HomeMy WebLinkAboutCC - Drain Calc Package Stamped ailey Engineering,Inc.
CIVIL ENGINEERINGIPLANNINGICADD
DRAINAGE CALCULATIONS FOR:
Foxcroft Subdivision No. 1
SS STF�Nc,,y� PROJECT NO: C2019-013
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Q� 07/19/202
1 882 DATE: 7n 9i2o21
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DEVELOPER:
Trilogy Development, Inc.
9839 W Cable Car St, Suite 101
Boise, ID, 83709
(208) 895-8858
1119 E. State Street, Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013
www.baileyengineers.com
Foxcroft Subdivision No. 1 consists of approximately 14 acres of land located east of the Ten Mile
Creek in Meridian,Idaho. The site is sloped from east to west towards the creek.High groundwater
is prevalent in the development site; shallow ponds will be utilized to take stormwater from the
site's public roadways.
The front half of `Type A' lots has been designed to slope towards the roadway, continuing to
roadside gutters. The front and back half of`Type B' lots has been designed to route towards the
roadway. The rear half of`Type A' lots is routed to the rear of the lot.
The drainage system for Foxcroft No. 1 will consist of four(4) infiltration ponds. Three (3) of the
ponds will be designed as `zero-separation' basins. The fourth is located in the site's northeast
corner where there is greater separation to the groundwater table. When flowing to the `zero-
separation' basins, flow is split in manholes. Low flows will be routed to the forebay, overpassing
in larger storm events. The three `zero-separation' ponds are designed with a clay-lined forebay
and unlined primary basin. The forebay will receive water from the splitter manhole. The pond
forebay has been designed with a clay liner and is not designed for infiltration. The bottom of the
pond forebay will be sloped at a 1% minimum slope to a pipe cutting through the pond berm into
the primary basin. The pipe extending through the pond berm will have an orifice cap to regulate
flow and extend the treatment time of the storm water. The 100-year runoff volume is capable of
draining through the bioretention soil mixture lens in less than 48 hours.
The ACHD Calculation Spreadsheet,Version 10.0(May 2018)was used to determine runoff volumes
and size the site's drainage facilities. Using a unique time of concentration and a weighted runoff
coefficient for all the drainage areas,runoff volumes were calculated for each drainage area.
Unit calculations were performed for rear yard, single-family lot drainage.A swale will be constructed
along the west and south rear lot lines to keep lot drainage away from the Ten Mile Creek. Sand lenses
have been designed for infiltration in the bottom of these swales for infiltration.
Methodology and Assumptions
1. Geotechnical Report from Site Consulting,LLC is attached(Appendix 4)
a. Prepared by Bob Arnold,dated 03/10/2021
b. Ground water is shallow across the development site. Monitoring is included in
geotechnical report.
2. 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
a. C for single family residential use =0.40
b. C for asphalt=0.95
c. C for gravel shoulder=0.75
d. C for landscape area=0.20
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 1 hour
iii. Pond Calculations
1. Standard sizes
a. Side Slope: 3:1 (H:V) for all ponds
b. 100 year water depth: varies
c. Required Freeboard
i. 0.5' for water depth< 3.0'
ii. 1.0' for water depth> 3.0'
List of Appendices:
Appendix 1 —Intensity-Duration Frequency(IDF) curve
Appendix 2 - Drainage Map
Appendix 3 - Drainage Calculations
Appendix 4 - Geotechnical Report
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
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... ��
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\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021, 6:55 AM
Version 10.0, May 2018
Foxcroft Subdivision South No.1-Runoff Calculations
Updated: 7/17/2021
C=0.42 C=0.20 C=0.95
Single-Family Landscape Asphalt/Concrete Weighted Runoff Sheet Flow Gutter Flow Time of Concentration 25-Vr Intensity100-Yr Intensity
Drainage Area Area sf Area(acres lexclusivel Q25 cfs 100 cfs Drains to...
Lot Area(sfl Area sf Areas Coefficient Len h ft Length ft min in hr in hr
DA 1W 33127 0.760 23613 0 9514 0.57 50 443 20 1.30 1.81 0.57 0.79 Pond 1
DA 3E 37275 0.856 8550 13357 15368 0.56 55 284 20 1.30 1.81 0.62 0.87
DA 2W 97719 2.243 80929 0 16790 0.51 160 553 45 0.77 1.07 0.88 1.23 Pond 2
DA 2E 58540 1.344 27961 14379 16200 0.51 105 413 30 1.08 1.51 0.74 1.04
DA 3W 31098 0.714 20332 0 30766 0.60 65 365 20 1.30 1.81 0.56 0.78 Pond 3
DA 3E 33008 0.758 22774 0 10234 0.58 50 375 20 1.30 1.81 0.58 0.80
DA 4W 3347 0.077 1333 0 2014 1 0.74 1 20 1 95 1 10 1.85 1 2.58 1 0.11 0.15 Pond 4
DA4E 2087 0.048 0 0 2087 0.95 0 95 10 1.85 2.58 0.08 0.12
ACHD IDF,with revised curves
Tc 100-Year 25-Year
10 2.58 1.85
15 2.18 1.56
20 1.81 1.30
25 1.58 1.14
30 1.51 1.08
35 1.25 0.90
40 1.15 0.82
45 1.07 0.77
50 1.00 0.72
55 0.96 0.69
60 0.96 0.69
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1 =50
AND 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 Foxcroft Subdivision No.1-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) 4
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 33,127 37,275
Acres 1.62
6 Determine the Weighted Runoff Coefficient(C) 0.57 0.56
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Caiiate
min 10 Min. Estimated Runoff Coefficients for Various Surface
Type of Surface Runoff Coefficients"i
Business
Downtown areas 0.70-0.95
Hydraulic Urban neighborhoods 0.50-0.70
Radius Flow Residential
Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50
Multi-family 0.60-0.75
ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40
Segment 1:Pipe Flow Apartment Dwelling Areas 0.70
a Industrial and Commercial
Light areas 0.80
Heavy areas
Segment 2:Gutter Shallow Concentrated Flow 0.
Parks,Cemeteries .1010-0.25
b 0.005 0.619 443 1.4 5.1 Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
Segment 3:Overland Sheet Flow By TR-55,<300-ft
c 0.010 50 0.200 3.3 15.3
Computed Tc= 20.4
User-Entered Tc= 20.0
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in hr
9 Calculate the Post-Development peak discharge(ClPeak) Qpe.k 1.65 cfs
10 Calculate total runoffvol IV)(for sizing primary storage) V 3,159 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 1,974 fY
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Basin Foreba V 316 ft' Asphalt 0.95
Y Concrete 0.95
Primary Treatment/StorageBasin V 2,843 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 3,159 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\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:37 AM
Version 10.5,November 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 Foxcroft Subdivision No.1-Pond 1
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.57 Q,V2 n
0,3
6 Area A(Acres) 1.62 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55
8 1-Basin Forebay V 316 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
SideSkp Z site slope Z Sib Skaz
A n. ^ Flaw '
M.ks pz
t--�--� ( ) Side S*Z !L 0 Sib 6i
Forebay Primary Basin
9 Select Forebay Shape 5-Irregular
10 Width of Forebay Bottom W 4.0 ft 20.0
11 Length of Forebay Bottom L 18.0 ft 73.0
12 Side Slopes(H:1) H:1 3.00 3.00
13 Enter Bottom Elevation 2555.30 ft 2555.25
14 Enter Top Bank Elevation 2557.75 ft 2557.75
15 Enter Water Surface Elevation(WSE) 2557.25 ft 2557.25
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2557.25 ft 2557.25
18 Enter High Groundwater Elevation 2553.30 ft 2553.30
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration? 0.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Forebay Asaod 0 ftz 1100
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.55 316 0 0 1 0 1 311
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2555.30 2555.30 3.000 4.0 18.0 Override 1.00 0
2555.50 3.000 0.0 0.0 Override 72.00
2555.75 1 3.000 0.0 0.0 Override 147.00
2556.25 3.000 0.0 0.0 Override 240.00
2556.75 3.000 0.0 0.0 Override 350.00
2557.25 3.000 0.0 0.0 Override 475.00 485
1.95 it depth for storage STORAGE OK
25 Does forebay have capacity? VE5
26 Time to drain forebay 0.0 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:46 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 Foxcroft Subdivision No.1-Pond 1
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.57 Q,V2 n
0,3
6 Area A(Acres) 1.62 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55
8 2-Primary Treatment/Storage V 2,843 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
sideSkpe Z site slope Z sib skaz
A n. ^ Flaw '
*skpz
t--` > < > sideslapez .L 0 9a°sy°'
Primary Basin
9 Select Primary Basin Shape 5-Irregular
10 Width of Primary Basin Bottom W 20.0 ft
11 Length of Primary Basin Bottom L 73.0 ft
12 Side Slopes(H:1) H:1 3.00
13 Enter Bottom Elevation 2555.25 ft 255 .
14 Enter Top Bank Elevation 2557.75 ft 2557.
15 Enter Water Surface Elevation(WSE) 2557.25 ft 2557.25
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2557.25 ft 2557.25
18 Enter High Groundwater Elevation 2553.30 ft 2553.30
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Primary/Storage Basin Infiltration? 2.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Primary Asaod 1,100 ftz 0
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.33 2,843 183 0 183 2,660
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2555.25 2555.25 3.000 20.0 73.0 Override 1100.00 0
2555.75 3.000 0.0 0.0 Override 1398.00
2556.25 1 3.000 1 0.0 0.0 Override 1717.00
2556.75 3.000 0.0 0.0 Override 2051.00
2557.25 3.000 0.0 0.0 Override 2402.00 3,459
2.00 it depth for storage STORAGE OK
25 Does primary/storage basin have capacity? YES
26 Time to drain primary/storage basin 14.0 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:47 AM
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 Foxcroft Subdivision No.1-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 97,719 58,540
Acres 3.59
6 Determine the Weighted Runoff Coefficient(C) 0.51 0.51
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51
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
Business
Downtown areas 0.70-0.95
Hydraulic Urban neighborhoods 0.50-0.70
Radius Flow Residential
Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50
Multi-family 0.60-0.75
ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40
Segment 1:Pipe Flow Apartment Dwelling Areas 0.70
a Industrial and Commercial
Light areas 0.80
Heavy areas 0.90
Segment 2:Gutter Shallow Concentrated Flow Parks,cemeteries 0.10-0.25
b 0.005 0.619 553 1.4 6.4 Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
Segment 3:Overland Sheet Flow By TR-55,<300-ft
c 0.010 160 0.200 4.1 38.7
Computed Tc= 45.1
User-Entered Tc= 45.0
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.07 in r
9 Calculate the Post-Development peak discharge(QPeak) QPeak 1.96 cfs
10 Calculate total runoff vol(V)(for sizing primary storage) V 6,343 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) Vr, 3,964 ft'
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Asphalt 0.95
Basin Foreba V 634 ft'
Y Concrete 0.95
Primary Treatment/StorageBasin V 5,709 ft` Brick 0.95
Subsurface Storage Roofs 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 6,343 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\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:41 AM
Version 10.5,November 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 Foxcroft Subdivision No.1-Pond 2
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.51 QV2�
QV3
6 Area A(Acres) 3.59 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55
8 1-Basin Forebay V 634 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
SideSkpe L site Slope Z Sib S�paz
A n. ^ Flaw '
y w� �- w�
9YeSYpL
---�.-� ( ) Side S*Z !L 0 Sib 6i
Forebay Primary Basin
9 Select Forebay Shape 5-Irregular
10 Width of Forebay Bottom W 5.0 it 0.0
11 Length of Forebay Bottom L 20.0 ft 0.0
12 Side Slopes(H:1) H:1 2.00 3.00
13 Enter Bottom Elevation 2557.93 ft 2557.88
14 Enter Top Bank Elevation 2560.38 ft 2560.38
15 Enter Water Surface Elevation(WSE) 2559.88 ft 2559.88
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2559.88 ft 2559.88
18 Enter High Groundwater Elevation 2556.80 ft 2556.80
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration? 0.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Forebay Asood 0 ftz 2158
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 1.10 634 0 0 1 0 1 634
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(it) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2557.93 2557.93 2.000 5.0 20.0 Override 1.00 0
2558.13 2.000 0.0 0.0 Override 113.00
2558.38 1 2.000 1 0.0 0.0 Override 215.00
2558.88 2.000 0.0 0.0 Override 342.00
2559.38 2.000 0.0 0.0 Override 492.00
2559.88 2.000 0.0 0.0 Override 665.00 689
1.95 it depth for storage STORAGE OK
25 Does forebay have capacity? VES
26 Time to drain forebay 0.0 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:48 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 Foxcroft Subdivision No.1-Pond 2
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.51 QV2�
QV3
6 Area A(Acres) 3.59 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cis Q,V TR55
8 2-Primary Treatment/Storage V 5,709 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
sideSkpe Z site slope Z sib skaz
A n. ^ Flaw '
y w� 4 1%1w.
t ` > < > saeslapez .L,, 9a°sy°'
Primary Basin
9 Select Primary Basin Shape 5-Irregular
10 Width of Primary Basin Bottom W 39.0 it
11 Length of Primary Basin Bottom L 88.0 ft
12 Side Slopes(H:1) H:1 3.00
13 Enter Bottom Elevation 2557.88 ft 2557.93
14 Enter Top Bank Elevation 2560.38 ft 2560.38
15 Enter Water Surface Elevation(WSE) 2559.88 ft 2559.88
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2559.88 ft 2559.88
18 Enter High Groundwater Elevation 2556.80 ft 2556.80
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Primary/Storage Basin Infiltration? 2.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Primary Asaod 2,158 ftz 0
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.66 5,709 360 0 360 049
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(it) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2557.88 2557.88 3.000 39.0 88.0 Override 2158.00 0
2558.38 3.000 0.0 0.0 Override 2507.00
2558.88 1 3.000 0.0 0.0 Override 2874.00
2559.38 3.000 0.0 0.0 Override 3257.00
2559.88 3.000 0.0 0.0 Override 3656.00 5,773
2.00 it depth for storage STORAGE OK
25 Does primary/storage basin have capacity? YES
26 Time to drain primary/storage basin 14.3 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:50 AM
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 Foxcroft Subdivision No.1-DA 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
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 31,098 33,008
Acres 1.47
6 Determine the Weighted Runoff Coefficient(C) 0.60 0.58
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59
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
Business
Downtown areas 0.70-0.95
Hydraulic Urban neighborhoods 0.50-0.70
Radius Flow Residential
Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50
Multi-family 0.60-0.75
ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40
Segment 1:Pipe Flow Apartment Dwelling Areas 0.70
a Industrial and Commercial
Light areas 0.80
Heavy areas 0.90
Segment 2:Gutter Shallow Concentrated Flow Parks,cemeteries 0.10-0.25
b 0.005 0.619 365 1.4 4.2 Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
Segment 3:Overland Sheet Flow By TR-55,<300-ft
c 0.010 65 0.200 3.5 18.8
Computed Tc= 23.1
User-Entered Tc= 20.0
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in hr
9 Calculate the Post-Development peak discharge(QPeak) Qpe k 1.58 cfs
10 Calculate total runoff vol(V)(for sizing primary storage) V 3,019 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) Vr, 1,887 ft'
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Asphalt 0.95
Basin Foreba V 302 ft`
Y Concrete 0.95
Primary Treatment/StorageBasin V 2,717 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 3,019 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\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:44 AM
Version 10.5,November 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 Foxcroft Subdivision No.1-Pond 3
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.59 Q,Vz
QV3_
6 Area A(Acres) 1.47 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55
8 1-Basin Forebay V 302 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
SideSkpe L site Slope Z Sib S�paz
A n. ^ Flaw '
y w� �- w�
9YeSYpL
---�.-� ( ) Side S*Z !L 0 Sib 6i
Forebay Primary Basin
9 Select Forebay Shape 5-Irregular
10 Width of Forebay Bottom W 4.0 ft 0.0
11 Length of Forebay Bottom L 18.0 ft 0.0
12 Side Slopes(H:1) H:1 3.00 3.00
13 Enter Bottom Elevation 2558.38 ft 2558.33
14 Enter Top Bank Elevation 2560.83 ft 2560.83
15 Enter Water Surface Elevation(WSE) 2560.33 ft 2560.33
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2560.33 ft 2560.33
18 Enter High Groundwater Elevation 2556.80 ft 2556.80
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration? 0.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Forebay Asood 0 ftz 1419
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.52 302 0 0 1 0 1 112
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2558.38 2558.38 3.000 4.0 18.0 Override 1.00 0
2558.58 3.000 0.0 0.0 Override 63.00
2558.83 1 3.000 0.0 0.0 Override 140.00
2559.33 3.000 0.0 0.0 Override 242.00
2559.83 3.000 0.0 0.0 Override 370.00
2560.33 3.000 0.0 0.0 Override 522.00 503
1.95 it depth for storage STORAGE OK
25 Does forebay have capacity? VES
26 Time to drain forebay 0.0 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:51 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 Foxcroft Subdivision No.1-Pond 3
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2
4 Design Storm 100 Link to: Qv
5 Weighted Runoff Coefficient C 0.59 Q,Vz
QV3_
6 Area A(Acres) 1.47 acres Q,V4
7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55
8 2-Primary Treatment/Storage V 2,717 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
sideSkpe Z site slope Z sib skaz
A n. ^ Flaw '
y w� 4 1%1w.
t ` > < > saeslapez .L,, 9a°sy°'
Primary Basin
9 Select Primary Basin Shape 5-Irregular
10 Width of Primary Basin Bottom W 43.0 ft
11 Length of Primary Basin Bottom L 59.0 ft
12 Side Slopes(H:1) H:1 3.00
13 Enter Bottom Elevation 2558.33 ft 2558.38
14 Enter Top Bank Elevation 2560.83 ft 2560.83
15 Enter Water Surface Elevation(WSE) 2560.33 ft 2560.33
16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00
17 Enter Elevation Berm 2560.33 ft 2560.33
18 Enter High Groundwater Elevation 2556.80 ft 2556.80
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Primary/Storage Basin Infiltration? 2.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Primary Asaod 1,419 ftz 0
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.31 2,717 237 0 1 237 1 2,481
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2558.33 2558.33 3.000 43.0 59.0 Override 1419.00 0
2558.83 3.000 0.0 0.0 Override 1670.00
2559.33 1 3.000 1 0.0 0.0 Override 1937.00
2559.83 3.000 0.0 0.0 Override 2219.00 2,713
2560.33 3.000 0.0 0.0 Override 2515.00 3,897
2.00 it depth for storage STORAGE OK
25 Does primary/storage basin have capacity? VES
26 Time to drain primary/storage basin 10.3 hours
90%volume in 48-hours minimum -
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:52 AM
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 Foxcroft Subdivision No.1-CIA 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
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 3,347 2,087
Acres 0.12
6 Determine the Weighted Runoff Coefficient(C) 0.74 0.95
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.82
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 2.5F0.6Oin
Business
Downtown areas 0.70-0.95
9 Calculate the Post-Development peak discharge(QPeak) QPeak 0.2Urban neighborhoods 0.50-0.70
Residential
Single Family 0.35-0.50
10 Calculate total runoff vol(V)(for sizing primary storage) 5Multi-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) 95fight areas 0.80
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 221 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 35 ft` Asphalt 0.95
Y Concrete 0.95
Primary Treatment/StorageBasin V 318 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 354 ft^ Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C D
Flat:0-2% 0.04 0.07 0.11 O.
Average:2-6% 0.09 0.12 0.15 O.
Steep:>6% 0.13 0.18 0.23 O.
Adapted from ASCE
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:39 AM
Version 10.5,November 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 Foxcroft Subdivision No.1-Pond 4
2 Enter number of Basins(25 max) 4
3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1
4 Design Storm 100 Lin Qv
5 Weighted Runoff Coefficient C 0.82 QV2
QV3
6 Area A(Acres) 0.12 acres Q,v4-----------
7 Approved Discharge Rate(if applicable) 0.00 cfs QV TR55
8 1-Basin Forebay V 354 ft3
Toggle between Forebay and Primary Basin,enter data and print for each
SideSkp Z site slope Z Sib Skaz
A n. ^ Flaw '
M.ks pz
t--�--� ( ) Side S*Z !L 0 Sib 6i
Forebay
9 Select Forebay Shape 5-Irregular
10 Width of Forebay Bottom W 8.0 ft
11 Length of Forebay Bottom L 36.0 ft
12 Side Slopes(H:1) H:1 3.00
13 Enter Bottom Elevation 2560.57 ft
14 Enter Top Bank Elevation 2563.07 ft
15 Enter Water Surface Elevation(WSE) 2562.57 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 2556.30 ft
19 Min.Freeboard Requirement 0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration? 2.00 in/hr Note:infiltration required if
Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow
22 Infiltration Area for Forebay Asaod 212 ftz
Enter 0 for no infiltration
23 Adjusted Storage Required
260
m D .00 Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol
Vol Discharge Discharge Reqd
Hr in/hr cfs ft3 ft3 ft3 ft33 ft
3 1 0.96 0.10 354 35 0 35 318
24 Depth-Storage Relationship:
Saved Surface
Basin Basin Surface Surface Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below
Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft)
2560.57 2560.57 3.000 8.0 36.0 Override 212.00 0
2561.07 3.000 0.0 0.0 Override 348.00
2561.57 3.000 0.0 0.0 Override 500.00 352
2562.07 3.000 0.0 0.0 Override 665.00 643
2562.57 3.000 0.0 0.0 Override 845.00 1,021
2.00 it depth for storage STORAGE OK
25 Does forebay have capacity? VES d
26 Time to drain forebay 9.0 hours
90%volume in 48-hours minimum OK
C:\Users\kcraig\Desktop\Foxcroft\Foxcroft On-Site ACHD Calcs.xlsm 7/17/2021,6:53 AM
Version 10.0,May 2018
Foxcroft Subdivision No. 1
Backyard Drainage Swale Unit Calcs
Assumptions for calculations:
Intensity 25= 1.8 in/hr Tc=15 min
Intensity 50= 2.2 in/hr Tc=15 min
Intensity 50= 1.0 in/hr for 1-hour storm
25, 50-year Peak Flow= C * I *A W/sec *Intensity at time of concentration
50-year Runoff Volume = C * I *A*T W *Intensity at 1 hour, 50 year storm
Drainage Qp 25-yr Flow Qp 50-yr Flow Runoff 50-yr
z C-value Tc(min) s
Area ft (cfs) (cfs) Volume ft
Unit Calculation 75 0.45 10 0.00 0.002 2.79
New Swale design
Runoff Volume = 2.79 ft3
Design Depth(ft)= 1.00
Design width(ft)= 6
Cross Sectional Area(ft^s2)= 3.0000
Required Length= 0.93 Length= 1
Time to Drain
Percolation Rate = 2 in/hr
Length (ft) Width (ft)
Sand Lens Area [total] (ft^2)= 0.40 ftz 0.2 2.00
Time to Drain= 41.84 hours Less than 48 hours ok
IT Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ON/ S L LTING, LL
Trilogy Development March 10, 2021
Mr. Shawn Brownlee File#21844-13
9839 West Cable Car Street, #101 Page 1 of 26
Boise, Idaho 83709
Re: Geotechnical Recommendation Report
Foxcroft Subdivision Property
Meridian, Idaho 83642
Shawn:
As per your authorization, this consultant has prepared the following Geotechnical
Evaluation & Recommendation Report for your proposed Foxcroft Subdivision, a
residential and commercial development, to be constructed on West Pine Avenue, west
of North Ten Mile Road in Meridian, Idaho.
Based on the results of our investigation and evaluation, we believe the property is
acceptable, from a geotechnical perspective, for the proposed residential subdivision
and commercial building development. Please see the following executive summary for
our recommendations and items of concern.
It is noted SITE previously issued a project feasibility report for this project. That report
(#20005-A, dated 11/1612020) contained the historical groundwater monitoring for this
project and is included by reference.
The construction and civil engineering recommendations presented within this report
are to be incorporated into the project plans and specifications and adhered to during
design and construction. Recommendations are provided for the design and
construction of earthwork, foundations, slab on grade concrete, flexible pavements,
storm water disposal and inspection, and compaction testing requirements.
We appreciate this opportunity to be of service and we look forward to working with you
during the design and construction of this project. Should you have any questions or
require additional information, please contact our office at your convenience.
Respectfully submitted;
Bob J. Arnold, PE ��®®NAL
SITE Consulting, G1aTZ,0��
AX
s�
®F ,®�®�Q
J
v
a
Geotechnica/services/soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING., LLC
EXECUTIVE SUMMARY
• GROUNDWATER - North of Pine Avenue, groundwater was encountered at depth of
6-10 feet in test pits excavated to depths of 7-10 feet deep in mid-May 2019. South
of Pine Avenue, groundwater was encountered at a depth of 6-7 feet in onsite test
pits excavated to depths of 6-8 feet deep in mid-August 2020. Three well logs for the
subject and nearby properties from the IDWR website indicate the groundwater in
• EXPANSIVE CLAY - No clay soil of concern was observed or sampled on the
property. Clay of concern would be a fat clay with the potential for large volume
changes based upon moisture content.
• BEDROCK - Bedrock was not encountered in test pits that extended up to 10 feet
deep. Well logs for the subject property obtained from IDWR indicate no bedrock is
present. Available Geologic Mapping also indicate no bedrock is present.
• FOUNDATIONS - Normal foundation construction is anticipated for both residential
and commercial construction. Both slab on grade floors and conventional
crawlspaces are acceptable.
• PAVEMENT SECTIONS - An R-Value test resulted in reducing the pavement section
for interior, residential streets within this development. Pavement sections are
provided for Traffic Indexes of TI=6 and TI=8. It is to be confirmed with ACHD that
TI=8 is acceptable for all new improvements to West Pine Avenue.
• STORMWATER DISPOSAL - Two percolation tests performed in the northwest
corner of the development resulted in a recommended design perc rate of P=2.0
inches/hour. This rate includes a safety factor of a 50% reduction in measured value.
Given the difficulty in confirming the design perc at the adjacent Chesterfield and
Creekstone developments, a drain time of 12 hours is recommended. As per ACHD
requirements, percolation rate is to be confirmed at the point of injection at the time
of construction.
• COMMERCIAL DEVELOPMENT - Additional evaluation is recommended for the
commercial portion of this development. When plans are complete, stormwater
injection locations are known, and building foundation loads and vehicle traffic loads
can be anticipated, these recommendations should be reviewed and, if necessary,
modified. Additional field exploration may be required.
N
ew
G
Geoteelywca/Services/soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CON/SSULTING, LL
INTRODUCTION
PURPOSE AND SCOPE
This report presents the results of a Geotechnical Evaluation performed for a proposed
residential subdivision and commercial development to be constructed on seven parcels
north and south of West Pine Avenue, west of North Ten Mile Road in Meridian, Idaho.
Parcel information is as follows:
# Ada County# Address Acres
1 S 1210131700 3720 West Pine Avenue 7.10
2 S 1210141925 North Ten Mile 12.75
3 S 1210417910 3715 West Pine Avenue 4.76
4 S 1210417325 3515 West Pine Avenue 1.47
5 S 1210417600 West Pine Avenue 3.37
6 S 1210417310 West Pine Avenue 4.15
7 S 1210417501 3513 W Pine Avenue 0.82
TOTAL ACRES 34.4
According to the preliminary plat, access to the property will be gained from West Pine
Avenue. Improvements to existing right-of-ways are anticipated. The purpose of this
investigation was to evaluate the subsurface soil conditions and provide
recommendations for building foundations and civil construction. The field investigation
included subsurface exploration by means of a rubber-tire-mounted backhoe operated
by an independent contractor. During excavation of the test pits, logs were generated,
and soil samples were gathered. Soil samples were returned to our in-house soil
laboratory for testing. After the field investigation and laboratory testing was completed,
all available field and laboratory test data was reviewed, the provided design information
was evaluated, and this report was prepared. This report summarizes our findings and
recommendations regarding the geotechnical aspects of the project.
AUTHORIZATION
E-mail authorization to proceed with a geotechnical investigation for the northwest
section of this development was received from the client on March 3, 2019. Staking and
excavation was delayed until a civil design was developed. The residential section south
of Pine was added by email on July 26, 2019. The Preliminary Plat for the entire
development was supplied to SITE on February 19, 2020. 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
the submitted proposal. Cn
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Geotechnica/services/soil Testing&Inspection services
E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ON ULTING, LL
RESEARCH & BACKGROUND
GENERAL
There are four homes and numerous outbuildings on the subject properties. Many of
these will remain after development but some will be demolished. Historical aerial
photos back to 1992 do not reveal other historical structures other than the known
single-family residences and related outbuildings now present. Ada County Assessor
records indicate no basements are present, however IDWR logs confirm wells are
present on at least one of the properties. The undeveloped portion of the property is
farmland or pastureland.
FIELD INVESTIGATION
Eleven test pits were advanced to depths of approximately 6-10 feet below the existing
ground surface within the residential sections of this development. During excavation,
samples were recovered from the spoil piles as excavation was performed. These
samples were sealed in plastic bags, labeled, and returned to the laboratory for
evaluation and analysis. In the laboratory, Sieve Analysis, Moisture Content, Liquid
Limit, Plastic Limit, and Plasticity Index testing were performed on selected samples.
Tests were performed in general accordance with the ASTM test methods. All test
results are included in the Test Pit Logs located in the Appendix.
OBSERVED CONDITIONS
All test pits were generally similar with approximately 4-6 inches of organic topsoil
consisting of silt with sand and / or silty sand. This soil is atop a silty sand, weakly
cemented silt and sand, or a sandy lean clay layer. The overburden soils extend to sand
and gravel contact which occurred as shallow as five feet and as deep as 12 feet. The
exposed sand and gravel layer in our test pits include clay fines and therefore do not
percolate water as is typically expected once the pitrun layer is reached. Groundwater
was encountered between six and 10 feet deep in all our test pits.
The Idaho Department of Water Resources website provided the three well logs
included in the Appendix. These logs agree with our investigation and indicate the static
groundwater is 6-10 feet deep on and near the subject property. It is noted that in
deeper wells artesian pressure may result in higher static water levels that actually exist
at shallower depth.
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Geoteclinical Services/Soil Testing&Inspection services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
0NSULTI I , LL
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
After proper grubbing, the native lean clay, silt, and silty sand or sandy silt, soils can be
utilized as structural fill to fill residential lots.
Removal of the majority of the organic materials will require grubbing of 4-8 inches of
surface soils. This is required in all areas to receive structural fill. Deeper excavation
may be required along irrigation ditches and where large trees, bushes, and soft, wet
areas are present. The depth of grubbing is to be confirmed during construction to
ensure organic materials are properly removed from beneath future pavements and
structural fills. Inspection by the project geotechnical engineer should confirm all organic
material and demolition debris is removed. Inspection must confirm complete removal of
demolished structures including basement floors.
It is to be confirmed at the time of subdivision construction that all foundation and slab
on grade concrete was removed during any demolition of structures and the resulting
excavations were properly backfilled with structural fill.
If construction is to occur during wet weather or wet surface soil conditions, low-
pressure, (tracked), construction equipment is recommended. Rutting caused by the
contractor using rubber-tired equipment on a wet subgrade can be expected and should
be repaired at contractor's expense. This information is to be supplied to earthwork
contractors prior to construction.
Structural fills less than three feet deep are to be compacted to 95% of the maximum
dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill,
basement backfill, and fill intended to contain rerouted irrigation canals, ditches, or
storm water runoff, fill materials are to be compacted to 100% of the Standard Proctor
maximum dry density. If structural fill is to be placed on residential lots or commercial
building pads, the fill is to extend laterally outside foundations a distance equal to the
depth of structural fill. Compaction testing to confirm proper compaction is
recommended. Visual inspection is also required to confirm stability and the lack of soft,
deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails
visual inspection.
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Geotechnica/Services/soil Testing&Inspection services
I Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ISU LTI , LLC
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
slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils to
maintain a vertical or near vertical slope 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.
Pavement Section
R-Value samples were gathered, and a single sample selected for testing. The specialty
soils lab reported an R-Value of R=12. Pavement sections were calculated based upon
an R-Value of R=12 and Traffic indexes of TI=6 and TI=8. The results are shown in the
table below. Materials meeting the requirements of ISPWC &ACHD are required for all
work within this project.
Location TI=6 TI=8
HMA 2.5" 3.0"
%" Base 4.0" 4.0"
Subbase 12.0" 16.0"
ACHD is to be contacted concerning the pavement section for Pine Avenue. They may
require additional sampling, an increased or higher Traffic Index value, or matching of
the existing pavement section.
Storm Water
Sand and gravel material were present at depths greater than five feet deep in two of
the three test pits excavated in August 2020. Percolation testing was performed in TP1
and TP2 at five feet deep. Based upon these results and a 50% safety factor a
percolation rate of P=2 inlhr with less than a 16 hour drain-time is to be recommended
for design of facilities that extend less than six feet below the existing ground surface.
Confirmation of perc rate at the time of construction by field testing is recommended.
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Geotechnical services/Soil Testing&Inspection services
SSITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Residential 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 1,500 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 but slab on grade floors will
eliminate the possibility of water accumulating in crawlspaces. Basements are not
feasible given the shallow groundwater. If clay soil, wet soil, or deflecting soil is present
at the foundation support elevation a geotechnicai engineer should be retained for site
specific recommendations. Foundation drains are required within this development.
Roof runoff is not to route through foundation drains. Foundation embedment depth is to
be at least 24 inches below outside adjacent grade. Foundations that are outside
crawlspaces are to be sealed /waterproofed with brush or spray on foundation mastic.
Commercial Foundation System
Foundation loads are required to generate recommendations for commercial building
foundations. It is anticipated that such structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Bearing pressures of up to 1,500 psf are allowed
for foundations founded on the native soils or upon properly placed and compacted
structural fill. Higher values may be possible after loads are known and evaluated for
settlement.
Underground Utilities
It is not anticipated that large excavators or small backhoes will experience any
difficulties excavating the onsite materials encountered on the property. No bedrock
formation was encountered on the subject property. Well logs from IDWR indicate the
high static water level may be as high as six feet below the existing ground surface.
Contractors may use the onsite monitoring wells to assess the groundwater prior to
proposing on or beginning constructions. Wells are to be protected during construction
and can only be removed with permission from the client and SITE.
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Geotechnical Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
LTIN , tL
Inspection & Testing
A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. For mass filling, field
nuclear moisture - density testing shall be performed on each lift of compacted fill, one
test for each filled residential lot or building pad. Trench backfill and right-of-ways are to
be tested to ACHD and 1 or ISPWC requirements. It is noted that structural fill can pass
compaction tests and still be unacceptable if pumping, rutting, or deflecting under
vehicle or foot traffic.
Contractor Inspections
This report has been prepared with the intent to provide specific design information to
the developer and the civil engineering consultant. It is not intended to act as any
contractor's "Due Diligence" or subsurface inspection prior to estimating construction
costs or actual construction. Any remaining monitoring wells can be used by contactors
to confirm the depth to groundwater. Wells are to be protected and retained.
General Comments
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided the opportunity to review the final design and
specifications. This review will confirm the earthwork recommendations have been
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result
in additional invoicing unless additional research and recommendations are needed.
Testing and inspection services are recommended herein. Proper quality control during
construction is required to confirm materials and methods and thereby obtain a
desirable finished product. Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm proper demolition, subgrade
grubbing, subgrade stability, and proper placement and compaction of fills. Any
deviations from the herein described subsurface conditions must be brought to the
attention of this consultant.
This report has been prepared for the exclusive use of the client and their retained
design consultants. Findings and recommendations within this report are for specific
application to the proposed construction described herein and apply only to the property
identified. Client may duplicate this report as needed or additional copies will be
provided upon proper client authorization.
APPENDIX FOLLOWS co
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Geotechnica/services/soil Testing&Inspection services
SITEI E Post Office Box 190537 - Boise, Idaho 83719
ULTJ site.consulting.idaho@gmail.com - 208-440-6276
CON/SULTING.. LLC
APPENDIX
Preliminary Plat
Aerial Photo - Test Pit Locations
Test Pit Logs (11)
Soil Log Legend /Abbreviations &Acronyms
Calculated Pavement Sections (2)
Subcontracted R-Value Result
Adjacent Groundwater Well Logs (3)
Monitoring Well Map
Groundwater Data
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Geotechnica/Services/soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
ULTJ site.consulting.idaho@gmaii.com - 208440-6276
ZC/ONSULTING, LLC
PRELIMINARY PLAT
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Geotechnical Services/soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
ONS L , LL
AERIAL PHOTO
Approximate Test Pit Locations
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Image Provided by Google Earth
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GeotechnicalServices/Soil Testing&Inspection Services
IT Post Office Box 190537 - Boise, Idaho 83719
UI site.consulting.idaho@gmail.com - 208-440-6276
CO LT
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TEST PIT LOG
Test Pit: TP-1 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 #200 1 %M I LL PI
0.0-1.0 Brown,Moist Firm,Sand&Silt
with Root Zone/Organic Layer 6-8"
1.0-3.0 Brown,Moist,Firm,Sandy Silt ML
2.0 - I - I - 1 100 99.8 94.9 1 85.8 79.2 27.6 NP NP
3.0-5.0 Brown/Tan,Firm,Silty,Sand SM
4.0 - I - 1 100 1 99.3 1 98.1 93.7 43.2 1 20.1 14.9 18.5 NP NP
5.0-6.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble
Bottom of Excavation @&0
6.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-2 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1/2" 3/8" 1 #4 #10 940 #100 #200 %M LL PI
Brown,Moist, Firm,Silty Sand(SM)
0.0-4.0 with Root Zone/Organic Layer 6-8"
3.0 - 1 100 1 97.7 1 96.1 1 91.5 81.7 52.6 40.9 36.1 19.9 NP NP
4.0-5.0 Brown/Red,Wet,Firm,Sand&Silt
5.0-8.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Silt
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
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Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
Z ONSULTI , LLC
TEST PIT LOG
Test Pit: TP-3 File#: 21844
Client: Trilogy Development Date Excavated: 8/14/20
Project: Foxcroft Excavated By: Wood Brothers
Location See Map—Red Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M I LL PI
0.0-1.0 Brown,Wet, Firm,Sand,Clay,Silt
with Root Zone/Organic Layer 6-8"
1.0-7.0 Brown/Tan,Wet,Firm,Sticky,Sand ,Lean Clay CL)
3.0 - 1 100 1 97.7 1 96.1 1 91.5 81.7 1 52.6 1 40.9 1 36.1 1 19.9 I28 9
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-1 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 1 #100 1 #200 %M LL PI
0.0-1.0 Brown,Moist,Finn,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-3.0 Brown,Moist,Finn,Sandy,Silt(ML)
3.0 1 100 1 88 1 86 1 84 82 72 1 60 1 52.5 13.4 1 NP NP
3.0-8.0 Brown/Tan,Moist,Firm,Sand,Gravel,Cobble
6.0 1 100 1 80 1 76 1 64 1 50 19 9 1 7.1 4.1 1 NP NP
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 8.0
Monitoring Well Installed
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Geotechnical Services/Soil Testing&inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LL
TEST PIT LOG
Test Pit: TP-2 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 1 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone I Organic Layer 6-8"
1.0-3.0 Brown,Moist,Firm,Sand,Clay,Silt
3.0-8.0 Brown/Tan,Saturated,Soft,Sand,Gravel,Cobble
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 8.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-3 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand&Silt
With Root Zone/Organic Layer 6-8"
1.0-4.0 Brown,Moist,Finn,Sand,Clay,Silt
3.0 100 99 98 91 74.5 24.4 NP NP
4.0-7.0 Brown/Tan,Moist,Firm,Sand,Silt
5.0 100 1 96 1 91 1 88 84 73 26 16 13.1 9.8 NP NP
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
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ITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
SULT NG, LL
TEST PIT LOG
Test Pit: TP-4 File#: 21844
Client: Trilogy Development Date Excavated: 5/3119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 1 #100 #200 %M LL I PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-6.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
3.0 100 98 1 84 59.7 22.2 1 NP NP
6.0-8.0 Brown/Tan,Wet,Soft,Sand,Gravel,Clay
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-5 File#: 21844
Client: Trilogy Development Date Excavated: 5/3119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 3/4" 1 1/2" 1 3/8" #4 #10 #40 1 #100 #200 %M LL PI
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-6.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
4.0 1 1 1 100 1 98 96 92 89 85.7 24 NP NP
6.0-8.0 Brown/Tan,Wet,Soft,Sand,Gravel,Clay
Bottom of Excavation @ 8.0
8.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
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/0� I Post Office Box 190537 - Boise, Idaho 83719
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TEST PIT LOG
Test Pit: TP-6 File M 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: I J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 1.0" 13/4" 1 1/2" 1 318" 1 #4 t #10 1 #40 1 #100 1 #200 %M I LL PI
0.0-3.0 Brown,Wet,Firm,Sticky,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0-7.0 Brown/Tan,Wet,Soft,Sand,Gravel,Cobble
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit: TP-7 File#: 21844
Client: Trilogy Development Date Excavated: 5/3/19
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 1 3/81, 1 #4 1 #10 #40 #100 #200 1 %M LL PI
0.0-3.0 Brown,Wet,Sticky,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0-7.0 Brown/Tan,Wet,Saturated,Sand,Gravel,Clay
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered @ 7.0
Monitoring Well Installed
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TPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING, LL
TEST PIT LOG
Test Pit: TP-8 File#: 21844
Client: Trilogy Development Date Excavated: 513119
Project: Foxcroft Excavated By: JM
Location See Map—Yellow Placemark Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI
0.0-6.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0 1 1 100 1 99 96 78 63 53.3 24.2 25 5
6.0-8.0 Brown/Tan,Moist,Firm,Sand,Silt,Clay
7.0 1 1 1 1 100 97 88 54 42.1 18.1 20 2
8.0-10.0 Brown/Red,Moist,Firm,Sand,Gravel,Clay
9.0 100 1 99 1 92 82 57 44 36.5 22.7 25 5
Bottom of Excavation @ 10.0
10.0 Ground Water Encountered @ 10.0
Monitoring Well Installed
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ZULTItE Post Office Box 190537 - Boise, Idaho 83719
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SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS TYPICAL DESCRIPTIONS
GW Well-graded gravel,gravel-sand mixture,little or no fines.
F
GRAVEL& Gp Poorly graded gravel,gravel sand mixture,little or no fines
GRAVELLY
SOILSOILS 5-12% #200 GM Silty gravel,gravel-sand-silt mixtures
#4
COARSE >72°!°-#200 GC Clayey gravel,gravel-sand-clay mixtures
GRAINED
SOILS
<50%-#200 SW-1Well-graded sand,gravelly sand,little or no fines.
SAND& <5%-#200
SANDY SP Poorly graded sand,gravelly sand,little or no fines
SOILS
>50%-#4 SM Silty sand,sand-silt mixtures
SC Clayey sand,sand-clay mixtures
Fm L]
Inorganic silt and very fine sand,rock flour,silty or clayey fine
SILTS& INORGANIC sand or clayey silt with slight plasticity
CLAYS CL Lean clay-low low to medium plasticity, ravel) sand or silty clay
FINE LL<50% y' P tY�gravelly, Y� tY Y
GRAINED ORGANIC OL Organic silt and organic silty clay of low plasticity
SOILS
>50%-#200 PH Elastic silt,micaceous or diatomaceous fine sand or silty soil.
SILTS& INORGANIC
CLAYS CH Fat clay-high plasticity
LL>50%
ORGANIC OH Organic clay-med.or high plasticity:organic silt
HIGHLY ORGANIC SOILS PT Peat,humus,swamp soil with high organic content
ABBREVIATIONS & ACRONYMS
AASHTO American Association of State Highway & Transportation
Officials
ACHD Ada County Highway District
ASTM American Society for Testing and Materials
IBC International Buildins Code
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
NP Non-Plastic
PCC Portland Cement Concrete
PCF Pounds per Cubic Foot
TP Test Pit
USCS Unified Soil Classification System 00
%M Percent Moisture
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DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Foxcroft Subdivision File No.: 21844
West Pine Avenue -Meridian Calc By: T Shaffer
Client: Trilogy Development Date: 02/20/21
Design Thickness Equation:
T=0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 6 By Agency
GE = Gravel Equivalent R = R-Value = 12 Soil Test
GE= 20.8Inches
ACHD HMA, 3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness= 2.5 Inches HMA=V 5.0 Inches
3/4" Base Thickness = 4.0 Inches RBE=s 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 11 .4Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base= 4.0 inches
Subbase= 12.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 12.0 inches
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Geotechnical Services/Soil Testing&Inspection Services
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T Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ULTING, LL
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Foxcroft Subdivision File No.: 21844
West Pine Avenue -Meridian Caic By: T Shaffer
Client: Trilogy Development Date: 02/20/21
Design Thickness Equation:
T =0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 8 By Agency
GE = Gravel Equivalent R = R-Value = 12 Soil Test
GE= 27.5Inches
ACHD HMA, 3/4" Base and Aggre-gate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness = 3.0 Inches HMA=r 7.5 Inches
3/4" Base Thickness= 4.0 Inches RBE=r 4.4 Inches
Calculated Appreciate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 15.6Inches
CALCULATED DESIGN SECTION
HMA= 3.0 inches
3/4" Base= 4.0 inches
Subbase= 16.0 inches
RECOMMENDED DESIGN SECTION
HMA = 3.0 inches
3/4" BASE = 4.0 inches
SUBBASE = 16.0 inches
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SITE Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
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Laboratory No,: L191739
Project No+ : IkO327
Sample Date, NA
Report Date- �St 12,2019
cfient: Site Con LLC
Project Name: 20191_abgr�to Te-stniq
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site.consulting.idaho@gmail.com - 208-440-6276
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NSULT , LL
Monitoring Well Locations
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Geotechnical Services/Soil Testing&Inspection services
T Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
LTJ , LL
GROUNDWATER DATA
MW# 1 2 1 3 4 1 5 1 6 7 8 1 1 2 3 Comment
Date Installed 513/2019 8/14/2020
Ground Elevation 2655.5 255&0 2555.5 2557.0 2559.0 1 2558.0 2557.5 2556.5 2957.0 2961.0 2559.0
Casing Height 1.5 2.0 1.5 2.0 1.3 2.4 1.5 2.5 1.8 1.3 2.5
Casing Elevation 2557.0 2557.0 2557.0 2559.0 2560.3 2560.4 2559.0 2559.0 2958.8 2962.3 2561.5
5/17/2019 8.0 8.0 7.0 7.0 7.0 6.0 7.0 10.0
GW Elevation 2549.0 2549.0 2550.0 2552.0 2553.3 2554.4 2552.0 2549.0
5/31/2019 8.0 5.5 7.0 7.0 7.0 6.0 7.0 10.0
GW Elevation EM 2553.3 2554.4 2552.0 2549.0
6/14/2019 8.0 6.0 7.5 7.4 5.5 5.0 6.0 8.0
GW Elevation 2551.0 2549.5 2551.6 2555.4 2553.0 2551.0
6/28/2019 8.0 7.0 8.0 7.8 3.0 4.0 6.0 6.0 Recently Flooded
GW Elevation 2549.0 2550.0 2549.0 2551.2 2557.3
7/8/2019 Gone 7.2 Gone Gone 2.5 3.6 4.5 5.3 Recently Flooded
GW Elevation 2549.8 2557.8 2556.8 2554.5 2553.7
8/16/2019 Gone 7.5 Gone Gone 1.5 3.0 4.8 6.6 Field Flooded
GW Elevation 2549.5 2559-1 2557-1 2564-1 2552-1 Ignor Data
9/22/2019 Gone 7.8 Gone Gone 6.0 5.5 6.3 7.0
GW Elevation 2549.2 2554.3 2554.9 2552.8 2552.0
8/20/2020 5.6 5.6 6.0
GW Elevation
9/15/2020 low
6.1 7.0 7.0
GW Elevation 2952.7 2955.3 2554.5
10/18/2020 6.5 8.0 7.8
GW Sevationi 2952.3 2964.3 2553.7
1101
NOTHING FOLLOWS
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