HomeMy WebLinkAboutDrainage Addendum Q3
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March 8, 2004
Spencer Thompson
. E* City of College Station
C °-' Development Services
1B-: P.O. Box 9960
_ . College Station, TX 77840
C•a g cet
p -,->. , Re: Waterwood Condominiums Drainage Addendum - Phase 2B
°a - c to Dear Spencer,
c c 0 ui The purpose of this letter is to detail the design changes in the proposed Waterwood •
' w o a - Condominiums Phase IIB improvements and the subsequent effects on the proposed
W u - in cn 7 drainage infrastructure detailed in the Waterwood Townhomes Drainage Analysis,
=
Mitchell & Morgan, 2003. Per the original drainage analysis, changes to the original
site layout are to be addressed in an addendum. Changes for all previous reports,
ui including the recent Phase IIA addendum are reflected in this letter.
a:
c
W As shown in Exhibit A, Phase IIB includes the proposed buildings 5 and 6 and the
01 c �: associated parking. These are indicated on the grading plan as the shaded areas. One
0 ti. s of these changes includes the division of the parking lot and adjacent buildings in
Li c drainage subbasin PA5 into two phases (Phases IIB and part of Phase III) at the
m En E a request of the client. For convenience in the analysis process, Phase IIB and part of
Phase III have been included together to model all of drainage area PA5 shown on
Exhibit B2.
2 In
A comparison of the Exhibit A to the grading plan provided in the original drainage
report will demonstrate the changes made to the site. The first and most obvious
includes the removal of buildings from the center of the basin and the relocation of
those buildings to the perimeter of the parking lot similar to drainage subbasins PA8-
J N P A 10. While this change was modeled for the Phase IIA addendum, it was not
specifically addressed in that letter. Additional parking was added at the northeast and
cc southwest corners of subbasin PA5 accompanied by a reduction in the total number of
C y building units. Changes in the site layout also led to changes in parking lot grading.
O The a The final grading for the proposed Phase IIB improvements includes adjusting the
i m inlet inverts in PA5 to 275.50 ft to help offset the tailwater effect produced by the
z.
C detention pond downstream. This tailwater effect is evident in the ponding depths of
W , 3 PA5 for all design storms used in the Phase IIA addendum. The raising of the inlet
elevations and, subsequently, the entire parking area will help offset not only the
✓ > ^ N tailwater effect but also the additional ponding required to properly attenuate the
a °' a' additional flow in the basin that comes as a result of the aforementioned changes.
c+
iii ate
Changes to the original site layout presented in the Waterwood Townhomes Drainage
Analysis required additional analysis of the area to ensure compliance with City of College
Station Drainage Policy and Design Standards (DPDS) for all the storm events presented. In
addition to the increased parking area, the proposed drainage flume for PA5 located adjacent
to the northern property line was regarded to route the drainage away from the creek located
along the western property line and into the proposed parking area. These changes increased
both the total subbasin acreage as well as the percent of impervious cover in the area. As
indicated on Exhibit B2, the acreage of subbasin PA5 is 2.039 acres, an increase of nearly
0.22 acres from the Phase IIA analysis. Investigation of the proposed impermeable pavement
and roofs reveals approximately 1.7 acres, resulting in just over 83% impervious cover. The
result is an increase in flow from the Phase IIA report of nearly 5 cfs for the 100 -year storm.
The table below presents a comparison of peak runoff flowrates for drainage subbasin PA5.
While regrading of the parking lot yields reduction from the ponding shown in the Phase IIA
addendum, ponding remains at nearly 10 inches for the 100 -year event due to the increased
runoff. While there are noticeable design changes to PA5, very few changes have occurred
within the other parking areas /subbasins. The system dynamics result in insignificant
variations to the ponding depths in the surrounding parking lots.
Postdevelopment Peak Runoff Rates @ PAS
Development 10 -Year 25 -Year 100 -Year
Proposed (Original Report) 12.05 14.27 17.16
Proposed (Phase IIA Addendum) 9.04 12.30 14.80
Proposed (Phase IIB Addendum) 12.22 14.32 17.01
* Peak runoff rates from the original report include a combination of PA5 and PA6
** Acreage for the subbasins varies. Drainage area maps are included with their respective reports.
The additional runoff from the updated subbasin PA5 as well as recent modifications to the
offsite flow resulted in a small increase in the original postdeveloped peak flowrate at the
Krenek Tap Road culvert that serves as the system outfall. Despite the small increase, there
are still considerable reductions in peak flowrate from the predevelopment condition. These
reductions meet the objectives of the City of College Station DPDS.
Culvert Flow @ Krenek Tap Road (cfs)
Development 10 -Year 25 -Year 100 -Year
Existing 169.62 204.03 262.37
Proposed 165.20 191.05 244.28
Proposed Revised 160.56 197.98 256.74
Peak Flow Change (Proposed) -4.42 -12.98 -18.09
Peak Flow Change (Proposed Rev) -9.06 -6.05 -5.63
An updated grading plan, drainage area maps and spreadsheets have been included for your
convenience. As was mentioned earlier, proposed parking and buildings are shaded on the
grading plan. If you have any questions or comments, please feel free to contact me.
Sincerely,
'4".--"\C''''‘' k A- -------4
Terry M. Barr, E
Graduate Engineer .00ANA
:r E OF reek '
Cc: File 1 4
Jim Stewart, Owner * ; • * j
VERONI CA J. B. MORGAN)
Attachments: .. , 77689 � Q-
Updated Grading Plan 0' F0/STP�; /. / ,� I c
Drainage Area Maps • B ONA . ti :G '"
Conduit Results Summary i IIVP , ti
, --.
Hydraulic Conduit Data and Results
Waterwood Townhomes Drainage Analysis Addendum
Informational Summary
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( ft ) ( ft ) 00 ( ft ) (4) (cfs) (ft/s) (ft) (ft)
23 J3 J2 272.90 271.75 1.75 230.00 0.50 13.66 5.64 277.79 276.58
34 34 .13 274.33 273.15 1.50 235.00 13.50 0.78 3,80 278,74 1 77.79
0E-40 0/5 ciiI Outtall 263.1)0 262.80 0.00 40.00 0.50 230.63 6.11 265.77 265.06
14 14 NCI 11/8 CL'1. 9 265.80 264.00 0,00 24.0 7 50 161.10 3.03 267.41 267.05
NC2 NCI 269.00 265.80 0.00 103.00 1 .11 100.39 4.76 270.73 207,41
1001;1 PAIn 44 275 10 274.58 1.25 55.00 095 7.08 5 93 279 20 278.74
1101I PAI1 WP2 276, 15 276.00 1.00 30.00 050 8.40 10.05 278.46 275.97
2441 5C3 NC2 270.00 '69 10 0 (0 J , )0 0.68 98.50 2.88 272.66 270.73
. t. 3 270.00 270.00 4.00 510.01) 59.37 „. ,_. ...-' .: c 272.66
PA3 11 7740 2 f.
. Fr l'A3 11 274.85 274.55 990 15.00 2.00 6.46 2 03
301 1 . '1 271).15 269.01 1 00 105 00 0 49 6.22 7 ,.
50UT PA5 047 271. 0 _ /0.. , ., 03 0.56 10.17 5.70 276,17 275.87
60U1' 0,47 P4.) 4. 269.51 269.30 84.17 0,25 34.93 7 08 2 87 275.58
8099' T 04.8 12 272.78 272.25 1.z. 55 0.96 8.90 7.17 276.95 276.58
901j1 049 .13 273.93 273.40 1.25 55.00 0.90 8.13 6.55 278.04 277.79
Krell& Tap 4.9S CULV D.,'S Ct d.,V 263.50 263.00 5.00 - .00 0.91 230.62 9,01 267.05 265,77
99 1 WP7 104. cl3,9 297 79 '207 05
k 1 WP7 995 Cl 1,V 274.00 271 00 0.50 480.0. 0,63 0.00 0 .00
Kl'l W P7 (,75C1 i 9 269.01 263.91 4.00
K WP6 WP7 - ',/'://,' Multi-Conduit Links include both an underground pipe , 711
kI2 W06 \9P7 274 (R) 774.))0 0 : and an overland flow route. These are used periodically
K. F2 W06 W17 267.36 266,01 4.00 1 throughout the modeling process.
K F3 W 05 WP6 .13
0'13 WP5 W96 274.00 274.00 0.50 . In several cases the overland flow route will consist of
1:13 WP5 WP6 299 26 297 86 3.50 . short link that represents the centerline of a crowned
1,54 94.2 WP7 0.00 0.00 0.16 street to properly model spillover from one side of a
4.55 PA4 997 0.00 0.00 0.16 street to the next. These will be identified by the red,
0S12 WP I WP2 276.55 274.10 3.00 . italicized text and should be read as follows: .97
0823 WP2 WP3 774.00 272.59 3.00 I .71)
0534 W93 W94 272.22 272.12 3.50 The top row is the overland link and includes the .27
0545 904 WP5 272.00 269.51 3.50 I upstream and downstream invert elevations. In the case .97
01 11 Pond 269.14 269.00 1,50 of a spillover, the inverts will be identical with a short (1 .68
P2 P4.! 4. Pond 269.26 269.09 3.00 ft) length and a zero slope. .68
pAi ApAID RA 1 D PA I A 271.46 271.26 1.00 .58
PAM 32 04.7 271.50 270.09 1 .00 The bottom row is the underground pipe and includes .87
Pondmt Pond NCI 11) irs - upstream and downstream inverts, the pipe diameter (ft) 41
Pond 411 Pond 511 274 00 274,00 0,65 and the slope .
PondOut Pond N0 1 269.00 267.63 1.50
SI 94. 14. 11 275.50 274.55 0.50 The peak flowrate and maximum velocity for each .97
82 .11S RA LA 1 76.20 275.50 0,50 conduit are included on their respective rows. .58
83 .128 315 276.58 276.20 0.50 .49
S4 PA 113 ,1214 277.73 276.58 0.50 1 Because the maximum water surface elevation is the c.)±,
55 PA112 PAIR 278.92 277.73 0 : same for both conduits (due to common to and from .0
W10 04)0 0.4. I 0 '17(406 278,92 (3.50 nodes) the maximum water surface elevation is included . Is
W8 P48 425 276.75 276.58 0.50 on the Multi line. 65
W9 P49 P4113 277.89 277.73 0.50 .04
Conduits with one line are either underground links or --
overland flow routes but do not include both and contain
input and output data for only that link.
Waterwood Townhomes
Engineer's Estimate
Public Infrastructure Only
"'ate / '4':- ,�� Z. Z � ti /
1> e , w 1 p e r . #tott ''< /� / , ,, . € ia n tu oe o ;N
General
1 Mobilization L.S. 1 $4,650 $4,650
Sewer
2 12" PVC ASTM D2241 CL160 Gravity Sanitary Sewer L.F. 76 $23 $1,748
3 12" Plug Ea. 1 $250 $250
4 Standard Manhole Ea. 1 $2,000 $2,000
5 Trench Safety L.F. 76 $2 $152
Water
6 4" PVC AWWA C900 CL200 Water Line with Structural Backfill L.F. 83 $30 $2,490
7 4" PVC AWWA C900 CL200 Water Line L.F. 143 $20 $2,860
8 6" PVC AWWA C900 CL200 Water Line L.F. 226 $23 $5,198
9 8" PVC AWWA C900 CL200 Water Line with Structural Backfill L.F. 429 $35 $15,015
10 8" PVC AWWA C900 CL200 Water Line L.F. 41 $25 $1,025
11 4" MJ Plug Ea. 1 $150 $150
12 6" MJ Plug Ea. 2 $200 $400
13 8" MJ Plug Ea. 1 $250 $250
14 4" x 45 MJ Bend Ea. 6 $300 $1,800
15 8" x 45 MJ Bend Ea. 7 $350 $2,450
16 4" x 90 MJ Elbow Ea. 2 $300 $600
17 6" x 90 MJ Elbow Ea. 1 $325 $325
18 8" x 90 MJ Elbow Ea. 2 $350 $700
19 4" x 4" MJ Tee Ea. 1 $300 $300
20 8" x 8" MJ Tee Ea. 1 $325 $325
21 8" x 6" MJ Tee Ea. 1 $325 $325
22 8" x 4" MJ Tee Ea. 2 $325 $650
23 8" x 6" MJ Reducer Ea. 1 $325 $325
24 Connect to Existing System Ea. 2 $2,000 $4,000
25 Standard Fire Hydrant Assembly Ea. 1 $3,000 $3,000
26 Trench Safety ..,
L.F. 77 $2 $154
? E OF TF
Contingency 's • . • • 1 2 15%
$7,671
General Total f* 4 s • . ; r �� ' $4, 650
Sewer Total * 1 '� • * i $4,150
Water Total VERONICA J. B. MORGAN $31,794
Grand Total 0 • , 6B0 " ot $48,265
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