HomeMy WebLinkAboutStorm Drainage Calcs V1ii AW
ow ••-
THE
LAN D
GROUP
Southridge South Subdivision —Phase 1
Meridian, Idaho
Storm Drain Management & Engineering Drainage Report
Developer
Challenger Development
Meridian, ID 83642
Engineer ' 1NO NAL E�
The Land Group, Inc. 0��� �GISTE
462 East Shore Drive, Suite 100
Eagle, Idaho 83616
Contact: Jason Densmer, PE 09 1
Ph:208-939-4041
V�TEOF\OP
4`s�N DE 4
October 26, 2021
TLG Project No. 121027 10/2�/2021
462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 thelandgroupinc.com
Southridge South Subdivision — Phase 1
Meridian, ID
Storm Water Management Report
Report Purpose & Site Description
The purpose of this report is to evaluate and document the post -development storm drain characteristics
of the Southridge South Subdivision — Phase 1 project. This report analyzes the storm drainage conditions
and provides calculations confirming the adequacy of proposed storm drain facilities to meet the project
needs.
The proposed Southridge South Subdivision — Phase 1 project is located located south of Overland Road,
between Linder Rd and Ten Mile, within the City of Meridian, Idaho. The proposed improvements consist
of single family homes with associated site improvements including new access roads, landscaping and
underground utilities.
Geotechnical conditions at the site were evaluated by Site Consulting, LLC and their findings are attached
as Appendix C. The site geotechnical evaluation provides guidance on design and project construction
considerations. Relative to storm drainage systems, recommendations for groundwater and soil
infiltration rates are provided. The geotechnical engineer's recommendations have been incorporated to
the proposed design and systems.
Proposed Systems
Appendix A provides an overview of the proposed drainage basins.
Storm Drainage Routing & Treatment
Within each drainage basin, stormwater runoff is collected from roadways that are sloped to the gutters
along the road edges, which then transport the collected drainage to catch basins. Once inside the system,
stormwater flows through a drainage piping network to sand & grease traps which remove heavy
sediment and light oils prior to discharge into underground seepage beds. The seepage bed provides final
treatment with an 18-inch layer of ASTM C33 filter sand.
Peak Rate of Discharge and Stor.Re Volume
The peak rate of discharge for the roadway drainage systems were calculated using the Ada County
Highway District's published spreadsheets.
Calculation worksheets for peak flow and required storage volume in each drainage basin are provided in
Appendix B.
462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 thelandgroupinc.com
Southridge South Subdivision — Phase 1
Appendix A
Site Drainage Areas
Meridian, ID
Storm Water Management Report
- . - - - - - *heIandgrouoinc con,
�� ,�, Drainage Map
JI/
A
I
qR O y
m
Q
` > O
FACILITY 1 \ \ Q
AREA 8477 SF s \ \
\ s \
\ s\ \
Fs , \�
—1 FACILITY 7b \
p10°=° s' GE — � 14513 SF �
y nxrona xncFswaF
\ \
I
� R � v,00uv°nWoU
c �+ FACILITY 7a
2889 SF
\ \
\
h ~\ Q
\`
/ `�
QW
I I
I I
u
07-S
�r 8
a
cFs ' 2897SF
IV= zr—INa°Fs �F
FACILITY 8b
2912 SF
=THE
L.BLAND
'!GROUP
Z
h
s
y Cl.
CD
la
h C
App A
Southridge South Subdivision — Phase 1
Meridian, ID
Storm Water Management Report
Appendix B
Drainage Calculations
- . - - - - - *heIandgrouoinc con,
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.
Steps for Peak Discharge Rate using the Rational Method calculated for post -development _
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 Southridge South Phase 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) 8
Click to Show More Subbasins ❑
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate
min to Min.
8 Determine the average rainfall intensity (1) from IDF Curve based on Tc
9 Calculate the Post -Development peak discharge (ClPeak)
i
Qp-k
2.58
0.45
in/hr
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
605
ft
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
378
ft
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cis
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
61
ft'
Primary Treatment/StorageBasin
V
545
ft-
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
605
ft"
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
8,477
0.19
0.90
0.90
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
I
2.58
in/nr
9 Calculate the Post -Development peak discharge (QPeak)
QpeA
2.72
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
3,644
ft'
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
V,r
2,277
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
364
ft'
Primary Treatment/Storage Basin
V
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
3,644
ft'
[lick to Shnw lVnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
47,575
44,282
2.11
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
Gravel
0.75
Fields: Sandy soil
Soil Type
Slope
A
B
C
0-2%
0.04
0.07
0.11
Average: 2-6%
0.09
0.12
[0�.Flat:
0.15Som
0.18
0.23
ASCEeep"6%0.13
At—datedfr
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 3
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
I
2.58
in/nr
9 Calculate the Post -Development peak discharge (QPeak)
QPeak
4.00
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
5,358
ft'
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
3,348
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
536
ft'
Primary Treatment/Storage Basin
V
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
5,358
ft'
[lick to Shnw Mnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
76,980
58,074
3.10
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
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.
Seep"6%
0.13
0.18
0.23 0
At —dated.
fr
pom ASCE
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 4
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
I
2.58
in/nr
9 Calculate the Post -Development peak discharge (QPeak)
QPeak
1.20
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
1,610
ft
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
V,r
1,006
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
161
ft'
Primary Treatment/Storage Basin
V
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
1,610
ft'
[lick to Shnw lVnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
20,644
19,931
0.93
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
Gravel
0.75
Fields: Sandy soil
Soil Type
Slope
A
B
C
O-2%
0.04
0.07
0.11
Average: 2-6%
0.09
0.12
[0�.Flat:
0.15Som
0.18
0.23
ASCEeep"6%0.13
At—datedfr
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
for Peak Discharge Rate using the Rational Method calculated for post -development
Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i
User input in yellow cells.
1 Project Name Southridge South Phase 1, Facility 5
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i X 2.58 in/hr
9 Calculate the Post -Development peak discharge (QPeak) Qpeak M 2. 33 cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
3,125
ft,
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
1,953
W
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
312
ft'
Primary Treatment/Storage Basin
V
2,812
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
3,125
ft'
Click to Shnw Mnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
42,144
36,621
1.81
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
M u It i-f a m i l
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 6
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
I
2.58
in/nr
9 Calculate the Post -Development peak discharge (QPeak)
QPeak
3.14
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
4,201
ft
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
V,r
2,625
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
420
ft'
Primary Treatment/Storage Basin
V
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
4,201
ft'
[lick to Shnw lVnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
57,020
48,874
2.43
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
Gravel
0.75
Fields: Sandy soil
Soil Type
Slope
A
B
C
O-2%
0.04
0.07
0.11
Average: 2-6%
0.09
0.12
[0�.Flat:
0.15Som
0.18
0.23
ASCEeep"6%0.13
At—datedfr
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 7
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
9 Calculate the Post -Development peak discharge (QPeak)
I
QPeak
2.58
0.52
in/nr
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
690
ft'
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
431
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
'
Basin Forebay
V
69
ft'
Primary Treatment/Storage Basin
V
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
690
ft'
[lick to Shnw Mnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
14,513
2,889
0.40
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
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 O.
Steep:>6%
0.13
0.18
0.23 0.
Adapted from ASCE
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
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.
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 Southridge South Phase 1, Facility 8
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min 10 Min.
d Determine the average raintall intensity (i) trom ID- Curve based on I c
9 Calculate the Post -Development peak discharge (QPeak)
I
QpeA
2.58
0.17
in/nr
cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
230
ft'
V = Ci (Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in)
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
144
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
'
Basin Forebay
V
23
ft'
Primary Treatment/Storage Basin
V
207—
ft�
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
230
ft'
[lick to Shnw Mnre Suhhasins I-1
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
2,897
2,912
0.13
0.50
0.50
0.50
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
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 O.
Steep:>6%
0.13
0.18
0.23 0.
Adapted from ASCE
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD _SD_CALCS_112018.xlsm
Version 10.5, November 2018
10/11/2021, 10:19 AM
ACHD Calculation Sheet for Sizing Basins
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 Southridge South Phase 1
2 Enter number of Basins (25 max) 3
3 Number ofCells (Forebay+primary=2,Primary Only=1) 1
4 Design Storm 100 Link to: QV
5 Weighted Runoff Coefficient C 0.90 Qv2
QV3
6 Area A (Acres) 0.19 acres QN4
7 Approved Discharge Rate (if applicable) 0.00 cfs QN5
QV6
8 1-Basin Forebay V 605 QV7
Va
joggle between Forebay and Primary Basin, enter data and print for each
7
I stShp z Sib SbpeZ Sib 9�e■
A � � A Flw � M
w qry N T !
� W
SYeSYpL �SbI..
�... L..� < C--------i Sib MWZ 1—)
Forebay
9 Select Forebay Shape 3-Rectangle AF
10 Width of Forebay Bottom W 33.0 ft
11 Length of Forebay Bottom L 40.0 ft
12 Side Slopes (1-1:1) HA 4.00
13 Enter Bottom Elevation 2684.88 ft
14 Enter Top Bank Elevation 2686.38 ft
15 Enter Water Surface Elevation (WSE) 2685.88 ft
16 Distance Between Forebay and Primary Basin (blank if na) 0.00 ft
17 Enter Elevation Berm 0.00 ft
18 Enter High Groundwater Elevation 0.00 ft
19 Min. Freeboard Requirement 0.50
20 Freeboard Provided MEM
21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note: infiltration required if
Design Infiltration Rate, Enter 0 for no infiltration bottom slope<I%or 0 outflow
22 Infiltration Area for Forebay A..d 330 ftz
Enter 0 for no infiltration
23 Adjusted Storage Required
Storm Duration i total Runoff Pre-Dev Total Max Vol
Ct Vol Pert Vol Discharge Discharge Reqd
Min Hr in/hr cfs ft' ft' ft3 ft3 ft3
60 1.00 0.96 0.17 605 165 0 165 440
24 Depth -Storage Relationship:
1.00 ft depth for storage STORAGE OK
25 Does Forebay have capacity? YES
26 Time to drain forebay 3.3 hours
90%volume in 48-hours minimum OK
Saved Surface
Basin Basin Surface Surface
Saved
Stage (ft)
New Stage (ft)
Side Slope
(H:V)
Width at
Stage (ft)
Length at
Stage (ft)
Area A at
Stage (ft)
Area A at
Stage (ft2)
Area A at
Stage (ftz)
OVERIDE
Volume
Below
Stage
G:\2021\121027\CAD\Colts and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sizing Basins
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 Southridge South Phase 1, Facility 7, Pond 2
2 Enter number of Basins (25 max) 3
3 Number ofCells (Forebay+primary=2,Primary Only=1) 1
4 Design Storm 100 Zto-Qv5 Weighted Runoff Coefficient C 0.50 6 Area A (Acres) 0.40 acres 7 Approved Discharge Rate (if applicable) 0.00 cfs 8 1-Basin Forebay V 690 3�
joggle between Forebay and Primary Basin, enter data and print for each
I sie Shp SiieSb�eL SW 9*e:
A A Flw M
w qry N T !
� W
2w,VAFL Sk Sl�ei
�... L..� <--------i Sib MWZ L—)
Forebay
9 Select Forebay Shape 3-Rectangle AF
10 Width of Forebay Bottom W 33.0 ft
11 Length of Forebay Bottom L 40.0 ft
12 Side Slopes (1-1:1) HA 4.00
13 Enter Bottom Elevation 2664.87 ft
14 Enter Top Bank Elevation 2666.37 ft
15 Enter Water Surface Elevation (WSE) 2665.87 ft
16 Distance Between Forebay and Primary Basin (blank if na) 0.00 ft
17 Enter Elevation Berm 0.00 ft
18 Enter High Groundwater Elevation 0.00 ft
19 Min. Freeboard Requirement 0.50
20 Freeboard Provided MEM
21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note: infiltration required if
Design Infiltration Rate, Enter 0 for no infiltration bottom slope<I%or 0 outflow
22 Infiltration Area for Forebay A..d 1,320 ftz
Enter 0 for no infiltration
23 Adjusted Storage Required
Storm Duration i total Q Runoff Per, Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Min Hr in/hr cfs ft' ft' ft3 ft3 ft3
60 1.00 0.96 0.19 690 660 0 660 30
24 Depth -Storage Relationship:
1.00 ft depth for storage STORAGE OK
25 Does Forebay have capacity? YES
26 Time to drain forebay 0.9 hours
90%volume in 48-hours minimum OK
Saved Surface
Basin Basin Surface Surface
Saved
Stage (ft)
New Stage (ft)
Side Slope
(H:V)
Width at
Stage (ft)
Length at
Stage (ft)
Area A at
Stage (ft)
Area A at
Stage (ft2)
Area A at
Stage (ftz)
OVERIDE
Volume
Below
Stage (ft)2664.87
2664.87
4.000
33.0
40.0
1,320
0
2665.87
4.000
41.0
48.0
1,968
1,644
G:\2021\121027\CAD\Colts and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sizing Basins
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 Southridge South Phase 1, Facility 8, Pond 3
2 Enter number of Basins (25 max) 3
3 Number ofCells (Forebay+primary=2,Primary Only=1) 1
4 Design Storm 100 Link to: Qv -
5 Weighted Runoff Coefficient C 0.50 Qv2
QV3
6 Area A (Acres) 0.13 acres QN4
7 Approved Discharge Rate (if applicable) 0.00 cfs QN5
QV6
8 1-Basin Forebay V 230 Qv7
V8
joggle between Forebay and Primary Basin, enter data and print for each
I*.VAPBZ
SiieSYleL SW 9*e:
A A Flw M
srcShp.
�... �..� < �---------> Sib MWI 1—)
Forebay
9 Select Forebay Shape 3-Rectangle
10 Width of Forebay Bottom W 33.0 ftipw
11 Length of Forebay Bottom L 20.0 ft
12 Side Slopes (1-1:1) HA 4.00
13 Enter Bottom Elevation 2667.35 ft
14 Enter Top Bank Elevation 2668.85 ft
15 Enter Water Surface Elevation (WSE) 2668.35 ft
16 Distance Between Forebay and Primary Basin (blank if na) 0.00 ft
17 Enter Elevation Berm 0.00 ft
18 Enter High Groundwater Elevation 0.00 ft
19 Min. Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note: infiltration required if
Design Infiltration Rate, Enter 0 for no infiltration bottom slope<I%or 0 outflow
22 Infiltration Area for Forebay A_d 660 ftz
Enter 0 for no infiltration
23 Adjusted Storage Required
Storm Duration i total Ct Runoff Per, Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Min Hr in/hr cfs ft' ft' ft3 ft3 ft3
60 1.00 0.96 0.06 230 330 0 330 0
24 Depth -Storage Relationship:
Saved SurfaceBasin Basin Surface Surface
Saved
Stage (ft)
New Stage (ft)
Side Slope
(H:V)
Width at
Stage (ft)
Length at
Stage (ft)
Area A at
Stage (ft)
Area A at
Stage (ft2)
Area A at
Stage (ft)
OVERIDE
Volume
Below
Stage (ft)2667.35
2667.35
4.000
33.0
20.0
660
0
2668.35
4.000
41.0
28.0
1,148
904
G:\2021\121027\CAD\Colts and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 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 Southridge South Phase 1
tnter numaer of 5anaiurease i raos (z5 maxi 5
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
S/G Traps
Q cfs
inch
inch
max.
ok?
1000 G
1
2.72
18
48
6.00
0.45
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 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 Southridge South Phase 1, Tank 2
tnter numaer of 5anaiurease i raos (z5 maxi 5
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
S/G Traps
Q cfs
inch
inch
max.
ok?
1500 G
1
4
20
60
8.33
0.48
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 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 Southridge South Phase 1, Tank 3
tnter numaer of 5anaiurease i raos (z5 maxi 5
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
S/G Traps
Q cfs
inch
inch
max.
ok?
1000 G
1
1.2
18
48
6.00
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 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 Southridge South Phase 1, Tank 4
tnter numaer of 5anaiurease i raos (z5 maxi 5
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
S/G Traps
Q cfs
inch
inch
max.
ok?
1000 G
1
1.25
18
48
6.00
0.21
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
Version 10.0, May 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 Southridge South Phase 1, Tank 5
tnter numaer of 5anaiurease i raos (z5 maxi 5
Baffle
Throat
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
S/G Traps
Q cfs
inch
inch
max.
ok?
1000 G
1
3.14
20
48
6.67
0.47
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.x1sm 10/11/2021, 10:19 AM
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 Southridge South Phase
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
ility 2
5
100
0.50
2.11 acres
0.00 ds;
V 4,555
Link to: Q•v
QV2�
Q,V3
Q,V4
QV5
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
11.5 ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.35
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
6.00 in/hr
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
18 in
13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
45.5
ft,/ft
15 Calculate Design Length
L
100
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
100
ft
17 Variable Infiltration Window W
SWW
10.0
ft
18 Time to Drain
8.2 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
100
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
Optional Storage Chambers 9W
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
6 Chamber Storage Volume, With Rock, Per Manuf
74.90 ft3
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021, 10:22 AM
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 Southridge South Phase
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
ility 3, Bed 2
5
100
0.50
3.10 acres
0.00 ds;
V 6,697
Link to: Q•v
QV2�
Q,V3
Q,V4
QV5
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
11.0 ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.35
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
6.00 in/hr
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
18 in
13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
43.8
ft,/ft
15 Calculate Design Length
L
153
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
153
ft
17 Variable Infiltration Window W
SWW
10.0
ft
18 Time to Drain
7.9 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
153
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
Optional Storage Chambers 9W
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
6 Chamber Storage Volume, With Rock, Per Manuf
74.90 ft3
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021, 10:22 AM
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 Southridge South Phase
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
ility 4, Bed 3
5
100
0.50
0.93 acres
0.00 cfs
V 2,012
Link to: Q•v
QV2�
Q,V3
Q,V4
QV5
ft3 25%Sediment
8 Set Total Design Width of All Drain Rock
W
8.0 ft
9 Set Total Design Depth of All Drain Rock
D
9.0 ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.35
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
6.00 in/hr
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
18 in
13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
29.5
ft,/ft
15 Calculate Design Length
L
68
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
68
ft
17 Variable Infiltration Window W
SWW
8.0
ft
18 Time to Drain
6.6 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
68
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
Optional Storage Chambers 9W
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
6 Chamber Storage Volume, With Rock, Per Manuf
74.90 ft3
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021, 10:22 AM
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 Southridge South Phase
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
lity 5, Bed 4
5
100
0.50
1.81 acres
0.00 ds;
V 3,906
Link to: Qv
QV2 r7
QV3
Q,V4
Qvs
ft, 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
5.5 ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.35
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
6.00 in/hr
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
18 in
13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
24.5
ft,/ft
15 Calculate Design Length
L
159
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
159
ft
17 Variable Infiltration Window W
SWW
10.0
ft
18 Time to Drain
4.4 hours
90% volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
159
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
Optional Storage Chambers 9
Note: This assumes chambers are organized in a rectangular layout.
1-StormTech,
1 Type of Chambers
SC740
2 Volume to Store
V
0 ft,
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
6 Chamber Storage Volume, With Rock, Per Manuf
74.90 ft3
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021, 10:22 AM
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 Southridge South Phase
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
lity 6, Bed 5
5
100
0.50
2.43 acres
0.00 ds;
V 5,251
Link to: Q•V3
QV4 F7
Q,V5
QV6�
QV7
ft, 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
11.5 ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.35
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
6.00 in/hr
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
18 in
13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
45.5
ft,/ft
15 Calculate Design Length
L
115
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
115
ft
17 Variable Infiltration Window W
SWW
10.0
ft
18 Time to Drain
8.2 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
115
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
Optional Storage Chambers 9
Note: This assumes chambers are organized in a rectangular layout.
1-StormTech,
1 Type of Chambers
SC740
2 Volume to Store
V
0 ft,
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
6 Chamber Storage Volume, With Rock, Per Manuf
74.90 ft3
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
G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021, 10:22 AM
Version 10.0, May 2018
Southridge South Subdivision — Phase 1
Meridian, ID
Storm Water Management Report
Appendix C
Geotechnical Report
- . - - - - - *heIandgrouoinc con,
SITE
Post Office Box 190537 - Boise, Idaho 83719
CONSULTING, LLC site.consutting.idaho@gmail.com - 208-440-6276
Mr. Tim Eck September 10, 2021
Cottonwood Development, LLC Page 1 of 23
2228 West Piazza Street Report 21831-A
Meridian, Idaho 83642
Re: Geotechnical Recommendation Report
Proposed Southridge South Subdivision
S. Ten Mile Road & W. Overland Road
Meridian, Idaho
Tim:
In May 2021, SITE was contacted about generating a geotechnical recommendation
report for your proposed Southridge South Subdivision. Our background with this
property is as follows:
• April 2010 — SITE Staff generated a ITD Gravel Source Approval Report for JLJ
Enterprises for the subject property.
• April 2013 — SITE Staff generated a report documenting the proper compaction
of structural fill placed by Idaho Sand and Gravel on a section of the property
located west of the Williams Petroleum Pipeline.
• April 2014 — This engineer was retained by this client to generate a Reclamation
Recommendation Report and then review reclamation activities by Idaho Sand &
Gravel.
Based upon our historical involvement with the property, field research & observations,
and laboratory test results, the site is acceptable for development as a residential
subdivision. 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 ��Ss 7
,%
�Z.
B�
L i OFF®P
Geotechnica/Services/Soil Testing & Inspection Services
RES
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Geotechnical Recommendation Report
Proposed Southridge South Subdivision
Overland Road, East of Ten Mile Road - Meridian, Idaho
GENERAL
This report presents our geotechnical research and resulting recommendations for a
proposed subdivision to be constructed east of Ten Mile Road on the south side of
Overland Road in Meridian, Idaho. Historical aerial photos, available on Google Earth,
indicate that the property was irrigated farmland prior to becoming a gravel pit. These
historical photos are included in the Appendix.
Research indicates the property includes two parcels as follows:
Number
Parcel #
Address
Acres
1
S-1223234050
W Overland Road
26.5
2
S-1223131380
2347 W Overland Road
56.6
Total Acres
83+
In April 2010 this engineer generated a ITD Gravel Source Approval Report for the
subject property. That report included a reclamation plan that established maximum
depth of removal for the gravel pit operation. It also included the excavation of test pits
on a 150 x 150-foot grid pattern. That pattern is provided in the Appendix. Over 100 test
pits were excavated, eight were selected at random for inclusion in the Appendix of this
report. Note that the depth of allowed gravel extraction is indicated on each test pit log.
In April 2013 this engineer excavated test pits and then provided recommendation for
the recompaction of non-structural fill placed on the property west of the petroleum
pipeline. This effort was completed as designed.
In April 2014 this engineer designed and then oversaw the reclamation of the gravel pit
east of the pipeline. This effort structurally filled the site to the current elevation and was
completed by Idaho Sand and Gravel.
W
Geotechnica/ Services /Soil Testing & Inspection Services
ITT Post Office Box 190537 - Boise, Idaho 83719
CONSULTING, LLC site.consulting.idaho@gmail.com - 208-440-6276
PURPOSE
The purpose of this evaluation is to document site history and provide recommendations
for building a residential subdivision and single-family residential structures. Additional
test pits may need to be excavated as development phases are submitted to ACHD for
review and approval in order to comply with ACHD rules concerning test pit proximity to
infiltration facilities.
AUTHORIZATION
E-mail authorization to proceed with this geotechnical investigation was received from
the project civil engineer (Land Group) and confirmed with the client in May 2021. At
that time the Preliminary Plat included in the Appendix was provided. Authorization to
proceed and the use of the recommendations provided herein indicate the client's
acceptance of the scope of work, warranty, limitations, and general conditions provided
herein and within any submitted and / or approved proposal.
WARRANTY AND LIMITATIONS
The evaluation of subsurface conditions documented herein is considered sufficient to
form a basis for the provided recommendations. The provided recommendations are
based on the available soil information and preliminary design details either assumed or
furnished by the client. It is warranted that these recommendations have been
promulgated after being prepared in accordance with locally accepted professional
engineering and geotechnicai engineering practice. No other warranties are implied or
expressed.
W,
U0
Geotechnica/Services /Soil Testing & Inspection Services
All
/''LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
All native soils, which are free of organic matter and expansive clays, are acceptable for
use as fill on the building pads, in structural fill areas, and within planned ACHD right of
ways. Removal of the majority of the organic materials will require only minor grubbing
of 0-4 inches of surface soils. Removal of organics is required in all areas to receive
structural fill. The depth of grubbing is to be adjusted and inspected during construction
to ensure that organic materials are properly removed from beneath future pavements
and structural fills.
Structural fills less than three feet deep are to be compacted to 95% of the maximum
dry density by ASTM D698, Standard Proctor. Deeper fills are to be compacted to
100%. If structural fill is to be placed on residential lots, the fill is to extend laterally
outside foundations a distance equal to the depth of structural fill. Structural fill should
be placed in uniform, thin horizontal lifts, moisture conditioned as necessary, and
compacted to the above requirements. Compaction testing to confirm proper
compaction is strongly recommended.
Excavations
Shallow excavations and trenches that do not exceed four feet in depth may be
constructed with side slopes approaching vertical. Below this depth it is recommended
that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils on
site to maintain a vertical or near vertical excavation over any extended period can be
quite variable. This information is provided for planning purposes. It is our opinion that
maintaining safe working conditions is the responsibility of the contractor. Jobsite
conditions such as soil moisture content, weather condition, earth movements and
equipment type, and operation can all affect slope stability. All excavations should be
sloped or braced as required by applicable local, state, and federal requirements.
OR
Q)
Geotechnica/Services /Soil Testing & Inspection Services
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Pavement Section
The entire property surface is structural fill consisting of pitrun type materials harvested
from the prior onsite gravel pit. R-Value test performed as a part of the ITD gravel pit
approval process resulted in R-Value results of much greater than R=20, the maximum
value SITE uses for street design. Based upon an R-Value of R=20 and a Traffic Index
of TI=6 the following pavement section is recommended for interior subdivision streets.
Material Layer
TI=6
HMA Pavement
2.5"
Base Coarse (3/" minus)
4.0"
Subbase (Pitrun)
10.01,
It is noted that it is common for the local jurisdiction to require a standard design or to
match the existing pavement section when working on collectors or arterials such as
Overland Road. If improvements are required for Overland Road, ACHD should be
consulted concerning pavement design requirements. Materials meeting the
requirements of ISPWC & / or ACHD are required for any work within this project.
Foundation System
The proposed single-family residential structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Based upon proper placement and compaction of
structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded
on the native soils or upon properly placed and compacted structural fill. Either
crawlspaces or slab on grade floors are acceptable. Basements are not allowed without
a lot specific geotechnical /groundwater evaluation and recommendation report.
Slab on Grade Concrete
Care must be taken so that all excavations below both interior and exterior slab on
grade concrete are properly backfilled. 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. 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 Y2 foot of granular structural fill
materials. Mat material should all pass a 3/4-inch sieve and should contain less than
seven percent passing the # 200 sieve. ISPWC 3/" base or equivalent is recommended.
The mat shall be compacted to the requirement for structural fill.
Wd
Geotechnica/Services/Soil Testing& Inspection Services
,SITE Post Office Box 190537 - Boise, Idaho 83719
fVhh''SLii�IIVhh'' G.. LLC site.consulting.idaho@gmail.com - 208-440-6276
Storm Water
Two well logs, one south and one northeast of the subject property, were located on the
IDWR website and are included in the Appendix. The well logs indicate the static
groundwater is greater than 50 feet deep to the south and less than 10 feet deep to the
northeast. Preliminary plans indicate that stormwater will be directed to surface
detention ponds with subsurface infiltration or seepage pits. Based upon observed
subsurface conditions, SITE recommended a design perc rate of P=6 in./hr. with a drain
time not to exceed 24 hours. Monitoring wells and perc tests at injection locations are
recommended prior to design of each phase of this development. It is recommended
that storm runoff be directed away from all open excavations and not be allowed to
puddle on subgrade soils.
Inspection & Testing
A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. Testing should be
performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear
densometer). For mass filling, field nuclear moisture - density testing shall be performed
on each lift of compacted fill for each 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
Testing and inspection services are recommended herein. Proper quality control during
construction is required to confirm materials and methods and thereby obtain a
desirable finished product. Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm proper demolition, subgrade
grubbing, subgrade stability, and proper placement and compaction of fills. Any
deviations from the herein described subsurface conditions must be brought to the
attention of this consultant.
This report has been prepared for the exclusive use of the client and their retained
design consultants. Findings and recommendations within this report are for specific
application to the proposed construction described herein and apply only to the property
identified. Client may duplicate this report as needed or additional copies will be
provided upon proper client authorization.
Appendix Follows
Geotechnica/Services /Soil Testing& Inspection Services
S 1T C Post Office Box 190537 - Boise, Idaho 83719
ftt G nnii site.consulting.idaho@gmail.com - 208-440-6276
ONSVLTING., LLC
APPENDIX
Vicinity Map
Historical Aerial Photos (2)
Preliminary Plat
Geologic Map
Test Pit Locations
Test Pit Logs (8)
Soil Log Legend / Abbreviations & Acronyms
IDWR Well Logs (2)
0
Geotechnical Services /Soil Testing & Inspection Services
/SITE
ONSULTING. LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Vicinity Map
C
P8 PH
PH xaPwl
i
it
I
lWift N
tt
E
>1C
Yahoo Maps 2008
rm
Geotechnical Services /Soil Testing & Inspection Services
/SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Historical Aerial Photos
July 2010
Gravel Pit
M , Visible and
former test
x. pits visible
IF
0)
bn
(6
Q.
Geotechnica/Services /Soil Testing & Inspection Services
Post Office Box 190537 - Boise, Idaho 83719
000/SITE CONSULTING.
�h j� site.consulting.idaho@gmail.com - 208-440-6276
Preliminary Plat
008J —,..,.v're #
tI
4N111� {ela6aeulMOxd
a,kl ja
o.s.niPgeS 4lnag aGpsi4€nuS i
°s itittttt9Et
} {IF it tF6t ttTSt
iL ;E l� i iF i tt p
[ t3{{3 11 ElfLid�l4lx{%{{ �kg�s s
- sal €il 8B� 69»��cieieElslii€Riii@iQeiii�`:!g} � �!'3���d3C
w+vRLs
�-
� vrtrw g
3`,
l
s-
�, i-1i1 iJi# 1
1it
'�
k
/y E
fit,
Sd y. F 3f r . t iE"jg In
t.� � t�i � • ;�� �� 1�� �t
iLt
i Ff
41.
� �'1 TS �h� _; ` E��-. : { �: t€ � #` °i�� )ll�a�{3.ai19 •iE iL
'� 1 R "; � •' s !` i��� �yT< t ! • :�q ! '.( i 1 - ��{{ 31�Li �i��I7f= � {i
�„t,,, Jr! !-.a a `3� �!•� � � S3l�iiii�{.l�i{le
fli
t
fj
{I ia
Supplied by the Land Group (5/10/2021)
Geotechnical Services JSoll Testing & Inspection Services
�t�NSU���NG, ��� SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
-' A -----1 r%I- - A. - 1------ 0%-- -1- n7--&L. \A1-L,Ai4-�
G & B FVdy isk Pit Thuesen Pit Busy Bee-Blackcat Subject Property
Qag = Gravel of Amity Terrace
Geologic Map of Boise Valley
Idaho Geologic Survey Website
I
Geotechnica/ Services /Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
CO�SULTJNG., LLCsite.consulting.idaho@gmail.com - 208-440-627$
TEST PIT LOCATIONS'IITSIi
CO 1 Q
LL
VC
From Prior SITE report
Geotechnica/Services /Soil Testing & Inspection Services
SITE
/'LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
RANDOM TEST PIT LOGS
Test Pit:
TP-212
Existing Grade:
2684.5
Logged by:
Bob J. Arnold, PE
Finished Grade:
2684.7
Date Excavated:
02/22/10
Available / Excavated:
NEEDS
FILL
Test Pit Log
PREVIOUSLY
STRIPPED
0
1
Sandy Silt with Gravel
2
3
4
HARDPAN
5
Cemented Silt with
Sand and Gravel
6
10
-
Sand, Gravel and
Cobble To 8"
15
BOHINGE
Abbreviations
130I'1 Bottom of Hole
NGE No Groundwater
Encountered
Comments
Geotechnical Services /Soil Testing & Inspection Services
SITE
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-217
Existing Grade:
2672.0
Logged by:
Bob J. Arnold, PE
Finished Grade:
2668.4
Date Excavated:
02/22/10
Available / Excavated:
3.6 / 15.0
Test Pit Loa
PREVIOUSLY
STRIPPED
0
1
Sandy Silt with Gravel
and Cobble
2
3
4
Cemented at top of
Gravel Stratum
5
6
8
10
Sand, Gravel and
Cobble To 8"
`2
13
15 BOHINGE
Abbreviations
BOH Bottom of Hole
NGE No Groundwater
Encountered
Comments
1, � R;i
'y+a
d�
Geotechnical Services /Soil Testing & lnspection Services
4 k :
/CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-240
Existing Grade:
2665.5
Logged by:
Bob J. Arnold, PE
Finished Grade:
2656.5
Date Excavated:
02/23/10
Available / Excavated:
9.0 / 15.0
9 est r-it Lo
Previously Stripped
Sandy, Gravel & Cobble
To 8" Maximum
6
7
8
Sand Layer from 8-10'
9
-
10
11
�12
13
14
15
BOH/NGE
Abbreviations
BOH
Bottom of Hole
NGE
No Groundwater
Encountered
Comments
Previously Grubbed
11
Geotechnica/Services/ Soil Testing & Inspection Services
SITE
/-LO SULTINV, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
Test Pit:
TP-249
Existing Grade:
2690.1
Logged by:
Bob J. Arnold, PE
Finished Grade:
2676.8
Date Excavated:
02/25/10
Available / Excavated:
14.3 / 16.0
Test Pit Log
0
Silt & Clay topsoil
1
with organics
2
Sandy, Gravel & Cobble
To 8" Maximum
16
BOH/NGE
Abbreviations
BQH
Bottom of Hole
NGE
No Groundwater
Encountered
Comments
Geotechnica/Services /Soil Testing &inspection Services
/'SITE
ONSULTING, LLc
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-268
Existing Grade:
2678.8
Logged by:
Bob J. Arnold, PE
Finished Grade:
2664.2
Date Excavated:
02/25/10
Available / Excavated:
14.6 / 16.0
d
Test Pit Lo
0
15
FILL IN BANK
3
i
Original topsoil
6
7
Cements Silt and Sand
Sand, Gravel & Cobble
To 8" Maximum
16
BOH/NGE
Abbreviations
BOH
Bottom of Hole
NGE
No Groundwater
Encountered
Comments
Excavated against
an
Existing 5' fill
a
Geotechnical Services/Soil Testing A Inspection Services
'"SITE
ONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-289
ExistingGrade:
2692.3
Logged by:
Bob J. Arnold, PE
Finished Grade:
2670.3
Date Excavated:
04/17/10
Available / Excavated:
22.0 / 22.0
est Fit Lo
0
1 Silt & Clay wI Organics
2
3
4 Cemented Gravel
5
Sand, Gravel & Cob
To 10" Maximum
22 I BOH / NGE
Abbreviations
BOH
Bottom of Hole
NGE
No Groundwater
Encountered
Comments
y
en
Geotechnica/Services/Soil Testing & Inspection Services
/SITE
ONSULTING. LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-294
Existing Grade:
2672.5
Logged by:
Bob J. Arnold, PE
Finished Grade:
2661.0
Date Excavated:
02/25/10
Available / Excavated:
11.5 / 14.0
Test Pit Lo
0
1
Silt & Clay w/ Organics
2
Cemented Silt
3
4
5
HARDPAN
Sand, Gravel & Cobble
To 8" Maximum
14
BOH/NGE
Abbreviations
BOH
Bottom of Hole
NGE
No Groundwater
Encountered
.. Comments
N
Geotechnica/Services /Soil Testing & Inspection Services
000e'1TE
ONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Test Pit:
TP-307
Existing Grade:
2670.1
Logged by:
Bob J. Arnold, PE
Finished Grade:
2660.3
Date Excavated:
04/17/10
Available / Excavated:
9.8 / 10.0
Test Pit Loa
0
1 Silt & Clay w/ Organics
1
2
HARDPAN
3
4
5
Gravel in Cemented Silt
6
-----
-----------
Sand, Gravel & Cobble
10
BOH /NGE
Abbreviations
BOH
Bottom of Hole
NGE
No Groundwater
Encountered
Comments
�I
Geotechnical Services/Sol/ Testing & Inspection Services
SITE
/LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS
ITYPICAL DESCRIPTIONS
GW
ell- raded gravel, ravel -sand mixture, little or no fines.
GRAVEL &
< 5% - #200
GP
Poorly graded gravel, gravel sand mixture, little or no fines
GRAVELLY
COARSE
<SOILS #4
5-12%-#200
GM
Silty gravel, gravel -sand -silt mixtures
> 12% - #200
GC
Clayey gravel, gravel -sand -clay mixtures
GRAINED
SOILS
< 50% - #200
SAND &
< 5% - #200
SW
ell -graded sand, gravelly sand, little or no fines.
SP
Poorly graded sand, gravelly sand, little or no fines
SANDY
SOILS
SM
Silty sand, sand -silt mixtures
> 50% - # 4
—
>12% - #200
SC
Clayey sand, sand -clay mixtures
ML
Inorganic silt and very fine sand, rock flour, silty or clayey fine
SILTS AND
INORGANIC
sand or clayey silt with slight plasticit
CL
Lean clay -low to medium plasticity, gravelly clay, sandy clay,
CLAYS
FINE
LL < 50%
Isilty
clay
GRAINED
ORGANIC
OL
Organic silt and organic silty clay of low plasticity
SOILS
MH
Elastic silt, micaceous or diatomaceous fine sand or silty soil.
> 50% - #200
-
SILTS AND
INORGANIC
CLAYS
LLa50%
CH
Fat clay - high plasticity
ORGANIC
OH
Organic clay-med. or high plasticity: organic silt
HIGHLY ORGANIC SOILS
I PT jPeat,
humus, swamp soil with high organic content
ABBREVIATIONS AND ACRONYMS
AASHTO
American Association of State Highway & Transportation
Officials
ACP
Asphaltic Concrete Pavement
ASTM
American Society for Testing and Materials
BH
Bore Hole
IBC
International Building Code
ISPWC
Idaho Standard for Public Works Construction
ITD
Idaho Transportation Department
NP
Non -Plastic
PCC
Portland Cement Concrete
P('_F
Pounds per Cuhir Foot
PSF
Pounds per Square Foot
TP
Test Pit
USCS
Unified Soil Classification System
U0
Geotechntca/Services/Soil Testing& Inspection Services
Z
ITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-627f:s�L���vG, LLB
IDWR WELL LOG
South of Site
IOAHO DEPARTMENT OF WATER FiF.raOtll (;e - "or
WELL DRIL LER'S REPORT Salt point Pere
-A r a t
4.. ci t' A.
3. LOCATION OF WELL by "of description.
'.lvltzi amp 00 mk'}+t Ea%jrA mgm# with wntters �acaGar;.
to
• i T. North)( 0r South;-,
r R least 0 or vet ' K
sec. , _ 114 V4 k,l 1 4
Lot NO t —S.W. N... fvL Vt�
4, PROPOSED USE.
r1 Trwmad t fayscwn O €. _
S.' ` OF WORK
tor* WaF "v®rfy of ft "lt i Ra r cern&M _, Abardorrr*nt
6. DRILL METHOD
OD
kkaq R: 4'y i>eAll Rotgr4 #tsls 4 r
7. %EALING PROCEDURES
&EaL,f+LT[R PoaU4
_
aa�;k�`
r_
�1ETt+tYG
,,,, d" are $"I s ted7 YZJ W, 1 OWT ....,.,,.....,._...
B. CASINGIUNER;
tLpyo�ene rRY` n fiwff raw ft".'� w 4 T^00~
+ice.
_ K
C" 0
C
0 >�
rtr}s t�ryskce4 � d^krdd17Sb3 .�. � T
S. PERFCIRAATtONS1SCREENS
�. perfomwnv Me4hod
7A SG baS # TWO zamatsw�� .
Enm li' fi�+:.Ayy#i9■ M C%iNfoblf+f �.. � CY1H
t cd
10, WELL TESTS*
_. Pump "1W =A+r t3 Ria—V Ad—n
TWrQ*mwm d wa2ar�_ -, Was a water ariv)yleil dor*7 Yes �
By Who'*n7
wi s, Quality rodar,
$Mm H4Ie.-
11WTICWATERLEVEL.
R.. #IOw �.;,rFr,c� C}ep}td tttt�I+tn r}aw }ound
J`✓
Artesian Pressure — th- Qo§Cflhe acte5S port-,_—
^;.
Dv.dcn»e Cmilro}ltrV Devv s:.._^.
12. LITHOLOGICLOG.-Meamitwo4mim ur Y
•�
,ems
F
y
1
i�
Iv
■
r
Lim
13. DRILLER'S CEATW. ATION
vNe G`e" that 4j, mY1'e[r"1% Wadi Cfimfixbw sdandimit wwa fAISIPbw wmt:.-.I
than }inset the Aq WAs mfttov�+r�y
Firm FAir}sp f tt� /__ FeRt No '+
arrA'-'qt 7 /
514a3}Y w or
PLOW ARD M-11iE COPY TO ti tAWq RESOURCES
Geotechnica/Services /Soil Testing & Inspection Services
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
IDWR WELL LOG
Northeast of Site
' " `'` / 4DAH0 DEPARTMENT OF WATEH HESOURCES
) r2
... WELL DRILLER'S REPORT
1. WELL TALL Ns?, a -... t ' ZC �+�" -- � if4.�.,,, iWP g —A14
I)HX.LWQPEtA,MNo, .�• l_� s .....,.. It WELL TESTS: sat fvng-
0tw ktst'€ 41, r-pamo = Svfer EAfr i- Flawing ArWsI >4
2. OWNER, i
t;ama�rr�e.r _
3. LOCATION Of WELL by "of desetipt(ln:
ti-v cf magi €acaucA re }s•t agrta *Rh wit€itr to emn.
rs
7ect. hofuy, a soom C
Rgit' �. Eris! `. 1or weo
ixi�`t �n• ._.-.. cam r,..."'�,�..
__ .. tat torg.
Addy... & t'Fait Sirs :ail; -a...:
gars a •. *z.r s'.a�;«ti.;
4, USE-
)<Domtste C € imk—fai F7;Mority
(--'rogation
Thntmat injedlo^. ! 0rher—
_
5 PE OF WORK can* ac tat awy
ttiapkosm fif let l
flaw, ftl C modify 0 Akazdom m q
'' (),.W _
6• DRILL BLS
HJ4ilFtr v Gabit rM. M4 ttstary
.-0tw ....,.,
7. SEALING PROCEDIJ11 ES
Sth �F. [�`Fa 11C*
4u.'�.Jlft
5E�"'IMQG
sdu.z•r. }�,
#u.s
EtaW sn sane t
: 'Wa se!a` kas€ad; �` u Htwr' _• _ ._._
S CASINGILfNER:
.�
_. _ :iml�ililwr��
Cxx,.y za, wNdwa Tkaa!}a
ZI
LON% Of dtita�G�•Pr___<..._..___m. tangth of Taiipipa. - _ __ _
9. PERFORA1TIONStSCREENS,
p_tnna €�tathtux� _
Fr*v. r }g uu 1MF+t r F�nF.a�>: Mus.sx .ra:.n
€ t
10, STATIC WATER LEVEL ON ARTESIAN PRESSURE.
_,_.tom;,_ r€- befos 410u10 Artewan pressure
Dept sterx enyxlrwWiad a-_m�-.__.. rt, QrrsGritm access Pon W
FORWARD W"ttE uory p.
'fi!} aAl rsn
1 xCffF
t'6wۥ a tlFrt
tC!
4VA* Temp. � s � � 3a An €r.Ns,tump.
kVa".er €w wo or oaftar*w % 4
frd,14tar E'n;r;wz€ar
12. UT14OLOGIC 100, (Detente repairs or abandonment) w.,..
I z- f rrcn { T. f Rmarar E7ahatadg, Water W1taty a Tam; -at.,: f Y j * a♦
Cn,tlated Depth �[r _-,. -.744vrawej
Oats; S arrad _ _ .rt • - - �r' c,.:mo�t eO7,sl:'t'
t3• DRILLER'S CERTIFICATION
twit thy€ of minPun arm ca"i ru:1W suwav� warn } kd wjfr at
tee fmr arc }Mg .rqa ,ymrned
fial.a},etx`y ttam��-�.t%A� �411kt,�� �. € x�iTfi'•e �4.j�7+�Y l
�r'tEk€rui / 34- ttataLT=,i_..
ark r
1�4.w }t`Mw oAfe.-tdMapeS
:r WATER REStLIKES
Nothing follows.
Geotechnica/Services /Soil Testing & Inspection Services