HomeMy WebLinkAboutGolden Valley Sub - Storm Drainage Report (2)Prepared For:
Providence Properties, LLC
ACHD,
City of Meridian
Engineers . Surveyors . Planners
Golden Valley Subdivision
Meridian, Idaho
Storm Drainage Report
10821
.s.�o'!g•i3s
P.
Prepared By:
Kevin McCarthy, P.E.
Principal
KM Engineering, LLP
9233 West State Street
Boise, ID 83714
208.639.6939
kevin@kmengllp.com
October 18, 2013
Project No: 13-047
TABLE OF CONTENTS
APPENDICES
Appendix A - Figures
Figure 1 - Vicinity Map
Figure 2 - Post -Development Drainage Map
Appendix B - Tables
Table 1 - Peak Flow Rates and Runoff Volumes
Appendix C - Calculations
Post -Development 25 -year Calculations
Post -Development 100 -year Calculations
Sand and Grease Trap Calculations
Inlet and Gutter Capacities
Infiltration Basin w/ Forebay Calculations
Storm Pipe Calculations
Appendix D - Geotechnical Engineering Report
Geatechnical Engin_ering Evaluation {7/9/701211
INTRODUCTION
The purpose of this report is to show that the storm drainage facilities for the proposed
Golden Valley Subdivision (Project) are designed to meet Ada County Highway District
(ACHD), City of Meridian, as well as the water quality requirements of the Idaho
Department of Environmental Quality (DEQ) standards. This report has been prepared
at the request of the developer, Providence Properties, LLC.
PROJECT DESCRIPTION
The Project consists of a residential subdivision that includes 26 lots: 22 single-family
residential lots and 4 common lots. The proposed improvements to the site include
roadways, sidewalks, lot grading, and site utilities.
SITE DESCRIPTION
The 7.56 -acre Project site is located at 4515 South Locust Grove in Meridian, Idaho. See
Appendix A, Figure 1 for a vicinity map of the project. The existing parcel of land
includes a residence located on the southeast corner, which will remain and will be
platted into the development. The existing topography onsite is gently sloping terrain
with slopes varying from 1% to 5%. The majority of the existing Project site is
undeveloped and consists primarily of cultivated soils with less than 20% coverage.
SCOPE AND METHODS
The Rational Method is the standard method for small catchments that was used to
calculate pre -development and post -development peak runoff rates and runoff
volumes. The Rational Method provided in the ACHD calculation sheets were used to
calculate the storm water volumes and flow rates for this project, see Appendix C -
Calculations. Flow rates and storm volumes were established for each basin for the 25 -
year and 100 -year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff
Volumes, for a summary of flow rates and runoff volumes. Calculations for the sand and
grease trap, inlet and gutters, infiltration basin with forebay, and storm pipes were
completed to verify capacity.
EXISTING DRAINAGE CONDITIONS
The pre project watershed rencictc of nne rlrainagabasin that is primarily
undeveloped, cultivated soils with less than 20% coverage. The flow path for the
existing drainage basin involves overland sheet flow from the southwest corner to
the northeast corner of the site. There are no existing storm drainage facilities in
place to reduce the peak runoff volumes.
PROPOSED DRAINAGE CONDITIONS AND ANALYSIS
The proposed drainage system improvements consist of roadway gutters, inlets, sand
and grease trap, infiltration basin with forebay, and storm pipe network.
The post -development site was broken into 3 basins (Basin A, B, C) as shown in
Appendix A, Figure 3 - Post -Development Drainage Map. For land use type and runoff
1
coefficients for each basin refer to ACHD calculations in Appendix C. Each basin was
delineated according to the tributary area draining to each drainage structure or facility
such as gutter, inlet, catch basin, etc. For individual sub -basin peak flow calculations, in
addition to combined sub -basins peak flows used for downstream facility sizing and
analysis, see Table 1(Peak Flow Rates and Runoff Volumes).
Basins A, B, and C include the front half of the lots and a portion of the proposed
roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet
flow over short grass and then is conveyed with curb and gutter to catch basin inlets,
before entering a pipe network. Once runoff reaches the pipe network, it is conveyed to
the sand and grease trap used as a pretreatment facility before entering the infiltration
basin forebay and pond. For the 100 -year peak flow rates a bypass pipe has been
designed to route runoff directly to the primary pond. Refer to Appendix B, Table 1 -
Peak Flow Rates and Runoff Volumes, for peak runoff rates and volumes.
SAND AND GREASE TRAP
The sand and grease trap (SG#1) is used as a pretreatment facility for the water quality
2 -year storm event. The sand and grease trap shall be a 1000 Gallon Boise Vault, or
approved equal, and has been sized for the water quality storm. For the 100 -year peak
flow rates a bypass pipe has been designed to route runoff directly to the primary pond.
Please refer to Appendix C - Sand and Grease Trap Calculations.
INLET AND GUTTER CAPACITIES
The catch basin inlets will be built per the details shown on the civil construction
plans. There are a total of three inlets, one for each drainage basin (Basins A, B, Q.
Based on our calculations, all inlets will require a single sump grate inlet to intercept
the flows.
The gutter capacity of the proposed roadways was verified to ensure that overtopping
of the curb would not occur in the 25 -year and 100 -year storm event, refer to Appendix
C — Inlet and Gutter Capacities
INFILTRATION BASIL! WITH FOREBAY
The infiltration basin (Pond -1) will be built per the details shown on the civil
construction plans. Based on our calculations, the infiltration basin is adequately sized
to ensure that no ponding occurs on the surface and that 90% of the storm event drains
in 24 -hours. The Geotechnical Engineering Evaluation prepared by STRATA, Inc. dated
July 9, 2013 didn't encounter ground water and recommends that a seasonal high
groundwater level of 15 feet below existing grade be assumed for storm water facility
design.
Once the size of the infiltration basin was calculated, the time necessary for 90% of the
water quality and 100 -year storm events to be infiltrated into the ground was calculated
at less than 24 hours for the forebay and pond. The Geotechnical Engineering
2
Evaluation measure an infiltration rate of 8 inch/hour at a depth of 7 to 11 feet below
existing grade, which was used in the design of the infiltration basin.
The calculations included with this report show the volume that is required to be
retained for the 100 -year storm, the volume that is provided by the infiltration basin,
and the infiltration through the bottom of the basin, refer to Appendix C — Infiltration
Basin with Forebay Calculations.
STORM PIPE CALCULATIONS
The storm pipes have been sized to convey the 25 -year and 100 -year peak flow rates,
refer to Appendix C — Storm Pipe Calculations.
SUMMARY
This report determines that the Project storm water design sizing and analysis conforms
to ACHD and the City of Meridian storm water design criteria. The post -development
storm water runoff for half of the proposed residential lots, roadway, curb and gutters,
and sidewalks should be completely retained onsite through the proposed infiltration
basin pond and forebay, thus reducing the 25 -year and 100 -year peak flow rates and
runoff volumes when compared to pre -development, refer to Appendix B, Table 1 - Peak
Flow Rates and Runoff Volumes.
3
APPENDIX A - FIGURES
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ENG IN EERS.SURVEYORS. PLANNERS
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BOISE, IDAHO 83714
PHONE FAX(20 )639- 930 GOLDEN VALLEY SUBDIVISION
FAX (208) 639-6930
DATE: 7/31/13 MERIDIAN, ID
PROJECT: 13-047
SHEET: VICINITY MAP
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-' — �— 3. INLET C
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DATE: 9/30/13
PROJECT: 13-047
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-' — �— 3. INLET C
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ENGINEERS. SURVEYORS. PONDERS
BOISE, IDAHO (208) 639-6939
DATE: 9/30/13
PROJECT: 13-047
1 OF 1
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Table 2 - Peak Flow Rates and Runoff Volumes
Post -Developed Peak Flow
Rates (cfs)
Tc (min.)
25 -yr
100 -yr
Basin A 13.4
1.76
2.05
Basin B 16.4
1.82
2.29
Basins A,B 16.4
3.30
4.16
Basin C 16.3
1.92
2.43
Basins A,B,C 16.4
5.22
6.58
Post -Developed Runoff Volumes
WQ (cf)+15% Total Runoff Total Runoff
Sediment Volume (cf) Volume (cf)
Basin El 3190 1 7,609 10,799
APPENDIX C - CALCULATIONS
POST -DEVELOPMENT 25 -YEAR CALCULATIONS
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOW: This worksheet is intended to be a guideline to standardize ACRO checking of drainage calculations and shall not replace fine Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engine's methodology, must result in fadlums that meet or exceed these calculations in order to be aerepted.
for Peak Dl6ab R Rusing Ehe Ra[ (Method cArxi lso far poetd
Calculate POSYProject Flows ftor preprojed flows, increase number of storage facilities to create new fhb)
User input in yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Project Name Golden Valley Subdivision Basin A(Post Development)
2 Is area drainage basin map provided? Yes
(nwp must be included with stermwater culculodam)
3 Enter Design Storm For Volume(100-year per ACHD policy) 25
4 Enter numherofstoagefacillHes (25 max) 5
5Areaof D.mage5ubbasin(SFor Acres) Acres
Acre
Subbasin
Liz
5uhhasin
Subbasin
Subbasin
cfs
Subdue in
Subhasin
Subbazin
Subbazin
1
Subbasin?
3
4
5
Suhhasin6
7
8
9
10
0.09
0.42
033
0.34 In
Enter WQ Volume (Vwa= ai l room lineabove) v 60D) Vwo
908
W
13 Collection: Approved Discharge Rate to Surface. Waters (If applicable)
PlayPounds
cis
1.24
0.211-04p
rmrmoroved areea
so-eae
A:phen
0.55
Concrete
0.55
0.95
0.50
0.30
0Ais
Flnlarsand, roA
sml Typt
slope
A
B
C
o
Elm 0.2%
npe
dor
Ol]
0.25
Average26%
0ze)
O.Iz
OSS
6 Determine the Weighted Runoff Coefficient (Q
C%I(a1)+(C2xA2)+(Cm Au)I/A Weighted Avg 0.60
] Glculate Overland Flow Time of Concentration in Minutes (rc) Druse default 30
mm m Nin.
e Determine the avenge ainfxll intelffiy(R from IDF Curve based on I
Liz
to/hr
v calculate the PoPuded Peak discharge loPeak) D...s
L76
cfs
cap Calculate peak Qwq(.as 2yr storm) Dwa
0.80 car
IMben nelfdworhoodareaz
(used her S/13 Trap thmat Velectly, WU storm conveyance system skiing I
IrwalworM
11 GIca late total re I Vol (V) if., sndng primary stooge) V
2,345
Ra
V=CI(rcwxRix36ao
Residerdal crural)
035-0.49
12 Calculate Vwp (for sizing WQ figc fi ias)
O70
Md,zmal and Cormmerclal
Enter Percentile Storm )(90th percentile=0.34 in)
80th
0.34 In
Enter WQ Volume (Vwa= ai l room lineabove) v 60D) Vwo
908
W
13 Collection: Approved Discharge Rate to Surface. Waters (If applicable)
PlayPounds
cis
Surface Storage. Pond
WO Pond Forebay+15%sediment V 1,044 ft'
P, has is Tu. melt/IIOmge Baan V 1A38 4'
Subsurface Storage: Seepage Bed
Volume Without Sediment Factor V 2,34S tt'
See BMP045cpwee Bed for Casual Volume With Sediment
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ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOTE: This wmksheet is intended to be a guideline to standardize ACID checking of drainage calculations and shall not replace the Engineer's calculation marbodology. 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.
�,k Qs to P _k pischa� W t usmgF2 W tf n I Method calculated fr,Rgshp eject
Calculate Post -Project Travis (for pre -project Gavel, increase number of stoage 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 Golden Valley Subdivision, Basin B(Post Development)
2 b area drainage basin map provided? yes
(map must be included with 5tormwoter m/culations)
3 Enter Design Sturm For Volume(100-year perACHD policy) 2S
S Area of Drainage Subbasin (SF or Acres) Anes
Acres
6 Determine the Weighted Runoff Coefild [(C)
C=[(C1 )+(C2x,kZWCrwkn)j/A Weighietl Avg
❑ickto Show More Subbasin 71
SubbasinSubbasin
Type ofsurfase
WQ Pcnd Forebay f 25% sediment
Subbasin
Subbasin
HYtlaulic
Subbasin
Subbasin
Subbasin
Subbasin
1
Sab uiam 2
3
4
5
Subbasin 6
T
8
9
30
0.47
0.92
Velocityv
Tom,
Basinll) (in)
Slope(ft/ft)
eoeff.
Length
hi ingn
Perm
1.39
(min)
........
IsouSree4
095
concrete
.ink095
.ink
0.95
0s0
a95
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sonrype
sauce
R
6
c
o
O.fiS
0.4
007
011
035
A-max,2bte
steep fi%
ato
01]
015
030
7 Calculate Overland Flow Time of Concentration in Minutes (To) or use default 30 �JJ
mm m ran.
V Calculate the Post -Project peak dbuharge(QPeak) ovmt
lu calculate peak Qwq(use, 2 -yr storm) 0.
(used for 5/G Tap throat velaft, WQ storm conveyancesysham sizing)
11Calculate fetal runoX.1(V)(for sizing primary store's) V 2,967 ft"
V =Ci (Tn6oMGc0
12 Calculate Vwq (for sizing WQfacllides)
Enter Percentile Storm I(90th perremle=034 in) 8@h 0.34 in
Enter WQ Volume (Vw,= Cxi(frono has She.)xAa3600) Vwu 1,110 W
13 Delention:Approved Dbcharge Rateto SuRace Walers(ifappliable) ds'
Surface Storage: Pond
Type ofsurfase
WQ Pcnd Forebay f 25% sediment
V 1,226 P.'
Primary TreatmenbiStoage Basin
HYtlaulic
Subsurface Storage: Seepage Bed
.ban nes4hborh®d rem
Volume Without Sediment Fano,
V 2,862 ft'
L If"fixNfy
095 0E0
Radius
Flow
Flow
Pipe 5ize
.matuan.4—lux, are.
Intercept
mduso-nl and Commercial
Amon
Velocityv
Tom,
Basinll) (in)
Slope(ft/ft)
eoeff.
Length
hi ingn
Perm
(fps)
(min)
V Calculate the Post -Project peak dbuharge(QPeak) ovmt
lu calculate peak Qwq(use, 2 -yr storm) 0.
(used for 5/G Tap throat velaft, WQ storm conveyancesysham sizing)
11Calculate fetal runoX.1(V)(for sizing primary store's) V 2,967 ft"
V =Ci (Tn6oMGc0
12 Calculate Vwq (for sizing WQfacllides)
Enter Percentile Storm I(90th perremle=034 in) 8@h 0.34 in
Enter WQ Volume (Vw,= Cxi(frono has She.)xAa3600) Vwu 1,110 W
13 Delention:Approved Dbcharge Rateto SuRace Walers(ifappliable) ds'
Surface Storage: Pond
Type ofsurfase
WQ Pcnd Forebay f 25% sediment
V 1,226 P.'
Primary TreatmenbiStoage Basin
V 1,752 ft'
Subsurface Storage: Seepage Bed
.ban nes4hborh®d rem
Volume Without Sediment Fano,
V 2,862 ft'
L If"fixNfy
095 0E0
MYMiamRy
Obo-0.]5
pouden0xl(- A
03s-pxa
.matuan.4—lux, are.
070
mduso-nl and Commercial
Hetet areas
neo
Beavyrem
090
paras, cemeter;er
0.10-0.25
Pl onounds
"o -GAS
Ranroad rard are.
D20 -0A0
unimproved are.
........
IsouSree4
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.ink095
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011
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A-max,2bte
steep fi%
ato
01]
015
030
013
AS
0.25
m®
Adapted from A9CF
V Calculate the Post -Project peak dbuharge(QPeak) ovmt
lu calculate peak Qwq(use, 2 -yr storm) 0.
(used for 5/G Tap throat velaft, WQ storm conveyancesysham sizing)
11Calculate fetal runoX.1(V)(for sizing primary store's) V 2,967 ft"
V =Ci (Tn6oMGc0
12 Calculate Vwq (for sizing WQfacllides)
Enter Percentile Storm I(90th perremle=034 in) 8@h 0.34 in
Enter WQ Volume (Vw,= Cxi(frono has She.)xAa3600) Vwu 1,110 W
13 Delention:Approved Dbcharge Rateto SuRace Walers(ifappliable) ds'
Surface Storage: Pond
Type ofsurfase
WQ Pcnd Forebay f 25% sediment
V 1,226 P.'
Primary TreatmenbiStoage Basin
V 1,752 ft'
Subsurface Storage: Seepage Bed
.ban nes4hborh®d rem
Volume Without Sediment Fano,
V 2,862 ft'
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Type ofsurfase
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Ranroad rard are.
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o
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ato
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Adapted from A9CF
10/1/2013, 7:10 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not eplace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed Nese calculations in order to be accepted.
.lR bar Peak Discharge m_ol.tait Bt o al Methodsl slated forPost.
prpjec _
Calculate Post-Prolect Flows (for pr.pmjectflows, increase number of storage facilities terrace new tab) '
User input in yellow cells. To accept default value type = in yellow cell and paint to computed cell
S Project Name Golden Valley Subdivision, Basins A,B(Post Development)
2 Is area drainage Now map provided? Yes
(map most be included with stermwater calcureakes)
3 Enter Design SNna For Volume(600-year per ACHD policy) 2S
S Area of Damage 5ubbasin (SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)1(C2u%2)1tCrxAn))/A Weighted Avg
111,4 m 11—Mnra
Subbasin
V
Subbasin
6ubbaain
5u1bbasin
.- ru idrbv[msescaus
Subbasin
Subbain
Subbasin
Subbasin
1
Subbasin2
3
4
5
Subbasin6
7
W
9.
10
0.96
1.34
0.33
cfs.
14 Volume Summary
naygruunds
02 -03S
Pepsi'!yard sea
Surface Storage: Pond
uni,quwed ar—
2.63
so-eet
WQ Pond F rebay r 15% moment
V
2,320
Fe
Primary Treatment/Storage Basin
v
3,195
fe
0.95
0.50
020
9ope
Volume Without Sediment Factor
V
5212
it,
k&0 -l.
OM
0.63
0.11
ass
Awsme&2 K°
Ste.".ei
R0s
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) br use default 10
min to Ms.
W Determine His average rainfall intensity li) from lDIF Curve based on I 200 in/
U calcolate Ne Post-Pm)ed peak dischrunie IQPeakl O.s 3- dr
lu calculate Peak Qwq(uses 2 -yr smarm) Qum rail M
(used for S/G Trap throat velocity, WQ scam conveyance system shun )
11 Ultulate Ntal mnaHvol (V)(Porsbing primary storage)
V
5212
fe
V=Ci jTC6o)Ay36W
.- ru idrbv[msescaus
050-0.)0
Resimaba'
12 Calculate Vwq (for Milt, WQ facilities)
Sin9ctsenals
035-050
Mal. -Gerdy
Enter Percentile Storm I(WON percentile=034 in)
peYden.J huall
With
0.34 in
Enter WQ Volume RVrv0= Cxt(From line above) xAx3600)
Vivo
2012
ft'
13 Detention: Approved DPchaige Rate to Surface Waters (if applicable)
years.
090
cfs.
14 Volume Summary
naygruunds
02 -03S
Pepsi'!yard sea
Surface Storage: Pond
uni,quwed ar—
ca p-d.w
so-eet
WQ Pond F rebay r 15% moment
V
2,320
Fe
Primary Treatment/Storage Basin
v
3,195
fe
Subsurtaee Smrage:5eepage Bed
fields: svdy son
Sava Tyne
9ope
Volume Without Sediment Factor
V
5212
it,
E9inAM rmnofl fceMdents Ip tlmrious Sur4ces
Type efSadare
r4muMCaeffitieMs-C
summers;
Oaunban arca
0.70-09e
.- ru idrbv[msescaus
050-0.)0
Resimaba'
Sin9ctsenals
035-050
Mal. -Gerdy
080-O.R
peYden.J huall
ass -..a
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0.70
onaasbi. and ewnmercial
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080
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090
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Rte -&n
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02 -03S
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.Is
0.1a
O33
039
Fd.phdfiamfl5[E
P:\13-O47\pocuments\Reports\Drainage\Post Dev_ACHD SD_CALCSJ43-13 Version 5.6,Ju1y 2013 9/28/2013, 6.06 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardlze 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 most result in facilities that meet or exceed these calculations in order to he accepted.
mw�9f-_Plfor Peak u scharp Rae usr lf% -
Calculate Post—Project Fl (for pre -project Fears, increase number of storage facilities [ create new tab)
User input in yellow cells. To accept default value type= in yellow cell and point to computed cell
S Protect Name Golden Valley Subdivision, Basin C(Post Development)
2 Is area drainage basin map provided? Yes
(map must be Included with shormwpter calculations)
3 Enter Design Storm For Volume(10D-year per ACHD polity) 25
5 Area of Drainage Subbann(SF or Acres) Acres
Acre.
6 Determinethe Weighted Runoffcoeffldent (C)
C[(C1aA1)+(Q%A2)dDnxAn)]/A Weighed Av€
Subbasin
Type of 5urfase
Subbasfn
Subbasin
Subbasin
Op_. mea
Subbasin
Subbasin
Subbasin
Subbasin
1
su1bad.2
3
4
5
Subbssin6
7
8
1
10
0.33
1.29
fMavyaea.
090
Pinks, cemeferie.
tbrc s
Play3ounas
p2p-o.ss
aaliroad yam mess
1.fi2
Vmmproued mzas
0Ati
We.
Concrete
09s
&ick
0.95
0.50
p95
G ldz:sandy.dl
sonryPe
no,
A
6
C
O
0.59
pp4
Oil]
011
pts
Avea,e 2'6%
7 Calculate Overland Flow Time ofConcentrztion in Minutes (Tc) or use default 10
.In
8Deferinetheavemge minfell intensity(I from IDF Cone based on i 2.00 inhr
y Calculatethe Post-PmJect peak dischage(QPeak) Drn 192 as
1u Calculate peak Qw4(uos 2 -yr star) G e 098 as
(used fora/G Tnp Mroatveloc8y, WQ rtar conveyance system siring)
u Calculate total runoff Val (VJ(for sizing primary storage) V 3,031 f
V=Ci(Ta=60)Ax3600
II Calculate Vwq (for sizing WQfacilities)
Enter Percentile Storm I(80th pementile=0.34 in) 80th 0.34 in
Enter WQVolume(Vaa= ad(fmm line above) xAx3600) Vwa 1,173 ft'
13Denutiom. Approved Discharge Rate to Surface Watem(if applicable) ds
Surface Storage: Pond
WQ pond Fpub.,. 15% sediment V 1,349 re
Primary Treatment/Stagage Basin V 1¢58 fe
Subsurface Storage: Seepage Brad
Volume Without Sediment Factor V 31031 k'
See 9MP0. Sranaee lad fn. c.a... 11..1.—urm, cear...es
P:\13-047\Document\Reports\Drainage\Post Dev_ACHD SD_CALCS. 7- 3-13 Version 5.6, J my 2013
WfmMM puwq evelrMents for Various Surfaces
Type of 5urfase
flunaffeoefriknts"C
&uvness
Op_. mea
1090-095
Ll nelghborhvotlarem
050-0.70
RendemW
sintledunfy
035-9.w
Mub-fannly
0b0-033
Anshhouiel (—if
p25-0.40
AraUre2m dwell., area
0.70
whaden l and eommemal
fMavyaea.
090
Pinks, cemeferie.
tbrc s
Play3ounas
p2p-o.ss
aaliroad yam mess
0.2,1
Vmmproued mzas
0Ati
We.
Concrete
09s
&ick
OAS
lbafe
p95
G ldz:sandy.dl
sonryPe
no,
A
6
C
O
Far 0-1%
pp4
Oil]
011
pts
Avea,e 2'6%
Op9
0.]3
p1z
diz9eep.6%
013
p.39
p33
01,
Adapredfram ASLO
10/1/2013, 6:54 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOT. 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 Engineers methodology must result In facilities that meet or exceed these calculations in order to he accepted.
..0 .ktr,#gR.b 9g UVky.(h)r 'FiP4^$4k b ay�llcfa e>ittBkt �, s4'�¢ag0rdcirives to create hewt2hf
User input in yellow cells. To accept default value type= in yellow cell and point to computed cell
1 Project Name Golden Valley Subdivision, Basins ABC (Post Development)
2 Is area drainage basin map provided? yes
(mop most he inefudedwkh simmwoter rnkuletions)
3 Enter Design Storm For Volume(100.year parACHD policy) 25
S Area of Drainage Subbasin(SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Cae(Bcient (C)
C-[(C1xA1)+(C2xA2)+(CoxAn))/A Weighted Avg
n
5ubbasin
Opal
Subbasin
Subbasin
Subbasin
Hydraulic
Subbasin
Subhasin
subbasin
subbasin
1
Buttes.2
3
4
5
Subbasin6
T
8
9
10
1.29
2.63
0.33
Time
B.,In ID (in)
Slope(ft/ft)
Coeff.
Length
Manningn
Perm
,I
(min)
n
pss
co'.
o95
mck
bicF
085
Roafr,
0.95
0.50
0.20
slept
A
e
C
D
Fix, 0-M
q0y
0.fi1
0.
015
A.M"3m,6
zep>9
Or9
O13
O]B
Q30
O]3
? ma^cola[e Overland Flow Concentration in of ConcenatiIn Minutes (Tc) or use default 10 Ito
0M
9 Calculate Via Post -Project Peak discharge(Weakl
Opal
5,u cfs
[O Calculate peak count (uses 2,ramm)
Q.
Hydraulic
(used far5/GTrap throat velocity, Wtismrm conveyance system string I
1l calculate total noreffvol(V)(forsrsing pdmary storage)
V
Ill ft'
V=a(Tc=60)Ax3600
Radius
Flow
Flow
Pipe Size
awusb,al and Cgrm.rc�
Intercept
totht .
80th 034 in
A/Wet
Velocityv
Time
B.,In ID (in)
Slope(ft/ft)
Coeff.
Length
Manningn
Perm
(f s)
(min)
9 Calculate Via Post -Project Peak discharge(Weakl
Opal
5,u cfs
[O Calculate peak count (uses 2,ramm)
Q.
us oft
(used far5/GTrap throat velocity, Wtismrm conveyance system string I
1l calculate total noreffvol(V)(forsrsing pdmary storage)
V
Ill ft'
V=a(Tc=60)Ax3600
Resell hundi
013 -ORO
12 Calculate Vwq lforstdog WD Farilhfe.)
Oi0
awusb,al and Cgrm.rc�
EnterPercandI.St.. ))80th p=_namUle=a34 m)
totht .
80th 034 in
Enter WD Volume(Vsm= Cal(fmm line above) x 600)
V.
3,190
13 Detention: Approved Discharge gate to Suffice Waters(ifapplihable)
PfryIIpmMz
ds
Surface Stara,.: Pond
SVD Pond Forebay + 15% sediment V 3,669 he
Primary Treatment/Storage Basin V 5.053 fe
Subsurface Storage: Seepage Bed
Volume Without Sediment Factor V 8,244 fe
P:X13-047�Documents\Reports\Dminage\POSt Der, ACHO_50_CALCSJ-23-19
Version 5.6, July 2013
Eti azed Runoff luelBdems for Vanwe 3uWeces
Tons asurfue
avnoR c.,,fiferas-C
mem a
Ooambea >ess
Van -095
tHum mnabt®boad arca
05O-a]dl
SniJ"I'me,
09e-LL59
MUMi>18y
OI61-O.TS
Resell hundi
013 -ORO
Apuhnent dweNry area
Oi0
awusb,al and Cgrm.rc�
totht .
ore
R<ary>eas
090
P>%.¢osnxo s
0.3n -0M
PfryIIpmMz
0]D-035
xslreat y>G area
oI0-0R6
unlmora.ed area
q.tp-03v
wan
n
pss
co'.
o95
mck
bicF
085
Roafr,
095
Fatal sandy sou
sdMo.
slept
A
e
C
D
Fix, 0-M
q0y
OR
0.
015
A.M"3m,6
zep>9
Or9
O13
O]B
Q30
O]3
O]R
o23
OS8
Mapted Fran qYF
9/28/2013, 6:06 PM
( _. � �� � - 1 X' � . •-� � �
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This wodabeet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methrdoloV. mese
calculations shall establish a minimum requirement. The Engineers methodology must result in faNities that meet or exceed these calculations in order to be accepted.
L $eabW using the Ra[ al Method calculated
Calculate Post -Project Flows Ifor pre
User input inyellow cells. To
and point to computed cell
1 Prolett Name Golden Valley Subdivision Basin A(Post Development)
2 Is area drainage basin map provided? Yea
(mop must be included with smrmwrter mlmlastrons)
3 Enter Design Storm For Volume(100Near per ACHD policy( 100
4 Enter number ofstma, fzclRfes(25 Trans) 5
f1
5 Area of Drainage Subbasn(SF or Acres) Anes
Acre
adman.
I
5ubbasin
SubbSubbed.Subbase
E4 -r
ar
tAs
Subbasin
Subbasin
Subbasin
Subbasin
1
Subarea2
3
9
5
Suhbasin6
2
B
9
to
0.49
0.42
0.33
Both 11.34 in
Enter Wty Vnlume(Vmq=Cxl lfmmline above)Mx360D)
Vep
g0g ft'
13.Detonenti: Approved Discharge Rate to 5urface WatWr(if applicable)
Playgrounds
chs
L24
Giza -oeo
Unrel—ad areia
ore -na.
vee.
Asphalt
0.95
Colors.
cues
.rick
095
Poifa
09s
reids:sanavin
Sc'IType
sate
A
a
c
0.60
f.t o -a%
a"
Go,
o.11
ods
Avernez-sx
saved 11%
ens
D.12
ods
6 Determine [M1e Weigbtetl RunoHCoeffcient (C)
ass 0.50 azo
Ce[(ClNA1)+(e 2)HCnw.np/A Weighted Avg
J Calculate Overland Flow Time of Concentration in MMutes (Tc) grusedefault lo �J
mjn to Mart
elleterminetneavemgeralnfallintensty(ilhomlDFCmebasedon
I
2.D m/M
B Glculate the Port-Pmlaat peak dischae,(gPeak)
E4 -r
ar
tAs
lD Calculitepeakgwq(meez" rtom)
4m
D.9D sb
(used fat S/G imp[M1haa[velwrty, WQrtormmnveyance ryatem seeing)
Remenfizl
11 Calculate total mmnvol IV) (for SlSng primary storage)
V
3,072 ft'
G)A6D0
V = Ci (rC�x3
Residential Prime)
oSS - GAO
12 Calci late Vwq(foraieing WO facilities)
0.7.
mdusblal and fmm�ernal
Enter Peaceable Storm I(BOth peroentle=0.34 in)
reres
Both 11.34 in
Enter Wty Vnlume(Vmq=Cxl lfmmline above)Mx360D)
Vep
g0g ft'
13.Detonenti: Approved Discharge Rate to 5urface WatWr(if applicable)
Playgrounds
chs
Surface5torep Pond
WO Pond fares, T 15% sediment V 1,014 be
Pi l Mary Tmatment/storage Basin V 21165 ft,
Subsurface Storage: Seepage Bed
Volume Withial Sediment Fort.r V 3,072 BMP" 5eepaR'
See ge Bed for Design Volume Sed
olue With iment
P:\13-047\Documents\Reports\Damage\Post Dev ACHD-50 CATES 7-23-13 Version 5.6, July 2013
10/1/2013, 7:21 PM
returned Pia. [nexltlente lir vaMys sur ernes
True W Surfax
paniH WeXid nls -V
aaair
Dwmmuwenereae
oro -ass
Drier nergnrornioa.ress
aso-azo
Remenfizl
SM1IdehMly
095-D.SD
Mul6hmvYy
obD-0.75
Residential Prime)
oSS - GAO
.partmant dwe0bg v<u
0.7.
mdusblal and fmm�ernal
reres
o.ap
be,
xeavv ess
ovq
PM; cerm4ae5
DiD-015
Playgrounds
DID -035
Pabaea yaM areas
Giza -oeo
Unrel—ad areia
ore -na.
vee.
Asphalt
0.95
Colors.
cues
.rick
095
Poifa
09s
reids:sanavin
Sc'IType
sate
A
a
c
D
f.t o -a%
a"
Go,
o.11
ods
Avernez-sx
saved 11%
ens
D.12
ods
0.20
019
0.1.
o.as
0."
Adapted term ASCE
10/1/2013, 7:21 PM
in
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE:This worksheet is Intended to be a guideline to standardize ACHED checking of drainage calculations and shall nut replace the Engineers calculation methadoloa. These
calculations shall establish a minimum requirement. The Engineers methodologymust result in facilities that meet or entered these calculations In order to be accepted.
Calculate Post Project Flows (for pre prolec[flows n umber of Icr,,, lucH.U.5 .create new tab] -
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Pmiect Name Golden Valley Subdivision, Basin B(Post Development)
2 Is area drainage basin map provided? Yes
(map must be included with starmwoter celmfatfons)
3 Enter Design Star. For Volume(100Near pet ACHD polity) 100
S AreaofDmurge SubbasN(SFrrAcree) Acres
Acte.
6 Determine the Weighted Runoff Caeffcom (C)
C=[(C1x )+(C2v )a(Caw,r)]/A Weighted AV,
Subbasin
i
Subbasin
Subbasin
Subhasin
L29 ds
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin2
3
4
5
Subbasin6
7
89
12 Calculate V.,(fornou, WQ facilities)
10
0.47
0.92
Dalrtme.
am 0.34 In
Enter WQ Volume(VY,p= Cri(from line above) a 1300)
V,
1,110
130e[en[ion: Approved DBchalge Rate to 5urfare Waters(if applicable)
PNYRoaods
ds
1.39
oOti
aeare-ad areas
"o -boo
s"t,
AsphaX
0As
Coocre4
0AS
0.95
0.50
seenv
095
Frclds: send, SOII
RTV,
Slope
A
a
r
0.65
Flat O-2%
nip{
.7
n.1t
as
A.re, lfiM
sumo 16%
Our
032
035
]Calculate Overland Flow'fime of Concentration in Minutes CTI or use default 10
min I JA Mn.
eragenmmiiin IWIIImmluf Cuwebwedon
i
252 in/hr
e Calculatethe Post-Prol.dpeakdisd.m.IQPeak)
cli.
L29 ds
10 Calculate peak Qwq(uree 2 -yr strum)
cka
352 cis
(used for 5/6 Trap threat veloc0y, WQ aboard conveyance system string)
Redeemer
I1Caldulzte total renoff vol IV)(forsiaing primary sonage)
V
3,756 ft'
V =CI (TC�9)Aa3B00
Reyder W hural
0.25 -OM
12 Calculate V.,(fornou, WQ facilities)
0.70
1Musbal yW curnmercTl
Enter Percentile Storm I(End, percentile=034 in)
Dalrtme.
am 0.34 In
Enter WQ Volume(VY,p= Cri(from line above) a 1300)
V,
1,110
130e[en[ion: Approved DBchalge Rate to 5urfare Waters(if applicable)
PNYRoaods
ds
14 Volvme Summary
Surface Storage: Pond
WQ Ford Feret.,. 15X, sediment V 1,276 fe
Primary Tmatmenl/Sbrage Basjn V 2,646 tY
Subsurface Storzge: Seepage Bed
Volume Without sediment Factor V 3,756 fe
See BMP04 Seepage Bed for Dalwo Volume With ncdlrhnve
P:\13-047\Documents\Reports\Drainage\Post DeV ACHO-SDCAL67-23-13 Version 5.6, July 2013
10/1/2913, 7:22 PM
e4haided Pi anff Joe .1. for Vane. surfaeez
TYP. ofsurfave
Fennff Coefgden[s "C
.a.
rea.—meas
0.70-095
uranin neridabiameeC areas
050-0.70
Redeemer
singlef fi,
035-9.so
ideaFfmYlY
0.60-O.TS
Reyder W hural
0.25 -OM
Aperbaent dwe0ing w¢az
0.70
1Musbal yW curnmercTl
Dalrtme.
am
Funw,areas
o90
rwie,re awes
0.10-915
PNYRoaods
030 -Ours
FoOmM wor afeee
oOti
aeare-ad areas
"o -boo
s"t,
AsphaX
0As
Coocre4
0AS
Pri k
095
seenv
095
Frclds: send, SOII
RTV,
Slope
A
a
r
a
Flat O-2%
nip{
.7
n.1t
as
A.re, lfiM
sumo 16%
Our
032
035
0.20
03a
a.15
O33
03a
Adephd Oram ASCE
10/1/2913, 7:22 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method
NOTE: This worksheet is intended to be a guideline to Standardize ACHD checking of drainage, calculations and shall not replace the Engineub calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology most result in facilities that meet or exceed these calculations in order to be accepted.
MMM e-�• x. n.
§G"d, i e�)ect Flows (forpr,laml rtfl s in number of storage f Rtes to create new tab)
Oserinput in yellow cells. To accept default value type =in yellow cell and point to computed cell
1 Radial Name Golden Valley Subdivision, Basins A,11 (Past Development)
2 Is area drainage basin map provided? yes
(mop must be included with stormwoter ourolotions)
3 Enter Design Storm For Volume(10byear per ACRD policy) 100
S Area of Drainage 5ubbasin(SF or Acres) Acres
Acres
6 Determine the Weighted Runoff Coefficient (C)
C[(CIxA1)t{C2A2)+(CexAn)]/A Weigh[etl Avg
[hdroShow More Subbases ❑
J Calculate Overland Flow Time of Concentration in Mmums(Tc) or use default 10 LsecS,aleJat�
man 30Min. n
8 calculate the Post -Project peak dbchaMe(Weak)
cl
Subbasin
Subbasin
Subbasin
1.68 ds
Subbasin
Subbasin
5ubbasin
Subbasin
V
6,638 it,
3
4
5
S.M.A. b
J
8
9
10
60th 034 In
Enter WOVolu.e(Vap=6i(fmmllneahme)x 3600)
0.33
2017 W
13 Distortion; Approved Discharge Rate to Surface Waters by applicable)
peaks, ame2rres
ds
Playpounds
0.20-0.33
aanmad nN ares
[:IbS
unimproved areas
q.m-bsa
Sheers
Asmah
0ss
Cone.
093
Bork
0.as
Pooh
0.20
fYldr sandy son
.1 TyP`
voce
A 6C0
,isr 0lea
nM o.7 aAl oA1
Averaga 2fi%
p fi%
pqy 013 ars 030
0.13 0.18 033 0.18
Adapted from ASCE
J Calculate Overland Flow Time of Concentration in Mmums(Tc) or use default 10 LsecS,aleJat�
man 30Min. n
8 calculate the Post -Project peak dbchaMe(Weak)
cl
416 cls
zu calculate peak Q.,(usee 2-yt storm)
use
1.68 ds
(used fors/G Trap thmatvelocfty, Wasmrm canveyantt system sizing )
V 2,320
Ve
11 Calculate total mnoff vol IV)(fersizing Primary storage)
V
6,638 it,
V=C(Trbo)Ax360a1
Mui6-1 14
t1.60 -O Js
12 Calculate Vwq (for sizing wgfecilities)
V 6,828
it,
Enter Percentile Stas. I(80th percentile = 034 1,)
IMuezand and Comnxrtlal
60th 034 In
Enter WOVolu.e(Vap=6i(fmmllneahme)x 3600)
Vwq
2017 W
13 Distortion; Approved Discharge Rate to Surface Waters by applicable)
peaks, ame2rres
ds
14 Volume Summary
Type ofsmil
Bun off [oeffisienta"C
Surface Sturge: Pond
pa.. areas
Wq Pond Fcrebay 115% sediment
V 2,320
Ve
Primary Treatment/Smmge Basin
V 4,811
fe
Su,.r ,e Smoage'Seepa€e Bed
Mui6-1 14
t1.60 -O Js
Volume W"..t Sediment Factor
V 6,828
it,
P:\13-047\Documents\Reports\Drzinage\Post Dev_ACHD_30_CALC57-23-13 Version 5.6, J my 2013
eriwnted to noX Cae%I[b,ts MVarhous suahl
Type ofsmil
Bun off [oeffisienta"C
euAness
pa.. areas
0]0-095
<4ben neidaborhmtlar..
Oso -030
Beedertal
singkdami{y
0:33-050
Mui6-1 14
t1.60 -O Js
.sur 0el bored
qss-a.
FpvMeMdwellm8arem
of
IMuezand and Comnxrtlal
Light are.
aso
He.ry vept
090
peaks, ame2rres
010-01s
Playpounds
0.20-0.33
aanmad nN ares
010-0.40
unimproved areas
q.m-bsa
Sheers
Asmah
0ss
Cone.
093
Bork
0.as
Pooh
095
fYldr sandy son
.1 TyP`
voce
A 6C0
,isr 0lea
nM o.7 aAl oA1
Averaga 2fi%
p fi%
pqy 013 ars 030
0.13 0.18 033 0.18
Adapted from ASCE
10/1/2013, 6:54 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a gufdelineto 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 he accepted.
V_ Bali 40N �bpld
_ [far preprol [Fl her of storage facltes to create new tab)
Usual in yellow cells. To accept default value type -in yellow cell and point to computed cell
1 Project Name Golden Valley Subdivision, Basin C(Post Development)
2 Is area drainage basin map provided? Yes
(mop must be induded with Stormwmar mkulations)
3 Enter Design Storm For Volume (100.year per ACHD policy) 100
S Ama of Dmmage Subbxsm (SF or Acres) Acres
Are
6 Determine the Weighted Runoff Ccefficuro(C)
C=[(C1xA1)+(C2XA2)+(Cr An)j/A Weighted AVl
Subbasin
Qrms
Subbasin
Subbasin
Subbazin
0.98 cfs
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin2
3
4
5
SaRms.0
]
8
9
10
033
1.29
Vwn
1,173 ftp
13 Detention:Appmved Dlmharge Rateto5urface Waters(ifappllabie)
cfe
[1dAaem
Dm
1.62
Om
Perks, cerntenes
6t0 -OTS
Plevem. ds
0.20-0.35
Reamed yard areas
0.95
050
unimpoved areas
a3o-am
so-een
APba%
059
Con.
095
arck
O.RS
axo
0as
] Calculate Overland now Time Of Concentration in Minutes (Ta) or use default 10
min OMin.
9 Calculate the Post -Project peak discharge (Weak)
Qrms
243 cfs
1u Calculate peak Qwq (uses 2-yrstorm)
Qwu
0.98 cfs
(used for SIG Trap throat velocity, WQ storm conveyance system sizing)
650-O.TO
11 calculate tops ronoff volPV] (for sizing primary, stooge)
V
3,921 ft,
V=C1)Tr-60)Ax36o0
095-050
12 Calculate Vwq (for sizing WQfaolllbes)
am o.,S
Enter Percentile Swum l 180th percentile=034 in)
Both 0.34 in
Ener WQ Volume (Vsvn=Cxi (fromline ab0ve)xAx3600)
Vwn
1,173 ftp
13 Detention:Appmved Dlmharge Rateto5urface Waters(ifappllabie)
cfe
Surface Stc age: pond
WQPond Frmhay+lS%Ixdiment V 1,349 it,
Primary Treatment/Stoage Bazin V 2,798 fe
Subsurface Storage: Seepage Bed
Volume Without Sediment Factor V 3,921 ft'
See PMPIM I—aa RM fnr nc,lon 11n4- VI., I.ru-.s
P:\13-04]\Documents\Reports\Drainage\Post Day ACHD 50 CA CS 7-23-13 Version 56, l my 2013
ananoem"I Xunoe tce0lakntc fir Vaious somarez
Type efsurtaee
Runoff Caelreme_C
Caoamour eas
Q]0-095
Wb. nemardhllFOM1oodren
650-O.TO
ReLdenEY
seidetemik
095-050
MWtl-fmw
am o.,S
Re9deMial burdl
035-W0
Rparnrtvrt doelim. aaea
0.70
mdusbW and Commercial
[1dAaem
Dm
ReaWaeX
Om
Perks, cerntenes
6t0 -OTS
Plevem. ds
0.20-0.35
Reamed yard areas
Rall a.M
unimpoved areas
a3o-am
so-een
APba%
095
Con.
095
arck
O.RS
axo
0as
Feld:: sandy soli
Sa ,
lap.
A
8C
D
Fat 0-2%
0O1
Om
az
0as
.urge, 2N1
Saeep 14%
boa
o.2x
oss
o3a
0.13
0a$
.23
.2.
Adapted from ASCE
10/1/2013, 6:54 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineer's method clop must result in facilities that meet or exceed these calculations in order to be aaepted.
§9 AkePos"ro)ed Flows (for prepro(ectflaws, Increase number of storage fatalities to create new Yob)
User input in yellow cells. To accept default value type =in yellow cell and point to computed cell
S Pro)ed Name Golden Valley Subdivision, Basins A,6,C(Post Development)
2 Is area drainage basin map provided? yes
(mea must be included with stormwpt, cocufotfer,)
3 Enter Design Storm For Volume (IDD -year per ACHD mFc,) 100
5 ArmrfDmima,e5nbhaaln(SForAo-,c) Acres
Acre!
6 Det,mdm,the Weighted RunaffeaefRcient (c)
C=IIC1xA1)+(C2aA2)+(CnxAn)]/A Weighed Avg
1.
Subbasin
Ores
Subbasin
Subbasin
Subbasin
xvdmu6c
Subbasin
Subbasin
Subhasin
sub69dn
1
Subbasin2
3
4
5
Subhasin6
]
8
9
10
1.29
2.63
0.33
Time
B -m g, (in)
Slope(ft/ft)
Creff.
Lengtb
Manning n
Perm
4.25
(min)
13 Datentian:Appmved Discha%eliateto Surface Waters(dapphcable)
8savy.
cfs
F%h -.o-
Ia.2a-.
O.9s
OSS
010
Ndrazd vrd wad
OS0-4b
.1muravedareas
010-0-t0
S.
0.61
Aephalt
a95
Co.
095
Dick
025
] Calculate Overland Flow Time of Conrsntmtion in Minutes (Tc) arose default 10
.in a Nn.
S Czlculatethe Poet-Projed peak discharge(Ueak)
Ores
638
ds
lu calculate peak Qwq(uses 2 -yr storm)
xvdmu6c
266 chs
.max
(used for 5/G Trap throat velocity, WQ stand conveyance system sizing )
V 1a,199 it,
unbar neiMba"mndvess
aM-0.70
11 Glmlate}odl rvnoff vol (V)(fors"v ng primary storage)
Radius
Flow
Flow
Pipe She
a35 -0s0
Intercept
Mosso Ty
12 Calculate Vwq (firr"uing WQ facg1thes)
A/Wet
Velocity
Time
B -m g, (in)
Slope(ft/ft)
Creff.
Lengtb
Manning n
Perm
(fps)
(min)
S Czlculatethe Poet-Projed peak discharge(Ueak)
Ores
638
ds
lu calculate peak Qwq(uses 2 -yr storm)
cm
266 chs
.max
(used for 5/G Trap throat velocity, WQ stand conveyance system sizing )
V 1a,199 it,
unbar neiMba"mndvess
aM-0.70
11 Glmlate}odl rvnoff vol (V)(fors"v ng primary storage)
V
10,299
fe
V=GjTG60)Ax36DD
a35 -0s0
Mosso Ty
12 Calculate Vwq (firr"uing WQ facg1thes)
A -ski .Gal i -o')
025-LLW
Enter Percentile storm I pleth percentile=034 in)
ApmtrnerridxelhnFtaeas
80th
034 In
Enter WQValume(Vwp= CxI(hom line a have) x, 3600)
Vpp
3IN
W
13 Datentian:Appmved Discha%eliateto Surface Waters(dapphcable)
8savy.
cfs
Surface Stnage: Pond
—
WQPond Fo..be, 125% sediment
V 3,659 fe
Primary Treatment/Storage Basin
V ],609 be
Subsurface Stodge: 5eepaae Bed
.max
Volume Without Sediment Favor
V 1a,199 it,
P:\13-047\Documents\Reports\Drainage\Post Oev ACHD SD_CALCS 7-23-13 Version 5.6, My 2013
Eeaimrted euneN (neF@denFs 1w V Ad's svA
—
Ty Oimfa,e
annual soefBdeoYY-
eu.—
.max
97n-095
unbar neiMba"mndvess
aM-0.70
Pe9tlenged
5innra�y
a35 -0s0
Mosso Ty
aid -0.75
A -ski .Gal i -o')
025-LLW
ApmtrnerridxelhnFtaeas
n]U
Industrial and CmrmrW
Evidd—usem
8savy.
09a
F%h -.o-
Ia.2a-.
P ,gmvndz
ala-A9s
Ndrazd vrd wad
OS0-4b
.1muravedareas
010-0-t0
S.
Aephalt
a95
Co.
095
Dick
025
naofs
035
Fefds: sndy cull
saBType
slope
A
8
e
0
Flat02%
011e
4LJ
all
015
Are W2,6%
suo,"A
aD9
a12
015
0te
013
a.18
a33
a18
Adapted from ASFF
9129/2013,696 PM
1: 1� ij� ill �� 1 11�11111jg � �� � l l � I � &I p
I l k O-Vill Eli
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 Tra p'Ve6tity fa lculatTan
User input in yellow cells. To accept default value type = in yellow cell and point to computed cell
1 Project Name Golden Valley Subdivision, Basin A,B,C (Post Development)
10/4/2013, 9:44 AM
P:\13-047\Documents\Reports\Drainage\Post Dev_ACH[YE0oWJG$—Rr2B2ffl3
INLET AND GUTTER CAPACITIES
ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing)
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 cell
1 Golden Valley Subdivision, Basin A (Post Development)
2 Curb Type
Hcuse=
1 -6 -in Vertical
3 Height of Curb at Gutter Flow Line
Hcvas =
5.75 in
4 Gutter Depression
a =
0.75 in
5 Gutter Width
W=
1.50 ft
6 Gutter Cross Slope, S„=a/W+S, S,= 0.0e- ft/f;
7
Distance from TBC to Street Crown
Tcaowry =
18.00 ft
8
Pavement Cross Slope
Sx =
O,020 ft/ft
9
Longitudinal Slope- Enter 0 for sump condition
So=
0.000 ft/ft
10
Manning's Roughness for Street Section
nsT,EET=
0.017
11
Max. Allowable Water Spread
T. =
12.27 ft
17 Discharge within the Gutter Section W(Qr -Qx)
Total Dry Pavement
#VALUEI
10.46 ft
18 Max. gutter flow based on allowable spread (one side)
Local <=2" at Crown, no curb overtopping
SUMP
cfs
TE
Collector one 10 -ft dry lane, no curb overtopping
Arterial two 12 -ft dry lanes, no curb overtopping
12 Water depth without gutter depression
y=
2.94
in
13 Water depth at face of curb
d =
3.69
in
14 Water depth at center of inlet
d, =
3.14
in
15 Gutterflow to design flow ratio by FHWA HEC -22
Eo =
0.341
Length Grate
16 Discharge outside the Gutter Section W, carried in Pvt Tx
Qx=--77u--cfs
ft
24
17 Discharge within the Gutter Section W(Qr -Qx)
Q.=
#VALUEI
cfs
18 Max. gutter flow based on allowable spread (one side)
Or =
SUMP
cfs
19 Flow Velocity in the Gutter, V= (Ku/n) SL 0.5 SMa.6r _F0.67 V= #VALUE fps
20
Inlet on grade or sag?
2 -Sag
21
Select Inlet Grate Type
1-ISPWC Std Grate, ST
22
Width Grate
Wg
1.42
ft
23
Length Grate
Lg=
2.27
ft
24
Grate weir length P (grate perimeter excluding curb side)
Pg
5.10
ft
25
Clear opening area of grate
Ag
2,02
TE
Inlet in sag
32 Interception capacity
P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_9@ffik C5_9-20FRIT013
q= 2.05 cfs
9/28/2013, 6:07 PM
ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing)
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 cell
1 Golden Valley Subdivision, Basin B (Post Development)
2 Curb Type
HcuP6=
1 -6 -in Vertical
3 Height of Curb at Gutter Flow Line
HcuRB =
5.75 in
4 Gutter Depression
a =
0.75 in
5 Gutter Width
W =
1.50 h
6 Gutter Cross Slope, S, = a / W +S, 5,, = 0.062 ft/ft
7
Distance from TBC to Street Crown
TCROM =
18.00 ft
8
Pavement Cross Slope
Sx =
0.020 ft/ft
9
Longitudinal Slope- Enter 0 for sump condition
Sv=
0.000 ft/ft
10
Manning's Roughness for5treet Section
nsreeer=
0.017
11
Max. Allowable Water Spread
Trwx=
13.28 ft
16
Total Dry Pavement
Qx=cfs
8.44 ft
25
Local <=2" at Crown, no curb overtopping
Discharge within the Gutter Section W(Qr -Qx)
Q,,=
#VALUE!
Collector one 10 -ft dry lane, no curb overtopping
18
Max. gutter flow based on allowable spread (one side)
Qr =
Arterial two 12 -ft dry lanes, no curb overtopping
cfs
12
Water depth without gutter depression
y =
3.19
in
13
Water depth at face of curb
d =
3.94
in
14
Water depth at center of inlet
d; =
3.38
in
15
Gutter flow to design flow ratio by FHWA HEC -22
Eo =
0.315
24
16
Discharge outside the Gutter Section W, carried in Pvt T,
Qx=cfs
ft
25
17
Discharge within the Gutter Section W(Qr -Qx)
Q,,=
#VALUE!
cfs
18
Max. gutter flow based on allowable spread (one side)
Qr =
SUMP
cfs
19 Flow Velocity in the Gutter, V=(K„/n) SE 'S S. 057 TMB' V= #VALUE! fps
20
Inlet on grade or sag?
2 -Sae
21
Select Inlet Grate Type
1-I.SPWCStdr;r.r= Cr
22
Width Grate
Wg
1.42
ft
23
Length Grate
Ls=
2,27
it
24
Grate weir length P (grate perimeter excluding curb side)
Pg
5.10
ft
25
Clea r ope n ing a rea of grate
A,,=
2,02
7
Inlet in sag
32 Interception capacity
P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_90efsit .9,-APF11I3'013
Q;= 2.29 cfs
9/28/2013, 6:07 PM
ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing)
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 cell
1 Golden Valley Subdivision, Basin C (Post Development)
2
Curb Type
HcueB =
1 -6 -in Vertical
3
Height of Curb at Gutter Flow Line
HcuRB =
5.75 in
4
Gutter Depression
a =
0.75 in
5
Gutter Width
W =
1.50 ft
6
Gutter Cross Slope, Sw = a / W + 5,
Sn, _
13.062 ft/ft
7
Distance from TBC to Street Crown
TcROWN =
18.00 ft
8
Pavement Cross Slope
Sx =
0.020 ft/ft
9
Longitudinal Slope - Enter 0 for sump condition
%=
0.000 ft/ft
10
Manning's Roughness for Street Section
nsraeer =
0.017
11
Max. Allowable Water Spread
T, =
13.85 ft
Total Dry Pavement
7.30 ft
Local <=2" at Crown, no curb overtopping
Collector one 10 -ft dry lane, no curb overtopping
Arterial two 12 ft dry lanes, no curb overtopping
12
Water depth without gutter depression
y=
3.32
in
13
Water depth at face of curb
d =
4.07
in
14
Water depth at center of inlet
d', =
3.52
in
15
Gutter flow to design flow ratio by FHWA HEC -22
Ec =
0.302
16
Discharge outside the Gutter Section W, carried inPvtTx
Q,
7U(5---cfs
17
Discharge within the Gutter Section W(Qr -Qx)
Qw=
#VALUE!
cfs
18
Max. gutter flow based on allowable spread (one side)
Or =
SUMP
cfs
19
Flow Velocity in the Gutter, V = (K"/n) ScB"s SxU 61 To.6r
V=
#VALUE!
fps
20
Inlet on grade or sag?
2 -Sae
21
Select Inlet Grate Type
1-ISPWC Std Grate, Sr
22
Width Grate
`we
1.42 ft
23
Length Grate
Lj=
2.27 ft
24
Grate weir length P (grate perimeter excluding curbside)
P,=-5
TO ft
25
Clear opening area of grate
Ara
2,02 n
Is ii
Inlet in sag
32
Interception capacity
LL=
2.43
cfs
P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_9PPrCi�IrGS_9,-/%arN1013
9/28/2013, 6:07 PM
INFILTRATION BASIN W/ FOREBAY CALCULATIONS
ACHD Calculation Sheet for Sizing Ponds
NOTE: Thisworksheet 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 establ eh a minimum requirement The EnglneeKs methodology must result in tad@ice that meet or
exceed these calculations in order to be accepted.
User input to yellow cells. To accept default value type = in yellow cell and paint to computed cell
1 Project Name Golden Valley Subdivision. Basins A,B,C(Post Development)
4 DUIgn Storm 100 IinktO: QV
5 Weighted Rumd"Coeffrient C 0.61 0'W
6 Area A(Acresl 425 Dues
7 Approved Discharge Bate jifapplimhle) 0.00 ch Qvs
8 1-WQ Pund Forebay: 15% sediment V 3,669 it,
Toggle between Foil and Prime, Bevin, eoderdato add pmetfoi an
sJe9Tr
a.4 I� s4k We,
M a
p9. D \YT��
W E _
L alb Slge
Storm Duration
itotal
Forebay
RYnai
Posel
9 Select Fidebay Shape
Total
Discharge
5 -Irregular
Min
Hr
10. Width of Forebay Bmmm
W
SSA
k
i5u
11 Length of Forebay Sarum,
L
45.0
Ono
0
12 Side Slopes lH/V)
H/V
3.00
it/ft
..-..
13 Enter BmGum. Elevation
30
2659.00
IT
. . .
14 Enter Top Bank Elevation
85
2664.00
ft
2,091
15 Enter Water Surface Elevated(WSE)
0.25
26639.0
It
2,752
16 Dtster, Between Forebay and Primary Basin (blank if na)
0
24.00
R
30
17 Enter Elevation Be.
1.82
2662.50
It
255
10 Enter High Groundwater Elevation
255
Om
It
.. i.
19 Min. Freeboard Requirement
0.89
LOD
511
0
20 Freehmrd Provided
3,158
120
LOU
0.66
21 Sand Bottom for Forebay lnBllraffini
5,827
8
in/hr
Note: infiluaaon required?
Design Infiltration Rate, Enter 0 for no infiltration
18n
3AB
OAR
random sloped%of outflow
22 Send Window Area for Forebay
As-
266
Fe
4,943
Enter o far no Infiltration
6.00
030
034
8,417
Storm Duration
itotal
Q
RYnai
Posel
pre -Peal
Discharge
Total
Discharge
Marvel
Roud
Min
Hr
mint
as
its
Old
{tr
tlr
Old
o
Ono
0
D.BB
B
0
D
o
0
30
0.17
3.11
3.15
2,176
85
0
BS
2,091
15
0.25
2.62
266
2,752
128
0
128
2,624
30
0.50
1.82
Las
3,831
255
0
255
3,575
60
LAD
1.15
0.89
3,669
511
0
511
3,158
120
LOU
0.66
O.7U
5,827
1,021
0
11021
4,806
18n
3AB
OAR
0.52
6,475
1,532
0
1,532
4,943
360
6.00
030
034
8,417
3,064
0
3,066
720
1100
0:19
0.21
10,359
6,128
0
6,128
4,231
1440
24.00
0.12
0.13
1 12,949
12,256
0
12,256
693
Total Design Vol.
Override
5,353
Saved Stage
ON New5tage N)
Pond Pond
Side5lope Wldthat Lengthat
(H:V) Stage no Stage (III
Surface
Arp Aat
Stage (ft)
saver
8urbas,
AMAa1
Stage lffrl
sunaw
AMAId
SIa9, RM)
OVERIDE
Volume
Below
Step (h)
2659.00 2659.00
3AW
15.0 45.0
Override
767.00
0
2660.00
265100
Lola
LM
0.0 0.0
0.0 OR
Dverrlde
Dyerrlde
1168.00
1625.00
2662.00
2652.50
3AOB
3Ad0
0.0 0.0
0.0 0.0
Dvenide
Overrode
213900
2416.00
3.50 Rdepthfmaterepa
2s Dmez ferried have capacilv2 YES
;0 Tole a de,io IvrebdV 5S hazes
5ofrvml,nv9u?4houre,mlmun�-.
l w :
5,385
10/4/2013,10:29 AM
P:X13Dev_ACHD _SD_CALl3 7-23-13 version 5s, Apill 2013
ACHD Calculation Sheet for Sizing Ponds
NOTE:This worksheet is intended t4 be a guff efine to standardize ACHO checking of drainage calculations and shall not reel are the Engineer s
calculation methodology. These calculations shall establish a minimum requirement The Engines/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 paint to computed can
1 Pejert Name Golden Valley Subdivision, Basins A,B,C(Post Development)
h5 marl
3 Number of Call,(FunbaWPrimary=2, Primary 0n1y=1)
2
4 Design Storm
100
Unkto:
Qv
5 Wefghted RumoffC effidentC
0.61
OA3
6 Area A (Anes(
4.25 Dues
Va
7 Approved Discharge Rom (if applicable)
a.00As
E 2 -Primary Tma erent/Sto rge Basin
V
7,609
fta
Toggle between Feemb4y end PNm4ry gusto,
amerdom tndpdn[/ar inch
iW&Lyi
"new,9Wer
Y
d9 E
L
_i �Sae$IepC
E�
ak5lgee
Primary Basin
FOrebay
9 Select Primary Basin shape
5-Vregular
10 Width of Primary Basin Bottom
W
SSA
ft
15.0
111ength of Primary basin Bottum
L
45.0
k
45.0
12 Side Slopes (HIV)
H/V
3.00
{rift
3il0
13 Enter Bottom Elevation
2659.00
R
39Pd0
14 Enter Top Bank Elevation
26 1]11
ft
25igl
15 Enter Wmm-Smface Elevation(WSE)
2663-00
It
16 Distance Between Fombdy and Primary Basin(blankif ma)
24-00
it
_ m.
L7 Enter Elevation Berm
266250
It
-4fi:3
i
18 Enter High Groundwater Elevation
0.00
ft
v!o
19 Min. Freeboard Requirement
SAO
20 Freeboard Provided
21 Sand Bottom for Primary/Smfage Basin Infiltration?
B
ollr
Note. n/iftedion required
Design lefimallme Rate, Enter 0 for no infilmamen
bottom dopa l%o, 0 mmw,q
22 Sand Window Area for Primary
Asw
765
(f!
luu;
Enter 0 for no mfifttaHOn
23 Find Maximum Storage Required
stormowetiom itotal
q
FamoffVol Pert Vol
PreProj
Discharge
Total
Discharge
Max Vol
Read
Min Hr m/hr
of
ge fta
fta
I fta
fta
0 0.00 o
D.DD
o o
o
D
a
10 0.17 3.11
4.95
2,90 85
0
85
2,882
15 0.25 .2.62
4.18
3,763 128
0
126
3,635
30 050 182
2.89
5,200 255
0
755
4,945
60 1.00 1.15
2.11
7,609 511
0
5ll
120 240 0.66
1.01
7,255 1421
0
1,021
6,234
180 3.00 0.48
0.74
8,014 1,532
0
1,532
6,482
360 6.00 0.30
0.44
9,571 3,064
0
3,064
6,507
720 1100 0.19
029
12,574 6,178
0
6,128
6,446
1440 24.00 0.12
0.17
15,013 12,256
0
12,256
2,75/
Total Design Vol.
7,098
Ovemde
24
Deth-Stan,aftelifthmah,
Saved
surface
Pond Pond
Surface Smor.
Alec Aid
Yoiume
Saved stip SItle514pe
Widthat lengthat
Area Aat Area Aat
Sm9, ifel
Below
(ft) New, stage (it) (H:V)
Stage(Nl Snp(ft)
Stage(ftal stage)
OVERIDE
Stage (fta)
2659.0!1 269.01) 3.000
15.0 45.0
Override ]66-00
0
266040 3.000
0A 9.0
OveMde 1168.00
2661.00 3,000
0.0 0.0
Oveede 162500
26200 3000
0.0 pA
Dveraide 2339.00
266250 3000
0.0 0.0
OveThin 2418.00
263.00 3, DO)
OA OD
overdo, 8201.00
-
4.00 ftdi thromst4nge
8,040
25 Does primary/stooge hasin have.parit,?
YES
20 Time W dralo primary/storage basin
I iA 'ipurp'
90%vnbime. m 24-hmre minimum
_
7C97
10/4/2013,10:29 AM
P:\13U47lpocumelds\Reports\Ofainage\Post Dev_ACHp SO_CAL6 J-23-13 Version55, Apra 2013
STORM PIPE CALCULATIONS
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Pipe -1 (25 -year)
Circular
Diameter (ft)
= 1.00
Invert Elev (ft)
= 2661.47
Slope (%)
= 0.90
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.76
Elev (ft)
2663.00 —
2662.50
2662, nn
2661.50
2661.00
2660.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
1 2
Reach (ft)
Friday, Oct 4 2013
= 0.49
= 1.760
= 0.38
= 4.57
= 1.55
= 0.57
= 1.00
= 0.82
Depth (fl
.53
1.03
0.53
111M
IMM
-0.97
3
Channel Report
Hydraflow Express Extension for AutoCADE) Civil 3D® 2013 by Autodesk, Inc.
Pipe -1 (100 -year)
Circular
Diameter (ft) = 1.00
Invert Elev (ft)
= 2661.47
Slope (%)
= 0.90
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.05
Elev (ft)
2663.00
MIMMME
2661.50
2661.00
2660.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
Friday, Oct 4 2013
= 0.54
= 2.050
= 0.43
= 4.72
= 1.65
= 0.62
= 1.00
= 0.89
1
Reach (ft)
2
Depth (1
1.53
1.03
V.53
0.03
-0.47
-0.97
3
MOM
Hydraflow Express Extension for AutoCADO Civil 3 D 2013 by Autodesk, Inc.
Pipe -2 (25 -year)
Circular
Diameter (ft)
= 1.50
Invert Elev (ft)
= 2660.67
Slope (%)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.30
Elev (ft)
2663.00
2662.50
2662.00
2661.50
2661.00
2660.50
2660.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 4 2013
= 0.67
= 3.300
= 0.76
= 4.31
= 2.20
= 0.69
= 1.49
= 0.96
1 2 3
Reach (ft)
Depth (ft)
2.33
1.83
1.33
0.33
QINn
0.67
4
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Pipe -2 (100 -year)
Circular
Diameter (ft)
= 1.50
Invert Elev (ft)
= 2660.67
Slope (%)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.16
Elev (ft)
2663.00
2662.50
2662.00
2661.50
2661.00
2660.50
2660.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 4 2013
= 0.77
= 4.160
= 0.92
= 4.54
= 2.40
= 0.78
= 1.50
= 1.09
1
2
Reach (ft)
3
Depth (ft)
2.33
1.83
1.33
�Yk1
0.33
-0.17
-0.67
4
Hydraflow Express Extension for AutoCAD® Civil 31D® 2013 by Autodesk, Inc.
Pipe -3,4,5,6 (25 -year)
Circular
Diameter (ft) = 1.50
Invert Elev (ft)
= 2660.40
Slope (%)
= 0.50
N -Value
= 0.012
Calculations
= 4.82
Compute by:
Known Q
Known Q (cfs)
= 5.22
Eiev (ft)
2662.00
KY.YIR.111
2661.00
2660.50
2660.00
2659.50
0
Friday, Oct 4 2013
Highlighted
Depth (ft)
= 0.88
Q (cfs)
= 5.220
Area (sqft)
= 1.08
Velocity (ft/s)
= 4.82
Wetted Perim (ft)
= 2.62
Crit Depth, Yc (ft)
= 0.88
Top Width (ft)
= 1.48
EGL (ft)
= 1.24
Section
Deptf
1.60
1.10
Awl
0.10
W
1
2
Reach (ft)
3
Channel Rep®rt
Hydraflow Express Extension for AutoCAD® Civil 3DO2013 by Autodesk, Inc.
Pipe -3,4,5,6 (100 -year)
Circular
Diameter (ft) = 1.50
Invert Elev (ft)
= 2660.40
Slope (%)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.58
Eiev (ft)
2662.00
2661.50
2661.00
2660.50
C.IY:1;Q1i
2659.50
0
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
Friday, Oct 4 2013
= 1.04
= 6.580
= 1.31
= 5.02
= 2.95
= 1.00
= 1.38
= 1.43
1 2 3
Reach (ft)
Depth I
1.60
1.10
f .k
[ONM
M
-0.90
4