HomeMy WebLinkAboutCC - Storm Drainage Calcs Prepared For: Prescott Ridge
Subdivision No. 5
Prescott Ridge Properties, LLC &
City of Meridian, and ACHD Meridian, Idaho
Storm Drainage Report
cc pt�AL E G
22114
0 F
Prepared By:
Bryan Redsun, P.E.
Project Manager
KM Engineering, LLP
5725 N. Discovery Way
Boise, I D 83713
208.639.6939
bredsun@kmengllp.com
lCM August 2024
ENGINEERING Project No: 24-188
TABLE OF CONTENTS
Introduction ................................................................................................................................. 1
ProjectDescription ...................................................................................................................... 1
SiteDescription............................................................................................................................... 1
Scopeand Methods ...................................................................................................................... 1
Existing Drainage Conditions .......................................................................................................... 1
Proposed Drainage Conditions and Analysis .................................................................................. 1
Sandand Grease Traps ................................................................................................................... 2
DiversionBoxes............................................................................................................................... 2
Inletand Gutter Capacities............................................................................................................. 2
SeepageBeds.................................................................................................................................. 2
Summary......................................................................................................................................... 3
APPENDICES
Appendix A - Figures
Figure 1 -Vicinity Map
Figure 2 - Post-Development Drainage Map
Figure 3—Storm Water Improvement Plans
Appendix B - Tables
Table 1 - Peak Flow Rate Summary
Appendix C - Calculations
Post-Development 25/100-year Calculations
Sand and Grease Trap Calculations
Inlet and Gutter Capacities
Vertical Sand Filter Calculations
Seepage Bed Calculations
Appendix D - Geotechnical Engineering Report
Geotechnical Recommendations Report Prescott Ridge Subdivision, SITE Consulting, LLC
9/9/2021
Mid-Season Groundwater Report Prescott Ridge Subdivision, SITE Consulting LLC., 7/31/2023
INTRODUCTION
The purpose of this report is to show that the storm drainage facilities for the proposed
Prescott Ridge Subdivision No. 5 (Project) are designed to meet the Ada County Highway
District (ACHD) and the water quality requirements of the Idaho Department of
Environmental Quality (DEQ). This report has been prepared at the request of the
developer, Hubble Homes, LLC.
PROJECT DESCRIPTION
The Project consists of the fifth phase of a residential subdivision that includes 49 lots: 46
attached residential lots and 3 common lots. The proposed improvements to the site
include roadways, sidewalks, lot grading, and site utilities.
SITE DESCRIPTION
The Project site is located south of W. Chinden Blvd. and east of N. McDermott Rd.,
Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed
Project area is ±4.68 acres.
SCOPE AND METHODS
The Rational Method is the standard method for small catchments and was used to
calculate pre-development and post-development peak runoff rates and runoff volumes.
The Rational Method provided in the attached calculation sheets was used to calculate
the storm water volumes and flow rates for this project (see Appendix C - Calculations).
Flow rates and storm volumes were established for each basin for the 25-year and 100-
year storms. Refer to Appendix B, Table 1 - Peak Flow Rate Summary, for a summary of
flow rates. Calculations for sand and grease traps, diversion structures, inlets and gutters,
and seepage beds were completed to verify capacity.
EXISTING DRAINAGE CONDITIONS
The pre-project watershed consists of primarily farmland and is currently irrigated
through ditches and furrow irrigation. The flow path for the existing drainage basin
involves overland sheet flow from north to south. There are existing storm drainage
facilities in place to reduce the peak runoff volumes within ACHD Right-of-Way within
Prescott Ridge Subdivision No. 1 and Prescott Ridge Subdivision No. 3.
PROPOSED DRAINAGE CONDITIONS AND ANALYSIS
The proposed drainage system improvements consist of roadway inlets and gutters, sand
and grease traps, and seepage beds.
The post-development site was broken into 2 basins as shown in Appendix A, Figure 2 -
Post-Development Drainage Map. Three basins are existing, and are either being reduced
or remained constant in acreage. The land use type and runoff coefficients for each basin
are listed in Table 2 in Appendix B. Each basin was delineated according to the tributary
area draining to each drainage structure or facility such as gutter, catch basin inlet, etc.
For individual sub-basin peak flow calculations, in addition to combined sub-basin peak
1
flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rate
Summary).
Storm water runoff consists of overland sheet flow over short grass and is then conveyed
with curb and gutter to catch basin inlets before entering a pipe network. Once runoff
reaches the pipe network, it is conveyed to the sand and grease traps used as
pretreatment facilities before entering the seepage beds.
SAND AND GREASE TRAPS
The proposed drainage design includes 5 sand and grease traps used as pretreatment
facilities for the water quality storm event. All sand and grease traps are 1,000 gallon
vaults, and all have been sized for a maximum velocity of 0.5cfs for the 100-year storm
event with a minimum detention time of 40 seconds. Please refer to Appendix C - Sand
and Grease Trap Calculations.
INLET AND GUTTER CAPACITIES
The catch basin inlets should be built per the details shown on the civil construction
plans. There is a total of 4 inlets, one for each drainage basin where storm water is
routed to a seepage bed. Based on our calculations, all inlets will require a single sump
grate inlet.
The gutter capacity of the proposed roadways was verified to ensure that overtopping of
the curb would not occur in the 25-year and 100-year storm event (refer to Appendix C—
Inlet and Gutter Capacities).
SEEPAGE BEDS
The Project includes 2 seepage beds (2 existing and 2 new) that should be built per the
details shown on the civil construction plans. Based on our calculations,the seepage beds
are adequately sized to ensure that no ponding occurs on the surface and that the
volumes required to retain the 100-year storm event are met.
The invert elevation of the seepage beds was set above the estimated high groundwater
level based on the "Mid-Season Groundwater Report" prepared by SITE Consulting, LLC,
dated July 31, 2023.
Once the sizes of the seepage beds were calculated,the times necessary for the 100-year
storm events to be infiltrated into the ground were calculated at less than 120 hours for
each of the seepage beds. The Geotechnical Engineering Report measured infiltration
rates at 4 inch/hour, which was used in the design of the seepage beds.
The calculations included with this report show the volumes that are required to be
retained for the 100-year storm and the drain time through the bottom of the seepage
beds, refer to Appendix B—Tables and Appendix C—Vertical Sand Filter Calculations.
2
SUMMARY
This report determines that the Project storm water design sizing and analysis conforms
to ACHD and storm water design criteria. The post-development storm water runoff for
the proposed residential lots and the roadway, curb and gutters, and sidewalks should be
completely retained onsite through the proposed seepage beds or routed through the
detention pond and released below the allowable rate.
3
APPENDIX A - FIGURES
�P
c�
z
—U.S.HIGHWAY 26
PROJECT SITE
0
w �p
z
p
cc
F
Li W.MCMILLAN RD
0
a
a
ti
x
x p
o H
LL
� v
a Y
d J
F m
0 z
3
0
a
N
O
N
n
N
n
Y
N
Y
Y
C
Q
Y
l7
p
0 2000 4000 6000
Z
Plan Scale: 1" = 2000'
X
E N G I N E E R I N G
v 9233 WEST STATE STREET
a PHONE(08)639-6939 PRESCOTT RIDGE SUBDIVISION NO. 5
kmengllp.com v MERIDIAN, IDAHO
p
DATE: 7/27/24
> PROJECT: 24-188
ti
SHEET: FIGURE 1
a
1 OF 1 VICINITY MAP
APPENDIX B - TABLES
Figure 3 - Storm Drainage System Summary (ACHD IDF)
Table 1 - Pre & Post-Development Peak Flow Rate Summary
Basin Properties Peak Flow Rate
C A Tc i25 i100 Q25 Q100
Acres min. in/hr in/hr cfs cfs
Basin A 0.80 1.10 10.0 1.85 2.58 1.62 2.26
Basin B 0.77 0.32 10.0 1.85 2.58 0.46 0.64
KM Engineering,v2.3 Page 1 of 1 24-188 Storm Drainage System Summary Template v2.5
APPENDIX C - CALCULATIONS
SAND AND GREASE TRAP CALCULATIONS
ACHD Calculation Sheet for Sand/Grease Traps
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must
result in facilities that meet or exceed these calculations in order to be accepted.
Steps for Sand/Grease Trap Velocity Calculation
User input in yellow cells.
1 Project Name Prescott 5
2 Enter number of Sand/Grease Traps(25 max) 1
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size Spacing width Area(ft2) 0.5 fps Velocity
S/G Traps Q-cfs (inch) (inch) max. ok?
1000 G 1 1.55 20 60 8.33 0.19 YES
Reference for Throat widths(inch)
Boise ADS
Vault Lar-ken WQU,
BMP 16
1000 G 48.0 50.5 n/a
1500 G 60.0 61.5 n/a
WQU1000 n/a n/a 60
WQU1500 n/a n/a 60
P:\24-188\Civil\Calculations&Reports\Storm Drainage\Calculations\ACHD_SD_CALCS_112018 8/27/2024,2:52 PM
Version 10.5, November 2018
INLET AND GUTTER CAPACITIES
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 27 2024
<Name>
Gutter Highlighted
Cross SI, Sx (ft/ft) = 0.020 Depth (ft) = 0.25
Cross SI, Sw (ft/ft) = 0.080 Q (cfs) = 0.940
Gutter Width (ft) = 6.00 Area (sqft) = 0.39
Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.41
Slope (%) = 0.50 Wetted Perim (ft) = 3.38
N-Value = 0.013 Crit Depth, Yc (ft) = 0.27
Spread Width (ft) = 3.13
Calculations EGL (ft) = 0.34
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section Depth (ft)
101.00 1.00
100.75 0.75
100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9
Reach (ft)
SEEPAGE BED CALCULATIONS
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV"tab
Steps for Seepage Beds
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Prescott 5
2 Enter number of Seepage Beds(25 max) 1
3 Design Storm 100'QV'
4 Weighted Runoff Coefficient C 0.55 Link to: LQv
5 Area A(Acres) 1.10 acres QV TR55
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? Yes V 2,082 ft3 0%Sediment
8 Set Total Design Width of All Drain Rock W 15.0 ft
9 Set Total Design Depth of All Drain Rock D 3.5 ft
Rock Only,Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock Voids 0.4
0.4 for 1.5"-2"drain rock and 3/4"Chips
11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr
12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 1.8
13 Size of Overflow Perf Pipe(Perfs 3601),READ if Q100>3.3 cfs in 0.0
14 Calculate Total Storage per Foot Spf 26.2 ft3/ft
15 Calculate Design Length L 0 ft 0
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 0 ft
17 Variable Infiltration Window W SWW 15.0 it
18 Time to Drain 0.0 hours
90%volume in 48-hours minimum OK
19 Length of WQ&Overflow Perf Pipes 0 it
20 Perf Pipe Checks.Qperf>=Qpeak; NO
where Qperf=CdxAxV(2xgxH) d 0.0313 ft
Optional Storage Chambers
Note:This assumes chambers are organized in a rectangular layout.
1-StormTech,
1 Type of Chambers SC740
2 Volume to Store V 0 ft3
3 Installed Chamber Width Cw 4.25 ft
Installed Chamber Depth Cd 2.50 ft
Installed Chamber Height Ch 7.12 ft
4 Chamber Void Factor
5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit
6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit
7 Total Number of Units Required 0 ea
8 Area of Infiltration Aperc ft2
9 Volume Infiltration Vperc 0 ft3/hr
10 Time to Drain #DIV/0! hours
90%volume in 48-hours minimum #DIV/01
P:\24-188\Civil\Calculations&Reports\Storm Drainage\Calculations\ACHD_SD_CALCS_112018 8/27/2024,2:33 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV"tab
Steps for Seepage Beds
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Prescott 5,Facility 2
2 Enter number of Seepage Beds(25 max) 1
3 Design Storm 100'Q V2'
4 Weighted Runoff Coefficient C 0.55 Link to: Qv
ra�2�i
5 Area A(Acres) 0.16 acres QV TRSS
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? No V 381 ft3 25%Sediment
8 Set Total Design Width of All Drain Rock W 10.0 ft
9 Set Total Design Depth of All Drain Rock D 3.0 ft
Rock Only,Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock Voids 0.4
0.4 for 1.5"-2"drain rock and 3/4"Chips
11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr
12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 1.8
13 Size of Overflow Perf Pipe(Perfs 3601),READ if Q100>3.3 cfs in 0.0
14 Calculate Total Storage per Foot Spf 15.5 ft3/ft
15 Calculate Design Length L 0 ft 0
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 0 ft
17 Variable Infiltration Window W SWW 10.0 it
18 Time to Drain 0.0 hours
90%volume in 48-hours minimum OK
19 Length of WQ&Overflow Perf Pipes 0 it
20 Perf Pipe Checks.Qperf>=Qpeak; NO
where Qperf=CdxAxV(2xgxH) d 0.0313 ft
Optional Storage Chambers
Note:This assumes chambers are organized in a rectangular layout.
1-StormTech,
1 Type of Chambers SC740
2 Volume to Store V 0 ft3
3 Installed Chamber Width Cw 4.25 ft
Installed Chamber Depth Cd 2.50 ft
Installed Chamber Height Ch 7.12 ft
4 Chamber Void Factor
5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit
6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit
7 Total Number of Units Required 0 ea
8 Area of Infiltration Aperc ft2
9 Volume Infiltration Vperc 0 ft3/hr
10 Time to Drain #DIV/0! hours
90%volume in 48-hours minimum #DIV/01
P:\24-188\Civil\Calculations&Reports\Storm Drainage\Calculations\ACHD_SD_CALCS_112018 8/27/2024,2:33 PM
Version 10.5,November 2018
APPENDIX D - GEOTECHNICAL ENGINEERING REPORT
Geotechnical recommendations report Prescott Ridge
Subdivision, SITE Consulting, LLC. (9/9/2021)
DocuSign Envelope ID:62CA81D313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Mitch Armuth August 9, 2021
Providence Properties, Inc. Page 1 of 24
701 South Allen Street #100 File 21821-B
Meridian, Idaho 83642
Re: Geotechnical Recommendations Report
Prescott Ridge Subdivision
Chinden and McDermott
Meridian, Idaho
Mitch:
As per your authorization, in May 2020, SITE personnel logged and sampled thirteen
test pits at your proposed Prescott Ridge Subdivision project. Based upon our research,
observations, and field 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,
SITE Consulting, LLC
Bob J. Arnold, PE
DocuSigned by:
pMAL
�p1STEq�
4
eO�rE cF
e J. Ra�
08/10/2021 1847 AM MDT
-I
a�
un
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Geotechnical Recommendations Report
Prescott Ridge Subdivision
Chinden and McDermott - Meridian, Idaho
INVESTIGATION
On May 27, 2020, SITE observed the excavation of thirteen test pits at locations
intended to provide full coverage of the subject property. Additional land was
subsequently added to the west end of this development. Access to this new section
has been limited by the presence of crops and wet field conditions. It is not anticipated
that new or different conditions are present in this added land area.
Test pit logs and an aerial photo with test pit locations are included in the Appendix. In
general, soils varied across the planned development and consisted of a low plastic silty
clay, lean clay, silty clay, or silty clay with sand with a 6-8-inch rootzone or organic
layer. These layers varied from one to five feet thick in our test pit locations. Below
these surface layers, SITE encountered interbedded alluvial deposits of silts or sandy
silts to silty sand with gravel, gravel with sand, or gravel with silt and sand soils that
extend to one to twelve feet deep. Sand with silt and gravel, silty sand with gravel, or
gravel with silt and sand was encountered below these layers and extend to the bottom
of our test pits at ten to fourteen feet deep. The lower sand and gravel materials are the
sand and gravel materials of the Whitney Terrace, the second Terrace above the Boise
River flood plain.
Groundwater was encountered at 10-14 feet within the area of the subject property.
Monitoring wells were installed in the test pits for future measurements. Measurements
occurred weekly through the end of the 2020 irrigation season and are ongoing this
season. It is noted that groundwater was observed as shallow as five feet deep in the
south end of the property, in September 2020. 2021 groundwater data is still being
gathered and will be reported separately.
Well logs for the subject property and adjacent properties were located on the IDWR
website. These well logs are included in the Appendix and confirm the soil profile
described above and reported a depth to static groundwater of 10-23 feet.
bz
b
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
RECOMMENDATIONS
Site Work
Grubbing depths of up to 6 to 8 inches can be anticipated to remove most organic
materials. Roots may exist as deep as two feet below the ground surface where large
trees and ditches are or were located. Therefore, stripping depth is to be adjusted in the
field at the time of construction.
Excavations caused by demolition, grubbing of ditches, or over excavation of soft or wet
areas are to be backfilled with structural fill. All subgrade soils present in the test pits
can be used as structural fill on building lots and within right of ways. If encountered,
blending clay surface soils with onsite or imported sand or sand and gravel will improve
surface drainage.
Compaction of any fill placed within building pads or right of ways must exceed 95% of
the maximum dry density as determined by ASTM D698, Standard Proctor testing. It
should be anticipated that the City of Meridian Engineering and / or Building Department
will request these test results prior to or at the time of home construction. Structural fill
must pass compaction testing and visual inspection for stability. Fill that passes
compaction but is observed to rut or deflect under construction traffic is to be rejected.
Pavement Sections
Based upon a design R-Value of R=20 and a traffic Indexes of TI=6 (residential street)
and TI-8 (McDermott Road), the following pavement sections are recommended. All
materials and methods used in the construction of streets and sidewalks are to comply
with ACHD and ISPWC requirements.
Traffic Index TI=6 TI=8
H MA 2.5" 3.0"
1/" Base 4.0" 4.0"
Subbase 10.01, 11.01,
ACHD is to be contacted to confirm TI values for McDermott Road and other streets
classified as collectors. State of Idaho ITD is to be contacted concerning improvements
to Chinden Boulevard.
Cz
C
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Residential Foundation System
It is assumed that crawlspace excavation will exceed the historical cultivation depth by
farm equipment. If loose soils are present after a crawlspace is excavated, re-
compaction is required. The proposed single-family residential structures may be
supported on conventional, continuous, and isolated pad foundations founded upon
acceptable 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.
Foundations are to be embedded a minimum of 24" below adjacent grade for frost
protection. Outside all crawlspace or basement areas, the construction joint between
footing and foundation walls are to be sealed with mopped or brushed on asphalt-based
mastic foundation sealer. Foundation drains are not required but complete roof gutters
are recommended.
Slab on Grade Concrete
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.
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. Slab on grade floors, sidewalks and pavements should be
placed atop a mat of at least 0.5 feet of granular structural fill materials. This depth is to
increase to one foot when concrete is to be placed over clay soil. This is required to
prevent seasonal heaving of sidewalks, patios, and driveways. 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.
d"
Cz
C
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Storm Water
It is recommended that storm runoff be directed away from all open excavations and not
be allowed to puddle on subgrade soils. Based upon onsite soil testing, SITE
recommends a design percolation rate of P=4 inches per hour with a drain time of less
than 24 hours for facilities over-excavated to the groundwater and backfilled with free
draining materials. ACHD policy is that perc rate is to be confirmed at the time of
construction.
Inspection & Testing
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 for
every 5000 square feet of surface area or one test per filled lot. Trench backfill and right
of ways are to be tested to ACHD/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.
General Comments
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.
Appendix Follows
»
V
to
Cz
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
APPENDIX
Location Aerial
Preliminary Plat Plan
Aerial Photo with Test Pit Locations
Test Pits Logs (13)
Soil Log Legend /Abbreviations and Acronyms
R-Value Report
IDWR Well Logs (4)
Pavement Section Calc Sheets
Cz
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Location Aerial
w.
tR'
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CAM313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Preliminary Plat
yy v u li��I a�srvu�nuy lu:v-nuv ni vri iyao
FRO 111111+1 $+1 -1
€eS s -
oear�una•u
i n s
mo a
a S
x
_ o
I c
! ➢ MIN]
C 'QY LLOkR3W R'H_ 1� �
el1rt
�i 4 @$®Ae6p8 6"11W�04100009 Ap
6 Q @ Q @ Oe $
5 • MI.•nR
O a i
�r f
@ A'9 6Y o I
ell
e -
� x i o �$Ilt I�I I i`■■` li �� � � � �o 7
4 v
11
WIR
t
C.
� D
a
W a g z!� ' ' 2 v@ o e
jr do ICI �� ' _ z 00
Q
cz
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Locations
ry _�.
i
r •
r �l
r i
•- tl
-ems
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-1 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI
0.0-1.5 Brown,Moist, Firm-SILTY CLAY(CL-ML)
with Root Zone/Organic Layer 6-8"
1.0 1 1 1 100 98.9 93.1 86.3 21.0 30 6
1.5-6.0 Brown,Moist, Firm,Cemented,SANDY SILT(ML)
3.0 1 1 1 100 1 96.0 1 92.9 84.4 67.7 53.3 30.1 NP NP
6.0-12.0 grown/Red/Tan/White, Moist, Firm,Sand,Gravel, Cobble
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
Test it Log
Test Pit: TP-2 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI
0.0-2.5 Brown,Moist, Firm,Silt,Sand
with Root Zone/Organic Layer 6-8"
2.5-8.0 Brown,Moist, Firm,Cemented,Sand,Silt
8.0-12.0 Brown,Sand,Gravel,Cobble
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
0
r-1
az
un
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-3 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-3.0 Brown,Dry,Soft, Blocky, LEAN CLAY(CL)
with Root Zone/Organic Layer 6-8"
1.5 1 1 1 1 100 99.5 95.9 90.5 19.9 33 14
3.0-8.0 Brown,Moist, Firm,SILTY SAND WITH GRAVEL(SM)
5.0 1 1 100 1 98.6 1 96.8 1 94.0 1 86.6 75.5 48.3 24.4 NP NP
8.0-12.0 Brown/Tan, Dry, Firm-SAND WITH SILT AND GRAVEL
10.0 1 100 1 76.3 1 71.4 1 69.4 1 68.2 1 38.7 8.8 5.8 5.2 NP NP
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
Test it Log
Test Pit: TP-4 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/81' 1 #4 1 #10 1 #40 #100 #200 %M LL PI
0.0-1.5 Brown,Dry, Firm,Blocky,Clay, Silt
with Root Zone/Organic Layer 6-8"
1.5-7.0 Brown/Tan, Dry,Soft,SILTY SAND WITH GRAVEL(SM)
4.0 1 1 100 1 84.6 1 76.0 1 67.2 56.5 31.0 17.1 15.8 NP NP
7.0-12.0 Tan,Moist,Firm-GRAVEL WITH SILT AND SAND
10.0 1 100 1 44.5 1 22.0 1 17.2 1 13.4 10.2 7.8 6.4 15.6 NP NP
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
r-1
az
un
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-5 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 #100 #200 %M LL PI
0.0-2.0 Brown,Moist, Firm,SILTY CLAY WITH SAND(CL-ML)
with Root Zone/Organic Layer 6-8"
1.0 1 1 100 1 98.9 95.9 90.4 85.2 79.3 18.2 29 7
2.0-4.5 Tan, Dry, Firm,GRAVEL WITH SAND
3.0 1 1 100 1 49.1 1 20.4 10.9 4.6 3.0 2.0 18.3 NP NP
4.5-12.0 Brown/Red,Moist,Firm,GRAVEL WITH SILT AND SAND
9.0 1 1 100 1 55.4 1 41.0 1 33.8 1 21.3 13.6 10.3 8.8 NP NP
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
Test it Log
Test Pit: TP-6 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/81' 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-2.0 Brown,Moist,Clay,Silt
with Root Zone/Organic Layer 6-8"
2.0-6.0 Brown/Tan, Moist,Firm,Cemented,Silt,Sand
6.0-12.0 Brown,Moist, Firm,Sand,Gravel,Silt
Bottom of Excavation @ 12.0
12.0 Ground Water Not Encountered
Monitoring Well Installed
bz
b
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-7 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 #200 1 %M I LL I PI
0.0-3.0 Brown,Moist,Soft,Sticky,Silt,Clay,Sand
with Root Zone/Organic Layer 6-8"
3.0-9.0 Brown/Tan, Moist,Firm,Cemented SILTY SAND WITH GRAVEL(SM)
6.0 1 100 1 92.5 1 67.2 1 61.1 1 57.9 1 49.7 1 27.7 17.3 17.6 NP NP
9.0-11.0 Tan,Moist,Firm,Sand,Gravel,Silt
11.0-13.0 Brown/Tan,Wet,Sand,Gravel
Bottom of Excavation @ 13.0
13.0 Ground Water Encountered @ 11.0
Monitoring Well Installed
Test it Log
Test Pit: TP-8 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/81' 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M LL PI
0.0-1.0 Brown,Moist, Firm,Silt,Sand
with Root Zone/Organic Layer 6-8"
1.0-7.0 Tan, Dry, Firm,SANDY SILT(ML)
4.5 1 1 100 1 97.7 1 92.9 86.4 75.5 64.1 54.7 25.7 NP NP
7.0-14.0 Brown/Red,Moist,Firm,Sand,Gravel,Silt
Bottom of Excavation @ 14.0
14.0 Ground Water Encountered @ 14.0
Monitoring Well Installed
bz
b
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-9 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-3.5 Brown,Moist,Soft,Blocky,Silt,Clay
with Root Zone/Organic Layer 6-8"
3.5-7.0 Brown,Moist, Firm,GRAVEL WITH SILT AND SAND
5.0 1 1 100 1 50.4 1 42.3 1 36.2 16.8 11.2 9.5 6.3 22 2
7.0-12.0 Brown,Wet, Firm,Sand,Gravel,Silt
Bottom of Excavation @ 12.0
12.0 Ground Water Encountered @ 10.0
Monitoring Well Installed
Test Pit Log
Test Pit: TP-10 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/81' 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-5.0 Brown,Moist, Firm,Sticky,SILTY CLAY(CL-ML)
with Root Zone/Organic Layer 6-8"
2.5 1 1 100 1 99.5 1 99.4 95.5 89.8 85.6 33.1 24 5
5.0-9.0 Brown,Moist, Firm-GRAVEL WITH SILT AND SAND
7.0 1 100 1 63.3 1 45.0 1 36.5 1 32.2 1 22.5 12.4 10.7 9.6 NP NP
9.0-12.0 Brown,Wet, Firm,Sand,Gravel
Bottom of Excavation @ 12.0
12.0 Ground Water Encountered @ 10.0
Monitoring Well Installed
r-1
az
un
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Test Pit Log
Test Pit: TP-11 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-2.0 Fill-Brown,Moist,Clay,Silt
with Observed Trash
2.0-4.5 Brown,Moist,Cemented,Silt,Sand
4.5-13.0 Brown/Red,Saturated,Sand,Gravel,Silt,Cobble
Bottom of Excavation @ 13.0
13.0 Ground Water Not Encountered
Monitoring Well Installed
Test Pit Log
Test Pit: TP-12 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/81' 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M I LL I PI
0.0-3.5 Brown,Moist,Clay,Silt,Sand
with Root Zone/Organic Layer 6-8"
3.5-13.0 Brown/Red,Saturated,Sand,Gravel,Silt,Cobble
Bottom of Excavation @ 13.0
13.0 Ground Water Not Encountered
Monitoring Well Installed
Test it Log
Test Pit: TP-13 File#: 21821-B
Client: Providence Properties Date Excavated: 05/27/20
Project: Prescott Property Excavated By: Wagoner
Location See Aerial Photo Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M LL PI
0.0-5.0 Brown,Moist,Clay,Silt,Sand
with Root Zone/Organic Layer 6-8"
5.0-10.0 Brown/Red,Saturated,Sand,Gravel,Silt,Cobble
Bottom of Excavation @ 10.0
10.0 Ground Water Not Encountered
Monitoring Well Installed
un
o.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA81D313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Soil Log Legend
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS TYPICAL DESCRIPTIONS
GRAVEL& <5%-#200 GW Well-graded gravel,gravel-sand mixture, little or no fines.
GRAVELLY F—GP-11 Poorly graded gravel,gravel sand mixture,little or no fines
COARSE SOILS 5-12%-#200 jF—GM—JFS—iIty gravel,gravel-sand-silt mixtures
GRAINED <50%-#4 >12%-#200 =1 Clayey gravel,gravel-sand-clay mixtures
SOILS SAND& <5%-#200 SW Well-graded sand,gravelly sand, little or no fines.
<50%-#200 SANDY =1 Poorly graded sand,gravelly sand,little or no fines
SOILS >12%-#270050IFS—M-11 Silty sand,sand-silt mixtures
>50%-#4 1=1 Clayey sand,sand-clay mixtures
SILTS& FINORGANIC ML Inorganic silt and very fine sand, rock flour,silty or clayey fine
1 sand or clayey silt with slight plasticity
FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay
GRAINED LL<50% ORGANIC OL Organic silt and organic silty clay of low plasticity
SOILS SILTS& F—M-H-1 I Elastic silt,micaceous or diatomaceous fine sand or silty soil.
>50%-#200 CLAYS CH Fat clay-high plasticity
LL>50% ORGANIC OH Organic clay-med.or high plasticity: organic silt
HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high organic content
Abbreviations And Acronyms
ASTM American Society for Testing and Materials
IBC International Building Code
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
IDWR Idaho Department of Water Resources
NP Non-Plastic
PCC Portland Cement Concrete
TP Test Pit
USCS Unified Soil Classification System
cf Pounds per Cubic Foot
sf Pounds per Square Foot
tsf Tons per Square Foot
sf/f Pounds per Square Foot/ Foot
bL
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
R-Value Report
aJrD Pavemew Engineering Inc.
T�adrA'rgp+S+cnmwVa+Ban f..��Qd+u�
C4a0N? SiN Ix G�ANrIF
RESISTANCE lR)VALUE TEST
ASTM D 2844
Laboratory No.: 1-202875
Project No.: 200021
Sample Date: January 0.19t70
Report Date: October 28,2020
Client: Sate Consuitina LLC
Prajecl Name: 2020 La37arato(VTesting
Sample Description: Brown Clayey Silt
Sample Location: Wa
100
——— ——— --- ——— --- --- --- 90
tv
70 2
60 >
-- -- -- -- — — 50 U
40
. u3
— — -- — 30
—
20
800 700 600 500 400 300 200 100 0
Exudation Pressure (P.S.I.)
Resistance Value Test —300 P-S.I.
Specimen No- 4 5 6
Moisture Content(%) i9.1 17.9 18.5
Dry Density(PCF? 100.E 103.6 103.2
Resistance Valua R 18 39 30
ExudaOon Pressure(PSI) 135 501 319
Expansion Pressure 95 204 152
As Received Mc;sture Content{4 i 6.6
RESISTANCE VALUE AT 300 P.S.I. 29
R Reviewed By ~
Brandon Rodebsugh
^� !16 Materials Engineer
sew+na C'sonMJ4 ore Co T087
qlllllllll
UrW�w p QrnonYonr}noJU-Ynq Gprrn
ILI-
M
Cz
a.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR Well Log
Subject Property
J -j f 62721
Fnyrrc IDAHQ IEPARTMEM1ET OF W4TE1[FIESIJRCS
3' ONice[Jae Only
{ WELL DRILLER'S REPORT Inspectedhy
I / Use7 evedtarorbalWinlPen Twp—Rge Sec
U _
_114 1}4_1}A
1.DRILLING PEPUFT NO. -. - / -E'er 11.WELL TeM' t; Long
0". 1 iDWR M -PUrrip -Wilw Ir Flnelnp Arlezw
2.OWNER: Ynopa.mu. ore d— P la..a. nme
Addrar. 9,.Q 10 1A 0 r L P,Vt; �7
G�Ir_=.f�.�L.�r.�1.111,'✓ —.^�;,I����?,71n .7 ��.�.
Vhur Tnrnp _ Bottum dcole lamp.
3.LOCATION OF WELL by legal description: vramwatw&y*m or eemment&
Sketch reap locahop mialagree Mth mitten iw_arirm. Dmoh hzl WaterEriummtwiid
12.LITHOLOGIC LOG; IDtwlbd fepArut or EidedvnrrWKr* Wtbr
aO`° F— Iu nMlt w Lmmlom-Ware 0"uv A r mid Y rr
Twp. HGr1F1 or Routh � _ _ _ �" tu
p°
r Rge. Fast o :a
sea va 1 1Jdz?' A
-- fl vL Lot C:ouir A nA� 1- 3
Address Di wall sl /0 C-Ifll/ z4A<'
w nlww..wamd.orrwar.rar+w�7 *25 "AK-49A9
U 13k 81rb.Name
4.USE:
]XDrsnssdc C rMplidpa0 D mnnor —Irragaimn
=Thennol _Injenk�r l CNhnr _
5.`�TYPE OF WORT[check air that apply IRWaaarilerd ete.}
F' Nw-Wes L YloWy 0 ►iborrdormwf - COwr—
tL DAIL4 METHOD
Fir AoNW =CEI]k ❑ Mud�pIYrY G Qrnpr
7-SEALING PROCEDURES
FEi.rkTTA aaGf d}nGH1T V.t1F•r7o
Ff
NW AI Fa.rl 4n firtldw
�{7 FlE60trn[�6
'T I O
Wye tln4e&'1oe istYd'7 ,Y_N Shoe Dup"s)
We alloa+loawarieakad? r-Y --N How
rwa zb f�9
orarp -w , . Tl.a*d ..i"r *rn
A
-7 - 0 0 K
Em ❑ v
Laoglh or HBadplp_trnglh or TPtplpo
9.PERFOAAMNsiscREENS
Periorarnns MRtrod
t_ Srtnrns Screen CurNeted 9epm M9aa.ble
fxrti Tn I'Ks— Vlr'M'r owikn' rtll AiN Curq U"
13.DRiLLER'S CEATIFIC011014
= 4We cerbry Vial 431 mlrimurn wall onrta lrudlvn aterrderda were complied wnh n
Rm llrne the rig was ra.-W.
Flan r.lpr wJ3{` �rf�r:,t ( FCC 1.( 4m N0.
44.STATIC WATER LEVEL OR ARTEWN PRESSURE; �r
lf: rr bmv,grolrlu Artesian Ps6s9Ul¢—lb FfiTr4llldar�{ ale Y' S
Depth flow onoot+r,tAprgd fl. Deacribe access poll or anu
fSJlYlrlol dCriCCS' — &Wermor or Operami. Dal4
24yn mi Fml pRTtl a 9pd`amll -
FORWAHO WHrTE COPY TO 5WA7EFl gESCWHCES M
W
t�
N
tzD
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA81D313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR Well Log
r7r.� West of Subject Property
" i3'66 F LliaOnb
TDAHO DEPARTMENT OF WATER RESOUKES !&Y—"
sao-s eoe W FIA,i KILLER'S REPORT -.. XIPT5e4
114
1.L1Q1[.Li Pil[MrF NMPu 1ww 1+� I�mR
Odra IDWFL Ne,F?P[0371 ^
2. 1rITlk:11: Q'
X21r1[JLrju 9(1-mm 11dcr
IS0- ins 7�R
Addit5s �s?JxtcL}+nnuil wzbrrImv. Eaimahak>etLp. _
l;tly Ziaid1w Sm1¢L Tip per - t� Warr foampuY Inl w r�nrc�4
J.UWAMN OF 141LL by Intel dmu#Wim: b�vrh first xarcc[auwnlered S?'
�hVL Atop lwarwa dWL;k pat*ir6"hm lerrhnm
12,r.l^lH{11L1R;[C"M[::1rlearrtYe rrpahr M ahulaaPnenlr
1wls.a }r+4r1 ur Saylh❑ WAlfF
Da, 3r,— L.
Aes.�k-r p�R'FW+1ry�ry4S'i 1'smp 1 Y
�o.�[=.as1 [� of weir
a Ciee. 25 Lm 5W 1.4 'rw Ira ..m
Ad
1>ff+n -l�wrsr 4w-- 12• Z' 9' sindt hrP9+n 615}
1 7" 4' 17 �■nd hnrwn.l. w+ .atre1
llm'Elu1 Caunt}'Ada I9" IF' 18` vr]&said
Add,ese of WA Site 5620-,MCTe rna,rv_s.u., Y ?' hr-" 9Vprn
a2.f jam:��''_ = 3a lik gimlyL15Cuy
ri teen�
L1 ll Ilc, Sdb.Yi[ue d" 44' L—cluy
SF ra hrrP�ti lxrtll
4.USk: 6" 03' y uc c Inv}.sni an rani,viP�
7>tnniai ❑hp�ctlul5 g InLn �' Hw' !�5' ails} mr Mrnun SaisJ
VVUR]C el-kall fl-ar ri y (1lrvlo-r}rg11 M) 4' Or 7" b Lin clan
0 4 c„V'r}l EJ V-dp�Q AfiwwkPmrel❑[lrhrr
b,RRI1J.HF'rHQD 1311 ry nt3t bi—sa
I�AY Rotary❑Uahk❑M.r.l Rsxury❑01her V IM 11F W ran rlao
',SkwT.II C F11(K tD RkS — b 71 1?r h[aar sane hertz:
9 i} rl5 Lllhc
tesxer.F Fr++rn ]n Sags u! G" I#R' L41 ti/+ra Land+':sm an clans[r�o
147. idr Irrt s lay
B" 47 IVY dtn'!t;—.S"wti+Sr>'dl I
15- Lin L'iY sny4
1 55' 42:zx'rrn clay
R'pr dnxr INM 1AWr Y ❑ * Shur U$PdW 1 c" 151 17.9, htcr 7'WNW hm"Mir mn
Am drnrilree"r�+eee.' 0 Y 0 X EImrT 177 swily iea elnr
h R' hr —u n:Uuci
ink 1ix wrldw TFr.d�l Sirc,iy urckrs
0 � � M1' IA6' lL� iinr 61u4 pud
5" l7$7 1'>yr shiiky bllxelav
1i'' 1 n ins llrvryrr inn
L.mgty of Ftau1133 Zr _.- .--.Itf,26 of Tail prae—_-- CooWlmd Dcpih,, _ {iluswahle}
V,FER)-0RAT10N.VrA-RYfL%1A bnr SLhlSal UiduplelrjJ.
❑ Prfar rar; ;;who-#waslsnl in 13 11.DR]I LER'41-'F.R-r1HCAT10\
tirnenc cr[rn Y}7r ldsramrrrt9 ,� Vw,#mui,rha dl mmmmin-Al rmar•a.von Bad were
i' ,i tiS r: CiUlplldd�71h i1�S7nee She ng was evlro-5ed
�4D.wn '43 UI �j n� rIr.n?r'amr Q fl0� FirmNa!
Q rA
Firth bFrrral l�sc
14.tiTA'nU WATER 1.9VEL OR A9Tr&L4N —
PIMUR£; NL1ptrw warCkwrlGur [talc
jLjLbd1m Vend Aneudh P►unitt Ih ssip—if FmmYiPScid#S L.e�?
Ikrpilr Anw arc iawwre[l�fi Dcicrtbe amm pan oe owe l 1km dfl 7-VT Lirre:L 1757 M4 RECEIVED
dmc
JUN 28 m 01%
WATER 1�i�RCt%
Cz
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA81D313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR Well Log
} West of Subject Property
IDAHO DEPARTMENT OF WATER RE$OUPICE Ise Um Only
WELL DRILL ER'S REPORT Iy
Uft rlPMFrde or 5pNpoirR F'm
M'o r 1 9 11 :1I4_,11
1,ORILLmr;.PEFimu NO _- 11.1VELL TE848; u1F Apra. _
00191�,1GRho _ =P! --T -PLM =a�w 11� wlrq IMil�l
21OWNEA; mwr 1.
nmr994 .may.-
Gbr�it`f�r�
'h'#rnr romp $GIpwp FOND mff* --
3,LOCAPON OF WELL by"l deEClipIlan: Wghjr tk.hl}tipgor cn Vrft
ShWlf map Quo-, 19W doidd rr01 wrMft%hXMul aWh f+\i Warm G,uR.r nnvj
n 12-LRHOLOGIC LOG: IGMcrlbr wpfka or aUer yoftMrW$ f41r
4u+ "-+� ptFyrili:I+IlfnYk R-lh'Gs-Illr i T n T +r
7wp H9re'I OF G o-
Adbrola of Well
rtennel 1= '=0vw
li,_fYPE OF WOFM omp*ip1 WrA spW 0tMfAKnr..4 +k.) — - -
f( p4ew wer , UAHL Auarrdnnr^uri G OUwr-
6.CLL IA�TliOG � '
br wAripv -Cams .- NW ADurq D O011rr
7.SEALING 01110CEDURES ly IF -' C V M
ScF4F4 =I..R WMMF IEnM
vN I ___ ..-Y
■
~ -
5 "
rvv
0-CAStN¢&INER;
. W. r.-rll ,:. far- 4 r+Irr'/ IJYr 55'�H�k Tr dW - -
!� r Lys -
- ❑ G 7 _
_. C -
NP cl..relJl-� LiI,�M'I 81 Tnlpfir -
�.PERF�I2�TIOh¢SiBCR£EHS ��� T -
_ i9rrfil pvN s 'ArV:rc•7 ,7
wrl lY 1-1Mr lyQi CA'TpWlyd OlPlh -.._.� �U
Urle:9leneA � - �CbnPaLaK?
_ G iG 73.ORILL�rFi`Fr(`,EFITII�C 710N
C _ LWO Onrelk 1F Mors V4mpmd rat at
d O ow irrrtr th gl+ordp
Na
10.S AM WATER LEVEL OR ARTESIAN PRESSME: �
h new-ip(r 4 AMMIdabprnsw:• fantfllFelel .*�_".
Ovplh tow nncDIJrIWmd — R P®cnln aaWM Per 0+ WA
QIXIN11dw1'Ker. SwervMF 01 Operator B
I-ORWARQ VWWM CGPY TO WAW RESOL94CF3
N
a�
ao
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR Well Log
West of Subject Property
�y Orr-t;�(1H,
Lyf naliElcd by -
r�23a.v IDAFfip DUAR-ITtAENT OF WATER RF:SUlTRG`8S wp —tlRs -
vws.eaF WELL MILLERIS REJ R3' 1.4 _1w_ 1;1
LAL
1a
1. DKILLFNG PERM rr ,,o
('hhor IDWk No.13003mb —— - 11.WELL.'rEsTs-,
I-OWNER- Pun 99,let M AJr F1 Tlr.:& .A
r—
*tams 02r rru lilrl
A"rm 3oi9 yl:M.W*vrg
CityMarI Suit In zip 141W;
3.LOCATION(FF WEU,bx JET*dMriptFon: tyy�Taep, i}s tluro hyio rpn p,
Iretch Imp 16 dliun mule°6 stirh NYi'r��11uCa1 fltf Wme,
11 51 WALLr Ewomtvod Z5
Tvp.4 Notih 19 or S,xa ❑ 12,IJT[[01XVjl(.'LI)G:{131x6139 rsp■Jr Or 1kba1ed--Mt1
w r Rv-! East ❑ ce W= E
Set. 2ii Ir4 NE 114 Nw 1A WOrer
mrnw C—_ W- PJnrr F.".. In Rrm■F¢4:I.�IM411.54rIaQ■■Ytyl1'f19rp� �l
k (i0v'1 lot C'ouc1V Ads 'Y" �
- 14" 1' IA' S�pdyelH
Lai I#" I{I' Is' S,mlFrldhi rxrrl
I4c1df45d U[14'elI Sih 177 4errnit4 I n •" C ' x; Mindi«nd ull�nj
vol
Crr �'lerfdu� an land
4+� l r Sd' Sd hdR 8 ratel
1.- oy
ra■dry
I 1 Fl11e 1 Sub.Nurnr[F[TC riar �• Is' 4M' 511■d. rn
lie Y1ts!�e�dlvklnn � go. 96. rw e a
d,1.SEA
® iluupy s El Fdua 1 ❑ kla d1eq e" 4JS I08' SmYd
� ❑ Iltig■innl 6. Ila' TuYe!■v
❑ T11¢marl [--]Jnjeriuno ❑ 4rhaJ ; 11 i. 13!' 'ran 1a�d
. I1 rrF yr WORK cn1�k r11 urn,JMpIp tarlurancld ac Y��r
Yesr A'e3r❑rrladYr}13.4h■rwkrnmeq[ flelµy
6.DR11.1-41kT11f)p
0 A.,R,rory 0 Cnble M Mud Roeae_u❑udl
7.%4:Al IjN(i JPK0('X0j.RFS
1- tAMOUNTWFTNOFI
N1kyu1 1'mra Yo Sacksur
IbwYds -
W-*-c ihm oscd' N V ❑ n Slim DcrnX.11 117
wwcirruexhntic2lmied7 El 'r Ej M WWI RECEIVE n
1 IF
Q ® ❑ �&OUFr-ES
Upngdl of Hcudpipc 5`._. tArvh eflUslod?v
9.,FOLPORAT]MNF7'%CRE F ti S
0 1aFmwie■Y■ Mtffi 1 CwuplretdO .h. -I;23 J+[bravra6lc�
® St xn. Scs xn Type sw INLt.Smi tl l`trrn kled•i,••S
13,DRII,X.ER+R('EktiFICAT10V
frv- r,i A i %LanW
IIR In as � y� M+e•en lfy dal all rn mimnni uxJr ennakyFrrfM 4Itl■5a■nl■wer
❑ ❑ axrrpl lad ar111 al The 11nw the rry was Femox,n[.
III,5'i-ATIC WAT{F.R LF1�VI.#11k ART'LSI.tV Turn wdr 1C Firm U,}�
�.
F'Yrm Ckli� p �,
t.7 1; bclor gland Ac�iyl PrCwWL' lb
rkTrk f6w PY Alplaal A rlc cnhc■ccC■c pyr 1X Corrlrul /7
devu■s Sigrmr su ar F ram' Uslc4!V'i'yl±�
mre rlrpYl A;errnalm
N
a,
on
Cz
a.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CMD313-1 F513-45513-A4913-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR Well Log
North of Subject Property
Fnm rat II]AHO DEPA197MEN7 OF WATER RESOURCES.37
�
WELL DRILLERS REPORT I ispacted�y
1.WELL TAG ND.O 9W4 7wp 114 RA1 N—lid
DRILLING PERM NO.==---- - 1�" SMELL TE$TS: Lel: Lc&g.
Oami ILIWR Na __. _ _.PLrri :_8111rr XAir C.R"Ing APNaipn
2. OyWNF ran I.-- ar.x7.xn 1"1111 4111 T
Nxme Cal. tase. _ I
Wpmr Tamp �(&1 . — - fopom halg hemp
3. LOCATION OF WELL Illy 19gel descripllan: Wehr pwliy go—M.
$11.Ich map lucalio.MLM ig1.e wllh primer baa*n. mp1hhuRykrCyw'x
12. LITHOLOGIO LOG: l0esrrihe repel-ur am,Fr.daephonll Wrkh.
r N
ry,r I,ar• ir, r1.m.rh.: LllhWupr,tt.l.r LmMy A lzpgml hur.
Twp. � Ho-rLh 1T tr So-akh f'
w s Ruo Eav 1 or west 1af SoA
p
Gw'I Lo• -- C01ni1 i - ._ ....— lr
Let
AddreSE Di Well.Sire �{y(�C� 1y. .yip r' 2Akl_
Gilt' r`. n 5 _
ii
LL M _ '&lh, Name X y
4. USE; 4 _f_1 124U.1,
a. .IST K
kr 4omrGklc ❑Munlvipd ::Monitor :Pripuilon Q_
I TlhRrnil I Irn�411Pe Q�h.*_ _ ,L _ A
5. TTRE OF VMRK alv o&all w1aE appn l"aa'm-9 eLai +,I, pal
X Now Tdol i 1 ilwy C1 kit'-dy- rr Drhar_ 1 l--�
4.DRILL MEMM ` �1 aC
YAF Ft ealy 12 Cuhy _ 1A ftLwy _ ter" _ — i+
la-
7. SEALING �RDCEVURES „ 1
?EA.FICER FACe AMIA.7 Y#Tn Oa
+..n Tn P.Yadl
w.5 dw�d bd 1,ya]7 '1' i. N S'M CAIYh[s1ftff
Yin{Mu.sho.sRil imb,47 C YC_ N Hay7
8. CASIIFGVHER: — --
cm-1.r — TP_ .an. 1u__1 W.1ad 7h,0 .d RECEIVED
S I IP u if
r' .ill. iLfr K 0 T4
1= C! ...
LucgM aF FWudpipe___G4t__ iunglh al Tu4plpe,,,,.__
9. IPERFORATIOMStS.CREENS —
PerioaNKmS wwh
34+.nF umm T}p. Gumpiaiaa nepm_ .I }# {MeawratiFe�
O.ie: SLFrletl .�+2 7 tot Corlpluled��.�Q�a I
F'4r Th 5N M. Ni b.r Gsnr.1 W.I.— v.11rg unrr
❑ 'k 19. MILLIER"S CMIFICA71ON
❑ C LWO CBMi maL aF Nunn wil eun5rmeam sznwas WEre rz"4a LNm a1
❑ Cl Lho Imo iho ng pas mrtgld r 1
Campanv Narre i-3�F"IA.�7C�l_ }� y� Frm
10" STATIC WATERLEVEL I)A ARTESIAN PRESSURE: 1,J
13—h. Nle,. gfahna Ariesian pressure Ih" nrin orbdal_ .Z.A�—
0ep1h ilex enuumered _R. Describe access pork or a1d
gpnfrai 4evieue:— — --_ LTrmw or pperraice Dahl
9%til rill flrMI1dI t �F
FORWARD WHITE COPY TO WArER Rmsoulxces C V
N
cz
bA
Q.
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
DESIGN SECTION CALCULATIONS
( R-Value Method)
Project: Prescott Subdivision File No.: 21821-B
Chinden and McDermott Calc By: T. Shaffer
Client: Providence Properties Date Sampled: 09/02/21
Design Thickness Equation:
T=0.0032 (TI)(100-R)(12)= GE (inches)
T= Design Thickness TI = Traffic Index= 6 By Agency
GE = Gravel Equivalent R = R-Value= 20 By Soils Test
GE= 18.9Inches
HMA, 3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMAThickness = 2.5 Inches HMA=� 5.0 Inches
3/4" Base Thickness = 4.0 Inches RBE= 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 9.5 Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base= 4.0 inches
Subbase= 10.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 10.0 inches
SITE uses a maximum R-Value of 20 for Designs
Cz
N
a
un
a
Geotechnical Services/Soil Testing&Inspection Services
DocuSign Envelope ID:62CA8D3B-1 F5B-455B-A49B-19253CE5EF2B
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
DESIGN SECTION CALCULATIONS
( R-Value Method)
Project: Prescott Subdivision File No.: 21821-B
Chinden and McDermott Calc By: T.Shaffer
Client: Providence Properties Date Sampled: 09/02/21
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 = 20 By Soils Test
GE= 25.1 Inches
HMA, 3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness = 3.0 Inches HMA=� 7.5 Inches
3/4" Base Thickness = 4.0 Inches RBE=� 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 13.2Inches
CALCULATED DESIGN SECTION
HMA= 3.0 inches
3/4" Base = 4.0 inches
Subbase= 14.0 inches
RECOMMENDED DESIGN SECTION
HMA = 3.0 inches
3/4" BASE = 4.0 inches
SUBBASE = 14.0 inches
SITE uses a maximum R-Value of 20 for Designs
d'
Nothing FollowsCz
N
un
a
Geotechnical Services/Soil Testing&Inspection Services
Mid-Season Groundwater Report Prescott Ridge Subdivision,
SITE Consulting, LLC. (7/31/2023)
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Z/
CaNSU LTI P LLC
Austin Edwards July 31, 2023
Hubble Homes, Inc. File # 23978-B
701 South Allen Street Page 1 of 3
Meridian, Idaho 83642
Re: Mid-Season Groundwater Report
Prescott Ridge Subdivision
McDermott Road - Meridian, Idaho
Austin:
As per our discussions, attached is additional well data generate in the east end of
Prescott Ridge Subdivision during the 2022 irrigation season. The wells were
renumbered to match what is being used during the 2023 season. Damaged wells were
repaired in August 2022 when new wells were installed in the west end (phase 1).
Some were replace while others were extended above the weeds. Measurements for
2023 are ongoing. The report for 2023 should be available in mid-October. We
appreciate this opportunity to be of service. Please contact our office should you have
any questions or concerns.
Respectfully submitted,
SITE Consulting, LLC
Bob J. Arnold, PE
h7
j F 10P Oyu
j
v
a
Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208440-6276
CONSULTING, LLC
GROUNDWATER DATA TABLE
Well Number 1 2 3 4 5 6
(Hub Elevation 2532.0 2532.0 2529.0 2529.4 2530.0 2531.0 KM/SITE
(Casing Height 3.00 1.58 4.71 5.40 4.50 4.50 SITE
(Casing Elevation 2535.0 2533.6 2533.7 2534.8 2534.5 2535.5 SITE
Casing Depth 13.38 15.06 14.38 15.08 15.08 15.50 TS/SITE
I6/3012022 DRY DRY DRY 13.6 Gone Gone BA/SITE
GW Elevation 2521.6 2515.5 2514.6 2521.3
7/2/2022 DRY 14.8 DRY 13.5 Gone Gone JM/SITE
GW Elevation 2516.5 2518.6 2514.6 2521.3
7/8/2022 DRY 14.8 DRY 13.6 Gone Gone KA/SITE
GW Elevation 2516.5 2518.6 2514.6 2521.2
7/25/2022 DRY 14.8 DRY 13.5 Gone Gone KA/SITE
GW Elevation 2516.5 2518.6 2514.6 2521.3
8/5/2022 Fixed Fixed Fixed Fixed Fixed Fixed KA/BA
Hub Elevation 2532.0 2532.0 2529.0 2529.4 2530.0 2531.0 KM/SITE
Casing Height 1.91 3.00 4.71 5.40 5.30 5.75 SITE
Casing Elevation 2533.9 2535.0 2533.7 2534.8 2535.3 2536.8 SITE
8/5/2022 17.60 14.8 16.6 11.8 13.0 12.5 KA/BA
GW Elevation 2516.3 2520.2 2517.1 2523.0 2522.3 2524.3
8/22/2022 17.60 14.8 16.7 11.5 12.8 12.3 KA/SITE
GW Elevation 2516.3 2520.2 2517.0 2523.3 2522.5 2524.5
9/10/2022 17.40 14.7 16.9 Flooded 10.31rr 12.0 KA/SITE
GW Elevation 2516.5 2520.3 2516.8 2524.8
9/26/2023 17.20 14.6 16.9 10.8 12.0 11.9 KA/SITE
GW Elevation 2516.7 2520.4 2516.81 2524 2523.3 2524.85
10/10/2022 17.40 14.8 16.6 11.2 12.5 12.1 KA/BA
GW Elevation 2516.5 2520.2 2517.1 2523.6 2522.8 2524.7
2022 High GW 2516.7 2520.4 2517.1 2524.0 2523.3 2524.9 BA/SITE
fV
v
Geotechnica/Services/Soil Testing&Inspectlon Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-"0-6276
CONSULTING, LLC
AERIAL PHOTO WITH WELL LOCATIONS
v
Nothing Follows
M
v
ao
o
a
Geotechnica/Services/Soil Testing&Inspection Services