HomeMy WebLinkAboutDrainage Report V1Storm Drainage Report-Graycliff Subdivision Phase 3
701 W. Harris Street, Meridian, ID
Prepared For: KB Home
Prepared by:
Kimley-Horn
950 W Bannock St.
Suite 1100
Boise, ID 83702
Contact: Abbey Hahn, PE
208-917-4977
abbey.hahn@kimley-horn.com
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Kimley»>Horn
GENERAL LOCATION AND DESCRIPTION
This drainage study is being prepared to describe the existing and proposed drainage conditions
for the proposed Graycliff Estates Phase 3 located in Meridian, Idaho. The site is located at 710
West Harris Street. The site area is approximately 5.25 acres and is located within the Section
25, Township 3 North, Range 1 West of the Meridian, City of Meridian, Ada County, Idaho.
The property is bounded two sides by development. The site is currently an open field and is
located southeast of Phase 1 of Graycliff Estates Subdivision. Undeveloped land is located to
the east and south of the property. Future Phase 4 of the Graycliff subdivision will be located
southeast of Phase 3 and runoff from a portion of this phase was accounted for in Phase 3
improvements, as noted in Basin 2 description below.
Proposed development of the site will consist of 35 buildable single family residential lots and 3
common lots with associated public roads, landscaping and utilities.
II. EXISTING CONDITIONS
The property is undeveloped. The site currently drains to the northwest corner of the site. The
property is pervious and has no drainage structures located on site. Runoff from the property
infiltrates into the ground. The majority of the existing ground cover consists of native grasses
with the rest containing no vegetation. The site consists of 1-2ft of silty clay loam with pit run
material below. Proposed drainage facilities have been designed to infiltrate into the pit run
material. In areas where hardpan is encountered, the material will be removed, broken and
returned to the trench where it will permeate with a similar rate of the pit run material. The
site is in zone "X", or areas determined to be outside the 0.2% annual chance flood hazard,
according to FEMA Map Number 16001CO234J, dated 06/19/2020.
It is unlikely that any offsite water runoff will enter the proposed site. Area west of the site is
undeveloped native grasses and sage brush.
III. DRAINAGE DESIGN CRITERIA
The storm drainage conveyance and storage systems are designed to meet ACHD's Stormwater
Policy. Seepage beds are designed to store and infiltrate the 100-year storm event. The Water
Quality storm will be treated through sand and grease traps prior dispersion into the seepage
beds. Inlet piping for Seepage Bed 1 and 2 include diversion manholes which allow flows
greater than the Water Quality storm to bypass the sand and grease traps.
The Rational Method was used in calculating the required detention volume for the site. The
site was delineated into hardscape areas and landscape areas and appropriate runoff
coefficients were applied. A weighted runoff coefficient was calculated for the site using 0.20
for landscaping and 0.95 for hardscape areas. Two seepage beds will be constructed on this site
and all water will be retained on site as shown on the Grading and Drainage plans.
Kimley»>Horn
The site was delineated into multiple drainage basins as shown on the Drainage Area Map
Exhibit. These basins were divided into subbasins and a minimum time of concentration of 10
minutes was used to determine peak flows to each catch basin. The proposed storm pipes
were sized according to the accumulative peak flows of each interconnected pipe and sub
basin.
See Appendix A for storm drainage calculations.
III. PROPOSED DRAINAGE
Basin 1: Basin 1 includes drainage from the right of way, sidewalks and lots along South
Graycliff Way. Drainage from these areas will be directed to catch basins, treated through a
sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 1.
Basin 2: Basin 2 includes drainage from the right of way, sidewalks and lots along a portion of
West Learmont Street. This basin includes 1.4 acres east of West Learmont Street from the
future Phase 4 of Graycliff. Drainage from these areas will be directed to catch basins, treated
through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed
2.
Name
Width
Depth (ft)
Length (ft)
Runoff Volume (cf)
Seepage Bed #1
15
10
157
8,833
Seepage Bed #2
15
10
89
4'986
Kimley >>Horn
V. APPENDIX A- Storm Drainage Calculations
\ 4
\� \ GRAYCLIFF SUBDIVSION PHASE 3
\
2 \\\ 'OF \\ DRAINAGE BASIN MAP
3 BLOCK 3 \ T \ \
1C
O/ 1C
/
B'LOCK 2
2
3
29
/
-
F 11
28 27 26
25 /
24
1 I 2� 3 I \
4
Ex NORTH
Rg
N pa
o j
N .s
=m GRAPHIC SCALE IN FEET
=x 0 75 150 300
oa°
\ \\
\
z 3 \\\
7
\ \ 22
8 \
b
7 \ g \ \\ \ \
8 10 \ �p
23 11 \\ \ \
22 '° BASIN 1 12 \\ \ \
21 12
20 13 14 \ \
i
19 BLOCK 3 \ \ \
18 14 \ \
BLOCK 2 15 \ \\ \ \
17 15
\
FUTURE
BA S 1 N 2 PHASE \ \ FT \ \
1 a iu II 12 \ \
2 34 I Mimi \
3 35
4 36
5 37
r
BLOCK 4 I I I I I II
27 I 26 25 24 23 22 21 20 19 18 17 16 15 14 7
Kimley>>>Horn
6
5
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.
Peak Discharge Rate or p
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 Basin 1
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities (25 max) 2
r lir4 to chn nAnrn
5 Area of Drainage Subbasin (SF or Acres) SF
Acre,
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user CalcWate • 1
min
J
8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 2.58 in/hr
9 Calculate the Post -Development peak discharge (QPeak) Qp-k 6.59 cfs
10 Calculate total runoff vol (V) (for sizing primary storage) V 8,833 ft3
V = Ci(Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r, 5,521 ft3
12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay V 883 ft3
Primary Treatm e nt/Sto rage Basin V 7,950 ft3
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab) V 8,833 ft3
0.90
0.20
Estimated Runoff Coefficients for Various Surface
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
0.31 0.
Average: 2-6%
0.09
0.12
0.15 O.
Steep:>6%
0.13
0.18
0.23 0.
Adapted from ASCE
ACHD Calcs- Ph3.xlsm
Version 10.5, November 2018
3/3/2022, 4:43 PM
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 Basin 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 Av@
�mrsaiartr.�r m9nmtaae•.i
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
2
3
4
5
6
7
8
9
10
56,840
58,470
2.65
0.90
0.20
0.55
7 User Calculate -1
Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min
-J
8 Determine the average rainfall intensity (1) from IDF Curve based on Tc i 2.58 in/hr
9 Calculate the Post -Development peak discharge (QPeak) Qp-k 3.72 cfs
10 Calculate total runoff vol (V) (for sizing primary storage) V 4,986 W
V = Ci(Tc=60)Ax3600
11 Calculate Volume of Runoff Reduction Vrr
Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 3,117 W
12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs
13 Volume Summary
Surface Storage: Basin
Basin Forebay V 499 ft3
Primary Treatment/StorageBasin V 4,488 W
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab) V 4,986
Estimated Runoff Coefficients for Various Surfact
Type of Surface
Runoff Coefficients "(
Business
Downtown areas
0.70-0.95
Urban neighborhoods
0.50-0.70
Residential
Single Family
0.35-0.50
Multi -family
0.60-0.75
Residential (rural)
0.25-OAO
Apartment Dwelling Areas
0.70
Industrial and Commercial
Light areas
0.80
Heavy areas
0.90
Parks, Cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.20-0.40
Unimproved areas
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brick
0.95
Roofs
0.95
Gravel
0.75
Fields: Sandy soil
_.
Soil Type
n I a I r n
ACHD Calcs- Ph3.xlsm
Version 10.5, November 2018
3/3/2022, 9:49 PM
ACHD Quick Calcs for Pipe and Ditch Capacity
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 Basin 1 (WQ)
1 Enter Flow
Q=
2.94 cfs
2 Manning's n
n=
0.015 Table on QV Tabs
3 Slope
S=
0.0100 ft/ft
4 Pipe Diameter
D=
12 in
5 Uniform Flow Depth
y„ =
9.3 in
6 Normal Velocity
V=
4.49 ft/s
7 Critical Flow Depth
y, =
8.82 in
8 Critical Velocity
V=
4.75 ft/s
8 Full Flow
Qmn =
3.09 cfs
9 Full Flow %
95%
1 Project Name Basin 1 (100 YEAR)
2 Pines
1
Enter Flow
Q=
6.59 cfs FULL GRAVITY
2
Manning's n
n=
0.015 Table on QV Tab
3
Slope
S=
0.0377 ft/ft
4
Pipe Diameter
D=
12 in
5
Uniform Flow Depth
Y. =
12.0 in
6
Normal Velocity
V=
8.39 ft/s
7
Critical Flow Depth
y�=
11.62 in
8
Critical Velocity
V=
8.47 ft/s
8
Full Flow
Qmn =
6.00 cfs
9
Full Flow %
—PIPE
71 —DEPTH OF FLOW
5
4
2
1
-7 -5 -4 -3 -2 -1� 1 2 3 4 5 7
_2
3
-5
12" DIAMETER
-7 0.015 MANNINGS
FLOW 2.94 CFS 0.01 FT/FT SLOPE
ACHD Calcs- Ph3.xlsm 2/22/2022, 11:29 AM
Version 10.0, May 2018
ACHD Quick Calcs for Pipe and Ditch Capacity
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 Basin 2 (WQ)
1 Enter Flow
2 Manning's n
3 Slope
4 Pipe Diameter
5 Uniform Flow Depth
6 Normal Velocity
7 Critical Flow Depth
8 Critical Velocity
8 Full Flow
9 Full Flow %
Q= 3.17 cfs
n= 0.015
S= 0.0150 ft/ft
D= 12 in
y= 8.4in
V= 5.40 ft/s
y, = 9.15 in
V= 4.93 ft/s
Qmn = 3.78 cfs
84%
1 Project Name Basin 2 (100 YEAR)
Table on QV Tab
2 Pipes
1
Enter Flow
3.72 cfs
2
Manning's n
n=
0.015 Table on QV Tab
3
Slope
S=
0.0377 ft/ft
4
Pipe Diameter
D=
12 in
5
Uniform Flow Depth
Y. =
6.8 in
6
Normal Velocity
V=
8.06 ft/s
7
Critical Flow Depth
y� =
9.86 in I
8
Critical Velocity
V=
5.39 ft/s
8
Full Flow
Qfun =
6.00 cfs I
9
Full Flow %
62% I
—PIPE
—DEPTH OF FLOW
5
4
3
1
-7 -5 -4 -3 -2 -1� 1 2 3 4 5 7
_2
3
-5
12" DIAMETER
-7 0.015 MANNINGS
FLOW 3.17 CFS 0.015 FT/FT SLOPE
—PIPE
7
—DEPTH OF FLOW
5
4
3
2
-72ETER
-7
0.015 MANNINGS
FLOW 3.72 CFS
0.0377 FT/FT SLOPE
ACHD Calcs- Ph3.xlsm 2/22/2022, 11:27 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sand/Grease Traps
NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must
result in facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name SGT 1
2
Enter number of Sand/Grease Traps (25 max)
2
Reference for Throat widths
(inch)
ADS
Boise
Lar-ken
WQU,
Vault
BMP 16
1000 G 48.0
50.5
n/a
1500 G 60.0
61.5
n/a
WQU1000 n/a
n/a
60
WQU1500 n/a
n/a
60
Number
Peak
Baffle
Throat
Velocity
Is the
Vault Size
of S/G
Flow Q-
Spacing
width
Area (ftZ)
0.5 fps
Velocity
Traps
cfs
(inch)
(inch)
max.
ok?
1000 G
1
2.94
48
20
6.67
0.44
ACHD Calcs- Ph3.xlsm 2/22/2022, 11:32 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sand/Grease Traps
NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must
result in facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name SGT 2
2
Enter number of Sand/Grease Traps (25 max)
2
Reference for Throat widths
(inch)
ADS
Boise
Lar-ken
WQU,
Vault
BMP 16
1000 G 48.0
50.5
n/a
1500 G 60.0
61.5
n/a
WQU1000 n/a
n/a
60
WQU1500 n/a
n/a
60
Number
Peak
Baffle
Throat
Velocity
Is the
Vault Size
of S/G
Flow Q-
Spacing
width
Area (ftZ)
0.5 fps
Velocity
Traps
cfs
(inch)
(inch)
max.
ok?
1000 G
1
3.17
48
20
6.67
0.48
ACHD Calcs- Ph3.xlsm 2/22/2022, 11:34 AM
Version 10.0, May 2018
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the "Peak QV" tab
Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Graycliff Phase 3
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
2
Link to:
Q,V2
Q,V TR55
J
V 11,041 ft3 25%Sediment
8 Set Total Design Width of All Drain Rock
W
9 Set Total Design Depth of All Drain Rock
D
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
12 Size of WQ Perf Pipe (Pert 180°)
Dia pipe
13 Size of Overflow Perf Pipe (Perfs 3600), REQD if Q100>3.3 cfs
14 Calculate Total Storage per Foot
Spf
15 Calculate Design Length L
Override Value Required for Chambers
16 Variable Infiltration Window L SWL
17 Variable Infiltration Window W SWW
18 Time to Drain
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
upuonai storage �namoers
Note: This assumes chambers are organized in a rectangular layout.
1 Type of Chambers
2 Volume to Store
V
3 Installed Chamber Width
Cw
Installed Chamber Depth
Cd
Installed Chamber Height
Ch
4 Chamber Void Factor
5 Chamber Storage Volume, Without Rock, Per Manuf
6 Chamber Storage Volume, With Rock, Per Manuf
7 Total Number of Units Required
8 Area of Infiltration
Aperc
9 Volume Infiltration
Vperc
10 Time to Drain
90%volume in 48-hours minimum
100
0.64
4.00 acres
0.00 cfs
15.0 ft
10.0 ft
0.4
8.00 in/hr
18 in
in
70.2 ft3/ft
157 ft
157 ft
15.0 ft
6.3 hours
157 ft
ACHD Calcs- Ph3.xlsm 3/3/2022, 9:51 PM
Version 10.0, May 2018
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the "Peak QV" tab
Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Graycliff Phase 3, Facility 2, Bed 2
2 Enter number of Seepage Beds (25 max)
3 Design Storm
4 Weighted Runoff Coefficient C
5 Area A (Acres)
6 Approved discharge rate (if applicable)
7 Is Seepage Bed in Common Lot? No
2
Link to: Q'V2 -J
Q,V TR55
J
V 6,233 ft3 25%Sediment
8 Set Total Design Width of All Drain Rock
W
9 Set Total Design Depth of All Drain Rock
D
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
12 Size of WQ Perf Pipe (Pert 1800)
Dia pipe
13 Size of Overflow Perf Pipe (Perfs 3600), REQD if Q100>3.3 cfs
14 Calculate Total Storage per Foot
Spf
15 Calculate Design Length L
Override Value Required for Chambers
16 Variable Infiltration Window L SWL
17 Variable Infiltration Window W SWW
18 Time to Drain
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
upuonai storage �namoers
Note: This assumes chambers are organized in a rectangular layout.
1 Type of Chambers
2 Volume to Store
V
3 Installed Chamber Width
Cw
Installed Chamber Depth
Cd
Installed Chamber Height
Ch
4 Chamber Void Factor
5 Chamber Storage Volume, Without Rock, Per Manuf
6 Chamber Storage Volume, With Rock, Per Manuf
7 Total Number of Units Required
8 Area of Infiltration
Aperc
9 Volume Infiltration
Vperc
10 Time to Drain
90%volume in 48-hours minimum
100
0.55
2.65 acres
0.00 cfs
15.0 ft
10.0 ft
0.4
8.00 in/hr
18 in
in
70.2 ft3/ft
89 ft
89 ft
15.0 ft
6.3 hours
89 ft
ACHD Calcs- Ph3.xlsm 3/3/2022, 9:53 PM
Version 10.0, May 2018
Kimley >>Horn
V. APPENDIX B- Grading and Drainage Plan Sheets
3°
PAVING CONSTRUCTION NOTES
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T �ISSyy T T T C AD.'U� J-V1 E -1.1 TO GRADE.
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27 0
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CURB RAMP BLOWUP DETAIL NTS
PAVING CONSTRUCTION NOTES
® CONSTRUCT S' DETACHED CONCRETE SIDEWALK PER
C 'IPF. I..PWC STO
❑ COP..N�. - -n.BLE
L ., Tv - A = SHEET
Cd1O
O C - - CURB
F_ EDIG SPWC
-L ,.�� - -524 WITH 20 BAFFLE SEPARATION.
L- -.-P F. ,.1 SDR35 PVC PIPE. LENGTH AND SLOPE
SLTPE PEF PL„RFORATED PVC PIPE. l£NGTH AND
103 II
CDNS _i _LEPAGE BED Pr DE -Al- ON SHEET
C7.10�
ADJUST WATER VALVE BOX AND COVER TO GRADE.
15 ADJUST MANHOLE RIM TO GRADE.
17 INSTALL TYPE II TERMINUS BARRICADE PER ACHD 5 SD 1132A
1�8 INSTALL TYPE II TERMINUS BARRICADE PER ACHD � R
SD 1132B O
IB INSTALL 48 D A. STORM DRAIN MANHOLE TYPE A F
PER I STD DWG SD 612 y
s
1.
ALL STATIONING AND OFFSETS ARE FROM 1HE STREET ^ -
CLLNIERLINE
2 SIARDS, S SHALL COMPLY B THE LATEST ADA
2%.
STANDARDS. CROSS SLOPE SHALL BE LESS THAN TR.
LONG
NUDINAL SHALL BE LESS THAN 5% UNLESS AT A
RAMP.
Y8
J
BID
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a
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7.10
CC
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Z
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lL M i
KEY MAP
� o
NORTH
0 30' 60'
120'
�a
SCALE: 1" = 30'
NEAL
rl`
VLib70
I
60' PUBLIC RIGHT-OF-WAY
5' SIDEWALK B' PLANTER 16.50'
16.50' 6' PLANTER 5' SIDEWALK
3" ROLLED CURB AND
��� s
a
2RAT LANDING /1` _ -
BEHIND SIDEWALK, TYP. IIJ _ �� III —ICI —III III o
III JIL II III —III —III ICI III"' II`' C C FCf �� o C
1
Q
dill
25 -A
CR 51[FE
L'ELRLE
11" OF COMPACT IN
IF
E6
PCOMPAC
�L TRADE
3T TYPICAL LOCAL STREET SECTION WITH DETACHED SIDEWALK
0 $
2 s
o
/^
9 LOCAL ROAD TYPICAL SECTION SCALE: NTS
2 NOT USED SCALE: NTS
a
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-
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U
7
NO = No I—NR .1
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4
w
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I)RM WATER RET=1.iION SUMMARY TABLE
LENGTH TOP OF ROCK GGTTOU OF GROUNDWATER REO'D SEPARATIDN DESIGN INFILTRATION
NAME
(ft) ELEV. RGCl ELEV. ELEV. (3' MIN) RATE (IN/HR)
5670
h3
C8.10
SEEPAGE BED DETAIL SCALE: NTS
4 NOT USED SCALE: NTS
Kimley >> Horn
VI. APPENDIX C- Geotechnical Report and Addendum