HomeMy WebLinkAbout14 BCS Heart DP 05-31 3534 Longmire Dr{)5-31
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BCS HEART DRAINAGE ANALYSIS
June 2005
Prepared for
CJr/J o":: c LLE TA I N
thr heart of tht Rm arch Valley
By
MITCHELL
MM
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNI VERSI TY DRIV E, SUITE 204
COLLEGE STATION , TX 7784 0
O FF ICE (97 9) 260-69 6 3
FA X (9 7 9) 260-3564
CERTIFICATION
"I hereby certify that I am fam ili ar with the adopted ordinances, regu lat ion s, standards, and
policies of the City of College Station govern in g development, that these plan s have been
prepared under my supervision , and that this drainage plan complies with govern ing
ordinances and regu lations to the be st of my k nowledge ."
"The site of BCS Heart, Lot 8, Block 3 of the L.O. Ba ll Subdivision does not lie w ith in the
establi shed area of the spec ia l flood hazard as estab lished by the current f lood in surance
study or fl ood insu rance rate map pane l number 201 D, dated FebruQ,[__..w,...,W.000 ."
~7~~,~~' '°!>'ft.~ •••••• ~~' ..... ··· * ·····* "2__~ av J\2 6 05 ......•••.••••••• ~;, I·· ~2.E.~ ~~~'IP.~~~~ .. 'I. '\ .. -9 80649 ~ .. fl: 'f\~A.·f~1 STE~~~<G."'.,.p , ... ~~$1(,N·~r;.~~ ..,, .,,~.,
Introduction
BCS HEART BUILDING
DRAINAGE ANALYSIS
The purpose of th is drainage report is to present an analy sis of the nece ssary drainage
infrastructure for the proposed BCS Heart Building . This office development will be located in south
College Station, near the "Rock Prairie Crossing" (Kroger) adjacent to State Highway 6 . The
drainage report provides analysis for the infrastructure required to facilitate attenuation and
removal of both onsite flow and the flow from contributing offsite drainage areas. This report
includes analysis for complete development of the 2 .75 acre tract, not including rights-of-way of
the already constructed street. Per the City of College Station Drainage Policy and Design Standards
(DPDS ) the parameters used for the design and analysis of pre-v. post-development conditions
include adherence to the stated zero peak flow rate increa se due to development set fo rth in the
guidelines .
General Location and Description
The BCS Heart Building will be located in College Station, Te xas, south of Rock Prairie Road, and
West of State Highway 6 . The development is located at the existing intersection of Birmingham
Drive and Longmire Drive between the Kroger Signature Store and the Med, on Lot 8, Block 3 of
the L.O . Ball Memorial Subdivision . No new publ ic infrastructure is planned with the development
except for the extension of the water system to serve the building . Stormwater runoff from the site
will be detained in an on-site detention pond. The project location is shown in Exhibit A 1, Vicinity
Map .
Drainage Design Criteria
All drainage design is in accordance with the City of College Station DPDS. As such :
• Design ra instorm events consist of the 10-, 25-, and 100-year frequency storm events in
order to analyze the effectiveness of the detention facilities as well as capture conservative
peak flow values . The 10-, 25-, and 100-year frequency storm event routing can be found
in Exhibits E-1 through E-3, respectively.
• Flow calculations are based on the rational method using the guidelines provided in the
DPDS, and can be found in Exhibit C-1 .
• The target peak runoff rate for the post-development condition is that of the pre-
development peak flow rate at the study confluence . This can be found in Exhibits E-1
through R-3 .
The analysis confluence for this report is identified as the existing inlet on Birmingham at the
Northeast corner of Birmingham I Longmire Intersection , further referred to as "Study Point A".
Achievement of design objectives will be based on the effects of the proposed storm drainage
system on "Study Point A".
Primary Drainage Basin Description
The project site is located within the North Fork of Lick Creek Drainage Basin . A s demonstrated in
Exhibit B, no portion of the project lies within the regulatory 100-year floodplain per the Federal
Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 201 D, with an
effect ive date of February 9, 2000 . Currently the stormwater flow is carried acro ss the property
through a drainage swale parallel to Longmire Drive, into the inlet at Study Point A. Thi s inlet
capture s and conveys the flow south to the North Fork of Lick Creek through a closed storm drain
system .
l=~~I Mit chell & M o rga n, LLP
Stormwater Runoff Analysis
General Information
Drainage characterist ics for th is ana lysis were sel ected fro m the DPDS guide li nes. Drainage areas
were delineated from the City of Co ll ege Station Aerial Topographic files . This information can be
seen in Exhibit C, the Drainage Area Map .
Prede velopment Drainage Analysis
Per Exhibit A2, Dra inage Area Map, Lot 7 and 8 drains through the project site before reaching the
inlets on Birm ingham Drive . Flow entering these inlets drains south through an existing storm sewer
system, ultimately draining into the north fork of Lick Creek . Runoff calculation s were performed
using the Ra ti onal Method . Offs ite flow is from entire ly undeveloped areas; rational C values were
se lected acco rdingly . Peak runo f f va lues fo r t he two dra inage bas in s are prov ided in Exhibit C-1,
Rational Formula Drainage Area Ca lculations . Sub-bas in areas were based on exis ting lot lines, with
drainage area 1 (DA #1) developed with this project, and drainage area 2 (DA #2 ) remaining
undeve loped at th is time .
Postdevelopment Drainage Analysis
As demonstrated in Exhibit A2, approximately 25% of the lot will remain undeve loped with
construct ion of the BCS Heart building . Drainage ana lysis for the site will assume ultimate
de velopme nt, allowing no changes to drainage infrastructure w ith comp lete deve lopment at a later
date. Postde velopment drainage areas were kept the same to simplify ana lysis .
Postdevelop m ent drainage patterns will remain similar to those of predeve lopment cond itions . Flow
from the BCS Heart building wi ll be directed by curbs and swa les t o a detention pond at the
southeast corner of the property . Water w ill be released from the detention pond through a
twenty-four inch (24") pi pe to the existing storm sewer system at Study Point A.
Drainage Facility Design
Rational and Storage Indication Curve Modeling
As previousl y mentioned, design flows were calculated using the rational method, as shown in
Ex h ibit C-1. Th e flows from rational analysis were rou t ed thro ug h the detention pond using storage
indication curve routing techniq ues. Stage /storage, stage/Discha rge, and storage indication curves
for the proposed detention pond may be found in Ex h ibit D-1 . St orage-outflow routing was used
to determine outflows from the pond to Study Point A for the 10-, 25-, and 100-year frequency
storm events, as shown in Exhibits E-1 through E-3 .
Proposed Storm Drainage Infrastructure
Flow from the BCS Heart building w ill be directed by curb s and swales to a detention pond at the
southeast co rn er of the property . Offsite flow (Lot 7) is received vi a the ex isting earthen swa le,
routed into t h e parking area, and directed toward t h e detent io n pond . Flow from the proposed
park ing area at the rea r of the site w ill be d irected to a new ea rth en swale, j oining w ith offsite
flows into t he existing earthen swa le to t h e south. Outflow from t he detention pond is contro ll ed
by a proposed twenty-four inch (24") RCP headwa ll and pipe . Fo r the benefit of calculation no
overflow weir is required . In the event that the sto rm drain system is clogged, site grading has
been established such that flows from the pond will overflow the detention pond berm and enter
the curb lines of Longmire and Birmingham safe ly without j eopardizing any adja cent structures.
1:::1 Mitchell & M o rgan, LLP 2
Drainage Analysi s Results
Prede velopmen t Resu l ts
As discu ssed earl ier, much of the predeve lopment stormwater r u noff occurs from cro ss-lot drainage
generated by offsite parcel s north of the site . Flow from lots 7 and 8 sheet flow south to the inlet
at Study Po int A. The peak fl ows for 100-year ev e nt is 38 .0 cfs at Study Point A.
Pos tdevelopment Results
A s demonstrated in Exhibits E-1 to E-3, there are no peak flow rate increa ses at the study
confluence . Peak flow rates at Study Point A were reduced in all storm frequencie s studied, as
shown i n Table 1 below. The design of the storm sewer system resulted in a 100-year peak flow
rate of 25 .2 cfs at the Study Point outfa ll and a 100-yea r peak wat e r surface in the pond of 299
feet, which provides a foot of freeboard fo r t he be rm of the dete nt ion pond.
Pe a k Discharqes at Study Point A
Discharge Study 10-Year Peak Flo w 25-Year Peak Flo w 100-YearPeak Flo w
Point (cfs) (cfs) (c fs )
Predevelop ment 26.2 29 .9 38.0
Postdevelo pment 2 0 .7 22.3 25.2
Chan qe in Peak Fl ow -5.5 -7.6 -12.8
Conclusions
The development of the BCS Heart Building will cause a substantial increase in peak stormwater
runoff due to the add ition of a significant amount of impervious cover to the site. The analysis of
the propose d storm d rainage infrastructure yield s a p icture of the dra i nage conditions during a
substantial ra infall event ensure s that no signif icant flooding will occur on the proposed site .
Review of the stormwater analysis indicates that the d r ainage d es ign presented in this report will
provide am pl e conveyance and detention to meet t h e drainage objective of the City of College
Station DPDS .
1::1 Mitchell & M o rgan, LLP 3
~UJJlB3 J~~1
~~(Q)~~~u W
VICINITY
NOT TO SCALE
MAP
T.979.21JO.IS!l.8J
f .979.21J0.3tll4 ,_.J
:::'i ..... ____ _ -.----·--·--~·-
Sit
ELEVATION REFERENCE MARKS
fRt:NCE 'fLfVATtON
DES.GRIPTION O f OCATIO N AAK I i'. NGVO) 0 S1 .ias. 1a
52
R-'1 1road s p lr.e f,let. la a power p ole
l,9c.•u:e:d on :t:b.e south !Side of S ta
6 at L h :k Creek.
Rout::c
Pr01l! t h e i n"te:rscc;:Hon of St9 ~C Route 6
a:n.d Ro k. P ra irie ltoB--~. eas.t .appro:xim.at:cly
Q.9 oi le to t h ~ int ers ect on of Rock
Pniir1e R.o.ad and Bi -rd Pond )toad; r.a1 l road
apike 1$ 1tt ~~w er po l~ lo~ated
r.oxima~e 4 .O feat eiJ-$C of Bird P ond
·FIRM
FUIOD llSIJRAIC[ IAtt W
BRAZOS COUNTY,
T"EXASAND
INCORPOIU. TED AREAS
IAP liirliHI
481M lCO~J 0
MAP RE~'.
t BRW.RV ~. 100!I
.. c
0 ...
-~
"'
T.971.290.9"3
F .971.290.3584 ·-----· ... ·---· -.-·----·----
EXHIBIT C-1
Rational Formula Drainage Area Calculations
BCS Heart Building
0 ~ ~ <t: 0 w w w a.. 0 0 a:: a.. 0 ...J ...J ~ ~
<t: <t: 0 ...J u. u. 0 0
w w ...J w I-0 0 ...J ...J
(!) a:: w > z <t: z z u. u. >-<t: > w w 0 <t: J: <t: a:: J: a:: I-<t: w 0 u z ...J 0 ..:.. ~ ...J ...J I-...J w I-w u I-u
<t: w <t: a:: (!) a:: ...J I-(!) I-...J 0 I-< w ~ I-Cl) > I-Wz w ...J I-z I-...J ...J w a:: e a:: 0 <t: g >w > <t: :::> w :::> <t: ~ "' Cl) N
0 a.. 0 a.. 0 a.. 0 ...J 0 u. (!) ...J (!) u. 0 :::> N 0 II)
NO. AC. o.45 I 0 .6 0.9 ft. ft. ft. ft. ft/s min min In/Hr cfs In/Hr
Ex . 1 2.75 2 .75 0 .00 0.00 1.24 282 .0 5.5 36 .0 0 .5 1.1 5 .0 10 .0 6 .33 7 .8 7 .7
Ex. 2 4 .00 4 .00 0 .00 0 .00 1.80 50 .0 1.0 442 .0 6 .0 2 .0 4 .0 10 .0 6 .33 11 .4 7 .7
Pro . 1 2 .75 I 0.00 0 .00 2.75 2 .47 1.0 1.0 1.0 1.0 10 .4 0 .0 10 .0 6 .33 15 .6 7.7
Pro . 2 4 .00 4 .00 0 .00 0 .00 1.80 1.0 1.0 1.0 1.0 10 .4 0.0 10 .0 6 .33 11.4 7.7
0 II)
II) 0 .... II) N
0 .... 0 N 0
cfs In/Hr cfs In/Hr cfs
9.5 8.6 10.7 9.9 12.2
13 .8 8.6 15.5 9 .9 17 .8
19.0 8 .6 21 .3 9.9 24 .4
13.8 8.6 15 .5 9 .9 17 .8
0
0 II)
II) 0
In/Hr cfs
11 .1 13.8
11 .1 20 .1
11 .1 27 .6
11.1 20 .1
I
0
0 0
0 .... .... 0
In/Hr cfs
12 .5 15 .5
12 .5 22 .5
12 .5 31.0
12.5 22 .5
6/28/2005
0522-Dra
EX HIBIT C-1
EXHIBIT D-1
STAGE/STORAGE -STAGE/DISCHARGE -STORAGE INDICATION CURVES
BCS Heart Building
Elevation
(ft.)
BCS HEART BUILDING
Storage Indication Curve
294.5
295 .0
296 .0
297 .0
298.0
299 .0
300.0
301 .0
Area
(sf.)
0
318
3804
4963
6215
7576
9926
9926
40 .00 -,..-----------------. ' ' '
Area
(acres)
0.000
0 .007
0 .087
0.114
0.143
0.174
0 .228
0.228
Inc . Volm . Volume
( ac. -ft.) ( ac. -ft.)
0.000 0 .000
0 .001 0.001
0 .040 0 .041
0.100 0.142
0 .128 0.270
0 .158 0.428
0 .200 0.628
0 .228 0 .856
BCS HEART BUILDING
Stage -S torage Curve
Outlet 1
295
24
Orifice ( cfs)
0 .00
0 .00
12.48
17 .65
21.61
24.96
27 .90
30 .57
0 .900 ~-------~
Total
Flow
Outfall
(cfs)
0.00
0.00
12.48
17 .65
21 .61
24 .96
27 .90
30 .57
BCS HEART BUILDING
Stage-Discharge Curve
35 .00
0.800 ---------~---------~---------~--------
' ' ' ' ' '
' ' ' ' ' ' 50 .000 ---------~
30 .00 ~ ~ 25.00
~ 20.00
~ 15 .00
N 10 .00
5 .00
------------·------------l------------·------' ' . ' ' ' ' ' ' '
- - - - --- --- -J. - - - --- - - - - -~ - - -- - - -... - - - - - - - - - - - - - - - ---- - - - -' ' ' ' ' ' ' ' ' -----------..,. --------~ ------------·------------------------
' ' ' ' ' ' ' ' ' ' ----------'"l·-----------r------------,------------------------
' ' ' ' ' ' ' ' ----------'------------•------------·------------------------' ' ' ' ' ' ' ' ' ' ' ' ----------.. ·-----------·------------·------------------------' ' ' ' ' ' ' ' ' ' ' ----------,. --------. --~ ---. -. ------,---. ---------------. ----
' ' ' ' ' ' ' ' ' 0 .00 ----ir-----+-----+----+-----1
0 500 1000 1500 2000 2500
Discharge (cfs)
' ' '
' ' ' 0.400 ---------~---------~--------~---------
' ' ' ' ' '
' ' ' 0.200 ---------~--------t---------~---------
' ' ' ' ' ' ' ' 0.100 -• - - --•• -r --------t ---------~--- -- - -· -
' ' '
294.0 296.0 298 0 300.0 302.0
Elevatlon(m1I)
~ 40 .000
~ u
-; 30 .000
~
~ 20 .000 u
l/J
c 10 .000
294 .0 299 .0
Elevation (msl)
304 .0
6/28 /2 005
0522-Dra
Exhib it D-1
D.A. #
'It
.r:.
0.
~
Cl .... N
I
0 .... 0 0 "O
>. a:: a:: :c a. a.
Qp 21.3 15.5
Tc 10.0 10.0
Min
inc 1.0 1 .0
Time cfs cfs
0 .0 0.0 0 .0
1.0 2 .1 1.6
2 .0 4 .3 3 .1
3 .0 6 .4 4 .7
4 .0 8 .5 6.2
5.0 10.7 7.8
6.0 12 .8 9 .3
7.0 14.9 10.9
8.0 1 17.1 I 12.4
9.0 19.2 14.0
100 21.3 15.5
11 .0 20.3 14.8
12 .0 19 .2 14 .0
13.0 18.1 13 .2
14 .0 17.1 12.4
15.0 16.0 11 .7
16 .0 14 .9 10.9
17.0 13.9 10.1
18 .0 12 .8 1 9 .3 1
19.0 11.7 8.5
20 .0 10 .7 7 .8 1
21 .0 9.6 7.0
22 .0 8 .5 6 .2
23.0 7 .5 5.4
24 .0 6.4 4 .7
25.0 5.3 3.9
26 .0 4.3 3 .1
27.0 3.2 2 .3
28.0 2.1 1.6
29.0 1.1 0.8
30 .0 0 .0 0 .0
31 .0 0 .0 0 .0
32 .0 0 .0 0 .0
33.0 0.0 0 .0
34 .0 0 .0 0 .0
35.0 0.0 0.0
36.0 0.0 0 .0
37.0 0 .0 0.0
38 .0 0 .0 0.0
39.0 0.0 0 .0
40 .0 0.0 0 .0
41.0 0.0 0 .0
42 .0 0 .0 0 .0
PEAK FLOWS
21.3 15.5
10-YEAR STORM
D.A. #
0 w z
iii
~
0 u
cfs
0 .0
3.7
7.4
11.1
14 .8
18.4
22.1
25.8
29 .5
33.2
36 .9
35.0
33 .2
31 .4
29 .5
27 .7
25 .8
24.0
EXHIBIT E-1
Proposed Detention Pond Routing
BCS HEART BUILDING
Pond Routing 1EVENT= 10
c:
I c: 0
a ~ t. > c: Cl> ~ ): iii .... i i + .... 0 c: + s "O c: c: + en :I 0 c: N 0 a. -
i
I cfs I cfs cfs I cfs I ft
3.7 0 .0 0 .0 0 .0 1 295 .00
11 .1 3 .0 3 .7 0.3 295.03
18.4 9 .7 14 .1 2 .2 295 .17
25.8 18.8 28.2 4.7 295.37
33 .2 29.5 1 44.6 7.6 295.61
40.6 41.1 62.7 10.8 295.86
48.0 56 .1 I 81 .7 12 .8 296.06
55.3 76 .9 104.0 13.6 296.21
62.7 103 .2 132 .2 14 5 1 296.40
70 .1 134.5 165.9 15.7 296.62
71 .9 170 .6 204 .6 17 .0 296 .88
68.2 206.4 242.5 18.1 297.10
64 .6 237 .2 274 .6 18 .7 297.27
60.9 263.2 301 .8 19.3 297.41
57 .2 284 .5 324 .0 19 .8 297 .53
53.5 301 .5 341.7 20.1 297.62
49 .8 314 .1 354 .9 20.4 297 .69
46.1 322 .8 363.9 20.6 297.74
22 .1 1 42.4 327 .5 368 .9 20 .7 297 .77
20.3 38.7 328.5 369.9 20.7 297 .77
18.4 35 .0 325 .9 367 .2 20 .7 297.76
16.6 31 .4 319.9 360.9 20.5 297.73
14 .8 27 .7 310 .6 351 .3 20 .3 297.67
12.9 24 .0 298.2 338.3 20.1 297 .61
11.1 20.3 282 .7 322 .1 19 .7 297.52
9.2 16.6 264.4 303.0 19.3 297 .42
7.4 12 .9 243 .3 281 .0 18 .9 297 .30
5.5 9.2 219.5 256.2 18.3 297.17
3 .7 5.5 193 .2 228 .7 17 .8 1 297 .03
1.8 1.8 165.1 198.7 16.8 296.84
0 .0 0 .0 135 .5 166.9 15 .7 296 .63
0.0 0.0 106.2 135.5 14.6 296.42
0 .0 0 .0 78 .9 106.2 13 .6 1 296 .22
0.0 0.0 53.5 78.9 12.7 296.04
0 .0 0 .0 35 .2 53 .5 9 .2 295 .73
0.0 0.0 23.4 35.2 5.9 295.47
0 .0 0 .0 15 .7 23.4 3 .8 295 .31
0.0 0.0 10.8 15 .7 2.5 295.20
0.0 0 .0 7 .6 10 .8 1.6 295 .13
0 .0 0 .0 5.5 7.6 1.0 295.08
0 .0 0 .0 4 .2 5.5 0.7 295.05
0.0 0.0 3.3 4 .2 0 .4 295.03
0 .0 0 .0 2 .8 3 .3 0.3 295 .02
+
"O
c: -0 "O a. Cl>
-c:
..J :5
<( Cl>
t-"O 0 c:
t-::::>
cfs
0.0
0 .3
2 .2
4.7
7 .6
10.8
12.8
13 .6
14 .5
15 .7
17.0
18.1
18 .7
19.3
19.8
20.1
20.4
20.6
20 .7
20.7
20 .7
20.5
20 .3
20.1
19 .7
19.3
18.9
18.3
17.8
16.8
15 .7
14.6
13 .6
12 .7
9.2
5 .9
3.8
2.5
1.6
1.0
0.7
0 .4
0 .3
Total (Detained)
36.9 20.71 297.77 20.7
I
....
>< w
10.7
10.0
cfs
0 .0
1.1
2 .1
3.2
4 .3
5.3
6.4
7.5
8 .5
9 .6
10 .7
10.1
9 .6
9 .1
8.5
8 .0
7 .5
6.9
6.4
5.9
5.3
4 .8
4 .3
3.7
3.2
2 .7
2 .1
1.6
1.1
0.5
0 .0
0 .0
0 .0 1
0 .0
0 .0
0 .0
0.0
0.0
0.0
0.0
0.0
0.0
0 .0
(!)
..J ~
<( t-N
>< t-~ ox w t-w
15.5 1
10.0
I
I
cfs cfs
0 .0 0 .0
1.6 2.6
3.1 5.2
4 .7 7.9
6 .2 1 10 .5
7 .8 13.1
9.3 15 .7
10.9 ' 18.4
12.4 21 .0
14.0 23.6
15 .5 26 .2
14.8 24.9
14 .0 23 .6
13.2 22 .3
12.4 21.0
11 .7 19.7
10.9 18.4
10.1 17.0
9.3 15 .7
8.5 14.4
7.8 13 .1
7 .0 11.8
6 .2 10 .5
5.4 9.2
4 .7 7 .9
3.9 6.6
3.1 5 .2
2.3 3.9
1.6 1 2.6
0.8 1.3
0.0 0.0
0.0 0 .0
0.0 1 0 .0
0.0 0.0
0.0 0 .0
0 .0 0.0
0.0 0.0
0.0 0 .0
0 .0 0 .0
0 .0 0 .0
0 .0 0 .0
0.0 0 .0
0 .0 0 .0
Total (Predeveloped)
26.2
6/28/2005
0522-Dra
Exhibit E-1
D.A. #
'**' .c a.
<II ....
Cl ..... N e d d "C I >. a: a:
:I: a. a.
Qp 24 .4 17 .8
Tc 10 .0 10.0
Min
inc 1 .0 1 .0
Time cfs I cfs
0.0 0 .0 1 0 .0
1.0 2.4 1.8
2 .0 4 .9 3 .6
3.0 7 .3 5.3
4 .0 9.8 7 .1 I
5 .0 12 .2 8 .9
6 .0 14 .6 10 .7
7 .0 17.1 12.4
8 .0 19 .5 14 .2
9 .0 21.9 16.0
10.0 24.4 17 .8
11 .0 23.2 16.9
12 .0 2 1.9 16 .0
13.0 20.7 15.1
14 .0 19 .5 14 .2
15.0 18.3 13.3
16 .0 17 .1 12 .4
17.0 15.8 11 .5
18 .0 14 .6 10 .7
19.0 13 .4 9 .8
20.0 12 .2 8 .9
21 .0 11 .0 8.0
22 .0 9 .8 7 .1
23.0 8 .5 6 .2
24 .0 7 .3 5 .3
25.0 6 .1 4 .4
26 .0 4.9 3 .6
27.0 3.7 2 .7
28 .0 2.4 1 1.8
29.0 1.2 0 .9
30.0 0.0 0 .0
31 .0 0.0 0 .0
32 .0 0 .0 0 .0
33.0 0 .0 0 .0
34 .0 0 .0 0.0
35.0 0 .0 0 .0
36 .0 0.0 0.0
37.0 0 .0 0 .0
38 .0 0 .0 0.0
39.0 0.0 0.0
40 .0 0.0 0.0
41 .0 0 .0 0.0
42 .0 0.0 0 .0
PEAK FLOWS
24.4 17.8
2 5-YEAR STORM
EXHIBIT E-2
Proposed Detention Pond Routing
BCS HEART BUILDING
D.A. # Pond Routing 1EVENT-25
I
c::
c:: 0
0
:.-:::;
0 <II w + > c:: ~ GI z ~ w iil ..... 0 + .!. ..... 0
::!: ~I "C + s "C c:: c:: 0 en I/) ::I 0
() N N 0 a.
I
cfs cfs cfs cfs cfs I ft
0.0 4 .2 1 0 .0 00 1 0 .0 295 .00
4 .2 12.6 3 .3 4.2 0 .4 295.03
8.4 21 .1 11 .0 16 .0 2 .5 295 .20
12.6 29.5 21.3 32.0 5.4 295.43
16 .9 37 .9 33 .4 50.8 8 .7 295 .70
21.1 46.3 46.7 71 .4 12.3 295.99
25 .3 54.8 66 .7 93.1 13 .2 296 .14
29.5 63.2 93.1 121 .5 14.2 296.33
33 .7 71 .6 125 .6 156 .3 15.4 296 .56
37 .9 80.0 163.7 197.2 16.8 296.83
42.1 82 .2 207 .6 243 .8 18 .1 29 7 .11
40.0 77 .9 251.7 289.8 19.0 297.35
37 .9 73.7 1 289 .9 329 .6 19 .9 29 7 .56
35.8 69.5 322 .4 363 .6 20.6 297.74
33 .7 65 .3 349.6 392.0 21 .2 29 7 .89
31.6 61.1 371 .6 414.9 21 .6 298.01
29 .5 56 .9 388.9 432.7 1 21.9 1 298 .08
27.4 52.7 401 .6 445.8 22 .1 298.14
25 .3 48 .5 409 .9 454 .3 1 22 .2 298 .18
23.2 44.2 413.8 458.3 22.3 298.19
21 .1 40 .0 1 413 .5 458 .0 22 .3 298 .19
19.0 35.8 409.1 453.5 22 .2 298.17
16 .9 31 .6 400 .8 445 .0 22 .1 298 .14
14.7 27.4 388 .6 432.4 21 .9 298.08
12 .6 23 .2 372 .7 1 416 .o l 2 1.7 298 .01
10.5 19.0 353.4 395.9 21 .3 297.91
8.4 14 .7 330 .8 372 .3 20 .8 1 297 .79
6 .3 10.5 305.1 345.5 20 .2 297.64
4 .2 6 .3 276 .5 315 .7 19 .6 297.49
2.1 2 .1 245.0 282.8 18.9 297.31
0 .0 0 .0 210 .8 247 .1 18 .1 297 .13
0.0 0 .0 176.4 210.8 17.2 296.92
0 .0 0 .0 144 .3 176.4 16 .0 296 .69
0 .0 0.0 114.4 144.3 14.9 296.48
0.0 0 .0 86 .5 114.4 13 .9 296 .28
0.0 0.0 60.6 86.5 13.0 296.09
0 .0 1 0 .0 1 39 .8 60 .6 1 10.4 295 .83
0 .0 0 .0 26.3 39.8 6.7 295.54
0.0 0 .0 1 17 6 1 26.3 4 .3 295 .35
0 .0 0.0 12 .0 17 .6 2 .8 295.23
0 .0 1 0 .0 8 .4 12 .0 1 1.8 295 .15
0.0 0 .0 6 .0 8 .4 1.2 295.09
0 .0 0.0 4 .5 6 .0 0.8 295 .06
+
"C c: -0 "C
Q. GI _c::
-' :B <Cl: GI
I-"C 0 c::
I-::::>
cfs
0 .0
0 .4
2 .5
5 ~4
8.7
12 ~3
13 .2
14 .2
15.4
16.8
18 .1
19.0
19 .9
20.6
21 .2
21 .6
21.9
22 .1
22 .2
22.3
22 .3
22.2
22 .1
21 .9
2 1.7
21 .3
20.8
20 .2
19 .6
18.9
18 .1
17.2
16 .0
14.9
13 .9
13.0
10.4
6 .7
4 .3
2 .8
1.8
1.2
0.8
To ta l (Detained )
42.1 22 .27 298 .19 22.3
I
I
.....
>< w
12 .2
10 .0
cfs I
0 .0
1.2 1
2 .4
3.7
4 .9
6.1
7.3
8 .5
9.8
11 .0
12 .2
11 .6
11 .0
10 .4
9 .8
9.1
8 .5 1
7.9
7.3
6 .7
6 .1
5 .5
4 .9
4 .3
3 .7
3.0
2 .4
1.8
1.2
0 .6
0.0
0 .0
0 .0
0 .0
0 .0 1
0.0
0 .0 1
0 .0
0 .0
0.0
0 .0
0.0
0 .0
(!)
-' ~ < I-N I-~ >< ox w I-w
17.8
10.0 1
I
cfs I cfs
0 .0 0 .0
1.8 3.0
3.6 6 .0
5.3 9 .0
7 .1 12 .0
8 .9 15.0
10.7 1 18 .0
12 .4 21 .0
14 .2 24 .0
16.0 26.9
17 .8 29 .9
16.9 28 .4
16 .0 26 .9
15.1 1 25.4
14 .2 24 .0
13.3 22.5
12.4 21 .0
11.5 19.5
10.7 18 .0
9 .8 16.5
8 .9 15.0
8.0 13.5
7.1 12 .0
6 .2 10.5
5.3 9.0
4 .4 7.5
3.6 1 6 .0
2.7 4.5
1.8 3.0
0 .9 1.5
0.0 0 .0
0.0 0.0
0.0 0.0
0.0 0 .0
0 .0 0 .0
0 .0 0.0
0.0 0.0
0.0 0.0
0.0 1 0.0
0 .0 · 0 .0
0.0 0 .0
0 .0 0 .0
0.0 0 .0
Tota l (P redeve loped )
29.9
6/28/2 005
0 522-Dra
Exhi b it E-2
D.A. # D.A. #
'II:
.s:: 0 a. w Ol z ...
C> .... N iii 0 ... 0 0 ::1.: 't:I >. a: a: 0 ::c 0.. 0.. (.)
Qo 31 .0 22 .5
Tc 10.0 10.0
Min
inc 1.0 1.0
Time cfs I cfs I cfs
0.0 0 .0 1 0 .0 1 0 .0
1.0 3 .1 2 .3 5 .4
2 .0 6 .2 4 .5 10 .7
3 .0 9.3 6 .8 16.1
4 .0 12.4 9 .0 21.4
5 .0 15.5 11 .3 26.8
6 .0 18.6 13.5 32 .1
7 .0 21 .7 15.8 37 .5
8.0 24.8 18 .0 42.8
9 .0 27 .9 20.3 48.2
10.0 31 .0 22 .5 53.5
11.0 29.4 21 .4 50.8
12 .0 27 .9 20 .3 48 .2
13.0 26.3 19.2 45.5
14 .0 24 .8 18 .0 42 .8
15.0 23.2 16.9 40.1
16 .0 21.7 15.8 1 37.5
17.0 20.1 14.7 34.8
18 .0 18 .6 13 .5 32 .1
19.0 17.0 12.4 29.4
20 .0 15.5 11 .3 26 .8
21 .0 13.9 10.1 24.1
22 .0 12.4 9.0 21.4
23.0 10.8 7 .9 18.7
24 .0 9 .3 6.8 16.1
25.0 7 .7 5.6 13.4
26.0 6 .2 4 .5 10 .7
27 .0 4 .6 3.4 8.0
28 .0 3.1 2 .3 5.4
29.0 1.5 1.1 2 .7
30 .0 0.0 0.0 0 .0
31.0 0 .0 0 .0 0 .0
32 .0 0 .0 0 .0 0 .0
33.0 0.0 0 .0 0 .0
34 .0 0.0 0 .0 0 .0
35.0 0.0 0.0 0.0
36 .0 0.0 0 .0 0.0
37.0 0 .0 0 .0 0.0
38 .0 0.0 0 .0 0 .0 1
39.0 0 .0 0.0 0 .0
40.0 0.0 0 .0 1 0 .0
41.0 0 .0 0 .0 0 .0
42 .0 0 .0 0 .0 0 .0
PEAK FLOWS
31.0 22.5 53.5
100 -YEAR STORM
EXHIBIT E-3
Proposed Detention Pond Routing
BCS HEART BUILDING
Pond Routing EVENT= 100
I c:
~ c: a Ol
+ > c: i5 (II a ~ jjj ~ ~I + ..:. 0 't:I c: 't:I s c: + in :::J 0 c: N 0 0..
I
cfs cfs cfs cfs I ft
5.4 0 .0 0.0 0.0 295.00
16.1 4.1 5.4 0.6 295 .05
26.8 13 .6 20 .1 1 3 .3 295 .26
37.5 26.7 40.4 6 .8 295.55
48.2 42 .1 64 .2 11 .0 1 295 .89
58.9 64.1 90.2 13.1 296.12
69 .6 94 .5 122 .9 14 .2 296 .34
80.3 132.8 164.1 15.6 296.61
91 .0 1 178 .5 213 .1 17 .3 296 .93
101 .7 232 .2 269.5 18.6 297.24
104.4 294 .0 333 .9 20 .0 297 .58
99.0 355.7 398.3 21 .3 297.92
93 .7 410 .3 454 .7 22 .2 298 .18
88.3 458 .1 504 .0 22 .9 298.39
82.9 499.4 I 546.4 23.5 298.57
77 .6 534.2 582.3 24 .0 298.73
72 .2 562 .9 1 611 .8 24.5 1 298 .85
66.9 585.5 635.1 24.8 298.95
61 .5 602.4 652.4 25 .0 299 .02
56.2 613.6 663.9 25.1 299.06
50 .8 619.4 669 .8 25 .2 299.08
45.5 619.8 670.3 25.2 299.08
40 .1 615 .0 665 .3 25 .2 299 .07
34.8 605.1 655.2 25 .1 299.03
29.4 590 .1 639 .8 24 .9 298 .97
24.1 570.4 619.5 24.6 298.89
18 .7 546.0 594 .5 24 .2 298 .78
13.4 517.2 564.8 23.8 298.65
8 .0 483.9 1 530.5 23 .3 298 .50
2 .7 446.5 492.0 22.7 298.34
0 .0 1 404 .9 1 449 .1 22 .1 298 .16
0.0 362.0 404.9 21.4 297.96
00 1 320 .9 362 .0 20 .5 297.73
0 .0 281 .5 320.9 19.7 297.51
0.0 243 .8 281.5 18.9 297 .31
0 .0 207.6 243.8 18.1 297.11
0 .0 173 .4 207 .6 17 .1 I 296 .90
0.0 141 .5 173.4 15.9 296.67
0 .0 111 .8 141.5 14 .9 296.46
0.0 84.1 111 .8 13.8 296.26
0 .0 58.4 84 .1 I 12 .9 296 .08
0 .0 38.3 58.4 10.0 295.80
0 .0 25.4 38 .3 6 .5 295 .52
+
't:I c: ~
0 't:I 0.. (II
-c:
_J s
<(II
..... 't:I 0 c: ..... ::::>
cfs
0.0
0 .6
3 .3
6.8
11 .0
13.1
14 .2
15.6
17 .3
18.6
20 .0
21 .3
22.2
22 .9
23 .5
24 .0
24 .5
24.8
25 .0
25.1
25 .2
25.2
25 .2
25.1
24 .9
24.6
24 .2
23.8
23 .3
22 .7
22 .1
21 .4
20 .5
19.7
18.9
18.1
17 .1
15.9
14 .9
13.8
12 .9
10.0
6 .5
Total (Detained )
25.20 299.0811 25.2
I
I
....
x w
15 .5
10 .0
cfs I
0 .0
1.5
3 .1
4 .6
6 .2
7.7
9 .3
10.8
12.4
13.9
15 .5
14.7
13 .9 1
13.2
12.4
11 .6
10 .8
10.1
9.3
8 .5
7.7
7.0
6.2
5.4
4.6
3.9
3.1
2.3
1.5
0.8
0 .0
0 .0
0.0
0.0
0 .0
0.0
0 .0
0 .0
0.0
0.0
0 .0
0 .0
0.0
(!)
_J ~
N < ..... ..... ~ x 0 >< w ..... w
22.5
10.0
cfs cfs
0 .0 0 .0
2 .3 3.8
4 .5 7 .6
6 .8 11 .4
9 .0 15 .2
11.3 19.0
13 .5 22 .8
15.8 26 .6
18 .0 30.4
20.3 34.2
22 .5 38 .0
21 .4 36.1
20 .3 34 .2
19.2 32.3
18.0 30.4
16.9 28.5
15.8 26 .6
14.7 24.7
13 .5 22 .8
12.4 20.9
11 .3 19 .0
10.1 17.1
9 .0 15 .2
7.9 13.3
6 .8 11.4
5.6 9 .5
4 .5 1 7.6
3 .4 5.7
2 .3 3 .8
1.1 1.9
0.0 0.0
0.0 0.0
0.0 0 .0
0 .0 0.0
0 .0 0 .0
0.0 0.0
0 .0 0 .0
0.0 0 .0
0 .0 0 .0
0.0 1 0.0
0.0 1 0.0
0.0 0 .0
0.0 0 .0
Total (Predeveloped)
38.0
612812005
0522-Dra
Ex hibit E-3
INCOR.PORA TED
511 Unimsitr Orin [ut S•ilt 20 1
Coll •1• Slolioo , Tms 77 840
Pim 979 /160 -16 35
Fu 979 /846-8114
www .arkitex .com
28 June 2005
Planning and Development Services
The City of College Station
1101 Texas Avenue
College Station, TX 77840
Re : BCS Heart
Dear Staff,
This letter is to explain the parking plan submitted for approval. The building is a
medical office building that is over 20,000 sf and is classified as a Hospital in the UDO.
BCS Heart, a group of cardiologists , will occupy the first floor of the building. There
will be 4 doctors, 8 nurses, 4 technicians , and 8 staff members for a total of 24
employees. The doctor's schedules will be staggered so that only half of the employees
will be in the building at one time . There are 17 exam rooms, of which 3 are for testing .
The amount of time that a typical patient will be in the building is 30 min . The te sting
rooms will have patients for an extend amount of time , averaging 3 hours. This means
that the total number of occupants (both patients and staff) will be 29. This equated to
about 400 sf per occupant.
The second floor is open lease space. It is anticipated that similar medical offices will
occupy this level. Using the same theory , but with a conservative estimate of 300 sf per
occupant, the total number of occupants on the second floor will be 40. This puts the
total number of occupants in the building at 80.
The parking layout s hown has a total of 1 parking space for every 250 sf of building
area. The total number of parking spaces provided is 89. This is the same ratio as that
used for the adjacent hospital (The MED). The Client is currently in the building just to
the North of The MED at 1605 Rock Prairie Road. The majority of tenants in this
building are medical offices. This building is three stories high and is approximately
64,000 sf . The total number of parking spaces for this building is 235 or 1: 273. The
Client has stated that the parking lot has never been full , and that other adjacent
buildings have used this lot for parking.
In summary, the administrator of BCS Heart is reques ting approval of the 1:250 space
ratio.
Should you hav e any questions or require additional information, please feel free to
contact me .
Sincerely,
Mike Re cord , AIA
Associate Principal
Bridgette George
City of College Station
Planning & Development Services
P.O. Box 9960
Co ll ege Station, TX 77840
RE: BCS Heart Water Report
Dear Bridgette:
MITCHELL
M M
MORGAN
August 1, 2005
Below is the water ana ly sis for the BCS Heart bui lding. Domestic flows were calculated
using the Normal Flow method 2 as presented in the February 2004 B/CS Unified Design
Guidelines . The deve lopment includes a 22, 151 square foot automatic sprink ler system
equipped office building, requiring a peaked domestic flow of approximately 2.9 gpm.
In addition to the peaked domestic flow, a fireflow of 2500 gpm, as required by the
February 2004 B/CS Unified Design Guidelines, was split be tween two hydrants. Please
note that th is development requires only a 1625 gpm fireflo w (building type lllB, 50%
sprinkler reduction) per the 2000 International Fir e Code, as shown in Exhibit 7.
The updated City of College Station water system MikeNET model was checked against a
hydrant flow test on Longm ire Drive midway along the BCS Heart eastern property line . It
was found that model results were similar to those found by flow tests under both static
and residua l conditions. Plea se see Exhibit 2 for the hydrant flow test report.
Flow Test and MikeNET Comparison
Method Static Residua/ Demand
Flow Test 94.0 psi 92.0 psi 1405 gpm
MikeNET 102.6 psi 97.0 psi 1405 gpm
Three fireflow scenar ios were run to show a comparison between required demands as
outlined in the 2000 International Fire Code and the February 2004 B/CS Unified Design
Guidelines.
511 UNIVERSITY DRIVE EAST, SUITE 204 • COLLEGE STAT ION , TX 77840 • T 979.260.6963 • F 979.260.3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitchellandmorgan .com • www.mitchellandmorgan .com
Using the updated City of College Station water system MikeNET model, flows and
pressures were calculated in the adjacent lines under three different scenarios:
SCENARIOS
1. Fireflow of 2500 gpm, demand split with 1000 gpm on node 2126 (new BCS
Heart hydrant) and 1 500 gpm on node 2136 (existing hydrant on Birmingham)
(Exhibit 3)
2 . Fireflow of 2500 gpm, demand split with 1250 gpm on node 2126 (new BCS
Heart hydrant) and 1250 gpm on node 2136 (existing hydrant on Birmingham)
(Exhibit 4 )
3 . Fireflow of 1625 gpm, demand split with 800 gpm on node 2126 (new BCS
Heart hydrant) and 825 gpm on node 2136 (existing hydrant on Birmingham)
(Exhibit 5)
It was found that a six inch (6") waterline lines will sufficiently serve the water needs of the
BCS Heart building under scenarios 1 and 3 (Exhibits 3 and 5). An even distribution of the
fireflow demand (1250 gpm per hydrant) exceeds the 12 fps maximum velocity as outlined
in the February 2004 B/CS Unified Design Guidelines by approximately 2 fps . Because
velocities remained below or near 12 fps and pressure remained at or above 20 psi in all
scenarios, we bel ieve that a six inch waterline will serve the fireflow demands of the BCS
Heart building .
If you have any comments, or would like to discuss our findings further, please feel free to
contact me .
Sincerely,
cc: file
Mike Record
S:\Proj\0522-BC S_H eart\docs\0522-water_fire_report-050719 .doc
•PPENDIXB FIRE-FLOW REQUIAEMENTS FOR PUIL.DINGS
TABLE 8105. 1
MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS
FIRE AREA l541uare 1-tl '· nnEFLOW FLOW
Type IA and 19• Tvpe UA a~ IUA• Typo IV end 'I-A• Type 118 ond 111a• Typo Y...S-(9llllD1111 per minut.)~ DURATION (hours)
0-22.700 0-12.700 0-8 ,200 O-S,900 0-3.600 l,SOO
22.701-30,200 12,701 -17,000 8,201-10,900 5 ,901-7,900 3,601-4.800 l,750
30,201-38,700 17 ,001-21 ,800 10,901-12,900 7,901 -9,800 4.801-6,200 2 ,000
38,701-48,300
:l
21,&01-24,200 12.901-17,400 9 ,&01-12.600 6,201-7.700 2,250
48,301-59,000 24,201 -33,200 17 ,401-21,300 12,601-15.400 7,701-9,400 2 ,500
59,001-70,900 33,201-39,700 21,301-25,500 15.401 -18.400 9.401-11.300 2,750
70,901 -83,700 39,70147,100 25.501-30.100 18,401 -21.800 l l,301-13,400 3,000
83,701-97,700 47, l 01-54,900 30,101-35,200 21,801-25.900 13 401-15,600 3.2$0
97 ,701 ~112,700 54,901-63,400 35,201-40,600 25 901-29.300 l!i 601 -18 000 3,.SOO
3
112.701-128.700 63.401-72.400 40,601-46,400 29,301 M33,500 18,001-20,600 3,750
128,701-145 900 72,401M82,100 46 401-52,SOO 33,501-37,900 20,601-23,300 4,000
14!i,901 -164:200 82,101-92,400 52,SOl-59,100 37,901-42.700 23,301-26.,300 4 .250 '
164.201-183.400 92,401-103,100 59,101-66,000 42.701-47.700 26,301 -29.300 4,500 .
183,401-203.700 103,101-114.600 66,001 -73.300 47,701·53,UOO Z~,:iUl-:S:l CiUO 4;/)U
203,701-225,200 114,601-126.700 73,301-81,100 53,001-58,600 32 601-36,000 S,000
22.S,201.241 :JUu U6;/0t -U9.400 81.101-S9,:l00 SB,liCH-6.S,400 36.001-3~ 600 '2'0
247.701 -271.200 139,4-01 -152.600 89,201-97,700 65,401-70,600 39.601-43,400 5,500
27 l.:Z01-l9,,900 1.12.00l·ll'il'i,-'OO 97,701 -l ()(5,.100 70,601-77,000 4:3 ,401-47,400 5,750
295,SJO .l-Gceater l66,SOl-Orc11ter 106,501-115,800 77,001-83,700 47.401-51,.500 6,000 4
--115,301-125,500 83,701 -90,600 Sl,.'.iOl·SS,700 G,2.!iO
--12!i,S01-135,SOO 90,601-97,900 SS,701-60.200 6,:500
--135,SOl-14.S,800 97,901-106,800 60,201 -6-UOO 6 ,7SO
--145,801-156, 700 106.801-113,200 64,801-69,600 7,000
--1S6,701 -167,900 113,201 121,300 69,601-74,600 7 ,250
--167,901-179,400 121 301-129,600 74,601-79,800 7 ,500
-170,'101 ··101,-100 120,601-138,300 79,801-iS, 100 7,750
--191,401..0reater 138,301 -0n:atet S!i,101..Qreater 8 ,000
For $1 ? I ~qu:ll'@ foot = 0 .0929 m2• I s~llon [Jt'r m;"""" .. 3 .78~ I /m , I pmmrl ""'' ~11•11 '1? inc h = l'l .R9S kP11.
;a, Typc11 of con!ilr\ICllon i1l'f: based on !he bt1t1rNJJlonal Builtlin11 C1><k .
b. Mciisu~ ill 20 pi;i ,
358 2000 INTERNATIONAL FIRE CODE9
Z:0 /Z:0 391;1d ~35 1N3Wd013A3Q 58CO 961'E1'9L6 L6 EXHIBIT 1
07 /1 9 /2 005 10:51 FAX 979 764 COLLEGE STATION PUB.UT
I# S( College Station Utilities ~ Reliable, Affordable, Community Owned
1601 GRAHAM ROAD
COLLEGE STATION TEXAS 77845
Date: 19 JULY 2005
Number pages including cover sheet -1
Fax number: 260-3564
Attention: REBECCA
Company: MITCHEL AND MORGAN
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: LONGMIRE @BIRMINGHAM
Flow hydrant number: Q-123
Pitot reading: 70
(GPM): 1405
Static hydrant number: Q-125
Static PSI: 94
Residual PSI: 92
~001
EXHIBIT 2
SCENARIO 1
Analysis Type: Steady State, BCS Heart
Project Description: 1000/1500 gpm split on 2500 gpm fueflow
. BALL
~···
Horizontal Plan
EXHIBIT 3
Results -Junctions
Number of Junctions : ?(Selection)
Junction ID Description Elevation Demand Grade Pressure I
' [ft] [ft] [psi]
1138 300 .000 3 .082 512.127 91.915
1139 298.000 0 .000 509.432 91.613
1140 298 .000 0 .000 509 .441 91.618
2126 hydrant 302 .000 1002 .900 497 .926 84.895
2129 hydrant 303 .000 0 .000 514 .297 91.555
2135 I 1 296.50~--0.000 526.126 99.497 J
2136 I hydrant 1 294 .000 ! 1500 .000 1 504.770 1 91.3~;·
Results -Pipes
Number of Pipes : 6(Selection)
Pipe ID Description Node 1 No de2 Diameter Length Roughness Fl ow Velocity Headloss
[in] [ft] [millift] [gpm] [ft/s] [ft]
2160 P-6310 1140 2135 8.000 906.412 110 .000 -846 .570 -5.403 16 .685
2167 1138 1139 8.000 164 .727 130.000 942.312 6 .015 2 .695
i 2168 l -
r ;139 1140 8.000 94 .138 130 .000 -60 .588 -0.387 0 .010
2509 1139 2126 6.000 177 .000 140 .000 1002 .900 11.380 11 .506
2511 2129 1138 8.000 131.772 130 .000 945.394 6 .034 2.169
2519 P-6310 2136 1140 8.000 287 .063 110 .000 -785.982 -5 .017 4 .672
S :\Proj \0522-BCS _ Heart\MikeNET\0522-firetlow-I 000_1500-0507 19.do c
EXHIBIT 3
SCENARI02
Analysis Type: Steady State
Project Description: BCS Heart, 2500 gpm fireflow
. BALL
HO ____-·
Horizo ntal Plan
EXHIBIT4
Results -Junctions
Number of Junctions: ?(Selection)
Junction ID Description Elevation Demand Grade Pressure
[ft] [gpm) [ft] [psi]
1138 300 .000 3.082 511.573 91.675
1139 298.000 0.000 508.789 91.335
1140 298.000 0.000 508.967 91.412
2126 hydrant 302.000 1252.900 491.414 82 .073
2129 hydrant 303 .000 0 .000 513.813 91.345
2135 296 .500 0.000 526.047 99.463
hydrant ---. 1 294.000
·---~ -----·-·-······-
2136 1250 .000 506.448 92 .054
Results -Pipes
Number of Pipes: 6(Selection)
Pipe ID Description Node 1 Node 2 Diameter Length 0 -··::'iness Flow VelOClly Headloss
[in] [ft) [millift) [gpm) [ft/s) [ft]
2160 P-6310 1140 2135 8.000 : 906.412 110.000 -857 .331 -5.472 17.080
2167 1138 1139 8.000 164.727 130.000 958 .938 6.121 2 .784
j 2168 I T 1139 j 1140 8 .000 94.138 130.000 -293.962 -1.876 0 .178
2509 1139 2126 6.000 177.000 140 .000 1252 .900 14.2l'Z 17.375
2511 2129 1138 8 .000 131.772 130 .000 962.020 6.140 2 .240
2519 P-6310 2136 1140 8 .000 287.063 110.000 -563.369 -3.596 2 .519
S :\Proj \0522-BCS _ Heart\MikeNE1\fireflow-6in-050719 .doc
EXHIBIT4
SCENARI03
Analysis Type: Steady State , BCS Heart
Project Description: 1625 gpm fireflow
-----------···
Horizontal Plan
\2133
. BALL
EXHIBITS
Results -Junctions
Number of Junctions : ?(Selection)
Junction ID Description Elevation Demand Grade Pressure
I I I I I I --
[ft] [gpm] [ft) [psi)
1138 300.000 3.082 525.716 97 .803
1139 298.000 0.000 524.450 98 .121
1140 298.000 0.000 524.517 98 .150
2126 hydrant 302.000 800.000 516.879 93.107
2129 hydrant 303 .000 0.000 526.738 96.946
2135 296 .500 0 .000 532 .030 102.055
-·----
1 294 .000 · [ 825.000 rs~3.320 I 99.3~~-···-2136 hydrant
Results -Pipes
Number of Pipes : 6(Selection)
Pipe ID Desc -rnde 1 Node 2 -· -ength Roughness Flow Velocity Headloss .
[in] [ft) [millift] [gpm] [ft/s] [ft)
2160 P-6310 1140 2135 8 .000 906.412 110 .000 -550.406 -3.513 7.514
2167 1138 1139 8 .000 164 .727 130 .000 626.687 4 .000 1.266
! 2168 I 94.138 1730.000
··-
1139 1140 8 .000 -173 .313 -1.106 0.067
2509 1139 2126 6.000 177 .000 140.000 800 .000 9 .078 7.570
2511 2129 1138 8.000 131.772 130 .000~.769 4 .020 1.022
2519 P-6310 2136 1140 8.000 287.063 110 .000 -77 .093 -2.407 1.196
S :\Proj \0522-BCS _ Heart\MikeNEl\0522-fireflow-IFC-050719.doc
EXHIBIT 5
Carol Cotter -BCS Heart
From: Carol Cotter
To: v@mitchellandmorgan.com
Date: 11/7/2005 5:19 PM
Subject: BCS Heart
v-
Revisions look fine ..... please submit full sized revised sheets for stamping and distribution. Thanks!
Carol
Carol Cotter
Engineering Services
City of College Station
(979) 764-3570 Fax:(979) 764-3496
ccotter@cstx.gov
Page 1of1
file://C:\Documents%20and%20Settings\ccotter\Local%20Settings\ Temp\GW} 00001.HTM 111712005
10 /1 1 /2005 08:07 FAX 9792603564 MITCHELL and MORGAN
B/CS Heart • Engineer's Estimate
October 2005
Item Description Quantity Unit Cost
GENERAL ITEMS
1 Mobilization
2 Trench Safety
WATER ITEMS
3 6" PVC Water Line C909 CL200 with Structural Backfi ll
4 6" PVC Water Line C909 CL200
5 6" x 2" MJ Tee
6 6" x 6" MJ Tee
7 8" x a· MJ Tee
8 6" x 90 Degree MJ Bend
9 8" x 6" Reducer
10 Standard Fire Hydrant Assembly
11 6" MJ Gate Valve & Box
12 Connection to existing system
LS
LF
LF
LF
EA
EA
EA
EA
EA
EA
EA
EA
1 . $ 1,588 .00 $
180 $ 1.00 $
Subtotal $
141 $ 30 .00 $
169 . $ 25 .00 $
1 $ 275.00 $
1 $ 300.00 $
1 $ 325.00 $
4 $ 275 .00 $
1 $ 375 .00 $
1 $ 2,500 .00 $
1 $ 550 .00 $
1 $ 2,000 .00 $
Subtotal $
15% Contingency $
TOTAL $
~002 /002
Amount
1,588.00
180.00
1,588.00
4,230 .00
4,225 .00
275.00
300.00
325 .00
1,100 .00
375 .00
2,500 .00
550 .00
2,000.00
15,880.00
2,620.20
20,088.20
10 /1 1 /2005 0 8:07 FAX 9792603564 MITCHELL and MOR GA ~ 00 2/00 2
B/CS Heart -Engineer's Estimate
Octobe r 2005
Item Descri ption Unit Q uant i!Y Un it Co§t Amount
G ENERAL IT EMS
1 Mobilization LS 1 $ 1,588 .00 $ 1,588 .00
2 Trench Safety LF 180 $ 1.00 $ 180 .00
Su bto tal $ 1,588.00
WATER ITE MS
3 6" PVC Wa ter Line C909 CL200 with Structural Bac kfi ll LF 141 $ 30 .00 $ 4,230 .00
4 6" PVC Wa te r Line C909 CL200 LF 169 $ 25 .00 $ 4,225 .00
5 6" x 2" MJ Tee EA 1 $ 275 .00 $ 275 .00
6 6" x 6" MJ Tee EA 1 $ 300 .00 $ 300.00
7 8" x 8" MJ Tee EA 1 $ 325.00 $ 325 .00
8 6" x 90 Degree MJ Bend EA 4 $ 275 .00 $ 1,10 0.00
9 8" x 6" Reduce r EA 1 $ 375 .00 $ 375.00
10 Stand ard Fire Hydrant A.ssembly EA 1 $ 2,500 .00 $ 2 ,500 .00
11 6" MJ Gate Va lve & Box EA $ 550 .00 $ 550 .00
12 Connection to exist ing system EA $ 2,000 .00 $ 2,000 .00
Subto tal $ 15,880 .00
15% Contin ge ncy $ 2 ,620 .20
TOTAL $ 20,088.20
CITY OF COLLEGE STATION
Plann ing & DnHlopment &rvius
SITE LEGAL DESCRIPTION:
L.O Ball Memorial, Phase 1
Lot 8, Block 3
(BCS Heart)
DATE OF ISSUE: 10/06/05
OWNER:
BCS Heart c/o Sharon Russell
1605 Rock Prairie Rd , Ste. 310
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
DEVELOPMENT PERMIT
PERMIT NO. 05-31
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE ADDRESS:
3534 Longmire
DRAINAGE BASIN:
Lick Creek
VALID FOR 12 MONTHS
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 remain 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.
******TCEQ PHASE II RULES INEFFECT******
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 construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilities .
I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in
accordance with the plans and specifications submitted to and approved 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.
Date
Date
MITCHELL
MM
MORGAN
511 University Drive East,
Suite 204
College Station, TX 77840
(979) 260-6963
(979) 260-3564 Fax
info@mitchellandmorgan.com
www.mitchellandmorgan.com
To: ~d~ o f Cow ~ S tillion
Letter Of Transmittal
Date: Lo/zro/os Job:
Attention:
::Bn 'd ~ 6Jepr~,,
We are sending you: D Attached D Under separate cover via ____ the following:
D Drawings D Prints D Samples D Specifications
D Letter
D Plans
D Order D Other _______________ _
Item Date # of Copies Description
\ \.O/zs
Transmitted as checked below:
D For approval D Approved as noted D Resubmit. ___ copies for approval
D For your use D Approved as submitted D Submit copies for distribution
D As requested D Returned for corrections D Return corrected copies D For review D Other ___________ _
Remarks:
Copy to:
\
\
\
2
C)
z
0
_J
BENCHMARK:
N. RIM El..£V:
298.71. .
BOX Fl: 293,_75,/
(ICERR SUIM'tliO. U.C)
(179) 281-3115
N.
'
-4<:...,,<...,~....+--1;--t----L~-f 1--....Y -G~-G-G-G-G-G· __ __...._~........., '°':')":
.......
------20·
Scale:
1 inch = 20 feet
8-Wl------8-WL------8-WL ------8-WL--
NG
IAL
~
& EROSION CONTROL
SITE PLAN)
DRAWINGS SCALE : l " = 20 '-0 "
PLAN
LfGEND
-- -- --- - --_H_.1:>._ --- --- - - -
000 00
----gos ----
----ELEC ----
---ss---
---WL --
---~>---
---WL --
----90~ ----
----H EC. ----
000.00 + Proposed T /P
Elevat ion
T /P = Top of Pavement
1-8"x4s·
M.J . BEND
EX . 8" WL
PROPOSED
24" RCP
STORM DRAIN
Pr operty Line
High Point
Exist i ng Grode
Proposed Grode
Exi sti ng Gos Lines
Exi sting Electrical Lines
Exist ing San i tary Sewer Lin
Exist ing Water Li nes
Proposed Sanitary Sewer L
Proposed Water Lines
Proposed Gos Lines
Proposed Electrical Lines
~ Proposed T/C ~Elevation
T /C = Top of G,Jrb
1-8"x4s·
M.J . BEND
3" EX. 8" WL
_L
Ii 1-8"x4s·
M.J . BEND
PROP 8" PVC WL
(AWWA C-909)
1 FT
MIN.
t
1-8"X4s·
M.J . BEND
PROP . 8" PVC WL A J ~
FL=292.29(MAX) 7 \_~---../
WATER LINE-STORM DRAIN CONFLIC
8
15
WL =293.03
SILT
::NCE
~on e Rip Rap
:J =:I'.-t
#3 Bors @ 1 2" 0 C E W
Fie ld b.::nd r .::in feor c c-n ·1c-1 -, t wirc-
and tie t o proposed rein forcen-ren t
TION A-A
_s
' l> ,f
·':1
I ~
/e~~~b: i RAIN
, C FUCT
D AIL
____ ,,, ..
. ... -----·!'
' i Ii .
l: _:·
N. Rl l,t ELEV:
298 .77
I
I
I
I
ii
BOX FL: 293. 75 !I·
1
i!
I
' !
i::~J11-11:.J1•11:-J1111111-1111111!j i
20' I --1 · ___, __ .____I I
Scale: 1 i inch = 20 feet
-~ ... _
EROSION CONTROL PLAN
SCALE:
1-8"X45"
M.J . BE ND
1 -8"X45"
M.J. BE ND
PROP 8" PVC WL
(AWWA C-909)
1" = 20'-0"
1-8"X45"
M.J. BEND
EX. 8" WL
1-8"X45"
M.J . BEND
PROP . 8" PVC WL
FL=292.31 (MA X)
DRAIN CONFLICT
I ......... ,·
+
'.
-SF-
INCORPORATED
Sil U1i,·enity Drin Eut Saile 201
Ct ll •1• St.lion, Tms 7784 0
P~one 919 /26 0-2635
Fu 979 /846-8m
w ww .a rk i t c ::a:.c om
LETTER OF TRANSMITTAL
TO: City of College Station
FROM: Mike Record
PROJECT: BCS Heart
DA TE: 29 September 2005
PROJECT NO : 0504
Th e f ollo win g items are hereby tra nsm itted for yo ur usage , review a nd/or action as no ted.
The following information is enclosed for the site plan review. The nothing further
certificate and the corporate resolution were delivered to Brenda Godfrey yesterday by
Fred Bayliss
Site Plan Review:
1 copy each of the following drawings:
Cl.1 -Civil Grading Plan
Cl.2 -Civil Sewer and Water Lines
Cl.3 -Standard City Details
Cl.4-Details (new sheet)
Al.1 Site Plan
A 1.2 Landscape Plan
A 1.3 Enlarged Site Plan and Roof Plan
A2.1 -First Floor Plan
A2.2 -Second Floor Plan
A3.1 -Building Elevations
2 copies of the site plan
1 copy of the landscape plan
1 copy of the grading and erosion plan (llx17)
Should you have any questions, please feel free to contact me.
Sincerely ,
Michael S. Record, AIA
Associate Principal
.J \
'L-
3
Page 1of1
This looks like one of those cases where we can ask that they not run their water line "the shortest route" for
their convenience but circumvent the pavement area until their perpendicular to the building or the entry point.
Also, it appears that the off-set under the pond is more troublesome than the issue of being shallow. Let me
know what you think. If the line was moved over and run parallel to the curb, the elevation under the flume is
299. The sign may end up in our easement
Cl.2 says 8x8 MJ tee. Are they removing the existing 90 and installing the tee in its place?
Cl.2 2x2 PVC tee does not meet requirements. This building is another example of the need for an RPZ. After
the meter and RPZ the line is private and should meet BC.
fi le ://C :\Documents%20and%20Settings\ccotter\Local %20Settings\ Temp\GW} 00001.HTM 811 0/20 05
FOR OFFICE USE ONLY
P&Z CASE NO.: {)5"-I I (o
DATE SUBMITTED: Vr ()_c>1 ~06
SITE PLAN APPLICATION
, MINIMUM SUBMITTAL REQUIREMENTS
0te plan application completed in full .
v ~L'$200.00 Application Fee.
/ -V $200 .00 Development Permit Application Fee . -:l1J $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public
/waterline, sewerline , sidewalk, street or drainage facilities is involved.)
~-en (10) folded copies of site plan and landscape plan .
;-/,One (1) copy of building elevation required for buildings with a footprint of 20 ,000 sq. ft . or greater V -----::::7" A list of building materials for all facades that are visible from the public right-of-way .
/ -;;r A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
.,,,};,_are not checked off.
/ L!!.fK-Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
Date of Preapplication Conference:--11Z~o;;......;Jt.=..::v.;..;.!f...,~=--..;;~;...;;....;;...._ _____________ _
NAME OF PROJECT JSC.'5
ADDRESS • U,,. -~-r.-~--~-':---------.----------.....,..-~--+---, -H l {~
LEGALDESCRIPTION~l~~~£8~~~~~~~~~~~~~~~~~~~~~~~~~
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name L1ti-.e~d'.'4'r«. fo..~,,~ 1J~ dki,-/~ SU'~ he.
Street Address 5 II th/vb-J//y .a.=-, 5'..te ~t City ~k9C szkn~~
State T°X Zip Code °77/34':J E-Mail Address /1?Srti] arJ:=,,•./-ex-. ~.....,
Phone Number q-?'1-Z6o·Z6~'> Fax Number q?q. B~· ez z<r
PROPERTY OWNER'S INFORMATION:
Name f?C. 5 /!t?A"'..J, a. fl~: ~An?n 'Eg'j~/I
Street Address 16()5 /la:;i:. Pra~·r1 ~ U, sle "310
State yX Zip Code --/ 78 ~~
Phone Number q 74 ~ 7 I (-/11 ~
ARCHITECT OR ENGINEER 'S INFORMATION :
Name .;:a .... ~Al ,dµlUb..f A6~.
.
E-Mail Address ------------
Fax Number q7q .. '164'· t:Tzefq
Street Address -----------------City ----------
State _____ Zip Code _____ _ E-Mail Address ------------
Phone Number -----------Fax Number ____________ ~
OTHER CONTACTS (Please specify type of contact, i.e . project manager, potential buyer, local contact, etc .)
1 of 3
Name ~io:tdar: ~~/ g)(?"~
Street Address /7t/& fi;-,'ifv~;~ ,f /Jr. /
State 7>< Z ip Code /-? /!)01
Phone Number t/J7"f-Z6t?-7 Wt2
~t--,k &ns:kvdi·&
City Jf>~b
E-Ma il Address -l'P~by~r.Ln~e~e4-------
Fax Number q?q-Ut;-767b
CURRENTZONING,_~C::-=--~'--------:---:----:---------------
PRESENTUSEOF PROPERTY__!:/.//.~d~f-~~~~~,J~~---------------
PROPOSED USE OF PROPERTY t1kd.-cd Of[,~ ~I Zd4~
VARIANCE(S) REQUESTED AND REASON(S) ------------------
~afkdt'/~
#OF PARKING SPACES REQUIRED &q
MUL Tl-FAMILY RESIDENTIAL
Total Acreage ____ _
Floodplain Acreage __ _
Housing Units ____ _
---# of 1 Bedroom Units
---#of 2 Bedroom Units
---# of 3 Bedroom Units
---# of 4 Bedroom Un its
FOR 2 BEDROOM UNITS ONLY
___ # Bedrooms = 132 sq . ft .
___ # Bedrooms< 132 sq . ft.
#OF PARKING SPACES PROVIDED ~err~--
PARKLAND DEDICATION
# of Multi-Family Dwelling Units
_ __ x $345 = $ ______ _
__ # of acres in floodplain
# of acres in detention ---
___ # of acres in greenways
___ date dedication approved by Parks Board
COMMERCIAL
Total Acreage --""z._. _?_~---
Building Square Feet '2. 2, I~ I
Floodplain Acreage ____ N-"-'-A.__ __ _
NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true and correct.
Site Pl a n Appli ca ti o n 8/1712003 2 of 4
ljdf,~~tZ,~
Signature of Owner, Agent or Appl icant
Site Plan Application 8/17/2003
3 of 4
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations :
IV'/tt-. :;~ enot;W Vn<.1~~9...., ~4/yst_;s:
ACKNOWLEDGMENTS:
I,-----------------· design engineer/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the current
requirements of the City of College Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Des ign
Standards. As a condition of approva l of this perm it appl icat ion , I agree to construct the improvements proposed in this
application according to these documents and the requirements of Chapter 13 of the College Station City Code .
Property Owner(s) Contractor
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .)
A.I , certify that any nonresidential structure on or proposed to be on th is site
as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100
yea r storm .
Engineer Date
B. I, certify that the finished floor elevation of the lowest floor , includ i ng any
basement , of any residential structure , proposed as part of this application is at or above the base flood elevation established
in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended .
Eng ineer Date
C. I, , certify that the alterations or development covered by this perm it shall not
dimin ish the flood-carrying capacity of the waterway adjoin ing or cross ing this permitted site and that such alterations or
development are consistent with requirements of the City of College Station City Code , Chapter 13 concerning
encroachments of floodways and of floodway fringes .
Engineer Date
D. I, , do certify that the proposed alterations do not raise the level of the 100
year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Eng ineer Date
Cond iti ons or comments as part of approval : ---------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities.
All development shall be in accordance with the plans and specifications submitted to and approved by the City Eng ineer for
the above named project. A ll of the app licable codes and ord inances of the City of College Station shall apply
Si te Pla n A ppli c a ti o n 8117/2003
4 of 4
(Of
'OLLIG£ STATION
~ 1.
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SUBMIT APPLICATION AND nus
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24" x 36" (minimum).
A key map (not necessarily to scale).
Title block to include :
Name, address, location , and legal description
Name, address , and telephone number of applicant .
Name address, and telephone number of developer/owner (if differs from applicant)
Name: address, and telephone number of architect/engineer (if differs from applicant)
Date of submittal
Total site area
North arrow.
Scale should be largest standard engineering scale poss ible on sheet.
Ownership and current zoning of parcel and all abutting parcels .
Existing locations of the following on or adjacent to the subject site:
Streets and sidewalks (R.O .W .).
Driveways (opposite and adjacent per Section 7 .3 of the Unified Development Ordinance).
Buildings .
Water courses .
Show all easements clearly designating as existing and type (utility , access , etc.).
100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site , note if
there is none on the site .
Utilities (noting size and designate as existing) within or adjacent to the proposed site , including
building transformer locations , above ground and underground service connections to buildings ,
and drainage inlets .
Meter locations.
Topography (2 ' max or spot elevations) and other pertinent drainage information . (If plan has too
much information, show drainage on separate sheet.)
Proposed location , type and dimensions of the following .:
Phasing . Each phase must be able to stand alone to meet ordinance requirements.
The gross square footage of all buildings and structures and the proposed use of each . If
different uses are to be located in a single building , show the location and size of the uses within
the building. Building separation is a minimum of 15 feet w/o additional fire protection .
Setbacks . Show building setbacks as outlined in the Unified Development Ordinance ,
Article 5 .
Off-Street parking areas with parking spaces drawn, tabulated , and dimensioned . Minimum
parking space is 9' x 20 ', or on a perimeter row 9 ' x 18 ' with a 2 ' overhang. Designate number of
parking spaces required by ordinance and provided by proposal.
Handicap parking spaces .
NOTE:
weather
~ 9.
x 10.
Parking Islands. Raised landscape islands, (6 " raised curb) a min!mum of 180 sq . ft_. are
required at both ends of every parking row (greenspace area contiguous to .the end island maybe
applied toward the required 180 sq. ft.). Additionally , 180 sq . ft. of landscaping for every 15 .
interior parking spaces must be provided . All required islands .must be 1.andscaped or set with
decorative pavers , or stamped dyed concrete or other decorative materials as approved .
Drives. Minimum drive aisle width .
Curb cuts . For each proposed curb cut (including driveways , streets . alleys , etc.) locate existing
curb cuts on the same opposite side of the street to determine separation distances between
existing and proposed curb cuts. Indicate driveway throat length as measured in the Unified
Development Ordinance , Section 7 .3 Access Management and Circulation .
Security gates (show swing path and design specs with colors).
Sidewalks (both public and private). Sidewalks are required at time of development if property
has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines the
necessity .
Medians. Show any and all traffic medians to be constructed on site.
A fifteen foot parking setback from R.O .W . to curb of parking lot is required . Pavement may
encroach into this 15' setback by up to 7 contiguous parking spaces . A double parking island
(360 square feet) must be provided between each group of seven spaces . In no case may the
pavement be less than 6' from the property line .
Common open spaces sites
Loading docks
Detention ponds
Guardrails
Retaining walls
Sites for solid waste containers with screening . Locations of dumpsters are accessible but not
visible from streets or residential areas. Gates are discouraged and visual screening is required .
(Minimum 12 x 12 pad required .)
Show all easements clearly designating as proposed and type (utility , access, etc.). If dedicated
by separate instrument list by volume and page .
Utilities (noting size and designate as proposed) within or adjacent to the proposed site , including
building transformer locations, above ground and underground service connections to buildings .
Meter locations (must be located in public R.O .W. or public utility easement.).
Proposed grading (1' max for proposed or spot elevations) and other pertinent drainage
information . (If plan has too much information , show drainage on separate sheet.)
Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a
major street as a project, and shall be in a location approved by the City Engineer. Any structure
in any zoning district other than R-1 , R-1A, or R-2 must be within 300 feet of a fire hydrant as
measured along a public street , highway or designated fire lane.
Show fire department connections . FDC's should be within 150' of the fire hydrant. In no case
shall they be any further than 300' apart, and they shall be accessible from the parking lot without
being blocked by parked cars or a structure.
Show fire lanes . Fire lanes a minimum of 20 feet in width with a minimum height clearance of 14
feet must be established if any portion of the proposed structure is more than 150 feet from the
curb line or pavement edge of a public street or highway.
Fire hydrants must be operable and accepted by the City , and drives must have an all
surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued .
Will building be sprinkled? Yes ~ No o
If the decision to sprinkle is made after the site plan has been approved , then the plan must be
resubmitted .
Wheelstops may be requir.ed ~hen car~ overhang onto property not owned by the applicant or
where there may be conflict with handicap accessible routes or above ground utilities signs or
other conflicts . '
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~ 20.
NOTE:
::;now curo ana pavement aeta11. A o ·· ra1sea curo 1s requ1rea arouna all eages oT all parts oT all
paved areas without exception . (To include island , planting areas , access ways, dumpster
locations, utility pads, etc.) No exception will be made for areas designated as "reserved for
future parking ".
Landscape plans as required in Section 7.5 of the Unified Development Ordinance. The
landscaping plan can be shown on a separate sheet if too much information is on the original
site plan . If requesting protected tree points , then those trees need to be shown appropriately
barricaded on the landscape plan . Attempt to reduce or eliminate plantings in easements.
Include information on the plans such as:
required point calculations
additional streetscape points required . Streetscape compliance is required on all streets .
calculations for# of street trees required and proposed (proposed street tree points will accrue
toward total landscaping points .)
proposed new plantings with points earned
proposed locations of new plantings
screening of parking lots, 50 % of all shrubs used for screening shall be evergreen.
screening of dumpsters, concrete retaining walls , off street loading areas, utility connection
points, or other areas potentially visually offensive.
existing landscaping to remain
show existing trees to be barricaded and barricade plan . Protected points will only be awarded
if barricades are up before the first development permit is issued.
Buffer as required in Section 7 .6 of the Unified Development Ordinance.
Show irrigation system plan . (or provide note on how irrigation system requirement will be met
prior to issuance of C .O .) All plans must include irrigation systems for landscaping. Irrigation
meters are separate from the regular water systems for buildings and will be sized by city
according to irrigation demand submitted by applicant and must include backflow prevention
protection.
Is there any landscaping in TxDOT R.O .W.? Yes D No ~
If yes, then TxDOT permit must be submitted .
Will there be any utilities in TxDOT R.O.W.? Yes D No ~
If yes, then TxDOT permit must be submitted.
Will there be access from a TxDOT R.O .W.? Yes D No~
If yes, then TxDOT permit must be submitted .
~he total number of multi-family buildings and units to be constructed on the proposed project
site .
The density of dwelling units per acre of the proposed project.
Provide a water and sanitary sewer legend to include water demands (minimum, maximum and
average demands in gallons per minute) and sewer loadings (maximum demands in gallons per
day).
Are there impact fees associated with this development? Yes D No~
Signs are to be permitted separately .