HomeMy WebLinkAboutMiscellaneous APPLICANT 6/9/2006
,'~ ~1~~:::~:s~R~~'NE~R'N~~t~, I.
.--~ ISPRINGFIELD - OREGON . 974771
- .1 PHONE 541.726"9995 FAX 541-726-9996 1
- ~ -~ email:. keatinQenQCCIlmsn.com I
PROJEcfl OREGON INDUSTRIAL::"~lBER
ADDRESS 13950 MARCOLA ROAD - SPRI~~~IELD
SCOPE 1 STORMWATER ANALYSIS
I DISPOSAL ,
DESIGNER STEVE KEATING
I I
I DATE 2/13/20061
1 PROJECT NO I
I I
I I
STORMWATER CALCULATIONS
I PROJECT DESCRIPTION
DISPOSAL OF WATER FROM SITE USING EXISTING METHOOS AND FLOW REGIMES, FOR POST-DEVELOPMENT USING INCREAS
DETENTION
SEAL
RECEIVED
JUN 0 9 2006
BY:
._r.""
Date Received: W I. q /1 ( I
Planner: lM -~
"
KEATING
ENGINEERING
L L C
188 WEST B ST, - 91.06 P
SPlUNGFIB.D, OR 97477
VOICE (541) 726.9995
FAX (541) 726.9996
email keatingeng@msn.com
~
,)
September 16, 2005
Liz Miller'
City of Springfield
, Development Services
225 Fifth Street
Springfield, OR 97477
Re: 3950 Marcola Road ca 10pyBuilding and Paving Project
The following items respon I top your letter of April 28, 2006:
I, Oregon Industrial Lumber is concluding the purchase of the Weyerhauser
property for locati6n of this parking area and stormwater pre-treatment basin,
2, These notes have bb modified, Please also refer to response to item 3,
3, The c1inet respond&! with the maximum number of employees on our querry,
but on reflection, Jivised us that there were 10 to 12 employees woring other
shifts, and this woJld return a value of about 40 workers. The parking Jot
typically has 20 to 130 cars in it at this time,
4, Handicapped spaces are shown 'in. front of the business office, This is logical
as this is the most likely point-of-entry for a disabled user in a mill '
environment. ',I., '
5, This is the client's lintent., '
6, The propery lines are indicated on the ~ite plan, however it will be staked,at
the time of construbtion to ensure that there is no encroachment on the right-
of-way, I ' ,
. 7, The plan is taken from arie! mapping ans is accurate for the level of work
intended, The ma~ping in the City as-builts appears to generally agree with
the mapping, and donstruction staking will resolve setback issues, There is
enough room on thb plans for adjustment of the design if actual dimensions are
I .
not as called out on the drawings..
8, This will be resolvlxi with a preliminary title report a the time of property
transference, I .
9, Building security lighting is existing and is considered sufficient for the
parking area, I
10, We have discussed the with Steve Barnes are we are re-submitting a slooted
weir design for thJ outlet, with a stonnwater evaluation to support it
. I . :
If you have any questions, please feel free to call,
Sincerely,
I
D . I.
Plate Received: U'
anner: LM
cc: David Spies - Oregon Industrial Lumber
\
EXECUTIVE SUMMARY FOR STOI MW ATER SYSTEM
i<
Oregon Indu8trial Lumber, ("the owner") is planning a new parking area to conform to an
,
agreement executed previously with the Oity of Springfield. This is for the use of an existing
lumber re-manufacturing facilitya and a nJw project to add a canopy to protect the existing re-
saw equipment. It is intended. that this p~oject resolve stormwater issues using an on-site
extended dry basin with infiltration, and h~ve a minimal impact on public systems,
, I,
, '
As the off-site flow's, and any calculated design conditions for high-intensity events (the 10-year
recurrence interval event ,in this case) mu~ not negatively affect adjoining properties, an overland
flow route has been considered, allowing the parking lot to flood over curbs to the nearby streets,
without impacting any building areas,
Published data for the area indicates soils to be relatively impervious ("Nekia" type CL) with a
low infiltration rate, After site excavatiori the'soils at the basin site may be evaluated more "
, .
carefully and an'actual value can,be established, however, given the observed soils on this site
and on its direct adjoiner, 0,21" per hour is seen as reasonably conservative for planning
purposes,
Stormwater management will be characterized by the following practices:
I '. ' ,
1, Enactment of Best Management f1ractices (BMP's). This identifies events which can,
contribute stormwater. contamination, and prescribes practices which minimize their
impact, It is of preferable to prevebt contamination th~ to treat it,
, 2, Installa/ion of s/ormwa/er pretredtment facilities in dn ex/eiuJed dry basin. The potential
exists to construct biofiltration sy! temswhich will use natural processes to pre-treat.
The stormwater design uses I a-year events, The effect of the peak run-off rates for the design
lO-year storm event will be marginally hi~er'than present conditions, according to the '
stormwater models submitted, but the conveyances are very close to the McKenzie river, and
capacity at these locations does not appeJr to be constrained, ' " ,
HYDRAULICS
This stormwater hydrology study analyzes the current peak run-off from the site, Due to the
impervious nature of the soils and its presbnt relation to the storm conveyances on Marcola Road
(the available connections) a slight increJ in peak flows does not appear to be significat.
, I , ' " ' ' ,
The stormwater system is modeled using HydroCAD 8, It is based largely on the hydrology
techniques developed by the Soil Conse~ation Service (SCS/NRCS), combined with other
hydrology and hydraulics calculations, For a given rainfall event, these techniques are used to
Keating Engineering LLC - 188 West B Street - ~pringfield, OR 97477 - (541) 726-9995 (' nq I f'fge 1 of 3
OceanPines S/ormwater Study - 25 May, '006 I')ate ReCeived:u1.. ..1{-fJllI
, ':Planner: LM
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generate hydrographs throughout a water"hed: Typically, this allows the engineer to verity that a
given drainage system is adequate for the Irrea:under consideration, or to predict where flooding
or erosion is'likely to occur." '
The modeling design uses the Santa Barbara Urban Hydrograph method (SBUH)m, which is the
City standard, and which was developed by the Santa Barbara County (California) Flood Control
and Water Conservation District.
The SBUH method has many similarities to the SCS Unit Hydrograph procedure, Both
techniques employ the same SCS curve nJmbers, runoff equation, and rainfall distributions,
, . 1_
However, the SBUH method does not utilize a unit hydrograph or the convolution process,
(Note that the "UH" stands for Urban Hydrograph, not Unit Hydrograph,)
The basic SBUH runoff procedure is as fJllowS:
1, Compute the instantaneous hYdrolaPh: The stonn is divided into equal time increments
(dt), At each increment, the SCS RunofrEquation is used to determine the precipitation
excess, The difference between tHe successive values represents the instantaneous runoff
at that point in time, " ,
2, Compute the runoffhydrograph: rhe runoffhydrograph is obtained by routing the
instantaneous hydrograph through: an imaginary reservoir with a time delay equal to the
,
time of concentration, The following equation is used to estimate the routed flow at each
point in time:
Q2 = QI + w [II + I2 - 2 QI ],
where w = dtJ(2 Tc + dt)
Ql, Q2 = Runoff at beginning and end of interval dt [CFS]
11,12 = Instantaneous runoff at beginnibg and end of interval dt [CFS]
dt = Calculation time increment [minut~s]
Tc = Time of concentration [minutes]
w = Routing Coefficient
The hydrograph represents the flow of Wiater past a certain point over a given period of time,
For calculation purposes, each hydrograph consists offlow values (ordinates) that occur at a
given time increment throughout a certairi time span, Each hydrograph has a peak flow and a
total volume,
SOIL CLASSIFICATION AND CURVE NUMBERS
, Soils are classified into hydrologic soil grLps to indicate the minimum rate of infiltration
obtained for bare soil after prolonged w1ing- The HSG's, which are A, B, C, and D, are one
Keating Engineering LLC - /88 West B Street. Springfield, OR 97477 - (54/) 726"9995 I. !JI 1J~age 2 of 3
OceanPines StormwaterStudy - 25 May 2006 Date Received:J!L:!..
_ Planner: LM \
1
~,
element used in determining runoff curve number.
The infiltration rate is th~ rate at which wLer enters the soil at the soil surface. It is controlled by
surface conditions. HSG also indicates thb transmission rate - the rate at which the water moves
through the soil, This rate is controlled b~ the soil profile, The soil group used for this study is
Group D for pre-development conditions, I. HSG D has very low infiltration rates when
thoroughly wetted, and consist chiefly of clay soils with a high swelling potential, soils with a
,
permanent high' water table, soils with a claypan or clay layer at or near the surface, and dense
compacted soils, These soils have a very low rate of water transmission (0-0,05 in/hr),
CONCLUSIONS.
The post-development analysis indicates a n increase from 6,72 CFS to 7,02 CFS for a drainage
basin of5,73 acres, Maximum parking 10, flood elevations are less than 0,5 ft in the event of
system faillire .
The model was altered from the previous oubmittal at City request to provide for a6" slotted
weir. A narrower weir can be provided fo reduced flows, but the effect seems to be minimal in
any case,
Date R .
PI ecelVecJ.
anner: LM .
~.;Y l. ~'. ,", ~ " "'. .~,
Keating Engineering LLC - 188 West B Street - ~'lrlngfie1d, OR 97477.:(541) 726'9995-"""- ",' - .Page-3013
OceanPines Stormwater Study - 25 May >006 ''':''. '. '. '" '
;;:~,:t2:.:?:
Reach
:(::;;~;';/;}2
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,iil'
Lwg~ .
~- -- -.- ~ - -. ~_.. - - -- _. -...... - - -. - ---".
;POST -CONSTRUCT AN~AYSIS
10-YEAR RECURREN.C.E. IN..TERVAL ill ,7\.iIIl
SBUH METHOD Date Received:~ UL '
~C- - ~~~ln~ge~lag~":~~~ ~~~S~L LUMBER- REVIS;~~O:
LtZ:J Prepared by Keating Engineering LLC - 188 W 8 St, - Springfield - OR 97477
HydroCADlD 8,00 sin 002262 @2006 HydroCAD Software Solutions LLC
OREGON INDUSTRIAL LUMBER REVISED 10YR . '
Prepared by Keating Engineering LLC - 188 W B St c Springfield - OR 97477
HvdroCAOO 6.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Area Listing (all nodes)
Area t acres\. eN Deseriotion (subeats)
2.525 88 OPEN LAND (S85)
1,791 91 Gravel roads, HSG D (S84)
1.728 98 MIXED ROOFS AND PAVING (SB3)
0.464 98 PARKING LOT (SB6)
1,837 98 PAVED AREAS (S81)
0,689 98 Paved parking & roofs (S85)
0.482 98 ROOF (S82)
0,574 98 ROOFS (SB1)
10,089
Page 2
Pate Received- ~ q 6//1
Planner: lM . ({.J
OREGON INDUSTRIAL LUMBER REVISED 10YR,
Prepared by Keating Engineering LLC - 188 W B St - Springfield - OR 97477
HvdroCAOO 8,00 sin 002262 @2006 HvdroCAD,Software Solutions LLC
Time span=O.00-24,OO hrs, dt=O.05 hrs, 481 points
Runoff by SBUH method, Split Perviousllmperv.
Reach routing by Stor-Ind+ Trans method . Pond routing by Stor-Ind method
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 3
Subcatchment SB1: SB1
Runoff Area=l 06,000 sl Runoff Depth>4,09"
TC=15,O min CN=OI98 Runoff=2,84 cis 0,822 al
Subcatchment SB2: MILL ROOF AT EAST
Runoff Area=21 ,000 sl Runoff Depth>4,l 0"
Tc=10,Omin CN=OI98 Runoff=O,84cls 0.165al
Subcatchment SB3: UPPER MILL
Runoff Area=75,260 sl Runoff Depth>4.09"
Tc=15,O min CN=OI98 Runoff=2.03 cis 0,569 al
Subcatchment SB4: UPPER STORAGE AREAS
Runoll Area=78,000 sl Runoff Depth>3.31"
Tc=30,O min CN=9110 Runoff=1.34 cis 0,494 al
Subcatchment SB5: UPPER SITE
Runoff Area=140,000 sl RunoffDepth>3,25"
_ Tc=25,O min CN=88198 Runoff=2.51 cis 0,870 al
~.%(.. \'7 '1l-\f 'O~L;1
Subcatchment SB6: PARKING AREA MQl)tYIW
-
$J1';,((~l\ M \:~ , Runoff Area=2O,230 sl Runoff Depth>4,09"
" - Tc=15,Omin CN=OI98 Runoff=O,55cls O.l58al
---~
Reach 1 R: PIPING
Avg, Deptl,=O,49' Max Vel=15,08 Ips Inflow=5,85 cis 1,954 al
D=12.0" n=O,011 L=200,Q' S=O,08OO'f Capacily=11.91 cis Outflow=5,84cls 1,953al
Reach 2R: UPPER PIPING
Avg. Depth=0.31' Max Vel=15,53 Ips Inflow=2,51 cis 0,870 al
D=8,O" n=O,011 L=250,Q' S=O,152O.'f' Capacily=5,57 cis Outflow=2.50 cis 0,870 al
Pond 1P: SWALE AND PARKING LOT POND
.~
Peak Elev=465.39' Storage=8,800 cl Inflow=7,oo cis 2,m al
Discard<!d=O,03cls O,04Oal Primary=7.02cls 2.189al Outflow=7,Q4cls 2,229al..,~
l(N\L.~ f-~'" ~-'~I"") Inflow=7,02cls 2,189al't',
'. Primary=7.02 cis 2,189 al
(401?t1-\ l!1t,Ll!t1Ui ~&1' ~)
Inflow=2,84 cfs 0,822 al
Primary=2.84 cis 0,822 al
Pond 2P: EXISTING DITCH COMPLEX
Pond 3P: EXISTING DITCH COMPLEX
Total Runoff Area = 10.089 ac Runoff Volume = 3.100 af Average Runoff Depth = 3.69"
42.78% Pervious Area = 4.316 ac 57.22% Impervious Area = 5.773 ac
, Date Received:
"Planner: LM
w Cf 00
,
OREGON INDUSTRIAL LUMBER REVISED 10YR '
Prepared by Kealing Engineering LLC . 188 W B St - Springfield - OR ,97477
HvdroCAOO 8,00 sin 002262 @2006 HvdroCAD Soflware Solutions LlC
Runoff
=
Thurston 24-hr to-yr. Rainfall=4,35"
, Page 4
Subcatchment SB1: SB1
2,84 efs @ 7,89 hrs, Volume= ,
0,822 ai, Depth> 4,09"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0,00-24,00 hrs,dt= 0.05 hrs
Thurston 24-hr 10-yr Rainlall=4,35"
Area Csl)
80,000
25,000
105,000
105,000
CN Description
98 PAVED AREAS
98 ROOFS
98 Weighted Average
98 Impervious Area
Tc Length Slope Velocity Capacity. Description
(min) (Ieet) (llIlt) (fllsec) (cis)
15,0 Direct EntrY, PAVING AREA
Runoff =
Subcatchment 5B2: MILL ROOF AT EA5T'
0,64 efs @ 7,86 hrs, Volume=
,0:165 ai, Depth> 4,10"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24,00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainlall=4,35"
Area (51)
21,000
21,000
CN Description
98 ROOF
98 Impeivious Area
Tc Length Slope Velocity Capacity Description,
(min) (Ieet) (ftIft) (flIsec) (efs)
5,0 Direct Entry, ROOF
5,0 0 Total, Increased to minimum Tc = 10.0 min
Runoff =
Subcatchment 5B3:. UPPER MILL
2.03 efs @ 7.89 hrs, Volume=
. 0,589 ai, Depth> 4.09"
1:'
Runoff by SBUH method, Split PerviousllmpelV" Time Span= 0,00-24,00 hrs, dt= 0,05 hrs ii
ThurSton 24-hr 10-yr Rainlall=4,35" ,~
Area (~I)
75,260
75,260
T c Length
(min) (Ieell
15,0
Runoff. =
CN
98
98
Description
MIXED ROOFS AND PAVING
Impervious Area
'I
. ~I
~)
Slope Velocity Capacity Description
(ftIft) (flIsec) (efs)
,
Direct Entry, MIXED ROOF AND PAVING
Subcatchment SB4: UPPER STORAGE AREAS
1,34 efs@ 7.94 hrs, Volume=
0.494 at, Depth> '3.31"
Runoff by SBUH method, Split Perviousnmperv., Time Span,; 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Area(sl)
78,000
78,000
CN Description
91 Gravel roads, HSG D
91 Pervious Area
r 'I
I I ~ I
Date Received: to I tot 11lI/J
Planner: lM ~
OREGON INDUSTRIAL LUMBER REVISED 10YR
Prepared by Keating Engineering ~LC - 188 W B SI - Springfield - OR 97477
HvdroCAOO 8,00 sin 002262 @2OO6 HvdroCAD Software Solutions LLC
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 5
Tc Length Slope Velocity Capacity Description
(min) (feet) (flIlt) (flIsecl (cfs)
30.0 Direct Entry, GRAVEL AREA FLAT
Runoff
=
Subcatchment SB5: UPPER S,ITE
2,51 efs @ 7,93 hrs, Volume=
" 0.870 af, Depth> 3,25"
Runoff by SBUH method, Spirt Perviousllmperv" Time Span= 0,00-24,00 hrs, dt=o 0,05 hrs
Thurston 24-hr 10.yr Rainfall=4.35"
Area (sf)
30,000
110,000
140,000
110,000
30,000
CN Description
98 Paved parking & roofs
B8 OPEN LAND
90 Weighted Average
88 Pervious Area
98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (flIlt) (ftlsecl (efs) ,
5,0 Direct Entry, MILL
20,0 Direct Entry, OPEN AREA
25.0 0 Total
Runoff
=
Subcatchment SB6: PARKING AREA
0,55 efs @ 7,89 hrs, Volume=
" 0,158 af, Depth> 4,09"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0.00-24,00 hrs,.dt=o 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Area (sf)
20,230
20,230
CN Description
98 PARKING LOT
98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (flIlt) (flIsec) (cis)
15,0 Direct Entry, PAVING AREA
Reach 1R:PIPING
[52] Hint Inlet conditions not evaluated
[61J Hint Submerged 1% of Reach 2R bottom
Inflow Area =
Inflow =
Outflow =
6,732 ac, Inflow Depth >3,48"
5,85 cfs @ 7,92 hrs, Volume=
5,84 efs @ 7,93 hrs, Volume=
1.954 af
1,953 af, Atten= 0%, Lag= 0.4 min
Routing by Stor-Ind+ Trans method, Time Span= 0,00-24,00 hrs, dt= 0,05 hrn
Max, Velocity= 15.08 fps, Min, Travel Time= 0,2 min
Avg, Velocity = 8.63 Ips, Avg. Travel Time= 0.4 min
Peak Storage= 78 cf@ 7,92 hrs, Average Depth at Peak Storage= 0.49'
Bank.Full Depth= 1.00', Capacity at Bank-Full= 11,91 efs
12,0" Diameter Pipe, n= 0,011
Length= 200,0' Slope= 0.0800 "
Inlet Invert= 506,00', Outlet Invert= 490,00'
, ~
,Date ReCeiVed:1o..
,Planner: LM '
,
'OREGON INDUSTRIAL LUMBER REVISED 10YR ,
Prepared by Keating Engineering LLC - 188 W B SI - Springfield - OR 97477
'HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 6
Reach 2R: UPPER PIPING
[52] Hint Inlet conditions n~1 evaluated '
Inflow Area =
Inflow =
Outflow =
3,214ac, Inflow Depth> 3,25"
2,51 cfs @ 7,93 hrs, Volume=
2,50 cfs @ 7.94 hrs, Volume=
. 0,870 at
, 0.870 af, Allen= 0%, Lag= 0.5 min
Routing by Stor-Ind+ Trans method, Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Max, Velocrty= 15,53 ips, Min, Travel Time= 0,3 min
Avg, Velocity = 8,88 fps, Avg, Travel Time= 0.5 min
Peak Storage= 40 cf@ 7,93 hrs, Average Depth at Peak Storage= 0,31'
Bank-Full Depth= 0.67', Capacity at Bank-Full= 5,57 cfs
8,O"DiameterPipe, n= 0,011
Length= 250.0' Slope= 0,1520 "
Inlet Invert: 544,00', Outlet Invert: 506.00'
Pond 1 P: SWALE AND PARKING LOT POND
[93J Warning: Storage range exceeded' by 0.39'
[88] Warning: Qout>Qin may require Finer Routing> 1
Inflow Area =
Inflow =
Outflow =
Discarded =
Primary =
7.679 ac, Inflow Depth> 3,56"
7,00 cis @ 7,92 hrs, Volume=
7.04 cfs@ 8.10 hrs, Volume=
0,03 cis @ 8.08 hrS, Volume=
7,02 cfs @ 8.10 hrs, Volume=
, 2.277 at
:: 2,229 at, Allen= 0%, Lag= 11.1 min
, 0,040 at
2.189at '
Routlng by Stor-Ind method, Time Span= 0,00-24.00 hrs, ~ 0,05 hrs
Peak Elev= 485,39' @8,10 hrs Surf,Area= 5,000 si Storage= 8,800 cf
, Plug-Flow detention time= 42.9 mincalculated for 2.229 af (98% of inflow)
Center-of-Mass del. time= 27.4 rnin (707,9 - 680,5 )
Volume
#1
Elevation
ffeet)
483,00
484,00
485.00
Device
#1
#2
Routina
Discarded
Primary
Invert
483,00'
Avail,Storaae Storaae Descrilltion
8,800 cf Custom Stage Data (Prlsmalic)Listed below
Surf,Area
(sa:ft)
3,800
4,400
5,000
Inc. Store
(cubic-feet)
o
4,100
4,700
Cum.Store
(cubic-feet)
o
4,100
8,800
Date Received'
,Planner: LM
Invert
0,00'
. 483.00'
Outlet Devices
0.216 Inlhr Exfiltralion over Surface area
Custom Weir/Orifice, C=2.62
.-
OREGON INDUSTRIAL LUMBER REVISED 10YR '
Prepared by Keating Engineering LLC - 188 W B St - Springfield - OR 97477
HvdroCADill> 8,00 sin 002262 @2OO6 HvdroCAD Software Solutions LLC
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 7
Head (feet) 0,00 2,00 2.10 4.00
Width (feet) 0,50 0,50 2,00 2.00
Discarded OutFlow Max=0:03 cfs @ 8,08 hrs HW=485,20', (Free Discharge)
L1=Exflltrallon (Exfi~ration Controls 0,03 cfs)
Primary OutFlow Max=7,OO cfs @ 8,10 hrs HW=485, 39' (Free Discharge)'
L2=Custom Weir/Orifice (Weir Controls 7.00 cfs@4,12fpS)
Pond 2P: EXISTING DITCH COMPLEX
[40) Hint Not Described (Outfiow=lnflow)
Inflow Area =
Inflow =
Primary =
7.679 ac, Inflow Depth> 3.42"
7,02 cfs@ 8,10 hrs, Volume=
7.02 cfs @ 8.10 hrs, Volume=
2,189af
, 2.189 aI, Allen= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dtc' 0,05 hrs
Pond 3P: EXISTING DITCH COMPLEX
[40] Hint: Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Primary =
2.410 ac, Inflow Depth> 4,09"
2,84 cfs @ 7,89 hrs, Volume=
2.84 cfs @ 7.89 hrs, Volume:
0,822 al
0.822 ai, Allen= 0%, Lag= 0,0 min
Routing by Stor-Ind method, Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Dale Rec~,,"( Q (f{ ( [XJ
Planner: lM l
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--- ..._._~- _. ~. ---- -.. --.-'-- - '-,'
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,
/
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Drainage Diagram for OREGON INDUS1RIAL LUMBER PREDEV 10YR
Prepared by Keatirig Engineering LLC -188 W B Sf- Sp~field - OR 97477
HydroCA[)@8.oo sin 002262 @2006 Hydroqllp ~ofl,w<{ref~utions LLC
, Date Received: Ui \ q I YW
Planner: LM Ii '
PRE-CONSTRUCT CONDITIONS 1 b YR STORM
,OREGON INDUSTRIAL LUMBER PREDEV 10YR '
Prepared by Keating Engineering LLC - 188 W B St - Springfield - OR 97477
HvdroCAOO 8,00 sin 002262 @2OO6 HvdroCAD Software Solutions LLC
, Page 9
Area Listing (all nodes)
Area (acres) CN Descnotion(subcaffi'
0.464 75 GRAVEL (S86)
2,525 88 OPEN LAND (S85)
1.791 91 Gravel roads, HSG D (S84)
0.459 96: ROOFS (S81)
1,728 98 MIXED ROOFS AND PAVING (S83)
1,837 98 PAVED AREAS (S81)
0,689' 98 Paved parking & roofs (S85)
0.482 98 ROOF (S82),
9.975
Date Received:
Planner: LM
OREGON INDUSTRIAL LUMBER PREDEV 10YR
Prepared by Keating Engineering LLC - 188 W B St - Springfield - OR 97477
HvdroCAD<I!l8.00 sin 002262 @2006 HvdroCAD Software Solutions LLC
PRE"CONSTRUCTCONDITIONS 10 YR STORM
Thurston 24-hr 10-yr Rainfall~4,35"
Page 1 0
Time span~0.00-24,OO hrs, dl=O,05 hrs, 481 points
Runoff by SBUH method
Reach routing by Stor-Ind+ Trans method - Pond rou1ing by Stor"lnd method
Subcatchment SB1: SBl Runoff Area~100,000 51 Runoff Depth>4,09"
Tc~15.0 min CN=98 Runoff=2,70 cis 0,783 al
Subcatchment SB2: MILL ROOF AT EAST Runoff Area=21 ,000 51 Runoff Depth>4.11"
Tc=5.0min CN=98 Runoff=O,74cls O,165al
Subcatchment SB3: UPPER MILL Runoff Area=75,260 51 Runoff Depth>4,09"
Tc=15,O min CN=98 Runoff=2,Q3 cIs 0,589 al
Subcatchment SB4: UPPER STORAGE AREAS Runoff Area=78,000 sl Runoff Depth>3,31"
Tc=30,O min CN=91 Runoff=1.34 cfs 0,494 al
Subcatchrnent SB5: UPPER SITE Runoff Area=l40,ooo 51 Runoff Depth>3,22"
Tc=25.0 min CN=90 Runoff=2.52 cIs 0.862 al
Subcatchment SB6: PARKING AREA Runoff Area=20,230 sl Runoff Depth> 1 ,92"
Tc=15.0 min CN=75 Runoff=O.22 cIs 0,074 af
Reach 1 R: PIPING Avg, Depth=O,50' Max Vel=15,09 fps Inftow=5,67 cIs 1,946 af
D=12,O" n=O,011 L=200,O' 8=0,0800 " Capacity=11 ,91 cIs Outflow=5,86 cfs 1.945 af
Reach 2R: UPPER PIPING Avg. Depth=O,31' Max Vel=15.55 fps Inftow=2,52 cis 0,862 al
D=8,O" n=0.011 L=250.O' S=O.1520 " Capacity=5,57 cis Outflow=2,52 cis 0,862 af
Pond 2P: EXISTING DITCH COMPLEX Inftow=6,72cls 2,l85af
Prlmary=6,72 cfs 2,185 al
Pond 3P: EXISTING DITCH COMPLEX Inftow=2,70 cis 0.783 af
Prlmary=2,70 cIs 0,783 af
Total Runoff Area = 9.975 ac Runoff Volume = 2.968 at Average Runoff Depth = 3.57"
52.53% Pervious Area = 5.239 ac 47.47% Impervious Area = 4.735 ac
, pl;lte Received: 0 { Cl / 0 ~
Planner: LM ~
\'
, OREGON INDUSTRIAL LUMBER PREDEV 10YR
Prepared by Keating Engineering LLC - 186 W B St - Springfield - OR 97477
HvdroCAOO 8,00 sin 002262 @2006 HvdroCAD Software Solutions LLC
PRE-CONSTRUCT CONDITIONS 10 YR STORM
Thurston 24-hr 10-yr Rainfal/=4.35"
Page 11
Runoff
Subcatchment SB1 : SB1
=
2.70 cls@ 7.89,hrs, Volume=
0,783 at, Depth> 4,09"
Runoff by SBUH method, Time Span= 0.00-24,00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Raintall=4.35"
Area (sf)
80,000
20,000
100,000
20,000
80,000
CN Description
98 PAVED AREAS
96 ROOFS
98 Weighted Average
Pervious Area
Impervious Area
Tc Length Slope Velocity Capacity Description
(minI (feetl (ftffll (fl/secl (clsl
15.0 Direct Entry; PAVING AREA
Subcatchment SB2: MILL ROOF AT EAST
Runoff =
[49J Hint Tc<2dl may require smaller dl
0,74 cIs@ 7,83 hrs, Volume=
. 0.165 at, Depth> 4,11"
Runoff by SBUH method, .Time Span= 0,00-24,00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Raintall=4,35"
Area (sf)
21,900
21,000
CN Description
98 ROOF'
Impervious Area
Tc Length' Slope Velocity Capacity Description
(min) (feetl (ftIft) (flIsec) (cis)
5,0 Direct Entry, ROOF
Runoff
=
Subcatchme'1t SB3: UPPER MILL
2.03 cis @ 7,89 hrs, Volume=
0,589 at" Depth> 4.09"
Runoff by SBUH method. Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Thurston 24.hr 10-yr Rainfall=4,35'.' '
Area ~sf)
75.260
75,260
CN Descriotion
98 MIXED ROOFS AND PAVING
Impervious Area
Tc Length Slope Velocity. Capacity Description
(minI (feet) (ftffl) (flIsecl (cis)
15.0 Direct Entry, MIXED ROOF AND PAVING
Runoff =
Subcatchment SB4: UPPER STORAGE AREAS
1.34 cIs@ 7,94 hrs, Volume=
0.494 at, Depth> 3,31"
Runoff bySBUH method, Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Date R
Plannet:ect:
'.
OREGON INDUSTRIAL LUMBER PREDEV 10YR
Prepared by Keating Engineering LLC - 188 W B St" Springfield - OR 97477
HvdroCAOO 8,00 sin 002262 @2006HvdroCAD Software SolutionS lLC '
PRE-CONSTRUCT CONDITIONS 10 YR STORM
Thurston 24-hr 10-yr Rainfal/;4.35"
Page 12
Area IsO
78,000
78,000
CN Descriotion
91 Gravel roads, HSG D
Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (teet) (ftJfl) (llIsec) (cfs)
30.0 Direct Entry, GRAVEL AREA FI,;AT
Runoff
;
, ,
Subcatchment SB5: UPPER SITE
,
2,52 cts @ 7.93 hrs, Volume;
, 0,862 at, Depth> 3.22"
Runoff by SBUH method, Time Span; 0,00-24,00 hrs, dt-= 0.05 hrs
Thurston 24-hr 10-yr Raintall;4.35"
Area esO ' CN
30,000 98
110,000 88
140,000 90
110,000
30,000
Descriotion
Paved parking & rools
OPEN LAND
Weighted Average
Pervious Area
Impervious Area
Tc Length Slope Velocity Capacity' Description'
Imin) (feet) (ftJfl) (llIsec) (cis)
5.0 Direct EntrY, MILL
20,0 Direct Entry, OPEN AREA
25.0 0 Total
Runoff
;
Subcatchment SB6:PARKING AREA
0.22 cls@ 7,92,hrs, Volume;
0,074 at, Depth> 1.92"
Runoff by SBUH method, Time Span; 0.00-24.00 hrs, dt-= 0,05 hrs
Thurston 24-hr 10-yr Raintall;4.35"
Area IsO
20,;230
20,230
CN Descriotion
75 GRAVEL
Pervious Area
Tc Length Slope Velocity Capacity Description
Imin) (teet) fftJfl) ffl/sec) (cis)
15.0 Direct Entry, PAVING AREA
Reach 1 R: PIPING
[52J Hint: Inlet conditions not evaluated
[61] Hint: Submerged 1% of Reach 2R bollom
Inflow Area;
Inflow ;
.Outflow -
6,732 ac, Inflow Depth> 3.47"
5.87 cis @ 7,92 hrs. Volume;
5.86 cts@ 7.93 hrs, Volume;
1.946 af
1.945 at, Allen; 00/0, Lag; 0.4 min
Routing by Stor-Ind+ Trans method, Time Span; 0.00-24.00 hrs, dt-= 0,05 hrs
Max, Velocity; 15,09 fps, Min, Travel Time; 0,2 min '
Avg. Velocity; 8,58 tps, Avg, Travel Time; 0,4 min
Peak Storage; 78 cf @ 7,92 hrs, Average Depth at Peak Storage; 0,50'
Bank-Full Depth; 1,00', Capacity at Bank-Full; 11,91 cis
DCIl'e R
P1ann' eCeill1'W
er: LNt.,.
OREGON INDUSTRIAL LUMBER PREDEV 10YR
Prepared by Keating Engineering LLC - 188 W B 5t - Springfield - OR 97477
HvdroCAOO 8.00 sin 002262 @2006 HvdroCAD Software Solutions'LLC
i
PRE-CONSTRUCT CONDITIONS 10 YR STORM
Thurston 24-hr 100yr RfJinfall=4,3S"
Page 13
12.0" Diameter Pipe, n= 0,011
Length= 200.0' Slope= 0,0800 "
Inlet Invert= S06,OO', Outlet Invert= 490,00'
[52] Hint Inlet conditions not evaluated
Reach 2R: UPPER PIPING "
Inflow Area =
Inflow =
Outflow =
3,214 ac, Inflow Depth> 3,22"
2,52 cls@ 7.93 hrs, Volume=
2,52 cis @ 7,94 hrs, Volume=
" 0,862 at '
; 0,862 at, Allen= 0%, Lag='O,5 min
Routing by Stor-Ind+ Trans method, Tiine Span= 0.00-24,00 hrs, dt= 0,05 hrs
Max, Velocity= 15,55 tps, Min, Travel Time= 0.3 min .,
Avg, Velocity = 9,17 tps. Avg. Travel Time= 0,5 min
Peak Storage= 41 cf@ 7,93 hrs, Average Depth at Peak Storage= 0,31'
Bank-Full Depth= 0,67', Capacity at Bank-Full= 5,57 cis
8,0" Diameter Pipe, n= 0.011
Length= 250.0' Slope= 0,1520 "
Inlet Irwert= 544,00', Outtet Invert= 506.00'
Pond 2P: EXISTING DITCH COMPLEX
[40] Hint Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Primary =
7,679 ac, Inflow Depth> 3.41"
6.72 cfs @ 7.91 hrs, Volume=
6.72cfs @ 7,91 hrs, Volume=
2,185 at
2,185 at, Allen= 0%, Lag= 0,0 min
Routing by Stor-Ind method, Time Span= 0.00-24,00 hrs, dt=:O,05 hrs
, ,
Pond 3P: EXISTING DITCH COMPLEX
[40J Hint: Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Primary =
2,296 ac, Inflow Depth> 4,09"
2,70 cfs@ 7,89 hrs, Volume=
2,70 cfs @ 7,89 hrs, Volume=
"0,783 at
0.783 at, Allen= 0%, Lag= 0,0 min
Routing by Stor.lnd method, Time Span= 0;00-24,00 hrs, dt= 0,05 hrs
Date Re~ived'
'Planner: LM
v '~( 6~
,
IC:EATING ENGINEERIN, ...CI
188 WEST B STREET ' - SUITE '1
;PRINGFIELD - OREGON - 9747
'HONE 541-726-9995 FAX 541-726"9996
!mail: keatingeng@msn.cor:n' 1
,""-
- -
-=====--= -.
:~
PROJECT I
ADDRESS I
SCOPE I
DESIGNER I
OREGON INDUSTRIAL LUMBER
MARCO LA ROAD - SPRINGFIELD, OR
STORMWATER PRETREATMENT BASil DATE
I PROJECT NO
. Steve Keating I REVISED
3120/2006
ISEDIMENTATlON CALCULATIONS FOR STORMWATER PRETREATMENT DETENTION BASIN
EXTENDED DRY BASIN DESIGN
USES EPA APPROACHES RELATING SIZES OF SUP ENDED SOLIDS TO REMOVAL EFFICEINCIES OF TREATMENT SYSTEMS
EQUATION VALUES 1
DRAINAGE AREA]'
RUNOFF COEFFICIENT
DESIGN PEAK FLOW (Q)
BASIN WIDTH
BASIN DEPTH
BASIN LENGTH
POND EFF. PARAMETER L
'TYPICAL VALUE OF I DESCRIPTION 'I
STORM EVENTS I ANUAL NUMBER OF STORMS
I DURATION (HOURS)
I INTENSITY (IN/HR)
1 VOLUME (IN) 1
STORM SEPARATION (HRS) 1
PARTICLE SIZES
(From City of Portland)
Stormwater Management
Manual rev. 9/02)
PARTICLE DIAM'ETER (MICRm
1000
707
595
420
297
177
88
44
16
8
500000l'SQ FT I'
0,90 1
14583 CFH
50.00 FT
3.00 FT
100,00 FT
31 GOOD
AVG
71
15,9
0,35
0,51
123
%(WT)
100
100
95
90
85
80
75
50
25
o
CV
0,15
0,8
0.73/
1091
1.51
%ITTLL
1
5
5
5
5
5
25
25
25
'0
Cd
2,20
2,18
2,62
5.74
9,67
21,98
82,54
336,60
2393,72
0,00
I
1
1
I
1
I
I
1
I
I
9 1
0,34 SURFACE OVERFLOW RATE!
REMOVAL RATES
Re Idvnamic puiescenl D+C I VOL 1
52.001 -0,1681 0,06 -0,11 -0.00111
35,35 -0,1691 0,06 -0,11/ -0,00551
28,56 -0,1561 0,05 -0101 -0,00511
13.44 -0,1101 0,04 -0,07'1 -0,00371
7.431 -0,0871 0,03 -0,06 -0.00291
3,011 -0,0591 0,02 -0,041 -0.00201
0.79 -0,0311 0,01 'O,02! -0,00541
0,19 -0,016 0,00 '-0.011 -0,00271
0,03 -0,0061 0,00 -0,001 -0,0010 I
0,00 0,0001 0 000 I 0.0000
TOTAL VOLUME REMOVED I .0,02951
DYNi\MIC REMOVAL '1-(1+(1/n)"(Vp/(Q/A)))'"
QUIESCENT REMOVAL (Vs'A'TIE)Np ,
TIE (interevent time)
A (pond surface,area)
pool volume Vb
mean.annual"storm vol Vr
123 HRS
5000 sq ft
15000 GU FT
816750000 CU FT
Vp
5,2101
5,2327
4.7754
3,2246
2.4856
1.6487
, 0.8507
0.4213
0,1580
0,0000
shape factor
kinematic viscosity (v)
ps ::: particle density:::
o ::: density of water :::
basin ratio nOIA
OIA
2,65
0.000328 ft2/sec
150 pet
62,5 pet
STOKES SETTLING
VELOCITIES
ITERATIONS
particle size (microns)::: 1000 iteration V= -fpm 5.2
Re=DVIv= for V 1 521
Cd=24/Re+3/0,5Re+O,34= 1 2,20051
Vp=(49(PS-p)l(3)(Cd)(p))'= 1 5.21011= 0,08683 fps
lsmall pool volume limits usefulness of
Quiescent settlement
particle size (microns)::: 707 iteration V= fpm 5
Re=DVIv' for vi' 35,351.
Cd=24/Re+3/0,5Re+O,34= 1 2,18161
Vp=(4g(ps-p)/(3)(Cd)(p))'= 1 5,23271= 0,08721 fps
particle size (microns)::: 595 iteration V= fp,m '4,8
Re=DV/v= for vi. 28,561
Cd=24/Re+31O.5Re+O,34= I 2,6194/
Vp=(4g(ps-p)/(~)(Cd)(p))'= 1 4,77541= 0,07959 f~s
particle size (microns):::: 420 iteration V= fpm 3,,2
Re=DVIv= torV I 13.441
Cd=24/Re+3/0,5Re+O,34= 1 5,74481
VD=(40(DS-D)/(3)(C:~:: ~::::e~:~\qD$ 0(0_
,Planner: LM
exPlRl$ &-30-~