Drainage Calculations?/(alley Engineering, Inc.
CIVIL ENGINEERINGIPLANNINGICADD
DRAINAGE CALCULATIONS FOR:
Jump Creek Subdivision No. I
PROJECT NO: 02013-024
DATE: 12-11-2014
OWNER:
Trilogy Development LLC
2358 S. Titanium
Meridian, TD 83642
208-895-8858
4242 N. Brookside Lane a 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. Since the drainage system is
proposed to be distributed across the site, no significant cut or fill operations will be required to
achieve the fall necessary for drainage facilities to function. The drainage system will consist of
twelve drainage ponds — ten permanent drainage ponds and two temporary drainage ponds. The
temporary ponds are designed the same as the permanent facilities, but will be excavated and removed
in phase 2 of construction. The front half of the 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. Discharge from each drainage area will be routed through a sand
and grease trap before discharging to the pond serving the drainage area.
The ACRD Calculations Spreadsheet Version 7.4 (July 2014) was used to determine runoff volumes
and sizing of the drainage ponds and sand and grease traps. 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. All ponds were designed using side slopes of 3:1, and are capable of providing
adequate drainage capacity for a 100 -year storm.
All ponds have a footprint of less than 1500 sq ft. All ponds have only one bay, and have been
increased by 15% to account for sedimentation. The only exception is Pond 8, which has both a
forebay and a primary bay. The forebay in Pond 8 has been increased for sedimentation, but the
primary has not been increased in size.
There are four (4) drainage additional drainage areas that do not drain to ponds. These drainage areas
consist of only roadway and drain to borrow ditches located along the Black Cat Rd. frontage. The
sand window is designed to be continuous along the borrow ditches to provide infiltration as well as
storage from the roadway. Calculations for these drainage areas and subsequent borrow ditches can be
seen in Appendix 4.
Methodology and Assumptions
1. Geotechnical Report from Site Consulting, LLC
a. Prepared by Bob J. Arnold P.E. dated June 5, 2014.
b. Ground water is located 6-7 feet below the existing surface.
c. Infiltration rate: 6 inches per hour.
2. Recommendations for Homebuilders
a. Prepared by Site Consulting, LLC
b. Site plan is designed in accordance with recommendations
3. Calculations for existing 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 2)
a. C for single family residential use =.40
b. C for asphalt =.95
2. 1= Rainfall intensity of design storm in inches/hour — Intensity -
Duration -Frequency table (Appendix 3)
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 1)
Runoff Volume Calculation
1. V=CIAT
a. C = Weighted runoff coefficient
b. I = Rainfall intensity for 1 hour storm of 1.15 in/hr
c. A = Area of drainage in acres
d. T = Duration of storm of 1 hour
e. Storage Volume
i. Increase of 15% for sedimentation
2.
Calculations can be seen in Appendix 4
iii. Pond Calculations
1.
Standard sizes
a. Side Slope: 3:1 (H:V)
b. 100 year water depth: 2 feet deep
2.
Time to Drain: Must drain within 24 hours
a. Percolation rate: 6 in/hr
b. Required Volume/ (Pere. Rate* Sand Area)
3.
Calculation can be seen in Appendix 4
iv. Sand and Grease Trap Calculations
1.
Vault size: 1000 Gallon
2.
Baffle Spacing: 20 inches standard
3.
Throat Width: 48 inches
4.
Velocity must be less than 0.5 ft/sec
List of Appendices:
DRAINAGE AREA MAP —Appendix I
WEIGHTED RUNOFF COEFFICIENT TABLE— Appendix 2
IDF CURVE AND RUNOFF COEFFICENTS — Appendix 3
DRAINAGE CALCULATIONS —Appendix 4
GEOTECHNICAL REPORT — Appendix 5
RECOMMENDATIONS FOR HOMEBUILDERS — Appendix 6
Jump Creek No. 1- Drainage Calculations
12/9/E014 BunMl coemnents
5ingle Fam11y0ullding Lot c=o.40
Cammon Wee/ ndX.,A— [-0.20
Asphalt/Conu¢te: [-0.95
phaz I
V1001m m w/
Ora
Sheet Flow
Ginter Flow
91n le-Famil tot
Asphalt Comrete
[ommon
Welehted eun.H
15X5etl ment
Area
Areals0a.....I
U
LEI
1A-10
Aeu-Ll1
bt/landsfaoe Area 150
Coe den[
Q.. Fe'd
0. rh
Oralnstm
Me ft.ft
FaRor
1A
680E
016
1
231
lM
5592
0
005
1.01
J.
Ponds
1886
2269
1B
24961
0.57
SJ
333
12645
7316
0
0.56
2A
2186
M.
U
73
0
16W
583
075
I11
128
Pond2
3185
3663
28
44944
1N
56
351
35711
16809
9233
0.71
3A
42040
098
56
528
3023]
12609
0
056
LA
135
Ned3
3341
3842
3B
20235
0.46
62
242
14500
5725
0
056
4A
34234
079
56
483
23415
10789
0
05]
L16
0.91
Pond4
2159
2590
4B
4295
010
0
157
0
4295
0
095
5
41322
095
56
642
25722
15595
2601
062
119
OBS
Ponds
Eb0
2806
6
240]0
055
0
55B
0
15593
84]]
A9
1.19
090
Pond 6
1572
1800
7
168]]
0.39
0
481
0
14422
MS
0;84
1.01
]
1357
1561
SA
16115
03]
S6
236
10702
5413
0
0.58
8B
16260
037
56
215
11500
4760
0
0.56
27755
0.64
61
248
15324
12431
0
065
233
4330
4980BC
80
1093
03]
fi0
219
11306
4]77
0
0.56
113SPondi
9
62650
L44
SB
669
41689
20969
0
059
1.65
3460
392910
55635
1.28
52
598
34840
20]95
0
061
].62
n
3235
3720
Temp Ml
55307
1.2]
SB
308
35162
20145
0
0.60
1.]0
d1
3157
3631
Tem p2
24663
05]
53
165
15719
8944
0
00
0.8E
nd2
141]
1630
Boise Area Intensity -Duration -Frequency
Intensity (Inches per hour)
10 25 30 50 100
1.96
Deal," Storm
2
6.
3.11
1.66
2.00
2.06
0.12
10 min
1.21
1.67
0.25
15 min
1.02
1.41
0.33
20 min
0.85
1.17
0.42
25 min
0.74
1.01
0.50
30 min
0.71
0.98
0.58
35 min
0.59
0.81
0.67
40 min
0.54
0.74
0.75
45 min
0.50
0.68
0.83
50 min
0.42
0.64
0.92
55 min
0.45
0.62
1.00
Ihour
0.45
0.62
2.00
2 hours
0.22
0.36
3.00
3 hours
0.20
0.27
6.00
6hours
0.13
0.12
120
12 hours
0.08
0.11
24.00
24 hours
0.05
0.07
Boise Area Intensity -Duration -Frequency
Intensity (Inches per hour)
10 25 30 50 100
1.96
2.37
2.44
2.73
3.11
1.66
2.00
2.06
2.30
2.62
1.37
1.67
1.72
1.91
2.28
1.19
1.44
1.48
1.65
202
1.15
139
1.43
1.59
1.82
0.95
1.14
1.18
1.31
1.50
0.87
1.05
1.08
1.20
1.37
0.81
0.97
1.00
1.11
1.26
0.75
0.90
0.93
1.04
1.17
0.73
0.88
0.90
1.01
1.15
0.73
0.88
0.90
1.01.
1.15
0.42
0.50
0.52
0.58
0.66
0.32
D.37
038
0.43
0.45
0.20
0.23
0.24
0.27
0.30
0.13
0.15
0.16
0.18
0.19
0.08
0.09
0.10
0.11
0.12
NOAA Atlas 2
Intensity Duration Frequency
3.5
lYea,
3
2.5-x-ioyea.
al 2-�uYeae
C ---------
�Sa Year
T 1.5
ry �laayeae
0.5
D
10 min 15 in 30 min 1 hour 2 hours 3hours 6hours 12 hours 24 hours
Duration in minutes and hours
Boise Area Depth -Duration -Frequency
Intensity (inches per hour)
10 25 30 50 100
0.33
Design Storm
2
5
0.52
To
0.50
0.52
0.12
10 min
0.20
0.28
0.25
15 min
0.25
0.35
0.50
30 min
0.35
0.49
SAO
1 hour
0.45
0.62
2.00
2hours
0.54
0.21
3.00
3hours
0.61
0.80
6.00
6hours
0.80
Lou
12.00
12 hours
1.00
1.30
24.00
24 hours
1.20
1.60
Boise Area Depth -Duration -Frequency
Intensity (inches per hour)
10 25 30 50 100
0.33
0.40
0:41
0.45
0.52
0.41
0.50
0.52
0.58
0.66
0.57
0.69
0.71
0.80
0.91
0.23
0.88
0.90
1.01
1.15
0.85
1.01
1.04
1.16
1.31
0.95
1.12
1.15
1.29
1.45
1.20
1.40
1.44
1.50
1.80
1.60
1.80
1.86
2.10
2.30
2.00
2.20
228
260
2.80
NOAA Atlas 2
Depth -Duration -Frequency
3 na,
2.5
2 awn,
1.5
c
--�
u 0.5 '___.
0.
5 1D 15 30
1 2 3 6 12 24
Duration in minutes and hours
PAC2013-024 Jump Creek -Trilogy\100 Phase 1\Construct1on\Ca1cs\8457400 12/10/2014,2:13 PM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOTE: This worksheet is intended to he a guideline to standardize AIDED checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calmiations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Steps for Peak Discharge Rateusing the Rational Method calculated for post -development
Calculate Pon -Development Flom (for pre-develapment Rows, increase number of storage facilities to veate new tab)
User input in yellow cells. To accept default value type =1n yellow cell and point to computed cell
1 Pmlect Name Jump Creek Subdivision No. 1 -Drainage Area Hl
2 Is area drainage basin map provided] YES
(map must be included with stormwoter refculotlons)
3 Enter Design Storm For Volume(100-year per ACRO policy) 100
4 Enter number of storage facilites (25 max) 17
M
5 Area of Drainage 5ubbasin(SF or Acres) Acres
Acre:
6 Determine the Weighted Ronoff Coefficient (C)
C=RC1xA1)-(C2eA2)1(CnxAn)l/A Weighted Aw
] Calculate Ovedand Flow Time of Concentration in Minutes (Tc) or use default 10 ueG _ae
fnin to Mo
Pipe Siae
10 lin)
Slope lk/R)
Subbasin
Subbsin
5ubbsin
Hydraulic
Ratlius
A/WeI
Perm
Subbasin
Suhhasin
5ubbasin
Subbasin
mdoatrleY end lvm enl
SuhbasinE
3
4
5
Subbasin6
]
8
9
30
Pppfz
0.5]
$haROW CO..antranuFfi W
n
0.004
0.619 1 333
.ov
A
ISubbasur
C
o
'ho oaa
fro',D.91
9It
Segment 3: Overland Sheet FlowB TR -55,< '!it
0.010 S] O.200
3.4 12.0
o"0
0.56
OS0
0
n.39
949
OS3
al.1e
A9apuY Aam ATv'.0
] Calculate Ovedand Flow Time of Concentration in Minutes (Tc) or use default 10 ueG _ae
fnin to Mo
Pipe Siae
10 lin)
Slope lk/R)
Intercept
Coaff.
Length
Manning n
Hydraulic
Ratlius
A/WeI
Perm
Fiow
VelocityV
(fps)
Flow Tlme
(min)
Segment 1: Pipe Flow
070
mdoatrleY end lvm enl
mam.".
a"
next setas
049
r enr?.5..5<mlvx lui
0.14}-035.
IoNer .os
02D 0 J$
Pppfz
$! mellt 2: GVi¢r
$haROW CO..antranuFfi W
n
0.004
0.619 1 333
.ov
A
a
C
o
'ho oaa
fro',D.91
9It
Segment 3: Overland Sheet FlowB TR -55,< '!it
0.010 S] O.200
3.4 12.0
o"0
E1
Computed Tc -1 21.3
User -Entered Te =1 21.0
rdge rdlmdII rmerrsnyln o d.aa un ,
9 Calculate the Post-Oveiapment peak discharge lQpeek) Q..E
TO Calculate peak own (as. 2 -yr storm) qwn
fused for S/G Trap throat velocity, WQ storm mnveyanm system sizing)
V=Ci(r<=60)Ax3600
12 Calculate Vwq(for sizing WQ facilities)
Enter Percentile Storm I(Both percerme=0.34In) Both. 0.34 In
Euler wq Volmne lVsw=Cxi (from linebbove)xRk3600) Vwn
13 DeteptioA; Approved Discharge Rate to Surface Waters (if applicable) If,
Surface Storage: Pond
WQ Pond Forebay r 15% sediment V 641 k'
Primary Treatment/Storage Basin V 1,329 ft'
5obuirfue Storage: Seepage Bed
Volume W.Nent Sediment Factor V IIbns f['
Ioa nun "il zoo,.».+aw i),. n—l—v„ I.—Wu6 f>dimarn
P:\Q013-024 Jump Creek- Trilogy\100 Phase 1\CmotrucUmr\Calc,\37165191
Version 7.4, July 2014
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12/9/2014, 6:50 AM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is Intended to be a guldellne to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations In order to be accepted.
i Steps for. Peak Discharge Rate using the Rational McNod calculated for port -development
Calculate Post -Development Flom (for pre -development flows, increase number of storage fadllties to create new tab) -
U... input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Poll Name Romp Creek Subdivision No. I. Drainage Area M2
2 Is area drainage basin map provided? YES
Romp most he included with s tormwater calculathers)
3 Enter Design Storm For VOlume(100year per ACHO policy) Soo
4 Enter rmmber of storage facilities (25 max) 10
tilt fn [Anw Mnro [rvMaa,lnr 1
S Are. of Drainage 5ublinio(SF or Acres) A ... r
Acre'.
6 Determine the Weighted Runoff Coefficient (C)
C=((C1xA1)a(C2xA2)alCnxAn))/A Weighted Avg
]Calculate Overland Flow Time of Concentration In Mlixams(Tc) or use defaultlD Utii CxP:uit
.in
Pipe SHe
IO (in)
Slope(ft/R)
Subbasln
Subbasin
5ubbasin
Hydraulic
Radius
A/Wet
Perm
SubbasinSubbasin
Flow Time
(min)
Subbasln
Subbasln
V
Subbasin2
3
45
Subbasinfi
]
8
9
10
b 0.004 0.619 357
1.03
1.3
4.6
-. 13 Detention! Approved Discharge Rate to Surface Waters (if applicable)
R.ph
cfi
Se men(3: 0verla0 Shedt Flow By TR•55,53oM1R
0.010 56 0.200 3.4 16.7
L
l\Pa
crone
A9
c
D
D.n
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0U]
011
015
..x.4121 -6k
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a0§
111
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ar"
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O.a.
Ad.,.a nan AXE
Pipe SHe
IO (in)
Slope(ft/R)
Intercept
Open.
Length
Manning.
Hydraulic
Radius
A/Wet
Perm
Flow
WIacItyV
(lps)
Flow Time
(min)
Segment l: Pipe Flow
11 Calculate mlal.... Rent(V)(forsidixg primary storage)
V
'3,185' to
V=Ci(Tc=60)Ak36o0
tv5
12 Calculate Vwq (/or sizing WO facilities).
Enter Percentile Storm l limit Percentile =0.34In)
-Segment 2: Gutter Shallow Concentrated Flew
b 0.004 0.619 357
Enter Wit Volume (Vivo = UI (from line above) Mx3WO)
1.3
4.6
-. 13 Detention! Approved Discharge Rate to Surface Waters (if applicable)
R.ph
cfi
Se men(3: 0verla0 Shedt Flow By TR•55,53oM1R
0.010 56 0.200 3.4 16.7
i,2ials s.up"vil
F[Ibnatt6 Purft C—Ho nit(ue v.os., In—
at alS A., A,makCntllitanl.,'I-
vs
oo'.+wn,
41F>ry n2igH6arntl4taereal
PRfi42nna1 '
Sinptet� ds
Mu�faerv�Ix
Axddur6J gm51
AL Tnnrt:6.21"nt araas
!ruou-1 ant C-111111
c.mpute. m= x1.3 PlavRav=ds
UsePEniered Tc= 21.0
ganraso ecce
,a6c >„Y 1nn a--
YCalculatethePos[-Oevel.pment peak dischc,aJQPeak)
Oas
1J3 cfs
10 Calculate peak Qwq(uees 2 -yr storm)
ovet
Obs ds
(used for 5/G Trap throat velepai We storm conveyance system suing)
11 Calculate mlal.... Rent(V)(forsidixg primary storage)
V
'3,185' to
V=Ci(Tc=60)Ak36o0
tv5
12 Calculate Vwq (/or sizing WO facilities).
Enter Percentile Storm l limit Percentile =0.34In)
80th 0.94 in
Enter Wit Volume (Vivo = UI (from line above) Mx3WO)
VNq-
941 ft'
-. 13 Detention! Approved Discharge Rate to Surface Waters (if applicable)
R.ph
cfi
14 Volume summary -
surfzcestci Pond
VAT Pond F.urbay+l5%sediment V 1,082 h'
Primary Treatment/Storage Basin V 2,244 ft•
Subsurface Storage: Seepage Red
Volume Without Sediment Factor V 3,185 Hs
Gan HMPma Seenaee Ned for ile[ien Volume With Sediment
b.ea OY6
039-0.]0
.a5 all
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P:\C1013-024lump Creek-Trilogy\100 Phase 1\Com1ructlon\[ales\3]215191 12/9/2014, 8:51 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
cakulatlons shall establish a minimum re9ukement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Steps for Peak Discharge Nate using the Ravenal Method calculated for Dost -development _ - - -'�
Calmlate Pdst-Development Flows (for pre -development flows, increase number of storage facilities to create new tab) -
user input in yellow cells. To accept default value type = In yellow cell and paint to computed cell
1 Period Name Jump Creek Subdivision No. I- Drainage Area g3
tis area drainage basin map provided? YES
(map most be included with starmwofer cokulotlam)
3 Enter Design Storm For Volume(100-Year per ACHD policy) 100
4 Enter number of storage facilities 125 max) 10
n
5 Area of Drainage Subbasin(SF or Arrest Acres
Ave
6 Determine the Weighted Runoff Caeffident (C)
C=I(clxal)+(CxxAz)t(Cnxnn))/A Weighted Awl
Subbasin
Pipe She
(int
Subbasl0
Subbasin
Subbasin
Manning In
Suhbasle
suhbase
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
T
8
9
30
0.98
OA6
1.135
fts
Primary Treatment/Storage Basin V
7,354
Segment 2: Garter Shallow Cmucidrated Flow.
b
1 0004
0.619 1 528
140
3,341
1.3
6.9
090
e -
o.m-oz3
cants
0.56
0.56
Segmenta: Overland Sheet Flow By TR-55,c31I ft
0Jo-0.:0
0010
56 0.200 3.4 16J
4 avmda
0.56
Mphug
5
m 09;
xlwv
vr
ons
T Calculate Overland Flow Time of Concentration in Minutes(Tc) or use default 10 UkruWbls
man to"
10
Pipe She
(int
slope(ft/ft)
Intercept
Craft.
Length
Manning In
Hydraulic
Radius
A/Wet
Per.
Flow
VelocityV
lips)
Flow Time
(min)
-
Segment 1: Pipe Fl ow
it'
13 Detention: Approved Discharge Rate to Surface Water$if applicable)
rfs
14 Volume Summary -
at5 also
SurtateStorage:Pond -
ebe-015
WC, PondFbrebay+l5%zrdiummi - V
1.135
fts
Primary Treatment/Storage Basin V
7,354
Segment 2: Garter Shallow Cmucidrated Flow.
b
1 0004
0.619 1 528
Volume Without Sediment Factor V
3,341
1.3
6.9
090
e -
o.m-oz3
cants
0104 3s
Segmenta: Overland Sheet Flow By TR-55,c31I ft
0Jo-0.:0
0010
56 0.200 3.4 16J
4 avmda
Computed Ic= 23b
user-EAtered Tc= 23.0
8 palomino the average rainfall Intensity til from IN Curve based an 1
9 Calculate the Post -Development peak discharge(QPeak) or.,
10 Calculate peak own (uses 2 -yr stone) CIA,
(used for 5/G Trap thraatvelodty, WQstorm ronveyance system nixing)
V= Ci(Tc=6o1Ax3600
T"af.d.,
XwmN rnnlfei- t'C'
12 Calculate Vw9 (fpr sale, WQ faoilities)
Enter Percentile Storm I(80th percentile =0.34 int
80th
.0.34 in
- Enter WQ Volume (Vast = CA (from line above)kAk3600) Von
981.
it'
13 Detention: Approved Discharge Rate to Surface Water$if applicable)
rfs
14 Volume Summary -
at5 also
SurtateStorage:Pond -
ebe-015
WC, PondFbrebay+l5%zrdiummi - V
1.135
fts
Primary Treatment/Storage Basin V
7,354
k'
- Subsurface Storage: Seepage Bed
Volume Without Sediment Factor V
3,341
ft'
See UMP04 Steps. Bed forDeslen Volume With Sediment
090
PAC3013-024 Jump Creek -Trilogy\100 Phase 1\Construc1on\CaIcA37265191
Version 2.4, July 2014
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12/9/2014, 8:51 AM
ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOTE: This worksheet is Intended to be a guideline to standardize ACHO 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.
I,. Steps for Peak Discharge, Rate using the Rational Method calculated for post -development
Calculate Post -Development Flows lint pre development flows, )erase number of storage fanhtlea to create new tab)
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
I Project Name lump Creek Stddlviskm No. 1 -Drainage Area 94
2 is area drainage basin map provided) YES
(mop most be indeded with stormwetc, calculations)
3 Enter Design Storm For Volume(100,car per ACRD policy) 100
4 Enter number of storage facilities (25 max) 10
r1ekm1huw Mnm Su6Mannz 11
5 Area of Franc, Subbasin(SF or Acres) Acre
Acre:
Subbasin
Slope(ft/ffl
Subbasin
Subbasin
Subbed"
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbed.
Subbasin
1
Subbasin2
3
4
5
Subbasin6
7
8
9
10
079
12 Calculate \f>vq(forsving WQ facilities)
Segment 3: Overland Sheet Firw By TR -55,c300. ft
OA10 56 0.200 3.4 163
Enter Percentile Storm I(80tb percentile -0341n)
1o.ID
89
0.34 in
Enter WQ Volume(V yy C (f am line b ve)Mx3fi00)_
Van
66]
it'
13 Deteglton: Approved Dabrg flkte to SudaceWaters (rfapPlicablel.
cfs
0.57
0.61
6 Determine the Weighted Runoff Coeffdent (C)
0.95
C=((C1xA1)r(C2xA2)a(CoxAn)]/A Weighted qvg
7Ca1culate Overland Flow Time of Concentration in Minutes (Tc) or use default to luo, caream
.In I
Rev.
Pipe 51ze
ID (In)
Slope(ft/ffl
Intercept
CoeN.
length
Manning
Hydraulic
Radius
A/Wet
Perm
Flow
VelaciryV
lips)
Flow Time
(min)
Segment 3: Pipe Flaw
Dien
__T46 ds
lazed for 5/G Tmp throat velocity; WQslorm conveyance system siring )
11Cakuale total runoff vol (V)Iforsmng primaryztorage)
Segment 2: Gutter Shallow Concentrated Flow,
It T 0004
1 0.619 483
V = Ci Qa6010.3600
12 Calculate \f>vq(forsving WQ facilities)
Segment 3: Overland Sheet Firw By TR -55,c300. ft
OA10 56 0.200 3.4 163
Enter Percentile Storm I(80tb percentile -0341n)
EftlrnaleJ A. -If eoelikhnlf is, Yviom 1.0sees
4Y.I5ud.Nf. I In.."," 1.1"RnMt'C"
_mnta+xn Brea+
lra,+alsmna,a<v;aai.+i
AQ{I:IxnFdi
S5 a �t alk
E Refid[+K+!J+✓tll
IA(--�t^+�pnit2ae++0r
d t 3comnrn+fl
t t
n
Computed Te - 23.0 l tirdr
(Jser-Enter dTe= 23.0
9 J M v_d Arno
8Determine the average rainfall lonaeity(i) from l DF Curve based an
1
2.12
I"hr
9 Calculate the POs4Deve1opmenl peak discharge(DPeak)
0—k-1.16
cis
10 Calculate peak Dwq(uses 2 -yr storm)
Dien
__T46 ds
lazed for 5/G Tmp throat velocity; WQslorm conveyance system siring )
11Cakuale total runoff vol (V)Iforsmng primaryztorage)
V
2,259
f[
V = Ci Qa6010.3600
12 Calculate \f>vq(forsving WQ facilities)
Enter Percentile Storm I(80tb percentile -0341n)
80th
0.34 in
Enter WQ Volume(V yy C (f am line b ve)Mx3fi00)_
Van
66]
it'
13 Deteglton: Approved Dabrg flkte to SudaceWaters (rfapPlicablel.
cfs
Surface Storage: Pond
WD Pond FbrebaV a 15% sediment
Primary Treatment/5terage Basin
5obsurtace Storage: 5eepage-Ned
Volume Without Sediment Factor
V 768 ft'
V 1,592 It'
V 2,259 Us
ime With Sediment
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P:\Q013-024 Jump Creek-Trilogy\100 Phase 1\ComtrmI on\Calc,\37315191 12/9/2014, 8:52 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACRD 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.
Steps for Peak OBdlargo Rare using the Rational Method calculated for postdevelppmeat0
Calculate Post -Development Flom (for predevelopment flows, increase number of storage facilities to create new tab)
User input in yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Project Name Jump Creek Subdivision No. 1 -Drainage Area Is
2 Is area drainage basin map powlded7 YES
(mop most be included with stormwoter co1mlallons)
3Enter Design Storm For Volume (100 year per ACRO policy) loo
4 Enter number of storage facilities (25 max) 10
luck 1. show More Smo.tns 11
5 Area of Drainage Subbasin(SF or Acres) Acres
Acre
6 Determine the Weighted Runoff Coefficient lC)
C-jRZ1xA1)a(C2xA2)tlCnxAn))/A Weighted Av
Subbasin
I
Subbasin
Subbasin
Subbasin
Hydraulic
Radler
A/Wet
Perm
subbasin
Subbasin
Subbasin
Subbasin
1
sobbasio2
3
4
5
Sublesin6
J
5
9
10
0.95
0.010 56 0.200 3.4 16.7
.ton Yy ve
{_
PIM, 5m2Y cal
pP
A
0.95
4pa
rn
a,r1a15
Ae.xK 1-61
069
0.62
a.151
to
ala
is
cza
azo
AWared 4cm A.
0.62
7Calculate Overland Flow Time of concentration in Minutes (Tc) or use default to UWKffaP➢.
colo to"
Pipe Size
10 (in)
slope(ft/ft)
Intercept
CoeN.
LengthLimingzr
M= -Ont,
Hydraulic
Radler
A/Wet
Perm
Flow
Velocity
lips)
Flow Time
(min)
Se meht1:Pipe Flow
adcNid ani Com -11i
colt
Segment 2: Gutter Shallow Concentrated Flow
It 0.004 0.619 1 642 11.3
Fars.....ttenea
8.3
cay.++.'rocs
alo-035
PrW.osd W4 ecce,
Segment 3: Overland sheet Fbw By TR -55, <30LLft
0.010 56 0.200 3.4 16.7
.ton Yy ve
e0mputep le= [>.0
user -Entered Tc= 25.0
leges —ifelnw. yr iwra umcu v.
9 Calculate the Post -Development peak discharge jurrzk) Coos 1.19 cis
10 Calculate peak Own (uses 2 -yr stems) Ova 0.44 cis
(used for 5/G Trap throat velocity, WO storm conveyance system sizing )
11 Calculate total runoff vol lV)(forsizing primaryst.mge) V .2,440 ft'
V=Ci (Tc=601Ax3600
12 Calculate Vwq (for sizing WO facilities)
Enter Porcenflile Storm I Pflu 1 percentile 0.34 in) Fork 0.34. In
Eller WC,Volume lVw, = Cti(from line mw,)M.3600) Van, 721 it.
13 Unitarian: Approved Discharge pale to Surface Waters (if applicable) _cfs
Surface Storage: Pond
WO Pond I'memy♦ 15% sediment V 829. fts
Primary Tv&g cut/Storage Basso V 1,739. ft'
Subsurface Storage: Seepage Bed -
Volume Without Sediment Factor - V 2,440 ft'
See HMP045eep'age Ned for Design Volume With Sediment
P:\C2013 024 Jump Creek -TFil.,A100 Phase 1\Construction\Caks\37365191
Version 7.4, July 2014
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1219/2014,9:52 AM
ACRD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACNE, checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations In order to be accepted.
(. $Avon far Peak Discharge Rate using the Rational Method calwhinted for post -development 'r
Calculate Post -Development flows (for pre -development Flows, imossile number of Amalie tedious to <reato new tab) _
User input in yellow sells. To accept default value type =in yellow cell and point in computed cell
1 Project Name Jump Creek Sueffulslon No. 1-Dralaage Area 06
2 Is area drainage basin map provided? YES
(map most be included with stmonvoterrsfAIvtfm,)
3 Enter Design Sturm Far Volume (100 -year per ACED policy) 100
4 Enter number of storage facilities (25 max) 10
flip rn [hnw Mnrs Gihhaana IJ1
5 Area of Drainage Subbasin(SF or Acres) Anes
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=QC1xA1)s(C2xA2)f(CnxAn))/A Weightetl Avl
5ubbaslnSubbed.
Slope (X/X)
Intercept
Coen.
Subbasin
Subbasln
Hydraulic
Radius
A/Wet
Perm
Subbasln
Subbasin
Subbasin
Subbasin
1
Subbasin,
3
4
5
Subbasin6
7
0
9
to
0.55
443
Segment 3:Overland Sheet Flow By TR-SS,<306ft
0.010 B 0.200 0.0
3a1TYM1a
Enter Percentile Storm I(Both percentile = 0.34 in)
0.55
0.34 m
Enter WQ Volume, (V,,, - ai (from line above)xpx3600)
Vaa
465
it,
13 Detention: Approved Discharge Rate to Surface Waters (if applicable)
fist a-z'a
ON
cf,
0.69
OAS
.0e
cAl
S 11
An
S,r... e..
Ol4
932
O.fi9
a.e
A a.oiei 6eT 4e{£
7 Calculate Overland Flow Time of Concentration in Minutes (Tr) orusedefaultlo Ov ceek.
min Irl Ma.
Pipe Size
10 lin)
Slope (X/X)
Intercept
Coen.
Length
Manning]
Hydraulic
Radius
A/Wet
Perm
Flow
Velodt,
(fps)
Flow Time
(min)
Segment 3: Pire Flow -
A
0.4
i:v
lased for 5/G Trap threatMushy. WQ storm conveyance system sizing)
Lsf."
I
f '.:��am-fs
fl.bp-9.]5
Segment 2: Gfrner Shallow Concentrated Flow
b 0.004 1 0,619 1 558
V
1.3
7.2
V=Ci(TC460)Ax3600
443
Segment 3:Overland Sheet Flow By TR-SS,<306ft
0.010 B 0.200 0.0
3a1TYM1a
computed 11 = e2
asef-Entered T, -1 10.0
8 Determine the average rainfall intensity (1) from FDF Curve based an
1
3.11
m/hr
9 Calculate the Post -Development peak discharge(DPeak)
Q,„s
1.18
ccs
10 Calculate peak Cow, (uses 2 -yr storm)
Use
0.4
i:v
lased for 5/G Trap threatMushy. WQ storm conveyance system sizing)
Lsf."
I
f '.:��am-fs
fl.bp-9.]5
aerW=ysl.�e..y
11 Calculate total runoff val M(for sizing primary storage]
V
1,572
ft
V=Ci(TC460)Ax3600
443
12 Calculate Vwq )for sizing WQ facilities)
3a1TYM1a
Enter Percentile Storm I(Both percentile = 0.34 in)
Both
0.34 m
Enter WQ Volume, (V,,, - ai (from line above)xpx3600)
Vaa
465
it,
13 Detention: Approved Discharge Rate to Surface Waters (if applicable)
fist a-z'a
ON
cf,
Surface Storage; Pond
WQ Pond Fbrebay+l5%sediment V 534 ft'
PrimaryTreatrnent/StoYage Rosin V 1,108 ft'
Sub siuface Storage: Seepage Red
Valume Without Sediment Factor V- `1,572 fe
See BMP04 Seepage Red for Design Volume With Sediment
P:\CZ013-024 Jump Croak -Trilogy\100 Phase 1\Cmmtructmn\faits\37415191
Verdian 7.4, July 2014
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12/9/2014,8:53 AM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACRO checking of drainage calculations and shall nut replace the Engineer's calculation methodulogg. These
calculations shall establish a minimum requirement. The Engineer's methodology must resuh in facilities that meet or exceed these calculations in order to be accepted.
Steps far peak Discharge Rate sbblg the Rational Method calculated fat post -development ;.,,
Calculate post -Development, Flows (for pre development flows, lacrosse number f storage facilities to create new to b) --_
User input In yellow cells. To accept default value type = in yellow cell and point to computed cell
S Project Name Jump Creek Subd'v's'on No. 1-Oralnage Area 87
2 Is area drainage basin map provided? YES
(map most be induded with IIor. watercalculatiare)
3 Enter Design Storm For Volume (100- year per ACHD policy) 100
4 Enter number of storage facilities 125 max) 10
Clkkto5M1ow More Subbasin, 71
S Area of Drainage Subbasio(SF or Acres) Anes
Atte
6 Determine the Weighted Runoff Coefficient (C)
C=((ClxA1)e1C2xA2)a(Cnwlq)I/A Weighted Ap
5ubbasin
Slope(ft/ft)
Subbasin
Subbasin
Subbasin
Radius
A/Wet
Perm
50basin
Subbasin
Subhasln
Subbasin
1
5ubbasin2
3
4
5
Subbasin6
7
8
9
10
0.39
Vxq
401
1.3
6.2
PeriY, S<Rf�tCnei
a.14-a3e
cis
14 Volume Summary
Tara a<xnl
0.39
c DO" o 0.210
O.o
e:r_<u
A,al,k
SVQPond Forebayrl5%sediment
V
461
fta
0.84
V
956
it,
sub surface Stange: Seepage Red
`r -to, Sen iY wx
sfopa
- - Volume Without Sednnent factor
V
0.89
fta
11.111-21p04
0A1
611
019
A.arape ti,,
ads
3.11
2 Calculate overland Flow Time of Concentration In Minutes (Tc) or use default 10 QK—,C— a,
min O Mn.
Pipe Siie
lint
Slope(ft/ft)
Intercept
Coeff.
Length
�Ivl
Radius
A/Wet
Perm
Flow
VelodtyV
(fps)
Flow Time
Imin)
Segment 1: pipe Flow
LbHytlraulic
_-0 —
::nalciriily
12 Calculate Vwq (for sizing WQfaailities)
i J�4a.fan:1,
J62-a.Za
Enter Percentile Storm I(SOth percentile -0.346)
80116
w Concentrated Flowif
O.o04 0.619 481
Vxq
401
1.3
6.2
PeriY, S<Rf�tCnei
a.14-a3e
cis
14 Volume Summary
Tara a<xnl
Segment 3: overland Sheet Flow By 1R-55, c 300 ft
c DO" o 0.210
O.o
e:r_<u
onryuaeu u-
User-EnteredTc= 30.0
8 Determine the average ralnrall lntenr,, untom, ma..cera. on
9 Calculate the Post_Development peak discharge IQPeak)
10 Calculate peak Dwq(u,es 2 -yr storm)
(used for 5/6 Trap throat velocity, WD storm conveyance system sizing)
Oar,
De
102
0.40 cf,
cis
11 Calculate total .... (feel IV)(In, i, , primary storage)
V
1,352;
R
V = CI (1c=61))Ax3600
_-0 —
::nalciriily
12 Calculate Vwq (for sizing WQfaailities)
i J�4a.fan:1,
J62-a.Za
Enter Percentile Storm I(SOth percentile -0.346)
80116
0.34 in
Enter WQVolume (Von = Czi If,.. line above) xAx360O)
Vxq
401
W
13 Detention: Approved Declarge, Rate to Surface Waters lRapplieable)
PeriY, S<Rf�tCnei
a.14-a3e
cis
14 Volume Summary
Tara a<xnl
as-n,4J
-
Surf ace6torage:paid -
e:r_<u
A,al,k
SVQPond Forebayrl5%sediment
V
461
fta
_ Primary Treatment/Storage Baser,
V
956
it,
sub surface Stange: Seepage Red
`r -to, Sen iY wx
sfopa
- - Volume Without Sednnent factor
V
1,357
fta
P:\C2013-024 Jump Creek-Trilogy\100 Phase 3\Cm stm,tb.\Calc,\37465191
Version 7.4, July 2014
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12/9/2014, 8:53 AM
ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method
NOTE: This wmksM1eet 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 earned these calculations in orderto be accepted.
I _ stepsfor Peak DevelrgeenteUsing Ifor Rational Method caluselflown, tedfor ppumber 1ppmpat _ _na
'Calculate Past -Development Flows (for pre-develepment (lows, innease number ofstorage facilities to create new tab)
User input in yellow cells. To accept default value type = In yellow cell and point to computed cell
1 Project Name Jump Geek Subdivision No. 1 -Drainage Area Sh
2 Is area drainage basin map provided? YES
(mop most be Included with sf0rmwenter calculations)
3 Enter Design Storm For Volume (100 -year per ACHD policy) 100
4 Enter number of storage facilities (25 max) 10
CG[kta Show More Subbaeins
S Area of Drainage Subbasin(SF or Acres) Acres
Acre
Subbasin
slope (ft/(t)
Subbasin
Subbasin
Subbasin
Hydraulic Hydraulic
Radius
A/Wat
Perm
Subbed.
Subbasin
Subbasin
5ubbasin
1
subha0.2
3
4
5
subbasin 6
]
e
9
30
0.3]
0.37
0.64
D.37
12 Calculate Vwq (for sizing WQ facilkles)
Pon9i
Enter Percentile Storm I J80th percentile=0.34 in)
IJS
0.010 61
0.200 3.4 1].9
V.
1,279
it'
13 Detention: Approved Discharge Rate to Surface Waters(if applicable)
a
tf,
14 Volume Summary
004641
Surface Storage: Pond
oil
019
A ... acel"
- WQ Pond Forebay a 15%sedimect - -
V
O.bo
ft'
Primary Treamient/Storage Basin
V
3,0 51
b,
. Seepage Red_-
Subsurface Storage:ep
.15
0a.
6 Determine the Weighted Runoff Coefficient (C)
0. 58 0.56 0.65 0.56
C=[(C1xA1)+(C2xA1).(CaxAc))/A Weighted Avg
2 Calculate overland Flow Time of Concentration in Minutes (TQ or use default 10 Vai.4Ut;ifi
min
Pipe Size
10 pn)
slope (ft/(t)
Intercept
Coeff.
Length
Manningn
Hydraulic Hydraulic
Radius
A/Wat
Perm
flow
VelocitVV
(fps)
Flow Time
(min)
Segment 1: Pipe flow
Qwu
0.89 as
(used far 5/G Train throat velocity, WQ storm mnveyanre system sizing )
095
CPruriF;t
11 Calculate total on.vol IV)(far sizing primary stomp)
Segment2: Gutter Shallow Concentrated Flow
b 0.004
am 248
V = CI(TC=601Ax36o)
1.3
3.2
12 Calculate Vwq (for sizing WQ facilkles)
Pon9i
Enter Percentile Storm I J80th percentile=0.34 in)
5egment3:Ovedand Sheet Flow By TR -55,<300 -ft
0.010 61
0.200 3.4 1].9
V.
1,279
c sa.ma evnea 1-frem ', he ...' e,t—
a,. sl sad., canna_"'
ouA
u
el f ;r
1 ]r
a !Qn rv;
UChS stxp9m
Par' ¢:ler
Computed Tc= 211 Gllwerwnda
user -Entered Tc= 23.0
AeiknM Yartl ale}v
8 Determine the average rainfall intensity (1) from IDF Curve based on
1
2.23
in/hr
9 Calculate the Post -Development peak discharge(QPeak)
Das
2 33
ds
10 Calculate peak Owq(uses 2 -yr storm)
Qwu
0.89 as
(used far 5/G Train throat velocity, WQ storm mnveyanre system sizing )
095
CPruriF;t
11 Calculate total on.vol IV)(far sizing primary stomp)
V
4,330
ft
V = CI(TC=601Ax36o)
ails,
12 Calculate Vwq (for sizing WQ facilkles)
Pon9i
Enter Percentile Storm I J80th percentile=0.34 in)
80th'
0.34 In
Enter WQ V0Imne (Own = CO (from line above) xAx3600)
V.
1,279
it'
13 Detention: Approved Discharge Rate to Surface Waters(if applicable)
a
tf,
14 Volume Summary
004641
Surface Storage: Pond
oil
019
A ... acel"
- WQ Pond Forebay a 15%sedimect - -
V
1,471
ft'
Primary Treamient/Storage Basin
V
3,0 51
b,
. Seepage Red_-
Subsurface Storage:ep
.15
0a.
Volume WRhoutSementfactor
V
- 4,330
fta
See RMPo45eepage Red for Design Volume With Sediment
-ess
eY2-P ]0
Is so
�_ re
VrvhYProa[tl Ox.,
014 04D
su"cu
nsybp
095
CPruriF;t
695
nl c}
ails,
Pon9i
heldL'_a'sa:
305 TOO,
slap[
a
0
004641
oil
019
A ... acel"
pry.v1Y
at,
ac.
star"c%
813
913
.15
0a.
xXE
P:\C2013-024 Jump Crook -Trilogy\100 Phase 1\Cons[rvc0on\Ca1cs\32515191 12/9/2014,8:53 AM
Version 7.Q July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOW: 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 Arderto be accepted.
Steps for Peak DlStharge, Raze ming the Rational Method calculated for port -development -
Caloalate Past -Development Flom (for pre -development flows, Increase number of storage facilities to create new tab) 1
User Input in yellow cells. To accept default value type = in yellow cell and point to computed cell
I Project Name lump Creek Subdivision No. 1 -Drainage Area 09
2 Is area drainage basin map provided? YES
(map must be Included with st...termlmlotiam)
3 Enter Design Storm For Volume (100 -year per ACHO policy) 100
4 Enter number of storage facilities (25 max) 10
n
5Area of Drainage5ubbasin(SFmArms) Acres
Acre
6 Determine the Weighted RuAWCoefficient (C)
C-j(C1xA1)+(C2xA2)r(CnxAn)j/A Weighted Avf
Subbasin
Slope (ft/Q)
Subbasin
Subbasln
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasin
Subbasin
Subbasin
subm In
1
Subbasin2
3
4
5
Subbasi.6
7
e
9
10
1.44
6T
OA04 1 0.619 1 669
015 0111
AI tef+t d'n IlA3 drear
Bra
Ind:u<rlal en3 iorrurnraiet
Segment3:OvedanLM,sct near By TR -55,a300 -ft
1.44
C4aworki
6 a0
Ml a.Xyrtai
(YYa
ParFS. reT^.'elef
A 19 014
0.58
020-035
poen? iynrel pnv
d13 -Ola
{h..,Yfrured 11.1
a.1a-a..3Q. r
sheet:
0.58
A,an.:ii
c45
4aaustt
095
%rck
l Calculate Overland Flow Time of concentration In Minutes (Tc)oz use defaul[30
min Mso,aha
136 [Mi
Pipe Size
IB (in)
Slope (ft/Q)
Intercept
CoeN.
Length
ManningA
Hydraulic
Radius
A/Wet
Perm
Flaw
Velocit v
(fps)
Flow Time
Segment 1: Pipe Flow.
a
MdFn pei9hLW'irppi9RM
m
BSO -4.N
BSO
AefiNdnTill
Sin€c fait'?!.,
a3i.a.5d
Segment2: Gutter
Shallow Concentrated Flow
6T
OA04 1 0.619 1 669
015 0111
AI tef+t d'n IlA3 drear
Bra
Ind:u<rlal en3 iorrurnraiet
Segment3:OvedanLM,sct near By TR -55,a300 -ft
0.010 58 0.200 1 3.4 1 17.2
C4aworki
computed Tc= 25.9
User -Entered Tc= 26.0
ouesermme me average AAAMA Intensity (1) from ort Curve based on I
9 Calcvlate the POR -Development peak discharge(QPeak) - QPot
ID Calmlate peak own)uses 2 -yr storm) Qwo
lured for 5/G Trap threat velocity, WQ storm conveyance system sizing)
'V=CI(rc=60)Ax3600
12 Calmlate Vwq (forsining WQ facilities)
Enter Percentile Storm )(80th percentile -0.34 in) Both 0.34 in
Enter WQ Volunie(Vvin- CA lfmm line above) ar.360) - Vwa 7022 n'
13 Detmtmn: ApprovedDE,Imrge Pate to Surface Waters lifapplicable) - ds
Surface SM.Iw: Pond
WQ Pond Farebay+r'5%sediment V 1.176 W
Pdmw, Treatment/Storage 8asio V 2,438 ft'
Snbsmfa<e Storage: Seepage Bed
Volume Without Sediment factor V 3,460
See DMP04 Sopa—, Rnd f., .-Ir. 1I.-4VAh trdimml
stlkaaed auneft ca.Hlr"ants for varwos soden
Typr nl fu.ixz
a,Ao"1[net
elenla-1
Dau'ammn areas
0.95
MdFn pei9hLW'irppi9RM
m
BSO -4.N
BSO
AefiNdnTill
Sin€c fait'?!.,
a3i.a.5d
M -sJr., 1,
aoa ora
A d Olt+ I
015 0111
AI tef+t d'n IlA3 drear
Bra
Ind:u<rlal en3 iorrurnraiet
C4aworki
6 a0
Ml a.Xyrtai
(YYa
ParFS. reT^.'elef
A 19 014
PleyPcanLs
020-035
poen? iynrel pnv
d13 -Ola
{h..,Yfrured 11.1
a.1a-a..3Q. r
sheet:
A,an.:ii
c45
4aaustt
095
%rck
9%4
pears
00s
Fuld, -t-4, up
SPIT',, -!
'Pepe
L
9 _ 4
€,,
.
5
A.r,, 169
agoya.
Ol4
-0.l8 a.}3 a1F
A.—P flan AKE
P:\[2013-024 Jump Creek -Tr logy\100 Phase 1\CwmBuction\Ca1cs\37565191 121912014, 8:54 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method
NOTE: This rearksheet is Intended to be a guideline to standardize ACHO checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology muss result In facilities that meet or exceed these calculations in order to he accepted.
- arge Rate using the Rational Method ocWated for post -development
Calculate Post -Development Flows (for pre`J.Y.I.Psnent flows, increase number of atmage facilities to create new tabl
User input in yellow cells. To .,,.at default value type = in yellow cell and point to computed cell
1 Project Name Japan Oreek Subdivision No. I. Drainage Area 010
2 Is area drainage basin map provided? YES
fae, must be indadedwith sformum e, mlcudlationsJ
3 Enter Design Storm for Volume (100 -year per ACHD policy) 100
4 Enter number of storage facilities (25 max( 10
111,1.1Fnw Mnresubla ins 11
SArea of DrainageSubhazin (SFor Acres) Acres
Acre
6 Determine the Weighted Runoff Coefficient B)
C=11C1xA1),gzxA2H(CnxAa)]/A Weighted Ap
Subbasln
Slope(ft/ft)
Subbasin
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
Perm
Subbasln
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbalm 6
7
B
9
10
1.18
,}4e eeeb3
4H4
Segment 2:
Gutter Shallnw Concentrated Flow
b
91 598
alayxravndt
o1u`d Is
A1111avd 1.14 aee.,
1.28
I'll o'cove0 1e4
RSQ Ba,
OIS
n btatt tfiis.
Segmenta: Overland Sheet Flow BVIVII <3B0 -ft
0.010 52 0.200
3.3 I5.8
1zQ
S dJ?6+
0.61
i13
023
Oa.
0.61
7 Calculate Overland Flow Time of6oncentrahm in Minutes (Tc) or use default to t6teC4—
min bMn.
Pipe Size
10 (int
Slope(ft/ft)
Intercept
Court.
Length
Manning.
Hydraulic
Radius
A/Wet
Perm
Flow
Velocity V
lips)
�FioawTim
(min)
Segment: Pipe Flow
0.5
etntti �l
nMt
f—.I
Mub{am
633
neflRe tial pprr`1
0-55-V JO u
A'onrot owl.., ueas-
87a
indmnlalvrti iamrr.rcnl
or. San(Sywil
,}4e eeeb3
4H4
Segment 2:
Gutter Shallnw Concentrated Flow
b
91 598
alayxravndt
o1u`d Is
A1111avd 1.14 aee.,
210 040.
I'll o'cove0 1e4
RSQ Ba,
OIS
n btatt tfiis.
Segmenta: Overland Sheet Flow BVIVII <3B0 -ft
0.010 52 0.200
3.3 I5.8
1zQ
S dJ?6+
r.ompmea lc= eta
User-EntereJ Tc= 24.0
B ermin
Dete the average 2lnfall Intensity (1) frmn IDP Curve based on 1 2.07 in/hr
9 Calculate the Post -Development peak discharge (Weak) Qeas 162 ds
to Calculate peak own (uses 2 y storm) Q. 0.66 ds
(used for S/G Trap throat velocity, WC, storm conveyance system sizing)
11 Calculate total mnoff yet M(I... Earn, primary storage( V 4,235 fr,
V=CI(Tc=6o)Av360o
12. Calculate Vwn(for sizing WQ facilities)
-. Enter Percentile Storm I R Oth percentile =0.34to) 80th 0.341n
Enter WQ VPWIne (V - Lxi (from line novel rAx36001.
You 956 it' -
13 pelenfi6n: ApprovedDharge Ra[eto Sulfate Waters hf aOPlimbie) _ds
14 Volume Summary -
Surface Storage: Peru
WQ Pond Forebay415% sediment V. 1.099 k'
Primary Treatment/Storage Basin V 2,279 ftz
Aibsarfzcc Storage: Seepage Bed
Volume Without Sediment Fvc1m, V 3,235 Re
Gaa PMpnd Soo—a. Rod (n,!lesion Vnlamo With Swliment
P:\C3013-024 Jump Creak -Trilogy\100 Phase 1\ComtmctEon\[a1ts\37615191
Version 7.4, July 2014
blhname eu.a0 toe 11cize ss foe vwl— so.f.—
two, M1sml3r2
ounnol zv"Ble Me'1"
and.c.
Asphalt
bnitown we.
045
OrbrA <tgbtC160adeKa
059-0PQ
0.5
etntti �l
nMt
f—.I
Mub{am
633
neflRe tial pprr`1
0-55-V JO u
A'onrot owl.., ueas-
87a
indmnlalvrti iamrr.rcnl
or. San(Sywil
,}4e eeeb3
4H4
Pavy Sett)
0911
on, 11 cempterles
03o -Q15
alayxravndt
o1u`d Is
A1111avd 1.14 aee.,
210 040.
I'll o'cove0 1e4
RSQ Ba,
'Usch
Asphalt
045
zB.1.1y
0.5
nMt
633
Rack
U95
or. San(Sywil
>at r"o
same
a
O
141 Rai
004
R9S
6lt
OIS
n btatt tfiis.
Q@s
vIT
ots
1zQ
S dJ?6+
Q13
i13
023
Oa.
12/9/2014, 8:54 AM
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. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1- Drainage Area #1
Enter number of Sand/Grease Traps (25 max)
12
Throat
Velocity
Baffle
Vault Size
Spacing
Number of Peak Flow
Area (fly)
0.5 fps
Velocity
S/G Traps
Q -cis
inch
inch
max.
ok7
1000 G
1
1.01
20
48
6.67
Reference for Throat widths (inch)
AUS
Boise
Lar -ken Wou,
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
P:\C2013-024Jump
Throat
Velocity
Is the
Vault Size
Spacing
width
Area (fly)
0.5 fps
Velocity
S/G Traps
Q -cis
inch
inch
max.
ok7
1000 G
1
1.01
20
48
6.67
0.15
Creek -Trilogy\100 Phase 1\Construction\Gales\37665191 12/9/2014, 8:57 AM
Version 7.4, July 2014
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.
_ steps for Sand/Grease Trap Velocity_ Calculation r
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1- Drainage Area #2
Enter number of
rn
ence for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftp)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
48.0
max.
ok?
1000 G
I 1
1 1.71
20
48
1 6.67
1 0.26
60
ence for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\37715191 12/9/2014, 8:58 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
G
48.0
50.5
n/a
G
60.0
61.5
h/a
1000
n/a
n/a
60
1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\37715191 12/9/2014, 8:58 AM
Version 7.4, July 2014
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. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1 - Drainage Area 43
Enter number of Sand/Grease Traps (25 max)
12
Baffle
Throat
Velocity
width
Area (ftz)
Number of Peak Flow
Traps
Q-cfsinchinch
max
1000 G
1
"ok?
20
48
6.67
026
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
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Gales\37765191 12/9/2014, 8:59 AM
Version 7.4, July 2014
Vault SizeSpacing
width
Area (ftz)
0.5 fpsS/G
Traps
Q-cfsinchinch
max
1000 G
1
1.71
20
48
6.67
026
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Gales\37765191 12/9/2014, 8:59 AM
Version 7.4, July 2014
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.
F Steps for Sand/Grease Trap Velocity Calculation
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1- Drainage Area #4
Enter number of Sand/Grease Traps (25 max)
12
Throat
Velocity
BaffleReference
Vault Size
Spacing
Number of Peak Flow
Area (flz)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
max.
ok7
1000 G
1
1.16
20
48
6.67
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
P;\C2013-024 Jump Creek
Throat
Velocity
Is the
Vault Size
Spacing
width
Area (flz)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
max.
ok7
1000 G
1
1.16
20
48
6.67
0.17
-Trilogy\100 Phase 1\Construction\Calcs\37815191 12/9/2014, 9:01 AM
Version 7.4, July 2014
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.
Steps for Sand/Grease Trap Velocity Calculation
User input In yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1- Drainage Area #5
Lnter
u
eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity;V'elocity
the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ft?)
0.5 fps
n/a
500 G
SIG Traps
Q-cfs
inch
inch
n/a
max.k?
60
1000 G
1
1.19
1 20
48
6.67
0.18
eference for Throat widths (inch)
P:\C2013-024 Jump Creek .-Trilogy\100 Phase 1\Construction\Calcs\37865191 12/9/2014, 9:02 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
000 G
48.0
50.5
n/a
500 G
60.0
61.5
n/a
VQU1000
n/a
n/a
60
VQU1500
n/a
n/a
60
P:\C2013-024 Jump Creek .-Trilogy\100 Phase 1\Construction\Calcs\37865191 12/9/2014, 9:02 AM
Version 7.4, July 2014
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.
Steps for Sand/Grease Trap. Velocity Calculation
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1 -Drainage Area #6
Enter number of
AL
Baffle Throat Velocity Is the
Vault Size
ence for Throat widths (inch)
ADS
Boise
Lar -ken
WQU,
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
G
S
61.5
inch
inch
n/a
max.
ok?
1000 G
1
1.18
1 20
48
6.67
0.18
WJ
ence for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\37915191 12/9/2014, 9:03 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
G
48.0
50.5
n/a
G
60.0
61.5
n/a
1000
n/a
n/a
60
1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\37915191 12/9/2014, 9:03 AM
Version 7.4, July 2014
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.
Steps for Sand/Grease Trap Velocity Calculation
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek Subdivision No. 1- Drainage Area p7
Enter number
1L
ence for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area(ft�)
0.5 fps
Velocity
G
S/G Traps
Q-cfs
inch
inch
n/a
max.
ok?
1000 G
1
1.02
20
48
6.67
0.15
ence for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase i\Construction\Calcs\37965191 12/9/2014, 9:05 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
G
48.0
50.5
n/a
G
60.0
61.5
n/a
1000
n/a
n/a
60
1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase i\Construction\Calcs\37965191 12/9/2014, 9:05 AM
Version 7.4, July 2014
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. To accept default value type = in yellow cell and point to computed cel
1 Project Name lump Creek Subdivision No. 1- Drainage Area #8
Enter numner
1,t
ence for Throat widths (inch)
Baffle
Throat
Boise
Velocity
is the
Vault Size
Number
Peak Flow
Spacing
width
Area (ft2)
0.5 fps
Velocity
G
s
S/G Traps
D -ds
inch
inch
n/a
max.
ok?
1000 G
1
2.33
20
48
6..67
0.35
ence for Throat widths (inch)
P:\C2013-024 Jump Creek-Trilogy\100 Phase 1\Construction\Calcs\38015191 12/9/2014, 9:06 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
G
48.0
50.5
n/a
G
60.0
61.5
n/a
1000
n/a
n/a
60
1500
n/a
n/a
60
P:\C2013-024 Jump Creek-Trilogy\100 Phase 1\Construction\Calcs\38015191 12/9/2014, 9:06 AM
Version 7.4, July 2014
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.
L,. Steps for Sand/Grease Trap Velocity Calculation
User input In yellow cells. To accept default value type = in yellow cell and point to computed cel
S Project Name Jump Creek Subdivision No. 1 -Drainage Area#9
Enter number of
u
3eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ftz)
0.5 fps
Velocity
1500 G
S/G Traps
Q-cfs
inch
inch
n/a
max.
ok?
1000G
1
1.65
20
48
6.67
0.25
3eference for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construc1Jon\Calcs\38065191 12/9/2014,9:06 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
VUQU,
Vault
BMP 16
1000 G
48.0
50.5
n/a
1500 G
60.0
61.5
n/a
✓yQU1000
n/a
n/a
60
NQU1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construc1Jon\Calcs\38065191 12/9/2014,9:06 AM
Version 7.4, July 2014
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.
Steps for Sand/Grease Trap Velocity Calculation
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name lump Creek Subdivision No. 1- Drainage Area #10
or
1z
teference for Throat widths (inch)
Number of
Peak Flow
Baf#e
Throat
Boise
Velocity
Is the
Vault Size
Lar -ken
Spacing
width
Area (fh)
0.5 fps
Velocity
S/G Traps
Q-cfs
inch
inch
48.0
max,
ok7
1000 G
1
1.62
20
48
6.67
0.24
60
teference for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Caics\38115191 12/9/2014, 9:07 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
1000 G
48.0
50.5
n/a
1500 G
60.0
61.5
n/a
NQU1000
n/a
n/a
60
NQU1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Caics\38115191 12/9/2014, 9:07 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is Intended to he a guideline to standardise ACHD checking of draimage calculations and shall not replace the Engineer's
calculation methodology. These calculative, shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or
exceed these calculations in order in be accepted.
Steps far5hing Ponds, Site for Buckley and pool if,.. site for primary storage/treatment basin.
User input In yellow cells. To accept default value type= in yellow cell and point to computed cell
1 Project Name Jump Geek l - Pond 1
<
Later rummer or ponos le> mail
Pond
leogthat
Stage (it)
3
Number of Call,(Furhbmy Pdnmr,2, Primary
O0,1) 1
4
Design Storm
100.
5
Weighted Rpnoff Coefficient C
0.62
6
Area A(Acres)
0.23 nae+
7
Approved 0ischarge Rate (if alep0da1al.)
0.00 cis
8i1
-WO Pond Forebay+l5%sediment
V 2,1691 fC
Toggle between Forebay and Primary Basin, enter dom and prial hor each
2540.14
w 9n0Ax
%iQ• of
0.0
11
p x
fl
t --r} x`
f 1
2,429
W
rF6".ln%
Forebay
9
Select Forebay Shape
5 -Irregular
30
Width of Forebay Bottom
W 35.0 it
11
Length offorebay Bottom
L 320 It
12
Side slier, tr!:I)
H:1 3,00.
13
Enter Bottom Elevation
2538.14 it
-14
Enter Top Bank Elevation
2540.64 it
15
Enter Water Surface Elevation(WSE)
- 2540.14 it
16
Distance Between Farah, and Primary Basin (blank if he) 0.00 it
17
Enter Elevation Germ
0.00 it
18
Enter High Groundwater Elewitimi
2532.00 it
19
Mid Freehaard Requirement
0.50
-20
Freeboard Provided
i-'-'--0,501
Link to: Flo
q,r1
9F+
2vr
21 Sand Bottom for Forebay lifltration? 6 in/hr Note: ocyrmaten reauiredij -
Design lnflkatkm Rate, Enter O for no Infiltration bottom slope<1%or0 ouf low.
22 Sand Window Area for Forebay Aam 210 ice -
Enter ofor noin0ltration
Storm DurationI Itotal I O I Vu� I Pere Val
Hr iNhr
is to fe
I 1.00 1.Ss o.sz I
2,169 las
Saved
Stage (ft)
s 4i ria
Pond
leogthat
Stage (it)
Surface
Area Aat
Stage (it')
Saved
Surface
Area A at
Stage (it?)
Surface
Area A at
Stage(n')
OVFMOE
Volume
Below
stage (it')
2538.14
2538.14 3.000
^st.t>r`c
32.0
r.. �
21 Sand Bottom for Forebay lifltration? 6 in/hr Note: ocyrmaten reauiredij -
Design lnflkatkm Rate, Enter O for no Infiltration bottom slope<1%or0 ouf low.
22 Sand Window Area for Forebay Aam 210 ice -
Enter ofor noin0ltration
Storm DurationI Itotal I O I Vu� I Pere Val
Hr iNhr
is to fe
I 1.00 1.Ss o.sz I
2,169 las
Saved
Stage (ft)
Pond
SideSlope Widthat
New Stage(it) IH,V) Stage (it)
Pond
leogthat
Stage (it)
Surface
Area Aat
Stage (it')
Saved
Surface
Area A at
Stage (it?)
Surface
Area A at
Stage(n')
OVFMOE
Volume
Below
stage (it')
2538.14
2538.14 3.000
35.0
32.0
Override
821.00
0
2539.14
8.000
DO
0.0
Override
119].00
1;009
2540.14
3.000
UA
0.0
Override
1642.00
2,429
2.00 it depth mrstorage
24
25 Time to drain forebay I8.6 nm:rs
90%vo t me,e 24-hour, minimum OK
SIUImdIUn
P:\[2013-024 Jump Creek - Tritogy\100 Phase 1\Cam1mrtion\Calcs\38615191 12/9/2014, 9:56 AM
Version 7.4, July 2014
ACRD Calculation Sheet for Sizing Ponds
NOTE: This worksheet Is Intended to be a guideline to standardize ACHO checking of drainage calculations and shall not replace the Engineers
calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or
exceed these calculations in order to be accepted.
Steps for Shing Pmtds:S124forforebay and print thensh¢ for pdrum stooge/treatment basin
User Input In yellow cells. To accept default value type =1n yellow cell and point to computed cell
1 Project Name
3 Number of Cells (ForebaWPrima V-2, Primary Only=1)
1.
Pond
Length at
Stage (to
surface
Area Aat
stage (it')
4 Design Storm
100
Volume
Sale -
elowStage(ft)
Stage lfts)
Link to gy
5 Weighted Imnaff coefficient C
0.21-
124.0
Ig13 —fes
6 Area A(Acres)
1.08 ecres
2w
]Approved Discharge 0.ale (if applicable)
0.00 As
0.0
0.0
0'h
8 I-WQ Pond For, bay+l5%sediment V
3,663
Its
P.w
Toggle between foraboy and Primary Basin, enter data andpdn(for
each
D,W
_.
94�Y
!y4ah 3
�
S yF,Ggv
in,
-- _
_-
Faraday
9 Select Forebay Shape
5-bregular
10 Width of Forebay Bottom W
10.0
10.0 it
11 Length of Forebay Bottom L
124.0,
124.0k
12 Side Slopes(H:l) H:1
3,011:
3.00.
13 Enter Bottom Elevation
2538.16.
2538.16 Ti
14 EnterTcp Bank Elevation
2540.66:
2540.66 it
15 Enter Water Surface Elevation(WSE)
2540,16
2540.16 it
IS Distance Between Forebayand Primary Basin (blank if nal
O.W-
R
12 Enter Eleyation Berm
0.0
it
18 Enter High Groundwater Elevation
2532.00
2532.00 it
19 Min. Freehaard Rct,lo meat
0.50
20 Freeboard Provided -
0.50
21 Sand Bottom for Forebay infiltration
6
6 in/hr
Note: InfiRtntion required If
- Design lnORratign Hate, Enter O for ne, infiltration
helium slope<lY ar O oidflmy
22 Sand Window Area for Forebay Asea
368
368 fte
Enter O for no infiltration
Storm Duration I Itotal I O Val I Perc Vol I Discharge I DJsehame I Read
Saved
Stage (111)
Pond
Side Slope Widthat
.New Stage (it) (H:V) Stage (it)
Pond
Length at
Stage (to
surface
Area Aat
stage (it')
Saved
Surface
Area A at
Stage (fit)
Surface
Area A at
SIA,, (fill
OVEIBDE
Volume
Sale -
elowStage(ft)
Stage lfts)
253&16
2538.16 3.000
10.0
124.0
override
1035.00
0
2539.16
2540.16
3,0W
3000
0.0
0.0
0.0
0.0
Override
Override
1850.00
2238.W
2.00 kdepth for storage
have Capacity?
25 Tune to dial. foeeday
rk%wnnme In 24 hours mmlmum
17 9 hnecs
OR
STORAGE OK.
P:\C2013 024 Jump Creek-Trilogy\100 Phase 1\ConshurUon\Cabs\38665391 12/9/2014, 956 AM
Version 7.4, July 2014
ACRD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is Intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology most result in (.,little, that meet or
exceed these calculations In order to be accepted.
Steps for Shing Ponds: Site for foreloy and print then she for Primary stooge/treatment basin.
User Input In yellow cells. To accept default value type= In yellow cell and point to computed cell
1 Project Name
.. rvw.un...... ..........
4 Design Storm 100
5- Weighted Runoff Coefficient C 0.56
B Area A IAcrezl - 1.44 b-1
7 Approved Discharge Nate (lf applicable) 0.0035
8 1-WQ Pond Forebay+1Mt sediment V 3,842 B
Toggle between Foretiaymal Primary Basin, enardo[a and pdnrim-each
.. =xxxpx f4.:aP3
a r. 4,,(`4�_ AC'S-0a�0^'�•.. Ar ."....._
e_..2
Parebay
9 Select Forebay Shape - 5 -Irregular
10 Width of Forebay Bottom W 61.0 61.0. it
11 Length of Forebay Bottom L 30.01 30.0 it
12 Side Slopes IRA) - H:1 3.00'. 3.00
13 Enter Bottom Elevation 2535.59 2535.59 Yt
14 Enter Top Bank Elevation 2538.09 2538.09 it
15 Enter Water Surface Elevation lWSQ 2532.59 2532.59, it
16 Distance Netween Forebay and Primary 8.,1. (blank if na) 0.00 it
17 Enter Elevation Berm D.00 it
18 Enter High Groundwater Elevation 2532.00 2532.00't
19 Min. FreeboardAeuirment 0.50
20 Freeboard Provided .0.501
21
Linkta: O,Y
Pond
Lengthat
Stage (ft)
CO �,
saved
Surtace
Area A at
Stage fit')
Q.W
Valume
Below
Stage (ft')
2535.59
2535.59 3.000
01.44
30.0
9,Yr
1338.00
+1.Yv
0
2536.59
3.000
0.0
t,_STI
x-
1906.00
I'm
253159
3.000
n
0A
Dverrlde
21 Sand Bottom for Fourbay Infiltration? 6 6 In/
Design Infiltration Rate, Enter for no infiltration
22 Sand Window Areafxr Forebay A,m '300 300 ks
Enter 0 forno infiltration - - -
23
Note: infiltration 11,61ed if
hurt. 11,111%or 0 oufjlow
Storm Duration I uncal I Q I I Perevol I"---" I' -"- I "'_""-
Saved
Stage (it)
Pond
Side Slope Widthat
New Stage (ft) ITTV) Stage (it)
Pond
Lengthat
Stage (ft)
surface
Area Aat
Stage (ft")
saved
Surtace
Area A at
Stage fit')
Sudan.
Area A at
Stage(ft')
OVERIDE
Valume
Below
Stage (ft')
2535.59
2535.59 3.000
61.0
30.0
Override
1338.00
0
2536.59
3.000
0.0
0.0
Override
1906.00
I'm
253159
3.000
0.0
0A
Dverrlde
2535.00
3,843
2.00 it depth for storage
24 Does ferbayheve capacity? YES
25 Gnie to drain forehay 23.1 Imun
9YA v,t me in 24 -hours minimum _ DN -
P:\CZ013 Jump Creek -Trilogy\100 Phase 1\Construction\Calrs\38715191 12/9/2014, 9:57 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is intended to be a guideline to standardize ACRO 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.
_ StersforSWr, Ponch:51lefimorebayand ptletthan she for pdmary Storage /treatment basin.
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Praj.d Name Jump Creek l - Read 4
4 Design Storm 100: tinkto: c,
5 Weighted Runoff Coefficient C 0.61' Q'.
Q.VJ
6 Area A (Acres) 0.89'. o'-
7 Approved Discharge Rate(ifopplicable) r 0.00 is Q'ss
e
8 'LWq Pond Farebaya 15% Sediment V. 2,598
Toggle between Poreboy and Primary Basin, enter data and print/or earn
cups
maPz ¢=
'` �.'9�-�`�-•r ��� w` _ _ � � ice„ ..i ;
tel.
u1 s .........:.........4
Forebay
9 Select Forebay Shape 5 -Irregular
10 Width of Forebay Bolton _ W Sun 50.0 R
11 length of Fmebay Bottom: - t 15.0 15.0 it
12 Side Slope, (11:1) HA 3.00 3.00
13 Enter Bottom Elevation 2535.62 253S.62 it
14 Enter Top Bank Elevation .2538.12 2S38.12 it
15 Enter Water Surface Elevation BASS) 2537.62 2537.62', It
16 Distance Between Forebay and Primary Basin (blank if nal 0.00 it
17 Enter Elevation Berm 0.00 IR
18 Enter High Groundwate,. Elevation 2532.00 2532.00 it
19 Min. Freeboard Requirement 0.50
20 Freeboard Provided - 0.50
21 Sand Bottom for Forebay Infiltration?
Pond
5ide61ape Whither
New StagelN) IH.V) stage (it)
6 6 in/hr
Design Infiltration Rate, Enter D for no lefiltreHen
Saved
Surface
Area A at
Stage(fto)
Surface
Area A at
&age REJ
OVERIDE
22 Sand Window Area for Forebay
As,a
235 235 '¢tv
Enter O for no infiltration. -
15.0
-
23 Adjusted Storage Required
0
Storm Duration natal
4
I
Relief
Per,Vol Pre Oev Tota
Override
1293.00
Val
D6charge Dischai
Min Hr I in/hr
I chs
I W
Ra I it- I W
60 1.00 1 1.15
1 0.63
1 2,598
118 1 0 1 118
Note: infftnotterreaubcdo'
bottom b-Onefficw
Saved
Stage (it)
Pond
5ide61ape Whither
New StagelN) IH.V) stage (it)
Pond
Lengthat
Stage (it)
Surface
Area Aat
Stage (fir)
Saved
Surface
Area A at
Stage(fto)
Surface
Area A at
&age REJ
OVERIDE
Volume
Below
Stage (it')
2535.62
2535.62 3:000
50.0
15.0
Overr)de
780.00
0
2536.62
3.00
0.0
0.0
Override
1293.00
1,037
2531.62
3.000
0.0
0.0
Override
1878.00
2,6)2
2.00 ftdepth for storage
24 Does farebay have capacity?
25 Time to drain forehay
90°4 volume in 24.hours mlemam
19S hours
OK
STORAGE OK
P:\C2013-024 Jump Creek - Trilogy\loo Phase 1\Construction\Cain\38765191 12/9/2014, 9:58 AM
Version 7.4, July 2014
ACRD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is intended to be a guideline to standardize ACRO checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or
exceed these calculations In order to be accepted.
-:V.btld5:51te far forabay and pntRthen siz¢fnr pdmaryslorage/treatment Basin.
User Input In yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Pmlect Name
4 Design Storm
100.
- Pond
Lengthat
Stage(ft)
5 Weighted Runoff Coefficient C
0.62.
Suga.
Area A at
R,, 1fi11
OVIEMM
6 Area A (Acres) -
0.95ocree
2 Approved Discharge Rate (if applicable)
0.00 ofs
20.0
8 -.1 -WO Pond Fo1ebay+15%setlimert V
2,806-.
_it,
Teti between Foreboyand Primary Bosln, enter dote ardpdntfor each -
2536]]
2532.77
3L00
3.000
50a.,x
Vkap,d
override
override
1486M
2102..1111
3,007:'
pL
t. �. ......y.........rl
b�x.a219s
9 Select Foiehay Shape
;S -Irregular
10 Width of Feeley Bottom W
55.0..
55.0 It
11 Length of Forebay Bottom L
20A-
20.0$
12 Side Slopes 114:1) 11
3.00,
3.00
13 Enter BOHom Devalmo
2535.72
2535.22 it
14 Enter Top Bank Elevation
2538.22
2539.27 It
15 Enter Water Surface Elevation(WSE)
2532.27
253).228
16 Distance Between Forebay and Primary Basin (blank if no)
om
8
12 Enter Elevation Beim -
9.01)
it
18 Enter High Groundwater Elevation
2532.00
2532.00 It
19 Min. Freeboard Requirement
0s0
20 Freeboard Provided
— - (IM
21 Sand Bottom for Forebay G81&ation? 6 6 -in/hr
Deslgt lmitration Rate; Enter O for no infiltration -
22 Sued Window Area for Forebay Aiaa 214 214 ft°
Enter O for no utilization - -
23
Linke:
a,a
1.uJ
Z
a.ve
p �n
ss.r>�a
fikR.iea
Note: infiftroLon required if
bottomslape<1%or O ouQlne
storm Duration I itonl Q rr Pere Vol n�.�u...... m..A-....e� ve..A
Saved
Stage(ft)
Pond
Side Slope Widthat
New Stage RB) )H:V) Stage(N)
- Pond
Lengthat
Stage(ft)
Surface
Area Aat
Stage(ftt)
Savor!
Surface
Area A at
Stage(ft')
Suga.
Area A at
R,, 1fi11
OVIEMM
Volume
allow
Stage Ite)
2535.]]
2535.77 3.000
55.0
20.0
override
940.00
0
2536]]
2532.77
3L00
3.000
0.0
0.0
00
0.0
override
override
1486M
2102..1111
3,007:'
2.w Raeprn rorsrorage
25 Time W 11, lic mrebay 23.6 hoe,
9096 volume In 24 -hours minimum OR
PAC2013-0241ump Crock -Trilogy\100 Phase 1\Conazmtk n\Calcs\38815191 12/9/2014, 9:59 AM
Version 2.4, July 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is Intended to be a guideline to standardize ACHE, 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 at
exceed these calculations in order to be accepted.
i_ Steps for Shln®Pends:Site for forebay, and print than size for pdmery storage'treatmant basin
User Input in yellow cells. To accept default value type= in yellow cell and point to computed cell
1 Pra)ect Name
4 Design Storm -
100
Unkto:',Qp
5 Weighted Rmwff C.wWc1entC
0.69.
4''a
D.v3
-Q.vi
6 Area A(Arms)
0.55 or—
2536.58 3.000
] Approved Discharge Rate (if applicable)
0.00.c(s
qva
CQ.ri1
8'.1-WQ Pond Forcibly +l5%sediment
V 1,808
4t' V•'O
D.w
Toggle between Fdreboy, and Pdmory Basin, enter data and print)oreach
3.000
..� 9aa;s
}-,at,x
-
,
780
2538.58
,'
0.0
Override
1675.E
2,144
..... Imam
�_.,.y._....-Y"
9 Select Forebay Shape
10 Width of Forebay Bottom _
11 tenth of Forebuy Battem
12 Side Slope, HA) -
13 Enter Bottom Elevation
14 Enter Top Bank Elevation -
15 Enter Water Surface Elevation(WSE)
16 Distance Between Forebay and Primary basin (blank if no)
:17 Enter Elevation Berm
18 Enter High GmundwaterElevation
19 Mi.. Freeboard Requirement
20 Freeboard Provided
21 Sand Bottom for Forebay Infiltration]
Design Infiltration Rate; Entero for no Infiltration
22 Sand Window Area for Forebay
Entero for no infiltration _
Forebay
s -Irregular
W 7D,0 7010 It
L 8.0 8.D 1t
H:1 3.00- 3.00
2536.58. 2536.58'. it
2539.08 3539.011 it
- 2530.58 - 2538.59 it
ON It
0.00 If
2532.00 3532.00'. it
0.50
0.50'
6 6 in/hr'.. Note: infiltration required if
bottom S)OP,l%aro outflow
As=m 184 184 ftx
storm Duration I itotal I Q I I Perc Vol I _... _ I _. . I
Saved
Stage (ft)
Pond
Side Slope Widthat
New Stage(ft) (HEV) Stage(h)
Pand
Lengthat
Stage(ft)
Surlaze
Area Aat
Stage(ft)
Saved
Surface
Area A at
Stage (ft)
Surface
Area at
Stake in)
OVEHiDE
Volume
Below
Stage (ft)
2536.58
2536.58 3.000
70.0
SO
Override
505.00
0
253].58
3.000
0.0
DO
Override
1054.00
780
2538.58
3.000
0.0
0.0
Override
1675.E
2,144
2.00 ftdepthforstorage
25 film to drain forebay
9014wlum , in 24 hours minimum
1].] hour
STORAGE OI(
P:\C2013 024Jump Creek-TrOogy\100 Phase 1\Constmction\Cabs\38865191 12/912014,9:59 AM
Version 7.4, Jaly 2014
ACHD Calculation Sheet for Sizing Ponds
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 Engineefs methodology must result in facilities that meet or
exceed these calculations in order to be accepted.
I. 5[epsfor Sizing Ponds: Slzeftrt forabay and pont then sizafor pAmary storaga/treatmentbasin
User Input in yellow cells. To accept default value type= in yellow cell and point to computed cell
1 Project Name lump Creek l - Pond)
4 Design Storm
100
Link to: ray
5 Weighted Runoff Coefficient C
0.84
Wo
4.n
6 Area A(Acres)
0.39—
2535.72 3.000
7 Approved Discharge Rate Jif applicable)
- 0.0 cfs
q,•r,
L'in i
8 1 W Pond Forebay +l5%sediment
V 1,561
ft'
Toggle between Foreboyand Printery BusM, eniarddta dndpkajor each
- Q.0
..�y03pY1plag.
-•/..,,_,•�.\
0.0
Override
791.00
_iPGffe
575
2537.77
3.000
0.0
awlMss r
p
Override
129300
1,617
Tomboy
9 Select Forebay Shape
'5 -Irregular
10 Width of Forebay Bottom
W 520 52.0
it
11 Length of Fafebay Bottom
L 8.0' 8.0
HE
12 Side Slopes (l
H:1 300 - 3.00'.:
13 Color Bottom Elevation
2535.77 2535.]].
It
14 Enter Top Bank Elevation
2538.271 2538.27-.
it
15 Enter Water Surface Elevation jWSE)
2537.72' 2537.77
IT
16 Distance Between Forebay and Primary Basin lblank if no) 0.00i
'ft
SJ Enter Elevation Bents
ON
ft
18 Enter High Groundwater Elevation
2532.00' 2532.00
It
19 Min, Foudamd RegOlrement
0.50
'2o freeboard Provided -
OSO •..
21 sand Bottom for Forebay Infiltration]
Design Infiltration Rate, Entero for no infiltration
22 Sand Window Areafor Forebay
Enter O for no infiltration -
23 Adjusted Slorage Required
Storm ouration 1 otal O.
G 6 in/hr - NcWhailtrationrequiredif
bottom slopeal%or 0 outflow
As.m 158 ISO ke
Val Perc Vol
79
Saved
Stage(ftl.
Pond
Slde5lope Widthat
New Stage (ft) (N:V) Stagejft)
Pond
Length at
Stagelf)
Surface
Area Aat
Stage (R°)
Saved
Sortace
Area A at
Stage lit)
sooner.
Area A at
,.,a IN)
OVERIDE
Volume
Below
Stage (ft')
253532
2535.72 3.000
52.0
8.0
Override
359:00
0
2536.72.
3000
0.0
0.0
Override
791.00
575
2537.77
3.000
0.0
OO
Override
129300
1,617
2.00 ftdeplbforslomge
25 Time M filra:n torvbay
90%volume In 74 hour, hamomm
17.8 Moors
OK...._
STUMUEUK
P:\C2013-024 Jump Creek -Triiogy\100 Phase 1\Construction\CalcA38915191 12/9/2014,10:00 AM
Version 7.4, Jury 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is intended to be a guideline to standardize ACRID 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.
p Steps for Siang Ponds: Sit. turf rob -By and pant then size farpriram, trndpoltreatment basin.
User input in yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Project Name
3 Number at Coll,(FwcbeylPrlmaq=2, F lonary Unly=l)
4 Design Storm
1W1
5 Weighted Runoff Coefficient C
0.60'. -
6 Area A(Acres)
1.75 arms
7 Approved Discharge Nate Jif applicable)
0.00 'fs
2 TWq Pond Forebay+l5%sediment
V 1,471 it
Toggle between Forebay and primary Brain, enter data andprintfor each.
woof''-
'Si,aps
0
2536.26
253226
o
0.0
0.0
0.0
0.0
Override
Override
746.00
1209.W
.n*
--71;51k
•• (M:iv3
5.
9 Select Forebay Shape
10 Width of Forebay Bottom W
-.11 Length of Forebay Bottom L
12 Side Slopes IRA) H-1
13 Enter Bottmn Elevation
14 Enter Top Bank Elevation
_15 Enter Water Surface Elevation(WSE)
16 Distance Between Porebay and Prfmary Basin (blank if na)
17 Enter Elevation Berm
IS Enter High Groundwater Elevation
19 Min. Freehoard Requirement
20 freeboard Provided
21 Sand Bottom for ForebaylnRltradon?
Design lnfilt,atmu Rate, Enter O for no infiltration
22 Sand Window Areafor Forebay A,_o
Enter 0 for no ift6hratim,
Forebay
5-bregular
15.0 15.0 It
30.0 30.0 it
3,00 3.00
2535.26 2535.26 it
2537.76- 2532.76 it
2537.26 2532.26 it
0.00 it
2532.26. 2537.26 it
2531.50 2531.50 it
0.50
0.50
6 6 m/hr
137 132 $a
Link to: Q.,
U.'n
q.vi
qNa
0.'rs
Q.ue
gn
LO.vn�
r i15C�R
\ _
s if
A}altos,
Note: Infiltration required if
bottom sloped%or O outflow
Sudan Pre-Dev Total Max Vol
Storm Duration itohl 4 pert Val �,_l___ ---_ p__a
60
Saved
Stage In)
Pond
Side Slope Width at
New Stage (ft) (H:V) Stage(fu
Pond
Length at
Stage (it)
Sladmre
Area A at
Stage(it)Stage
Seven!
Surface
Area A at
(0°)
Sudace
Area A at
Stage ID')
OVERIDE
Volume
Below
Stage (ft)
2535.26
2535.26 3.000
15.0
30.0
Override
354.00
0
2536.26
253226
3.000
3.000
0.0
0.0
0.0
0.0
Override
Override
746.00
1209.W
--71;51k
2.D0 maeptntorstomge
24 Does forebay have capacity' YES .
25 Tina to drain fim"bay 19.3 tawrs
90% volume in 24 -hours minimum OR
P:\C2013 0241ump Creek-Trilogy\100 Phase 1\Const1.1tion\Calcs\39065191 12/9/2014, 10:10 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is Intended to be a guideline to standardize ACRO checking of drainage calculations and shall not replace the Engineer's
calmlation 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.
Steps far Sidled Parts She 1.1 Cambay end print than She for primary stopge/treatment basin. ,.I
User input In yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Project Name
3 Number of Cells (FarebaWPrimary=2, Primary Onty=1) 2'
4 Design Storm _ 100
5 Weighted Runoff CaefficientC 0.60'
6 Area A(Acres) 1.75 u-,
3 Approved Discharge Bate hf appl(cable) 0.00 cis
-8 �.2-Primary Treatment/Storage Basin V 3,051 7t
Uri between Fareb ry and Primary Basin, enterdom ondprint foresch
-r Y9iDY _^v'.:1LP3
i
Primary Basin
9 Select Primary Basin Shape 5 -Irregular
10 Width of Primary Basin Bottom W 15.0 15.0. It
11 Length of Primary Basin Bottom L 30.0 30.0 it
12 Side Slope, (H:1) H:1 3.00 3.00
13 Enter Bottom Elevation 2535.26 2535.26 t
14 Enter Top Bank Eleyation - 2532]6 2537.768
15 Enter. Water Surface Elevation(WSE) 253216 2537.26 It
16 Distance Betsveen Forebay and Primary Basin (blank if na) 400 dt
12 EnterUrva0on Berm 2532.26 2537.76 ft
18 Enter High Groundwater Elevatiars 2531.50 2531.50 it
19 Min. Freeboard Bequlrrimult 0.50
20 Freeboard Provided 0.50
21 Sand Bottom for Primary/Storage Basin infiltration]
Design lnfiltotlon Rate, Eriter O fdr no 101Dation
`22 Simd Window Area Tor Primary
Enter o for no inilltntion
Storrs Duration I [total
Link to: 9.�
+),YJ
it
7.v1.
6 6 in/hr
Aaw 350 350 R,
tunnH I Perc Vol I Pre -Dov I T
vol Discharge DR,
Note: infiltration required if
bottom slope a% or 0 outflow.
11)
Saved
Stage (ft)
Pond
SIde510Pe Widthat
New Stage (ft) IH,V) Stage In)
Pond
luunthartl
Stage (ft) I
Surface
Alex Aat
Stage(ft')
Saved
Surface
Are.A ai
Stage (ft')-.OVCRIDE
Surfaca
AreaAat
State (N)
....y acviR
o„tiaq.
6 6 in/hr
Aaw 350 350 R,
tunnH I Perc Vol I Pre -Dov I T
vol Discharge DR,
Note: infiltration required if
bottom slope a% or 0 outflow.
11)
Saved
Stage (ft)
Pond
SIde510Pe Widthat
New Stage (ft) IH,V) Stage In)
Pond
luunthartl
Stage (ft) I
Surface
Alex Aat
Stage(ft')
Saved
Surface
Are.A ai
Stage (ft')-.OVCRIDE
Surfaca
AreaAat
State (N)
Valume
Below
Stage ifts)
2535.26
2535.26 3.000
15.0
30.0
Override
1436,00
0
2536.26
3.000
0.0
0.0
Override
1985.00
1,711
2537.26
3.000
OO
0.0
Override
2604.00
4,005
2.00 ftdepthforstorage
25 Time to durin primary/storage basin
90%valu:ne In 24 -Hams minhnum
153 lours
OK
P:\C2013-024 Jump Creek-Tdlagy\100 Phase 1\Construction\Caics\3911991 12/9/2014,10:14 AM
Version 7.4, July 2014
ACRD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is intended to be a guideline to standardize Ache checking of drainage calculations and shall not replace the Engineer's
calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result In facilities that meet or
exceed these calculations in order to be accepted.
Steps for Siring Ponds: Size forforebay and print then size for Bomar, storage/treatment basin. ;I
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Proud Name
4 Design Storm
100:
tiakto: �qs
5 Weighted Runoff Coeffiriam C
0.59
0.1
V
6 Area AlAeresj
1.44mves
4.v7"
7 Approved Discharge Rate (if applicable)
0.00;efs
'Q"s
C '
81-WgPond Forel5%seJiment
V 3,979' R°
q,mn
,,abayt
haggle between Foreboyead primary Snipe, enter onto ordprief fier vein
V.vu
0.0
0.0
Ovetrule
1985.00
1.711
2537.62
3.000
0.0
9.0
0,wNde
2604.00
1
�
IbRaL
II
', t
1
ff..................3 si,3irAi
_
I.....F..�.>j 9k0rw
Forebay
-
9 Select Forebay, Shape
'S -Irregular
10 Width of Forebay Bottom
W 30.0 3o.0'.R
11 Length of Forebay Bottom
L 54.0- 54.0 it
12 Side Slopes (Nil)
H:1 3.00 3.00'
13 Enter Bottom Elevation
2535.62: 2535.62 it
14 Enter Top Bank Elevation
2538.12 2538.12 it
15 Enter Water Surface Elevation(WSE)
2537.62-. 2537.62'.. it
16 Distance Between Forebay and Primary Basin (blank line) 0.00 it
17 Enter Elevation Semi
- 0.00- '.H
18 Enter High Groundwater Elevation
2531.50. 2531.SD. it
19 Min. Freehoard Requirement
0.50.
20 freeboard Provided
'-.-="050i
21 Sand Bottom for Forebay Infiltration]
Design Infiltration Rate, Enter 0.(or no Infiltration.
22 Sand Window Area For Forebay
inter 0 for nojnBltration -
23
Noteanfil[ratiavequlredif
bottom slape<1%or0ovbkpv
AG., 311: 321 fir
Bone, Pre-DeV Total Maggot
Storm Dmatian NowQ ... Pere Vol _. _. _
Saved
Stage (it)
Pond
Side Slope Widthat
New Stage Put) IH:V) stage (it)
Pond
Lengthat
stage(ft)
Surface
Area Rai
Stage(it)
Saved
Surface
Area A at
Stage (to)
Surraco
Area A at
Sta0e IB°)
OVERIOE
Volume
Below
Stage IN)
2535.62
2535.62 3.000
30.0
54.0
Override
1436.00
0
2536 62
3.000
0.0
0.0
Ovetrule
1985.00
1.711
2537.62
3.000
0.0
9.0
0,wNde
2604.00
4;005
2.00 it depth for storage
capacit ?
25 Tells to d!a!n Forebay
90%volume It 24-hou¢ minimum
223 hnn(s
OK
STORAGEON
P:\C2013 0241ump Creek- Trilogy\100 Phase 1\Constmc0on\[ales\39165191 12/9/2014,10:14 AM
Version 7.4, 1u1y 2014
ACHD Calculation Sheet for Sizing Ponds
NOTE: This worksheet is intended to be a guldeline to standardize ACRD 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.
y Steps for Sizing Ponds; Site farfure0ay end print then size for primary storage/treatment basin. ,j
_.._ .. _
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
I PraleRName
4 Design Storm
100
Pond
Length at
Stage(h)
Link to:"7ga
5 Weighted Runoff Cpefgelent C
0.63
Volume
Below
Stage (it')
a'.
LSE
6 Area A(Acres)
1.28:aves
74.0
W,
7 Approved Discharge Rate inapplicable)
- 0.00 'fs
0
mm
8,1-WQ Pond Forebay a 15% sediment
V 3,720-
Na
(U%�a�'._.--7
Troupe belween Poreboyand Primary basin, enter data nndprlatforeach
1,548'
Az,%
..Aj•F
0A
O.0
a tu.:q^x
2613.00
no
3,794
F M'.%, s
..,...................y
9 Select Forebay Shape
to Width of Forebay Bottom
11 length of Forebay Bottom
12 Side Stopes(H:l)
13 Enter Bottom Elevation
14 Enter Top Bank Elevation
15 Enter Water Surface Elevation(WSE)
16 Distanre Between Forebay and primary Basin iblank if nal
17 Enter Elevation Berm
18 Enter High Groundwater Elevation
19 Min, Freeboard Requirement
20 Freeboard Provided
21 Sand Bonom for Forebay infhration€
Design trfi@arias Pate, Enter 0 for no infliration
22 Sand Window Ar ea for Forebay
Enter 0 for no m(iltration
Forebay
5-
Irregular
W 24.0 24.0 it
L 74.0 74.0 ft
H:1 3.00 3.00
2535.63 2535.63 it
2538.13 2538.13 it
2537.63 2537.63 it
0.00 it
0.00 N
2531.50: 2531.50 it
0.50
0.307
S 6 in/br
As,w 297 297 fta
Note: Pfiltratlon required f
bottom sloVe<1 %are outflow
Runoff Pre-Dey Total Max Vol
Strom Duration notal 4 PercVol
Saved
Stage (it)
Pond
Side Slope Width at
New Stage (it) (N:V) Stage(b)
Pond
Length at
Stage(h)
Soriano
Area A at
Stage fill)
Saved
Sudacc
Arca A at
Stage(ft2)
Surface
Area A At
Stage (it')
OVERIOE
Volume
Below
Stage (it')
2535.63
253563 3.000
24.0
74.0
override
1217.00
0
2536.63
3.000
0.0.
0.0
Override
1879A0
1,548'
2537.63
3.000
0A
O.0
Dverride
2613.00
3,794
2.00 it depth for storage
25 Time to drain f v'bm'
90%volume o 24-h^_urs minimum
YES -
22S boors
OR
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Gales\39215191 12/9/2014, IM15 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to sUnd.rdlie 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.
_ Steps for Peak Discharge Rate using the Rational Method calculated for post -development -i
.Calculate Post -Development Flows If., pre -development flows, increase number of storage faeili0es to treat. new tall -_
User input in yellow cells To accept default value type = in yellow cell and point to computed sell
1 Project Name Jump Creek Subdivision No. I- Temp. Drainage Area: Al
2 Is area drainage basin map provided? YES
(map most be included with starmwater regulations)
3 Enter Design Storm For Volume (100 year per ACHD policy) 100
4 Enter number of storage facilities (25 max) 17
Clickm Shvw Mme Subbases r1l
S Area of Drainage Subleasin(SF or Acres) Acres
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=((C1aA1)a(C2aA2)a(CnxAn)]/A Weighted AW
5ubbasin
Iluldhosin
Intercept
Coeff.
Subbasin
Subbasin
Hydraulic
Radius
A/Wet
perm
Subbasin
Subbasin
Subbasin
Subbasin
3
Subbasin)
3
4
5
Subunit6
)
g
9
10
1.22
b O.OG4
1 0619 308
eso G35
ween
1.3
4.0
nsphr§
1.12
v95
Segment 3: Overland sheet Flow By TR -55, <300 -ft
0010 58 0.200 3.4 12.2
] 43
anni
:3Y
Ikldi Sand, Van
0.60
'-TYna
3c
Int I Ill
u
Oa) )1 Ol5
A i ]-5>i
46§
O.60
413
ft IS I 6.33 5 }8
7Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 30fiec'eoure
min 3e Mn.
Pipe site
ID lint
51 Pruitt)
Intercept
Coeff.
Length
Manning n
Hydraulic
Radius
A/Wet
perm
Flow
VelocltyV
(fps)
Firearm
(min)
Segment 1: Pip,
Flow
d
64U
Pans, Cgr,,voA,
O.ir-O,iS
AleyVass.or
020 6]5
Rir'ausl said areal
Segment 2: Goner Shallow Concentrated Flow
b O.OG4
1 0619 308
eso G35
ween
1.3
4.0
nsphr§
(anzlpG
v95
Segment 3: Overland sheet Flow By TR -55, <300 -ft
0010 58 0.200 3.4 12.2
] 43
Computed T, -1 21.2
User-E.tered Tic =1 21.0
I Oeaermine cite average rmnran intensity pi Trom mc LUMe cover on I a.3a npnr
9 Calculate the Post -Development peak discharge IQPeak) On„a 1.20 ds
30 Calculate peak Qwq(.Sea 2 -yr stem) Qom 0.65 ds
(used far S/G Trap throat velocity, Wit, storm conveyance system sizing )
V=CI(fc=60)Ax36o0
12 Calculate Vwq (for sizing WQ fwflhtls)
Enter Peroentlle Storm 1180th percentile =0.34 in) Both'. 0.34 1n
Enter WQ Volume(Vrq CA (from line above)AAx,360o) Van - 933: W
13 0etection: Approved Dhdlarge Hate to Surface Water, (if applicable) f,
Surface Storage: Pond
WQ Pond Forebay+l5%Sediment - V 1,023 ft'
Primary Treatment/Storage Basin V 27724 ftr
Subsurface Storage: Seepage Bed
Volume Without Sediment Factor V 3,152 1t'
See BMP04 Seepage Bed for Design Volume With Sediment
e<Ih»alaS mearl Car"Menta for V.,,..c Sarlartr
I,,, al sets, nunbn I—IlY3e1111-6'
aces -1
opeuri wren o'ra-Uall
8=11;h,"
Sogre-I s, a, 0.35.6 -Sp
Mu"n,sr -S—i5
aryromet A..ailinF arras
Gab
:nlmtrld ens comrnrcbl
u4et ¢rocs
ogV
wayarepr
64U
Pans, Cgr,,voA,
O.ir-O,iS
AleyVass.or
020 6]5
Rir'ausl said areal
r. 22.040
kfi Y 4ve[I Ynaf
eso G35
ween
nsphr§
(anzlpG
v95
erVG
] 43
anni
:3Y
Ikldi Sand, Van
'-TYna
3c
Int I Ill
u
Oa) )1 Ol5
A i ]-5>i
46§
bje .11lora
413
ft IS I 6.33 5 }8
Ad.. t hoer. Aaae
P:\C2013-024JUmp Creek -Trilogy\100 Phase 1Vsmstruction\Cates\39265191 12/9/2014,10:27 AM
Verslon 2.4, July 2014
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.
Steps for Sand/Grease Trap Velocity Calculation
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name Jump Creek 1 -Temp SG Trap #1
= Enter number of Sand/Grease Traps (25 max)
12
Throat
Number of Peak Flow
Baffle
Vault Size
S/G Traps
Spacing
width
Area (ft')
0.5 fps
Velocity
q-cfs
inch
inch
max.
ok?
1000 G
1
1.7
20
48
6.67
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
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Colts\39315191 12/9/2014, 10:28 AM
Version 7.4, July 2014
Throat
Velocity
Is the
Vault Size
S/G Traps
Spacing
width
Area (ft')
0.5 fps
Velocity
q-cfs
inch
inch
max.
ok?
1000 G
1
1.7
20
48
6.67
0.26
ACHD Calculation Sheet for Sizing Ponds
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 Eagmeefs methodology must result in fatllities that net or
exceed these calculations in order to be accepted.
E Steps for M, Ing sands: Sun farforebayaad print then size far primary theagn/treatment basin.
User input in yellow cells. To accept default Value type= In yellow cell and point to computed cell
S Project Name lump Geek No. 1 -Temp Drainage Pond #1
4 Besign Storm 100.
5 Weighted Runoff Cimiiclent C 0.60
6 Area A (Anes) 1.27 acres
7 Approved Discharge Rate (if applicable) 0.0 0,
8 1 -WO Pond Forebay+l5%sediment V 31631 it
O,,da between Pnrebay and Primary Basin, enter data and pnnifor each
1kill's
wk,,.�,., 7•.,..
x9^i•JTar' ..
P,i
.. r•`Ftes4+z l
9 Select Forebay5hape
10 Width of lembay Rattem W
11 Length of latency Bottom t
12 Side Slopes(H:I) H1
13 Enter Bottom Elevation
14 Enter Top Bank Elevation
15 Enter Water Surface Elevation(WSE)
16 Distance Between Forehay and Primary Basin (blank if no)
17 Enter Elevation Berm
18 Enter High Groundwater Elevation
19 Min. Freehoard Requirement
20 Freeboard Provided
21 sand Bottom for Forebay intimation?
Design infiltration Rate. Enter 0 for no infiltration
22 Sand Window Area for Forebay
Enter 0 for no infiltration
23
Forehay
5-irregu1ar
25.2: 25.2 it
54.5 54.5 it
3.00 00
2534.40 2534.40 it
2535.90 2536.90 it
2536.40 2536.40.H
0.00 it
0.5 H
2531.00 2531.00 it
0.50
"0:604
6 6'in/hr
A-, 295 295 N,
IF
Dnkto: 9,A
a's f
Q �n
tJ W.
J.V9
�S
._ �. SYStiss
Nate: infiltration regd Of if
bottom slopeQ%ore outflow
Storm Ouratlrmtotal O Runoff Pers Vol Pre-Dev Total Max Vol
I _. Total
_
Saved
stage(ft]
Pond
Side5lope Widthat
New stage (it) (WV) Stagelft)
Pond
Lengthat
Stage(H)
Surface
Area A at
Stage (ft)
Saved
Surface
Area A at
Stage (ft)
Sao..
AreaA at
Stage (ft)
OVEFROF
Volume
Below
Stage(rts)
2534.40
2534.40 3.000
25.2
54.5
Override
1367.00
0
2535.40
3.000
0.0
0.0
Override
1881.00
1,624
2536.40
3.000
0.0
0.0
Override
2466.00
3,798
2100 Hdepth for storage
75 Time to drain mantis,
90%volume in 24 hours minimum
22.2 Wo"
OR
STORAGE OR
P:\C2013-024 Jump Creek - Trilogy\IDB Phase 1\Combustion\Calcs\39415191 12/9/2014, 30:46 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOTE: This worksheet Is Intended to be a guideline to standardise ACRO checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Steps for Peak Discharge Rate using the Rational Method calculated for post-0evolopmem
Calculate Post -Development Flows (for predevelopment flows, increase number of storage facilities to create new tab) -
User input in yellow cells. To accept default value type in yellow cell and point to computed cell
1 Project Name Jump Creek Subdivision No, I. Temp. Drainage Area 82
2 Is area drainage basin map provided? YES
(mop must he included with stormwnter calculations)
3 Enter Design Storm ForVol van e(100'Wor per ACH0 policy) 100
4 Ea Ler number of storage facilities (25 max) 17
ry,ktr0,,v Mnm Snhnarina 11
5Areaof Dminage5ubbasin(SFur Acres) Acres
Acre!
6 Determine the Weighted Runoff Coefficient (C)
C=i(C1xA1)a(C2xA2)t(CrxAn))/A Weighted AVE
5ubbasin
I
Subbasin
Subbasin
Subbasin
Hydraulic
Radios
A/Wet
Perm
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbastn2
3
4
S
Sordoni.6
]
8
9
10
0.5]
Segment 2: Gutter Shallow Concentrated Flow
6 0.004 1 0,619 1 165
gotRAJ
-09U
tr'.eteries
o15
Alavarvmds
n30 -0 is
Sartnrnl yantran
0.5)
0.010 53 0.100 3.3 16.0
OAO•UAP
0E3 0.39
A eraked f,ert. A2E
0.60
0.60
] Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 uuioanrc
min °O
Pipe Sixe
10 (in)
Slope (ft/X)
Intercept
Coelf.
Length
Manningn
Hydraulic
Radios
A/Wet
Perm
Flow
Velo ltyV
lips)
Flow Tlme
(min)
Segment l: Pipe Flow.
nmmnm
a.�Plr'ftny:vi
o.ar"a,
nao_a.vs
�a rat peraf
915 Gr2
�f+!Tent d.xlnng 5,.
-
i lv-urrA en3 Cnrrv+srarxr
e
Segment 2: Gutter Shallow Concentrated Flow
6 0.004 1 0,619 1 165
gotRAJ
-09U
tr'.eteries
o15
Alavarvmds
n30 -0 is
Sartnrnl yantran
Segment 3:Overland Sheet Flow Ry TR -SS, <300 -ft
0.010 53 0.100 3.3 16.0
OAO•UAP
s.ompuceo ¢_
User -Entered Tc= ll.0
B Determine the average rainfall Intensity (l) from IDi Curve based oa 1 2.411 In/
9Calculate the Post -Development peak discharge(QPeak) Qpr,s 0.85 ds
to Calculate peak Own, (Uses 2 -yr storm) Ck a 11.35 ds _
(used for 5/G Trap throat velod y, WQstorm conveyance system sizing )
V=CI(Tc=60)Ax3600
12 Calculate own (for siring WQ facilities)
Enter Percentile Storm I(80th percentile =0.34In) Hath0.34 In
Enter WQVolume(V"=Cxi(from line above) DOR) V11,. 419 ft'
13 Detention:Approved Discharge Rateto Surface Waters lifappllcable) cfs
14 Volume summary
Surface Storage: Pond
- - WQ Pond Poremy♦l5%sediment. V 481 ft'
Primary Treatment/5mmge Basin V 998 k'
Subsurface Storage: Seepage Red
Volume Without Sediment Factor V 1,417 W
See RM1104 Seeoaee Bed to Desiea Volume With Sediment
cahnued Ru.wGmaH(tiem. be uo I,a am,
fwe. 0"tM2
PivnBtl[ fno.,ol^{"
e
0--r— ao
810691
Wb •CFLprryp4d3e4M
U9-0 G)4
nmmnm
a.�Plr'ftny:vi
o.ar"a,
nao_a.vs
�a rat peraf
915 Gr2
�f+!Tent d.xlnng 5,.
-
i lv-urrA en3 Cnrrv+srarxr
e
z—�
9 G
gotRAJ
-09U
tr'.eteries
o15
Alavarvmds
n30 -0 is
Sartnrnl yantran
a.4a-040
. Un..rF,rovtC.cgcS
OAO•UAP
xue<m
ap6sir.
Pei
(9rX.;eM
PA$
nrak
993
Ao 4
ov5
tufas. SaedY seB
sad T",
s;ape
A
e
z—�
fro 0.2,
gotRAJ
U11(015
rf E2e d�fE
:}4a
a1?
all OEn
033
C.la
0E3 0.39
A eraked f,ert. A2E
P:\C2013 024 Jump Creek -Trilogy\100 Phase 1\Comt,urtmr\Calcs\39565191 12/9/2014,10:58AM
Version 2.4, July 2014
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.
ISteps for Sand/Grease Trap Velocity Calculation _
User input in yellow cells. To accept default value type = in yellow cell and point to computed cel
1 Project Name lump Creek No. 1- Temp SG Trap ill
tnter number or
1[
2eference for Throat widths (inch)
Baffle
Throat
Boise
Velocity
Is the
Vault Size
Number of
Peak Flow
Spacing
width
Area (ft)
0.5fps
Velocity
SIG Traps
Q-cfs
inch
inch
48.0
max.
ok?
1000 G
1 1
0.85
20
48
1 6.67
1 0.13
60
2eference for Throat widths (inch)
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\39615191 12/9/2014, 10:58 AM
Version 7.4, July 2014
ADS
Boise
Lar -ken
WQU,
Vault
BMP 16
1000 G
48.0
50.5
n/a
1500 G -
60.0
61.5
n/a
NQU1000
n/a
n/a
60
NQU1500
n/a
n/a
60
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\39615191 12/9/2014, 10:58 AM
Version 7.4, July 2014
ACHD Calculation Sheet for Sizing Ponds
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.
Steps for Sit Ing Ponds: Sltefor forebay and pHnt lhehsb4 for prlmery itomgejlromantic basin.
User input in yellow cells. To accept default value type= In yellow cell and point to computed cell
1 Project Name lump Creek No. 1- Temp Drainage Pond H2
4 Design Storm
100
5 Weighted Runoff Coefficient C -
0.60
6 Area A (Acres)
0.57 all's
7 Approved Discharge Rate(if applicable)
0.00 co
8.1-WQ Pond Facet, +l5%sediment
V 1,630- R
Tdogte between Forebay and primary Busin, eater data and prinffor curb
.y 9AsriY
R,AS'xF
0
2539.06
3.000
Minei,
0.0
Override
..................... ss,3wi
9. Select ForebaySbape
5 -Irregular
10 Width of Forebay. Bottom
W 15.0, 15.0 it
11 Length of Forebay Bottom
- L 35.0 35.01ft
12 Side Slopes(HAf
H:1 3.00 3.00-
13 Enter Bottom Elevation
2538.06 2538.06 it
14 Enter Tap Bank Elevation
2540.56 2540.560
15 Enter Water SurfaceEleyatlon RAISE)
2540.06 2540.06 it
16 Distance Between Forebay and Primary Basin (blank if na) JIM it
17 Enter Elevation Her.
0.0 it
18 Enter High Groundwater Elevation
2533.50. 2533.50.@
19 Mia Freahoard Roun.ment
ELM
20 Freeboard Provided
—0.501
31. Sand Bottom for Forebay Infiltration?
Deggn kgIt UOm Rate, Enter o for no Infiltration
22 Sand Wind.. Area for Forebay
Enter O for no infiltration.
Storm Duration I initial
Unkto. G,tt
9.vU
Qvi:s1
r2,v6
NkA qJ lNl
6 6 ia/br Not,:ihllratiaq re0ufmdif
bottom sloped%oro outflow
As,. 140 140 02
RunoNperc Vol P—Day Total Max Vol
... _. _. _
Saved
Stage (it)
Pond
Side Slope Widthat
New Stage (it) (H:V) Stage lhl
Pond
lengthat
Stage lit)
Surface
Area Aat
Stage (it')
saved
Surface
Area A at
Stage (W)
Surfam
Area A at
Stage B,21
OVERID6
Volume
Below
Stage(it')
2538.06
2530.06 3.000
15.0
35.0
Override
525.00
0
2539.06
3.000
0.0
0.0
Override
061.00
2540.OG
3.000
- 00
OA
Override
1269.00
-1175&: '.
2.00 ftdepthfarstarage
24 Does_ (orebay have capadty2
25 Time to dra6sforebay
90%vdtume in 24 hours minimum
210fmuri
OR
STORAGE OR
P:\C2013-024 Jump Creek-TrilogyARO Phase 1\ComtructImACalcs\39665191 12/9/2014, 11:00 AM
Version 7.4, July 2014
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.
Steps for Peak Discharge Rate using the uniform) Method calculated for post -development j
Calculate PosbDevelopment Flows (far pre -development flows, Increase number of storage facilities to create new tab)
User Input in yellow cells. To accept data ult value type = in yellow cell and point to computed cell
1 Project Name
1 -Anne Entrance North
2 Is area drainage basin map provided?
(map must be included with stormwater calculations)
3 Enter Design Storm For Volume (100 year per ACHD policy)
4 Enter number of storage facilities (25 max)
5 Area of Drainage Subbasin (SF or Acres) Acres
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=((C1xA1)+(C2xA2)+ICnxAn))/A Weighted Avl
YES
100
17
Click to Show More 5u1bbasms I+1
SubbasinSubbasin
1
3.11
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin2
3
4
5
6
]
8
9
10
0.10
Mph iamb•
12 Calculate Vwq(for sizing WQ facilities)
050-075
R'vvzAnai U.'a0
Enter Percentile Storm 1180th percentile = 0.34 in)
0.25 O 30
80th
0.10
Enter WQ Volume (Vwo= Cxi(from line above) xAx3600)
Van
116
w
13 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cis
0.95
Heavyareas
09p
PUL-, czrzzienzv
010-025
0.95
0.20-035
- Rautnad Va,d areaz
0.20-040
m
anva ....e areal
7Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default uacalnras _
30 min (logo
8 Determine the average rainfall Intensity (I) from IDF Curve based on
1
3.11
in/hr
9 Calculate the Past- Development peak discharge(QPedk)
Q lk
0.30
cis
10 Calculate peak Qwq(uses 2 -yr storm)
Own
0.31 cfs
(used for SIG Trap throat velocity, WQ storm conveyance system sizing )
aH�d2=h.nl
11 Calculate total runoff vol IV)(for sizing primary storage)
V
994
It
V= Ci (Tc=6D)Ax3600
Mph iamb•
12 Calculate Vwq(for sizing WQ facilities)
050-075
R'vvzAnai U.'a0
Enter Percentile Storm 1180th percentile = 0.34 in)
0.25 O 30
80th
0.341.
Enter WQ Volume (Vwo= Cxi(from line above) xAx3600)
Van
116
w
13 Detention: Approved Discharge Rate to Surface Waters (if applicable)
cis
Surface Sturagei Pond
WQ Pond Forebey+l5%sediment V 134 it
_ Primary Treatment/Storage Basin V 277 it,
5 uhsorface Storage Seepage Bed
-Volume Without Sediment Factor - V 394 it,
See BM PO4 Seepage Bed for Design Volume With Sediment
P:\[2013-024 Jump Crack -Trilogy\100 Phase 1\Constmction\Calcs\3971S391
Version 7.4, July 2014
'__-Eslimated Rwwlf cvelf enb tai V.kan svlf e, -
Type of svoso,
I RIn."CneffkRmM -c-
ss
0.111oaui.t er:9 attA}
016033
Urban ntrlF.ec±heod azeas
039-O JO
aH�d2=h.nl
Mph iamb•
050-075
R'vvzAnai U.'a0
0.25 O 30
Annes.tA d.lh, oleos
-
-D30
.4.no !and acmmerna!
tulrarea}
050
Heavyareas
09p
PUL-, czrzzienzv
010-025
91src,6wdf
0.20-035
- Rautnad Va,d areaz
0.20-040
m
anva ....e areal
0,10-0.30
$treats
Azphyt
995
Cnocrtte
905
BBek
,�...
0.85
9ovfa.'p�y^->...-�,
095._....
ra,l,n 56", COO
IOi`tYPc
1400.
A
C
p
11. b,3q
004
O0I
0-1J
9.13
ANAs. z! &11
009035
Oa
!3ee,'6a
0.13
0 I
0.2.3
0.28
I Adapted from ASCE
121912014,3:21 PM
ACHD Calculation Sheet for Sizing Rural Swale/Borrow Ditch
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.
i,,, ,_ Stepsfo[ sizing Rural Swale
User Input in yellow cells. To accept default value type =. in yellow cell and point to computed cell
1 Project Name lump Creek No. 1 -Anne Entrance North
n tnrer numner or Kura] awaies/borrow uucnes lee max)
0.00 ft/ft
u
3 Design Storm
100
8 Sand Window Width
Weighted Runoff Coefficient C
0.95
Link to:(Ovt
4 Area A (Acres)
0.10 acres
QV14
Approved discharge rate for the given storm (if applicable)
0.00 cfs
Qv16 1
5 Design Vol With 0% Sed for Swales V
394
ft, O V17
6 Length of Swale
146 it
13 Calculate cross-sectional area Am
7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Slopecl%)
0.00 ft/ft
Design Infiltration Rate
18 Enter Total Number of Driveways
6 in/hr
8 Sand Window Width
19 Enter Total Length of all Driveways
2.00 ft
9 Set Swale Bottom Width
6
0.00 ft
10 Set Swale Top Width
21 Adjusted Length of Infiltration. Area
8.00 it
11 Set Swale Depth
y
1.00 ft
12 Swale Side Slopes H:1
Sxs
4.00
13 Calculate cross-sectional area Am
4.00
ft'
Axs=y'z+by
90% volume in 24 -hours minimum
OK
14 Total Swale Capacity Without Driveways
584
ft'
15 Does it Have Capacity?
OK
16 Time to Drain
2.7
hr
90% volume in 24 -hours minimum
OK
Check Swale With Driveways
17 Avg. Driveway Fill Slope in Swale (H/V)
0.00 ft/ft
18 Enter Total Number of Driveways
0 ea
0.0 ft' Deduct driveway slope
19 Enter Total Length of all Driveways
0 it
0.0 fta Deduct driveway length
20 Lost Swale Length From Trees, etc.
0 ft
0.0 fta Deduct other
21 Adjusted Length of Infiltration. Area
146.0 ft
22 Excess Capacity=Storage- Deductions - Runoff Volume
190.4 ft'
23 Is Capacity Good?
YES
24 Time to Drain
_
6.0
hr
90% volume in 24 -hours minimum
OK
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\[alts\39965191 12/9/2014, 3:30 PM
Version 7.4, July 2014
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 fadlities that meet or exceed these calculations in order to be accepted.
_
Steps for Peak Discharge Rate using the Rational Method calculated for post -development
Calculate Post -Development Flows (for pre,development flows, Increase number of storage facilities to create new tab)
To
_.. - _ _
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Project Name lump creek Subdivision No. 1- Anne Entrance South
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Sturm For Volume(100.year per ACHD policy) 100
4 Enter number of storage facilities (25 max)
5 Area of Drainage Subbasin (SF or Acres) Acres
Acre.
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)rjC2xA2)t(CnxAn)I/A Weighted Avl
17
Click to Shaw Mnre Suhhaainn n
Subbasln
3.11 -in/hr
Subbasln
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasln2
3
4
5
6
7
8
9
10
0.10
➢60.n 71
Fesltlential lrulnl)
Q.s-010
AOa'rr 44 AwaItu:4'w e»
0.10
—`
tMuartat >ad E.,ow
tnh,sacm
Q-0
0.95
t1.r9
Psrks, 2M1tle,i.
0.14-0.25
P1s%srpenSt
0.95
R311rpad %rrd arev
020-9 Ao
uuimllusd amus
0.]0.0.30
7 Calculate Overland Flow Time of Concentration in Minutes (Tr) or use default U»talwa:e
1G min (norm
8 Determine the average rainfall intensity (1) from IDF Curve based on 1
3.11 -in/hr
9 Calculate the Post -Development peak discharge(QPeak) Qces
0.30 cis
lu Calculate peak Qwq loses 2 -yr storm) (hm
0.11 cfs
(used for S/G Trap throat velocity, WQ storm conveyance system sizing )
11 Calculate total runoff vbl(V) ff., sizing primary storage)- V
394 eft
V=Ci (Tc=60)Ax3600
-
12 Calculate Vwq (for sizing WQ facilities)
Enter Percentile Storm I(BOth pegemile=0.34 in) _
Roth 0.34 in
Enter WQ Volume (Vwu' Cxl(from line above) x 0600) Vwo
116 ft'
13 Detention: Approved Discharge Rate to Surface Waters (if applicable)
bis
SUrfaCe Storage: Pond
WR Pond Forebay, 15%sediment V 134 k'
Primary Treatment/Storage Basin V 277 ft'
Subsurface Storage: Seepage Bad
Volume Without Sediment Factor. V 394 ft'
See BMP04 Seepage Bed for Design Volume With Sediment
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\C➢nstr dm.\Calc,\39865191
Version 7.4, July 2014
Estimated Runoff cut&&nb iw veeiws svdues
Type of Sort.. Runoff C.0khmu "c-
euuness
nowneas+utas
O:To09s
Ul bdr)nlijh60{hppfl E(eaF
050.070
van#s-nal
Rnattfamki
➢30.050
atpn:aamdy
➢60.n 71
Fesltlential lrulnl)
Q.s-010
AOa'rr 44 AwaItu:4'w e»
070
—`
tMuartat >ad E.,ow
tnh,sacm
Q-0
H4arya".
t1.r9
Psrks, 2M1tle,i.
0.14-0.25
P1s%srpenSt
030-035
R311rpad %rrd arev
020-9 Ao
uuimllusd amus
0.]0.0.30
suers'
Asphaq
095
canvate
095
Back
684
coach
Heh15 s3n0Y"o
SOii ftiOe
slope
A
d
C
P
Rat p7x
IInt
➢Ay
➢11
0.15
Avrra4e }.6t4
Sfeap>6i
Op9
OIT
➢]3
O.eO
6.53
018
o P3
0.28
I ACapted/r Orn AKE
12/9/2014, 3:25 PM
ACHD Calculation Sheet for Sizing Rural Swale/Borrow Ditch
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.
steps for Sizing Ruraf•�,_
User input in yellow cells. To accept default value type = In yellow cell and point to computed cell
1 Project Name Jump Creek No. 1 -Anne Entrance South
tme,
3 Design Storm
1uu
Design Infiltration Rate
Weighted Runoff Coefficient C
0.95
Link to: QVi3
4 Area A (Acres)
0.10 acres
[V1-_•�
b
0.00 it
QV75 j
Approved discharge rate for the given storm (if applicable)
0.00 cis
QV16
5 Design Vol With 0% Sed for Swales V
394
ft3 2vv
6 Length of Swale
146 it
13 Calculate cross-sectional area An
7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Sloped%)
Design Infiltration Rate
6 in/hr
8 Sand Window Width
2.00 ft
9 Set Swale Bottom Width
b
0.00 it
10 Set Swale Top Width
8.00 ft
11 Set Swale Depth
y
1.00 ft
12 Swale Side Slopes H:1
Sxs
4.00
13 Calculate cross-sectional area An
4.00
ft'
Axs=Y z+6y
14 Total Swale Capacity Without Driveways
584
ft3
15 Does it Have Capacity?
OK
16 Time to Drain
2.7
hr
90% volume in 24 -hours minimum
OK
Check Swale With Driveways
17 Avg. Driveway Fill Slope in Swale (H/V)
0.00 ft/ft
18 Enter Total Number of Driveways
0 ea
0.0 ft" Deduct driveway slope
19 Enter Total Length of all Driveways
0 it _
0.0 ft' Deduct driveway length
20 Lost Swale Length From Trees, etc.
17 it
.(68,0) ft' Deduct other
21 Adjusted Length of Infiltration Area
146.0 it
22 Excess Capacity=Storage- Deductions - Runoff Volume
122.4 ft'
23 Is Capacity Good?
YES
24 Time to Drain
6.0
hr
90% volume in 24 -hours minimum
OK
P:\C2013-024 Jump Creek - Trilogy\100 Phase 1\Construction\Calcs\39915191 12/9/2014,3:30 PM
Version 7.4, July 2014
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACHO 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.
Steps for Peak Discharge Rete using the Rational Method calculated for post)]evelopment -
,Ca lculatePost-Development Flows (for pre -development flows, increase number of storage facilities to create new tab) - -�
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
I Project Name Jump Creek Subdivision No. 1- Daphne Entrance North Gl
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm For Volume(100year per ACHD policy) 100
4 Enter number of storage facilities (25 max) Uvs [awhte 17
[ION.Click to Show More Sobbazinz
5 Area of Drainage Sulmmin (SF or Acres) Acres
Acre;
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Av(
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
6
7
B
9
to
0.45
_..025.040.
75
044 925
Se'd_nbsl ocmD.
Ape�l¢A�tdmlhnx areas
OAS
nnnsmbi and enm ot,,so
S rma.,
080
0.95
0 so
P,u4_ Lxrles
0,10-025
PIfYa*rendt
0.95
Aaa dy_darem
0.20040
UI`Lmplpe`LF NLas
010.010
7 Calculate Overland Flow Time of Concentration In Minutes (Tel or use default
10 in
,ase ,ono... —ve ua.,ea...
9 Calculate the Post -Development peak discharge(QPeak) Qn. 133 cis'
SU Calculate peak Qwq(uses 2 -yr storm) Qwn 0.52 cis
(used for SIG Trap throat velocity, WQ storm conveyance system sizing )
V=Ci(Tc=60)Ax3600
12 Calculate Vwq (for sizing WQ facilities) -
EnterPercentileStorml (Both percentile =(134 in) Both 0.34 in
En[erWQVolume lV,,c'Cxi(fmmBmeabove)xAx3600) - Vwo 523 fir
13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis
So, face 5t mage: Punt
WQ Pond Forebay+l5%sediment V 602 it
- Primary Treatment/Storage Basin V - 1,248 it
Subsurface Storage: Seepage Bed
Volume Without Sediment Factor - V 1,771. it'
Sar AMPM rr,oaar And ini nation VnhlmA With Sadimant
P:A2013-024 Jump Creek Trilogy\100 Phase 1\Construction\[alts\B5W400
Version 7.4, July 2014
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12/10/2014, 4:21 PM
ACHD Calculation Sheet for Sizing Rural Swale/Borrow Ditch
NOTE: This worksheet is intended to be a guideline to standardize ACRD 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.
Steps for Sizing Rural Swale
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Project Name Jump Creek No. 1- Daphne Entrance North
urner numuer m nurai nwaies/morrow urines
Weighted Runoff Coefficient C
0.95
Link to:
QV13
4 Area A (Acres)
0.45 acres
19 EnterTotal Length of all Driveways
9,y14
[Qv -15
Approved discharge rate for the given storm (if applicable)
0,00 cis
17 ft
QvJ6
5 Design Vol With 0% Sed for Swales V
1,771
it,
QV17
6 Length of Swale
568 ft
23 Is Capacity Good?
---YES'
7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Slope<7%)
24 Time to Drain
6.9
Design Infiltration Rate
90% volume in 24 -hours minimum
6 in/hr
8 Sand Window Width
2.00 ft
9 Set Swale Bottom Width
b
0.00 ft
10 Set Swale Top Width
8.00 ft
11 Set Swale Depth
y
1.00 it
12 Swale Side Slopes 11:1
Sxs
4.00
13 Calculate cross-sectional area An 4.00 ft'
Am=y'z+by
14 Total Swale Capacity Without Driveways 2,272 it,
15 Does it Have Capacity? - OK
16 Time to Drain 3.1 hr
90% volume in 24 -hours minimum OK
Check Swale With Driveways -
17 Avg, Driveway Fill Slope in Swale (H/V)
0.00 ft/ft
18 Enter Total Number of Driveways
0 ea
0.0 ft' Deduct driveway slope
19 EnterTotal Length of all Driveways
0 ft
0.0 W Deduct driveway length
20 Lost Swale Length From Trees, etc.
17 ft
(65,0) -ft' Deduct other
21 Adjusted Length of Infiltration Area
568.0 ft
22 Excess Capacity=Storage- Deductions - Runoff Volume
432.8 ft'
23 Is Capacity Good?
---YES'
24 Time to Drain
6.9
hr
90% volume in 24 -hours minimum
---OK--
P:\C2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\8557400 12/10/2014,4:21 PM
Version 7.4, July 2014
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.
' Stepiftlr Peak Discharge Rate using the Rational Method calculated for post-devolopment r ---�
Calculate Post -Development Flo. (for pre -development flaws, increase number of storage facilities to create new tab) -
Userinputlnyellowcells. To accept default value type= in yellow cell and point to camp Wed cell - -
1Project Name Jump Creek Subdivision No. I- Daphne Entrance South
2 Is area drainage basin map provided? YES
)mop most be included with shormwater calculations)
3 Enter Design Storm For Volume (100 -year per ACHD policy) 100
4 Enter number of storage facilities (25 max)
5 Area of Drainage Subbasin (SF or Acres) Acres
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=11C1xA1)+(C2xA2)+(Coxgn)(/A Weighted Avl
17
Subbasin
3.11. in/hr
Suhbasln
Subbasin
Subbasin
Subbasin
Subbasin
Subbasin
SubbasinI
Subbasin
1
Subbasin 2
3
4
5
6
7
B
9
Io
0.43
P to o a -i
Qe Id nbl lrmaq
035.040
Apl-ruled dxw06n,ereaS
0.43
mdvztnal aed cao,'O,ol
UE4tareaf
Ob0
0.95
QqB
psk; aurelerteS
0,10-0: Y5
Pkvnpunll
0.95
Rallroady dareas
030-041+
Unimproaed aeeat
010.030
7Ca1culateoverland Flow TimeofConcentrationin Minutes(Tc) or use default uiWfalo --
lomin {to od
.. veaonn,rc lne average mmran m[en5lry pl ROm 1UY LUrve based on 1
4 Calculate the Post -Development peak discharge(QPeak) Qas
3.11. in/hr
10 Calculampeak Qwq(uses2-yrstmm) Qwq
1:27 cfs
749 oft
(used for S/G Trap throat velocity, WQ storm conveyance system sizing )
11 Calculate total runoffvol (V) (fgrsaing primary storage) - V
1,693 jr,
V=Ci(Tc=60)Ak3600
12 Calculate Vwq (for sizing WQ facilkies)
Enter Percentile Storm I(Bath percentile -0.34 in)
Ruth 0.34 In
Enter WQ Volume(Vsvq- Cxl(from line above) xM3600) Vivo
500 'ft,
13 Detention: Approved 'Discharge Rate to Surface Waters(if applicable)
:cis
14 Volume Summary -
Surface Storage: Pard
WQ Pond Forebay+l5%sederent
Primary Treatment/Storage Basin -
Sol ..0-tt a Storage: SeepageBad
Volume Without Sediment Factor
V 575 it,
V - 1,193 ft'
V 1;693 ft'
um, Weh Sedimrnr- -
P:\C2013-024 Jump Creek- Trilogy\100 Phase 1\Con5tmction\Calcs\8607400
Version 7.4, July 2014
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strxan
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12/10/2014, 4:22 PM
ACHD Calculation Sheet for Sizing Rural Swale/Borrow Ditch
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.
Steps for Sizing Rural Swale
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Project Name Jump Creek No. 1- Daphne Entrance South
-J-1 IIUIIIU�F U6 north awaiesiaormw uitcnes Its max)
0.00 ft/ft
4
18 Enter Total Number of Driveways
3 Design Storm
100
19 Enter Total Length of all Driveways
0 ft
Weighted Runoff Coefficient C
0.95
Link to:
QV13
4 Area A(Acres)
0.43 acres
QV14
Approved discharge rate for the given storm (if applicable)
0.00 cfs
23 Is Capacity Good?
rQV14—� QV15
5 Design Vol With 094 Sed for Swales V
1,693
ft'
QV17
6 Length of Swale
557 ft
7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Slope<196)
Design Infiltration Rate
6 in/hr
8 Sand Window Width
2.00 ft
9 Set Swale Bottom Width
b
0.00 ft
10 Set Swale Top Width
8,00 ft
11 Set Swale Depth
y
1.00 ft
12 Swale Side Slopes H:1
Sxs
4.00
13 Calculate cross-sectional area An
4.00
ft'
A�=yzz+by
14 Total Swale Capacity Without Driveways
2,228
fit'
15 Does it Have Capacity?
OK
16 Time to Drain
3.0
hr
90% volume in 24 -hours minimum
OK
Check Swale With Driveways
17 Avg. Driveway Fill Slope in Swale (H/V)
0.00 ft/ft
18 Enter Total Number of Driveways
0 ea
OA W Deduct driveway slope
19 Enter Total Length of all Driveways
0 ft
0.0 fta Deduct driveway length
20 Lost Swale Length From Trees, etc.
17 ft
(68.0) ft' Deduct other
21 Adjusted Length of Infiltration Area
557.0 ft
22 Excess Capacity=Storage- Deductions - Runoff Volume
467.5 ft'
23 Is Capacity Good?
YES
24 Time to Drain
6.8
hr
90% volume in 24 -hours minimum
OK
PAC2013-024 Jump Creek -Trilogy\100 Phase 1\Construction\Calcs\8657400 12/10/2014, 4:23 PM
Version 7.4, July 2014