HomeMy WebLinkAbout1.0 ApplicationGARFIELD COUNTY PLANNING DEPARTMENT
109 8TH STREET, SUITE 303
GLENWOOD SPRINGS, CO 81601
Telephone: 970-945-8212 Fax: 970-945-7785
APPLICATION
SPECIAL USE PER.MIT
Date: __ 4~/_1_7~/9_8 ____ --------
' Applicant: Barrett Resources Corporation
Address of Applicant: __ l_5_15_A_r_a_p_a_h_o_e_, _To_w_e_r_3_,_s_u_i_t_e _l_O_O_O-',_D_e_nv'-e""'r~,'-'C'-'o-=l~o.=.r-=a-=do"'-'8"'0'"'2'"'0"'2~---
' Special Use: Water Evaporation Pit
LegalDescription: Township 6 South, Range 96 West. 6th P.M. -Section 21;
Practical Description (location with respect to highways, county roads, and residences): West Side of
Anvil Points Road opposite Garfield County Landfill entrance.
, Requirements:
1. Plans and specifications for proposed use (hours of operation, number of vehicles/day, location and size
of structures, etc.).
2. Existing or proposed method of sewage, source of disposal and water. Road access and other
information deemed necessary to explain proposed use.
3. A vicinity map drawn to scale depicting the subject property, location and use of building and structures
on adjacent lots.
4. An impact statement on the proposed use where required by Sections 5.03-5.03.12 of Zoning
Regulations.
5. A copy of Assessor's map showing property; and a listing of all adjoining property owners of said
property.
6. A base fee of$400.00 shall be charged for each application and shall be submitted with the application;
additional charges may be imposed if county review costs exceed the base fee.
7.. Attach a copy of proof of ownership for your property (deed, title insurance).
If public notice is required, notice provided by th~ Planning Department shall be sent out at least fifteen (15) days prior
to hearing by return-receipt mail to all the above noted adjoining property owners. Mailing is the applicant's
responsibility and proof of mailing must be presented at the hearing. Additionally, the same notice shall be published
one (1) time in the official County newspaper at least fifteen (15) days prior to such hearing date. Applicant shall bear
the cost of publication and be responsible for presenting the "Proof of Publication" at the hearing.
The above information is correct to the best of my knowledge.
ti~ z...JJ2
Applicant Duane J. Zavadil
I Health, Safety & Environmental Manager
Y( n _ 'i ~
Date
SPECIAL USE PERMIT APPLICATION
BARRETT RESOURCES CORPORATION
RULISON EVAPORATION PONDS
CONTENTS
Exhibit "A" -Project Description
Exhibit "B" -Impact Statement
Exhibit "C" -Property Description
-Surface Topographic Map
-Assessors Map
-Detailed Map of the Facility
Exhibit "D" -Oil Skimming System -Top View
-Oil Skimming System -Internal Piping
-Oil Skimming System -External Piping
Exhibit "E" -List of Adjoining Property Owners
Exhibit "F" -Letter from Property Owner
Exhibit "G" -Fire Control Measures
Exhibit "H'' -Water Disposal Estimates
Exhibit "f' -Aeration Components
Exhibit "I" -Evaporation Estimate
Exhibit "K" -Liner Installation Procedures
Exhibit "L" -Soil Features
Exhibit "M" -Landscaping and Reclamation Plans
EXHIBIT A
PROJECT DESCRIPTION
RULISON EVAPORATION PONDS
Barrett currently operates approximately 350 natural gas wells in the Rulison, Parachute,
and Grand Valley Fields in Western Garfield County. These wells also produce a
brackish water, described as produced water, that must be disposed of Although the rate
of water production of an individual well is quite variable, historical production rates
have averaged approximately 2.5 bbls/day per well. Water is also generated during the
drilling and completion process. It is often necessary to truck several hundred barrels of
water from a drill site after well completion.
At an individual well, the produced water is separated from the natural gas and any oil
that may be produced by the well. The water is typically stored in an 80 bbl capacity
tank at the well location and is intermittantly loaded on a tank truck and hauled from the
location.
The primary non-water component of the produced water is sodium chloride salt. Traces
of other salts such as magnesium chloride, and sodium bicarbonate are also present. The
salinity of the produced water contains an average of approximately 10,000 parts per
million total dissolved solids -saltier than water that can be drank, but a fraction of the
salinity of sea water. The water also contains traces of free and dissolved oil.
Barrett has operated an evaporation pond at the west end of the fields, near Parachute,
since the mid 1980s'. As additional wells are drilled, the capacity of this facility will no
longer be adequate. Barrett intends to construct to construct a second evaporation facility
in the Rulison field, at the east end of our operations. The facility near Parachute will
remain in service. The Rulison facility will be located opposite the entrance to the
Garfield County Landfill on Anvil Points Road. The Rulison facility will consist of two
ponds capable of containing up to approximately 420, 000 bbl of water and an
evaporation "pan" area. The evaporation pan would not contain standing water but
provide an area for water to be spayed to enhance evaporation. Water will return to the
ponds by way of gravity drainage. This approach is intended to minimize the volume of
liquid stored at any one time, minimize the volume of soil that must be moved to
construct the facility, and minimize the visibility of the facility.
Both the evaporation ponds and pan area will be lined with 40 to 60 mil High Density
Polyethylene (HDPE). This material is impervious to the salts and traces of oil in
produced water.
EXHIBIT A
(CONTINUED)
To enhance evaporation, water will be sprayed over both the ponds and the evaporation
pan. A network of portable lines, similar to agricultural sprinkle irrigation lines, will
distribute water over the pan area and the perimeter of the ponds. Water will be
discharged from nozzles that generate relatively fine droplets to maximize evaporation
while not creating a mist which would be subject to drift. The anticipated total rate of
spraying is approximately 1500 gallons per minute. The lines would be charged with one
or two, centrifugal pumps. The pumps will be portable in order to withdraw water from
either of the ponds for spraying. One, 150 horsepower pump is anticipated initially with
a second pump brought into service after disposal volumes increase to maximum levels.
The pumps would driven by either natural gas fired engines or a generator would be sited
which would drive pumps with electric motors. The pumps and spray lines would be
situated within the lined area so that in the event ofline leak, the water would be
contained.
Industry experience indicates that, conservatively, average annual evaporation rates of 60
inches can be achieved using enhanced evaporation. This facility is designed to
evaporate approximately 1200 bbl of water per day on average annual basis. Evaporation
rates are highest in the summer and practically nil in the winter.
The facility will be equipped with provisions to prevent oil from reaching the holding
ponds. The water tanks will be plumbed in series with internal wiers. Water discharged
from the tanks will then pass through a small, lined "emergency" pond in which any oil
that may carry over from the tanks will be separated and contained.
The entire facility will be enclosed with a 7 foot tall panel fence to prevent livestock and
wildlife access. A cattle guard will be place at the entrance to prevent livestock access
during the day and facility will be gated and locked at night.
Most of the area disturbed will either be covered with liner or will be gravelled for
vehicular access. The remaining area on the perimeter of the facility will be reclaimed to
meet Colorado Oil and Gas conservation Commission (COGCC) standards. The slopes
to be revegetated on the south and south east side of the facility will be graded to
relatively low slopes of 5: 1 and 1O:1 to promote reclamation and minimize visual impact.
The surface of the ponds is projected to be 200 feet above the elevation ofI-70 at any
point in Sharrard Park. Other than the embankment on the southeast side, the facility will
not be visible from I-70.
EXHIBIT A
(CONTINUED)
The location is underlain by alluvial and colluvial materials washed from the adjacent
Wasatch formation slopes. The depth of these soils is expected to be 0 to I 00 feet. These
materials are silty clays and clays with a high proportion of gravel to boulder size shale
fragments. Based on monitoring conducted at the Garfield County Landfill, groundwater
is not expected to be present.
Monitoring wells will be installed on four sides of the facility. The wells will be drilled
and completed across and a minimum of I 0 feet above the bedrock/colluvial material
interface. Monitoring will be conducted quarterly to check for the presence of
groundwater. If groundwater is present, testing would be conducted biannually for total
extractable petroleum hydrocarbons and major cations and anions, and total dissolved
solids. Groundwater monitoring data will be evaluated quarterly to determine if a leak is
indicated and data submitted to the COGCC.
EXHIBIT "B"
IMPACT STATEMENT
RULISON EVAPORATION PONDS
There will be no use of either groundwater or surface water on the facility. Neither
surface water or groundwater are currently used in the area. No sewage will be
generated. The facility is designed to protect groundwater resources. The evaporation
ponds and pan area will be lined and groundwater, if present, will be monitored. The
tanks will be bermed to contain their entire volume and the truck unloading area will be
graded to route spills to the lined ponds.
Impacts to adjacent lands from the generation of vapor, dust, smoke, noise, glare,
vibration or other emanations are expected to be limited .. An odor is expected to be
noticeable for a distance of up to 3 00 feet downwind of the facility. Emissions of
regulated pollutants are estimated to be less than de minimus levels established by the
Colorado Department of Public Health and Environment. Low levels of noise from the
aeration pump or generator are expected. Dust, smoke, glare, glare vibrations or other
emanations are expected to be insignificant.
The facility will occupy approximately 20 acres of rangeland that is considered to be
winter range for mule deer. By nature, this type of facility is imcompatable with continued
wildlife access and wildlife will be excluded from this area by wildlife-proof fencing. The
facility is not expected block wildlife migration routes. The small oil-skimming pond will
be netted to prevent waterfowl access. An extensive oil skimming system is planned to
prevent oil from reaching the holding ponds so that potential impacts to migratory
waterfowl are minimized. The holding ponds are not expected to attract waterfowl but
deterrence systems would be installed if waterfowl usage is experienced.
At maximum usage, the facility will generate approximately 20 heavy truck round trips
(water tankers) and approximately 5 light truck (pickup) round trips per day on Anvil
points Road. Nearly all of this traffic will be confined to daylight hours. The traffic is
expected to approach Anvil Points Road in nearly equal volumes from the east and west.
Eastern traffic will arrive via either private gas field roads that intersect Anvil Points or the
frontage road south ofl-70. Traffic from the west will arrive via the frontage road.
Although traffic along Anvil Points Road will increase, the volume of traffic along the
frontage road farther west is expected to decrease. Water is currently being trucked to an
evaporation pond near Parachute and this traffic would be eliminated.
Impact Statement
(continued)
Adequate distance separates the facility from the abutting property to prevent damage
from the proposed use.
The expected life of the facility is 20 years. Reclamation of the facility would include
regrading the facility to approximate the existing slope, replacing stockpiled "topsoil" and
seeding with the seedmix of the current land managers choice.
Construction is expected to require approximately I 0 weeks to complete.
VENT
Exhibit D
Water Disposal Facility
Oil Skimming System
External Piping
VENT
,,--OIL DECANT LINE
T ~ VENT
400 BBL
T
20' ~ 400 BBL
WATER TANK
200 BBL
~ WATERTANK
OIL TANK 10'
TO I I CRCl5SO\IER 1811 EMERGENCY POND
t LOAD LINE
0 / "'-t I 3·
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~
CONTAINMENT DIKE
Exhibit D
Water Disposal Facility
Oil Skimming System
Internal Piping
6" PVC PIPE, WATER IM:IR PERFORATED AT TOP AND BOTTOM
~rn ,. oo=.~" ""~•oo~jjj'~
~ ~
WATER
TANK
WATER
TANK
TO
EMERGENCY I
~
<X>
~
<X> t:::;-1 BOTTOM FILL LINE
~
POND *
3'
t
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~
I IX
'-
Oil
TANK
TO
EMERGENCY
POND
Exhibit D
Water Disposal Facility
Oil Skimming System -Top View
DRAIN
400BBL
WATERTANK
0
6"
SCHED.40
HATCH / CROSSOVER
0
WATERLINE
DRAIN
HEATER
400 BBL
WATER TANK
0 4"VENTLINE
'Z HIGH
0
-' w w
f-en
0 ....
4" SCHED. 40 STEEL
OIL DECANT LINE
200BBL
OIL TANK
0
0
-' w
~ en
0 ....
TO WATER
UNLOADING RACK
a w
I
() en
:;, TOOIL
UNLOADING RACK
a w
I
() en
;.,.
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EXHIBIT "E"
ADJOINING PROPERTY OWNERS
l. William F. Clough
P.O. Box 686
Rifle, Colorado 81650
2. United States Department of the Interior
Bureau of Land Management
Glenwood Springs Resource Area
50629 Highway 6 & 24
P.O. Box 1009
Glenwood Springs, Colorado 81602
3. Wildhorse Energy Partners, LLC
3 70 Van Gordon St.
Lakewood, Colorado 80228
4. Gottschalk, Linda & Shannon
P.O. Box 1322
Rifle, Colorado 81650
5. Langstaff, W. James Trust & Lester E.
153 Highway 325
Rifle, Colorado 81650
6. Naugle, Harry L. & Rhonda K.
P.O. Box 551
Rifle, Colorado 81650
7. Colorado Department of Transportation
Attn. Charles Dunn
222 South Sixth Street, Room 317
Grand Junction, Colorado 81501-2769
To Whom it May Concern:
EXHIBIT "F"
WILLIAM CLOUGH
P.O.BOX686
RIFLE, CO 81650
April 1, 1998
Barrett Resources and I have entered into an agreement concerning construction of a
produced water evaporation facility on property that I own. The facility is to be
constructed in the NWl/4, SWI/4, Section 20, T6S, R94W in Garfield County.
Very Truly Yours,
0) / ~ /lj' I ai ) ;) /f,,./-t;J~Cl,7""" -,·?-!..<..A/, ,
f \./ ~ (j' >' \_.,o'
William Clough 1'
EXHIBIT "G"
FIRE CONTROL MEASURES
RUL~SON EV APO RATION PONDS
General
• A dedicated, 17 lb., halon fire estinquisher will be located at each the water unloading
and oil loading rack.
• All personnel are instructed as to:
-Location of fire control equipment
-Proper operation of fire control equipment
-Emergency procedures and how to call for additional resources
Welding Operations
• A minimum of one person is dedicated to act as a fire watch during welding operations
with a fire extinguisher at hand.
• Welding shields are used during grinding operations to prevent sparks from leaving the
work areas and igniting vegetation.
• Water trucks are used to wet down ground and nearby vegetation, as conditions
dictate.
• At the close of each day, welding personnel inspect the area of welding activities for
any smoldering debris and any conditions conducive to fires.
Communications
• All Barrett vehicles are equipped with cellular phones and two way radios.
In the event of a fire
• In the event of a fire, all personnel and appropriate equipment on site will be
committed to its containment and control.
• The appropriate fire authorities will be notified immediately
• Direction of fire control efforts will be transferred to appropriate fire fighting agency
personnel upon their arrival on site.
EXHIBIT "H"
WATER DISPOSAL ESTIMATE
RULISON EVAPORATION PONDS
Based on current water production and drilling in the area, the expected 1998 disposal
rate for the Rulsion evaporation pond is expected to be approximately 750 barrels per day.
This estimate is expected to increase to a maximum of 1,200 barrels per day by 2001. As
the rate of drilling decreases, the disposal rate is also expected to decrease. Based on
these assumptions the projected disposal rates are as follows:
1998 750 273,750
1999 950 346,750
2000 1125 410,625
2001 1200 438,000
2002 1200 438, 000
2003 1200 438,000
2004 1000 365,000
2005 1000 365,000
EXHIBIT "I"
AERATION COMPONENTS
RULISON EVAPORATION PONDS
" ,., ):.:
·;:,:
1\i . 18 ..
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Wide Range of Flows and Angles
DESIGN FE.I. TURES
·The originai spiral r.ozzle
• High energy efficiency
• One piece/no internal parts
• C\og-iesis~~nt performance
• High discharge velocity
• Male connection standard; female
connection available by special order
SPRAY CHARACTERISTICS
• Wide range of flow rates and spray
angles
• Fine atomization
Spray patterns: Full and Hollow Cone
Spray angles: SO' to 180'
Flow rates: . 7 to 3320 gpm ·
(Higher flow rates available)
Full Cone 00° (NN) FUJI Cone 90° (FCN) Full Cone 150'-'/170"
TF Full C.:Jne Flow Rates and Dimensions
60°. 90°, 120• Me1al
-a
150~.170'
Full Cone, 50' (NN}, 90'(FCN or FFCN), 120' (FC or FFC), 150' and 170' Spray Angles, 118" to 4" Pipe Sizes
I i 1-ilgh PSI ap.!lftllilYI Approx. (in.) W1.(az.)
Male Available GALLONS PER MINUTE@ PSI recom. far M'~ Only Free Olm. (in.) for 60g 90°
Pipe Nau le Spray Angles K 5 10 20 so 40 50 60 \jQ 100 200 400 Oril. Pass. Melal Only' iao·
Size Number !&I' 90'120150170 Factor' PSI PSI PSI PSI PSI PSI PSI PSI PS! PSI PSI Dia. Dia. A B c Me1al Plas.
Tl'& )aO" 90• i20• 0.221 ' 0.71) a ... 12' 1.AO 1.S7 1.71 ·~· 2.21 3. 13 . . 4,43 0.09 0.09 ,,. I TFB ]f-0• 9()"120· I 0.41l I 1.~o 1,64 2.2S .... 2.91 3.18 3.bB ... ,, s.a1'.': · 822.·· 0.13 Q13 1.69 0.56 1.aa 0.20 -· ""' '60" 90@ 120• I 0..221 l 0.70 0.99 1.21 1.40 1.S7 1.71 1.99 2.21 s.13 .. ..,. 0.09 0.09
. 1/4 TFI · 13<)• 90•120• . 0.411·t---:..a~ 1.84 2..25--2.60 -~18._ ~5a. . _ ~ 1J._ .~§L. _a.?2. · -~·1.!._ ~.13 1.1}8, 0:¥ ,. 1.~ _g.~o
TF10 '50'' 'ilo~ , 20• 0.632 i 2.00 2.83 .... •.00 ""'7 4.90 :i.66 S.32 ,. .. 12.6 0.16 Q,13 -----
TF& l:W 0.221 I 0.70 o ... 1.21 ua 1.S7 1.71 1.99 2.21 ··,3.13:~·.4,...a 0.09 O,lll
T'S W" Q.411 1.30 ·~ 2..25 uo 2.91 ,_,. 3.69 4. 11 --:-5.a1 ·.· . 3.22 0.13 0.13
Tr:10 (00"' 0.632 2.00 .... 3.46 ""' 4.47 4.90 S.66 0.32 :· S.94 /. ~-: 12.6 0.16 0.13 ,,. TI'12 :oo• 90•120•150·110• o.9<191 MO .... 5.:il~ .... 6.71 7.35 ,,, .... . .'13.4 :" 19.0 Q1' 0.13 1.88 0.69 2.38 1.63 0.25
Tf14 !eo• 90' 120",SO"l70•1 1.2a 1 4,05 5.73 7.01 ~" 9.06 .... 11.S 1:1.9 18.1.' : .25.B. 0.2'! 0.13
TF16 i60" 90• 120"150°170" 1.68 I 5.JO 7.50 9.18 10~ 11~ 13.Q 15.0 16.8 23,t· .. 32.5 0.'25 D.13
I TF2D !so• w 120-1so•11~ 2..6, I 8..25 11.7 14.3 "~ 18.4 20.2 23.3 2&.1
.. 36.S' : 52..2 0.31 0.13
I TF2.4 160'" 90" ,206 150" 110~ 3.81 i 6.52 12,1 17,Q 20.~ 24.1 26.9 .... ,.,1 JS.1 53.9 76.2 0.38 0.19 c.88 3.os J J.OC': '"' TF'29 160° 90" ,20"150°17?.' 5.2'2 11.7 H3.5 23.3 "'·' "·' 36.9 '°·' 46.7 52.2 '3.• '°' 0A4 0.19 2.SQ o.so ..
314 TF32 60" 9Q" 120"150-170° .... I 1 ... s 21.CI 29.7 36.4 .... .. 7.0 51.4 S9A 66.4 9.3.9:. 133 a.so 0.19 2.75 1.13 3.50 5.50 o.ss
1
TF4o 1so• gQ; 120"1!So•110• 10.6
•
Zl.7 33,5 47 . .C 59.0 "'~ 74.!I '2.1 94.0 10• 150 212 O.S3 0.25 3.S3 1.38 <1,38 .... TF48 i6a" so•120•1so~170C' 15Jl i 33.C. 47.5 '7.2 02.3 95.0 , .. 116 134 1SO 212 300 0,7! 0.25 2.50
,: 1sa.:: ---I TFS& l~O" 90" 120•150• 110-. 20.4 I 45.6 ..... 51.2 112 129 . '"' . ·".182 :' . 204.h· . 288 ._.. -: o ... D.31 5.3'!
, i12 i TF64 601 90"120"150"170"1 ii!6.7 59.7 .... 120 ,., ... ':. 189
'•'• 207: ::·: 239 .. : '. :'2E1 . ·: 378 ·.-,:· ... 1.00 . .. , 4.38 2.00 5.38 22.0 4.25
' TF12 lso•90-1ao•1~·110"· 30.4 1 s19 ... , ,., "' ,.. .,. :23s ·:;_.:. 212:·: 304· .. 429 :: . 607 1.13 0.31 ....
'"" I 90" 120" 150• t70" 44~ I S9.0 140 "' 2'2 '" 313 ,., "' 443 626 ass 1.'6 0.44 .... 2.so 6.88 46.0 8.00
2 TF!'J6 1
. go~ 120· 1sir t70" 55.9 ' m 177 "" 306 354 '" ''" 500 ... 791 ,,20 1.50 0.44 .... 2.50 7.00 &4,0 '"" TFn>'i vo• 1io-a1.o I '" 256 362 ::".443" 512". ' 572 SZT.~· :·: .724·. _.;·· 610 1150: 1620 1.75 .... .... 3.SQ ,,. 20.0 3 TF12V' 90s 120" 107 239 "" 480 :··sea·/. "' ·-759 "S31' 96(1 ·' !070 1s10' · Z1!i0 2,00 D.SO
TFi_~ot\ I -·
4 9IJ-120"' Hi& ' 371 ,,. '" ... 1050 11'10 1290 '"" '660 2350 3320 ~50 0.63 '"' 4.60 i 169 '" .. --Flow Ral~ IGPM) = K..fPs/ ·oimensions are for bar s1ock. cast sizes may vary. ' Three turn nozzles
Standard Malerlals: Br.1ss, 3,6 Stain~e~::; Stael, PVC, Polypropylene and Teflon® [Poty."ol avalfabl•forTrfi &TFS}. See O"Wtan ~171ofcompll!!e kst
** TOTAL PAGE.02 **
•
8Uptfll 11
Jonuary 111&9
l
Part 0-114
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Cops.,,_
Silltlond ~
lmoetl•r Weiher
lmpetl« Wullor
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lmPtlltr Screw
c111nc Weer Ring Bronze
Caln< Foot Ductllo Iron
e1111~ Frame
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0814
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SIMI
2012·1 Page 1
Centrifugal Pumps August 1997
General Information Type 0-800
" -· • ~ H4, D-834 Standard Matarlal1 at Construction GR<f?o~)
s11nclard ""od 1 All Iran Fitted 318 81•1nl••• BlHI
D..11:14 I Q.134 D..1114 I o..au I D..1134 D.a14 I 0-424
Cm Iron c11t Iron 316 SS
s~ii.tlo Flborl with Nltrllt Binder
Bronza C11llron 316 SS
C•1t Iron Cotllron 316 SS
Bronze C11t Iron 316 SS
Bl1'nzt 416 SS 41655
Slftl (Bolla) 316SS
Si.ti . SIMI SIHI
318SS i 318 SQ 318SS
Synthetic Fibers with Nttrllt Blndor
30488 304SS 304SS
at1nd1rd on eom• 11Zee) SteeVCosl Iron (•l•ndard on ...... •IZOG) -
NIA I SlHI !OPllonBI) Ouctllo Iron NIA 1 S!ool 1ootlone1J Ouctlle I"'" NIA
NIA Clltlron NIA Cati Iron NIA
NIA SIMI NIA Sleoi NIA
C1rbcn VII. NI Rotlol Focn
Buna-N Bol-111-1189 Mlfal P1rt1
318SS
0834
I ~ 1 ... ,..11.Dreuer Pvm 111 ChesaP.aka, VA
aene1111 .... ·-....... -.. :-··· ... ··-'.'"-···· . • ..
1>0/l0'd lS800£1>£0£ 1.0:60 l.66l-9~-80
I ~"'"---11·D ___ ..._ .. ._ ~ 1n9erH •Dnller. Pumps PUMP DATASHEET
Tag No. : PUmp type: 6X4X10-G2A HOC2
CUatomer J:"ef : curve : lOHOC2.lt2
IDP J:'ef I os9::i-woooo Stag•111 : l
SeJ:"vice :
OPERATING CONDITIONS MATJ!!RIALS
Plow : 1000. us gpm Mat'l Column ' IDP -DI
Flow/CQ(l.00 : -Normal Flow : -OTlll!R REQUIREMENTS
Head : 116,0 ft
Head/CH(l.OO : -Speed set ·0 2900. rpm
NPSH Available : Ample Driver sizing : Max Power
Adjuated NPSH :
Suet Presa Max : o. p11ig
LIQUID
Liquid ' Other
Pumping Temp ' 60. •F
specific Qrav : l.200
Viscosity ' -
PERFORMANCE
Hydraulic Power: 35.2 hp Impellel:' diameter
Speed : 2800 rpm -Rated : 9.06 inch
Efficiency : 68.7 t -Maximum : 10.00 inch
Includ. factor: 1.00 -Minimum : 7.00 inch
NPSH Required I 23.5 ft Suet. Spec Spd : 9970.
Rated l'owar : 51.2 hp Min. contin. Flow : 362. us gpm
Maximum Power : 54.5 hp Head Max (cut dial : 134. ft
Driver Power : 60,0 hp ll'low at BEP : 1165. us gpm
Flow as t of BEP : 96. t
Casing Pressure: 70. p11ig Eff at Normal PlOW! -(baaed on shut off, cut dia.) CUtDia/DiaMax : 90.6 t
Allowable : 285. pllig Rise to Shutoff : lS.5 t
Hydro Preeeure ' 450. psig HD/HD Max Dia : 51.l t
50 ~
PO•~I I
40 cc
20 ~
320 so .. -I M(
..
' .,.J£J SF-" ..... ......... 240 ~·II GO 1
0 I ,, F ----· --i--
,. .. Ill w -:r: [I' w .... ' ...... M ... u .. IGO 40 M s -!' --•• !!: .... w
, ' l"roc .. -eo 1' l'}.Cn 20 ' 20 -... ,.
10 ~ I t
0 0 0 400 900 1200 1600 2000 2400
CAPACITY • US gpm
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Lima Ran.ger Gas & Power Unit
4 Cylinder~Litre (140 CID
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INDUSTRIAL ENGINE
SPECIFICATIONS
Di>placcmenl
/ore nnd Stroke
Compression Ratio
:lil Capnd1y
Net Wei~ht. Dry
yasollne:
(140 CID) 2.3 Litre
3.781x3.126
9.4:1
5.0 Q1s. Onduding filter)
319 Lbs. (Wirh Accessories)
Fuol <pecificmion 87 A.K.L
:uormiuent Oro" Power 49.22 kW (66 t!PJ @ 2800 rpm
Cuntinuou• Gross Power 41. 7(, kW (56 HP) @ 2800 rpm
•1ucrmiue111 Oro» Torque 166.79 N•m ( 123 F1. Lbs.J@ 2800 rpin
_;untinuoU$ Orosli Toryu1; 142.JS N•1n ( 105 r:t. Lbs.) @ 2800 rp1n
Fuel specification 1050 BTU/SFCFM
•\lormiuont Oro" Power 41.0I kW (55 HP)@ 2800 rpm
Con1i11uou• Oros.< Power 35.05 kW (47 HP) @ 28<XJ rpm
'1uermi11en1 Gross Torque 139.67 N•m ( 103 Ft. Lbs.J @ 2800 rpm
.::onlinuous Gross Torque 119.328 N•m (88 Ft. Lbs.) IS' 2800 rpm
'.P Gas:
Fu•I specificolion 1105
11lermi11cnt Oro'> Power 47.72 kW (64 HP)@ 2800 rpm
Continuous Oro" Power 40.27 kW (5-1 HP) @ 281l0 rpm
ntermiuenl Oro" Torque 164.0H N•m ( 121 Ft. Lb,,) ® 2600 rpm
Continuous Oro" Torque 139.67 N•m(IO) Pt. Lb•.)@ 2600 rpm
90"d t5800£'P£0Z:l
INDUSTRIAL ENGINE
STANDARD FEATURES
CYl.INDER HEAD -C.:i.~t iron cross flo\v·type nff~rins;
ex.cclh:nl brc:1thing chnrach!ristic1i, incrc:1s~J pcrfonnmu.:c
a1'd Fll~I econn1ny.
CYI.IND!;R BLOCK .... C.ist iron 'vi1h full lc11~1b w111cr
jackt!I.~ rc::iutting in rclh1c1al noise.
CAMSHAFT-Overh<ud etmislmn. Wl'rH ROLLER CAM
FOLLOWERS
CRANKSHAFT-Extremely riHid nouular cnsi iron .
IGNITION SYSTEM -Di.mibu1orlm.
LUURICATION ·· Pre~suriz:e<l lubri1.:;1tion to all b~arings :ind
lllflpc!IS. Oil mist nnd splnsh co <.:ylim.li:r wulb and pistl'n pins.
COOLING SYSTEM -Prcss11rc l)pc -By-pnss cim1lu1ion
sy~t~m.
WATER PUMP DELIVERY-17.J gal.1. per mi11 ra> p11nip
RPM of 1750
FUCL SYSTEM -C;rbmctor <lo~ndrufl. IV. El«tric Foci
Pump.
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fil Power Products Oivlslon
Geometric Resulls Incorporated
26333 Telegraph Road
Scuthlleld, Michigan 46034
Phone: t-800-722-5767
The Source for Power ...
Worldwide™
~or further Information see your Ford Power Products Dlatrlbutor.
lS800£PZ:0Z:l I sd 1::1Ncr1::1no
EXHIBIT "J"
EVAPORATION ESTIMATE
RULISON EVAPORATION PONDS
Industry experience indicates that evaporation rates of twice the "pan" evaporation rate
detennined by the National Oceanic and Atmospheric Administration is routinely achieved
through the use of spray aeration systems. The pan evaporation rate for the area is
estimated to be approximately 50 inches from which the average annual precipitation rate
of 16 inches must be subtracted. The net evaporation rate is therefore 34 inches.
Doubling 34 inches of evaporation yields a 60 inch evaporation rate with spray aeration.
For design purposes, a annual rate of 60 inches was used.
The total lined area of the evaporation ponds and and pan is approximately 11 acres,
which yields an estimated evaporation rate of 5 5 acre/ft year. This is equivalent to
427,000 bbls/year or 1168 bbls/day.
EXHIBIT "K"
LINER INSTALLATION PROCEDURES
RULISON EVAPORATION PONDS
)
2.2.2 Storage
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The Project Manager shall provide storage space in a location (or several locations) such that
on-site transportation and handling are minimized. Storage space should be protected from
theft, vandalism, passage of vehicles, and be adjacent to the area to be lined.
INSTALLATION
3.1 Anchor Trench Systems
All Anchor Trench Systems shall be excavated by the Earthwork Contractor (unless otherwise
specified) to the lines and widths shown on the design drawings, prior to geomembrane
placement.
If the anchor trench is excavated in clay susceptible to desiccation, no more than the amount of
trench required for the geomembrane to be anchored in one day shall be excavated (unless
otherwise specified) to minimize desiccation potential of the anchor trench clay soils.
Slightly rounded comers shall be provided in the trench where the geomembrane adjoins the
trench so as to avoid sharp bends in the geomembrane. No large rocks or clay lumps shall be
allowed to underlie the geomembrane in the anchor trench.
Backfilling of the anchor trench shall be conducted in accordance with Section 3.5.
3.2 Geosynthetic Placement
Immediately prior to installation of the designed geomembrane liner, the surface shall be
observed by CLC and the owner or the owner's representative. The decision to repair cracks, if
any, shall be made only by the Project Manager. The subgrade shall be walked by CLC and the
Project Manager for joint approval. CLC will sign acceptance of the surface condition of the
subgrade. The integrity of the underlying soil is the responsibility of the owner/earthwork
contractor.
Subgrade Preparation Recommendations:
No liner shall be placed on surfaces not previously found acceptable by the CLC
supervisor or his agent.
No sharp stones or other hard objects that could penetrate the liner shall be present in
the top 1 inch of the surfaces to be covered.
Surfaces to be lined shall be smooth and free of all rocks, sharp stones, sticks, roots,
sharp objects, or debris of any kind. The surface should provide a finm, unyielding
foundation for the geosynthetic with no sudden, sharp or abrupt changes or break in
grade.
3.2.1 Field Panel Identification
A field panel is the unit of geomembrane which is to be seamed in the field; i.e., a field panel is a
roll or a portion of roll cut in the field.
At the time of installation, the CLC Field Supervisor shall give each field panel an "identification
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code" (Number or letter-number). This identification code shall be agreed upon by the Project
Manager. This field panel identification code shall be as simple and logical as possible.
3.2.2 Field Panel Placement
3.2.2.1 Location
Field Panels are located by the CLC Field Supervisor in a manner consistent with the
Specification and best suited to existing site conditions.
3.2.2.2 Installation Schedule
Field panels are placed one at a time, and each field panel is seamed immediately after
its placement (in order to minimize the number of unseamed field panels); and
CLC shall record the identification code, location, and date of installation of each
geomembrane field panel. Daily Progress Report to be submitted to Project Manager for
forwarding to Engineer (Owner), also on a daily basis.
3.2.2.3 Weather Conditions
Welding placement shall not take place during any precipitation, in the presence of
excessive moisture, blowing dust, or in the presence of excessive winds (unless wind
barriers are provided). In addition, welding shall not take place in an area of ponded
water.
3.2.2.4 Method of Placement
CLC shall verify the following:
Any equipment used does not damage the geomembrane by handling, trafficking,
excessive heat, leakage of hydrocarbons, or other means:
The prepared surface underlying the geomembrane has not deteriorated since previous
acceptance and is still acceptable immediately prior to geosynthetic placement;
Any geosynthetic elements immediately underlying the geomembrane are clean and free
of debris;
All personnel working on the geomembrane do not smoke, wear damaging shoes, or
engage in other activities which could damage the geomembrane;
The method used to unroll the panels does not cause scratches or crimps in the
geomembrane and does not damage the supporting soil;
The method used to place the panels minimizes wrinkles (especially differential wrinkles
between adjacent panels;
Adequate temporary loading and/or anchoring (e.g., sand bags, tires), not likely to
damage the geomembrane, has been placed to prevent uplift by wind (in case of high
winds, continuous loading, e.g., by adjacent sand bags, or soil is recommended along
edges of panels to minimize risk of wind flow under the panels);
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3.3
Direct contact with the geomembrane is minimized; i.e., the geosynthetic(s) are
protected by geotextiles, extra geomembrane, or other suitable materials in areas where
excessive traffic may be expected.
CLC shall inform the Project Manager if the preceding conditions are not fulfilled.
3.2.2.5 Damage
CLC shall inspect the geomembrane after placement and prior to seaming for damage. [.,.
CLC shall advise the Project Manager if any of the geomembrane should be repaired or
accepted. Damaged geosynthetic or portions of damaged geosynthetics which have
been rejected shall be marked and their removal from the work area recorded by CLC. r·
Repairs to geomembrane shall be made according to procedures described in Section 1
3.4.
Field Seaming
3.3.1 Seam Layout
In general, seams should be oriented parallel to the line of maximum slope; i.e., oriented along,
not across, the slope. In corners and odd-shaped geometric locations, the number of seams
should be minimized. No horizontal seam should be less than 5 feet (1.5 m) from the toe of the
slope or areas of potential stress concentrations unless otherwise authorized. When full roll
lengths do not extend past the toe of slope, panel ends may be seamed provided the panel end
is cut at an angle greater than 45° to minimize seam stress.
A seam numbering system compatible with a panel numbering system shall be agreed upon at
the Pre-Construction Meeting.
3.3.1.1 Field Joints
Field joints shall be made by overlapping adjacent sheets approximately 3 inches for
extrusion welding and 4 inches for hot wedge welding.
3.3.1.2 Pipe Sleeves
Polyethylene pipe sleeves shall be used for pipes penetrating through the lined area.
When the pipe composition is polyethylene, the sleeve should be extrusion welded
directly to the pipe if space permits. For dissimilar materials, the sleeve should be
fastened by mechanical means and sealant applied between the pipe and sleeve.
3.3.2 Seaming Equipment and Products
The approved processes for field seaming are extrusion welding and fusion (hot wedge) welding.
Proposed alternate processes shall be documented and submitted to the Owner or his
representative for his approval.
The extrusion welding apparatus shall be equipped with gauges giving the temperature of the
apparatus at the nozzle and extruder barrel.
The fusion welding apparatus shall be equipped with gauges giving the applicable temperatures.
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CLC shall verify that:
Equipment used for seaming is not likely to damage geomembrane;
The extrusion welder is purged prior to beginning a seam until all heat-degraded extrudate has
been removed from the barrel;
The electric generator is placed on a smooth base such that no damage occurs to the
geomembrane;
Buffing shall be completed no more than one (1) hour prior to extrusion welding (buffing is not
necessary for hot wedge welding);
A smooth insulating plate or fabric is placed beneath the hot welding apparatus after use; and
The geomembrane is protected from damage in heavily trafficked areas.
3.3.3 Seam Preparation
CLC shall verify that:
Prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris of any kind, and
foreign material; and
Seams are aligned with the fewest possible number of wrinkles a_nd "fish mouths".
3.3.4 Weather Conditions for Seaming
The normally required weather conditions for seaming are as follows:
The high temperature limit for welding is tfle tern~erat~re at wflieh the well-being of the crew
becomes uncertain.
Unless authorized in writing by the Project Manager, no seaming shall be attempted at ambient
temperatures below so Fahrenheit.
The colder the weather, the slower the welding speeds possible for effective welding. Further
detail for cold weather welding follows in this section.
In all cases, the geomembrane shall be dry and protected from wind.
CLC shall verify that these weather conditions are fulfilled and will advise the Project Manager if
they are not. The Project Manager shall then decide if the installation shall be stopped or
postponed. •
Cold Weather Seaming of Polyethylene Liners
Cold Weather welding restrictions exist because problems associated with hot air seaming
techniques have been mistakenly applied to extrusion welds. The CLC extrusion weld, however.
has been successfully employed in cold weather on several job sites. With the assistance of
preheating the sheet, the CLC weld has been applied as low as -SOF. Both the CLC extrusion
weld and hot wedge weld are able to overcome cold weather welding restrictions because of their
unique designs.
8
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The CLC extrusion welder is capable of continuously monitoring and controlling the temperatures
of the extrudate and the zone of contact for independence of environmental conditions. To 11'
control the molten bead temperature accurately and to ensure no fluctuation out of the 1 l
predetermined range the machine has:
a.
b.
c.
d.
An over capacity heater band on the extruder.
An extra over capacity heater band on the nozzle.
A separate proportional temperature controller for each heater band.
The nozzle thermocouple positioned approximately 1/8 inch from the end of the nozzle
which rides on the sheet.
The CLC hot wedge welder lifts the sheet slightly to minimize the effects of subcooling from a
frozen sub-base. Temperature controls can be adjusted to guarantee fully integrated welding as
demonstrated by peel testing.
To guarantee quality welding in cold weather, the following procedures are recommended for
CLC welds:
The sheet should be preheated before welding any time ice crystals are present in the weld path.
When strong winds are present, a shield of some sort should be set in place to prevent large
convection heat losses from the welding gun during seaming.
Test welds should always be prepared and tested before seaming in order to gauge appropriate
welding conditions. (Example: Welding machine temperatures should be set higher and welding
speed reduced.)
3.3.5 Trial Seams
Trial seams shall be made on fragment pieces of geomembrane liner to verify that seaming
conditions are adequate. Such trial seams shall be made at the beginning of each seaming
period (start of day, midday, and anytime equipment is turned off and allowed to Cool down) for
each seaming apparatus used. Trial seams shall be made under the same conditions as actual
seams.
The trial seam sample shall be approximately 3 feet (1.0 m) long by 1 foot (0.3 m) wide (after
seaming) with the seam centered lengthwise. Seam overlap shall be nominally 4 inches; 3
inches minimum.
Two adjoining specimens each '1 inch (25 mm) wide, shall be cut from the trial seam sample by
the installer. The specimens shall be tested respectively in shear and peel using a field
tensiometer, and they should not fail in the seam. If the additional specimen fails, the entire
operation shall be repeated. If the additional specimen fails, the seaming apparatus and seamer
shall not be accepted and shall not be used for seaming until the deficiencies are corrected and
two consecutive successful trial welds are achieved.
3.3.6 General Seaming Procedure
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Unless otherwise specified, the general seaming procedure used by CLC shall be as follows:
The rolls of geomembrane shall be overlapped by approximately four inches (100 mm) for fusion
welding and three inches for extrusion welding.
)
"Fish mouths" or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle in order
to achieve a flat overlap. The cut "fishmouths" or wrinkles shall be seamed and any portion
where the overlap is inadequate shall then be patched with an oval or round patch of the same
geomembrane extending a minimum of 6 inches beyond the cut in all directions.
Seaming shall extend up the panels and well into the anchor trench.
All cross seams are to be extrusion welded where they intersect. The top flap of membrane is
removed in the area to be extrusion welded and the weld area is ground parallel to the seam
prior to welding.
For fusion welding on wet or muddy subgrade, a movable protective layer of plastic may be
required to be placed directly below the overlapped membranes being seamed. This is to
prevent any moisture buildup between the sheets to be welded and/or to provide consistent rate
of speed for the wedge welding device.
3.3.7 Nondestructive Seam Continuity Testing
3.3.7.1 Concept
CLC shall nondestructively test all field seams over their full length using a vacuum test
unit, air pressure testing, or other approved method. The purpose of nondestructive
tests is to check the continuity of seams. It does not provide information on seam
strength. Continuity testing shall be carried out as the seaming work progresses, not at
the completion of all field seaming.
3.3.7.2 Vacuum Testing
The equipment shall be comprised of the following:
A vacuum box assembly consisting of a rigid housing, a transparent viewing window, a
soft neoprene gasket attached to the bottom, port hole or valve assembly, and a gauge
to indicate chamber vacuum;
A steel vacuum tank and pump assembly equipped with a pressure controller and pipe
connections;
A rubber pressure/vacuum hose with fittings and connections;
A. bucket and wide brush, mop or spray assembly;
A soapy solution.
The following procedures shall be followed:
Energize the vacuum pump and reduce the tank pressure to approximately 5 psi (10
inches of Hg.);
10
Wet a strip of geomembrane approximately 12 inches by 48 inches (0.3 m by 1.2 m) with
the soapy solution;
Place the box over the wetted area;
Energize vacuum box;
Ensure that a leak tight seal is created;
For a period of approximate.ly 5 to 1 o seconds, examine the geomembrane through the
viewing window for the presence of soap bubbles;
If no bubble appears after 10 to 15 seconds, de-energize vacuum box, move the box
over the next adjoining area with a minimum 3 inches (75 mm) overlap, and repeat the
process;
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All areas where soap bubbles appear shall be marked and repaired in accordance with I
Section 3.4;
Vacuum tested seams are recorded on Daily Progress Reports. I
3.3.7.3 Pressure Test Specifications for Dual Track Hot Wedge Welds:
Test Pressure I
Sheet Thickness Min. Max. Drop Allowed
30 mil 24 30 3 PSI
40 mil 24 30 3 PSI
60 mil 27 30 3 PSI
80 mil 27 30 3 PSI
100 mil & thicker 30 32 3 PSI
3.3.7.4 Air Pressure Testing (for Double Fusion Seam only)
The equipment shall be comprised of the following:
An air pump (manual or motor driven) equipped with pressure gauge capable of
generating and sustaining a pressure between 25 and 30 psi (160 and 200 kPa);
A rubber hose with fittings and connections; and
A sharp hollow needle, or other approved pressure feed device.
The following procedures shall be followed:
Seal both ends of the seam to be tested;
Insert needle or other approved pressure feed device into the tunnel created by the
fusion weld;
Energize the air pump to a pressure between 25 and 30 psi (160 and 200 kPa), close
valve, and sustain pressure for approximately five (5) minutes;
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3.3.8
If loss of pressure exceeds above listed values, or does not stabilize, locate faulty area
and repair in accordance with Section 3.4;
Remove needle or other approved pressure feed device and seal; and
Pressure tested seams are recorded on Daily Progress Reports.
Destructive Testing
3.3.8.1 Concept
Destructive seam tests shall be performed at random selected locations. The purpose of
these tests is to check that welds are fully integrated with each other and to evaluate
seam strength. Seam strength testing shall be done as the seaming work progresses,
not at the completion of all field seaming.
3.3.8.2 Location and Frequency
The owner and/or owner's representative shall select locations where seam samples will
be cut. These locations shall be established as follows:
A frequency shall be agreed upon by CLC and the Project Manager at the Resolution
and/or Pre-Construction Meeting. Unless otherwise specified, destructive samples
should be pulled at intervals of 1 sample for every 500 linear feet of weld.
The seaming technician shall not be informed in advance of the locations where the
seam samples will be taken.
3.3.8.3 Sampling Procedure
Samples shall be cut by CLC as the seaming progresses in order to have test results
before the geomembrane is covered by another material. CLC shall:
Cut samples;
Assign a number to each sample which is to be based upon seam and sample number
and mark it accordingly;
Record sample location on daily report; and
All holes in the geomembrane resulting from destructive seam sampling shall be
immediately repaired in accordance with repair procedures described in Section 3.4.
The continuity of the new· seams in the repaired area shall be tested according to Section
3.3.7.
3.3.8.4 Size of Samples
At a given sampling location, two types of samples shall be taken by the Installer.
First, two sample coupons for field testing should be taken. Each of these sample
coupons shall be 1 inch (0.25 mm) wide by 12 inches (0.3 m) long with the seam
centered parallel to the length. The distance between these two samples shall be 42
inches.
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Soecificatior: 1ar Seam Strength
(Based on NSF 54 Standards)
Type of Material No. of Coupons Minimum Values Required
(Pounds per Inch of Width)
30 mil HOPE
40 mil HOPE
60 mil HOPE
80 mil HOPE
100 mil HOPE
30 mil HOT
40 mil HOT
60 mil HOT
80 mil HOT
100 mil HDT
Peel Peel Shear Shear
Peel Shear Extrusion Fusion Extrusion Fusion
2 1 35 49 63 63
2 1 48 67 86 86
2 1 70 98 126 126
2 1 92 115 166 166
2 1 115 143 207 207
2 1 31 44 56 56
2 1 42 60 76 76
2 1 63 88 113 113
2 1 84 115 151 151
2 1 105 143 189 189
Standard testing procedure is as follows:
If there is a failure in either peel or shear, then five total coupons are tested. If more
than one coupon fails, then the sample fails. This is a modified ASTM method. The
ASTM methods that are used are 04437, 0413 and 0638 which all can apply.
Reasons for pass/fail criteria:
2)
The FTB requirement is very important. With a fully integrated, continuous connection
through the seam, no weld bead/sheet or sheet/sheet interface exists. Such an interface
might be separated by absorbed chemicals. causing failure of the seam.
In addition to the FTB criterion, a minimum stress level is specified. This is important in
order to protect against legitimate tearing of a thin portion of polymer in the weld (as
might occur if the weld is off center).
The minimum stress levels are necessarily lower than tensile yield strengths of the
parent sheet because of the different configuration of the test specimens during
destructive testing. Bending moments come into play along with straight tensile
stresses, especially as· the sheets are bent back in peel. These bending moments
depend on the shape of the welds which vary even within the same welding technique.
The minimum stress values are based on the average performance values of passed
weld specimens tested in .the laboratory.
3.3.8.6 Procedures for Destructive Test Failure
The following procedures shall apply whenever a sample fails a destructive test. CLC
has two options:
1) Reconstruct the seam between any two passed test locations; or
Trace the welding path to an intermediate location (1 O feet maximum from the point of the failed
test in each direction) and take a small sample coupon for an additional field test
14
3.4
at each location. If these additional samples pass the field test, then full
samples are taken. If these samples pass the tests, then the seam is
reconstructed between these locations. If either sample fails, then the process is
repeated to establish the zone in which the seam should be reconstructed.
1
All acceptable seams must be bounded by two locations from which samples
passing destructive tests have been taken.
CLC shall document all actions taken in conjunction with destructive test failures;
e.g., capping of failed seam area.
Defects and Repairs
3.4.1 Identification
All seams and non-seam areas of the geomembrane shall be examined by CLC for identification
of defects, holes, blisters, undispersed raw materials and any sign of contamination by foreign
matter.
3.4.1.1 Defective/damaged materials shall be identified via a deficiency report,
either separately or on the Daily Report. Actions taken to resolve or correct the problem
will also be recorded on the similar form.
3.4.1.2 Defects, holes, blisters, undispersed raw materials, signs of
contamination by foreign matter, unacceptable welds in geomembranes and other
unsatisfactory conditions will be identified on the Daily Report form. The
repair/corrective action to "fix" the problem will also be recorded on a similar fonn.
3.4.2 Evaluation
Each suspect location, both in seam and non-seam areas, shall be non-destructively tested using
the methods described in Section 3.3.7 as appropriate. Each location which fails the non-
destructive testing shall be marked by CLC and repaired. Work shall not proceed with any
materials which will cover locations which have been repaired until laboratory test results with
passing values are available.
3.4.3 Repair Procedures
3.4.3.1 · Geomembrane Repair Procedures
Any portion of the geomembrane failing a destructive or non-destructive test shall be
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repaired. Several procedures exist for the repair of these areas. The final decision as to I
the appropriate repair procedure shall be agreed upon between the Project Manager and L
CLC. The procedures available include:
Patching -used to repair large holes, tears, and contamination by foreign matter;
Buffing and re-welding -used to repair small sections of extruded seams;
Spot welding or seaming -used to repair pinholes or other minor localized ftaws;
Capping -used to repair large lengths of failed seams;
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3.5
3.6
3.7
Topping· used to repa•. :;reas of inadequate seams which have an exposed edge;
In addition, the following provisions shall be satisfied:
Surfaces of the geomembrane which are to be repaired shall be abraded no more than
one hour prior to the repair;
All surfaces must be clean and dry at the time of the repair;
All seaming equipment used in repairing procedures must be approved;
The repair procedures, materials, and techniques shall be approved in advance of the
specific repair by the Project Manager and CLC.
Patches or caps shall extend at least 6 inches beyond the edge of the defect, and all
corners of patches shall be rounded with a radius of at least 3 inches.
3.4.3.2. Geomembrane Verification of Repairs
Each repair shall be non-destructively tested using the methods described in Section
3.3. 7 as appropriate. Repairs which pass the non-destructive test shall be taken as an
indication of an adequate repair. Failed tests indicate that the repair shall be redone and
re-tested until a passing test result is obtained.
Backfilling of Anchor Trench
The anchor trench, if any, shall be adequately drained by Owner/Earthwork Construction to
prevent ponding or otherwise softening the adjacent soils while the trench is open. The anchor
trench shall be backfilled by the Earthwork Contractor or as outlined in the specifications and bid
documents.
Since backfilling the anchor trench can affect material bridging at toe of slope, consideration
should be given to backfill the liner at its most contracted state; preferably during the cool of the
morning or extended period of overcast skies. Care shall be taken when backfilling the trenches
to prevent any damage to the geosynthetics.
Lining System Acceptance
The geosynthetic lining system shall be accepted when:
The installation of all materials are deployed and welded;
Verification of the adequacy of all seams and repairs including associated testing is complete.
Soils in Contact with the Geomembrane
Important points for quality assurance of soils in contact with the geomembranes include:
A geotextile or other cushion approved by the designer may be installed between angular
aggregate and the geomembrane.
Equipment used for placing soil shall not be driven directly on the geomembrane.
16
A minimum thickness of 1 foot (0.3 m) of soil is recommended between a light dozer (such as a
CAT D-3 or wide track caterpillar D-6 or lighter) and the geomembrane.
In heavily trafficked areas such as access ramps, soil thickness should be at least 2 to 3 feet
(0.6-0.9m). I
Soil/Earth Cover on Top of Geomembrane:
Placement of soils, sand or other types of earth cover on top of the liner shall not be performed
until all destructive and non-destructive testing has been performed and accepted.
Placement should be performed to minimize wrinkles. Equipment operators should be briefed on
method of placement and affects to thermal expansion and contraction of the liner.
Material placed on top of the liner should be back-dumped on liner and, in order to avoid the
formation of wrinkles, efforts should be made to load the soil so that it comes down on top of the
liner rather than being pushed across the sheet. This is done by 1) using a front-end loader to
place soil ahead of spreading soil cover, and 2) spreading soil by building a mound at the edge
of soil, then pushing soil up and over the mound causing it to come down on the liner.
If a wrinkle forms, every effort should be made to walk the wrinkle out.
Minor folding over of wrinkles is acceptable providing an even transition occurs at the tail of the
wrinkle. If excessive stress points are created at the tail of the wrinkle, the wrinkle should be cut
out and repaired per Section 3.4.
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EXHIBIT "L"
SOIL CHARACTERISTICS
RULISON EVAPORATION PONDS
Foundation conditions for lined ponds are not as critical as for rigid structures such as
buildings. The liner is able to accommodate nearly practically unlimited amounts of heave
or swell. The pond subgrade must be relatively compact to avoid extreme settling or
piping loss of subgrade material in the event of a leak. The soil conditions at the facility
present no special problems for pond construction.
N
RIFLL AREA, COLORADO NO. 8
r
'1·~~~~~~~~~~~~~~~============~5~0~0~0~::::::::::::::::::::~~~~~~~~~~~~~~~~ [ 10000 Feet
11 l 2 Scale - l :24000 3 Kilometers
U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE
SOIL FEATURES
Yorzyk
PAGE 1 OF 2
04/16/98
U.S. DEPARTMENT Of AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
Endnot• --SOIL FEATURES
SOIL FEATURES
PAGE 2 Of 2
04/16/98
This r•Port giv•s •stimat•s of various soil f•atures. The •stimates are us•d in land use Planning that involves
engin••ring consid•rations.
Depth to bedrock is given if bedrock is within a depth of 5 f••t. Th• depth is based on many soil borings and on
observations during soil maPPing, The rock is •ither 'Soft' or 'Hard'. If the rock is 'Soft' or fractured, excavations
can be mad• with trenching machines, backhoes, or small rippers. If the rock is 'Hard' or massive, blasting or
sp•cial eQuipment generally is n••ded for excavation.
Cement•d pans are c•mented or indurat•d subsurface larers within a depth of 5 feet. Such pans cause difficulty in
•xcavation. Pans are classifi•d as 'Thin' or 'Thick'. A 'Thin' pan is less than 3 inches thick if continuously
indurat•d or l•ss than 18 inches thick if discontinuous or fractur•d. Excavations can be mad• by trenching machines,
backho•s, or small riPP•rs. A 'Thick' pan is mor• than 3 inch•s thick if continuously indurated or more than 18
inch•s thick if discontinuous or fractured. Such a pan is so thick or masslv• that blasting or special •QUiP••nt is
n••ded in •xcavation.
Subsidenc• is the s•ttlement of organic soils or of saturat•d mineral soils of v•rY low density, Subsid•nce
results from •ither desiccation and shrinkag• or oxidation of organic material, or both, following drainage,
Subsid•nce tak•s Place gradually, usually over a P•riod of sev•ral Y•ars. This report shows th• •XP•ct•d initial
subsidence, which usually is a result of drainage, and total subsidence, which usually is a r•sult of oxidation. Not
shown in th• report is subsidence caus•d by an impos•d surface load or by the withdrawal of ground wat•r throughout
an •xt•nsive area as a result of lowering the wat•r tabl•.
Pot•ntial frost action is th• lik•lihood of upward or lat•ral •xpansion of th• soil caus•d by the formation of
segr•gated ice lenses (frost heav•) and the subs•Quent collapse of th• soil and loss of strength on thawing. Frost
action occurs wh•n moisture moves into the freezing zone of the soil. Te•P•rature, texture, density, permeability,
content of organic matter, and depth to the wat•r tabl• are the most i1Portant factors consider•d in •valuating the
potential for frost action. It is assumed that th• soil is not insulated by vegetation or snow and is not artificially
drained. Silty and highly structured clayey soils that have a high water table in wint•r are th• most susceptible to
frost action. Well drained, very gravelly, or very sandy soils are th• least susceptible. frost h•ave and low soil
strength during thawing cause damag• mainly to pavements and other rigid structures.
Risk of corrosion pertains to potential soil-induced electrochemical or chemical action that dissolves or weakens
uncoated ste•l or concrete. The rate of corrosion of uncoated steel is related to such factors as soil 1oisture,
particle-size distribution, acidity, and electrical conductivity of the soil. Th• rate of corrosion of concrete
is bas•d mainly on the sulfate and sodium content, texture, moisture content, and acidity of the soil. Special
site examination and d•sign 1ay be ne•ded If the combination of factors creates a severe corrosion environment. The st•el
installations that intersect soil boundaries or soil layers is oore susceptible to corrosion than steel in
installations that are entirely within one kind of soil or within one soil layer. for uncoated st•el, the risk of
corrosion, expressed as 'Low', 'Moderate', or 'High', is based on soil drainage class, total acidity, electrical
resistivity near field capacity, and electrical conductivity of the saturation extract.
for concrete, the risk of corrosion is also expressed as 'Low', 'Mod•rate', or 'High'. It is based on soil texture,
acidity, and amount of sulfates in the saturation extract.
EXHIBIT "M"
LANDSCAPING AND RECLAMATION PLANS
RULISON EVAPORATION PONDS
• LANDSCAPING PLAN -The earthwork for the facility has been designed to
minimize it's visual impact. The facility is benched on 6 levels to minimize large cuts
and fills. The grade of exposed fill slopes on the south and southeast corners of the
facility is reduced relative to typical embankment grades to reduce contrast to
surrounding slopes and promote revegetation. Any disturbed areas which are not lined
or otherwise utilized in operations will be seeded with a mix of native plants.
• RECLAMATION PLAN -We anticipate that this facility could have a useful life of
between 20. At the end of the life of this facility, reclamation will consist of the
following:
* Removal of all surface equipment and liner material.
* Restoring the grade to approximate original conditions.
* Replacing stockpiled topsoil.
* Complying with prevailing COGCC and county regulations with
regard to final reclamation