CC - Drainage CalcsJoafley Engineering, Inc.
CIVIL ENGINEERINGIPLANNINGICADD
DRAINAGE CALCULATIONS FOR:
Westbridge Subdivision
��S�pNAC �NG�
a�
2/04/2019 1P PROJECT NO: C2018-009
\�D A. Via:
DATE: 02-04-2019
DEVELOPER:
Trilogy Development
9839 W Cable Car St, Suite 101
Boise, ID 83709
208-895-8858
4242 N. Brookside Lane ♦ Boise, Idaho 83714 ♦ Tel.: 208-938-0013
dbailey@baileyengineers.com
The existing site topography is relatively flat, sloping gently from East to West. No significant
grading is proposed for the site; earthwork will consist primarily of excavating surface soils and
materials to subgrade for the drive lanes and drainage ponds. The drainage system will consist of
five (5) public drainage ponds, as well as a borrow ditch to collect runoff from the site's frontage on
Black Cat Rd.
The front half of all building lots is accounted for in drainage calculations, as the lots will slope towards
the road. Storm water from each drainage area will flow through a gutter before being routed to a catch
point. The back of most building lots, `Type A' lots, will drain to the rear towards a backyard swale.
The entirety of `Type B' lots will drain to the front of the lot. The drainage areas have been delineated
with attention to the lot type, with the front half of `Type A' lots and the entirety of `Type B' lots added
to the appropriate drainage basin.
Along the site's frontage, water will sheet flow off of the widened Black Cat Rd into a borrow ditch for
infiltration. Within the site's interior, water will be routed in roadside gutters to one of five (5) low points
across the site. Two of the five low points are designed with subsurface storm drain piping crossing the
roadway, with the water routed to a storm drain manhole. Runoff is split at the manhole to an infiltration
basin forebay in low flows (<2 yr peak flow) with water flowing to both the forebay and primary basin
in larger storm events. An overflow channel is designed between the forebay and primary basin in each
of these ponds (Pond 1 & 3). At the other three (3) low points, water will drop into a catch basin and
flow into a small infiltration basin (<1500 sf footprint) for infiltration.
The ACHD Calculations Spreadsheet Version 10.0 (May 2018) was used to determine runoff volumes
and peak flow rates for each individual drainage basin. Using a unique time of concentration of and a
weighted runoff coefficient for all of the drainage areas, runoff volumes were calculated for each
drainage area.
Methodology and Assumptions
1. Geotechnical Characteristics
a. Originally Prepared by Bob J. Arnold P.E., dated July 10, 2018.
b. Shallow groundwater table is being monitored
c. Infiltration rate : 6 inches per hour.
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 (Appendix 1)
a. C for single family residential use =.40
b. C for landscape exclusive areas = 0.20
c. C for asphalt = .95
2. I = Rainfall intensity of design storm in inches/hour — Intensity -
Duration -Frequency table (Appendix 1)
3. A = Area of drainage basin under consideration — The site is divided
into basins as shown on attached drawing based on final site grading.
(Appendix 2)
ii. Runoff Volume Calculation
1. V=CIAT
a. C = Weighted runoff coefficient
b. I = Rainfall intensity for 1 hour storm
I=0.96 in/hr for 100 -yr storm
I=0.69 in/hr for 25 -yr storm
c. A = Area of drainage in acres
d. T = Duration of storm
e. Storage Volume
i. V 100 as determined by ACRD Spreadsheet
2. Calculations can be seen in Appendix 3
iii. Pond Calculations
1. Standard sizes
a. Side Slopes: Varies— 3H:1 V Max
b. Maximum 100 year water depth: 2.90' (varies by pond)
c. 0.5' freeboard provided
2. Time to Drain: Must drain within 48 hours
a. Percolation rate: 6 in/hr
b. Required Volume/ (Perc. Rate* Infiltration Area)
3. Calculation can be seen in Appendix 3
List of Appendices:
IDF CURVE AND RUNOFF COEFFICIENTS — Appendix I
DRAINAGE AREA MAP — Appendix 2
DRAINAGE CALCULATIONS — Appendix 3
GEOTECHNICAL REPORT — Appendix 4
BOISE AREA INTENSITY -DURATION -FREQUENCY, WITH REVISED IDF CURVES
Intensitv (inches oer hour)
Boise Area
Intensity Duration Frequency (IDF)
3.00
------- 2 year
2.50 r, -*- 5 year
-x- 10 year
=2.00
1
-6 25 year
s
c1.50 \ ---�- 50 year
N *`` -t;- 100 year
X1.00
----,.-
0.50 --------
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
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Caics\Westbridge ACHD Calcs.xlsm 2/1/2019, 11:19 AM
Version 10.0, May 2018
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 1
0.06
0.08
0.10
0.12
0.14
0.16
F --7724.00j
24 hours 1
0.04
0.06
0.06
1 0.08
0.09
0.10
Boise Area
Intensity Duration Frequency (IDF)
3.00
------- 2 year
2.50 r, -*- 5 year
-x- 10 year
=2.00
1
-6 25 year
s
c1.50 \ ---�- 50 year
N *`` -t;- 100 year
X1.00
----,.-
0.50 --------
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
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Caics\Westbridge ACHD Calcs.xlsm 2/1/2019, 11:19 AM
Version 10.0, May 2018
Westbridge Subdivision - Runoff Calculations
Updated: 2/1/2019
Drainage Area
Areas
Area attes
Slegfe•Family
Let Area z
Landscape
exclusive
Area z
Asphalt/Concrete
Areas
Weighted Runoff Coefficient Sheet flow
estimated Length tt
Gutter Flow Time of Concentration
Length (ft) lminl
Q100 ds
Q25 chs
Q1W
Combined
ds
Drains to...
DA 1N
97796
2.245
79430
0
18366
0.52
128
525
39
3.46
1.05
2w14
Pond 1
DA IS
18935
0.435
8310
0
10625
0.72
50
240
10
0.68
0.49
DA 2
82180
1.887
52911
3570
25699
0.58
122
167
33
1.65
1.18
1.65
Pond 2
DA 3N
16654
0.382
3700
0
12954
0.83
64
78
20
0.57
0.41
2.15
Pond 3
DA 35
93157
2.139
62978
0
30179
0.59
130
306
37
1.58
1.14
DA 4
15554
0.357
9486
0
6068
0.63
62
166
20
0.41
0.29
0.41
Pond 4
DAS
16209
0.372
10159
0
6050
0.62
70
166
22
0.42
0.30
0.42
Ponds
DA OIack Cat
22074
0.505
0
11206
30608
0.57
N/A
N/A
N/A
N/A
N/A
N/A
Black Cat Srrw
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ACRD 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 riumbeir ofstorage facilities to create new tab)
User input in yellow cells.
1 Project Name Westbridge Subdivision - QV 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) 6
Click to Show More Subbasins ❑
5 Area of Drainage Subbasin (SF or Acres) SF
Acre:
Subbasin
Slope (ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
97,796
18,935
3,198
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
2.68
Surface Storage: Basin
Basin Forebay
V
512
ft'
0.52
0.72
4,605-
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
0.55
$'
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate
min
70 Min.
ID Pipe Size (in)
Slope (ft/ft)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
Perm
Flow
Velocity
(fps)
Flow Time
(min)
Segment 1: Pipe Flow
a
0.70
Segment 2: Gutter Shallow Concentrated Flow
b 0.004 0.619
1 525
1 1 1.3 6.8
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in);
Railroad yard areas
Segment 3: Overia nheet Flow By TR -55, < 300 -ft
d S
c 0.010 128 1 0.200 1 1 4.0 32.4
Enter Runoff Reduction Vol (95th Percentile=0.60•in x Area x C)
User -Entered Tc =139.0
8 Determine the average rainfall Intensity (i) from IDF Curve based on Tc
9 Calculate the Post -Development peak discharge (QPeak)
s I
( Qpol,
1.2S -
1.85':
in/hr
cis
10 Calculate total runoff vol (V) (for sizing primary storage)
V
5,116
ft
V = Ci (Tc=60)Ax3600
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in);
Railroad yard areas
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60•in x Area x C)
Vrr
3,198
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
512
ft'
Primary Treatment/StorageBasin
V
4,605-
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
5,116
$'
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xism
Version 10.0, May 2018
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
Urban neighborhoods
0.70-0.95
0.50-0.70
Residential
Single Family
Multi -family
0.35-0.50
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
0.80
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
6.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas 1 0.10-0.30
Streets
Asphalt 0.95
Concrete 0.95
Gravel
0.75 _
Fields: Sandy soil
Soil Type
Slope
A
a
C D
Flat: O-2%
0.04
0.07O.
Average:4 -640
0.09
0.12
0.15 0.
c.- ...,c
0.13
0.18
0.23 O.
2/1/2019, 10:59 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 Westbridge Subdivision - QV 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 AvI
Subbasin
Slope (ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
82,180
1
1.3 1 2.2
W
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Segment 3:; OverlandSheet Flow By TR -55, <300 -ft
cis
13 Volume Summary
C 0.010 122
1.89
3.9 31.2
Surface Storage: Basin
Basin Forebay
V
378
it
0.58
V
3,403
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
0.58
ft'
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate -
min 10 Min.
LIDPipe Size (in)
Slope (ft/ft)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
Perm
Flow
VelocityV
(fps)
Flow Time
(min)
Segment 1: Pipe Flow
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in)
Segment 2: Gutter Shallow Concentrated Flow
95th
0.60 in
b 0.0040.619 1 167
1
1.3 1 2.2
W
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Segment 3:; OverlandSheet Flow By TR -55, <300 -ft
cis
13 Volume Summary
C 0.010 122
0.200 1
3.9 31.2
Surface Storage: Basin
wi.,puacu ,..-
User -Entered Tc =133.0
8 Determine the average rainfall intensity (i) from IDF Curve based on Tc
y Calculate the Post -Development peak discharge (QPeak)
1
QPeak'
1.51
1.65 i
in/hr
cis
10 Calculate total runoffvoi(V)(for sizing primary storage)
V
3,782
ft
V = Ci (Tc=60)Ax3600
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
Vrr
2,364'
W
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cis
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
378
it
Primary Treatment/StorageBasin
V
3,403
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
3,782
ft'
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm
Version 10.0, May 2018
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "
Business
Downtown areas
Urban neighborhoods
0.70-0.95
0.50-0.70
Residential
Single Family
Multi -family
0.35-0.50
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
0.80
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: 0-296
0.04 0.07 0.11 0.
Average: 2-6%
0.09 0.12 0.15 0.
Steep:>61/.
0.13 0.18 0.23 0.
1
Adapted from ASCE
2/1/2019, 11:06 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 Westbridge Subdivision - QV 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
flir4 ,n [hnw Mnro C�ihha<inc f1
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
Subbasin
Slope (ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
16,654
93,157
Steep:>6%
b 0.004 0.619
1 306
1 1
1 1.E4.0
ds13
Volume Summary
2.52
Flow Segment 3: iOverland Sheet FloBy TR -55, <300 -ft
Surface Storage: Basin
C 0.010 1 1 130
1 0.200
4.0 32.8
V
546'1
ft'
0.83
0.59
4,912-
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
0.63
it,
6 Determine the Weighted Runoff Coefficient (C)
C=I(CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 userCalcuiate
min _
10 Min.
ID Pipe Size (in)
Slope (ft/ft)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
Perm
Flow
VelocityV
(fps)
Flow Time
(min)
Segment 1: Pipe Flow
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
a
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm 1(95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Segment 2: Gutter Shallow Concentrated Flow
V..3,411
Steep:>6%
b 0.004 0.619
1 306
1 1
1 1.E4.0
ds13
Volume Summary
Flow Segment 3: iOverland Sheet FloBy TR -55, <300 -ft
Surface Storage: Basin
C 0.010 1 1 130
1 0.200
4.0 32.8
V
546'1
ft'
wniPuicu ,-
User -Entered Tc = 37.0
8 Determine the average rainfall intensity (i) from IDF Curve based on Tc
9 Calculate the Post -Development peak discharge,(QPeak)
1
ClpeA '..
1.25
1.97
in hr '
cfs
SO Calculate total runoff vol M (for sizing primary storage)
V
5,457 '
it,
V = Ci(Tc=60)Ax3600
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm 1(95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C)
V..3,411
Steep:>6%
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
ds13
Volume Summary
Surface Storage: Basin
Basin Forebay
V
546'1
ft'
Primary Treatment/StorageBasin
V
4,912-
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
5,4571
it,
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Caics.xlsm
Version 10.0, May 2018
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients .1
Business
Downtown areas
Urban neighborhoods
0.70-0.95
0.50-0.70
Residential
Single Family
Multi -family
0.35-0.50
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
0.80
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
2/1/2019, 11:12 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 Westbridge Subdivision - QV 4
2 is area drainage basin map provided? YES
(map must be included with stormwoter 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 Avl
fl:r4 to Ghnw Mnre Gnhhacinc n
Subbasin
Slope (ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
15,554
Vrr
486
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Segment 3:"OveHand Sheet Flow By TR -55, <'300 -ft
C 0.010 62 0.200 3.4 18.1
13 Volume Summary
0.36
Surface Storage: Basin
Basin Forebay
V
78 1
ft'
0.63
V
700
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
0.63
ft'
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 30 User Calculate,_ -
min t0 Min.
Pipe Size (in)
k.i,
wiiiNu�cu
Slope (ft/ft)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
Perm
Flow
Velocity
(fps)
Flow Time
(min)
Segment 1:lPipe Flow
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Segment 2: Gutter Shallow Concentrated Flow
Is 0.004
0.619 1 166
95th
1.3
2.2
Vrr
486
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Segment 3:"OveHand Sheet Flow By TR -55, <'300 -ft
C 0.010 62 0.200 3.4 18.1
13 Volume Summary
User -Entered Tc 20.0
8 Determine the average rainfall intensity (i) from`IDF Curve based on Tc1
9 Calculate the Post -Development peak discharge (Q
t�Peak) Qpeak
1.81
0.41`,
in hr
cfs
10 Calculate total 'runoffvoijV)(for sizing primary storage)
V
777
ft
V = Ci (Tc=60)Ax3600
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
11 Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0,60-in x Area x C)
Vrr
486
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
ds
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
78 1
ft'
Primary Treatment/StorageBasin
V
700
it,
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
777
ft'
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Caics\Westbridge ACHD Calcs.xlsm
Version 10.0, May 2018
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "
Business
Downtown areas
Urban neighborhoods
0.70-0.95
0.50-0.70
Residential
Single Family
Multi -family
0.35-0.50
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
0.60
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Ummprovea areas
u.iu-u.au
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
Gravel
0.75
Fields: Sandy soil
Soil Type
Slope
A
Flat: O-2%
0.04
!20
Average: 2-6%
0.09
Steep:>6%
0.13
Adapted from ASCE
2/l/2019,11:13 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-devetopmenk flows, increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Westbridge Subdivision - QV 5
2 Is area drainage basin map provided? YES
(map must be included with stormwoter calculations)
3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100
rlicir to [hnw Mnro Suhhasins n
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
Subbasin
Slope (ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
16,209
V„
498
b
1 0.004 0.619 166
1.3 1 2.2
cis
13 Volume Summary
0.37
Segment 3: OverlanLsheet Flow By TR -55, < 300 -ft
Surface Storage: Basin
c 0.010 1 1 70
0.200
3.5 20.0
V
80
it
0.62
V
718
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
0.62
It,
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate
min t0 Min.
ID Pipe Size (in)
Slope (ft/ft)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
Perm
Flow
Velocity V
(fps)
Flow Time
(min)
Segment 1: Pipe Flow
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
a
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Segment 2: Gutter Shallow Concentrated Flow
V„
498
b
1 0.004 0.619 166
1.3 1 2.2
cis
13 Volume Summary
Segment 3: OverlanLsheet Flow By TR -55, < 300 -ft
Surface Storage: Basin
c 0.010 1 1 70
0.200
3.5 20.0
V
80
it
t-ompuceu m= LLl
User -Entered Tc = 22.0
8 Determine the average rainfall intensity (i) from IDF Curve based on Tc
9 Calculate the Post -Development peak discharge. (QPeak)
i
QPA •:
1.81`;
:0.42'.:
in hr
cis
10 Calculate total runoff vol (V) (for sizing primary storage)
V
797
it,
V = Ci (Tc=60)Ax3600
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
it Calculate Volume of Runoff Reduction Vrr
Parks, Cemeteries
0.10-0.25
Playgrounds
Enter Percentile Storm I (95th percentile = 0.60 in)
Railroad yard areas
95th
0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in xArea 'x C)
V„
498
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cis
13 Volume Summary
Surface Storage: Basin
Basin Forebay
V
80
it
Primary Treatment/Storage Basi `
V
718
ft'
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
797:'
It,
P:\C2018-009 Westbridge -Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm
Version 10.0, May 2018
Estimated Runoff Coefficients for Various Surfac
Type of Surface
Runoff Coefficients "I
Business
Downtown areas
Urban neighborhoods
0.70-0.95
0.50-0.70
Residential
Single Family
Multi -family
0.35-0.50
0.60-0.75
Residential (rural)
0.25-0.40
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
Heavy areas
0.80
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
C DFlat:
O-2%
qB.o
0.10Average:
2-6%
20.1508
0.23 0.
2/1/2019, 11:14 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 Westbridge Subdivision - Black Cat Brrw DA
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
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xAl)+(C2xA2)+(CnxAn)j/A Weighted Av
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
22,014
0.51
0.57
Avg
Click to Show More Subbasins ❑
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1 User calculate
min o Min
8
9
95th
P:\C2018-009 Westbridge -Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Caics.xism
Version 10.0, May 2018
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%
0.57
Average: 2-6%
0.09 0.12 0.15 0.
Steepa6%
0.13 0.18 0.23 0.
Adapted from ASCE
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1 User calculate
min o Min
8
9
95th
P:\C2018-009 Westbridge -Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Caics.xism
Version 10.0, May 2018
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.
Steepa6%
0.13 0.18 0.23 0.
Adapted from ASCE
2/1/2019, 11:17 AM
ACRD 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 Westbridge subdivision - Pond 1
Z Enter number of Basins 125 max)
I Number ofcells(Forebay+Primary=
I. Design Storm
i Weighted Runoff Coefficient C
i Area A (Acres)
7 Approved Discharge Rate (if applicat
3- 1 -Basin Forebay
Toggle betweenforebay and Prima)
rw
A � Y
v 1
s�syrz
t
------ -------
Storm Dur
Min
60
s�sl�z
w
<---•------�..... ---> sw Sig,z
QV2
(3, V3
QV4
QV5
QV6
QV TR55
r rte
W1 �
SW S4.,
L
lequired'
Basin Basin
Side Slope Width at Length at
New Stage (ft) (H:V) Stage (ft) Stage (ft)
Surface
Area A at
Stage (ft)
Surface
Area A at
Stage (ft)
Surface
Area Aat
Stage (if)
OVERIDE
Volume
Below
Stage (ft')
Runoff
Pre-Dev
Total
Max VoI
tion i total
Q '
Vol'
Perc Vol
Discharge
.Discharge
Reqd
Hr- in/hr
Is ft''
ft3, W
ft.
fta
1.00 0.96 `
.0.89 '512
'.81 ` `'0
'81
'A31
atons Ms
.p:
2535.20
4.000
0.0' 0.0
Override
Saved
Stage (ft)
Basin Basin
Side Slope Width at Length at
New Stage (ft) (H:V) Stage (ft) Stage (ft)
Surface
Area A at
Stage (ft)
Surface
Area A at
Stage (ft)
Surface
Area Aat
Stage (if)
OVERIDE
Volume
Below
Stage (ft')
-3533.70
2533.70 4.000
4.0' 40.0.
`Override
-153.00
0
2534.20
"4.000
0.0 0.0 I:
Override
:338.00
2534.70.
'4.000
0.0` 0.0:`
Override
:555.00
2535.20
4.000
0.0' 0.0
Override
801.00 ''
685
2535.70
"4.000
-0.0 -0.0
'Override
11078.00
1,155
.'2536.20
4.000
0.0. '0.0'
.Override
'.1385.00 :.
1,771
2.50 ft depth for storage STORAGE OK
25 Does forebay have
26 Time to drain forebay 5.7 hours
90W, volume in 48 -hours minimum OK
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm 2/1/2019,12:03 PM
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 Engineees methodology must result in facilities that meet or
exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name Westbridge subdivision - Pond 1
7 c.,fo. _ko. f u ;c nc -1 5
3 Number of Ceiis(Forebay+Primary=2, Primary Only=1) 2
4 Design Storm
100
Link to: Qv
5 Weighted Runoff Coefficient C
0.55
Qva
6 Area.A (Acres)
2.68 acres
QV4
7 Approved Discharge Rate (if applicable)
0.00 cis
Qvs
Qv
8 2 -Primary Treatment/Storage
V 4,605:
fe QVTx55
Toggle betweenjForeboy and Primary Basin enter data and print for each
s*,*z
An.
saesmprz
Y fkir
A
suesu*e:
� M
i
SpeSyrZ
<_____________________> Site Sbpez
\ su slq.,
< `
Primary Basin
Forebay
9 Select Primary Basin Shape
5 -Irregular
10 Width of Primary Basin Bottom
W 20.0
it 40
11 Length of Primary Basin Bottom
L 46.0
ft 40.0
12 Side Slopes (H:1)
HA 4:00
400
13 Enter Bottom Elevation
2533.30
ft 2533,70
14 Enter Top Bank Elevation
2536.70
ft 2536.70
15 Enter Water Surface Elevation (WSE)
2536.20
ft 2536.20
16 Distance Between Forebay and Primary Basin (blank If na) 0.00
ft 0.00
17 Enter Elevation Berm
2536`20 <
ft 2536.20
18 Enter High Groundwater Elevation
2525:00'.
ft 2525.00
19 Min. Freeboard Requirement
0.50
20 Freeboard Provided
21 Infiltration Area for Primary/Storage Basin Infiltration? 6.00
in/hr Note: infiltration required if
Design Infiltration Rate, Enter 0 for no infiltration
bottom slope<S% or 0 outflow
22 Infiltration Area for Primary
As.m 400
ftz 151
Enter 0 for no infiltration
23 Adjusted Storage Required
Runoff Pre-Dev
Total Max Vol
Storm Duration f total
Q Perc Vol -
Vol Discharge
,..
Discharge Reqd
Min Hr in/hr
cis '< fta ,; W ? fts
ft' fta
60 1.00 ' 0.96r
0.53' 4,605 200 0
200 4,405
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 (it) Below
Stage (ft) New Stage (ft) (H:V)
Stage (ft) Stage (ft) Stage (fe) Stage (it)
OVERIDE Stage (ft)
2533.30 `' 2533.30 4:000
20.0 46.0 Override 400.00 ''
0
2533.70 4.000
0.0 `- 0.0 Override 957.00 -'
2534.20 1 4.000
0.0' 0.0 Override 124400''
2534.70 ' 4.000
0.0 : 0.0 - Override '1560.00 '
2535.20 -:4.000
0.04: 0.0 `z Override 1904.00''
2535.70 "4.000
0.0 0.0 `. Override 2276.00 -:
`2536.20 '4.000
0.0 ' 0.0 'Override 2676.00
2.90 'ft depth for storage
STORAGE OK
25 Does primary/storage basin have capacity? YES
26 Time to drain primary/storage basin
20.7 hours
90% volume in 48 -hours minimum
_ OK
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xism 2/1/2019, 12:03 PM
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 Westbridge Subdivision - Pond 2
7 Fnrnr n„mi.n, of Or maul 5
3 Number ofCeils,(Forebay+primary=2, Primary Only=1) 1
4 Design Storm
100
Link to: Qv
5 Weighted Runoff Coefficient'C
0.58
QV3�"
6 Area A (Acres)
1.89 acres
QV4
7 Approved Discharge Rate (if applicable)
0.00 cfs
vs
ave
8 1 -Basin Forebay
V 3,782
ft3 QV TR55
Toggle between Forebay and Primary Basin, enter data and print for each
St SbleL
A
w. � r�
Sde S4peZ
A n.i
wr
w T (`ter }lar
i
s6surz
<.-........-..-------'> sl's*z
M& S4..LL
1-- 0
�.......�
L
Forebay
9 SelectForebay5hape
5 -Irregular
10 Width of Forebay Bottom
W 8.0
ft
11 Length of Forebay Bottom
L 81.0 ;
It
12 Side Slopes (H:1)
1-1:1 4.00'.
13 Enter Bottom Elevation
2531.40
ft
14 Enter Top Bank Elevation
2534.40 ;
ft
15 Enter Water Surface Elevation (WSE)
2533.90',
It
16 Distance Between Forebay and Primary Basin
(blank if na) 0.00
It
17 Enter Elevation Berm
0.00
it
18 Enter High Groundwater Elevation
2525.00
it
19 Min. Freeboard Requirement
0.50
20 Freeboard Provided
21 Infiltration Area for Forebay Infiltration?
6.00
In/hr Note: inflitration required if
Design Infiltration Rate, Enter 0 for no infiltration
bottom slope<1% or 0 outflow
22 Infiltration Area for Forebay
Asad 660
ftz
Enter 0 for no infiltration
23 Adjusted Storage Required
Runoff Pre-Dev
Tota) Max Vol
Storm Duration itotal
Q Perc Vol -
Vol Discharge..
.Discharge Reqd
Min Hr in/hr
cis fts; fta,r fLs
fta fts
'260 1.00 0.96.
1.05. 3,782 '>.330 >0
''330 `.:3,452
24 ept - torage.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 (it) Below
Stage (ft) New Stage (ft) (H:V)
Stage (ft) Stage (ft) Stage (ft) Stage (ft?)
OVERIDE Stage (ft)
2531.40. 2531.40 4.000
'8.0- 81.0 Override 660.00 '
< 0
2531.90 '4.000
0.0 0.0" Override 1040.00
'
`-2532.40 4.000
-0.0' 0.0 " Override 1448.00'`
2532.90 4.000
0.0 0.0' Override 1881.00
" 2533.40 4.000
<0.0 0.0 " Override '2340.00
2533.90 4.000
0.0 . 0.0 ` Override `.2823.00
4,225
2.50ft depth for storage
STORAGE OK
25 Does forebay have capacity?
,... YES:'.
26 Time to drain forebay
10.3 hours
90', volume in 48 -hours minimum
OK.
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACRD Calcs.xlsm 2/1/2019, 12:06 PM
Version 10.0, May 2018
ACRD 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 Westbridge Subdivision - Pond 3
1 [.. ..,L.. .S ; M -1 S
3 Number of Cells (Forebay+primary=2, Primary Only=1) 2
4 Design Storm
100
Link to: o,v
S Weighted Runoff Coefficient C
0.63QV3-��
6 Area ;A(Acres)
2.52 acres
ov4
7 Approved Discharge Rate (if applicable)
0.00 cis
oQvs
8 1 -Basin Forebay
V 546
fe avTR55
Toggle between Forebay and Primary Basin, enter data and print for each
Si 9gI
A .�, �
w.
t
sit Sbpzz
^ V Ftw
wY
Site Sur
� � FL*
w
I
s� spy z
t
<------•--------------> sBesrZ
Ski.
! s Side s4pez
Forebay
Primary Basin
9 Select Forebay Shape
5 -Irregular
10 Width of Forebay Bottom
W 4.0
ft 15.0
11 Length of Forebay Bottom
L 48.0
ft 62.0
12 Side [Slopes (H:1)
H:1 4.00.:
4.00
13 Enter Bottom Elevation
2536.60
ft 2536.40
14 EnterTop Bank Elevation
2539.60:
ft 2539,60
15 Enter Water Surface Elevation (WSE)
2539.10
ft 2539.10
16 Distance Between Forebay and Primary Basin (blank if na) 0.00
ft 0,00
17 Enter Elevation Berm
2539:10 -
ft 2539.10
18 Enter High Groundwater Elevation
2528.00 ":
ft 2528.010
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 sloped%or 0 outflow
22 Infiltration Area for Forebay
Asad 198
fe 160
Enter 0 for no infiltration
23 Adjusted Storage Required
Runoff V Pre-Dev
Total Max V01
Storm Duration I total
Q '; Perc oI
Vol Discharge
Discharge Reqd
Min Hr in/hr
cfs itj It, I ft'
W ""fta
'- 60 1.00 '0.9677017,7f546
99. c-' 0
99 ' X447
24 Depth-StorageRelationship:
Saved
Surface
Basin Basin Surface Surface
Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at
Stage (ft) Below
Stage (ft) New Stage (ft) (H:V)
Stage (ft) Stage (ft) Stage (ffz) Stags (it')
OVERIDE Stage (ft)
`2536.60 2536.60 : 4.000
4.0s 48.01 ?Override 198.00
I: 0
2537.10 4:000
0.0 0.0 '` Override 430.00
2537.60'1 4.000
1 0.0 0.0 1 Override 1'697.00
2538.10 4.000
0.0 0.0 i' Override 995.00 ''
862
2538.60 :4.000
0.0; 0.0':. :Override -1326.00 '.
1,442
2539.10. 4.000
0.0 0.0 '' Override =1688.00 '.
2,196
2.50 ft depth for storage
STORAGE OK
25 Does forebay have capacity?
YES:
26 Time to drain forebay
5.0 hours
903, volume in 48 -hours minimum
OKI
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm 2/1/2019, 12:14 PM
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 Westbridge Subdivision - Pond 3
3 Number of Celis'(Forebay+Primary=2, Primary Only=1) 2
4 Design Storm
100
Link to. Qv
5 Weighted Runoff Coefficient C
0.63
Q.v31
6 Area A (Acres)
2.52 acres
Qv4
7 Approved Discharge Rate (if applicable)
0.00 cfs
QV6
8 2-PrimaryTreatment/Storage
V 4,912':
ft, QV TR55
Toggle between Forebay and Primary Basin, enter data and printfor each
545tyel
A �
SBe S* z
�
A
SYe Stge:
I T �� FU.
w
� �
tBeSYp t
L
L------•--- ---> Ske sup
slws
!
!
L
Primary Basin
Forebay
9 Select Primary Basin Shape '
5 -Irregular
10 Width of Primary Basin Bottom
W = 15.0
it 4,0
11 Length of Primary Basin Bottom
L 62.0
ft 48.0
12 Side Slopes (1-1:1)
HA 4.00
4,00
13 Enter Bottom Elevation
2536.40
ft 2536.60
14 Enter Top Bank Elevation
2539.60
it 2539,60
15 Enter Water Surface Elevation (W5E)
2539.10
it 2539.70
16 Distance Between Forebay and Primary Basin (blank if na) 0.00 ;
ft 0.00
'i 17 Enter Elevation Berm
2539510
ft 2539.10
18 Enter High Groundwater Elevation
2S2800
ft 2523.00
19 Min. Freeboard Requirement
0.50
20 Freeboard Provided
21 Infiltration Area for Primary/Storage Basin
Infiltration? 6.00
in/hr Note: Infiltration required if j
Design Infiltration Rate, Enter 0 for no infiltration
bottom sloped% or 0 outflow
22 Infiltration Area for Primary';
As, I 400:
ftZ 798
Enter 0 for no infiltration
23 Adjusted Storage Required
Runoff
Total Max Vol
Storm Duration i total
Q Perc VolPre-Oev
Vol Discharge
-
Discharge 'Regd
Min Hr in/hr
cis ' ft's le'fta
ft3 ft'
60 1.00 0.96
0.57 4,912 200 1 0
200 41712
ept - torage, eattons_ip:
Saved
Surface
Basin Basin Surface Surface
Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at
Stage (ft) Below
Stage (ft) New Stage (ft) (H:V)
Stage (ft) Stage (ft) Stage (42) Stage (ft)
;OVERIDE Stage (ft)
:-2536.40 '. 2536.40 '` 4.000
15.0 62.0 Override ;400.00 ,.
'.' 0
2536.60 4.000
0.0 * 0.0'> Override 976.00
'
2537.101 4.000
0.0 0.0 Override 1 1316.00
2537.60 ' 4.000
'0.0 0.0` Override 1685.00
2538.10 4.000
0.0 0.0 Override ' 2082.00
2538.60.. 4.000
0.0 0.0 r Override 2506.00
2539.10 4.000
0.0 0.0 ` Override 2958.00
a
::A
2.70 it depth for storage
STORAGE OK
25 Does primary/storage basin have capacity? YES;
26 Time to drain primary/storage basin
22.1 hours
90r% volume in 48 -hours minimum
OK.
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xism 2/1/2019, 12:14 PM
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 Westbridge Subdivision - Pond 4
3 Number ofCells '(Forebay+Primary=2, Primary Only=1) 1
-
4 Design Storm
100
Link to: Qv .
5 Weighted Runoff Coefficient C
0.63
QV3
�'
6 Area A (Acres)
0.36 acres
QV4vs
7 Approved Discharge Rate (if applicable)
0.00 cis
QVs
8 1 -Basin Forebay
V 777 '
fe QV TR55
Toggle betweenForebay and Primary Basin, enter data and print for each
Si11geI
A n.
Y p
sik She Z
�'%
sik $4s
(aF�/
silsket
< ....................3 sws*z
t ->
Forebay
9 Select Forebay Shape
5 -Irregular
10 Width of Forebay Bottom
W 2.1
ft
11 Length of Forebay Bottom
L 71.0
It
12 Side Slopes (H:1)
HA i 3.00
13 Enter Bottom Elevation
2534.50
ft
14 Enter Top Bank Elevation
2537.00
ft
15 Enter Water Surface Elevation (WSE)
2536.50
ft
16 Distance Between Fprebay and Primary Basin (blank if na) 0.00
ft
17 Enter Elevation Berm
OAO
ft
18 Enter High Groundwater Elevation
2528.00
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 sloped%or 0 outflow
22 Infiltration Area for Forebay.
As,.d 150:
fe
Enter 0 for no infiltration
23 Adjusted Storage Required
Runoff Pre•Dev
Total Max Vol
Storm Duration notal
4 Perc Vol
Vol' .Discharge::
Discharge Regd
"Min 1 Hr in/hrcfs
ft '" ft'' ft'
ft3 ft3
L
60 1.00 0.96
0.22 777- 75' 0
702
_ept torage eations ip:
Saved
Surface
Basin Basin Surface Surface
Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at
Stage (ft) Below
Stage (ft) New Stage (ft) (H:V)
Stage (ft) Stage (ft) Stage (ft) Stage (ft)
OVERIDE Stage (ft)
2534.50 2534.50 - 3:000
2.1'. 71.0%. Override 150.00 ''
0
2535.00 3.000
0.0 0.0 'r Override 380.00
2535.50 1 3.000
0.0 1 0.0 i' Override 1 628.00
2536.001 3.000
0.0' 0.0 ; Override 896.00
?66
12536.50. 3.000
0.0 0.O.i Override >1185,00
1,286
2.00 ft depth for storage
STORAGE OK
25 Does fore ay have capacity?
YES'.
26 Time to drain forebay
9.3 hours
90';V, volume in 48 -hours minimum
OK(
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xism 2/1/2019, 12:15 PM
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 Westbridge Subdivision - Pond 5
3 Number of Cells(Forebay+Primary=2, Primary Only=1) 1
4 Design Storm
5 Weighted Runoff Coefficient C
100
0.62
Link to: 4.v -
Qva
6 Area A (Acres)
7 Approved Discharge Rate (if applicable)
0.37 acres
0.00 cls
ova
Qv6--�
.
8 1 -Basin Forebay
V 797
fe - ovTR55
Toggle between Forebay and Primary Basin, enter data and print for each
Y tSiP
st* r
Fkv
A
W:,
V
♦♦
L SYeS�eZ
< ----------- ..> Sils SbteZ
L--> g9`51pe
Forebay
9 Select Forebay Shape
5 -Irregular
10 Width of Forebay Bottom
W 2.5
ft
11 Length of Forebay Bottom
L 102.0
ft
12 Side Slopes (H:1)
HA i 3.00
13 Enter Bottom Elevation
2535:20
ft
14 Enter Top Bank Elevation
2537.70
ft
15 Enter Water Surface Elevation (WSE)
2537.20
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
2530.00
ft
19 Min. Freeboard Requirement
0.50
20 Freeboard Provided
ONE
21 Infiltration Area for Forebay Infiltration?
6.00
in/hr Note: Infiltration required fff
Design Infiltration Rate, Enter 0 for no infiltration
bottom slope<1% or 0 outflow
22 Infiltration Area for Forebay
Asad' 258
ftz
Enter 0 for no infiltration
23 Adjusted Storage Required'
Storm Duration i total
Runoff
Ct '. Perc Vol Pre•Dev
.Vol ` Discharge,
Total Max V01
.Discharge 'Regd
Hr in/hr
cls ft3 ft3..:: I;.fe
ft3 ..:.fe
60 1.00 '0.96'.
0.22 1 797- 129 10
'129 '668
ept - torage a at�ons ip:
Saved
Surface
Basin Basin Surface Surface
Area A at Volume
Saved Side Slope Width at Length at Area A at Area A at
Stage (ft) New Stage (ft) (H:V) Stage (ft) Stage (ft) Stage (ftz) Stage (ftz)
Stage (fe) Below
OVERIDE Stage (ft')
2535.20 2535.20 .:3.000
2.5.` `102.0. Override '258.00 ''
0
2535.70 (3.000
0.0 ` 0.0'. Override 581.00 '-
2536.20 1 3.000
1 0.0.i: 0.0 Override '923.00 ''11
2536.70 `3.000
0.0' 0.0'. Override '1287.00=
1,138
2537.20 :'3.000
0.0.: 0.0`< :Override =1670.00 `
1,878
2.00 ft depth for storage
'STORAGE OK
25 Does forebay have capacity?
YES.:
26 Time to drain forebay
5.6 hours
90'/,. volume in 48 -hours minimum
OK;
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm 2/4/2019, 9:01 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
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 Westbridge Subdivision - Black Cat Brrw DA
2 Enter number of Bioswales/Borrow Ditches
3 Design Storm
Weighted Runoff Coefficient C
4 Area A (Acres)
Approved discharge rate for the given storm (if applicable)
5 Design Vol With 0% Sed for Swales V
6 Length of Swale
100
6.00 in/hr
0.57
Link to:
QN2
0.51 acres
10 Set Swale Top Width
Qv3 d
11 Set Swale Depth
y 2.00 ft
Q,v4
0.00 cfs
13 Calculate cross-sectional area
QN5
996
ft3 Q,v6
322 ft
7 Infiltration Window? (Note: infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate
6.00 in/hr
8 Infiltration Window Width
2.00 ft
9 Set Swale Bottom Width
b 0.00 ft
10 Set Swale Top Width
14.00 ft
11 Set Swale Depth
y 2.00 ft
12 Swale Side Slopes H:1
Sxs 4.00
13 Calculate cross-sectional area
Axs 16.00 14.00 fl!
Axs=yZz+by
14 Total Swale Capacity Without Driveways 4,508 ft3
15 Does it Have Capacity? ON
16 Time to Drain 3.1 hr
90% volume in 48 -hours minimum OK
17 Avg. Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees, etc. ft 0.0 1`3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity = Storage - Deductions - Runoff Volume (995.5) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90% volume in 48 -hours minimum OK
P:\C2018-009 Westbridge - Trilogy\100 Phase 1\Construction\Calcs\Westbridge ACHD Calcs.xlsm 2/4/2019, 8:10 AM
Version 10.0, May 2018
ZSITE
NSULTING, LLC
Trilogy Development July 10, 2018
Mr. Shawn Brownlee Page 1 of 26
9839 West Cable Car Street, #101 File 18201-B
Boise, Idaho 83709
Re: Geotechnical Recommendation Report
Brandel Property
5865 North Blackcat Road
Meridian, Idaho
Shawn:
As per your authorization, on June 21, 2018, SITE personnel logged and sampled
seven test pits at your proposed Brandel subdivision development on North Blackcat
Road in Meridian, Idaho. It is assumed, based upon the provided Conceptual Plan, that
the proposed subdivision will include ACHD right of ways, approximately 18 multifamily
housing buildings, and 10-12 lots for single-family residences.
The test pits were excavated on a property consisting of two parcels. The property is
located on the west side North Blackcat Road just south of Highway 20-26 (Chinden
Boulevard), in Meridian, Idaho. The following owners, tax parcel numbers, addresses,
and acreages were located for the properties on the Ada County Assessor's website.
Parcel
Tax ID Number Owner Name Address Acreage
1
SO428141600 Brandel 5865 N Blackcat Road 6.88
2
SO428142150 Viper 5745 N Blackcat Road 6.00
Total
12.88
Based upon our research, observations, and laboratory test results, the site is
acceptable for the proposed residential subdivision development. Recommendations for
construction are included herein. We appreciate this opportunity to be of service. When
appropriate, we would like to discuss continuing our role as geotechnical consultant
during construction. Please contact our office if additional information or services are
required.
NA,L
Respectfully submitte
Bob J. Arnold, PE
,
SITE Consulting, LLC,
-,`5/
���7
gg gg''Rcj i
208-440-6276 * bjarnoldpe@msn.com (1) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
INVESTIGATION
SITE observed the excavation of seven test pits at locations intended to provide full
coverage of the subject property. Bailey Engineering provided input as to test pit
locations. Requested locations were adjusted in the field as needed to fit with access
and terrain. Test pit logs and an aerial photo with test pit locations are included in the
••- .
In general, surface soils consist of a silt / sand soil that ranges from two to eight feet
deep. In a few test pits this soil was weakly cemented near the bottom of the layer. The
organic layer atop the surface soils is typically four to eight inches this but did extend to
1.5 feet in test pit TP -3 where onsite cattle deposits were thickest. The top soil layer
extends to gravel contact which was typically six to eight feet deep but was shallower
along the southern property line. The top the native pitrun contains one to three feet of
silt, clay, or weak cementing. All soils were easily excavated with a rubber tire backhoe.
At the bottom of the test pits, which was ten feet along the southern property line and
thirteen feet elsewhere, sloughing soils below the groundwater prevented deeper
exploration. In TP3, TP -4 and TP -5 along the south property line, groundwater was
encountered at nine feet deep. It was thirteen feet deep in all other test pits.
Monitoring wells were installed in all seven test pits. When we returned two weeks after
installation to check the wells, all four wells in the southern pasture with the cattle were
gone. These wells will need to be re -installed after the tenant and his cattle vacate the
property. Water in the northern three wells was measured at 10 to 11 feet below the
existing ground surface.
Additional research was performed searching for well logs within the section where the
subject property is located. Well logs for Section 28, township 4 north, range 1 west
were reviewed on the IDWR website. A total of four well logs were found and have been
included in the Appendix. One is for the subject property. All four well logs indicate that
static groundwater is 8 to 16 feet below the ground surface. These well logs also
confirm that the sand and gravel layer encountered in the test pits extends to at least
24-30 feet below the existing ground surface.
208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSU LTI NG, LLC
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
It is anticipated that this project will be very similar to the Jump Creek Subdivision
development to the south of this property. All non-organic soil encountered on the
property is acceptable for filling of building or residential lots. Therefore, materials
removed from the street sections and subsurface stormwater storage areas can be
utilized as structural fill. The only exception is the surface soil that contains excessive
organic materials. Removal of the majority of the organic materials will require grubbing
of approximately four to six inches of surface soils but deeper areas can be expected.
Deeper grubbing may be required in areas along the property boundaries and surface
ditches where small trees and bushes are present. The depth of grubbing is to be
adjusted in the field to ensure that organic materials are properly removed from beneath
future pavements and structural fills.
If used for fill, the surface soils will require moisture contents within two percent of
optimum for effective compaction. These soils will easily become too wet or too dry for
effective compaction. These soils can be expected to perform poorly if wet and
subjected to rubber tired equipment. If construction is to occur during wet weather or
wet surface soil conditions, low-pressure, tracked mounted construction equipment is
recommended. Rutting caused by the contactor using rubber -tired equipment on a wet
subgrade can be expected and should be repaired at contractor expense. This
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, and fill intended to
contain re-routed irrigation canals or storm water runoff, all fill material and the
subgrade surface are to be compacted to 95 % of the maximum dry density as
determined by ASTM D1557, Modified Proctor. Structural 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 of fine grained soils will greatly
reduce the infiltration rate for surface water, effectively sealing the ground surface and
crawlspace floors to percolation.
208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
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). Field nuclear moisture - density testing shall be performed on each lift of
compacted fill for every 2500 square feet of surface area. It is noted that structural fill
can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting
under vehicle or foot traffic.
It should be anticipated that the Meridian City Engineering and / or Building Department
will request these test results prior to or at the time of home / building construction.
Structural fill must pass compaction testing and visual inspection for stability. Fill that
passes compaction but is observed to rut or deflect under construction traffic is to be
rejected.
Demolition
It is assumed that the existing homes will be demolished. After demolition, inspection is
to confirm the removal of all foundation and slab on grade concrete. Any encountered
septic tanks and wells are to be abandoned as per IDWR and IDEQ requirements.
Excavations caused by demolition, grubbing of ditches, or over excavation of soft or wet
areas are to be backfilled with structural fill. All subgrade soils present in the test pits
can be used as structural fill on building lots and within right of ways. If encountered,
blending clay surface soils with onsite or imported sand and gravels will improve surface
drainage.
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 the
materials on site to maintain a vertical or near vertical excavation when standing open
without support over any extended period of time can be expected to 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.
208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
Pavement Section
A pavement section has been calculated based upon a laboratory generated R -Value of
R>20 and Traffic Indexes of TI=6 & T1=8. Calculation sheets and the R -Value report are
included in the appendix. Based upon this data the following pavement sections are
recommended.
Material
Layer
Residential Street
TI=6
Collector Street
TI=8
Asphaltic Concrete
2.5"
3.0"
Base Coarse (%" minus)
4.0"
4.0"
Sub base (Pitrun)
10.0"
17.0"
It is noted, that it is common for the local jurisdiction to require a standard design or to
match existing pavement section when working on collector or arterials. Therefore,
ACHD should be consulted about construction within the Blackcat Road right of way.
Foundation System
The proposed multi and single-family residences may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these native soils. Based upon proper placement and
compaction of structural fill, bearing pressures of up to 1500 psf are allowed. A one-third
increase in allowable bearing capacity is permitted when transient loads such as wind or
seismic are included. Either crawlspaces or slab on grade floors are acceptable.
Foundations outside crawlspaces or basements are to be property waterproofed to
prevent surface water from flowing between stem and basement walls and foundations.
Foundations drains are encouraged on lots with structural fill placed below foundations.
Roof drainage is not to flow through foundation drains. Infiltration pits for drainage are to
be at least fifteen feet from and must extend to three feet below the nearest foundation.
208-440-6276 * bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719
/CONSULTING, LLC
Slab on Grade Concrete
Care must be taken so that all excavations below concrete floors and slabs are properly
backfilled in accordance with the structural fill recommendations outlined herein. This is
very critical where a slab will extend over utility trenches or retaining wall backfill.
Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is
not placed against a vertical soil face greater than three feet tall. Testing is to confirm
that compaction has been achieved. Areas of excessive yielding should be excavated
and backfilled with structural fill.
Slab on grade floors, sidewalks and pavements should be placed atop a minimum of 0.5
feet of granular structural fill materials. Any additional fill used to increase the elevation
of slab on grade concrete should meet the requirement for structural fill. After
construction of the building pad, a six-inch granular mat should be provided below the
floor slabs. The mat should consist of sand or sand - gravel mixture with non -plastic
fines. The material should all pass a 3/4 -inch sieve and should contain less than seven
percent passing the # 200 sieve. The mat shall be compacted to the requirement for
structural fill. All slabs should be suitably reinforced to make them as rigid as possible.
Proper joints should be provided at the junctions of the slab and foundation system so
that independent movement can occur without causing damage.
Storm Water
It is recommended that storm runoff be directed away from all open excavations and not
be allowed to puddle on subgrade soils. Due to the presence of shallow groundwater,
disposal of groundwater in surface detention or retention ponds or constructed lakes or
ponds is recommended. If water is to percolate through the surface soils (including the
cemented soil layer) a percolation rate of P= 1.0 inch/hour is recommended for design.
If drainage facilities are extended to free draining materials (and backfilled if needed
with free draining pitrun) a percolation rate of P = 6 inch/hour is to be used for design.
Extension to free draining conditions is to be confirmed at the time of construction.
Underground Utilities
Test pits revealed that deep utilities trenches may require dewatering. It is not
anticipated that large excavators will experience any difficulties excavating the onsite
materials. No bedrock formation was encountered on the subject property. Sloughing of
trenches can be expected when working below the groundwater surface.
208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
Contractor Inspections
This report has been prepared with the intent to provide specific design information to
the developer and the civil engineering consultant. It is not intended to act as any
contractors "Due Diligence" or subsurface inspection prior to estimating construction
costs or actual construction. Contractors that estimate material quantities, material
depths, or the volume and depth to groundwater based solely upon this report do so at
their own risk. It is recommended that such values be confirmed as close as possible to
the time / date of construction at specific locations as detailed in design plans.
General Comments
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided the opportunity to review the final design and
specifications. This review will confirm that the earthwork recommendations have been
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result
in additional invoicing unless additional research and recommendations are needed.
Appendix Follows
208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise, Idaho 83719
SITE
CONSULTING, LLC
Conceptual Plan
Aerial Photo with Test Pit Location
Test Pits Logs (7)
Soil Log Legend / Abbreviations and Acronyms
Project & Adjacent Well Logs (4)
Pavement Section Calc Sheets
R -Value Report
208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
Conceptual Plan
Supplied by Client/Engineer
208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719
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Supplied by Client/Engineer
208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
Locations by handheld GPS
208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -1
File #:
18201-B
Client:
Trilogy Date Excavated:
6/21/18
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 27.2 W 116 27 29.0
Logged By:
J. Meusch, PM - SITE
DEPTH
BOILS DESCRIPTION
feet
1.0" 1 314" 1 1/2"< '1 3/8" 1 # 4 # 10
# 40 # 100
#200 %M I LL I PI
0.0-1.0
Brown, Dry, Firm, Sticky, Sandy, Clay
With rootzone / organic layer to 6-8"
1.0-4.0
Tan, Dry, Firm, Sandy, SILT (ML)
3.0
1 1 100 1 99 1 97 93
86 78
71.2 13.9 NP NP
4.0-6.0
Brown, Moist, Firm, Sandy, SILT
6.0-7.0
Red/Tan, Moist, Firm, Sand & Gravel, with Cobble
7.0-13.0
Tan, Moist, Firm, Sand & Gravel with Cobble
13.0
Bottom of Excavation
Groundwater Encountered @ 13.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (11) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -2
File #:
18201-B
Client:
Trilogy
Date Excavated:
6/21/18
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 26.4 W 116 27 26.4
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
feet
1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4
r # 100
#200 1 %M I LL PI
0.0-1.0
Black, Moist, Firm, Sticky, Sand, Clay, Silt
With organic layer to 6-8"
1.0-4.0
Dark Brown, Moist, Firm, Sandy, SILT (ML)
3.0
1 1 1 1 100
99 1 88 77
67.6 1 15.5 35 9
4.0-6.0
Brown, Moist, Firm, Sandy, Silt
6.0-10.0
Red/Brown, Moist, Firm, Sand & Gravel with cobble & silt
10.0-12.0
Red/Tan, Firm, Sand, Gravel, Cobble
12.0-13.0
Tan, Wet, Firm Sand, Gravel, Cobble
13.0
Bottom of Excavation
Groundwater Encountered @ 13.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (12) Post Office Box 190537 * Boise, Idaho 83719
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -3
File #:
18201-B
Client:
Trilogy
Date Excavated:
6/21/18
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 25.2 W 116 27 27.5
Logged By:
J. Meusch, PM'- SITE
DEPTH
SOILS DESCRIPTION
feet
1.0" 1 3/4" 1 112" 1 3/8" 1 # 4
# 10 1 # 40 #100
#200 %M I LL PI
0.0-0.5
Black, Moist, Firm, Sticky, Sandy, Clay
With Organic layer throughout
0.5-1.5
Brown, Moist, Firm, Sand, Clay & Silt, Live Stock Organics to 1.0
1.5-4.0
Brown, Moist, Firm, SILT (ML)
3.0
1 1 1 1 1
100 1 99 L 96
92.9 24.5 37 11
4.0-5.0
Brown/Tan, Moist, Firm, Sand, Gravel, Silt
5.0-10.0
Brown/Red, Moist, Firm, Sand, Gravel, Cobble
10.0
Bottom of Excavation
Groundwater Encountered @ 9.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (13) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -4
File #:
18201-B
Client:
Trilogy
Date Excavated:
6121118
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 55.0 W 116 27 24.0
Logged By:
J. Meusch, PM — SITE
DEPTH
SOILS DESCRIPTION
feet
1.0" 1 3/4" 1 1/2" 3/8" # 4
# 10 # 40 # 100
#200 %M LL PI
0.0-1.0
Black, Moist, Firm, Sticky, Sand, Clay, Silt
With Organic layer throughout
0.5-2.0
Brown, Dry, Firm, Sand, Gravel, Silt
2.0-4.0
Brown/Red, Moist, Firm, Sand, Grave w/cobble
4.0-9.0
Brown/Red, Moist, Firm, Sand, Gravel, Cobble
9.0
Bottom of Excavation
Groundwater Encountered @ 9.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (14) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -5
'File #:
18201-B
Client:
Trilogy
Date Excavated:
6/7118
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 25.0 W 116 27 20.0
Logged By:
J. Meusch, PM — SITE
DEPTH
SOILS DESCRIPTION
feet
1.0" 1 3/4" 1/2" 318" #4 1
# 10 #40 # 100
#200 %M LL PI
0.0-0.5
Black, Moist, Firm, Sticky, Sand, Clay, Silt
With Organic layer throughout
0.5-2.0
Brown, Moist, Firm, Sandy, Clay/Silt
2.04.0
Brown/Tan, Moist, Sticky, Sandy, Clayey, Silt
4.0-7.0
Tan, Moist, Firm, Silty, SAND (SM) with gravel
5.0
1 1 100 1 96 1 89 1
83 62 48
39.2 21.9 NP NP
7.0-8.0
Tan, Moist, Firm, Sand
8.0-10.0
Red/Tan, Wet, Firm, Sand, Gravel, Cobble
10.0
Bottom of Excavation
Groundwater Encountered @ 9.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (15) Post Office Box 190537 * Boise, Idaho 83719
CONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -6
File #:
18201-B
Client:
Trilogy
Date Excavated:
6/21/18
Project:
Brandel Property
Excavated By:
Top Grade Excavation
Location
N43 37 27.2 W 116 27 21.8
1 Logged By:
J. Meusch, PM — SITE
DEPTH
SOILS DESCRIPTION
(feet)
1.0
3/4"
1/2..
3/8"
# 4
#10
#40
[#100
#200
%M
LL
PI
0.0-1.0 1
Brown, Moist, Firm, Sticky, Sand, Clay, Silt
With rootzone / organic layer to 6-8"
1.0-3.0
Brown, Moist, Firm, Silty, SAND (SM)
R -Value Sample R =53
1.5
1 100 90 82 70
1 60 46 1 40
35.0 18.9 NP NP
3.0-6.0
Brown/Red, Moist, Firm, Fractured Cemented, Sandy, SILT (ML)
5.0
100 1 80 1 57
1 30 1 20 L10
6.9 18.0 NP NP
6.0-8.0
Brown/Red, Moist, Firm, Sand, Gravel, Silt
8.0-13.0
Red, Wet, Firm, Blocky, Sand, Gravel, Cobble
13.0
Bottom of Excavation
Groundwater Encountered @ 13.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (16) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -7
File #:
18201-B
Client:
Trilogy Date Excavated:
6/21/18
Project:
Brandel Property
Excavated By:
Top Grade Excavation
N43 37 28.5 W 116 27 17.0
Logged By:
J. Meusch, PM — SITE
SOILS DESCRIPTION
1.0" 3/4" 112" 3/8" # 4 # 10
# 40 #100
#200 %M LL PI
r
Brown, Moist, Firm, Sticky, Sand, Clay, Silt
With rootzone / organic layer to 6-8"
1.0-3.0
Brown/Red, Moist, Firm, Fractured Cemented, Sandy, SILT (ML)
2.0
1 1 100 1 93 1 77 1 66
57 54
48.7 14.9 NP NP
3.0-6.0
Brown/Red, Moist, Firm, Cemented, Silty, SAND (SM)
5.0
1 1 100 1 88 60 42
24 18
12.9 r 15.5NP NP
6.0-8.0
Brown, Moist, Firm, SAND w/gravel
7.0
1 100 1 88 1 68 63 57
45 27
2.3 1 9.7 1 NP NP
8.0-13.0
Red, Wet, Firm, Sand, Gravel, Cobble
13.0
Bottom of Excavation
Groundwater Encountered @ 13.0
Monitoring Well Installed
208-440-6276 * bjarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719
Mkg
/CONSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM
American Society for Testing and Materials
IBC
International Building Code
ISPWC
Idaho Standard for Public Works Construction
HMA
Hot -Mix Asphalt
NP
Non -Plastic
PCC
Portland Cement Concrete
TP
Test Pit
USCS
Unified Soil Classification System
cf
Pounds per Cubic Foot
sf
Pounds per Square Foot
tsf
Tons per Square Foot
sf/f
Pounds per Square Foot / Foot
208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
ADJACENT WELL LOGS
Lo
REPORT OF WELL DRILLER JUN 27 1567
Stato of Idaho
State lav requires that this report shall be filed with thee.. 5t1t:flEecltaj49V1N1
ssngineer within 30 days after completion or abandonment of the well.
FELL 0 ize of drilled hole: uti^ Total
lame i/2�-/ ,y�yl epth of well: 4 St ddi'ng water
level below grouhd.i� Temp.
tddress , Fahr. ° Teat deli cry: gpm
ofs Pump? (j Hail
)wner's Permit No. Size of pump and motor used tomaka test:
7ATURE OF WORK (check Re lacament well Lj
7ew well Deepened f Abandoned ❑
later is to be used for: V
[ETHOD OF CONSTRUCTION: Rotary ❑ Cable
)ug ❑ Other
explain _
'ASING SCHEDULE: Threaded'— Welds
'Diam. from�_ft. to ft.
'Diam. from ft. to ft.
"Diam. from ft. to ft.
"Diam. from ft. to ft.
Fra'.... of cUsing:���% _ Material:
steel concrete ❑ wood ❑ other ❑
explain
?ERFORATED? Ies Ej No Type of
3erforator used:
*ize of perforations: " by "
perforations from ft. to ft.
_perforations from —ft. to �tt.
___perforations from ft. to ft.
perforations from —ft.
to ft.
AS SCREEN INSTALLED? Tea ❑ Ho ❑
4anufacturer's name
type Model No.
)iam. Slot size Set from�ft. to :7
)iam.- Slot size—set from ft. to ft
:ONSTROCTIOH: Well gravel packed? Yes 17
To. ❑ size of gravel Gravel
placed from £t. to ft. Surface seal
provided? Yes No= To what depth?
ft. Material—wed in seal:
Did any strata contain unusable water? ea
.40. 8 Type of water:
Depth of strata ft. Method of sealin
strata off:
3urface caning used? Yea No.Lj
Demented in place? Yea ❑ No
Locate well in section
CATION Of
ZL A ::aLy
trolled b Valve a Cap " Plug-- U
control] Does well leak around casing?
❑ No ❑
DEPTH MATERIAL WATER
M TO YES OR NO
Well Driller's48tatement: This well was
drilled under my supervision and this report
is true to the beat of my kno ledge
Name :,A' %/ �Q/���, i
Address: d'7.5?%a.c�Ci�J�d.�',
Signed by:_��i�
License No./g Date r
Use other side for additional remarks
208-440-6276 * b)arnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
Form 23a7 IDAHO DEPARTMENT OF WATER RESOURCES
tt�sr OtfioeUseOnly
WELL DRILLER'S REPORT Impeded by
Twp _ Rge__-_sec
1. WELL TAG N0. D �_ /,���0 % �p� „ eZ � _____-1/4_._,.1/4 _1/4
DRILLING PERMIT NO i e?t < t� 11. WELMAT5: Let tong:
Other IDWR No- ❑ Pump ❑ Bailer it ❑ Flowing Artesian
2. OWNER:'k
,1
Name %1� `' lZ_._�111d1QLQLS
Addres ��ZR301-
�a_
3. LOCAT►pN OF WELL by legal description:
Sketch map location must agree with wrinen location,
N
_ Twp-_ North)( ot South u
w E Age. _�East C or West
Sec. �z S 114 114 Ire
o."vw
— — — Gov't Lot
Vit. -..
a
Address o1Well site 5910 ,U , �&—
o...` a� Ttiwy City liar' 331_.
Lt.___, Blk. Sub. Name
. To
4. USE: --
`--
Vpomestic DNunicipai gMonitor
Dirrigation
,{7 Thermai q infection - DOther__�
_ __
5, TYPE OF WORK check all that apply
(Repiaament etc.)
Wea 'C Modify C Abardorvrtant
Cl Oaten_`__._
6. tNew
RILL METHOD
Av Rotary ❑ Cable C Mud Rotary
D Ohw
7. SEALING PROCEDURES
Was drive shoe teed? )3 0 N Shoo Depih(s) - �• 5 1
Was drive shoe seal tested? o N
B. CASINGILINER: 7,—"' - — D.. ..I., I Fre'nTI To a,.. I M-6 tea.+.g liner welded lh—d.a
t e / 5 ZSCJ ci
❑ D C7 ❑
w . n r-1
Length of Headpipe fin, —'.Length of Taiiplpe— jM4 T301
9. PERFORATIONS/SCREENS -
Perforations Method— _ - , 6 2
$Croons Screen
Frets
. To
Sid Sp
Numau
DLmeM
U.ww
/
0--
5'—
Oau.y lin.,
O U
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE:
,ft. below ground Artesian pressure _Ib.
Depth flow encountered ft. Describe access port or
control dedices:_
Yro,'d gulmn. DrawEaMO T� Pumgiq lerN
Time
Water Temp. d Bobo tamp
Wa Owbry test or nxnenis:
S _ DeMhtiMwaterEnoounter'_.
12. LITHOLOGIC LOG: (Describe reports or abandonment) weer
13: DRILLER'$ CERTIFICATION .-
4We certiy that at minimum well construction standards were oompled with at
ate_ome the fig was rramoved. ff
Company Na-ld dLE'.m2-InAlj 0 5 �A `ri/n NN.n�/
Firm
and
Drier a Openi,; , ate � 9
tsg. lFanosmiaoP.r>tm1
FORWARD WHITE COPY TO WATER RESOURCES
208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719
JT i
�W
=.
LY:aI��
13: DRILLER'$ CERTIFICATION .-
4We certiy that at minimum well construction standards were oompled with at
ate_ome the fig was rramoved. ff
Company Na-ld dLE'.m2-InAlj 0 5 �A `ri/n NN.n�/
Firm
and
Drier a Openi,; , ate � 9
tsg. lFanosmiaoP.r>tm1
FORWARD WHITE COPY TO WATER RESOURCES
208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
FOS IDAHO DEPARTMENT OF WATER RESOURCES
n WELL DRILLER'S REPORT
t / Usa Typewritter or Ballpoint Pen
1. DRILLING PERMIT NO. ���% �/Y - ��� 11, WELL TESTS:
Other IDWR No. E; Pump D Bailor
2. OWNER:
Name LO.N/y j £ ac£ Z (.-y
Address &2142 IJU l C /3, Vi-
3. LOCATION OF WELL by legal description:
Sketch map locauon rimi agree with Written location.
tl
Twp.#' North � or South Q
w EFigs. T— East ❑ o We''J.4,
Saa ,.,,,� 1/4 f14T &i 'M
Gott LotCour°i{y�d
lap��Long:
s Address of Well .Sitey;��?�/f
Go
--car�lELG(pI-RN
Lt
4. USE:
I A4.011rti W1,10e
FtwnTu__ Pawn SA:+SW _
ADomestfc CMunicipal L)Monitor
❑irrigation
7 lbormal ❑ hijacifon Other.._.___._._—____.____
5. TYPE OF WORK check all that apply
(Replacement etc.)
New 4Yau C Modify i] Abandonment
tit Other_ ,
6, DRILL METHOD
)(Au Rotary r=Cable :1 Mud Rotary
Ll Other_____,_
7. SEALING PROCEDURES
SC-AUMTER PACK
I A4.011rti W1,10e
FtwnTu__ Pawn SA:+SW _
lf�lc+fa'
Was drive shoo used?)(( Y O N Shoe Doplh(s)
Was drive sloe soal tested? uY CN How?
8. CASINGILINER:
Dpi Fran I io-'- a WW6W Caere Lir� Vtddea lh ea .
❑ ❑ 7
❑ ❑
Length of Headpfpe Length of Tailpipe,
9. PERFORATIONS/SCREENS
.0 Perforations
Method
U Screens Screen Type--____
cram To 8k{g:se Numxr nivrater rAAkv`dl Casey t-,
_ G
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE:
__/CL__ft below ground Artesian pressure-__. __._lb.
Depth flow encountered It. Describe access port or
control doViees;
Wales Temp. -
Water Quality test or comments:
Office Use Only
Inspected by
Twp._. Rge_Sec_
—1/4-1/4 1/4
Lap : Long:
)Alr ❑ Rowing Artesian
Bottom hole temp.
Depth first Water Etu;alntered
12, LITHOLOGIC LOG: (Describe repairsorebandonment) water
e. �° From To Remarks: Lithobgy, Water Ouarrty d Td tpermure Y N
Z-vO�RAfI€� _ •�
_3
zMA lz
UXIEWFn
FEB i
waren REsouhces
---R E
It I Anne.
DepartmentofEYaTxrResounces '
NfAV
-. ty
Completed Depth.'._• (Measurable)
`t7are:9tarted.-.0/- �%^.�$"T Comptetsc�lf- � 7'-1'x,
13, DRILLER'S CERTIFICATION
hWe certify that all minimum weli construction standards were complied with at
the time the rig was removed.
Finn Name_.,C'{ �L^�E�C_c 1 '/!_4ri- :rmNo!!.•'[—
Finn tJfhaalc�� f��liC=� oatafl:= Lam_i
and
Supervisor orcperator-__._-.____Date__
lv.1^— i r"
FORWARD
Offif:UFoFa21n1 --
FORWARD WRITE COPY TO WATEA RESOURCES
208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise, Idaho 83719
ONSU LTI NG, LLC
1 � W
WELL LOG AND REPORT TO THE—
.1rJ}'i{.rlr
Rec.�.- — 19_._._
STATE RECLAMATION ENGIIVEt�i OF IDAHO
Well No
Permit No. ark—
(DO NOT RLL IN)
Drfikr��JL.� Addr1.— Lit. Na 2f/
Location f si4- `
o 4f� 1
�< '/, '/. Se<.=._..p_� i.�...�'N,S, R�_LF(�__� r��" Counly,
Ond feet WS, and fes E(W from _Coma o4 -11--'A See
—
$h* of Drilled Hole f6 _Toll depth of ���-tt Wdl_
.c1i 7'
GWs depth of standing wakr from surfoace �e+, 1 WOW Temp. eForenheit
On PumP[ny fest delivery was.__ w f.f.f. Drawdown war feet.
Size of pump amt motor used to moka the fest
length of time.pumpW during check war �� (/ hr., �minules.
If flowing well, give flow in c.ls. _. _.._____or 9•P•m.�__and shut in prosrure�...—_.__
If ftewfng well, desvibe control works—.
. ITYFe ANa eue or vwwc, er0.1 �
Wow will be used for d l e —: t Weight 0 wsiny Per Dnwr feet
ThI'krre» of msing...t-�
t
Diemefer, length and lecotfod of canny
IG O.N.
.NaO" IN DIANINlTC11 AMUCUNODI1YeC OOI TeI iDG --c
ce.,
Number and size of perfo ti— feel to /0 .—Feet
from surface of ground.
Other
Dat of fommentamnt of well DOM of completion of wall _ t -c</ (.�._._�<:
Type of well rig _•�T'-� %% / ./--
CASINO RECORD
GENERAL ��INFOR//M'ATION—Pumping Test, Qualify of WoNr, lEtc. qq
A/v . —t5—Al S-�2r // (/
208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719
L[NGTN e¢NA . elite D10UlINa. A6
GOING
fL¢T
FE¢T
I
GENERAL ��INFOR//M'ATION—Pumping Test, Qualify of WoNr, lEtc. qq
A/v . —t5—Al S-�2r // (/
208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719
WELL LOG
From
To
Drilling Time
a°
x°
Feet
!et
Type of Material
i
�.�../.__
If nee use
requtred Sheet Na T
`
more slis
WELL DRILLER'S STATEMENT
This Well Was drilled under my jmdmdktim and the at."{atormatfon is true and corset! to the bet of my Lmo wge
and btleL
by......___.........._..
_......-.__....._..................._.._..........,_. . ............
e
......... _.._.........._. is 63 .
Li- Nom.._..._.._.......... ....
i
208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719
i
If nee use
requtred Sheet Na T
`
208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719
SITE
/CONSULTING, LLC
DESIGN SECTION CALCULATIONS
(ACHD R -Value Method)
Project: Brandel Property File No.: 18201-B
Blackcat Road - Meridian, Idaho Calc By: B. Arnold
Client: Trilogy Development Date: 07/10/18
Design Thickness Equation:
T = 0.0032 (TI) (100-R)(12) = GE (inches)
T= Design Thickness TI = Traffic Index = 6 Assumed
GE = Gravel Equivalent R = R -Value = 20 By Soil Test
GE= 18.9 Inches
ACHD ACP 3/4" Road Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches
3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches
Calculated Ag-gregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 9.5 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 2.5 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 10.0 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete= 2.5 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 10.0 inches
SITE uses a maximum R=20 for residental design.
208-440-6276 * bjarnoldpe@msn.com (24) Post Office Box 190537 * Boise, Idaho 83719
�im
ONSULTING, LLC
DESIGN SECTION CALCULATIONS
(ACRD R -Value Method)
Project: Brandel Property File No.: 18201-B
Blackcat Road - Meridian, Idaho Calc By: B. Arnold
Client: Trilogy Development Date: 07/10/18
Design Thickness Equation:
T = 0.0032 (TI) (100-11)(12) = GE (inches)
T= Design Thickness TI = Traffic Index = 8 Assumed
GE = Gravel Equivalent R = R -Value = 20 By Soil Test
GE= 25.1 Inches
ACRD ACP 3/4" Road Base and Agqreqate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= V 6.0 Inches
3/4" Road Base Thickness Desired = 4.0 Inches RBE= P' 4.4 Inches
Calculated Agqreqate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 14.7 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 3.0 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 15.0 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete = 3.0 inches
3/4" Road Base = 4.0 inches
Aggregate Subbase = 15.0 inches
SITE uses a maximum R=20 for residental design.
208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise, Idaho 83719
/'SITE
ONSULTING, LLC
CONTRACTED R -VALUE
Pavement Engineeting Inc,
Redd6rg - San Luis Cbispc
Ca#rans' /A,%fRL / QC QA
RESISTANCE (R) VALUE TEST
ASTM D 2844
Laboratory No.:
L180988
Project No.:
180096
Sample Date:
June 21, 2018
Report Date:
July 5. 2018
Client:
Site Consulting LLC
Project Name:
2018 Laboratory Testing
Sample Description:
Brown Sandy Clay with Gravel
Location:
80
70
60
50 U
C
40
N
30 55
20
�'
800 700 600 500 400 300 200 100 0
Exudation Pressure (P.S.I.)
-•-Resistance Value Test —300 P.S.I.
Specimen No.
1
2
3
Moisture Content %
19.8
21.9
19.1
Dry Dens( PCF
98.0
97.3
99.8
Resistance Value R
55
41
77
Exudation Pressure PSI
343
127
606
Expansion Pressure
9
0
26
As Received Moisture Content %
15.0
RESISTANCE VALUE AT 300 P.S.I. 52
Reviewed By;
Brandon Rodebaugh
Materials Engineer
Nothing Follows
208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719
Ailey Engineering, Inc.
CIVIL ENGINEERINGIPLANNINGICADD
February 4, 2019
Meridian Public Works Department
33 E Broadway Street
Meridian, Idaho 83642
RE: Westbridge Subdivision
To Whom it May Concern:
This letter is to provide certification for Westbridge Subdivision that all street finished centerline
elevations are set a minimum of three (3) feet above the highest established groundwater
elevations. This information is based on a Site Consulting, LLC geotechnical report dated July 10,
2018. It should be noted that there is a currently geotechnical investigation/groundwater
monitoring being performed on this site; separation to groundwater will be confirmed when this
report is available.
Sin(
David A. Bailey, P.E.
President
cc: BEI Project No. C2018-009
4242 N. Brookside Lane ♦ Boise, Idaho 83714 ♦ Tel.: 208-938-0013
www.baileyengineers.com
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ADA COUNTY STREET NAME REVIEW
Review Date: February 1, 2019
Project Name: Westbridge Subdivision
Parcel Number(s): S0428141600, SO428143150
Project/Plat Applicant:
City/County Agency:
Preliminary Plat
Final Plat RX
T/R/S 4N1W28
Kent Brown Planning Phone No: 208-871-6842
Meridian
THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON PLAT
W CHINDEN BLVD
Proposed Street Names:
1 N ADALE CT
2 N OAKSTONE AVE
3 N MAPLESTONE CT
4 W VANDERBILT DR
5 N WILLOWSIDE AVE
6
7
8
N BLACK CAT RD
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Comments
Doesn't align with N Maplestone Ave. Needs a new unique name.
PLEASE MAKE THE FOLLOWING CHANGES OR CORRECTIONS
Please replace E STONE CT with a NEW UNIQUE NAME
NOTE: If there are corrections and changes recommended, please make these changes on the subdivision plat and
resubmit to the Ada County Assessor. A final review with no changes required and the matching plat must be
presented to the Ada County Surveyor at time of recording.
Codes/criteria regarding denial
A Sounds like an existing street
B Alignment with existing street
C Duplicate street name within Ada County
D Street name exceeds 13 letters
E Other
The overall final street names are subject to change at Final Plat phase levels
Page 1 of 2
due to design changes, time constraints and or previous recorded plat street alignments.
Page 2 of 2
STREET NAME REVIEW APPLICATION
Ut _�, ow, Please attach a legible copy of plat or site plan with the application and submit directly to: Ada
County Assessor -190 E. Front Street, Boise, ID 83702, Email: streetnamemail@adacounty.id.gov
Applications will be reviewed in the order in which they are received
Application Date 2/1/19 —� Review Needed By JASAP
Project/Subdivision Name IWESTBRIDGE SUBDIVISION Preliminary Plat
Final Plat
Type Of Dwelling(s)/Structure(s) Proposed Single Family F-1 Multi -Family F-1 Other El
I'm Applying To: FIName New Public or Private Street(s) Change Existing Street Name
Existing Street Name
Number Of New Public Streets Proposed 15 1 Number Of Private/Changed Streets Proposed
(Please Attach Plat/Plan) (Please Attach Plat/Plan)
Private/Changed Street Names Choices 1st Choice 2nd Choice
3rd Choice 4th Choice
Applicant Information
Company/Firm Name: KENT BROWN PLANNING I
Applicant Type: Architect Developer Engineer P & Z Dept. Contractor Owner
F] M F] F]
Agent/Contact Name: KENT BROWN
Phone: 208-871-6842 1 Email: KENTLKB@GMAIL.COM
Subject Property Information
Township Range Section
Location/Street Address 15865 N BLACKCAT RD 71
4N 1W 28
Parcel Number(s) S0428141600 ; SO428143150
Owner Information
Same As Applicant? No F] Yes F]
Owner Name/Company I CHALLENGER DEVELOPMENT Phone 208-895-8858 —�
Address 11977E OVERLAND RD City (MERIDIAN State ID Zip 183,642
Street name reviews will be completed within 2 to 3 weeks of receipt of application.
Completed reviews will be uploaded to the following Ada County Assessor link:
https•//adacounty id.gov/Assessor/Land-Records/Street-Naming-and-Addressing
Ada County Assessor -190 E. Front St., Suite 107, Boise, ID 83702 - Phone: 208-287-7273
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The map s mad, from Bata mpyrigAea by Atla
C—tym' Goody sbad rot b, 4aMe la ADA COUNTY ASSESSOR
bna« ah,aam, e,ldamap. Llama t '� Lad Rem",D 1 inch = 700 feet
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ID W02
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HIESTBRIDGE SUBDIVISION HIGHWAY 20 26
.,. 527
LOCATED IN THE SE 1/4 OF THE NE 1/4 OF SECTION 28. m 2 4b
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=1 SHEET I OF 3
114!rW
Street Name Evaluation Response Sheet
Subdivision/Jurisdiction: Westbridge Sub/Meridian
Representatives:
Comments
1 Ada County Assessor
Approved As Reviewed
2 Ada County Sheriff
Approved As Reviewed
3 ACHD
No ResponselDefer
4 Ada County Development Services
Approved As Reviewed
$ Meridian Fire
No ResponselDefer
6 City of Meridian
Approved As Reviewed
„
8
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