HomeMy WebLinkAbout31 Terrace Pines Apartments 04-60 819 Krenek Tap Rd.TERRACE PINES APARTMENT HOMES
DRAINAGE ANALYSIS
October 2004
Prepared for
I1.E E TATI
1ht hetll't oftht Rtstarch Valky
By
MITCHELL
MM
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIV ERS ITY DR IVE, SUITE 204
COLLEGE STATION, TX 77840
OFFI CE (979) 260-6963
FAX (979) 260-3564
CERT/FICA TION
I hereby certify that this report for the drainage design for the Terrace Pines
Apartment Homes was prepared under my supervision in accordance with the
provisions of the City of College Station Drainage Ordinance for the owners thereof.
Joel J. Mitchell, P.E.
State of Texa s No . 80649
For INlrtm Alvtlw ~ n.e ........ not
lnlllldld tor oanllrUallDft.
bldlll• or...,... pU1pC1111 •
. ........ by. . .-J ... 1111. P.E.
No ....
I NTRODUCTION
TERRACE PINES APARTMENT HOMES
DRAINAGE ANALYSIS
The purpose of this drainage report is to present analysis of the required drainage infrastructure for
the proposed Terrace Pines Apartment Homes in Co llege Station, Texas . This project is to be
located at t h e intersection of Krenek Tap Road and the extension of Dartmouth Drive . This report
will provide pre-versus post-development analysis for the Terrace Pines Apartment Homes and
evaluate the performance of the existing infrastructure as well as that proposed with this project.
Per the City of College Station Drainage Policy and Des ign Standards (DPSD) the parameters used
for design and analysis of pre-versus post-developed include adherence to the stated zero peak
flow rate increase set forth in the guidelines.
GENERAL LOCATION AND DESCRIPTION
The Terrace Pines Apartment Homes development is situated in College Station, Texas on Krenek
Tap Road across the street from Centra l Park as shown in Exhibit A 1. The property is the entirety of
Lot 1, Block 1 of the Pine Terrace Subdivision . This project consists of 100 units (56 one bedroom
and 44 two bedroom un its) which are strictly for the elderly; age restricted to 55 years of age or
older . Because of state funding agreements, this development wi ll remain an elderly development
for a minimum of 40 years .
PRIMARY DRAINAGE BASIN DESCRIPTION
As seen on Exhibit A2, this property is located within the Bee Creek Main drainage basin; however,
no portion of this site lies within the regulatory 100-year floodp lain per the Federal Emergency
Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144C, effective date July 2,
1992. Current ly the site sheet flows south toward Krenek Tap Road and Dartmouth Drive .
DRAINAGE DESIGN CRITERIA
All drainage design is in accordance with the City of Col lege Stat ion Drainage Policy and Design
Standards (DPDS). As such :
• Design rainstorm events consist of the 5-, 10-, 25-, 50-, and 100-year storm events .
• Flo w calculations are based on the Rationa l Method wit h a minimum time of concentration
of 10 minutes. Lag time calculat ion is base d on the Up lan d Method .
• For the purpose of runoff coefficients, composite C for grassland predevelopment
co nd itions uses C=0.45, and the postdevelopment condit ions uses a composite C=0 .60 . A
composite C of 0 .6 was chosen for the pos tdevelopment conditions because much of the
area w ill be vegetated .
• The target peak runoff rate for the post-deve lopment condition of the property is that of
the p redevelopment peak flow rate at the ana lysis confluence, which is identified as "OUT"
on Exhibit B2 (The northw est corner of Krenek Tap Road and Dartmouth Drive).
Terrace Pines Apartment Homes Drainage Analysis
DRAINAGE FACILITY DESIGN
Predevelopment Drainage Analysis
Per Exhibit B 1, the project site is subdivided into thirteen predevelopment drainage basins (Ex . 1 to
Ex . 13). Runoff calculations for these areas were performed using the Rational Method . A small
amount of runoff from the Southwest Cross ing Subdivision (Ex . 4) sheet flows onto this tract.
Stormwater which flows from drainage area Ex . 4 sout h toward drainage area Ex . 1 0 is intercepted
by an existing storm sewer system . Flows in excess of the capacity of the storm drainage system
sheet flow onsite to drainage area Ex . 10 . Current development on site is limited to the slab
remains of a small demolished home. The dimensionless runoff coefficient for the entire
predeveloped site was assumed to be 0.45 for the mostly grassy conditions . Peak runoff values for
each of the drainage basins are provided in Exhibit C 1.
Postdevelopment Drainage Analysis
Development of the Terrace Pines Apartment Homes will result in the creation of eleven
postdevelopment drainage basins (Pro. 1 to Pro . 11 ), as shown in Exhibit B2. The six off-site
drainage areas remained the same, and are denoted in postdevelopment calculations with the
"Pro" prefix (Pro . Ex1, Pro. Ex4, Pro. Ex5, Pro. Ex11, Pro . Ex12, and Pro. Ex13). A "dummy"
drainage area, Pro. X, was used to calculate the flow from the pond outlet to the existing storm
drainage system, but has no other effect on calculations . Runoff calculations for these areas were
performed using the Rational Method, as shown in Exhibit C 1. A composite dimensionless runoff
coefficient of 0.6 was chosen for the postdevelopment conditions because much of the area will be
vegetated .
As stated previously, only a small portion of runoff from drainage area Pro. Ex4 (also called Ex. 4)
drains onsite once flows from the Southwest Crossings subdivision are in excess of the existing
storm drainage system. Flows including and in excess of the 25-year storm from drainage area Pro .
Ex4 sheet flow onto the Terrace Pines tract. These flows will be detained within the proposed
detention pond, as shown on Exhibits B2 and E2.
Drainage for the apartments will be carried into the propo sed detention pond (drainage area Pro3)
through a series of storm sewer pipes, as shown in Exhibit E2 . Drainage area Pro1 will enter the
system through a grate inlet and flow to the pond in 138 .26 LF of 30" RCP. The flow from Pro2
will enter the system through a grate inlet and drain to the pond in 126. 77 LF of 21" RCP. The
pond will drain through a series of pipes to an existing 30" RCP which runs south along Krenek Tap
Road . Water discharging from the pond will fir st enter a 12" capped, 196.38 LF of 15" RCP and
flow to drainage area Pro4 . The outfall structure for the proposed detention pond includes a 15"
RCP with a 12" cap in a sloped headwall.
Drainage area Pro4 contains two inlets. The grate inlet just sou th of the entrance to the
development was chosen to serve mostly as a junction box, but does have a small grate inlet to
catch a ins ignificant portion of the flow from the northern third of drainage area Pro4. From here
the water will flow south through a 24" RCP pipe 84.8 LF to the second grate inlet of drainage
area Pro4, which was assumed to capture all of the runoff from Pro4 . The total combined flow
from drainage areas Pro1, Pro2, Pro3 (Pond), and Pro4 will thence discharge through a 30" RCP
east 122 .13 LF to the existing 30" RCP at Krenek Tap Road . All remaining drainage areas drain off-
site by overland flow .
Inlet sizes and calculations may be found in Exhibit C2 . Detention routing calculations have been
provided for all of the studied rainfall events as Exhibit D2 . Hydraulic grade calculations have been
Terrace Pines Apartment Homes Drainage Analysis 2
provided from the pond outlet to "OUT" at the corner of Krenek Tap Road and Dartmouth Drive,
as shown in Exhibits E1, E2, and E3 .
As indi cated by Tab le 5 below, the drainage design reduce s the overall postdevelopment flows to
less than that of the predevelopment peak flowrates.
Peak Discharges at "OUT"
5-Year 10-Year 25-Year SO-Year 100-Year
Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate
System Outfall All flowrates in cubic feet per second (cfs)
Predevelopment 48.6 54 .7 62.6 67.0 79 .7
Postdevelopment 48. 7 54.4 61 .6 66 .6 77.4
Flow Reduction -0 .1 0 .3 1.0 0 .4 2.3
Table 1. Peak Discharge Summa ry
CONCLUSION
Although the development of the Terrace Pines Apartment Homes increases the runoff generated
at the property, the flow is effectively attenuated to below predevelopment peak discharge rates
through the use of a proposed detention pond. The storm sewer system provides ample capacity
for all rainfall events and ensures that no significant flooding will occur on the proposed site .
Review of the stormwater analysis indicates that the drainage design presented in this report will
provide amp le conveyance and detention to meet the drainage objectives of the City of College
Station DPDS.
Terrace Pines Apartment Homes Drainage Analysis 3
"'" lJ 'tlOUYJ.l J!) ..,,...,.
1SYJ li.o .wQl)Wlf\ 1 1 ~
"STN
/
/ /
//
~ / / u;·
o· / / il
//
/ .J
/ /
//
/ /
/ /
31/S
/
/
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/
/
0 ~ ~ <( 0 w w w a.. 0 0
0:: a.. 0 ..J ..J
<( <( 0 ..J u. u.
w w ..J w 0 0 0:: w > <( z z (!) <( > w u <( ::c <( <( w 0 ..J ..J ..J I-..J z <( 0 ...:. <( 0:: (!) 0:: ..J :;;: w I-CJ) I-Wz w ..J
0:: 0 0:: 0 0 >w > <(
0 I-a.. u a.. u I-0 ..J 0 u.
NO. I AC. 0.45 0.6 ft. ft .
Existing Conditions
Ex . 1 0 .65 0 .65 0 .00 0.29 282 .0 5 .5
Ex.2 0.72 0 .72 0 .00 0.32 300.0 3.5
Ex . 3 0.51 0 .51 0.00 0 .23 300.0 3.0
Ex .4 5 .64 5.64 0.00 2.54 300 .0 3.0
Ex. 5 5 .28 5.28 0.00 2 .38 187 .0 3 .5
Ex .6 0.82 0.82 0.00 0.37 300.0 6.5
Ex . 7 1.12 1.12 0 .00 0 .50 300 .0 4 .0
Ex.8 1.42 1.42 0.00 0.64 300.0 3.5
Ex. 9 2.13 2 .13 0 .00 0 .96 300 .0 3.0
Ex. 10 3.48 3 .48 0 .00 1.57 300.0 2.5
Ex. 11 2 .38 2 .38 0 .00 1.07 300 .0 3 .5
Ex . 12 1.10 1.10 0 .00 0.50 0.0 0.0
Ex . 13 0 .37 0 .37 0 .00 0 .16 1.0 1.0
Proposed Conditions
Pro . 1 2 .37 0 .00 2.37 1.42 1.0 1.0
Pro . 2 1 .16 0 .00 1.16 0.70 1.0 1.0
Pro. 3 1.14 0 .00 1.14 0 .69 1.0 1.0
Pro . 4 1.94 0 .00 1.94 1.16 1.0 1.0
Pro . 5 0.46 0.00 0 .46 0.28 1.0 1.0
Pro. 6 0 .56 0 .00 0.56 0.34 1.0 1.0
Pro. 7 0.18 0.00 0.18 0 .11 1.0 1.0
Pro . 8 0 .35 0 .00 0 .35 0.21 1.0 1.0
Pro . 9 0.41 0.00 0.41 0 .25 1.0 1.0
Pro . 10 0 .98 0 .00 0 .98 0.59 1.0 1.0
Pro . 11 0 .64 0 .00 0.64 0 .38 1.0 1.0
Pro. Ex1 0.65 0.65 0 .00 0.29 282 .0 5.5
Pro. Ex11 2 .38 2.38 0.00 1.07 300 .0 3 .5
Pro . Ex12 1.10 1.10 0.00 0 .50 0 .0 0 .0
Pro. Ex13 0.37 0.37 0.00 0.16 1.0 1.0
Pro . Ex4 5.64 5 .64 0 .00 2 .54 300 .0 3 .0
Pro. Ex5 5.28 5.28 0 .00 2.38 187.0 3 .5
Pro . X 0.00 0.00 0.00 0.00 1.0 1.0
EXHIBIT C-1
Rational Formula Drainage Area Calculations
Terrace Pines Apartment Homes
~ ~
0 0
..J ..J u. u. ~ 0:: ::c 0:: u u w I-w I-u
I-(!) I-..J 0 I-
0 I-z I-..J ..J w ::::> w ::::> <( w iii CJ) N ll)
(!) ..J (!) u. > u ::::> N 0 ll) 0
ft. ft. ft/s I min min In/Hr cfs I In/Hr cfs
36 .0 0 .5 1.1 5 .0 10 .0 6 .33 1 .8 7.7 2 .2
139.0 3.5 1.0 7.3 10.0 6 .33 2.0 7.7 2.5
680 .0 8.0 1.3 12.4 12.4 5.73 1.3 7.0 1.6
680.0 8.0 1.3 12.4 12.4 5.73 14.5 7.0 17.8
649 .0 6 .0 1.6 8.9 10.0 6 .33 15 .0 7.7 18 .3
82 .0 1.5 1.2 5.3 10.0 6.33 2 .3 7.7 2 .8
202.0 4 .5 1.2 7.3 10.0 6.33 3.2 7.7 3 .9
347 .0 4.0 1.2 9.3 10.0 6 .33 4 .0 7.7 4 .9
264 .0 4 .0 1.1 8.9 10 .0 6 .33 6 .1 7.7 7.4
321 .0 3.0 1.0 10.5 10.5 6 .18 9.7 7.5 11.8
471 .0 7 .0 1.3 9 .8 10.0 6 .33 6 .8 7 .7 8 .2
730 .0 6 .0 1.8 6 .8 10.0 6 .33 3.1 7.7 3 .8
1.0 1.0 10.4 0 .0 10 .0 6 .33 1.0 7.7 1.3
1.0 1.0 10.4 0.0 10.0 6 .33 9.0 7.7 10.9
1.0 1.0 10.4 0 .0 10 .0 6 .33 4.4 7 .7 5.4
1.0 1.0 10.4 0 .0 10 .0 6.33 4.3 7 .7 5.3
1.0 1.0 10.4 0 .0 10 .0 6 .33 7.4 7.7 8.9
1.0 1.0 10.4 0 .0 10.0 6 .33 1.7 7.7 2.1
1.0 1.0 10.4 0 .0 10 .0 6 .33 2 .1 7.7 2.6
1.0 1.0 10.4 0.0 10.0 6 .33 0 .7 7.7 0.8
1.0 1.0 10.4 0.0 10 .0 6 .33 1.3 7.7 1.6
1.0 1.0 10.4 0 .0 10.0 6.33 1.6 7.7 1.9
1.0 1.0 10.4 0.0 10 .0 6.33 3 .7 7 .7 4 .5
1.0 1.0 10.4 0 .0 10.0 6 .33 2.4 7 .7 2.9
36 .0 0 .5 1.1 5 .0 10 .0 6 .33 1.8 7 .7 2.2
471 .0 7 .0 1.3 9.8 10.0 6 .33 6.8 7.7 8 .2
730 .0 6 .0 1.8 6 .8 10.0 6.33 3.1 7.7 3 .8
1.0 1.0 10.4 0 .0 10.0 6.33 1.0 7.7 1.3
680 .0 8.0 1.3 12.4 12.4 5.73 14 .5 7.0 17 .8
649.0 6.0 1.6 8 .9 10 .0 6.33 15.0 7.7 18.3
1.0 1.0 10.4 0 .0 10.0 6 .33 0 .0 7 .7 0 .0
0 ll)
0 ..... ll) N ..... 0 N 0
In/Hr cfs In/Hr cfs
8 .6 2 .5 9.9 2 .9
8 .6 2 .8 9 .9 3.2
7.9 1.8 9 .0 2 .1
7 .9 20 .0 9.0 22 .9
8.6 20 .5 9 .9 23.4
8.6 3.2 9 .9 3.6
8.6 4.4 9.9 5.0
8.6 5.5 9.9 6 .3
8.6 8.3 9.9 9.4
8.4 13.2 9.6 15 .1
8 .6 9.2 9.9 10 .6
8.6 4 .3 9 .9 4 .9
8 .6 1.4 9 .9 1.6
8 .6 12.3 9 .9 14.0
8 .6 6 .0 9 .9 6 .9
8 .6 5.9 9 .9 6 .8
8 .6 10 .0 9 .9 11 .5
8 .6 2.4 9.9 2 .7
8 .6 2 .9 9 .9 3 .3
8.6 0.9 9.9 1.1
8 .6 1.8 9 .9 2 .0
8 .6 2 .1 9 .9 2.4
8 .6 5 .1 9 .9 5 .8
8 .6 3 .3 9 .9 3.8
8 .6 2 .5 9 .9 2 .9
8.6 9.2 9 .9 10.6
8.6 4.3 9.9 4 .9
8 .6 1.4 9 .9 1.6
7 .9 20 .0 9.0 22 .9
8 .6 20.5 9 .9 23.4
8 .6 0 .0 9 .9 0 .0
0
0 0 0
0 ll) 0 .....
ll) 0 !:: 0
In/Hr cfs I In/Hr cfs
11.1 3 .3 12 .5 3 .7
11.1 3 .6 12 .5 4 .0
10.2 2.3 11 .5 2 .6
10 .2 25 .9 11.5 29 .1
11 .1 26.5 12.5 29.8
11 .1 4 .1 12 .5 4 .6
11 .1 5.6 12 .5 6 .3
11 .1 7.1 12.5 8 .0
11 .1 10 .7 12 .5 12 .0
10 .9 17 .1 12 .3 19 .2
11 .1 11 .9 12 .5 13.4
11.1 5 .5 12.5 6 .2
11.1 1.8 12 .5 2 .1
11 .1 15 .9 12 .5 17 .8
11.1 7 .8 12 .5 8 .7
11.1 7.6 12 .5 8.6
11 .1 13 .0 12 .5 14 .6
11 .1 3.1 12.5 3.4
11 .1 3.8 12 .5 4 .2
11 .1 1.2 12 .5 1.4
11 .1 2 .3 12 .5 2 .6
11 .1 2 .8 12 .5 3 .1
11 .1 6 .5 12.5 7.4
11 .1 4 .3 12.5 4 .8
11 .1 3 .3 12 .5 3.7
11 .1 11.9 12 .5 13.4
11.1 5.5 12 .5 6 .2
11 .1 1.8 12 .5 2.1
10 .2 25.9 11 .5 29.1
11 .1 26 .5 12.5 29.8
11 .1 0 .0 12 .5 0.0
10/25/2004
0434 -Drainage 041 022 .xls
EXHIBIT C-1
EXHIB/TC-2
TERRACE PINES APARTMENT HOMES
Inlet Calcula tion s
Grate Inlet Pro 1
(See Exhibit B2)
Orifice Equations
Q = 0.6A)2gh
Input Data
Pro10 10 =12.3 cfs (Per Exhibit C-1 )
Assumed ponded depth (h) = 0 .5 ft
Gravitational constant (g) = 32.2 ft/s 2
Assume 50% clogging
Ca lculated Parameters
Open Area (A)= 6 .19 ft2 = 891 .79 in 2
Chosen Inlet Parameters
East Jordan Iron Works, Inc
Model V-5670
Open Area (A) = 904 in 2
Grate Size= 37-3/4 x 49-3/4 in
Frame Opening = 38 x 50 in
Flange Width= 43-1/2 x 55-1/2 in
Grate Inlet Pro2
(See Exhibit B2)
Orifice Equations
Q= 0.6A)2gh
Input Data
Pro2 0 10 = 6 .0 cfs (Per Exhibit C-1)
Assumed ponded depth (h) = 0 .5 ft
Gravitational constant (g) = 32 .2 ft/s 2
Assume 50% clogging
Ca lculated Parameters
Open Area (A) = 3.02 ft 2 = 434.88 in 2
Chosen Inlet Parameters
East Jordan Iron Works, Inc
Model V-5630
Open Area (A)= 480 .0 in 2
TERRA CE PINES APARTMENT HOMES
Grate Size= 31-3/4 x 31-3/4 in
Frame Opening = 34 x 34 in
Flange Width= 37-1/2 x 37-1/2 in
Grate Inlets Pro4
(See Exhibit B2)
Orifice Equations
Q = 0.6A)2gh
Input Data
Pro4 0 10 = 10 .0 cfs (Per Exhibit C-1)
• Inlet just south of entrance to be as small
as poss ibl e, acting almost as a junct ion
box only (Pro4a)
• Sou thern most inl et receives total flow of
Pro4 (Pro4b)
Assumed ponded depth (h) = 0.5 ft
Gravitat ional constant (g) = 32 .2 ft/s 2
Assume 50 % clogging
Calculated Parameters
Open Area Pro4a (A)= 0 .44 ft 2 = 63 .0 in 2
Smallest open area grate inlet available
Open Area Pro4b (A)= 5.04 ft2 = 725.76 in 2
Chosen Inlet Parameters
Pro4a :
East Jordan Iron Works, Inc
Model V-5613
Open Area (A)= 63 .0 in 2
Grate Size= 13-3/8 x13-3/8 in
Frame Opening = 13-5/8 x 13-5/8 in
Flange Width= 19-1/8 x 19-1 /8 in
Pro4b :
East Jordan Iron Works, Inc
Model V-5669
Open Area (A )= 748 .0 in 2
Grate Size= 31-3/4 x 49-3/4 in
Frame Opening = 32 x 50 in
Flange Width= 37-1/2 x 55-1/2 in
7012512004
0434 -Inlet-Ca lcul ati ons-041020 .doc
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Terrace Pines Apartment Homes
"' <II
Q..
~ ....
0
0 z
~
N -[f)
# # Ac. min yr cfs
<24"
cfs #
<24 "
cfs O/o O/o "
t:.x1stmg c;ona1t1ons
Ex .2 Ex .6 0.6 10 .0 10 5.3 6 .6 1
Ex. 5 Ex. 10 2 .9 10.2 10 24.6 24.6 1
Ex .6 Ex . 7 1.0 10 .6 10 8.3 10.4 1
Ex. 7 OUT 1.5 10.9 10 12.4 12.4 1
Ex . 9 OUT 5 .6 13 .3 10 42 .3 42 .3 1
Ex . 10 Ex.9 4 .6 12.4 10 36 .2 36.2 1
Ex . 12 Ex. 5 0 .5 10 .0 10 4 .3 5.4 1
Proposea Con<:Jitions
1-'ro . 1 Pond 1 .6 lU .U lU 13.f 1 3 .r 1 1
Pro.2 Pond 0.7 10.0 10 6.0 7.5 1
Pro . 4 Pro . X * 10 .0 10 14 .8 14 .8 1
Pro . 5 Pro . 6 0.6 10 .0 10 4.9 6 .1 1
Pro. 6 Pro . 7 0.9 10 .6 10 7.6 9 .5 1
Pro . 7 Pro . X 1 .0 10.9 10 8.5 8.5 1
Pro. 10 OUT 3 .8 11 .6 10 31 .1 31 .1 1
Pro. 11 Pro . 10 3.3 10.7 10 27.3 27 .3 1
Pro . Ex 12 Pro . Ex5 0.5 10.0 10 4 .3 5.4 1
Pro . Ex5 Pro . 11 2 .9 10.2 10 24 .6 24 .6 1
Pro . X OUT 11.5 10 23 .3 23.3 1
10-Y EAR ST ORM
*Only a portion of Ex.4 reaches the existing development. The majority of the flow
bypasses the development and is d iverted north . See report text for further explaination .
6 .6 0.46 0.66 18
24.6 0.42 1.45 30
10.4 0.24 0 .78 24
12.4 0 .11 0.25 30
42 .3 1.23 2 .00 30
36 .2 0.90 1.07 30
5.4 0.06 1.56 24
13 .f U.1 3 U.LO ,jU
7 .5 0.26 0 .69 21
14.8 0.15 1.42 30
6.1 0.39 0 .66 18
9.5 0 .20 0 .78 24
8.5 0.05 0.25 30
31.1 0 .66 2.00 30
27 .3 0.51 1.07 30
5.4 0 .06 1.56 24
24.6 0.42 1.45 30
23 .3 0.37 0.25 30
fps cfs
4 .5
9.4
5.9
3.9
11 .0
8.0
8.4
5 .1
9 .3
4 .5
5.9
3.9
11.0
8.0
8.4
9.4
3.9
min min
7 .9 152 0 .56 10 .59
45 .9 289 0.51 10 .67
18 .6 104 0.29 10 .88
19 .1 173 0.74 11 .62
54 .0 38 0 .06 I 13.38
39.5 458 0.95 13 .32
26 .3 80 0 .16 10.16
19.1 138 U.59 lU .61
12 .2 127 0.42 10.42
45.4 122 0 .22 10.22
7 .9 152 0 .56 10 .58
18 .6 104 0.29 10 .88
19 .1 150 0 .64 11 .52
54 .0 38 0 .06 11.68
39 .5 458 0.95 11 .62
26 .3 80 0 .16 10 .16
46 .0 289 0 .51 10 .67
19 .1 150 0.64 12 .16
10/25/2004
0434-D rain age 04 1022.xl s
Exh ibit C-3
#
0 z
E--
~
...:i z -
#
Ex1stmg Cond1t1ons
Ex .2 Ex .6
Ex.5 Ex. 10
Ex .6 Ex . 7
Ex . 7 OUT
Ex . 9 OUT
Ex . 10 Ex .9
Ac. min yr cfs
0.6 10 .0 100 I 7 .7
2.9 10.2 100 35.8
1.0 10 .6 100 12 .0
1.5 10.9 100 18.0
5.6 13 .3 100 61.7
4 .6 12.4 100 52.8
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Terrace Pines Apartment Homes
<24"
cfs #
<24"
cfs O/o O/o
9 .6 9 .6 0.96 0.66
35 .8 35 .8 0.88 1.45
15 .1 15 .1 0.51 0.78
18.0 18.0 0.22 0.25
61 .7 61 .7 2 .61 2 .00
52 .8 52.8 1.91 1.07
" fps cfs min min
18 4 .5 7 .9 152 0 .56 10 .59
30 9 .4 45.9 289 0.51 10 .67
24 5.9 18 .6 104 0.29 10 .88
30 3.9 19 .1 173 0 .74 11 .62
30 11 .0 54 .0 38 0 .06 13.38
30 8.0 39 .5 458 0.95 13 .32
Ex . 12 Ex . 5 0 .16 10 .16 100 6.2 7 .8 7 .8 0.14 80 0.5 10 .0 1.56 24 8.4 26 .3
•~p~~-op-,o-s-e~d~C~o-n~m=·uo_n_s-----+-----+------+------1-------+------+------+------+--------+------+-----+-------f-------+-----+----~
Pro . 1 1-'ona 1 .0 lU .U lUU 1~.~ I 1
Pro . 2 Pond 0.7 10.0 100 8.7 10 .9 1
Pro . 4 Pro . X 10 .0 100 19 .9 19 .9 1
Pro . 5 Pro. 6 0.6 10 .0 100 7.1 8.9 1
Pro. 6 Pro . 7 0 .9 10 .6 100 11 .1 13 .8 1
Pro . 7 Pro . X 1.0 10.9 100 12.3 12.3 1
Pro. 10 OUT 3.8 11 .6 100 45 .2 45 .2 1
Pro . 11 Pro . 10 3.3 10.7 100 39 .7 39 .7 1
Pro . Ex12 Pro . Ex5 0.5 10 .0 100 6.2 7.8 1
Pro . Ex5 Pro . 11 2 .9 10.2 100 35 .8 35 .8 1
Pro. X OUT * 11 .5 100 32.2 32.2 1
100-Y EAR STORM
*Only a portion of Ex.4 reaches the exi sting development. The majority of the flow
bypasses the development and is diverted north . See report text for further explaination .
10.9
19 .9
8.9
13 .8
12.3
45 .2
39 .7
7.8
35.8
32.2
U.Lf U .LO JU
0.55 0.69 21 5.1
0.27 1.42 30 9 .3
0.82 0.66 18 4.5
0.43 0 .78 24 5.9
0.10 0 .25 30 3.9
1.40 2 .00 30 11.0
1.08 1.07 30 8 .0
0 .14 1.56 24 8.4
0.88 1.45 30 9.4
0 .71 0.25 30 3.9
rn .1
12.2
45.4
7.9
18.6
19 .1
54 .0
39 .5
26 .3
46 .0
19 .1
U .b~ I 1 O.t>l
127 0.42 10 .42
122 0 .22 10 .22
152 0.56 10 .58
104 0 .29 10 .88
150 0 .64 11 .52
38 0 .06 11 .68
458 0.95 11 .62
80 0 .16 10 .16
289 0 .51 10.67
150 0.64 12 .16
10/25/2004
0434-Drainage 041022 .xls
Exhib it C-3
EXHIBIT D-1
STAGE /STORAGE -STAGE/DISCHARGE -STORAGE INDICATION CURVES
T ERRACE PINES APARTMENT HOMES
Elevation Area
(ft.) (sf.)
271 .0 0 --271 .5 1381 -272 .0 2194
272 .5 3137
273 .0 4192
273 .5 5674
274 0 8068
~4 .5 10045
275.0 12123
275 .5 16000
276.0 16000
276 .5 16000
TE RRACE PI NES APAR TMEN T HOMES Storage
Ind icatio n Curve
40.00 .,----~---~--~----.
35 .00
-30 .00
~ 25 .00
g 20.00
~ 15.00
N 10.00
5 .00
. '
' ' ' ' ' ----------··r···---------,----------·r ··----------
' ' ' ' ' . ' ____________ \. ____________ ... __________ ... ___________ _
' ' ' ' ' ' ' ••••••••••••'"•••··••••··-L ••..• ······'"··••••••••••
' ' ' ' ' ' ' ' --------------------------------------------------' ' ' ' ' ' ' ' --------.. --~ .. ---------- ------------~ --------. -. -
' ' ' ~--.+-:-_..,_:-:-:-.. ~ ... -:-:: .. ~--.. ~ ............ ~ .......... ..
0 .00 ----+---+-----+------!
0 500 1000
Discharg e (cfs)
1500 2000
Area Inc . Volm . Volume Outlet 1 Outlet 2 Total
(acres) (ac.-ft.) (ac .-ft.) Invert Elev. (ft.) 271 275 .5 Flow
O rifice Dia . (in.) o r
Weir Length (ft) 12 10 Outfall
Orifi ce (cfs) Orifice (cfs ) (cfs)
0 .000 0 .000 0 .000 0 .00 0 .00 0 .00 -0 .032 0 .005 0 .005 2.21 0 .00 2.21 -ill -0 .050 0 .020 0 .026 0 .00 3.12
0 .072 0.0 30 0.056 3 .82 0 .00 3.82 --
0 .096 0 .042 0.098 4.41 0 .00 4.41 ----------0 .130 0 .056 0 .154 4 .~ 0 .00 4 .93
D.185 ---
0078 0 .233 5.40 0 .00 5.40
0 .231 (f'1'Q4 0 .337 ·-5.84 0 .00 5 .84 ----0 .278 0 .127 0.464 6.24 0 .00 6 .24
~ ---6.62 -
0367 0 161 0 .625 0 .00 6 .62 ---6 .98-10 .61
~ --
0 .367 0 .184 0 .808 17 .58
0 .367 -0 .184 0 .992
TERRACE PINE S APARTMENT HOMES
Sta g e-Storag e Cu rv e
1.200 .,----~---~--~---~
1.000
~ .:, 0 .800
.!!.
~ 0 .60 0
~
~ 0400
0 .200
------------·------------.. -------------.. -' ' ' ' ' ' ' ' ' ' ' ------------·------------.. ·-----------------------' ' ' '
---·---·----•-------------'-----------'-------------
' ' ' ' ' ' ' ' ' ' ' '
0 .000 -l----4--:.....:...--....:-------;----l
270 .00 272.00 274 .00 276 .00 278.00
Elevation (msl)
7~f--
:f'
"
30 .00 37 .32
TERRACE PI NES APARTMEN T HO ME S
Sta ge-D ischarg e Cu rve
50 .000 ~--~------~---~
40 .000 ------------·-------------·-------------·------------' ' ' ' ' ' ' ' ' ' -;-30 .000 ------------·-------------·-------------·-----------' ' E' .. ' ' ' ' ' ' ' ' -5 20.000 ____________ J _____________ , _____________ ------------
' ' ' ' ..
i5 ' .
' ' ' 10 .000 -------------,----·------·-,-····--···-·r·····-----··
' ' ' ' '
0 .000 +--~~-+---+-----+----!
270 .0 272.0 274 .0
Elevation (msl)
276 .0 278 .0
10/25/2004
0434-Drainage 041022 .xl s
Exhibit D-1
Alan Gibbs, P.E.
Assistant City Engineer for Development
Development Services
P.O . Box 9960
College Station, TX 77840
MITCHELL
M M
MORGAN
RE: Terrace Pines Apartment Homes-Drainage Issues
Dear Alan:
Nov 1, 2005
Per your request I have reviewed the grading plan for Terrace Pines. I understand that the property
owner to the east of the site (Mr. Wright, I believe) has voiced concerns that the grading design of
terrace pines has altered the drainage patterns and shifted storm drainage to flow across his tract
where they did not originally occur. I have review ed the drainage report and grading plan and
conclude the following :
1. On the northern half of the eastern property line, the natural topography has water leaving
our site and entering Mr. Wright's tract. This occurred in the predeveloped condition and
by design we have graded the site such that the identical amount of water leaves the site in
the developed condition as what was flowing there in the predeveloped condition.
2. On the southern half of the eastern property line, the natural topography conveys water
parallel to the property line. It is the intent of the grading that storm water follow the
property line to the curb, but the current grading pushes the water across the property line .
We are in the process of cutting a swale along this line to capture our water and convey it
to the curb line to eliminate this situation.
It is likely that the construction of this swale will impact the existing vegetation along this line. This
situation is unfortunate, but all work will be completed within the limits of the development.
Sincer~ ~~rtc hell, P.E . ~~~i
Cc: File
\\Mm-server\Projects\ProJ\0434-Terrace_Pines\docs\0434-Drainagelssue-051101 .doc
511 UNIVERS ITY DRIVE EAST, SUITE 20 4 • COLLEGE STATIO N, TX 77840 • T 979.260.6963 • F 979.260.3564
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIVISIONS
info@mitchellandmorgan .com • www.m1tchellandmorgan .com
Spencer Thompson
Planning & Development Services
P.O. Box 9960
College Sta tion , TX 77840
MITCHELL
MM
MORGAN
RE: Terrace Pines Apartment Homes-Water Analysis Addendum
Dear Spencer:
December 2, 2004
We have redesigned the Terrace Pines Apartment Homes public waterline layout and private
waterline sizing because of the City of College Station's concerns with the previous design. Public
waterlines are now looped, as required by the February 2004 B/CS Unified Design Manual. Private
line s were sized at your request following the 2000 International Plumbing Code .
Public Waterlines
The new public waterline layout consists of a looped six inch (6") line, as shown in Exhibit A. We
are still determining what the appropriate domestic flow will be for this development, so an
arbitrary flow of 1 50 gpm was used in this analysis . Please note that this flow is not the actual
domestic flow, and this figure will be provided at a later date.
The largest building on the development consists of 4 two bedroom units, with a total of 3,800
square feet. The units are not sprinklered and are of construction type V-8, requiring a fireflow of
1750 gpm per the 2000 International Fire Code, as shown in Exhibit B.
MikeNET analysis found that a looped six inch (6") line will be sufficiently large to serve the entire
Terrace Pines development. Flows in the waterlines were kept below 12 fps and pressure remained
above 20 psi, as per the February 2004 B/CS Unified Design Guidelines Manual. Results of the
MikeNET analysis may be found in Exhibit C.
Private Waterlines
The developer has chosen to install a master water meter system at the Terrace Pines Apartment
Homes development. Two main water meters will service the development. Two private waterlines
were sized on either side of the meter, denoted as system 1 through 4 for each of the four
waterlines, as shown on Exhibit D.
Two building types are within the Terrance Pines development. Type A buildings contain four one
bedroom units and type B buildings contain four two bedroom units . Fixture unit determinations
were made for each building type, including recreational and maintenance buildings, based on the
Universal Plumbing Code. The water demand was determined from the fixture unit load from Table
E102 from the 2000 International Plumbing Code. Please see Exhibit E for fixture unit calculations .
511 UNIVERSITY DRIVE EAST, SUITE 204 • COLLEGE STATION, TX 77840 • T 979.260.6963 • F 979 .260.35 64
CIVIL ENGINEERING • HYDRAULICS • HYDROLOGY • UTILITIES • STREETS • SITE PLANS • SUBDIV ISIONS
info@mitchellandmorgan.com • www.mitchellandmorgan.com
Private water lines were sized in accordance with the 2000 International Plumbing Code, ensuring
that velocities within these lines did not exceed 10 fps. Velocities within the lines were calculated
from the continuity equation (Q =VA). Private line and service drop calculations are shown in
Exhibit F. From these calculations it was determined that water service drops would be 1.5 inches in
diameter and systems 1, 2, and 4 would be 3 inch diameter lines . The remaining sy stem 3 line was
sized as a 2 inch diameter line .
If you have any further questions or require assistance please feel free to contact me .
Since rely,
cc: file
Lankford Interests
Attach me nts: Exhibit A
Exhibit B
Exhibit C
Exh ibit D
Exhibit E
Exhibit F
S :\Proj\04 34 -Terrace _ Pines\docs\04 34-wateraddend urn-041 202 .doc
APPENDIX B FIRE-FLOW REQUIREMENTS FOA BUILDINGS
TABLE 8105.1
MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS
FIRE AREA lgquara feat) l'lllE FLOW Fl.OW
Type IA ond IB• 'fVpe llA al'MI IUA• Type IV and V-Aa Type llEJ •nd me• Type v-e-(9alhx111 per minut.)11 DURATION (hours)
0-22.700 0-12,700 0-8 .200 O-!i,900 0..3.600 l,500
22,70l-3Q,200 12, 701-17 ,000 8,2() 1-10,900 5 ,901-7.900 3,601-4,800 l ,750
30,201 -38,700 17 ,001-21,&00 10,901-12,900 7,901-9,800 4,801-15,200 2.000
38,701-48,300 21.&01-14,200 12.901-17 ,400 9.801 -12,600 6,201 -7,700 2,250 l
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 ,301·2.S,SOO 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 11.301 -13.400 3,000
83,701'"97,700 47.101 -54,900 30,101-35,200 21,801-ZS,900 13,401-15,600 3.250
97,701 -112,700 54,901-63,400 35,201-40,600 25,901-29,300 15 601-18 ,000 3,500 3
112.701-128.700 63,401-72.400 40,601-46,400 29.301 ·33,SOO 18,001-20,600 3,750
128,701-145,900 72,401-82,100 46,401-52,500 33,501-37.900 20,601-23,300 4,000
145,901 -164;200 82,101-92,400 52,501-59.100 37,90142,700 23,301 -26,300 4 .250
164,201-183.400 92,401-103,100 59,101-66,000 42.701-47.700 26,301 -29,300 4,500
' 183.401-203,700 l03.101-1 l4,600 ~.001 -73 ,300 47,701·53,UUU 2.9.:iUl-j:l 600 4;1~u
203,701-225.200 114,601-126,700 73,301 -81,100 53.001-58,600 32,601-36,000 s.ooo
2.25 ,201-247 :JUu Li/:6,'/01 -l ~9.400 8!,101-89,200 58,601-t'iS,400 315,001-3~.600 ,,2$0
247 .701 ·271.200 139,40I-lS2.600 89,201 -97 ,700 65,401-70,600 39,601-43,400 5 ,500
2.7 l,20l-Z9,,900 1.12.,(1()1-166,.100 97,701 ·100 ,,00 70,(i()l-77,000 43,401-4'7 .400 S,750
295,SlO'i-Oreater 166,SO 1-Grc:atcr 106,501-115,800 77,001-83 ,700 47 .401-51,.500 6,000 4
--l !.5,601-125,500 83,701-90,600 51,501·55,700 G,2.!iO
~ -125 ,501 -135.SOO 90,601-97,900 55,701-60.200 6,500
--135,SOl-145,800 97,901-106,800 60,201 -64,800 6,7SO
--145,801 -156,700 106.801-113,200 64,801-69.600 7,000
--156,701 -167,900 113,201 121,JOO 69,601 -74,600 7,250
--167,901-179,400 121.301 -129,600 74,601-79,800 7,SOO
-170,'101 .. 101 ,1100 120,601-138,300 7!1,801 -lilS , UlO 7 ,750
--191 ,401..0reater 138,301 -Grcatet 85, 101-0reater 8,000
For $1: l •qu:lt'@ foot = 0 .0929 m1, I gRllon p~r min 1 1 ~ = 3 .7~' I /m , 1 pnnml p~r S1111;11'l? i ni=h = 6 .R9S kP11..
;a. Tyl)Cll of c:onstnJction ilie based on lhe lnlt!m<Jllonaf Building C<ldt .
t> • .Mcasu~ ;U 20 psi .
2000 INTERNATIONAL FIRE CODliQ!I
00/00 3~d ~3S ~N3Wd013A30 S8CD %PE:P9L6L6 E:0 EXHIBIT B
rn >< :::c
0434-Fireflow-041115.GDB
Analysis Type: Steady State
Project Description: Terrace Pines Looped 6"
~ 'orizontal Plan
C":>
Res ults -Junctions
Time Level: O; 0 day 0:00 hr
Number of Junctions: 17(Selection)
Junction ID Description Elevation
[ft]
237 J-7770 267.000
238 J-7760 269.000
239 J-7750 270.000
240 J-7740 270 .000
1270 278.000
2071 269.500
2072 269.750
2073 273.000
2074 272.500
2075 275.500
2076 278 .000
2077 277.000
2078 276 .500
2079 273 .000
2080 273.250
2081 271.500
2082 272.000
Demand
[gpm]
14.138
7.691
13 .928
0 .000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
1750.000
150.000
0.000
0.000
0.000
0.000
Grade Pressure
[ft] [p si]
507.004 103.994
507.416 103.306
501.432 100.280
501.433 100.280
507.602 99.487
503.216 101.269
501.116 100.251
497.451 97.254
492.638 95 .386
485 .964 91.194
463.128 80.216
452.203 75.916
454.771 77 .245
489.494 93.807
492.448 94 .978
500.841 99.373
506.985 101.819
--
Results -Pipes
Time Level : O; 0 day 0:00 hr
Number of Pipes : 17(Selection)
Pipe ID Description Node 1
1250 P-7800 238
1251 P-7790 240
1252 P-7780 240
2449 P-7790 2071
2450 1270
2451 P-7790 2072
2452 2072
2453 2073
2454 2074
2455 2075
2456 2076
2457 2077
2458 2078
2459 2079
2460 2080
2461 2082
2462 2 081
---·----
N ode2 Diameter
[in ]
237 8.000
2072 8 .000
239 8 .000
238 8.000
2082 12 .000
2071 8.000
2073 6.000
2074 6.000
2075 6.000
2076 6.000
2077 6.000
2078 6.000
2079 6 .000
2080 6 .000
2081 6.000
237 12 .000
2082 6 .000
Length I Ro ughness I Flow I Velocity Headloss
[ft] [millift] [g p m] [ft/s] [ft]
72.041 110.000 390 .950 2.495 0.412
180 .998 110.000 234 .901 1.499 0 .317
87.464 110.000 13.928 0.089 0.001
405.892 110 .000 -612 .989 -3.913 4.200
577.514 140 .000 675 .298 1.916 0.617
202 .910 110 .000 -612.989 -3 .913 2.100
76 .960 140.000 847.890 9.621 3 .666
101.037 140 .000 847.890 9 .621 4 .813
140 .113 140 .000 847 .890 9.621 6.674
479.433 140.000 847.890 9 .621 22 .836
229 .352 140 .000 847.890 9 .621 10.925
48.058 140.000 -902 .110 -10 .236 2 .568
488 .805 140 .000 -1052.110 -11.938 34.722
41.589 140 .000 -1052.110 -11.938 2 .954
118.153 140.000 -1052.110 -11.938 8.393
52 .206 140.000 -376 .8 12 -1.069 0.019
86.505 140 .000 -105 2 .110 -11.938 6.145
-------------
Fixture Type
Bathroom sink
Clothes Washer
Dishwasher
Hose Bib
Kitchen Sink
Shower
Water Closet, gravity tank
Fixture Type
Bathroom sink
Clothes Washer
Dishwasher
Hose Bib
Kitchen Sink
Shower
Water Closet , qravity tank
TOTAL
EXHIBIT E
FIXTURE UNIT CALCULATIONS -PRIVATE WATER
TERRACE PINES APARTMENT HOMES
Unit A
1
1
1
1
1
1
1
Fixture Units
1
4
1.5
2 .5
1.5
2
2 .5
Number of Fixtures
UnitB Community Center Maintenance
2 2 0
1 0 4
1 1 0
1 1 0
1 1 0
2 0 0
2 3 0
Fixtures Units (FU)
Unit A UnitB
1 2
4 4
1.5 1.5
2 .5 2 .5
1.5 1.5
2 4
2 .5 5
15 20 .5
Community Center Maintenance
2 0
0 16
1.5 0
2.5 0
1.5 0
0 0
7.5 0
15 16
EXHIBIT E
S :\Proj\0434-Terrace_Pines\xls\0434-wateradd -EXE-041 130 .xl s
= c
::::> ...
GI
Q. -::::> u.. -s ·c:
::::>
! :::s
>< Building Type u:
T yp e A 15
T ype B 2 0.5
Mainte na nce 16
C ommun ity Ce nte r 15
System 1
Building Type A 5
Bu ilding Type B 4 ,__
Misc. FU
FU Total 628
Water Load (cfs) 147 .6
Water Load (gpm) 0 .3
Velocity (fp~
1 inch 60 .3
1.5 inch 26.8
2 inch 15.1
3inch 6 .7
EXHIBITF
LINE SIZING CALCULATIONS -PRIVATE WATER
TERRACE PINE S APARTMENT HOMES
C)
·= en ::s! ·= ·:;
::s! m ·:; ... m GI
Q. ...
GI ::::> Q. u..
~ ii -c 0 ::::> I-
4 60
4 82
N/A 16
N/A 15
System
2 3 4
3 3 3
3 1 3
31
~
-f-
426 293 426
10 9.9 83 .6 10 9 .9
0.2 0 .2 0 .2
44 .9 34 .2 44 .9
20 .0 15 .2 20 .0
11 .2 8 .5 11 .2
5.0 3.8 5.0
-= Selected Line Size
Service Drops Meter to System Branch Size
1
-
60
32 .0
0.1
13.1
5 .8
3.3
1.5
1&2 3&4
8 6
1 7 4 ---
0 31 ---
82 10 54 688 --
38.6 21 4 .7 158.6
0.1 0.5 0.4 ---
-~ -
15.8 87.7 64 .8
~
7.0 39 .0 28 .8
~ --
3.9 21 .9 16.2
1.8 9 .7 7.2
EXHIBIT F
S :\Proj\04 34-Terrace_P ines\xls \0434 -wateradd -EXE-04 1130 .xl s
12 /23 /2004 09 :4 8 FAX 9792603564 MITCHELL and MORGA
MITCHELL
~
MORGAN
PLAN AND DESIGN SPECIALISTS IN CIVIL ENGINEERING
Hydraulics • Hydrology • Utilities • Streets • Site Plans • Subdivisions
FACSIMILE TRANSMITTAL SHEET
To : (()_,r 6 ( CD +r-u FROM:
COMPANY: CJJS DATE; I l / Z 3/0'-f
TOTAL NO. OF PAGES INO.UD!NG COVER:
3
PliONE NUMBER: SENDER'S REFERENCE NUMBER:
YOUR REFERENCE NUMSER:
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O:th
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D4-C3'57J
0 URGENT ~REVIEW D PLEASE COM MENT D PLEASE REPL y 0 PLEASE RECYCLE
NO'TES /COMNE.NTS:
511 Un iversi ty Drive East , Su ite 204 • College Station • Texas • 77840
979 .260 .6963 • 979 .260 .3564 fax· into@mi tcheltandmorgan.com
www .ml tche llandmorgan .com
12 1 23 1 2004 09 :48 FAX 9792 60 3564 MITCHELL and MORGAN 141 002/003
MITCH ELL
MM
M O RG A N
December 23 , 2004
Carol Cotte r
City of Co llege Sta t ion
Plann ing & Development
P.O. Box 9960
Col lege St ation, TX 77 840
RE: Terrace Pines Apartment Homes-Eng ineer's Est imate Public Infrastructure
Dea r Ca rol:
Pe r your reques t , att ached please find the enginee r's estima t e for the pub lic waterline for
Ter race Pin es Apartment Homes . If you have any q uest ion s or comments pl ease fee l free t o
contact me .
Sincerely,
Attachment
cc: Fil e
Lankford Interests
5 :\Pro j\0434-Te rra ce_Pi nes\docs\0423-costest-pu bl ic -04122 3. doc
511 UNIVER SIT Y DRIVE EA ST. SU ITE 20 4 • COLLEGE STATION, TX 77840 • T 979 .260.6963 • F. 97 9.2603564
CIVll ENGINEERING • HYOR.~U l l(S • HYDRO LOGY • UT ILITI ES • srnEETS • SITE PLANS • SUBD IVISIONS
info@rn itch ell andmo rgan .com • www .rn iichei landmo rgan .com
12 1 23 1 2004 09:48 FAX 97926 0 3564 MITCHELL and MORGAN
Terrace Pines Apartment Homes Public Utilities Engineer's Estimate
December 200 4
ENERAL ITEMS
1 Mobilization
WATER ITEMS
2 6" PVC Water Line C909 CL200
3 6" PVC Water Li ne C909 CL200 by Mecha nical Bore
4 Standa rd Fire Hydrant Asse mbly
5 8" x 6" Reducer
6 6"x6"MJTee
7 6" x 22.5 MJ Bend
8 6" x 45 MJ Bend
9 Connecti on to ex isti ng sy stem
Continge ncy
Grand Total
1::
I LF
!Ea
I Ea
.Ea I Ea
\Ea EA
i
1 $ 5,000 .00 I $
Subtota1 1 $
1577 $ 30.00 $
80 1 $ 100 .00 I s
3i $ '·::::I: 1 : $
1 1 $ 600 .00 $
2 $ 350 .00 $
12 ' $ 375 .oo I $
2 $ 2,000 .00 . $
Subtotal !$
15% $
$
~ 0 0 3 /003
7,448 .50
7,448.50
47 ,310 .00
8,000 .00
9,000.00
375.00
600 .00
700 .00
4 ,500.00
4 ,000.00
74 ,485.00
18,621 .25
100,554.75
Terrace Pines Apartment Homes Public Utilit ies Eng i neer's Estimate
December 2004
It em Descri pt ion Un it Quantity Un it Cost Am o unt
GE NERA L ITEMS
1 I Mobilization LS 1 $ 5,000.00 $ 7,448.50
Subt o ta l $ 7,448.50
WAT ER ITEMS
2 6" PVC Water Line C909 CL200 LF 1577 $ 30 .00 $ 47 ,310 .00
3 6" PVC Water Line C909 CL200 by Mechanica l Bore LF 80 $ 100 .00 $ 8,000.00
4 Standard Fire Hydrant Assemb ly Ea 3 $ 3 ,000 .00 $ 9,000 .00
5 8" x 6" Reducer Ea 1 $ 375 .00 $ 375.00
6 6" x 6" MJ Tee Ea 1 $ 600 .00 $ 600 .00
7 6" x 22 .5 MJ Bend Ea 2 $ 350 .00 $ 700 .00
8 6" x 45 MJ Bend Ea 12 $ 375 .00 $ 4,500 .00
9 Connection to existing system EA 2 $ 2,000.00 $ 4 ,000 .00
Su b t otal $ 74,4 85.00
Contingency 15% $ 18,621 .25
Gr and To ta l $ 100,554.75
• :.
.. ;,/
--
TERRACE PINES APARTMENT HOMES
DRAINAGE ANALYSIS
October 2004
Prepared for
LLE E TATI N
the heart oftht Rma"'h Valky
By
MITCHELL
MM
MORGAN
ENGINEERS & CONSTRUCTORS
511 UNIVER SITY DRIVE, SUITE 204
C OLLEGE STATIO N, TX 77840
OFFI CE (979) 260-6963
FAX (979 ) 260-3564
CERT/FICA TION
I hereby certify that this report for the drainage design for the Terrace Pines
Apartment Homes was prepared under my supervision in accordance with the
provisions of the City of College Station Drainage Ordinance for the owners thereof.
Joel J. Mitchel l, P.E.
State of Texas No. 80649
INTRODUCTION
TERRACE PINES APARTMENT HOMES
DRAINAGE ANALYSIS
The purpose of this drainage report is to present ana lysis of the required dra inage infrastructure for
the proposed Terrace Pines Apartment Homes in Col lege Station, Texas . This project is to be
located at the intersection of Krenek Tap Road and t he extension of Dartmouth Drive. This report
will provide p re-versus post-development analysis for the Terrace Pines Apartment Homes and
evaluate the performance of the existing infrastructure as well as th at proposed with this project.
Per the City of College Station Dra inage Policy and Design Standards (DPSD) t h e parameters used
for design and analysis of pre-versus post-developed inc lude ad herence to the stated zero peak
flow rate increase set fo rth in t he guidelines.
GENERAL LOCATION AND DESCRIPTION
The Terrace Pines Apartment Homes development is situated in Co llege Station, Texas on Krenek
Tap Road across the stree t from Central Park as sho w n in Exh ibit A 1. The pro perty is t he entirety of
Lot 1, Block 1 of the Pine Terrace Subdivision . This project cons ist s of 100 uni t s (56 one bedroom
and 44 two bedroom units) wh ich are strict ly for the elderly; age restricte d to 55 years of age or
older . Because of state funding agreements, this de velopment wi ll remain an elderly development
for a minimum of 40 years.
PRIMARY DRAINAGE BASIN DESCRIPTION
A s seen on Exhibit A2, th is property is located within the Bee Creek Main drainage bas in; however,
no portion of this site lies within the regu lato ry 100-yea r floodp lai n per the Federal Emergency
Management Agency (FEMA) Flood Insurance Rate Map (FIRM) pane l 144(, ef fective date July 2,
1992 . Curren t ly the site sheet flows south toward Krenek Tap Road and Dartmouth Drive .
DRAINAGE DESIGN CRITERIA
A ll drainage design is in accordance with the City of Co ll ege Station Drainage Policy and Design
Standards (DPDS). As such :
• Design rainstorm events consist of the 5-, 10-, 25-, 50-, an d 100-yea r storm events .
• Flow calculations are based on the Rational Method w ith a minimum time of concentration
of 10 m inutes. Lag time ca lculation is based on t he Up land Method .
• For the purpose of runoff coefficients, comp osite C for g rassland predevelopment
cond itions uses C=0.45, and the postdevelo p ment condit ions uses a compos ite C=0.60. A
composite C of 0.6 was chosen for the postde velopment conditions because much of the
area will be vegetated .
• The t arget peak runoff rate for the post-deve lopment co ndition of the property is that of
the predevelopment peak flow rate at the analysis confl uence, which is identified as "OUT"
on Ex h ibit B2 (The northwest corner of Krenek Tap Roa d and Da rtmout h Dr ive).
Te rrace Pin es A p artment Homes Drainage A nalysis
DRAINAGE FACILITY DESIGN
Prede velopment Drainage Analysis
Per Exhibit B 1, the project site is subdivided into thirteen predevelopment drainage basins (Ex. 1 to
Ex . 13 ). Runoff calculations for these areas were performed using the Rationa l Method. A small
amount of runoff from the Southwest Crossing Subdivision (Ex. 4) sheet flows onto this tract.
Stormwater which flows from drainage area Ex . 4 south toward drainage area Ex. 10 is intercepted
by an existing storm sewer system . Flows in excess of the capacity of the storm drainage system
sheet flow onsite to drainage area Ex . 10 . Current development on site is limited to the slab
remains of a small demolished home . The dimensionless runoff coefficient for the entire
predeveloped site was assumed to be 0.45 for the most ly grassy conditions . Peak runoff values for
each of the drainage basins are provided in Exhibit C 1.
Postdevelopment Drainage Analysis
Development of the Terrace Pines Apartment Homes will re sult in the creation of eleven
postdevelopment drainage basins (Pro . 1 to Pro . 11 ), as shown in Exhibit B2 . The six off-site
drainage areas remained the same, and are denoted in postdevelopment calculations with the
"Pro" prefix (Pro . Ex1, Pro . Ex4, Pro . Ex5, Pro. Ex11, Pro . Ex12, and Pro . Ex13). A "dummy"
drainage area, Pro . X, was used to calculate the flow from the pond outlet to the existing storm
drainage system, but has no other effect on calculations . Runoff calculations for these areas were
performed us ing the Rational Method, as shown in Exh ibit C 1. A composite dimensionless runoff
coefficient of 0 .6 was chosen for the postdevelopment conditions because much of the area will be
vegetated .
As stated previously, only a small portion of runoff from drainage area Pro. Ex4 (also called Ex . 4)
drains onsite once flows from the Southwest Crossings subdivision are in excess of the existing
storm drainage system . Flows including and in excess of the 25-year storm from drainage area Pro.
Ex4 sheet flow onto the Terrace Pines tract. These flows will be detained within the proposed
detention pond, as shown on Exhibits B2 and E2 .
Drainage for the apartments will be carried into the proposed detention pond (drainage area Pro3)
through a series of storm sewer pipes, as shown in Exhibit E2 . Drainage area Pro1 will enter the
system throug h a grate inlet and flow to the pond in 138 .26 LF of 30" RCP. The flow from Pro2
will enter the system through a grate inlet and drain to the pond in 126. 77 LF of 21" RCP. The
pond w ill drain through a series of pipes to an existing 30 " RCP which runs south along Krenek Tap
Road. Water discharging from the pond will first enter a 12" capped, 196.38 LF of 15" RCP and
flow to drainage area Pro4 . The outfall structure for the proposed detention pond includes a 1 5"
RC P with a 12" cap in a sloped headwall .
Drainage area Pro4 contains two in lets . The grate in let j ust south of the entrance to the
development was chosen to serve mostly as a junction box, but does have a small grate inlet to
catch a insignif icant portion of the flow from the northern third of drainage area Pro4. From here
the water w ill flow south through a 24" RCP pipe 84.8 LF to the second grate inlet of drainage
area Pro4, which was assumed to capture all of the runoff from Pro4 . The total combined flow
from drainage areas Pro1, Pro2, Pro3 (Pond), and Pro4 will thence discharge through a 30" RCP
east 122 .13 LF to the existing 30" RCP at Krenek Tap Road. A ll remaining drainage areas dra in off-
site by overland flow .
Inlet sizes and calculations may be found in Exhibit C2 . Detention routing calculations have been
provided for all of the studied rainfall events as Exhibit D2 . Hydraulic grade ca lculations have been
Terrace Pines Apartment Homes Dra inage Analysis 2
provided from the pond outlet to "OUT" at the corner of Krenek Tap Road and Dartmouth Drive,
as shown in Exhibits E1, E2, and E3.
As indicated by Table 5 be low, the drainage design reduces the overall postdevelopment flows to
less than that of the predevelopment peak fl owrates .
Peak Discharges at "OUT"
5-Year
Flow Cond itions Flowrate
System Outfall
Predeve lopment
Postdevelopment
Flow Reduction
48 .6
48.7
-0 .1
10-Year
Flowrate
25-Year
Flowrate
50-Yea r
Flowrate
All flowrates in cubic feet per second (cfs)
54.7 62.6 67.0
54.4 61.6 66.6
0 .3 1.0 0 .4
Table 1. Peak Discharge Summary
CONCLUSION
100-Yea r
Flowrate
79.7
77.4
2.3
A lthough the development of the Terrace Pines Apartment Homes increases the runoff gene rated
at the property, the flow is effective ly attenuated to below predevelopment peak discharge rates
t h rough the use of a proposed detention pond. The storm sewer system prov ides ample capac ity
for all rainfa ll events and ensures that no significant flood ing w ill occur on the proposed site.
Review of the stormwater analysis indicates that the drainage des ign presented in this report will
provide ample conveyance and detention to meet the drainage o bjectives of the City of College
St ation DPDS .
Terrace Pines Apartment Homes Dra inage Analysis 3
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NO. AC. 0.45 0.6 I ft. ft.
Ex isting Conditions
Ex . 1 0 .65 0 .65 0 .00 0 .29 282 .0 5.5
Ex .2 0.72 0 .72 0 .00 0 .32 300.0 3.5
Ex . 3 0 .51 0 .51 0 .00 0 .23 300 .0 3 .0
Ex.4 5 .64 5.64 0.00 2.54 300.0 3.0
Ex. 5 5.28 5 .28 0.00 2 .38 187 .0 3 .5
Ex .6 0 .82 0 .82 0 .00 0.37 300 .0 6.5
Ex. 7 1.12 1.12 0.00 0.50 300 .0 4 .0
Ex .8 1.42 1.42 0 .00 0.64 300.0 3.5
Ex .9 2 .13 2.13 0 .00 0 .96 300 .0 3 .0
Ex. 10 3.48 3.48 0.00 1.57 300 .0 2 .5
Ex . 11 2.38 2.38 0 .00 1.07 300 .0 3 .5
Ex. 12 1.10 1.10 0.00 0.50 0.0 0 .0
Ex . 13 0 .37 0.37 0 .00 0.16 1.0 1.0
Proposed Conditions
Pro. 1 2.37 0.00 2 .37 1.42 1.0 1.0
Pro . 2 1.16 0 .00 1 .16 0 .70 1.0 1.0
Pro. 3 1.14 0 .00 1.14 0 .69 1.0 1.0
Pro . 4 1.94 0 .00 1.94 1.16 1.0 1.0
Pro. 5 0 .46 0 .00 0 .46 0.28 1.0 1.0
Pro . 6 0.56 0 .00 0 .56 0 .34 1.0 1.0
Pro . 7 0 .18 0.00 0 .18 0 .11 1.0 1.0
Pro . 8 0 .35 0 .00 0 .35 0 .21 1.0 1.0
Pro . 9 0.41 0 .00 0.41 0.25 1.0 1.0
Pro . 10 0 .98 0.00 0 .98 0.59 1.0 1.0
Pro . 11 0.64 0.00 0.64 0 .38 1.0 1.0
Pro . Ex1 0 .65 0 .65 0 .00 0 .29 282 .0 5 .5
Pro . Ex11 2 .38 2 .38 0.00 1.07 300 .0 3.5
Pro . Ex12 1.10 1.10 0.00 0 .50 0.0 0 .0
Pro . Ex13 0.37 0.37 0 .00 0 .16 1.0 1.0
Pro . Ex4 5.64 5.64 0.00 2 .54 300 .0 3.0
Pro . Ex5 5.28 5 .28 0 .00 2.38 187.0 3.5
Pro. X 0 .00 0.00 0.00 0.00 1.0 1.0
EXHIBIT C-1
Rational Formula Drainage Area Calculations
Terrace Pines Apartment Homes
~ ~
0 0
-' -' LL LL ~ 0::: J: 0::: u u w I-w I-u
~ (!) I--' 0 I-
0 ::> z I--' -' w
(!) ~ ::> <( w 'iij en N It')
(!) LL > u ::> £:! 0 ~ 0
ft. ft. ft/s min min In/Hr cfs In/Hr cfs
36 .0 0 .5 1.1 5 .0 10 .0 6 .33 1.8 7.7 2.2
139.0 3 .5 1.0 7.3 10.0 6.33 2.0 7.7 2.5
680 .0 8.0 1.3 12.4 12.4 5.73 1.3 7.0 1.6
680.0 8.0 1.3 12.4 12.4 5.73 14.5 7.0 17 .8
649 .0 6 .0 1.6 8 .9 10.0 6 .33 15 .0 7.7 18.3
82.0 1.5 1.2 5.3 10 .0 6.33 2.3 7.7 2.8
202 .0 4 .5 1.2 7 .3 10.0 6 .33 3 .2 7 .7 3 .9
347.0 4.0 1.2 9 .3 10.0 6 .33 4.0 7.7 4.9
264 .0 4 .0 1.1 8.9 10.0 6 .33 6 .1 7.7 7.4
321 .0 3 .0 1.0 10.5 10 .5 6.18 9 .7 7.5 11 .8
471 .0 7 .0 1.3 9.8 10.0 6 .33 6 .8 7.7 8.2
730 .0 6 .0 1.8 6.8 10.0 6 .33 3.1 7.7 3.8
1.0 1.0 10.4 0.0 10.0 6 .33 1.0 7.7 1.3
1.0 1.0 10.4 0 .0 10.0 6.33 9.0 7.7 10.9
1.0 1.0 10.4 0.0 10.0 6.33 4.4 7.7 5.4
1.0 1.0 10.4 0.0 10 .0 6 .33 4 .3 7.7 5.3
1.0 1.0 10.4 0.0 10 .0 6 .33 7.4 7.7 8.9
1.0 1.0 10.4 0.0 10 .0 6 .33 1.7 7 .7 2 .1
1.0 1.0 10.4 0.0 10.0 6 .33 2.1 7 .7 2 .6
1.0 1.0 10 .4 0.0 10 .0 6 .33 0 .7 7.7 0.8
1.0 1.0 10.4 0.0 10 .0 6 .33 1.3 7.7 1.6
1.0 1.0 10.4 0.0 10.0 6 .33 1.6 7.7 1.9
1.0 1.0 10.4 0.0 10 .0 6 .33 3.7 7.7 4 .5
1.0 1.0 10.4 0.0 10.0 6 .33 2.4 7.7 2 .9
36 .0 0.5 1.1 5 .0 10.0 6 .33 1.8 7.7 2 .2
471.0 7 .0 1.3 9 .8 10.0 6 .33 6 .8 7.7 8 .2
730.0 6.0 1.8 6 .8 10.0 6 .33 3.1 7.7 3.8
1.0 1.0 10.4 0 .0 10.0 6 .33 1.0 7.7 1.3
680 .0 8 .0 1.3 12.4 12.4 5.73 14 .5 7.0 17 .8
649.0 6 .0 1.6 8.9 10 .0 6 .33 15.0 7.7 18 .3
1.0 1.0 10.4 0 .0 10.0 6 .33 0 .0 7 .7 0 .0
0 It')
0 .... It') N .... 0 £:! 0 -
In/Hr cfs In/Hr cfs
8 .6 2.5 9.9 2.9
8 .6 2 .8 9 .9 3 .2
7 .9 1.8 9.0 2 .1
7 .9 20 .0 9.0 22 .9
8.6 20.5 9.9 23.4
8 .6 3.2 9 .9 3.6
8.6 4.4 9 .9 5 .0
8 .6 5 .5 9 .9 6.3
8 .6 8 .3 9 .9 9.4
8.4 13 .2 9 .6 15.1
8 .6 9 .2 9 .9 10 .6
8 .6 4 .3 9 .9 4 .9
8 .6 1.4 9 .9 1.6
8 .6 12 .3 9 .9 14 .0
8 .6 6.0 9 .9 6 .9
8 .6 5 .9 9 .9 6 .8
8 .6 10.0 9 .9 11 .5
8 .6 2 .4 9 .9 2 .7
8 .6 2 .9 9 .9 3.3
8 .6 0.9 9 .9 1.1
8 .6 1.8 9 .9 2 .0
8 .6 2.1 9 .9 2.4
8 .6 5 .1 9 .9 5 .8
8 .6 3 .3 9 .9 3 .8
8.6 2 .5 9 .9 2 .9
8 .6 9.2 9.9 10 .6
8 .6 4 .3 9 .9 4 .9
8 .6 1.4 9 .9 1.6
7 .9 20 .0 9.0 22 .9
8 .6 20 .5 9 .9 23 .4
8.6 0 .0 9 .9 0 .0
0
0 0 0
0 It') 0 ....
~ 0 !:: 0
In/Hr cfs I In/Hr cfs
11 .1 3 .3 12.5 3.7
11 .1 3 .6 12.5 4 .0
10 .2 2 .3 11 .5 2.6
10 .2 25 .9 11 .5 29 .1
11 .1 26 .5 12 .5 29 .8
11 .1 4 .1 12.5 4 .6
11 .1 5 .6 12 .5 6 .3
11.1 7.1 12 .5 8 .0
11 .1 10 .7 12 .5 12 .0
10.9 17 .1 12.3 19.2
11 .1 11.9 12 .5 13.4
11 .1 5 .5 12 .5 6 .2
11 .1 1.8 12 .5 2 .1
11 .1 15 .9 12.5 17.8
11 .1 7.8 12.5 8 .7
11 .1 7.6 12 .5 8 .6
11 .1 13 .0 12.5 14 .6
11 .1 3.1 12 .5 3.4
11 .1 3 .8 12 .5 4 .2
11 .1 1.2 12 .5 1.4
11 .1 2 .3 12 .5 2.6
11 .1 2.8 12.5 3.1
11 .1 6 .5 12.5 7.4
11 .1 4 .3 12 .5 4 .8
11 .1 3 .3 12 .5 3.7
11 .1 11 .9 12 .5 13.4
11 .1 5 .5 12 .5 6 .2
11 .1 1.8 12 .5 2 .1
10 .2 25 .9 11 .5 29 .1
11 .1 26 .5 12.5 29 .8
11 .1 0 .0 12 .5 0 .0
10/25/2004
04 34-Drainage 041022 .xl s
EXHIBIT C-1
EXHIBITC-2
TERRACE PINES APARTMENT HOMES
Inlet Calcu lations
Grate Inlet Pro 1
(See Exh ibi t B2)
Orifice Equations
Q= 0.6A~2gh
Input Data
Pro10 10 =12.3 cfs (Per Exhibit C-1)
Assumed ponded depth (h) = 0 .5 ft
Gravitational constant (g) = 32 .2 fVs 2
Assume 50% clogging
Calculated Parameters
Open Area (A)= 6 .19 ft 2 = 891 . 79 in2
Chosen Inlet Parameters
East Jordan Iron Works, Inc
Model V-5670
Open Area (A) = 904 in 2
Grate Size= 37-3/4 x 49-3/4 in
Frame Opening = 38 x 50 in
Flange Width= 43-1/2 x 55-1/2 in
Grate Inlet Pro 2
(See Exhibit B2)
Orifice Equations
Q = 0.6A ~2gh
Input Data
Pro2 0 10 = 6 .0 cfs (Per Exhibit C-1)
Assumed ponded depth (h) = 0.5 ft
Gravitational constant (g) = 32 .2 fVs 2
Assume 50% clogging
Ca lculated Parameters
Open Area (A)= 3 .02 ft 2 = 434.88 in 2
Chosen Inlet Parameters
East Jordan Iron Works, Inc
Model V-5630
Open Area (A)= 480.0 in 2
TERRACE PINES APARTMENT HOMES
Grate Size= 31-3/4 x 31-3/4 in
Frame Opening = 34 x 34 in
Flange W idth= 37-1/2 x 37-1/2 in
Grate Inle t s Pro 4
(See Exhibit B2)
Orifice Equations
Q = 0.6A~2gh
Input Data
Pro4 0 10 = 10 .0 cfs (Per Exhibit C-1)
• Inlet just so uth of entrance to be as small
as possible , acting almost as a junction
box only (Pro4a)
• Southern most inlet receives t ota l flow of
Pro4 (Pro4b )
As sumed ponded depth (h) = 0 .5 ft
Gravitational constant (g) = 32 .2 fVs 2
Assume 50% clogging
Calculated Parameters
Open Area Pro4a (A)= 0 .44 ft2 = 63.0 in 2
Smallest open area grate inlet available
Open Area Pro4b (A)= 5 .04 ft2 = 725.76 in 2
Chosen Inlet Parameters
Pro4a :
East Jordan Iron Works, Inc
Model V-5613
Open Area (A)= 63.0 in 2
Grate Size= 13-3/8 x13-3/8 in
Frame Opening = 13 -5/8 x 13-5/8 in
Flange Width= 19-1/8 x 19 -1/8 in
Pro4b :
East Jordan Iron Works, Inc
Model V-5669
Open Area (A)= 748 .0 in 2
Grate Size= 31-3/4 x 49-3/4 in
Frame Opening = 32 x 50 in
Flange Width= 37-1/2 x 55-1/2 in
1012512004
0434-lnlet-Calc ul ati ons -041 020 .doc
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Terrace Pines Apartment Homes
# # Ac. min yr cfs
<24 "
cfs #
<24 "
cfs O/o O/o "
Existing Cond1t1ons
Ex. 2 Ex .6 0.6 10 .0 10 5.3 6 .6
Ex .5 Ex. 10 2 .9 10 .2 10 24 .6 24 .6
Ex.6 Ex. 7 1.0 10.6 10 8.3 10.4
Ex . 7 OUT 1 .5 10 .9 10 12.4 12 .4
Ex . 9 OUT 5.6 13 .3 10 42 .3 42 .3
Ex . 10 Ex.9 4 .6 12 .4 10 36 .2 36 .2
Ex . 12 Ex . 5 0.5 10.0 10 4 .3 5.4
Proposed Conditions
1-'ro . 1 1-'ond 1 .0 lU .U lU 1 j .f 1 j .f
Pro .2 Pond 0.7 10.0 10 6 .0 7.5
Pro . 4 Pro . X * 10 .0 10 14 .8 14 .8
Pro. 5 Pro . 6 0.6 10.0 10 4.9 6.1
Pro . 6 Pro . 7 0 .9 10 .6 10 7 .6 9.5
Pro . 7 Pro. X 1.0 10 .9 10 8 .5 8 .5
Pro . 10 OUT 3.8 11.6 10 31.1 31 .1
Pro . 11 Pro. 10 3.3 10.7 10 27.3 27 .3
Pro . Ex 12 Pro . Ex5 0.5 10 .0 10 4 .3 5.4
Pro . Ex5 Pro . 11 2 .9 10 .2 10 24 .6 24.6
Pro . X OUT 11 .5 10 23.3 23 .3
10 -YE AR STORM
*On ly a portion of Ex .4 rea ches the existing development. T he majority of the flow
bypasses the deve lopment and is diverted north . See report te xt for further explaination .
6 .6 0.46 0.66 18
24 .6 0.42 1.45 30
10.4 0.24 0.78 24
12 .4 0 .11 0.25 30
42 .3 1.23 2 .00 30
36 .2 0 .90 1.07 30
5.4 0.06 1.56 24
1 lJ.f I U.lJ U.LO JU
7.5 0.26 0 .69 21
14 .8 0.15 1.42 30
6 .1 0 .39 0 .66 18
9.5 0.20 0.78 24
8 .5 0 .05 0 .25 30
31 .1 0 .66 2 .00 30
27 .3 0.51 1.07 30
5.4 0.06 1.56 24
24 .6 0.42 1.45 30
23 .3 0.3 7 0.25 30
fps cfs
4 .5 7 .9
9.4 45 .9
5.9 18.6
3.9 19 .1
11 .0 54 .0
8.0 39 .5
8.4 26 .3
1 ~.1
5.1 12 .2
9.3 45.4
4 .5 7 .9
5.9 18 .6
3.9 19.1
11 .0 54 .0
8.0 39 .5
8.4 26 .3
9.4 46 .0
3 .9 19 .1
min min
152 0 .56 10 .59
289 0 .51 10.67
104 0.29 10.88
173 0.74 11.62
38 0.06 13.38
458 0 .95 13.32
80 0.16 10.16
1 Jts U .o~ lU .ol
127 0.42 10 .42
122 0.22 10 .22
152 0.56 10 .58
104 0.29 10 .88
150 0.64 11 .52
38 0.06 11 .68
458 0 .95 11 .62
80 0.16 10 .16
289 0 .51 10.67
150 0.64 12 .16
10/25/2004
0434-Dra inage 04 1022.xls
Exh ibit C-3
"O ~ ~ 0 --"' ~ .:., c
"O l:)J)
Co: ·-c ~
;::i Q
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Terrace Pines Apartment Homes
"' ~
Q.
~ ._
0
0 z
i..
~
~
~ ~
0 Q.
~~ -t-~~t--~~--+-~~--r~
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# # Ac. min yr cfs
<24"
cfs #
<2 4"
cfs O/o O/o "
Existing Cond1t1ons
Ex .2 Ex . 6 0 .6 10 .0 100 7 .7 9.6
Ex . 5 Ex . 10 2 .9 10 .2 100 35 .8 35.8
Ex .6 Ex . 7 1 .0 10 .6 100 12 .0 15 .1
Ex. 7 OUT 1 .5 10 .9 100 18 .0 18.0
Ex. 9 OUT 5 .6 13 .3 100 61 .7 61 .7
Ex. 10 Ex.9 4.6 12 .4 100 52.8 52 .8
Ex. 12 Ex . 5 0 .5 10 .0 100 6 .2 7 .8
Proposed Conditions
Pro. 1 Pond 1 .6 10 .0 1UU 19 .9 19 .9
Pro . 2 Pond 0.7 10.0 100 8 .7 10.9
Pro. 4 Pro . X 10.0 100 19 .9 19.9
Pro. 5 Pro. 6 0 .6 10.0 100 7 .1 8 .9
Pro . 6 Pro . 7 0.9 10 .6 100 11 .1 13 .8
Pro. 7 Pro . X 1 .0 10.9 100 12.3 12.3
Pro. 10 OUT 3.8 11 .6 100 45 .2 45.2
Pro . 11 Pro. 10 3 .3 10 .7 100 39 .7 39.7
Pro . Ex12 Pro. Ex5 0 .5 10 .0 100 6 .2 7 .8
Pro . Ex5 Pro. 11 2 .9 10 .2 100 35 .8 35 .8
Pro . X OUT 11.5 100 32 .2 32.2
100-YEAR STORM
*Only a portion of Ex.4 reaches the existing development. The majority of the flow
bypasses the development and is diverted north . See report text for further explaination .
9 .6 0 .96 0 .66 18
35 .8 0 .88 1.45 30
15 .1 0 .51 0 .78 24
18.0 0 .22 0.25 30
61 .7 2 .61 2 .00 30
52 .8 1.91 1.07 30
7 .8 0 .14 1.56 24
1 19 .9 0 .Lf 0 .25 JU
10.9 0.55 0.69 21
19.9 0.27 1.42 30
8.9 0 .82 0.66 18
13.8 0.43 0 .78 24
12 .3 0.10 0.25 30
45 .2 1.40 2 .00 30
39 .7 1 .08 1.07 30
7 .8 0 .14 1.56 24
35 .8 0 .88 1.45 30
32 .2 0 .71 0 .25 30
fps cfs
4 .5
9 .4
5 .9
3 .9
11 .0
8 .0
8.4
5.1
9 .3
4 .5
5 .9
3 .9
11 .0
8 .0
8.4
9.4
3 .9
min min
7 .9 152 0 .56 10 .59
45.9 289 0 .51 10 .67
18 .6 104 0 .29 10 .88
19.1 173 0 .74 11 .62
54 .0 38 0 .06 13 .38
39 .5 458 0 .95 13 .32
26.3 80 0 .16 10 .16
ll:l.l lJ~ U.ol:I lU .ol
12 .2 127 0.42 10.42
45.4 122 0 .22 10 .22
7 .9 152 0.56 10.58
18 .6 104 0 .29 10 .88
19 .1 150 0 .64 11.52
54 .o I 38 0.06 11 .68
39 .5 458 0 .95 11 .62
26 .3 80 0 .16 10.16
46 .0 289 0 .51 10 .67
19 .1 150 0 .64 12 .16
10/25/2004
0434-Drainage 041022 .xls
Exhibit C-3
EXHIBIT D-1
STAGE/STORAGE -STAGE/DISCHARGE -STORAGE INDICATION CURVES
TERRACE PINES APARTMENT HOMES
Elevation Area
(ft.) (sf.)
271.0 0 -
271 .5 1381
272 .0 2194
272 .5 3137
273 .0 4192
273 .5 5674
274 .0 8068
274 .5 10045
--275~ ~
12123
275 .5 16000
2760 16000
276 .5 16000
TERRACE PINE S APARTMENT HOMES St o rag e
Ind ication Curve
40 .00 ~------------~
35 .00
-30 .00
:§. 25 .00
':; 20 .00
~ 15 .00 "' N 10 .00
5 .00
' ' ' ' ' ' ' ------------r-------·····r··--------·r·-----------
' ' ' ' '
' ' ------------1.------------l------____ \. ___________ _ . ' ' ' ' ' ' '
' ' ____________ .. ____________ .. ___________ .. ___________ _
' ' . '
' ' ' --------·-··r•••••·•·•••• ••••••••••••r------------
' ' ' ~...., __ .,..,. __ ~ ___ '":': __ ::-: __ ~---~------------~------------
0.00 -----;-------;---+----<
0 500 1000
Discharge (cfs)
1500 2000
Area Inc. Volm . Volume O utlet 1 Outlet2 Total
(acres) (ac.-ft.) (ac.-ft.) Invert Elev . (ft.) 271 275 .5 Flow
Orifice Dia. (in .) o r
Weir Length (ft.) 12 10 Outfall
Orifice (cfs) Orifice (cfs) (cfs)
0 .000 0 .000 0 .00 0 0 .00 0 .00 0.00 -----0 .032 0 .005 0 .005 2 .21 0 .00 2.21
0 .050 0 .020 0 .026
---3.12 -0 .00 3 .12
0 .072
0 .096
0 .130
0 .185 ----0.231
0 .278
0 .367
0 .367
0 .367
0 .030 0 .056
0 .042 0 .098
0 056 0 .154
O.D78 0 .233
0 .104 0 .337 -
0 .127 0.464
0.161 0 .625
0 .184 0 .808
0 .184 0 .992
TERRACE PINES APARTME NT HOMES
Sta ge-St o rag e Curve
-
1.200 .,.----------------,
1.000
~ u 0 .800
.!!.
~ 0 .600
~ B 0.400 rn
0 .200
------------·------------.. -------------.--. ' ' . ' ' ' ' ' ' '
------------·--····-------'-----------'----------·--' ' ' ' . .
' ' ' ' ' ' ____________ J ____________ J ____ --------'-------------
' ' . ' . .
' ' ' ' ' ____________ J ___________ -------------·-------------
' ' . ' ' . ' ' . . .
0 .000 +-->-+""l'==---·r----....;·--~
270 .00 272 .00 274 .00 276 .00 278 .00
Elevation (msl)
3 .82
4.41 -
4 .93
5.40
5 .84
6.24
6 .62
6.98
7 .32
-~2 0 .00
0 .00 4.41 --
0 .00 4.93 -
0.00 5.40
0 .00 5.84
0 .00 6 .24 -----0 .00 6 .62 -1Q.61 -
17 .58
~
-·-
30 .00 37 .32
TERRACE PIN ES APARTME NT HO MES
Sta g e-Discharge Curve
50 .000 ~--------------,
' ' ' ------------·-------------·--··········-·------------. ' ' 40 .000 . ' ' ' ' ' ' ' ' . ' ' -; 30 .000 ------------•-------·-----···-------·····-----------' ' e> .. ' ' . ' ' ' ' ' ~ 20 .000
"'
____________ J _____________ , _____________ --····------
' ' ' ' ' ' Ci ' ' ' ' 10 .000 -----·------1---···-------:------------r------------, ' .
' '
270 .0 272 .0 274 .0 276 .0 278 .0
Elevation (ms l)
10/25/2004
0434-Drainage 041022 .xl s
Exhi bit D-1
CITY OF COLLEGE STATI ON
Planning d-Drotlopment ~ruica
SITE LEGAL DESCRIPTION:
Pine Terrace Subdivis ion
Block 1
Lot 1
DATE OF ISSUE: 12/21/04
OWNER:
Mike Lankfo rd
4900 Woodway , Suite 204
Houston , TX 77056
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
DEVELOPMENT PERMIT
PERMIT NO. 04-60
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE ADDRESS:
819 Krenek Tap Road
DRAINAGE BASIN:
Ma in Bee 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 operat ions of
th is 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 requ ired to rema in is also
prohib ited .
TCEQ PHASE II RULES IN EFFECT .
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construct ion site
in accordance w ith the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criter ia. If it is determined the prescr ibed erosion control measures are ineffective to reta in all sediment ons it e, it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owne r and/or
Contractor shall assure that all disturbed areas are sodden and establ ishment 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 vegeta ti on be returned to its or iginal condit ion , 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 eros ion , siltation or sedimentation resulting from the permitted work.
In ac cordance wit h Chapter 13 of the Code of Ord inances of the City of College Stat ion , measures shall be taken to insure
that debris from construct ion , erosion , and sedimentation shall not be deposited in city streets, or existing drainage
facilit ies .
I hereby grant th is 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 C ity Engineer in the development permit
appl ication for t he above named project and all of the codes and ord inances of the City of College Stat ion that apply .
..-0 l -{) '{ -O')
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
I
Letter Of Transmittal
oate:IDl~cslW Job: 6+-3« ftrrau tfn'es
To:&i~&o~
Attention: ~(lJ%etlt ~
We are sending you: ~ Attached 0 Under separate cover via ____ the following:
D Drawings D Plans 0 Prints 0 Samples 0 Specifications
D Letter D Order 0 Other ______________ _
\ ID ~'CJ
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3 lo /JS/nL/ I I
~ 10 /J-6/o\./ ' 6 11=> I a-s lb ti 3
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9 L of av/bl/ I
Transmitted as checked below:
0 For approval 0 Approved as noted 0 Resubmit __ copies for approval
0 For your use 0 Approved as submitted 0 Submit copies for distribution
[l,As requested 0 Returned for corrections 0 Return corrected copies
· ~ For review 0 Other ___________ _
Remarks:
q 1obs/o--1
Signed: Copy to: ------------
FOR OFFICE tjE ONLY
P&Z CASE NO.: 0 ;rs D
DATE SUBMITTED /o-a-s=-otj
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
X_ Site plan application completed in full.
1 X $200.00 Application Fee .
f X-$200.00 Development Permit Application Fee.
_X= $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 .)
/ X_ Eleven (11) folded copies of site plan
~ One (1) folded copy of the landscape plan .
./ NA One (1) copy of building elevation required for buildings with a footprint of 20 ,000 sq . ft. or greater
-X -A list of building materials for all facades that are visible from the public right-of-way .
../ X-A copy of the attached site plan checklist with all items checked off or a brief explanation as to why --they are not checked off.
_-__ Parkland Dedication re uirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable). Pending with Parks
Date of Preapplication Conference: ------------------------
NAME OF PROJECT Terrace Pines Apartment Homes ____________________ _
ADDRESS 819KrenekTapRd ____________________________ ~
LEGAL DESCRIPTION Lot 1, Block 1 Pine Terrace Subdivision-------------------
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Joel J . Mitchell ,P .E. ____________________________ _
Street Address 511 University Dr. E., Ste 204 ________ _ City College Station _____ _
State TX Zip Code 77840 ____ _ E-Mail Address joel@mitchellandmorgan .com ___ _
Phone Number (979)260-6963 ______ _ Fax Number (979)260-3564 _________ _
PROPERTY OWNER'S INFORMATION :
Name Mike Lankford ·-------------------------------
Street Address 4900 Woodway, Suite 750 _________ _ C ity Houston --------
E-Mail Address Mlankford@lankfordinterests .com __ State TX Zip Code 77056 ____ _
Phone Number (713)626-9655 ______ _ Fax Number (713 )621-4 94 7 _________ _
ARCHITECT OR ENGINEER'S INFORMATION :
Name Joel J. Mitchell , P .E. -----------------------------
Street Address 511 University Dr. E ., Ste 204 ---------City College Station _____ _
St ate TX Zip Code 77840 -----E-Mail Address joel@mitchellandmorgan .com. ___ _
Phone Number (979)260-6963 -------Fax Number (979)260-3564 _________ _
6/13/03
I of6
OTHER CONTACTS (Please specify type of contact , i.e . project man age r , potential buyer, local contact , etc.)
Name SAME AS APPLIC ANT---------------------------
Street Address ------------------City -----------
State _____ Zip Code _____ _ E-Mail Add ress ____________ _
Phone Num ber------------Fax Number _____________ _
CURRENT ZON ING R-4·----------------------------
PRESENT USE OF PROPERTY Vacant. ________________________ _
PROPOSED USE OF PROPERTY Multi-Family ___________________ _
VAR IAN CE(S ) REQUESTED AND REASON (S) See alternate pa rki ng pla n request. ________ _
#OF PARKING SPACES REQUIRED 216 __ #OF PARKING SPACES PROVIDED 151
MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION
Total Acreage 8.98 ac __ _ #of Multi-Fam il y Dwe lling Un its
Floodplain Acreage O __ _ 100_ x $452 = $45 ,200 -----
Housin g Units 25 -4Plexes_ O __ # of acres in floodplain
56 __ # of 1 Bedroom Un its O __ # of acres in detention
44 #of 2 Bedroom Units O __ # of acres in greenways
O __ # of 3 Bedroom Units NA __ date dedicatio n approved by Pa rks Board
O __ # of 4 Bedroom Units COMMERCIAL
FOR 2 BEDROOM UNITS ONLY Total Acreage NA ______ _
# Bedrooms = 132 sq . ft. Building Square Feet NA. ___ _
#B edrooms < 132 sq . ft. Floodpla in Acreage NA. ____ _
NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit.
Th ~plicant has prepared this application and certifies that the facts stated herein and exh ibits attached her~tq are true and correct.
r Appl ican t Date
6/13/03
2 of 6
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Appl ication is hereby made for the following development specific site/waterway alterations :
\lof\tt
ACKNOWLEDGMENTS:
1, ___ § ... J.,J-()Qn>-<· ,'-'-\-~_,,-==-\v-+--'\r-, \,_\~c~~\~\"'""e~\'--'\.__ _____ , design engineer/owner, hereby acknowledge or affirm that:
The inform ation and co nclus ions contained in the above plan s and supporting documents comply with the current
requirements of t he City of College Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Design
Standards . As a condition of approval of th is permit application , I agree to construct the improvements proposed in this
applicati ing to these documents and the requirements of Chapter 13 of the College Station City Code .
Contractor
CERTIFI ATIONS: (for proposed alterations wi thin designated flood hazard areas .)
A. I, J'\ /A certify that any nonresidential structure on or proposed to be on this site
as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the
100 year storm .
Engineer Date
B . I, N /A certify that the fin ished floor ele vation of the lowest floor , including any
basement, of any residential structure, proposed as part of this applicat ion is at or above the base flood elevation
established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended .
Engineer Date
C . I, ~/A , certify that the alterations or development covered by this perm it shall
not diminish t he flood-darrying capacity of the waterway adjo ining or crossing this permitted site and that such alterations
or development are consistent with requ irements of the City of College Station City Code , Chapter 13 co ncern ing
encroachments of floodways and of floodway fringes.
Engineer N Date
D . I, k1 , do certify that the proposed alterations do not raise the level of the 100
year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Engineer Date
Conditions or comments as part of approval :----------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be
taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities .
All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer
for the above named project. All of the applicab le codes and ordinances of the City of College Station shall apply.
6/13/03 3 of 6
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6/13/03
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2.
4 .
5 .
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SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24 " x 36 " (minimum).
A key map (not necessarily to scale).
T itle bloc k 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 subm ittal
Total site area
North arrow .
Scale should be largest standard eng ineering scale possible on sheet.
Ownership and current zoning of parcel and all abutting parcels .
Existing locations of the following on or adjacent to the subject site:
Streets and sidewalks (R.O .W .).
Driveways (opposite and adjacent per Section 7.3 of the Un ified 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
th ere is none on the site .
Ut ilities (noting size and designate as exi sting) within or adjacent to the proposed site , including
bu ilding transformer locations , above ground and underground service connections to buildings ,
and drainage inlets .
Meter locat ions.
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 bu ilding setbacks as outlined in the Unified Development Ord inance ,
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 prov ided by proposal.
Ha ndicap parking spaces .
4 of 6
NOTE:
9.
10 .
6/13/03
Parking Islands. Raised landscape islands , (6" raised curb) a minimum of 180 sq. ft. are
req uired at both ends of every parking row (greenspace area contiguous to the end island
maybe appl ied toward the required 180 sq. ft .). Additionally , 180 sq. ft. of landscaping for every
15 in terior parking spaces must be provided. All required islands must be landscaped or set
with decorative pavers , or stamped dyed concrete or other decorative materials as approved .
Drives. Min imum drive aisle width .
Curb cuts. For each proposed curb cut (incl uding driveways , streets , alleys , etc .) locate existing
curb cuts on the same opposite side of the street to determine separation distances between
exist ing and proposed curb cuts . Indicate driveway throat length as measured i n the Unified
Deve lopment Ordinance , Sect ion 7.3 Access Management and Circulation.
Security gates (show swing path and design specs with colors).
Side walks (b oth 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
Loadi ng docks
Detention ponds
Guardrails
Retaining walls
Sites for solid waste containers with screening . Locations of dumpsters are accessible but not
visib le 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 .
Ut il ities (noting size and designate as proposed) within or adjacent to the proposed site ,
inclu ding build ing 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 w ithin 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 publ ic street or highway .
Fire hydran t s must be operable and accepted by the City , and drives must have an all weather
surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued .
Will building be sprinkled? Yes O No cl"
If the decision to sprinkle is made after the site plan has been approved , then the plan must be
resubmitted .
Wheelstops may be required when cars overhang onto property not owned by the applicant or
where there may be conflict with handicap accessible routes or above ground utilities , signs or
other conflicts .
5 of 6
.....I 1 1. Show curb and pavement detail. A 6 " ra ised curb is required around all edges of all parts of all
paved areas without exception. (To i nclude island , plant i ng areas , access ways , dumpster
locations , utility pads , etc.) No exception will be made for areas designated as "reserved for
f ut ure parki ng ".
fa· 12. Landscape plans as required in Section 7 .5 of the Unified Development Ordinance . The
landscaping plan can be shown on a separate sheet if too much information is on the original
site plan . If requesting protected tree points , then those trees need to be shown appropriate ly
rd
d
al
' site.
~
i
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NOTE:
6/13/03
barricaded on the landscape plan . Attempt to reduce or eliminate plantings in easements.
Include information on the plans such as :
D required point calculations
D additional streetscape points required . Streetscape compl iance is required on all streets.
D calculations for# of street trees required and proposed (proposed street tree points will accrue
toward total landscaping poin t s .)
D proposed new plantings with points earned
D proposed locations of new plant in gs
D screening of parking lots , 50 % of all shrubs used for screen ing shall be everg reen .
D screening of dumpsters , concrete retain ing walls , off street loading areas , utility connection
points , or other areas poten t ially visually offensive .
D ex isting landscaping to remain
D 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 .
D Buffer as required in Section 7 .6 of the Unified Development Ordinance.
13 . Show irrigation system plan . (or provide note on how irrigation system requirement will be met
prior to issuance of C.O .) Al l 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 .
14 .
15 .
16 .
17.
18 .
19 .
20 .
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 al
If yes, then TxDOT permit must be submitted.
W ill there be access from a TxDOT R.O .W .? Yes D No cr:I
If yes, then TxDOT perm it must be submitted.
The total number of multi -fam ily buildings and un its to be constructed on the proposed project
The density of dwelling units per acre of the proposed project.
Provide a water and sanitary sewer legend to include water demands (minimum , maximum and
average demands in gallons per minute) and sewer loadings (maximum demands in gallons per
day).
Are there impact fees associated with this development? Yes O
Signs are to be permitted separately .
No~
6 of 6