HomeMy WebLinkAboutBID - 5748 GARDENS ON SPRING CREEKAdministrative Services
Purchasing Division
City of Fort Collins CITY OF FORT COLLINS
ADDENDUM No. 4
BID #5748
GARDENS ON SPRING CREEK
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of Bid #5748 Gardens on Spring Creek
OPENING DATE: December 3, 2002, 3:00p.m. (Our Clock)
To all prospective bidders under the specifications and contract documents described above, the
following changes are hereby made.
1.) Utility Plan; Sheet C105. Delete fire hydrant (and all appurtenances), at front entrance,
installed at main off Centre Avenue to include: approximately 205 feet DIP, tapping
saddle, thrust blocks, gate valves, swivel tees, asphalt cut and asphalt patch.
2.) Landscape Plan; sheet LP101. Plant sizes in regard to Contractor provided plants as
designated on this drawing shall be as follows: deciduous trees to be 1.5" caliper with the
following exception.
Black Maple (ANI) Acer Nigra, and, Bur Oak (QMA) Quercus Macrocarpa to be 2" caliper.
Evergreen trees to be a minimum of 6 feet. Shrubs to be 5 gallon.
3.) SECTION 02940 —SEEDING; Part 2, 2.2 Soil Amendment, A. Compost: add #6. Contractor
will provide ground preparation and soil amendment to total selected areas of not more than
71,300 square feet.
If you have any questions please contact John Stephen, CPPB, Senior Buyer, at 970-221-6777.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT
ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN RECEIVED.
215 North Mason Street • 2nd Floor • P.O. Box 580 • Fort Collins, CO 80522-0580 • (970) 221-6775 • FAX (970) 221-6707
h. Provide VFD as manufactured by Allen Bradley, ABB,
Toshiba, Siemens, or Owner's Representative approved
equal.
2. Pressure Transducer: Pressure transducer shall be utilized for
providing all pressure signals for the control logic.
a. Provide a solid-state bonded strain gauge type pressure
transducer with an accuracy of plus/minus 0.20%.
Housing shall be stainless steel NEMA 4X with 304L
stainless steel wetted parts. Plastic transducer housings
are not acceptable.
b. Furnish a transducer rated for station discharge pressure
as shown on technical data sheet, that will provide gauge
pressure output, rather than an absolute.
3. Controls: All control logic shall be handled by an industrial grade
programmable logic controller (PLC) with a 40 character LED
industrial operator interface providing data entry and read-out
capabilities.
a. Provide PLC with LED indicators for input, output, and four
(4) diagnostic read-outs showing PC Run, CPU Fault, 1/0
Fault, and communication. Provide an LED visual status
light for each 1/0 to indicate on/off status.
b. Provide PLC with a built in EEPROM, capacitor, and
battery for memory backup. A surge suppressor shall be
mounted on input of PLC for power transient suppression.
All logic for system control, timing, and control of VFD
speed shall be handled by the PLC. No external relay
logic and/or timers are permitted. A separate set point
controller is not acceptable.
d. PLC shall have a built in clock calendar. The PLC shall be
of the type manufactured by Toshiba, Siemens, Allen
Bradley, Mitsubishi, or Owner's Representative approved
equal.
4. Alarms and shutdowns:
a. Low discharge pressure (with override switch)*
b. High discharge pressure
C. Low lake level (Attempts restart)*
d. Phase loss (Attempts restart)*
e. Low voltage (Attempts restart)*
Phase unbalance (Attempts restart)*
g. Individual motor overload/phase loss (indicates which
individual motor was shut down)
VFD fault (shutdown VFD pump only and attempts
restart).*
*Three failed restarts in 15-minute period will give hard shutdown.
A red general alarm light will indicate all alarms. Specific alarm
conditions along with procedures for correction will be displayed in
English on the operator interface display (OID).
5. Panel face switches and lights:
a. Individual pump run lights and pump on/off switches
b. System Hand/Off/Automatic switch
C. Mode Select switch -- allows automatic bypass mode of
operation that can be used if VFD should fail.
d. VFD selector switch -- in manual mode, allows user to
select which pump will be run off the VFD.
e. Reset -- Acknowledges pump station alarms
Speed potentiometer -- in manual mode allows user to
adjust VFD pump speed
g. Low discharge pressure override switch -- disables low
discharge pressure alarm
h. PLC bypass switch mounted inside panel allows user to
manually operate pumps should PLC fail.
6. Software:
a. Software will be included to automatically and gradually
ramp up irrigation system pressure to the desired operating
pressure (i.e., 1 PSI every 3 seconds) without overshooting
design pressure. This feature operates whenever pressure
drops below set point pressure. This ramp up time is fully
adjustable by the operator. This control feature is based
on an increase in pressure over a pre -defined time period.
The acceleration control on the VFD is NOT an acceptable
means of adjusting pressure ramp up speed.
b. Software will be included for optionally maintaining a lower
irrigation system pressure when not irrigating. Reduced
pressure values will be shown in the technical data sheet.
Controls will cycle the PM pump at these reduced
pressures during non -irrigation times and pressure will
gradually increase to design pressure when the irrigation
periods begin.
C. Neither flow meter nor VFD output frequency shall be used
for shutting down last VFD driven pump. Controls and
software shall incorporate a method to eliminate excessive
cycling of VFD pump at very low flow conditions, yet not
run the pump excessively at no flow conditions.
d. Real time clock calendar allows PLC to internally provide
all date and time functions used above.
e. Two separately adjustable PID control loops for both low
flow and high flow pressure stability.
Provide system that allows user to field select either two
modes of VFD operation. Auto switch VFD option allows
VFD to sequentially start each pump. The standard mode
of operation starts the first main pump on the VFD and the
remaining pump starts across the line as required.
g. Shutoff algorithm for fixed speed pumps to minimize pump
cycling while also remaining responsive to sudden flow
reductions. Minimum run timers alone for minimizing fixed
speed pump cycling is not acceptable. Discharging
through relief valve during pump transitions is not
acceptable.
h. Full manual operation capability with panel face mounted
speed potentiometer for manually adjusting VFD speed.
System can be immediately and directly switched from
manual to automatic mode of operation. This allows for
manual pressurization and immediate switching capability
to automatic.
Light test sequence. Pressing the reset button for 5
seconds illuminates all lights.
k. Rate of pressure change algorithm to rapidly determine if
there is an irrigation demand and immediately cycle on the
VFD pump, in lieu of waiting for pressure to drop to a
predetermined start pressure.
All pump station shutdowns shall be of the controlled type
which sequentially phase pumps off at user selectable
internals to reduce water hammer within the irrigation
system.
7. Operator Interface Device (OID):
a. The pump station shall include a NEMA 4, 40 character
LED display and keypad mounted on the control panel
door. This device will allow the operator to view and
selectively modify all registers in the PLC. The unit shall
store its messages in non-volatile memory. The operator
interface device shall incorporate password protection for
protecting data integrity. The device will allow for display
and modification of all timers, set points, lockout times, etc.
The device shall communicate with the PLC through the
programming port, and shall include an RS232
communications port allowing a printer to be attached for
real time station status logging.
b. The OID shall be an information system only and not
required for pump station operation. No switches, reset
buttons, general alarm light, run lights or speed
potentiometers are included within this unit. This pump
station will be fully functional in the event the OID unit
should fail.
C. In addition to normal data entry keys, the device shall
include a minimum of the following function keys labeled:
(1) Event. Displays one of three data logging
functions.
(a) Operator can scroll through the historical
pump station flows and pressures for up to
the last 7 days. The operator can change
sampling time periods (from 1 to 60
minutes). Averages are taken over the
sample period and the average recorded
with time stamp.
(b) The last 128 sequential pump station events
with time of occurrence. Events shall
include but not be limited to: all alarms,
starting of individual pumps, stopping of
individual pumps and changing of selector
switches.
(c) Station flow and pressure are shown every
second for the previous 60 seconds and
every minute for the previous 30 minutes. If
a shutdown occurs, the flow and pressure
tables are locked in so that the operator
may view how the pump station was
performing immediately before the
shutdown occurred.
(2) Status. Will display the current operating status.
When the station is running, the display will show
the setpoint pressure, actual pressure, flow, and
pump rpm.
(3) Alarm Info. It will display detailed information on
the alarm, time of occurrence, pumps operating at
time of alarm and how to correct the alarm
condition.
(4) Daily Log. It will display the following: Last time of
log reset, individual pump run times, run times
since last reset, pump starts, pump starts since last
reset, total flow, total flow since last reset, highest
flow rate with time of occurrence, alarm conditions,
and times since last reset.
(5) Scroll Key. Used to scroll up and down through
data.
8. Operation:
a. During non -irrigation times, the pressure maintenance
pump (PM) will cycle on and off as required to maintain
irrigation system pressure. The cycling pressures can be
user selected and can be set substantially below normal
set point pressure, if desired. If the PM pump cannot
maintain the desired pressure, then the VFD will start the
first pump and will gradually ramp the pressure up to
desired irrigation pressure.
b. The pump speed will be modulated to hold a constant
discharge pressure regardless of flow. As the flow rate
increases and the VFD pump can no longer maintain
pressure while at maximum speed, the next sequential
pump will be started and the VFD driven pump will
accordingly reduce its speed and modulate.
C. An algorithm shall be include for accurately reducing the
VFD pump speed as the next sequential pump is started
so that no pressure surges are generated during the
transition (even with across the line starting). If the user
prefers to switch the VFD from pump to pump for
sequential starting, he can select this option with the OID.
d. As the flow continues to increase, pumps will sequentially
be started until all pumps are operating. As the flow
begins to decrease, pumps will be sequentially turned off
until only a single VFD driven pump is operating. When a
no flow condition occurs, the VFD pump shall be turned off.
E. Skid Wiring:
All wiring from control panels to motors shall be in liquid -tight
conduit with copper conductors rated not less than 600 volts AC
and of proper size to carry the full load amperage of the motors
without exceeding 70% capacity of the conductor. A grounding
cable shall be included in the liquid- tight conduit. There shall be
no splices between the motor starters and the motor connection
boxes.
2. Wiring to flow sensors and pressure transducer shall be multi -
conductor shielded cable suitable for Class II low voltage controls.
F. Lightning Arrestor:
The main power supply feeding the pumping station shall be equipped
with a 3 phase secondary lighting arrestor having a breakdown current
rating of not less that 60,000 amps at 14,000 volts discharge. Power
supplies, 300 volts and less, shall use 300 volt rated arrestor with an 800
volt spark -over voltage. Power supplies 301-600 volts shall use 600 volt
rated arrestors with a 1,000-volt spark -over voltage.
G. Misc. Electrical Components:
Main Station Disconnect:
A three -pole main station disconnect shall be mounted in a
separate NEMA 3S enclosure to completely isolate the electrical
system from incoming power. The disconnect shall conform to the
requirements of the NEC and applicable local codes. The main
station disconnect shall have an operating handle on the front of
the panel.
2. Secondary Control Circuit Fuses:
Single -pole secondary distribution fuses with appropriate ratings
shall supply power to each pump starter coil circuit, the control
system, and to other circuits as required.
3. Phase Failure - Low Voltage Safety Shutdown:
A phase failure - low voltage system dropout relay shall be
provided to de -energize the individual pump controls and motor
sequencing control in case of either low voltage or phase failure
after a 5.0 second time delay. The resetting shall be automatic
after full power is restored for 5.0 seconds, with pumps
sequentially restarting. The phase failure - low Voltage indicator
light is to remain illuminated until manually reset.
4. Low System Pressure Safety Shutdown:
Low discharge pressure is to be sensed by the pump starting set
point. When the station discharge pressure decreases to this
point and maintains a start signal for a preset time, the pumps will
be de -energized and remains so until the circuit is manually reset.
An indicator light shall illuminate to indicate a low discharge
pressure shutdown has occurred.
5. Low Water Level Safety Shutdown:
Furnish liquid level probes and controls to prevent operation of the
pumps when water levels in the wet well are insufficient. Furnish
shutdown with automatic restart after an adjustable delay. Low
water level indicator lamp shall remain lit until manually reset.
6. Corrosion Inhibiting Modules:
Corrosion inhibiting modules shall be installed in all electrical
enclosures in accordance with the manufacturer's
recommendations.
H. Standards:
All wiring shall conform to the National Electrical Code Standards.
Flexible conduit sections shall be under 5 feet in length. All
conduit to devices shall be attached securely to avoid trip hazards.
2. The manufacturer shall provide a wiring schematic. The
schematic shall show all devices, connections and wire numbers.
3. All controls and electrical equipment shall be thoroughly inspected
and tested before shipment.
2.10 PIPE SUPPORT STAND:
A. Furnish manufactured steel pipe support stand as shown on the drawings
and details. Support must be capable of supporting 500 lbs. dead load
and be adjustable within the range shown on the pump piping detail.
B. Furnish Standon Model S89 or S92 as required, with red oxide primer, as
manufactured by Material Resources, Hillsboro, Oregon, (503) 693-0727
or approved equal.
2.11 FLOW SENSOR:
A. Provide insertion type flow sensor with a glass reinforced nylon (non-
magnetic) impeller, pennlon impeller bearing, tungsten carbide impeller
shaft, EPDM housing, and a brass and bronze housing filled with glass
reinforced PPS.
B. Provide Owner's Representative approved equal flow sensor.
C. Provide a NEMA 4X digital flow meter readout compatible with flow
sensor for monitoring the flow rate, totalizing gallons used, and for shifting
the flow sequencing set point range. The display shall be a black
character, LCD type. Adjustable settings for pipe diameter and pulse
output shall be provided. The totalizer shall be capable of counting to 2
billion gallons and it must be resetable. Both settings and the gallons
total shall be held in non-volatile memory (no battery required) and
protected by a user defined password with a hidden override key.
2.12 AUTOMATIC BACKWASHING SCREEN FILTER:
A. Provide Amiad SAF filter with 200-micron screens, or approved equal.
Filter must be capable of an automatic backwash cycle based on
pressure differential and time interval.
B. Provide check valve on discharge pipe downstream of Amiad SAF filter
device.
2.13 ACCESS HATCH:
Provide aluminum hatch as a hinged component of the pump -mounting skid for
access to wet well.
2.14 BACKFLOW PREVENTION ASSEMBLY:
Provide reduced pressure principal backflow preventor and associated piping as
presented in the installation details.
2.15 PUMP STATION HEATER:
Provide 1000W electric heater mounted to the pump station skid.
2.16 PUMP STATION LIGHTING:
Provide two 115 VAC, 1000 watt, incandescent for station lighting. Each light
shall be installed in a cast aluminum, vapor tight fixture, with a clear globe and
screw -on, cast aluminum guard. The lights shall be provided with an "Off -On"
selector switch located on the control panel. One fixture shall illuminate the
pumps and valves, and the other the front of the control panel. Both fixtures shall
be mounted on the pump station for optimum illumination.
2.17 PAINTING:
A. Painting of the entire unit shall consist of a multi -step coating system
which includes metal preparation, rust inhibitive prime coat, and a two
part polyurethane finish having a total dry film thickness of not less that 4
mils.
B. Pump station components shall be painted the manufacturer's standard
color. All electrical enclosures, tank, and accessory panels shall be
painted to a minimum thickness of 3 mils and baked at 160-180 F.
C. Provide a 1-quart can of the finish paint with the system for job site touch
up use.
PART 3: EXECUTION
3.01 INSPECTIONS AND REVIEWS:
A. Site Inspections:
Verify site conditions and note irregularities affecting work of this
section. Report irregularities to the Owner's Representative prior
to beginning work.
2. Beginning work of this section implies acceptance of existing
conditions.
3.02 PUMPS AND MOTORS:
A. Shipping, off-loading and the technical start up shall be furnished by the
pump station manufacturer. The pump station manufacturer shall furnish
location and mounting details to Owner's Representative.
B. Anchor pump system to concrete mounting pad and complete all piping
connections prior to startup and operation of the pump system.
C. Electrical connection shall consist of a single conduit from 3 phase 460
volt 200 ampere disconnect to the pump station main disconnect.
D. Technical start up procedures by the pump station manufacturer shall
include the following:
Station start up and pressurization
2. Pressure, flow, and programming adjustments
3. Monitoring of irrigation cycle when possible. Technician will
instruct operations personnel as to the operation, adjustment and
maintenance of the pump station.
3.03 OPERATION AND MAINTENANCE MANUALS:
A. Furnish four (4) copies of the bound Pump System Operation and
Maintenance manuals as described in the specifications to the Owner's
Representative prior to the start up.
B. Tools and Spare Parts: Prior to the Pre -Maintenance Review, supply to
the Owner operating keys, servicing tools, test equipment, and any other
items indicated on the drawings.
C. Other Materials: Install other materials or equipment shown on the
drawings or installation details to be part of the pumping system, even
though such items may not have been referenced in these specifications.
3.04 PROJECT RECORD DRAWINGS:
A. Submit Record Drawings under provisions of Section 01700 - Contractor
Closeout, Record Documents.
The Contractor is responsible for documenting changes to the design.
Maintain on -site and separate from documents used for construction, one
complete set of contract documents as Project Documents. Keep
documents current. Do not permanently cover work until as -built
information is recorded.
B. Record pumping system alterations. Record work, which is installed
differently than shown on the construction drawings. Record accurate
reference dimensions.
1.06 TESTING:
A. Notify the Owner's Representative three days (72 hours) in advance of
testing.
B. On completion of assembly of the pumping station, all discharge pipe and
valves shall be hydrostatically tested at 150% of the maximum pump
shutoff head.
C. Bump manual motor starter controls to prove correct rotation and secure
local inspection/approval.
D. Test, verify, and demonstrate to the Owner's Representative the proper
operation of all control and safety shut off devices.
E. Verify flow and discharge pressure from the pump system and
demonstrate to the Owner's Representative system performance based
on the specified values.
F. All costs, including travel expenses and site visits by the Owner's
Representative, for any re -inspection that may be required due to non-
compliance with the Construction Documents shall be the sole
responsibility of the Contractor.
G. Coordinate availability of water with ditch company and the Owner.
1.07 REVIEWS:
The purpose of on -site reviews by the Owner's Representative is to observe the
Contractor's interpretation of the construction documents and to address
questions with regards to the pump installation.
A. Scheduled reviews such as those for testing should be scheduled with the
Owner's Representative as required by these specifications.
B. Impromptu reviews may occur at any time during the project.
C. Final review will occur at the completion of the pumping system
installation and Record Drawings.
1.08 GUARANTEEMARRANTY AND REPLACEMENT:
The purpose of this guarantee/warranty is to insure that the Owner receives
materials of prime quality, installed and maintained in a thorough and careful
manner.
A. The manufacturer shall warrant the pumping system to be free of defects
and product malfunctions for a period of one year from date of start up or
eighteen months after shipment, whichever occurs first.
B. The programmable controller shall be unconditionally warranted for 5
years from the date of shipment. The pumping system manufacturer shall
C. Prior to Final Review, obtain from the Owner's Representative a
reproducible mylar copy of the drawings. Mylars or CAD data files
compatible with AutoCAD software, can be purchased from the Owner's
Representative. Cost of mylar reproducible drawings is $50 per set and
the cost of AutoCAD data files on diskette is $50 per project set. Using
technical drafting pen, duplicate information contained on the project
drawings maintained on site. Label each sheet "Record Drawing".
Completion of the Record Drawings will be a prerequisite for the Final
Review.
3.05 MAINTENANCE:
A. Upon completion of Final Review, maintain system for a duration of 30
calendar days. Make periodic examinations and adjustments to irrigation
system components as necessary.
B. Following completion of the Contractor's maintenance period, the Owner
will be responsible for maintaining the system in working order during the
remainder of the guarantee/warranty period, and for performing
necessary minor maintenance.
3.06 CLEANUP:
A. Upon completion of work, remove from the site all machinery, tools,
excess materials, and rubbish.
B. Manufacturer's Representative shall clean all surfaces and touch up
scratches with factory paint to match original.
END OF SECTION
If you have any questions please contact John Stephen, CPPB, Senior Buyer, at
970-221-6777.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN
STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM
HAS BEEN RECEIVED.
Administrative Services
Purchasing Division
City of Fort Collins
CITY OF FORT COLLINS
ADDENDUM No. 2
BID #5748
GARDENS ON SPRING CREEK
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of Bid #5748 Gardens on Spring Creek
OPENING DATE: November 25, 2002, 3:00 p.m. (Our Clock)
To all prospective bidders under the specifications and contract documents described
above, the following changes are hereby made.
1.) Question regarding the Box Culvert (supplied by the City) concerning delivery and
placement of the box. Answer: Panhandle concrete will deliver, unload and set the
box. Contractor will coordinate with Panhandle regarding delivery, and, be ready for the
box to be set in place when it is delivered. Delivery and placement is included in the
price of the box (paid for by the City of Fort Collins). Upon acceptance of the product,
and incorporation into the Work, the Contractor will warrant the box as to site damage for
the duration of the contract period.
2.) Earthcalc report illustrating cut/fill grading for the entire site will be available to be
picked up, on disc, at the City of Fort Collins Purchasing, 215 N. Mason, Fort Collins on
Monday, November 18th @ 9:00 AM. Bidders may reasonably rely upon this information
for bidding purposes. The Owner will require the awarded Contractor to quote his unit
prices for unclassified ex and fill material.
3.) Building plans have been submitted for "plan check" with City of Fort Collins B & Z.
Plan check fee has been prepaid by Owner. Contractor will pay for building permit
estimated at approximately $4,635.00.
4.) The Soils Report is included with this addendum.
If you have any questions please contact John Stephen, CPPB, Senior Buyer, at 970-
221-6777.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN
STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM
HAS BEEN RECEIVED.
215 North Mason Street • 2nd Floor • P.O. Box 580 • Fort Collins, CO 80522-0580 • (970) 221-6775 • FAX (970) 221-6707
NOVEMBER 18, 2002
CITY OF FORT COLLINS
PLANHOLDERS LIST FOR
BID #5748
GARDENS ON SPRING CREEK
MOUNTAIN CONSTRUCTORS
P O BOX 405
PLATTEVILLE, CO 80651
PH 970-785-6161
FAX 970-785-2515
CONNELL RESOURCES
4305 E HARMONY
FT. COLLINS, CO 80528
PH 970-223-3151
FAX 970-223-3191
ECI
P0BOX 2135
LOVELAND, CO 80539
PH 970-669-6291
FAX 970-669-6411
GOLDEN TRIANGLE CONST.
700 WEAVER PARK RD
LONGMONT, CO 80501
PH 303-772-4051
FAX 303-772-6525
BROWN CONSTRUCTION
P O BOX 1048
WESTMINSTER, CO 80030
PH 303-430-8935
FAX 303-430-8940
MARK YOUNG CONSTRUCTION
155 N COLLEGE AVE., STE #220
PH 970-484-1648
FAX 970-224-0392
J B EXCAVATING
1012 NE FRONTAGE RD
FT. COLLINS, CO 80524
PH 970-484-6593
FAX 970-490-6115
CROSSROADS UNDERGROUND CONST.
1615 CLEMENS ROAD
DARIEN, IL 60561
PH 630-769-9511
FAX 630-769-9611
MCKUSKER ELECTRIC
115 HUNTERS COVE RD
MEAD, CO 80542
PH 303-678-8389
FAX 970-535-0485
SUN CONST. & DESIGN SERVICES
1232 BOSTON AVE
LONGMONT, CO 80501
PH 970-444-4780
FAX 970-444-6774
GL HOFF
P O BOX 7448
LOVELAND, CO 80537
PH 970-669-3255
FAX 970-663-1566
DOHN CONSTRUCTION
2642 MIDPOINT DR UNIT A
FORT COLLINS, CO 80525
PH 970-490-1855
FAX 970-490-6093
RC HEATH CONSTRUCTION
PO DRAWER H
FORT COLLINS, CO 80522
PH 970-221-4195
FAX 970-221-2907
STURGEON ELECTRIC
12150 EAST 112T" AVE
HENDERSON, CO 80640
PH 303-286-8000
FAX 303-227-6985
Gardens On Spring Creek
Bid #5749
Page 2
THISSEN CONSTRUCTION
2900 F STREET
GREELEY, CO 80631
PH 970-353-8242
FAX 970-351-0530
SINNETT BUILDERS
2926 E MULBERRY ST
FT. COLLINS, CO 80522
PH 970-493-1770
FAX 970-482-4537
CD KELCO INC.
1124 COLLIER ST
LONGMONT, CO 80501
PH 303-772-4954
FAX 303-678-7573
ALLEN PLUMBING
101 S LINK LANE
FT. COLLINS, CO 80521
PH 970-454-4841
FAX 970-454-4448
LAFARGE
1800 N TAFT HILL
FT. COLLINS, CO 80521
PH 970-407-3600
FAX 970-407-3900
H & H ELECTRIC INC.
228 S LINK LANE
FT. COLLINS, CO 80524
PH 970-493-2398
FAX 970-484-0269
COLLINS TRUCKING
13187 WCR 17
PLATTEVILLE, CO 80651
PH 970-785-6323
FAX 970-785-0767
CLARK CONSTRUCTION
1530 BOISE AVE.
LOVELAND, CO 80538
PH 970-667-0674
FAX 970-663-7384
SALAZAR MASONRY CORP.
P O BOX 7743
LOVELAND, CO 80537
PH 970-663-0142
FAX 970-669-6692
GEOTECHNICAL ENGINEERING REPORT
PROPOSED HORTICULTURAL CENTER
SOUTH OF SPRING CREEK, WEST OF CENTRE AVENUE, AND
NORTH OF THE EXTENSION TO ROLLAND MOORE DRIVE
FORT COLLINS, COLORADO
TERRACON PROJECT NO. 20005136
AUGUST 17, 2000
Prepared for.
CITY OF FORT COLLINS COMMUNITY PLANNING
AND ENVIRONMENTAL SERVICES
281 NORTH COLLEGE AVENUE
FORT COLLINS, COLORADO 80524
ATTN: MR. JIM CLARK
Prepared by:
Terracon
301 North Howes Street
Fort Collins, Colorado 80521
Irerraco
August 17, 2000
City of Fort Collins
Community Planning and Environmental Services
281 North College Avenue
Fort Collins, Colorado 80524
Attn: Mr. Jim Clark
Re: Geotechnical Engineering Report
Proposed Horticultural Center
South of Spring Creek, West of Centre Avenue, and
North of the Proposed Extension of Rolland Moore Drive
Fort Collins, Colorado
Terracon Project No. 20005136
Terracon has completed a geotechnical engineering exploration for the proposed City of Fort
Collins Horticultural Center to be located south of Spring Creek, west of Centre Avenue and
north of the proposed extension of Rolland Moore Drive. This study was performed in
general accordance with our Proposal No. D2000003 dated January 3, 2000.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the
design and construction of foundations, pavements and other earth connected phases of
this project are attached.
The subsurface soils at the site consisted of an approximate 6-inch layer of silty topsoil
underlain by layers of lean clay, lean clay with sand and sandy lean clay. Silty sand, and
silty sand with gravel layers were encountered beneath the upper clay soils and extended to
the depths explored and/or to the bedrock below. Claystone/siltstone bedrock was
encountered in Test Boring Nos. 1 through 4 at approximate depths of 7-1/2 to 14-1/2 feet
below existing site grades and extended to the depths explored. Groundwater was
encountered in all 5 test borings at relatively shallow depths of approximately 4 to 8-1/2 feet.
The results of field exploration and laboratory testing completed for this study indicate that
the soils at the site have non -to -low expansive potential and the soils at anticipated
foundation bearing depth have moderate load bearing capabilities.
Based on the subsurface conditions encountered and the type on construction proposed, it
is recommended the proposed main 'building and miscellaneous "out building" structures be
supported by conventional -type spread footings. Slab -on -grade construction is considered
feasible at the site provided the recommendations set forth in the report are followed.
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
We appreciate the opportunity to be of service to you on this phase of your project. If you
have any questions concerning this report, or if we may be of further service to you, please
do not hesitate to contact us.
Sincerely,
TERRACON
Prepared by:7
p E
IT
27712
David A. Richer, P.E. %0^
.
Department Manager/Ge- O-t,' r
Reviewed By: William J. Attwooll, P.E.
Office Manager
Copies to: Addressee (3)
TABLE OF CONTENTS
Letter of TransmittalPage No.
............................................................................................................. i
INTRODUCTION................................................................................................................. 1
PROPOSEDCONSTRUCTION.......................................................................................... 1
SITEEXPLORATION..........................................................................................................2
FieldExploration......................................................................................................2
LaboratoryTesting.................................................................................................. 3
SITECONDITIONS.............................................................................................................3
Geology................................................................................................................... 4
SoilConditions........................................................................................................4
Field and Laboratory Test Results........................................................................... 4
GroundwaterConditions.......................................................................................... 5
ENGINEERING ANALYSES AND RECOMMENDATIONS................................................. 5
Geotechnical Considerations...................................................................................5
FoundationSystems................................................................................................ 5
LateralEarth Pressures...........................................................................................6
SeismicConsiderations........................................................................................... 7
Floor Slab Design and Construction........................................................................ 7
Pavement Design and Construction........................................................................ 8
Earthwork................................................................................................................ 11
General Considerations............................................................................... 11
SitePreparation........................................................................................... 11
SubgradePreparation.................................................................................. 12
Fill Materials and Placement........................................................................ 12
Excavation and Trench Construction........................................................... 13
Additional Design and Construction Considerations................................................ 14
Exterior Slab Design and Construction........................................................14
Underground Utility Systems........................................................................ 14
Corrosion Protection.................................................................................... 14
SurfaceDrainage.........................................................................................15
GENERALCOMMENTS..................................................................................................... 15
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
TABLE OF CONTENTS (CONTINUED)
APPENDIX A
Site Plan and Boring Location Diagram
Logs of Borings
APPENDIX B
Laboratory Test Results
APPENDIX C
General Notes
GEOTECHNICAL ENGINEERING REPORT
PROPOSED HORTICULTURAL CENTER
SOUTH OF SPRING CREEK, WEST OF CENTRE AVENUE, AND
NORTH OF THE EXTENSION TO ROLLAND MOORE DRIVE
FORT COLLINS, COLORADO
TERRACON PROJECT NO. 20005136
AUGUST 17, 2000
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
City of Fort Collins Horticultural Center to be located south of Spring Creek, west of Centre
Avenue and north of the proposed extension of Rolland Moore Drive in Fort Collins,
Colorado. The site is located in the North 1/2 of Section 23, Township 7 North, Range 69
West of the 6th Principal Meridian.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• lateral earth pressures
• floor slab design and construction
• pavement design and construction
• earthwork
• drainage
The recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, and experience with similar soil conditions,
structures and our understanding of the proposed project.
PROPOSED CONSTRUCTION
Based on the available information provided to us, it is our understanding the site is to be
developed into the City of Fort Collins Horticultural Center. The project will consist of a main
building, various "out buildings", numerous gardens and horticultural theme concepts and a
be responsible for all warranties, pass through warranties are not
acceptable.
C. Failures caused by lightning strikes, power surges, vandalism, flooding,
operator abuse, or acts of God are excluded from warranty coverage.
D. Repair damage to the premises caused by a defective item. Make repairs
within seven days of notification from the Owner's Representative.
E. Contract documents govern replacements identically as with new work.
Make replacements at no additional cost to the contract price.
PART 2: MATERIALS
2.01 QUALITY:
Materials used in the system shall be new and without flaws or defects of any
type, and shall be the best of their class and kind.
2.02 SUBSTITUTIONS:
A. Make complete submittals of all manufacturer's data showing compliance
with the Contract Documents.
B. In making a request for a substitution, the Contractor represents that he:
Has investigated the proposed substitution and found that it is the
same or better quality, level, capacity, function, or appearance
than the specified product, and can demonstrate that to the
Owner's Representative.
2. Will coordinate the installation and make all modifications to the
work, which are required for the complete installation and
operation of the system.
C. The Owner's Representative will determine acceptability of the proposed
substitution and will notify Contractor of acceptance or rejection.
D. Pipe sizes referenced in the construction documents are minimum sizes,
and may be increased at the option of the Contractor.
2.03 GENERAL REQUIREMENTS:
A. The prefabricated pumping station shall have a capacity as shown on the
drawings and a station discharge pressure downstream of all pump
system components as shown on the drawings, using one main pump.
Provide a 3 HP, 50 GPM submersible pump as a pressure maintenance
pump. The station shall be completely piped, wired, hydraulically and
electrically tested on a structural steel skid before shipment to the job site.
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
parking area. Also included will be the continuation of Rolland Moore Drive along the
southern boundary of the site.
The main building is anticipated to be an approximate 8,000 square foot single -story
structure which will house a conservatory, a working greenhouse, offices, meeting rooms, a
teaching kitchen and a gift shop. The grounds will include various demonstration gardens, a
small amphitheater, a courtyard and a neighborhood park. The anticipated maximum wall
and columns loads for the main building are estimated to be 1 to 4 klf and 10 to 75 kips,
respectively.
SITE EXPLORATION
The scope of the services performed for this project included a site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Explorattbn
A total of six (6) test borings were drilled on July 25, 2000 to approximate depths 5 to 25 feet
below existing site grades. At the time of our initial site exploration, the conceptual plan and
building layouts were not completed. Therefore, Terracon proposed to locate and drill 5 test
borings throughout the site, in an effort to provide a comprehensive soils, bedrock, and
groundwater profile for the entire property. After receiving the final layout for the proposed
development, it appears Test Boring No. 5 was drilled within the footprint of the proposed
main building, Test Boring Nos. 2 and 4 were drilled within the proposed parking area, and
Test Boring Nos. 1 and 3 were drilled within wetland/habitat gardens and the theme
garden/prairie areas. Test Boring No. 6 was drilled within the proposed extension of Rolland
Moore Drive as indicated on the enclosed Site Plan, Figure 1.
All borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid
stem augers. The borings were located in the field by pacing from property lines and/or
existing site features. The accuracy of boring locations should only be assumed to the level
implied by the methods used.
Continuous lithologic logs of each boring were recorded by the geotechnical engineer during
the drilling operations. At selected intervals, samples of the subsurface materials were taken
by means of pushing thin -walled Shelby tubes, or by driving split -spoon samplers.
Penetration resistance measurements were obtained by driving the split -spoon into the
subsurface materials with a 140-pound hammer falling 30 inches. The penetration
2
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
resistance value is a useful index in estimating the consistency, relative density or hardness
of the materials encountered.
Groundwater conditions were evaluated in each boring at the time of site exploration.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System described in Appendix C. Samples of bedrock were
classified in accordance with the General Notes for Bedrock Classification. At that time, the
field descriptions were confirmed or modified as necessary and an applicable laboratory -
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix A.
Laboratory tests were conducted on selected soil samples and are presented in Appendix B.
The test results were used for the geotechnical engineering analyses, and the development
of foundation and earthwork recommendations. All laboratory tests were performed in
general accordance with the applicable ASTM, local or other accepted standards.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water Content . Plasticity Index
• Dry Density . Water Soluble Sulfate Content
• Consolidation • Expansion
SITE CONDITIONS
The site for the proposed development is presently a vacant, undeveloped tract of land
situated on the south side of Spring Creek and west of Centre Avenue. The site is relatively
flat, sparsely vegetated with native grass and weeds and exhibits fair/positive surface
drainage in the northeast direction. The Arthur Ditch runs parallel along the west boundary
of the site, with the Windtrail Development beyond the ditch to the west. Further to the
north, beyond Spring Creek, is the University Park Holiday Inn.
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
SUBSURFACE CONDITIONS
Geology
The proposed area is located within the Colorado Piedmont section of the Great Plains
physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early
quaternary time (approximately 2,000,000 years ago), is a broad, erosional trench which
separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies
along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic
Periods (approximately 70,000,000 years ago), intense tectonic activity occurred, causing
the uplifting of the Front Range and associated downwarping of the Denver Basin to the
east. Relatively flat uplands and broad valleys characterize the present-day topography of
the Colorado Piedmont in this region. Bedrock of the Pierre Shale Formation underlies the
site at depths of 7-1/2 to greater than 14-1/2 feet. Claystone-siltstone bedrock is overlain by
residual, alluvial and colluvial sands and clays of Pleistocene and/or Recent Age.
Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an
area of "Moderate Swell Potential". Potentially expansive materials mapped in this area
include bedrock, weathered bedrock and colluvium (surficial units).
Soil Conditions
The subsurface soils at the site consisted of an approximate 6-inch layer of silty topsoil
underlain by layers of lean clay, lean clay with sand and sandy lean clay. Silty sand, and
silty sand with gravel layers were encountered beneath the upper clay soils and extended to
the depths explored and/or the bedrock below. Claystone/siltstone bedrock was
encountered in Test Boring Nos. 1 through 4 at approximate depths of 7-1/2 to 14-1/2 feet
below existing site grades and extended to the depths explored.
Field and Laboratory Test Results
Field and laboratory test results indicate the clays are medium stiff to stiff in consistency,
exhibits low to moderate swell potential, and low to moderate load bearing characteristics.
The sands are medium dense to dense in relative density, are non -expansive and exhibit
moderate bearing characteristics. The upper 2 to 3 feet of the bedrock is weathered,
however the underlying caystone/siltstone bedrock is hard, exhibits moderate swell potential
and moderate to high bearing capabilities.
'Hart, Stephen S., 1972, Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, Colorado
Geological Survey, Environmental Geology No. 7.
4
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Groundwater Conditions
Groundwater was encountered at relatively shallow depths of 4 to 8-1/2 feet below existing
site grades in all 6 test borings. These observations represent groundwater conditions at the
time of the field exploration, and may not be indicative of other times, or at other locations.
Groundwater levels can be expected to fluctuate with varying seasonal and weather
conditions.
Based upon review of U.S. Geological Survey maps (2Hillier, et al, 1983), regional
groundwater is expected to be encountered in unconsolidated alluvial deposits on the site, at
depths of 5 to 20 feet below the natural ground surface.
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations
The site appears suitable for the proposed construction based on a geotechnical
engineering viewpoint. The following foundation system was evaluated for use on the site:
• spread footings bearing on undisturbed natural soils and/or structural fill
Slab -on -grade construction is considered acceptable for use, provided that design and
construction recommendations are followed.
Foundation Systems
Due to the presence of low swelling soils on the site, spread footing foundations bearing
upon undisturbed native soils, and/or engineered fill are recommended for support for the
proposed structures. The footings may be designed for a maximum bearing pressure of
2000 psf. In addition, the footings should be sized to maintain a minimum dead load
pressure of 500 psf. The design bearing pressure applies to dead loads plus design live
load conditions. The design bearing pressure may be increased by one-third when
considering total loads that include wind or seismic conditions.
Exterior footings should be placed a minimum of 30 inches below finished grade for frost
protection and to provide confinement for the bearing soils. Finished grade is the lowest
adjacent grade for perimeter footings.
Footings should be proportioned to reduce differential foundation movement. Proportioning
on the basis of equal total movement is recommended; however, proportioning to relative
2 Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the Boulder -
Fort Collins -Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map 1-855-1.
5
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
constant dead -load pressure will also reduce differential movement between adjacent
footings. Total movement resulting from the assumed structural loads is estimated to be on
the order of 3/4 inch or less. Differential movement should be on the order of 1/2 to 3/4 of
the estimated total settlement. Additional foundation movements could occur if water from
any source infiltrates the foundation soils; therefore, proper drainage should be provided in
the final design and during construction.
Footing foundations and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at
openings or other discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil
conditions encountered differ significantly from those presented in this report, supplemental
recommendations will be required.
Lateral Earth Pressures
For soils above any free water surface, recommended equivalent fluid pressures for
unrestrained foundation elements are:
• Active:
Cohesive soil backfill (on -site clay)........................................45 psf/ft
Cohesionless soil backfill (on -site or imported sand) .............35 psf/ft
• Passive:
Cohesive soil backfill (on -site clay)......................................250 psf/ft
Cohesionless soil backfill (on -site or imported sand) ........... 325 psf/ft
• Adhesion at Base of Footings ................................................. 500 psf
Where the design includes restrained elements, the following equivalent fluid pressures are
recommended:
• At rest:
Cohesive soil backfill (on -site clay)........................................60 psf/ft
Cohesionless soil backfill (on -site or imported sand) ............. 50 psf/ft
The lateral earth pressures herein do not include any factor of safety and are not applicable
for submerged soils/hydrostatic loading. Additional recommendations may be necessary if
submerged conditions are to be included in the design.
IA
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Fill against grade beams and retaining walls should be compacted to densities specified in
Earthwork. Compaction of each lift adjacent to walls should be accomplished with hand -
operated tampers or other lightweight compactors. Overcompaction may cause excessive
lateral earth pressures, which could result in wall movement.
Seismic Considerations
The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United
States as indicated by the 1997 Uniform Building Code. Based upon the nature of the
subsurface materials, a soil profile type S, should be used for the design of structures for the
proposed project (1997 Uniform Building Code, Table No. 16-J).
Floor Slab Design and Construction
Some differential movement of a slab -on -grade floor system is possible should the subgrade
soils become elevated in moisture content. To reduce potential slab movements, the
subgrade soils should be prepared as outlined in the earthwork section of this report.
For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 100
pounds per cubic inch (pci) may be used for floors supported on existing or engineered fill
consisting of on -site soils. A modulus of 200 pci may be used for floors supported on at
least 2 feet of non -expansive structural fill meeting the specifications outlined below.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• Interior trench backfill placed beneath slabs should be compacted in
accordance with recommended specifications outlined below.
• In areas subjected to normal loading, a minimum 4-inch layer of sand, clean -
graded gravel or aggregate base course should be placed beneath interior
slabs. For heavy loading, reevaluation of slab and/or base course thickness
may be required.
7
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
• If moisture sensitive floor coverings are used on interior slabs, consideration
should be given to the use of barriers to minimize potential vapor rise through
the slab.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design
Manual, Section 302.1 R are recommended.
Pavement Design and Construction
Design of pavements for the project have been based on the procedures outlined in the
1993 Guideline for Design of Pavement Structures by the American Association of State
Highway and Transportation Officials (AASHTO). Areas within proposed pavements on the
site will be divided into categories based upon anticipated traffic and usage.
Traffic criteria for pavement thickness design for the on -site improvements, including the
projected 20-year average daily traffic or volume, and approximate percentage of trucks was
estimated by Terracon. From these estimated or assumed values, Terracon computed the
18-kip equivalent single axle load (ESAL) at 36,500 for automobile parking areas and 73,000
for heavy volume or truck access/drive areas.
For the extension of Rolland Moore Drive, the City of Fort Collins provided the equivalent
daily axle loads (EDLAs) for the new alignment. Using a correlated design R-Value of 8,
appropriate ESAL/day, environmental criteria and other factors, the structural number (SN)
for the pavement sections were determined on the basis of the 1993 AASHTO design
equation and the following information.
18 Ik[p
Termlt�al
Mtn Ectral
Street ASmelStreet Type -
EQ�A
ES1>;L
ReliabilttyX.
Serui�
No'
a6il N
Rolland Moore Drive — Minor Collector
75
547,500
75
2.5
3.20
Local drainage characteristics of proposed pavement areas are considered to vary from fair
to good depending upon location on the site. For purposes of this design analysis, fair
drainage characteristics are considered to control the design. These characteristics,
coupled with the approximate duration of saturated subgrade conditions, results in a design
drainage coefficient of 1.0 when applying the AASHTO criteria for design.
For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with
inherent reliability of 75% and a design life of 20 years. Using a correlated design R-value
P
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
of 8, appropriate ESAUday, environmental criteria and other factors, the structural numbers
(SN) of the pavement sections were determined on the basis of the 1993 AASHTO design
equation.
In addition to the flexible pavement design analyses, a rigid pavement design analysis was
completed, based upon AASHTO design procedures. Rigid pavement design is based on
an evaluation of the Modulus of Subgrade Reaction of the soils (K-value); the Modulus of
Rupture of the concrete, and other factors previously outlined. The design K-value of 100
for the subgrade soils was determined by correlation to the laboratory tests results. A
modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete.
The rigid pavement thicknesses for each traffic category were determined on the basis of
the AASHTO design equation.
Recommended alternatives for flexible and rigid pavements, summarized for each traffic
area, are as follows:
Recommended pavement Thickness finches)
Asphalt
Aggregate
Plant Mixed
Portiand
Total.;::1
Traffic ATea..
;Alternative.
Concrete
i3ase'
8iiumnous.
Cement.
Surface .
'Course
base
Concrete
Automobile
A
3.0
7.0
10.0
Parking
B
2.5
3.0
5.5
Areas
C
5.0
5.0
Truck
A
3.5
8.0
12.0
Access/Drive
B
2.5
3.5
6.0
Areas
C
6.0
6.0
A
5.0
10.0
15.0
Rolland Moore
*B
4.0
4.5
6.0
Drive
C
6.0
6.0
*The City of Fort Collins — Engineering Department must approve and provide written
authorization for the use of full -depth asphalt as a pavement thickness alternative.
Each alternative should be investigated with respect to current material availability and
economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is
recommended at the locations of dumpsters where trash trucks park and load.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel,
which meets strict specifications for quality and gradation. Use of materials meeting
2
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended
for base course.
Aggregate base course should be placed in lifts not exceeding six inches and should be
compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete and/or plant -mixed bituminous base course should be composed of a
mixture of aggregate, filler and additives, if required, and approved bituminous material. The
bituminous base and/or asphalt concrete should conform to approved mix designs stating
the Hveem properties, optimum asphalt content, job mix formula and recommended mixing
and placing temperatures. Aggregate used in plant -mixed bituminous base course and/or
asphalt concrete should meet particular gradations. Material meeting Colorado Department
of Transportation Grading C or CX specification is recommended for asphalt concrete.
Aggregate meeting Colorado Department of Transportation Grading G or C specifications is
recommended for plant -mixed bituminous base course. Mix designs should be submitted
prior to construction to verify their adequacy. Asphalt material should be placed in maximum
3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1560)
(ASTM D 1561).
Where rigid pavements are used, the concrete should be obtained from an approved mix
design with the following minimum properties:
• Modulus of Rupture @ 28 days...................................................600 psi minimum
• Strength Requirements.........................................................................ASTM C94
• Minimum Cement Content........................................................... 6.5 sacks/cu. yd.
• Cement Type..................................................................................Type I Portland
• Entrained Air Content.................................................................................6 to 8%
• Concrete Aggregate ........................................ASTM C33 and CDOT Section 703
• Aggregate Size.............................................................................1 inch maximum
• Maximum Water Content.........................................................0.49 lb/lb of cement
• Maximum Allowable Slump........................................................................4 inches
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90
minutes from the time the water is added to the mix. Other specifications outlined by the
Colorado Department of Transportation should be followed.
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon
the final pavement geometry and should be placed (in feet) at roughly twice the slab
thickness (in inches) on center in either direction. Sawed joints should be cut within 24-
hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4
inch. All joints should be sealed to prevent entry of foreign material and dowelled where
necessary for load transfer.
Preventative maintenance should be planned and provided for through an on -going
pavement management program in order to enhance future pavement performance.
Preventative maintenance activities are intended to slow the rate of pavement deterioration,
and to preserve the pavement investment.
Preventative maintenance consists of both localized maintenance (e.g. crack sealing and
patching) and global maintenance (e.g. surface sealing). Preventative maintenance is
usually the first priority when implementing a planned pavement maintenance program and
provides the highest return on investment for pavements.
Recommended preventative maintenance policies for asphalt and jointed concrete
pavements, based upon type and severity of distress, are provided in Appendix D. Prior to
implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventative maintenance.
Earthwork
General Considerations
The following presents recommendations for site preparation, excavation, subgrade
preparation and placement of engineered fills on the project.
All earthwork on the project should be observed and evaluated by Terracon. The
evaluation of earthwork should include observation and testing of engineered fill,
subgrade preparation, foundation bearing soils, and other geotechnical conditions
exposed during the construction of the project.
• Site Preparation
Strip and remove existing fill which may be encountered during construction, debris,
and other deleterious materials from proposed building and pavement areas. All
exposed surfaces should be free of mounds and depressions that could prevent
uniform compaction.
11
B. All components of the pumping system shall be designed to function in an
outdoor environment exposed to all of the elements. Furnish protective
enclosures and covers as required for proper operation of the system.
C. Use a static lift of 10.0 feet when calculating the total dynamic head
(TDH) requirements of the pump system.
D. Construction shall include skid assembly to support all components
during shipping and to serve as the installed mounting base. Base shall
be of sufficient size and strength to resist twisting and bending from
hydraulic forces and support the full weight of pumps and motors.
E. The pump station and related equipment shall meet all the general and
technical specifications; shall be designed, fabricated and installed in a
workmanlike manner; and shall be delivered within the negotiated
schedule.
F. Provide a factory -trained technician to supervise the installation of the
pump station, pumps, and motors.
In addition to the time required for installation supervision, the technician
shall provide a minimum of 1 day of training for the Owner's staff in the
operation, maintenance, and programming of the pumping system.
G. All pump station components shall be supplied by and be the
responsibility of one manufacturer, even though others manufactured
some components.
H. Acceptable Manufacturers:
FLOWTRONEX PSI Ltd., 10717 Harry Lines Blvd., Dallas, Texas
75220, (214) 357-1320. Local Representative: Jay Folk,
Arapahoe Pumping Systems, P.O. Box 3482, Littleton, Colorado
80161.
2. SYNCHROFLO, 6700 Best Friend Rd., Norcross, Georgia, 30071,
(770) 447-4443. Local Representative: John Maclntyre, Munro
Supply, 1271 Elmwood Court, Colorado 80020, (303) 439-2600.
3. WATERTRONICS, 525 Industrial Drive, Hartland, Wisconsin
53029, (800)356-6686, (414)367-5000, F: (414) 367-5551. Local
Representative:Torian Roesch, District Manager, (303) 807-9386.
4. Owner's Representative Approved Equal.
2.04 PUMPS:
A. Furnish one main vertical turbine type pump, electric motor driven, 1800
nominal rpm, complete with the required length of threaded column
assembly, galvanized steel basket type suction strainer, and cast iron
discharge head.
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
The site should be initially graded to create a relatively level surface to receive fill,
and to provide for a relatively uniform thickness of fill beneath proposed building
structures and pavements.
All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of eight inches, conditioned to
near optimum moisture content, and compacted.
It is anticipated that excavations for the proposed construction can be accomplished
with conventional earthmoving equipment.
Depending upon depth of excavation and seasonal conditions, groundwater will be
encountered in excavations on the site. Pumping from sumps may be utilized to
control water within excavations. Well points may be required for significant
groundwater flow, or where excavations penetrate groundwater to a significant depth.
i Subgrade Preparation
Subgrade soils beneath interior and exterior slabs, and beneath pavements should
be scarified, moisture conditioned and compacted to a minimum depth of 8 inches.
The moisture content and compaction of subgrade soils should be maintained until
slab or pavement construction.
Fill Materials and Placement
Clean on -site soils or approved imported materials may be used as fill material and
are suitable for use as compacted fill beneath interior or exterior floor slabs.
Imported soils (if required) should conform to the following:
Gradation
Percent finer by weight
(ASTM C136)
6".........................................................................................................100
311 ....................................................................................................70- 1 00
No. 4 Sieve.....................................................................................50-100
No. 200 Sieve..............................................................................50 (max)
• Liquid Limit....................................................................... 30 (max)
• Plasticity Index.................................................................15 (max)
12
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Engineered fill should be placed and compacted in horizontal lifts, using equipment
and procedures that will produce recommended moisture contents and densities
throughout the lift. Recommended compaction criteria for engineered fill materials are
as follows:
Material
Minimum Percent
(ASTM D698)
Scarified subgrade soils.........................................................................95
On -site and imported fill soils:
Beneathfoundations..................................................................95
Beneathslabs............................................................................95
Beneathpavements...................................................................95
Aggregate base (beneath slabs)............................................................95
Miscellaneous backfill (non-structural areas).........................................90
On -site clay for backfill or grading purposes should be compacted within a moisture
content range of 2 percent below, to 2 percent above optimum. Imported or on -site
granular soils should be compacted within a moisture range of 3 percent below to 3
percent above optimum unless modified by the project geotechnical engineer.
Excavation and Trench Construction
Excavations into the on -site soils may encounter caving soils and groundwater,
depending upon the final depth of excavation. The individual contractor(s) should be
made responsible for designing and constructing stable, temporary excavations as
required to maintain stability of both the excavation sides and bottom. All
excavations should be sloped or shored in the interest of safety following local, and
federal regulations, including current OSHA excavation and trench safety standards.
The soils to be penetrated by the proposed excavations may vary significantly across
the site. The preliminary soil classifications are based solely on the materials
encountered in widely spaced exploratory test borings. The contractor should verify
that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual
conditions should be evaluated to determine any excavation modifications necessary
to maintain safe conditions.
13
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
As a safety measure, it is recommended that all vehicles and soil piles be kept to a
minimum lateral distance from the crest of the slope equal to no less than the slope
height. The exposed slope face should be protected against the elements.
Additional Design and Construction Considerations
Exterior Slab Design and Construction
Exterior slabs -on -grade, exterior architectural features and utilities founded on or in
backfill may experience some movement due to the volume change of the backfill.
Potential movement could be reduced by:
minimizing moisture increases in the backfill
controlling moisture -density during placement of backfill
using designs which allow vertical movement between the exterior features
and adjoining structural elements
• placing effective control joints on relatively close centers
Underground Utility Systems
All piping should be adequately bedded for proper load distribution. It is suggested
that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253
be used as bedding. Where utilities are excavated below groundwater, temporary
dewatering will be required during excavation, pipe placement and backfilling
operations for proper construction. Utility trenches should be excavated on safe and
stable slopes in accordance with OSHA regulations as discussed above. Backfill
should consist of the on -site soils or imported material approved by the geotechnical
engineer. The pipe backfill should be compacted to a minimum of 95 percent of
Standard Proctor Density ASTM D698.
Corrosion Protection
Results of soluble sulfate testing indicate that ASTM Type I Portland cement is
suitable for all concrete on and below grade. However, if there is no, or minimal cost
differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed
in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.
14
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
Surface Drainage
Positive drainage should be provided during construction and maintained throughout
the life of the proposed project. In areas where sidewalks or paving do not
immediately adjoin the structure, we recommend that protective slopes be provided
with a minimum grade of approximately 5 percent for at least 10 feet from perimeter
walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches
should be well compacted and free of all construction debris to reduce the possibility
of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected by
exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of
foundation walls. Landscaped irrigation adjacent to the foundation system should be
minimized or eliminated.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations, which may occur between
borings or across the site. The nature and extent of such variations may not become
evident until construction. If variations appear, it will be necessary to reevaluate the
recommendations of this report.
The scope of services for this project does not include either specifically or by implication
any environmental assessment of the site or identification of contaminated or hazardous
materials or conditions. If the owner is concerned about the potential for such
contamination, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
or made. In the event that changes in the nature, design, or location of the project as
outlined in this report, are planned, the conclusions and recommendations contained in this
15
Geotechnical Engineering Exploration
City of Fort Collins — Horticultural Center
Terracon Project No. 20005136
report shall not be considered valid unless Terracon reviews the changes, and either verifies
or modifies the conclusions of this report in writing.
16
/
I �
a
NO.1
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----------.
,
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SPRING CREEK
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N0.2
/
PROP OSRE DPARKING NO.3
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PROPOSED MAIN
/
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ROLLAND MOORE DRIVE
i
NO.6
I
FIGURE 1: SITE PLAN
PROPOSED CITY OF
FORT COLLINS HORTICULTURAL CENTER
LEGEND:
N/W/C OF ROLLAND MOORE DRIVE & CENTRE AVENUE
BORING LOCATION
FORT COLLINS. CO
Project Mngr.
DAR
Project No.
20005136
Designed By.
1 re r ra c a n Scale: 1 "= 200'
Checked BY: DAR
301 N. Howes STREET Date: 07 28 00
Approved BY: DAR
FORT CW-LiNS, CoLORADo 8OS21 Drawn BY: SDC
DIAGRAM IS FOR GENERAL LOCATION ONLY.
AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES.
File Name:
Fare N0.
136FIG1 9 1
LOG OF BORING NO. 1
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
City of Fort Collins
SITE Rolland Moore Drive and Centre Avenue
PROJECT
Fort Collins, Colorado
Horticulture Center
SAMPLES
TESTS
o
C
O
o
J
LL
z
U
DESCRIPTION
}
(n
=
zLu_
W
Hz _
U_
H
=
m
O
3
O W
0_
F=-
D_
(n
U
E
W
0_
U
F- O
(n
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U D:LL
W
(n
O
>-
W
0_ J
O
= U
Z F-(n
O
O
O
Z
H
0:
(n m
E
O 0_
_ (n 0_
^ ^ ^
0.5 6" TOPSOIL
LFAN CLAY with SAND
CL
1
SS
12"
18
6
2.5 Dark brown, dry to moist, very
stiff
CL
2
ST
12"
17
101
4500
SANDY LEAN CLAY
Tan, brown, moist, medium stiff
3
SS
12"
6
23
5
7.0
SILTY SAND with GRAVEL
Tan, red, gray, moist to wet, loose
SM
4
SS
L"
7
20
10�
13.5
WEATHERED
5
SS
12"
17
23
15.0 C1 AYSTONE/SILTSTONE
15
Gray, olive, moist, moderately hard
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
I
BORING STARTED 7-25-00
WL
Q 8.5' WD
t
-irierraconlRIG
BORING COMPLETED 7-25-00
CME-55
FOREMAN DL
WL
Initial Water Level Reading
APPROVED DAR
JOB a 20005136
LOG OF BORING NO. 2 Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
City of Fort Collins
SITE Rolland Moore Drive and Centre Avenue
PROJECT
Fort Collins, Colorado
Horticulture Center
SAMPLES
TESTS
w
in
E
O
Z
W
D_
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F-
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D:
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3
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DESCRIPTION
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W
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J
o
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(n
L)
(n
O
^ ^ ^
0.5 6" TOPSOIL
LEAN CLAY
CL
1
SS
12"
17
10
Dark brown, moist, very stiff
4.0 77
37/15/92
CL
2
ST
12"
22
101
1480
3
SS
12"
5
21
SANDY LEAN CLAY
5
Tan, brown, moist to wet, medium
7.0 stiff
Sri TY SAND with GRAVEL
Brown, red, tan, gray, wet, loose
SM
4
SS
12"
7
12
10
14.5
15
I
5
SS
', 12"
17
19
WF_ATHERED_
SANDSTONE/SILTSTONE
Gray, green, moist, moderately
hard
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerracon
BORING STARTED 7-25-00
WL
g 4, WD
-
-
BORING COMPLETED 7-25-00
WI
RIG CME-55
FOREMAN DL
WL
Initial Water Level Reading
APPROVED DAR
JOB s 20005136
LOG OF BORING NO. 3
CLIENT ARCHITECT / ENGINEER
City of Fort Collins
SITE Rolland Moore Drive and Centre Avenue PROJECT
Fort Collins, Colorado
CD
0
U
H
S
4_
Q
0!
CD
DESCRIPTION
0.5 6" TOPSOIL
LEAN CLAY with SAN
Dark brown, dry to moist, very
stiff to stiff
SILTY CLA=SANp
Brown, red, moist, loose
9.0
SILTY SAND with GR A VFT
Brown, tan, red, gray, wet, loose
13.0
WEATHERED
15.0 CLAYSTONE!S11.TS _NF
\Gray, rust, tan, moist, hard
BOTTOM OF BORING
Horticulture Center
1of1
SAMPLES
TESTS
U_
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CL j 1 I SS 1 12" 1 23 1 10
2 1 ST 12" 15 108 5405 395
SC 3 SS 12" 2 I 28
5
10
15
1 41SS1 12"1 7 1 191 F—_�
-I 1 5ISS112"1 18 1 211 T__7
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED 7-25-00
L
4 49 WD
_ = BORING COMPLETED 7-25-00
rerracon RIG CME-55 FOREMAN DL
Initial Water Level Reading APPROVED DAR JOB a 20005136
LOG OF BORING NO. 4
CLIENT ARCHITECT / ENGINEER
City of Fort Collins
SITE Rolland Moore Drive and Centre Avenue PROJECT
Fort Collins, Colorado
O
J
H DESCRIPTION
2
0_
C7
0.5 6" TOPSOIL
LEAN CLAY with SAND
Dark brown, moist, medium stiff
SILTY SAND with GRAYET
Brown, red, gray, wet, loose
7.5
WEATHERED
SILTSTONE/['T AYSTON
Gray, olive, rust, tan, moist, hard
CLAYSTONE/SI TSTON
Gray, olive, rust, tan, moist, very
hard
BOTTOM OF BORING
Horticulture Center
loft
O
SAMPLES
TESTS
I
U.
to
F-
O
Z
=Mm
}
>-
tr
H
Z LL
W
Q:
(n
Z
2
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U
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F-
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Q�
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MU
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CL I 1 I SS 1 12" 1 8 1 10
Sc 2 ST 1 12" j 22 108
-{SM 3 SS 12" 13
5 4
10
15
20
-d 1 4 1 SS 1 12" 1 5 1 26 1 1 1
1 5 1 SS 1 12" 1 23 1 22 1 1 —7
1 61SS112°1 48 1 211 1 1
-� 1 7 1 SS ; 10" 60/0.8'1 19
26/10/45 1
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 7-25-00
WL S 4y WD =
= BORING COMPLETED 7-25-00
WL err acon RIG CME-55 FOREMAN DL
wL Initial Water Level Reading APPROVED DAR JOB # 20005136
B. Bowl assemblies including the suction, intermediate, and discharge bowls
shall be furnished in cast iron, enamel lined with flanged connections.
Furnish bronze statically balanced impellers that are adjustable vertically
by an adjusting nut located at the top of the hollowshaft motor.
C. Pump efficiency shall be minimum 80 % at the specified operating point.
The performance curve of each pump selected shall be continuously
rising as the shutoff condition is approached. The impeller diameter
selected shall be less than the maximum diameter available.
D. Furnish each pump with a flanged, cast iron or fabricated steel discharge
head complete with a cast iron adjustable packing gland, gland plate,
grease seal, packing bushing, packing and water slinger. Provide a
continuous bypass flush line from the stuffing box of each pump to the
wet well.
E. All bowl bearings shall be constructed of bronze, all column bearings shall
be fluted rubber. Each pump shaft, column line shaft, and pump motor
shaft shall be turned, ground and polished 416 stainless steel sized to
transmit full nameplate HP of the motor. Minimum acceptable shaft size
is 1-inch.
F. All shaft couplings shall be threaded and machined from 300 series
stainless steel. Furnish two piece headshaft assembly. Each motor shaft
shall be removable and couple to the pump head shaft between the
bottom of the motor and the packing gland with sufficient clearance to
allow removal of the packing gland assembly without motor removal.
G. Furnish an overall pump length to within 12-inches of the bottom of the
wet well.
H. Furnish a pressure maintenance pump, multistage, submersible type,
well pump. Pump shall be equipped with a motor shroud for proper
cooling of submersible motor and stainless steel suction screen.
Furnish a pump with a Franklin submersible motor and Subtrol motor
protection controls. Pump furnished shall be a Goulds, Grundfos or
Owner's Representative approved equal.
2.05 MOTORS:
A. Each main pump motor shall be 1800-RPM nominal, squirrel cage
induction vertical hollow shaft type with a WP-1 enclosure and a 1.15
service factor. The temperature rise of the motor shall be to NEMA
Standard MG-1-12.42 for Class B or Class F insulation.
B. For less than 40 HP motors, furnish "High Efficiency / Energy Efficient"
US Electric motors Type AUE that are rated for continuous inverter duty
with variable frequency drive.
LOG OF BORING NO. 5
CLIENT Page 1 of 1
ARCHITECT / ENGINEER
City of Fort Collins
SITE Rolland Moore Drive and Centre Avenue
PROJECT
Fort Collins, Colorado
Horticulture Center
SAMPLES
TESTS
c�
I
H
DESCRIPTION
~
ccH
r
z�
z
W
H
LU
O
Z Z
0:
F-
0-
W
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>
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0_
U
3
F- O
N
H
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OU XLL
0O
O
Z
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F-
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0:
0- J
to to
O
E
= U
O 0-
Z I- (A
O (n 0_
^ ^ ^
0.5 6" TOPSOIL
CL
1
SS
12"
30
8
LEAN CLAY with SAND
2.5 Dark brown, dry to moist, very
stiff
4.0 SILTY SAND
Brown, moist, medium dense
iscT
2
ST
NR
3
SS
12"
3
I 28
SANDY LEAN CLAY
5
Dark brown, moist, soft
8.0
-
SILTY SAND with GRAVFL
SM
4
SS
12"
4
20
Tan, brown, red, gray, moist, loose
to medium dense
10
15.0
15
i
5
SS i
12"
29
16
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED 7-25-00
WL
Q 6.5' wD
=
BORING COMPLETED
rerracon
7_25-00
WL
RIG CME-55
FOREMAN DL
WL
Initial Water Level Reading
APPROVED DAR
JOB a 20005136
LOG OF BORING NO. 6
Page 1 of 1
[SITE
CLIENT ARCHITECT / ENGINEER
City of Fort Collins
Rolland Moore Drive and Centre Avenue
PROJECT
Fort Collins, Colorado
Horticulture Center
SAMPLES
TESTS
co
O
^ -I
t-
EOm
1U1
DESCRIPTION
zLL
�
z
?�
JH#
H
m
O
13
U
O
ZZ
CHI-..
(D
O
(n
a. U
W W
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>-
U
W
1- O
Q-J
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U X LL
O rn i
O C �..
O O
Z
H
0:
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1:
=U
Cd
zF_(n
ONCL
HJ
J(L
" "
" 0.5 6" TOPSOIL
CLAYEY S ND
CL
1
SS
12"
4
2.0
Dark brown, moist
COMP.
2
SS
12"
6
19
LEAN CLAY -
SAMPLE'-4
with SAND
' 0 -4
Brown, tan, moist, medium stiff
�
46
5.0
-' CL
5
I
3
SS
12"
5
24
AASHTO
A-6
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED 7-25-00
WL
Q 2.5' WD
1
=
1 err acon
I
BORING COMPLETED 7-25-00
WL
-
RIG CME-55
FOREMAN DL
WL
Initial Water Level Reading
APPROVED DAR
JOB # 20005136
S
w
E
L
L
C
O
N
S
O
L
I �
D
A
T
I
O
N
E
10
AN
10
APPLIED PRESSURE, TSF
Boring and depth (ft.) Classification DD MC%
i 1 3.0 LEAN CLAY with SAND CL 110 12
I PROJECT Horticulture Center - Rolland Moore Drive JOB NO. 20005136
_ DATE 8/7/00
CONSOLIDATION TEST
TERRACON
U.
0.
0.
0.
V
O
I
D
R 0.
A
T
I
O
0.
0.
0.
0.
0.3
1 54
I
52
50 !
48
46
I
44
I
i
42
I
i
i
40
I
I
i
38
I
6
ni
1 10
APPLIED PRESSURE, TSF
Boring and depth (ft.) Classification DD MC9�
1 3.0 LEAN CLAY with SAND CL 110 12
I PROJECT Horticulture Center - Rolland Moore Drive JOB NO, 20005136
DATE 8/7/00
CONSOLIDATION TEST
TERRACON
v.1
W
0.4
v
O
I
D
R
A
T
I 0.4
O
0.35
0.30
0.25
0
10
APPLIED PRESSURE, TSF
Boring and depth (ft.) Classification DD I MC%
i 3 3.0 SILTY CLAYEY SAND SC 108 15
I PROJECT Horticulture Center - Rolland Moore Drive JOB NO. 20005136
DATE 8/7/00
CONSOLIDATION TEST
TERRACON
I
i
2
4
S
W 6
E
L
L
% 8
C
O
N 10
S
O
L
I
D
A
T 12
I
O
N
14
16
0.1 1
10
APPLIED PRESSURE, TSF
Boring and depth (ft.) Classification DD MC %
• 3 3.0 SILTY CLAYEY SAND SC 108 lS
I PROJECT Horticulture Center - Rolland Moor Drive JOB NO. 20005136
DATE 8/7/00
CONSOLIDATION TEST
TERRACON
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 112 3/8 3 A. 6 810 1416 20 30 4rj 50 70 100 f40 200
100
�
I
90
I
i
80
I
�I
P
E
R 70
C
E
N
T 60
F
I
E 50
i
R
B
Y 40
W
E
I
G 30
H
T
20
I
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine
S ecimen Identification
Classification
! MC
% LL
I PL
PI
I Cc
Cu
2 3.0
LEAN CLAY CL
22
37
22
15
4 3.0
CLAYEY SAND SC
22
26
16
10
6 1.0
CLAYEY SAND SC
31
19
12
Specimen
Identification
D100
D60 I
D30
D10 %Gravel I
%Sand
%Silt
I %Cla
2 3.0
4.75
0.0
8.0 I
92.0
4 3.0
4.75
0.23
I
0.0
55.0
45.0
6 1.0
4.75
0.22
0.0
54.0
46.0
PROJECT Horticulture Center - Rolland Moore Drive JOB NO. 20005136
DATE 8/16/00
GRADATION CURVES
TERRACON
CLIENT: City of Fort Collins
PROJECT: Horticultural Center - Rolland Moore Drive
LOCATION: Composite Sample Test Boring No. 6 c@ 0.5' - 4.0'
TERRACON NO. 20005136 CLASSIFICATION: Sandy Lean Clay - (CL)
SAIVRLE QATA
TEST.-RES
U LTS
TEST SPECIMEN NO.
1
2
3
COMPACTION PRESSURE (PSI)
350
350
350
DENSITY (PCF)
113.0
114.9
116.7
MOISTURE CONTENT {%)
16.7
15.3
14.1
EXPANSION PRESSURE
0.00
0.00
0.09
HORIZONTAL PRESSURE @ 160 PSI
149
142
121
SAMPLE HEIGHT (INCHES)
2.55
2.50
2.38
EXUDATION PRESSURE (PSI)
179.0
274.5
493.2
CORRECTED R-VALUE
4.4
7.2
16.4
UNCORRECTED R-VALUE
4.4
7.2
17.3
R-VALUE @ 300 PSI EXUDATION PRESSURE
_
100
90
80
70
w 60
50
40
30
20
10
0
0 100 200 300 400 500 600 700 800
EXUDATION PRESSURE - PSI
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted
SS :
Split Spoon - 1_" I.D., 2" O.D., unless otherwise noted
PS : Piston Sample
ST :
Thin -Walled Tube - 2" O.D., unless otherwise noted
WS : Wash Sample
PA :
Power Auger
FT : Fish Tail Bit
HA
: Hand Auger
RB : Rock Bit
DB :
Diamond Bit = 4", N, B
BS : Bulk Sample
AS
: Auger Sample
PM : Pressure Meter
HS :
Hollow Stem Auger
DC : Dutch Cone
WB : Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where
noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL Water Level WS :While Sampling
WCI : Wet Cave in WD While Drilling
DCI : Dry Cave in BCR : Before Casing Removal
AB : After Boring ACR : After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils,
the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of
groundwater levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification system and the ASTM Designations 0-2,127 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a 1"200 sieve; they are described as: boulders,
cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are
described as: clays, if they are plastic, and silts if they are slightly plastic or non-piastic. Major constituents may be
added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In
addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils
on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium
dense ISM).
CONSISTENCY OF FINE-GRAINED SOILS:
Unconfined Compressive
Strength, Qu, psf
Consistency
< 500
Very Soft
500 - 1,000
Soft
1,001 2,000
Medium
2,001 4,000
Stiff
4,001 - 8,000
Very Stiff
8,001-16,000
Very Hard
RELATIVE PROPORTIONS OF
SAND AND GRAVEL
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 15
With
15 - 29
Modifier
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 5
With
5 - 12
Modifier
> 12
RELATIVE DENSITY OF
COARSE -GRAINED SOILS:
N-Blows/ft. Relative Density
C-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-30 Very Dense
80 _ Extremely Dense
GRAIN SIZE TERMINOLOGY
Major Component
of Sample
Size Range
Boulders
Over 12 in. (300mm)
Cobbies
`12 in. to 3 in.
(300mm to 75mm)
Gravel
3 in. to : 4 sieve
(75mm to 4.75mmi
Sand
#4 to .200 sieve
14.75mmto 0.075mm)
Silt or Clay
Passing #200 Sieve
(0.075mm)
Irerracon
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST
SIGNIFICANCE PURPOSE
California
Used to evaluate the potential strength of subgrade soil,
Pavement
Bearing
subbase, and base course material, including recycled
Thickness
Ratio
materials for use in road and airfield pavements.
Design
Consolidation
Used to develop an estimate of both the rate and amount of
Foundation
both differential and total settlement of a structure.
Design
Direct
Used to determine the consolidated drained shear strength of
Bearing Capacity,
Shear
soil or rock.
Foundation Design &
Slope Stability
Dry
Used to determine the in -place density of natural, inorganic,
Index Property
Density
fine-grained soils.
Soil Behavior
Expansion
Used to measure the expansive potential of fine-grained soil
( Foundation & Slab
and to provide a basis for swell potential classification.
Design
Gradation
1 Used for the quantitative determination of the distribution of
Soil
TClassification
particle sizes in soil.
Liquid &
Used as an integral part of engineering classification systems
Soil
Plastic Limit,
to characterize the fine-grained fraction of soils, and to
Classification
Plasticity
specify the fine-grained fraction of construction materials.
Index
Permeability
Used to determine the capacity of soil or rock to conduct a
` Groundwater
liquid or gas.
I Flow Analysis
pH
Used to determine the degree of acidity or alkalinity of a soil.
Corrosion
Potential
Resistivity
Used to indicate the relative ability of a soil medium to carry
Corrosion
electrical currents.
Potential
R-Value
Used to evaluate the potential strength of subgrade soil,
Pavement
subbase, and base course material, including recycled
Thickness
materials for use in road and airfield pavements.
Design
Soluble
Used to determine the quantitative amount of soluble
Corrosion
Sulphate
sulfates within a soil mass.
Potential
Unconfined
To obtain the approximate compressive strength of soils that
Bearing Capacity
Compression
possess sufficient cohesion to permit testing in the
Analysis
unconfined state.
for
Foundations
Water
Used to determine the quantitative amount of water in a soil
Index Property
Content
mass.
Soil Behavior
Irerrar-on -------
C. Furnish motors of proper size to drive the pump at any point on its
operation curve without exceeding motor horsepower nameplate rating.
D. Furnish motor thrust bearings of ample capacity to accommodate the
weight of all rotating parts plus the hydraulic thrust of the pump at shutoff
conditions. Furnish motor bearings rated for a minimum service life not
less than five years continuous operation at the design rating point.
E. The pump shaft shall be connected to the motor by a bolted down
coupling at the top of each motor. All couplings shall be equipped with
non -reversing ratchets.
F. Furnish motors manufactured in the U.S.A.
2.06 PIPING:
A. Fabricated Piping: All fabricated piping shall conform to ASTM
specifications A53 for Grade B welded or seamless pipe. Piping 16" and
smaller shall be Schedule 40. All welding flanges shall be forged steel
with slip-on or welding neck type. All welding fittings shall be seamless,
conforming to ASTM Specification A234, with pressure rating not less that
150 psi. All pressurized tube fittings shall be copper or brass.
B. Winterization Connection: Provide 2-inch ball valve and capped threaded
nipple in pump system discharge manifold for compressed air
winterization of the irrigation system.
2.07 VALVES:
A. Air/Vacuum Release Valve:
Provide a continuous -acting, combination air release/vacuum
valve to release excess air from the pump discharge manifold.
The valve must be capable of releasing air during filling and pump
operation and also open in a vacuum condition to allow air to enter
the manifold when piping is drained. Valve shall have a cast iron
body rated for 300 PSI, stainless steel trim and float ball, Buna N
and viton seats.
2. In lieu of an air/vacuum release valve, provide an Owner's
Representative approved equal device to release air from the
system.
REPORT TERMINOLOGY
(Based on ASTM 0653)
Allowable Soil
The recommended maximum contact stress developed at the interface of the
Bearing Capacity
foundation element and the supporting material.
Alluvium
Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
Aggregate Base
A layer of specified material placed on a subgrade or subbase usually beneath
Course
slabs or pavements.
Backfill
A specified material placed and compacted in a confined area.
Bedrock
A natural aggregate of mineral grains connected by strong and permanent
cohesive forces. Usually requires drilling, wedging, blasting or other methods of
extraordinary force for excavation.
Bench
A horizontal surface in a sloped deposit.
Caisson (Drilled pier
A concrete foundation element cast in a circular excavation which may have an
or Shaft)
enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft.
Coefficient of
A constant proportionality factor relating normal stress and the corresponding
Friction
shear stress at which sliding starts between the two surfaces.
Colluvium
Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
Compaction
The densification of a soil by means of mechanical manipulation.
Concrete Slab -on-
Grade
A concrete surface layer cast directly upon a base, subbase or subgrade, and
typically used as a floor system.
Differential
Unequal settlement or heave between, or within foundation elements of a
Movement
structure.
Earth Pressure
The pressure or force exerted by soil on any boundary such as a foundation
w all.
ESAL
F::::uivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, (18,000 pound axle loads).
Engineered Fill
Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
Equivalent Auid
A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Existing Fill (or
Materials deposited through the action of man prior to exploration of the site,
man-made fill)
Existing Grade
The ground surface at the time of field exploration.
Irerracon
REPORT TERMINOLOGY
(Based on ASTM 0653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of
moisture.
Finished Grade The final grade created as a part of the project.
Footing
A portion of the foundation of a structure that transmits loads directly to the
soil.
Foundation
The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth
The depth of which the ground becomes frozen during the winter season.
Grade Beam
A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Groundwater
Subsurface water found in the zone of saturation of soils, or within fractures in
bedrock.
Heave
Upward movement.
Lithologic
The characteristics which describe the composition and texture of soil and
rock by observation.
Native Grade
The naturally occuring ground surface.
Native Soil
Naturally occurring on -site soil, sometimes referred to as natural soil.
Optimum Moisture
The water content at which a soil can be compacted to a maximum dry unit
Content
weight by a given compactive effort.
Perched Water
Groundwater, usually of limited area maintained above a normal water
elevation by the presence of an intervening relatively impervious continuing
stratum.
Scarify
To mechanically loosen soil or break down existing soil structure.
Settlement
Downward movement.
Skin Friction (Side
The frictional resistance developed between soil and an element of structure
Shear)
such as a drilled pier or shaft.
Soil (earth)
Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may
not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and
base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement
system.
rerracon
_
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Coarse -Grained
Soils more than
50% retained on
No. 200 sieve
Gravels more than Clean Gravels Less
50% of coarse than 5% fines' Cu > 4 and 1 < Cc <3E
fraction retained on
No. 4 sieve Cu < 4 an -.,or 1 > Cc > 3E
Gravels with Fines
more than 12% fines' Fines classify as ML or MH
Sands 50% or more Clean Sands Less
of coarse fraction than 5% fine SE
passes No. 4 sieve
Fine -Grained Soils Silts and Clays
50% or more Liquid limit less
passes the than 50
No. 200 sieve
Fines classify as CL or CH
Cu > 6 ar.d 1 < Cc < 3E
Cu < 6 ardror 1 > Cc > 3E
Sands with Fines Fines classify as MIL or MH
more than 120/ f' °
Soil Classification
Group
Symbol Group Name°
GW Well -graded grave IF
GP Poorly graded gravel`
GM Silty gravel,G,H
GC Clayey gravel°G"
SW Well -graded sand'
SIP Poorly graded sand'
SM Silty sandy"'
o lnes -
Fines Classify as CL or CH SC Mavav 4c-H.l
inorganic PI > 7 and plots on or above "A line' CL Lean cla yK.L.M
organic
PI < 4 or ciots below "A" line'
Liquid limit • oven dried
Liquid limit not dried
Silts and Clays inorganic PI plots on or above "A" line
Liquid limit 50
or more PI lots be!cw "A" line
ML SiltK,L.M
Organic clayK.L•M•
< 0.75 OL
Organic siltKL.M.o
CH Fat clayK.L.M
MH Elastic Silt I.L,M
organic Liquid limit - oven dried Organic cla yK.L.M.P
< 0.75 OH
Liquid iima - not dried na,- ci1t K.LM.p
Highly organic soils _ _Primarily organic matter, dark in color, and crganic odor
PT Peat
ABased on the material passing the 3-in.
175-mml sieve
"if soil contains 15 to 29% plus No. 200, add
elf field sample contained cobbles or
=Cu=D60/Dlo Cc = D'0
=.0 .e �e0
with sand" or "with gravel", whichever is
boulders, or both, add "with cobbles or
predominant.
Llf
boulders, or both" to group name.
soil contains > 30% plus No. 200
`Gravels with 5 to 12% fines require dual
`if soil contains > 15% sand, add "with
predominantly sand, add "sandy" to group
symbols:
GW-GM well -graded gravel with silt
sand" to group name.
''If fines classify as CL-ML, use dual symbol
name.
MY soil contains > 30910 plus No. 2CO3
"gravelly"
GW-GC well -graded gravel with clay
GC -GM, or SC-SM.
predominantly gravel, add to group
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
if fines are organic, add "with organic fines"
to
name.
"PI > 4 and plots on or above "A" line.
oPl
"Sands with 5 to 12% fines require dual
group name.
If soil contains > 15116 gravel, add "with
< 4 or plots below "A" line.
1PI plots on or above "A" line.
symbols:
SW-SM well -graded sand with silt
gravel" to group name.
If Atterberg limits plot in shaded area, soil is
'PI plots below "A" line.
SW -SC well -graded sand with clay
a CL-ML, silty clay.
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
Gy
_
M- OR OH
_ -wL ML o= CL
lferracon
AdminisL�ative Services
Purchasing Division
City of Fort Collins CITY OF FORT COLLINS
ADDENDUM No. 1
BID #5748
GARDENS ON SPRING CREEK
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of Bid #5748 GARDENS ON SPRING CREEK
OPENING DATE: November 25, 2002, 3:00p.m. (Our Clock)
To all prospective bidders under the specifications and contract documents described above, the
following changes are hereby made.
The pre -bid conference will be held November 12, 2002, in the Operations Services Main
Conference Room at 117 N. Mason, at 10:00a.m.. There will be a site visit afterwards so please
allow extra time.
If you have any questions please contact John Stephen, CPPB, Senior Buyer, at 970-221-6777.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT
ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN RECEIVED.
215 North Mason Street • 2nd Floor • P.O. Box 580 • Fort Collins, CO 80522-0580 • (970) 221-6775 • FAX (970) 221-6707
B. Drain Valves: Drains are to be provided from any possible low point in the
system and are to consist of 1/4" brass angle valves unless otherwise
noted. Drain piping is to be furnished so that no drain water runs out on
top of the deck plate, but either under deck plate, or directly into the
trench drain or wet well. They include, but are not limited to, the
following:
Provide drain in the pump discharge manifold between pump
check valves and control valve.
2. Provide 3/4" brass hose bib in the discharge piping to function as
a washdown connection and also function as a drain.
C. Check Valves: Pump check valves shall be of the silent operating, non -
slam type, cast iron bodied with bronze and stainless steel trim. Sealing
surfaces shall utilize resilient Buna N rubber. The valve design shall
incorporate a center guided, spring, loaded poppet, guided at opposite
ends and having a short linear stroke that generates a flow area equal to
the pipe diameter. Valves shall be sized to permit full pump capacity to
discharge through them without exceeding a pressure drop of 2.5 PSI.
Furnish check valves on the discharge of each pump.
D. Isolation Valves: Valves shall be butterfly type with the position lever or
gear hand wheels and rated at 200 psi WOG working pressure. Trim
shall include stainless steel stem, bronze streamlined disc, and full faced
resilient seat. Isolation valves shall be installed on the discharge side of
each pump. The pump system shall also be furnished with a main station
isolation valve located in the discharge manifold.
E. Pressure Relief Valve: Furnish pressure relief valve and bypass piping to
wet well installed on the discharge piping upstream of the pressure
regulating valve. Size pressure relief valve to bypass sufficient water to
avoid operating pumps at or near shut off head conditions.
2.08 GAUGES:
Gauges and switch gauges shall be isolated from all electrical switch gear and
control panels. Gauges shall be provided at appropriate locations to read inlet
pressure and discharge manifold pressure. Switch gauges shall be 4" diameter
vibration/pulsation dampened. Pressure gauges shall be 2.5" diameter, glycerin
filled, with ANSI Class B accuracy. Install ball valves to provide total isolation of
all pressure gauges.
2.09 ELECTRICAL:
A. Electrical Supply: The power supply to the station shall be three phase,
208 volt, 60 hertz, for full voltage across the line motor starting.
B. Enclosures:
The pumping station electrical controls shall be mounted in a self
contained NEMA 3S (minimum NEMA rating) enclosure with a drip
lip fabricated from not less that 14 gauge steel. Door gasket seals
shall be neoprene sponge, sufficient to protect interior
components from weather and dust. The electrical panel doors
shall be constructed from 12-gauge steel with integral locking
screws and latches.
2. Provide operating handle for the main station power disconnect on
the front of the panel. Furnish weatherproof and dust proof
external operating devices.
3. All internal components of the enclosures shall be mounted on
removable back panels. Mounting screws for components shall
not be tapped in the panel enclosure.
4. All internal wiring within, and interconnecting between, the panels
shall be complete and no field wiring within the panels shall be
required. Wiring troughs and cable raceways shall be self-
contained within the enclosures and no external cable trays or
wiring troughs are permitted.
5. No pressure gauges, pressure switches, water activated devices,
or water lines of any sort shall be installed in any electrical control
panel. All adjustments and maintenance shall be able to be done
from the front of the control enclosure. A complete wiring circuit
and legend with all terminals, components, and wiring
identification shall be provided. Main disconnect shall be
interlocked with door.
6. All electrical starter and control panels shall be assembled from
components that are U.L. listed and each completed panel shall
be U.L. listed as an Industrial Control Panel.
7. A closed type cooling system shall be included to cool the
enclosure and reject heat from the VFD. Open type cooling
systems allowing outside ambient air to enter the panel are not
acceptable.
C. Pump Motor Starters, Disconnect, and Electrical Switch Gear:
The pump motor starters shall be contained within a single NEMA
12 enclosure with a single access door and main disconnect.
Each starter shall be protected on each power leg by a time delay
fuse of the appropriate amperage. Motor starter coils shall be 120
volt operated.
2. Overload relays shall be ambient -compensating type installed on
each power leg and shall be set to trip at 105% of motor full -load
current rating.
D. Variable Speed Master Controls and Display:
Provide complete instrumentation and controls to automatically start, stop
and modulate pump speed(s) to smoothly, efficiently and reliably pump
variable flow rates at a constant discharge pressure. Provide full alarms
and safety features needed to protect the equipment and irrigation piping
system.
Variable Frequency Drive: Provide a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with IGBT
transistors.
a. Provide VFD with a minimum wire to wire efficiency of
98.5%, and shall be rated up to 550-volt operation in order
to eliminate nuisance tripping at marginally high voltage
conditions.
b. Provide VFD with the front end protected by fast acting
semiconductor fuses. Any VFD error messages shall be
displayed on a 40-character LCD readout in English or any
one of 8 other languages.
Include the following fault protection circuits: Over -current
(200%), over -voltage (130%), under -voltage (60%), over -
temperature (700 C), ground fault, and motor overload.
d. Provide VFD capable of starting into a rotating load and
accelerate or decelerate to setpoint without safety tripping.
e. Provide VFD with an automatic extended power loss ride
through circuit, which will utilize the inertia of the pump to
keep the drive powered. The minimum power loss ride -
through shall be one cycle based on full load and no
inertia.
Provide VFD optimized for a 3 kHz carrier frequency to
reduce motor noise and employing three current limit
circuits to provide "tripless" operation.
g. The following operating information shall be displayed on
the VFD LCD: KWH, elapsed time, Output frequency (Hz),
motor speed (RPM), motor current (amps), and voltage.
Line reactor will be installed on input of VFD to protect
against voltage transients.