DDW-2024-005971

ENGINEERING PLANS AND SPECIFICATIONS
GOVERNING DRILLING
OF THE TERAKEE FARMS WELL 2
WEBER COUNTY, UTAH

February 14, 2024

Prepared for:
TERAKEE FARMS WATER COMPANY
and
THE UTAH DIVISION OF DRINKING WATER

Prepared By:
RICHARD EMERSON
CASCADE WATER RESOURCES
PO BOX 982948
PARK CITY, UT 84098

2/14/2024

CONTENTS
Introduction ................................................................................................................ 1
1.1 Funding of Project.................................................................................................... 1
1.2 Project Start & Location .......................................................................................... 1
Drilling Method and Approach ................................................................................ 1
2.1 Drilling Method ....................................................................................................... 1
2.2 Drilling Approach .................................................................................................... 1
Drilling, Construction, development and pump testing ......................................... 2
3.1 Drilling Fluids .......................................................................................................... 2
3.2 Disposal of Cuttings ................................................................................................. 2
3.3 Casing ...................................................................................................................... 2
3.4 Well Screen .............................................................................................................. 3
3.5 Plumbness and Alignment Requirements ................................................................ 4
3.6 Gravel Pack .............................................................................................................. 4
3.7 Grout Seal and Material ........................................................................................... 5
3.8 Well Development ................................................................................................... 6
3.9 Pump Testing ........................................................................................................... 7
3.10 Well Disinfection ..................................................................................................... 7
3.11 Well Head Construction ........................................................................................... 7
FIGURES
Figure 1. Well Driller’s Report
Figure 2. Well Location Map
Figure 3. Proposed Well Construction Diagram
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February 14, 2024 Terakee Farms Water System Well 2
INTRODUCTION
This document will serve as the Drilling Specifications Governing the Drilling of the Terakee
Farms Well 2. The well will target Delta Aquifer in Weber County south of Plain City and
west of Mariott-Slaterville, locally known as West Weber. The well will be drilled to an
estimated 600’ and a 6” well will be constructed with 100’ of 0.08” stainless steel screen
installed in productive horizons. Drilling methods will be dependent on driller tooling and
may be drilled by traditional mud rotary or reverse rotary. The top 110’ must be drilled to at
least 10 ¾” diameter to accommodate the annular space required for a Utah Division of
Drinking Water compliant sanitary seal.
As with drilling any water well, it is impossible to design the well prior to the drilling of the
borehole. There are many factors that will go into the design of the well for optimum
efficiency, flow, perforation of producing zones, and protection of the selected aquifer. The
geology, borehole conditions, hydrology, and producing zones cannot be predicted prior to
drilling the borehole. This document will be used as a guideline for the Utah Division of
Drinking Water (DDW) for drilling, construction, development, and pump testing of the well.
The final parameters may change regarding borehole diameter, depth drilled, casing
diameter, locations of perforations, location of gravel pack and sanitary seal.
1.1 Funding of Project
This is not a funded project; therefore, there are no additional specification requirements in
addition to Utah Division of Drinking Water (DDW) and Utah Division of Water Rights
(DWRi) rules and regulations regarding the drilling, construction, development, and pump
testing of new sources for a Public Water System.
1.2 Project Start & Location
A change application has been completed and the location of proposed well is shown on
Figure 2 located approximately S1574’ E924’N4 9 6N 2W SL.
DRILLING METHOD AND APPROACH
2.1 Drilling Method
The drilling method used will depend on driller tooling but will likely be drilled by one of, or
a combination of traditional mud rotary, reverse rotary, or dual rotary. The driller may switch
methods depending on borehole conditions and may drill a larger hole at the top to set a
conductor casing or larger well and telescope down to no less than 6”. The upper 110’ will
require a sanitary seal in the annular space and be at least 10 ¾” in diameter.
2.2 Drilling Approach
This well is targeting the Delta aquifer which is at least 400’ deep at this location. The driller
will drill, construct, and conduct a 24-hour minimum aquifer test. The top 110’ must be
drilled to a diameter 10 ¾”“ (4” greater than the outside diameter of the well casing) to install
a Division of Drinking Water compliant sanitary seal. A sanitary witness seal certificate will
be provided to Terakee Farms and the Division of Drinking Water.
The remaining hole may be drilled by other method as seen fit by the driller and approved by
the project geologist. The well will be completed to a maximum total depth of approximately
600’. The well will be bid and budgeted under the assumption that 505’ of 6” steel casing and
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February 14, 2024 Terakee Farms Water System Well 2
100’ of 0.080” stainless steel wire wrapped screen used in construction. Additionally, a
minimum 110’ annular sanitary seal witnessed by a Utah Division of Drinking Water
engineer or authorized representative will be installed along with 5’ of bentonite chips
between the seal and 200’ of ¼ x ⅛ inch SRI Supreme Gravel filter pack around the screens.
The driller or onsite geologist will evaluate cuttings, maintain a geologic log, record
penetration rate and drilling fluid retention or loss, and estimate aquifer characteristics and
production of a potential well.
DRILLING, CONSTRUCTION, DEVELOPMENT AND PUMP TESTING
The proposed well construction diagram for the well is attached in Figure 3. As noted in the
text above, the diameter, depth, and construction of the well will vary dependent on the
drillers tooling, geology, and hydrology encountered. Preferred design is that well will be a
minimum of 10 ¾” to accommodate the casing and 4” annular space required for the sanitary
seal and gravel pack. The selected driller will drill, construct, develop, and perform a
minimum 24-hour to week-long aquifer test. The sanitary surface seal will be witnessed by a
representative of DDW or another approved person.
Substances introduced into the well during construction or development shall be certified to
comply with ANSI/NSF Standard 60, 61 or equivalent. This applies to all drilling fluids,
circulation materials, lubricants, weighting agents and any other fluids used during drilling.
This will also apply to well grouting and sealing materials that may contact drinking water.
3.1 Drilling Fluids
As stated in R309-515-6(6)(j) and R655-4-11-6.5, any water entering a well during
construction or preparation of any other materials entering the well shall not be contaminated
and should be obtained from a public water supply system. If water cannot be sourced from a
public water supply it will be dosed to give a minimum 100 mg/L free chlorine residual in
accordance with Table 7 in R655-4-11-6.5.
All fluids entering the borehole will be in accordance with UAC R655-4-11.6(6)(a),
ANSI/NSF Standards 60 and 61 and UAC 655-4-11.6.1. If drilling fluids are used, NSF
approved bentonite mud and polymers will be used to lift cuttings from the borehole. No lost
circulation material (LCM) will be allowed to be used below the water table.
3.2 Disposal of Cuttings
Cuttings and waste from the well will be discharged in a manner consistent with rules and
regulations of the Utah Division of Water Quality. These cuttings will be unconsolidated
valley fill sediments which will likely be disposed of in the sump during site regrading.
3.3 Casing
This well will be a single casing construction. All casing used will be of adequate size,
strength, and wall thickness for the well construction design determined after the drilling of
the borehole. The casing of the final well will be 0.250 8 ¾” O.D. steel. Any permanent
casing installed into the well will meet all DWRi and DDW rules and regulations regarding
casing, including but not limited to; UAC R309-515-6(6)(b), Permanent Steel Casing Pipe
and R655-4-11.2.3, Well Casing - General - Steel Casing. All steel casing shall be in new
condition. Casing shall be carbon steel pipe, conforming to ASTM A 53, Type E, Grade B.
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February 14, 2024 Terakee Farms Water System Well 2
Casing joints shall be welded in accordance with UAC R655-4-11.3.2, Casing Joints - Steel
Casing. Spot welding of joints is prohibited. If the onsite geologist chooses to, dye tests of a
random weld may be tested.
The casing will meet the following wall thickness requirement.
MINIMUM WALL THICKNESS FOR STEEL WELL CASING
Depth (ft)
Nominal
Casing
Diameter (in)
0-200 200-300 300-400 400-500 600-800 800-1000 1000-1500 1500-2000
5 .250 .250 .250 .250 .250 .250 .250 .250
6 .250 .250 .250 .250 .250 .250 .250 .250
8 .250 .250 .250 .250 .250 .250 .250 .250
10 .250 .250 .250 .250 .250 .250 .313 .313
12 .250 .250 .250 .250 .250 .250 .313 .313
14 .250 .250 .250 .250 .313 .313 .313 .313
16 .250 .250 .313 .313 .313 .313 .375 .375
18 .250 .313 .313 .313 .375 .375 .375 .438
20 .250 .313 .313 .313 .375 .375 .375 .438
22 .313 .313 .313 .375 .375 .375 .375 .438
24 .313 .313 .375 .375 .375 .438 ... ...
30 .313 .375 .375 .438 .438 .500 ... ...
For any other casing diameters not addressed herein, prior approval by the state engineer is
require.
3.4 Well Screen
It is anticipated that the well will be constructed using 100’ of 0.080” stainless steel wire
wrapped screen. This well will be completed in medium-to-fine-grained sediments. The
perforated sections will be placed in intervals as determined during drilling or by geophysical
logs. There will be no sieve analyses conducted on the cuttings. Conducting a sieve analysis
on drill cuttings from a rotary hole does not give a representative analysis of the formation.
Penetration rate, tooling above bit, size of interchanges (if reverse method is used), type of
bit used, and recovery method of samples is typically what determines the size of cuttings
recovered from the hole. In most cases an experienced geologist can use the above data to
determine the best size opening for the well. In this case, the size of the perforations and
gravel can be determined from previous experience in drilling in this aquifer; a stainless-steel
wire-wrapped screen with 0.08” slot with a ¼ x ⅛” gravel pack will be adequate. If data
during drilling indicates otherwise, the size can be changed.
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February 14, 2024 Terakee Farms Water System Well 2
3.5 Plumbness and Alignment Requirements
The well will be tested for plumbness during drilling and after completion for vertical
alignment in accordance with AWWA Standard A100 by the selected driller. Current
AWWA standards specify a deviation of no more than 2/3 the inside diameter per 100’, or in
this case, no more than 5” per 100’. Methods for measuring plumbness include gyro surveys
and accelerometer/inclinometer instruments to log the deviation of the hole. It is important to
note that a well can fail this standard by having a more or less straight-line deviation and not
impact the performance of the pump or the annular seal. Oppositely, a well can pass this
standard and still not meet the annular space requirement or could negatively impact the
performance of a line-shaft pump if a relatively sharp crook, or dog leg were present over a
short span of the well. If the well fails to meet the requirements, it may still be accepted if the
misalignment does not interfere with the installation or operation of the pump or uniform
placement of the grout as stated in R309-515-6(6)(g)(ii). In this case, no action may be
required. However, if the geologist determines deviation will negatively impact the pump or
grout placement, the borehole may need to be reamed to provide the annular space around –
or to remove or straighten dog legs – or redrilled entirely as more expensive equipment such
as mud motors required for directional drilling would exceed the cost of redrilling a well of
this size. This well will have a submersible pump installed, which are not nearly as
dependent on well alignment for proper operation like a line shaft pump.
3.5.1 Centralizers
No centralizers will be used. Centralizers often bind in the formation and can tear holes in the
well casing during installation. In difficult formations it can make removal of the casing
impossible should the well require adjustment or if the borehole needs to be reamed or
cleaned out due to sluffing during the installation process. The well will be aligned by using
the drill rig, tremie rod, and visual inspection prior to and during the installation of the
sanitary seal and is the responsibility of the driller and seal witness certifier prior to and
during the installation of the sanitary seal. The casing may be adjusted using the drill rig,
shim, or centralizers at the discretion of the driller or well seal witness.
3.6 Gravel Pack
It is anticipated that ¼” x ⅛” SRI Supreme Gravel will be used in this well. If the SRI is
inspected and found to not be well rounded, other sources may be considered that may not
meet the 95% silica content requirement, this gravel pack would be of likely Paleozoic local
gravels that are hard and well rounded. No gravel of volcanic material would be allowed in
the hole unless it is a silicified volcanic material.
If possible, the gravel pack will meet the following requirements;
1. Be properly sized and graded.
2. Be composed of clean, smooth and uniform, 95 percent siliceous material.
3. Be free of flat or elongated pieces, organic matter, or other foreign matter.
4. Meet the requirements of AWWA specification B-100 for Granular Filter Material.
The gravel pack material shall conform to UAC R309-515-6(6)(k), Gravel Pack
Wells, and UAC R655-4-11.5.2, Gravel Pack or Filter Material.
A gravel refill pipe is not planned to be used on this well. If it is determined that the
formation might consume gravel over time, a schedule 40 refill pipe will be installed through
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February 14, 2024 Terakee Farms Water System Well 2
the pump foundation terminating at least 12” above the pump house floor or concrete apron.
It will have a water tight screw on or welded cap and be surrounded by a minimum of 1.5” of
grout.
If a gravel pack is installed it will be installed via tremie pipe by using water mixed with a
minimum 100 parts per million chlorine. Adding chlorine to the gravel will not only sterilize
the gravel but if drilling mud is used, it will aid in the breaking down of the mud wall cake in
the borehole. Addition of the chlorine is the first step in development of the final well.
3.7 Grout Seal and Material
Grout and seal material shall meet the requirements of UAC R655-4-2 Definitions, and UAC
R655-4-11.4.2 Seal Material. Grout and seal material shall conform to the following
specifications. A grout seal from a minimum 110’ below ground surface is anticipated. . The
borehole must be at least 4” in diameter larger than the outside diameter of the casing to
provide the 2” annular space required for the grout seal. An additional 5’ of bentonite chips
will be placed on top of the gravel pack to prevent leakage of the grout seal into the gravel
pack. The seal will be witnessed by a represented of DDW or other authorized individual
who will provide a Well Seal Witness Certificate to Terakee Farms and DDW. All
construction on the well will cease for 72 hours after seal is poured to allow the grout to
properly cure.
3.7.1 Un-hydrated Bentonite
Dry sodium bentonite consisting primarily of granules, tablets, pellets, or chips that may be
placed in a well or borehole in the dry state and hydrated in place by either formation water
or by the addition of potable water into the well or borehole containing the dry
bentonite/montmorillonite.
Unhydrated bentonite shall be used for plugs, sealing the pitless adaptor seal interval (if
installed) and the abandonment of wells. Unhydrated bentonite shall be furnished in sacks or
buckets from a commercial source and shall be free of impurities that adversely impact water
quality. Any pellet coating should be such that it retards the swelling of the pellets for a
minimum period of about 60 minutes.
Unhydrated bentonite can be placed below the annular seal (110’) when placed inside the
annulus of two casings, when placed using a tremie pipe, or by using a placement method
approved by the DWRi. The bentonite material shall be specifically designed for well sealing
and be within industry tolerances. All unhydrated bentonite used for sealing must be free of
organic polymers and other contamination. Placement of bentonite shall conform to the
manufacturer's specifications and instructions and result in a seal free of voids or bridges.
Granular or powdered bentonite shall not be placed under water by gravity feeding from the
surface. When placing unhydrated bentonite, a sounding or tamping tool shall be run in the
sealing interval during pouring to measure fill-up rate, verify a continuous seal placement,
and to break up possible bridges or cake formation.
3.7.2 Neat Cement Grout
Cement (Types I, II, III, V, high alumina, or a combination thereof) conforming to the ASTM
Standard C 150 (standard specification of Portland cement), with no more than six (6)
gallons of water per 94-pound sack (1 cubic foot) of sufficient weight density of not less than
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February 14, 2024 Terakee Farms Water System Well 2
15 lbs/gallon. One cubic yard of neat cement grout contains 1993 pounds of Portland cement
and not more than 127 gallons of clean water. To avoid gaps in the annular seal due to
bridging in wells with an annular opening of less than 4”, grout must be installed from the
bottom up using a positive displacement pump until the grout flows freely from the surface.
Grout additives to increase fluidity, bentonite, controlled density fill (CDF), fly ash shall not
be added to neat cement grout unless Utah Division of Drinking Water Director approval is
received.
3.7.3 Sand Cement Grout
A grout consisting of equal parts by volume of cement conforming to ASTM Standard Cl50
and clean sand/aggregate with no more than six (6) gallons of water per 94-pound sack (one
cubic foot) of cement. Sand cement grout may be used for annular openings of larger than 2-
inches.
3.7.4 Clay Seal
For annular openings greater than 6”, use of swelling bentonite seal meeting requirements of
R655-4-11.4.2.2 may be used if approved by the Director. Bentonite used to prepare grout for
sealing shall have the ability to gel; not separate into water and solid materials after it gels;
have a hydraulic conductivity or permeability value of 10E-7 centimeters per second or less;
contain at least 20% solids by weight of bentonite, and have a fluid weight of 9.5 pounds per
gallon or greater and be specifically designed for sealing.
3.8 Well Development
Well development is a dynamic process. The best approach will be determined after the well
is drilled and constructed. The following will be used as a framework for how the well will
be developed. The actual methods and time needed will be dependent on geology, hydrology,
flow potential, amount of fine-grained material in the formation, and drilling method. The
following assumes mud rotary method.
3.8.1 Rig Development
The well will first be airlifted open ended in order to remove the thickest mud in the well.
After the thicker mud is removed, a chlorine mixture will be worked into the well in the
perforated sections with dual or single surge blocks. This mixture will be allowed to sit
overnight. The following day, the wells perforated sections will be worked with dual or
single surge blocks with air to extract the mixture from the well. The flow and fluid
characteristics will be estimated and recoded for each perforated section. The amount of time
spent on each section will be determined by data collected during drilling and rig
development.
3.8.2 Pump Development
A pump without a check valve may be installed in the most transmissive perforated
section(s). The well will first be pumped at a very low flow rate until the water is clean at
which time surge cycles (rawhiding) will be conducted. The well will be surged 2 to 4 times
then pumped for a minimum one-hour or until the water clears up. Water levels, flow data,
and sand content from a Rossum sand tester may be recorded. After each surge cycle the
flow will be turned up slightly until maximum specific capacity or the maximum pump rate
U29130-WS002-Drilling Specifications-2024
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February 14, 2024 Terakee Farms Water System Well 2
is reached. Water levels will be monitored during this process to determine the efficiency of
the well in place of a step-test.
3.9 Pump Testing
All development data will be evaluated to determine the well efficiency or if additional time
or other methods are required. A constant rate test will be performed for at least 24 hours to a
week, or until stabilized drawdown has continued for at least six hours. The pumping rate
will be determined after development. The goal of the pump/aquifer test is to determine the
safe yield of the well and aquifer. Typically, in a valley fill well, 24 hours is sufficient,
however all data will be analyzed including the early time constant rate test to determine how
long the test will need to run.
The pump test shall include the following information:
• Pump curve of test pump
• State water level measured to the nearest 10th of one foot measured from identifiable
datum – usually top of casing
• Test pump intake depth
• Start time and stop
• For 10 uniform intervals for each log cycle record time in minutes since start of test,
pumping rate, and water level to nearest 10th of one foot from same datum as static
measurement
• Provide graphic evaluation on semi-log graph paper plotting drawdown
measurements on an arithmetic scale at locations corresponding to time since starting
test on logarithmic scale
Record time since stopping pump test in minutes at time intervals similar to those used
during constant-rate pump test after end of constant-rate test until there are no changes in
water level depth for a minimum of 6 hours.
3.10 Well Disinfection
Following the pump test and recovery period (recovery time dependent on data) and prior to
demobilizing from the site, the well shall be disinfected in accordance with UAC R309-5 15-
6(11) Well Disinfection and UAC R655-4- 11.6.5 Well Disinfection and Chlorination of
Water, using a solution of high-test sodium hypochlorite sufficient to establish a
concentration of 100 parts per million (ppm) chlorine residual throughout the well and shall
be left in the well a minimum of 8 hours.
Other well disinfection procedures may be approved by the Geologist, as long as they
conform to UAC R309-5 15-6(11) Well Disinfection and UAC R655-4-11.6.5 Well
Disinfection and Chlorination of Water.
The pump vendor shall not leave the site until approved by the Geologist.
3.11 Well Head Construction
The well is in a designated flood zone (Appendix A). Upon completion of well construction
and rig development, the licensed driller shall extend the top of the well casing to a minimum
height of 3’ above the 100-year flood level in accordance with R309-515-6(6)(b)(vi).
U29130-WS002-Drilling Specifications-2024
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February 14, 2024 Terakee Farms Water System Well 2
Flood hazard information from the FEMA National Flood Insurance Program shows an
annual 1% chance of flood waters reaching less than one foot above the ground at this
location. A 4’ stickup will be sufficient. The well driller shall weld a stickup of at least 4’
above the ground surface before leaving the site and equip it with a tamper-resistant, water-
tight, locking casing cap or weld-on cap. If requested by the geologist, the well cap shall
have an access port to permit water level measurement with a water level meter or have a
transducer set. The access port shall be a minimum of l-inch diameter and have a water-tight
plug. Well head construction shall conform to the requirements of UAC R309-5 15-6(6)(b)
Permanent Steel Casing Pipe, R309-515-6(8) Capping Requirements, R655-4- l l.7.3
Completion or Abandonment, and R655-4-14.1 Temporary Abandonment.
TerakeeWell 1
TerakeeWell 2
08
20 22
17 16
05
15
10
21
04 03
09
Figure 1.Location of Terakee Wells
Drawn By:
G3 Mapping
[e-mail] Date: February 2024
Project Manager:
John Files
0 1,000 2,000 Feet
1:24,000Scale
West Weber
Collar e le vation 4229 fe e t6' Estim ate dstatic wate r le ve l
Te rake e Farm s W e ll 2
110' - 115'Be ntonite hole plug
115' - 600' ⅛" x ¼" SRI grave l pac k
595' - 600' 6" Ste e l sum p
0 - 110'DDW c om pliantwitne sse d sanitary
585' - 595' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
555' - 585' 6" Ste e l c asing
515' - 525' 6" Ste e l c asing525' - 555' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
485' - 495' 6" Ste e l c asing
425' - 445' 6" Ste e l c asing
495' - 515' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
465' - 485' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
455' - 465' 6" Ste e l c asing
445' - 455' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
415' - 425' 6" 0.08"Stainle ss ste e l wire wrappe d sc re e n
+4' - 415' 6" Ste e l c asing(W e ll is c ollare d on theW e be r Rive r flood plain.W e ll he ad m ust protrud e 3'above the 100-ye ar floodle ve l in ac c ord anc e withR309-515-6(6)(b)(vi).
W e ll c onstruc tion d iagram is a rough guid e . Ac tualwe ll c onstruc tion and sc re e n pac e m e nt will bed e pe nd e nt on loc al ge ology, hyd rology, d rillingc ond itions, and d rille r tooling. Hole size c an bed e pe nd e nt on the se le c te d c ontrac tor’s tooling, butm ust be d rille d to a m inim um of 10 ¾" d iam e te r toac c om m od ate the annular spac e ne e d e d for asanitary se alThe we ll will be c onstruc te d in ac c ord anc e with allU tah Cod e s pe rtaining to Public W ate r Supply Fac ilityDe sign and O pe ration; Sourc e De ve lopm e nt Cod eR309-515; and W ate r W e ll Construc tionRe q uire m e nts R655-4.
V e rtic al Sc ale : 1 inc h e q uals 75 fe e tFigure 2.Well Construction Diagramfor Terakee Farms Well 2
Drawn By:G3 MappingRic h Em e rsonric h@g3m apping.c om
Date : Fe bruary 2024
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NATIONAL FLOOD INSURANCE PROGRAM
FLOOD INSURANCE RATE MAP
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AvaiOaEOe SrodXctV ma\ incOXde SrevioXVO\ iVVXed LetterV of MaS CKanJe a )Oood InVXrance StXd\ ReSort
and/or diJitaO verVionV of tKiV maS Man\ of tKeVe SrodXctV can Ee ordered or oEtained directO\ from tKe ZeEVite
CommXnitieV anne[inJ Oand on adMacent )IRM SaneOV mXVt oEtain a cXrrent coS\ of tKe adMacent SaneO aV ZeOO
aV tKe cXrrent )IRM Inde[ TKeVe ma\ Ee ordered directO\ from tKe )Oood MaS Service Center at tKe nXmEer
OiVted aEove
)or commXnit\ and coXnt\Zide maS dateV refer to tKe )Oood InVXrance StXd\ ReSort for tKiV MXriVdiction
To determine if fOood inVXrance iV avaiOaEOe in tKiV commXnit\ contact \oXr InVXrance aJent or caOO tKe NationaO
)Oood InVXrance ProJram at 100320
BaVemaS information VKoZn on tKiV )IRM ZaV Srovided in diJitaO format E\ USDA )arm Service AJenc\ ()SA)
TKiV information ZaV derived from NAIP dated ASriO 11 201
SCALE
Map Projection:
GCS, Geodetic Reference System 1980;
Vertical Datum: NAVD88
Panel Contains:
MAP NUMBER
E))ECTIVE DATE
COMMUNITY NUMBER PANEL
PANEL 189 OF 476
0 500 1000 1500 2000250
)eet
0 100 200 300 40050
MeterV
TKiV maS ZaV e[Sorted from )EMA
V NationaO )Oood Ha]ard La\er (N)HL) on 2/13/2024 12:54 PM and doeV
not refOect cKanJeV or amendmentV VXEVeTXent to tKiV date and time TKe N)HL and effective information ma\
cKanJe or Eecome VXSerVeded E\ neZ data over time )or additionaO information SOeaVe Vee tKe )Oood Ha]ard
MaSSinJ USdateV OvervieZ )act SKeet at KttSV://ZZZfemaJov/mediaOiErar\/aVVetV/docXmentV/1141
TKiV maS comSOieV ZitK )EMA
V VtandardV for tKe XVe of diJitaO fOood maSV if it iV not void aV deVcriEed EeOoZ
TKe EaVemaS VKoZn comSOieV ZitK )EMA
V EaVemaS accXrac\ VtandardV TKiV maS imaJe iV void if tKe one
or more of tKe foOOoZinJ maS eOementV do not aSSear: EaVemaS imaJer\ fOood ]one OaEeOV OeJend VcaOe Ear
maS creation date commXnit\ identifierV )IRM SaneO nXmEer and )IRM effective date
CITY O)
MARRIOTTSLATERVILLE
WEBER COUNTY
CITY O) PLAIN
CITY
490257
490187
490217
0189
0189
0189
49057C0189F
November 30, 2023
For information about the specific vertical datum for elevation features, datum
conversions, or vertical monuments used to create this map, please see the Flood
Insurance Study (FIS) Report for your community at https://msc.fema.gov
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP
FOR DRAFT FIRM PANEL LAYOUT
OTHER
FEATURES
FLOOD HAZARD INFORMATION
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to Levee
See NotesZone X
Area with Flood Risk due to LeveeZone D
NO SCREENArea of Minimal Flood HazardZone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary

Effective LOMRs
GENERAL
STRUCTURES
OTHER AREAS
OTHER AREAS OF
FLOOD HAZARD
SPECIAL FLOOD
HAZARD AREAS
B 20.2
1 inch = 500 feet 1:6,000
112°5'37.97"W 41°16'59.11"N
112°3'44.61"W 41°14'53.44"N
WELL 2WELL 2
WELL