HomeMy WebLinkAbout2005 BONITO SUBDIVISION NO 3 EL DORADO BUSINESS PARK STORM WATER DESIGN REPORTStorm Water Design Report
for
BO|{ITO SUBDIVISION No.3
EL DORADO BUSINESS PARK
Developer:
Dave Evans Construction
5561 N. Glenwood Street, Suite A
Boise, ID 83714
(208) 8s11203
OF
D.
May 18, 2005
TOOTHMAN-ORTON ENGINEERING COMPANY
9777 CHINDEN BOULEVARI)
BOISE,ID 83714
323-2288
TABLE OF CONTENTS:
INTRODUCTION
CATCH BASIN CALCULATIONS
PEAK FLOW CALCULATIONS
STORM DRAIN PIPES
SAND & GREASE TRAPS
STORAGE VOLUME CALCULATIONS
FIGUREl_VICINITYMAP
FIGURE 2 - POST- DEVELOPMENT DRAINAGE AREAS
APPENDICES
Catch Basin Summary Calculations (q)
Peak Flow Calculations (Qp)
Sand and Grease Trap Calculations (Qr)
Storage Volumes Calculations Using (eroo)
INTRODUCTION
Bonito Subdivision No.3 is located on Copper Point Drive within Bonito Subdivision No.l, as
shown on Figure 1 - Vicinity Map. The site is currently bordered b1, the Ridenbaugh Canal to
the south, Lot 2 of Block 1 to the east. Lot 6 of Block 1 to the wesr. and Copper Point Drive to
the north. Bonito No.3 is approximately
=5.032 acres and will be a commercial
business
development consisting of 9 single-story businesses.
The existing site generally slopes 3.0% tou,'ard the north. Some offsite drainage is expected to
flow from an existing irrigation pump station facilitl, located in Lot 3 of Block 1, and will be
directed to the proposed infiltration basin in Drainage Area #L Other offsite drainage from the
Ridenbaugh Canal service road is not expected to enter the site but will slope awiy from the
subdivision toward the canal.
The Ada County Highway District Development Polic.v Manual dated January 2003 was used as
the basis for the design criteria. The storm drainage calculations represented in this report are for
the on-site post-development drainage.
The post-development area was separated into four drainage areas as shown on the Figure 2-
Drainage Areas. Roof drainage is assumed to contribute to the parking lot drainage calculations
for all Drainage Areas. The parking lot drainage is conveyed via curb and gutter to catch basins.
The storm water is then treated in four sand and grease traps and is discharged into four
subsurface seepage beds. According to Strata's April 20, 2005 Geotechnical Engineering
Evaluation with Addendum, that summarizes the subsurface ground conditions of El Dorado
Business Park, ground water is at least 16 feet below the ground surface at the lowest point of
this site.
BASIN TIONS
Type I inlet catch basins will be used along the vertical curbs and gutter. The Rational Method
was implemented to calculate the peak inflow rates for each catch basin (Qr) using 100-year
return frequency and storm duration equal to the time of concentration (t"). See attached
worksheets.
PEAK FLOW CALCULATIONS
The Rational Method was used to calculate the peak storm water runoff flows for each area (e)
using 100-year return frequency and storm duration equal to the time of concentration (t"). The
peak runoff flows are used to size sand and grease trap itructures and drain pipes.
The peak flow calculations are controlled by the impervious pavement areas. A minirnum time
of concentration of 10 minutes was used for peak flow calculatio.rs. See attached worksheets.
STORM DRAIN PIPES
ADS N-12 HDPE pipes using a Manning's coefficient of 0.013 were sized at 12" to handle all
storm drain flows from the inlet catch basins to the sand and grease traps. and ultimatell'to the
seepage beds. See attached u,orksheets.
SAND & GREASE TRAP CALC ONS
Two 10OO-gallon Sand & Grease Traps with 12" baffle widths and two 1500-gallon Sand and
Grease Traps with 18" baffle widths will be used, as shown on the construction plans. Flow
velocities thru the throat of the baffles were calculated to not exceed 0.50 fps during peak
discharge. See attached calculations.
STORAGE VOLUME CALCULATIONS
The volume of runoff (V,) was calculated to retain lO0% of the drainage from each area using
100-year return frequency and 1-hour storm duration. The subsurface seepage beds consist oi
free-draining gravel wrapped in filter fabric over 1 -foot of filter sand, as shown on the
construction plans. Excavation for the seepage beds will be to an existing layer of sandy gravels
at a depth approximately 17' below existing ground. Pit run fill will then be installed to the
design bottom elevation of each seepage bed to ensure free drainage. An infiltration rate of 8-
inches per hour was used as the standard rate for pit run material. See attached calculations.
CATCH BASIN SUMMARY CALCT]LATIONS (QP)
EL DORADO
BUSINESS PARK
(APRIL'05)
CATCH BASIN PEAK INFLOW RATES:
Qr:peak flow rate:C*i*A
C= dimensionless runoff coeffi cient
i,oo= rainfall intensiry (in./hr) ar Tc: l0 minutes using 100-year frequency
A=contributing area (acres)
Condition C i,oo (in./hr) Area (ac.) Qo
(cfs)
TOTALS 0.797 I.60r
Condition C i,o6 (in./hr) Area (ac.) Q,
(cfs)
TOTALS 0.265 0.548
Condition C i,6o (in.,&r) Area (ac.) (cfs)
TOTALS 0.013 0.038
(cfs)
TOTALS 0.693 1.404
Condition C i,oo (in./tr) Area (ac.) Q,
(cfs)
TOTALS 0.342 0.886
Condition C i,o, (in.,{u) Area (ac.) Qo
(cfs)
TOTALS 0.724 1.686
Condition C iles (in.Ar) Area (ac.) (cfs)
CB #I Impervious Post-developl O.eS 3.1 0.476
Pervious Post-developl O:O 3.r 0.321
Impervious Post-develop 0.95 3.1 0.1 65
CB#2
Pervious Post-develop 0.20 3.1 0.r00
CB #3 Impervious Post-develop 0.95
Pervious Post-develop 0.000
CB#4 Irnpervious Post-develop
Pervious Post-develop
Impervious Post-develop, 0.29A
CB #5
Pervious Post-develop 0.052
Impervious Post-develop 0-532
CB #6
Pervious Post-develop 0.192
Impervious Post-4evelopl O.li 0.259
CB#7
Pervious Post-developJ O.ZO
TOTALS 0.401 0.85 r
Condition C ilee (in./hr) Area (ac.)
EL DORADO
BUSINESS PARK
(APRIL'0s)
CATCH BASIN PEAK INFLOW RATES:
Qp:peak flow rate:C*i*A
C= dimensionless runoff coeffi cient
i,e6: rainfall intensity (in.Ar) at Tc: l0 minutes using 1O0-year frequency
A=contributing area (acres)
Condition C i,oo (in./hr) Area (ac.) (cfs)
TOTALS 0.076 0.1 84
Condition C i'oo (in.Ar) Area (ac.) Qo (cfs)
TOTALS 0.237 0.498
Condition C i,ro (in.,rhr) Area (ac.) (cfs)
TOTALS 0.1 89 0.454
Condition C i,q6 (in.,&r) Area (ac.) (cfs)
TOTALS 0.087 0.226
(cfs)
TOTALS 0.414 0.973
CB #8 Impervious Post-develop 0.95 3.1 0.059
Pervious Post-develop 0,20 3.1 0.017
CB #9 Impervious Post-developl O.SS
Pervious Post-developl O.ZO
CB #TO Impervious Post-develop
Pervious Post-develop
CB #11 lmpervious Post-developl ', - 0-95 3 r I o.oi4
Pervious Post-developl l l.zo
cB#12 Impervious Post-develop 3.1 0.308
Pervious Post-develop
Condition C i,oo (in./lu) Area (ac.)
PEAK FLOW CALCULATTONS (q)
EL DORADO
BUSINESS PARK
(APRIL'05)
IE4K DISCHARGE QE FOR STORAGE FACILITY USING
RATIONAL METHOD:
Qp: peak flow rate= C*i*A
C= runoffcoefficient
i,0,,: 100 vear event rainfall intensity (in./hr), over a duration equal to t. using lntensity-Duration-Frequency
Curves
A= contributing area (acres)
t": time of concentration (min.). using Surface Flow Time curves. Tc=1.g (1.1-c)*Dl/2/sl/3
AREA ''I'' Condition Coefficient Area ac.) NOTES:
TOTALS 0.797
Areal-l 'lous
C i,oo (in./hr) A (ac.)
Q, (cfs)
0.95 3.1 0.476
0.2 3.1 0.321
TOTALS 1.601
D=
S=
C=
t"=
A
ARF.4 "2"
D=
S=
C=
t.=
Area2 -
%
impen'ious
ntin.
in/hr
ac.
%
in/hr
lr
r.3r3
C i,oo (in./hr) A (ac.) Q,
(cfs)
0.95 3.1 0.887
0.2 3.1 0.426
TOTALS 2.876
(use t=10 min.)
(Roof drainage /lows
as overlandflow.)
NOTES:
(use t=10 min-)
(Roof drainage flows
as overland flow.)
Condition Coefficient Area
TOTALS
)
ir
tn.
A ac.
lmpervious Post-develop 0.95 0.476
Pervious Post-develop 0.2 0.321
2?0
EL DORADO
BUSINESS PARK
(APRIL'05)
PEAK DISCHARGE Q, FOR STORAGE FACILITY USING RATIONAL METHOD:
Qo: peak flow rate= C*i*A
C= runoffcoefficient
i,oo: 100 year event rainfall intensity (in./hr). over a
duration equal to t. using Intensitv-Duration-Frequency Curves
A= contributing area (acres)
t.: time of concentration (min.). using Surface Flow Time curves. Tc=1.8 (1.1-c)*D1/2/s113
ARF.4 "3" Condition Coefficient Area (ac.)
NOTES:
TOTALS 1.440
Areal-l
C i,oo (in.Ar) A (ac.)
Q, (cfs)
0.95 3.1 1.003
0.2 3.1 0.437
t"' TOTALS 3.225
i: rt00
A=
AREA "4"
D=
s=
C=
t.=
,100
A=
o/ /o
impen,ious
min.
in/hr
ac.
Area2 -
Condition Coefficient Area ac.
TOTALS 0.689
impen'iotts
TOTALS
(use t=10 min.)
(Roof drainage flows
as overland flow.)
NOTES:
(use t=10 min.)
(Roof dratnage tlows
as overland Jlow.)
%
1.650
Impervious Post-develop 0.95 1.003
Pervious Post-develop 0.2 0.437
250
3.1
0.95
J
Impervious Post-develop. 0.95
Pervious Post-develop. , 0.163
C i,oo (in.ftrr) A (ac.) Qo
(cfs)
0.95 3.1 0.526
0.2 3.1 0. i63
3.4 ,ot
CB-1 to SG-1
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-1 to SG-1
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.01 3
0.004000 fuft
0.62 ft
12 in
1.60 cfs
n
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2i
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i
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0.62 ft
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SG-1 to SB_1
Cross Section for Circular Ghannel
Project Description
Worksheet
Flow Element
Method
Solve For
SG-1 to SB-1
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.010000 tufi
o.47 ft
12 in
1.60 cfs
2 in
0.47 ft
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CB-2 to CB-3
Cross Section for Circular Channe!
Project Description
Worksheet
Flow Element
Method
Solve For
CB-2 to CB-3
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.01 3
0.004000 fuft
0.34 ft
12 in
0.55 cfs
l-
l
12 in
0.34 ft
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CB-4 to CB-3
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-4 to CB-3
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.030000 fvft
0.32 ft
12 in
1.40 cfs
-r-
12 in
I
I
0.32 ft
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o4122/o5 1o:19:47 AM O Haestad Methods, lnc. 37 Brookside Road Waterbury, cT 06708 USA (2o3) 75s-1666
page 1 of .r
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CB-3 to SG-2
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-3 to SG-2
Circular Channel
Manning's Formula
Channel Depth
Sectron Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.004000 fufi
0.73 ft
12 in
1.99 cfs
2 tn
0.73 ft
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CB-s to SG-2
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-S to SG-2
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.047000 fuft
0.23 ft
12 in
0.89 cfs
I
1 2i n
I
--r
0.23 ft
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project Engineer: property
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Toothman-Orton Engieering Co. FlowMaster v6
Methods, lnc. 1 [614o]
37 Brookside Road Waterbury, CT 06708 USA (2O3) 75S_j666 page
1 of 1
SG-2 to SB-2
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SG-2 to SB-2
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.010000 fuft
0.68 ft
't2 in
2.88 cfs
-T
12 in
0.68 ft
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CB-6 to SG-3
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-6 to SG-3
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.010000 fvft
0.75 fl
12 in
3.23 cfs
l-
12 n
0.75 ft
I
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CB-7 to CB-6
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-7 to CB-6
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.036000 fufi
0.32 ft
12 in
1.53 cfs
2 tn
0.32 ft
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CB-8 to CB-7
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-8 to CB-7
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.015000 fuft
o.27 ft
12 in
0.68 cfs
n
I
12
0.27 ft
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CB-g to CB-B
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-9 to CB-8
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.021000 fvft
0.21 fi
12 in
0.50 cfs
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0.21 lr
12 in
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SG-3 to SB-3
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SG-3 to SB-3
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.010000 fuft
0.75 ft
12 in
3.23 cfs
0.75 ft
I
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l
I
12 in
l
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CB-10 to SG-4
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-10 to SG-4
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.0'13
0.010000 fuft
0.48 ft
12 in
1.65 cfs
0.48 ft
I
i
12 in
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Methods, lnc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755_1666 page 1 of 1
I
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CB-11 to CB-10
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-1 1 to CB-10
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.0't 3
0.018000 fuft
0.34 ft
12 in
1.20 cfs
12 in
0.34 ft
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Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
CB-'12 to CB-1 1
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.030000 fvft
0.27 ft
12 in
0.97 cfs
I
12 in
0.27 tt
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SG-4 to SB*4
Cross Section for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SG-4 to SB4
Circular Channel
Manning's Formula
Channel Depth
Section Data
Mannings Coefficient
Slope
Depth
Diameter
Discharge
0.013
0.010000 fvft
0.48 ft
12 in
1.65 cfs
12 tn
0 .48 ft
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Engieering co. FrowMaster v6.1 [6i4o]
o4l22l15 10:57:46 AM @ Haestad Methods, lnc. 37 Brookside Road waterbury, cr 06708 usA (203)
755-1666 page 1 of 1
I
SAND AND GRXASE TRAP CALCULATIONS(QP)
EL DORADO
BUSINESS PAITK
(APRIL'05)
SAND AND GREASE TRAP CALCULATIONS USING QE
SG.1
Boise Vault l0fi)-gal. Grease Trap
Boise Vault 1500-gal. Grease Trap
Boise Vault 1500-gal. Grease Trap
Boise Vault 1000-gal. Grease Trap
SG-2
SG-3
SG.4
(cfs) Baffle, W (ft.) Baffle. L (ft.) Throat. A (SF) V,1-*
(fps)
Qo (cfs) Baffle. W (ft.) Baffle. L (ft.) Throat. A (SF)
V,o.o", (fps)
Qo (cfs) Baffle, W (ft.) Baifle. L (ft.) Throat" A (SF)
V.o"o", (fps)
Q, (cfs) Baffle. W (ft.) Baffle. L
(ft.) lhroat. A (SF) V,l.o", (fps)
1OOO GALLON DOUBLE PARTMION SAND & GREAEE TRAP
I{S-25 TRAr.r.IC LOADING
102'
INLET
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24" crct ira riagtg,conr
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24' cast in tr rit6&, cdvEr
5!" oUTLET
OUTLET
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Iolct hoglrr &
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6'.t'
31"
T
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llde, fo .eoi., dqtdhg wdcr &r th. inlet phc,
ttrr iouert d the iolel pipe ihodd not
be bel,Dr{
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Drawing not to scale
HS.25
1500 Galloa one plece Sand and Grease Trap
Side Visw
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PLAN VIEW
LEGEND
C -pER umnou s0-617 (TrPrcAL) FRAME AND covER
6 locmor ANo FL ELEV. pER
- PtlNs. (TYP|CAL) DEstcN
@ coNcnrre RrsER RINGS (MAx. 12)
- (ryptocl)
@ snNonno arNc
6) - Eu EL our tN > < EL EL. B B BY BY 1' J' MrN.MtN.
UNLESS OIHERY{ISE APPROVED BY
NOTES SECTION A-A
@ oesrcN LoAD: MSHTO HS-25 HtGHwAy
LoADING.
@ ou RETNFoRcING srEEL sHALL BE GRADE 60.
@ ornrr-ro oRAWNG oF A pREcAsI
-pouRED IN PIJCE BOX DESIGN MUST BE APPROVED Box oR A BY THE
DISTRICT ENGINEER PRIOR TO CONSTRUCTION.
@- nrx CALCUL{cApAcny TIONS ANO rs DETERMTNED FLOYV RATE. By HEIGHT, wATER LENGTH voLUME AND
WIOTH OF TANK OTTERMINED BY CAPACMT NEEDED.
(e) _rqc,tr oF
ouTLEr BAFFLE ',vALL
-TNLET qAFnE WALL DTTERM|NED ANo LENcTH oF
By TANK CAPACTTY AND
FLOW &qTE.
@ -AppLtcATtoN MUST eerone BE THESE APPROVED BoxEs BY ARE THE usED DISTRICT. THE
@ - PER r,nxnou SD-516 FRAME, AND coltrR SD-617. AND covER sHALL BE
@ IF DISTANCE
FROM TOP OF BOX TO BOTIOM
OF MANHOLE FRCME EXCEEDS 12' USE
PRECAST MANHOLE RISER PLUS
(- r) A enovroe TOP MAXIMUM OF MANHOLE srEps OF 12' wHEN FRAME OF THE RISER TO DtsrANcE TOP GRADE OF FRoM RINGS.BOX
D(CEEDS 24,.
STORAGE VOLI]ME CALCULATIONS (QIOO)
EL DORADO
BUSINESS PARK
(APRIL'0s)
STORAGE VOLUMES FOR CONTROL OF IOO-YEAR FREQUENCY STORM DISCHARGE RATES:
V.:volume of runofFC*i*A*T
Q,e6:average flow rate over 1-hour storm event using 100-year frequency:C*i*A
C: dimensionless runoff coefficient
i16s: average rainfall intensity (in./tr) using 100-year frequency
A:contributing area (acres)
T= storm duration
Condition C i,e6 (in./lr) Area (ac.) Q,oo (cfs) T (min.) V, (CF)
Area Impervious Post-deveiopl:r ,, , 0.95
I Pervious Post-developJ ,, ' ': , Q.ffl
1.1
TOTALS 0.797 0.568 2,045
Condition C i,qe (in./hr) Area (ac.) Q166 (cfs) T (min.) V, (CF)
Area Impervious lPost-develop
., Pervious lPost-develr
TOTALS 1.3 13 t.021 3,674
Condition C i,oo (in.,/tr) Area (ac.) Q,oo (cfs) T (min.) V, (CF)
Area Impervious Post-develop
3 Pervious Post-develop
TOTALS 1.440 1.144 4,119
Condition C i,oo (in./hr) Area (ac.) Q1s6 (cfs) T (min.) V. (CF)
ArealPostdevelop lmpervious
Pervious lPost-develop
TOTALS 0.689 0.586 2,108
6{
6(
6(
6C
4
lnfiltration Bed Calculation
Rational Formula
Bed #1
Desiqn Criteria:
Design Storm Return Frcquency
T = Design Storm Duration
Q = DischaEe Rate
Storage Media Void Ratio
lR = lnfiltration Rate
SHGW = Seasonal High Groundwater Elevation
INV = Pipe invert into lnflltration bed
DIA = Pipe Diameter
MFG = Minimum Finish Grade Elevation Over Bed
Percent Volume lncrease for Sediment
Depth above top of Pipe
Min. Ground Cover thickness
lvlinimum Depth above SHGW
TT
Simplified Rational Hydrograph
V = Disposai Volume
= TxQ=
Enter Estimated Length (L):
Enter Estimated Width (W):
Calculated Footprint Area (A) =
LxW=
Vi = lnfiltration Volume
= lRxA=
Vr = Volume to Retain
= V - Vi =
W = Void Volume =
Vr/or'oid Ratio) =
Vs = Void Voiume plus Sediment lncr.=
Depth = Vs/A
=
Add 1 foot freeboard for final Depth (D)=
Bottom Eleva n Calculation
MNBE = Minimum Bottom Elevation
= SHGW + 3 ft.
=
lvlXTE = Maximum Top Elevatjon
= MFG - ground cover
=
MNTE = Minimum Top Elevation
= INV + DIA +
0 27 ft =
Maximum Depth = MXTE - MNBE
=
lMinimum Depth = MNTE - IrNBE
=
100 Year
60 l\,'linutes
0.568 CFS
40%
I inlhr
2640.0 ft
26E2.13 ft
12 in
2656.70 ft
o o/.
0.27 ft.
lnfi ltration Bed Calculation
Rational FormLila
Bed #2
Desion Criteria:
Design Storm Return Frequency
T = Design Storm Duration
Q = Discharge Rate
Storage Media Void Ratio
lR = lnfiltration Rate
SHGW = Seasonal High Groundwater Elevation
INV = Pipe inverl into lnflltration bed
DIA = Pipe Diameter
NIFG = Minimum Finish Grade Elevation Over Bed
Percent Volume lncrease for Sediment
Depth above top of Pipe
Ground Cover thickness
lvlinimum Deptir above SHGW
Calculations:
o
TT
Simplifled Rational Hydrograph
V = Disposal Volume = TxQ=
Vi = lnfiltration Volume
= lR x A =
Vr = Volume to Retain
= V - Vi =
Vv = Void Volume =
Vr/(Void Ratio) =
Vs = Void Volume plus Sediment lncr.=
Depth = Vs/A
=
Add 1 foot freeboard for final Depth (D)=
MNBE = Minimum Bottom Elevation
= SHGW + 3 ft.
=
IMXTE = Maximum Top Elevation
= MFG - ground cover
=
NINTE = lvlinimum Top Elevation
= INV + DtA +
O 27 ft :
Maximum Depth = MXTE - MNBE
=
Minimum Depth = NINTE - I,NBE
=
100 Year
60 lvlinutes
1.021 CFS
40%
I inlhr
2640.0 ft
2653.89 ft
12 in
2657.57 tl
o%
0.27 ft.
2.00 ft.
3.00 ft.
3600 Seconds
0.67 fuhr
lnfi ltration Bed Calculation
Rational Formula
Bed #3
Desiqn Criteria:
Design Storm Return Frequency
T = Design Storm Duration
Q = Discharge Rate
Storage lvledia Void Ratio
lR = lnfiltration Rate
SHGW = Seasonal High Groundllater Elevation
INV = Pipe invert into lnfilt.ation bed
DIA = Pipe Diameter
MFG = Minimum Finish Grade Elevation Over Bed
Percent Volume lncrease for Sediment
Depth above top of Pipe
Min. Ground Cover thickness
Minimum Depth above SHGW
TT
Simplifi ed Ratjonal Hydrograph
V = Disposal Volume . TxQ=
Enter Estimated Length (L):
Enter Estimated Width (W):
Calculated FooFrjntArea (A) = LxW=
Depth = Vs/A
=
Add 1 foot freeboard for finai Depth (D)=
MNBE = Minimum Bottom Elevation
= SHGW + 3 ft.
=
IVXTE = Maximum Top Elevation
= MFG - ground cover
=
MNTE = Minimum Top Elevation
= INV + DtA
+ 0.27 fl. =
Maximum Depth = IVIXTE - MNBE
=
l\4inimum Depth = MNTE - MNBE
=
100 Year
50 Nillnutes
1.144 CFS
40%
I in/hr
2540.0 ft
2650.81 ft
12 io
2656.20 ft
o a/.
0.27 ft
2.00 ft
3.00 ft
3600 Seconds
0.67 tvht
Enter 0 if very deep or unknown
1.00 ft
0
o
4,118 CF
46
lnfi ltration Bed Calculation
Rational Formula
Bed #4
Desiqn Criteria;
Design Storm Return Frequency
T = Design Storm Duration
Q = Discfiarge Rate
Storage Media Void Ratio
lR = tnfiltration Rate
SHGW = Seasonal High Groundwater Elevation
INV = Pipe invert into lnfiltration bed
DIA -- Pipe Diameter
MFG = N4inimum Finish Grade Elevation Over Bed
Percent Volume lnoease for Sediment
Depth above top of Pipe
Min. Ground Cover thickness
Minimum Depth above SHGW
Calculations:
o
TT
Simplified Rational Hydrograph
V=Disposal Volume = TxQ=
Enter Estimated Length (L):
Enter Estimated Width (W):
Calculated FooFrint Area (A) =
L xW =
Vi = lnfiltration Volume =
lR xA =
Vr = Volume to Retain =
V - Vi =
W = Void Volume =
Vrl(Void Ratio) =
Vs = Void Volume plus Sediment lncr
=
Depth = Vs/A =
Add 1 foot freeboard for final Depth (D)=
Boftom Elevation Calculation
MNBE = Minimum Bottom Elevation
= SHGW + 3 ft.
=
MXIE = lvaximum Top Elevation
= MFG - ground cover
=
MNTE = Minimum Top Elevation
= tNV + DtA
+ 0.27 ft. =
Maximum Depth = I,4XTE
- lvlNBE =
Minimurn Depth = [4NTE - MNBE
=
'100 Year
60 Minutes
0.586 CFS
40%
8 in/hr
2640.0 ft
2655.05 ft
12 in
2659.20 ft
o%
-
-
-
-
-
-
-
TOOTHMAN-ORTON ENGINEERING COMPANY
ENGINEERS. STIRI'EYORS - PI.ANIIERS
9777 CEINDEN BOTJLEVARI}
BOISE.IDA.EO E371,1
(20r) 32l22tr - PEONf,,
(20E) 321.239e - FAX
Officq in:
COEI'R d'ALEIIE,II)
CALDWELL ID
0.27 ft
2.00 ft
3.00 ft
3600 Seconds
0.67 fuhr
Enter 0 if very deep or unknown
1.00 ft
0
2,110 CF
10
380 SF
ft
fr.
253 CFlhr
1,856 CF
4,641 CF
4,641 CF
12.21 Ft.
13.21 Ft.
2643.00 ft.
2657 .20 ft.
2656.32 ft.
14.2 ft
lf D is greater than Minimum Depth but less than maximum depth thenr Bottom Elevation =
MNBE + D
lf D is less than or equal to l\/inimum Depth then: Bottom Elevation : IINBE - D
Bottom Elevation = 2643.11
heck on Plansl L =
w=
D=
Bottom Elevation =
Top Elevation =
Seasonal High cW Elev. =
38 Ft.
10 Ft.
13.21 Ft
2,643.'11
2,656.32
2,640.0
1,856 CF
[t nnllIti.!!]ul,t!0t8
Runoff Volume :
24
1104 SF
ft
ft
736 CF/hr
3,382 CF
8,456 CF
8,455 CF
7.66 Ft.
8.66 Ft.
11.2 ft.
9.1
2643.00 ft.
26U20 ft.
2652.08 t1.
lf D is greater than lvlinimum Depth but less than maximum depth then: Bottom Elevation =
MNBE + D
lf D is less than or equal to Minimum Deptlt then. Bottom Elevation =
MNBE - D
Bottom Elevation = 2643 42
Check on Plans! L.
w=
D=
Bottom Elevation =
Top Elevation =
Seasonal High GW Elev, =
il6 Ft
u Ft.
8.66 FL
2,613.12
2,552.08
2,640.0
3,382 CF
fitlAlDiingjrsjlq[$
Runoff Stora e Volume -
Calculations:
Vi = lnfiltration Volume
= lR xA=
Vr = Volume to Retain
= V - Vi =
Vv = Void Volume =
Vr/(Void Ratio) =
Vs = Void Volume plus Sediment lncr.=
Bottom Elevation Calculation
Enter 0 if very deep or unknown
1.00 ft
0
3,676 CF
40
18
720 SF
ft.
ft.
480 CFlhr
3,196 CF
7,989 CF
7,989 CF
1110 Ft.
1214 ft.
2643.00 ft.
2655.57 ft.
2655.16 ft.
12.6 ft.
12.2
lf D is greaterthan Minimum Depth but less than maximum depth then: Bottom Elevation
= [4NBE + D
lf D is less than or equal to Minimum Depth then: Bottom Elevation =
[rNBE - D
Bottom Elevation = 2643.06
heck on Plansl L
w
D
Bottom Elevation
Top Elevation
Seasonal High GW Elev.
40 Ft-
,t 8 Ft.
12.10 Ft-
2,643.06
2,655.16
2,540.0
RunoffCF Volume 196
Enter Estimated Length (L):
E.ter Estimated Width (W):
Calculated FootsrintArea (A) : L xW =
Bottom Elevation Calculation
2.00 ft.
3.00 fr.
3600 Seconds
0.67 tuht
Enter 0 if very deep or unknown
1.00 ft
0
o
2,045 CF
484 SF
ft.
ft.
1,722 CF
4.305 CF
4,305 CF
8.90 Ft.
9.90 Ft.
2643.00 ft.
2654.70 ft.
2653.40 ft.
lf D is greater than Minimum Depth but less than maximum depth then: Bottom Elevation
= MNBE + D
lf D is less than or equal to Minimum Depth then: Bottom Elevation =
MNBE - D
Bottom Elevation = 2643.50
Check on Plansl L =
w=
D=
Bottom Elevation =
Top Elevation =
Seasonal High GW Elev. =
[ualjDi]ilqrH.[q|]j$
Runoff Sto Volume = 1 722 CF
22 Ft,
22 FL
9.90 Ft.
2,643.50
2,653.40
2,640.0
Calculations:
11.7 ft.
10.4
THE ENGTNEER et.
@ warerncxr sear-
ouT < EL.IN DY I
G.rt)
FLOW
2003 Revtsions
ACHD 2O0J Revbions
ALLOWED CONSTRUCTION
EL.B
1t'
OUTLET BAFFLE
EL OUT
Et
^a__.
BAFFLE WALL
IDAHO STANDARDS
FOR PUBLIC WORKS
CONSTRUCTION
SAND AND GREASE
TRAP
STANDARD No' sD- DRAWING 6zs
I
I
I
I
I
I
I
I
1.003
165
1.5
0.95
3.1
0.526
2.0
3.1
Impervious Post-develop 0.95 0.887
Pervious Post-develop 0.2 0.426
0.95
0.476
.. .., :0.i