HomeMy WebLinkAboutCC - Storm Drainage Calcs ailey Engineering,Inc.
CIVIL ENGINEERINGIPLANNINGICADD
DRAINAGE CALCULATIONS FOR:
Artisan Victory Market Subdivision
S\pN A L Fiyc/
G\STF,Q�o�Ji PROJECT NO: C2021-027
10/16/2023
N1 882
82 DATE: 10-16-2023
9TF OF`�
S. CRP�C� Developer:
Baron Properties
1401 17th St, Suite 700
Denver, CO 80202
1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013
Artisan Victory Market Subdivision consists of approximately 13.6 acres. Organics will be
stripped from the development site and/or used in non-structural areas such as the berm along
Eagle Rd. Earthwork operations will occur to create drive lanes, parking areas and building pads
and drainage across the development site.
Drainage areas have been delineated based on finished grading of the development site (see
Appendix 1). Public drainage is routed to one of two (2) seepage trenches across the development
site.Private drainage from parking areas and drive lanes is routed to seepage trenches,while runoff
from roofs and landscape areas are is routed to subsurface drain beds across the development site.
Two (2) public roadways will be constructed through the development site. The ACHD
Calculation Spreadsheet, Version 10.0 (May 2018), was used to determine public area runoff
volumes and size the site's public facilities. Using a time of concentration of 10 minutes and a
weighted runoff coefficient for all of the drainage areas,peak flows and runoff volumes were calculated
for each drainage area.
Private asphalt drive aisles are sloped at 1% to 4% towards catch basins located across the
development site. Subsurface storm drainage piping connects these catch basins, routing towards
sand and grease traps. Water is treated in 1000-gal sand and grease traps prior to entering
subsurface seepage beds. The Boise City Standard Method,using 1.0 inches of rainfall from a 50-
year, one-hour storm, was used to determine the peak volume required. The 25 and 50 year peak
flow rates were determined using Q=CiA,with a time of concentration of 10 minutes for areas.
The majority of buildings will drain to infiltration beds between buildings. Storm water will be
conveyed to these infiltration beds via roof gutters/downspouts and shallow conveyance swales.
Stormwater will enter the top of these beds that have been sized to hold the 50-year runoff volume
for the respective drainage area in the rock voids.A smaller sand infiltration lens has been designed
at the bottom of each bed for infiltration into the earth. Open ditch swales have been designed on
the west side of the Eagle Rd berm to pick up nuisance water and prevent it from overtopping the
Eagle Rd sidewalk.
Methodology and Assumptions
1. Geotechnical Report from Allwest,dated 03/25/2022 attached(Appendix 4)
a. Bedrock is not expected to be encountered.
2. Groundwater monitoring from Allwest,dated 8/25/2023 attached(Appendix 4)
a. Groundwater is not anticipated in excavations across the site.
3. Calculations for ACHD storm water facilities.
a. Rational Method used for peak flows: Qp =CiA
i. Qp =Peak flow for 100 year design storm at storm duration equal to time
of concentration.
1. C =Weighted runoff coefficient based on land use (Appendix 1)
a. C for primarily asphalt drainage area= 0.95
2. i =Rainfall intensity of design storm in inches/hour—Intensity-
Duration-Frequency table (Appendix 1)
3. A=Area of drainage basin under consideration
ii. Runoff Volume Calculation
1. V=CIAT
a. C =Weighted runoff coefficient
b. I=Rainfall intensity for 1 hour storm
i. i =0.96 in/hr for 100 year storm
ii. i =0.69 in/hr for 25 year storm
c. A=Area of drainage in acres
d. T=Duration of storm of I hour
iii. Seepage Bed Sizing Calculations
1. Infiltration Rate of 2 in/hr was used [geotechnical report
recommends up to 8 in/hr ...allows lower infiltration test result...
no infiltration during storm and 2 in/hr allows adequate drain time]
2. V 100 for the seepage bed was not upsized(located within common
lot)
3. Design width and depth shown on attached calculations
4. Void ratio =0.4
5. Pipe diameter= 18 inches
6. Calculations can be seen in Appendix 2
4. Calculations for Private Storm Water Facilities
a. Rational Method used for peak flows: Qp =CiA
i. Qp =Peak flow for 50-year design storm at I inch of rainfall over 1 hour.
1. C =Runoff coefficient based on land use (Appendix 1)
a. C for roof, concrete & asphalt=0.95
b. C for residential use =0.30 [weighted runoff coefficient
with concrete still utilized for calculations... increased
runoff coefficient used due to gravels, and artificial turf
utilization rather than lawn areas in most detached unit
areas.
c. C for landscape area [lawn] = 0.20
2. i =Rainfall intensity of design storm in inches/hour—Intensity-
Duration-Frequency table
A=Area of drainage basin under consideration—The site is
divided into basins as shown on attached drawing based on final site
grading. (Appendix 1)
ii. Runoff Volume Calculation
1. V=CIAT
a. C =Weighted runoff coefficient based on land use
b. I=Rainfall intensity for 50-year, 1 hour storm 1.0 in/hr
c. A=Area of drainage in acres
d. T=Duration of storm of I hour= 3600 seconds
2. Calculation can be seen in Appendix 4
b. Infiltration Swale Sizing calculations
i. No infiltration during design storm
ii. Infiltration Rate: BSM: 5.0 in/hr. Sand: 8.0 in/hr
iii. System designed to drain in less than 48 hours
c. Infiltration Bed Sizing calculations
i. No infiltration during design storm
ii. Void Ratio: 0.4
iii. Volume: LxWxD
iv. System designed to drain in less than 48 hours
d. Seepage Trench Sizing
i. No infiltration during design storm
ii. Infiltration Rate: 2 in/hr [geotechnical report recommends up to 8 in/hr
...allows lower infiltration test result... no infiltration during storm and 2
in/hr allows adequate drain time]
iii. System designed to drain in less than 48 hours
iv. Void Ratio: 0.4
v. Volume: LxWxD
e. Sand and Grease Trap Calculations
i. Size for 50-Year Peak flow
ii. Vault size: 1000 gallon
iii. Baffle Spacing: 20 inches
iv. Throat Width: 48 inches
v. Velocity must be less than 0.5 ft/sec [3.33 cfs through standard 1000-gal
trap]
vi. Calculation can be seen in Appendix 3
f. Pipe Flow
i. Mannings Equation used to analyze flow conditions in subsurface drain
storm drain piping.
List of Appendices:
DRAINAGE AREA MAP—Appendix I
PUBLIC DRAINAGE CALCULATIONS—Appendix 2
PRIVATE DRAINAGE CALCULATIONS—Appendix 3
GEOTECHNICAL REPORT, GROUNDWATER MONITORING—Appendix 4
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BOISE AREA INTENSITY-DURATION-FREQUENCY,WITH REVISED IDF CURVES
Intensity(inches per hour)
Design Storm 2 5 10 25 50 100
Tc
0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58
0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18
0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81
0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58
0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51
0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25
0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15
0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07
0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00
0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96
1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96
2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54
3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40
6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25
12.00 12 hours 0.06 0.08 0.10 0.12 0.14 0.16
24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10
Boise Area
Intensity Duration Frequency (IDF)
3.00
------.2year
2.50 -*-5 year
22.00 -x-10 year
y -6 25 year
s
c1.50 x\ 50 year
r
V) X --0-100 year
21.00 --*\
X....................... \
0.50X
�� �
... ��
0.00 .------
10 min 15 min 30 min 1 hour 2 hours 3 hours 6 hours 12 hours 24 hours
Duration in minutes and hours
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023, 12:31 PM
Version 10.0, May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
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.
rge Rate using th r post-developm
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 Artisan Victory Market-ACHD DA 1
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max) 2
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30
5 Area of Drainage Subbasin(SF or Acres) SF 12,187 12,017
Acres 0.56
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.95
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate
min i0 Min. Estimated Runoff Coefficients for Various Surface
Type of Surface Runoff Coefficients"I
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business
Downtown areas 0.70-0.95
9 Calculate the Post-Development peak discharge(ClPeak) QPeA 1.36 CfS Urban neighborhoods 0.50-0.70
Residential
10 Calculate total runoff vol(V)(for sizing primary storage) V 1,824 ft Single Family 0.35-0.50Multi-family 0.60-0.75
V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40
11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70
Industrial and Commercial
Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,140 W Heavy areas 0.90
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Asphalt 095
Basin Foreba V 182 ft' .
Y Concrete 0.95
Primary Treatment/StorageBasin V 1,642 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Gravel
Volume Without Sediment Factor(See BMP 20 Tab) V 1,824 ft'
Fields:Sandy soil Soil Soil Type
Slope A B C D
Flat:0-2% 0.04 0.07 0.11 0.
Average:2-6% 0.09 0.12 0.15 0.
Steep:>6% 0.13 0.18 0.23 0.
Adapted from ASCE
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023,12:15 PM
Version 10.5,November 2018
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.
User input in yellow cells.
1 Project Name Artisan Victory Market-SG Trap 1
2 Enter number of Sand/Grease Traps(25 max) 2
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size Spacing width Area(ftZ) 0.5 fps Velocity
S/G Traps Q-cfs inch inch max. ok?
1000 G 1 1.36 20 48 6.67 0.20
Reference for Throat widths(inch)
ADS
Boise Lar-ken WQU,
Vault 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
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023, 12:24 PM
Version 10.0, May 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
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 Artisan Victory Market-ACHD Seepage Trench 1
2 Enter number of Seepage Beds(25 max) 2
3 Design Storm 100
4 Weighted Runoff Coefficient C 0.95 Link to: Lqv
Qv2
5 Area A(Acres) 0.56 acres Qv TR55
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? Yes V 1,824 ft3 0%Sediment
8 Set Total Design Width of All Drain Rock W 8.0 ft
9 Set Total Design Depth of All Drain Rock D 8.0 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 2.00 in/hr
12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in
13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in
14 Calculate Total Storage per Foot Spf 27.1 ft3/ft
15 Calculate Design Length L 67 ft
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 67 ft
17 Variable Infiltration Window W SWW 8.0 ft
18 Time to Drain 18.3 hours
90%volume in 48-hours minimum
19 Length of WQ&Overflow Perf Pipes 67 ft
20 Perf Pipe Checks.Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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 ftz
9 Volume Infiltration Vperc 0 ft3/hr
10 Time to Drain hours
90%volume in 48-hours minimum
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023,12:30 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
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.
rge Rate using th r post-developm
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 Artisan Victory Market-ACHD DA 2
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) SF 12,256 16,784 2,201 1,898
Acres 0.76
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.95 0.95
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.95
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate
min 10 Min. Estimated Runoff Coefficients for Various Surface
Type of Surface Runoff Coefficients"I
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business
Downtown areas 0.70-0.95
9 Calculate the Post-Development peak discharge(QPeak) Q,-1 1.86 cfs Urban neighborhoods 0.50-0.70
Residential
Single Family 0.35-0.50
10 Calculate total runoff vol(V)(for sizing primary storage) V 2,498 ft Multi-family 0.60-0.75
V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40
11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70
Industrial and Commercial
Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 1,561 ft' Heavy areas 0.90
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Basin Foreba V 250 ft` Asphalt 0.95
Y Concrete 0.95
Primary Treatment/StorageBasin V 2,248 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 2,498 ft, Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C D
Flat:0-2% 0.04 0.07 0.11 0.
Average:2-6% 0.09 0.12 0.15 0.
Steep:>6% 0.13 0.18 0.23 0.
Adapted from ASCE
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023,12:16 PM
Version 10.5,November 2018
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.
User input in yellow cells.
1 Project Name Artisan Victory Market-SG Trap 2
2 Enter number of Sand/Grease Traps(25 max) 2
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size Spacing width Area(ftZ) 0.5 fps Velocity
S/G Traps Q-cfs inch inch max. ok?
1000 G 1 1.86 20 48 6.67 0.28
Reference for Throat widths(inch)
ADS
Boise Lar-ken WQU,
Vault 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
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023, 12:24 PM
Version 10.0, May 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
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 Artisan Victory Market-ACHD Seepage Trench 2
2 Enter number of Seepage Beds(25 max) 2
3 Design Storm 100
4 Weighted Runoff Coefficient C 0.95 Link to: Qv
Qv2�
5 Area A(Acres) 0.76 acres a,v TR55
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? Yes V 2,498 ft3 0%Sediment
8 Set Total Design Width of All Drain Rock W 11.0 ft
9 Set Total Design Depth of All Drain Rock D 8.0 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 2.00 in/hr
12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in
13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in
14 Calculate Total Storage per Foot Spf 37.2 Oft
15 Calculate Design Length L 67 ft
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 67 ft
17 Variable Infiltration Window W SWW 11.0 ft
18 Time to Drain 18.3 hours
90%volume in 48-hours minimum
19 Length of WQ&Overflow Perf Pipes 67 ft
20 Perf Pipe Checks.Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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 ftz
9 Volume Infiltration Vperc 0 ft3/hr
10 Time to Drain hours
90%volume in 48-hours minimum
C:\Users\kcraig\Desktop\Artisan Market Local Shortcuts\Artisan Victory Market ACHD Calcs.xlsm 10/13/2023,12:31 PM
Version 10.0,May 2018
Hydrologic and Hydraulic Graphs APPENDIX D
10.0
8.0
6.0
4.0
2.o
1.7
RUNOFF EVENT
FREQUENCY IN YEARS
1.0
O 0.8
°C
W O.6
d
Uj
= 0.4 S S0
Z I�
Z
} 0.2
Z *INDICATES MAXIMUM PRECIPITATION
Uj AT BOISE WEATHER STATION
~ BETWEEN 1902 AND 1961
Z
0.] INN
.08
.o6
.o4
.o2
10 12 15 20 30 40 50 60 2 3 4 S 6 8 10 12 18 24
MINUTES 0 1 HOURS
DURATION
FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP
Boise Stormwater Design Manual U"1
TABLE A-1 RECOMMENDED"C"COEFFICIENTS FOR"RATIONAL METHOD EQUATION"
Modified from ASCE(1972)and the Southeaster Wisconsin Regional Planning Commission
Description of Runoff Area Runoff Coefficients"C"
Business
Central business areas 0.70-0.95
District and local areas 0.50-0.70
Residential
Single-family 0.35-0.45
Multi-family,detached 0.40-0.60
Multi-family,attached 0.60-0.75
Residential.5 acre lots or larger 0.25-0.40
Industrial and Commercial
Light areas 0.50-0.80
Heavy areas
Parks,cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
Unimproved areas 0.10-0.30
Landscaped areas 0.20
Gravel parking lots 0.45-0.75
For Impervious Surfaces
Character of Surface Runoff Coefficient
Streets(asphalt,concrete),Drives and Walks,Roofs 0.90-0.95
For Pervious Surfaces
Runoff Coefficient
Slope A soils B soils C soils D soils
Flat 0-2% 0.04 0.07 0.11 0.15
Average 2-6% 0.09 0.12 0.15 0.20
Steep >6% 0.18 0.18 0.23 0.28
2015 Boise Stormwater Design Manual A-3
Artisan Victory Market Drainage Calculations
Updated: 10/16/2023
Private Drainage Calculations Seepage Bed Design
Weighted Runoff Coefficient Time of Concentration 50 cfs
Drainage Area Area s Area(acres) (estimated) (min)(estimated) 25 cfs 50 cfs Combined at SG V50 cu ft V50(Combined) Drains to.... Void Ratio Width ft Depth ft Length ft Capacity(cu ft) Capacity>V50? Infiltration Rate Time to Drain(hours)
Trap
1.1 18923 0.434 0.95 10 0.91 1.07 1.07 1486 1486 Seepage Bed 1 0.40 7.00 8.00 67.00 1500.80 OK 2.0 19.0
2.1 6298 0.145 0.95 10 0.30 0.36 494
1.04 1436 Seepage Bed 2 0.40 7.50 8.00 60.00 1440.00 OK 2.0 19.1
2.2 11993 0.275 0.95 10 0.58 0.68 942
3.1 25625 0.588 0.95 10 1.23 1.45 2012
3.2 1660 0.038 0.95 10 0.08 0.09 130
1.86 2569 Seepage Bed 3 0.40 8.00 8.00 105.00 2688.00 OK 2.0 18.4
3.3 1657 0.038 0.95 10 0.08 0.09 130
3.Clubhouse 3785 0.087 0.95 10 0.18 0.21 297
4.1 31119 0.714 0.95 10 1.49 1.76 1.76 2443 2443 Seepage Bed 4 0.40 10.00 8.00 80.00 2560.00 OK 2.0 18.3
5.1 11937 0.274 0.95 10 0.57 0.68 0.68 937 937 Seeapge Bed 5 0.40 7.00 8.00 42.00 940.80 OK 2.0 19.1
6.1 15660 0.360 0.95 10 0.75 0.89 0.89 1230 1230 Seepage Bed 6 0.40 8.00 8.00 50.00 1280.00 OK 2.0 18.4
7.1 11917 0.274 0.95 10 0.57 0.68 0.68 936 936 Seepage Bed 7 0.40 8.00 8.00 37.00 947.20 OK 2.0 19.0
ACHD Drainage Calculations Seepage Bed Design
Weighted Runoff Coefficient Time of Concentration 100ids) Pretreatment
Drainage Area Area s Area(acres) 25 cfs 300 cfs Combined at SG V100(Cu ft) V100(Combined) Drains tora .... Void Ratio Width ft Depth ft Length ft Capacity>V2?
Capacity(cu ft) Infiltration Rate Time to Drain(hours)
(estimated) (min)(estimated) T
DA ACHD 1W 12187 0.280 0.95 10 0.49 0.69 919
1.36 1824 Seepage Bed ACHD 1 0.40 8.00 8.00 75.00 1920.00 OK 2.0 18.2
DA ACHD IE 12017 0.276 0.95 10 0.48 0.68 906
DA ACHD 2AW 12256 0.281 0.95 10 0.49 0.69 924
DA ACHD 2AE 16784 0.385 0.95 10 0.68 0.94 1265
1.86 2498 Seepage Bed ACHD 2 0.40 11.00 8.00 75.00 2640.00 OK 2.0 18.2
DA ACHD 2BN 2201 0.051 0.95 10 0.09 0.12 166
DA ACHD 26S 1898 0.044 0.95 10 0.08 0.11 143
Boise IN
Tc 2-Year 25-Year 50-Year
10 1.0 2.20 2.60
15
20
25
30
35
40
45
50
55
60 0.40 1.00
ACHD
Tc 2-Year 25-Year 300-Year
10 0.69 1.85 2.58
15
20
25
30
35
40
45
50
55
60 0.26 0.96
Artisan Victory Market - Sand & Grease Trap Calculations
10/16/2023
Sand and Grease Traps Must Treat Q50
Number of SG Flow through each Throat Velocity(ft/s)
Combined Q50(cfs) Traps Trapcfs SG Trap Size Baffle Spacing(in) Throat Width(in) <0.50 ft/s Re .
SG Trap 1 1.07 1 1.07 1000 Gal 20 48 0.16
SG Trap 2 1.04 1 1.04 1000 Gal 20 48 0.16
SG Trap 3 1.86 1 1.86 1000 Gal 20 48 0.28
SG Trap 4 1.76 1 1.76 1000 Gal 20 48 0.26
SG Trap 5 0.68 1 0.68 1000 Gal 20 48 0.10
SG Trap6 0.89 1 0.89 1000 Gal 20 48 0.13
SG Trap 7 0.68 1 0.68 1000 Gal 20 48 0.10
Artisan Market Storm Drainage Calculations
Updated: 10/16/2023
Formulas:
Mannings Equation: Q 1.486 �a
V=A= n Rn� S'li
Where:
Area,A=a D2
Wetted Perimeter,P=nD
Hydraulic Radius,Rh=v
Mannin¢s N Minimum Design slopes
PVC 0.012 12 in 0.22
CMP 0.022 15 in 0.15
Concrete 0.014 18 in 0.12
21 in 0.1
24 in 0.08
Storm Event wetted Hydraulic Ful Flow Check
Pipe Run Drainages �,r) CFS Pipe Size(in) Pipe Slope Area(ft"2) Perimeter l Flow
Radius(ft) percentage (Cap>Req)
CB 1.1 to SG Trap 1 1.1 50 1.07 12 0.51% 0.785 3.14 0.25 2.75 38.95% OK
CB 2.1 to SG Trap 2 2.1 50 0.36 12 0.45% 0.785 3.14 0.25 2.59 13.80% OK
CB 2.2 to SG Trap 2 2.2 50 0.68 12 0.25% 0.785 3.14 0.25 1.93 35.26% OK
DA 3.Clubhouse to Clb-Strt-2 DA 3.Clubhouse 50 0.21 8 0.67% 0.349 2.09 0.16666667 1.07 20.04% OK
Clb-Strt-2 to CB 3.1 DA 3.Clubhouse 50 0.21 12 2.71% 0.785 3.14 0.25 6.35 3.38% OK
CB 3.1 to Junct MH 3 DA 3.Clubhouse,3.1 50 1.67 1 12 1 0.28% 0.785 1 3.14 0.25 1 2.04 81.69% OK
CB 3.3 to Junct MH 3 3.3 50 0.21 12 0.45% 0.785 3.14 0.25 2.59 8.29% OK
Junct MH 3 to CB 3.2 DA 3.Clubhouse,3.1,3.3 50 1.76 12 0.88% 0.785 3.14 0.25 3.62 48.68% OK
CB 3.2 to SG Trap 3 DA 3.Clubhouse,3.1,3.2,3.3 50 1.86 12 3.33% 0.785 3.14 0.25 7.04 26.36% OK
CB 4.1 to SG Trap 4 4.1 50 1.76 12 0.55% 0.785 3.14 0.25 2.86 61.68% OK
CB 5.1 to SG Trap 5 5.1 50 0.68 12 0.62% 0.785 3.14 0.25 3.04 22.28% OK
CB 7.1 to SG Trap 7 1 7.1 1 50 0.68 12 1.10% 0.785 3.14 0.25 4.05 16.70% OK
Artisan Market Building Drainage
Updated: 8/29/2023
Drainage Areas sundae Infft"U nBad Calwldlans CaoatlN/Dram nme summary
As hak Un ed Infll[ralon Infiltration pacty p-I WeigMMd Rurwfl Inflkrdlun Inflltratlon Total Ca Ca Vs Time[o Drzin
-I...Area �R Am.I-) Ca.-~ Landscape Lot Lawn IBxdudvel Area fafl Area Length Area Widch Area 1(sf) Depth 1(ft) Capacity 1(cu ft) V50(cu k)
Am-WI Ana1sQ Caeflklent (ft) (ft) Area�sf) Rate(in/hr) (d� V50 (hrs)(48 maxi
101 7181 0.165 4789 2392 0 0.73 10 2 20 8.0 730 1.5 438 435 438 Ok 32.6
102 10981 0.252 7008 3973 0 0.71 20 2 40 8.. 1117 1.5 670 649 670 OR 24.3
103 114]] 0.263 7023 4454 0 0.70 20 2 40 8.0 1111 1.5 667 662 667 OR 24.8
IN 7166 0.165 3983 3183 0 0.66 10 2 20 8.0 676 1.5 406 392 406 OR 29.4
105 4224 0.097 2596 1628 0 0.70 10 2 20 8.0 450 1.5 270 2" 270 OR 18.3
106 724 0.017 479 245 0 0.73 10 2 20 8.0 88 1.5 53 44 53 OR 3.3
107 5874 0.135 3746 2128 0 0.71 10 2 20 8.0 583 1.5 350 347 350 OR 2&0
IN 6356 0.146 37SB 2598 0 0.68 10 2 20 8.0 603 1.5 362 359 362 OR 27.0
109 6806 0.156 4076 2J30 0 0.69 10 2 20 8.0 655 1.5 393 388 393 OR 29.1
110 36649 0.841 22989 136W 0 0.71 50 2 100 8.0 3590 1.5 23S4 21" 2154 Ok 32.2
111 8416 0.193 4506 3910 0 0.65 10 2 20 8.0 798 1.5 479 451 479 OR 33.8
112 5004 0.115 25M 2470 0 0.63 10 2 20 8.0 495 1.5 297 260 297 OR 19.5
113 24389 0.560 13616 10]]3 0 0.66 JO 2 140 8.0 2400 1.5 1"0 1336 1"0 OR 14.3
201 52862 1.214 2S531 19469 7862 0.60 60 2 120 8.0 44)0 1.5 2682 2617 2682 Ok 32.]
202 9070 0.208 5114 600 3356 0.63 10 2 20 8.0 1019 1.5 611 472 611 OR 35.4
203 8539 0.196 2508 2809 3249 0.45 10 2 20 8.0 661 1.5 397 320 397 OR 24.0
301 10124 0.232 508] 1160 38]] 0.59 10 2 20 8.0 902 1.5 541 492 541 OR 36.9
302 8593 0.197 4929 530 31M 0." 10 2 20 8.0 902 1.5 541 452 541 OR 33.9
303 52. ..121 .1 1814 1435 0.52 10 2 20 8.0 393 1.5 236 228 236 OR 17.1
401 29288 0.672 13212 16076 0 0.59 40 2 80 8.0 2"0 1.5 1464 1436 1464 OR 26.9
402 3743 0.086 2aM 1279 0 0.73 10 2 20 8.0 383 1.5 230 225 230 OR 16.9
403 5922 0.136 3494 2428 0 0.68 10 2 20 8.0 585 1.5 351 335 351 OR 25.1
404 5265 0.121 2769 2496 0 0." 10 2 20 8.0 491 1.5 295 279 295 OR 20.9
501 22274 0.511 9997 12277 0 0.59 40 2 80 8.0 1902 1.5 1141 1089 1141 OR 20.4
601 13864 0.318 4933 8931 0 0.53 30 2 60 1 8.0 1268 1 1.5 ]61 609 761 Ok 15.2
602 7570 0.174 4570 3000 0 0.69 10 2 20 8.. 741 1.5 448 433 448 OR 32.S
603 6722 0.354 U19 3303 0 0.63 10 2 20 8.0 597 1.5 358 350 358 OR 26.3
6 15921 0.365 90]9 6842 0 0.6J 40 2 80 8.0 IJ60 1.5 1056 882.4 1056 OR 16.S
605 IS]]] ..362 9689 6088 0 0.]0 40 2 80 8.. 1545 M 927 1 912 927 OR 17.1
606 IS]]] 0.362 9689 6088 0 0.70 R) 2 80 I8.0 15451 1.5 92] 912 927 OR 1).1
607 6438 0.148 1875 0 4563 0.42 10 2 20 8.0 466 1.5 280 223 280 OR 16.7
SudaCe lnnkranon Swale Calaulatl- CamdW/Dram nme summary
As hak Un etl Infll[ralotn Infiltration
Dralnaae Are Area hares) Cantrete/Roof Land-Lot LawnlBxCluslvel Arealsfl WelNted Runoff Area Length Area Width Inflltratlon Inflltratlon Swale Length eft) Depth(Ind Capacity V50(cu k) TomlCapacity Capacity Vs Time[o D.I.
Area lsfl Area La C.e Rdnt 'ftI )ft) Area�sf) Rat.(in/hr) (cf) V50 (hrs)(48 maxi
BermN 9535 0.218 0 0 9535 0.20 30 2 60 5.0 324 4.5 182 35] 182 6.3 S.1 CIV-0ltch-4H:SV,3-ftwlde,4.5"deep
Berms 9364 ..215 . 0 9364 0.20 30 2 60 5.0 326 4.5 183 I55 183 6.2 Surface V-Ditch-4H:1V,3-ft wide,4.5"deep
Bdre IDF
TC 25-Year 50-Year RunoffCaeMc.-
10 2.20 2.60 Asphalt/Concrete,Roof: ..95
IS Non-Paved/Roof Landscape Ld Area: ..30
20 Lawn Landscape(exclusive): 0.20
25
30
3S
40
4S
So
SS
60 1.0.
TECH
ALLWEST MATERIALS OTESTI G I SPECIAL INSPECTION
AN EMPLOYEE-OWNED COMPANY
March 25, 2022
Katie Miller
Bailey Engineering, Inc.
1119 East State Street, Ste. 210
Eagle, Idaho 83616
'prCr h a en ineers.com
RE: Geotechnical Evaluation
Modern Craftsman Eagle Road Development
South Eagle Road
Meridian, Idaho
ALLWEST Project No. 521-497G
Ms. Miller:
ALLWEST has completed the authorized geotechnical evaluation for the proposed
Modern Craftsman Eagle Road Development to be located along the east side of
South Eagle Road, approximately 300 to 1,000 feet south of East Easy Jet Drive,
in Meridian, Idaho. The purpose of this evaluation was to characterize subsurface soil
conditions at the site and provide geotechnical recommendations to assist planning,
design, and construction of the proposed development. Based on our evaluation, the site
is suitable for the planned development, provided our recommendations herein are
adhered to. The attached report presents the results of our field evaluation, laboratory
testing, and our geotechnical recommendations.
We appreciate the opportunity to be of service to Bailey Engineering, Inc. If you have
any questions or need additional information, please contact us at(208) 895-7898.
Sincerely,
ALLWEST ^
'JIM
14253
Adrian Mascorro, P.E. �OF I'D�D� Kevin Dyekman, P.G.
Area Manager Ma Senior Engineering Geologist
255 N. Linder Rd., Suite#100, Meridian, ID 83642
Phone: 208.895.7898 • Fax: 208.898.3959
Hayden, ID•Lewiston, ID •Meridian, ID•Spokane Valley,WA• Missoula, MT
www.allwesttesting.com
GEOTECHNICAL EVALUATION
MODERN CRAFTSMAN EAGLE ROAD DEVELOPMENT
SOUTH EAGLE ROAD
MERIDIAN, IDAHO
ALLWEST PROJECT NO. 521 -497G
March 25, 2022
Prepared for:
Bailey Engineering, Inc.
1119 East State Street, Ste. 210
Eagle, Idaho 83616
Prepared By:
ALLWEST
255 North Linder Road, Suite 100
Meridian, Idaho 83642
ALLWEST
WWW.ALLWESTTESTING.COM
TABLE OF CONTENTS
ALLWEST Project No. 521-497G
Modern Craftsman Eagle Road Development
Meridian, Idaho
Page
1.0 SCOPE OF SERVICES ........................................................................................ 1
2.0 PROJECT UNDERSTANDING............................................................................. 1
3.0 FIELD EVALUATION PROCEDURES.................................................................2
4.0 SITE CONDITIONS ..............................................................................................2
4.1 General Geologic Conditions.............................................................................2
4.2 General Soil Conditions..................................................................................... 3
5.0 EXPLORATION AND SAMPLING .......................................................................3
5.1 Subsurface Soil Conditions ............................................................................... 3
5.2 Subsurface Water.............................................................................................. 3
6.0 LABORATORY TESTING ....................................................................................4
7.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................4
7.1 Grading and Drainage.......................................................................................4
7.2 Site Preparation.................................................................................................4
7.3 Subgrade Stabilization ...................................................................................... 6
7.4 Excavation......................................................................................................... 7
7.5 Materials............................................................................................................ 7
7.6 Fill Placement and Compaction......................................................................... 8
7.7 Utility Trenches.................................................................................................. 8
7.8 Wet Weather Construction ................................................................................ 8
7.9 Cold Weather Construction ............................................................................... 9
7.10 Stormwater Disposal ....................................................................................... 9
7.11 Asphalt Pavements ....................................................................................... 10
8.0 ADDITIONAL RECOMMENDED SERVICES..................................................... 11
9.0 EVALUATION LIMITATIONS............................................................................. 11
Appendix A— Site Vicinity Map, Exploration Location Plan
Appendix B —Test Pit Logs, Unified Soil Classification System
Appendix C— Laboratory Test Results
GEOTECHNICAL I ENVIRONMENTAL
ALL'WEST MATERIALS TESTING I SPECIAL INSPECTION
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 521-497G
Modern Craftsman Eagle Road Development Page 1
Meridian, Idaho
Geotechnical Evaluation
Modern Craftsman Eagle Road Development
Meridian, Idaho
ALLWEST has completed the geotechnical evaluation for the proposed Modern
Craftsman Eagle Road Development to be located in Meridian, Idaho. The general
location of the site is shown on Figure A-1: Site Vicinity Map in Appendix A of this report.
The purpose of this evaluation was to identify subsurface soil conditions at the site and
provide opinions and recommendations for the proposed development. This report details
the results of our evaluation and presents recommendations relative to earthwork, utilities,
stormwater disposal, and pavement section design to assist development.
1.0 SCOPE OF SERVICES
Our scope of services for the project included the following:
1) Prior to subsurface exploration, we visited the site to observe accessibility and to
pre-mark exploration locations, as required by Idaho Digline.
2) Notified Idaho Digline to locate on-site utilities, as required by Idaho state law.
3) Subcontracted a backhoe and operator to observe the excavation of 11 test pits
throughout the site.
4) Visually described, classified, and logged the soils encountered within test pits and
obtained soil samples within select test pits.
5) Performed seepage tests within select test pits to evaluate subsurface seepage
and installed slotted PVC pipe within select test pits for future groundwater
monitoring.
6) Performed laboratory tests on select soil samples to assess soil engineering
properties and characteristics.
7) Reviewed the results of the field evaluation and laboratory testing, performed
engineering analyses, and prepared this report with field and laboratory results,
subsurface logs, and geotechnical-related opinions and recommendations.
We provided our services for the project in general accordance with our geotechnical
proposal (521-497P) dated October 5, 2021.
2.0 PROJECT UNDERSTANDING
Based on electronic communication with you and review of the Conceptual Plan for
Modern Craftsman Eagle Road prepared by Bailey Engineering, Inc. dated September 5,
2021, we understand the approximate 13.6-acre site may consist of 1- to 2-story single-
and multi-family buildings/townhomes, a commercial parcel, and a pool/clubhouse area.
The development will also contain associated infrastructure, stormwater disposal
facilities, and asphalt-paved roadways, access lanes, and parking.
GEOTECHNICAL I ENVIRONMENTAL
ALLWESTMATERIALS TESTING I SPECIAL INSPECTION
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 521-497G
Modern Craftsman Eagle Road Development Page 2
Meridian, Idaho
Existing structures and any associated infrastructure within the site are anticipated to be
demolished as part of the development. We did not review grading or structural plans, as
they were not available at the time of this proposal, but we anticipate cuts and fills for site
grading to be 2 feet or less.
This evaluation does not include recommendations for foundation construction. If
foundation-related construction recommendations are required, we can provide that
information on a building-by-building basis once we have had the opportunity to review
final development and structural/foundation plans. Any additional recommendations, if
requested, will be provided on a time-and-expense basis, and may require additional
exploration, laboratory testing, and analysis.
3.0 FIELD EVALUATION PROCEDURES
On November 10, 2021, we observed the excavation of 11 test pits to maximum depths
of 7 to 13 feet below existing ground surfaces. Maximum depths of test pits varied due to
caving conditions and excavator refusal on very dense cobbles/boulders. We identified
subsurface soil conditions, logged the subsurface soil profiles, and obtained select soil
samples for laboratory testing. We performed field seepage testing at select depths within
5 test pits to help evaluate subsurface soil seepage. At completion of exploration, the test
pits were loosely backfilled with excavated soil approximately level with existing ground
surfaces. Approximate test pit locations are shown on Figure A-2: Exploration Location
Plan in Appendix A.
4.0 SITE CONDITIONS
At the time of exploration, the overall site contained multiple residential and outbuilding-
type structures with multiple fences and corralled areas along the western half of the site
(adjacent to South Eagle Road), and undeveloped pasture/land within the eastern half of
the site. A shallow ditch transects the site from the southeast corner to the northern
portion of the site in a general northwest direction. The overall site is generally bordered
by an existing subdivision to the north and east, current assisted living facility construction
to the south, and South Eagle Road to the west.
4.1 General Geologic Conditions
The geologic conditions at the site are mapped as Gravel of Gowan Terrace (Qgg) on the
"Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho"
by Othberg and Stanford (1992). These soils are described as sandy pebble and cobble
gravel of the fourth terrace above the flood plain that is mantled by 3 to 7 feet of loess.
The soils encountered in test pits are generally consistent with geologic mapping.
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4.2 General Soil Conditions
The USDA Natural Resources Conservation Service (NRCS), which represents the upper
5 feet of soil profile, has mapped the soils on the site as Elijah silt loam. These soils
generally consist of silt loam, silty clay loam, loam, cemented material, and extremely
gravelly sand. Parent materials include lacustrine deposits, loess, and/or alluvium.
The soils encountered in test pits are generally consistent with NRCS mapping.
5.0 EXPLORATION AND SAMPLING
We observed the excavation of test pits with a Case 580C rubber-tired backhoe with a 2-
foot-wide bucket. We visually described the soils encountered within test pits referencing
ASTM D 2488, which utilizes the Unified Soil Classification System (USCS), and we
obtained soil samples at select depths for further identification and laboratory testing. We
performed field seepage testing within 5 test pits. We identified test pit locations on-site
with white PVC pipes and/or stakes with white flagging.
We obtained Google Earth latitude and longitude coordinates of test pit locations with a
hand-held cellular device. These coordinates can be found on individual test pit logs in
Appendix B and should be considered accurate to the degree implied by the method used.
5.1 Subsurface Soil Conditions
At the time of exploration, the site contained approximately 3 to 12 inches of surficial roots
and vegetation at the ground surface. In general, native subsurface soils within the
observed test pits consisted of surficial lean clay with sand, underlain by varying
thicknesses of sandy silt, sand, and gravel soils with depth. Varying levels of cementation
and induration were observed within the sandy silt, sand, and gravel soil layers.
Detailed soil descriptions, depths, and notes are presented on individual test pit logs in
Appendix B. The descriptive soil terms used on the test pit logs, can be referenced by the
USCS. A copy of the USCS is included in Appendix B. Subsurface conditions may vary
between exploration locations. Such changes in subsurface conditions may not be
apparent until construction, and if they change significantly from those observed during
exploration, then accordingly, construction timing, plans, and costs may change.
5.2 Subsurface Water
At the time of exploration, we did not observed groundwater within test pits to maximum
depths of 7 to 13 feet below existing ground. Groundwater in the area is typically
influenced by local irrigation and nearby canals, drains, and laterals. Groundwater may
also be influenced by precipitation, on-site construction, and development to adjacent
sites. Subsurface water will fluctuate throughout the different seasons of the year, but will
most likely be affected during seasonal snow melt and irrigation seasons (March to
October).
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We installed slotted PVC pipes within 10 test pits throughout the site for future
groundwater monitoring. ALLWEST will begin monthly groundwater monitoring in March
2022 to help establish seasonal high groundwater elevations throughout the site.
6.0 LABORATORY TESTING
We performed laboratory testing to supplement field classifications and to assess some
of the soil engineering properties and parameters. The laboratory tests conducted
included moisture content (ASTM D 2216), gradation (ASTM D 1140), Atterberg limits
(ASTM D 4318), and California bearing ratio (CBR) (ASTM D 1883). Laboratory test
results are summarized in Appendix C and are also presented on test pit logs in Appendix
B, where applicable.
7.0 CONCLUSIONS AND RECOMMENDATIONS
Based on our field observations, testing, and evaluation, in our opinion the site is suitable
for the planned development, provided our recommendations are adhered to. The
following recommendations are presented to assist with planning, design, and
construction of the development relative to earthwork, utilities, stormwater disposal, and
asphalt pavement section design.
These recommendations are based on our understanding of the proposed development,
the conditions observed within exploration locations, laboratory test results, and
engineering analysis. If the scope of construction changes, or if conditions are
encountered during construction that differ from those described herein, we should be
notified so we can review our recommendations and provide revisions, if necessary.
Foundation-related recommendations are not provided as part of this evaluation.
7.1 Grading and Drainage
We did not review final grading plans for this development, but we anticipate site grading
will consist of cuts and fills up to 2 feet or less. We should be notified if actual site grading
varies significantly from this stated information, as it may affect our recommendations.
Final site grading should be such that surfaces slope down and drain away from any
development areas.
7.2 Site Preparation
• Prior to conducting site grading, surficial soil containing vegetation, roots, and
organics should be removed below proposed site grading fill areas, pavement
areas, structural areas, and any other development areas. In general, we
anticipate approximately 6 inches of site stripping will be required for most of the
site to remove surficial vegetation and roots, with some areas up to 12 inches.
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• Where trees are encountered and will be removed as part of the development,
large root systems should be completely over-excavated and replaced with
suitable fill soils. Tree roots depths will not fully be known until construction, but
we anticipate approximately 3 to 4 feet of over-excavation will be required to
remove large tree root systems.
• Where existing structures, outbuildings, and infrastructure are located that will be
demolished as part of this development, complete over-excavation down to native
soils is required. This includes any existing drain field areas or other previously
placed fill areas. Depths and lateral limits of existing infrastructure will not fully be
known until construction. As such, the earthwork contractor should have
contingencies in place to ensure these areas are fully over-excavated within future
development areas.
• Where existing irrigation ditches/laterals are located within proposed development
areas, complete over-excavation of organic-type, loose, and soft/wet soils down to
firm or medium dense native soils is required. Depths and lateral limits of organic-
type, loose, and soft/wet soils associated with existing irrigation ditches/laterals will
not fully be known until construction. As such, the earthwork contractor should
have contingencies in place to ensure these areas are fully over-excavated within
future development areas.
• Loose test pit backfill will settle with time, so where any test pits are located below
proposed structures or any development areas, loose test pit backfill soil must be
re-excavated its entire depth and replaced with suitably moisture-conditioned and
compacted fill soils. Over-excavated soils can be reused to backfill the test pits
provided the soils are not overly saturated and can achieve the required
compaction criteria as required in section 7.6 Fill Placement and Compaction. Test
pit locations that were observed by ALLWEST are identified in the field with white
PVC pipes and/or stakes with white flagging. Approximate test pit locations are
shown on Figure A-2: Exploration Location Plan. We recommend test pit areas be
accurately surveyed so that they may be located and remediated prior to earthwork
construction and development.
• After site stripping, over-excavations, loose test pit remediation, and prior to site
grading, utility/roadway construction, or any other type of development, exposed
subgrades should be proof-rolled with a minimum of a 5-ton vibratory roller, with
loaded dump trucks, with loaded front-end loaders, or with a vibratory hoe-pack to
confirm subgrade stability. This will also assist in identifying any soft subgrade
areas. If subgrades are observed to significantly deflect or pump, the subgrade
soils should be over-excavated to firm or medium dense native soils and replaced
with properly compacted fills. As an alternative, subgrades may be stabilized as
recommended in section 7.3 Subgrade Stabilization prior to fill placement.
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7.3 Subgrade Stabilization
If the subgrade soils are observed to pump or deflect significantly during grading, the
subgrades should be stabilized prior to fill placement. Subgrades may be stabilized using
geosynthetic (geogrid) or woven geotextile reinforcement in conjunction with imported
granular structural fill. The required thicknesses of granular structural fill (used in
conjunction with geogrid or woven geotextile reinforcement) will be dependent on the
construction traffic loading (which is unknown at this time), the type of reinforcement
(geogrid or woven geotextile), and subgrade conditions. Therefore, a certain degree of
trial and error may be required during construction to verify recommended stabilization
section thicknesses and reinforcement types.
Geogrid reinforcement should consist of Tensar TX-160 or equivalent. Woven geotextile
reinforcement should consist of Contech C200 or equivalent. Alternatives to these
reinforcement types must be approved by the geotechnical engineer prior to use on site.
The following recommendations are provided for subgrade stabilization using
reinforcement materials.
• Reinforcement materials should be placed on a properly prepared non-disturbed
subgrade with smooth surface. Loose and disturbed soil should be removed prior
to placement of reinforcement materials.
• If geogrid reinforcement is used, a minimum weight 4-ounce, non-woven filter
fabric should be placed on the properly prepared subgrade. The geogrid
reinforcement should be placed directly on top of the filter fabric. The filter fabric
and/or reinforcement materials should be unrolled in the primary direction of fill
placement and should be over-lapped at least 3 feet, or follow manufacturer's
recommendations. Filter fabric is not required if a woven geotextile is used for
reinforcement.
• The reinforcement materials should be pulled taut to remove slack.
• Construction equipment should not be operated directly on the reinforcement
materials. Fill should be placed from outside the excavation to create a pad to
operate equipment on. We recommend a minimum of 12 to 18 inches of granular
structural fill be placed over the reinforcement material before operating
construction equipment on the fill. Low pressure, track-mounted equipment should
be used to place fill over the reinforcement materials.
• Granular structural fill placed directly over reinforcement materials should be
properly moisture-conditioned prior to placement, and once placed, be statically
rolled. This combination of filter fabric and/or reinforcement material, and granular
structural fill is considered the "bridge" section over soft subgrades.
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• After the "bridge" section has been placed, the remaining fill material above the
"bridge" section should be compacted to structural fill criteria in section 7.6 Fill
Placement and Compaction, utilizing vibratory compaction methods.
• Vibration should be discontinued if it reduces the subgrade stability. If compaction
criterion is not met within the fill lift above the "bridge" section, the "bridge" section
is not thick enough, and subgrade stabilization must be attempted again with a
thicker "bridge" section.
The geotechnical engineer or a representative of the geotechnical engineer must be on-
site during subgrade stabilization to verify our recommendations are followed, and to
provide additional recommendations, as needed.
7.4 Excavation
Excavation of on-site soil can be accomplished with typical excavation equipment. We
recommend excavations greater than 4 feet deep be sloped no steeper than 1.5H:1V
(horizontal to vertical). Alternatively, deeper excavations may be shored or braced in
accordance with Occupational Safety and Health Administration (OSHA) specifications
and local codes. Regarding trench wall support, the site soil is considered Type C soil
according to OSHA guidelines. Ultimately, the contractor is responsible for site safety,
excavation configurations, and following OSHA guidelines.
7.5 Materials
Stripped soils containing vegetation or debris are only suitable for use in non-structural
landscape areas. Existing on-site soils may be reused as site grading fill, provided they
are stockpiled separately, meet the criteria below, and are moisture-conditioned and
compacted as required in this report. Imported granular soils should be free of organics,
debris, and other deleterious material and meet the following criteria. Import materials
should be approved by ALLWEST prior to delivery to the site.
Fill Type Criteria
Site Grading Fill Maximum size <_ 6 inches; o
Retained on /4-inch sieve < 30o ; Liquid limit < 50/o
Maximum size <_ 6 inches;
Granular Structural Fill, Retained on %-inch sieve < 30%;
Granular Subbase Passing No. 200 sieve <_ 15%; Non-plastic
Alternatively, meet ISPWC section 801 6-inch max
Maximum size <_ 1 inch;
Crushed Base Course Retained on %-inch sieve < 10%;
Passing No. 200 sieve < 10%; Non-plastic
Alternatively, meet ISPWC section 802 (Type I
Maximum size <_ 2 inches;
Utility Trench Backfill Retained on %-inch sieve < 30%;
Passing No. 200 sieve <_ 100 ; Non-plastic
Alternatively, meet ISPWC section 305 (Type I)
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7.6 Fill Placement and Compaction
Fill should be placed in lift thicknesses which are appropriate for the compaction
equipment used. Typically, 8-to 12-inch-thick loose-lifts are appropriate for typical rubber-
tire and steel-drum compaction equipment. Lift thicknesses should be reduced to 4 inches
for hand-operated compaction equipment. Fill should be moisture-conditioned to within 2
percentage points of the optimum moisture content prior to placement to facilitate
compaction. Fill should be compacted to the following percentages of the maximum dry
density as determined by ASTM D 1557 (modified Proctor).
For roadway and utility trench construction only, the local governing jurisdiction may
provide their own method of determining the maximum dry density and compaction
requirements (including subgrade).
Fill Area Compaction
Sub rade' Proof-roll'
Site Grading Fill / Granular Structural Fill 95
Granular Subbase/ Crushed Base Course 952
Utility Trench Backfill 922
'Subgrade stability must be verified and approved by a representative of the geotechnical engineer prior to
any fill placement or construction.
2For roadway and utility trench construction only, the local governing jurisdiction may provide their own
method of determining the maximum dry density and compaction requirements (including subgrade).
7.7 Utility Trenches
Support soils for underground utilities will most likely consist of lean clay with sand, sandy
silt, sand, and gravel soils. These soils should provide adequate support for utilities,
provided utility subgrades are compacted utilizing vibratory methods, such as with a large
vibratory hoe-pack.
If utility pipe subgrades are soft, yielding, and/or saturated at the time of construction,
subgrade over-excavation and replacement with competent structural fill may be required
below utilities. If support soils yield or are saturated at the time of construction, we should
be notified to observe these soils and provide additional recommendations, as necessary.
We strongly recommend backfilling trench excavations with fill soils which meet the
criteria in section 7.5 Materials, as on-site fine-grained soils (silts and clays) may be
difficult to moisture-condition and compact in utility trenches.
7.8 Wet Weather Construction
We recommend earthwork for this site be scheduled for the drier seasons of the year. If
construction is undertaken in wet periods of the year, it will be important to slope the
ground surface to provide drainage away from construction. If construction occurs during
or immediately after excessive precipitation, it may be necessary to over-excavate and
replace saturated subgrade soil, which might otherwise be suitable.
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The on-site soils are sensitive to disturbance when wet. If these soils become wet and
unstable, we recommend construction traffic is minimized where these soils are exposed.
Low ground-pressure (tracked) equipment should be used to minimize disturbance. Soft
and disturbed subgrade areas should be excavated to undisturbed soil and backfilled with
structural fill, compacted to requirements stated in this report.
In addition, it should be noted the on-site soils tend to have notable adhesion when wet
and may be easily transported off-site by construction traffic.
7.9 Cold Weather Construction
The on-site soils are frost susceptible. If site grading and construction are anticipated
during cold weather, we recommend good winter construction practices be observed.
Snow and ice should be removed from excavated areas and fill areas, prior to additional
earthwork or construction. Pavement and flatwork portions of the construction should not
be placed on frozen ground, nor should the supporting soils be permitted to freeze during
or after construction. Frozen soils must not be used as fill.
If native subgrades, or suitably moisture-conditioned and compacted fill lifts, will be left
exposed to freezing temperatures overnight, those areas should be protected with a
minimum of 12 inches of loose soil, or covered with heated construction blankets, so
construction subgrades do not freeze. Any frozen soils should be removed prior to
additional fill placement or construction of any kind.
Earthwork construction during cold inclement weather will require a higher level of
attention and detail to achieve required construction and compaction criteria, and may
lead to additional earthwork requirements and extended construction schedules.
7.10 Stormwater Disposal
During our field investigation we performed field seepage testing in test pits TP-2, -5, -7,
-8, and -11 within poorly-graded gravel with sand and cobble soils. We obtained field-
measured seepage rates of greater than 30 inches per hour (in/hr) within poorly-graded
gravel with sand and cobbles.
Due to poor and inconsistent seepage, we do not recommend stormwater disposal be
accomplished within clayey soils or soils with cementation/induration. Refer to test pit logs
in Appendix B to verify depths and contacts of cemented/indurated soils which are not
suitable for stormwater disposal.
We recommend stormwater disposal occur within the poorly-graded gravel with sand and
cobble soils observed during our field exploration. The following allowable seepage rate
should be utilized for on-site civil stormwater disposal design.
• Poorly-Graded Gravel with Sand and Cobbles ........................... 8 in/hr
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Stormwater disposal facilities should be constructed a minimum of 1 foot into the receiving
soil. Stormwater disposal facility drain rock and filter sand materials should maintain a
separation/filter fabric between native fine-grained soils and drain rock/filter sand to help
prevent fine-soil migration into drainable/filtering media, as required by civil design.
ALLWEST should observe stormwater disposal facility subgrades to establish if the
suitable receiving soil is encountered (based on civil design depths), to confirm the
allowable seepage rate, and to ensure the separation/filter fabric has been properly
installed (as required by civil design).
The proper separation from bottom of stormwater disposal facilities and seasonal high
groundwater should be maintained. As such, seasonal high groundwater should be
confirmed via groundwater monitoring throughout seasonal snow melt and irrigation
seasons, to assist civil stormwater design. We installed slotted PVC pipes within 10 test
pits throughout the site for future groundwater monitoring. ALLWEST will begin monthly
groundwater monitoring in March 2022 to help establish seasonal high groundwater
elevations throughout the site.
7.11 Asphalt Pavements
Prior to pavement section construction, the pavement subgrade should be proof-rolled as
recommended in section 7.2 Site Preparation (or as recommended by local jurisdictions).
Local and collector roadways should be designed for a 20-year Equivalent Single Axle
Load(ESAL) of 33,000 and 370,000, respectively, which is equivalent to Traffic Index(TI)
values of 6 and 8, respectively. If actual traffic conditions are different than what is stated,
we should be notified so that we may modify our pavement section design.
Based on existing site grades, it is anticipated that majority of roadway subgrade areas
will consist of lean clays with sand. We performed CBR testing on a lean clay with sand
soil for pavement section design, where we obtained a CBR of 6, which is approximately
equivalent to an R-value of 14.
The following flexible asphalt pavement section design is provided adhering to the Idaho
Transportation Department (ITD), which utilizes the AASHTO pavement design
methodology. Based on subgrade preparation requirements and design assumptions, we
recommend the following pavement sections be utilized for subdivision roadway
construction for local and collector roadways, and for parking and access drives.
Asphalt Crushed Granular
Pavement Application Concrete Base Course Subbase
inches (inches) inches
Local Roadway, Access Drives, Parking 2.5 4 11
Collector Roadway 3 6 14
Base course and subbase should conform to the material recommendations as noted in
this report and should be placed over a properly prepared subgrade. Finished asphalt
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surfaces should slope at no less than 2% to help reduce the potential for surface water
infiltration into the underlying pavement sections and subgrade soils. If the overall site is
relatively flat, then finished asphalt surfaces should slope away at no less than 2% from
the crown of the roadways.
Crack maintenance on pavements should be performed at a minimum of every 3 years,
or when cracking is evident. Crack sealing will help reduce surface water infiltration into
the supporting soils.
8.0 ADDITIONAL RECOMMENDED SERVICES
To maintain continuity and efficiency, we recommend ALLWEST be retained to provide
observations and testing throughout construction. As an independent testing company,
ALLWEST can document the recommendations included in this report are properly
implemented, provide quality control testing, and observe earthwork for conformance to
project specifications. As a minimum, we recommend the following testing and
observations be provided by ALLWEST:
• Observe site stripping; over-excavations of tree root systems, demolished
structures/infrastructure, and organic-type, loose, and soft/wet soils associated
with ditches/laterals; test pit remediation; and other over-excavations and backfills.
• Observe subgrade proof-rolling and approve subgrades prior to fill construction,
materials placement, or roadway section construction.
• Observe removal of disturbed soil and subgrade stabilization, if required.
• Observe stormwater disposal facility subgrades, confirm seepage rates by
performing large-scale seepage testing, and observe overall construction.
• Conduct compaction testing of fill soils for general site grading, utility backfills, and
pavement subsections.
• Observe placement of/test asphalt for compaction, oil content, and gradation.
If we are not retained to provide the recommended construction observation and testing
services, we shall not be responsible for soil engineering-related construction errors or
omissions.
9.0 EVALUATION LIMITATIONS
This report has been prepared to assist planning, design, and construction of the
proposed Modern Craftsman Eagle Road Development in Meridian, Idaho. Our services
consist of professional opinions and conclusions made in accordance with generally
accepted geotechnical engineering principles and practices in our local area at the time
this report was prepared. This acknowledgement is in lieu of all warranties either
expressed or implied.
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Appendix A
A-1 : Site Vicinity Map
A-2: Exploration Location Plan
ALLWEST
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. 1 EVALUATION
CRAFTSMANMODERN EAGLE
MERIDIAN,
. . •
-� II BAILEYCLIENT:
Si •SiPROJECT • I• DATE: MARCH
2022
TP-1 TP-2 * TP-*
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------------ --------------------------L--------- --
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F------_---- —i-- --- ---
I
ha
r 3 I i �c' I ,� ■ i.I
TP-10
Boundary " .-
N
Legend
0 Approximate location of test pit observed by ALLWEST.
{ * Indicates PVC pipe installed in test pit.
Reference:Conceptual Plan for Modern Craftsman Eagle Road 0 120' 240'
prepared by Bailey Engineering,Inc.dated September 5, 2021
■ 'y7
FIGURE A-2:EXPLORATION LOCATION PLAN
GEOTECHNICAL EVALUATION
ALLWESTMODERN CRAFTSMAN EAGLE ROAD DEVELOPMENT
MERIDIAN, IDAHO
255 N.LINDER ROAD,SUITE 100 CLIENT: BAILEY ENGINEERING
MERIDIAN IDAHO,83642
PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:521-497G DATE: MARCH 2O22
Appendix B
Test Pit Logs
Unified Soil Classification System (USCS)
ALLWEST
ALLWEST DATE STARTED: 11/10/2021 TP - 1
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'45.8688"(43.579408°) 0
LONGITUDE(DEGREES):W-116°21'12.7512" (-116.353542°)
� U
(n TOTAL DEPTH: 11' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 12
inches
CL
1
Poorly-Graded SAND;light brown,dense,moist
2-
3-
4— ...weak to moderate cementation observed throughout soil profile
SP
5-
6—
Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 6 inches maximum dimension °
0
O
8 0�
0
O
o�
9 GP
0
O
o�
1 O
0
O
1 Test pit terminated at 11 feet due to caving.
Slotted PVC pipe installed to 11 feet.
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 2
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'45.8796"(43.579411°) 0
LONGITUDE(DEGREES):W-116°21'9.2448" (-116.352568°)
� U
(n TOTAL DEPTH: 10' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
CL inches
1 Poorly-Graded SAND with Silt;light brown,dense,moist
2
sPSM
3 Bag 3'-3.5' Passing No.200 sieve=8%
Moisture content=25%
Poorly-Graded GRAVEL with Silt and Sand;light brown,dense,moist
0
4 0
GP Gm ...moderate cementation observed throughout soil profile
0
O
5
0
Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 5 inches maximum dimension ° Field seepage test performed at 6 feet.
6 IR Q Field seepage rate=>30 in/hr.
o�
O
7 Q
o�
GP o
Q
8 0�
O
Q
o�
9 0
Q
o�
O
1 Test pit terminated at 10 feet due to caving.
Slotted PVC pipe installed to 10 feet.
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 3
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'45.6816"(43.579356°) 0
LONGITUDE(DEGREES):W-116°21'5.6088" (-116.351558°)
� U
(n TOTAL DEPTH:7' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 12
inches
1
CL
2
3 Poorly-Graded SAND;light brown,medium dense,moist
sP ...weak cementation observed throughout soil profile
4—
Poorly-Graded GRAVEL with Sand,Cobbles,and Boulders;tan,
dense to very dense,moist,subrounded up to 18 inches maximum °
5 dimension o
O
GP °
0
6 O
0
O
7 Test pit terminated at 7 feet due to excavator refusal on very dense
cobbles and boulders.
Slotted PVC pipe installed to 7 feet.
8
9
1
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 4
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'42.3912"(43.578442°) 0
LONGITUDE(DEGREES):W-116°21'12.6648" (-116.353518°)
� U
(n TOTAL DEPTH: 12' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 3
inches
CL
1
Poorly-Graded SAND;light brown,medium dense,moist
2
3
sP ...moderate to strong cementation observed throughout soil profile
4
5 Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense to
medium dense,moist,subrounded up to 6 inches maximum °
dimension o
...weak cementation observed from 5 to 6 feet O
6 ------------------------------------------------- o�
O
O
o�
7 0
O
o�
8 O
o�
GP
0
O
9 0�
0
O
1
O
1 �
O
0
O
12 Test pit terminated at 12 feet.
Slotted PVC pipe installed to 12 feet.
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 5
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'42.582"(43.578495°) 0
LONGITUDE(DEGREES):W-116°21'9.3744" (-116.352604°)
� U
TOTAL DEPTH: 10' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
CL
1
Poorly-Graded SAND;light brown,medium dense to dense,moist
2-
3-
4— sP ...weak to moderate cementation observed throughout soil profile
5-
6—
Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 5 inches maximum dimension Field seepage test performed at 7 feet.
7 Field seepage rate=>30 in/hr.
O
0
8 O
GP °
0
O
9
0
Cy
O
1 Test pit terminated at 10 feet due to caving.
Slotted PVC pipe installed to 10 feet.
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 6
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'42.4632"(43.578462°) 0
LONGITUDE(DEGREES):W-116°21'5.4108" (-116.351503°)
� U
(n TOTAL DEPTH:9' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
1 CL
2 Poorly-Graded SAND;light brown,dense,moist
SP
3—
Poorly-Graded GRAVEL with Sand and Cobbles;tan,very dense to
dense,moist,subrounded up to 4 inches maximum dimension °
4 oO
o�
...moderate to strong cementation observed from 3.5 to 6 feet o
5 O
o�
O
Q
g ------------------------------------------------- °�
GP ---
0
o�
7 0
Q
o�
8 O
o�
O
Q
9 Test pit terminated at 9 feet due to caving.
Slotted PVC pipe installed to 9 feet.
1
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 7
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'40.2348"(43.577843°) 0
LONGITUDE(DEGREES):W-116°21'12.384" (-116.35344°)
� U
(n TOTAL DEPTH: 11.5' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
Passing No.200 sieve=75%
1 Bulk 0.5'-1.5' LL=42,PL=20,PI=22
cL CBR=6.0
2
Poorly-Graded SAND;light brown,dense to very dense,moist
3
4
sP ...moderate to strong cementation observed throughout soil profile
5
6
7 Sandy SILT;brown to dark brown,dense,moist
ML ...moderate induration observed throughout soil profile
8
Field seepage test performed at 8.5 feet.
Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist, Field seepage rate=>30 in/hr.
subrounded up to 4 inches maximum dimension o Bag 8.5'-9' Passing No.200 sieve=2%
9 o Moisture content=4%
O
o�
1 GP O
o�
O
O
1 0C
0
Test pit terminated at 11.5 feet due to caving.
Slotted PVC pipe installed to 11.5 feet.
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 8
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'40.1844"(43.577829°) 0
LONGITUDE(DEGREES):W-116°21'9.342" (-116.352595°)
� U
(n TOTAL DEPTH: 10.5' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
CL inches
1 Poorly-Graded SAND;light brown,dense,moist
2
3 sP ...moderate to strong cementation observed throughout soil profile
4
5 Poorly-Graded GRAVEL with Sand and Cobbles;tan,very dense to
dense,moist,subrounded up to 5 inches maximum dimension °
0
...weak cementation observed from 5 to 6.5 feet
6
------------------------------------------------- O
7 0
Field seepage test performed at 7.5 feet.
GP ° Field seepage rate=>30 in/hr.
8 O
o�
O
O
9 0�
0
O
1
O
Test pit terminated at 10.5 feet due to caving.
Slotted PVC pipe installed to 10.5 feet.
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 9
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'40.5084"(43.577919°) 0
LONGITUDE(DEGREES):W-116°21'5.3748" (-116.351493°)
� U
(n TOTAL DEPTH: 13' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
1 CL
2 Poorly-Graded SAND;light brown,dense,moist
3
sP ...moderate to strong cementation observed throughout soil profile
4
5 Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense to very
dense,moist,subrounded up to 4 inches maximum dimension °
0
Q
6
0
Q
o�
o�
O
8 ...weak to moderate cementation observed from 7 to 9 feet
o�
O
Q
9 Sandy SILT;brown to dark brown,dense,moist
ML weak induration observed throughout soil profile
1 Poorly-Graded SAND with Silt and Gravel;light brown,dense,moist
sPSM
1 Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 6 inches maximum dimension °
0
12 GP °
0
o Q
1 Test pit terminated at 13 feet.
Slotted PVC pipe installed to 13 feet.
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 10
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'38.3232"(43.577312°) 0
LONGITUDE(DEGREES):W-116°21'11.574" (-116.353215°)
� U
(n TOTAL DEPTH: 13' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
1
2— CL
3
4 Poorly-Graded SAND;light brown,dense,moist
Bag 4.5'-5' Passing No.200 sieve=4%
Moisture content=28%
5
6 SP ...moderate to strong cementation observed throughout soil profile
7
8 Sandy SILT;brown to dark brown,dense,moist
9 ML ...moderate induration observed throughout soil profile Passing No.200 sieve=61
Bag 9'-9.5' Moisture content=21%
LL=NV,PL=NP,PI=NP
1 Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 6 inches maximum dimension °
0
Q
1 ° Bag 11'-11.5' Passing No.200 sieve=3%
o GP Moisture content=4/°Q
o Q
12 0
o Q
O
1 Test pit terminated at 13 feet.
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 11/10/2021 TP - 11
DATE FINISHED: 11/10/2021 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR: Steve Just
GEOTECHNICAL SECTION COMPANY: Just Dig'It Exc. EXCAVATION METHOD: 2-ft wide test pit
LOGGER:Kevin Dyekman
TEST PIT LOG WEATHER: Sunny
PROJECT:521-497G NOTES: See Figure A-2 in Appendix A for approximate test pit location.
Modern Craftsman-Eagle Road
LATITUDE(DEGREES):N 43°34'39.1944"(43.577554°) 0
LONGITUDE(DEGREES):W-116°21'6.2928" (-116.351748°)
� U
(n TOTAL DEPTH:8' = SAMPLE
W Q
DESCRIPTION � NOTES
Lean CLAY with Sand(Native);brown,stiff,moist Significant roots and vegetation observed to 6
inches
Passing No.200 sieve=83%
CL Bag 0.5'-1' Moisture content=19%
1 LL=41,PL=23,PI=18
Poorly-Graded SAND;light brown,dense,moist
2
sP ...weak cementation observed throughout soil profile
3
4 Poorly-Graded SAND with Silt and Gravel;light brown,dense,moist
sPSM
5 Poorly-Graded GRAVEL with Sand and Cobbles;tan,dense,moist,
subrounded up to 6 inches maximum dimension °
0
6 Field seepage test performed at 6 feet.
Field seepage rate=>30 in/hr.
GP
Q
o�
7 0
Q
o�
O
8 Test pit terminated at 8 feet due to caving.
Slotted PVC pipe installed to 8 feet.
9
1
1
12
1
14
WATER LEVELS
2 WHILE EXCAVATING
Y AT COMPLETION
t AFTER EXCAVATING Sheet 1 of 1
Unified Soil Classification System
MAJOR DIVISIONS SYMBOL TYPICAL NAMES
Well-Graded Gravel,
CLEAN GW Gravel-Sand Mixtures.
GRAVELS GP Poorly-Graded Gravel,
GRAVELS Gravel-Sand Mixtures.
Silty Gravel,
COARSE GRAVELS GM Gravel-Sand-Silt Mixtures.
GRAINED WITH FINES GC Clayey Gravel,
SOILS Gravel-Sand-Clay Mixtures.
Well-Graded Sand,
CLEAN SW Gravelly Sand.
SANDS SP Poorly-Graded Sand,
SANDS Gravelly Sand.
Silty Sand,
SANDS L SM Sand-Silt Mixtures.
WITH FINES Sc Clayey Sand,
Sand-Clay Mixtures.
ML Inorganic Silt,
SILTS AND CLAYS Silty or Clayey Fine Sand.
Inorganic Clay of Low to
LIQUID LIMIT CL Medium Plasticity,
LESS THAN 50% Sandy or Silty Clay.
FINE OL Organic Silt and Clay of Low
GRAINED Plasticity.
SOILS Inorganic Silt, Elastic Silt,
SILTS AND CLAYS MH Micaceous Silt,
Fine Sand or Silt.
LIQUID LIMIT CH Inorganic Clay of High Plasticity,
GREATER THAN 50% Fat Clay.
OH Organic Clay of Medium to High
Plasticity.
Highly Organic Soils PT Peat, Muck and Other Highly
Organic Soils.
ALLWEST
Appendix C
Laboratory Test Results
ALLWEST
Summary of Laboratory Test Results
Moisture Gradation Atterberg Limits
Test Pit Depth Liquid Plasticity CBR Sample Classification
No. (Feet) Content Gravel Sand Silt/Clay Limit Index % USCS
TP-2 3 - 3.5 25 8 Poorly-Graded SAND with Silt(SP-SM)
TP-7 0.5- 1.5 - 75 42 22 6.0 Lean CLAY with Sand CL
TP-7 8.5- 9 4 2 Poorly-Graded GRAVEL with Sand and Cobbles (GP)
TP-10 4.5- 5 28 4 Poorly-Graded SAND SP
TP-10 9 - 9.5 21 61 NV NP Sandy SILT (ML)
TP-10 11 - 11.5 4 3 Poorly-Graded GRAVEL with Sand and Cobbles GP
TP-11 0.5- 1 19 83 41 18 Lean CLAY with Sand (CL)
NV=No Value
NP=Non Plastic
Table C-1
255 N. Linder Road, Suite 100 • Meridian, Idaho 83642 • (208) 895-7895 • Fax (208) 898-3959
www.allwesttesting.com
This report may not be reproduced, except in full, without the permission of ALLWEST.
LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
50
�0
' G
40
U
C �
X
W
N— Z_
�
v 30
c F-
LU C/) '
Q i
J /
d ` -
a: 20
A
U)
LU
J /
J
Q 10
0 ;
c
L-ML ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
0 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Lean Clay with sand 42 20 22 75% CL
c■ Sandy Silt NV NP NP 61% ML
CD♦ Lean Clay with sand 41 23 18 83% CL
X
m
m
U
7
O
` Project No. 521-497G Client: Bailey Engineering,Inc. Remarks:
aD Project: Modern Craftsman Eagle Road
c *Location: TP-7 Depth: 0.5-1.5
■Location: TP-10 Depth: 9-9.5
ALocation: TP-11 Depth: 0.5-1
0
cn
ALLWEST
Figure C-1
Tested By: C. Downes Checked By:J.Varozza
California Bearing Ratio
ASTM D1883
Project: Modern Craftsman Eagle Road Project No.: 521-497G
Client: Bailey Engineering, Inc. Location: TP-7 @ 0.5 - 1.5 ft
Date Tested: 12/7/21 Compaction Method: ASTM D1557
Tested By: C. Downes Classification: Lean Clay with sand (CL)
120
105
90
VI
75
c
0
N
60
° PSI @ 0.1 inch penetration= 60
a
n 45
30
15
0
0 0.1 0.2 0.3 0.4 0.5
Penetration(inches)
CBR @ 0.1 Inch Penetration: 6.0 Maximum Dry Unit Weight(pcf): 106.7
Swell (%): 3.5 Optimum Water Content(%): 15.6
Dry Unit Weight Before Soak (pcf): 96.6 Remold of Max. Dry Unt Wgt (%): 91
Water Content Before Soak(%): 16.3
Water Content After Soak, Top 1 Inch (%): 33.0
Surcharge (psf): 50
Immersion Period (hrs): 96
Reviewed By: James Varozza
Figure: C-2
►LLIET
255 N Linder Rd,Suite 100•Meridian,ID 83642•(208)895-7898•Fax(208)898-3959
www.allwesttesting.com
This report shall not be reproduced except in full without the permission of ALLWEST.
Test Pit: TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-8 TP-9 TP-11
Existing Ground 2681.2 2679.3 2675.2 2680.6 2683.2 2679.4 2680.7 2683.4 2683.1 2684.0
Elevation(ft):
Feet Below Ground Surface
Date
4/28/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
5/26/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
6/24/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
7/26/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
8/26/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
9/29/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
10/25/2022 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
3/31/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
4/28/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
5/30/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
6/22/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
7/18/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
8/25/2023 >10.9 >10.3 >7 >11.6 >9.8 >8.5 >11.8 >10.8 >13 >7.7
GW Elevation(ft.) <2670.3 <2669 <2668.2 <2669 <2673.4 <2670.9 <2668.9 <2672.6 <2670.1 <2676.3
Table 1
ALLWEST Groundwater Monitoring
Modern Craftsman Eagle Road Development
Meridian, Idaho
255 N. Linder Road, Suite 100 Client Name: Bailey Engineering
Meridian, Idaho 83642 Project No.: 521-497G
Phone: 208-895-7898 Fax: 208-898-3959 Date: September 2023