HomeMy WebLinkAboutPSI Corporate Office (3)Water Management • Geographic Info Systems • Landscape Archdecture • Erosion Control • Land Planning • Graphic Communication . Irrigation Design
TRANSMITTAL ru f m � � m- @
To:
Mr. Andrew Davis, AIA,
NCARB, LEED AP
`
Breckon Land Design Inc.
APR 1 5 ZDi3
Past Office Box 44466
BRS Architects
Boise, Idaho 83711
Aril 15, 2013
ph: 208-3765153
Address:
fax: 208-37 -6528
Job #:
xavw.breckonlantldesion.com,n.com
Water Management • Geographic Info Systems • Landscape Archdecture • Erosion Control • Land Planning • Graphic Communication . Irrigation Design
TRANSMITTAL ru f m � � m- @
To:
Mr. Andrew Davis, AIA,
NCARB, LEED AP
From:
Jon Breckon
APR 1 5 ZDi3
Company:
BRS Architects
Date:
Aril 15, 2013
ay
Address:
1010 S. Allante Place, Suite 100
Boise, Idaho 83709
Job #:
13016.01
Project:
PSI Corporate Office
Phone
Number:
208-336-8370
Fax
Number:
208-336-8380
Cc:
file
ENCLOSURESINCLUDE:
® Plans ❑ Samples ❑ Other
❑ Specifications ❑ Submittal Data ❑
❑ Copy of Letter ❑ Change Order ❑
NOTES:
PSI CORPORATE OFFICE
STORMWATER RUNOFF
MANAGEMENT AND TREATMENT
CALCULATIONS
Address:
2204 East Lanark Street
Meridian, Idaho 83642
PREPARED BY:
TE �
Breckon Land Design, Inc.
P.O. Box 44465
Boise, Idaho 83711
ph: (208) 376-5153
fax: (208) 376-6528
Project No. 13016.01
April 12, 2013
PURPOSE
The purpose of this report is to confirm that the on-site storm water management system design
for the PSI Corporate Office is adequate for the 100 year design storm per the Idaho Department
of Environmental Quality standards.
SITE DESCRIPTION
The proposed site is located at 2204 East Lanark Street, Meridian, Idaho 83642.
The limits of construction are approximately 2.00 acres as shown on the attached site plan.
Currently the site is a relatively flat with existing improvements. Runoff water from the site is
conveyed to valley gutters and curb gutters that flow water to an underground drainage system.
The post development runoff will divide runoff between new grass infiltration swales and a new
underground seepage bed. The site is bordered by commercial development on the north,
south, west, and east. Dewatering is not expected.
DESIGN CRITERIA
The system is designed to accommodate the 100 year design storm using infiltration basin
(swale) designs in accordance with recommendations given by the IDEQ Storm Water Best
Management Practices Catalog.
The storm water runoff flows were calculated using the Rational Method with a weighted post
development runoff coefficient calculated for each drainage area. The rainfall intensity used was
taken from the Intensity -Duration -Frequency Curve for Zone A in the IDEQ Storm Water Best
Management Practices Catalog for the 100 year design storm. See Appendix B fora copy of this
curve.
PEAK FLOW ANALYSIS OUTLINE
The proposed storm drainage piping system is sized to provide the necessary capacity to
convey the 100 -year storm event and to provide for initial settlement of sediments in the runoff.
The following steps were taken to design the storm drain lines.
1. Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient
(C) and Time of Concentration (T) values for the developed basins.
2. Determine the maximum flow for each basin using the Rational Equation (Q=CIA),
determining the Rainfall Intensity (1) from the Zone A Intensity -Duration -Frequency
curves from the estimated T values.
3. Size the storm drain lines, sand and grease traps and inlets to accommodate the peak
flows.
PEAK FLOW ANALYSIS RESULTS
The storm system has been sized to accommodate the 100 -year peak flow rates. Appropriately
sized infiltration trenches have been located to provide initial settlement of sediments in the runoff
and to accommodated storm water on site.
DESIGN STORM DETENTION ANALYSIS OUTLINE
The proposed storm drainage detention system is sized to provide the necessary capacity to
store the 100 -year storm event and to provide for initial settlement of sediments in the runoff.
The following steps were taken to design the storm drain retention.
Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient (C)
and Time of Concentration (T) values for the developed basins.
2. Determine the maximum flow for each basin using the Rational Equation (Q=CIA),
determining the Rainfall Intensity (1) from the Zone A Intensity -Duration -Frequency curves
from the estimated T values.
3. Size the swale area and seepage bed size to accommodate the required volume.
100 YEAR DETENTION RESULTS
The proposed detention basin system and underground seepage bed has been designed to
adequately detain the 100 -year design storm event.
Appendix A
Drainage Basin Map: N.T.S.
DRAINAGE AREA #3
TOTAL SQ: 41,014.26 sq.ft.
TOTAL AC: 0.94
Impervious: 13,625.69 sq.ft.
Ac: 0.31
Pervious: 27,388.57 sq.ft.
Ac: 0.63
Ll
DRAINAGE AREA #2
TOTAL SQ: 7,846.88 sq.ft.
TOTAL AC: 0.18
Impervious: 3,627.13 sq.ft.
Ac: 0.084
Pervious: 4,219.75 sq.ft.
Ac: 0.096
DRAINAGE AREA #1
TOTAL SQ: 29,090.65 sq.ft.
TOTAL AC: 0.667
Impervious: 16,051.13 sq.ft. no
Ac: 0.37
Pervious: 13,039.52 sq.ft.
Ac: 0.30
\ '����1"Tlz
Appendix B
Intensity -Duration -Frequency Curve
2 0.0
16,0
10.0
6.o
6.0
U
O. 4.0
w
Z.O
1.0
z O,e
as
r
0,4
w
1 02
z
0.1
J
08
LL A 6
.Z
A4
ENSIMMMMMEN
INNINNIFAMME
■■■
h NO
6/1
NO YE
FRf9UENCY ANALYSIS 8Y M17800 Of
ExiRrN£ VAUES; Ar7YR 6044' 11
M=ME w
■■ M■
■t
■m
5 10' 15 20 3O 40 50 60 2 , , 3. 4 5 6 ' 0 10 12 Ii 2'
M I N U 7 E 3 N`O 'W R S!,,
0 U R A T I'0 N
Appendix C
Runoff Coefficients
Table C-1. Typical "C" Values
Description of Area
Runoff Coefficients
Business
Downtown Areas
0.70-0,95
Neighborhood Areas
0.50 - 0.70
Residential
Single -fancily areas
0.30-0,50
MUlti-units, detached
0.40-0.60
Multi -units, attached
0,60-0.75
Residential (suburban)
0.25-0.40
Apartment dwelling areas
0.50 -0.70
Industrial
Light Areas
0.50-0.80
Heavy Areas
0.60 - 0.90
Parks, cemeteries
0.10- 0.25
Playgrounds
0.20 - 035
Railroad yard areas
0.20-0,40
Unimproved areas
0,10-0.30
Streets
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0,85
Drives and Walks
0,75-0,85
Roofs
0.75. 0,95
Lawns - course textured soil (greater than 85/ sand)
Slope: Flat, 2%
0.05-0.10
Average, 2-7%
0.10-0,15
Steep, 7/
0.15-0.20
Lawns - fine textured soil (greater than 40% clay)
Slope:. Flat, 2%
0,13-0,17
Average, 2-7%
0.18-0.22
Steep, 7%
0.25-0.35
44 Developing Your Sturonvater Pollution Prevention Plan: A Guide for Caustn¢non Sites
Appendix D
Storm Water Calculations
PSI Corporate Office, Meridlan, Idaho
Infiltration Characteristics (floor only):
Infiltration Rate =
'!2 in per hr
Width
Width 2x -
Length
Length (2x) -
A perc. _
1500 sf
Q pore. =
250.00 cf perhr
4 perc. -
0.0694 cfs
Infiltration Characteristics
( 213 sidewalls only):
Infiltration Rate =
2 in per hr
Width 2x -
30 ft
Length (2x) -
200 ft
Aperc. -
429.84 sf
Q perc. -
70.81 of per hr
Q perc. -
0.0197 cis
STORAGE VOLUME
Time Time
(min,) (sec.
REQUIRED f100
Intensity
inches/hr
Year Storm):
Q dev,
cfs
Vin
c(CO(CO
V out
V storage
5
300
4.4
1.80
541
211
520
10
600
3.2
1.31
787
42
745
15
900
2.5
1.02
922
63
860
20
1200
2.2
0.90
1,082
83
999
30
1800
1.6
0.66
1,181
125
1,056
40
2400
1.4
0.57
1,377
167
1,211
50
3000
1.2
0.49
1,476
208
1,267
60
3600
1.1
0.45
1,623
250
1,373
120
7200
0.6
0.25
1,771
500
1,271
1801
10800
0.45
0.18
1,992
750
1,242
240
14400
0.35
0.14
2,066
1,000
1,066
300
18000
0.3
0.12
2,214
1,250
964
360
21600
0.26
0.11
2,302
1,500
802
480
28800
0.22
0.09
2,597
2,000
597
600
36000
0.18
0.07
2,656
2,6001
156
720
43200
0.14
0.06
2,479
3,000
-521
1080
64800
0.12
0.05
3,188
4,500
-1,312
1440
86400
0.085
0.03
3,011
6,000
-2,989
Vs Max = 1,373 of Maximum Storage Required
Bed Volume (380J. Voids)
Bed Volume (x 15%)
1 hour
2hours
3 hours
4 hours
5 hours
6 hours
6 hours
10 hours
12 hours
18 hours
24 hours
Vs Max =
1,373 of
IMaAmum Storage Required
1 1000 al & 11500 al Sand and Grease Trapb Amcor Pre Cast
A b-
V sw =
.. 2,7471sfof
6" deep swale required
Velocity =
sf
V sw =
1,;331 sf
of 9" deep Swale required
._',9,15.5
, .086.7-
) sf
V sw -
1,373 sf
of 12" deep swale required
457.8
sf
Ih =
0.9155 ft
Swale Size=
15r
15
ft VA x 100 ft long x
0.92
ft dee
Velocity
Throuah Baffle:
Type:
1 1000 al & 11500 al Sand and Grease Trapb Amcor Pre Cast
A b-
41V ISee appendix D
Q 10 min.
1.31 lots 1100 year Peak Q dev. At 10 min duration
Velocity =
0.33 ft persec.
See ace Bed Recove Time Floor:
V s -
k1 373 c#
erc = 250.00 cf per hr
Time Rec= I 5:5 hours
See a e Bed Recove Time 213 sidewalls :
Vs=
1,373112f
Q erc=
70.811cf per hr
Time Rec =
19.4 hours
TI eRec=l
0.811days
Wei hted Runoff Coefficient "C"
Runoff coefficients= 0.95 paved (impervious)
0.2 landscape (pervious)
MIm ewious area = 16,051:13 sf 15248.574 sf
Pervious area = 13,039.52 sf 2607.904 sf
Total Area = 129,090.051af 1 0.81 °C"
of 18" deep swale required
of 24" deep Swale required
of 36" deep swale required
PSI Corporate Office, Meridian, Idaho - -
Infiltration Characteristics (floor only):
Infiltration Rate =
s2 in per hr
Width =
..,'10 ft
Length -
60 ft
A pare, -
600 sf
Q Pere. -
100.00 of perhr
Q Pere, -
0.0278 cfs
Time Intensity Q dev. Vin
Infiltration Characteristics
t 2l3 stdewalls onlvl:
Infiltration Rate =
2 in per hr
Width x -
20 ft
Length 2x -
120 ft
A perc. -
136.51 sf
Q erc. -
22.75 of perhr
Q perc. -
0.0063 cfs
V out V
2 hours
3 hours
4 hours
5 hours
6 hours
8 hours
10 hours
12 hours
18 hours
24 hours
Vs Max = 290 of Maximum Storage Required
Vsb=
V sb 15% = 877.!
De tn—
See a e Bed Size =
Vs Max =
VSW=
Vsw=
Vsw=
Denth =
Bed Volume (38% Voids)
Bed Volume (x 15%)
290 cr lMaximum Storage Required
5801 sf of 6" deep swale required 193.3. ', sf of 18" deep swale required
3871 sf of 9" deep swale required 10.0 '. sf of 24" deep swale required
290-; sf of 12" deep swale required - 96.7 sf of 36" deep swale required
Velocity
Throuah Baffle:
Type:
1 1000 al & 1 1500 al Sand and Grease Trap by Amcor Pre Cast
Ab=
See appendix D
Q 10 min.
0.32 cfe 100 year Peak Q dev. At 10 min duration
Velocity
= 0.08 ft per sec.
See are Bed R cover Time floor
V s = 290 cf
Q perc -- I 100.00 cf per hr
Time —Re"---] 2.9 hours
Seenacie Bed Recovery Time 213 sidew lls :
V s =
290 cf
Q e rc=
22.75 cf perhr 11
Time Rec= I
12.7 hours
Time Rec = I
0.53 da s
Weighted Runoff Coefficient "C"
Runoff coefficients=
0.95 paved
(impervious)
0.2 landscape (pervious)
Im Lious area=
-':1)862713 sf
3445.7735 sf
Pervious area=
4,219:75 sf
843.95 sf
Total Area=
I1,7;846;88 sf
0.651"C',
PSI Corporate Office, Meridian, Idaho
Infiltration Characteristics (floor only):
Infiltration Rate =
2 inper hr
Width =
15 ft
Length -
r55 ft
A erc. -
825 sf
Q erc. -
137.50 of er hr
Q arc. -
0.0382 cis
Infiltration Characteristics
( 213 sidewalls only):
Infiltration Rate =
2 in per hr
Width 2x -
30 ft
Length 2x -
110 It
A erc.-
677.20 sf
Q Pero, -
112.87 cf per hr
Q pore, -
0.0314 cis
STORAGE
Time
min.
VOLUME REQUIRED (100 Year Storm):
Time Intensity Q dev,
sec. inchesrhr) (of$)
Vin
(c
V out
c
V storage
c
61
300
4.4
2.14
641
11
630
101
600
3.2
1.55
933
23
910
151
900
2.5
1.21
1,093
34
1,059
201
1200
2.2
1.07
1,282
46
1,237
301
1800
1.6
0.78
1,399
69
1,330
401
2400
1.4
0.68
1,632
92
1,541
501
3000
1.2
0.58
1,749
115
1,634
601
3600
1.1
0.53
1924
138
1,786
1201
7200
0.6
0.29
2,099
275
1,824
180
10800
0.461
0,221
2,351
413
1,948
240
14400
0.35
0.17
2,448
- 550
1,898
300
18000
0.3
0.15
2,623
688
1,936
360
21600
0.26
0.13
2,728
825
1,903
480
28800
0.22
0.11
3 078
1 100
1,978
600
36000
0.16
0.09
3,148
1,375
1,773
720
43200
0.14
0.07
2,938
1,650
1,288
1080
64800
0.12
0.06
3,777
2,475
1,302
1440
86400
0.085
0.04
3,568
3,300.
268
Vs Max= 1,978 cf IMaximum Storage Required
Seepage Bed Volume (38% Voids)
Seepage Bed Volume (x 15%)
Seepace Bed Depth Reduired
....... I, hour, hoour)
2 hours
3 hours
4 hours
6 hours
6 hours
8 hours
10 hours
12 hours
18 hours
24 hours
Vs Max =
1,978 cf
Maximum Storage Required
1 1000ga1 Sand and Grease Trapb Amcor Pre Cast
A b=
Vsw=
3,95611. sf
of 6" deep swale required
1;$18.6
1sf
V sw =
263,71 at
of 9" deep swale required
989.0
-, sf
V sw = _
1,978; sf
of 12" deep Swale required
659.3
sf
De lh=
2.3975 it
Seale Size=
15
ft wide x 55 ft long x
2.40
it deep I
Velocity
Through Baffle:
Type:
1 1000ga1 Sand and Grease Trapb Amcor Pre Cast
A b=
416f
See appendix D
Q 10 min.
1.55
cis 1100 year Peak Q dev. At 10 min duration
Velocl =
0.39It
per sec.
Sea a e Bed Recove Time floor:
Vs= 1,978cf
Q erc= 137,501 cf perhr
Time Rao = 14.41 hours
Seepage Bed Recovery Time 213 sidewalls :
Vs=
1,978cf
Q erc=
112.87cf per hr
Time Rao= I
17.5hours
Time Rao = I
0.73 days
Wei hted Runoff Coeffigkill=
Runoff coefficients= 0.95 paved (impervious)
0.2 landscape (pervious)
Im ervlous area = 13;625:69 sf 12944.408 sf
Pervious area = 27;388:57 sf 1 8216.571 Isf
Total Area =41,01 .26 sf I 0.52 "C"
of 18" deep swale required
of 24" deep Swale required
of 36" deep swale required
MANHOLE FRAME AND
COVER PER IDAHO PUBLIC
WORKS 5TDS. (TYP)
INLET PIPE (SEE
POR ORIENTATIC
TOP VIEW
MANHOLE FRAME AND —
COVER PER IDAHO PUBLIC
WORKS STANDARDS. (TYP)
M
GRADE ADJU5TINO RIN65��� $-.6
ro
INLET PIPE
WEIR ELEVATION
�m
r M P
..V-4 1/8"�:.., .....:. Y-6
SIDE VIEW
NOTES
TO 5EEPA6E BED
OUTLET TO
5EEPA6E HED
1. 1000 GALLON PRECAST CONCRETE BOX USE FA5RICATIOR5 5TARDARD
512E A5 MANUFACTURED BY AMCOR PRECAST.
2. INV. IN. > WEIR ELEV. BY I" MIN. UNLESS OTHERAfSE INDICATED ON PLANS.
3. INV. OUT < WEIR ELEV. BY 3" MIN. UNLESS OTHF-RN15E INDICATED ON PLANS,
1 1000
A A TT
11
SAND
PSI CORPORATE OFFICE
STORMWATER RUNOFF
MANAGEMENT AND TREATMENT
CALCULATIONS
Address:
2204 East Lanark Street
Meridian, Idaho 83642
PREPARED BY:
x ,
�§
Breckon Land Design, Inc.
P.O. Box 44465
Boise, Idaho 83711
ph: (208) 376-5153
fax: (208) 376-6528
Project No. 13016.01
April 12, 2013
PURPOSE
The purpose of this report is to confirm that the on-site storm water management system design
for the PSI Corporate Office is adequate for the 100 year design storm per the Idaho Department
of Environmental Quality standards.
The proposed site is located at 2204 East Lanark Street, Meridian, Idaho 83642.
The limits of construction are approximately 2.00 acres as shown on the attached site plan
Currently the site is a relatively flat with existing improvements. Runoff water from the site is
conveyed to valley gutters and curb gutters that flow water to an underground drainage system.
The post development runoff will divide runoff between new grass infiltration swales and a new
underground seepage bed. The site is bordered by commercial development on the north,
south, west, and east. Dewatering is not expected.
DESIGN CRITERIA
The system is designed to accommodate the 100 year design storm using infiltration basin
(swale) designs in accordance with recommendations given by the IDEQ Storm Water Best
Management Practices Catalog.
The storm water runoff flows were calculated using the Rational Method with a weighted post
development runoff coefficient calculated for each drainage area. The rainfall intensity used was
taken from the Intensity -Duration -Frequency Curve for Zone A in the IDEQ Storm Water Best
Management Practices Catalog for the 100 year design storm. See Appendix B for a copy of this
curve.
PEAK FLOW ANALYSIS OUTLINE
The proposed storm drainage piping system is sized to provide the necessary capacity to
convey the 100 -year storm event and to provide for initial settlement of sediments in the runoff.
The following steps were taken to design the storm drain lines.
1. Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient
(C) and Time of Concentration (T) values for the developed basins.
2. Determine the maximum flow for each basin using the Rational Equation (Q=CIA),
determining the Rainfall Intensity (1) from the Zone A Intensity -Duration -Frequency
curves from the estimated T values.
3. Size the storm drain lines, sand and grease traps and inlets to accommodate the peak
flows.
PEAK FLOW ANALYSIS RESULTS
The storm system has been sized to accommodate the 100 -year peak flow rates. Appropriately
sized infiltration trenches have been located to provide initial settlement of sediments in the runoff
and to accommodated storm water on site.
DESIGN STORM DETENTION ANALYSIS OUTLINE
The proposed storm drainage detention system is sized to provide the necessary capacity to
store the 100 -year storm event and to provide for initial settlement of sediments in the runoff.
The following steps were taken to design the storm drain retention.
Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient (C)
and Time of Concentration (T) values for the developed basins.
2. Determine the maximum flow for each basin using the Rational Equation (Q=CIA),
determining the Rainfall Intensity (1) from the Zone A Intensity -Duration -Frequency curves
from the estimated T values.
3. Size the swale area and seepage bed size to accommodate the required volume.
100 YEAR DETENTION RESULTS
The proposed detention basin system and underground seepage bed has been designed to
adequately detain the 100 -year design storm event.
Appendix A
Drainage Basin Map: N.T.S.
DRAINAGE AREA #3
TOTAL SO: 41,014.26 sq.ft.
TOTAL AC: 0.94
Impervious: 13,625.69 sq.ft.
Ac: 0.31
Pervious: 27,388.57 sq.ft.
Ac: 0.63
6�
T DRAINAGE BASIN MAP
N 5GALE. V'= W -O"
.� ■
■■■
DRAINAGE
AREA #2
TOTAL SQ:
7,846.88 sq.ft.
-
TOTAL AC:
0.18
Impervious:
3,627.13 sq.ft.
Ac: 0.084
Pervious: 4,219.75 sq.ft.
Ac: 0.096
DRAINAGE
AREA #1
TOTAL SO:
29,090.65 sq.ft.
TOTAL AC:
0.667
Impervious:
16,051.13 sq.ft.
Ac: 0.37
r
Pervious: 13,039.52
sq.ft.
Ac: 0.30
6�
T DRAINAGE BASIN MAP
N 5GALE. V'= W -O"
.� ■
Appendix B
Intensity -Duration -Frequency Curve
i
M I N U T E- S H'0'U R
0 U R A T 1'0 N
Appendix C
Runoff Coefficients
Table C-1, Typical "C" Values
Description of Area
Runoff Coefficients
Business
Downtown Areas
0.70 .- M5
Neighborhood Areas
0.50 - 0.70
Residential
Single-family areas
0.30-0,50
Multi -units, detached
0.40 - 0.60
Midti-units, attached
0.60-0,75
Residential (suburban)
0.25-0.40
Apartment dwelling areas
0150-0,70
Industrial
Light Areas
0.50 - 0.80
Heavy Areas
0,60-0.90
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
0.70-0.95
Concrete
0.80-0195
Brick
0.70-0185
Drives and Walks
0.75-0.85
Roofs
0.75 - 0.95
Lawns - course textured soil (greater than 85% sand)
Slope: Flat, 2%
0.05-0,I0
Average, 2-7%
0.10-0.15
Sleep, 7%
0.15-0.20
Lawns - fine textured soil (greater than 40% clay)
Slope: Flat, 2%
0.13-0.17
Average, 2-7%
0,18 -- 0,22
Steep, 7%
0.25-0.35
44 bevelop ng Yom Slormwaler Pollution Prevention Plan A Guido for Construction Sites
Appendix D
Storm Water Calculations
PSI Corporate Office, Meridian, Idaho
Infiltration Characteristics
(floor only):
Infiltration Rate =
, lt'2 in per hr
Width I15
ft
Length =
':100 ft
A era =
1500 sf
Q erc. -
250.00 of per hr
Q Pere. f-
0.0694 cis
Infiltration Characteristics
12/3 sidewalts only):
Infiltration Rate=
2 i per hr
Width 2x -
30 It
Length 2x -
200 ft
A pere. =
424.84 sf
Q Pere. -
70.81 cf per hr
Q pare. -
0.0197 cis
STQRAQE VOLUME
Time Time
min. sec.
REQUIRED
(100 Year Storm):
Intensity Q dev.
inches/hr (ofs)
Vin
c
V out
(cf)
V storage
(c
5
300
4.41
1.80
541
21
520
10
600
3.21
1.31
787
42
745
15
900
2.5
1.02
922
63
860
20
1200
2.2
0.90
1,082
83
999
30
1800
1.6
0.66
1181
125
1,058
40
2400
1.4
0.57
1,377
167
1,211
60
3000
1.2
0.49
1,476
208
1,267
60
3600
1.1
0.45
1,623
250
1,373
1201
7200
0.6
0.25
1,771
500
1,271
180
10800
0.45
0.18
1,992
750
1,242
240
14400
0.35
0.14
2,066
1,000
1,066
300
18000
0.3
0.12
2,214
1,250
964
360
21600
0.26
0.11
2,302
1,500
802
_ 480
28800
0.22
0.09
2,597
2,000
597
600
36000
0.18
0.07
2,656
2,500
156
720
43200
0.14
0.06
2,479
3 000
-521
1080
64800
0.12
0.05
3,188
4,500
-1,312
1440
86400
0.085
0.03
3,011
6,000
-2,989
Vs Max= 1373of Maximum Storage Required
Bed Volume (38% Voids)
Bed Volume (x 16%)
Bed Deoth Reauired
I hour,
2 hours
3 hours
4 hours
5 hours
6 hours
8 hours
10 hours
12 hours
18 hours
24 hours
Vs Max =
1,373 cf
IMaximurn Storage Required
al & 1 1600gal Sand and Grease Trap b Amcor Pre Cast
Ab= I
V sw =
2,747: sf
of 6" deep swats required
:_915.5
;sf
Vsw=
1,831sf
of 9' deep swats required
686.7,
"z sf
V sw =
1 373' sf
of 12" deep swale required
457.8
sf
De th=
0.9155 ft
Swale Size=
15
it wide x 900 It long x
0.92
It dee
Velocity Throuah
Baffle:
Type: (1)1000
al & 1 1600gal Sand and Grease Trap b Amcor Pre Cast
Ab= I
D
Q 10 min.
1.31 lots 1100 year Peak Q dev. At 10 min duration
Velocity =
0.33 ft per sec.
fta e Bed Recover me floor:
= 1,373 cf
Q Pero= 1 260.00 cf per hr
TimeRec= 5.5hours
See a e Bed Recovery Time f213 sidewalts :
Vs=
1,373 of
Q per= =
70.81 cf Per hr
TimeRec=
19.4 hours
Time Ree =
0.81 Jdays
Wei hted Runoff Coefficient'C-
Runoff coefficients= 0.95 paved (impervious)
0.2 landscape (pervious)
MIm ervious area = 416;051:13 sf 15246.574 sf
Pervious area 113,039.521sf 1 2607.904 sf
Total Area = I 29;090.65 sf 1 0.61
of 18" deep swats required
of 24" deep swale required
of 36" deep swats required
PSI Corporate Office, Meridian, Idaho
Infiltration Characteristics ffloor only);
In0ltration Rate =
)2 In per hr
Width 1
10 it
Length
r60 ft
A erc. -
600 at
Q pero, -
100.00 cf per hr
Q perc. 1
0.0278 cis
Infiltration Characteristics
1213 sidewalls only):
Infiltration Rate I
-25n per hr
Width 2x
20 ft
Length 2x -
120 it
A pero, -
136.51 1sf
Q arc. -
22.75 cf per hr
Q perc, I
0.0063 cfs
STORAGE
Time
min,
VOLUME
Time
sec.
REQUIRED 1100
Intensity
inches/hr
Year Storm):
Q dev.
cfs
Vin
V out
c.
V storage
e
I 0.32 cfs 1100vear Peak Q dev. At 10 min duration
5
300
4.4
0.431
130
8
122
10
600
3.2
0.32
189
17
172
15
900
2.5
025
222
25
197
20
1200
2.2
0,22
260
33
227
30
1800
1.6
0.16
284
50
234
40
2400
1.4
0.14
331
67
264
60
3000
1.2
0.12
355
83
271
60
3600
L1
0.11
390
100
290
120
7200
0.6
0.06
425
200
225
160
10800
0.45
0.04
479
300
179
240
14400
0.35
0.03
496
400
96
300
18000
0.3
0.03
532
500
32
360
21600
0.26
0.03
553
600
-47
480
28800
0.22
0.02
624
800A
600
36000
0.18
0.02
638
1,000
720
43200
0.14
0.01
596
1,2001080
64800
0.92
0.01
766
18001440
86400
0.085
0.01
723
2,400
VSMax= 290 cf Maximum Storage Required
vs1 0=
Vsb16%
Depth =
Seepage
Vs Max =
Vsw=
Vsw=
Vsw=
rlcnlh =
Bed Volume (38% Voids)
Bed Volume (x 15%)
cf -Maximum Storage Required
at of 6" deep swale required
sf of 9" deep swale required
sf of 12" deep swale required
YA
Velocity
Through Baffle.
290 cf
1000 al & 1 1500 al Sand and Grease Trap by Amcor Pre Cast
22.75 cf per hr
See appendix D
Q 10 min.
I 0.32 cfs 1100vear Peak Q dev. At 10 min duration
Velocity
= 1 0.08 ft E2rsea
d Recovery002Time
f
fl o
VQ ==eB
cf er hr
Time Rec= I 2.9hours
1'hour
2 hours
3 hours
4 hours
5 hours
6 hours
8 hours
10 hours
12 hours
18 hours
24 hours
sf of 18" deep Swale required
sf of 24" deep swale required
sf of 36" deep swale required
See a e Bed Recove Time 1213 w lis :
V s =
290 cf
Q erc =
22.75 cf per hr
Tlme Rec =
12.7 hours
Time Rec = I
0.53 days
lWelghted RunQjE Coefficient 'C"
Runoff coefficients= 0.95 paved (impervious)
0.2 landscape (pervious)
Im ewious area
I::_:3;627:13 sf 3445.7735 sf
Pervious area =
Y4279'75 sf
843.95 sf
Total Area =
1,-:7,846.88 Isf
0.561-U'
PSI Corporate Office, Meridian, Idaho
Infiltration Characteristics (Boor onivl:
Infiltration Rate
1 2 iner hr
Wldili =
15 ft
Length =
65 ft
A ere. =
825 sf
Q ere. =
137.50 cf er hr
Q ere. =
0,0382 cfs
Infiltration Characteristics
( 213 sidewalls only):
Infiltration Rate =
2 in per hr
Width 2x -
30 ft
Len fh 2x
110 ft
arc. -
677.20 sf
Q pard.
112.87 of per hr
Q Rare. -
0.0314 cfs
TTUAGrVOLUME
Time Time
min.) sec.
REQUIRED
(100 Year
Intensity
((inches/hr)
Storm):
Q dev.
cfs
Vin
V out
fell(CO
V storage
5
300
4.41
2.141
641
Ill
630
10
600
3.21
1.55
933
23
910
15
900
2.5
1.21
1,093
34
1,059
20
1200
2.2
1.07
1,282
46
1,237
30
1800
1.6
0.78
1,399
69
1,330
40
2400
1.4
0.68
1632
92
1,541
50
3000
1.2
0.56
1,749
115
1,634
60
3600
1.1
0.53
1,924
136
1,786
120
7200
0.6
0.29
2,099
275
1,824
18010800
0.45
0.22
2,361
413
1,948
240
14400
0.35
0.17
2,448
550
1,898
300
18000OU2
0.15
2,623
688
1.,936
360
216000.13
2,728
825
1,903
480
288000.11
3,078
1,100
1,978
600
360000.09
3148
1,37
,7720
432000.07
2,938
1,6501,281080
648000.06
3,777
2475
1,3021440
864000.04
3,568
3,300
268
Vs Max= 1,978 cf Maximum Storage Required
Seepage Bed Volume (38% Voids)
Seepage Bed Volume (x 15°/h)
_ 1. hour._
2 hours
3 hours
4 hours
5 hours
6 hours
8 hours
10 hours
12 hours
18 hours
24 hours
Vs Max =
1 978 cf
Maximum Storage Required
Q arc =
112.87 cfper hr
Vsw=
t3OWsf
of6"deep swale required
1;318.6
-sf
Vsw =
208; of
of 9" deep Swale required
989.0
' s sf
V sw =
1,578; sf
of 12" deep swale required
$59,3„sf
De th =
2.3975 It
SwalaSize=
16
ftwide x 55 ft long x
2.40
fidee
Velocity Through Baffle:
Ty e: 1 1000gal Sand and Grease Trapb Amcor Pre Cast
A b- 4 sf See appendix D
Q 10 min. 1.55 cfs 100 ear Peak Q dev. At 10 min duration
Velocity = D.39 ff er sec.
Bee a e Bed Recove TimeBoor:
Vs= 1,0781-1F
Q Pero = 137.60 jcf per hr
Time Rae= 1 14.4 hours
e a e. Bed Recovery Time 1213 sidewalls :
V s =
1,978 cf
Q arc =
112.87 cfper hr
Time Ree=
17.5 hours
Time Ree = I
0.73 days
Wei hted Runoff Coefficient "C"
Runoff coefficients= 0.95 paved (impervious)
0.2 landscape (pervious)
Im erviousarea .sf
Pervlous area 3,625f
8216.571 sf
Total Area= 41;014:26 sf I 0.521"C"
of 18" deep swale required
of 24" deep swale required
of 36" deep Swale required
MANHOLE FRAME AND
COVER PER IDAHO PUBLIC
HORK5 5TD5. (TYP)
INLET PIPE (SEE
FOR ORIENTATIC
TOP VIEW
f 2'-0" 4'-6" < 2'_Q" �_
MANHOLE FRAME AND —
COVER PER IDAHO PUBLIC
HORK5 STANDARDS. (TYP)
6RADE ADX5TING
INLET
WEIR ELEVATION
SIDE VIEW
3'-4 1/8" 3'-6 5/8"
s'—o"
NOTES
a
M
Lo
M
M�
TO 5EEPA6E BED
OUTLET TO
SEEPAGE BED
1. 1000 GALLON PRECAST CONCRETE BOX USE FABRICATIORS STARDARD
SIZE A5 MANUFACTURED BY AMCOR PRECAST. -
2. INV. IN. > HEIR ELEV. 5Y V MIN. UNLE55 OTHEPH15E INDICATED ON PLANS,
3. INV. OUT< HEIR ELEV. BY 3" MIN. UNLE55 07HERHI5E INDICATED ON PLANS,
1000 GALLON SANE
1 AND GREASE TRAP