
257.8
251.4
24 5.1
238.9
232 .9
22 7 .1
221 .4
215.8
210.4
205.l
199.9
194.9
S:\2005152805-291 R&S-medica ll drain reportl drain report -R&S MED REV ISED .doc
2S /t + 0
(cfs)
367.4
35 8 .7
350 .1
341 .8
333 .6
325 .5
317 .6
309 .9
302 .3
294 .8
287.6
280.4
273 .5
266.7
260.0
253.5
247 .1
240.9
234 .8
228 .9
223 .2
217 .5
212 .l
206 .7
201.5j
OUTFL OW !ELEVATION
(cts l I (f t)
---------1---------
6 .:..-± 306 .9 7
5.97 306 .95
5.81 306.93
5.67 306.91
5.54 306 .89
5.4 0 306.87
5.2 7 306.86
5.14 306 .8 4
5.02 306.82
4.8 9 306.80
4.77
4.65
4.54
4.43
4 .31
4.21
4.10
4 .00
3 .89
3 .79
3 .69
3 .59
3 .5 0
3.4 0
3 .31
306 .79
306 .77
306 .75
306 .74
306 .72
306 . 71
306 .69
306 .68
306.66
306.64
306.63
306.61
306.60
306.58
306 .57
POND -2 Version : 5.21 S /N : Page 5
EXECUTED : 0 8 -22 -2005 15:10 :29
****************** SUMMARY OF ROU TING COMPUTATIONS ******************
Po ~d rile: s :\eng r \de t ai n \rsme d \RSMED
I~~:o~ Hydrogr a ph : s:\engr \de cain \rsme d \25DEV
O ~:f lo~ Hyd ro g r aph : s :\eng r \det ain \rsmed \OUT
Scarting Pond W.S . Elev ation 30 5.1 8 ft
.PND
.HYD
.nYD
***** Summa r y of Pe ak Outflow and Peak Elev ati on
Peak Infl ow
Peak Outflow
Peak Elevation
61 .6 0 cfs
28 .35 cfs
308.47 ft
***** Summary of Approximate Peak Storage *****
In it ial Storage
Peak Storage From Storm
Total Storage in Pond
0.00 ac-ft
0.85 ac-ft
0.85 ac-ft
*****
Wa rning: Infl ow h ydrograph truncated on right side.
Pond File:
Inflow Hydrograph:
Out flow Hydrograph:
Peak Inflow
Peak Outflow
Peak Elevati on
s:\engr \detain \rsmed \RSM ED
s:\engr \detain \rsme d \25D EV
s :\engr \detain \rsmed \OUT
61.6 0 cfs
28 .35 cfs
308 .47 ft
S :\2005152805-291 R&S-medica l\dra in report\d rain report-R&S MED REVISED.doc
.PND
.HYD
.HYD
EXECUTE D: 08 -2 2 -20 05
15:10 :29
50-YR STORM EVENT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
R & S LEAS IN G -COLLEGE S TAT ION P ROFESSIONAL B LDG TWO 10/18/05 10 :33 PM
CITY OF COLLEGE STATI ON, B RAZOS CO UN T Y, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
50 YR STORM 98 8 .5 0 .745
DRAINAGE AREA 1
EXI STING
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 ) SEC MIN
T C , MI N NATURAL GRASSLANDS 108 0 1.0 % 0 .90 1,200 .00 20 .00
20 .00
I TYPE C (TBL5) I % c I
C , -NATURAL GRASSLANDS (1 .0 %) 0 .35 100 .0 % 0 .35
100 .0 %' 0.35
I, IN /HR B/(TC +D)"E 8 .08
I TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 245 ,880 5 .64
245 ,8 80 5 .64
Q ,CFS CIA 15 .96
PR O POS ED:
TRAVEL V , FPS TIME
I TYPE LF I % (F IG 5) SEC I MIN
TC , MIN LANDSCAPED AREAS 80 1.0 % 0 .90 88 .89 1.48
PAVE MENT SHEET FLOW 80 1.0 % 2 .8 3 28 .24 0.47
CONCRETE GUTTER 800 1.0 % 3 .00 266 .67 4.44
10.00
TYPE C (TBL5) I % c I
C , -LAND SC APED AREAS (1.0 %) 0.40 22.5 % 0 .09
IMPERVI OUS AREAS 0 .90 77.5 % 0.70
100.0 % 0 .79
I, IN /HR B/(TC+D)"E 11 .1 5
I TYPE SF I ACRES I
A , ACRES LANDSCAPED AREAS 67,820 1.56
IMPERV IOUS AREAS 233 ,600 5.36
301,4 20 6.92
Q ,CFS CIA 60 .75
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
50 YR STORM
B D
98
E
8 .5 0.745
DRAINAGE AREA 2
EXISTING
TRAVEL V ,FPS
TYPE LF % FIG 5
TC , MIN NATURAL GRASSLANDS 1080 1.0 % 0 .90
I TYPE c (TBL5) I
c -NATURAL GRASSLANDS (1 .0 %) 0 .35
I , IN /HR B/(TC+D )"E
TYP E
A , ACRES NATURAL GRASSLANDS
Q,CFS CIA
PROPOSED:
10 /18 /05 10 :33 PM
TI ME
SEC MIN
1,200 .00 20 .00
20 .00
% c I
100 .0 % 0 .35
100 .0%-0 .35
8 .08
SF I ACRES I
262 ,260 6 .02
262 ,260 6 .02
17 .02
*DETENTION POND DATA USE D FROM THE ATTACHED DRAINAGE REPORT FOR PONDEROSA PLA CE-TRACT B
DRAINAGE AREAS 1 AND 2
EXISTING
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN NATURAL GRASSLANDS 1080 1.0% 0.90 1,200 .00 20 .00
20 .00
TYPE C (TBL 5} I % c I
c -NAT.URAL GRASSLAN DS (1 .0%) 0 .35 100 .0% 0 .35
100 .0% 0 .35
I, IN /HR B/(TC+D)"E 8 .08
TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 508 ,140 11 .67
508 ,140 11 .67
Q ,CFS CIA 32.99
PROPOSED:
*SEE POST-DEVELOPMENT INFLOW HY DROGRAPH
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/1 8/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
50 YR STORM 98 8 .5 0.745
DRAINAGE ARE A 3
EXI ST I NG
TRAVEL V ,FPS TIME
I TYP E LF I % (FIG 5) S EC I MIN
TC , MIN NATURAL G RA SSLANDS 430 2 .6% 0.90 477.78 7.96
10.00
I TYPE C (TBL5 ) I % c I c -NATURAL GRAS SLA NDS (1 .0 %) 0 .35 100 .0 % 0 .35
100 .0 %" 0 .35
I, IN/HR B/(T C+D)"E 11 .1 5
T YPE S F I ACRES I
A , A CRES NATURAL GRASSLAN DS 56 ,630 1.30
56,630 1.30
Q ,C FS CIA 5.07
PROPOSED:
TRAVE L V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LA NDS CAPED AREAS 100 1.0 % 0 .90 111.11 1.8 5
CO NC R ETE GUTTE R 30 0 1.0 % 3 .00 10 0 .00 1.67
10.00
I TYP E C (TB L5) I % c I
C , -LANDS C APEDAREAS(1 .0 %) 0 .40 82 .1% 0 .33
IMPE RVI OUS AREAS 0.90 17.9 % 0 .16
100 .0 % 0.49
I, IN /HR B/(TC+D )"E 11.15
I TYPE SF I A CRES I
A , A CRES LAND SC APED AREAS 4 ,50 0 0.10
IMP E RVI OUS AREAS 980 0 .02
5 ,480 0 .13
Q ,C FS CIA 0 .69
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 PM
C ITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT : B D E
50YR STORM 98 8 .5 0 .745
POS T -DEVELOPME NT INFLOW HYDROGRAP H
Qpeak 60.75 cfs
Tc 0 .1667 hr
Time (min) Time (hr) Area 1 runoff Area 2 Pond Discha rge Total Flow
0 0.00 0.00 0 .00 0 .00
1 0.02 6 .07 0 .01 6.08
2 0 .03 12 .15 0 .07 12 .22
3 0 .05 18 .22 0 .26 18.48
4 0.07 24 .30 0.69 24 .99
5 0 .08 30 .37 1.50 31 .87
6 0 .10 36.45 2.81 39 .26
7 0 .12 42 .52 4 .83 47 .36
8 0.13 48 .60 6 .1 9 54 .79
9 0 .15 54 .67 7 .39 62 .06
10 0 .17 60 .75 8 .51 69 .26
11 0 .18 57 .71 9 .51 67 .22
12 0 .20 54 .6 7 10 .34 65 .01
13 0 .22 51 .63 11 .05 62.68
14 0 .23 48 .60 11 .65 60 .25
15 0.25 45 .56 12.18 57 .74
16 0.27 42 .52 12 .63 55 .15
17 0.28 39.48 13.01 52 .50
18 0.30 36.45 13.34 49 .79
19 0 .32 33.4 1 13 .62 47 .03
20 0 .33 30 .37 13 .85 44 .22
21 0 .35 27 .34 14.03 41 .37
22 0 .37 24 .30 14.17 38.47
23 0 .38 21 .26 14 .27 35 .53
24 0.40 18 .22 14 .33 32.55
25 0.42 15 .19 14.35 29 .54
26 0.43 12 .15 14.34 26.48
27 0.45 9.11 14.28 23 .39
28 0.47 6 .07 14 .19 20 .26
29 0.48 3.04 14 .06 17 .10
30 0.50 0 .00 13.89 13.89
31 0.52 0 .00 13 .71 13 .71
32 0 .53 0 .00 13.52 13 .52
33 0 .55 0 .00 13 .3 3 13.33
34 0 .57 0 .00 13.14 13 .14
35 0 .58 0 .00 12.96 12 .96
36 0.60 0 .00 12 .77 12.77
37 0 .62 0 .00 12.58 12 .58
38 0 .63 0.00 12.39 12 .39
39 0 .65 0 .00 12 .21 12 .21
40 0 .67 0 .00 12 .02 12.02
41 0 .68 0 .00 1 1.83 11.83
42 0.70 0.00 11 .64 11 .64
43 0 .72 0 .00 11.45 11.45
44 0 .73 0.00 11 .27 11 .27
45 0 .75 0 .00 11 .08 11 .08
46 0 .77 0 .00 10.89 10 .89
R & S LEASING -COLL EGE STATION P ROFESSIONAL BLDG TWO 10/18 /05 10:33 PM
CITY OF COLLEGE STAT ION, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
50 YR STORM 98 8.5 0.745
47 0 .78 0 .00 10 .70 10 .70
48 0 .80 0 .00 10 .51 10 .51
4 9 0 .82 0.00 10 .3 3 10.33
50 0 .83 0 .00 10 .14 10 .14
51 0 .85 0 .00 9 .95 9 .95
52 0 .87 0 .00 9 .76 9.76
53 0 .88 0 .00 9 .57 9 .57
54 0 .90 0 .00 9.38 9 .38
55 0 .92 0 .00 9 .19 9 .19
56 0 .93 0 .00 9 .01 9 .01
57 0 .95 0 .00 8 .82 8.82
58 0 .97 0 .00 8 .63 8 .63
59 0.98 0.0 0 8.44 8.44
60 1.00 0 .00 8 .25 8 .25
61 1.02 0 .00 8 .06 8 .06
62 1 03 0 .00 7 .87 7 .87
63 1.05 0 .00 7.68 7 .68
64 1.07 0 .00 7.49 7 .49
65 1.08 0 .00 7 .30 7 .30
66 1.10 0 .00 7.11 7.11
67 1.12 0 .00 6.92 6 .92
68 1 .13 0 .00 6.73 6 .73
69 1.15 0 .00 6 .54 6.54
70 1.17 0 .00 6 .35 6 .35
71 1.18 0.00 6 .16 6 .16
72 1.20 0 .00 5 .97 5 .97
73 1.22 0.00 5 .78 5 .78
74 1 .23 0 .00 5.59 5.59
75 1.2 5 0 .00 5.40 5 .40
76 1.27 0 .00 5.71 5 .71
77 1.28 0 .00 5 .12 5.12
78 1.30 0 .00 4.71 4 .71
79 1.32 0 .00 4.39 4.39
80 1.33 0 .00 4 .11 4.11
81 1.35 0 .00 3 .87 3.87
82 1.37 0 .00 3.64 3.64
83 1.38 0 .00 3.44 3.44
84 1.40 0 .00 3 .26 3 .26
85 1.42 0 .00 3.09 3 .09
86 1.43 0 .00 2.93 2.93
87 1.45 0 .00 2 .78 2 .78
88 1.47 0 .00 2 .65 2 .65
89 1.48 0 .00 2.52 2 .52
90 1.50 0 .00 2.40 2.40
91 1.52 Q.00 2 .29 2.29
92 1.53 0 .00 2.19 2 .19
93 1 .55 0 .00 2.09 2 .09
94 1.57 0 .00 2 .00 2 .00
95 1.58 0 .00 1.92 1.92
96 1.60 0.00 1.84 1 .84
97 1.62 0 .00 1.76 1.76
98 1.63 0 .00 1 .69 1.69
99 1.65 0 .00 1 .63 1 .63
100 1 .67 0 .00 1 .56 1.56
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
50 YR STO RM 98 8 .5 0 .745
101 1 .68 0 .00 1.50 1.50
102 1 .70 0 .00 1.45 1.45
103 1.72 0 .00 1.40 1 .40
104 1 .73 0.00 1.34 1.34
105 1 .75 0 .00 1 .30 1.30
106 1.77 0 .00 1.25 1.25
107 1.78 0 .00 1.21 1.21
108 1 .80 0 .00 1.17 1.17
109 1.8 2 0 .0 0 1.13 1.13
110 1 .83 0 .00 1.09 1.09
111 1 .85 0 .00 1.06 1.06
112 1 .87 0 .00 1 .02 1.02
113 1.88 0 .00 0 .99 0 .99
114 1.90 0 .00 0 .96 0 .96
115 1 .92 0 .00 0 .93 0 .93
80 .00
70 .00
60 .00
50 .00
4 0 .00 "
3 0 .00
20 .00
10 .00
0 .00
0 .00 0 .50 1 .00 1 .50 2.00 2 .50
J-+-Area 1 Runoff ---Area 2 Pond Discharge -.-Total Post-Devel opment Inflow I
POND-2 Version : 5.21 S /N : Page 1
EXECUTED: 08-22-2005 15:04:04
I nf low
Rat ing
********************************************
*
*
*
*
*
*
R&S LEASING -CS PROFESSIONAL BLDG TWO
COLLEGE STATION , TX
50 YEAR STORM
*
*
*
*
*
*
********************************************
Hyd r og r aph: s :\e ng r \detain \rs me d \5 0 DEV .HYO
Ta ble f i le: s :\e ng r \decain \rsmed \RSME D .PND
----I NIT IAL CO NDI T I ONS ----
Elevation 30 5.18 f t
Outflow 0 .00 cfs
S torage 0 .00 ac-ft
INTERMEDIATE ROUTING
GIVE N POND DATA COMPUTATION S
--------------------------------------------------------
I ELEVATION I OUTFLOW I STORAGE I I 2S /t I 2S /t + 0
I (ft) I (cfs) I ( ac-ft) I I (cfs) I (cfs)
I
I
1---------1---------1----------1 1------------1 -------------1
30 5.18 I 0 .0 I 0 .00 0 1 0.0 I 0 .0 I
305.43 I 0 .0 I 0 .0011 1. 4 I 1.4 I
305.68 I 0.3 I 0 .0081 11. 3 I 11. 6 I
305.9 3 I 0 .7 I 0.0261 38 .1 I 38.8
306.1 8 I 1. 4 I 0 .0 6 01 86 .5 I 87.9
306.43 I 2 .5 I 0 .1051 15 2 .2 I 154.7
306 .68 I 4.0 I 0 .164 1 237.1 I 241.l
306.93 I 5 .8 I 0 .2371 343.6 I 349.4
307.1 8 I 8 .2 I 0 .3 24J 469.2 I 477.4
307 .43 I 11 . 0 I 0 .415 J 601.8 I 612.8
307.6 8 I 14 .3 I 0 . 511 J 740.7 I 755.0
307 .93 I 18 .1 I 0 .6121 886.1 I 904.2
3 08 .1 8 I 22 .5 I 0.7171 1 038 .6 I 1061.1
308.43 I 27 .5 I 0 .8281 1199. 5 I 1227.0
308.68 I 33 .l I 0 .9451 136 9 .0 I 1402.1
. 308. 93 I 37 .9 I 1.06 81 1547.4 I 1585.3
309.0 0 I 39 .3 I l.103J 1599.0 I 1638.3
Time inc remen t (t) = 0.0 17 hrs.
S:\200515 2805-29 1 R&S-medicalldrain reportldrain report-R&S MED REVISED.doc
POND-2 Version: 5.21 S /N: Pag e 2
EXEC UTED : 08 -2 2-2005 15:0 4:04
Pond File: s:\e ngr \detain \rsmed \RSMED .PND
Inflow Hydrograph : s:\e ngr \detain \rsmed \50DEV .HYD
Outflow Hydrograph: s:\eng r \detain \rsmed \OUT .HY D
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
-----------------------------------------------------------------------
I TIME INFLOW I Il+I2 2 S /t -0 2S /t + 0 I OUTFLOW i ELEVATION I
I (hrs ) I (cfs ) I (c f s) (c :s ) (cfs) I (cfs) I (ft) I
1--------1---------1--------------------------------1---------1---------1
0 .000 0 . 0 I Q .O 0 .0 1 0 .0 0 I 30 5 .1 8 I
0 .017 6 .08 I 6 .1 5 .8 6 .l J 0 .14 I 30 5.54 I
0 .0 33 1 2 .22 I 1 8 .3 23 .1 24 .l l 0 .48 I 30 5 .80 I
0 .050 18.48 I 3 0 .7 52 .0 53.81 0 .91 I 306.01 I
0 .067 24 .99 I 43 .5 92.4 95.5 1. 52 306.21 I
0 .0 83 31.87 I 56 .9 1 44.5 149 .3 2.41 306 .41 I
0 .100 39.26 I 71.1 208 .5 215.6 3.56 306 .61
0 .117 47 .36 I 86.6 28 5.3 295 .1 4.90 306.80
0 .134 54 .79 I 102.2 37 4.4 387 .5 6.51 307 .00
0 .150 62.06 I 116.9 474.3 491 .3 8.49 307.21
0.167 69.26 131. 3 583.9 605.6 1 0.85 307 .42
0.184 67 .22 136 . 5 693 .4 720 .4 13. 50 307.62
0.200 65 .0 1 132.2 793 .4 825.6 16.10 307 .80
0 .217 62.681 127.7 88 4.0 921 .1 18.57 307 .96
0.234 6 0 .25 122.9 964 .9 1006 .9 20.98 308.09
0.250 5 7 .74 11 8 . 0 1 0 36 .6 1082 .9 23 .16 308.21
0 .267 55.15 112. 9 1 0 99.2 1149 . 5 25.16 308.31
0 .284 52 .50 107.7 1153 .1 1 206.8 26 .89 308 .40
0.301 49.79 102.3 1198. 5 1 255 .31 28.41 308 .47
0.317 47.03 96.8 1236.0 1 295 .31 29 .69 308.53
0.334 44 .22 91.3 1265.8 1327.21 30 .70 308 .57
0.351 41.37 85.6 1288 .5 1351. 4 I 31.48 308 .61
0.367 38.47 79 .8 1304. 3 1368 .3 1 32.02 308 .63
0 .384 35.53 74.0 1313 . 6 1378 .31 32.34 308.65
0 .401 32.55 68.1 1316.8 1381 .71 32.45 308.65
0 .417 29.54 62.1 1314 .1 1378 .91 32.36 308.65
0.434 26.48 56.0 1306 .0 1370.21 32.08 308 .63
0.451 23 .39 49.9 1292.6 1355.91 31 .62 308.61
0 .46 8 20.26 43.7 1274 .3 1336.31 30 .99 308.59
0 .4 84 17 .10 37 .4 1251.2 1311. 7 I 30 .21 308.55
0 .5 01 13 . 89 31.0 1223 .7 1282.21 29.27 308.51
0 .518 13.71 27.6 1194 .8 1251.31 28.28 308.46
0 .534 13. 52 27.2 1167 .3 1 222.01 27.35 308.42
0 .551 13 . 33 26 .9 114 1.1 1194.ll 26.51 308 .38
0 .568 13 .14 26.5 1116.2 1167.6 1 25 .71 308.34
0 .584 12.96 26 .l 1 0 92.4 1142.31 24.95 308 .30
0 .601 12.77 25.7 1069 .7 1118 .ll 24.22 308 .27
0 .618 12 .58 25.4 1048 .0 1095.0I 23.52 308.23
0 .635 12 .39 25.0 102 7.2 1072.91 22 .86 308.20
0 .651 12.21 24.6 1007.4 1051. 8 I 22 .24 308.17
0 .668 12 .02 24.2 988.2 1031. 6 I 21 .67 308.13
0 .685 11 . 83 23.9 969.8 1012.ll 21.12 308.10
0 .701 11 . 64 23.5 952.1 993.31 20 .60 308.07
0 . 718 11 . 45 23.1 935.0 975 .21 20 .09 308 .04
0.735 11 . 27 22 .7 9 1 8.5 957 .71 19 .60 308 .02
-----------------------------------------------------------------------
S:\2005152805-2 91 R&S-m ed ical \drain report\dra in report-R&S MED REVISED .doc
POND-2 Ve rsi on : 5 .2 1 S/N :
EXEC UTED: 08 -22-2005 15:04:04
Pond File : s:\engr\detain \rsmed \RSMED
Infl o w Hyd ro graph : s:\engr\detain \rsmed \5 0DEV
Outflow Hydrograph: s:\engr\detain \rsmed \OU T
.PND
.HYD
.H YD
I NFL Ol,'J HYDROGRAPH ROUTING COMPUTATIONS
Page 3
I TIMS INFLOW I Il+I2 2 S /t -0 2S /t + 0 I OUTFL OW ELEVATION!
I (hr s ) (cfs )
1--------1---------
1 0 .752 :1 .08
I o .76s 1 0 .8 9
I o .7 85 1 0 .70
I 0.802 l o .51
I 0 .8 1 8 1 0 .33
I o .835 1 0 .14
I o .852 9.95
0.868 9.76
0 .8 8 5 9.57
0.9 02 9.38
0.918 9.19
0 .9 35 9.0 1
0.952 8 .82
0 .9 69 8 .63
0 .9 85 8 .44
1 .0 0 2 8 .2 5
1.019
1.0 35
1.052
1.0 69
1 .086
1.1 02
1 .119
1.136
1.152
1.169
1.1 86
1.2 02
1.219
1.236
1.252
1.269
1.2 86
1.3 0 3
1.319
1. 336
1.353
1.369
1. 386
1. 4 0 3
1.419
1. 436
1. 453
1.470
1. 486
1.503
8.06
7.87
7.68
7.49
7.30
7.11
6.92
6.73
6.54
6.35
6.16
5.97
5.78
5.59
5.40
5.71
5.12
4.71
4 .39
4.11
3.87
3.64
3 .44
3.26
3.09
2.93
2.78
2.65
2.52
2.40
I (cfs) I (c fs) I (cfs) I (cfs) (ft ) I
1---------1 ------------1-----------1------------------1
22 .4 I
22 .0 I
21 .6
21. 2
20 .8
20 .5
20.1
19.7
19.3
19.0
18.6
18.2
17.8
17.5
17.1
16 .7
16.3
15.9
15 .6
15 .2
14 .8
14.4
14.0
13. 7
13.3
12.9
12.5
12.1
11. 8
11. 4
11.0
11 .1
10.8
9.8
9.1
8.5
8.0
7.5
7.1
6.7
6.4
6.0
5.7
5.4
5 .2
4.9
902 .6 I
887 .3 I
8 72 .4 I
8 57 .9
843 .9
830 .2
8 16.8
803 .8
791.0
778.6
766.4
754 .5
742.8
731 .4
720.2
709 .1
698 .2
687.4
676 .8
666.3
655.9
645.7
635 .5
625 .5
615 .5
605 .7
596 .0
586.3
576.6
567.0
557 .5
548 .4
539.4
529 .9
520.1
510 .0
499.9
489.8
479 .7
469.6
459 .6
449.7
439.8
430.0
420.4
410 .9
9 4 0 .9 1
924.6 1
908 .9 1
8 93.6
878.8
864.4
850.3
836.5
823.l
810.0
797.2
784.6
772.3
760.3
748.5
736.9
725.4
714 .1
703.0
692.0
681.l
670.3
659.7
649.2
638.7
628.4
618.2
608.1
598.0
588.0
578 .0
568.6
559.2 1
549.3 1
539.ol
528.6 1
518.ol
507.4 1
4 96.91
486 .41
476.ol
465.6 1
455.41
445.2 1
435.21
425.31
19 .13
1 8 .67
1 8 .2 3
17.8 3
17.45
17.0 8
16.73
16.3 8
16.03
15 .70
15 .37
15.05
14.74
14.44
14.15
13. 88
13. 61
13. 35
13 . 09
12.84
1 2.59
12.34
12.09
11 . 84
11. 60
11 . 36
11.13
1 0 .9 0
1 0 .7 0
1 0 .49
1 0.28
1 0 .09
9.89
9.69
9.47
9.26
9.04
8.82
8 .60
8.39
8.17
7 .98
7.79
7.60
7 .41
7 .22
30 7 .99 I
3 07 .9 6 I
307.94 I
307 .91 I
3o 7.89 I
307.86 I
307.84 I
307.82 I
3o7.79 I
307.77 I
307.75 I
307.73 I
307.71 I
3o7.69 I
307.67 I
307.65
307.63
307.61
307.59
307.57
307.55
307.53
307.51
307.49
307.48
307.46
307.44
307.42
307.40
307.38
307 .37
307 .35
307.33
307.31
307 .29
307 .27
307 .26
307 .24
307.22
307.20
307.18
307.16
307.14
307.12
307.10
307.08
S :\200515280 5-2 91 R&S-med icall drain reportl dra in report-R&S MED REVISED .doc
POND-2 Vers i on : 5.2 1 S /N:
EXECUTED: 08 -22 -2005 15 :04 :0 4
Pond File : s :\engr \detain \rsmed \RSMED
Inflow Hydrograph : s:\engr \detain \rsmed \50DEV
Outflow Hydrograph : s:\engr \detain\rsmed \OUT
.PND
.HYD
.HYD
INFLOW HYDROGRAPH ROUTING COM PUTATI ONS
I TIME
I (hrs)
1--------
1 .52 0
1 .536
1 .553
1 .5 70
1 .586
1 .6 03
1.620
1 .637
1 .653
1 .67 0
1 .6 87
1 .7 03
1 .7 20
1.737
1.753
1.770
1.7 8 7
1. 804
1. 82 0
1.837
1. 854
1. 870
1. 88 7
1 .904
1.920
INFLOW I
(cfsl /
---------1
2.29 /
.19 1
2 .0 9
2 .00
1 .92
1. 8 4
1. 76
1. 69
1. 63
1. 56
1. 5 0
1.4 5
1. 4 0
1. 34
1 .30
1 .2 5
1 .21
1.17
1.13
1. 0 9
1 .0 6
1.02
0 .99
0 .96
0 .93
I Il+I2 2S /t -0 25 /t + 0
I (cfs) I (cfs ) (cf s )
1---------1------------1-----------
-":. 7
4 .5
4 .3
4 .1
3 .9
3 .8
3 .6
3 .5
3 .3
3 .2
3.1
3 .0
2 .9
2 .7
2.6
2 .6
2 .5
2 .4
2 .3
2 .2
2.2
2.1
2 .0
2 .0
1 .9
392 .2
3 8 3 .l
374 .2
365 .5
356 .9
348.5
34 0 .2
332.l
324.2
316.4
3 08 .7
301 .2
293 .9
28 6.7
279 .6
272 .7
26 6 .0
259 .4
252 .9
246 .6
240 .4
23 4.4
228 .5
222 .8
41 5 .6
406.0
396 .5
387.2
378 .l
369 .2
360 .5
351. 9
343.5
335 .3
327 .2
319 .3
3 11. 6
304 .0
296.5
2 8 9 .2
282.l
275 .l
268 .3
261. 6
255 .1
248.7
242 .4
236 .3
230 .4 1
S:\2005152805-291 R&S-medicalldrain reportl drain report-R&S MED REVISED .doc
OUTFLO W
(c fs )
7 .0 4
6 .86
6 .6 8
6 .5 1
6 .34
6 .17
6 .01
5.85
5 .7 0
5 .57
5 .43
5 .3 0
5 .1 7
5.05
4 .9 2
4.80
4.68
4 .57
4 .45
4.34
4.23
4.13
4.02
3 .92
3 .81
Page 4
ELEVATION !
(ft i I
---------!
3 o 7 .o6 I
307 .04 I
307 .02 /
30 7.oo I
306 .99 I
306 .9 7 I
306.9 5 I
306 .93 /
305 _9 2 I
3o6.9o I
306.88 I
306.86
306.84
306.83
3 0 6 .8 1
306.79
306 .77
306.76
30 6.74
306.73
306. 71
306.70
3 0 6.68
306.67
306.65
POND-2 Version: 5 .21 S /N : Page 5
EXECUTED: 08 -22 -200 5 15:04:04
****************** SUMMA RY OF ROUTING COMPUTATIONS ******************
Pond File:
!~flow Hydrograph:
s :\e ngr \det ain \rsmed \RSMED
s :\engr \detain \r s med \5 0DEV
s :\engr \detain \rsmed \OUT
.P D
.HYO
.HYD Oucflow Hydrograph:
Scarting Pond W.S. Elevation 305 .1 8 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Peak Elevation
69.26 cfs
32.45 cfs
308 .6 5 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
0 .00 ac -ft
0.93 ac-ft
0 .93 ac-ft
*****
Warning: Inflow hydrograph truncated on right side.
Pond File:
Inflow Hydrograph:
Out flow Hydrograph:
Peak Infl ow
Peak Outflow
Peak Elevation
s:\engr \detain\rsmed \RSMED
s :\engr \detain\rs med \50DE V
s :\engr \detain\rsmed \OUT
69.26 cfs
32.45 cfs
308.65 ft
S:\2005152805-291 R&S-medical\drain reportl drain report-R&S MED REVISED.doc
.PND
.HYD
.HYD
EXECUTED: 08 -22-2005
15:04 :04
.0 9
.17
.26
.34
.43
.51
.6
.6 8
.77
.8 5
.94
1. 02
1 .11
1.19
1. 28
1. 36
1.45
1.53
1. 62
1. 7
1 .79
1. 87
POND -2 Version: 5.21 S /N: Page 6
Flow (cfs)
0 .0 7 .0 14.0 21 .0 28 .0 35 .0 4 2 .0 49.0 56.0 63 .0 70 .0 77 .0
.------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1-
1 -I x *
I x *
-I x *
I x *
-I x *
x
..
I .•.
-I x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
-I * x
I * x
I
TIME
(hrs)
x File: s:\engr\detain\rsmed \OUT .HYD
.HYD
Qmax
Qmax
32 .5 cfs
69 .3 cfs * File : s:\engr\d etain\rsmed \5 0 DEV
S:\2 005\5 2805-29 1 R&S-medi ca l\drai n report\dra in report-R&S MED REVISED .doc
100-YR STORM EVENT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
100 YR STORM 96 8 .0 0 .73
DRAINAGE AREA 1
EXISTING
TRAVEL V ,FPS TIME
T YPE LF % FIG 5 SEC MIN
TC , MIN NATURAL GRASSLA NDS 1080 1.0 % 0 .90 1,200 .00 20 .00
20 .00
TYPE C (TBL5) I % c I c . -NATURAL GRASSLANDS (1 .0%) 0.35 100 .0 % 0.35
100 .0 %• 0 .35
I, IN /HR B/(TC+D )"E 8 .43
I T YPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 245 ,880 5 .64
245 ,880 5 .64
Q ,CFS CIA 16 .66
PROPOSED:
TRAVEL V,FPS TIME
I TYPE LF I % (FIG 5) SEC I MIN
TC, MIN LANDSCAPED AREAS 80 1.0% 0 .90 88 .89 1.48
PAVE MEN T SHEET FLOW 80 1.0% 2 .83 28 .24 0.47
CONCRETE GUTTER 800 1.0 % 3 .o·o 266.67 4.44
10.00
TYPE C (TBL5) I % c I c -LANDSCAPED AREAS (1 .0 %) 0.40 22 .5% 0 .09
IMP ERVIOUS AREAS 0 .90 77 .5 % 0 .70
100 .0 % 0 .79
I, IN /HR B/(TC+D )"E 11 .64
I TYPE SF I ACRES I
A , ACRES LANDSCAPED AREAS 67 ,820 1.56
IMPERVIOUS AREAS 233 ,600 5 .36
301,420 6 .92
Q ,CFS CIA 63.42
R & S LE ASIN G -COL LEG E STAT ION P ROFESSI O NAL BL DG TWO
CITY OF COLLEGE STATI ON, BRAZOS COUNTY, TEXAS
REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
100 YR STORM
EXISTING
TYPE
TC . MIN NATURAL GRASSLANDS
B D
96 8 .0
DRAINAGE AREA 2
TRAVEL
LF I %
1080 1.0 %
TYPE
c -NATURAL GRASSLANDS (1.0 %)
I , IN /HR B/(TC+D )"E
TYPE
A , ACRE S NATURAL GRASSLANDS
Q ,CFS CIA
PROP OSED:
E
0.73
V , FPS
(FIG 5)
0 .90
C (TBL5)
0 .35
I
10/18 /05 10 :33 PM
TIME
SEC I MIN
1,200 .00 20 .00
20 .00
% c I
100.0 % 0 .35
100 .0%' 0.35
8.43
SF I ACRES I
262,260 6.02
262 ,260 6 .02
17 .76
*DETENTION POND DATA USED FROM THE ATTACHED DRAINAGE REPORT FOR PONDEROSA PLACE -TRACT B
EXISTING
TC , MIN
c -
I, IN /HR
A, ACRES
Q ,CFS
PR O POS ED:
DRA IN A GE ARE A S 1 A N D 2
TYPE
NATURAL GRASSLANDS
I TYPE
NATURAL GRASSLANDS (1 .0%)
B/(TC+D )"E
NATURAL GRASSLANDS
CIA
TRAVEL
LF I %
1080 1.0 %
TYPE
V ,FPS
(FIG 5 )
0 .90
c (TBL5) I
0.35
*SEE POST-DEVELOPMENT INFLOW HYDROGRAPH
TIME
SEC I MIN
1.200 .00 ___ 2_0_.o_o
20.00
% c I
100 .0% 0 .35
100 .0% 0 .35
8.43
SF I ACRES I
508 ,140 11 .67
508 ,140 11 .67
34.42
R & S LEASING-COLLEGE STATION PROFESSIONAL BLDG TWO 10 /18/05 10 :33 PM
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
100 YR STORM 96 8 .0 0 .73
DRAINAGE AREA 3
EXISTING
TRAVEL V ,FPS T IM E
TYPE LF % FIG 5 SEC MIN
TC , MIN NATURAL GRASSLANDS 430 2 .6 % 0 .90 477.78 7 .96
10.00
TYPE C (TBL5) I % c I c -NATURAL GRASSLANDS (1 .0 %) 0.35 100 .0 % 0 .35
1000%. 0 .35
I , IN /HR B/(TC+D )"E 11 .64
I TYPE SF I ACRES I
A , ACRES NATURAL GRASSLANDS 56 ,630 1.30
56 ,630 1.30
Q ,CFS CIA 5 .30
PROPOSED:
TRAVEL V ,FPS TIME
TYPE LF % FIG 5 SEC MIN
TC , MIN LANDSCAPED AREAS 100 1.0% 0 .90 111 .11 1.85
CONCRETE GUTTER 300 1.0 % 3.00 100 .00 1.67
10.00
TYPE C (TBL5) I % c I
C, -LANDSCAPED AREAS (1.0 %) 0.40 82 .1% 0 .33
IMPERVIOUS AREAS 0 .90 17 .9 % 0 .16
100 .0% 0.49
I , IN /HR B/(TC+D)"E 11.64
I TYPE SF I ACRES I
A , ACRES LANDSCAPED AREAS 4 ,500 0 .10
IMPERVIOUS AREAS 980 0 .02
5,480 0.13
Q ,CFS CIA 0.72
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT: B D E
100 YR STORM 96 8 .0 0.73
POST-DEVELOPMENT INFLOW HYDROGRAPH
Qpeak 63 .42 cfs
Tc 0 .1667 hr
Time (min ) Time (hr) Area 1 runoff Area 2 Pond Discharge
0 0 .00 0 .00 0 .00
1 0 .02 6 .34 0 .0 1
2 0.03 12.68 0 .08
3 0 .05 19 .03 0 .32
4 0 .07 25 .37 0.86
5 0.08 31.71 1 .88
6 0 .10 38 .05 3 .52
7 0 .12 44.40 5.52
8 0 .13 50.74 6.86
9 0 .15 57.08 8 .10
10 0 .17 63.42 9 .27
11 0 .18 60.25 10 .32
12 0 .20 57 .08 11 .20
13 0 .22 53 .91 11 .95
14 0 .23 50 .74 12.60
15 0 .25 47 .57 13 .15
16 0 .27 44.40 13.64
17 0 .28 41.23 14 .05
18 0.30 38 .05 14.41
19 0 .32 34 .88 14.71
20 0 .33 31 .7 1 14 .96
21 0 .35 28.54 15 .16
22 0 .37 25 .37 15 .32
23 0 .38 22 .20 15.43
24 0.40 19 .03 15 .50
25 0 .42 15 .86 15 .54
26 0.43 12 .68 15 .53
27 0.45 9.51 15.48
28 0.47 6 .34 15 .39
29 0.48 3 .17 15 .27
30 0 .50 0 .00 15 .10
31 0 .52 0.00 14 .91
32 0 .53 0.00 14 .73
33 0 .55 0 .00 14 .54
34 0 .57 0 .00 14.35
35 0 .58 0 .00 14.16
36 0 .60 0 .00 13 .98
37 0 .62 0 .00 13 .79
38 0 .63 0 .00 13 .60
39 0 .65 0.00 13.41
40 0 .67 0.00 13 .23
41 0 .68 0 .00 13 .04
42 0 .70 0 .00 12 .85
43 0 .72 0 .00 12.66
44 0 .73 0.00 12.48
45 0 .75 0 .00 12.29
46 0 .77 0 .00 12 .10
10 /18/05 10 :33 PM
Total Flow
0 .00
6 .35
12.77
19 .35
26 .23
33 .59
41 .57
49 .92
57 .60
65 .18
72.70
70 .57
68 .28
65 .86
63 .34
60 .72
58 .03
55 .28
52 .46
49.59
46 .67
43 .70
40 .69
37 .63
34 .53
31 .39
28.21
24 .99
21.74
18.44
15 .10
14 .91
14 .73
14 .54
14 .35
14 .16
13 .98
13 .79
13 .60
13.41
13 .23
13.04
12 .85
12 .66
12.48
12 .29
12 .10
R & S LEASING -COLLEGE STATION PROFESSIONAL BLDG TWO 10/18/05 10:33 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: I B I D I E I 100 YR STORM 96 8.0 073 47 0.78 0.00 11.91 11.91 48 0.80 0.00 11.73 11.73 49 0.82 0.00 11.54 11.54 50 0.83 0.00 11.35 11.35 51 0.85 0.00 11.16 11.16 52 0.87 0.00 10.97 10.97 53 0.88 0.00 10.79 10.79 54 0.90 0.00 10.60 10.60 55 0.92 0.00 10.41 10.41 56 0.93 0.00 10.22 10.22 57 0.95 0.00 10.03 10.03 58 0.97 0.00 9.84 9.84 59 0.98 0.00 9.66 9.66 60 1.00 0.00 9.47 9.47 61 1.02 0.00 9.28 9.28 62 1.03 0.00 9.09 9.09 63 1.05 0.00 8.90 8.90 64 1.07 0.00 8.71 8.71 65 1.08 0.00 8.52 8.52 66 1.10 0.00 8.33 8.33 67 1.12 0.00 8.15 8.15 68 1.13 0.00 7.96 7.96 69 1.15 0.00 7.77 7.77 70 1.17 0.00 7.58 7.58 71 1.18 0.00 7.39 7.39 72 1.20 0.00 7.20 7.20 73 1.22 0.00 7.01 7.01 74 1.23 0.00 6.82 6.82 75 1.25 0.00 6.63 6.63 76 1.27 0.00 6.44 6.44 77 1.28 0.00 6.25 6.25 78 1.30 0.00 6.06 6.06 79 1.32 0.00 5.87 5.87 80 1.33 0.00 5.68 5.68 81 1.35 0.00 5.48 5.48 82 1.37 0.00 5.29 5.29 83 1.38 0.00 5.35 5.35 84 1.40 0.00 4.90 4.90 85 1.42 0.00 4.55 4.55 86 1.43 0.00 4.25 4.25 87 1.45 0.00 3.99 3.99 88 1.47 0.00 3.76 3.76 89 1.48. 0.00 3.54 3.54 90 1.50 0.00 3.35 3.35 91 1.52 0.00 3.17 3.17 92 1.53 0.00 3.01 3.01 93 1.55 0.00 2.86 2.86 94 1.57 0.00 2.72 2.72 95 1.58 0.00 2.58 2.58 96 1.60 0.00 2.46 2.46 97 1.62 0.00 2.35 2.35 98 1.63 0.00 2.24 2.24 99 1.65 0.00 2.14 2.14 100 1.67 0.00 2.05 2.05
R & S LEASING-COLLEGE STATION PROFESSIONAL BLDG TWO
CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS
REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS
STORM EVENT:
100 YR STORM
101
102
10 3
104
105
106
107
108
109
110
111
112
113
114
115
80.00
70 .00
60 .00
i 50 .00
40 .00
30 .00
20 .00
10 .00
0 .00
0 .00
B D
9 6 8.0
1.68 0 .00
1.70 0 .00
1.72 0.00
1.73 0 .00
1.75 0 .00
1.77 0.00
1.78 0 .00
1.80 0 .00
1.82 0 .00
1.83 0 .00
1.85 0 .00
1.87 0 .00
1.88 0 .00
1.90 0 .00
1.92 0 .00
. 0 .50 1.00 1 .50
E
0.73
1.96
1.88
1.80
1.73
1.66
1 .60
1 .5 3
1.48
1.42
1.37
1.32
1.27
1.23
1.19
1.15
2 .00
10/18/05 10 :33 PM
1.96
1.88
1.80
1.73
1.66
1.60
1.5 3
1.4 8
1.42
1.37
1.32
1.27
1.23
1.19
1.15
2 .50
I-+-Area 1 Runoff -e-Area 2 Pond Discharge ......-Total Post-Development Inflow I
PO ND-2 Ve r s i on : 5.2 1 S /N :
EXE CUT ED : 08 -22 -2 0 0 5 1 5 :00 :24
********************************************
*
*
*
*
*
*
R&S LEASING -CS PRO FESSIO NAL BLDG TWO
COLLEGE STATION , TX
1 00 YEAR STORM
*
* .
*
*
*
*
********************************************
Inflow Hydrogr aph : s :\e ng r \de t ai~\rs med \l OO DE V .HYO
Rating Table file: s :\engr \de t ai~\rs m e d \R SME D .PND
----I NIT IAL CONDITI ONS ----
El e vati o n 3 0 5 .1 8 ft
Out fl ow 0 .00 cfs
S t ora ge 0 .0 0 a c -ft
Pa g e 1
GI VEN POND DATA
INTERMEDIATE ROUT ING
COMPUTATI ONS
/ELEVATI ON/ OUTFLO W I STO RA GE I
I (ft) I (cf s) I ( a c-ft) I
/---------/---------/----------/
30 5.1 8 /
3 0 5.43 /
3 0 5 .6 8 /
305 .9 3 /
306 .18 /
306.43 /
3 0 6.6 8 /
306.9 3 /
301.1 8 /
3 0 7.4 3 /
3 0 7 .6 8 /
3 0 1 .9 3 /
308 .1 8 /
30 8 .43 /
30 8 .6 8 /
30 8 .9 3 /
3 0 9 .oo /
o .o /
o .o /
o .3 /
0 .1 /
i. 4 I
2.5 /
4.o /
5 .8 /
8.2 /
11 . o /
14.3 /
1 8 .1 /
22 .5 /
21 .5 /
33.1 /
37.9 /
39 .3 /
0 .00 0/
0 .0 0 1 /
0 .008 /
0 .02 6 /
0 .060/
0 .1 0 5/
0 .16 4/
0.23 7/
0 .3 2 4/
0 .415/
0 .511/
0 .61 2 /
0 . 717 /
0 .82 8 /
0.945 /
1.06 8/
1 .1 0 3/
I 2S /t I 2S /t + 0
I (cfs) I (cfs) I
/------------/-------------1
o .o /
i. 4 I
11. 3 /
3 8 .1 /
86.5 /
1 5 2 .2 /
231 .1 /
34 3 .6 /
469.2 I
6oi. 8 I
14 0 .1 /
886.1 /
103 8 .6 /
1199.5 /
1369.o /
1547.4 /
1599.o I
o .o I
1 .4 /
li. 6 /
3 8.8 /
87.9 I
154.7 /
24i.1 I
349 .4 I
477.4 /
612.s /
755.o /
9 0 4.2 /
10 61.1 I
1 2 2 1 .0 I
14 02 .1 I
15 8 5 .3 I
163 8 .3 I
Time inc rement (t) = 0 .0 17 hrs.
S:\2005152805-291 R&S-med ica l\drain reportl drain report-R&S MED REVISED.doc
PON D-2 Version: 5.21 S /N : Page 2
EXEC UT ED: 08-22-2005 15:00 :24
Pond File: s:\engr \detain \rsmed \RSMED .PND
Inflow Hydrogra ph : s:\engr \detain \rsme d\l OO DE V .HYD
Outflow Hydrograph: s:\e ngr \detain \rsmed \OUT .HYD
INF LOW HYDROGRAPH
TIME I INFLOW
I (hrs) I (cfs)
1--------1---------
1 0 .000 C .00
I 0 .017 6 .35
I 0 .0 33 12 .77
0 .0 5 0
0 .06 7
0.083
0 .100
0 .117
0 .134
0 .150
0.167
0.18 4
0 .200
0 .217
0 .234
0 .250
0.267
0 .284
0 .301
0 .317
0 .334
0 .351
0. 367
0.384
0 .401
0 .417
0 .434
0 .451
0 .46 8
0 .4 8 4
0 .5 01
0.518
0.534
0 .551
0 .56 8
0 .584
0.60 1
0 .618
0.635
0 .651
0 .66 8
0 .6 85
0.701
0 . 718
0 .735
19 .35
26.23
33.59
41.57
49.92
57. 60
65.18
72.70
70.57
6 8 .2 8
65.86
6 3 .34
6 0 .72
58.03
55.28
52.46
49.59
46.67
43.70
4 0 .69
37.63
34.53
31 .39
28.21
24 .99
21.74
18.44
15 .10
14.91
14 .73
14.54
14.35j
14 .161
13.981
13.79 1
u. 60 I
13.41 1
13.23 1
13.041
12.851
12 .66 1
12 .481
Il+I2
(cfs)
6 .4
19.1
32 .1
45 .6
59.8
75 .2
91. 5
107.5
122.8
137 . 9
143.3
138 .9
134 .1
129 .2
124.1
118 .8
113. 3
107.7
102.1
96.3
9 0 .4
84 .4
7 8 .3
72.2
65.9
59.6
53 .2
46 .7
40.2
33 .5
30.0
29.6
29.3
28.9
28.5
28.1
27.8
27.4
27.0
26 .6
26.3
25 .9
25 .5
25.1
ROUT ING COMPUTATI ONS
2S /t -0 I 2S /t + 0 I OUTFLOW !ELE VATION!
{cfs) I {cfs) I {cfs) I {ft) I
------------1-----------1 ---------1---------1
c .o 0 .0 1 o .oo I 305.18
6 .1 6.4 1 0 .15 I 305 .5 5
24 .2 25 .2 1 0 .5 0 30 5.81
54.4 56 .3 0.95 306.02
96.8
151.5
219.2
300.4
394 .1
498.8
613. 6
728.2
832 .7
927.2
1011. 6
1086 .2
1151.3
1207.2
1254.3
1293.l
1324. 0
1347.5
1364 .1
1374 .1
1377.8
1375 .3
1367.0
1353.0
1333.7
13 0 9. 5
1280 .6
1250.3
1221.5
1194. 3
116 8 .4
1143. 7
1120. 2
1097.7
1076.3
1055 .7
1036.1
1017.3
999.2
9 8 1.7
964.9
1 00 .0
156 .6
226.7
310.7
407 .9
516 .9
636.7
756 .9
867.0
966.9
1056.4
1135.7
1204.9
1264 .61
1314.9 1
1356.3 j
1389.3 1
1414 .3 1
1431.9 1
1442.4 1
1446.3 1
1443 .71
1434.9 1
142 0.21
1399.81
1373.91
1343.ol
1310.61
1279 .91
1 250.81
1223.21
1196.9 1
1171.91
1148.ol
1125.l l
11 03.31
1 082.41
1062.41
1 043.21
1024.71
1006.91
1. 6 0
2 .5 3
3.75
5.16
6.9 0
9.02
11. 56
14 .35
17 .15
19 .86
22 .37
24.75
26.83
28 .7 0
30 .31
31 .64
32 .69
33 .42
33 .88
34 .16
34.26
34 .19
33 .96
33.57
33.02
32.20
31. 21
30.17
29.19
28.26
27.38
26.59
25.84
25.12
24.43
23 .77
23.14
22.54
22.00
21. 48
20 .98
306 .23
306.44
306 .64
306 .84
307 .04
30 7 .25
307.47
307.68
307 .87
308.03
308.17
308 .29
308 .4 0
308 .48
308 .56
308.61
308 .66
308.70
308 .72
308.74
308.74
308 .74
308 .72
308 .7 0
308 .6 8
308.64
308.60
308.55
308.51
308 .46
308.42
308 .38
308 .35
308 .31
308.28
308 .24
308.21
308 .18
308.15
30 8.12
308.09
S :\2005\52805-29 1 R&S-m edical\dra in repo rt \drai n report-R&S MED REV IS ED .doc
POND-2 Version : 5 .21 SIN: Page 3
EXECUTED: 08 -22 -2005 15:00:24
Pond File: s :\engr\aetain\rsrned \RSMED .PND
Inflow Hydrograph: s :\engr\cetai n \rsrned \lOODEV .HYD
Outflow Hydrograph: s :\engr\cet ain \rsrned \OUT .HYD
INFLOW HYDROGRJ..PH ROU TING COMPUTATI ONS
------------------------------------------------------------------------
I TIME I INFLOW I I Il+I::: 2S /t -0 2S /t + 0 I OUTFLOW I ELEVATION I
I (hrs ) I (cfs ) I I (cfs I (cfs ) I (cfs) I (cfs) I (ft) I
1--------1---------1 1---------1------------1-----------1---------·---------I
0 .75 2 12 .291 I 2,;. : I 9 -:t S . I I 989.7 1 20 .5 0 I 308 .07 I
0 .7 6 8 12 .101 I 24 .~ 933 .Q I 973 .l l 20 .03 I 308 .04 I
0 .785 1 1 .91 1 I 24. = 917.9 I 957.0I 19 .58 I 308 .01 I
0.802 11 . 73 I I 23.6 9 03 . 941 .5 1 19 .15 I 307 .9 9 I
0 .818 11 .54 1 I 23.3 889 .0 926 .5 1 18.72 I 307.97 I
0.835 11.351 I 22.9 875 .3 911 . 9 I 18 .32 I 307.94 I
0.8 5 2 11 .16 J I 22.5 861. 9 89 7 .81 17.94 I 30 7.92 I
0.868 10 .97 J I 22.l 848.9 884 .l l 17.59 I 307 .9 0 I
0 .885 10.791 I 21.3 836 .2 870 .7J 17.25 I 307 .87 I
0 .902 10.601 I 21. 4 823.7 857 .61 1 6.91 I 307 .85 I
0.918 10.411 I 21.0 811. 6 844.71 16.59 I 307 .83 I
0 .935 10 .221 I 20 .6 799 .7 832 .21 16.27 I 307 .81 I
0.9 52 10 .031 I 2 0 .3 7 88.0 819 .9 1 15.95 I 307.79 I
0 .9 69 9.8 41 I 19.9 776.6 807.91 15.65 I 307.77 I
0 .985 9.661 I 19.5 76 5.4 796 .l J 1 5.35 307.75
1. 002 9.471 I 19.l 75 4 .4 7 84 .5 1 15.0 5 307.73
1 .019 9.281 I 1 8.3 743 .6 77 3 .21 14.76 307.71
1. 035 9.0 91 I 1 8 .4 733.1 7 62.01 14 .48 307.69
1 .052 8 .901 I 18.J 72 2 .6 7 51. o I 14.21 307.67
1 .069 8 .711 I 17.6 712.3 740 .21 13 . 96 307.65
1.0 86 8.521 I 1 7.2 702.1 7 29 .6 1 13. 71 307.64
1.102 8 .331 I 16.9 69 2 .1 719. o I 13. 46 307.62
1.119 I 8 .151 I 16.5 6 82 .l 708 .5 1 13. 22 307.6 0
1 .136 I 7.96 1 I 16 .l 672.2 698 .21 12.98 307.58
1.15 2 I 7.771 I 1 5 .7 66 2.5 688 .0I 12.74 307 .56
1.169 I 7.581 I 15.4 652.8 677 .81 12.51 307.54
1.1 8 6 I 7 .391 I 15.0 643 .2 667 .81 12.28 307.53
1.202 I 7.201 I 14.6 633.7 657.81 12.05 307.51
1.219 I 7 .0l l I 14.2 624.3 647 .9 1 11. 82 307.49
1.236 6.821 I 13. 8 615.0 638 .ll 11. 59 307.47
1.252 6.631 I 13. 5 6 05 .7 628 .41 11. 36 307 .46
1.269 6.44 I 13 .1 596.5 618.81 11 .14 307.44
I 1. 286 6.25 I 1 2.7 587.3 609 .21 1 0 .93 307.42
I 1.3 03 6 .06 I 1 2.3 578.2 599 .6 1 10 .73 307.41
I 1 .319 5.87 I 11.9 569 .0 590 .lJ 10.53 30 7 .39
I 1.336 5.68 I 11. 6 559 .9 580.6 1 10.33 307.37
I 1.353 5 .48 I 11 .2 55 0 .8 571.1 I 10.14 307 .35
I 1.369 5 .29 I 1 0 .8 541.7 561 .61 9.94 307.34
. I 1 .386 5 .35 I 1 0 .6 53 2 .8 552.31 9.75 307.32
I 1. 403 4 .90 I 1 0 .3 524 .0 543.ll 9 .5 6 30 7 .30
I 1 .419 4 .55 I 9.4 514 .7 533.4 1 9 .36 30 7.28
I 1 .436 4 .25 I 8.8 505.2 523 .51 9.15 307 .27
I 1 .453 3.99 I 8.2 495.5 513 . 4 I 8.95 307.25
I 1. 470 3.761 I 7.8 485.8 5 03 .31 8.7 4 307.23
I 1 .486 3.54 1 I 7.3 476 .1 4 93.ll 8.53 307.21
I 1. 503 3.351 I 6 .9 466.3 4 83.ol 8 .32 307 .1 9
------------------------------------------------------------------------
S:\2005152805-29 1 R&S-med icall drain re portl drain repon -R&S MED REVISED .doc
POND-2 Version: 5 .21 S /N: Page 4
EXEC UTED: 08 -22 -2005 15 :00:24
Pond File: s:\engr\detain\rsmed \RSMED .PND
Inflow Hydrograph: s:\engr\detain\rs med \lOODEV .HYD
Outflow Hydrograph: s:\engr\detain\rsmed\OUT .HYD
INFL OW HYDROGRAPH ROUTING COMP UT ATIONS
TIM2 I I NFLOW I
I (hrs ) I (cfs) I
!-----------------!
Il+I2 I
( cfs) I
2S /t -0
( cfs )
2S /t + 0 I OUTFLOW \ELEVATION
(cfs ) I (cfs ) I (ft)
1 .52 0
1 .536
1.553
1.570
1 .5 86
1.6 0 3
1 .620
1 .637
1.653
1.670
1 .6 8 7
1.703
1.720
1 .737
1 .753
1.77 0
1 .787
1.804
1. 820
1.837
1 .854
1.870
1.887
1.9 04
1.920
3 . 7 \
3 .01\
2 .86\
2 .72 1
2 .5 81
2 .461
2.35\
2 .241
2 .141
2.0 5 \
1.96
1.88
1.80
1 .73
1.66
1. 60
1. 53
1. 48
1 .42
1 .37
1 .32
1. 27
1 .2 3
1 .19\
1.15 I
1---------
6 .5
6 .2
5.9
5.6
5.3
5.0
4 .8
4.6
4.4
4.2
4.0
3.8
3 .7
3 .5
3.4
3 .3
3 .1
3.0
2.9
2 .8
2 .7
2.6
2.5
2.4
2.3
456 .6
446 .9
437.3
427 .8
418.4
409 .0
399.8
390 .7
381 .8
373 .0
36 4.4
355 .9
347.6
339 .5
33 1.5
323 .6
31 5.9
308.3
300.9
293 .6
286.5
279 .5
272.6
265.9
2 59.3
S:\2005152805-291 R&S-medicall drain report\drai n report-R&S MED REVISED.doc
472.8 1
462.8 1
452.8 \
44 2 .9 \
433.1 \
4 23.4\
413 .8 \
404.4 \
395.1 \
3 8 6.0\
377.0\
36 8 .2 \
359.6 \
351.2\
342.9 \
334.8 \
326.8 \
318.9 \
31i. 2 I
303.7 \
296.31
289.1\
282.0\
275.0 \
268.2 1
8 .11
7 .93
7 .74
7 .55
7.37
7 .19
7.01
6.83
6.66
6 .49
6.32
6 .15
5 .99
5 .83
5.69
5.56
5.42
5.29
5.17
5.04
4 .9 2
4 .80
4.68
4.56
4 .45
307 .17
307 .15
307 .13
307 .11
307.09
307.07
30 7.06
307.04
307.02
307.00
306 .9 8
306.97
306 .95
306 .9 3
306.92
306.90
306.88
306.86
306.84
306.82
306.81
306.79
306.77
30 6 .76
306.74
POND-2 Version: 5 .21 S/N : Page 5
EXE CUTED : 08 -22-2005 15:00 :24
****************** SUMMARY OF ROUTING COMPUTAT IONS ******************
Pond File:
=~~low Hydr o graph:
0 ~flow Hydrograph:
s:\engr \detain\rsmed\RSMED
s:\engr \decain \rsmed \lOODEV
s:\engr \decain \rsmed\OUT
. p, -:J
.HY:J
. H'f:J
Starting Pond W.S . Elevation 305 .18 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Pe ak Elev ation
72.70 cfs
34.26 cfs
308.74 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
0 .00 ac-ft
0.97 ac-ft
0 .97 ac-ft
*****
Warning: Inflow hydrograph truncated on right side .
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
Peak Inflow
Peak Outflow
Peak Elevation
s:\engr\detain\rsmed\RSMED
s:\engr \detain \rsmed \lOODEV
s:\engr\detain\rsmed \OUT
72.70 cfs
34.26 cfs
308 .74 ft
S:\2005\52805-291 R&S -m edica ll drain reportl drain report-R&S MED REVISED.doc
.PND
.HYO
.HYO
EXECUTED: 08 -2 2-2005
15:0 0 :24
POND -2 Version : 5.21 S/N : Page 6
Flow (c f s )
0 .0 8 .0 16.0 24.0 32 .0 4 0 .0 4 8 .0 56 .0 64.0 72 .0 80 .0 88 .0
.------1-----1-----1-----1-----1-----l-----1-----1-----l-----1-----1 -
I
.09 -I x
I
.17 -I
I
. 26 -I
I
.34 -1
I
. 43 -J
I
.51 -I
I
.6 -I
I
.68 -I
I
.77 -I
I
.8 5 -I
I
.94 -I
I
i. 02 -I
I
i.11 -I
I
i.19 -I
I
i.28 -I
I
i.36 -I
1.45 -
1.53 -
1 .62 -
1. 7
1.79 -
1.87 -
*
*
*
*
*
*
TIME
(hrs)
*
*
*
*
*
*
x
*
*
*
*
*
*
*
*
*
*
* x
x
x
x
x
x
x
x
x
x
x
x
x
*
x
x
x
x
x
x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
x
x
x
x
x
x
x
x
x
x
x File : s:\engr\detain\rsmed \OUT .HYD
* File : s:\engr\detain\r smed\lOODEV .HYO
S :\2005152805-291 R&S-medicall drai n reportl dra in report-R&S MED REVISED.doc
*
Qmax
Qmax
*
*
*
34.3 cfs
72.7 cfs
PONDEROSA PLACE-TRACT B -DRAINAGE REPORT
R&S LEASING
COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION
BRAZOS COUNTY, TEXAS
Introduction
Drainage Report
for
Tract B. Pond e ros:i Place , Sect ion 2. \'o l 669. Page 6:'1
College Station, Texas
pr c p:.1r e d hy
Esmond E n ginee rin g. I nc .
·'. h·crn io =-ic an alysi. w ::-~s crfrirmed o n Tr~ct B. Ponderos:i. Plc..ce. ectio:-. :. \'o! 669 . I\:.£:::
-:; : . ( ,1 .~ege ~L1:iD" .. TL·\~:.~. co:-:.>i sun ~ o:· t·.U2; z,.:r:· T~i~ dr:iin2£e reno:--:-.::s he:e;· n:-eD:-::e.::
1:. ;::.::o :-c2.:1c e \i..itn CL :rrc ;1'. l -.!. d•a:nage c 1 e si ~i". s:and ar1..:.
A drainage ma p a ccompany i :1~ tni rep o rt illus trates the configuration and topography of th e si te.
Th e ow ner is prop osing to de-,elop th e p rope rty as a commerc ial storage facility wh ic h would
consist of buildin gs ancl pavement cove ring most o f the land. The site sit s on some of the
highest grou nd in t he C ity . Ne a r th e center o f the site is a high po int from which t he natura l
drainage flows downhill in virt ually every direction. Longmi re Street, which bo rd er-S the
northeast boundary, rece ives about 24 percent of the runoff fro m Areas I, II, and III as
illustrated on the drainage map . Area IV currently dr ains across th e undeveloped property ly ing j
to th e so uth of the subjec t tr act. Area V drains toward the west onto und e vel oped land but th e
runoff ente rs a draina ge retentio n stru cture located on Tra c t D of Pond erosa P lace. Runoff fro m
the reten tio n stru cture enter s Southwood T e rra ce Section One in an ease ment in th e rear of lots
along Blu estem Circle. An eart hen berm was const ructed all along the north ern bound ary o f the
subject tr ac t, prev enting direct run o ff from flowing onto the lots located i n Sout h·wo od Terrace
Section One .
The ob jecti ve of thi s report is to document th e drainage impacts subsequent to development of
the prop erty .
l\ Irt Ii o d o Io gy
Th e ratio;<.ll met hod wa s used to co111pute the 5, 10 , 25. 50, and 100 ye 2.r storm events 1n
accordJ.n cc' with City draina ge cksign standard s. The rational formula is exp ressed a s :
where Q
c
A
Q = C/.4
peak di sch a rge in c ubic feet per second (cfs)
run off coeffici ent
rainfall int e nsity in in ches per hour
(1 )
land area in acres th at contributes storrnwater run off th at passes throu g h or at a
designated desi gn point.
l'.E J1 I .lll~:Oll-\ IN-l .TXT
Th'-' trian gular hydrog rarli wa s u sed to calculate t im e-variable fl ow ra tes used i n sizin~ t he
prorosed drainage r ete ntion basin. The ba se of the tr iangular hydrog raph w as ~.O t i mes th e tim e
of concentration .
Tabk 1 pre sents a summary of storm runoff calculation s for each area with in t he su bj ect tract.
Under rredeve l oprncnt condition s th e run off co e ffici ent rang es from 0 .~5 t (1 0.42 . Wi th t he I
c oi~' ru c ti o i of p;wernent c1f b ui lding ~. t he po srclevelopment runoff codtic ie n <; \•.ill b e '1
;''.)X •ni m:i.~c.'ly 0 G). Ct•il'i 2uucn t l y . t he po s -dtve l opmcn pe2 k r unoff flo"' r ::'.:>) ,,j J: be hig h ;;~.
: :~,, cr:'.:1;:-t1 ::-:r ,, i " i--.: r:.:·-~r ~.1.:~L'. !\) o rai r. LO'.\·;:i rci t he we s: co;-r:;;r o f t h,_: s1E:-. .:..·, c :.:: <:. r"c--.•. r;::-;::
t"·;· t ~1 2 p r l 1;~e ny a!,1n~ L u:1 gr:~ir\.' w i !i b -.:-able to drain toward t rie \\est. Th..: p~oposec meth 0c fc.~
n~a1~2 g·n g the i nc r ea se d r unofr" \'-ii ! b·,' discussed separately i n t he follow in g se c ti o:-1
Area I
Are<1 I , consist in g of 0.575 acrt', currently drains toward the northwest where r unoff accumulate s
along th e earthen berm . The run off proceeds alongside the berm toward the northeast , empty i ng
1
.
onto Longmire Street. The prc.·development peak JO O year flow is 3.02 cfs. Because .Long111ire
i s a lllino r thoroughfare, it ha s 111ore th an adequate capacity to handl e existing flows. Ho wever,
th e propos ed developm e nt will r emove virtually all of the predeveloprnent fl ow from Longmire
and take all drain age to the west of th e property.
Area I I
Area II , consisting of 0.239 acre, currently drai ns toward the northeast and run s i n sheet flow
O\·er t he curb onto Longmire Street. The p rede vel opme nt peak 100 year flow i s J .25 cfs. \/
Because Longmire is a minor t horoughfare, it h as m ore t han adequate capacity to handle ex i sti ng
flo"·s. H o,i,·cver, the proposed de\"t?loprnent wil l rem o \·e ,·irtu ally all of the predevelopment flo 1,i,
frL1m Lo ;1g 111ire and tak c.· all cJrai1nge t o th e west of t he property .
A rr:-i II I
1\rc.1 Il l. C L1nsistin~ <Jf 0.580 2.LT\.'. c u rrently drains toward t he east and run _ i r1 shee t !low LWe r
the curb onto Longmire Stret't. The prede,·el o pment peak 100 year flow i s 2.5-+ cfs. Because .
Longm ire i s a minor thoroughfare, it h as more than adequ ate capacity to handle exi sting flow s. \1
H owever . the p ropo se d development ,.,·ill r emove virtually all of t he predevelopment flo,, fro m
Lo ngmi rL' and take all drainage t o th e west of th e pro perty.
/\ rea I\"
Area!\', consisting of l .60 8 acre. currently drains tO\'-·ar J t he SL)Uth and ru ns i n sheet flow on ll)
th e uncleveloped l and to th e south, co nsi stin g of Tracts G~ and G l o f Ponderosa Place.
Predevelopmcnt peak JOO year flow i s 7.44 cfs . Howe,·cr. th e sheet flow \\ill be interrupted /
by construc.tin_g a swal~ _a_l_Q.~~g __ ~b~ _?_out_t1ern bo ~10dary __ o_f _Area )\!_. Some re-gra ding will be
perfor111-~ in Area IV to keep th e f!O\-vs on-site. These improve ment s would completely
eliminate runoff onto Tracts G2 and G l.
. EE!. I .lllS !I lltAIN --1 TXT 2
Arca V
Are.: Y , co n sistin g of.,3.0 22 ac r es. cur r entl y drains to wa rd t he w est and ru ns i n sh ee t fl ow onto
t he u nd eve lop ed l and t n t h e w es t. cons i stin"' of Trc.c ts D of Ponde ro sa P l a ~e Sec t ion Two.
Pred evel o p m cn t p ea k 100 y ea r fl ov.: i s 15 .1 I cfs. I < v.il i be ne cessary t o detai n t he r un off so \l
t hat t he p os td e v e l orme nt pea k tl o\v w ill not exceed the prede v el op m ent pe<1.k fl ow. AI Sl), t he
eart hen be rm al ong t he north sick or Area \' will be main tai ned so t hat sheet fl ow from t he
northern port ion of Arca \' will not fl0w ont o t he re2.r of t he l ots e.t t he end 0!' Longmire Ci rck .
''roposed R et en t io n Basi n
Tne pro posed r eten 10 :-i b:i.s1n \l.'Z:s a ~s1gr..:c !:-. 2.:-. 1~r::~'..ll2.~ snap e wirh ean nen wal is o n a:i s?de:..,
z,n.:: ?. sl op i ng e ntran ::e i nto t he b. s!:-.. Tr.:: p ~op sec b::.sin w il l be situated at t he far w es~err,
coma of the s ubj~ct t rac t and wil l exten d o\·er t he to;i o f 2.n exi stin g: se w er l ine i nto t h e adj ac ent
prope rt y. Drai n age ease m ents \\'l"Te g ranted b y the owne r of t h e adj acent prope r ty fo r t he /
exc l usi v e u se o f dra i nag e r e te nt ion a nd r unoff con ,·eyance. T hese ease m ent s a r e r ecord ed in \'
V o l um e 14 73 , Page 220 a n d i n V olum e 122 9, P2.ge 070 o f t he D ~d R eco rd s of Brazos County .
T he l att er d ee d provid e s for t he convey anc e of ru noff d o wns tream of th e pro p os~· r etenti on
ba si n i nt o th e exi sting r e te n ti o n b asi n o n t he ad jacent p ro perty.
Th e prop o se d b asin i s approx i m a tely d i \·i ded i nto equal halves o n t he subjec t trac t and o n t he
adj ac ent tract. I t wil l ex te nd o \·er a 2 0 foot ut i l ity easeme nt wh ic h co n tai ns an 8 inch sanitary
se\ver l ine . T h e tl o wlin e ek\'atio n o f t he sanitary sew er i s 3 03.4 feet whe r e th e proposed
r etenti on b as i n w ou l d be . Th e top o f t he p i pe i s at an elevati on o f app roximatel y 304 .5 feet , /
1
\· an d t he bottom el ev at i o n o f t he p ro p osed r etent i on basin is 30 7 .5 f eet. Th us, th e r e i s at l ea st
3.0 feet of ve rt i ca l cka ran c c b e tween t he existi ng sewer p ipe an d t he b o tt om o f th e pro po sed
reten t i on b as in. A ll o f t hi s i s d ep ic ted on t he d rainag e ma p w h ich ac compani es t h i s r eport .
Pro posed si ck slopes o f t he reten t i o n b as i n will be r.o stee per th a n 4 : I / T he r equired v ol u me
of t he r ete nti on b asin \1.·as d c r i \·ed b y f i r st es tc.b li shing the a rea l extent of t he b as in and t hen
d eterm ini ng t he r e.q ui r ed depth fro m a r ou ting analys'.s i n w h ic h:
Q,.ll
w here Q11 , = u nreg u l a ted fl o \i.' r at e i nt o r et ention b.:sin. cfs
Q0 .,1 = r egulated fl ow r at e. out of r et enti o n b2sin . cfs
dV = ch ange i n v o lum e i n r etenti on ba sin , c u.ft.
(2)
l
Su cces si v e i te r ati o n s w e r e c a rri c-d out O\'Cr SLK cessiw 60-se co nd t im e step s fro m th e b eg i nning
of t he 100 yea r sto r m un t il t he e n d . R efe r to T abl e 2 . T he 50 , 25 , 10 , a nd 5 yea r st or m s we re
analyzed in th e sa m e way and are shown o n Tab le s >. 4. 5 , and 6, r espec t ive l y.
Ef:l /l l ll ~l l JJ{AIN-4 .TXT 3
An ori fi cc locat::d at the far end of the stru c tur e p rov ide s a grav ity outlet for the retention basin .
Usin g th e standard 01ifice equation (below) th e d isc ha rge fl ow wa s calcul ated:
(3 )
,I
y
\· .. : ... ;~
l~ = i·,\d r <.:.' l1·.:-head c. centerii ne n f ~iri :c. f :.
B1 \aryi r.g the.' numb er and d iameter or the orifice, it was possible to re ach a prope r ba lance
bc<\vecn the retc:ntion basin depth and the peak tlow out of the basin. It is ne cessary to achi eve
a peak fl ow whi ch is equal to or less th an th e pr edeve lopment peak flow . In this _ cas~, the
pr ede\'elopme nt peak I 00 yea r fl ow is 15 . 11 cfs and the postdevelopment peak flow from the
ret ention bas in is 15.56 cfs. Howeve r , the rete ntio n basin receives a peak flow of 65.95 cfs d ue ii
to the fa c t th at the-site will be re-graded so th at the retentio n basin will receive all of the runo ff.
Refer to Figure I whi c h illus tra tes the performance of the retention basin during the 100 year
storn .
An orifice wit h ?. c iame ter o f I S inche s pro vides suffic ient restriction to the outlet of th e
ret e nt ion basin such th at po stdc-,·elopment fl ows are at or near predevelopment conditio ns. /
Th erefore, any downstream imp:te ts are prop erly mitigated by th e proposed retention ba sin.
Summary
T he follm,·ing tabk s u111111arizes the n:":su lt s of this an alysis.
Storm Frequency. year
JO O
50
25
10
s
EU.1.llll<.'URAIN .t TX "I
Table 7 -Summary of Re s ult s
Prt•d e ,·e lopment Pe <.k Fl ow,
cfs
15 .11
13 .30
11 .8 5
9 .91
9.3 I
4
Po st-Deve lo pm e nt P eak
Fl ow, cfs
15.5 6
14 .29
13.20
l l.61
11.0 8
Of co urse . i t i s ob\'iou s th at th e p os tdev e l o pmcnt pe ak fl ows are sl ightly h ig he r t han
prede ve loped con ditions. Th e City i s urged t o cons id er t he fo ll owing p oint s:
1. T he ahsolute differences between predevelopment peak fiows and postdevelopmcnt peak
flows are r ela tiv e l y min or, which compl ies wit h t he spiri t of t he D rainage Ordinan ce.
2 . T he d isc harge from t he propos ed r etention b asin d oes n ot tl (w un c ontrolled ont o
d11wns trea 111 prope rt y , b u t will ente r t he e xist in g r etent i on bJ si n o n t he adja ce nt tract.
T h;: exi stin& r etention basin has an outlet control st ru ct ure W l1m i: i ts downstream
c1 ·.:hargc.
T:.: de'.·eln::icr \1.i l! ne rfr11n 1 extcr:sin~ r e-g radin g so t h2t al i areas o~· t he site wili dr<1.ir.
: L.-1~' \\cs; t..:orr.e r c1~· i!r:' prooe:ty. e ii minating r.e2.riy ;;.l! ru no: .. r" o;-i <o Lo:!g;n'.r-:'. ]:;-.
c,•;:i_:: tr.is. rne propo sea ce \·el o p ient \;,ill \·iri.uaiiy eiimin at:.:: al i exis t i ng 1mp2cts o :-:
Lo1:gm ire. This goes far beyond the spirit o f the Drainage Ordinan ce.
~. r\s proposed , t he r e tention basin has earthen w al l s wh ic h can be easil y maintained . 1f
the C i ty shou l d r equ ire an enlargement of t he proposed b asi n, i t "'·ould en tai l t he
co ns tructi on of \'e rti ca l concrete wal ls, p osi ng a safe ty hazard. Further, con c r et e r etaining
\\all s woul d be expe n sive to con st ru c t and to m ore difficult t o m aintai n th a n t he propo sed
eart he n w alls. · ·
S. T he outl et of t he ret ent i o n basin i s a simpl e orifi ce whi c h i s easily maintained .
A dd i t io nal w eirs and /or more compli cate d stru c t ure s might fun c ti on bette r i ni tially b ut
O\·er ti me m ay b eco m e damaged or fall into disrep ai r.
Th e drainage im provements to be i mplemented are as follows:
1. Re-g radin g will b e p erformed so that the site will d rain t o th e west corn er of t he
p ro pe rt y, elimin at ing nea rly all r unoff onto Longmire .
2 . Cons tru c ti on o f?. r etenti on basin to se r ve Area\'.
3. A ll run off fro !ll t he sit e wil l fl ow t hroug h th e proposed ret e ntion b asin \\·hich i n t urn
empt ie s i nto an existing r etl'illi o n hasin . Thi s p lan pro\·i de s double mitiga ti on of r a in fall
r uno ff im pac t .
Drain ag (' onto Tra ct D
Tract D of Po ndero sa Pl ace Sec ti on 2 i s a 7 .0~ ac r e par cel o f l and whi ch j oi ns t he we stern
bo undary o r t he subjec t property. In 1990 t he City of Colleg e S tat i on approwd a drain age
r ep ort' (Ga lindo 1990) for Trac t D . A copy of t he r er\.'lrt i s conta ined i n t he Appen d ix.
That r ep o rt presen ted calcul ations for a propo se d d etenti on fa c ili ty on Tract D and determined
th at its vo lu me should be 29,400 cu . ft. \\'i th t he exception o f sub-basins 1-J and 1-5 , e\·erything
on Tract D wa s de si g n ed t o drai n i nto t he detention fa c ility. A lll a p showing t he sub-b asi n s i s
d epicte d in Exhibit 6 of th e G al indo r eport.
Galin d o E ng in eers & Planners, D raina~c Rcp orr -College Sta tion Professional
Bui ldin g, Lot I , I31o c k I , Remington Subdi v i sion, College Station , TX, N ove mber
1990.
EEl/1 308."IJR.-\IN-l TX .I s
Suh -ba sin 1-7 wa s also i nc l uded i n the runoff ca lcu lation s for t he d esi~n of t he detention fa c i lity
~ -
on Tract D. Sub -ba sin 1-7 co nsis t s of 1.8 ac r es from th e wes tern part of Trac t B, the subject
trzi c t in t he present swdy. Th e cksign cri te ri a for t he detention facility 0n Trac t I) (from t he
G:i.lindo r eport ) are presen ted b clo\A..
U eten ion fa c ilitv cksi£n:
To t.a l Drainage Ara .
l'c'<'..k I01J y e;~r pre d evelop;11ent ir.il1w
r•...:,::, I)' I \·c ,:.: !10S[Gc \ ei0rir:~;:n[ l:'. ~,() ·'·
.\utJ-ha ·ir i -7 :
Dr:::.i nagc Are:1
Peak JOO year prede \·elopmen t i n tlo \1.
Pe ak 100 year po stdevel opme nt i nno\1.
7.5 ac res
:2 -. 3 cfs
' . -' ~ . t> . [
1.8 ac res
6. I cfs
. 6.1 cfs
Sub-b:-i sin 1-7 constitutes approximately 24 percent ( 1.8.'7.5) of t he drai n age a r ea o f t he _ d ete!1t ion
fac i lity o n T r ac t D. Sub-b asin 1-7 constitutes app ro x i mate l y 24 perce nt of th e pred eve lopm ent
runoff and 16 percent of t he p ostdeve l opment runo ff o f t he det ention fac ility on Tract D .
The run o'.t from sub-bJ.si n 1-7 has been pro v ided fo r i n t he d esign of both T rac t D an d Tract
B (t he su bjec t t ra c t). I n t he pres enl rep0n. all of sub-basin 1-7 will d ra in in to t he r e tent i on b asin /
des c rib ed earlier. Bec;u1se of ti ll' rc.'dundancy i n de sign , it would n ow b e ap propri ate to credit
T r act D with an allowance for t he \·o l urne of Sub-b asin 1-7 .
D r ai nage a£:reements w hich exi ~t bet\veen t he o w ners of Trac t s D a nd B p rovide t hat t he
de ten llon fa c il i ty i n T r act D will accept at least 12 cfs from th e r ete nti on basin on Trac t B .
From an earlier calculation pre sente d in t his r ep ort, t he i OO y ea r d isc h a r ge from t h e p roposed
retention b:1sin i s 15.56 c f s. This ex ceed s t he 12 c fs provision b y 3 .5 6 cfs. H oweve r , t he
dr:-iinagc calc ulations fo r Trac t D c0ntainl."d an allowance of 6.1 cfs t hat i s now i nc l uded i n t he -;'v'
"'_:-/ 15 .56 cfs 0 11 T ract B. The refore, t he peak capacit y whi ch could be at tri buted to t he de te n tio11 /
fac i lity Wl1ul d tx 18.1 c rs (12.0+6 .l), which i s 2.5-+ cfs over and above what i s now being
prop~1 secl . Tht>rdorc, t he p roposed retention basin t hat w i ll se r·.:e Trac t B could have b een
design ed tn rckase up to 18.1 cfs r ather t han 15 .5 6 cfs into t he d etention fa c i l i t y on Trac t D .
T he tlO\\ path b et w ee n the re tention b asin on T r ac t B an d th e d etent i on facili ty on Trac t D j
wo ul d be over t he su r face of t he ground at t he interface betwee n th e t wo systems. The ex i sting
ea rth en berm al ong t he n o rt hern boundary of the pri \'ate d rainage ease m ent \vi ii be mai n tained
b y th e own ec s of Trac t s D and B in a rn:-inner w h ich would prev ent th e ove rtl o \v of ru no ff
t oward t he nor th .
EEl/11llM!l>RAI:-.' -l TX T 6
Appendix
Drainage Report
Colkge Station Professional Building
Lot 1, Block One
Remington Subdi\·ision
College Station , TX
GALINDO ElVG~l!\'EfRS A 1VD PLA i\'i\'ERS
1900 West V illa Mar ia
Hs. De bbie L . Keatin ~, F .E .
Dr ainag e En g i neer
C ~t:· d Col l'?':J'e !':t a'::i r::.
,.-,r: ~ l F:--~~ E':a :.i r-:-.. ~--:·~ 1 -~ ~ ..
Drain:i.q e P<:>p o :-t
Brya n. Te xa s 77 801
tl o vemr~r 13, 1??0
Co l l eqe Stat i on Frofessicr.21 E;.L.lding
Lot 1, Block Crn e
Remington Subd ivisi on
Col leg e station, TX
Dear Debbie:
(409 ) 823 -191 9
Foll m.;ing our nurrerous c onve rsations on tl u s project please find enclosed
the referen ce:i repor t which supersedes our previous report of September 25,
19 90.
The proj ect area is a 1.00-acre tract kn~~n as Lot 1, Block One, Remington
Subdivision, a part of the 7.00-ac re Tract D, Ponderosa Place Section Two,
College Station , TX.
An effort h as been rrade to ~et the requ.ir E'!lf.:n ts of the City o E College
St ation r egarding storm.:ater m.magem::~:t and the standards of the developer,
Col l ege Sta tion Pro fess i ona l Building Lld.
Our report is being su.l:mi t ted to you in duplicate with the nec essar y
exhi b its t o illustrate our findings . A separate sheet, 24"x36" in size,
titl ed "Grading and Drainage Plan" is be i ng sul:mitted s epac-at <:>ly, in 13
prin ts , a s part of the Sit e Plan revi e ~ a pp lication.
Al so enc l osed is th e Develorment Permit Applicat ion s ign'?'.i hy th<:> Deve loper
of the proj ect .
Sinc erely,
GAL I NDJ ENGINEERS AND PLAmfERS
Christian A. Ga lind o , P.E ., R.P.L.S.
President
....... .,:;; -.. · -----~ ·~..._·_.....
....
GALINIJOENGINEL'RSANDPLANNE"'RS
CX)LLEGE STATIOO FP:OFESSICNAL BUILDING
DP.A I NAGE PEPORT
a-,d is le-?31 l y d<?scribed L u ':. l, Bloc k Ori e, Remin gton Sulxiivision. 2
replat of Tract D, Ponderosa Plac e Section 'I"~o, College Station, Texas.
Exhibit 1 shows the location of the tra ct , the adjoining parcels of
land and the zoning therof ru1d the u t ility easements platted in adjacent
properties.
The g enera l area topography (2' contour lines) is shown in Exhibit 2.
The datun in this Exhibit i~ approxirrately 10 feet h igher th~n the
datun selec ted for this proj ec t and used throughout this report.
The det ai l t opography o f this tract (0.5' c ontour lin es) is depicted in
E7.hi bi t 3 and it is al so de picted in t he 24"x36" bluepri nt of the
Grading and Draina9e Plan whi c h is being suhnitted separately. That
blue print shows the detai l ed grading plan, proposed pondi ng, huildinq
storm d rai n into th e pond and pond out fall struc ture f o ll ow ing th e
design criteria described below.
A site bench mark elevation o f 300.00 feet was selected for the top of
the sew er manh o le locat ed on the northerly right of way lin e of Rock
Prairie Road, just wes t of this tra c t.
A car{)ute r generated surface m3.p is shown in Exhibit 4. Th e only
- 2 -
-~~-·~ -
GAJJIN!JOENGJNEERSANDPLANNERS
pos sib l e outfa ll fr cn L0t 1. Bl ock One , Remington S11mivision . afti:-r
deve lo p:'P-:-tt i s at th e l oca tion o f the existing 1 0 ' ut il ity e aseme n t
~~ere a 4 '-wi de d r a i nage dit c h n ~ e xi sts . Lo t 2 and th e adi o ini n9
Tr:::::t E . Fo nckros a ?lace Section Tw 'J have r..or e ir.r.Ed ia te draina?e pa:~:.::
E:·:~iti t
The land in the Remington Subdivision and in the adjoininq Tra c t B is
va:::ant an d the existing groundcov er can be classified as pasture . -
Thi s s ubjec t tra ct is zon ed AP. The tra c ts to its imnediate north a~d
~e s t are z oned R2 and are develop ed. The tracts to the east are zoned
C-2 and one is partially developed (Tract G, Ponderosa PlacP Section
Tw o ).
2. FLOOD FLAH1
The ad opt ed Fl ood I nsur an c e St ud y d oes n o t id~tify th "! e xi s t ence of a
100-fl ood plain n e ar the loc ation of this tra ct .
3, DESIGN CRITERIA
As indicated a bov e there is only one possible nmoff outflow frcrn this
4 .0-acre tract throuqh the existing 10' utility eas~nt that discharges
onto the surface of a culdesac kn~ as Longleaf Circle in the South~o od
Terrace Section One Subdivision. This easerr€nt currently includes a
street light pole and av-section concrete lined charmel (4.00' wide ,
0.35' high) connected longitudinally° on its eastern side to a 4-car
-3 -
GALINIJOENGINEt,RSANDPLANNERS
(d 11r l ex r es id <?ntial bu i lding ) concrete parldng l ot.
Lo t 1 , Bl ock l , Remington Sul:xlivision will c ontain a 3-story , 55,000
s.f. ~ical c·ffic-? ccr.:ple:\. witr. an attac h~ e:~<?rc is'? r>:>0 l. ?::ci 2.
c1JT1templat~ a nd is beinq designed. Different o•..mership and la d: ct:
deve loµr~nt plans f or Lo t 2 rrake a design of a n.moff mitigation scheoe
for this lot n ot appropriate at th.is time.
Exhibit 5 sU11TTBrizes the runoff calculations for this tract using the
P.ational Het hod. This Exhibit lists, in tabular form, the constants and
factors used. Q for a return period of 100 years was used for
subsequent analysis and calculations.
Exhibit 6 shows the runoff s ec tions for pre-and post-deve lopnent
conditions. The rate of runoff for a 100 year stonn at the outfal 1
point g oes fran 16.9 cfs (pre-deve loITi'l€nt, or rra ximurn al l owab le run of f )
to 34.0 cfs (post -d e veloJ:fl"lent).
5. 00 SITE DETENTION
Exhibit 7 shows the Hass Curve calculations an d provid es a pr e limina ry
sizing of the required detention in the order of 20,000 cf .
Etllibit 8 is a plot showing the ponding availability wi~hin the 'P~ r
--l--otr-as delineated in the grading plan given in the 24"x3 6" blueprint
~'t:.'7.---.... -_.
-4 -
GALIN/JO ENGINEERS ANIJPLANNF;RS
dr a~in g . The po d is l oc a ted a t the n~rt hernrrost en~ of Lot J . Thi s
Exh ibit als o shows th <:> design characteris t ics oE the rirc ul n t (pipi:>)
we ir s e l ec ted .
-' ....
!:.. :"..--~: .D !. .
Ha zi m llT. ~-'):!di n o req-..U red i s c al cu i a t e-:i t o be 29,400 cf (7 7% of t ot c.l
poG ding a vai la b ility) and r.axirr:un corresponding water rise is
calculated to be 297 .4 9' (top of pond ernbankrrent is desicmed to be
. .
298.00' to provide 0.5' of freeboard). Ha xilTll..n'n attained O and ·v tmder
these conditions is 13.11 cfs and 7.41 fps respectively.
Th e outfall struc ture fran this detention facility will consist of a
/I I <O W diarreter pipe , 6" 1 ong, either encased in a c oncrete fr~ with winq
/fj II /J/7 ;J
walls as shown on the Grading Plan blue print or a longer J...5>' diameter l 1~
pipe sliced 2/1 at bot h ends and placed th rough th e pond embankrrent.
The fir st al tema t ive provides better entrance contro l at th e wei r
s t ruc ture but it is more expensive. The entrance control fa ctor used
in this report is an average 0.7. Th~ outlet frcr.i the weir will consist
of a concrete lined flume to conne c t with th e alrea dy rrentioned existing
fa c ilities at or near the property line.
The building will drain roof water through two 10" d ownspou ts to a
leve l n ea rly 3 fe et below finished flo or . A calculated 100 -·r r O for t=
0. 6 minute equals 8. 7 cfs. This nmof f is to be taken to the detention
pond and thlls it is to traverse tmder the parking lot . Since the
-5 -
GALINDO ENGINEERS AND PLANNERS
ava il ab l e d ept h tmde r t he pa r ki ng l ot i s limit ed. a d')11h l e b -wre l
cu lv er t c onsist ing of tw o 15" pi pe s has been d esigned . Th<:>s e pipe.s '\J i 11
at no ti ~P-be c l oser than 0 .7 9 ' t o th e finish ed parkina l ot grade.
S?.-:h piD~ >-iill carry 4.5 cfs under t he design conditicn s shr:.-:..1 in ::-:>
7, CERTIFI CA TI OtJ
I hereby certify that this design and report were prepared b y me in
accordance with the provisiOI'~ of the City of College Station Draiha9e
Policy and the requirements of the Developer.
01RISTIA.~ A. GALINro, P.E. t 53425, R.P.L.S. # 4473
Noverber 13, 1990
-6 -
~-.1
..... -' --· ---
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"
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--~---l----~-~ '-'~l ·"".'. 11 I I •-10
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11 :\ .>'NC.~_c:.~i r ~··i ""t
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1675 Ir ...
1575 l :~ ' .
, 4-75 I.:
1375 .. ·; ·-, :-
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r--
I ------
1275 1 r -, r
••• J
t
II
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~ 1 0 ,~:;
t!:JC Tc_: ~
A .SSUMED .c:-..:..:::-v , ~ :-t')~ co ,Y 77::>6' ,c.:.; .........
'i
975 9 ~· '> -~ 875 975 1075 1175 12.75 1.375 1475 15 7 5
VI ....., N w {) D
(\)
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(J) U>
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b 0
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b
0 /" b b b 0
LLLLL L LLL.LL . LL LL Lu_LlL
I
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' ;
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r.
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Job: 10-90
Client : Rt11in9ton Land Dev .
Date ~ 28-0ct 1990
RUMOFF CALCULATI OH, RAT IONAL KETHOO
COLLEGE ST AT ION PRO FESS IO NAL BLDG .
Colleg e Stati on , TX
(C0 11 r.tv ~r n o s )
Tc : ·:0 .00 •1111n. \
-------------------------------------------------------------------------------------------------------------------------------------·----------------------------------------------------------------------------~----------------------------------------------------------------------------· -----. -------··-----------. -------Section Soi l
Type
!ef or e lmorove 1ents
-------------------1-1 Pasture
1-2 Pasture
1-3 Pasture
H P!sture
1-5 Pasture
H Pasture
1-1 Pasture
TOTH
A
Acre5
3.3
0.5
0. 2
1.7
I.\
0.2
1 . g
8.8
c
uo
0. '° 0.40
0.40
0.40
Q. 40
0.40
Ve loc. Le1 qth
fp s ft
1 .so 50 0
l. 50 500
1. 50 15 0
1 . 50 400
1.50 400
l.50 400
1.50 m
T conc .,111 in.
Ca lcul . Used
5.56 20. 0
5. 5 6 20.0
I.bl 20.0
CH 20.0
(.U 20 .0
U 4 20.0
U4 20.0
ERR
I
5 vrs
5. 48 u s
5.48
5.48
5.48
5.48
5. 48
I
10 yr s
6.2 1
6. 21
6. 21
6. 21
6. 21
6. 21
6. 21
I
25 yr s
1. 12
1. 12
1. 12
7. \ 2
7. 12
1. 12
1. 12
I I
50 vr s 100 vr s
8.08 8.0
8.08 8. (3
8.08 8.43
8.0 8 8.0
8.08 8.0
8.08 a.o
8.08 8.0
Q (dsl ·)l eis ! ~ (cfs l Q (cisl Q (ci;J
~yrs 10 H I ~5 vrs 50 yrs !0 0 1r;
1 .1 3. • 9. i I 0.; : 1.:
I . I I u I . o \.'
0. l 0. O.~ O.i ) . :
3. 1 ( l. 3 ~ . ) ..
2. ( ]. 1 ]. i ..
0. ( ) 0 .5 D . ; J. :
1.) \. 5. 1 ).3 . I
,, j
19. ) 2 5. \ :8 .( 29.:
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::--~ ·:-·--·::::::::::::::::::::::::::
Aft er lmorove~ents
-------------------1-1 Cone/gr as 3. 3 0.80 u o 600 2.50
1-2 Cone I grs s 0. 5 0.90 uo 600 ~. 5 0
1-3 Coner et 0. 2 0.9 0 uo 100 0.42
H Pasture I. i 0. '° I . 5 0 (00 t . ('
1-5 Pasture 1. I 0. 40 1 . 5 0 (00 (. (4
1-S Pasture 0. 2 o.io 1. so 40 0 4.H
1-1 Pasture 1.8 0.40 1.50 400 C ll
ERR
TOTAL 8.8
10.0 5.48 6.21 1. 12
20.0 5.48 6. 21 1. 12
20.0 5.(8 6 . 21 1. l 2
~0.0 us 6. 21 1. 12 zo.o 5.48 6 . 21 1. 12
20.0 5.48 s. 21 1. 12
20.0 5' 48 6' 21 1. 12
8.08 8.0
8.08 8.0
8.0 8 8.0
8.08 8.0
8.08 8.n
8.08 8. i3
8.0 8 8. 43
I C 5
2.)
I. 0
3. 1 u u
3. 3
28 . (
I~
) . ~
1 )
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------. -
Kax. i ilo wa ble runo i f : Predev . runo i f from Sections 1-1 and1-t : +-1-&
On sit e det ent ion reou i red : ?ostde v. ru ao if from _sectio ns 1-1, 1-2, 1-3 and 1-4 :
\ I. 0
2 2. I
I ~
" :J
18. 3
3. 2
1 . 3
4 3
3. 1
Q. oj
s. 1
16. 3
14.:
: 3 . I
: 1 '.
1 . , . '
I . i
l . )
3.i
J. i u
l I .!
,. ' . ~ .
; 2.
'0
' .
...
J.
1.:
(. l J . -
'. s . !
:' .·J
'; . _,
1675
I
I
, 575 ~
I
, 475
1375
1275
1175
1075
• l ' ~ ., '
1 -· -· ·-. .,
._)I ,._
SCA LE 1 : 1 00
I--====c====~======
1 ,, -, ,-
-.• 1
I
I
Vi
;..;o rE: ·----
_,1/~SUNfED .=..:_.::-v.
r-o~ coN ::'7:>-u...es
J ~b : 10-9 0
v 1:!: 28-oct-9
HAS S CURVE CA L C U L A l lO~t
( 100 -yw 5to n :)
£XHtL31T j
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
T I HE , t C t A I (I 00) Q i 60 t t V i n Q cut V out Del t! V
----------------------------------------------------------------------------------
30
35
50
55
60
65
70
15
80
85
90
95
10 0
105
110
115
120
3.950 l U ~ 53 .30
I ~ : J ' ..
7 .13 2 l.51
6. 15 26.65
6 . IS 2U5
5 . 6 ~ 22.4
5. 2i 2 0. 9 0
l. 9 5 19 . s 1
300 1 ,l j I
5 •• . )
1 '5 00
1 '80 1}
2 I 100
2,4 00
2, 700
3,0 00
ll , 3: I
( i '9; 2
5 !,128
sun
s:,oo
5 l , 10 7
(.6~ la.41 3,300 60,794
4.11 17 .(2 3,6 00 61,725
1.13 16 .5( 3,900 €1 ,512
U3 15 .15 4,20 0 6U 05
3.81 IS .OS 4,500 51, 183
3.65 1U3 4,8 00 6!.llS
3.51 13.85 5, 100 70 ,701
3.33 13 .H 5,400 ll ,055
3.26 12 .87 5,70 0 ll ,315
3.15 12.0 6,0 00 7U~O
3.04 12.03 6,3 00 lS ,764
2.95 11.65 6,600 lS ,9?2
2.86 11.3 0 6,9 00 lUB
2.78 10 .93 7,200 ll,05 6
16.9 0 5,0 70 12.!21
1· I!'
2},2JJ 1: . s: )
2 5' 3 30 1U51
30,420 17,5(2
35' 00 15' 6 38
(0,56 0 13 ' 3 6 3
45 I 6 30 10.800
SO, TOO 8.001
55,770 5,02'
60,840 1,885
65,910 (1 ,3a3)
70,93 0 (t , 715)
76,050 (8 .2€2)
81,110 (11 ,8Ji)
86,130 (li ,436)
91,26 0 (1 3.205)
96,330 (2 1.9a5)
101 ,4 00 (25 ,820)
105,470 (3 0,706 )
111,540 {3!,63 8)
116,610 (32 ,611)
121,680 ('2,624)
::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
-
L
z
8 < > ::J w
TXflf"lr 8
COLLEGE ST A.TION PROFESSIO :\JA L BUJLDING
POND ING AV AIL ABILITY
2"~~· J --------------------.,
--------------------
:2";7.o r------'---------'---=----~----------l
I
z...-s.0----------------'--------'
0 ~ ~
flu.
ft .
2; i.O
2fr 5
2lU
2 ~I . 0
233 '0
h
STORAGE VClU\£, 1 COJ CF.
F OOI S ~ AYAIUS IL I TY
OC:A
s.f .
0
5,0 00
13 ,8 00
16,4 00
11t4 00
IEIR DESIGN ... _________ ..
-----------
d
h D~I V C u~ V
ft . cu.ft . cu.ft .
0.0 0
0.5 I , 2 50 1 t 2 5 0
0.5 4 I 70 0 5,95 0
1. 0 15 t 100 21 , 0 5 0
1. 0 16 t 900 37 ,950
(ORIFICE)
A Q
-----------~--------------------------------
2.00 1.50 1. 71 14.04 7.H
2.50 1.50 1. 77 15.70 8.88
2. 70 1.50 1. 77 16. 31 9.23
I
I
I
~KHIOtr '9
hh: 10-3G
D.1t.!· 28 -0ct-9 0
IH FL0 1 -0UTFL0 1 S IH UL 1 110~
8)) I ~ I !
::::::::::::::::-::::::::::::::::::::::::::::::::::::::::::::::::::·:::::::::::::::::::_--
T i .1 ~. t
111 i n .
'I i ~ D '/ i n I V ! 1 ! Co n ~ o 11 r
c .f . V s •o . c.f. e l1. ft
C c1;'. I c "t r.·:; ·1 1'.:
f t cf! cf . V o11 '. c f
--------------------------------------------------------------------------·---------------
0
I , ! : '
30 Cl,9 62
35 51,12 8
40 53,9 23
45 56,0 0
50 53 ,701
55 60,794
60 62, 115
65 64 ,522
10 6S,205
75 61I786
80 69,2a5
85 10,70 4
90 71 ,055
95 73 ,H5
100 74 ,580
105 15' 164
110 16 ,902
115 71,9B
120 19 ,056
2 J)' 00
II.I !! 8,lli 2;~.ll
. :
3' '.
I ' ~ ~ '•
31,5 03 29 ,3i l 2ll .O
31,233 23 ,404 21 .Cl
30,465 28,832 2l l .cs
29. 3;2 27 ,951 21 .Cl
2 ~.0 3 1 25, 12 J 211 .31
26,55 6 25 ,417 21 1.26
2C ,9H 23 ,912 2H.17
23 ,35 6 22,01 231.08
21 ,723 2 0,83~ 236 .99
20.1 01 19,261 ns .8g
18,511 11,7 25 236 .18
15,932 16,2 13 235.63
15 ,531 11 ,82 1 235 .53
1c. 1s 2 1J,t as 235.50
12 ,814 12,229 236 .42
11,678 11,0 61 29S.H
10 ,578 9,9 86 236 .21
9,51C 9,0 05 296 .20
8.6~8 8, 120 296 . IC
1 ,851 7,328 296.09
I ?, el : 11, I i:
1.1 4 IU~ 3.9 18 15,719 27 ,575
1.74 13.11 3,933 20,663 27,3 00
1.71 11.Sl 3,832 2C561 26,567
us 12.75 3,816 28,39 7 25 ,526
1.Si 11 .51 3,7 5' 32,151 21,219
1.51 11.13 3,658 35 ,SOB 22,898
1.42 11.83 3,55 0 39,359 21,06
1.33 11.45 3,01 0,791 1~,9 12
1.24 11.0l l,3 10 H ,IOl 18 ,'19
I. 13 l i .5~ 3, 1S 3 0 ,211 15,rn
1.0 3 1'1.QI 3,012 52,2ll 15,05
0.93 9.53 U I S 55 .168 11,111
0 '8' UJ 2,726 51.8ll 11 ,81 1
0. 75 8.53 2,512 60,411 11 ,58 1
0 '61 8 . 10 2,00 62 ,901 10,UI
0.53 7.62 2.235 65 ,185 9,391
0.52 7' 11 2. 14 2 61 ,328 8,436
0.45 6.6 3 2,003 69 ,33 1 1 ,512
0' 39 6.23 1.8 ~9 11,199 6,193
0.H 5.80 1,H O 72,939 6,118
Crrr OF C O LL EGE STATION
Planning & Devtlopmmt ~rvices
SITE LEGAL DESCRIPTION:
Remington Subdivision
Block 1, Lot 2
DEVELOPMENT PERMIT
PERMIT NO. 05-29
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE ADDRESS:
1603 Rock Prairie Rd.
DRAINAGE BASIN:
DATE OF ISSUE: December 21, 2005
Bee Creek Trib. "A"
VALID FOR 12 MONTHS
OWNER:
Walt Schoenvogel -R&S Leasing
PO Box 602
Brenham, Texas 77834
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees required 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 rema in is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil, solvents,
asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited.
Full Development Permit
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition , placement and state. The Owner and/or Contractor shall be
responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion, siltation or sedimentation resulting from the permitted work .
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 construct ion , 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 by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply .
Owner/ Agent/Contractor
Date
,/"
1 l -2'2--O ')
Date
R&S LEASING
CITY OF COLLEGE STATION
PK JOB #52805-291
FIRE FLOW CALCULATION
~
~\i\ ~(\.-\)
\.J' CALCULATED FLOW
Fir e Fl o w at h yd ra nt N-101:
With 20-ps i p re ss u re at Static H yd ran t N -097:
Q, = 29.8 3cdD 2 jp;
Q, = (29.83)(0.9)(2 .5)1 J65 =1 ,353 g p m
[ J
0.5 .J p -20
Q, =Q, ; -P
s r
(
9? -20)0.S .J Q1 =(1 ,353)
9
;_
89
=7,527 gpm ----Where :
Q, = residual flow at th e pit o t pre ss ure (gpm)
QI = Fire Flow (gpm)
cd = friction lo ss (usuall y 0 .9 for smooth 2 .5 -in opening)
D = diam et e r of openi ng in inches (2 .5 in mo st cases)
PP = pit o t press ure (psig)
P,. = residual pressu re (psig)
?, = static press ure (p sig)
REQUIRED PLOW
_,,,,,,'\\
---~t. Of T~~ ''t : S~········. ~S' tf .: " * " ,, ""*:' "·*' ~*: "*~ ,,. ......................... ·'I.
I. STEV£ E. DUNCAN I '!.···· ...................... ~
I, .. 83252 : ~ ,,, -0 . '1$" ,,...
1,;o; .. ~ICE:NS'i5?. ~~ E
't . . :
Building Type= JIB (Section 602 and 15 05 of 2000 !nte rna ri onal Building Cod e )
Fire Area= 4 8,043 s qu are feet (S ection BI 0 4 of 2000 In ternationa l Fire Code )
Requ ired F ire Fl o w = 4,750 gpm (Table B 105.1 of 2000 Int erna ti onal Fire Code)
50% reduction allowed for sprinkle r system = 2,3 75 gpm (Sect io n BI 05.2 of 2000 I nte rnatio na l
Fire Code {75 %} /Fire Marshall {50%})
Number of hydrants required = 2(TableC105 . l of 2000 Int er national Fire Code)
RESULTS
7,527 g pm availab le > 2,375 gpm required = OK
2 hydrants available= 2 hydrant required = OK
b5-\\~ ( \~
Uf ~~11!~~~0~!~!,j~o~~!j;~!~~'~ed
1601 GRAHAM ROAD
COLLEGE STATION TEXAS 77845
Date : 3 JU NE 2005
From: B ut ch Willis Water Wastewater D ivision
Phone: 979-764 -34 35 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: OlROCK PRAIRIE ->
Flow hydrant number : N-101
Pitot readin g : 65
Static hydrant number : N -0 97
Static PSI : 92
Residual PSI: 89
CHAPTER 6
TYPES OF CONSTRUCTION
SECTION 601
GENERAL
601.l Sc ope . Th e i:;rovisions of thi s cha pter shal l c onc ~o ! th:
.:i .!ssi~icattc!n N. tt.i!di;;g-; a.> to t\·oe of con sm..:.:t:o.-:
SECTION 602
CONSTRUCTION CLASSIFICATIO N
602.l General. Build in gs and structures ere cted r to be
erected . altere d or ex tende d in he ight or area sh:ill be cbssi ·
fied in one of the five construc tion type s defined in Sections
60 2.2 through 60 2.5 . Th e bu ilding element s shall have a fire
resis tance rating not less th:in th at spe cifie d in Table 60 I and
~ e xterior walls shall have a fir e-resistance rati ng not less than
tha t sp ec ified in Tab le 60 2 .
602.1.l l\linimum requirements. A building or porti on
thereof sh :i ll not be require d to conform to the det .iils of a
type of const ru cti on higher than th o.t type . which meets the
minimum requ ire ments ba sed on occup:.111cy even though
cert ain features of such a buil ding ac tually co nform to a
higher type of construc ti on.
602.2 Type s I and II. Types I and II constructi o n are th ose
types of con struc ti on in whi ch th e build ing eleme nts li5.!ed in
Tabk 601 are of noncombustible materials.
6023 Type III. Type Ill cons truction is that type of con-
struc ti on in which the ext erio r walls are of noncombustible
materials and the int eri or bu ild ing elements are of an y mo.te-
ri~ll perm itted by thi s code. Fi re-retard:mt-tre ated wood fram-
in g complying with Sec tion 2303 .2 shall be permitte d within
exterior wall assemb lie s of a 2-h ou r r:iting o r less .
602 .4 Type I\'. Typ e IV con st ructi on (Heavy Timber. HT ) is
th at type of constructi o n in which the exteri or wall s are of
no ncombustib le mater ials and th e int erior building el ements
ar e of so lid or laminated wood with o ut concealed s pa ces . The
detail s of Typ e IV con st ructio n sh all compl y with th e pro vi-
sion s of this se cti on. Fire -retardant-treated wo od fr aming
compl y in g with Section 2303 .2 shall be permitted within
exterior wall assemblies with a 2-hour ratin g or le ss.
602.4.l Columns. Wood columns shall be sa\vn or glued
laminated and shall not be less than 8 in che s (203 mm),
nominal. in any dimen s ion where supporting fl oor loads
and not le ss than 6 inche s ( l 52 mm) nominal in wid th and
not le ss than 8 inches (203 mm) nominal in depth where
supporting roof and ceilin g lo ads only . Columns shall be
continuou s or superimposed and connected in an
approved manner.
2000 INTERNATIONAL BUILDING cooe®
6Q2.41 Floor framin g . Wood beams and girders shall be of
s:i.,vn or glued !Jminated timber and shall be not less than 6
i:-..:he s (152 mm) nominal in width and not less th an IO
i:-.cho:s (25-+ mm ) nomi n:il in depth. Framed sawn or glu.::c
·::::ir.ated timber arche s . which spring from the flo or Ii :-.c:
::.:-. ·support fl oo r load:i. sh:J ll be not les s than 8 inche s (20.:
r._-:: 1 nomiml in any dimen sion. Framed timber trusses su p·
r·xting floor loads shall h:.ive members of not less th:Jn 8
ir:ches (203 mm ) nominal in an y dimen sion.
602.4J Roo f fr amin g . Woo d-fr amed or glued laminated-
ar.:h es for roof constructi on, which spri ng fr om th e fl oor
line or fr om grade and do not supp ~m flctor loads sh all
h:i\e members not les s th an 6 inches {152 riim) nomin al in
width and hav e less than 8 inches (203 mm) nominal in
depth for the lower half o f the heigh t and not le ss than 6
i.r.ch es ( 152 mm) nominal in dept h for the upper half.
N._::im ed or glued laminated arches for roof con struc ti on
Lli:i t spring from the top of wails or wall abutment s.
fr:!:n ed timber trusses. and othe r roof framing, which do
not support flo or load s, sh all hav e membe rs not les s than
4 inches ( 102 mm) no minal in width and not le ss th an 6
inch es (152 mm) no min al in depth . Sp aced members may
be composed of two or mo re pi eces not less th an 3 inche s
(76 mm) nomina l in thickness where bl ocke d solidl y
througho ut their interve ning spa ces or where sp aces are
tightly clo sed by a co ntinu ous wood cove r plate of no t le ss
L'i:i n 2 inches (51 mm) nomina l in thickness secured to the
under side of the member s . Sp lice plates shall be not le ss
th an 3 inch es (76 mm ) nom inal in th ic kn es s . Wh ere pro-
tected by approved automatic sprinkler s und er the ro of
deck. framing member s sh all be not less than 3 in che s (7 6
mm) nominal in width.
60 2...t . ..i Floors. Fl oor s sha ll be with out concealed spa ces.
\\'ood fl oo rs shall be of saw n or glued lamin ate d plank s.
splined , or tongue-and-groove, of not less than 3 in ches (7 6
mm ) nominal in thi ckness cov ered with I ·inch (25.4 mm)
nominal d imension tongue-and-groove floorin g. laid
crosswise or d iagonally, or O.S.in ch (1 2 .7 mm) particle
board or planks not less than 4 inch es ( 102 mm) no min al
in width set on edge clo se toge th er and well spiked and
cov ered with 1 in ch (25.4 mm). nominal , dimen s ion fl oor-
in g or l /~-inch (12 .7 mm) wood structural panel or 0 .5-inch
(I 2 .7 mm) part icle board . The lumber shall be lai d so th ;lt
no continuous line of joints will occur ex cept at points of
support . Floors shall not ex.tend clo ser than 0.5 in ch (12 .7
mm) to walls. Such 0 .5 -in ch (12 .7 mm) space shall be CO\"
ered by a molding fastened to the wall and so arranged that
it will not obstruct the swelling or shrinkage move
87
602.4.5 -603 .1
ment s of th e fl oo r. Corbelin g of ma sonry wall s under the
flo or ma y be used in pla ce of mo ldin g.
602.45 Roofs. Roofs shall be without concealed spaces and
wood roof decks sh all be sawn or glued laminated . splined or
tong ue -and-groove plank. not le ss than 2 in c he s (51 mm )
thid.:. I 1/s (32 mm)-inc h-thi ck wood structural panel (exte ri -
or glue). or of planks not les s than 3 inche s (7 6 mm ) nominJl
\'. ide . se t on edge c lose toge th er and bid as requ ired for
r'c"'<:-rs. Othe: r:pcs of dec k.Ji]g m:.i:; h~ Lbe..: i:· pro'.·i cir.:<
e:Jt:1·:alcnt fire re sista nce and Slfl!crurai pro ~er::e,.
602A.6 Partitions . PJ!ti tio ns sh:i ll tx of solid wood cor.-
strnc ti on fonud by not lo::s s th:.1n two lay er s of I-i nch ( 25
mm ) m:it che.: boards or b min:ited cons tru ction .+ inches ( 100
mm) th ick . or of I -hour fir e-resis tance -r:ited co nstruction.
602.4.7 Exterior st ruct ural members. Wh e re a horizon -
t:il separati on of 20 feet (6 096 mm) or more is pro vided.
wo od colu mns and arche s conforming to he avy timber
sizes m:iy be used externally .
602..5 Type Y. Type \' constru c ti on is th:it type of con struc-
tion in which the st ru c tural ekme nt s. exteri or walls and in t<::-
rior \\alls ar e of an y ma teriJl s permitted by thi ;; code .
SECTION 603
COMBUSTIBLE MATERIAL IN TYPES I
AND II CONSTRUCTION
TYPES OF CONSTRUCTI ON
4 . Roof coverings that ha ve an A. B or C clas sifica tion.
5. Interior fl oo r fini sh and in terior fini sh . trim an d mi ll -
work su ch as doo rs. doo r fr ames. win dow sa she s and
fram es.
6 . Where not installed over 15 fee t (4572 mm ) a bove
grad<:!. sh o"'-windows. na iling or furr in g strip s. wood-
en bulk.heads bel ow sh o··.\ windows. their fram <:!s.
:::iro ns and show cases .
7. F1:-i ish r!ooring applied d1~~cm r.1 the tioor slab or t,
\·, oo d s le epers th:i t are fir est op p<:!d in acco rdanc e wit h
s~c t ion 716.2 ./.
8. Partiti ons di\i ding po rtion s of stores, ofrices or s imil ar
· -plac e s oc c upied by one t<:!n an t only and whi ch do not
establish a corridor serving an occupant load of 30 or
more may be construc ted of fire-retardant-treated
wood, I-h our fire-resistive construction:-or of wood :~
panel s or similar light construction up to 6 feet ( 1829
mm ) in height.
9. Pl atforms as permitted in Secti on 410.
::...._
10 . ~l a td-ials complying with Secti on 602 of th e
!111ernario nal Mec hanical Code.
11 . Combu stible exterior wall co\·erings, balconie s, bay or
oriel windows, or simi lar appendages in accordance
with Ch apter 14 .
603.l Allowable uses. Combu stible materi :ils are perm itted.::. 12 ·
in buildings of Type I and Type II cons tructi o n in the follow-
Blocki ng such as for handra ils. mill work. cabinets . and
\\·indow and door frames .
ing applications: 13. Li ght-transmitting plastics as permitted by Ch:ipt<:!r 26.
I . Fi re-re tJrdJnt -tro::ated woo d sh a ll be pe m1itted in :
1.1. l\onbea ring p<l.rtitions where th e required fire-
resistance rating is 2 ho urs or le ss .
l .2. !\onbearing exterior w:ill s \Vho::re no fir e rat ing
is req uired.
1.3 . Roof constructi o n as pem1itted in Table 60 l.
J\ote c. Item 3 .
.., ThermJI and acousti ca l in sulation , ot her th a n fo :i m
plastics. having a tlJm<:! sp read inda of not more th :in
25.
Exceptions:
1. In subtio n pbc<:!d betwee n two laye rs of noncom-
bu st ible materi als wit hout an int<:!rvening air
spJce sha ll be:! allowed to h:ive a fl:im<:! spread
ind a of not more th an 100.
2. Insulatio n in stalkd betwe<:!n a finished floor and
solid d<:!cking wi th out int<:!rve ning air space sh:ill
be:! allowed to have a flame sprea d in dex of not
more than 200.
3 . Foam pla stics in accordance with Chapt<:!r 26 .
14 . ~!as tic s and caulking materi:il s appli<:!d to pro \·ide flex -
ible:! seal s between component s of exter ior wall con-
struct ion.
15 . Ex te rior pla stic ven<:!<:!r in stalled in accordance with
Section 2605 .2.
16 . !\ailing or furring strips as pennitted by Section 803.3 .
17. He:ivy timbe r as p<:!rmitted by J\ote C, lt<:!m 2 . to Table
60 1 and Section s 602.4.7 and !.+06.3 .
18 . Aggregates. compon<:!nt material s and admixtures as
pennitted by Section 703 .2 .2.
19 . Sprayed cem<:!ntitious and mineral fiber fire-resistive
mat<:!rials installed to compl y with Se ction 170-U 1.
20. l\lat<:!rials used to protect pen<:!trations in fire-resi stJ.rlc<:!-rateJ
assemblies in accordance:! with Section 711 .
21. M:it<:!ri:ils use d to p ro tect joints in fire-resistanc<:!-rated
assemblies in accordance with Se c ti on 71 2.
22 . Materials allowed in the con cealed spaces of buildings
of Typ<:!s I and II construction in accordance:! with
Section 716 .5.
2000 INTERNATIONAL BUILDING cooe®
~-
~* ~.
... ·~
TYPES OF CO NSTRUCTION TABLE 601 -TABL E 602
TAB L E 601
FIRE-R ESI STA N CE RATI N G REQUIREM ENTS FOR B UIL DI NG ELE MENTS (h o u rs)
BUILDING EL E MEN T
Stru..:tur:il fr:1m~··
l n..:l uJ 1ng colum11'. gird..:r-;. tru s-;i:-;
B~J:'.:i,,: \\:J li ,
i: c:~:
!-: ::~· -
.\0 r.~c Jr ir.~ \\Jll, :ind parti[:1'1;,
E\[:~:.:r
L1rr:::-:~'r-·
Flollr ..:on,tru c ti on
In..:li.:ding suppnning bcJm,
anJ joi,ts
Roof construc ti o n
In..:luding supporting bi:am s
a ~J joists
Fur SI 1 f.i,11 = 304 S mm
TYPE!
A B
3h 1 h
] ifr'
<JYW)
A:J
,_.
-....
<i) Ad
I)
s~~ TJbk 60 2
s~~ S<:::ti o n 602
0
T YP E Ill
8
I ()
' I
' -
0
0
TYPE IV TYPE V
HT A d I 8
!
HT I ! 0
i
' ; -. .,..~
I ri I '
HT 0
--HT 0
T ~.~ stru ,·tura l fr.1m..: ,h.!11 re: con<iJ,r~J ,,, b: th..: .:••lumn, JnJ !ht' g:r ~~r ,. b~'r>. tru >Sc> JnJ >p.in J rcb ha' ing di rc..:t connc,·tions to the cc,l um ns an~
br J-:in¥ memb er> d..:,igncJ tu ,·;.irr: gr.1 \ i:: k •JJ>. T he member' 0 1· t~''"r ,,r roof r Jnels 11. hich h.i' e no connecti o n to the colu mn s sh;i li be consid er~J
s~,·o r.d;.ir:. memre r' anJ no t .i p;.irt of 1hc: str.ic'tura l frame .
b Reu l s~rr,1 r1_,: Fir..:-r..:,i,u tk'c r;.i tin~, of >truc'l ura l frame and b ..:.irin ~ "J:i, Jr c per.n itt eJ to be redu,·e d by I hou r wh ere suppo rt ing a roo f only.
c. I . E x ..:~p1 in Fa ct11 r:-InJu-;1 ri:il (f -l 1. H.1z.irdou , !H '· ~kr..:an1 ik 1\l 1 Jnd \f ,>Jcr;.i1c H;.i zard S co rage (S-1 J o..:cup;inc ie s. fire prote i:tio n of s1ru..:tur-
al mc:mbe1' sh:11l nc1 1 be: re<JuireJ . in..:lu<ling prote..:ti o n of roof ir.irr.in~ and de cking 11.he re eve ry part of the roof c on>tructi o n is ~O fat or more
ab o v..: an: tl cJO r immc'diatc:l: bdu \\. Fire -retJrdant -treJtcd 11.0..:J rr.~mbers sh.ill be all0wcd to be used fo r suc·h un protected members .
In all 01.'c'U['Jt11.'ie,. h.:a\: ti mba sh.ill r e all O\\ ed \\here '1 l -h1 'U r l'r le>i fi r~-r e,i sun1.·~ rJ ting is required .
' In T:p.: I anJ T)pe I I con,truc ti,m . iire-rc tJrJ.int-treJteJ \\OC J sh J!I be Ji!o"ed in bu ildings no t owr tw o st o ries in..:luding g ir Jcrs and tru ,se ·
3, pJrt of the rouf co n,truct inn .
d .A~. app rn,ed autumatic sprink le r >:,t..:m ir. ac·corJ.inc e \\ith Sec ti on 911:.3.1.1 ,~Jll be allu\\eJ t1' be sub sti tu1eJ for I -h our tir ..:-re>i>t.Jn..:e-rJ te J co n-
st:u..:tio n. proviJ.:d s uc h s:st.:m is no t oth crvcise rc qui r ~J by otha pro ,i;io n, c>f the ccJ .: or u'ed for an all ll\\Jh k areJ inc rease in ac co rdJ n(c 11.ith
Sc:t io n 506 J C'lr Jn all o " ;.ihk he ight in ,·r;:a,e in a..:,;ord;.in,;e '' ith Se·:1 i"n 5 1)-;.~ ne 1-hl'ur sub,ti tuti u n fnr the fi re re,i-;un..:e of e'terio r 11. alh ,h,1 11
r,o'( be r cnn itted .
,. F:r int..:r i11 r n11nh.:ari11:; p.irt ition' in T:rc I \ . .:n1htru.-ti1'1t . abo ·ec S ~::i"r. 611 ~ ~
\ ·t k· ... , thJn the..· fir ... ·-r.:,i ... r.1r~1.:~ r.Hin,:: rJ,c..•J fin tire '~r~trJli1..ll1 di"it:.H:1.·'" ,,;,,•;: T.ir·;;" f-1 )~_,
TABLE 602
FIRE-RE SISTA N CE RAT ING R EQUI R EM ENTS FO R EX T ER IOR WALLS BASED O N FIRE SE PA RATI ON DISTA N CE 3
Fo r S I:
FIRE
SEP A RATIO N
DISTA NC E
(feet)
2". 5
< 10
2". 10
< 30
2". 30
I fo o t = 304.8 mm .
TYPE O F
CONSTRU CTION
Al l
I -A
O tho::rs
I -A, 1-B
~ 11-B. V-B
O tht:rs
All
GRO UP
H
0
GR O UP F-1,
M , S-1
1
0
1
0
a . LoJd -bcaring e:lte ri or walls sh:i ll a lso comply y. it h th.: fi re -resis tan..:e rating requirements of TJble 60 I.
GR OUP A ,8 ,E.
F-2 . I, Rb, S-2. U
l
0
I
0
b. Gro up R-3 and G ro up U whe n use J as ac.:essory to G roup R-3. as app li.:abk in Sect io n 101.::! shJll no t be requir.:d co h:i ve a fire -resis tJn ..:e r:ic ing where
fir e sep aratio n di st:i n.:e is 3 fee t or mo re.
c. See Sec tio n 503.2 for p:i rt y wall s.
"""" ·~"'"'"UATllUIAI at Ill ntNr. r.nn~ .. 89
I
I
I
'
1 503 -1505 .1
SECTION 1503
WE ATHER PROTECTIO N
1503.1 Ge neral. Roo f decks shall be covered with approved
ro of co·.erings secured to the building or structure in accor-
dan ce with the provisions of thi s chapter. Roof co\·ering s
shall be des ig ned . in sta lled anJ maintained in accord:ince
\' ith th i; col.!e and the appro ved mJn ufac turer 's instal!Jti o n
i;:;;:rn c tior,, ;uch tha : the rvo f co verin g shall serw to p ro te ct
t:1: b~i:dir.2 c~ s ~n.:..:~:..::·:?.
15 031 Flashing. H shing sh:.i ll be' irb talkJ rr. su.:n a r.:.~::
ner as to prevent moistu re enterin g the wJll rhrou ;h the j oir.:,
in the coping . th rou gh moisture-perm e able material. at inte r-
sections with the roof p!Jne or at p:lrapet \':i ll penetrati ons .
15031.1 Loc at ions. Fla shing shall be installed at wall and
roof intersections: at gutters; wherever there is a change in
roof slope or direction: and around roof openings. Wh ere
flashing is of metal. the met al shall be corro s ion res istJnt
with a thickne ss of not bs than 0 .0 19 inch (1'o. 26 gal-
\·anized sheet).
15 033 Coping. Par:ipe t walls shJll be p roper!~ coped with
noncombustible. \\ :::a rherproof materiJb of a \' idrh no less
th:in the thickness of the parapet wall .
[PJ 1503..t Roo f drainage. De sig n and instJllation of roof
drainage system s sha ll comply \,·ith the /111 ernational
Plu mbing C odt'.
15 03 ..t.l Gutt er s . Gutters and leaders pLlced on th e out-
side of build ings. ot her than G ro up R-3 as applicable in
Sect io n 10 1.2. pri vate garage's. anJ bui !Jin g s of Ty pe \'
construction . shall be of noncombustible material or a
min imum of Schedu le 40 plastic p ipe.
15 03.5 Roof nnti latio n . Intake an d exha us t vent s sh a ll be
pro\'ided in accordance with Sec tion 12 0 2 .2 and th e manu-
factu rer's inst allat ion ins tru c ti ons.
SECTION 1504
PERFORMANCE REQUIREMENTS
150-U Wind r esistance of roofs. Roof decks and roof cov -
erings shall be designed for wind loads in accordance with
Ch apter 16 and Sec ti ons 1504 .2. 15 0 4 .3 and 1504 .4 .
Exception: Aspha lt shingl es shall be co nnected to the
roof deck in accordJ nce with Secti on 15 07 .2.
15 0-U Wind re s istance of cl a)' and concrete til e. Clay and
concrete tik roof covering s shall be connected to the roof
de ck in accord ance with Chapter 16 .
ROOF ASSEMBLIES AND ROOF TOP STRUCTURES
150 -U Wind r es ista nce of non ballaste d ro o fs. Roo f c0 ve r-
ings install ed on roofs in accordance with Section 1507 that
are mechanically attached or adh e red to the roof deck sh:ill
be de-signed to resist the de:;ign \,·ind loa d pres sure s for
cladding in Chapta 16 .
15 0-U.1 Other r oo f syste m:;. Rvo f sys tems with built-
L:p. mod ified bitumen. fully JCi:erc-d Or mc-chani 'ally
:1:~Jch:::c si:igk -ol\· throu gh fl ~tcr.e L ! me t:~! panel rvor· S'.· ,.
1 :.-:~.;. ::!:.-: oc ne~ t:·.res of m:::1.1or:.i:-.e r .Jo ~ co \·e n ng-; ·::.:!.
a!,o be t:!sted ir. :ic co rdan ce \\i th F:-.! .+..+5 0 . F\! .+...J. 7(1. L'L
5 r) or LL 189 /.
IS O-U1 \I etal pa n el roof system s . f\!e t:il panel ro of sys-
tems thro ugh fastened or sta ndin g se:im shall .be tested in
accordance with UL 5 80 or ASH.! E 1592 .
15,0..J .4 Ballas t ed low-slope roof systems. Ball as ted low-
slope (roof slope < 2: 12 ) sin g le-pl y roof sys tem coverings
installed in acco rd~ince with Sec tion 15 07 shall be de signed
in acco rdJf\L·e with A:\S I/RMA/SPRI RP-4 .
"\
150..J.5 Phy sical p roperties. Roof CO\e ring s installed on low
s lope roofs (roo f slope < 2: 12 ) in accordJnce with Section
15 07 sh :ill demonstrate ph ysical integr it y O\er the worki ng
life of the roof based up o n 2 ,00 0 hou rs of e xpos ure to accel-
erated weathering tests conducted in accordance wit h ASTM
G23 . AST:-.! Gfo or AST!\.! G53 . T hos e roof CO\e ri ngs that
are s ubject to cy clic:i l flexu ra l response due to wind loads
shJ ll not demons trate any s ignificant loss of tensile strength
fo r unreinforced membranes o r breaking strength for rein-
forceJ me mb ra nes \\hen tested as here in required
150..J.6 I mpact re sbtanc e . Roo f CO\W ings installeJ on low-
slope roofs (roof slope < 2: l 2J in accordJnc e with Secti on
15 0 7 shall re ·ist impac t damage based on the results of tests
conJucted in acco rd ance with AST!\! D 37-1 6. ASTL\I D
4272 . CGS B 37 -G P-52~1 or H I 4-17 0.
SECTION 1505
FIRE CLASSIFICATION
1505.1 General. Roof assemblies shall be di\'ided into th e
c!Js ses defi ne d bel ow. Cl ass A, B and C roof assemblie s and
roof co\'e rings required to be listed by th is sec tio n shJll be
tested in acco rdan ce with ASTM E 108 or UL 790 . In addi-
t ion . fir e-ret:ird:i nt-treat e d wood roof coverings shall be test -
ed in accordance with ASTM D 2898 . The min imum roof
co verin gs installed o n buildings shall comply with Table
1505 .I ba sed on th e type of constru ction o f the build ing .
2000 INTERNATIONAL BUILDING CODE®
ROOF ASSE MBLIES AND ROOFTOP STRUCTURES
IA
B
TABLE 1505.1 a,b
MINIMUM ROOF COVERING CLASSIFICATIO N
FOR TYPES O F CONSTRUCTION
18 I 11A I ~ lllA I 1118 I IV VA I
B I B I cc B I cc I B B I
I
fur SI. I r'. •'t = :<u ~.S mm. I squa re fvot = O .ll'i ~9 m: .
VB
cc
• 1 L n!..:" n t~c ~.1 IS<' requircJ in accll r;bnc<' 11 ith the Crh ,11· \\//dla11 ./
h:,r ~: ·' C ·r f,• or due tO Ih<' locat i11n Ot the bu il .!1n; \\ ithin J r::~ d i ,t~ict
rr: J(:.: ~..:~.:~ .. , ith .-\i'rc~Ji~ [J
:'\,·1~ ... · .•. · .1(:~~ ;-.~·C"( c:"'.l \";!:l n ~..; sh..i l: :-;.: ~L':-mr~:e~ ·:'n :uild1r.;:, r.;· (j ;-,)L:C F ·
_-. J · .:::-:.:.:::ir .~ 1i1 ~~~:t 1 1'~ 1 J!.2 ..i:~~! LC.:\.:: :..In~1c"· ... \1.her.: r~.::-~ : ... J ~:-:-
1:.1'..::7: ::::-li .::ur :u 1on Ci:,u~1.·~· o ft ! .. ·-.:-t m.:J:\t!'."~j r'i\'"'m t:ie ie .. L.!!:!'.; ~~;-.:
1.: 8 u r!J ;r.~, t;..Jr J.'."e nt'{ m•)r~ th:ir. t"'o "h'ne-, in h.:1 :!h t ar~J ii.!'·ln~ nDt
r.i1 1r: t~J~ b.Gf .ll square fc~I ut p ru,~,·t .!d r<'l'f :?.::1 anJ 11 hc~~ t ~:rc j, J
m rnirr..:~ l •)-f1)0t fir~-scpa::tli<Jn di>t:incc frum lhc lea ding c J~c or the
roof t11 a 101 lin e on a ll siJ <', ot" t ~..: builJin~. n :<'pt fo r str~~: r'ronh or
pu bli: 111:~. sh .1 11 be pcm1i ucJ to hJ'<' mof, of :\,1. I ccJJr Oi rc<huoJ
s hJ ~c' a~J '.\u . I shingks cun , ruc tetl in a,·.:orc!Jnc e \\it~ Se .:tiun
I 5il5 .6
1505.2 Class A roof assembli es. Cl ass A ro o f ass em b lies are
th ose that are effrcti ve against severe fire test exposure .
Cbss A roof asse mbl ies and roof covering s shall be l iste d and
identifie d as Cl ass A by an approved testing age ncy. Cla ss A
ro o f assenblies shall be pen ni tteJ for use in b uildings or
st ruct ures of all typ e s of construc ti on.
Exception: Class A roof as semblies indude th ose "ith cover-
ing s of brick. masonry. slate . clay or con1..Tete roof tile. e:<.po -ed
concre te roof deck. ferr ous o r copper shingles or sheets.
15053 Class B roof assemblies. Cla ss B roo f a ss er.1b~ are
th ose th at are effective against moderate fire-te st e xpo s ure.
Cl:t ss B roof ass emblies and roof covering s shall be listed
and ident ified :.b CL!ss B by an appro \·ed testing agency.
Excepti o n: Cb ss B roof assemblies incl ude th,1se \\ ith
c o\·e ri:ig~ of met al sheets ::ind shingles .
1505.4 Cla ss C roof assemblies. Cla ss C roof ass e mblies are
tho se th::it are e ffec tive ag ainst light fire -test expos ur e. Cla ss
C ro o f asst'mblies and ro o f co\·erings shall be li sted and iden-
tified as Class C by an appro \·ed te sti ng agenc y .
1505.5 :\onclassified roofing. Noncbs s ified ro o fing is
approved materia l th at Is not listed as a Class A. Cbss B or
Class C roof co vering .
1505.6 Wood shingles and shakes. When te sting wood shin-
gles and shakes in accordance with ASTM E 108 and ASTM
D 2898 (including Method A and B of the rain test ). the fire
tests shall include th e intermittent name test , spread of flame
test . burning brand te st and flying brand test. Additionally, at
the conclusion of the rai n test, test panels shall be subjected
to the intermittent flame test, burning brand test and flying
brand test. Shakes and shingles shall also be subjected to the
weathering test as specified in UL 790.
2000 INTERNATIONAL BUILDING cooe®
TABLE 1505 .1 -1507 .1
1505.6.l Fire-retardant-treated shingles and shakes.
Fir e-re tardant -treated wo od shake s and shingle s shall be
tr ea ted by impreg nation wit h chemicals b y th e full-cel l
vacuum -pressure p rocess. in acco rd ance with A \VPA CI.
Ea ch bundle shall be m arked to identify th e manufactured
unit and the m anufac t urer. and shall a lso be labeled to
identify the class ificatio n of th e m ater ial in accord:ince
with the testin g required in Section 15 0 5 .6 (Cl ass B or C 1.
t'.':t" t:eat in g company and t ~e qua I Hy control a=enc~.
i::os.7 Special purpose roo fs. Spec ia! purpose wood shir.~:=
or \>OO d sh ak e roofing sh:il l co nform \vith t he gr:id ing ar.-::
application require ments of Sec ti o n 1507 .8 or 15 07 .9. J;-,
adJition. an und erlayment o f 0 .625 inch (15 .9 mm ) Typ e X
· -\\ ater-res ist:int gypsum backin g board or gypsum sheat hing
sh all be placed under minimum nominal 0.5-in c h-thi ck ( 1 ~ .7
mm) wood structural panel solid sheathing or I-inch (25 mm )
nominal spaced sheathing .
SECTION 1506
MATERIALS
--:
1506~-l Scope. The requiremen ts set forth in thi s secti o n shall
apply to the application of ro of covering materials specified
herein . Roof coverings shall be applied in accord ance \\ ith
th is chapter and the manufacturer's installation in st ru c tions.
Installatio n of roof coverings shall comply with th e appli ca-
ble prov isions of Section 15 07 .
15061 CmnpatibWty of materials . Roofs and roof co\·ering s
shall be of materials that are compatible with eac h other and
with the building or structure to which the materials are applied .
15 06.3 l\laterial spec ific at ion s and physical characteris-
tic s. Roof covering m:it e rial s shall conform to the applicable
standards listed in thi s chapter. In the ab se nce o f applicable
standards or wher.~ material s are of questionable suitability.
test ing by an app roved te stin g age nc y shall be required by tht'
building official to determine the character. quality and lir.:i-
tations of applic a tion of the mate rial s.
150 6 ..t Product id e ntificati on . Roof covering material s
shall be deliwred in p ac kage s bearing the manufacturer's
identifying marks and app rov ed testing agency labels
required in accordance with Section 1505 . Bulk shipments of
materials shall be accompanied with the same information
issued in the form of a certific at e or on a bill of lading by the
manufacturer.
SECTION 1507
REQUIREMENTS FOR ROOF COVERINGS
1507 .1 Scope. Roof cove rings shall be applied in accordance
with the applicable provisions of this section and the manu-
facturer's installation instructions.
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Appendix B
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
SECTION 8101
GENERAL
B 10 1.1 Scope . T he pro cedu re fo r det e rm ining fir e-flow r<.'-
c !~::r.e:its fe r ~;.;!'d!n=s or po rt ions of buildings her e2fcer cor.-
-:~·..:.::ec ;~.2 .. ~~ 1:i a.::co id:in.::e wit h t :-:i3 append:x. T '."'.i;
..:~:~r.C:\ .:~e s ~ . .:: JJc :~. to stru:tuies otr.er th :.ir; buiic 1!'1:_!:i .
SECTION 810 2
DEFINITIONS
B 102.1 Defin iti ons . For the purp ose of this appe nd ix , cert:i.in
te rms ar e ddined as follows :
FIRE ARE.-\. The flo or area, in squ:ire feet, used to determine ;\ '
the req uire d fire fl ow.
FIRE FLO\\". The fl ow r:itt! of a w:iter supply. measurt!d at 20
pounds per ssu :ire inch (psi ) (138 kPa ) rt!s idu:il pr e ss ure . th at is
avai!Jble fl'.'< fir e fight ing.
SECTION 8103
MODIFICATIONS
Bl03.l De c re ::ises. Th e fire chief is au th ori zed to reduce the
fire-fl ow requ iremt!nl.S for isolated build ings or a group of
build in gs ir. rur:i.I ar<c'JS or small communities \\here theltevel -
opme nt of full fire-flow rt!quireme nts is imprJctical.
Bl03.2 Increases. Th t! fir<:! chief is auth or ized to i nc rease th <.'
fi re-fl O\\ requirer.i ents where c o nditi o ns ind ic ate Jn u nusu:il
SUSC <c'pti b;J:t ~ to gro up fires orc on nagr;:iti ons . An in cr eJS<c' shJll
not be me re thJ n twice thJt required for the building under con-
side rJti on .
B 103.3 .-\re as without water supply syst e ms. For in forma-
ti on ri;:g ;:irc 1ng \\Jta supplit:s fo r fire-fighting purp oses in rur al
and subur ':iJn are:is in wh ich adequJte and relia ble wa te r suppl y
system s co not exist, tht: codt: official is authorized to utili ze
t-.'FPA 123 1 or tht: IFCI Urban H'ildl and Interface Code.
\JI SECTION 8104
'7fC FIRE AREA
B 10-U General. The fire areas hall be the to tal fl oo r area of al I
floor le\·els within the ext erio r walls , and under the horiz ontal
projecti ons of the roof of a building us ed to protect storage or
use areas, except as mod ifie d in Secti ons B 10-L2 and B IQ...l .3.
Bl0~.2 Area separation. Portions of buildings which are sepa-
rated by fir-: walls without openings constructed in acco rdan ce
with the lntematio nal Building Code are allowed to bl! consid-
ered as separat-: fire areas .
2000 INTERNATIONAL FIRE CODE®
Bl0~.3 Type IA and Type IB con s truction . The fi r<:! ar ea of
build ing s co nstr uc ted of Ty pe IA an d Ty pe 18 constru cti on
sh :ill be the area of the three largest su c ce ss ive fl oo rs.
Ex ceptio n : Fire a rea for oren parking gJ.rages shJ.ll be ce-
~eT..!r:ed Q\" the areJ. O i. t'.:e !J.rge s t fi 0or.
SECTION 8105
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
Bl05.l One-and two-family dwellin gs. The minimu m tir e
fl ow rt!quiremt!nts fo r one-and two-family d welling s h:i\·ing a
fir e ar ea whi c h does no t ex c eed 3,600 square ft:et (3 -l-i m~) sh:i ll
be 1,000 ga llons per minute (3785 Umin). Fir e fl ow and flow
du rati on fo r dw ellings havi ng a fir e area-in e~-cess of 3,600
sq uare fet!t(344 m~) shall not be less thJ.n thJt spe cified in T;:i ble
B 105 . !.
Exception: A reductio n in required fir e fl ow of 50 pt!rcent.
a~appro ved , is allowed wht:re th e build ing is equip ped
lhr 0ugho ut wi th an app roved automatic sp rinkler system in
acc ordance with Chaptt!r 9 o f th e Int ernat iona l Fire Code .
B 105 .2 Buildings other than one -and two-family dwelling s.
T he min imum fire flow and fl ow durati o n for buildings other
thJn one -and two-fami ly d wellings sh all be as specified in T:i-
ble B 105 .1.
Exceptj<;>n: A reduction in rt!qu ir ed fire fl ow of up to 75 pe r-
cent , a:> approved, is all owed when the build ing is provided
with an approved aut o mJ.tic sprinkler system installed in a..:-
cord;:ince with Section 903.3 .1.1 or 903.3.1.2 of the /11 rema-
rio1:c! Fi re Code . Th e re sulting fire fl ow sh Jll not be less
th ::i n 1.5 00 gall o ns pe r minute (567 8 Umin).
357
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APPENDIX 8 FIRE-FLOW REQUIREMENTS FOR BU ILDINGS
TABLE 8105 .1
M INI MUM REQUIRED FIRE FLOW AND FLOW DURAT ION FOR BUILD INGS
FIRE A REA (square feet )
Typ e IA and ts• Tyce llA and lllA• Type IV and V-A• Type 118 and 1119' Tyce V-B'
0-2 2.700 0-12.700 0-8 .200 0-5.900 0-3.6 00
22.701-30.200 12.701 -1 7.0)0 S.201-10.900 5.90 1-7.9 00 3.60 1-4 .800
30 .201-3 8.7 00 17 .001 -2 1.8 00 10 .90 l-l 2.900 7.9 01 -9.8 00 U Ol -6.200
38 .7 0 1-4 3.3 00 2 1.8 0 1-2-UOO I 2. 90 I -I 7.4 00 9.8 0 1-12.6 C-O 6.::o ._n oo
4S.3 01 -J')00 2.!.2 i) l-3J.2 r:0 17 .!•J !-2 l.3CG 12 .cOl -I.' .!:)0 -• ~ :1: -9 . .!01}
., --·-"' -. -. ·----... . . -. -
: -:-0 .S O l -S:; ~,jQ I 3 ~. 71) I -.! 7. I =•J I 25.5 •) 1-3 0. Jo:\} I 13 . .1 .) I-: i .S CO I li.:::1 i -13.4 00 I
SJ .7 0:-97 .7 00 I 4 7.I 1) 1-5 4 .9 (1) 30 .1 0 l -35.21 )\j 2 l .SO l -25 S1 j(j I l 3 . .!·} ! -15.600
97.701-112.700 54 .90 1-63.-+JO 35.2 0 1-4 0 ,6 00 25.90 l -2noo I 15 .60 1-1 8.000
. -I 11 2.701-128.700 63.-Wl-72.4 00 -!0 .6 0 1-4 6 .4 00 29,301 -33.5 00 18.COl -2 0.600
12 8.701-14 5.900 72.4 01 -82.1 00 46 .401 -52 .500 33 .50 1-3 7.900 I 20.601 -2 3.300
145 .901-164.2 00 82.1 01 -92.4 00 52 .501 -5 9,100 37,901 :42 .700 23.3 01 -26.3 00
~' I 164 .20 l-183.4 00 92.4 01-103.100 59.101-66 ,00 0 42.701-4 7.700 26.3 0 1-29 .300
183.401-203.700 10 3.1 01 -114 .600 66.00 I -7 3.300 47.701-53 .000 29.3 01 -32 .600
203.701-225 .200 114 .601 -12 6.700 73.3 01-81.100 53 .00 1-5 8.600 32.601 -3 6.000
....
225.201-24 7.700 12 6.701-13 9 .4 00 81.1 01-89,200 58.6 0 l -65 .4 00 "' 36.C-01 -3 9.600
247 .701 -271.200 13 9.401-152.600 89.201-97.700 65.4 0 l-70.600 39.601 -43 .4 00
271.201-2'15.900 152 .601-166.500 97. 701 -1 06 .5 CO 70.601 -77.000 43.40 l -4 7.4 00
295.901-G re:iter 16 6.501-Gre:.ller 106.50 1-115.S OO 77.001-83.7 00 I 47.4 01 -51.5 00
--11 5.801 -125.5 00 83.701-9 0.600 5 1.50 l-55.700
--12 5.501 -135 .500 _9.0.601 -9 7.900 5i 70 l-60.200
I -·· -.
--135 .501 -145 .8 00 97.901-106.800 60.201-6-UOO
--145.8 0 1-156.7 00 I 06 .80 1-113 .200 N.S 0 !-6 9.600
--15 6.701 -1 67 .900 11 3.201-121.3 00 I 69 .6 0 I -7.+.600
--167.901-17 9.4 00 12uo 1-12 9.6oo I 74.601 -79.S OO
--17 9.401 -1 9 1.4 00 12 9.601 -13 3.3 00 79.S Ol-8 5.100
--191 .4 0 l -G re;iter 13 8.30 1-Gre:iter SS.101-Gre:iter
Fo r SI: I s<;~:i.r~ foo t= 0 .09 29 m:. I g;i.J l0 n pa m inuc~ = 3.785 U m. I pound per sq u:u~ ir..:h = 6 8-i5 kPa .
a Typ~s of conmuccion :u~ b a.;~J on t h ~ f rl!em ur i vnu! B:ii!di"g Cl'<le.
b \ k :i.su r~d Jc ~O psi .
358
FIRE FLOW FL OW
(ga llons per minute)b DURATION (hou rs )
1.5 00
l.750
2.000
2
2.25 0
: .. 'C':
-·
I 3.000 I
I 3.25 0
3
3.5 00
3.75 0
4,0 00
4 .250 .· . .
4,500
4 ,750 <
5.000
5.25 0
5.500
5.75 0
6.000 4
6.250
6.500
6.75 0
7.0 00
7.250
7.500
7.75 0
8.000
2000 INTERNATIONAL FIRE CODE® .
.· .. :t:· ,,, .. ,
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Appendix C
FIRE HYDRANT LOCATIONS AND DISTRIBUTION
SECTION C1 01
GENERAL
C l Ol.I Scope. F1~~ r.:.c~Jnts shJ ll be pr o'-i 'ed in a.:corJJ~.:.:
"'an c::.:o ~= :c.2: \ ;·.:: ~ ::-:~ c ~·~t~.:th•r. o f b · ! 1.i : n ~ >. or r,~ r:1·. :: ·
SECTION C102
LOCATIO N
Cl02.l fire hydr:rnt locatio ns. Fir e h ;d~an ts s hJl l be rro-
vided along required fir e apparaws access ro;ids a nd adj :Ken'.
pub l ic Slrccts .
SECTION C103
NUMBER OF FIRE HYDRANTS
Cl03. l fire hydrants avaibb le. Th e mi nimum nu mb er of ti re
hydran ts J\ a.i~:i.b le to :i. b!..'.il din g sh:i.11 no t be les s th:i n th:i t list ed
in Table C l05 .I. T he numb er of tire h;dr:i.n ts avai!:i.ble to a
c omplex er S:..!b d 1v is:or. sh:i.11 not be les s than tha t de ter mined
by sp :i.c ing re qui remen ts liste d in Table Cl 05.1 when ap plied to
fire appara tus acc ess road s and perime ter public s treets fr om
which fir e ope r~Hi o n s cou ld be conducted .
· ..
SECTION C104
CONS IDERATION OF EXISTING FIRE HYDRANT S
C 10-U Existin? fire hydrnn t.s. Exi s•:n,, fire r.vd -J:its o :-: ::->-
. 's·-~-·-· ,, __ , :i!J »\"-'~ t· ·' ,----,_, __ ,, .. -.~··-.. I b ;, r .: ..
..... ~·--·.) i..;. .... u t .. -. -..c l~ ........... 1.,::,l _ .............. J.,::, u.0 Ji :l .t.:. ex.~.~:-. .:
-. . ' I-. -i::-~ r.:.ar2:-.:s or. D.GJ.:lC~~t ~:-:J ~~~l:~s SdJ.~. r.0 t b" c o r.5t.3~:-::.
J '. Ji!:J.ok t:r.k ss r!:-.:! appr.'.lt'.1 .> :i:cess roJds e:<tend be t'-" e ::-~.
proper:ies :lnd e:iser:1ents Qfe esublished to pre vent obstruct:~::
of such ro:iJ s.
S E CTION C105
DISTRIBUTI O N OF FIRE H'(DRA_NTS
Cl 05.l Hydrant spacing. The ave ra ge sp:i c ing between fi re
hydr:i.nts shall not exceed th at l isted in Table C 105 .1.
Ex ce ption: The fir e chief i s auth o ri zed to accept a deti -
~ncy of up to I 0 percent where existing fire hydrants p:-o-
vide all o r a po rti o n of the required fire hyd ra nt service .
Regardless of the average spaci ng, fire hydr ants shall be lo-
cated such th at all po i nts on streets and access roads adj:i.cent to
a build ing are with in th e dist ances l isted in Table CI 05.I.
_:.TAB L E C105 .1 •
NUMBER A ND D ISTRIBU TION OF FI RE HYDRANTS
A V ERAGE SPAC ING MAXIMUM D ISTANCE FROM
FJ;;:O -FLGW REQUIRE M ENT ~11NI MUM NUMSER BETW !:EN HYDRANTS"· b , • A NY POINT ON STREET OR ROAD
(gpm ) OF HYDR ANT S (fee t) FR ONTAGE TO A HYDRAN °f1
I. 7 50 N k ss I I 500 25 0
~.OC-0 -2 .25 0 2 I 450 225
2.500 3 45 0 I 225
3.000 3 I 400 I 225
3.5 00-4.00 0 4 35 0 21 0
4.5 00 -5.000 s 300 I ISO
5.5 00 6 300 I 180
6.000 6 250 I 150
6.500-7 .00 0 7 25 0 I 150
7 .500 or m o r ~ 8 or more " 200 120
For SI : I foot = 304 .8 mm , I gJ.llon per minute= 3.785 U m .
a . Re duc : by 100 feet for dead-end streets or roads .
b. Whe r: stre:ts Jre pro vided with medil!l divider s which can lx cr oss ed by lire lighters pulling hos e line s. or when: art erial streets are provid ed wi1h four or rr.ure
tr affi: lin es inJ h:ne a tra ffic cou nt of more than 30.000 vehicles pc:r da y, hydrant spacing shall averag e 500 feet on eac h side: of the street and be arran ged on an al-
te rn:u ing bas is up co a lire -fl ow requirement of 7,000 gall o ns per min ute and 400 fee t for higher li re-flow requ irements .
c . Where new water mains are e.~c endc:d al ong scree cs where: hydrant> are nut needed fo r pr o<e ccion of scru c1ures or similar fi n: pro blc:ms . lir e hydran ts shall be: pru-
vided :u sp acing nOI to exce ed 1,CXXJ feet to pro vi de for tran sportati on hazard s.
d . Red uc e by SO feet for dead -end sui:c:ts or road s.
c . One hydrant for each l.000 gallons per minute or fraction thereof.
2000 INTERNATI O NAL FIRE CODE®. 359
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COLLEGE STATION PROFESSIONAL BUILDING TWO
CITY OF COLLEGE STATION -SI TE PLAN
PK JOB NO . 52805-291
ESTIMATE OF PROBABLE COST FOR PUBLIC INFRASTRUCTURE
ITEM IUNITI $/UNIT I# UNITS! I TOTAL PRICE I
1 6 " C-909 PVC WATER LINE LF 20 .00 225 $ 4 ,500 .00
2 8 II x 6 " DI CROSS EA 350 .00 1 $ 350 .00
3 6 " GATE VALVE & BO X EA 625 .00 2 $ 1 ,250 .00
4 6 " DI anch or co upling : EA 125 .00 3 375 .00
5 6 " DI BEND EA 225 .00 1 225 .00
6 1 1 /2 " DOMESTIC METER EA 2 ,600 .00 1 2 ,600 .00
7 1 1/2 " IRRIGAT ION METER EA 2 ,600 .00 1 2 ,600 .00
8 SEEDING LS 100 .00 1 $ 10 0 .00
$1 2 ,000 .00
WATER ESTIMATE-SITE 2005-12-05 .xls