HomeMy WebLinkAboutEngineer's ReportFAIRFIELD AT LUTHER STREET
SUPPORTING ENGINEERING CALCULATIONS
FLOW DEVELOPMENT
312 units x 0.7 LUE/unit = 218.4 LUE
POP = 218.4 LUE's x 3.5 persons/LUE = 764.40 persons
Average Dry Weather Flow:
ADWF = (764.4 persons) (100 gal/person/day)
= 76,440.50 gpd
= 53.08 gpm
Maximum Peaking Factor:
18 ( POP )1/2
Max. PF 1000
4 + ( POP)v2
1000
18 + ( 764.4)1/2
1000 _ 3.87
4 + ( 764.4)1/2
1000
Minimum Peaking Factor:
POP 0198 764.4 0.198
Min. PF =0.2x( ) =0.2x( ) =0.190
1000 1000
Maximum Dry Weather Flow:
MDWF = ADWF x PF
= 76,440.0 gpd x 3.87
= 295,823 gpd
= 205.43 gpm
Maximum Wet Weather Flow:
MWWF = MDWF + (acres x 1,000)
= 295,823 gpd + (20.6 Ac)(1,000 gpd/Ac)
= 316,423 gpd
= 219.7 ( use 275 gpm )
= 0.6127 cfs
Minimum Dry Weather Flow:
Min. DWF = ADWF X Min. PF
= 76,440 x 0.190
= 14,524 gpd
= 10.09 gpm
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April 10, 2000
T
WET WELL VOLUME SIZING
Submersible Pumps
Minimum Allowable Cycle Time 8 = 10 min
4
Volume ON/OFF = 6Q = (10 min)( 475.0 gpm) = 687.5 gallons = 91.92 ft3
Minimum 1 ft. between levels:
Use 84" (7 ft.) dia. RCP for Wet Well
Volume/Foot = n(7.0 ft)z (1.0 ft) (7.48 gal/ft3) = 247.86 gallons
4
H = 687.5 gallons = 2.38 ft.
287.86 gallft
Use 2.5 ft.
Volume On/Off = (2.5 ft)(287.86 gal/ft) = 719.65 gallons
Min Cycle Time e = V 4 = (719.65 gao 4 = 10.47 min
Q (275.0 gal/min)
AAfairfld.wpd
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April 10, 2000
1
WET WELL DETENTION TIME
tdet = tffll + tempty - V + V
Qi Qout-Qin
Where: tf = Time to fill the wet well, min.
to = Time to empty the wet well, min.
V = Volume of wet well between "pump on" and "pump off"elevation, gal.
Qo = Pumping rate, gpm
Qi = Inflow rate, gpm
Flow
Condition
VOL
(Gallons)
Qo
(gpm)
Qi
(gpm)
Qouf - Qin
(gpm)
CYCLE TIME
(Td, min)
Min DWF
719.65
275.0
10.09
264.91
74.0
ADWF
719.65
275.0
53.08
221.92
16.8
MDWF
719.65
275.0
205.43
69.57
13.8
MWWF
719.65
275.0
219.70
55.30
16.3
RETENTION CAPACITY
Volume of Wet Well
Top Elevation -
301.5
Bottom Elevation -
282.75
Natural Ground -
301.0
Pump On -
287.25
Pump Off -
284.75
Volume of Wet Well = (n / 4)(7 ft)2(301.0 ft - 284.75 ft)(7.48 gal/ft3) = 4,677.8 gallons
Volume of 4' Manholes = (rr / 4)(4 ft)2 (44 ft)(7.48 gal/ft3) = 4,135.8 gallons
Volume of 8" Influent Line = (n / 4)(8 in x 1 ft/12 in )2 (875 ft)(7.48 gal/ft3) = 2,284.6 gallons
Total Volume = 4,677.8 + 4,135.8 + 2,284.6 = 11,098.2 gallons
Maximum Dry Weather Flow = 205.43 gpm
Retention Time = 11,098.2 gal = 54.02 minutes
205.43 9P
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April 10, 2000
WET WELL BUOYANCY CALCULATIONS
Wet Well: 7 ft. diameter
Weight:
Base
= 24,000 lb
Walls
= 30,600 lb
Top
= 8,000 lb
E Weight = 62,600 Ibs
Buoyant Force = Volume of water displaced x wet well
_ (rT/4)(7.0 ft)z(19.25 ft)(62.4 Ib/cf)
= 46,228lbs
Weight of station is greater than buoyant force.
WATER HAMMER
12
a =
d
(
)
g
k
Et
p = (a) (v) + operating pressure of pipe (psi)
(2.31)(8)
Where:
a =
pressure wave velocity (ft/s)
w =
specific weight of water (62.4 Ib/ft3)
g =
acceleration of gravity (32.2 ft/sz)
k =
bulk modulus of water (300,000 psi)
d =
inner diameter of pipe (in)
E =
Young's modulus of pipe (psi)
t =
pipe wall thickness (in)
v =
flow velocity in pipe (ft/s)
p =
water hammer pressure (psi)
d =
6.0 in
t =
0.3175 in
E =
400,000 for P.V.C.
Alairfld.wpd
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April 10, 2000
Operating Pressure of Pipe
a=
(TDH ft) (62.4 Ib/ft3) = psi
(144 in 2/ft2)
12
62.4 IN 3 1 1 6.0 l
32.2 ft/s2 300,000 psi (400,000)(0.3175)
V= Q
A
(275.0 gal/min)(1 min/60 sec)(1 ft3/7.48 gao
(rr/4)(6.0 in x 1 ft/12 in)2
0.6127 ft3/sec
0.1963 ft2
= 3.12 fps
= 1,212 fps
p = (1,212 ft/sec)(3.12 ft/sec) (62.4lbs/ft3) + (41.2 ft)(62.4 /bs/ft3)
(32.2 ft/s2) 144 in 2/ft2 144 in 2/ft2
= 50.9 psi + 17.9 psi
= 68.8 psi
This pressure is below the working pressure for PVC DR 21 (200 psi). Therefore, surge protection is not
required.
A:\fairfld.wpd A-5 April 10, 2000
r
FORCE MAIN FLUSHING
F. M. Length
T fl"Sn = (tr + te) X ( (6/2)(Vrn)(60 sec/min)
Where:
to = time to empty wet well in minutes = -v
q-i
t, = time to fill wet well in minutes = v
i
Vfm = force main vel. in feet per second
8 = pump cycle time
Tf,ush = (16.8 min) (1,550 ft) = 26.6 min
(1 2 ) (3.12 fps) (60 sec/min)
2
Odor control shall be provided for the force main if the flush time exceeds 30 minutes.
SULFIDE GENERATION
d(s) = 3.28 tM (EBOD)(1 + 0.48 r)r-'
dt
s = total sulfide concentration, mg/I
t = flow time, hours
M = specific sulfide flux coefficient, m/h = 0.75 x 10-3 m/hr
EBOD = effective BODS, mg/I
r = hydraulic radius, ft D/4 for full pipe)
BOD5 = 250 mg/I
EBOD = BOD5 x 1.07J 20) , t = 25°C
= 250 x 1.07(25-20)
= 350.6 mg/1
t = 26.6 min = 0.44 hr
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April 10, 2000
r= (6.0inx1 ft/12in) =0.125 ft.
4
s = 3.28 (0.44 hr)(0.75 x 10-3 m1hr)(350.6 mgln 1 + 0.48(0.125) = 3.42 mgll
0.125
Wt (Sulfide) Per Day, = (3.42 mg)(3.785 / )(295,823 gal)( 1 lb 1 g ) = 8.44 lb
1 gal day 453.6 g 1,000 mag day
Check:
Wt (Sulfide) Per Day = (3.42 mg/1)(0.296 MGD)(8.34) = 8.44 lb/day
Note : Odor control is required in this project.
In practice, it requires 4 to 8 lbs. of H2O2 (Hydrogen Peroxide) to oxidize one pound of sulfide.
Wt (Sulfide) 8 lb H2O2 8.44 lb )(7 days
= 473 lb/wk
(1 lb sulfide)( day week )
Wt. (50% by Wt. Solution H2O2) _ (473 Ib/week)/(0.50) = 946 lb/wk
No. of Drums = 946 /b/wk (1 drum) = 1.9 drums/wk
500 /b
AAfairfld.wpd A-7 April 10, 2000
SYSTEM CURVE DATA FOR SINGLE PUMP
FLOW
(GPM)
Hf
(FT)
C = 100
H,
(FT)
C = 130
Max TDH
(FT) C=100
Max S.H. = 24.0
Min TDH
(FT) C=130
Min S.H. = 21.6
0
0
0
24.0
21.6
50
0.7
0.5
24.7
22.1
100
2.6
1.6
26.6
23.2
150
5.6
3.5
29.6
25.1
219.7
11.4
7.0
35.4
28.6
250
14.4
8.9
38.4
30.5
275
17.2
10.6
41.2
32.2
3QQ-
20.2
12.4
44 L- I
3LQ-_
hf
= 0.002083(L)(100/c)185 x (Q1.85)/(d4.8655) _ (x) Q185
d
= 6" diameter
L
= 1,550 ft
x100
= 0.0005284
x130
= 0.0003252
Where L
= Length of force main, feet
Q
= Pumping rate, gpm
d
= Diameter of pipe, inches
c
= 100 or 130
Q _
us in =
(0.6127 ft3/sec) _
3.12 fps
A
(11/4)(6.0 in x 1 ft/12 in)z
v41n= 0.6127 =7.0fps
(n/4)(4/12)2
A:%fairfld.wpd A-8 April 10, 2000
APPENDIX A
SPECIFICATIONS
Company: H20ptimize ver 5.03
Project: Fairfield at Luther Street File: (untitled)
By: Rey Cedillos, P.E. Date: 04/11/100
4" NON-CLOG SUBMERSIBLE SEWAGE PUMPS
1.01 GENERAL
A. Contractor shall furnish all labor, materials, equipment and incidentals
required to provide 2 non-clog submersible centrifugal sewage pump(s) as
specified herein.
2.01 OPERATING CONDITIONS
A. Each pump shall be rated 5.0 H.P., 230 volts, 1 phase, 60 hertz, 1800
R.P.M. The unit shall produce 275 gpm at 41.2 ft TDH, with a minimum pump
efficiency of 59%. The pump shall be capable of handling a 3" spherical solid.
The pump shall be non-overloading throughout the entire range of operation
without employing service factor. The pump shall reserve a minimum service
factor of 1.15. The performance curve submitted for approval shall state in
addition to head and capacity performance, the pump efficiency, solid handling
capacity, and reflect motor service factor.
3.01 CONSTRUCTION
A. The pump shall be a centrifugal, non-clog, solids handling, submersible,
wastewater type, model S4P as manufactured by Hydromatic Pumps. The pump
volute, motor and seal housing shall be high quality gray cast iron, ASTM
A-48, Class 30. The pump discharge shall be fitted with a 4" standard ASA 125
lb. flange, faced and drilled. All external mating parts shall be machined
and Buna N Rubber 0-ring sealed on a beveled edge. Gaskets shall not be
acceptable. All fasteners exposed to the pumped liquids shall be 300 series
stainless steel.
3.02 ELECTRICAL POWER CORD
A. Electrical power cord shall be STW-A, water resistant 230V,
60°C., UL and CSA approved and applied dependent on amp draw for size.
B. The pump shall be triple protected with a compression fitting and an epoxy
potted areas at the power cord entry to the pump. A separation between the
junction box area of the pump and the motor by a stator lead sealing gland or
terminal board shall not be acceptable.
C. The power cable entry into the cord cap assembly shall first be made with
a compression fitting. Each individual lead shall be stripped down to bare
wire at staggered intervals, and each strand shall be individually separated.
This area of the cord cap shall then be filled with an epoxy compound potting
which will prevent water contamination to gain entry even in the event of
wicking or capillary attraction.
D. The power cord leads shall then be connected to the motor leads with extra
heavy connectors having brass inserts with a screwed wire to wire connection,
rather than a terminal board that allows for possible leaks.
E. The connection box wiring shall be separated from the motor housing wiring
by stripping each lead down to bare wire, at staggered intervals, and
separating each strand. This area shall be filled with an epoxy compound
potting. Fiberglass terminal boards which are subject to heat fatigue and
cracking, and which may lead to possible leaks shall not be acceptable.
1
F. The cord cap assembly where bolted to the connection box asseab!h .ybanth sealed
connection box assembly where bolted to the motor housing shall with a Buna N Rubber 0-ring on a beveled edge to assure proper sealing.
3.03 MOTOR
A. The stator, rotor and bearings shall be mounted in a sealed submersible
type housing. The stator windings shall have Class F insulation, (155°C or
311°F), and a dielectric oil filled motor, NEMA B design. Further protection
shall be provided by on winding thermal sensors. Because air-filled motors do
not dissipate heat as efficiently as oil-filled motors, they shall not be
acceptable.
B. The pump and motor shall be specifically designed so that they may be
operated partially or completely submerged in the liquid being pumped. The
pump shall not require cooling water jackets. Dependence upon, or use of,
water jackets for supplemental cooling shall not be acceptable.
C. Stators shall be securely held in place with a removable end ring and
threaded fasteners so they may be easily removed in the field without the use
of heat or a press. Stators held by a heat shrink fit shall not be acceptable.
Stators must be capable of being repaired or rewound by local motor service
station. Units which require service only by the factory shall not be
acceptable. No special tools shall be required for pump and motor disassembly.
D. Pump shall be equipped with heat sensors. The heat sensor(s) (one on
single phase, two on three phase) shall be a low resistance, bi-metal disc
that is temperature sensitive. It shall be mounted directly on the stator
windings and sized to open at 120°C and automatically reset at 30-35°C
differential. The sensors shall be connected in series with motor starter
coil so that the starter shall be equipped with 3 leg overload heaters so all
normal overloads are protected by the starter.
3.04 BEARINGS AND SHAFT
A. An upper radial bearing and a lower thrust bearing shall be required.
These shall be heavy-duty single row ball bearings which are permanently
lubricated by the dielectric oil which fills the motor housing. Double row,
sealed grease packed bearings shall not be acceptable. Bearings which require
lubrication according to a prescribed schedule shall not be acceptable. The
upper radial bearing shall have a minimum B-10 life at the specified condition
of 40,000 hours and the lower thrust bearing shall have a minimum B-10 life at
the specified condition of 40,000 hours. Bearings shall be locally available.
B. The shaft shall be machined from a solid 303 stainless steel forging and
be a design which is of large diameter with minimum overhang to reduce shaft
deflection and prolong bearing life.
3.05 SEALS
A. The pump shall have two mechanical seals, mounted in tandem, with an oil
chamber between the seals. John Crane Type 21, BF1C1, seals shall be used with
the rotating seal faces being carbon and the stationary seal faces to be
ceramic. The lower seal shall be replaceable without disassembly of the seal
chamber and without the use of special tools. Pump-out vanes shall be present
on the backside of the impeller to keep contaminates out of the seal area.
Units which require the use of tungsten-carbide seals or foreign manufactured
seals shall not be acceptable. Seals shall be locally available.
B. The pump shall be equipped with a seal leak detection probe and warning
system. This shall be designed to alert maintenance personnel of lower seal
2
failure without having to take the unit out of service for inspection or
requiring access for checking seal chamber oil level and consistency.
C. There shall be an electric probe or seal failure sensor installed in the
seal chamber between the two tandem mechanical seals. If the lower seal fails,
contaminants which enter the seal chamber shall be detected by the sensor and
send a signal to operate the specified warning device.
D. Units equipped with opposed mechanical seals shall not be acceptable.
3.06 IMPELLER
A. Impeller shall be of the two-vane, enclosed non-clogging design and have
pump-out vanes on the front and backside of the impeller to prevent grit and
other materials from collecting in the seal area. Single vane design impellers
which cannot be easily trimmed and which do not maintain balance with wear
causing shaft deflections and reducing seal and bearing life are not
acceptable. Impeller shall not require coating. Because most impeller coatings
do not remain beyond the very early life of the impeller, efficiency and other
performance data submitted shall be based on performance with an uncoated
impeller. Attempts to improve efficiency by coating impeller shall not be
acceptable.
B. Impellers shall be dynamically balanced. The tolerance values shall be
listed below according to the International Standard Organization grade 6.3
for rotors in rigid frames. The tolerance is to be split equally between the
two balance planes which are the two impeller shrouds.
RPM Tolerance
3500 .01 in. - oz./lb. of impeller weight
1750 .02 in. - oz./lb. of impeller weight
1150 .026 in. - oz./lb. of impeller weight
870 .03 in. - oz./lb. of impeller weight
C. The impeller shall be slip fit to a tapered shaft and key driven. A300
series stainless steel washer and impeller bolt shall be used to fasten the
impeller to the shaft. Straight end shafts and/or threaded shafts for
attachment of the impeller shall not be acceptable.
3.07 CASING
A. The casing shall be of the end suction volute type having sufficient
strength and thickness to withstand all stress and strain from service at full
operating pressure and load. The casing shall be of the centerline discharge
type equipped with an automatic pipe coupling arrangement for ease of
installation and piping alignment. The design shall be such that the pumps
will be automatically connected to the discharge piping when lowered into
position with the guide rails. The casing shall be accurately machined and
bored for register fits with the suction and casing covers.
B. A volute case wearing ring shall be provided
The wear ring shall be alloy 230 brass, ASTMB-43
stainless steel fasteners. The wear ring shall be
field. Wear rings of any other material shall not
3.08 PAINTING
to minimize impeller wear.
and held by 300 series
easily replaceable in the
be acceptable.
3
A. The pump shall be painted after assembly, but before testing, with a zinc
chromate base enamel. The paint shall be applied in one coat with minimum mil
thickness of ? mils. The paint shall be air dried prior to testing.
3.09 SERVICEABILITY
A. The complete rotating assembly shall be capable of being removed from the
volute without disturbing the suction piping, discharge piping, and volute.
The motor housing, seal housing with seal plate and impeller still attached to
the shaft shall be capable of being lifted out of the volute case from the top
as one assembly.
3.10 SUPPORT
A. Though the pump may not require feet to support the unit while installed,
the pump volute must have feet to support the unit when removed for service.
Units which do not have feet upon which the unit can be supported when removed
for service shall not be acceptable.
4.01 TESTING
A. Commercial testing shall be required and include the following:
1. The pump shall be visually inspected to confirm that it is built in
accordance with the specification as to HP, voltage, phase and hertz.
2. The stator motor leads shall be tested for integrety using a megohmeter at
the highest setting.
3. Pump shall be allowed to run dry to check for proper rotation.
4. Discharge piping shall be attached, the pump submerged in water and amp
readings shall be taken in each leg to check for an imbalanced stator winding.
If there is a significant difference in readings, the stator windings shall be
checked with a bridge to determine if an unbalanced resistance exists. If so,
the stator shall be replaced.
5. The pump shall be removed from the water, megohmeter tested again, dried
and the motor housing filled with dielectric oil.
B. In addition to the above commercial testing, a special megohmeter test
shall be performed and include the following:
1. The pump shall be submerged in water and allowed to run at maximum load
for 30 minutes.
2. A written report on the above shall be prepared by the test engineer,
certified and submitted to the engineer.
C. A nonwitnessed Hydraulic Institute performance test shall be performed.
This shall include the following.
1. The pump shall be tested at the design point as well as at least 4 other
points to develop a curve. Data shall be collected to plot the head capacity
curve as well as a KW input and amperage curve.
2. In making these tests, no minus tolerance or margin shall be allowed with
respect to capacity, total head or efficiency at the specified design
condition. Pump shall be held within a tolerance of 10% of rated capacity or
at rated capacity with a tolerance of 50 of rated head. The pump shall be
tested at shutoff, but not be plotted, and only used as a reference point when
4
plotting the performance curve.
3. Complete records shall be kept of all information relevant to the test, as
well as the manufacturer's serial number, type and size of pump, as well as
any impeller modifications made to meet the design conditions.
4. A written test report shall be prepared, signed and dated by the test
engineer incorporating 3 curves (head-capacity, KW input, and amperage) along
with the pump serial number, test number, date, speed, volts, phase, impeller
diameter, and certification number. This report shall then be submitted to the
engineer.
5.01 WARRANTY
A. The pump unit or any part thereof shall be warranted against defects in
material or workmanship within one year from date of installation or 18 months
from date of manufacture, whichever comes first, and shall be replaced at no
charge with a new or manufactured part, F.O.B. factory or authorized warranty
service station. The warranty shall not assume responsibility for removal,
reinstallation or freight, nor shall it assume responsibility of incidental
damages resulting from the failure of the pump to perform. The warranty shall
not apply to damage resulting from accident, alteration, design, misuse or
abuse.
DUPLEX "Q" CONTROL PANEL
1.01 GENERAL
A. Contractor shall furnish all labor, materials, equipment and incidentals
required to provide duplex motor control panel as specified herein.
B. The motor control panel shall be assembled and tested by a shop meeting
U.L. Standard 508 for industrial controls. The motor and control panel shall
be assembled and tested by the same manufacturer supplying the pump so as to
insure suitability and assurance of experience in matching controls to motors
and to insure single source responsibility for the equipment.
2.01 CONSTRUCTION
A. The controls for the pump shall be contained in a steel enclosure meeting
NEMA 3R requirements with a hinged door and neoprene gasket.
B. The enclosure shall have provisions for padlocking. A nameplate shall be
permanently affixed to the panel and include the model number, voltage, phase,
hertz, ampere rating and horsepower rating. A warning label against electric
shock shall be permanently affixed to the outer door. All fasteners shall be
300 series stainless steel or type 6063T5 aluminum, or thermoplastic. The
outer door shall be attached to the enclosure using captured, quarter turn
thermoplastic screws and non-corrosive lift off hinge. The hinge shall permit
the outer door to be separated from the main enclosure, when opened, by a
simple upward motion. A hinge arrangement which requires unbolting for removal
of the outer door is not acceptable.
C. A steel back panel with electroplated bright zinc and clear chromate
finish shall be provided. A painted steel back panel will not be acceptable.
The back panel shall be mounted on stainless steel bolts using stainless steel
nuts and lock washers to maintain enclosure integrity and shall be used as the
means for mounting the components in the enclosure.
D. A run light and hand-off-auto switch shall be provided. Run light and
5
hand-off-auto switch shall be mounted on an electroplated bright zinc with
clear chromate finish steel bracket. The run light and hand-off-auto switch
shall be properly labeled as to function. The hand-off-auto switch shall be
rocker type with an electrical life of 50,000 operations. The run light shall
match the hand-off-auto switch in appearance and have an electrical life of
5,000 hours. Run light shall be red.
E. The incoming power shall be 230 volts, 1 phase, 60 hertz service. Terminal
blocks with box type lugs shall be supplied to terminate all wiring for floats
and heat and seal sensors for the pump, if required. The pump leads shall be
terminated at the overload relay or at box type terminal blocks. The terminal
blocks for the float connections shall be on the pump controller, as described
in paragraphs 9.03 and 9.04.
F. A circuit breaker shall be used to protect from line faults and to
disconnect the pump from the incoming power. Circuit breaker shall be thermal
magnetic and sized to meet NEC requirements for motor controls.
G. The magnetic starter shall include a contactor with a minimum mechanical
life of 3,000,000 operations and a minimum contact life of 1,000,000
operations. A definite purpose contactor shall not be acceptable. The magnetic
starter shall include an overload relay which is ambient temperature
compensated and bimetallic. The overload relay shall have test and reset
buttons. The overload relay shall be capable of being set in either manual or
automatic reset mode. In the manual mode, reset shall be accomplished only by
the operator. At 6 times full load amps the overload relay shall trip within
10 seconds or Class 10 rated overload relays shall be required.
H. Control voltage shall be 120 VAC and may be accomplished by the means of a
transformer or available line voltage. A control fuse and on/off switch shall
protect and isolate the control voltage from the line.
I. Wire ties shall be used to maintain panel wiring in neat bundles for
maintenance and to prevent interference with operating devices. All wiring
shall be color coded to facilitate maintenance and repair of the control
panel. Where a color is repeated, number coding shall be added. A schematic
shall be permanently attached to the inside surface of the front door.
J. All ground connections shall be made with ring tongue terminals and star
washers to assure proper ground.
K. A simplex pump controller shall be provided for control logic. Pump
controller shall be solid state utilizing a printed circuit board to avoid
conventional wiring. The printed circuit board of the pump controller shall be
made of U.L. listed materials.
L. The pump controller shall indicate float circuit operations utilizing red
amber LED indicator lights. LED indicator lights shall provide adequate
information so that they can be used for diagnosis in troubleshooting problems
located in the float circuits. Each LED shall be permanently labeled on the
pump controller as to function.
M. Pump controller shall have provisions for connecting float level controls
and heat sensor monitors, where applicable, to box type lug connectors.
N. Box type lug connectors shall be made of polyamide thermoplastic to
exclude aging due to heat influences. Phenolic type terminal blocks on the
pump controller shall not be acceptable. Each terminal block shall be property
and permanently labeled on.the pump controller as to its purpose.
0. Wiring of hand-off-auto switch, run light, contactor, and overload to the
6
pump controller shall be accomplished by means of plug connectors. The pump
controller shall have male header assemblies from the corresponding devices as
labeled on the pump controller for that male header assembly. Header
assemblies shall be constructed of a corrosion-resistant thermoplastic
material having a temperature range of -55 °C to 105 °C and copper alloy,
bright acid tin over nickel plating contacts. There shall be no external
lights on the pump control panel. All must be NEMA 4X rated and on a hinged
dead front door on the panel interior.
3.01 OPTIONS
A. Panel shall be equipped with the following additional features.
- U.L. 508, intrinsically safe circuit extensions for floats.
- High level alarm light (Flashing)
- High level alarm horn with push to silence switch.
- Dry contacts for telemetry of alarm conditions
- Low water alarm
- Elapsed time meter (per pump)
- Seal failure light
- Anti-condensate heater (50 watt) with thermostat
- Heat sensor - manual reset
- Phase failure protection (3 phase only)
- Surge arrestors
- Lag pump on time delay (15-20 seconds)
- 110 volt convenience outlet
- Cycle counter
- Swing dead front door
METAL-TO-METAL GUIDE RAIL STATION
1.01 GENERAL
A. Contractor shall furnish all labor, materials, equipment and incidentals
required to provide a complete pumping system as specified herein.
B. The MTM Rail System shall include 2 submersible non-clog sewage pump(s)
base elbow sealing flange with rail guide, upper guide bracket, lifting chain
or cable, access frame and hatch cover, float mounting bracket, control
equipment, guide rails (2" galvanized or stainless steel pipe) and discharge
piping.
2.01 DISCHARGE ELBOW
A. A discharge base elbow, designed to mount directly to the sump floor shall
be supplied for each pump. It shall have a standard 125 pound flange faced and
drilled on the outlet side with a matching inlet connection. The design shall
be such that the pump to discharge connection is made without the need for any
nuts, bolts, or gaskets. The base elbow shall also anchor and align the 2"
guide rails.
2.02 SEALING FLANGE WITH RAIL GUIDE
A. A sealing flange/rail guide bracket shall be mounted on each pump
discharge. It shall have a machined mating flange which matches the base elbow
discharge connection. Sealing of this discharge connection shall be
accomplished by a simple linear downward motion of the pump culminating with
the entire weight of the pumping unit supported entirely by the base elbow.
7
2.03 UPPER GUIDE BRACKET
A. The upper guide bracket shall align and support the t,ao guide rails at the
top of the sump. It shall bolt directly to the hatca frame and incorporate an
expandable rubber grommet for secure rail installation.
2.04 LIFTING CHAIN/CABLE
A. Each pumping unit shall be provided with a lifting chain or cable, and be
of sufficient length to extend from the pump to the to of the wet-well. The
access frame shall provide a hook to attach the chain or cable when not in
use. The lifting chain or cable shall be sized accordin.; to the pump weight.
2.05 ACCESS FRAME AND DOOR
A. A separate access frame assembly shall be supplied wish a separate hinged
door for removal of each pump. The frame assembly and door shall be aluminum,
with 300 series stainless steel hinges and hardware. The teel door shall be
factory painted with a corrosion resistant paint, and have either a sanded,
skid-proof cover or raised tread plate cover. The aluminum door shall have a
raised tread plate to provide a skid-proof surface. As a safety precaution,
each pump shall be provided with a separate door so as to licit access to the
wet-well. The frame shall support the float mounting bracket. A recessed
handle shall be provided with each door, as well as a safety latch to hold the
door in an open position.
2.06 FLOAT MOUNTING BRACKET
A. A float mounting bracket shall be provided with strain relies that
support and hold the level control cords. Continuous cords are tD run from
pump(s) and level controls to a control panel or junction box. No splices
shall be made in the wiring. The bracket shall be fabricated from steel,
coated for corrosion resistance, and attached to the access frame with 300
series stainless steel fasteners. A dielectric spacer should be installed when
bolting to an aluminum access frame.
2.07 GUIDE RAIL
A. The dual rail guide design keeps the pump in proper alignment with the
stationary discharge piping. The rail shall be 2" galvanized or stainless
steel pipe and positioned on each side of the pump so that no weight of the
pump bears on the rails at any time.
2.08 PIPING
A. Piping shall include one (1) swing check valve with outside lever and
spring, one (1) plug/gate valve and all the necessary gaskets, straight pipe,
brackets, elbows, tees and fittings. All piping should be coated with coal tar
epoxy or equal for corrosion resistance. Where piping passes through a wall,
welding or sealing concrete shall be used to make a watertight joint.
B. Note: The Guide Rails and Discharge Piping and Valves are generally
supplied by others. They are mentioned here and shown in the arrangement
drawing to provide assistance and clarity.
3.01 WARRANTY
A. In addition to the manufacturers standard warranty, a five-year warranty
shall also be provided. The warranty period shall be five years from date of
shipment on all equipment except for the control equipment which will carry
8
the manufacturers standard warranty. The following parts will be replaced
within five years of date of shipment upon payment of the applicable
percentage of the list price of each part in effect at the time of
replacement.
B. Months after shipment shall be determined by date of receipt of defective
product by authorized service station representing manufacturer. Purchaser
shall assume all responsibility and expenses for removal, reinstallation, and
freight.
Months After Shipment
0-18 19-31 32-45 46-60
Mechanical Seal
0%
250
50%
75%
Impeller
0%
30%
50%
80%
Pump Housing
0%
30%
50%
80%
Wear Ring
0%
50%
80%
100%
Ball Bearings
0%
50%
80%
100%
Rotor and Stator
0%
40%
80%
100%
9
•
H20ptimize ver: 5.03
Project: Faifield at Luther Street
File: (untitled)
April 9, 19100
by: Rey Cedillos, P.E.
PUMP DATA SHEET
CURVE- S4P1750 HYDROMATIC PUMPS 60 Hz Catalog: HYDR060 v. 1
TYPE - SPEED: NCLOG-4 - 1800
FLUID Water tmp: 60 OF
-
SG: 1
PUMP Size: S4P/S4PX
vsc: 1.122 cP
Speed: 1750 rpm
vapor: 0.2568 psi
atm: 14.7 psi
Imp dia: 7.5 in
Max Temperature: 140 OF
NPSHa: - ft
Max Pressure: 125 psig
Max Sphere Size: - in
PIPING Pressure: - psi
Suction elev: - ft
Specific Speed Ns: -
size: - in
Suction Nss: -
Discharge size: - in
Suction size: - in
Discharge size: 4 in Maximum solids size is 3"
-DESIGN POINT
%eff
Flow: 275 gpm ft
90
180
Head: 41.2 ft
-DATA POINT 160
80
Flow- 275 gpm
140
Head: 42.4 ft
- -
70
Eff: 59 %
120
Power: 5.0 bhp
10
-
60
NPSHr: - ft
-
50
DESIGN CURVE 100
nb
Shutoff Head: 64.5 ft 80
-
a0 p h
Pressure: 27.9 psig
h p
Min Flow: 74.8
9Pm 60
- - -
-
- I
BEP: 60 %eff @ 340
6.
Max: 6.2 bhp @ 488 40 - = -20 - 8
MAX DIAMETER -
-10
20 4
Max: 16.2 bhp @ 730 _
g p m 100 200 300 400 500 600 700 800 900
PERFORMANCE EVALUATION
Flow
Speed
Head
Pump Power NPSHr Motor Power Hrs/yr Cost
gpm
rpm
ft
%eff bhp ft %eff kW
330
1750
37.4
60 5.2 0
275
1750
42.4
59 5.0 0
220
1750
46.9
55 4.7 0
165
1750
50.5
47 4.5 0
110
1750
54.2
39 3.9 0
Date Created: 4/9/2000
A
Y -
MODEL: S413500M2-4
Non-Clog 4" Size - S4P
GSHYDROMATIC PUMP
A General Signal Pump Group Company
-.1 t _
E
DISCHARGE FLANGE
4"-125 #FLG. F
0
0
G
Units of Measurement: Inches
_T2.5 8.81 3 5-=
ump ype: on- og
requency: -
Pump Size: S4P
Pump Weight Only: 350 Ibs
HorsePower: 5
Frame Size: N/A
Phase: 1
Pump Flange: 4 inches
Voltage: 230 V
Pump Speed: 1750 RPM
Configuration: Submersible
Enclosure: Standard
Pit Arrangement:
System Type:
Panel Location:
Tank Diameter: feet
Discharge Pipe Size: inches
Drawing Notes:
1. All Dimensions in Inches unless otherwise noted.
2. Castingdimensions may vary 1/8" (32 mm)
3. Drawing is Representative of Explosion Proof Model,
Dimensions are for the Model selected.
4. Not for Construction Purposes unless Factory Certified.
5. Information contained herein is confidential; it is the
property of General Signal Corporation; it is to be used
solely for the purpose provided, and it is not to be
disclosed to others for other purpose without the prior
written consent of General Signal Corporation.
Comments:
None
S4P500M2-4 Page 1
~HYDROMATIC PUMP
A General Signal Pump Group Company
Date Created: 4/9/2000
TECHNICAL DATA SHEET
FOR
MODEL: S4P500M2-4
Non-Clog 4" Size - S4P
Physical Data:
Inc :!!5
Inc es
ee
7
aln e a er assem y e ore es Ing. wa er re ucl e a
Coat air dried.
Temperature:
Technical Data:
i 51
SEN6
(;A61 IKUN
- -
_M07UR_STTAFr,_ 303
HARDWARE: 300
pper an ower
STANDARD:
ower ungs en ar I e ungs en ar I e,
OPTIONAL:
iLUWE
-
Page 1
S4P500M2-4
HYDROMATIC PUMP
A General Signal Pump Group Company
Date Created: 4/9/2000
ELECTRICAL DATA SHEET
FOR
MODEL: S4P500M2-4
Non-Clog 4" Size - S4P
nc ose I oo ItJ e n uc Ion
B (3 0) L (I SO)
DING GLAbb:
A I OR TEMPERATURE.'
311'
'
I EC I ION:
an
open at 120
I- e a Ic, empera ure ensl Ive Isc, Ize to
automatically reset @ 30-35° C Differential, One in Single Phase, Two
in Three Phase.
± p
e:
S4PSOOM2-4 Page 1
Date Created: 4/9/2000
TO HYDROMATIC 0 PANEL
ERR WALL 01 PEDESTAL PENT
MOUNTED PIPE
T GUIDE RAILS
INFLUENT PIPE
INV. EL
~ i
3 i
POWER/SENSOR CABLES /
MIN. WATER
LEVEL
ELEV. -
HYDROMATIC MODEL 3900 SUBMERSIBLE
LEVEL SWITCHES
~HYDROMATIC PUMP
A General Signal Pump Group Company
MODEL: S4P500M2-4
Pit Arrangement Metal-to-Metal
TOP OF PR
6
HYDROMATIC DUPLEX ALUM. ACCESS HATCH
LIFTING CHAIN
RUM ELEV.
GRADE ELEV.
UPPER GUIDE
SUPPORT /
Ht-TT
F
HINGED SIDE
INTERMEDIATE GUIDE RAIL SUPPORT -
RED. FOR OWN EXCEEDING M
HYDROMATIC SUBMERSIBLE NON-CLOG PUMP
DISCH. ELBOW
HOPPER BOTTOM RECOMMENDED
K~
ump ype: on- og
requency: 61) HZ
Pump Size: S4P
Pump Weight Only: 350 Ibs
Horsepower: 5
Frame Size: N/A
Phase: 1
Pump Flange: 4 inches
Voltage: 230 V
Pump Speed: 1750 RPM
Configuration: Submersible
Enclosure: Standard
Pit Arrangement: Metal-to-Metal
System Type: Duplex
Panel Location: N/A
Tank Diameter: 7 feet
Discharge Pipe Size: 4 inches
Drawing Notes:
1. All Dimensions in Inches unless otherwise noted.
2. Layout and Dimensions shown are minimum suggested
requirements. This drawing is a typical representation.
3. All details including pit size, location and arrangement of
valves,piping, etc. are to be specified, confirmed, and
approved by the consulting Engineer.
4. See Hatch detail of individual Pump Model for more detailed
information.
5. See Baseplate /Discharge Elbow detail of individual Pump
Model for more detailed information.
6. Not for Construction Purposes unless Factory Certified.
S4P500M2-4 Page 1
L (4) L. DIA BOLTS PER PUMP
BOTTOM OF Pff
Units of Measurement: Inches
(3SHYDROMATIC PUMP
A General Signal Pump Group Company
Date Created: 4/9/2000
7. When discharge pipe selected is larger than the pump
discharge, Transition must be accomplished on riser with
contractor supplied materials.
8. Information contained herein is confidential; it is the
property of General Signal Corporation; it is to be used
solely for the purpose provided, and it is not to be
disclosed to others for other purpose without the prior
written consent of General Signal Corporation.
S4P500M2-4
Page 2
( /
(3SHYDROMATIC PUMP
A General Signal Pump Group Company
Date Created: 4/9/2000
MODEL: S4P500M2-4
Component Metal-to-Metal
AaM FUZE
I1nIM6 cup
10111011114
INMEUTAIF
66DE RAIL
RAW
9UR61
am
Pump Size: S4P
HorsePower: 5
Phase: 1
Voltage: 230 V
Configuration: Submersible
Pit Arrangement: Metal-to-Metal
Panel Location: N/A
Tank Diameter: 7 feet
Pump Weight Only: 350 Ibs
Frame Size: N/A
Pump Flange: 4 inches
Pump Speed: 1750 RPM
Enclosure: Standard
System Type: Duplex
Discharge Pipe Size: 4 inches
Drawing Notes:
S4P500M2-4
Page 3
~ w ►
(3SHYDROMATIC PUMP
A General Signal Pump Group Company
v -
MODEL: S4P500M2-4
Discharge Elbow Metal-to-Metal
GR- GUIDE RAILS
• 1 -
S -
R - - - K
;E _ - '
T N~
- (4) F- BOLTS
0 -
Date Created: 4/9/2000
Units of Measurement: Inches
rump type. iwn-t'luy v
neyuoiuy. ou nt-
Pump Size: S4P
Pump Weight Only: 350 Ibs
HorsePower: 5
Frame Size: N/A
Phase: 1
Pump Flange: 4 inches
Voltage: 230 V
Pump Speed: 1750 RPM
Configuration: Submersible
Enclosure: Standard
Pit Arrangement: Metal-to-Metal
System Type: Duplex
Panel Location: N/A
Tank Diameter: 7 feet
Discharge Pipe Size: 4 inches
Drawing Notes:
1. All Dimensions in Inches unless otherwise noted.
2. Castingdimensions may vary 1/8" (32 mm)
3. Drawing is Representative of Explosion Proof Model,
Dimensions are for the Model selected.
4. Not for Construction Purposes unless Factory Certified.
5. Information contained herein is confidential; it is the
property of General Signal Corporation; it is to be used
solely for the purpose provided, and it is not to be
disclosed to others for other purpose without the prior
written consent of General Signal Corporation.
S4P500M2-4
Page 4
APPENDIX B
ELECTRIC SERVICE RELIABILITY REPORT
1.0 LOCATION
The project site is approximately 20.63 acres and is located at the east corner of Luther Street and
Harvey Mitchell Parkway (a.k.a. F.M. 2818), approximately one half mile southeast of the
intersection of George Bush Drive and Harvey Mitchell Parkway. As well, the site is approximately
1.5 miles from the Texas A&M University main campus. The site is within the City of College
Station Corporate Limits, Brazos County, Texas (Grid No. N-37). The current land use is
agricultural/open space with at least one, possibly two, detached single family dwelling units
located upon the property. The proposed land use is Multi-Family, and can be better seen on the
attached site location map and aerial photograph as shown in Exhibits 1 and 2, respectively. The
site is located on the "Wellborn" USGS 7.5 minute Quadrangle sheet. The site adjoins a small
waterway, which is a tributary to White Creek, which is a tributary of the Brazos River. No portion
of the subject tract is located within the Special Flood Hazard Area (100 year floodplain) according
to the Flood Insurance Rate Map for Brazos County, Texas, Map Nos. 48041CO181C and
48041C0182C, Community No. 480083, Panel Nos. 0181C and 0182C, effective July 2, 1992
(Exhibit 7)
2.0 PROPOSED / SURROUNDING LAND USE
The current land use for the subject tract is agricultural, with one or two single family dwellings
located upon the property. The subject tract will be developed as a student housing, multi-family
development consisting of fifteen residential buildings and one clubhouse/leasing office, with a
total of 324 dwelling units. Amenities will include a swimming pool, a basketball court and two
sand volleyball courts.
The subject tract is bounded to the northwest by Luther Street, and to the southwest by Harvey
Mitchell Parkway. Most of the property on the opposite sides of these roadways is currently
owned by Texas A&M University, and is not expected to be sold or developed in the near future.
However, there are two vacant, undeveloped, privately owned tracts located on the opposite side
of Harvey Mitchell Parkway. Currently, the TAMU property is undeveloped, and is being used for
agricultural research purposes for the university. Adjacent property to the northeast is currently
owned by Sigma Alpha Epsilon fraternity, and is currently being developed for their fraternity
house. Adjacent to that tract is an existing multi-family development, Melrose Apartments.
C:\L&C\ENGRPT.WPD Page 1 of 6 February 18, 2000
Property to the southeast is currently an undeveloped, wooded, 6.0 acre tract owned by Raymond
Gorzycki. No plans are currently in the review process for this tract.
3.0 SUBJECT PROPERTY CHARACTERISTICS
The 20.63 acre tract can be described as slightly vegetated with flat to moderately steep slopes.
Vegetation mostly consists of post oak, and other hardwoods, located around the vicinity of a
natural waterway through the property. Slopes across the tract range from 2% to 5%, draining
toward the waterway located along the front third of the property. The Preliminary Plat is included
in Exhibit 3 showing the existing topography and vegetation
3.1 SOILS
According to the Soil Conservation Service "Soil Survey of Brazos County, Texas," there are two
predominant soil types located on the subject tract. Both soil types consist of various sandy loam
layers at the surface, with more clayey soils below the sandy loam. These layers of clay are
typical of most clay types found in the area with very high shrink-swell potential. The majority of
the site consists of the Tabor Series (Ta) fine sandy loam, and the Lufkin Series (Lf) sandy loam.
Since these soils have very high shrink-swell potential, development may require special
construction techniques for paving and foundations. We recommend that a geotechnical
investigation be performed to determine the actual characteristics, and engineering properties of
the soils on the subject tract.
3.2 ROADWAY FRONTAGE
The subject tract has approximately 900 feet of frontage along Luther Street, and approximately
1,250 feet of frontage along Harvey Mitchell Parkway. Currently, Luther Street along the frontage
of the property is a two lane rural section of roadway with an approximately 32' wide R.O.W., with
bar ditches alongside of the roadway. This road will be improved to match the roadway section
constructed by the Melrose development, with curb & gutter along the southeast side of the
roadway. As well, R.O.W. dedication of approximately 20' along the subject tract will be required
along with the platting of the property, in order to provide a 52' R.O.W. for Luther Street. This 20'
dedication is consistent with the R.O.W. dedicated with the Melrose development.
CAL&C\ENGRPT.WPD Page 2 of 6 February 18, 2000
Harvey Mitchell Parkway, a.k.a. F.M. 2818, is currently a limited access state freeway, with
approximately 300' of R.O.W., though the R.O.W. does vary in width along the frontage of the
subject tract. No additional R.O.W. dedication, or roadway improvements will be required for
Harvey Mitchell Parkway. As well, since this is a limited access roadway, and the roadway
currently does not have any frontage roads, it is highly unlikely that a driveway would be permitted
along this roadway.
4.0 UTILITIES
4.1 WASTEWATER COLLECTION
Wastewater service will be provided by the City of College Station, however, substantial offsite
improvements will be required. Currently, an existing 15" wastewater line is located at the
southeast comer of the Gorzycki tract, adjacent to the Harvey Mitchell Parkway R.O.W., that the
subject tract will pump wastewater flows to. It does not appear to be feasible for the developer
to participate in the City's master wastewater plan, as the timing to acquire easements, funding,
design and construct the necessary improvements, would delay obtaining certificates of
occupancy for the proposed development.
Proposed wastewater service to the subject tract consists of constructing a gravity collection
system draining to a lift station located at the low end of the subject tract, and then pumping the
wastewater flows to the existing 15" wastewater line, via a 4" force main. The lift station and force
main will be privately maintained. The developer will be required to obtain a private wastewater
easement from the adjoining land owner, in order to construct the 4" force main, as TxDOT will
not allow a private utility within the R.O.W. The proposed development will have 324 dwelling
units, which equates to 227 LUE's. This will generate a wastewater flow of 55 gpm, and a peak
flow of 215 gpm draining to the proposed lift station. The actual flow from the lift station, to the
existing 15" wastewater line is unknown, until the lift station has been designed.
4.2 WATER DISTRIBUTION
Domestic water service will be provided to the subject tract via an existing 16" water line located
along Luther Street (Exhibit 9). This line was constructed with the Melrose development,
terminating at the north corner of the subject tract. The developer will extend the 16" water line
along Luther Street, to the corner of Luther Street and Harvey Mitchell Parkway. As well, a 12"
C:\L&C\ENGRPT.WPD Page 3 of 6 February 18, 2000
and 8" water line will be extended through the proposed development to provide fire protection,
and will be stubbed out to the southeast corner of the subject tract for future extension by others.
The developer is requesting oversize participation for the proposed 16" water line, as the required
line size to provide fire and domestic flows is a 12" and 8" water line. Preliminary cost estimates
are provided for both scenarios, though they may require updating once the final design of the
water line is completed. The water distribution layout is provided in Exhibit 5.
4.3 STORMWATER CONVEYANCE
Based on conversations with City staff, the subject tract would not be required to provide onsite
detention provided conveyance of stormwater flows is available through the 60" RCP culvert
beneath Harvey Mitchell Parkway. Hydrologic calculations for the drainage area to the culvert are
provided for the fully developed, un-detained 100 year storm, as well as hydraulic calculations for
the culvert. The 100 year peak discharge is 338 cfs to the culvert. The calculated headwater
elevation on the 60" RCP is 297.91, while the road elevation is 302.5 thus providing approximately
4.5 feet of freeboard. Therefore, the culvert has adequate capacity to convey un-detained flows
from the subject tract. These calculations are provided in Appendix 3 and a drainage are map is
shown in Exhibit 6.
Due to the significant drainage area upstream of the subject tract, a private drainage easement
will be dedicated that would contain the offsite flows, and to insure that conveyance of offsite
flows was not precluded. As well, the approved construction plans for the fraternity house indicate
some grading and drainage improvements located on the subject tract in order to drain their site
into the waterway located onsite. The developer will provide a storm sewer line to be stubbed to
there property for there use, and will discharge into the natural waterway.
4.4 OTHER UTILITIES
Lone Star Gas and Ferguson-Burleson County Gas pipelines are located within the Harvey
Mitchell Parkway, and will not affect the subject tract. It should be noted that the fence line for the
R.O.W. was incorrectly installed by TxDOT, and encroaches substantially onto the subject tract.
The two pipeline companies have placed markers and signs identifying their respective pipelines
along the fence line, however, the developer has coordinated with the pipeline companies, and
they acknowledge that the pipelines are truly within the R.O.W., and not parallel to the fence line.
We are awaiting for them to locate horizontally and vertically these lines.
CAL&C\ENGRPT.WPD Page 4 of 6 February 18, 2000
5.0 ROADS AND ACCESS
5.1 EXISTING ROADS
The subject tract is bounded by two major roadways. The northwest boundary of the 20.6 acre
tract is the R.O.W. for Luther Street, which is classified as a major collector by the City of College
Station. The roadway currently has an approximately 32' R.O.W. along the frontage of the
property, with a 18' wide rural road section.
The southwest boundary of the subject tract is the R.O.W. for Harvey Mitchell Parkway, a.k.a. F.M.
2818, which is classified as a freeway by the City of College Station. The roadway has a variable
R.O.W. though it is generally 300 to 400 feet wide, with an 80' wide travel way. This roadway is
a limited access road, and therefore access to the subject tract would likely be prohibited from
Harvey Mitchell Parkway.
5.2 PROPOSED ROADWAY IMPROVEMENTS
Street improvements are required for Luther Street. Typically these improvements are only
required along the frontage of the subject tract, however, there is a significant section of Luther
Street, approximately 1700 lineal feet, that would remain un-improved until Melrose met the
obligations of their development agreement with the City. Therefore, the developer has agreed
to construct the necessary improvements along Luther Street, from Harvey Mitchell Parkway, to
the end of Melrose's improved section. However, R.O.W. has not been dedicated for a portion
of this section, and therefore the developer has agreed to escrow funds for those improvements.
The developer has also agreed to fund that portion of the street improvements from the northern
corner of the subject tract, to Melrose's improved section, approximately 1700 lineal feet, with
reimbursement from Melrose, or the TIF district as those funds became available. That portion
of the street improvements along the subject tract's frontage, to Harvey Mitchell Parkway, will be
funded by the developer, with a request for oversize participation from the City. Cost estimates
for these improvements are included in Appendix 1.
Per the City's thoroughfare plan, Luther Street is classified as a major collector, and thus requires
a 70' R.O.W. The existing R.O.W. is approximately 32' along the subject tract, and approximately
52' at the south corner of the Melrose subdivision, after they dedicated 20' for R.O.W. Per City
staff, the developer of the subject tract will be required to match the dedication by Melrose, and
C:\L&C\ENGRPT.WPD Page 5 of 6 February 18, 2000
match the pavement section from the Melrose street improvements, which consists of curb and
gutter along the Melrose side of the street, and no curb and gutter along the TAMU side. The
proposed street improvements are shown in Exhibit 4.
6.0 SUMMARY AND CONCLUSION
The subject tract is located on the east corner of Harvey Mitchell Parkway and Luther Street,
opposite Texas A&M property. The proposed development consists of 324 multifamily units
designed to accommodate student housing, with all required parking and drives, and amenities
such as a clubhouse, swimming pool, basketball court and volleyball courts. Luther Street will be
improved with dedicated R.O.W. and a widened street section to match those improvements the
City required Melrose to construct for their multifamily site located north of the subject tract. The
developer has agreed to improve approximately 1700 lineal feet of offsite street improvements,
provided R.O.W. has been acquired by the City, with reimbursement from the City via the TIF
district, as these funds become available, or via an agreement between the developer and
Melrose. The developer will escrow funds for any portion of the street that R.O.W. has not been
acquired, for future improving by the City.
A 16" water line will be extended along Luther Street from the north comer, to the west corner, and
stubbed out to the Harvey Mitchell Parkway R.O.W. for future extension by others. Wastewater
collection will be provided via, an existing 15" line located at the southeastern corner of the
adjoining Gorzycki tract. The developer will construct a private lift station and force main to the
existing 15" wastewater line.
Oversize participation is being requested for the those street improvements being made to Luther
Street from Harvey Mitchell Parkway, to the northern corner of the subject tract. As well, oversize
participation is being requested for the 16" water line being extended along Luther Street.
C:\L&C\ENGRPT.WPD Page 6 of 6 February 18, 2000
Engineer's Report / Impact Study
For
Fairfield at Luther Street
PRELIMINARY PLAT
20.63 Acres
Travis L. Williams, Sr. et ali
Crawford Burnett Survey, A-7
Brazos County, Texas
Longaro & Clarke Project No. 124-14-04
Febr ary, 20/00
CGYIq✓+Gf~
Prepared For:
Fairfield Residential Companies
2045 North Highway 360, Suite 250
Grand Prairie, Texas 75050
's 9 82725
O?IST
Prepared By: t s
LONGARO & CLARKE, INC
Consulting Engineers *3
1101 Capital of Texas Highway South, Suite C-100
Austin, Texas 78746
(512) 306-0228
Engineer's Report / Impact Study
For
Fairfield at Luther Street
PRELIMINARY PLAT
20.63 Acres
Travis L. Williams, Sr. et ali
Crawford Burnett Survey, A-7
Brazos County, Texas
Table of Contents
Page
1.0
Location
1
2.0
Proposed / Surrounding Land Use
1
3.0
Subject Property Characteristics
2
4.0
Utilities
3
5.0
Roads and Access
5
6.0
Summary and Conclusion
6
Exhibits
1.
Site Location Map
2.
Aerial Photograph
3.
Preliminary Plat
4.
Luther Street Improvements Layout
5.
Water / Wastewater Layout
6.
Drainage Area Map
7.
FEMA Flood Insurance Rate Map
Appendices
A. Oversize Participation Cost Estimates
B. Existing 8" Wastewater Line Capacity Calculations
C. Hydrologic / Hydraulic Calculation for 60" Culvert
V V V/ V V V
OPINION OF PROBABLE COST
PROJECT NAME Fairfield Residential - Luther Street, College Station
DESCRIPITION Lift Station and Force Main Improvements
QUANTITIES BASED ON Preliminary Layout
Estimated By: SDM
11-Apr-00
Private Lift Station and Public 4" Force Main
Item
Descri ition
Quanit
Unit
Unit
Price
Amount
1
Lift Station, Incl. Wet Well,
1
LS
$75,000.00
$75,000.00
Control Panel, Grinder Pumps
2
4" Force Main
1,525
LF
$15.00
$22,875.00
3
4" Force Main Cleanouts
2
EA
52,500.00
$5,000.00
4
Conned to Exist Manhole
1
EA
$1,500.00
$1,500.00
5
Trench Safety
1,600
LF
$1.00
$1,600.00
Total Lift Station Improvements
$105,975.00
10% Contingency
$116,572.50
Private Lift Station and Public 6" Force Main
Unit
Item Descripition Quanity Unit Price Amount
1
Lift Station, Ind. Wet Well,
1
LS
$75,000.00
$75,000.00
Control Panel, Grinder Pumps
2
6" Force Main
1,525
LF
$20.00
$30,500.00
3
6" Force Main Cleanouts
2
EA
$2,750.00
$5,500.00
4
Connect to E)dst Manhole
1
FA
$1,500.00
$1,500.00
5
Trench Safety
1,600
LF
$1.00
$1,600.00
Total Lift Station Improvements
10% Contingency
$114,100.00
$125,510.00
Future Offsite 8" Gravity Line w/ Bore
Unit
Item Descripition Quanity Unit Price Amount
1
8" PVC Sanitary Sewer Line
450
LF
$25.00
$11,250.00
2
4' Diam. Manhole
3
FA
$2,500.00
$7,500.00
3
Jack & Bore w/ 16" Steel Enc.
300
LF
$350.00
$105,000.00
4
Trench Safety
150
LF
$1.00
$150.00
Total Future Improvements
10% Contingency
$123,900.00
$136,290.00
Since &4GINEFR has tto conlyd oya IM asal Of lector, matarlals aqulpmant saMces funNhsd by otlrrs, arartnc Camradw(sl uothads of dalsnrNnn,p pncas aver compethhs blddnp er morn
con"wrm ENCI, M oplnlon of orobaeb TW M PropG cods ana constnretlan cod (UA 3) provided for nemin ae to be nude on tre oasts of ENGINEER'S expedence and quawk dons and
rapr"Wft ENOWEERB fudpRwnt as as a:pwlorteed and Quatthed Orofasslorul Ertyhuar, famMar wtm the constntctlon htdoetry, but 04G1NEER carrot and does not guarsntea coat proposals.
bide or sdost ToW Proku Conatruenon costs wM nas vary from oplraans of irobabla cost pmpaped.
OPINION OF PROBABLE COST
I PROJECT NAME Fairfield Residential - Luther Street College Station
DESCRIPITION Offsite Street Improvements
p QUANTITIES BASED ON Preliminary Layout
Estimated By: SDM
19-Feb-00
-
'
STREET IMPROVEMENTS - 36'
Back of Curb
to Edge of
Pvmt (Offsite)
Unit
Item
Descri ition
Quanit
Unit
Price
Amount
1
Prep. ROW, incl. demo
2.73
AC
$12,000.00
$32,760.00
2
Subgrade Prep
7,820
SY
$1.25
$9,775.00
3
8" Flex Base
7,820
SY
$4.75
$37,145.00
4
2" HMAC
6,800
SY
$4.50
$30,600.00
5
6" C&G
1,700
LF
$6.50
$11,050.00
6
Traffic Control Striping/Signage
1
LS
$25,000.00
$25,000.00
7
6' Sidewalks
10,200
SF
$3.00
$30,600.00
Total Street Improvements
$176,930.00
$194,623.00
10% Contingency
Since ENGINEER has no control over the cost of labor, materials, equipment, services furnished by others, over the Contractor(s) methods of determining prices, over competitive bidding or market
conditions, ENGINEER opinion of probable Total Project costs and construction cost (U.S. provided for herein are to be made on the basis of ENGINEER'S experience and qualifications and
represents ENGINEER'S judgment as an experienced and qualified Professional Engineer, familiar with the construction Industry, but ENGINEER cannot and does not guarantee that proposals,
bids or actual Total Project Construction Costs will not vary from opinions of probable cost prepared.
t
OPINION OF PROBABLE COST
St
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PROJECT NAME
ree
,
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Fairfield Resident
DESCRIPITION
Onsite Street Improvements for Oversize Participation
QUANTITIES BASED ON
Preliminary Layout
Estimated By: SDM
19-Feb-00
PROP. STREET IMPROVEMENTS - 36' Back of Curb to
Edge of Pvmt
(Street Improvments Proposed to Match Melrose Improvements)
Unit
Item
Descripition Quanity Unit
Price
Amount
1
Prep. ROW, incl. demo 1.69 AC
$12,000.00
$20,280.00
2
Subgrade Prep 4,830 SY
$1.25
$6,037.50
3
8" Flex Base 4,830 SY
$4.75
$22,942.50
4
2" HMAC 4,200 SY
$4.50
$18,900.00
5
6" C&G 1,000 LF
$6.50
$6,500.00
6
Traffic Control Striping/SignagE 1 LS
$10,000.00
$10,000.00
7
6' Sidewalks 5,400 SF
$3.00
$16,200.00
Total Street Improvements
$100,860.00
10% Contingency
$110,946.00
READ. STREET IMPROVEMENTS - 27' wide Residential Street
(Street Improvments Necessary to Serve Prop. Development)
Unit
Item
Descripition Quanity Unit
Price
Amount
1
Prep. ROW, incl. demo 1.69 AC
$12,000.00
$20,280.00
2
Subgrade Prep 3,622 SY
$1.25
$4,527.50
3
8" Flex Base 3,622 SY
$4.75
$17,204.50
4
1 1/2" HMAC 3,150 SY
$3.65
$11,497.50
5
6" C&G 1,000 LF
$6.50
$6,500.00
6
Traffic Control Striping/SignagE 1 LS
$10,000.00
$10,000.00
7
6' Sidewalks 5,400 SF
$3.00
$16,200.00
Total Street Improvements
10% Contingency
Requested City Oversize Participation
$86,209.50
$94,830.45
$16,115.55
Since ENGINEER has no control over the cost of labor, materials, equipment, services furnished by others, over the Contractor(s) methods of determining prices, over competitive bidding or market
conditions, ENGINEER opinion of probable Total Project costs and construction cost (U.S. provided for herein are to be made on the basis of ENGINEER'S experience and qualifications and
represents ENGINEER'S judgment as an experienced and qualified Professional Engineer, familiar with the construction Industry, but ENGINEER cannot and does not guarantee that proposals,
bids or actual Total Project Construction Costs will not vary from opinions of probable cost prepared.
OPINION OF PROBABLE COST
PROJECT NAME Fairfield Residential - Luther Street, College Station
DESCRIPITION
16" Waterline Imrovements Oversize Participation
QUANTITIES BASED ON
Preliminary Layout
Estimated By: SDM
19-Feb-00
-
16" Water Line Improvements (Internal)
Unit
Item
Descripition Quanity
Unit
Price
Amount
1
16" Waterline 1,550
LF
$44.00
$68,200.00
2
16" Gate Valve 3
EA
$5,100.00
$15,300.00
3
5 1/4" Fire Hydrant 2
EA
$2,000.00
$4,000.00
4
Connect to Exist. WL 1
EA
$1,500.00
$1,500.00
5
Trench Safety 1,550
LF
$1.00
$1,550.00
Total Water Improvemen
ts
$90,550.00
10% Contingency
$99,605.00
10" & 8" Water Line Improvements (Intern
al)
Unit
Item
Descripition Quanity
Unit
Price
Amount
1
10" Waterline
765
LF
$32.00
$24,480.00
2
10" Gate Valve
2
EA
$3,600.00
$7,200.00
3
8" Waterline
715
LF
$32.00
$22,880.00
4
8" Gate Valve
1
EA
$2,100.00
$2,100.00
5
Connect to Exist. WL
1
EA
$1,500.00
$1,500.00
6
5 1/4" Fire Hydrant
2
EA
$2,000.00
$4,000.00
7
Trench Safety
1,480
LF
$1.00
$1,480.00
Total Water Improvements
10% Contingency
Requested City Oversize Participation
$63,640.00
$70,004.00
$29,601.00
Since ENGINEER has no control over the cost of labor, materials, equipment, services furnished by others, over the Contractor(s) methods of determining prices, over competitive bidding or market
conditions. ENGINEER opinion of probable Total Project costs and construction cost (U.S. provided for herein are to be made on the basis of ENGINEER'S experience and qualifications and
represents ENGINEER'S judgment as an experienced and qualified Professional Engineer, familiar with the construction Industry, but ENGINEER cannot and does not guarantee that proposals,
bids or actual Total Project Construction Costs will not vary from opinions of probable cost prepared. _
OPINION OF PROBABLE COST
PROJECT NAME Fairfield Residential - Luther Street, College Station
DESCRIPITION Public Lift Station and Force Main (to Melrose)
QUANTITIES BASED ON Preliminary Layout
Estimated By: SDM
19-Feb-00
Public Lift Station and Force Main
I
Unit
Item
Descripition
Quanity
Unit
Price
Amount
1
Lift Station, Incl. Wet Well,
1
LS
$75,000.00
$75,000.00
Control Panel, Grinder Pumps
2
4" Force Main
1,600
LF
$15.00
$24,000.00
3
4" Force Main Cleanouts
2
EA
$2,500.00
$5,000.00
4
Connect to Exist. Manhole
1
EA
$1,500.00
$1,500.00
5
Trench Safety
1,600
LF
$1.00
$1,600.00
Total Lift Station Improvements
$107,100.00
10% Contingency
$117,810.00
Since ENGINEER has no control over the cost of labor, materials, equipment, services furnished by others, over the Contractor(s) methods of determining prices, over competitive bidding or market
conditions, ENGINEER opinion of probable Total Project costs and construction cost (U.S. provided for herein are to be made on the basis of ENGINEER'S experience and qualifications and
represents ENGINEER'S Judgment as an experienced and qualified Professional Engineer, familiar with the construction Industry, but ENGINEER cannot and does not guarantee that proposals,
bids or actual Total Project Construction Costs will not vary from opinions of probable cost prepared.
c
Fairfield - Luther Street
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
Exist. 8" wastewater line
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
' Mannings Coefficient 0.013
Channel Slope
0.003400 ft/ft
Depth
8.00 in
■ Diameter
8.00 in
Results
Discharge
316.24 gpm c 5
Flow Area
0.35 ft2
Wetted Perimeter
2.09 ft
Top Width
0.00 ft
Critical Depth
0.40 ft
r Percent Full
100.00 %
el Critical Slope
0.007759 ft/ft
Velocity
2.02 ft/s
Velocity Head
0.06 ft
Specific Energy
C
FULL ft
Froude Number
FULL
Maximum Discharge
0.76 ft'/s
Full Flow Capacity
0.70 ft3/s
Full Flow Slope
c
c
0.003400 ft/ft
Feb 18, 2000
Longaro & Clarke FlowMaster v4.1 c
08:58:14 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Fairfield - Luther Street
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
Exist. 8" wastewater line
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Mannings Coefficient
0.013
Channel Slope
0.003400 ft/ft
Depth
6.00 in
Diameter
8.00 in
I Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is subcritical.
288.37
gpm '
0.28
ft2
1.40
ft
0.58
ft
0.38
ft
75.00
%
0.007504 ft/ft
2.29
ft/s
0.08
ft
0.58
ft
0.58
0.76
ft3/s
0.70
ft3/s
0.002827 ft/ft
Feb 18, 2000 Longaro & Clarke FlowMaster v4.1 c
08:58:34 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Longaro & Clarke, Inc.
Consulting Engineers
U,~:D,v-IIP--t • Stormwater Quality Management • Water Resources
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HEM SIN: 1343001888 HMVersion: 6.33 Data File: luther.HC1
FLOOD HYDROGAAPH PACKAGE (HEC-1)
U.S. ARMY CORPS OF ENGINEERS '
MAY 1991
HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E
609 SECOND STREET
DAVIS, CALIFORNIA 95616
' RUN DATE 02/18/2000 TIME 16:42:32
' (916) 756-1104 '
X X XXXXXXX XXXXX X
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X X X X X
xulc X XXXX X _ XXXXX X
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Full Microcomputer Implementation
by
Haestad Methods, Inc.
37 Brookside Road ' Waterbury, Connecticut 06708 ' (20
i
3) 755-1666
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (SAN 73),
HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED
WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP
81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION,
DSS:WRITE STAGE FREQUENCY,
DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
LINE
1
2
3
d
5
6
7
8
9
10
11
12
13
14
HEC-1 INPUT PAGE 1
ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
ID FAIRFIELD AT LUTHER STREET
ID 100 YEAR STORM EVENT CULVERT ANALYSIS
ID FILE NAME G:\124-14\DOCS\LUTHER.HC1
ID L&C SOB #124-14 FEB, 2000
IT 2
IO 3
KK DEV-1
KM BASIN DA-1 FULLY DEVELOPED CONDITIONS
KM TO CULVERT, AREA = 43.7 AC.
BA 0.068
PH 0 0 1.23 2.43 4.41 5.56 6.30 7.71 9.38 11.35
LS 0 91
UD .20
ZZ
HEC1 SIN: 1343001888 HMVersion: 6.33 Data File: luther.HCI
' FLOOD HYDROGRAPH PACKAGE (HEC-1) ' U.S. ARMY CORPS OF ENGINEERS '
' MAY 1991 ' HYDROLOGIC ENGINEERING CENTER
' VERSION 4.0.1E 609 SECOND STREET '
DAVIS, CALIFORNIA 95616 '
* RUN DATE 02/18/2000 TIME 16:42:32 (916) 756-1104 '
FAIRFIELD AT LUTHER STREET
100 YEAR STORM EVENT CULVERT ANALYSIS
FILE NAME G:\124-14\DOCS\LUTHER.HC1
L&C SOB #124-14 FEE, 2000
6 IO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 101 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0320 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 3.33 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
. i..e
7 RR
DEV
'
e•e*+'yfef~+e BASIN DA-1 FULLY DEVELOPED CONDITIONS
TO CULVERT, AREA = 43.7 AC.
SUBBASIN RUNOFF DATA
10 BA
SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
'
PRECIPITATION DATA
11 PH
DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
HYDRO-35 TP-40
TP-49
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY
4-DAY 7-DAY 10-DAY
1..23 2.43 4.41 5.56 6.30 7.71 9.38 11.35 0.00
0.00 0.00 0.00
STORM AREA = 0.07
12 LS SCS
LOSS RATE
STRTL
0.20
INITIAL ABSTRACTION
CRVNBR
91.00
CURVE NUMBER
RTIMP
0.00
PERCENT IMPERVIOUS AREA
13 UD SCS
DIMENSIONLESS UNITGRAPH
TLAG
0.20
LAG
UNIT HYDROGRAPH
32 END-OF-PERIOD ORDI
NATES
10.
30.
62.
104. 136. 150.
150. 138.
120. 96.
71.
55.
42.
34. 26. 20.
16. 12.
10. 7.
6.
5.
4.
3. 2. 2.
1. 1.
1. 1.
0.
0.
•'wHYDROGRAPH AT STATION DEV-1
TOTAL RAINFALL = 6.49, TOTAL LOSS =
1.05, TOTAL EXCESS =
5.44
PEAK FLOW TIME
MAXIMUM AVERAGE FLOW
6-HR
24-HR 72-HR
3.33-HR (CFS) (MR)
(CPS) 338.
1.90
69. 69. 69. 69.
(INCHES) 5.278
5.278 5.278
5.278
(AC-FT) 19.
19. 19.
19.
CUMULATIVE AREA =
0.07 SQ MI
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT DEV-1 338. 1.90 69. 69. 69. 0.07
- NORMAL END OF HEC-1 " '
I Texas Hydraulic System Culvert Design
Fairfield @ Luther St.
124-14-04
' Brazos County
FM 2818 60"
culvert l
Shape: Circular
Material: Concrete
Span: 0.00 ft
Rise: 5.00 ft
Barrels:
Discharge Description Q HW TW
total elevation elevation
Length(L): 245.00 ft
Slope(S): 0.0084
n: 0.0120
Ke: 0.50
Entrance Type: Headwall
BW* V Q Inlet Ctl Outlet Ctl
out over road HW depth HW depth
0 (cfs) (ft) ' (ft) (ft) (ft) (cfs) (ft) (ft)
[100 338.00 297.91 0.00 95.85 17.48 0.00 15.10 13.29
*Backwater (BW = HW - TW - S•L)
r
r
G:\124-14\DOCS\FM2818.CLV 2/18/00
F
output.lis
TEXAS HYDRAULIC SYSTEM, CULVERT (ver. 1
.1. Jan/1998)
Fri Feb 18 16:43
:22 2000
CULVERT HYDRAULIC COMPUTATIONS
CULVERT NAME: culvert 1 Input Units:
English
PROJECT NAME: Fairfield 0 Luther St Output Units:
English
PROJECT CONTROL: 124-14-04
COUNT[: Brazos County
DESCRIPTION: FM 2818 60"
ANALYZE SINGLE OPENING CULVERT
MATERIAL: CONCRETE
RCP CIRCULAR PIPE.
SHAPE:
ENTRANCE: HEADWALL
PROFILE: STRAIGHT CULVERT
FREQUENCY: r00 year DISCHARGE: 338.00 cfs
-Tailwater not provided for 338.00 cfs.
Minimum of normal or critical depth used as tailwater.
n value: 0.0120 Ke value: 0.5000
CULVERT DIAM. = 5.00 ft BARRELS = 1
INLET station: 405.00 elevation: 284.87 ft
OUTLET station: 100.00 elevation: 282.32 ft
1
CULVERT OUTPUT RUN NO
_ _
for discharge frequency of : 100 year
ANALYSIS
Barls. Qpb Rise Span Length Max.HW Calc.HW HW Control
Veloc. Out.depth
elev elev
cfs ft ft ft ft ft ft
-
ft/s ft
-
-
.1.338.00 5.00 0.00 245.00 0.00 297.91 13.29 Outlet
17.48 4.78
Inlet control depth = 15.10 ft
Outlet control depth = 13.29 ft
Normal depth = 5.00 ft Culvert slope 0.00836
Critical depth = 4.78 ft Critical slope 0.01247
RUNING MESSAGES LIST:
*Computation: Tailwater elevation lower than Outlet elevation
.
-Computation: Minimum of normal/critical depth used.
NORMAL TERMINATION OF THYSYS, CULVERT.
I,
Page 1