HomeMy WebLinkAbout48 Edelweiss Gardens Ph 8 05-18 Barndonburg LnOS-81
WATER AND SEWER ANALYSIS
FOR
EDELWEISS GARTENS SUBDIVISION
PHASES
COLLEGE STATION,
BRAZOS COUNTY, TEXAS
MAY2005
PREPARED FOR :
EDEL WEISS GAR TENS VENTURE
3 11 CECLI LA LOO P EVIEWED F R
COLLEGE STATION, TEXAS 77 45 C0MPLIANCE
JUL o s zoos~· ~'
MBESI #1059-0003 COLLEGE STATION~ .
ENGINEERING
SU BMITTE D BY:
M c CLURE & BROWNE ENGINEERING/SURVEYIN G, INC.
1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845
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McCLURE & BROWNE ENGINEERING/SURVEYING, INC.~
1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 os-8 I
(979) 693-3838 •Fax (979) 693-2554 • Email: McClureBrowne @ Verizon.net
June 15 , 2004
Bridgette George
Assistant Development Manager
Development Services, City of College Station
College Station , TX 77840
Re .: Edelweiss Gartens Subdivision , Phase 8 Construction Documents
Staff Review Response
MBESI Prjt #: 1059-0003
Dear Ms . George:
Below is the summary of the revisions made per the staff's comments.
ENGINEERING:
~MENT #1 : C2 : Please provide depiction of how the lots will be graded .
ACTION : A copy of the grading plan is attached to this letter.
~NT #2 : C2 : Lots 9 thru 16 adjacent to Passendale Ln . need to dra i n to the street
and not across other lots .
ACTION : A copy of the grading plan is attached to this letter.
FYI : There is a concern that Lots 1 thru 13 of Phase 7 will drain thru the
back of Phase 8 Lots 14 thru 25 adjacent to Lienz Lane, please address.
ACTION : A copy of the grading plan is attached to this letter.
ENT #4 : C6 : The horizontal curve data for Devme Dr. does not meet the minimum
requirements, specifically at the intersection of Lienz and Devme is there
any room for realignment?
ACTION : The horizontal curve has been adjusted to 200' centerline radius to meet
current City standards.
C7 : In profile view at Inlet 27 the flow out pipe is labeled as 33 " RCP ,
same pipe in plan view is labeled as 36"RCP .
ACTION : The plans have been updated.
E del weis s Gartens , Phase 8
City Comment Response Letter
Pag e 1of4
1
ACTION :
C8 : Inlet #45 mislabeled in plan view.
The plans have been updated.
C16: Valve replacement at Sta. 225+50 in profile view not correct (does
not match plan or inset.)
We have determined that the valve is shown correctly.
C17 Valve replacement at Sta. 237+00 in profile view not correct (does
not match plan or inset).
We have determined that the valve is shown correctly
C18: Flushing valve required at Sta . 249+50 .
The pipe has been adjusted to avoid a low point in the line.
MENT #10: C 19: Valve placement at Sta . 215+50 in profile view not correct (does
not match plan or inset).
ACTION : We have determined that the valve is shown correctly
MENT #11: C19 : Valve placement at Sta. 218+00 in profile view not correct (does
not match plan or inset).
ACTION: We have determined that the valve is shown correctly
ENT #12:C19: Conflict at Sta . 219+00 not illustrated as other in plan view.
ACTION: We have labeled other water/sewer conflicts in this manner throughout
the plans. Cross hatching has been added to the profile view to show
the one joint of pipe to be centered on the sewer line. Please contact us
with additional questions in regards to this comment.
ENT #13: C22 : Please provide spec. sheet for inlet grate (Type "AD" Base &
Hayes Grates), unfamiliar with the manufacturer.
ACTION : A copy of the information from the manufacturer is attached to this letter.
r ~NT #14 : Please verify that the gate valve placement through out the water system ~·rn••.. is appropriate for isolation of separate lines . A few of the gate valves
seem to be misplaced, however this may be due to the fact that this
system is just a piece of the larger system .
ACTION: From our review of the system, it appears that all of the lines can be
isolated by fuming off no more than 4 valves as stated in the Design
Guidelines. Some of the valves will not be in place until all of the water
mains planned for this development are constructed.
COMMENT #15 : Drainage Report : Please provide information related to the drainage
ement for SH 40 and the Edelweiss Gartens Subdivision.
The owner has committed to a 30' Drainage ROW A portion of the
ROW has been dedicated with Phase 5. The remainder will be
dedicated with Phases 9 and 12. Edelweiss Gartens, Phase 5 sheet 19
Edelweiss Gartens, Phase 8
City Comment Response Letter
Page 2of4
' '
1
shows the proposed TxDOT drainage structure and the channel that was
graded during Phase 5 construction that will convey the stormwater from
TxDOT ROW to the proposed detention pond in Phase 8.
Drainage area number 3 on Exhibit 8-2 includes the area of SH 40 that
will drain onto the Edelweiss Gartens site . TxDOT provided us with a
schematic of the proposed roadway in this area, and from that drawing
we determined flowrates and times of concentration . Those numbers
were used to build our hydraulic and hydrologic models to ensure that
our system is sized appropriately to handle runoff from SH 40.
COMMENT #16 : Drainage Report : The Drainage Area Map reflects collection for run-off
from SH 40, but the Storm Drain Drainage Area Map does not , please
explain?
ACTION : The Drainage Area Map (Exhibit 8-2) shows the entire watershed that is
draining into the proposed and existing detention ponds. This map is
used for th . HEC-1 analysis. The Storm Drain Drainage Area Map
(Exh · · -1) shows only the drainage areas that are contributing to
oposed inlets and storm drain pipes proposed with Edelweiss Gartens
Phases 7-12. The SH 40 area is not included on this map because
drainage from this area does not enter the storm drain system. It
bypasses the site in a flume created with Phase 5.
COMMENT #17 : Drainage Report : In Exhibit C-2 , specifically in Drainage Area No . 20 , 26 ,
82, and 94, there seems to be a greater amount of Carry Over (Q), have
thes · ts been considered for a larger L. Provided?
ACTIO y • drainage bypassing an inlet is routed to the next downstream inlet on
the plan. The spreadsheet includes the bypassing drainage in the street
depth and inlet calculations on all downstream drainage structures.
COMMENT #18: Dra i nage Report (pg. 3): In 'Table 2-Detention Facility #2 " please
ACTION:
explain why the proposed condition is greater than the existing condition . J
Detention Facility #2 is the proposed pond in Phase 8. This pond works •sk. ~
in correlation with Detention Facility #1 which is the existing pond in f'"r
Phase 1. Drainage flowrates for all of the design storm events are
reduced below pre-developed conditions as the drainage exits the site
from Detention Facility #1 as sho'M · 1 of the Drainage Report.
COMMENT #19 : Sewer Report: In Exhibit G some of the peak flow velocities are s ei n
to be below the minimum 2.5 fps .
ACTION : The velocity is calculated assuming that the pipe is full which sets the W
minimum slopes for sewers (0.80% for 6" in College Station). Since we
do not always have enough sewage to fill the pipe, some of the velocities
are Jess than the 2 . 5 fps . The following is an excerpt from Title 30,
Chapter 317 of the Texas Administrative Code.
E del weiss Gartens, P as P age 3 of4
City Co mme nt Respo nse Letter
.. ,
'·
' ,··.~-,\ ....
(2) Slope. All sewers shall be designed and constructed
with slopes sufficient to give a velocity when flowing full
of not less than 2.0 feet per second.... ~-nir-,·
coJAMENl-#20 : Would it be possible to get an electronic copy of the sanitary sewer
~ analysis spreadsheet, as well as the spreadsheets used in the drainage
report calculations?
ACTION: We prefer not to give electronic copies of our models out. If you would
like to set up a meeting I can explain how the spreadsheets are set up
and how they work.
If you have any questions or additional comments , please do not hesitate to let me know.
Sincerely,
l<e-1 _.,
Edelweiss Gartens, Phase 8
City Comment Response Letter
Page 4 of 4
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WATER AND SEWER SYSTEM ANALYSIS
FOR
EDELWEISS GARTENS, PHASE 8
General Information
Area encompassed by this phase: 17 . 73 acres (11 .36 acres without the park and
detention area)
Anticipated land use:
Anticipated number of lots:
Single family residential
46 lots
Notes on surrounding development: The area surrounding the site is developing with
existing phases of Edelweiss Gartens to the north
and east, and undeveloped property owned by
Edelweiss Gartens Ventures, Ltd . to the south and
west.
Water System Analysis
Primary water supply line: Existing 12" line on Victoria Avenue
PIPE2000 (Kentucky Pipe Network Model)
267 gpd (0 .185 gpm) per residential lot
Software model:
Average daily flow:
Peaking factor: 4 .0
Estimated peak domestic demand: 0 . 75 gpm per residential lot
1000 gpm Estimated fire demand:
Pipe material: PVC (C909)
Most Hydraulically Remote Point: Node EG8-10 (See Exhibit A)
Re ulated Items
Determined by calculating the lowest pressure
under static conditions
20 ! Fire flow conditions
12 i Fire flow conditions
Max. Pipe Length -6" (ft) 1500 ! Connected to 8" on both ends
'
Conclusion:
Applicable Exhibits:
Exhibit A
Exhibit B
Exhibit C
Exhibit D
Exhibit E
The proposed water system exceeds the requirements of TCEQ
and the Cities of Bryan and College Station
Schematic Water System Layout
City of College Station Fire Flow Test Report 1
City of College Station Fire Flow Test Report 2
PIPE2000 Model Output for Edelweiss Gartens, Ph 8 (static)
PIPE2000 Model Output for Edelweiss Gartens, Ph 8 (fire flow)
E delwe iss Gartens, Phase 8
MBESI #10590003
Primary outfall line:
Software model:
Average daily flow:
Peaking factor:
Pipe Material:
Manning 's N value:
Spreadsheet Notes:
Conclusion:
Applicable Exhibits:
Exhibit F
Exhibit G
Exhibit H
Sewer System Analysis
8" Line on Eagle Avenue (formerly referred to as Mountain Breeze
Way)
Microsoft EXCEL Spreadsheed based on Manning 's Equation
267 gpd per residential lot
4 .0
PVC (D3034 and D2241)
0 .013
The spreadsheet in Exhibit H computes the anticipated flowrates
from each area and the minimum slopes of the lines that serve
those areas . It compares the computed slope with either the
required minimum slope or the design slope from the plans . If the
computed slope is less than the minimum or the design slope, the
spreadsheet indicates the line is "OK".
All of the lines in the spreadsheet on Exhibit H indicate they
are OK and thus meet the design guidelines of the Cities of
Bryan and College Station. Therefore, we conclude that the
lines are adequately sized and will easily carry the sewage
flows that are expected to pass through them.
Schematic Sewer System Layout
Sewer Model Spreadsheet
Copy of Letter to TCEQ
Edelwei ss Gartens, Phase 8
MBESI #I 0590003
Date: 8 APRIL 2005
Exhibit B
Fire Flow Test #1
Number pages including cover sheet -1
Fax to: 693-2554
Attention: KENT LAZA
Company: MCCLURE ENGINEERING
From: Butch Wiliis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: 601 HARTFORD
Flow hydrant number: S-031
Pitot reading: 80
(GPM): 1500
Static hydrant number: S-066
Static PSI: 99
Residual PSI: 96
.. •.:.
Date: 8 APRIL 2005
Exhibit C
Fire Flow Test #2
Number pages including cover sheet - 1
Fax to: 693-2554
Attention: KENT LAZA
Company: MCCLURE ENGINEERING
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: 3800 SNOWDANCE
Flow hydrant number: S-066
Pi tot reading: 78
(GPM): 1480
Static hydrant number: S-067
Static PSI: 100
Residual PSI: 95
Exhibit D
Water System Analysis -Static Flow Conditions
* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
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University of Kentucky Network Modeling Software
Cop y r ighted by KP F S 1998
Vers ion 2 .000 -04/24/2003
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Date & Time : Mon Ap r 11 15 :39 :39 2005
INPUT DATA FILENAME --------------F :\1059-E-1\0003-E-1 \WATERM-1\Ede l Gar .DT2
TABULATED OUTPUT FILENAME --------F :\1059 -E-l\0003-E-l\WATERM-l\Ede l -Gar .OT2
POSTPROCESSOR RESULTS FILENAME ---F:\1059-E-1\0003-E-1\WATERM-1\Ede l-Ga r .RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL ) ......... .
PRESSURE ........... .
P I P E L I N E D A T A
ga l lon s/mi nu t e
feet
psig
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E
NAM E
NOD E NAM E S LE NGT H DIAM ET ER ROUGHNE S S MINOR
#1 #2 (f t) (in) CO EFF. LO S S CO E FF .
P-1 Vt-1 Vt -2 550 .00 12 .00 140 .0000 1.10
P -10 EG6 -13 EG6-11 38 7.68 8 .00 140.0000 2 .20
P-11 EG6 -13 EG8-01 189 .17 8 .00 140 . 0000 2.10
P-12 EG8 -01 EG8-05 235 .12 8 .00 140 .0000 3 .20
P -13 EG8 -01 EG8-02 384 .07 8 .00 140 .0000 1.10
P-14 EG8-02 EG8 -03 36 .95 6 .00 140.0000 o.oo
P-15 EG8-02 EG8 -04 170 .78 8 .00 140 .0000 1.10
P-16 EG6-11 EG6-08 225 .74 8 .00 140 .0000 2 .10
P-17 EG6 -11 EG6-12 56 .29 6 .00 140 .0000 2.70
P -18 EG 6-09 EG6-10 27 3 .14 3 .0 0 140.0000 0.00
P-19 EGB-09 EGB -08 299 .34 8 .00 140 .0000 0.00
P-2 Vt-2 Vt-3 525.78 12 .00 140 .0000 1.10
P U M
THERE
Exhibit D
Water System Analy sis -Static Flow Conditions
P-20 Vt-2 WV6-1 150 .00 8.00 140 .0000 0 .00
P-21 EG8 -05 EG8-09 767 .90 6 .00 140. 0000 4 .80
P-22 EG8-06 EG8 -05 79.42 6 .00 140 .0000 1.20
P-23 EG8 -08 EG8-07 110.96 8.00 140.0000 2 .10
P-24 EG6-02 EG6-03 348.38 3.00 140 .0000 0.00
P-25 EG8 -08 EG8-06 471 . 52 6.00 140.0000 3 .20
P-26 EG6-05 EG6-07 614 .89 6.00 140 . 0000 2.20
P-27 EG6-01 EG6-02 57 .93 6 .00 140 .0000 2.70
P-28 EG8 -10 EG8-09 207 .01 8.00 140.0000 1. 00
P-29 EG6 -05 EG6-04 65 .14 6.00 140.0000 0 .00
P-3 Vt-3 Vt-4 91.14 12.00 140.0000 0 .00
P-30 WV6-1 WV6 -2 60 .00 6 .00 140 .0000 0 .00
P-4 EG6-01 EG6-04 263 .33 6 .00 140.0000 1. 20
P-5 Vt-2 EG6-01 229 .79 8.00 140.0000 3 .60
P-6 EG6 -07 EG6 -06 148 .29 3 .00 140 .0000 0 .90
P-7 EG6-07 EG6 -13 183.49 6 .00 140 .0000 2.30
P-8 EG6-08 Vt-3 273.75 8 .00 140 . 0000 1. 80
P-9 EG6-08 EG6-09 71. 94 8 .00 140.0000 2 .70
P/L 0 S S E L E M E N T DAT A
IS A DEVICE AT NODE Vt-1 DESCRIBED BY THE FO LLOWING DATA : (ID= 1)
HEAD
(ft)
228.46
226 .73
221.54
FLOWRATE
(gp m)
0 .00
750 .00
1500 .00
EFFICIENCY
(%)
7 5.00
75 .00
75.00
THERE IS A DEVICE AT NODE WV6-2 DESCRIBED BY THE FOLLOWING DATA : (ID= 2)
HEAD
(ft)
230.77
227.88
219 .23
FLOWRATE
(gpm)
0.00
740.00
1480 .00
EFFICIENCY
(%)
75.00
75.00
75 .00
Exhibit D
Water System Analysis -Static Flow Conditions
E N D N 0 D E D A T A
NODE NODE EXTERNAL
NAME TITLE DEMAND
(gpm)
EG6-01 2 .25
EG6-02 0 .00
EG6-03 11 . 25
EG6-04 0 .00
EG6-05 5.25
EG6-06 2.25
EG6-0 7 12.00
EG6-0 8 0 .00
EG6-09 0 .00
EG6-10 9.75
EG6-11 0.00
EG6-12 0 .00
EG6 -13 0.00
EG8-01 0 .00
EG8-0 2 0 .00
EG8-0 3 0 .00
EG8 -0 4 0 .00
EG8-05 3 .00
EG8-06 5 .25
EG8-07 0 .00
EG8-08 14 . 25
EG8 -09 3 .75
EG 8-10 0 .00
Vt-1 Test Hyd 1
Vt-2 0 .00
Vt-3 0 .00
Vt-4 0.00
WV6 -1 0.00
WV6-2 Test Hyd 2
0 u T P U T 0 p T I 0 N DA TA
JUNCT I ON
ELEVATION
(ft)
300 .50
301 .00
303.00
302 .50
302 .50
307 .00
3 08 .00
308 .00
307 .00
3 10.00
310.00
310.00
310 .00
3 11 . 00
314 .00
3 14 .00
316 .00
308 .00
313 .00
316.00
318 .00
322 .00
3 25 .00
299 .00
300 .00
304 .00
0.00
297 .00
297 .00
EXTERNAL
GRADE
(ft )
299 .00
297.00
OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y s T E M c 0 N F I G u RAT I 0 N
NUMBER OF PIPES ••••••••••••••••••. (p) 30
NUMBER OF END NODES ............... ( j) 27
NUMBE R OF PR I MARY LOOPS •••.•...... (1 ) 2
NUMBER OF SUPPLY NODES .•...•.•..•. (f) 2
NUMBER OF SUPPLY ZONES •••••••••••• ( z) 1
Exhibit D Water System Analysis -Static Flow Conditions ================================================================================ Case: 0 RESULTS OBTAINED AFTER 9 TRIALS: ACCURACY S I M U L A T I 0 N D E S C R I P T I 0 N P I P E L I N E R E S U L T S 0.00000 (L A B E L) STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E P-1 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-2 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-3 P-30 P-4 P-5 P-6 P-7 P-8 P-9 NODE NUMBERS #1 #2 Vt-1 EG6-13 EG6-13 EG8-01 EG8-01 EG8-02 EG8-02 EG6-11 EG6-11 EG6-09 EG8-09 Vt-2 Vt-2 EG8-05 EG8-06 EG8-08 EG6-02 EG8-08 EG6-05 EG6-01 EGS-10 EG6-05 Vt-3 WV6-1 EG6-01 Vt-2 EG6-07 EG6-07 EG6-08 EG6-08 Vt-2 EG6-11 EGS-01 EG8-05 EG8-02 EG8-03 EG8-04 EG6-08 EG6-12 EG6-10 EG8-08 Vt-3 WV6-1 EG8-09 EGS-05 EG8-07 EG6-03 EG8-06 EG6-07 EG6-02 EG8-09 EG6-04 Vt-4 WV6-2 EG6-04 EG6-01 EG6-06 EG6-13 Vt-3 EG6-09 FLOWRATE (gpm) 0.00 -28.69 26.25 26.25 0.00 0.00 0.00 -28.69 0.00 9.75 4.89 38.44 -69.00 8.64 -14.61 0.00 11. 25 -9.36 11. 81 11. 25 0.00 -17.06 0.00 -69.00 17.06 30.56 2.25 -2.44 -38.44 9.75 HEAD MINOR LINE HL/ LOSS LOSS VELO. 1000 (ft) (ft) (ft/s) (ft/ft) 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.10 0.00 0.00 0.02 0.01 0.00 0.00 0.16 0.01 0.01 0.00 0.00 0.00 0.00 0.03 0.01 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.18 0.17 0.17 0.00 0.00 0.00 0.18 0.00 0.44 0.03 0 .11 0.44 0.10 0.17 0.00 0.51 0.11 0.13 0.13 0.00 0.19 0.00 0.78 0.19 0.20 0.10 0.03 0.25 0.06 0.00 0.03 0.02 0.02 0.00 0.00 0.00 0.03 0.00 0.36 0.00 0.01 0.11 0.01 0.03 0.00 0. 46 0.01 0.02 0.03 0.00 0.03 0.00 0. 46 0.04 0.03 0.02 0.00 0.04 0.01
Exhibit D
Water System Analysis -Static Flow Conditions
P U M P/L 0 S S E L E M E N T R E S U L T S
NAME FLOWRATE
(gpm )
Device "Vt-1" is closed
INLET
HEAD
(ft )
WV6-2 69.00 0 .00
OUTLET
HEAD
(ft)
230 .74
E N D N 0 D E R E S U L T S
NODE
NAME
EG6 -01
EG6 -02
EG6 -03
EG6-04
EG6-05
EG6 -06
EG6 -07
EG6 -08
EG6-09
EG6-10
EG6 -11
EG6 -12
EG6-13
EG8-01
EG8-02
EG8 -03
EG8-04
EG8-05
EG8-06
EG8-07
EG8-08
EG8-09
EG8-10
Vt-1
Vt-2
Vt -3
Vt-4
WV6-1
WV6-2
NODE
TITLE
Test Hyd 1
Test Hyd 2
EXTERNAL
DEMAND
(gpm)
2.25
0 .00
11. 25
0 .00
5 .25
2 .25
12.00
0.00
0 .00
9 .75
0 .00
0 .00
0 .00
0 .00
0.00
0 .00
0 .00
3 .00
5 .25
0 .00
14.25
3 .75
0 .00
0 .00
0.00
0.00
0.00
PUMP
HEAD
(f t)
230 .7
EFFIC-USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH
ENCY
( % )
POWER
(Hp)
COST
( $)
COST PARALLEL SERIES Avail.
($) (ft)
** ** 33 .2
HYDRAULIC NODE PRESSURE NODE
GRADE ELEVATION HEAD PRESSURE
(ft) (ft) (f t) (psi)
527 .69
527.69
527 .53
527 .68
527 .68
527 .67
5 27 .67
527 .68
527 .68
527 .59
527 .68
527 .68
527 .67
527.66
527 .66
527.66
52 7 .66
527.66
527 .66
527.65
527.65
527.65
527.65
527.70
527.70
527.70
527 .70
527. 72
527 .74
300 .50
301.00
303 .00
302 .50
302.50
307 .00
308 .00
308 .00
307.00
310.00
310 .00
310 .00
310 .00
311. 00
314 . 00
314 .00
316 .00
308.00
313 .00
316 .00
318.00
322 .00
325 .00
299.00
300.00
304.00
297.00
297 .00
227.19
226 .69
224 .53
225 .18
225 .18
220 .67
219.6 7
219 .68
220.68
217 .59
217.68
217 .68
217 .67
216 .66
213 .66
213 .66
211. 66
219 .66
214. 66
211. 65
209.65
205.65
202 .65
228.70
227.70
223.70
230. 72
230.74
98 .45
98 .23
97 .30
97 .5 8
97 .58
95 . 62
95 .19
95 .20
95.63
94.29
94 .33
94.33
94 .32
93.89
92 .59
92 .59
91. 72
95 .19
93.02
91 .72
90 .85
89 .12
87.82 *Lowest Pressure in Phase 8
99.10
98 .67
96 .94
99 .98
99.99
Exhibit D
Water System Analysis -Static Flow Conditions
S U M M A R Y 0 F I N F L 0 W S A N D
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
WV6-2
NET SYSTEM INFLOW
NET SYS T EM OUTFLOW
NET SYSTEM DEMAND
FLOWRATE
(gpm)
69 .00
69.00
0 .00
69.00
NODE
TITLE
Test Hyd 2
0 U T F L 0 W S
***** HYDRAULIC ANALYSIS COMPLETED *****
Exhibit E
Water System Analysis -Fire Flow Conditions
* * * * * * * * * * K y p I p E 4 * * * * * * * * * *
* *
* University of Kentucky Network Modeling Software *
* *
* Copyrighted by KPFS 1998 *
* Version 2 .000 -04/24/2003 *
* *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Mon Apr 11 15:37:57 2005
INPUT DATA FILENAME --------------F :\1059-E-l\0003-E-1\WATERM-l\Edel_Gar .DT2
TABULATED OUTPUT FILENAME --------F :\1059-E-l\0003-E-1\WATERM-l\Edel_Ga r .OT2
POSTPROCESSOR RESULTS FILENAME ---F:\1059-E-l\0003-E-l\WATERM-1\Edel_Gar.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL) ......... .
PRESSURE ........... .
P I P E L I N E DAT A
gallons/minute
feet
psig
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E
NAME
NODE NAMES LENGTH
(ft )
DIAMETER ROUGHNESS MINOR
#1 #2 (in) COEFF. LOS S COEFF.
P-1 Vt-1 Vt-2 550 .00 12.00 140.0000 1.10
P-10 EG6-13 EG6-11 387 .68 8 .00 140.0000 2 .20
P-11 EG6-13 EG8-01 189.17 8.00 140.0000 2 .1 0
P-12 EG8-01 EG8-05 235.12 8 .00 140.0000 3.20
P -13 EG8-01 EG8-02 384 .07 8 .00 140.0000 1.10
P -14 EG8-02 EG8-03 36.95 6 .00 140 .0000 0 .00
P -15 EG8-02 EG8-04 170 .7 8 8.00 140.0000 1.10
P-16 EG6-11 EG6-08 225.74 8 .00 140.0000 2.10
P-17 EG6-11 EG6-12 56.29 6 .00 140.0000 2.70
P-18 EG6-09 EG6-10 273.14 3.00 140. 0000 0.00
P-19 EG8-09 EG8-08 299.34 8.00 14 0 .0000 0 .00
P-2 Vt-2 Vt-3 525 .78 12.00 140 .0000 1.10
Exhibit E
Water System Analysis -Fire Flow Conditions
P-20 Vt-2 WV6-1 150.00 8.00 140.0000 0 .00
P-21 EG8-05 EG8-09 767.90 6 .00 140.0000 4 .80
P-22 EG8-06 EG8-05 79 .42 6 .00 140 .0000 1. 20
P-23 EG8-08 EG8-07 110 . 96 8.00 140 .0000 2.10
P-24 EG6-02 EG6-03 348.38 3 .00 140.0000 0 .00
P-25 EG8-08 EG8 -06 4 71. 52 6 .00 140.0000 3.20
P-26 EG6-05 EG6-07 614 .89 6 .00 140.0000 2 .20
P-27 EG6-01 EG6-02 57.93 6.00 140.0000 2 .70
P-28 EG8-10 EG8-09 207 .01 8 .00 140.0000 1. 00
P-29 EG6-05 EG6-04 65.14 6.00 140 . 0000 0 .00
P-3 Vt -3 Vt -4 91.14 12 .00 140. 0000 0.00
P-30 WV6-1 WV6-2 60 .00 6 .00 140.0000 0.00
P-4 EG6-01 EG6-04 263 .33 6 .00 140.0000 1. 20
P-5 Vt -2 EG6-01 229 .79 8.00 140.0000 3 .60
P -6 EG6-07 EG6-06 148.29 3 .00 140.0000 0 .9 0
P-7 EG6-07 EG6-13 183 .4 9 6.00 140. 0000 2.30
P-8 EG6-08 Vt-3 273.75 8 .00 140.0000 1. 80
P-9 EG 6-08 EG6-09 71. 94 8 .00 140.0000 2 .7 0
P U M P/L 0 s s E L E M E N T DAT A
THERE IS A DEVICE AT NODE Vt-1 DESCRIBED BY THE FOLLOWING DATA : (ID= 1)
HEAD FLOWRATE EFFICIENCY
(ft) (gpm) (%)
228 .46 0 .00 75.00
226.73 750.00 75.00
221.54 1500.00 75.00
THERE IS A DEVICE AT NODE WV6-2 DESCRIBED BY THE FOLLOWING DATA: (ID= 2)
HEAD FL OWRAT E EFFICIENCY
(ft) (gpm) (%)
230.77 0 .00 75.00
227.88 740 .00 75.00
219.23 1480.00 75.00
Exhibit E
Water System A nalysis -Fire Flow Condition s
E N D N 0 D E D A T A
NODE NODE EXTERNAL
NAME TITLE
EG6 -01
EG6-02
EG6-03
EG6-0 4
EG6-05
EG6-06
EG6-07
EG6-08
EG6-09
EG6 -10
EG6-ll
EG6-12
EG6 -13
EG8-01
EG8-02
EG8-03
EG8 -04
EG8-05
EG8-06
EG8-07
EG8 -08
EG8-09
EG8 -10 Fire Flow
Vt-1 Test Hyd 1
Vt-2
Vt-3
Vt-4
WV6-l
WV6-2 Test Hyd 2
0 u T P U T 0 p T I 0 N
DEMAND
(gpm)
2 .25
0.00
11. 25
0 .00
5 .25
2 .25
12.00
0 .00
0 .00
9.75
0.00
0.00
o.oo
0 .00
0.00
0 .00
0.00
3 .00
5.25
0 .00
14.25
3 .7 5
1000.00
0 .00
0.00
0.00
0 .00
D A TA
JUNCTION
ELEVATION
(ft)
300.50
301 .00
303 .00
302 .50
302 .50
307.00
308.00
308 .00
307.00
310 .00
310.00
310 .00
310 .00
311 . 00
314 .00
314.00
316 .00
308 .00
313 .00
316 .00
318 .00
322 .00
325.00
299 .00
300.00
304.00
0.00
297.00
297.00
EXT ERNAL
GRADE
(ft)
299.00
297.00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y S T E M C 0 N F I G U R A T I 0 N
NUMBER OF PIPES ......••....••..•.• (p) 30
NUMBER OF END NODES .•............. ( j) 27
NUMBER OF PRIMARY LOOPS •.••••.•.•. (1) 2
NUMBER OF SUPPLY NODES ••.••••••••• (f) 2
NUMBER OF SUPPLY ZONES ••..•••••••• ( z) 1
Exhibit E Water System Analysis -Fire Flow Conditions ================================================================================ Case: 0 RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY = 0.00005 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL/ NAME #1 #2 LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) -------------------------------------------------------------------------------P-1 Vt-1 Vt-2 647.65 0.54 0.06 1. 84 1. 09 P-10 EG6-13 EG6-11 -722. 51 3.38 0.73 4.61 10.60 P-11 EG6-13 EG8-01 1026.25 3.16 1. 40 6.55 24.10 P-12 EGB-01 EGB-05 1026.25 3.93 2.13 6.55 25.77 *Highest Velocity in Phase 8 P-13 EG8-01 EG8-02 0.00 0.00 0.00 0.00 0.00 P-14 EG8-02 EG8-03 0.00 0.00 0.00 0.00 0.00 P-15 EG8-02 EG8-04 0.00 0.00 0.00 0.00 0.00 P-16 EG6-ll EG6-08 -722. 51 1. 97 0.69 4.61 11. 79 P-17 EG6-11 EG6-12 0.00 0.00 0.00 0.00 0.00 P-18 EG6-09 EG6-10 9.75 0.10 0.00 0.44 0.36 P-19 EG8-09 EG8-08 -520.47 1. 42 0.00 3.32 4.75 P-2 Vt-2 Vt-3 732.26 0.65 0.07 2.08 1. 38 P-20 Vt-2 WV6-1 -421.35 0.48 0.00 2.69 3.21 P-21 EG8-05 EG8-09 483.28 12.91 2.24 5.48 19.73 P-22 EG8-06 EG8-05 -539.97 1. 64 0.70 6.13 29.45 P-23 EG8-08 EG8-07 0.00 0.00 0.00 0.00 0.00 P-24 EG6-02 EG6-03 11. 25 0.16 0.00 0.51 0.46 P-25 EG8-08 EG8-06 -534. 72 9.56 1. 83 6.07 24.16 P-26 EG6-05 EG6-07 317.99 4.76 0.44 3.61 8.47 P-27 EG6-01 EG6-02 11. 25 0.00 0.00 0.13 0.03 P-28 EG8-10 EG8-09 -1000.00 3.30 0.63 6.38 18.98 P-29 EG6-05 EG6-04 -323.24 0.52 0.00 3.67 7.98 P-3 Vt-3 Vt-4 0.00 0.00 0.00 0.00 0.00 P-30 WV6-1 WV6-2 -421.35 0.78 0.00 4.78 13.04 P-4 EG6-01 EG6-04 323.24 2.10 0.25 3.67 8.94 P-5 Vt-2 EG6-01 336.74 0.49 0. 26 2.15 3.25 P-6 EG6-07 EG6-06 2.25 0.00 0.00 0.10 0.02 P-7 EG6-07 EG6-13 303.74 1. 31 0.42 3.45 9.43 P-8 EG6-08 Vt-3 -732.26 2.45 0.61 4.67 11.17 P-9 EG6-08 EG6-09 9.75 0.00 0.00 0.06 0.01
.,
-
Exhibit E
Water System Analysis -Fire Flow Conditions
P U M P/L 0 S S E L E M E N T R E S U L T S
NAME
Vt-1
WV6-2
FLOWRATE
(gpm)
647 .65
421.35
INLET
HEAD
(ft)
0.00
0 .00
OUTLET
HEAD
(ft)
227 .17
229.83
E N D N 0 D E R E S U L T S
NODE
NAME
EG6 -01
EG6-02
EG6-03
EG6-04
EG6-05
EG6-06
EG6-07
EG6-08
EG6-09
EG6 -10
EG6 -ll
EG6 -12
EG6-13
EG8-01
EG8-02
EG8-03
EG8-04
EG8-05
EG8-06
EG8-07
EG8 -08
EG8-09
EGS-10
Vt-1
Vt-2
Vt-3
Vt -4
WV6-l
WV6-2
NODE
TITLE
EXTERNAL
DEMAND
(gp m)
2 .25
0 .00
11. 25
0 .00
5 .25
2 .25
1 2 .00
0 .00
0.00
9.75
0 .00
0 .00
0 .00
0 .00
0.00
0 .00
0 .00
3.00
5 .25
0 .00
14 .25
3 .75
Fire Flow 1000.00
Test Hyd 1
Test Hyd 2
0.00
0 .00
0.00
0 .00
PUMP
HEAD
(f t )
EFFIC-
ENCY
(%)
USEFUL INCREMTL TOTAL #PUMPS #PUMPS
POWER COST COST PARALLEL SERIES
227 .2
229 .8
(Hp) ($) ($)
HYDRAULIC NODE PRESSURE NODE
GRADE ELEVATION HEAD PRESSURE
(ft) (f t) (ft) (p s i)
97 .2 1
96.99
96 .05
95 .32
95 .10
90 .89
90. 46
92 . 64
93.07
91. 73
90 .62
90 .62
88 .84
86. 43
85.13
85 .13
84 .26
85 .10
81. 92
75.69
74.82
72 . 47
**
**
**
**
NPSH
Avail.
(ft)
33 .2
33.2
5 24.82
524 .82
524 .66
522 .47
5 21. 95
5 16 .74
5 16 .7 4
5 21. 78
521. 78
521.69
5 19 .12
519.12
515 .01
510 .45
510 .45
510 .45
510 .45
504.39
502 .06
490.67
490.67
489.24
485.31
526.17
525.57
524.84
524.84
526 .05
526.83
300.50
301 .00
303.00
302.50
302 .50
307 .00
308 .00
308 .00
307.00
310 .00
310 .00
310 .00
310 .00
311. 00
3 1 4 .00
314.00
316 .00
308 .00
313 .00
316 .00
318.00
322.00
325 .00
299.00
300 .00
304.00
224 .32
223 .82
221. 66
219 .97
219 .45
209 .74
208 .74
213.78
214. 78
211.69
209 .12
209 .12
205 .01
199 .45
1 96 .45
196 .45
194 .45
196.39
189 .06
174 .67
172.67
167 .24
160 .31
227 .17
225 .57
220 .84
69.47 ** Lowest Pressure in Phase 8
98.44
297.00
297.00
229 .05
229.83
97 .75
95.70
99 .26
99 .59
Exhibit E
Water System Analysis -Fire Flow Conditions
S U M M A R Y 0 F I N F L 0 W S A N D
(+) INFLOWS INTO THE SYSTEM FROM SU P PLY NODES
(-) OUT F LOWS FROM THE SYSTEM INTO SU P PLY NODES
NET
NET
NET
NODE
NAME
Vt -1
WV6-2
SYSTEM
SYSTEM
SYSTEM
INFLOW
OUT FL OW
DEMAND
FLOWRATE
(gpm)
647 .65
42 1.35
1069 .00
0.00
1069.00
NODE
TITLE
Test Hy d 1
T e s t Hyd 2
0 U T F L 0 W S
***** HYDRAULIC ANALYSIS COMP LET ED *****
.L Line Area of Contributing Land Uses '.'.J "' "' <i! ,, ,, ,, ]u ]u il ]u 8 From To ::; u. ::; u. ::; IE .,, !l ""::i " 15 "::i 0 " Cl ]'Cl "" x ]' "' "' 267 401 534 801 50 GPD per GPD per GPD per GPD per GPD per MH# MH# Lot Acre Acre Acre Person 13 -8 ] z" § "8 .<: ..'.:! .i: z ~ ti: 35 GPD per Person GPD Exhibit G Edelweiss Gartens Phases 5 Through 12 Sanitary Sewer Analysis .I F1ow Calculations '" v ~ ~ Menning .§ !i Average Daily Infiltration Peaking Peak Size Material Inside Friction .s ::i F1ows (ADF) (10%ADF) Factor F1ows Diameter Slope ·s § z ADF ~ .!:; GPD CFS CFS CFS (in.) Inches % Outfall #1 -Servos Phase 5, the northern half of Phase 6, Westfield Village Phase 6, future Phases 9 4 12, ond 48 Lots from Southern Tnce Subdivision Al Bl 48 0 0 0 0 0 12,816 12,816 0.0198 0.0020 Bl El 26 0 0 0 0 0 6,942 12,816 19,758 0.0306 0.0031 Cl DI 18 0 0 0 0 0 4,806 4,806 0.0074 0.0007 DI El 24 0 0 0 0 0 6,408 4,806 11,214 0.0174 0.0017 El Fl 22 0 0 0 0 0 5,874 30,972 36,846 0.0570 0.0057 Fl GI 71 0 0 0 0 0 18,957 36,846 55,803 0.0863 0.0086 GI HI 23 0 0 0 0 0 6,141 55,803 61,944 0.0958 0.0096 HI II 21 0 0 0 0 0 5,607 61,944 67,551 0.1045 0.0105 II Ml 30 0 0 0 0 0 8,010 67,551 75,561 0.1169 0.0117 Outf11l #f2 -Serves southern half of Phase 6, Phase 8, • portion of \Vestfleld Vlll1ge Phase S, and Future PhHes 7, 10, 11 A2 B2 35 0 0 0 0 0 9,345 -9,345 0.0145 0.0014 B2 C2 36 0 0 0 0 0 9,612 9,345 18,957 0.0293 0.0029 C2 D2 27 0 0 0 0 0 7,209 18,957 26,166 0.0405 0.0040 D2 H2 19 0 0 0 0 0 5,073 26,166 31,239 0.0483 0.0048 E? ~ 42 0 0 0 0 0 11,214 11,214 0.0174 0.0017 F2 G2 '33 0 0 0 0 0 8,811 11,214 20,025 0.0310 0.0031 -G2 H2~ ,,, 5 0 0 0 0 0 1,335 20,025 21,360 0.0330 0.0033 ~· J2 0 0 0 0 0 0 52,599 52,599 0.0814 0.0081 !2 J2 30 0 0 0 0 0 8,010 8,0!0 0.0124 0.0012 J2 K2 19 0 0 0 0 0 5,073 60,609 65,682 0.1016 0.0102 K2 L2 13 0 0 0 0 0 3,471 65,682 69,153 0.1070 0.0107 L2 Ml 13 0 0 0 0 0 3,471 69,153 72,624 0.1124 0.0112 MI Out 18 0 0 0 0 0 4,806 148,185 152,991 0.2367 0.0237 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 0.08 10 D3034 0.13 10 D3034 0.03 6 03034 0.07 6 D3034 0.23 KIO )J3034 0.35 12 D3034 0.39 12 D3034 0.43 12 D3034 0.48 12 D3034 0.06 6 D3034 0.12 6 03034 0.17 8 03034 0.20 8 D3D34 0.07( 6 I:lil!l34 0.13_, -~ .Q'.3034 0.ll ,rs ~3034 0.33--s D3034 0.05 8 D3034 0.42 8 D3034 0.44 8 D3034 0.46 8 D3034 0.97 15 D3034 ~ 7 9.692 0.0005 9.692 0.0011 5.793 0.0010 5.793 0.0055 9.692 0.0038 11.538 0.0035 11.538 0.0043 11.538 0.0051 11.538 0.0064 5.793 0.0039 5.793 0.0159 , t.(54 0.0064 ... 7.754 0.0091 5.793 0.0055 7.754 0.0037 7.754 0.0042 7.754 0.0258 7.754 0.0006 7.754 0.0402 7.754 0.0445 7.754 0.0491 14.124 0.0089 f Pipe Calculations "' v Actual Min. Menning Min. Slope for Ave. Daily Ave. Daily Friction Design Pipe Peak Peak Design F1ow F1ow Slope Slope Existing Slope F1ow F1ow Slope or Velocity Depth Peak Peak Check Velocity Depth ADF Designed F1ows F1ows Systems % fps Inches % % % fps Inches 0.30 1.05 0.00 0.0016 0.30 0.60 OK 1.59 1.45 0.30 1.21 0.48 0.0038 0.30 0.60 OK 1.82 1.45 0.80 0.95 0.29 0.0035 0.80 0.80 OK 1.3'7 0.87 0.80 1.22 0.58 0.0193 0.80 0.80 OK 1crso:-· ' 1.45 0.30 1.49 0.97 0.0134 0.30 0.60 OK 2.15 2.42 0.25 1.54 1.15 0.0121 0.25 0.55 OK 2.31 2.88 0.25 1.60 1.15 0.0149 0.25 0.55 OK 2.41 2.88" 0.25 1.66 1.15 0.0177 0.25 0.55 OK 2.44 2.88 0.25 1.40 1.73 0.0222 0.25 0.30 OK 2.06 4.04 0.80 1.12 0.58 0.0134 0.80 0.80 OK 1\69 1.16 0.80 1.44 0.87 0.0550 0.80 0.80 OK 2.10 2.03 0.40 1.18 1.16 0.0221 0.40 0.40 OK 1.74 2.33 0.40 1.58 1.16 0.0316 0.40 0.80 OK 2.34 2.33 0.80 1.42 0.58 0.0193 0.80 1.29 OK 2.14-~ 1.16 0.40 1.23 0.78 0.0130 0.40 0.60 ~ c.1.s.s,..;. 1)4 0.40 1.28 0.78 0.0148 0.40 0.60 \:>K --T.89\ ,A'.94 0.40 1.68 1.55 0.0895 0.40 0.60 o~ -· ·-3.10 0.40 0.96 0.00 0.0021 0.40 0.67 OK' 1.49 ... ~ 1.16 0.40 1.77 1.55 0.1396 0.40 0.60 OK 2.60 3.49 0.40 1.80 1.55 0.1547 0.40 0.59 OK 2.63 3.88 0.40 2.23 1.55 0.1706 0.40 1.00 OK 3.23 3.10 0.15 1.77 2.12 0.0309 0.15 0.34 OK 2.58 4.94 z_ f' f('s: \.)VL ~ Lk 6-F-~~r~( ~ 7 Edel 8 Sewer 411512005 Exhibit G -I -' ... ~
MB~ McCLURE & BROWNE ENGINEERING/SURVEYING, INC.
' l. 1008 Woodcreek Drive , Suite 10 3 •Coll eg e Station, T exas 7784-5
(979) 693 -3838 •Fax (979) 693 -2554-•Email : m cclurebrowne@ verizon .n et
April 15 , 2005
Mr. Louis C . Herrin, III, P .E .
TCEQ-MC 148
P . 0 . Box 13087
Austin, TX 78711-3087
Re : Chapter 317 Summary Transmittal Letter
Permittee : City of College Station
Permit Number: TPDES 10024-003
Project Name : Pebble Creek Subdivision, Phase 9E
County: Brazos County
MBESI #10650006
Dear Mr. Herrin:
The purpose of this letter is to provide the TCEQ with the information necessary to comply with the
requirements of §3 l 7 . l(a)(3)(D) of the TCEQ 's rules t itled, Design Criteria for Sewerage Systems .
The necessary information includes :
1. E ngineering F irm : McClure & Browne Engineering/Surveying, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
2 . Design E ngineer: Michael R. McClure, P .E . No. 32740
3 . Facility Owner: City of College Station, Brazos County, Texas
4 . The plans and specifications which describe the project identified in this letter are in
substantial compliance with all requirements of Chapter 317 .
5. Projec t D escription: The wastewater improvements that are detailed within this project are
located within the City of College Station in Brazos County, Texas ,
and are designed to connect to the exi sting wastewater collection
system . The project involves the extension of a sewer line into a new
phase of this residential subdivision located near the intersection of
Victoria Avenue and Graham Road. The project consists of two ne w
gravity wastewater lines and their associated appurtenances .
Wastewater from this subdivision will flow to the Carters Creek
Wastewater Treatment Plant . The following is a general description
of the new collection system :
Mr. Louis C . H errin, III, P .E .
April 15 , 200 5
Page 2
Gravity Wastewater Lines :
Number of Services : Existing Residential : 46
Amount/Type of Wastewater Pipe to be Installed :
Pipe Size
(in.) Material
8 ASTM D3034, SDR 26 PVC
8 ASTMD2241 , SDR26PVC
6 ASTM D3034 , SDR 26 PVC
6 ASTM D2241 , SDR 26 PVC
Number of Manholes : 12
Linear
Feet
2 ,108
20
534
20
Distance between manholes range from 75 LF to 500 LF .
Grade(%)
Min. Max.
0 .60 1.29
1.04 1.04
0.80 1.69
0 .80 0.80
The plans will be reviewed by the City of College Station and they will also provide construction
inspection . If you have any questions regarding this project, please contact me at (979) 693-3838 .
Very truly yours,
Michael R. McClure P .E ., R .P .L.S .
President
cc : TCEQ Region 9 Office, Wastewater Program
City of College Station, Development Services Department
CITY OF C OLLEGE STAT ION
Pl.anning & Development &rvicts
SITE LEGAL DESCRIPTION:
Edelweiss Gartens
Phase 8
23 Acres
DATE OF ISSUE: July 8, 2005
OWNER:
Edelweiss Gartens Venture
311 Cecilia Loop
College Station , Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
DEVELOPMENT PERMIT
PERMIT NO. 05-18b
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE ADDRESS:
College Station , TX, 77845
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.
Full Development Permit
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be
responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion , siltation or sedimentation resulting from the permitted work .
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from 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
3/;!fas
Date
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations:
Subdivision construction in the South fork of Lick Creek Drainage Basin
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 Design
Standards. As a condition of approval of this permit application, 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 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, certify that the finished floor elevation of the lowest floor, including 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 .
Engineer Date
Conditions or comments as part of approval :---------------------------
In accordance wi th 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 applicable codes and ordinances of the City of College Station shall
apply.
6/13/03 3 of 5
CITY OF C OLLEGE STATION
Planning & Development Seroim
SITE LEGAL DESCRIPTION:
Edelweiss Gartens
Phase 8
17 .381 Acres
DATE OF ISSUE: June 16, 2005
OWNER:
Edelweiss Gartens Venture
311 Cecilia Loop
College Station , Texas 77845
DEVELOPMENT PERMIT
PERMIT NO . 05-18a
Project Description
FOR AREAS Outside THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE ADDRESS:
College Station , Texas , 77845
DRAINAGE BASIN:
Lick Creek
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Clearing and Grading Only
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
Clearing and Grading Only
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 .
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin .
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 ex isting 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 .
p:\group\htltr\pzltr\prod\pz200 5\p0011293 .doc
FOR OFFISR ~E ONL y
P&Z CASE NO.: U::S-'8 l -------
DATE SUBMITIED: 5-f;;)-OG
CITY OF COLLEGE STATION
Planning & Development Services
FINAL PLAT APPLICATION
(Check one) D Minor
($300.00)
D Amending
($300.00)
D Final
($400.00)
D Vacating
($400.00)
[gJ Replat
($600 .00)*
*Includes public hearing fee
The following items must be submitted by an established filing deadline date for P&Z Commission consideration .
MINIMUM SUBMITTAL REQUIREMENTS:
r8J. Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet
N/A Variance Request to Subdivision Regulations -$100 (if applicable)
[gJ Development Permit Application Fee of $200.00 (if applicable).
[gJ Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed)
r8J. Application completed in full.
N/A Copy of original deed restrictions/covenants for replats (if applicable).
r8J. Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
[gJ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
Paid tax certificates from City of College Station, Brazos County and College Station l.S .D.
r8J. A copy of the attached checklist with all items checked off or a brief explanation as to why they are not.
[gJ Two (2) copies of public infrastructure plans associated with this plat (if applicable).
~Parkland Dedication requirement approved by the Parks & Rec Board , please provide proof of approval.
Date of Preapplication Conference: _______________________ _
NAME OF SUBDIVISION EDEL WEISS GARTENS PHASE 8
SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) Edelweiss Gartens. Phase F·~~~+ __
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Mr. Steve Arden Edelweiss Gartens Venture
Street Address ~3~11~C~e~ci=lia~L~o-=-o_p _________ _ City College Station
State TX Zip Code 77845 E-Mail Address ____________ _
Phone Number 979-846-8788 Fax Number 979-846-0652
PROPERTY OWNER'S INFORMATION :
Name (=S=a~m~e~a~s~a=b~o~v~e~)-----------------------~
Street Address ------------------City -----------
State _____ Zip Code _____ _ E-Mail Address -------------
Phone Number __________ _ Fax Number _____________ _
ARCHITECT OR ENGINEER'S INFORMATION :
Name McClure & Browne Engineering/Surveying . Inc. E-Mail -~m~ik~e~m'""'@_..m~c-=-cl~u~re~b~ro~w~n'"'"'e~.-=-co=m-'-'----
Street Address --------------~1~0~08~W_o~o~d~c_re~e~k~D~riv~e~---------
City College Station State ____ T"'-"X-'-----Zip Code 77845
PhoneNumber ____ ~9~7=9-~6~9=3~-3~8~3=8 ___ _ Fax Number 979-693-2554 ----~~~~~----
6/13/03 I of 5
Is there. a temp'orary blanket easement on this property? If so, please provide the Volume and Page # __ _
Acreage -Total Property 17.38 acres Total# Of Lots 46 R-0-W Acreage 3.97 acres
Existing Use: Vacant
Number of Lots By Zoning District
Proposed Use : Residential Subdivision
46 Lots/R-1 Zoning
Average Acreage Of Each Residential Lot By Zoning District: 0.16 acres/R-1 Zoning
Floodplain Acreage None
A statement addressing any differences between the Final Plat and approved Master Plan and/or Preliminary Plat (if
applicable): ~N~o~n~e ________________________________ _
·Requested Variances to Subdivision Regulations & Reason For Same : 12' Concrete Alleys to meet the REVISED
STREET GUIDELINES
Total Linear Footage of
Proposed Public:
2794 Streets
2955 Sidewalks
2672 Sanitary Sewer Lines
2824 Water Lines
975 Channels
2451 Storm Sewers
-0-Bike Lanes I Paths
Parkland Dedication due prior to filing the Final Plat:
ACREAGE:
6.018 #of acres to be dedicated + $ ____ development fee
-0-# of acres in floodplain
2.775 #of acres in detention
-0-#of acres in greenways
OR
FEE IN LIEU OF LAND :
___ #of Single-Family Dwelling Units X $556 = $ ___ _
_______ (date) Approved by Parks & Recreation Board
NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true ,
correct, and complete . The undersigned hereby requests approval by the City of College Station of the above-identified
final plat and attests that this request does not amend any covenants or restrictions associated with this plat.
Date T I
6/13/03 2 of 5
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alte rations :
Subdivision construction in the South fork of Lick Creek Drainage Basin
ACKNOWLEDGMENTS:
I, -----------------' design eng ineer/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 Pol icy and Design
Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this
appl ication 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, cert ify 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, certify that the finished floor elevation of the lowes t floor , includ ing 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 Adm inistration Flood Hazard Study and maps , as amended .
Eng ineer Date
Cond itions 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 applicable codes and ordinances of the City of College Stat ion shall
apply.
6/13/03 3 of 5
EDf::LWCJ$S E;"1/e-Te:"1S
p1-11Jse 61~;./T SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 13
FOLDED COPIES OF PLAT FOR REVIEW
CITY OF COLLEGE S TATION
Planning & Development Services
FINAL PLAT MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
(Requirements based on field survey and marked by monuments and markers.)
1. Drawn on 24" x 36" sheet to scale of 100' per inch or larger.
~ 2 . Vicinity map which includes enough of surrounding area to show general location of subject
property in relationship to College Station and its City Limits. No scale required but include north
arrow.
~3. Title Block with the following information:
ff Name and address of subdivider, recorded owner, planner, engineer and surveyor.
W Proposed name of subdivision . (Subdivision name & street names will be approved
through Brazos County 911.) (Replats need to retain original subdivision name.)
~ Date of preparation .
~ Engineer's scale in feet.
~4 ~Total area intended to be developed.
North Arrow.
~ 5. Subdivision boundary indicated by heavy lines.
6. If more than 1 sheet, an index sheet showing entire subdivision at a scale of 500 feet per inch or
larger.
7. All ~plicable certifications based on the type of final plat.
[B"" _Ownership and Dedication ~Surveyor and/or Engineer
W City Engineer (and City Planner, if a minor plat)
~ Planning and Zoning Commission (delete if minor plat) ~Brazos County Clerk
h{1v ~ Brazos County Commissioners Court Approval (ET J Plats only)
~ 8. Paid tax certificates .
6/13/03
If submitting a replat where there are existing improvements, submit a survey of the subject
property showing the improvements to ensure that no encroachments will be created.
10 . If using private septic systems, add a general note on the plat that no private sewage facility may
be installed on any lot in this subdivision without the issuance of a license by the Brazos County
Health Unit under the provisions of the private facility regulations adopted by the Commissioner's
Court of Brazos County, pursuant to the provisions of Section 21.004 of the Texas Water Code.
11. Location of the 100 Year Floodplain and floodway, if applicable, according to the most recent
available data.
12. Lot corner markers and survey monuments (by symbol) and clearly tied to basic survey data .
13. Matches the approved preliminary plat and/or master development plan.
4 of 5
~, 14. The location and description with accurate dimensions, bearings or deflection angles and radii ,
area, center angle, degree of curvature, tangent distance and length of all curves for all of the
following: (Show existing items that are intersecting or contiguous with the boundary of or forming
a boundary with the subdivision, as well as, those within the subdivision).
Existing Prop~ed
~ 0'" Streets. Continuous or end in a cul-de-sac, stubbed out streets must end into a temp
turn around unless they are shorter than 100 feet.
~ ~ Public and private R.O.W. locations and widths . (All existing and proposed R.0.W.'s
sufficient to meet Thoroughfare Plan .)
ff' ~ Street offsets and/or intersection angles meet ordinance.
ff" ffi/' Alleys .
W W Easements.
~ ~ A number or letter to identify each lot or site and each block. ~ ~ Greenbelt area/park linkages/parkland dedication ( All proposed dedications must be
reviewed by the Parks and Recreation Board prior to P & Z Commission consideration.)
15. Construction documents for all public infrastructure drawn on 24" x 36" sheets and properly sealed
by a Licensed Texas Professional Engineer that include the following :
~Street, alley and sidewalk plans, profiles and sections . One sheet must show the overall
street, alley and/or sidewalk layout of the subdivision. (may be combined with other
,,,,.utilities).
[kl/' Sanitary sewer plan and profile showing depth and grades . One sheet must show the
overall sewer layout of the subdivision . (Utilities of sufficient size/depth to meet the
~tility master plan and any future growth areas.)
[9""" Water line plan showing fire hydrants, valves , etc. with plan and profile lines showing
depth and grades. One sheet must show the overall water layout of the subdivision.
(Utilities of sufficient size/depth to meet the utility master plan and any future growth
yreas.)
[g" Storm drainage system plan with contours, street profile, inlets, storm sewer and
drainage channels, with profiles and sections . Drainage and runoff areas, and runoff
based on 5, 10, 25, 50 and 100 year rain intensity. Detailed drainage structure design,
channel lining design & detention if used . One sheet must show the overall drainage
~ayout of the subdivision.
(3"" _Detailed cost estimates for all public infrastructure listed above sealed by Texas P.E.
~Drainage Report.
~ 16.
~Erosion Control Plan (must be included in construction plans).
All off-site easements necessary for infrastructure construction must be shown on the final plat
with a volume and page listed to indicate where the separate instrument easements were filed.
Separate instrument easements must be filed prior or concurrently with Final Plat.
17. Are there impact fees associated with this development? D Yes ~
W1a.
NOTE:
6/13/03
Impact fees for R-1, R-2, & R-3 zoned final plats, must be paid prior to filing.
Will any construction occur in TexDOT rights-of-way? D Yes ~
If yes , TexDOT permit must be submitted along with the construction documents.
1. We will be requesting the corrected Final Plat to be submitted in digital form if available prior to
filing the plat at the Courthouse.
2. If the construction area is greater than 5 acres, EPA Notice of Intent (NOi) must be submitted
prior to issuance of a development permit.
5 of 5
McCLURE & BROWNE ENGINEERING/SURVEYING, INC.
July I , 2005
Mr. Alan Gibbs
City of College Station
P .O . Box 9960
1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845
(979) 693 -3838 • Fax (979) 693 -2554 • Email: mcclurebrowne@verizon.net
05-C:ZS\
..Jf 12: Io
1/\ Jo~
College Station, Texas 77842
Re: Edelweiss Gartens Subdivision, Phase 8 -Transmittal Letter for Construction Plans
Dear Alan:
Accompanying this letter are I 0 sets of construction plans for Edelweiss Gartens, Phase 8.
With the exception noted below, these plans are the same as the set you just reviewed . All of the
previous comments from the city staffhad already been addressed and the appropriate revisions made .
The only change in this set from the one you reviewed involves the sewer line size on Lienz Lane
(SE-2, Sheet 13). It was changed from an 8" line to a 6" line as you requested .
We ask that these plans be stamped with your approval for construction . Please keep those
that you need and return the remainder to us for use during the construction process. Thank you .
Sincerely,
~ j_
KentLaza,P.E . d
Project Administrator
xc : Steve Arden
attachments
Item
No .
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
EDELWEISS GARTENS, PHASE 8
Engineers Estimate
May 3, 2005
Description Unit Quantity Unit Price
p . c t f avm2 ons rue 100
Mobilization Lump Sum 1 3,000 .00
Clearing and Grubbing (Phase 8 only) Acre 12 .9 1,000 .00
Excavation (Roadway) C.Y. 5,391 3.25
1.5 11 HMAC Surface Course S.Y. 7,841 5 .85
6 11 Lime Stabilized Subgrade S.Y. 11 ,914 3 .25
E~1:ra Lime Ton 95 90 .00
7 11 Crushed Limestone Base S.Y. 2,752 8 .25
6 11 Crushed Limestone Base S .Y. 4 ,858 7 .25
Curb and Gutter (all types) L.F. 4 ,425 8 .50
Concrete Pavement (alley) S .Y. 1,557 30.00
Concrete Pavement (aprons & knuckles) S.Y. 915 30 .00
Sidewalks S.F. 14 ,739 2 .85
HCRamps S .F . 1,270 2 .85
Type ill Barricades EACH 6 500 .00
Paving Subtotal
D . rama2e s iystem c onstructaon
Excavation (Detention Pond) C.Y. 17 ,776 3 .25
15" Reinf. Concrete Pipe, Str. Backfill L.F. 125 32.00
18 11 Reinf. Concrete Pipe, Non-Str. Backfill L.F. 12 40 .00
21" Reinf. Concrete Pipe, Str. Backfill L.F. 53 35 .00
24 11 Reinf. Concrete Pipe, Non-Str. Backfill L.F. 139 50 .00
27 11 Reinf. Concrete Pipe, Str. Backfill L.F. 291 60 .00
27" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 94 55 .00
30" Reinf. Concrete Pipe, Str. Backfill L.F. 275 70 .00
30" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 236 60 .00
33 11 Reinf. Concrete Pioe, Str. Backfill L.F. 107 85 .00
33" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 118 75 .00
36" Reinf. Concrete Pipe, Str. Backfill L.F. 703 95 .00
42" Reinf. Concrete Pipe, Str. Backfill L.F. 424 115 .00
42 11 Reinf. Concrete Pioe, Non-Str. Backfill L.F. 29 105.00
48 11 Reinf. Concrete Pipe, Str. Backfill L.F. 41 130 .00
48" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 18 125 .00
5'x 4' Reinf. Concrete Box Culvert L.F. 67 250 .00
Concrete Flume S.F . 7 ,466 3 .50
Standard 10' Inlet EACH 7 2,000 .00
Standard 5' Inlet EACH 12 1,600 .00
Standard Trench Grate EACH 1 2 ,300 .00
Special Trench Grate EACH 1 2 ,500 .00
Riser Grate Inlet EACH 1 2 ,500 .00
4' dia. Storm Drain Manhole EACH 2 2,500 .00
Sloped HW for 27" RCP EACH 1 1,200 .00
Sloped HW for 33 11 RCP EACH 1 1,700 .00
Sloped HW for 48" RCP EACH 1 2 ,000 .00
Sloped HW for 5'x 4' RCBC EACH 1 3,000 .00
42" x 45 degree bend EACH 1 1,200 .00
1 of3
Total
3,000 .00
12 ,900 .00
17,520 .75
45 ,869 .85
38 ,720 .50
8,550 .00
22 ,704 .00
35 ,220.50
37,612 .50
46,710.00
27 ,450.00
42 ,006 .15
3,619 .50
3,000 .00
$344 883 .75
57 ,772 .00
4 ,000 .00
480 .00
1,855 .00
6 ,950.00
17 ,460 .00
5,170 .00
19 ,250.00
14 ,160 .00
9,095 .00
8,850 .00
66,785 .00
48 ,760 .00
3,045 .00
5,330 .00
2,250 .00
16 ,750 .00
26 ,131.00
14 ,000 .00
19 ,200 .00
2 ,300 .00
2 ,500 .00
2,500 .00
5,000 .00
1,200 .00
1,700 .00
2 ,000 .00
3,000 .00
1,200 .00
< • ' '
EDELWEISS GARTENS, PHASE 8
Engineers Estimate
May 3, 2005
Item Description No . Unit Quantity Unit Price
44 48" x 45 degree bend EACH 1 1,500 .00
45 Plug for 33" RCP EACH 1 225 .00
46 Plug for 30" RCP EACH 1 200 .00
47 Plug for 24" RCP EACH 1 175 .00
48 Remove HW on 18" RCP EACH 1 300 .00
49 Hydromulch Seeding (street ROW) S.Y. 5,290 0.50
50 Hydromulch Seeding (detention pond) S.Y. 13 ,430 0 .50
51 Dry Rip Rap S.Y. 4 50 .00
52 Construction Exit EACH 1 1,800 .00
53 Inlet Protection EACH 22 50 .00
54 Silt Fence L.F. 1,650 2.00
55 Stormwater Pollution Prevention Plan Lum Sum 1 2,000 .00
Draina e System Subtotal
a er •YS em ons rue Wt St Ct ti on
56 8" PVC, C909 Water Line, Str. Backfill L.F. 1,924 22 .00
57 6" PVC, C909 Water Line, Str. Backfill L.F. 339 20 .00
58 6" PVC, C909 Water Line, Non-Str . Backfill L.F. 595 12 .00
59 Fire Hydrant Assembly EACH 2 2,500.00
60 8" Gate Valve EACH 7 775.00
61 6" Gate Valve EACH 3 600 .00
62 8"x 13" Anchor Coupling EACH 7 150 .00
63 6"x 13" Anchor Coupling EACH 4 100.00
64 8"x 8" Tee EACH 1 360 .00
65 8"x6" Tee EACH 3 340 .00
66 8"x 6" Reducer EACH 1 300.00
67 8"x 1.5" Tapped Tee EACH 1 350 .00
68 8"x l" Tapped Tee EACH 2 350 .00
69 8"x 6" Hydrant Tee EACH 1 400 .00
70 8"x 45 degree bend EACH 2 275 .00
71 8"x 22 .5 degree bend EACH 8 275 .00
72 6"x 45 degree bend EACH 8 200 .00
73 6"x 22 .5 degree bend EACH 11 200 .00
74 6"x 11.25 degree bend EACH 1 200.00
75 2" Blow Off Assembly EACH 3 500 .00
76 1.5" Water Service, :S 20' (avg. length = 8 ft.) EACH 5 400 .00
77 1.5" Water Service, > 20' (avg. length = 48 ft.) EACH 11 850 .00
78 l" Water Service , :S 20' (avg. length = 3 ft.) EACH 8 350 .00
79 l" Water Service , > 20' (avg. lemrth = 48 ft.) EACH 8 800 .00
Water System Subtotal
Sewer S stem Construction
80 8" PVC, D-3034 , Str. Backfill, 0-8 ft. depth L.F. 15 44 .00
81 8" PVC, D-3034, Str. Backfill, 8-10 ft. depth L.F . 594 46 .00
82 8" PVC, D-3034, Str. Backfill, 10-12 ft. depth L.F. 137 48 .00
83 8" PVC, D-3034 , Non-Str. Backfill, 0-8 ft. depth L.F. 83 30 .00
84 8" PVC, D-3034, Non-Str. Backfill, 8-10 ft. de th L.F. 389 33 .00
2 of3
Total
1,500 .00
225 .00
200 .00
175 .00
300 .00
2,645 .00
6 ,715 .00
200 .00
1,800 .00
1,100 .00
3,300.00
2,000 .00
$388 ,853 .00
42 ,328.00
6,780 .00
7,140.00
5,000 .00
5,425 .00
1,800.00
1,050 .00
400 .00
360 .00
1,020 .00
300 .00
350 .00
700 .00
400 .00
550 .00
2,200.00
1,600.00
2,200.00
200 .00
1,500 .00
2,000 .00
9,350 .00
2,800 .00
6,400 .00
$101 ,853 .00
660 .00
27 ,324 .00
6,576 .00
2,490 .00
12 ,837 .00
•• "' .
Item
No .
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
EDELWEISS GARTENS, PHASE 8
Engineers Estimate
May 3, 2005
Description Unit
8" PVC, D-3034 , Non-Str. Backfill, 10-12 ft. deptl L.F.
8" PVC, D-2241 , Str. Backfill , 8-10 ft. depth L.F.
8" PVC, D-2241 , Str. Backfill , 10-12 ft. depth L.F.
6" PVC, D-3034, Str. Backfill, 0-8 ft. depth L.F.
6" PVC, D-3034, Non-Str. Backfill, 0-8 ft. depth L.F.
6" PVC, D-3034, Non-Str . Backfill, 8-10 ft. depth L.F.
6" PVC, D-2241 , Str. Backfill, 0-8 ft. depth L.F.
6 " PVC, D-2241 , Str. Backfill, 8-10 ft. depth L.F.
Standard Manhole, 6-8' ft. deep EACH
Standard Manhole, 8-10' ft. deep EACH
8" PVC Plug EACH
Standard Clean-Out EACH
4" Sewer Service :::_ 20' (avg . length= 6 ft.) EACH
4" Sewer Service > 20' (avg. length= 46 ft.) EACH
Trench Safety (sewer) L.F.
3 of3
Quantity Unit Price Total
198 36 .00 7 ,128 .00
20 46 .00 920 .00
20 50 .00 1,000 .00
537 40 .00 21 ,480 .00
336 30 .00 10 ,080.00
279 32.00 8,928.00
34 33 .00 1,122 .00
15 35.00 525 .00
3 1,900 .00 5,700 .00
8 2,100 .00 16 ,800 .00
1 75 .00 75 .00
2 400.00 800 .00
17 450 .00 7,650 .00
10 1,400.00 14 ,000 .00
2,329 2 .25 5,240 .25
Sewer System Subtotal $151 335 .25
Total Construction Cost $986,925.00
9NIH33Nl!>N3
NOii V l.S 393110~
'-~DO Z 8 0 lnr
c. ~ ~ONVl1dWOO
.JJ.L-!:t:l~O~:l!-::0~3:.:.M~3=1::.;...:A=3~t:I__..
May 31 , 2005
C ITY OF C OLLEGE S TAT ION
Planning & Development Services
110 1 Texas Avenu e, P .O . Box 9960
Coll ege St ati o n , Texas 77842
Pho n e 979.7 64 .3 570 / F ax 979 .76 4.3496
MEMORANDUM
TO : McClure & Browne Engineering/Surveying, Inc., via fax 693 .2554
FROM : Bridgette George , Development Coordinator
SUBJECT : EDELWEISS GARTENS PH 8 (FP)
Staff reviewed the above-mentioned engineering documents as requested. The
following page is a list of staff review comments detailing items that need to be
addressed . Please address the comments and submit the following information for
further staff review of the plans:
__ One (1) set of rev ised construction documents .
If you have any questions or need add itional information , please call Josh Norton or
myself at 764 .3570 .
Attachments: Staff Review Comments
Cc : Steve Arden , Ede lweiss Gartens Venture, Via fax 846 .0652
Case file no . 05-00500081
Home of Texas A&M University
I
EDELWEISS GARTENS PH 8 (FP) (05-00500081)
Engineering Review
Comments No. 1
1. C2: Please provide depiction of how the lots will be graded .
2 . C2: Lots 9 thru 16 adjacent to Passendale Ln. need to drain to the street and not
across other lots.
3. FYI: There is a concern that Lots 1 thru 13 of Phase 7 will drain thru the back of
Phase 8 Lots 14 thru 25 adjacent to Lienz Lane, please address .
4. C6: The horizontal curve data for Devrne Dr. does not meet the minimum
requirements, specifically at the intersection of Lienz and Devrne is there any
room for realignment?
5 . C7: In profile view at Inlet 27 the flow out pipe is labeled as 33" RCP, same pipe
in plan view is labeled as 36" RCP.
6. C8: Inlet #45 mislabeled in plan view.
7. C16: Valve placement at Sta. 225+50 in profile view not correct (does not match
plan or inset).
8. C17: Valve placement at Sta. 237+00 in profile view not correct (does not match
plan or inset).
9. C18: Flushing valve required at Sta. 249+50
10. C19: Valve placement at Sta. 215+50 in profile view not correct (does not match
plan or inset).
11. C19: Valve placement at Sta. 218+00 in profile view not correct (does not match
plan or inset).
12. C19: Conflict at Sta. 219+00 not illustrated as other in plan view.
13. C22: Please provide spec. sheet for inlet grate {Type "AD" Bass & Hayes
Grates), unfamiliar with the manufacturer.
14. Please verify that the gate valve placement through out the water system is
appropriate for isolation of separate lines. A few of the gate valves seem to be
misplaced, however this may be due the fact that this system is just a piece of
the larger system. .
15. Drainage Report: Please provide information related to the drainage agreement
for SH 40 and the Edelweiss Gartens Subdivision.
16. Drainage Report: The Drainage Area Map reflects collection for run-off from SH
40, but the Storm Drain Drainage Area Map does not, please explain?
17. Drainage Report: In Exhibit C-2, specifically in Drainage Area No. 20, 26, 82, and
94, there seems to be a greater amount of Carry Over (Q), have these inlets
been considered for a larger L. Provided?
18. Drainage Report (pg 3): In "Table 2 -Detention Facility #2" please explain why
the proposed condition is greater than the existing condition .
19 . Sewer Report: In Exhibit G some of the peak flow velocities are shown to be
below the minimum 2 .5 fps.
20. Would it be possible to get an electronic copy of the sanitary sewer analysis
spreadsheet, as well as the spreadsheets used in the drainage report
calculations?
Reviewed by: Josh Norton Date : May 31, 2005
NOTE : Any changes made to the plans, that have not been requested by the City of College Station, must be
explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans
that have not been pointed out to the City of College Station will constitute a completely new review .
Page 2 of 2
May 25, 2005
CITY OF COLLEGE STATION
Planning & Development Services
1101 Texas Avenue , P.O. Box 9960
College Station, Texas 77842
Phone 979.764.3570 / Fax 979 .764.3496
MEMORANDUM
TO: McClure & Brown Engineering/Surveying, Inc. (Via Fax) 693-2554
FROM: Jennifer Reeves, Project Manager
SUBJECT: EDELWEISS GARTENS PH 8 (FP) -Final Plat
Staff reviewed the above-mentioned final plat as requested. The following page is a list of staff
review comments detailing items that need to be addressed . If all comments have been
addressed and the following information submitted by Monday, Tuesday, May 31, 10 :00 a.m.,
your project will be placed on the next available Planning and Zoning Commission meeting
scheduled for, June 16, 2005, 7:00 p .m . in the City Hall Council Chambers , 1101 Texas
Avenue.
Two (2) 24"x36" copies of the revised final plat;
Ten (10) 11 "x 17" copies of the revised final plat;
One (1) Mylar original of the revised final plat; and
One (1) copy of the digital file of the final plat on diskette or e-mail to
nmanhart@cstx.gov
Upon receipt of the required documents for the Planning & Zoning meeting, your project will be
considered formally filed with the City of College Station . Please note that if all comments have
not been addressed your project will not be scheduled for a Planning & Zoning Commission
meeting. Your project may be placed on a future agenda once all the revisions have been made
and the appropriate fees paid. If you have any questions or need additional information, please
call or myself at 979.764.3570.
Attachments: Staff review comments
cc: Steve Arden, Edelweiss Gartens Venture (Via Fax) 846-0652
Case file #05-00500081
Home of Texas A&M University
. "\
STAFF REVIEW COMMENTS NO. 1
Project: EDELWEISS GARTENS PH 8 (FP) -05-00500081
PLANNING/ENGINEERING
1. Please provide a secondary access to Phase 8 . Per Fire Code, a secondary fire access
road is required as the 30-unit threshold is exceeded. Passendale could be extended to this
phase to accomplish this. The minimum acceptable road surface is 6 inches of compacted
limestone base with a one-course seal coat. Based on this fire road requirement, the replat
cannot be placed on P&Z's agenda until this road is proposed. The replat would not be filed
until the road is constructed .
2. Please provide lot corner and survey monuments (by symbol) and clearly tied to basic
survey data .
3. Construction document comments will follow in the next week.
4 . Lots 1 &3 of Bald Prairie Subdivision need to be added to the Replat and with the required
signatures.
5. Please label the dashed line depicted on the proposed city park .
6. FYI : The proposed public alleys may be 24 feet in width .
Reviewed by : Jennifer Reeves/Alan Gibbs Date : 05-24-05
ELECTRICAL
1. Developer installs conduit per city specs and design.
2. Developer prov ides 30' of 2" IMC conduit for riser poles .
3. Developer installs pull boxes, secondary pedestals and transformer pads
as per city specs and design.(pull boxes , pedestals, and pads provided by the city).
4. Developer provides easements for electric infrastructure as installed for electric lines
(including street lights).
5. Developer to provide 5 ' easement for street lights per design plan. (design plan to follow via
email)
6. Off site easements will be needed on rear of lots 1 through 8, phase 7. (electric conduits will
need to be installed through lots 1 through 8, phase 7 to provide service to lots in phase 8)
To discuss any of the above electrical comments, please contact Sam Weido at 979.764.6314 .
Reviewed by : Sam Weido Date : 5-19-05
NOTE : Any changes made to the plans, that have not been reque sted by the City of College Station , must be explained in your
next transmittal letter and "bubbled " on your plans . Any additional changes on these plans that have not been pointed out
to the City , will constitute a completely new review .
Page 2 of 2