HomeMy WebLinkAboutSanitary Sewer ReportDoc Bk Vol Rg
00838288 OR 5744 199
CORRECTION
SANITARY SEWER EASEMENT
DATE: November 10, 2003
GRANTOR: SALCOR HOTEL GROUP, L.P., a Texas Limited Partnership
GRANTOR'S MAILING ADDRESS: P. O. Box 2864
(including County) Brazos County
Bryan, Texas 77805
GRANTEE: CITY OF COLLEGE STATION, TEXAS
GRANTEE'S MAILING ADDRESS: 1101 Texas Avenue
(including County) Brazos County
College Station, Texas 77840
CONSIDERATION: Ten Dollars ($10.00) and other good and valuable consideration.
EASEMENT AREA:
All that certain 0.21 acre tract or parcel of land lying and being situated in the
Richard Carter League, Abstract No. 8, in College Station, Brazos County, Texas,
and being part of Lot 1, Block 1, Greensworld Subdivision - Phase Three, according
to the plat recorded in Volume 4059, Page 57, of the Deed Records, Brazos County,
Texas; said 0.021 acre tract or parcel of land being more particularly described by
metes and bounds in Exhibit "A" attached hereto and made a part hereof for all
purposes.
This conveyance shall grant the rights herein specified only as to that portion of the above - described
Easement Area more particularly described on the attached Exhibit "A" and any additional area
outside the Easement Area necessary to install and attach equipment, guy wires, and anchors
necessary and incident to the uses of the Easement Area to erect, construct, install, and thereafter
use, operate, inspect, repair, maintain, reconstruct, modify and remove the following:
Sanitary sewer lines, water lines, connecting lines,
access facilities, and related equipment;
upon, under, over, and across the said Easement Area as described and any ways, streets, roads, or
alleys abutting same; and to cut, trim, and control the growth of trees and other vegetation on and
in the Easement Area or on adjoining property of Grantors, which might interfere with or threaten
the operation and maintenance of any public utility equipment, accessories, or operations. It being
understood and agreed that any and all equipment and facilities placed upon said property shall
remain the property of Grantee.
Grantors expressly subordinate all rights of surface use incident to the mineral estate to the above
described uses of said surface by Grantee, and agree to lender's subordinations on behalf of Grantee.
Grantors will provide Grantee with the names and addresses of all lenders.
Page 1
BgRegal ... group(o) /easements /salcor hotel - hampton inn 10.21 acre sanitary sewer easement/correction sanitary sewer easement.doc
11/10/2003
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00838288 OR 5744 200
RESERVATIONS AND RESTRICTIONS: None
TO HAVE AND TO HOLD, the rights and interests herein described unto the CITY OF COLLEGE
STATION, TEXAS, and its successors and assigns, forever, and Grantors do hereby bind
themselves, their heirs, executors, administrators, successors and assigns, to warrant and forever
defend, all and singular, these rights and interests unto the CITY OF COLLEGE STATION,
TEXAS, and its successors and assigns, against every person whomsoever lawfully claiming, or to
claim same, or any part thereof.
This CORRECTION SANITARY SEWER EASEMENT is in lieu of and in place of Sanitary
Sewer Easement dated November 10, 2003 executed by Salim M. Ismail to the City of College
Station, Texas, recorded in Volume 5720, Page 267, Official Records of Brazos County, Texas,
wherein the name of Grantor was erroneously shown as Salim M. Ismail when in fact it should
have been shown as Salcor Hotel Group, L.P., a Texas Limited Partnership and the name of
Lienholder was erroneously shown as Planters & Merchants State Bank when in fact it should
have been shown as Wallis State Bank. Other than correcting the name of Grantor and
Lienholder, no changes were made in the Sanitary Sewer Easement as originally executed, and
the effective date of this Correction Sanitary Sewer Easement relates back to the effective date
of the Sanitary Sewer Easement being corrected.
SALCOR HOTEL GROUP. L.P.,
a Texas Limited Partnership
By: SALIM ISMAIL, L.L.C., a Texas limited liability
cmmnanv (Teneral Partner
CONSENT AND SUBORDINATION BY LIENHOLDER
Lienholder, as the holder of liens(s) on the fee simple title to the Easement Property, consents to the
above grant of an easement, including the terms and conditions of such grant, and Lienholder
subordinates its lien(s) to the rights and interests of the easement, such that a foreclosure of the
lien(s) will not extinguish the rights and interests of the easement.
WALLIS STATE BANK
BY:
Printed
Title: I lc ['
APPROVED:
City Attorney
Page 2
Bgaegal ... group(o) /easements /salcor hotel - hampton inn 10.21 acre sanitary sewer easement/correction sanitary sewer easement.doc
11110/2003
SALIM ISMAIL, President
Doc Bk
00838288 OR
THE STATE OF TEXAS §
COUNTY OF BRAZOS §
ACKNOWLEDGMENT
57441 201
This instrument was acknowledged before me on the 1 day of NO 2003, by
SALIM ISMAIL, as President of SALIM ISMAIL, L.L.C., a Texas limited liability company, as
General Partner of SALCOR HOTEL GROUP., L.P., a Texas limited partnership, on behalf of said
SALCOR HOTEL GROUP, L.P.
0 50
THE STATE OFT XAS §
§
COUNTY OF §
L ,L�- W I zAA 1L RkW 1
ACKNOWLEDGMENT
is ' nstrument was ackpowled d before e o the l day of XW , 2003, by
as , of WALLIS STATE BANK, on behalf
of aid bank.
7
PHEOBE KAY DYCHES
MYCOMMiSSKNJExPIRES Notary Public in d r the Stat of TEXAS
r
g�ptomb�r 26, 2004
F lo',
PREPARED IN THE OFFICE OF: RETURN ORIGINAL DOCUMENT TO:
City of College Station City of College Station
Legal Department Legal Department
P.O. Box 9960 P.O. Box 9960
College Station, Texas 77842 -9960 College Station, Texas 77842 -9960
Page 3
Bgll egal ... group(o)leasements/salcor hotel - hampton inn 10.21 acre sanitary sewer easement/correction sanitary sewer easement.doc
11/10/2003
Lot 1, Blk 1
Doc Bk
00 OR
— 20 ."V S Sewer Easemen
Re -Route on 21" Sanitary Sewer Line
Greensworld Subdivision - Phase Three Volume 4059, Page 57
Richard Carter Survey, A -8
College Station, Brazos County, Texas
5744 202 9
Field notes of a 20-' wide sanitary sewer easement, lying and being situated in
the Richard Carter Survey, Abstract No. 8, College Station, Brazos County, Texas, and
being part of Lot 1, Blk 1 of Greensworld Subdivision - Phase Three according to the
plat recorded in Volume 4059, Page 57, of the Official Records of Brazos County,
Texas, and being more particularly described as follows:
COMMENCING at 1 /" iron rod found marking the northwest corner of the
beforementioned Lot 1, Blk 1 - Greensworld Subdivision - Phase Three in the east
right -of -way line of Earl Rudder Freeway (State Highway No. 6 - East By- Pass);
THENCE N 75 00' 38" E along the north line of the beforementioned Lot 1, Blk
1 - Greensworld Subdivision - Phase Three for a distance of 32.61 feet to a 60d nail
set in the southwest line of a 20' City of College Station sanitary sewer easement
recorded in Volume 399, Page 107, of the Deed Records of Brazos County, Texas;
THENCE S 35 45'18" E along the southwest line of the beforementioned 20'
wide sanitary sewer easement and through the interior of the beforementioned Lot 1,
Blk 1 - Greensworld Subdivision - Phase Three, for a distance of 126.73 feet to a nail
set at the PLACE OF BEGINNING of this description;
THENCE continuing along the southwest line of the beforementioned 20' wide
sanitary sewer easement, as follows:
S 35 45' 18" E for a distance of 4.62 feet to an angle point comer,
S 56 45' 14" E for a distance of 29.87 feet to a nail set;
THENCE thru the interior of the beforementioned Lot 1, Blk 1, as follows:
S 18 13'02" E for a distance of 133.64 feet to a nail set,
S 75 09' 11" E for a distance of 263.79 feet to a nail set in the
southwest line of the beforementioned 20' wide
sanitary sewer easement (3991107);
THENCE S 56 E along the southwest line of the beforementioned 20'
wide sanitary sewer easement for a distance of 54.00 feet to a nail set in the south line
of Lot 1, Blk 1 - Greensworld Subdivision - Phase Three, same being in a curve,
concave to the north, having a radius of 130.00 feet;
THENCE along the south line of the beforementioned Lot 1, Blk 1 - Greensworld
Subdivision Phase Three, as follows:
Westerly along said curve for an are length of 27.77 feet to a' /" iron
rod found at the end of this curve, the chord
bears N 81 16'23" W - 27.72 feet;
N 75 09' 11" W at a distance of 160.87 feet, pass a' /" iron rod
found marking the beginning of a curve where said
lot line curves away to the southwest, continue on
thru the interior of Lot 1, Blk 1, for a total distance
of 298.31 feet to a nail set;
THENCE N 18 13' 02" W for a distance of 172.25 feet to the PLACE OF
3EGINNING, encompassing an area of 0.21 acre, more or less.
C ,�.
f( V K v,- , �-�� Surveyed July 2003
S. M. KLING .
repared 07/3112003 2003 S. M. Kling
!s03- 03a:Ve- mute21 "ss
PYRIPITA
R. P. L. S. No. 2003
1EERING AND SURVEYING
BRYAN.TEXAS
Doc Bk Vol Pg
0P"38288 OR 5744 203
SCALE: 1' -60' NN
N'^
EAS EM ENT RE—.ROUTE
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1 /2' IRON
R00 FOUND 22.51.'23 "E^' 157 39 I ,Z tR °"
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?4. 8' Q aoo FOUND 56r i.
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O GREENSWORLD PHASE III ti
Nye LOT BLOCK ONE
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PLATTED — VOL 4059, PG. 57
1/r IRON 3 N a.
R00 FOUND rwb , ' .1,�t.
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h� PORTION OF ',
�h EASEMENT TO BE `'i 1�AR 1 W �'
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N 18' 13'02" W- 172.25'
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32.61' --- - - - - -- -
- - - - - - - - - - - - - - - - - CITY OF COLLEGE STATION y P
M', i 20' ELECTRICAL EASEMENT V01, 2478, PG. 255
N 18 *13'02 Fl ir3 86 VOL 1198, PG. 483
1/r IaoN STATE HIGHWAY 6 - ACCESS ROAD �° R00 FOUND
ROD FOUND
CURVE TABLE
C # DELTA RADIUS LENGTH BEARING CHORD
C1 12'14'25' 130.00' 27.77' N 81 27.72'
itakom TAB; SSESMT KUNG ENGINEERING & SURVEYING PROJECT OrCREEN5IMORLO PH 3
BRYAN, TEXAS
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SANITARY SEWER ANALYSIS
Greensworld Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
August 8, 2003
PREPARED BY:
Kling Engineering & Surveying
4011 Texas Ave., Suite A
Bryan, Texas 77802
(979) 846 -6212
SANITARY SEWER ANALYSIS
Greensworld Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
August 8, 2003
PURPOSE:
The purpose of this report is to document design considerations for the proposed reroute of the
existing 21" sanitary sewer line. This is not a comprehensive system analysis and only accounts
for an approximate 1317 lineal feet of existing 21" sanitary sewer line (from City of College
Station designated manhole M006 to M012). The realignment of the sanitary sewer line due to
the development of the subject property.
It is assumed that the existing 21" trunk line is operating near full flow capacity & that there is
existing capacity to support the proposed development of Greensworld Phase 3. The subject
property for this report is located on the southwest side of Carter's Creek, adjacent to State
Highway 6 approximately 600 If southeast of the F.M. 60 / State Highway 6 intersection.
Current development plans for the subject property include a 79 room, three story hotel with
associated parking and site amenities. Currently there is no developed land use and the
property is vacant.
Sanitary Sewer Analysis Page 2 of 5
Greensworld Phase 3
August 8, 2003
EXISTING CONDITIONS ANALYSIS:
The sanitary sewer manholes (SSMH) were field located and flowlines at the center of the
manhole measured. For purposes of this report, flowline elevations into and out of the
manhole are were assumed to be 0.05' higher and 0.05' lower than the measured center
elevation. This is to account for an assumed 0.1' drop from the entrance flowline elevation
to the exit flowline elevation. The existing sewer line pipe material is concrete with an
assumed Manning's n value of 0.013.
The sanitary sewer flow rate through this section of the system was assumed to be the
maximum flow capacity of the existing 21" sanitary sewer line between SSMH M011 and
SSMH M012. This flowrate was calculated using Manning's formula to be 6.62 cfs. Full
flow capacity of the 21" line was calculated to be 6.16 cfs (refer to Appendix A for
computation). The hydraulic grade line (HGL) elevations into and out of the SSMH's were
computed using the Standard Step Method. The Standard Method was used to estimate
headloss through the SSMH's. A headloss coefficient of 0.60 was used in the analysis at
each SSMH. The following table summarizes the existing conditions analysis.
Existing Conditions
Upstream Downstream Section Upstream
Downstream
Constructed n
Qfull
Q
Upstrm Dwnstrm
SSMH SSMH Size Invert
Invert
Slope
HGL HGL
Elevation
Elevation
Elev Elev
(ft)
(ft)
(ft/ft)
(cfs)
(cfs)
(ft) (ft)
M006 M011 21 inch 249.21
248.30
0.00110 0.013
5.26
6.62
251.58 250.14
M011 M012 21 inch 248.20
247.46
0.00151 0.013
6.16
6.62
250.07 249.21
Table 1
PROPOSED REROUTE ANALYSIS:
Design Considerations:
The proposed reroute of the 21" sanitary sewer line will begin at existing SSMH M011 and
end at existing SSMH M012. The existing 21" A.C. line will be grout filled and abandoned
in place. The proposed reroute will require approximately 500 If of new sewer line and the
addition of two SSMH. The new sanitary sewer line is to be constructed out of 24" DR -25
AWWA C -905 PVC pipe. It was decided that an increase in line size from 21" to 24" was
necessary for two reasons:
1) due to the increased length of line between existing manholes the slope of the line decreased, to
maintain existing system capacity additional flow area had to be provided
2) 21" DR -25 AVW11A C -905 pipe is not available
The Manning's n value used for the analysis is 0.013 in accordance with TNRCC for
minimum acceptable "n ".
"The minimum acceptable "n" for design and construction shall be 0.013. The "n" used
takes into consideration the slime, grit and grease layers that will affect hydraulics or
hinder flow as the pipe matures." - TRNCC Rules Ch 317 Design Criteria for Sewerage
Systems, §317.1.c.2
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
Page 3 of 5
An exception to TNRCC Design Details for manhole inverts ( §317.1.c.5.E) to match
flowlines of different sized pipes instead of tops of pipes is proposed with the reroute
constraints generating this design exception are as follows:
1) The upstream existing SSMH -M011 will not be removed /replaced, the bottom bench and invert
channel will be reshaped to conform to the new SSMH entrance & outlet pipe configuration.
Proposed flowline out is to equal the existing flowline out
2) Due to the existing 21" line having a small slope of approximately 0.15% and the proposed
reroute having a similarly small slope, matching tops of pipes at SSMH -M011 resulting in a 3"
vertical drop eliminates approximately 167 If of horizontal run required for the reroute to be
accomplished
3) A portion of existing 21" line is to remain in place at the end of the reroute. A new SSMH,
proposed SSMH -2, will be installed into the existing line. Matching tops of the two lines at this
location would cause the upstream flowline to be lower than the existing downstream flowline
The
The new SSMH's are proposed to be constructed with a smooth "U" shaped channel
having a minimum 18" depth. The minimum slope of the channel is to equal the slope of
the proposed line (approximately 0.15 %). This results in an approximate 0.01' difference in
flowline in / flowline out of a 6' inside diameter SSMH as opposed to the usual design
convention of 0.1'.
Analysis 1: Proposed Design Conditions
The following table summarizes the proposed reroute conditions analysis (refer to
Appendix A for computation summary)
Proposed Reroute Conditions
Upstream Downstream Section Upstream Downstream Constructed n Qfull Q Upstrm Dwnstrm
SSMH SSMH Size Invert Invert Slope HGL HGL
Elevation Elevation Elev Elev
(ft) (ft) (ft/ft) (cfs) (cfs) (ft) (ft)
EX M006 EX M011 21 inch 249.26 248.25 0.00122 0.013 5.54 6.62 251.18 249.83
EXM011 PROP SSMH -1 24 inch 248.25 . 248.00 0.00150 0.013 8.75 6.62 249.77 249.62
PROP SSMH -1 PROP SSMH -2 24 inch 247.99 247.50 0.00148 0.013 8.70 6.62 249.56 249.31
PROP SSMH -2 EX M012 21 inch 247.49 247.41 0.00174 0.013 6.61 6.62 249.24 249.16
Table 2
Sanitary Sewer Manhole Design:
As stated above, the SSMH's are proposed to be constructed without the usual 0.1'
difference in flowline in / flowline out. A comparison of the hydraulics resulting from both the
proposed SSMH design and a SSMH with a 0.1' drop was performed for reference. The
following table summarizes & compares the results (refer to Appendix A for computation
summary).
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
SSMH Hvdraulic Comparison (0.1' Drop in SSMH
Page 4 of 5
SSMH
Flowline
Flowline
Vel In
Vel Out
HGL In
HGL Out
EGL In
EGL Out
In
Out
Elev
Elev
Elev
Elev
(ft)
(ft)
(ft/s)
(ftts)
(ft)
(ft)
(ft)
(ft)
EX M011
248.20
2.89
2.59
249.83
249.77
249.97
249.87
PROP SSMH -1
248.00
247.90
2.42
2.36
249.63
249.57
249.72
249.66
PROP SSMH -2
247.59
247.49
2.30
2.75
249.31
249.24
249.39
249.36
EX M012
247.41
2.75
249.16
249.28
Table 3
SSMH Hvdraulic Comparison (0.01' Drop in SSMH
SSMH
Flowline
Flowline
Vel In
Vel Out
HGL In
HGL Out
EGL In
EGL Out
In
Out
Elev
Elev
Elev
Elev
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
(ft)
(ft)
EX M011
248.25
2.90
2.59
249.83
249.77
249.96
249.87
PROP SSMH -1
248.00
247.99
2.43
2.50
249.62
249.56
249.71
249.66
PROP SSMH -2
247.50
247.49
2.21
2.75
249.31
249.24
249.39
249.36
EX M012
247.41
2.75
249.16
249.28
Table 4
As seen above, the omission of the 0.1' drop across the SSMH has a minor reducing
effect on the headloss through proposed SSMH -1. This is evidenced by the slight
reduction of the energy grade line elevation at proposed SSMH -1. No effect was seen at
proposed SSMH -2. Holding a 0.1' drop across the SSMH decreases the slope of
rerouted line from proposed SSMH -1 to proposed SSMH -2 to 0.094 %. At these small
slopes, it is appears more desirable to maximize the line slope than hold a 0.1' drop in the
manhole.
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
CONCLUSIONS:
Page 5 of 5
The following table compares the hydraulic grade line elevations at the entrance and exits
of the SSMH
Hvdraulic Comparison
The proposed reroute design does not adversely affect the existing sanitary sewer line flow
characteristics upstream or downstream. As shown in table 3 above, for the given design
considerations, the rerouted sanitary sewer reduces the hydraulic grade line elevation at
the beginning SSMH -M011 and ending SSMH -M012. The hydraulic grade line through the
proposed SSMH -1 and SSMH -2 decreases in elevation from flowline in to flowline out by
an average of 0.06' per SSMH.
u b'�
State of Texas No. 24705
HGL Elev In
HGL Elev Out
SSMH
Existing
Proposed
Existing
Proposed
(ft)
(ft)
(ft)
(ft)
EX M006
251.58
251.18
251.58
251.18
EX M011
250.14
249.83
250.07
249.77
PROP SSMH -1
N/A
249.62
N/A
249.56
PROP SSMH -2
N/A
249.31
N/A
249.24
EX M012
249.21
249.16
249.21
249.16
Table 5
The proposed reroute design does not adversely affect the existing sanitary sewer line flow
characteristics upstream or downstream. As shown in table 3 above, for the given design
considerations, the rerouted sanitary sewer reduces the hydraulic grade line elevation at
the beginning SSMH -M011 and ending SSMH -M012. The hydraulic grade line through the
proposed SSMH -1 and SSMH -2 decreases in elevation from flowline in to flowline out by
an average of 0.06' per SSMH.
u b'�
State of Texas No. 24705
APPENDIX A
HYDRAULIC
COMPUTATION SUMMARY
21 " AC
Worksheet for Circular Channel
Project Description
Project File
hAengineering projects \greensworld phase 3 \san swr.fm2
Worksheet
21 "AC
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.001510 ft/ft
Diameter 21.0 in
Results
Depth
21.0
in
Discharge
6.157
cfs
Flow Area
2.41
ft 2
Wetted Perimeter
5.50
ft
Top Width
0.00
ft
Critical Depth
0.91
ft
Percent Full
100.00
Critical Slope
0.005200 ft/ft
Velocity
2.56
ft/s
Velocity Head
0.10
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
6.62
cfs
Full Flow Capacity
6.16
cfs
Full Flow Slope
0.001510 ft/ft
08/07/03 FlowMaster v5.12
10:58:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1
Vial..
EX SSMH -MO12
EX SSMH -Mi
Project Title: GREENSWORLD PHASE 3 - RE -ROUTE Project Engineer: KLING ENGINEERING
h:\..\greensworld phase 3\san- exis.stm KLING ENGINEERING Storm CAD v1.0
08/06/03 01:39:18 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1
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Project Title: GREENSWORLD PHASE 3 - RE -ROUTE Project Engineer: KLING ENGINEERING
h: \..\greensworld phase 3\san -prol .stm KLING ENGINEERING StormCAD v1.0
08/06/03 11:24:27 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1
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SANITARY SEWER ANALYSIS
Greensworld Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
August 8, 2003
PREPARED BY:
Kling Engineering & Surveying
4011 Texas Ave., Suite A
Bryan, Texas 77802
(979) 846 -6212
SANITARY SEWER ANALYSIS
Greensworld Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
August 8, 2003
PURPOSE:
The purpose of this report is to document design considerations for the proposed reroute of the
existing 21" sanitary sewer line. This is not a comprehensive system analysis and only accounts
for an approximate 1317 lineal feet of existing 21" sanitary sewer line (from City of College
Station designated manhole M006 to M012). The realignment of the sanitary sewer line due to
the development of the subject property.
It is assumed that the existing 21" trunk line is operating near full flow capacity & that there is
existing capacity to support the proposed development of Greensworld Phase 3. The subject
property for this report is located on the southwest side of Carter's Creek, adjacent to State
Highway 6 approximately 600 If southeast of the F.M. 60 / State Highway 6 intersection.
Current development plans for the subject property include a 79 room, three story hotel with
associated parking and site amenities. Currently there is no developed land use and the
property is vacant.
Sanitary Sewer Analysis Page 2 of 5
Greensworld Phase 3
August 8, 2003
EXISTING CONDITIONS ANALYSIS:
The sanitary sewer manholes (SSMH) were field located and flowlines at the center of the
manhole measured. For purposes of this report, flowline elevations into and out of the
manhole are were assumed to be 0.05' higher and 0.05' lower than the measured center
elevation. This is to account for an assumed 0.1' drop from the entrance flowline elevation
to the exit flowline elevation. The existing sewer line pipe material is concrete with an
assumed Manning's n value of 0.013.
The sanitary sewer flow rate through this section of the system was assumed to be the
maximum flow capacity of the existing 21" sanitary sewer line between SSMH M011 and
SSMH M012. This flowrate was calculated using Manning's formula to be 6.62 cfs. Full
flow capacity of the 21" line was calculated to be 6.16 cfs (refer to Appendix A for
computation). The hydraulic grade line (HGL) elevations into and out of the SSMH's were
computed using the Standard Step Method. The Standard Method was used to estimate
headloss through the SSMH's. A headloss coefficient of 0.60 was used in the analysis at
each SSMH. The following table summarizes the existing conditions analysis.
The proposed reroute of the 21" sanitary sewer line will begin at existing SSMH M011 and
end at existing SSMH M012. The existing 21" A.C. line will be grout filled and abandoned
in place. The proposed reroute will require approximately 500 If of new sewer line and the
addition of two SSMH. The new sanitary sewer line is to be constructed out of 24" DR -25
AWWA C -905 PVC pipe. It was decided that an increase in line size from 21" to 24" was
necessary for two reasons:
1) due to the increased length of line between existing manholes the slope of the line decreased, to
maintain existing system capacity additional flow area had to be provided
2) 21" DR -25 AWWA C -905 pipe is not available
The Manning's n value used for the analysis is 0.013 in accordance with TNRCC for
minimum acceptable "n ".
"The minimum acceptable "n" for design and construction shall be 0.013. The "n" used
takes into consideration the slime, grit and grease layers that will affect hydraulics or
hinder flow as the pipe matures." - TRNCC Rules Ch 317 Design Criteria for Sewerage
Systems, §317.1.c.2
Q 1-t
Existing Conditions
Upstream Downstream Section Upstream
Downstream
Constructed n
Qfull
Q
Upstrm Dwnstrm
SSMH SSMH Size Invert
Invert
Slope
HGL HGL
Elevation
Elevation
ski
Elev Elev
(ft)
(ft)
(ft/ft)
(cfs)
(cfs)
(ft) (ft)
M006 M011 21 inch 249.21
248.30
0.00110 0.013
5.26
6.62
251.58 250.14
M011 M012 21 inch 248.20
247.46
0.00151 0.013
6.16
6.62
250.07 249.21
Table 1
PROPOSED REROUTE ANALYSIS:
Design Considerations:
The proposed reroute of the 21" sanitary sewer line will begin at existing SSMH M011 and
end at existing SSMH M012. The existing 21" A.C. line will be grout filled and abandoned
in place. The proposed reroute will require approximately 500 If of new sewer line and the
addition of two SSMH. The new sanitary sewer line is to be constructed out of 24" DR -25
AWWA C -905 PVC pipe. It was decided that an increase in line size from 21" to 24" was
necessary for two reasons:
1) due to the increased length of line between existing manholes the slope of the line decreased, to
maintain existing system capacity additional flow area had to be provided
2) 21" DR -25 AWWA C -905 pipe is not available
The Manning's n value used for the analysis is 0.013 in accordance with TNRCC for
minimum acceptable "n ".
"The minimum acceptable "n" for design and construction shall be 0.013. The "n" used
takes into consideration the slime, grit and grease layers that will affect hydraulics or
hinder flow as the pipe matures." - TRNCC Rules Ch 317 Design Criteria for Sewerage
Systems, §317.1.c.2
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
Page 3 of 5
An exception to TNRCC Design Details for manhole inverts ( §317.1.c.5.E) to match
flowlines of different sized pipes instead of tops of pipes is proposed with the reroute
constraints generating this design exception are as follows:
1) The upstream existing SSMH -M011 will not be removed /replaced, the bottom bench and invert
channel will be reshaped to conform to the new SSMH entrance & outlet pipe configuration.
Proposed flowline out is to equal the existing flowline out
2) Due to the existing 21" line having a small slope of approximately 0.15% and the proposed
reroute having a similarly small slope, matching tops of pipes at SSMH -M011 resulting in a 3"
vertical drop eliminates approximately 167 If of horizontal run required for the reroute to be
accomplished
3) A portion of existing 21" line is to remain in place at the end of the reroute. A new SSMH,
proposed SSMH -2, will be installed into the existing line. Matching tops of the two lines at this
location would cause the upstream flowline to be lower than the existing downstream flowline
The
The new SSMH's are proposed to be constructed with a smooth "U" shaped channel
having a minimum 18" depth. The minimum slope of the channel is to equal the slope of
the proposed line (approximately 0.15 %). This results in an approximate 0.01' difference in
flowline in / flowline out of a 6' inside diameter SSMH as opposed to the usual design
convention of 0.1'.
Analysis 1: Proposed Design Conditions
The following table summarizes the proposed reroute conditions analysis (refer to
Appendix A for computation summary)
Proposed Reroute Conditions
Upstream Downstream Section Upstream Downstream Constructed n Qfull Q Upstrm Dwnstrm
SSMH SSMH Size Invert Invert Slope HGL HGL
Elevation Elevation Elev Elev
(ft) (ft) (ft/ft) (cfs) (cfs) (ft) (ft)
EX M006 EX M011 21 inch 249.26 248.25 0.00122 0.013 5.54 6.62 251.18 249.83
EX M011 PROP SSMH -1 24 inch 248.25 . 248.00 0.00150 0.013 8.75 6.62 249.77 249.62
PROP SSMH -1 PROP SSMH -2 24 inch 247.99 247.50 0.00148 0.013 8.70 6.62 249.56 249.31
PROP SSMH -2 EX M012 21 inch 247.49 247.41 0.00174 0.013 6.61 6.62 249.24 249.16
Table 2
Sanitary Sewer Manhole Design:
As stated above, the SSMH's are proposed to be constructed without the usual 0.1'
difference in flowirne in / flowline out. A comparison of the hydraulics resulting from both the
proposed SSMH design and a SSMH with a 0.1' drop was performed for reference. The
following table summarizes & compares the results (refer to Appendix A for computation
summary).
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
SSMH Hvdraulic Comparison (0.1' Drop in SSMH
Page 4 of 5
SSMH
Flowline
Flowline
Vel In
Vel Out
HGL In
HGL Out
EGL In
EGL Out
In
Out
_
Elev
Elev
Elev
Elev
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
(ft)
(ft)
EX M011
248.20
2.89
2.59
249.83
249.77
249.97
249.87
PROP SSMH -1
248.00
247.90
2.42
2.36
249.63
249.57
249.72
249.66
PROP SSMH -2
247.59
247.49
2.30
2.75
249.31
249.24
249.39
249.36
EX M012
247.41
2.75
249.16
249.28
Table 3
SSMH Hvdraulic Comparison (0.01' Drop in SSMH
SSMH
Flowline
Flowline
Vel In
Vel Out
HGL In
HGL Out
EGL In
EGL Out
In
Out
Elev
Elev
Elev
Elev
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
(ft)
(ft)
EX M011
248.25
2.90
2.59
249.83
249.77
249.96
249.87
PROP SSMH -1
248.00
247.99
2.43
2.50
249.62
249.56
249.71
249.66
PROP SSMH -2
247.50
247.49
2.21
2.75
249.31
249.24
249.39
249.36
EX M012
247.41
2.75
249.16
249.28
Table 4
As seen above, the omission of the 0.1' drop across the SSMH has a minor reducing
effect on the headloss through proposed SSMH -1. This is evidenced by the slight
reduction of the energy grade line elevation at proposed SSMH -1. No effect was seen at
proposed SSMH -2. Holding a 0.1' drop across the SSMH decreases the slope of
rerouted line from proposed SSMH -1 to proposed SSMH -2 to 0.094 %. At these small
slopes, it is appears more desirable to maximize the line slope than hold a 0.1' drop in the
manhole.
Sanitary Sewer Analysis
Greensworld Phase 3
August 8, 2003
CONCLUSIONS:
Page 5 of 5
The following table compares the hydraulic grade line elevations at the entrance and exits
of the SSMH
Hvdraulic Comparison
The proposed reroute design does not adversely affect the existing sanitary sewer line flow
characteristics upstream or downstream. As shown in table 3 above, for the given design
considerations, the rerouted sanitary sewer reduces the hydraulic grade line elevation at
the beginning SSMH -M011 and ending SSMH -M012. The hydraulic grade line through the
proposed SSMH -1 and SSMH -2 decreases in elevation from flowline in to flowline out by
an average of 0.06' per SSMH.
UA�
State of Texas No. 24705
HGL Elev In
HGL Elev Out
SSMH
Existing
Proposed
Existing
Proposed
(ft)
(ft)
(ft)
(ft)
EX M006
251.58
251.18
251.58
251.18
EX M011
250.14
249.83
250.07
249.77
PROP SSMH -1
N/A
249.62
N/A
249.56
PROP SSMH -2
N/A
249.31
N/A
249.24
EX M012
249.21
249.16
249.21
249.16
Table 5
The proposed reroute design does not adversely affect the existing sanitary sewer line flow
characteristics upstream or downstream. As shown in table 3 above, for the given design
considerations, the rerouted sanitary sewer reduces the hydraulic grade line elevation at
the beginning SSMH -M011 and ending SSMH -M012. The hydraulic grade line through the
proposed SSMH -1 and SSMH -2 decreases in elevation from flowline in to flowline out by
an average of 0.06' per SSMH.
UA�
State of Texas No. 24705
APPENDIX A
HYDRAULIC
COMPUTATION SUMMARY
21 " AC
Worksheet for Circular Channel
Project Description
Project File h: \engineering projects \greensworld phase 3 \san swr.fm2
Worksheet 21 " AC
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.001510 ft/ft
Diameter 21.00 in
Results
Depth
21.0
in
Discharge
6.157
cfs
Flow Area
2.41
ftZ
Wetted Perimeter
5.50
ft
Top Width
0.00
ft
Critical Depth
0.91
ft
Percent Full
100.00
Critical Slope
0.005200 ft/ft
Velocity
2.56
ft/s
Velocity Head
0.10
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
6.62
cfs
Full Flow Capacity
6.16
cfs
Full Flow Slope
0.001510 ft/ft
08/07/03 FlowMaster v5.12
10:58:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1
Vi1."11.
EX SSMH -MO12
EX SSMH -M
Project Title: GREENSWORLD PHASE 3 - RE -ROUTE Project Engineer: KLING ENGINEERING
h: \...\greensworld phase 3\san- exis.stm KLING ENGINEERING StormCAD v1.0
08/06/03 01:39:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1
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Project Title: GREENSWORLD PHASE 3 - RE -ROUTE Project Engineer: KLING ENGINEERING
h:l..\greensworld phase 3\san- prol.stm KLING ENGINEERING Storm CAD v1.0
08/06/03 11:24:27 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1
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