HomeMy WebLinkAboutDrainage Analysis - PLN General - 5/9/2012i
WNEK ENGINEERING
Consulting Civil Engineer
3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802
Drainage Analysis
Belfair Log Plaza
(2012 Redevelopment Project)
#23730 NE Highway 3, Belfair WA
12329-44-00010
located in:
MASON COUNTY
prepared for:
Belfair Log Plaza LLC
7728 NE North St.
Bainbridge Island, WA 98110
date:
May 09, 2012
L F
05-09-12
o023 60
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NAL
NOTE: THIS DOCUMENT IS INSCRIBED WITH A DIGITIZED
SIGNATURE dt DATE. THE ORIGINAL SIGNATURE
DOCUMENT IS ARCHIVED IN THE ENGINEER'S OFFICE.
Contents: MFW Project Number: 553
A. PARCEL DOCUMENTATION
B. PROJECT DESCRIPTION By the seal and signature here affixed,
C. EXISTING CONDITIONS I certify that the enclosed report was
D. DRAINAGE ANALYSIS accomplished by myself, and that I am
E. EXHIBITS & CALCULATIONS currently a registered engineer of good
standing in the State of Washington.
Belfair Log ..Plaza
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DISCLAIMER AND LIMI1AI70N OF LIABILITY:
The data used to make this map have been tested for accuracy,and every effort has been
made to ensure that these data are timely,accurate and reliable.However,Mason County LEGEND
makes no guarantee or warranty to its accuracy as to labeling,dimensions,or placement or
location of any map features contained herein.The boundaries depicted by these data are Roads LJ Fedrat Land$
approximate,and are not necessarily accurate to surveying or engineering standards,and arc
intended for informational purposes only.Mason County does not assume any legal liability H19riway5 City of Shelton
or responsibility arising from the use of this map in a manner not intended by Mason County.
In no event shall Mason County be liable for direct,indirect,incidental,consequential, RjYws 9 Streams Cowdy Boundary IDNR)
special,or tort damages of any kind,including,but not limited to,loss of anticipated profits parcels COmrrlisstOr+ar Districts
or benefits arising from use of or reliance on the information contained herein
Sections S Lakes
GO0 2009-Mason County GIS
I 100 W.Public Works Dr Townships f Puget Bound R MavY lakes
Shelton,WA 98584
A-1
MASON COUNTY
�f WASHINGTON TAXSIFTER
SIMPLE SEARCH SALES SEARCH REETSIFTER COUNTY HOME PAGE CONTACT DISCLAIMER
Melody Peterson
Mason County Assessor 411 N STH ST Shelton,WA 98584
Parcel
Parcel#: 12329-44-00010 Owner Name: BELFAIR LOG PLAZA LLC
Land Use Code: 53 -Trade-General Merchandise Addressl: 7728 NE NORTH ST
Situs: 23730 NE HIGHWAY 3 BELFAIR Address2:
Map Number: City,State: BAINBRIDGE ISLANDWA
Status: Zip: 98110
Description: TR 1 OF SE SE S 1/124
Comment:
2012 Market Value 2012 Taxable Value 2012 Assessment Data
Land: $392,040 Land: { $392,040,lOieAd:
_ . .__...__,...._ 0_2 7_6—.-.-_..T_a_x.-D.—i..s.tic._.�0-2—N7�-6oaI'
Improvements: $433,000 Imp rovements: $433,000, CWre Ue/DPI.
Permanent Crop:
$0
jTotai $825,040, Total $825,040 Total Acres
Ownership
Owner's Name all N sldp 1r
EELFAIR LOG PLAZA LLC l00 M
Sale: History
Sale Sales #
Excise• Grantor Granbee Price
Date Document Parcels 1
01/25/12 1984398 1 j 12-12953 XITSAP CREDIT UNION BELFAIR LOG PLAZA LLC 1$497 500
._.._ _._.._ .
01/05/11 11968295 1 111-10085 THREE POINT PROPERTIES KITSAP CREDIT UNION 0
08/21/03 1790306 1 i200368134 KENNETH&MICHELE THREE POINT PROPERTIES LLC $340000I
BLAKE
08/21/03 1790305 1 1200368133 MICHAEL L DICK,TRUSTEE THREE POINT PROPERTIES LLC $340,000
03/10/94 583778 1 199426678 MICHAEL L DICK MICKAEL L DICK TRSTEE DICK LIVING $0
TRUST
OW14/93 564834 1 199322378 MILLY J DICK MICHAEL L DICK $0
11/15/09 501381 1 198904045 LOUIS V DOMINGUEZ ETLIX KENNETH A BLAKE ET UX(MICHELE T) f350,0001
11/15/09 501362 1 198904046,KENNETH A BLAKE ET UX KENNETH BLAKE ETUX A MICHAEL DICKETUX =125,0001
Historical Valuation Info
Year Billed Owner 1 Land Impr. PermCrop Value Total Exempt Taxable
2012 MPAIR LOG PLAZA LLC $392,040 $433,0001: ;Q $825,040 $0 $825,040
2010 THREE POINT PROPERTIES ~� $392,040' 356,000 —� �^ 7 8 40 0 8 I
2011 KITSA►CREDIT UNION I $392,040 $433,000 $0 $825,040 $0 $825,040
2009 THREE POINT PROPERTIES �- - { $392,040, -$356,0006 - -OI $748,040 $01 $748,0401
2008 THREE POINT PROPERTIES $392,040; $356,000 0' $748,040 $0 $740,0401
A-2
BELFAIR LOG PLAZA WNEK ENGINEERING
Project Documentation May 09, 2012
1. PROJECT DESCRIPTION
a. Type of Permits
Building Permit Mason County
Land Modification Permit Mason County
b. Land Use Data
Zoning: Mixed Use
Urban Growth Area: Belfair
c. Proposed Site Improvements
- Existing building remodel
- Provide 11 new parking spaces
- Landscaping
d. Total Parcel Area
= 1.00 acres
e. Impervious Surfaces
Proposed:
Porous pavement: 7,200 sf = 0.175 acre
f. Pervious Surfaces
Landscape buffer: 0.043 acre
g. Relevant Reports
Soils: None required
Geotechnical: None required
Wetland / Stream: None required
Other: None required
B-1
BELFAIR LOG PLAZA WNEK ENGINEERING
Existing Conditions May 09, 2012
2. EXISTING CONDITIONS
a. Topography
Average Slope: < 5%
Maximum Slope: Approximately 2:1 (landscape buffer)
Declivity: Westerly
b. Land Cover
Existing development, building & parking.
c. Land Use
Commercial
d. Abutting Property Land Cover & Use
Along highway = commercial
West = vacant residential
e. Offsite Drainage Onto Property
None, upstream flows are deflected to south
f. Environmentally Sensitive Areas
Creeks, Lakes, Ponds, Wetlands - None
Ravines, Gulleys, Steep Slopes - None
Springs, Env. Sensitive Areas - None
g. Fuel Tanks, Wells, & Septic Systems
Fuel Tanks: None known
Wells: The area is served by public water.
Septic Systems: Belfair has recently installed public sewers.
h. Soils (USDA)
The USDA mapping is Eh, Everett gravelly sandy loam. Locally the native soils contain
high organic content due to seepages
i. Groundwater
Exposed soil behind the building show seepage within 3-ft of the surface.
j. Adjacent Drainage Facilities
Storm Sewers: SR-3
Roadside Ditch & Culverts: SR-3
Upstream Detention: None known
Downstream Detention Systems: None known
k. Drainage Discharge Points
Northwest corner of site, to SR-3 roadside ditch.
C-1
i
BELFAIR LOG PLAZA WNEK ENGINEERING
Drainage Analysis May 09, 2012
3. OVERVIEW
The project is a redevelopment. The flow chart for storm mitigation follows at the end of
this Section. The availability of public sewer has allowed the demolition of the septic
drainfield, and construction of additional parking of approximately 7,200 square feet.
Technical References:
- Stormwater Management Manual for Western Washington, WSDOE, February 2005
- Low Impact Development, Puget Sound Action Team, January 2005
4. MINIMUM TECHNICAL REQUIREMENTS (MR) REVIEW
a. MR#1, Preparation of Stormwater Site Plans
A stormwater site plan has been provided for the project.
b. MR#2, Construction Stromwater Pollution Prevention (SWPP)
The SWPP controls are incorporated into the grading and erosion control plan. The site
will disturb less than 1 acre, therefore an NPDES construction permit is not required.
c. MR#3, Source Control of Pollution
There is no proposed exterior storage areas proposed. There will be no heavy
equipment storage, or significant truck usage. There will be no re-fueling area. There
are no source controls warranted.
d. MR#4, Preservation of Natural Drainage Systems and Outfalls
The proposed condition will discharge to the same location as the existing condition:
roadside ditch & storm sewer of SR-3.
e. MR#5, On-Site Stormwater Management
Stormwater management techniques are required, the following are proposed:
Porous Pavement
f. MR#6, Runoff Treatment
For this project, the pollution-generating impervious surfaces (PGIS) will be comprised of
vehicle parking areas. The project meets the minimum threshold for requiring runoff
treatment. The native soils have a 'cation exchange capacity' (CEC) value greater than
'5' and are therefore adequate to provide treatment beneath the pervious pavement.
Table 4.1 Treatment Requirements by Threshold Dischar a Area
<%acres of >%acres <5,000 sf >51000 sf
PGPS PEPS PGIS PGIS
Treatment
Facilities
Onsitc Stormwater
13MPs
POPS=pollution-generating pervious surfaces
PGIS—pollution-generating impervious surfaces
sf=square feet
D-1
BELFAIR LOG PLAZA WNEK ENGINEERING
Drainage Analysis May 09, 2012
g. MR#7, Flow Control
The project does not meet the minimum threshold for flow control requirements.
However, placing an underdrain beneath the porous pavement allowed the storage rock
depth to be economized. The outlet of the underdrain is equipped with an orifice control
so that the base infiltration flow rate can be balanced with the required Water Quality
flow rate.
Table 4.2 Flow Control Requirements by Threshold Discharge Area
Flo" Control On-site stormntiater
Facilities Management BVPs
<3/,acres conversion to lair idandscape,
or<2.5 acres to pasture
>_'/,acres com ersion to hnnrllandscape, v _
or>2.5 acres to pasture
<10,000 square feet of effective
impervious area
>10,000 square feet of effective
impervious area
>0.1 cubic feet per second increase in
the 100-year flood fre uency
h. MR#8, Wetlands Protection
Not applicable.
i. MR#9, Basin/Watershed Planning
Not applicable.
j. MR#10, Operations and Maintenance
A Stormwater O&M Manual for the project will be provided after completion of
construction.
5. WATERSHED DESCRIPTION
a. Contributing Basin
The project basin contributes to an urban watershed that eventually flows to Hood
Canal.
b. Receiving Waters
Adequate Receiving Body No
Downstream Enclosed Sewer or Manmade Channel Yes
Stream or Wetland No
c. Watershed Description
A mixture of commercial properties along the SR-3 frontage, with various vacant or
residential properties away from the highway.
D-2
BELFAIR LOG PLAZA WNEK ENGINEERING
Drainage Analysis May 09, 2012
6. DESCRIPTION OF UPSTREAM BASINS
a. Sources of Runoff Onto Project Site
Minimal. See Section 2.e. 'Existing Conditions, Offsite Drainage Onto Property'
b. Existing Drainage & Erosion Problems
No obvious drainage/erosion problems within the upstream basin.
7. DOWNSTREAM ANALYSIS (Level 1)
a. Field Inspection
A general field inspection & inventory of the downstream route was performed on April
26, 2012. The project areas discharges to the east roadside ditch of SR-3, then flow
south under driveway approaches where it enters the storm sewer system of SR-3. It
was not practical to follow the storm sewer route to its outlet point.
b. Structures & Channel
Driveway approach culverts & open ditches, discharging to storm sewer along SR-3.
c. Problem Areas
Storm drainage has historically been an problem along SR-3. The storm system
components are to be reconstructed in future construction projects for the highway.
d. Summary
With the flow control provisions added to the porous pavement system, the project wi'I
create no increase in runoff to the downstream basin, from the existing condition.
8. SOILS REPORT
None warranted. Natives soils are exposed and readily identifiable. See section 11.c.
9. GEOTECHNICAL REPORT
None required.
10. BASIN MAPS
PROPOSED BASIN PLAN - Shows the proposed redevelopment areas.
11. ANALYSIS & CALCULATIONS
a. Methodology
The "Western Washington Hydrology Model" (Continuous Simulation) is used for
analysis of the pervious (porous) pavement using WWHM4 software.
D-3
BELFAIR LOG PLAZA WNEK ENGINEERING
Drainage Analysis May 09, 2012
b. References
See Section 3, "Overview"
c. Soils
Native soils were inspected from existing cut banks and trenching east of the existing
building.
The soils are categorized as loam and have adequate nutrient levels to provide water
quality treatment (cation exchange capacity > 5).
The native soils have adequate depth to meet infiltration criteria.
d. Hydrology
Porous Pavement - WWHM4 continuous simulation modeling for infiltration & orifice
controls are attached.
e. Hydraulic
Only the roof area will be transported by underground piping, en-route to the dispersion
trenches.
f. Flow Control
Although flow control criteria is not technically required it is employed to reduce the
required depth of storage rock beneath the porous pavement. The control orifice riser is
designed to meet the existing condition (forested) runoff rates.
g. Treatment
Treatment requirements for the PGIS is provided by the native soils having a sufficient
CEC factor.
12. EROSION CONTROL
There will be minimal disturbed area for this project. Grades within the work area are
very flat. The potential for off-site sediment transport is minimal.
All the runoff from the construction area must pass through the under-drain, which will
provide a filtering mechanism.
The native soil classification (Everett) is generally coarse textured, and not easily
transported by non-concentrated runoff. In the project area, the soils contain significant
organic material, which will be more difficult to settle-out if allowed to become mixed into
the storm runoff. The construction of the porous pavement, requiring a bed of drain rock
for storage, will provide additional protection to the native soils.
13. OPERATIONS & MAINTENANCE
An operations & maintenance covenant for stormwater will need to be recorded with
Mason County prior to final acceptance of the completed work.
D-4
BELFAIR LOG PLAZA
Do the new,replaced,or new plus replaced impervious surfaces total 2,000
square feet or more? 77.200 sf
OR
Does the land disturbing activity total 7,000 square feet or more?
Yes No
Minimum Requirements#1 through#5 Apply Minimum Requirement#2,
apply to the new and replaced impervious Construction Stormwater Pollution
surfaces and the land disturbed. Prevention
Next Question
Does the project add 5,000 square feet or more of new impervious surfaces? 7 00 sf
OR
Convert 3/e acres or more of native vegetation to lawn or landscaped areas?
OR
Convert 2.5 acres or more of native vegetation to pasture?
Yes Next No
Minimum Requirements#1 through#10 Question 10, Is this a road-
apply to the new impervious surfaces and related project?
the converted pervious surfaces. Yes
No
Does the project add 5,000 square feet or more of new impervious surfaces?
Yes No
Do new impervious surfaces add 50%or Is the total of the new plus replaced
more to the existing impervious surfaces impervious surfaces 5,000 square feet or
within the project limits? more,AND does the value of the
proposed improvements—including
No Yes interior improvements—exceed 50%of
the assessed value(or replacement value)
No additional of the existing site improvements?
requirements
Yes No
No additional
Minimum Requirements#1 through#10 requirements
apply to the new and replaced impervious
surfaces.
Figure 2.3— Flow Chart for Determining Requirements for Redevelopment
2-10 Volume I—Minimum Technical Requirements February 2005
D-5
BELFAIR LOG PLAZA WNEK ENGINEERING
Drainage Analysis May 09, 2012
PROPOSED BASIN PLAN
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E-1
WWHM4
PROJECT REPORT
Project Name: Porous Concrete 2
Site Name Belfair Log Plaza
Site Address: #23730 NE SR-3
City Mason Co.
Report Date : 5/9/2012
Gage Quilcene
Data Start 1955/10/01
Data End 1999/09/30
Precip Scale: 1.22
Version 2011/12/23
PREDEVELOPED LAND USE
Name Basin 1
Bypass: No
Groundwater: No
Pervious Land Use Acres
C, Forest, Steep .208
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
MITIGATED LAND USE
Name Basin 1
Bypass: No
Groundwater: No
Pervious Land Use Acres
C, Lawn, Flat .043
Impervious Land Use Acres
SIDEWALKS FLAT 0.061 (standard concrete)
Porous Pavement 0.104 (porous concrete)
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
E-2
Name Gravel Trench Bed 1
Bottom Length: 185.00 ft. (Bed area includes area under sidewalk)
Bottom Width : 38 . 90 ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 0.583
Pour Space of material for first layer : 0.2
Material thickness of second layer : 0.417
Pour Space of material for second layer 0.33
Material thickness of third layer : 0
Pour Space of material for third layer 0
Infiltration On
Infiltration rate 0.5 (USDA chart value = loam)
Infiltration saftey factor 0.75
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 6 in.
Orifice 1 Diameter: 0.75 in. Elevation: -1 ft.
Element Flows To:
Outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
0.0000 0.165 0.000 0. 014 0.000
0.0222 0. 165 0.000 0. 014 0.062
0.0444 0.165 0.001 0.015 0.062
0.0667 0.165 0.002 0.015 0. 062
0. 0889 0.165 0.002 0.015 0.062
0. 1111 0.165 0.003 0.015 0.062
0.1333 0.165 0.004 0.015 0.062
0.1556 0.165 0.005 0.015 0.062
0.1778 0.165 0.005 0.016 0.062
0.2000 0.165 0.006 0.016 0.062
0.2222 0.165 0.007 0.016 0.062
0.2444 0.165 0.008 0.016 0.062
0.2667 0.165 0.008 0. 016 0.062
0.2889 0.165 0.009 0.016 0.062
0.3111 0.165 0.010 0.016 0.062
0.3333 0.165 0.011 0.017 0.062
0.3556 0.165 0.011 0.017 0.062
0.3778 0.165 0.012 0.017 0.062
0.4000 0.165 0.013 0. 017 0.062
0.4222 0.165 0.014 0.017 0.062
0.4444 0.165 0.014 0.017 0.062
0.4667 0.165 0.015 0.017 0.062
0.4889 0. 165 0.016 0.018 0.062
0.5111 0.165 0.016 0.018 0. 062
0.5333 0.165 0.017 0.018 0.062
0.5556 0.165 0.018 0.018 0.062
0.5778 0.165 0.019 0.018 0.062
E-3
0.6000 0.165 0.020 0. 018 0.062
0.6222 0. 165 0.021 0.018 0.062
0.6444 0.165 0.022 0.018 0.062
0.6667 0.165 0.023 0.019 0.062
0.6889 0.165 0.025 0.019 0.062
0.7111 0.165 0.026 0.019 0.062
0.7333 0.165 0.027 0.019 0.062
0.7556 0.165 0.028 0.019 0. 062
0.7778 0.165 0.030 0. 019 0.062
0.8000 0.165 0.031 0. 019 0.062
0.8222 0.165 0.032 0.019 0.062
0.8444 0.165 0.033 0.020 0.062
0.8667 0.165 0.034 0. 020 0.062
0.8889 0.165 0.036 0. 020 0.062
0. 9111 0.165 0.037 0.020 0.062
0. 9333 0.165 0.038 0.020 0.062
0.9556 0.165 0.039 0. 020 0.062
0.9778 0. 165 0.040 0. 020 0.062
1.0000 0. 165 0.044 0. 020 0.062
1.0222 0. 165 0.048 0.037 0.062
1.0444 0.165 0.051 0. 066 0.062
1.0667 0.165 0.055 0.105 0.062
1.0889 0.165 0.059 0. 150 0.062
1.1111 0.165 0.062 0.201 0.062
1.1333 0.165 0.066 0.258 0.062
1. 1556 0.165 0.070 0.320 0.062
1.1778 0.165 0.073 0.386 0.062
1.2000 0.165 0.077 0.457 0. 062
1.2222 0.165 0.081 0.532 0.062
1.2444 0.165 0.085 0.610 0.062
1.2667 0.165 0.088 0.692 0.062
1.2889 0.165 0.092 0.778 0.062
1.3111 0.165 0.096 0.867 0.062
1.3333 0.165 0:099 0. 959 0.062
1.3556 0.165 0. 103 1.055 0.062
1.3778 0.165 0.107 1.153 0.062
1.4000 0. 165 0.110 1.254 0.062
1.4222 0.165 0.114 1.359 0.062
1.4444 0.165 0.118 1.465 0.062
1.4667 0.165 0.121 1.575 0.062
1.4889 0.165 0.125 1.687 0.062
1.5111 0.165 0.129 1.802 0.062
1.5333 0.165 0. 132 1. 920 0.062
1.5556 0.165 0.136 2.040 0.062
1.5778 0.165 0.140 2.162 0.062
1.6000 0.165 0.143 2.287 0.062
1.6222 0.165 0.147 2.413 0.062
1.6444 0.165 0.151 2 .543 0.062
1.6667 0.165 0.154 2 .674 0.062
1.6889 0.165 0.158 2 .808 0.062
1.7111 0.165 0.162 2 .944 0.062
1.7333 0.165 0. 165 3 .082 0.062
1.7556 0.165 0.169 3.222 0.062
1.7778 0.165 0.173 3 .364 0.062
1.8000 0.165 0.176 3.509 0.062
1.8222 0.165 0.180 3.655 0.062
1.8444 0.165 0.184 3 .803 0.062
E-4
1.8667 0.165 0.187 3. 953 0.062
1.8889 0.165 0.191 4.106 0. 062
1.9111 0.165 0.195 4 .260 0.062
1.9333 0.165 0.198 4 .416 0.062
1. 9556 0.165 0.202 4 .573 0.062
1. 9778 0.165 0.206 4 .733 0.062
2. 0000 0.165 0.209 4 .895 0.062
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.032803
5 year 0.047834
10 year 0.059723
25 year 0.07716
50 year 0.092044
100 year 0.108675
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.015558
5 year 0.016347
10 year 0.016839
25 year 0.017433
50 year 0.017857
100 year 0.018268
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1956 0. 151 0.018
1957 0.031 0.016
1958 0.043 0.016
1959 0.056 0.016
1960 0.037 0.015
1961 0.042 0.015
1962 0.036 0.015
1963 0.031 0.015
1964 0.025 0. 015
1965 0.015 0.015
1966 0.084 0.017
1967 0.038 0.016
1968 0.032 0.015
1969 0.029 0.015
1970 0.034 0.015
1971 0.045 0.016
1972 0.038 0.016
1973 0.035 0.015
1974 0.045 0.016
1975 0.032 0.016
1976 0.040 0.016
1977 0.025 0.015
1978 0.027 0.016
E-5
1979 0.032 0.015
1980 0.030 0. 015
1981 0.025 0.015
1982 0.026 0.015
1983 0.058 0.019
1984 0.016 0.015
1985 0.023 0.016
1986 0.032 0.015
1987 0.031 0.016
1988 0.025 0. 015
1989 0.015 0. 015
1990 0. 019 0.015
1991 0.038 0.017
1992 0.036 0.015
1993 0.024 0.015
1994 0.058 0.018
1995 0.034 0.015
1996 0.036 0.015
1997 0.035 0.015
1998 0.033 0.015
1999 0.061 0.018
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0. 1511 0.0191
2 0. 0839 0.0180
3 0. 0614 0.0176
4 0. 0584 0.0176
5 0.0583 0.0168
6 0.0564 0.0166
7 0.0453 0.0164
8 0.0451 0.0163
9 0.0432 0.0160
10 0.0419 0.0159
11 0.0396 0.0158
12 0.0384 0. 0158
13 0.0384 0. 0157
14 0. 0379 0.0157
15 0.0374 0.0157
16 0. 0363 0.0156
17 0.0359 0.0156
18 0.0357 0.0155
19 0.0350 0 .0155
20 0.0346 0.0154
21 0.0345 0.0154
22 0.0337 0.0154
23 0.0335 0.0154
24 0. 0324 0.0154
25 0. 0323 0. 0153
26 0.0321 0.0153
27 0.0319 0.0153
28 0.0314 0.0152
29 0.0312 0.0152
30 0.0309 0.0152
31 0.0304 0.0152
32 0.0287 0.0152
E-6
33 0.0268 0.0151
34 0.0263 0.0151
35 0.0254 0.0151
36 0.0252 0.0151
37 0.0252 0.0151
38 0.0247 0.0150
39 0.0239 0.0150
40 0.0226 0.0150
41 0.0188 0.0149
42 0.0162 0.0149
43 0.0155 0.0149
44 0.0155 0.0149
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0164 3055 27 0 Pass
0. 0172 2728 14 0 Pass
0. 0179 2441 7 0 Pass
0.0187 2178 3 0 Pass
0.0195 1926 0 0 Pass
0.0202 1703 0 0 Pass
0.0210 1492 0 0 Pass
0. 0217 1313 0 0 Pass
0.0225 1160 0 0 Pass
0.0233 1033 0 0 Pass
0. 0240 904 0 0 Pass
0. 0248 800 0 0 Pass
0.0256 682 0 0 Pass
0.0263 589 0 0 Pass
0.0271 509 0 0 Pass
0.0279 443 0 0 Pass
0.0286 382 0 0 Pass
0.0294 333 0 0 Pass
0.0302 288 0 0 Pass
0.0309 244 0 0 Pass
0.0317 211 0 0 Pass
0.0324 181 0 0 Pass
0.0332 157 0 0 Pass
0.0340 132 0 0 Pass
0.0347 118 0 0 Pass
0. 0355 107 0 0 Pass
0.0363 94 0 0 Pass
0.0370 84 0 0 Pass
0.0378 77 0 0 Pass
0.0386 66 0 0 Pass
0.0393 61 0 0 Pass
0.0401 55 0 0 Pass
0.0409 52 0 0 Pass
0.0416 46 0 0 Pass
0.0424 43 0 0 Pass
0.0431 40 0 0 Pass
0.0439 34 0 0 Pass
E-7
0.0447 33 0 0 Pass
0. 0454 28 0 0 Pass
0.0462 28 0 0 Pass
0.0470 27 0 0 Pass
0.0477 21 0 0 Pass
0.0485 19 0 0 Pass
0. 0493 17 0 0 Pass
0. 0500 14 0 0 Pass
0.0508 12 0 0 Pass
0.0515 11 0 0 Pass
0.0523 11 0 0 Pass
0.0531 10 0 0 Pass
0.0538 6 0 0 Pass
0.0546 6 0 0 Pass
0.0554 6 0 0 Pass
0.0561 6 0 0 Pass
0.0569 5 0 0 Pass
0.0577 5 0 0 Pass
0.0584 3 0 0 Pass
0.0592 3 0 0 Pass
0.0600 3 0 0 Pass
0.0607 3 0 0 Pass
0.0615 2 0 0 Pass
0.0622 2 0 0 Pass
0. 0630 2 0 0 Pass
0. 0638 2 0 0 Pass
0. 0645 2 0 0 Pass
0.0653 2 0 0 Pass
0.0661 2 0 0 Pass
0.0668 2 0 0 Pass
0. 0676 2 0 0 Pass
0. 0684 2 0 0 Pass
0. 0691 2 0 0 Pass
0.0699 2 0 0 Pass
0.0707 2 0 0 Pass
0.0714 2 0 0 Pass
0.0722 2 0 0 Pass
0.0729 2 0 0 Pass
0.0737 2 0 0 Pass
0.0745 2 0 0 Pass
0.0752 2 0 0 Pass
0.0760 2 0 0 Pass
0.0768 2 0 0 Pass
0.0775 2 0 0 Pass
0.0783 2 0 0 Pass
0.0791 2 0 0 Pass
0.0798 2 0 0 Pass
0.0806 2 0 0 Pass
0.0813 2 0 0 Pass
0.0821 2 0 0 Pass
0.0829 2 0 0 Pass
0. 0836 2 0 0 Pass
0.0844 1 0 0 Pass
0.0852 1 0 0 Pass
0.0859 1 0 0 Pass
0.0867 1 0 0 Pass
0.0875 1 0 0 Pass
E-8
0.0882 1 0 0 Pass
0.0890 1 0 0 Pass
0.0898 1 0 0 Pass
0.0905 1 0 0 Pass
0.0913 1 0 0 Pass
0.0920 1 0 0 Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0552 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0608 cfs.
Off-line facility target flow: 0. 0322 cfs.
Adjusted for 15 min: 0.0355 cfs.
Gravel trench bed infiltration rate = 0.062 cfs (> than off-line, 15-min. min. )
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is providedIas-is' without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc.
be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
STAGE GRAPH
2.00
1.50
0.51
o
�Op o
0. 10E-4 10E-3 10E-2 10E-1 1 10 100
(0.0o01) (OMI) (0.01) (D.1)
F�rc�rbt Tirn� Exc-n�dirvp
E-9
STAGE REPORT
Facility No. 1003
"Gravel Trench Bed 1"
Stage Occurances
(feet) (hours in 40-years)
0.0100 2494
0.0301 335
0.0502 223
0.0703 150
0.0904 117
0.1105 87
0.1306 73
0.1507 55
0.1708 45
0.1909 39
0.2110 32
0.2311 29
0.2512 25
0.2713 22
0.2914 19
0.3115 17
0.3316 16
0.3517 16
0.3718 14
0.3919 13
0.4120 13
0.4321 10
0.4522 7
0.4723 7
0.4924 6
0.5125 6
0.5326 4
0.5527 4
0.5728 4
0.5929 2
0.6130 2
0.6331 2
0.6532 2 <---PEAK STAGE
0.6733 0
0.6934 0
0.7135 0
0.7336 0
0.7537 0
0.7738 0
0.7939 0
0.8140 0
0.8341 0
0.8542 0
0.8743 0
0.8944 0
0.9145 0
0.9346 0
0.9547 0
0.9748 0
0.9949 0
1.0151 0
E-10