HomeMy WebLinkAboutDrainage Report V1(E IDIAN -
APPROVED
DATE: 05/04/22
FILE NUMBER: Fa-2D-Wl2
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>Morn
(E IDIA\
APPROVED
DATE: 05/04/22
dey)))Horn
I4►1a:7_10X9141_lI[Q LNI_1i,U7�7
,iage study is being prepared to describe the existing and proposed drainage conditions
roposed 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.
pley))) Horn
APPROVED
DATE: 05/04/22 was delineated into multiple drainage basins as shown on the Drainage Area Map
FILENUMBER:FP- 22- 12 hese basins were divided into subbasins and a minimum time of concentration of 10
minuietwas 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
�E IDIAN>
APPROVED
DATE: 05/04/22
FILE NUMBER: Fa- D-GG12
ley))) Horn
PENDIX A- Storm Drainage Calculations
(E IDS IAN,_-
APPROVED �� �\ \
CAM 05/04/22 \� � GRAYCLIFF SUBDIVSION PHASE 3
FRFNOMRFR:FP-zozz- M \ 3 BLOCK 3 T \
\ \ A
2 \ DRAINAGE BASIN MAP
\ \ \
\ 4 1C \\ \\\
1> 3 \, \
/ 1C 4 \ /
/BLOCK 2 5
3 6 /
29 4
\ \
\ \ 22
8
28 27 26 25 \
9
24 / 7 10
8 �0
22 10 BASIN 1 12 \ \ \
— — — 21
Ex NORTH
r9i o
ei
N o
O /
N .5
tm GRAPHIC SCALE IN FEET
x 0 75 150 300
o a°
12
20 \ \
� 13
19 18 14 BLOCK 3 \ \ \
\
\
BLOCK 2 15
17 15 \
FUTURE
BA S I N 2 PHASE \ FT \ \
1 4 \
a 2
34 iu 2 \ \ \
ULULL.
3 35
4 36
5 37
Kimley>))Horn
(E IDIAN —
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
05/04/22
DATE blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
FILE NUMBER: FP-zoz2-DDi 2
Jost -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
rlir4 to Chn , KA— O ihha in n
5 Area of Drainage Subbasin (SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user caicwate
min
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)
Qpe.k
6.59
cfs
10
Calculate total runoff vol (V) (for sizing primary storage)
V
8,833
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)
Vr,
5,521
W
12
Detention: Approved Discharge Rate to Surface Waters (if applicable)
cfs
13
Volume Summary
Surface Storage: Basin
Basin Forebay
V
883
W
Primary Treatment/StorageBasin
V
7,950
W
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
8,833
W
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
2
3
4
5
6
7
8
9
10
109,246
65,054
4.00
0.90
0.20
0.64
Estimated Runoff Coefficients for Various Surfao
Type of Surface
Runoff Coefficients "t
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 O.
Average: 2-6%
0.09
0.12
0.15 0.
Steep:>6%
0.13
0.18
0.23 O.
Adapted from ASCE
ACHD Calcs- Ph3.xlsm
Version 10.5, November 2018
3/3/2022, 4:43 PM
IDS IAy-
�J ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
05/04/22
DATE blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
FILE NUMBER:rP- Dlz
ost-Development Flows (for pre -development flows, increase number of storage facilities to create new tab)
put 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@
riirL r,. Ch...., K—r. C..kki, n
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
-1
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)
Qpek
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
W
Primary Treatment/StorageBasin
V
4,488
W
Subsurface Storage
Volume Without Sediment Factor (See BMP 20 Tab)
V
4,9
Estimated Runoff Coefficients for Various Surface
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)
0.25-0.40
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
n I a I r n
ACHD Calcs- Ph3.xlsm
Version 10.5, November 2018
3/3/2022, 9:49 PM
� I ,
�JE IDS IAy_
�J ACHD Quick Calcs for Pipe and Ditch Capacity
APPROVED
DATE 05/04/22 is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations
um requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
FILENUMBER:rP-zoz 12
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 Tab
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
yc =
8.82 in
8 Critical Velocity
V=
4.75 ft/s
8 Full Flow
QfuII =
3.09 cfs
9 Full Flow %
95%
1 Project Name Basin 1 (100 YEAR)
2 Pipes
1
Enter Flow
Q=
6.59 cfs FULL GRAVITY
2
Manning's n
n=
0.015 Table on QV Tab
I 3
Slope
S=
0.0377 ft/ft
I 4
Pipe Diameter
D=
12 in
I 5
Uniform Flow Depth
Y. =
12.0 in I
6
Normal Velocity
V=
8.39 ft/s
7
Critical Flow Depth
yc=
11.62 in
8
Critical Velocity
V=
8.47 ft/s
8
Full Flow
Qfml =
6.00 cfs
9
Full Flow %
-PIPE
-DEPTH OF FLOW
5
4
2
1
-7-5d3-2-11 1 2 3 4 5 7
_2
-3
-5
12" DIAMETER
_7 0.015 MANNINGS
FLOW 2.94 CFS 0.01 FT/FT SLOPE
-PIPE
-DEPTH OF FLOW
5
4
3
r1
2
-7 -5 -4 -3 -2 _1I
1 2 3 4 5 7
_2
d
5
12" DIAMETER
-7
0.015 MANNINGS
FLOW 6.59 CFS
0.0377 FT/FT SLOPE
ACHD Calcs- Ph3.xlsm 2/22/2022, 11:29 AM
Version 10.0, May 2018
IDS IAN—
ACHD Quick Calcs for Pipe and Ditch Capacity
APPROVED
05/04/22 is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations
DATE um requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
FILE NUMBER: F-2D22-12
UbeF put in yellow cells.
1 Project Name Basin 2 (WQ)
2 Pines
1 Enter Flow
Q=
3.17 cfs
2 Manning's n
n=
0.015 Table on QV Tab
3 Slope
S=
0.0150 ft/ft
4 Pipe Diameter
D=
12 in
5 Uniform Flow Depth
y„ =
8.4 in
6 Normal Velocity
V=
5.40 ft/s
7 Critical Flow Depth
yc =
9.15 in
8 Critical Velocity
V=
4.93 ft/s
8 Full Flow
QfuII =
3.78 cfs
9 Full Flow %
84%
1 Project Name Basin 2 (100 YEAR)
2 Pines
1
Enter Flow
Q=
3.72 cfs
2
Manning'sn
n=
0.015 Table on QV Tab
3
Slope
S=
0.0377 ft/ft
4
Pipe Diameter
D=
12 in
5
Uniform Flow Depth
yn =
6.8 in I
6
Normal Velocity
V=
8.06 ft/s
7
Critical Flow Depth
yc =
9.86 in
8
Critical Velocity
V=
5.39 ft/s
I
8
Full Flow
QJUII =
6.00 cfs
9
Full Flow %
62% I
-PIPE
71
-DEPTH OF FLOW
5
4
3
1
-7-5d3-2-1t 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
/001� 3
2
-7
7
2ETER
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
CUEIDR IAy
�� ACHD Calculation Sheet for Sand/Grease Traps
APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must
s that meet or exceed these calculations in order to be accepted.
FILE NUMBER: F-D-W12
s for Sand Grease Trap Velocity
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)
Boise
ADS
Vault
Lar-ken
WQU,
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 (ft2)
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
CUEIDR IAy
�� ACHD Calculation Sheet for Sand/Grease Traps
APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must
s that meet or exceed these calculations in order to be accepted.
FILE NUMBER: F-D-W12
s for Sand Grease Trap Velocity
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)
Boise
ADS
Vault
Lar-ken
WQU,
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 (ft2)
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
(E IDIAN —
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
et is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
APPROVED
logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that
DATE- 05/04/22 a calculations in order to be accepted.
et pulls information from the "Peak CE,V" tab
FILE NUMBER: Fe-zozz-ooiz
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
100
0.64
4.00 acres
0.00 cfs
V 11,041
2
Link to:
Q,V2
Q,V TR55
J
ft3 25%Sediment
8 Set Total Design Width of All Drain Rock
W
15.0
ft
9 Set Total Design Depth of All Drain Rock
D
10.0
ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.4
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
8.00
in/hr
12 Size of WQ Perf Pipe (Perf 1801)
Dia pipe
18
in
13 Size of Overflow Perf Pipe (Perfs 360% REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
70.2
ft3/ft
15 Calculate Design Length
L
157
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
157
ft
17 Variable Infiltration Window W
SWW
15.0
ft
18 Time to Drain
6.3 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
157
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
uptLonaL btorage Lnamners
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
ACHD Calcs- Ph3.xlsm 3/3/2022, 9:51 PM
Version 10.0, May 2018
(E IDIAN —
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
et is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's
APPROVED
logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that
DATE- 05/04/22 a calculations in order to be accepted.
et pulls information from the "Peak CE,V" tab
FILE NUMBER: Fe-zozz-ooiz
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 V
100
0.55
2.65 acres
0.00 cfs
6,233
2
Link to: Q•v
Q,V TR55
J
ft3 25%Sediment
8 Set Total Design Width of All Drain Rock
W
15.0
ft
9 Set Total Design Depth of All Drain Rock
D
10.0
ft
Rock Only, Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock
Voids
0.4
0.4 for 1.5"-2" drain rock and 3/4" Chips
11 Design Infiltration Rate (8 in/hr max)
Perc
8.00
in/hr
12 Size of WQ Perf Pipe (Perf 1801)
Dia pipe
18
in
13 Size of Overflow Perf Pipe (Perfs 360% REQD if Q100>3.3 cfs
in
14 Calculate Total Storage per Foot
Spf
70.2
ft3/ft
15 Calculate Design Length
L
89
ft
Override Value Required for Chambers
16 Variable Infiltration Window L
SWL
89
ft
17 Variable Infiltration Window W
SWW
15.0
ft
18 Time to Drain
6.3 hours
90%volume in 48-hours minimum
19 Length of WQ & Overflow Perf Pipes
89
ft
20 Perf Pipe Checks. Qperf>= Qpeak;
where Qperf=CdxAxV(2xgxH)
uptLonaL btorage Lnamners
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
ACHD Calcs- Ph3.xlsm 3/3/2022, 9:53 PM
Version 10.0, May 2018
�E IDIAN>
APPROVED
DATE: 05/04/22
FILE NUMBER: Fa- D-GG12
ley))) Horn
PENDIX B- Grading and Drainage Plan Sheets
DWT-,)-
APPROVED
_ 01
I
'T
ITT I III T' iss5 6 7
2 �TT� 1 4
oFF
11 -21 T 11 1. — 1212—
—T nis 2 [. ..
T
—T DEE I� —T
[.: 7a,l. [T.
,
—T 2A.... 2E .124
—I 1A
1_1 2 -Lf * 12 IT 1 18' 1
AT
T
\_'I 713
OFF 171 5—
TI
PAVING CONSTRUCTION NOTES
LLJ CGGUTTER PER
" IT _"I
AC HE ILEIEITE STI DIG �l 7.1
CONl-l-IT 1ILL-D _11 I'Ll 31TTIR PER ACHO
SU PL III l, 11
DONA I I I -E, 11 VERTICAL
C P ,
UR�,� D TE IF E—TITEN LEITE P.
SID
'4' "N' A T IAIA PER
LLEVE��2' ATI 'DZ �D�� 21. M
C-1— -PE 1', 1, 1 : DE ILIAD 11 1111 ' IE ABLE
T A I- 11TIED11T
CURB
II-'IFIFITI AT- DIG D 6 rg A_HE I Tl
�77 I -,TD -,',C -D-A2L 11TI ED PIFFLE , ION
LI - L LGIF 12 EDR35 PVC 'IPE LENGTH AND SLOPE
0 10' 20' 40'
r12 N 1 1 12 PERFORATED — PIPE. LENGTH AND
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13 14
1. ALL STAT-ING AND OFFSETS ARE FROM THE STREET
as CALL NTERLUNE.
DT 2. BI EWAILRB SHALL -PLY WITH THE LATEST ADA
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CURB RAMP BLOWUP DETAIL IN
PAVING CONSTRUCTION NOTES
- - 510E WALK PER
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L ., Tv - A - SHEET
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LF ,' DR35 PVC PIPE. LENGTH AND SLOPE
_LrIRFORATED PVC PIPE. LENGTH AND
PE LEE P
103 CONS _i _IDEA.,[ DED PLI DETAIL 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
SO-1—
0 INSTALL TYPE II TERMINUS BARRICADE PER ACHD
SD 1132B
6
9
O
0
1❑9 INSTALL 48 DA. STORM DRAN MANHOLE TYPE A
PER ISPW STD DWG SD 612
^
Nj TE.ALL
STATIONING AND OFFSETS ARE FROM THE STREET
CENTERLINE
2 ALL SIDEWALKS SHALL COMPLY KITH THE LATEST ADA m
STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%.
LONGITUDINAL SHALL BE LESS THAN 5% UNLESS AT A `
RAMP.
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0 30' 60'
120'
SCALE: 1" = 30'
3
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MEIuDIANg
60' PUBLIC RIGHT-OF-WAY
PROVED
WALK 6' PLANTER 16.50'
16.50' 6' PLANTER V 61DEWALK
i. 05/04/22
f NUMBEP'ra-mzzm
�J" ROLLED CURB AND
50 iU TVF
2' RAT LANDING
BEHIND SIDEWALK, M —I _ III III III —III III ✓II
III III II L II III III —III � � III 1L� C � C FCf �� D L �,.0
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8
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,)LOCAL ROAD TYPICAL SECTION SCALE: NTS
2 NOT USED SCALE: NTS
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JRM WATER RETENTION SUMMARY TABLE
4 I J
NAME LENGTH t'J- -FTH TOP OF ROCK BOTTOM OF GROUNDWATER REO'D SEPARATION DESIGN INFILTRATION
(ft) (ft) (tt) ELEV. ROCK ELEV. ELEV. (3' MIN) RATE (IN/HR)
�t(
86��
9ex0'AaLzMP
C8FFI 0
3 SEEPAGE BED DETAIL SCALE: NTS
4 NOT USED SCALE: NTS
�E IDIAN>
APPROVED
DATE: 05/04/22
FILE NUMBER: Fa- D-GG12
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PENDIX C- Geotechnical Report and Addendum