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STORMWATER MANAGEMENT REPORT& CALCULATIONS
AVIATION SUBDIVISION
LOCATED IN THE W%OF THE SW%OF SECTION 10 T.3N., R.1W.,B.M,
January 31, 2023
P.O. Box 8525
Boise, Idaho
83707
INTRODUCTION
The proposed subdivision utilizes a mixture of multifamily sites and focuses heavily on adopting the Ten
Mile Interchange Specific Area Plan.This specific layout and its mixture of housing types, emphasize a
subdivision with a high level of connectivity and easily accessible open spaces.Throughout the 10-acres
of land,there are a proposed 75 units in total. Of these 75 units,the proposed buildings consist of 38
multi-family attached townhomes, 1 single-single family lot, and 9 four-plex buildings.
EXISTING SITE FEATURES
The existing approximately 10-acres for the proposed Aviation Subdivision is undeveloped lands
with native shrub brush, trees, and grasses. The existing Purdam Gulch Drain, which is owned
and maintained by the Nampa Meridian Irrigation District, is being re-routed to the Easterly and
Northerly boundaries of the site. All construction in relation to the Purdam Gulch Drian is
scheduled to be completed prior to the commencement of the construction improvements for
Aviation Subdivision. An existing on-site stormwater swale associated with the construction
improvements for the Compass Charter School building is located on the west portion of the
site. All construction activities within the subdivision must be done in such a way as to not
disrupt stormwater management in association with this existing stormwater facility.
STORMWATER DESIGN CRITERIA
The stormwater system design is in accordance with the 2017 version of the ACHD Policy
Manual Section 8000 — Drainage and Stormwater Management and Section 8200 —ACHD
Stormwater Design Tools and Approved BMP's. Upon completion of construction and
acceptance of the entire system, within the ACHD right-of-way and the designated common lots,
the system will be owned and maintained by the Ada County Highway District.
To the extent possible, due to existing conditions, collected stormwater generated within the
development will be retained on-site through shallow swales and vertical sand filters. in
accordance with BMP 21 —vertical sand filter. Upstream of the seepage beds, and in
accordance with BMP 21, sand and grease traps will provide pretreatment in accordance with
BMP 01 — Sand and Grease Trap (Pretreatment).
Methodology
The Rational Method will be used to determine the peak flow and storage volume required
for the storm water collection system and the infiltration facilities. The Rational Method
utilizes the following formula:
Q = C * i* A
where Q = Runoff(cfs, cubic feet per second)
C = runoff coefficient based on land use
i = Rainfall intensity (in/hr)
A = area (acres)
Peak Flows
The Rational Method for calculating peak flows assumes a constant rainfall intensity
throughout the storm event. It also assumes that the peak flow will occur when the runoff
from the most hydrologically distant point reaches the point of discharge (time of
concentration). The Rational Method uses a Rainfall Intensity, Duration and Frequency
graph to determine the rainfall intensity to use. Rainfall intensity decreases as the storm
duration increases, therefore the peak runoff will occur when the intensity is the highest and
the duration is the shortest. Time of concentration was determined for each sub-basin using
the SCS TR-55 method with a minimum of 10 minutes.
Weighted Coefficient
The runoff coefficient was determined by assuming; pavement and concrete (C=0.95), home
footprints (C=0.95), and the remaining lot area to be landscaped (C=0.20).
Collection System
The storm water collection system will consist of curb cuts, inlets, pipes, sand and grease
traps and seepage beds and will be located within the roadway and between the back of
curb and sidewalk and within common lots. The system will be sized in accordance with the
ACHD policy manual for gravity flow conveyance.
Report Appendices:
• Stormwater Basin Map
• Engineer's stormwater Calculation spreadsheet
• ACHD's stormwater Calculation spreadsheet
N O o
0000 co O
L=123' XO 0 z
S=0.00% m -Q
D=18" p Lu_j
SG - D
a 00
SG - C STA=16+28.13 co w
L=76' L=102' STA=14+94.40 Ve ocit GAL 0.16 fps N
z
S=4.47% - S=0.00% 1500 GAL BYPASS MH: BP-C p O
D=12" `o - D=18" Velocity=0.41 fps STA: 14+94.45 BLOCK 1 m
a -
s�SUR ACE W OlvTO OPEN - - -L-68' - O
ATER - .00 - - mx - - ui
o
w. ...,,..- o
<,... :,
S=o.50%
L=10' 00 - 0 15 30 60 90
D=12" S=0.50%
.:• :• '' D=12"
��a O�oP� L=102' - L=10' .
S=0.00% S=0.50%' - - -
SCALE: 1" = 30'
V D=12" CB - C.2 D=12" L=123' -
Q Q� ,• • • L=11' L=68
Q _ STA=14+94.47 S=0.00% S=0.50%
Q25=2.46 D=12" BYPASS MH: BP-D S=0.00%
_o STA: 16+28.22 D=12"
Q100=3.42 \ -D=12 STORM STRUCTURE TABLE (PRIVATE) 0
o -
_ O O L=32' 2551 STRUCTURE ELEVATIONS DETAILS
\ _ _ :• S=0.50% W TOPEKA STREET O S=0.50% M
D=12" CB - D.2 'D=12„ RIM.= 2546.63 Q25=0.53
\ STA=16+28.22 - - I CB-F.1 SUMP:2542.88 Q100=0.74
/ Q25=0.75 IE.= 2543.88 (S) STA. 11+25.00; 11.75E
• °
m I / CB - C.1 CB - D.1 - - ` BLOCK 1 2SS SUMP:2542.73 Q25=1.06
O 0 CB-F.2 Q100=1.47
STA=14+94.47 1 STA=16+28.22 23 IE.= 2543.83 (N)
2 / I Q 00==11.96 BLOCK 2 Q25=0.38 25 IE.= 2543.73 (S) STA. 11+25.00; 11.75R
I BLOCK 1 Q100=0.53 j a RIM.= 2547.36 Q25=0.51
/ I 14 DO I 00 d 24
Q 2S� CB-G.1 SUMP:2543.61 Q100=0.71
9
I •. O I •' .•4.• `•.' •. '•; '. 1 . .•• IE.= 2544.61 (NW) STA. 14+71.17; 11.75E
U. • .e RIM.= 2547.36
• 2 I Z I CB - F.1 °' SUMP:2543.39 Q25=1.06
;r CB-G.2 _ 2544.49 (SE) Q100=1.47
IE.17 O STA=11+25.00 IE.= 2544.39 (NW)
/ ;a r Q25=0.53 254� •.:° STA. 14+71.17; 11.75R
L=24' Q100=0.74 RIM.= 2547.07
I I a Z S-0.20% •.
SUMP:2540.91 1000 GAL
W LOS ALAMOS LN PRIVATE D-12" O
• 3 < ,' (PRIVATE) 2�j -+ SG-F IE.= 2543.71 (N) VELOCITY=0.22 FPS
m0 16 I r, CB - F.2 N IE.= 2543.41 IE.= 2543.41 ( STA. 11+25.00;21.75R a
I I .'! • STA=11+25.00 O 22 Q
a. I L=10' Q25=1.06 O
S=0.20% RIM.= 2547.91
*: Q100=1.47 SUMP:2541.22 1000 GAL
I ' D=12" IE.= 2544.
•' �• � .� SG-G VELOCITY=0.22 FPS
4 .a =::r:.. .>M ... _..,.::.... 27 (E ) STA. 14+71.17;35.78R
IE.= 2543.72 (E)
. S=0.00%
> ° D=18" D=18" W
a. I STORM STRUCTURE TABLE (PUBLIC) c
w _ H
SG
'a
U oo 5 14 I 00 9l STA=11+25.00 ° I STRUCTURE ELEVATIONS DETAILS tie
a :•. 1000 GAL W
I I o P. .. . BLOCK 1 Velocity=o.22 fps L=0.0 �. :"• -RIM.= 2546.49
S=o.00% W SUMP:2541.80
Lo
mx BYPASS MANHOLE
N I Q I D=12" Z BP-A IE.= 2544.35 (N)
m Z `•' _ IL=108' a , . IE.= 2543.80 (S) STA. 16+20.78;29.14R
." 1 •° L=2' S=0.00% d 21 IE.= 2544.80 (E)
I I N S=0.50% -18"
L . 0
D=12" RIM.= 2547.16
a • : . . . ,. . .'. .r "4 (. • • . : BYPASS MH: BP-E M SUMP 2541.58
N a STA: 18+61.67 •.
S=0.50% O P_:._.<:: - S=0.00% �' -
.' IE.= 2543.68 (S) BYPASS MANHOLE
' ' : .••• • ::•• �••. ,:•�. IE.= 2543.58 (N) STA. 14+94.45;26.02E
N I D=12" O SG - E D=18" ' IE.= 2544.58 (W) Q
' CB - E.2 • \ STA=18+71.55 IE.= 2544.58 (E)
I I STA=18+66.65 \ 1000 GAL
Q25=1.25 Velocity=0.26 fps TES RIM.= 2546.95 >
Q100=1.75 \ SSG - G o FE LANE(PRIVA SUMP:2541.35
\7�1 SANTA gp_p IE.= 2543.45 (S) BYPASS MANHOLE
I I CB - E.1 STA=14+71.17: • ' IE.= 2543.35 (N) STA. 16+28.22;27.00L
STA=18+66.65 q.. 1000 GAL d :
j Q25=0.75 Velocity=0.22 fps\
Q100=1.05L=24' CB - G.2 IE.= 2544.35 (E)
Om I I • ° `o\' \\\\N,
S D=102" Q25=1 06 1.17
• RIM.= 2547.47
SUMP:2541.85
Q100=1.47 s ' a ° _ 2543.85 BYPASS MANHOLE
~ 1 2 00 7 8 9 10 QP
13 •• 0.50%32' ., ::'• ,.... • 20 BP-E IE.= 2544.85 (E)) STA. 18+61.67;27.18L
L=24' i • IE.= 2543.95 (SW)
m BLOCK 2 D=12" s=0.50% CB - c.1 ... . . ... '. . . . '•.
0 `\ ! �p D=12 STA=14+71.17 .',•<. ';
Q25=0.51 RIM.= 2546.08 Q25=0.50
Q100=0.71 CB-Al SUMP:2543.41 Q100=0.70
1 9 IE.= 2544.41 (S) STA. 16+25.00; 17.33R
r� :•: \ r RIM.= 2546.74 Q25=1.41
/•., ' : DESIGNED JKS
•.•:`- � • :•'' CB-CA SUMP:2542.99 Q100=1.96
a " / �� : •: IE.= 2543.99 (N) STA. 14+94.47; 15.75R
' ' ' -•-.� ;� � �,. - . �\ �O �. mn DRAWN JKS
II I _ _
I a �� \ s BLOCK
FG RIM.= 2546.74
..:.••- . •.•.' •°:' Q25 2.46
`t 2546.00 s IE.= 2543.83 S CHECKED KS
•• I 1 STA: 17+21.75 ••• , ^ CB-C.2 SUMP:543.833( ) SQTA014+94.47; 15.75E
- W SANTA FE DRIVE - IE.= 2543.73 N
m aPr I I �... • r OFF: 17.50 L ( )
O I I •'. I � ' .• 'YL, • "''••..." _ •°• '' APPROVED KS
' J. \ STA 16+25 00 •. I �•i•.•••••.
I I ti •. .• '. '•-' . •.•-•� ••'• •'.° •.• ..• . •' ••. • ... \ 0� • �: OFF: 17.50 L �+ _
. TA• 9 �•''� RIM 2546 52
o •. ,•• ..
OFF: 17.49 L ",`..::: "' CB-D.1 SUMP:2542.77 Q100=0.53
• � ' ' ,0.58%yir•.r'i'•'�.;.;;;:::•""� . I IE.= 2543.77 (N) STA. 16+28.22; 15.75R
O AVIATOR STREET
STA: 15+87.33 FG 00 RIM.= 2546.52
OFF: 17.50 L ��°lo' ...:'' .:.:•:' - SUMP:2542.51 Q25=0.75
• y IE 2543
9 .. • � 25 O CB-D.2 •_ .61 (S) Q100=1.05
" ' \ STA. 16+28.22; 15.75L
• :. 11 00 r � ��... x FG IE.= 2543.51 (N) N
BLOCK 3 -g :.•.'• • :06�°� ::.:.: :;:.•: 2546.46' o o N N
II FG RIM.= 2547.02 Q25=0.75 w N o 0
1 2 3 4 5 6 2546.23'. CB-E.1 SUMP:2543.27 Q100=1.05 o N
STA: 13+56.57 ,� \ CB - Al r `•."'� .. •. IE.= 2544.27 (NE) STA. 18+66.65; 15.75R I N M
I OFF: 17.50 L STA=16+25.00 • . ' ; ,p, - �• •a• :, o
FG Q25=0.50 '. .. RIM.= 2547.02
I O Q100=0.70 " ' ''• SUMP:2543.01 Q25=1.25
s I FG STA: 14+92.20 FG
® 2548.05CB
2546.58' a'••..•L=0. IE.= 2544.11 SW STA. 18+66.65; 15.75L N L=66 STA: 13+86.18 2547.90 / ..• � OFF: 17.50 L O ( )
O " S=0.00% IE.= 2544.01 (NE) 1
� I I STA: 10+47.79 °.!5=0.10% � OFF: 17.50 L / •-• '•• •• •• D=12" � N �
OFF: 17.20 L BLOCK 1 D=12» ! L=13'
STA: 12+26.50 STA: 12+65.70 BLOCK 4 RIM.= 2547.58 0'
:.�; STA: 14+41.60:::,':: S=o.48% . I o
�• 78'SEPARATION TO OPEN SURFACE WATER SG A 1000 GAL (n
OFF: 17.50 L OFF: 17.50 L • • •'• OFF 17.50 L :�:.::'�'' �••• L=1 1 M SUMP'2540 95 �
STA: 10+78.30 " -I - 4 FG D=12 1✓ IE.= 2543.75 (N) VELOCITY=0.11 FPS O o r o. a 1 S=0.50% z
�- OFF: 17.00 L ,; .4 :• 2547.25' ° '' / D=12" 2 _ STA. 16 16.9 9.19R O N c�
STA- 10+05.58-I IR ° "'"' IE.= 2543.45 E cn
STA: 11+05.58 . . ,:. :•d'..: :. .'. FG ' . 1 r : •• •.. : I.R •..•:0 69�°:::• BYPASS MH: BP A O O �� ( ) - CU N
OFF: 17. 4 L - •'... .. .• a. + 16+2 7 P M m
O 0 OFF. 17.00 L "
GI .. .. ,.. .,. • • U 2548.75 � �� ' .:•• � / .-
STA: 0. 8,
° :•:. • ::0.69%: 2545.52' RUF SUMP:2540.7$ 1500GAL N o
0.40%........ :. :::.0.46/°..... ............ .. 0.40%... ::::'0.96% .wokbu.... o ......... ........ o ...... 2%:. GI •' y • _ _ L I
::• .----�.,,:.... ...::::0.40/° ::::::::. 4 •` SG-C C IE.= 2543.51 (S) VELOCITY-0 41 FPS w cn
0 2/° :........
...::.......
GI M TOB O �
.................. ....... ::..
........ STA 14 94 4 9 55L
...... . ...................... ............................ :.........................
""" FG IE.= 2543.21 (E) + 0;3 . LD =
.. ...........................
2547.10' / TOB IE.= 2543.21 (W) O o
LEG FG 254g FG -P - L=140' / TOB _ � w 0 Q
FG
O 2548.27' STA: 13+04.73 S=0.10% ch
2548.45' N 2548.70' 2548.03' L=64' S MP:2540.50 o' W
FGRIM 1000 GAL w w
OFF: 17.50 L C4 Op 2547.63' D=12 S=0.00%
„ SG D VELOCITY=0.16 FPS
O EG p=1g IE.= 2543.30 (S) w
O FG O O FG FG � IE.= 2543.00 (E) STA. 16+28.13;36.66E O Q Q Q
2548.43' AVIATOR STREET O 2548.85' FG •'•.' i N Z
2548.56' 2548.00' ,. .:.. w w w w
2548.50 RIM.= 2547.47 Ld Ld
FG \ 1000 GAL Q Q Q J
SUMP: 0 0 0
2548.50 • ° 26 FPS
SG-E VELSTA•8+1.55;27 OOL w D 1
SG - A IE.= 2543.84 (NW) D D � w
STA 116+ .98 IE.= 2543.54 (E)
® ® velocity= 00 fps STORMWATER LEGEND 6 - N n
STORMWATER AREA 1 STORMWATER AREA 9
n STORMWATER AREA 2 STORMWATER AREA 10
I 1 STORMWATER AREA 3 STORMWATER AREA 11
- STORMWATER AREA 4 ® STORMWATER AREA 12
STORMWATER AREA 5 STORMWATER AREA 13
- STORMWATER AREA 6 STORMWATER AREA 14
STORMWATER AREA 7 STORMWATER AREA 15
STORMWATER AREA 8 SHEET C4.0
DATE: SEPTEMBER 2022
BRONZE BOW 21009
PROJECT NO:
C:\USERS\JADON\BRONZE BOW DROPBOX\JADON SCHNEIDER\BRONZE BOW LAN D\PROJECTS\21009\ACADDWG\SHEETS\CONST DRAW\21009 - CD STORMWATER.DWG
AVIATION SUBDIVISION STORMWATER CALCUATIONS
TOTAL 100YEAR 1hrSTORM
BASIN ASPHALT&CONCRETE ROOF(S.F.)(C= LANDSCAPING
NUMBER AREA (S.F.)(C=0.95) 0.95) (S.F.)(C=0.20) WEIGHTEDC INTENSITY(FROM _PEAK(Q=CiA) VOLUME
(S.F.) IDF CURVE) (I=0.96)(C.F)
1 1852 1103 0 749 0.65 2.58 0.07 95
2 4327 2347 0 1980 0.61 2.58 0.16 208
3 1 1953 1364 0 589 0.72 2.58 0.08 112
4 3040 1748 0 1292 0.63 2.58 0.11 152
5 3635 2185 0 1450 0.65 2.58 0.14 187
6 1839 1081 0 758 0.64 2.58 0.07 93
7 3901 2741 0 1160 0.73 2.58 0.17 225
8 6140 3866 0 2274 0.67 2.58 0.24 327
9 12480 1 5150 0 4094 0.46 2.58 0.34 452
10 74662 25525 31666 17471 0.77 2.58 3.42 4578
11 23950 10491 6742 6717 0.74 2.58 1.05 1403
12 44771 16610 10817 17344 0.66 2.58 1.75 2338
13 22963 11247 0 11716 0.57 2.58 0.77 1031
14 31827 16964 7740 7123 0.78 2.58 1.47 1971
15 36927 14097 7740 15090 0.64 2.58 1.41 1881
SWALES
TOP DESIGN REQUIRED
BASIN SAND FILTER PROVIDED
NUMBER WIDTH BOTTOM WIDTH(ft) DEPTH(ft) WIDTH(ft) LENGTH INFILTRATION STORAGE STORAGE VOLUME
(ft) RATE(in/hr) VOLUME
1 6 2 0.49 2 46 1 95 98
2 8 2 0.77 2 67 1 208 269
3 10 2 0.97 2 25 1 112 150
4 10 2 0.82 2 70 1 152 356
5 10 2 0.77 2 82 1 187 393
6 10 2 1.136 2 30 1 93 209
7 10 2 1.06 2 46 1 225 300
8 10 2 0.88 2 79 1 327 430
9 10 2 1.1 2 75 1 452 508
VERTICAL SAND FITLER
PROVIDED STORAGE
FIRST CHAMBER PROVIDED SECOND CHAMBER VOLUME
WIDTH OF FIRST REQUIRED STORAGE WIDTH OF DESIGN REQUIRED (D*I*W*40%VOID
BASIN DEPTH LENGTH CHAMBER(LINED STORAGE VOLUME SECOND INFILTRATION STORAGE VOLUME SPACE)+
NUMBER SIDE) VOLUME(2-YEAR (D*I*W*40% CHAMBER RATE(in/hr) (100-YEAR 1-HOUR INFILTRATION+
1-HOUR EVENT) VOID SPACE) (UNLINED SIDE) EVENT)*115% PERF.DRAIN PIPE
VOLUME
10 4.5 220 3.5 1244 1386 12 1 5265 5302
11 4 61 4 381 390 15 1 1613 1632
12 4 101 4 635 646 15 1 2688 2702
13 4 60 4 280 384 15 1 1186 1605
14 3 127 3.5 536 536 14.5 1 2267 2554
15 3 121.6 3.5 511 511 14.5 1 2164 2445
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 1
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.61 Link to:LQV
4 Area A(Acres) 0.04 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 77 ft3
6 Length of Swale 46 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 6.00 ft
11 Set Swale Depth y 0.49 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 1.70 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 78 ft3
15 Does it Have Capacity? OK
16 Time to Drain 10.1 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (77.4) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:20 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 2
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.05 0.00 0.05
Acres 0.10
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.15 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 196 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 122 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 20 ft' Streets
Asphalt 0.95
Primary Treatment/Storage Basin V 176 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 196 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:22 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 2
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.59 Link to:LQV
4 Area A(Acres) 0.10 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 196 ft3
6 Length of Swale 67 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 8.00 ft
11 Set Swale Depth y 0.77 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 3.32 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 222 ft3
15 Does it Have Capacity? OK
16 Time to Drain 17.5 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (195.5) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:21 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 3
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.03 0.00 0.01
Acres 0.04
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.76
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.08 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 105 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 66 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 11 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 95 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 105 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:22 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 3
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.76 Link to:LQV
4 Area A(Acres) 0.04 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 105 ft3
6 Length of Swale 25 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 0.97 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 4.76 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 119 ft3
15 Does it Have Capacity? OK
16 Time to Drain 25.3 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (105.4) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:24 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 4
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.04 0.00 0.03
Acres 0.07
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.63
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.11 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 151 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 95 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 15 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 136 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 151 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:24 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 4
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.63 Link to:LQV
4 Area A(Acres) 0.07 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 151 ft3
6 Length of Swale 70 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 0.82 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 3.66 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 256 ft3
15 Does it Have Capacity? OK
16 Time to Drain 13.0 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (151.4) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:25 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 5
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.05 0.00 0.03
Acres 0.08
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.67
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.14 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 185 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 116 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 18 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 166 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 185 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:25 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 5
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.67 Link to:LQV
4 Area A(Acres) 0.08 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 185 ft3
6 Length of Swale 82 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 0.77 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 3.32 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 272 ft3
15 Does it Have Capacity? OK
16 Time to Drain 13.5 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (184.9) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:26 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 6
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.02 0.00 0.02
Acres 0.04
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.64
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.07 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 93 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 58 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 9 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 84 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 93 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:26 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 6
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.64 Link to:LQV
4 Area A(Acres) 0.04 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 93 ft3
6 Length of Swale 30 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 1.14 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 6.14 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 184 ft3
15 Does it Have Capacity? OK
16 Time to Drain 18.6 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (93.2) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:27 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 7
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.06 0.00 0.03
Acres 0.09
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.72
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.16 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 215 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 134 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 21 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 193 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 215 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:28 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 7
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.72 Link to:LQV
4 Area A(Acres) 0.09 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 215 ft3
6 Length of Swale 46 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 1.06 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 5.49 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 253 ft3
15 Does it Have Capacity? OK
16 Time to Drain 28.0 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (215.0) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:28 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 8
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.08 0.00 0.05
Acres 0.13
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.65
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qp-k 0.22 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 299 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 187 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 30 ft' Streets
Asphalt 0.95
Primary Treatment/Storage Basin V 269 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 299 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:30 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 8
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.65 Link to:LQV
4 Area A(Acres) 0.13 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 299 ft3
6 Length of Swale 79 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 0.88 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 4.08 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 323 ft3
15 Does it Have Capacity? OK
16 Time to Drain 22.7 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (298.6) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:31 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 9
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.11 0.00 0.09
Acres 0.20
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.61
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qp-k 0.32 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 423 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 265 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 42 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 381 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 423 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:31 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 9
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.61 Link to:LQV
4 Area A(Acres) 0.20 acres QV TRSS -
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 423 ft3
6 Length of Swale 75 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%)
Design Infiltration Rate 1.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 10.00 ft
11 Set Swale Depth y 1.10 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 5.83 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 437 ft3
15 Does it Have Capacity? OK
16 Time to Drain 33.9 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft
18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume (423.4) ft3
23 Is Capacity Good?
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAND\PROJECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand
Filter 3 1/31/2023,2:33 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 10
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.58 0.72 0.40
Acres 1.70
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.77
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i EW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 3.39 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 4,545 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 2,840 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 454 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 4,090 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 4,545 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:34 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Vertical Sand Filter
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and s
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodolc
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV" tab
ed
Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities
User input in yellow cells.
Project Name AVIATOR SUBDIVISION - BASIN 10
Enter number of Seepage Beds (25 max) 1
Design Storm Unlined Side 100 'QV,
Design Storm Lined Side
Weighted Runoff Coefficient C 0.77 Link to:
Area A (Acres) 1.70 acres
Approved discharge rate (if applicable) 0.00 cfs
100 Year Storm Volume V 4,545 ft-3
2 Year Storm Volume V2 1,231 ft^3
Width of Unlined Side W 11.5 12 ft
Width of Lined Side W2 3.5
Depth of Unlined Side D 4.5 ft
Depth of Lined Side D2 4.5 ft
Void Ratio of Drain Rock
0.4 for 1.5"-2" drain rock and 3/4" Chips
Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr
Size of Perf Pipe (Perf 3600) Dia pipe 18 in
Design Length of Unlined Side L 220 210
Design Length of Lined Side L 195 220 ft
Time to Drain Unlined Side 19.4 hours
90%volume in 48-hours minimum -
Length of WQ& Overflow Perf Pipes 195 ft
Perf Pipe Checks. Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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.
1 Project Name AVIATOR SUBDIVISION-BASIN 10
2 Enter number of Sand/Grease Traps(25 max) 1
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity
(inch) (inch) max. ok?
1500 G 1 3.39 20 60 8.33 0.41
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
C:\Users\)adon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-
Vertical Sand Filter 3 1/31/2023,2:56 PM
Version 10.0, May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 11
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.24 0.15 0.15
Acres 0.54
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.74
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i EW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 1.03 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 1,384 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 865 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 138 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 1,246 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 1,384 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:36 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Vertical Sand Filter
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and s
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodolc
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV" tab
ed
Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities
User input in yellow cells.
Project Name AVIATOR SUBDIVISION - BASIN 11
Enter number of Seepage Beds (25 max) 1
Design Storm Unlined Side 100 'QV,
Design Storm Lined Side
Weighted Runoff Coefficient C 0.74 Link to:
Area A (Acres) 0.54 acres
Approved discharge rate (if applicable) 0.00 cfs
100 Year Storm Volume V 1,384 ft-3
2 Year Storm Volume V2 375 ft^3
Width of Unlined Side W 14.2 15 ft
Width of Lined Side W2 4.0
Depth of Unlined Side D 4.0 ft
Depth of Lined Side D2 4.0 ft
Void Ratio of Drain Rock
0.4 for 1.5"-2" drain rock and 3/4" Chips
Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr
Size of Perf Pipe (Perf 3600) Dia pipe 18 in
Design Length of Unlined Side L 61 58
Design Length of Lined Side L 59 61 ft
Time to Drain Unlined Side 17.3 hours
90%volume in 48-hours minimum -
Length of WQ& Overflow Perf Pipes 59 ft
Perf Pipe Checks. Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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.
1 Project Name AVIATOR SUBDIVISION-BASIN 11
2 Enter number of Sand/Grease Traps(25 max) 1
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity
(inch) (inch) max. ok?
1000 G 1 1.03 20 48 6.67 0.15
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
C:\Users\)adon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-
Vertical Sand Filter 3 1/31/2023,2:57 PM
Version 10.0, May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 12
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.38 0.24 0.39
Acres 1.01
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.66
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i EW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) QPeA 1.72 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 2,305 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 1,441 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 231 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V 2,075 ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 2,305 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:41 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Vertical Sand Filter
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and s
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodolc
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV" tab
ed
Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities
User input in yellow cells.
Project Name AVIATOR SUBDIVISION - BASIN 12
Enter number of Seepage Beds (25 max) 1
Design Storm Unlined Side 100 'QV,
Design Storm Lined Side
Weighted Runoff Coefficient C 0.66 Link to:
Area A (Acres) 1.01 acres
Approved discharge rate (if applicable) 0.00 cfs
100 Year Storm Volume V 2,305 ft-3
2 Year Storm Volume V2 624 ft^3
Width of Unlined Side W 14.3 15 ft
Width of Lined Side W2 4.0
Depth of Unlined Side D 4.0 ft
Depth of Lined Side D2 4.0 ft
Void Ratio of Drain Rock
0.4 for 1.5"-2" drain rock and 3/4" Chips
Design Infiltration Rate (8 in/hr max) Perc 1.00
Size of Perf Pipe (Perf 3600) Dia pipe
Design Length of Unlined Side L 101 96
Design Length of Lined Side L 98 101 ft
Time to Drain Unlined Side 17.3 hours
90%volume in 48-hours minimum
Length of WQ& Overflow Perf Pipes 98 ft
Perf Pipe Checks. Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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.
1 Project Name AVIATOR SUBDIVISION-BASIN 12
2 Enter number of Sand/Grease Traps(25 max) 1
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity
(inch) (inch) max. ok?
1000 G 1 1.72 20 48 6.67 0.26
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
C:\Users\)adon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-
Vertical Sand Filter 3 1/31/2023,2:57 PM
Version 10.0, May 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name AVIATOR SUBDIVISION-BASIN 13
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100
4 Enter number of storage facilities(25 max)
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) Acres 0.25 0.00 0.26
Acres 0.51
6 Determine the Weighted Runoff Coefficient(C) 0.95 0.95 0.20
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate
10 Min. Estimated Runoff Coefficients for Various Surfac
8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i MW 2.58 in hr Type of Surface Runoff Coefficients"
Business
9 Calculate the Post-Development peak discharge(QPeak) Qpezk 0.75 cfs Downtown areas 0.70-0.95
Urban neighborhoods 0.50-0.70
10 Calculate total runoff vol(V)(for sizing primary storage) V 1,001 ft Residential
Single Family 0.35-0.50
V=Ci(Tc=60)Ax3600 Multi-family 0.60-0.75
11 Calculate Volume of Runoff Reduction Vrr Residential(rural) 0.25-0.40
Enter Percentile Storm I(95th percentile=0.60 in) 95th Apartment Dwelling Areas 0.70
0.60 in Industrial and Commercial
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V11 625 W fight areas 0.80
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Heavy areas 0.90
Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
13 Volume Summary Railroad yard areas 0.20-0.40
Surface Storage:Basin Unimproved areas 0.10-0.30
Basin Forebay V 100 ft' Streets
Asphalt 0.95
Primary Treatment/StorageBasin V goo ft' Concrete 0.95
Subsurface Storage Brick 0.95
Volume Without Sediment Factor(See BMP 20 Tab) V 1,001 ft' Roofs 0.95
Gravel 0.75
Fields:Sandy soil Soil Type
Slope A B C fl' ..
Flat:O-2% 0.04 0.07Average:2-6% 0.09 0.12 0Steep:>6% 0.13 0.18 0
Adapted from ASCE
C:\Users\jadon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-Vertical Sand Filter 3 1/31/2023,2:43 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Vertical Sand Filter
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and s
calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodolc
meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV" tab
ed
Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities
User input in yellow cells.
Project Name AVIATOR SUBDIVISION - BASIN 13
Enter number of Seepage Beds (25 max) 1
Design Storm Unlined Side 100 'QV,
Design Storm Lined Side
Weighted Runoff Coefficient C 0.57 Link to:
Area A (Acres) 0.51 acres
Approved discharge rate (if applicable) 0.00 cfs
100 Year Storm Volume V 1,001 ft-3
2 Year Storm Volume V2 271 ft^3
Width of Unlined Side W 10.4 15 ft
Width of Lined Side W2 4.0
Depth of Unlined Side D 4.0 ft
Depth of Lined Side D2 4.0 ft
Void Ratio of Drain Rock
0.4 for 1.5"-2" drain rock and 3/4" Chips
Design Infiltration Rate (8 in/hr max) Perc 1.00 in/hr
Size of Perf Pipe (Perf 3600) Dia pipe 18 in
Design Length of Unlined Side L 60 42
Design Length of Lined Side L 42 60 ft
Time to Drain Unlined Side 17.3 hours
90%volume in 48-hours minimum -
Length of WQ& Overflow Perf Pipes 42 ft
Perf Pipe Checks. Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
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.
1 Project Name AVIATOR SUBDIVISION-BASIN 13
2 Enter number of Sand/Grease Traps(25 max) 1
Number of Peak Flow Baffle Throat Velocity Is the
Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity
(inch) (inch) max. ok?
1000 G 1 0.75 20 48 6.67 0.11
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
C:\Users\)adon\Bronze Bow Dropbox\Jadon Schneider\BRONZE BOW LAN D\PROJ ECTS\21009\PDF\STORMWATER\Storm Drain Calc-
Vertical Sand Filter 3 1/31/2023,2:57 PM
Version 10.0, May 2018