HomeMy WebLinkAboutCC - Geotech ReportSITE
CONSULTING, LLC
Trilogy Development
Mr. Shawn Brownlee
9839 West Cable Car Street, #101
Boise, Idaho 83709
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Re: Geotechnical Recommendation Report
Gander Creek Subdivision Development
South of McMillan Road
Meridian, Idaho
Shawn:
and West of McDermott Road
March 7, 2019
Page 1 of 31
File 19010-B
As per your authorization, on December 4-7, 2018, SITE personnel logged and sampled
eighteen new test pits on your proposed Gander Creek Subdivision development. This
project is located on the southwest corner of McDermott and McMillan Roads in
Meridian, Idaho. The project consists of FIVE tax parcels identified on the Ada County
Assessor website as follows.
The proposed combined property is outlined in green:
Geotechnical Services / Soil Testing & Inspection Services
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# Parcel #
Acres
1
SO432110100
7.59
2
SO432110450
43.86
3
SO432110565
42.25
4
SO432141800
16.95
5
SO432110500
6.43
TOTAL
117.08
The proposed combined property is outlined in green:
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SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
This report is to replace our prior Geotechnical Feasibility Report (19010-A) written by
SITE in January 2019. Test pit logs, well logs, and all other data from the original report
are included herein.
According to information supplied by the client, this project will include lots for single-
family residences and ACHD right of ways. Access will be gained from McMillan Road
to the north and a future arterial sized right of way to the west. Undeveloped farmland
surrounds this property on all sides. It is noted that the future Highway 16 right of way is
along the east property boundary. Nine Mile Creek bisects the property from east to
west and is reported to flow year-round.
Based upon our research, observations, and laboratory test results, the site is
acceptable for the proposed residential subdivision development. Recommendations for
construction are included herein. We appreciate this opportunity to be of service. When
appropriate, we would like to discuss continuing our role as geotechnical consultant
during construction. Please contact our office if additional information or services are
required.
Respectfully submitted,
Bob J. Arnold, PE
SITE Cons
Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TABLE OF CONTENTS
INTRODUCTION.....................................................................................................4
Purposeand Scope.................................................................................................4
Authorization...........................................................................................................4
Warranty and Limitations.........................................................................................5
RESEARCH& BACKGROUND.............................................................................5
General...................................................................................................................5
VicinityMap.............................................................................................................6
Observed Subsurface Conditions............................................................................6
DESIGN & CONSTRUCTION RECOMMENDATIONS...........................................7
GeneralEarthwork..................................................................................................7
Excavations.............................................................................................................8
PavementSection...................................................................................................9
BridgeFoundation System......................................................................................9
Residential Foundation System...............................................................................10
StormWater............................................................................................................10
Slabon Grade Concrete..........................................................................................11
UndergroundUtilities...............................................................................................11
Inspection& Testing................................................................................................12
ContractorInspections............................................................................................12
GeneralComments.................................................................................................13
APPENDIX..............................................................................................................14
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SITESULTING, LLC Post Office Box 190537 - Boise, Idaho 83719
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INTRODUCTION
Purpose and Scope
This report documents our geotechnical investigation and resulting recommendations
for the proposed Gander Creek Subdivision. This project will be constructed on a
property located south of McMillan Road and west of McDermott Road in Meridian,
Idaho.
The purpose of this report is to document the investigation of subsurface soil conditions
and provide recommendations for building single family residential structures and a
residential subdivision. Geotechnical test pits have been excavated based upon
preliminary drainage plans provided by the client. It is anticipated that these test pits
represent conditions across the site.
Our field investigation included subsurface exploration by means of rubber tire and track
mounted backhoes supplied and operated by Wood Brothers Trucking. Soil samples
were gathered, and test pit logs generated during the field exploration. After the field
investigation and laboratory testing was completed, all available field and laboratory test
data was reviewed, the general data and assumed design information was evaluated,
and this report was prepared. This report summarizes our research and
recommendations regarding the geotechnical aspects of the project. Monitoring wells
were installed in all test pits for a future groundwater monitoring program. Groundwater
monitoring data will be reported in an additional report when available.
Authorization
Authorization to proceed with the original geotechnical investigation was received from
the client in March 2018. Authorization to proceed and the use of the provided
recommendations indicate the client's and the design team's acceptance of the scope of
work, warranty, limitations & general conditions provided herein and within our standard
geotechnical proposal.
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SITE
CONSULTING, LLC
Warranty and Limitations
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
The exploration and evaluation of subsurface conditions documented herein is
considered sufficient to form a basis for the provided recommendations. The provided
recommendations are based on the available soil information and preliminary design
details either assumed or furnished by the client and his civil design team. It is
warranted that these recommendations have been promulgated after being prepared in
accordance with locally accepted professional engineering and geotechnical
engineering practice. No other warranties are implied or expressed.
RESEARCH & BACKGROUND
General
As per your authorization, in December 2018, SITE staff observed the excavation of
eighteen test pits on the subject property. At the time of exploration, the entire site was
flat, dry, and accessible with the exploration equipment. Monitoring wells were installed
prior to backfilling the test pits. During excavation, our staff gathered representative
samples from the spoil piles. The samples were field classified, labeled with pit number
and depth, and transported to the laboratory for additional testing. Sieve Analysis,
Moisture Content, and Liquid Limit, Plastic Limit & Plasticity Index testing were
performed on selected samples. All tests were performed in general accordance with
the appropriate ASTM test methods.
It is noted that these test pits included replacement of six monitoring wells originally
installed by SITE on the northern half of the property in 2017. The original wells were
mostly destroyed or damaged by onsite farming activities.
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CONSULTING, LLC
Vicinity Map
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208440-6276
Prior to our field investigation, SITE obtained an aerial photo of the subject property
from landprodata.com. This aerial was used with a preliminary site plan to locate the
subject property and position the test pits. The aerial photo reveals the subject property
is surrounded by rural properties and farmland. This Aerial Photos with test pit locations
shown is included in the Appendix.
Observed Subsurface Conditions
Subsurface conditions in the test pits were generally similar. The topsoil ranges in depth
from two to five feet and typically consists of lean clay, silt, and sand in varying
percentages depending upon location. Many samples were tested, and no fat clay was
identified. The rootzone / organic layer is typically 4-8 inches deep with deeper historical
cultivation evident to 1.0-1.5 feet. Below the topsoil, silty sand or sandy silt soils are
typical with gravels and clay contact varying. Gravels were contacted as shallow as 1.5
feet and as deep as five feet. Gravels are coarser and include cobble sized rock at
greater depths. Fines within the gravels decrease with depth but did included lean clays
at 12 to 15% by mass. The sand and gravel layer extends to below the bottom of our
test pits which were terminated within one foot of contact with the static groundwater.
The is a difference in groundwater elevation of over eight feet across this property.
Groundwater south of Nine Mile Creek was very consistent, observed at seven to eight
feet below the ground surface. North of Nine Mile Creek the groundwater ranged from 8
to 13 feet deep. Only a portion of this variation can be attributed to surface elevation
differences. Groundwater data will be measure monthly starting in mid-March and
reported again in later groundwater monitoring reports.
Well logs for three adjacent properties were obtained from the IDWR website. These
logs confirm our onsite measurements and also indicate static groundwater is 6-8 feet
deep. The well logs are included in the Appendix.
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CONSULTING, LLC
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
All native soils that are free of organic matter and expansive clays are acceptable for
use as fill. After proper grubbing, the native lean clay, silty sand or sandy silt, and all
soils containing gravel removed from the right of ways can be utilized as structural fill to
fill residential lots. These soils may not meet ACHD's minimum inplace density
requirement of 100 pcf for structural filling within the right of way. This can be corrected
by blending with deeper sand and gravel soils. Blending may also improve working
moisture contents and increase the percolation rate of surface water through the
completed building pads.
Removal of the majority of the organic materials will require grubbing of 4-6 inches of
surface soils. This is required in all areas to receive structural fill. Deeper excavation
may be required along irrigation ditches, where large trees and soft wet areas are
present, and anywhere the former sugar beet crop was abandoned. The depth of
grubbing is to be adjusted and inspected during construction to ensure that organic
materials are properly removed from beneath future pavements and structural fills.
Inspection by the project geotechnical engineer should confirm that all organic material
is removed.
If used for fill, the surface clay soils will require moisture contents within two percent of
optimum for effective compaction. When well compacted these soils prevent
percolation. This condition combined with other construction and homeowner practices
may lead to water accumulating in crawlspaces. Clay and silt soils will easily become
too wet or too dry for effective compaction and can be expected to perform poorly if wet
and subjected to rubber tired equipment. Both concerns can be addressed by blending
with deeper sand and gravel materials. If construction is to occur during wet weather or
wet surface soil conditions, low-pressure, (tracked), construction equipment is
recommended. Rutting caused by the contactor using rubber -tired equipment on a wet
subgrade can be expected and should be repaired at contractor expense. This t\
information is to be supplied to earthwork contractors prior to construction. a
Geotechnical Services / Soil Test/ng & Inspection Services
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CONSU LTI NG, LLC
Structural fills less than three feet deep are to be compacted to 95 % of the maximum
dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill,
and fill intended to contain rerouted irrigation canals or storm water runoff, fill materials
are to be compacted to 100 % of the maximum dry density. If structural fill is to be
placed on residential lots or building pads, the fill is to extend laterally outside
foundations a distance equal to the depth of structural fill. Granular structural fill should
be placed beneath future slab on grade concrete including driveways, patios, and
sidewalks. Structural fill should be placed in uniform, thin horizontal lifts, moisture
conditioned as necessary, and compacted to the above requirements. Compaction
testing to confirm proper compaction is recommended. Visual inspection is also required
to confirm stability and the lack of soft, deflecting, or rutting areas. Fill can pass
compaction tests and still be rejected if it fails visual inspection.
Excavations
Shallow excavations and trenches that do not exceed four feet in depth may be
constructed with side slopes approaching vertical. Below this depth it is recommended
that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils on
site to maintain a vertical or near vertical excavation over any extended period can be
quite variable.
This information is provided for planning purposes. It is our opinion that maintaining safe
working conditions is the responsibility of the contractor. Jobsite conditions such as soil
moisture content, weather condition, earth movements and equipment type and
operation can all affect slope stability. All excavations should be sloped or braced as
required by applicable local, state, and federal requirements.
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CONSULTING, LLC
Pavement Section
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
R -Value samples were gathered and tested from TP -2 and TP -16. For phase one of this
development, based upon an R -Value result of R=12 and the indicated Traffic Indexes,
SITE recommends the following sections for residential streets within this subdivision.
Material Layer
Subdivision
T1=6
Collectors
T1=8
HMA Pavement
2.5"
3.0"
Base Coarse %" minus
4.0"
4.0"
Sub base Pitrun
12.0"
18.0"
ACHD should be contacted to confirm the utilized traffic Index of T1=8 is correct for
McMillan Road and the future collector or arterial to the west of the property. Materials
meeting the requirements of ISPWC & / or ACHD are required for all work within this
project.
Bridge Foundation System
This project may include multiple bridges over Nine Mile Creek. Bridge foundations that
are extended to the native sand and gravel present at greater than eight feet deep can
be designed for a bearing capacity of 3000 psf. Only granular materials should be used
to backfill bridges or culverts. Native sand and gravel or imported material meeting the
requirements for ISPWC subbase are recommended. Based on using native
sand/gravel or imported pitrun type material bridge backfill, retaining walls free to rotate
should be designed using equivalent fluid pressure of 45 psf/f. Walls restrained at the
top should be designed using equivalent fluid pressure of 60 psf/f. Both values assume
backfill is level for a distance equal to the height of the wall. Soil density of 120 pcf can
be assumed for additional soil surcharge. A coefficient of friction of 0.35 is
recommended for the native sands.
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CONSULTING, LLC
Residential Foundation System
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
The proposed single-family residential structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Based upon proper placement and compaction of
structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded
on the native soils or upon properly placed and compacted structural fill. Either
crawlspaces or slab on grade floors are acceptable. If clay soils are present at the
foundation support elevation a geotechnical engineer should be retained for site specific
recommendations. Foundation drains are required within this development. It is
recommended that foundation drains and roof runoff be directed to an onsite infiltration
pit that extends to at least ten feet deep and is located at least 15 feet from the nearest
foundation. Roof runoff is not to route through foundation drains. Foundation
embedment depth is to be at least 24 inches below outside adjacent grade. Foundation
outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation
mastic. No basement is allowed without lot specific geotechnical/groundwater study.
Storm Water
Based upon the anticipated depth to seasonal high groundwater, storm water can be
addressed with surface detention or drainage facilities. Percolation rates through the
near surface soils can be expected to be quite variable based upon clay content at the
point of injection and a shallow, weak cemented layer. For design purposes a perc rate
of P=3 in./hr. is recommended. It is to be confirmed that any cemented layer present at
the injection site is penetrated at the time of construction. If over excavation is required,
additional filter sand or free draining pitrun can be used to backfill excessive depth
caused by over excavation. Confirmation of perc rate at the time of construction by field
testing is recommended. Pre -design perc testing has been scheduled and will be
completed as soon as the farms fields will support a water truck. The above design perc
rate will be modified if onsite testing so indicates.
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Slab on Grade Concrete
Post Office Box 190537 - Boise, Idaho 83719
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Care must be taken so that all excavations below both interior and exterior slab on
grade concrete are properly backfilled in accordance with the structural fill
recommendations. Trenches and wall backfill areas are to be filled in lifts and benched
each lift so that fill is not placed against a vertical soil face greater than three feet tall.
Testing is to confirm that compaction has been achieved. Areas of excessive yielding
should be excavated and backfilled with structural fill. Any fill used to increase the
elevation of slab on grade concrete should meet the requirement for structural fill. Due
to the presence of surface clays, slab on grade floors, sidewalks, patios, driveways,
garage floors and all other Portland cement concrete pavements should be placed atop
a mat of at least six inches of granular structural fill materials. This depth is to increase
to one foot when concrete is to be placed over Fat Clay soil. This is required to prevent
seasonal heaving of pavements. Mat material should all pass a 3/4 -inch sieve and
should contain less than seven percent passing the # 200 sieve. The mat shall be
compacted to the requirement for structural fill.
Underground Utilities
It is not anticipated that large excavators or small backhoes will experience any
difficulties excavating the onsite materials encountered on the property. No bedrock
formation was encountered on the subject property. Well logs from IDWR indicate the
high static water level is greater than 4-8 feet or more below the surface in wells near
the property therefore dewatering may be required for deep utility installation.
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CONSULTING, LLC
Inspection & Testing
Post Office Box 190537 - Boise, Idaho 83719
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A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. For mass filling, field
nuclear moisture - density testing shall be performed on each lift of compacted fill, one
each filled residential lot or building pad. Trench backfill and right of ways are to be
tested to ACHD and / or ISPWC requirements. It is noted that structural fill can pass
compaction tests and still be unacceptable if pumping, rutting, or deflecting under
vehicle or foot traffic.
Contractor Inspections
This report has been prepared with the intent to provide specific design information to
the developer and the civil engineering consultant. It is not intended to act as any
contractors "Due Diligence" or subsurface inspection prior to estimating construction
costs or actual construction. With permission, the contactor(s) can utilize the onsite
wells for their own evaluation of groundwater.
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General Comments
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided the opportunity to review the final design and
specifications. This review will confirm that the earthwork recommendations have been
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result
in additional invoicing unless additional research and recommendations are needed.
Testing and inspection services are recommended herein. Proper quality control during
construction is required to confirm materials and methods and thereby obtain a
desirable finished product. Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm proper demolition, subgrade
grubbing, subgrade stability, and proper placement and compaction of fills. Any
deviations from the herein described subsurface conditions must be brought to the
attention of this consultant.
This report has been prepared for the exclusive use of the client and their retained
design consultants. Findings and recommendations within this report are for specific
application to the proposed construction described herein and apply only to the property
identified. Client may duplicate this report as needed or additional copies will be
provided upon proper client authorization.
Appendix Follows
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Prelimina
Plat
Bailey Engineering
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AERIAL PHOTO
.. . . . . . _
Google Earth
Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
ADJACENT WELL LOGS
VSE TYPEWRState of Idaho 1< r
ITER OR
BALL POINDepartment of Water Administration
T PEN II I,
WELL DRILLER'S REPORT
State law requires that this report be filed with the State Reclamation Engi;necr '�71jY
within 30 days alter completion or abandonment of the well, oa
1. WELL OWNER
Name 2- W U4-`r--j-Static
?. WATER LEVEL er AOlginisha
water Imal --r- feat below land surface
Flowing? U Yes U No G.P.M. flow
TemperaNn_ F. Quality
Artesian closed In prossure___p,ai.
Controlled by U Valve U Cap ❑ Plug
/�
Address tat -111-4 -"
__
Owner's Permit No.
2 NATURE OF WORK
. New well ❑ Deepened O Replacement
❑ Abandoned (describe method of abandoning)
O. WELL TEST DATA
li(pump 13 0.11. U Other
ONrheret(Il.M. Draw Dewn ours uenpw
()
3. PROPOSED USE
0& Domestic ❑ Irrigation U Tet
❑ Municipal O Industrial ❑ Stock
S. LITHOLOGIC LOO 32069
.
D t, FroeDnepT o M.—W vweN.
4. METHOD DRILLED
f)D Cable ❑ Rotory ❑Dug ❑Other
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6. WELL CONSTRUCTION
Diameter of hole --L inches Total depth 100 feet
Casing schedule: U Steel ❑ Concrete
Thkhnw Olaeewer � Frain
q TGo
incy
. G Inches -7--a— feet Meet
--.-- irdw Inches fact feet
rnchas Indra: fast _..feet
---__-_ Inches _— inches _ _ feet _fen
Inches inches feet _fast
Was a pack. or seal used? ❑ Yea IN No
Perforated?❑ Vee m No
How Perforated? ❑ Factory ❑ Knits ❑ Torch
Slzeofpedoration _ Inchosby_ Inches
Number From To
parforations feet feet
perforations feet foot
perforations feet feet
Well screen Installed? ❑ Yea ie No
Manufacturer'. name
Type_ Model No,
Olameter_Slof dn— Set hem feet to__fen
Diameter_ Slot size_. Set from feet to — feet
Gravel packed? ❑ Yes 4 No Size of gravel
Placed from-- feet to feet
Surface Beal? ❑ Yes ❑ No To what depths feet
Material used In seep U Cement grout 111 Puddling clay
"—
---
-
-
•-
------"
'-
6. LOCATION OF WELL
Sketch map location must agree with written location.
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County aePa�
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Wore staro.d p � 3 � • 7/ ! f(nidte0 ,�-. 4 - 7
11. DRILLEfl'S CERTIFICATION
This well was drlllod under my supervision and this report Is
trua to the best of my kewwlndga.
DOW. or Firma Name Number
%l• / 4'XsC
,,,, II',''
4 T. It Nit, R-1—Am
Add—
_1L-tl -��•• �C7-_d %/ _
Sleeved BY Oats
USE ADDITIONAL SHEETS IF NECESSARY FORWARD THE WHITE, BLUE, AND PINK COPIES TO THE DEPARTMENT
Geotechnical Services / Soil Testing & Inspection Services
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Form 238-7 IDAHO DEPA NT OF WATER RESOURINCEIVE
t te? Office Use Only
WELL DRILLER'S REPORT Inspededby
1. WELL TAG N0. D 6 9 O R E C E I V E D FEB .16 Twp — Rge___Sec
9 /4____ Iva �va
RESOURCE —
DRILLING
PERMIT N0. b �i-�- 1. WELL REeiO Lak Lon
Other IDWR No. 2 3 1999 ❑ Pump ❑ Bailer OAtr owing Artesian'
2. OW ER' r.xa ahem. 01-d—Pemping Lae(_ Time
Name Department d Water R #
Address
city—M, State Zip $3&412
Water Temp. 0 loom tale temp.
3. 'LOCATION OF WELL by legal description: Water Oual test or commants: s
Sketch map location must agree with written location. 1^00In DepthfirsiWaterEncoumar__V_
_. 17 N irLjr%i nfmi• r At:.
Twp._--! North or South ❑
W K a Rge. _IEast ❑ or West A
Sec._�� 1/4 y5LJ-lt4 _AF1/4
Gov't Lot _ County At4
Lac Long:
s
Addrf ss of Well Site 't`
�� •r lJ/��) 1(�-�+A 1 C L no city L
-(Gne a Ne aunt N oN Y b Roo v lawl
Lt. Blk, Sub. Name
4. USE:
Domestic .11Municipal 11Monitor
ElIrrigation
O hermal ❑ Injection ❑ Other
5. TYPE OF WORK check all that apply
(Replacement etc,)
K Ndw Well 11 Modify ❑ Abandonment
❑ Other
6. DRILL METHOD
❑ Ail Rotary Q%Cable O Mud Rotary
❑ Other
7. SEALING PROCEDURES
Was drive shoe used? * O N Shoe Depth(s) 32_
Was drive shoe seal tested! P(Y❑ N Howl
8. CASING/LINER:
Dleeeter From To G.W..I Geo..Qahrriar Ceeing Liner WelaeO�° eae0
O r3� ❑
❑ 0 ❑ ❑
Cl ❑ ❑ ❑
Length of Headpipe - Length of Tailpipe
9. PERFORATIONS/SCREENS .
Pedoiations Method
Screens Screen Type
10. STATIC . WATER LEVEL OR ARTESIAN- PRESSURE:
If: below ground � Artesian. pressure. S lb.
Depth' flow encountered It, Describe access po I or
control devices: �Ia► � Pj�Oy�,�,aNIf
I Uii` I From I To I Remarks: Llthologyr Water Quality a Temperature I v I N I
Date:. Started I`.2 -
13. DRILLER'S CERTIFICATION
I/We certify that all minimum wall construction standards were compiled with at
he time the rig was removed,
Comparty Na Firm No39y
Firm Offida Date
and
Driller or Operabr Data
(Sr eaa / Rm oiW a Opera. )
FORWARD WHITE COPY T0. WATER RESOURCES
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Form 238-70 IDAHO DEPARTMENT OF WATER RESOURCES
6/02 WELL DR]ILLER'S REPORT
1. WELL TAG N0. D (%D35:5Q
DRILLING PERMIT NO. _
Water Right or Injection Well No.
2. OWNER: ((//�
Name KB')U
Address
MLI aAMA6
City
w Slate Zia .
3. LOCATION OF WELL by legal description:
You must provide address or Lot. .BBlkk. Sub. or Directions to well.
Twp. E
North A( or South ❑
RgeSec.
Sec.
East ❑ r 4
1/4 114 �1/4
GDVt Lot
Com uun
Lat:
Lon : J► E
Address of Well Sitar
s
(ow wYruran an.e. Wreba..rvlaN,.N
Lt. 81k.
Sub. Name
4. USE:
,bomestic ❑ Municipal ❑ Monitor ❑ Irrigation
❑Thermal ❑ Injection ❑Other
5. TYPE OF WORK check all that apply e a etc )
❑ New Well ❑ Modify ❑ Abandonment Other
6. DRILL METHOD:
AAir Rotary ❑ Cade ❑ Mud Rotary ❑ Other
7. SEALING PROCEDURES
Sed Matwial From To Wel lvd—e S.W Placenera Mound
Was drive shoe used? ❑ N Shoe Depths}
Was drive shoe seal tested? ❑Y /10 N How?
6. CASINGILINER:
Wmeler Ro joagej Malarial Cadrg War W.el�ded Throeded
❑ p+ ❑
❑ ❑ ❑ G
❑ ❑ ❑ ❑
Length of Headpipe /0'
Le tlt o%tpi
Packer I yCIN Type /mit row✓
9. PERFORATIONSISCREENS PACKERTYPE
Perforation Method
Screen Type 8 Method of Installation
From To Sm Size Number D!amelw Materiel casing user
❑ ❑
❑ ❑
10. FILTER PACK
Flier Material I Frain I To Wdght(Wume Placer ON Method
11. TATIC WATER LEVEL OR ARTESIAN PRESSURE:
Lo It. below ground Artesian pressure to,
Depth flow encountered ft. De cdhe access port or control de Aces:
12. WELL TESTS:
❑ Pump ❑ Bailer
Well ID No. �jotj"/`9`i
Inspected by
Twp Rge Sec _
1/4 114 1/4
Let: Long:
)bNr ❑ Flowing Artesian
Water Temp. " ` Bottom hot. J
temp.
Water ality test or Comments: ..
Nf fila 7 Depth first Water Encounter��
13. LITHOLOGIC LOG: (Describe repairs or abandonment) • Water
rmm I To I Remarks: Lithology,Water Quality aTemperature
Completed Depth ,���[) (Measurable)
Date: Started Dla . � •Q\� Completed •
14. DRILLER% CERTIFICATION
VWe certify that all minimum well construction standards were complied with at the
time the rig ASGVId*Company N [/ Flrm No.Principal Dr . Dflte QSy
and —�
Driller or Operator II Date
Operator I Date
Principal Driller and Rig Operator Required.
Operator I must have signature of Dfiller/Operator II,
FORWARD WHITE COPY TO WATER RESOURCES
Geotechnical Services / Soil Testing & Inspection Services
Vel
W
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M
in
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
DESIGN SECTION CALCULATIONS
(ACHD R -Value Method)
Project: GANDER CREEK File No.: 19010-B
Meridian Idaho Calc By: B. Arnold
Client: Trilogy Development Date: 02/28/19
Design Thickness Equation:
T = 0.0032 (TI) (100-R)(12) = GE (inches)
T= Design Thickness TI = Traffic Index = 6 by ACHD
GE = Gravel Equivalent R = R -Value = 12 by R -Value
GE= 20.8 Inches
ACHD ACP, 3/4" Road Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches
3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 11.4 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 2.5 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 11.4 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete = 2.5 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 12.0 inches
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a,
Geotechnical Services / Soil Testing & Inspection Services
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
DESIGN SECTION CALCULATIONS
(ACHD R -Value Method)
Project: GANDER CREEK File No.: 19010-B
Meridian Idaho Calc By: B. Arnold
Client: Trilogy Development Date: 02/28/19
Design Thickness Equation:
T = 0.0032 (TI) (100-R)(12) = GE (inches)
T= Design Thickness TI = Traffic Index = 8 By Agency
GE = Gravel Equivalent R = R -Value = 12 By R -Value
GE= 27.5 Inches
ACHD ACP, 3/4" Road Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 Inches
3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches
Calculated Aggre-gate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 15.6 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 3.0 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 15.6 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete = 3.0 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 14.0 inches
Geotechnical Services / Soil Testing & Inspection Services
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Pavement Engineering Inc.
0)
04
Cz
Redding - San Luis Obispo
10 -
Caltrans= / AMRL 7 QC • OA
RESISTANCE (R) VALUE TEST
ASTM D 2844
Laboratory No.: L190000
%
15.6
Project No.: 180096 (Site #18158)
Sample Date: December 4. 2018
Report Date: January 1. 2019
Client: Site Consullino LLC
Project Name: 2018 Laboratory Laboratory Testing
Sample Description: Brown Silty Clay
Sample Location: Gander Creek. TP -2
100
90
--
80
70
-- — - -- -
—
60
>
- -- — — -
—
-- --
50
8
c
-- —
40
2
—
30
u)
-- -
-
20
-- -- —
-
10
0
800 700 600 500 400
300
200 100
0
Exudation Pressure (P.S.I.)
--+-Resistance Value Test
—300 P.S.I.
Specimen No.
1
2
3
Moisture Content %)
15.6
14.3
14.8
Dr Density PCF
116.1
119.1
118.9
Resistance Value R
6
19
12
Exudation Pressure PSI
174
466
311
Expansion Pressure
0
69
17
As Received Moisture Content
RESISTANCE VALUE AT 300 P.S.I.
12
A-✓
A p►Q
Reviewed By:
Brandon Rodebaugh
p HT. rin
Materials Engineer
Geotechnical Services /Soil Testing & Inspection Serv
%
15.6
ices
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
R -Value Reports
Pavement EngineeHng Inc.
4
5
6
I�rJ Redding - San Luis Obispo
10.2
11.9
11.0
Ca1trans'7AA4RL 7 QC • QA
122.4
123.0
124A
RESISTANCE (R) VALUE TEST
77
63
ASTM D 2844
Exudation Pressure (PSI)
5fi6
190
Laboratory No.: L182315
Expansion Pressure
0
0
Project No.: 1800961Site #18158)
As Reserved Moisture Content (%
49
Sample Date: December 7, 2018
Report Date: December 31, 2018
Client: Site Consulting LLC
Project Name: 2018 Laboratory, Testing
Sample Description: Brawn Sand (Decomposed Granite)
Sample Location: Gander Creek, TP -16
100
–
—
— 90
80
a�
– -- —
—
70
2
--- – — —
--
— 60
>
—
— 50
c
–
— 40
@
-- –
— 30
20
—
10
0
800 700 600 500 400 300
200 100
0
Exudation Pressure (P.S.I.)
Resistance Value Test —300 P.S.I.
RESISTANCE VALUE AT 300 P.S.I.
71
✓
A aQ
Reviewed By
Brandon Rodabaugh
• T. nie
Materials Engineer
Specimen No.
Geotechnical Services /Soil Testing & Inspection Serv
4
5
6
Moisture Content (%)
10.2
11.9
11.0
Ur Density PCF
122.4
123.0
124A
Resistance Value R
77
63
73
Exudation Pressure (PSI)
5fi6
190
343
Expansion Pressure
0
0
0
As Reserved Moisture Content (%
49
M
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ices