20070404 Storm Plan 11282007• SOUND ENGINEERING, INC.
civil engineers• land planners
PRELIMINARY STORMWATER
SITE PLAN
FOR
CREEK ROAD MIXED USE
TACOMA, WASHINGTON
SEPTEMBER 2007
PREPARED FOR:
YELM CREEK BUILDINGS, LLC
240 STADIUM WAY SOUTH
TACOMA, WA 98402
PREPARED BY:
JAMEY BARR, E.I., PROJECT ENGINEER
SOUND ENGINEERING, INC.
1102 COMMERCE S'PREET, SUITE 300
TACOMA, WA 98402
(253) 573 -0040
i :UY 06 � ,'))
PROFCe 07118.10 DATED 11.07
PRELIMINARY STORMWATER SITE PLAN
M81 All
CREEK ROAD MIXED USE
YELM, WASHINGTON
November 2007
Prepared For:
Yelm Creek Buildings, LLC
240 Stadium Way South
Tacoma, WA 98402
Prepared By:
Jamey Barr, Project Engineer
Approved By:
Timothy D. Holderman, P.E., Principal
REPORT #07118.10
EXPIRES: 1023/
This analysis is based on data and records either supplied to or obtained by Sound Engineering,
Inc. These documents are referenced within the text of the analysis. This analysis has been
prepared utilizing procedures and practices within the standard accepted practices of the industry.
SOUND ENGINEERING, INC.
TABLE OF CONTENTS
t Page
1.0 Project Overview ........................................................................................ ............................... 1
' 1.1 Project Location and Minimum Requirements ....................................... ............................... i
1.2 Project Descript ion ................................................................................. ............................... 2
1 2.0 Existing Conditions Summary ............................................................... ............................... 3
3.0 Off -Site Analysis ........................................................................................ ............................... 4
4.0 Permanent Stormwater Control Plan .......................................................... ............................... 4
4.1 Pre- developed Site Hydrology ............................................................... ............................... 4
4.2 Developed Site Hydrology ..................................................................... ............................... 4
' 4.3 Performance Standards and Goals ........................................................ ................_.............. 6
4.4 Flow Control System ............................................................................. ............................... 6
4.5 Water Quality System ............................................................................ ............................... 7
4.6 Conveyance System Analysis and Design ............................................. ............................... 8
5.0 Discussion of Minimum Requirements ...................................................... ............................... 8
6.0 Operation and Maintenance Manual .......................................................... ............................... 9
7.0 Special Reports and Studies ....................................................................... ............................... 9
8.0 Bond Quantities Worksheet ....................................................................... ............................... 9
Appendix A General Exhibits
■ A -1
Vicinity Map
A -2
Assessors Map
A -3
Soil Map
A -4
Soils Description
1 Appendix B Geotechnical Report
1 Appendix C Water Quality Treatment
C -1 Contech Stormwater Solutions stormfilter details
' Appendix D
Basin and Infiltration Trench Calculations
D -1
Basin Maps
D -2
W WHM calculations
i J
1.0 PROJECT OVERVIEW
1.1 Project Location and Minimum Requirements
This report has been prepared as part of requirements for Site Plan Review for the Creek
Road mixed use project, as submitted to the City of Yelm. The site Address is 10520
Creek Rd. SE, Yelm WA, 98567
Section 29 Township 17 Range 2E
General site located is at the northeast comer of Creek Road, and Yelm Ave. (SR 507),
the parcel numbers are PARCEL 'A'— 64303400400, and PARCEL 'B'— 64303400501.
See associated topographic boundary survey as submitted with the plan set. Also see
vicinity map provided within Appendix `A'.
All storm drainage requirements have been designed according to the 2005 Stormwater
Management Manual for Western Washington. Stormwater runoff from the developed
site will be collected and conveyed via tighlined systems to one of four infiltration trench
beds. Prior to release into the trenches, pollution generating surface runoff is designed to
be conveyed through the required "Conteeh" Stormwater Solutions stoanfilter vaults.
Minimum requirements as listed in Volume l of the 2005 Stormwater Management
Manual for Western Washington are:
1. Preparation of Stormwater Site Plans
2. Construction Stormwater Pollution Prevention (SWPPP)
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3. Source Control of Pollution
4. Preservation of Natural Drainage Systems and Outfalls
5. On -site Stormwater Management
6. Runoff Treatment
7. Flow Control
8. Wetlands Protection
9. Basin/Watershed Planning
10. Operation and Maintenance
1.2 Project Description
The proposal is to construct a 164 -unit multi - family residential and two commercial /retail
strip buildings totaling 16,740 square feet. The total site area is approximately 11.06
acres. The development will include stormwater facilities, utilities, public and private
roadways, parking lots and open space. In addition, a commercial development of three
buildings totaling approximately 28,800 square feet and approximately 6.02 acres on the
tax parcels known as 64303400501 and 64303400502 will be incorporated in the design
of the aforementioned development.
The proposed storm drain systems onsite have been broken into 4 sub basins which will
collect and convey all pollution generating stomr water runoff from the paved areas to a
2
stomrfilter manhole or vault by Contech Stormwater Solutions, for water quality
treatment, then to the associated infiltration bed. Runoff from nonpollution generating
surfaces will be collected and conveyed directly to associated infiltration bed. Roof
runoff from several units to the east side of the site will be conveyed directly to wetland
buffer which is to remain undisturbed, via dispersal trenches. Runoff from the existing
adjacent site is designed to be treated via a bioswale then released into the existing
retention facility. Minor disturbance to the existing bioswale is required in order to
construct the adjacent site parking areas, it is to be slightly regraded and replanted in
place.
2.0 EXISTING CONDITIONS SUMMARY
The project parcels are bordered to the west by Creek Road and to the south by Yelm Ave
(SR 507). An existing commercial building with associated parking areas, and runoff
treatment and infiltration facilities exists onsite to the south. To the north an existing
lumber yard, with associated access and parking exists. The eastern side of the site
development area abuts Yelm Creek. All construction is proposed outside of the buffer
zone for the creek.
The site is predominantly covered by mid sized grass and vegetation historically used as
agricultural pasture. Runoff sheet flows naturally at a slight slope of approximately 1%
from the west to the east. A couple existing residences exist onsite which are to be
demolished. A Geotechnical study was performed by GeoResources, see Appendix B'.
3
Soils onsite are mapped as Spanaway gravelly sandy loam (I10) and Spanaway stony
sandy loam (l 12) by NCRS — SCS (Thurston County Soil Conservation Survey).
3.0 OFF -SITE ANALYSIS
Runoff from the site sheet flows to the east to the Yelm Creek, where it then flows to the
south within the creek. Due to highly permeable soils found onsite it is likely that much
of the existing runoff also infiltrates and is conveyed via subsurface flows.
4.0 PERMANENT STORMWATER CONTROL PLAN
4.1 Pre - developed Site Hydrology
A roadway for access to the existing commercial building and associated parking exist on
the site to the south. A bioswale has been implemented to treat runoff from the existing
road and parking areas, and then routed to an existing infiltration pond to the south east of
the site. Runoff from the existing building is designed to be routed directly to drywells
adjacent to the building.
4.2 Developed Site Hydrology
The developed site is broken into four basins:
The first basin (Basin 1) is located to the northwest of the site, adjacent to Creek Road.
Stormwater runoff generated by roadway, sidewalk and parking areas will be collected
and conveyed to a 72" Contech Stormwater Solutions Stormfilter manhole housing 5
cartridges for water quality treatment. Flow is then conveyed to infiltration trench bed
`A' which consists of 2, 125' long x 6' wide trenches hydraulically connected. See
Appendix `D' for basin exhibits, calculations, and details.
4
The second basin (Basin 2) encompasses a majority of the north parcel directly to the east
' of Basin 1 and adjacent to Yelm Creek. Stormwater runoff generated by roadway,
1 sidewalk and parking areas will be collected and conveyed to one of the two 6'x12'
Stormfilter vaults housing 16 total cartridges for water quality treatment. Flow is then
' conveyed to infiltration trench bed `B' which consists of 5, 150' long x 8' wide trenches
hydraulically connected. See Appendix `D' for Basin exhibits, calculations, and details.
The third Basin (Basin 3) is located directly to the south of Basin 2, and adjacent to Yetm
Creek. Stormwater runoff generated by roadway, sidewalk and parking areas will be
collected and conveyed to a Contech Stormwater Solutions 72" Stormfitter manhole
housing 5 cartridges for water quality treatment. Flow is then conveyed to infiltration
trench bed `C' which consists of 3, 125' tong x 6' wide trenches hydraulically connected.
' See Appendix `D' for basin exhibits, calculations, and details.
' The fourth basin (Basin 4) is located to the south and west of the existing access road
constructed through the site, 160'" Avenue SE. Stormwater runoff generated by roadway,
1 sidewalk and parking areas will be collected and conveyed to a Contech Stormwater
' Solutions 72" Stormfitter manhole housing 4 cartridges for water quality treatment. Is
then conveyed to infiltration trench bed `d' which consists of 1, 125' long x 6' wide
trench. See Appendix `D' for basin exhibits, calculations, and details.
Additional roof runoff from the eastern most apartments, #5 & 6, and the apartment office
building have been designed to disperse runoff to their natural discharge location via
appropriately sized dispersal trenches located along the wetland boundary. Per Vol. III
sec. 3.1.2 of the 2005 D.O.E. Stormwater Management Manual for Western Washington.
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4.3 Performance Standards and Goals
Infiltration trench bed facilities and dispersion trenches for roof drainage will be
implemented in accordance with minimum requirement #5 On -site Stormwater
Management Vol. I sec. 2.5.5 of the 2005 D.O.E. Stormwater Management Manual for
Western Washington.
Contech Stormwater Solutions Stormfilter facilities will be implemented in accordance
with minimum requirement #6, Runoff Treatment Vol. 1 sec 2.5.6 of the above
referenced manual. This satisfies the required `Basic treatment" facilities per Vol. 1 sec.
4.2.
4.4 Flow Control System
Storm runoff generated by proposed impervious surfaces onsite is designed to be
infiltrated within the previously discussed infiltration trench beds. Doing so satisfies on-
site Stormwater Management requirements for flow control.
Several test pits were dug to accurately analyze the groundwater elevations throughout
the site. Careful consideration and design of the infiltration facilities was done in order to
maintain the minimum 5' separation from the bottom of the trenches to the seasonal high
water mark. See Appendix `B' for Geotechnical analysis of test pit findings, and refer to
preliminary grading and drainage plans for trench elevations.
6
The infiltration beds were sized using the Western Washington Hydrology
Model Version 3 (WWHM3), see Appendix 'E'. The designed flow rate of 60
in /hr was provided by GeoResources, see Appendix 'B'. The long term
infiltration rate used to size the trenches was achieved by applying a safety factor
of 5 to the actual rate. Per Table 3.9 Vol. III p. 3 -80 of the 2005 D.O.E Stormwater
Management Manual jar Western Washington.
Long term rate = 60 in/hr (1/5.5) = 10.9 in/hr
Due to high permeability of the existing soils, the infiltration trenches are designed for
flow control only, see the water quality system section for treatment facility design.
4.5 Water Quality System
Contech Stormwater Solutions stormfilter structures were chosen to treat the storm water
runoff from the traveled area (travelways, puking stalls, sidewalks) of the developed site.
Each of the infiltration trenches is preceded by a stormfilter structure for the pollution
generating surface runoff. Storm filter cartridge counts were calculated using W WHM3
to generate the target water quality 15 minute flow rate, then by applying the equation:
(Treatment flow)(449gpm/cfs / 15 gpm/cart.) _ # cartridges
The results are as follows:
Basin 1: Treatment flow= 0.17 cfs
Number of Required Cartridges = 5 Cartridges
Size of Stormfilter Vault =72" stormfilter manhole
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Basin 2: Treatment flow= 0.53 cfs
Number of Required Cartridges = 16 Cartridges (total)
Size of Stormfilter Vault = (2) 6' x 12' Precast Stormfilter
Basin 3: Treatment Flow= 0.19 cfs
Number of Required Cartridges = 6 Cartridges
Size of Stormfilter Vault= 72" stormfilter manhole
Basin 4: Treatment flow= 0.08 cfs
Number of Required Cartridges = 3 Cartridges
Size of Stormfilter Vault = 48" stormfilter manhole
(See Appendix 'D' for a more complete breakdown of calculations)
Runoff collected from roofs is proposed to bypass the water quality system and be routed directly
to the infiltration trench beds.
4.6 Conveyance System Analysis and Design
Conveyance calculations to be submitted with final Stormwater Site Plan.
5.0 DISCUSSION OF MINIMUM REQUIREMENTS
The Minimum Requirements have been addressed as discussed below.
1. Preparation of Stormwater Site Plans: Included herein.
2. Construction Stormwater Pollution Prevention Plan (SWPPP): To be submitted with
construction document plans.
3. Source Control of Pollution: To be submitted with construction document plans.
S4
4. Preservation of Natural Drainage Systems and Outfalls: The project does not abut a
natural drainage system or outfall, flow control is designed as infiltration.
5. On -Site Stormwater Management: Onsite infiltration trenches have been sized in
accordance with the 2005 Stormwater Management Manual for Western
Washington.
6. Runoff Treatment: Stormfiher vaults and manholes will be provided
7. Flow Control: Runoff is designed to infiltrate onsite.
8. Wetlands Protection: All development is outside the 50 buffer zone of the existing
wedand
9. Basin/Watershed Planning: NA
10. Operation and Maintenance: To be submitted with final Stormwater Site Plan.
6.0 OPERATION AND MAINTENANCE MANUAL
To be submitted with final Stormwater Site Plan,
7.0 SPECIAL REPORTS AND STUDIES
To be submitted with final Stormwater Site Plan.
8.0 BOND QUANTITIES WORKSHEET
To be submitted with final Stormwater Site Plan.
SOUND ENGINEERING, INC.
Jamey Barr
Project Engineer
■
APPENDIX A
General Exhibits
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III. Spanaway gravelly sandy loam, 3 to 15 percent slope., continued.
This soil is suited to year -round logging. Unsurfaced roads and skid trails are slippery when wet. Logging roads
require suitable surfacing material for year -round use. Rounded pebbles and cobbles for road construction are
readily available on this unit. Disturbance of the protective layer of duff can be minimized by the careful use of
wheeled and tracked equipment.
Seedling establishment and seedling mortality are the main concerns in the production of timber. Reforestation
can be accomplished by planting Douglas -fir seedlings. If the stand includes seed trees, natural reforestation of
cutover areas by Oregon white oak and lodgepole pine occurs infrequently, Droughtiness in the surface layer re-
duces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay the
establishment of planted Douglas -fir seedlings.
Common forest understory plants are cascade Oregon - grape, salal, western brackenfern, western swordfem, In-
dian plum, and Scotch - broom.
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112- Spanaway stony sandy loam, 0 to 3 percent slopes.
This very deep, somewhat excessively drained soil is on terraces. It is formed in glacial outwash and volcanic ash. The
native vegetation is mainly grasses, fems, and a few conifers. Elevation is 200 to 400 feet. The average annual pre-
cipitation is 40 to 50 inches, the average annual air temperature is about 51 degrees F, and the average frost -free period
is 150 to 200 days.
Typically, the surface layer is black stony sandy loam about 16 inches thick. The subsoil is very dark brown gravelly
sandy loam about 6 inches thick. The substratum to a depth of 60 inches or more is grayish brown extremely gravelly
sand.
Included in this unit are small areas of Aldersood soils on till plains, Baldhill soils on terminal moraines, and Event,
Indianola, and Nisqually soils on terraces. Also included are small areas of Spanaway soils that have a gravelly sandy
loam surface layer and small areas of Spanaway stony sandy loam that have slopes of 3 to 15 percent. Included areas
make up about 15 percent ofthe total acreage.
Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum. Available water
capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight.
This unit is used mainly for hayland, pasture or homesites. The main limitations affecting hay and pasture are the low
available water capacity and the stones on the surface. Proper grazing practices, weed control, and fertilizer are needed
to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of the forage. Because of the sur-
face stones, spreading animal manure, mowing, and seeding are difficult. In summer, irrigation is needed for maximum
production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water ap-
plied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients.
This unit is well suited to homesites. Pebbles, cobbles, and stones should be removed, particularly in areas used for
lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertil-
izer, and irrigation are needed to establish lawn grasses and other small- seeded plants. Cutbanks are not stable and are
subject to sloughing.
The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density
of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies
caused by seepage from onsite sewage disposal systems.
This map unity is in capability subclass IVs.
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APPENDIX B
Geotechnical Report
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GeoResources, LLC
Ph, 255. 896 -1011 5007 Pacific Hwy. E., Ste, 20
Px. 253. 896 -2633 Fife, Washington 90424 -2648
Sound Engineering, Inc.
1102 Commerce Street, Ste. 300
Tacoma, WA 98402
Mr. Jeremy Haug
August 29, 2007
Preliminary Geotechnical Report
Creek Road Residential
Development
NE Creek Road SE
Yelm, Washington
JobNo:Avila.CreekRd. RG
INTRODUCTION
This preliminary report presents the results of our geotechnical engineering and
hydrogeologic services for the proposed Creek Road Residential site to be constructed
east of NE Creek Road and north of SR 507 in Yelm, Washington. The location of the
site is illustrated on the Vicinity Map, Figure 1.
Our understanding of the project is based on our discussions with you, our
review of the documents provided and our experience in the site area. We understand
that the site will be developed as a multi - family development with access from both
Creek Road and SR 507. The site development will include typical roadways, parking
areas, and utilities. We further understand that stormwater infiltration systems are
proposed for the site. The exact number and locations of the stormwater systems have
not been determined at this time. This report provides preliminary geotechnical
engineering recommendations and design criteria, and preliminary storm water
infiltration rates for the site. A site plan was not available at the time of our report. We
have included a general site layout as Figure 2.
Our services were provided at your request. The purpose of our services is to
evaluate the subsurface conditions at the site to develop geotechnical recommendations
and design criteria for the proposed site development, and to determine a preliminary
design infiltration rate for on -site stormwater infiltration. Specifically, our scope of services
includes the following:
1. Review the available geologic, hydrogeologic and geotechnical data for the site
area.
2. Explore the shallow subsurface conditions at the site by monitoring the
completion of a series of trackhoe test pits at the site.
3. Collect select soils samples from the explorations, several of which will be
submitted for laboratory testing.
4. Address the appropriate geotechnical regulatory requirements for the proposed
site development, per any Pierce County requirements.
S. Provide geotechnical recommendations for site grading including site
preparation, subgrade preparation, fill placement criteria, suitability of on -site
soils for use as structural fill, temporary and permanent cut and fill slopes, and
drainage and erosion control measures.
bi
- - - nr..T I 0 1007
Avila - creek Ri
August 29, 2007
Page 2
S. Provide recommendations and design criteria for conventional foundation and
floor slab support, including allowable bearing capacity, subgrade modulus,
lateral resistance values and estimates of settlement. Specific criteria can be
provided based on your building design loads, if provided.
7. Provide recommendations and design criteria for the design of conventional
subgrade /retaining walls, including backfill and drainage requirements, lateral
design loads, and lateral resistance values.
S. Provide recommendations for pavement subgrade preparation.
9. Provide our opinion with regard to the feasibility of on -site stormwater
infiltration /dispersal, and if appropriate provide individual infiltration rates for each
system.
10. Provide appropriate IBC seismic design parameters for the proposed residential
structures.
SITE CONDITIONS
Surface Conditions
The project site is located in the central portion of the Yelm glacial oulwash plain.
The site is currently developed with a single family residence and trailer in the west,
commercial buildings in the southeast with the remaining portions as pasture land. A
BPA transmission line traverses the east portion of the site. The area is bounded by
existing commercial and residential development and vacant lots.
The site has been historically used as agricultural pasture. The southeast portion
of the site was recently developed as a commercial building with a infiltration pond to the
north. The storm water facilities are approximately 4 to 5 feet below grade. A paved
roadway traverses the south portion of the site, related to several commercial properties.
Several stockpiles of waste materials are located in the south portion of the site, likely
related to previous construction activities.
The ground surface at the site is generally flat. We observed a broad drainage
swale with localized surface water in the east portion of the site at the time of our
reconnaissance. The swale is identified as Yelm Creek which flows to the south. We
understand that a wetland area has been mapped adjacent to the creek.
The site is vegetated with pasture grass with scattered brush and isolated
evergreen trees. The northwest portion of the site has a cluster of trees. A larger
number of trees also occurs along the east drainage swale area.
Geologic Conditions
The site is situated in the central portion of the Yelm glacial oulwash plain. The
existing topography, as well as the surficial and shallow subsurface soils in the area, are
the result of the most recent Vashon stade of the Fraser glaciation that occurred
between about 12,000 and 15,000 years ago, and weathering and erosion that has
occurred since that time. A description of the surficial soils is included in the "Site
Soils" section of this report.
In general the site is underlain by Vashon glacial recessional outwash. The
recessional outwash material consists of sandy gravel with cobbles and occasional
boulders, and minor silt. The oulwash material is in a loose to medium dense condition
near the surface (0.5 feet to approximately 2 feet) and becomes medium dense to dense
below that depth. Based on our experience in the area, we expect that the site area is
underlain by glacial till at depth, likely several 10s of feet.
61
Avila — Creek Road
August 29, 2007
Page 3
Site Solis
The NCRS - SCS (Thurston County Soil Conservation Survey) has mapped the
soils in the site area as Spanaway gravelly sandy loam (110) and Spanaway stony
sandy loam (112). Both these soils are described as having a rapid permeability with a
1 "slight' erosion hazard. An isolated area of McKenna gravelly silt (65) is mapped in the
Yelm Creek area. The McKenna soils have little or no erosion hazard. A copy of the
SCS map is included as Figure 3. We observed no activeorosion in the site area during
our reconnaissance. Based on our observations, the site soils appear to have little or no
susceptibility to erosion, particularly where vegetation is established.
Subsurface Conditions
The subsurface conditions in the site area were evaluated by reviewing the
geologic maps and and monitoring the excavation of test pits at random locations across
the site. In general, recessional outwash was encountered to the full depth explored in
' the ten test pit explorations that extended up to 14.0 feet. The outwash material
consisted of sandy gravel with cobbles and occasional boulders. The soil classification
method used is included as Figure 4. Copies of the test pit logs area are included Figure
I 5. Based on our site observations and experience, the soils at the site are generally
consistent.
A grain size test were performed on a soil sample collected at the likely location
and depth of an infiltration system. The grain size tests indicate the soils are poorly
graded gravelly sand (SP) with cobbles and boulders. A copy of the grain size test is
included in Appendix A.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Based on our site observations, explorations and laboratory test results, we
conclude that the site is suitable for the proposed high density residential development. It
is also our opinion that the native site soils are suitable for the infiltration of stormwater,
provided additional explorations are completed in the proposed infiltration areas, and the
infiltration rates provided herein are confirmed. The Type A soils encountered at the site
will allow infiltration of stormwater from both the paved areas and the roof areas of the
structures.
Based on the soils encountered in the subsurface explorations at the site and our
understanding of the proposed site development, conventional earthwork and foundation
support is feasible for the project.
Pertinent conclusions and preliminary geotechnical recommendations regarding the
design and construction of the proposed residential development are presented below.
Landslide Hazards
No slopes over 15 percent occur at the site. No evidence of soil movement was
observed at the site.
Seismic Hazards
According to the Seismic Zone Map of the United States contained in Figure 16 -2
of the 1997 UBC (Uniform Building Code) and IBC (International Building Code), the
project site is located within Seismic Risk Zone 3. Based on the subsurface conditions
observed at the site, we interpret the structural site conditions to corresponds with a
seismic Soil Profile type So, (Site Class "D ") as defined by Table 16 -J (UBC) and Table
1615.1.1 in the 2003 IBC documents, respectively. These conditions were assumed to
�� 7J
1
Avila - Creek Road
1
August 29, 2007
Page d
be representative for the conditions beyond the depths explored. Structures located at
the site that are constructed in accordance with the appropriate seismic criteria will have
the same risk as other designed structures in the Puget Sound area.
1 Erosion Hazards
Erosion hazard areas are defined by the City of Yelm as those areas defined by the
USDA Soil Conservation Service (SCS) soil survey maps as having a "slight to
moderate" erosion hazard.
The subject property is located in an area mapped by the SCS as Spanaway
stoney and gravelly sandy loam (110 and 112). It is our opinion that any potential
' erosion hazard of the site soils during site development is not a limiting factor for the
proposed development. Temporary and permanent erosion control measures should be
installed and maintained during construction or as soon as practical thereafter to limit the
influx of additional water to exposed or disturbed areas.
Erosion control measures may include, but should not be limited to, berms and
swales with check dams to direct surface water runoff, ground cover /protection in
exposed areas and silt fences where appropriate. Graded areas should be shaped to
' avoid concentrations of runoff onto cut or fill slopes, natural slopes or other erosion -
sensitive areas. Temporary ground cover /protection such as jute matting, excelsior
matting, wood chips or clear plastic sheeting may be used until the permanent erosion
' protection is established.
EARTHWORK
The following section of this report addresses our general conclusions and
recommendations regarding site preparation, structural fill, and the re -sue of onsite soils.
Site Preparation
Areas to be graded should be cleared of deleterious matter including any existing
structures, foundations, abandoned utility lines, debris and vegetation. The portions of
the site still covered with vegetation should be stripped of any organic -laden soils. We
anticipate stripping depths to be on the order of 2 to 6 inches, although localized areas
of deeper organics may occur in areas of heavy organics or low lying areas. The
stripped topsoil may be stockpiled and later used for erosion control and
landscaping /revegetation. The areas of stockpiled material on the south portion of the
site should be considered unsuitable. Materials that cannot be used for landscaping or
erosion control should be removed from the project site.
Where placement of fill material is required, the stripped /exposed subgrade
areas should be compacted to a firm and unyielding surface prior to placement of any fill.
We recommend that trees be removed by overturning in fill areas so that a majority of
the roots are removed. Excavations for tree stump removal should be backfilled with
structural fill compacted to the densities described in the Structural Fill section of this
report.
We recommend that a member of our staff evaluate the exposed subgrade
conditions after removal of vegetation and topsoil stripping is completed and prior to
placement of structural fill. The exposed subgrade soil should be proofrolled with heavy
rubber -tired equipment during dry weather or probed with a 1/2- inch - diameter steel rod
during wet weather conditions.
Any soft, loose or otherwise unsuitable areas delineated during proofrolling or
probing should be recompacted, if practical, or over - excavated and replaced with
structural fill, based on the recommendations of our site representative.
b�
Avila - Creek Road
August 29, 2007
Page 5
Structural Fill
All material placed as fill associated with mass grading or as utility trench backfill
should be placed as structural fill. The structural fill should be placed in horizontal lifts of
appropriate thickness to allow adequate and uniform compaction of each lift. Fill should
be compacted to at least 95 percent of MDD (maximum dry density as determined in,
accordance with ASTM D- 1557).
The appropriate lift thickness will depend on the fill characteristics and
compaction equipment used. We recommend that the appropriate lift thickness be
evaluated by our field representative during construction. We recommend that our
representative be present during site grading activities to observe the work and perform
field density tests.
The suitability of material for use as structural fill will depend on the gradation
and moisture content of the soil. As the amount of fines (material passing US No. 200
sieve) increases, soil becomes increasingly sensitive to small changes in moisture
content and adequate compaction becomes more difficult to achieve. During wet
weather, we recommend use of well - graded sand and gravel with less than 5 percent (by
weight) passing the US No. 200 sieve based on that fraction passing the 3/4 -inch sieve.
If prolonged dry weather prevails during the earthwork and foundation installation phase
of construction, higher fines content (up to 10 to 12 percent) will be acceptable.
Material placed for structural fill should be free of debris, organic matter, trash
and cobbles greater than 6- inches in diameter. The moisture content of the fill material
should be adjusted as necessary for proper compaction.
Suitability of On -Site Materials as Fill
During dry weather construction, any nonorganic on -site soil may be considered
for use as structural fill; provided it meets the criteria described above in the structural fill
section and can be compacted as recommended. If the material is over - optimum
moisture content when excavated, it will be necessary to aerate or dry the soil prior to
placement as structural fill. We generally did not observe the site soils to be excessively
moist at the time of our subsurface exploration program. However, laboratory test
results indicated that many of our samples had moisture contents above optimum
moisture.
The soils at the site generally consist of a fine to coarse sand with gravel,
cobbles and boulders. These soils are generally comparable to "common borrow'
material and will be suitable for use as structural fill provided the moisture content is
maintained within 2 percent of optimum moisture. However, the outwash does appear to
have a significant amount of cobbles and boulders, which may require removal in the
upper two feet of fill. Care should be taken when placing and compacting granular
material over 3 inches in size near utility lines. Fill material within 2 feet of the
foundation, slab or roadway subgrades should contain no material greater than 6 inches
in size. This will result in localize pressure points and potential cracks in the concrete.
All fill material in building and driveway areas should be placed as described in
the "Structural Fill" section of this report and compacted to at least 95 percent of the
MDD. If fill material is imported to the site for wet weather construction, we recommend
that it be clean sand and gravel mixture, such as high quality pit run with less than
5 percent fines, or crushed rock.
Cut and Fill Slopes.
Pj C
1
Avila — Creek Road
August 29, 2007
Page 5
All job site safety issues and precautions are the responsibility of the contractor
providing services /work. The following cut/fill slope guidelines are provided for planning
purposes only.
Temporary cut slopes will likely be necessary during grading operations or utility
installation. As a general guide, temporary slopes of 1.511:1 V (Horizontal:Vertical) or
flatter may be used for temporary cuts in the upper 3 to 4 feet of the soils that are
weathered to a loose /medium dense condition. Where ground water seepage is
encountered, flatter temporary slopes may be required. These guidelines assume that
all surface loads are kept at a minimum distance of at least one half the depth of the cut
away from the top of the slope and that significant seepage is not present on the slope
face. Flatter cut slopes will be necessary where significant raveling or seepage occurs.
We recommend a maximum slope of 2H:1 V for permanent cut and fill slopes in
areas of medium dense sand and gravel. Where 2H:1 V slopes are not feasible in these
soils, retaining structures should be considered. Where retaining structures are greater
than 4 -feet in height (bottom of footing to top of structure) or have slopes of greater than
15 percent above them, they should be engineered. It should be recognized that slopes
of this nature do ravel and require occasional maintenance. Where raveling or
maintenance is unacceptable, we recommend that flatter slopes or retaining systems be
considered.
Foundation Support
Based on the encountered subsurface soil conditions encountered across the
site, we recommend that spread footings for the new residences be founded on medium
dense native outwash soils or on structural fill that extends to suitable native soils.
The soil at the base of the excavations should be disturbed as little as possible.
All loose, soft or unsuitable material should be removed or recompacted, as appropriate.
A representative from our firm should observe the foundation excavations to determine if
suitable bearing surfaces have been prepared, particularly in the areas where the
foundation will be situated in fill material.
We recommend a minimum width of 2 feet for isolated footings and at least 16
inches for continuous wall footings for structures of two stories or less. Where taller
structures are considered, site specific recommendations for the proposed loads can be
developed.
All footing elements should be embedded at least 18 inches below grade for frost
protection. We recommend a minimum width of 2 feet for isolated footings and at least
16 inches for continuous wall footings. Footings founded as described above can be
designed using an allowable soil bearing capacity of 2,500 psf (pounds per square foot)
for combined dead and long -term live loads. The weight of the footing and any overlying
backfill may be neglected. The allowable bearing value may be increased by one -third
for transient loads such as those induced by seismic events or wind loads.
Lateral loads may be resisted by friction on the base of footings and floor slabs
and as passive pressure on the sides of footings. We recommend that an allowable
coefficient of friction of 0.35 be used to calculate friction between the concrete and the
underlying soil. Passive pressure may be determined using an allowable equivalent fluid
density of 300 pcf (pounds per cubic foot). Factors of safety have been applied to these
values.
We estimate that settlements of footings designed and constructed as
recommended will be less than 1 inch, for the anticipated load conditions, with
differential settlements between comparably loaded footings of 1/2 inch or less. Most of
the settlements should occur essentially as loads are being applied. However,
bic,
Avila — Creek Roatl
August 29, 2007
Page 7
disturbance of the foundation subgrade during construction could result in larger
settlements than predicted.
Floor Slab Support
Slabs -on- grade, if constructed, should be supported on the medium dense native
outwash soils or on structural fill prepared as described above. We recommend that
floor slabs be directly underlain by a capillary break material with minimum 6 -inch
thickness of coarse sand, pea gravel, or gravel containing less than 3 percent fines. The
drainage material should be placed in one lift and compacted to an unyielding condition.
A synthetic vapor barrier is recommended to control moisture migration through
the slabs. This is of particular importance where the foundation elements are underlain
by the silty till or lake sediments, or where moisture migration through the slab is an
issue, such as where adhesives are used to anchor carpet or tile to the slab. A thin layer
of sand may be placed over the vapor barrier and immediately below the slab to protect
the liner during steel and /or concrete placement.
A subgrade modulus of 400 kcf (kips per cubic foot) may be used for floor slab
design. We estimate that settlement of the floor slabs designed and constructed as
recommended, will be 1/2 inch or less over a span of 50 feet.
Pavement and Driveway Subgrade
We understand that asphalt pavements will likely be used for the driveways and
parking areas. All structural fill should be compacted according to our recommendations
given in the "Structural Fill" section. Specifically, the upper 2 feet of soils underlying
pavement section should be compacted to at least 95 percent of ASTM: 0 -1557, and all
soils below 2 feet should be compacted to at least 90 percent. The subgrade areas
should be proof- rolled with a loaded dump truck or heavy compactor to verify that a firm
and unyielding surface has been achieved. Any areas where this proof - rolling operation
reveals soft, organic, or pumping soils at or closely beneath the pavement subgrade
should be overexcavated to a maximum depth of 8 inches and replaced with a suitable
structural fill material.
Stormwater Infiltration Rates
Based on the soils encountered in our preliminary explorations and the results of
the grain size tests, we conclude that the infiltration of storm water is feasible at the site.
The thick underlying deposits of recessional outwash soils have adequate permeability
and storage capacity to infiltrate storm water from the site, provided adequate design,
construction and maintenance practices are used.
Preliminary storm water infiltration rates for the site soils were determined in
accordance with the Yelm/Thurston County Stormwater Manual guidelines, Table 1. Grain
size distribution tests were performed on select soil samples collected from the test pits.
The results of the grain size test are included in Appendix A.
Based on the soils observed in the test pits and the laboratory test results, it is our
opinion that a design infiltration rate of 60 inches per hour may be used for the infiltration
system if located in the shallow soils, less and 12 feet below the existing site grades. An
appropriate factor of safety should be applied to this value.
Once the locations of the infiltration systems are determined, additional
explorations will be required to verify the soils and the depths. Suspended solids could
eventually clog the soil and reduce the infiltration rate for retention ponds or trenches.
Because of the potential for clogging, we recommend that an appropriate factor of safety
be utilized in the design. To reduce potential clogging of the infiltration systems, the
0
Avila - Creek Road
August 29. 2007
Page 8
infiltration ponds or galleries should not be connected to the stormwater runoff system until
after construction is complete and the site areas are landscaped and paved. Temporary
systems may be utilized through construction, or the pond /trench bottom left a minimum of
9 -foot high during construction and later excavated to the design grade. Periodic
sweeping of the paved areas will help extend the life of the infiltration system.
LIMITATIONS
We have prepared this report for Mr. Mike Avila and the project consultants for use
in design and construction of the various components of this project. The data and report
can be utilized for bidding or estimating purposes, but our report, conclusions and
recommendations should not be construed as a warranty of the subsurface conditions, as
they may vary both vertically and laterally.
If there are changes in the locations or assumptions stated for this project, the
conclusions and recommendations presented may not be fully applicable. If design
changes are made, we should review the proposed changes to verify the applicability of
our conclusions and recommendations. Additional explorations will be required in the
stormwater infiltration areas.
Variations in subsurface conditions are possible between the explorations and
may also occur with time. Sufficient monitoring, testing and consultation should be
provided by our firm during construction to confirm that the conditions encountered are
consistent with those.indicated by the explorations, to provide recommendations for
design changes should the conditions revealed during the work differ from those antici-
pated, and to evaluate whether earthwork and foundation installation activities comply
with contract plans and specifications.
Within the limitations of scope, schedule and budget, our services have been
executed in accordance with generally accepted practices in this area at the time this
report was prepared. No other conditions, expressed or implied, should be understood.
We appreciate the opportunity to be of service to you on this project. Please call if
you have any questions regarding this submittal, or if we can provide additional services.
Yours very truly,
GeoResources, Li
SPB: GC: bite
-
Deco Avila,Creek$CPRG
131/0
Attachments: Figure
Figure 2
- Site Plan
Figure 3
- NRCS SCS Map
Figure 4
- Sail Classification System
Figure 5
- Test Pit Logs
Appendix
A - Grain Size Analysis
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Site Vicinity Map
5007 Pacific Highway East, Suite 20
NE Creek Road
Fife, Washington 98424
Phone: 253 - 896 -1011
Yelm, Washington
Fax: 253 - 896 -2633
File: Avlla.CreekRd
September 2007
Flgure 1
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GeoResources, LLC
20 to 39 PERCENT SLOPE AREA
APPROXIMATE LOCATION TP -1 ■ 40 PERCENT OR GREATER SLOPE AREA 5007 Pacific Highway East, Suite 20
OF TEST PIT Fife, Washington 98424
Scale: 1 100' Ph: 253-896-1011 Fax: 253-896-2633
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FIGURE 2Q- Site Plan
Project : Creek Road Residential Development
Location : Yelm, Washington
Client : Mike Avila
Date : October 2007 Job #: Avila.CreakRd.SP
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GeoResources, LLC
5007 Pacific Highway East, Suite 20
Fife, Washington 98424
Phone: 253 - 896 -1011
Fax: 253 - 896 -2633
Site Layout
NE Creek Road
Yelm, Washington
Approximate Site Location
Not to Scale I
GeoResources, LLC MRCS SCS Solis Map
5007 Pacific Highway East, Suite 20 NE Creek Road
Fife, Washington 98424
Phone: 253 -896 -1077 Yelm, Washington
Fax: 253- 896 -2633
File: Avlla.CrsakNd.SCS September 2007 Figure 3
0.12
SOIL Oi[_ASSWiGATI6N q@/i
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL - GRADED GRAVEL, FINE TO COARSE
GRAVEL
GRAVEL
GP
POORLY - GRADED GRAVEL
.COARSE
GRAINED
More than 50%
GRAVEL
WITH FINES
GM
SILTY GRAVEL
SOILS
Of Coarse Fraction
Retained on
No, 4 Sieve
GC
CLAYEY GRAVEL
More than 50%
SAND
CLEAN SAND
SW
WELL - GRADED SAND, FINE TO COARSE SAND
Retained on
No. 200 Sieve
SP
POORLY GRADED SAND
More than 50%
Of Coarse Fraction
SAND
SM
SILTY SAND
Passes
WITH FINES
SC
CLAYEY SAND
No, 4 Sieve
SILT AND CLAY
INORGANIC
ML
SILT
FINE
GRAINED
CL
CLAY
SOILS
Liquid Limit
Less than 50
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
More than 50%
Passes
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
No. 200 Sieve
Liquid Limit
50 or more
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS I
PT
PEAT
NOTES:
1. Field classification is based on visual examination of 5011
in general accordance vrth ASTM D2458-90.
2. Soil classification using laboratory tests is based on
ASTM 02407 -90.
1 Description of soil density or consistency are based on
intergretaticn of blow count data visual appearance of
soils, and or test data.
SOIL MOISTURE MODIFIERS:
Dry- Absence of moisture, dry to the touch
Moist- Damp, but no v,.,,f. water
Wet- Visible free water or saturated, usually soil is
obtained from below water table
GeoResources, LLC I Soil Classification System
5007 Pacific Highway East, Suite 20 3477 Harris Road SE
Fife, Washington 98424 p County, g
Phone: 253- 896 -1011 y, Washin ton
Fax: 253- 896 -2633
JOB# WilleyEstates.HarrisFid.USCS August 2007 Figure 4
1
1
1
1
t
Test Pit TP -1
Location: South center of site, south of roadway (See Figure 2)
Depth (ft.) Soil Type Description
0.0-0.5 TS Sod over Topsoil w/ gravel
0.5- 1.0 SM Dk Brn si SAND w/ gravel, cobbles (loose, moist)
1.0 - 3.0 SP Brown cobbly SAND w/ gravel, (loose to med. dense, moist)
3.0-7.0 GP Brn sdy GRAVEL w/ cobbles, boulders (med. dense to dense, moist)
7.0-12.0 SP Brn gravelly SAND w/ occ. cobbles (dense, moist)
Terminated at 12.0 feet below ground surface
Minor caving observed
No groundwater seepage observed
Test Pit TP -2
Location: Bottom of existing pond, north of commercial site (See Figure 2)
Depth (ft.) Soil Type Description
0.0 - 4.0 GP Brn sdy GRAVEL w/ cobbles, occ. boulders (dense, moist)
4.0-7.0 GP Brn sdy GRAVEL w/ cobbles, boulders (FeO Staining)(dense, moist)
7.0-11.0 SP Bin SAND w/ gravel, occ. cobbles (dense, moist to damp)
Terminated at 11.0 feet below the ground surface
Minor caving observed
No groundwater seepage observed
Test Pit TP -3
Location: South Center, North of roadway by fence (See Figure 2)
Depth (tt) Soil Type Description
0.0 - 1.0 TS Sod over Topsoil w/ gravel
1.0-2.0 SM Dk Bin si SAND w/ gravel, cobbles (loose, moist)
2.0 - 8.0 GP Brown cobbly GRAVEL w/ sand, boulders (loose to dense, moist)
8.0 - 12.5 SP Brn gravelly SAND w/ occ. cobbles (dense, moist to damp)
Terminated at 12/5 feet below the ground surface
Moderate caving observed .
No groundwater seepage observed
GeoResources, LLC
Test Pit Logs
5007 Pacific Highway East, Suite 20
NW Corner Yelm Avenue SE & Creek Street
Fife, Washington 98424
Phone: 253 - 896 -1011
Yelm Washington
s
Fax: 253 - 896 -2633
JOB: DevelopmentatYelm .Yelm5CornersRetail.TP
May 2007
Figure 5
Test Pit TP -4
Location: Ctr east pasture area (SEE Figure 2)
Depth (ft) Soil Type Description
0.0-1.0 TS Sod over Topsoil w/ gravel
1.0 - 1.5 SM Dk Brn at SAND w/ gravel, cobbles (loose, moist)
1.5-7.0 GP Brown sdy GRAVEL w/ c bibles, boulders (loose to dense, moist)
7.0-11.5 SP rg Bm gravelly SAND ox. cobbles (Min. FeO Stain)(dense, moist to damp)
�v
Terminated at 11.5 feet below the ground surface
Minor caving observed
No groundwater seepage observed, but FeO staining 8 to Oft.
VIO
Test Pit TP -5
Location: NE corner by wetland area (SEE Figure 2)
Depth (ft.) Soil Type Description
0,0 - 1.0 TS Sod over Topsoil w/ gravel, occ. cobbles
1.0 - 4.0 SM Drk Brn si SAND w/ gravel, cobbles, boulders (12 — 16 inches)
(loose to m. dense, moist to wet) (appears to perch water t east)
4,0 - 14.0 SP rdrg Bm SAND w/ gravel, occ. cobbles (med. dense to dense, moist)
Terminated at 14.0 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed, but wet 0 1.5 to 2.5 ft.
+r.i!
Test Pit TP -6
Location: NW corner of east pasture (SEE Figure 2)
_ Depth (ft.) Soil Tvoe De ' t'on
0.0-0.8 TS Sod over Topsoil w/ gravel, occ. cobbles
0.8-2.0 GM Dk Brn si GRAVEL w/ cobbles, occ. boulders (loose to m. dense, moist)
2.0-5.0 GP Brn sdy GRAVEL w/ occ. cobbles/boulders (med. dense to dense, moist)
5.0-11.5 SP Brn gravelly SAND w/ ox. cobbles (dense, moist to damp)
Terminated at 11.5 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed
Logged by BPB
GeoResources, LLC
Test Pit Logs
5007 Pacific Highway East, Suite 20
Creek Street Development
Fife, Washington 98424
Phone: 253- 896 -1011
Yelm, Washington /
Fax: 253 -896 -2633
VV 6—
JOB: Avila.CreekSt.TP
August 2007
Figure 5
1
1
Tes¢ P1I TP° I
Location: East of trailer house, NE corner of site (SEE Figure 2)
Depth (ft.) Soil Type Description
0.0 - 1.0 TS Sod over Topsoil w/ gravel, occ. cobbles
1.0 - 2.0 SM Drk Brn si SAND w/ gravel, cobbles, boulders (12 — 16 inches)
(loose to m. dense, moist)
2.0-65 GP Ong Brn sdy GRAVEL w/ occ. cobbles (dense, moist to damp)
6.5-10.6 SP Brn gravelly SAND w/ cobbles, occ. boulders (dense, moist)
Terminated at 10.5 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed.
Test Pit TP -8
Location: NW corner of site, pasture (SEE Figure 2)
Depth ft. Soil Type Description
0.0 - 1.0 TS Sod over Topsoil w/ gravel, occ. cobbles
1.0 - 1.5 SM Drk Brn si SAND w/ gravel, cobbles, boulders (12 inches) (m. dense, moist)
1.5-55 GP Brn sdy GRAVEL w/ occ. cobbles (dense, moist to damp)
5.5-9.5 SP Brn gravelly SAND w/ cobbles, occ. boulders (dense, moist to damp)
Terminated at 9.5 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed
Test Pit TP -9
Location: Southwest pasture area, 100 feet from house (SEE Figure 2)
Depth (ft.) Soil Type Description
_
0.0 - 1.0 TS Sod over Topsoil w/ gravel, occ. cobbles
1.0 - 1.5 SM Drk Brn si SAND w/ gravel, cobbles, boulders (loose to m. dense, moist)
1 . 5 - 5 0 GP Brn sdy GRAVEL w/ occ. cobbles (dense, moist to damp)
5.0 - 9.0 SP Bm gravelly SAND w/ cobbles, occ. boulders (dense, moist to damp)
Terminated at 9.5 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed
GeoResources, LLC
Test Pit Logs
5007 Pacific Highway East, Suite 20
NW Corner Yelm Avenue SE & Creek Street
Fife, Washington 98424
Phone: 253 -896 -1011
Yelm , Washington
Fax: 253- 896 -2633
JOB: DevelopmentatYelm .YelmSComersRetail.TP
May 2007
1 Figure 5
Test P11 TP -10
Terminated at 9.5 feet below the ground surface
Minor to moderate caving observed
No groundwater seepage observed
GeoResources, LLC Test Pit Logs
5007 Pacific Highway East, Suite 20 NW Corner Yelm Avenue SE & Creek Street
Fife, Washington 98424
Phone: 253 -896 -1011 Yelm, Washington
Fax: 253- 896 -2633 yA
JOB: Developmentatyalm .yelm5ComersRstail.TP May 2007 1 Figure 5
APPENDIX "As'
5007 Pacific Highway E, Suite 20
Fiie, WA. 98424
Office (253)896 -1011 Fax (253) 696 -2633
■
Screen
Grain Size
Analysis
Percentage
Project Number:
Avila.CreekSt
Date Sampled:
8/17/2007
Project Name:
Creek Street Residential Plat
Sampled by:
BPB
Client:
Mike Avila
Date Tested
812212007
Sample ID:
S -1
Tested by:
bpb
'
Description:
Test p8 sample, bag TP 3
rem
0.0
Mo,.". %
Screen
Weight
Reteinetl
Percentage
Spec#ication
Db =
Summa,/
InGivldual
Cumulative
Retainetl
Passetl
Max.
in.
C
rem
0.0
100.0%
70.2% Coarse
.
_109_% Fine
Bid %. - _G_rab_1-
3'
rem
0.0
Mo,.". %
100.0%
71/2'
rem
0.0
100.0%
14'
932.5
932.5
70.2%
29.8%
W.
100.1
1032e
A.7%
22.3%
#4
45.3
1077.9
81.1%
18.9%
#10
26.2
1104.1
83.1%
18.9%
20% Coarse
114% Medium
4.1% Fine
- 17.6 %4 nand
- - - -
#20
66.3
1170.4
0&1%
11.9%
#40
85.7
1256.1
948%
5.4%
#60
36.0
1292.1
97.3%
2 .7%
#100
13.1
1305.2
98.3%
1.7
#200
5.0
13102
98.6%
1 1.4%
1.4% Fi rIM
an
II
D. = 33.55
Deo =
24.324
Dm = 1.5671
Da, = 26.959
Db =
19.053
one = 0.7257
Cu=
37.2
Cc=
18.56
USCS Classification
Dust Ratio
0.251
Mo,.". %
2.9%
Sand Equivalent
90%
1000/6
1 34'
3/8' #4
#10 #20 #00 060 0100 #200
90%
II
70%
I'
r
c 50%
C
I'
1
-
rt
140%
-
30%
-
-I
-�
zz
10%
�-
1
0%
100
10
1 0.1 0.01
Grain Sim In millimeters
Inpu4 ®eta:
Wet +Tare
1551.1
Dry +Tare
1512.7
arree
184.4
AW + Tare
1497.9
After Wash
1313.5
- #200 %
17
Dry Weight
1328.3
Depth:
#20
Moisture
2.99/.�
eve Sizes
D60
1 050
3"
75
1 -1/2"
37.5
3/4"
19
3/8"
9.5
#4
4.75
#10
2
#20
0.85
#40
0.425
#60
0.25
#100
0.15
#200
0.075
Gravel- Sand
4.75 0
4.75 00
Sand - Silt
0.075 0
0.075 100
Parameters;
D85
D60
1 050
1 D30
D15
D10
33.54715
26.95907
24.32383
19.053371
I
1.567146
0.725674
kL \C
-i
n r,.'fal
,ST..
r4 }.
i•\ y..d'i1Y'in
h
l
1 V"
APPENDIX C
Water Quality Treatment
S�
�L"
C\
B
2 BAL 3T
ALTERNATE PIP'
(5El NOFF 6)
LOCAFION I I`, F,
(5FF NOTE G)
n
INLET
OOU PLIKG .'7(P)
BAY
(9Y CONTRAOTORI
OUTLET A
BA 1
FILTRATION
BAY
INLET PIPE 3
OUT, PI PF
(5EE NOTE5 5cG)
(SEE NOTE5 51G)
�
A
6'x
12' STORMFILTER - PLAN VIEW 1
1
30"0 FRAME AND
OOVE2 (7(F)
(SFE NO'F 4)
GRADE RIND
(TYP)
FLOW 5PREADER
(TFF)
BAFFLE wAu
(tt�
ADDER
6' MIN
(SFF NOTE J)
3 4"
who
PERMANENT
POOL
ENERGY
3TOR1vFILTA
D651FA "OR
CARTRIOGE (M) UNDFRDRAIN
(5EE NOTE 2) MANIFOLD
6' x 12' STORMFILTER- SECTION VIEW A
T,r M111G_F1r1T
1 5%,m5
IIS Tb%- No 5 5. 3 322.629.
vovszv. H e7s3e
No h -
D C cnTea TIEF49.
?r:o c s f � roc su
92006 CONTECH Srormwater Stlutlons
° +*errs = ew -.ue
A���OITCAIJ'"
6'x 12' PRECAST STORMFILTER
o rvI
PLAN AND SECTION VIEWS
:.W.
��STORMWATER����
STANDARD DETAIL
��SpLDTIpNS_
:Onl¢C�SIOfmw21B'.CORi
OPR.0912 &OS S O E NONE FILE NAME:SFSI 2CC -0TL CXECKEO:ARG
C\
GENERAL NOTES
I) 5TORMFILTER BY CON TECH 5TORMWATFR SOLUTIONS, PORTLAND, OR SOT) 5454GG7: 5CARBOROUGII. ME (877) 9075675:
ELKRIDGE, MID (065) 740 -33. B.
2) FILTER CARTMDGE(5) TO BE MPY-ON- ACTUATED AND SELF-CLEAN ING. STANDARD DETAIL DR4WING SHOWS MAXIMUM NUMBER
OF CARTRIDGES. ACTUAL NUMBER RE OUIREU TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW.
3) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM CC 57 AND C656 . DETAIL DRAWING RFFLFCT5 GESIGN
INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF 5TRUCTURE WILL BE SHOWN ON PRODUCTION STOP DRAWING.
4) 5TRUCTURF AND ACCE55 COVERS TO MEET AA5HT0 H -20 LOAD RATING.
5) 5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET IF LE55 DROP IS AVAILABLE , CONTACT CONTECH
5TORMWATER SOLUTIONS -
G) INLET AND OUTLET PIPING TO BE 5PEQFIFD BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST 5TORMFILTER VAULT
EQUIPPED'01TT EITHER GORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS.
7) PRO )DE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER 5YSTFM 15 REQUIRED. CONTACT OONTKd
5TORM WATER 50LUTION5 FOR OTHER OPTIONS.
5) ANTLFLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF DECLARED, BALLAST TO OF SET
ALONG ENTIRE LENGTH OF BOTN SIDE5 OF THE STRUCTURE.
9) ALL 5TORMFILTERS REQUIRE REGULAR MAIITF ENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE
INFORMATION.
30'0 FRAME AND COVER
(TYP) (SEE NOTE 4)
BAFFLE
WALL
FLOW
SPREADER
BALLAST
(SEE NOTE B)
UNDERDRAIN
MANIFOLD WIDTH
6'x 12' STORMFILTER - SECTION VIEW B
2
-e
R?
G-J2 T
TIE 5TORMWATCF VANAG3MPM
51-1 [-6
6'x 12' STORMFILTER -
0 5'707.5 7
-TOP VIEW 1
1 0
7 tc'6�OO27,39
No 6,645 N6. Eo 5624576.
2 N
a "o orELI U.5. ANO NFDEGN
306 CONTECH Slormwater Solutions P
PATENTS rffQ NG
6'x 12' PRECAST STORMFILTER
-i �� ►�i\ �1�:7
STORMWATER TOP VIEW, SECTION VIEW AND NOTES 2
Z�U I S STANDARD DETAIL vz
C' ��
4510
i
INLET PIPE
(SEE NOTE5 5 e 6)
BALLAST
(5EE NOTE 9)
5 / 12.0 : OPF OUTLET
STUB (5EE NOTES 5 b 6)
MANHOLE STORMFILTER - PLAN VIEW 1
1
CONCRETE
GRADE RING
STEP
(ttP)
INLET PIPE ^ —•
(SEE NOTES 5 e 6)
(T F) (5EE NOTE 2)
BAI AST
(5EE NOTE b)
IGHT
�— 'WIDTH
30 0 FRAME
AND COVER (57C)
(5EE NOTE 4)
HUPP OUTLET
— R15EK WITH
SCUM BAFFLE
4' -0" MIN
(SEE NOTE 7)
31
UNOERDRAIN
MANIFOLD
MANHOLE STORMFILTER - SECTION VIEW A
1
P[ 5iO3sI WAlf.2 VPNPGEMfNi
¢r®
eS PP(f5 NV .5. 322,629,
0. 9]0],522 ]. NO.6,02].639
Vc. 6 6
4I11 nb.9i629 TU
ANO orneN Ts_= reNE�6N
)2006 GONTEGH SLOrmwater Solutions Fntfrvr5 Fervo Nc
A� �ITCALJ'° PRECAST 48" MANHOLE STORMFILTER FoA.Nc
PLAN AND SECTION VIEWS
STORMWATER
S STANDARD DETAIL
w
COnIecM1StormWater. COm pATE1096 &55 BCALE:NONE FILE NAME:MMSF3- i0FC -0iL I pRAYVNON NJ I CuFCNFn Paf.
CA
GENERAL NOTES
1) 5TOR 011 -YER BY CONTECH 5TORMW4TER SOLUTIONS', PORTLAND. OR (8C0) 545 -4667 5CARE0ROUGF, ME Lt 77) 907 -8676.
ELKRI WE, MD (ECG) 940-331 B.
2) FILTER CARTEIEGF(5) TO BE SIPHON ACTUATED AND 5ELFCLEANIING, STANDARD DETAIL SHOWS MAXIMUM NUMBER OF
CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABIE BELOW.
3) PRECAST MANHOLE STRUCTURE TO BE CONST.RUCTEO IN ACCORDANCE WTH A5T M C478. DETAIL KEFLECT5 DESIGN INTENT
ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING.
4) STRUCTURE AND ACCESS COVERS TO MEET PASHTO H -20 LOAD RATING.
5) 5TQRD PILTER REOUIRE5 2.3 FEET OF DROP FROM INLET TO OU rLET. IF LP55 DROP 15 AVAILABLE, CON FACT CONTECH
5TORMWA(E.R 5OLUTION5. MINIMUM ANGLE BETWEEN INLET AND OUTLET 1545 °.
6) INLET PIPING TO BE SPECIFIED BY ENGINEER AMC PROVIDED BY CONTRACTOR. PRECAST MANHOLE 57ORN ILTER EQUIPPED
WITH A DUAL DIAMETER HDPE OUTLET STUB AND 5AND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED
FROM OUTLET 5TUB AT MOLDED IN CUT LINE TO ACCOMMOCATF A 12 INCH OUTLET PIPE. CONNECTION TO DOWN5TREAM
PIPING TO BE MADE USING A FLEXIBLE COUPLING OR ECCENTRIC REDUCER, A5 REQUIRED. COUPLING BY FERNCO OR EQUAL AND
PROVIDED EY CONTRACTOR.
7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCF55. IF A SHALLOWER 5YSTEM 15 REQUIRED, CONTACT OONTECH
STORM WATER 50LUTION5 FOR O eER OPTIONS.
B) ANTI FLOTATION BALLAST TO 6E SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. IF REQUIRED, BALLAST TO BE SET
AROUND THE PERIMETER OF THE STRUCTURE.
9) ALL 5TORMELTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE
INFORMATION.
PRECAST MANHOLE
3010 FRAME_
STORMFILTEIR DATA
AND COVER (STD)
STRUCTURE 10
XXX
WATER QUALITY FLOW RATE Icfsl
x.XX
'' +F}
PEAK FLOW RATE (<I Cfs)
T xxx
r <�I' •
ET
RETURN PERIOD OF PEAK FLOW (rs)
%%X
a OF CARTRIDGES REQUIRED
%x
•'.r)'.{
!•�� e..(,.
CARTRIDGE FLOW RATE (15 or 7.5 m)
xx
R W_
MEDIA TYPE (C5F, PERUTE. ZPG)
I XXXXX
RIM ELEVATION
XXX. XX'
D F;.'
'
PIPE DATA:
LE
ORIENTATION
MATERIAL
DIAMETER
INLET PIPE NI
%XX.XX'
XX°
xX%
XX"
INLET
XXX.XX
x°
x
MANHOLE STORMFILTER- TOP VIEW ��
/ I A
OUTLET STUD
OUTLET SNB
Xx%_%X'
C°
XX%
RAM
B' / 12"
2 ECCENTRIC REDUCER i YE5W0 SIZE
(BY CONTRACTOR) xXX XX' r XX°
OUTLET 5AND COLLAR ANTI FLOTATION BALLA5T WIDTH HEIGHT
R15FR 12G) OUTLET 5TUB XX" XX"
a' MOLDED CUT LINE NOTE5 /5PECIAL REQUIREMENT5: PIPE ORIENTATION KEY:
90°
5'0 OUTLET STUD I
BO° —O —C
OUTLET PIPE
(BY CONTRACTOR)
COUPLING
BY CONTRACTOR)
(SEE NOTE 6)
EALLA5T
GROUT (SEE NOTE 8)
(BY CONTRACTOR) o-f BTORMWArR NANAQNICNT
u®
MANHOLE STORMFILTER - OUTLET DETAIL 2 , 5,7075iz 1.. )V, 34
Nc 6 G4? ,048, Fo. 5 9D4 576
2 AND mnEA J s. AND FCUIGN
92006 GONTECH Stormwater Solutions 1ADN15 '[BONS
��ITCAIJ
01' �401` i I&W w-m
PRECAST 48" MANHOLE STORMFILTER
unA.NG
STORMWATER
TOP AND SECTION VIEWS, NOTES AND DATA
2
STANDARD DETAIL
y2
COnt¢CM1SIO�rtiWdlB[COT
OATEeW26M5 I SCALE'. NONE I FILE NA.ME:MMSF3-08PCUTL I DRXNN:MNI I CbECKE9:ARG
CA
DALIA5T
(SEE NOTE 5)
(SEE
72'0
INLET
< GE \/ \ ' af(/ / / /l/ /y / STUB ((5EE NOTES 5E G)
MANHOLE STORMFILTER - PLAN VIEW 1
1
30 '0 FRAME AND
CONCRETE COVER(STD)
(5EE NOTE 41
GRADE RING
STEP (iYP)
INLET PIPE NUPE OUTLET
(SEE NOTES 5 e G) R15ER MTh
SCUM DAPPLE
d 4' -G' MIN
(5EE NOTE 7)
eALTFST � e
EE NOT_ 5T
HEIGHT
WIDTH
F— d SEE DETAIL 2J2
UNDER:RAIN 5TORMFILTER CARTRIDGE
MANIFOLD (ttP) (SEE NOTE 2)
MANHOLE STORMFILTER - SECTION VIEW A
1
ihf SrCR MAN
PGfM[N
i
5."T a®
V S. PATENT o29
No. 5.90],5b N. G.027.GL 9
Nc. 6 649 09 B, M1o. ID RTI I
AND Or1u! 05_ aND FGkfIGu
'�2@1fiSiOMf�OfiOarnwater Solutions PnrervTS F:vo Nc
PRECAST 72" MANHOLE STORMFILTER
STORMWATMWAT ER PLAN AND SECTION VIEWS
' �
�SOLDrI�NS STANDARD DETAIL
„2
conl¢cI16,Ormwaieccom OATB09rz&05 SGKF.NCNF Vncunmc uwccznu`sn neewuuw i- ucrrcmnvr
�.y�
GENERAL NOTES
I) STORMFILTER BY CONTECH STORMWATER SOLUTIONS, PORTLAND, OR (500) 548-46G7; SCARBOROUGH. ME (877)
907 - 8676, ELKRIDGE, MD (8G6) 740 -3318.
2) FILTER CARTRIDGF(5) TO BE 51PHOMAOTUATED AND SELF CLEANING, STANDARD DETAIL SHOWS MAXIMUM NUMBER OF
CARTRIDGFS, ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON 51TE PLANS OR IN DATA TABLE BELOW.
3) PRECAST MANHOLE STRUCTURE TO BE CONST.RUCTEO IN ACCORDANCE WITH ASTM 0478, DETAIL REFLECTS DE51GN INTENT
ONLY. ACTUAL DIMFN510N5 AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING.
4) STRUCTURE AND ACCE55 COVERS TO MEET AASHTO H -20 LOAD RATING.
5) STORMPLTER REQUIRES 23 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP 15 AVAILABLE, CONTACT CON *ECM
STORMWATER SOLUTIONS. MINIMUM ANGLE BETWEEN INLET AND OUTLET 15 45°
6) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, PRECAST MANHOLE STORMFILTER EQUIPPED
WITH A DUAL DIAMETER HOPE OUTLET STUB AND SAND COLLAR, EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED
FROM OUTLET STUB AT MOLDED -IN CUT LINE TO ACCOMMODATE A 12 INCH OUTLET PIPE. CONNECTION TO DOWNSTREAM
PIPING TO BE MADE U51NG A FLEXIBLE COUPLING OR ECCENTIBC REDUCER. AS REQUIRED. COUPLING BY FERNCO OR EQUAL
AND PROVIDED BYCONTRACTOR.
7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHAUOWERSYSTFM 15 REQUIRED, CONTACT CONTECH
STORMWATER SOLUTIONS FOR OTHER OPTIONS.
5) ANTI- FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET
AROUND THE PERIMETER OF THE STRUCTURE.
9) ALL STORMNLTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE
30'0 FRAME
AND COVER (51D)
MANHOLE STORMFILTER -TOPVIEW �11
2
OUTLET SAND COLLAR
RISERB OUTLET STUB
e MOLDED-IN GUT LINE
8 "0 OUTLET SNB
OUTLET PIPE
(BY CONTRACTOR)
COUPLING
(Br coNrRACrow
(SEE NOTE G
BALLAST
GROUT f5BF NOTE 8)
(BY CONTRACTOR)
MANHOLE STORMFILTER - OUTLET DETAIL /21
�2mID63tb>mTfe[n960urmwater Solutions 2
w4(4--uvrwu®
�I I�� ►sue � �� �
STORMWATER
�SOWTI 5_
TMf 5TORAOVT_3 MANAGEMENT
5 -11" A
U.S. PATENT No 5,322,629,
No 5,707, 527. No.', 027.639
u 6,699.098, No. 5.624376.
AND OTHER U5. AND 'CRE!Gu
PATE,NT5 PEND'NG
PRECAST 72' MANHOLE STORMFILTER
TOP AND SECTION VIEWS, NOTES AND DATA
STANDARD DETAIL
LW
APPENDIX D
Basin and Infiltration Trench Calculations
BASIN 1 AREAS
TOTAL TRIB AREA 70,469 SF (1.62 AC)
IMPERMOUS AREA: 52,590 SF (1.21 AC)
TILL GRASS AREA 17,880 SF (0.41 AC)
WATER OUAUTY TREATMENT AREA
= 35,850 SF (062 AC)
CREEK ROAD MIXED USE
PROPOSED BASIN
GRAPHIC SCALE
100 o so im 2W 400
( IN FEET )
1 inch - 100 It
BASIN 2 AREAS
TOTAL TRIB AREA 270,190 SF (6.20 AC)
I� WMMOUS AREAS IMPERMLIS AREA 200,603 SF (4.61 AC)
TILL GRASS AREA: 52,423 SF (1.20 AC)
WATER 01JALJTY TREATMENT AREA
= 148,381] SF (3.41 AC)
\mm nao \
Mr 0YJ \
® \1
I
- -- -- - --j
SOUND ENGINEERING, INC.
CIVIL ENGINEERS - LAND MANNERS
1101 COMMERCE ST, SUITE 3D0
TAOJMA, WA 98402
VNINE:(m) Slime .W(m) S IQ
SCALE: 1' =100'
DATE:
PROJECT M: 07118.10
SHEET NAME:
PROPOSED 6ASIN
SHEET: 1 OF J
BASIN 4 AREAS
TOTAL TRIB AREA 23,345 SF (054 AC)
RRERMOIS AREA 21035 SF (0.53 AC)
TILL GRASS AREA: 310 SF SF (0.01 AC)
WATER WAUTY TREATMENT AREA
= 15,235 SF (0.50 AC)
- CMVO(JS AREAS
CREEK ROAD MIXED USE
DEV BASINS 3,4 E)(HIBTT
67.N - 1N:'�'+i rrA A6iDi
BASIN 3 AREAS
TOTAL TRB AREA 75,664 SF (1.74 AC)
01PERMOUS AREA: 71,067 SF (1.63 AC)
TILL GRASS AREA 4,617 SF (0.11 AC)
WATER QUAL TY TREATMENT AREA
- 52,200 SF (11 AC)
GRAPHIC SCALE
( IN Feet )
I Inch = 100 (E.
k`!A1 SEI I
SOUND ENGINEERING, INC.
M ENGINEERS - LAND PLANNERS
1101 COMMERCE ST., SUITE 300
TACOMA, WA 98902
(2S1) 5]3 W IO - FNL(2Si) SRd192
xx�xnWm9ircmm ^ niW@mwdaNic
TEL:7 FAV
DRAWN:
BY
SCAIE: 1" =100'
DATE:
PRO ECr z: 07116.10
SHEET NAME:
PROPOSED BASIN
SHEET. OF
21
PREDEVELOPED LAND. USE
Name BASIN 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Pasture, Flat 1.59
Impervious Land Use Acres
DEVELOPED LAND USE
Pervious Land Use Acres
C, Lawn, Flat .41
Impervious Land Use Acres
PARKING FLAT 1.21
Element Flows To:
Surface Interflow
Gravel Trench Bed 1,
Flow Frequency Prede,
Flow(CFS) 0501
2 Year = 0.0234
5 Year = 0.0474
10 Year = 0.0684
25 Year = 0.1013
50 Year = 0.1305
100 Year = 0.1639
Flow Frequency Developed
Flow(CFS) 0701
2 Year = 0.3115
5 Year = 0.3814
10 Year = 0.4248
25 Year = 0.4774
50 Year = 0.5153
100 Year = 0.5524
Name Gravel Trench Bed A
Bottom Length: 250ft.
Bottom Width : 6ft.
Trench bottom slope 1: 0.005 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 4
Groundwater
I
'
Gravel
Pour Space of material for
first layer
Table
Material thickness of second layer : 0
Stage(ft)
Pour Space of material for
second layer
Material thickness of third
layer : 0
Pour Space of material for
third layer
0.000
Infiltration On
0.000
Infiltration rate : 60
'
Infiltration sa£tey factor
: 0.18
Discharge Structure
'
Riser Height: 3 £c.
Riser Diameter: 24 in.
0.375
0.089
0.3
0
Gravel
Trench Bed
Hydraulic
Table
Stage(ft)
Area(acr)
Volume(aer -ft) Dschrc(c£s)
Infilt(cfs)
0.000
0.034
0.000
0.000
0.000
0.044
0.034
0.000
0.000
0.375
0.089
0.034
0.001
0.000
0.375
'
0.133
0.034
0.001
0.000
0.375
0.178
0.034
0.002
0.000
0.375
0.222
0.034
0.002
0.000
0.375
0.267
0.034
0.003
0.000
0.375
'
0.311
0.034
0.003
0.000
0.375
0.356
0.034
0.004
0.000
0.375
0.400
0.034
0.004
0.000
0.375
'
0.444
0.034
0.005
0.000
0.375
0.409
0.034
0.005
0.000
0,375
0.533
0.034
0.006
0.000
0.375
0.578
0.034
0.006
0.000
0.375
1 0.622
0.034
0.006
0.000
0.375
0.667
0.034
0.007
0.000
0.375
0.711
0.034
0.007
0.000
0.375
'
0.756
0.034
0.008
0.000
0.375
0.800
0.034
0.008
0.000
0.375
0,844
0.034
0.009
0.000
0.375
0.889
0.034
0.009
0.000
0.375
0.933
1
0.034
0.010
0.000
0.375
0,978
0.034
0.010
0.000
0.375
1.022
0.034
0.011
0.000
0.375
1.067
0.034
0.011
0.000
0.375
1.111
0.034
0.01i
0.000
0.375
1.156
0.034
0.012
0.000
0.375
1.200
0.034
0.012
0.000
0.375
'
1.244
0.034
0.013
0.000
0.375
1.289
0.034
0.013
0.000
0.375
1.333
0.034
0.014
0.000
0.375
' 1.378
0.034
0.014
0.000
0.375
1.422
0.034
0.015
0.000
0.375
1.467
0.034
0.015
0.000
0.375
i.511
0.034
0.016
0.000
0.375
1.556
0.034
0.016
0.000
0.375
1.600
0.034
0.017
0.000
0.375
1.644
0.034
0.017
0.000
0.375
1.669
0.034
0.017
0.000
0.375
1.733
0.034
0.018
0.000
0.375
1.778
0.034
0.018
0.000
0.375
1.822
0.034
0.019
0.000
0.375
1.867
0.034
0.019
0.000
0.375
1.911
0.034
0.020
0.000
0.375
1.956
0.034
0.020
0.000
0.375
2.000
0.034
0.021
0.000
0.375
2.044
0.034
0.021
0.000
0.375
2.089
0.034
0.022
0.000
0.375
2.133
0.034
0.022
0.000
0.375
2.178
0.034
0.022
0.000
0.375
2.222
0.034
0.023
0.000
0.375
2.267
0.034
0.023
0.000
0.375
2.311
0.034
0.024
0.000
0.375
2.356
0.034
0.024
0.000
0.375
2.400
0.034
0.025
0.000
0.375
2.444
0.034
0.025
0.000
0.375
2.489
0.034
0.026
0.000
0.375
2.533
0.034
0.026
0.000
0.375
2.578
0.034
0.027
0.000
0.375
2.622
0.034
0.027
0.000
0.375
2.667
0.034
0.028
0.000
0.375
2.711
0.034
0.028
0.000
0.375
2.756
0.034
0.028
0.000
0.375
2.800
0.034
0.029
0.000
0.375
2.844
0.034
0.029
0.000
0.375
2.889
0.034
0.030
0.000
0.375
2.933
0.034
0.030
0.000
0.375
2.978
0.034
0.031
0.000
0.375
3.022
0.034
0.031
0.065
0.375
3.067
0.034
0.032
0.335
0.375
3.111
0.034
0.032
0.721
0.375
3.156
0.034
0.033
1.195
0.375
3.200
0.034
0.033
1.742
0.375
3.244
0.034
0.034
2.354
0.375
3.289
0.034
0.034
3.024
0.375
3.333
0.034
0.034
3.749
0.375
3.378
0.034
0.035
4.523
0.375
3.422
0.034
0.035
5.344
0.375
3.467
0.034
0.036
6.209
0.375
3.511
0.034
0.036
7.117
0.375
3.556
0.034
0.037
8.066
0.375
3.600
0.034
0.037
9.053
0.375
3.644
0.034
0.038
10.08
0.375
3.689
0.034
0.038
11.14
0.375
3.733
0.034
0.039
12.23
0.375
3.778
0.034
0.039
13.36
0.375
3.822
0.034
0.039
14.52
0.375
3.867
0.034
0.040
15.72
0.375
3.911
0.034
0.040
16.94
0.375
3.956
0.034
0.041
18.19
0.375
4.000
0.034
0.041
19.48
0.375
P�
Water Quality B Flow and Volume for POO 1.
On -line facility volume: 0.1066 acre -feet
On -line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.127 cfs.
Off -line facility target flow: 0.0639 cfs.
Adjusted for 15 min: 0.0722 cfs.
1
tPREDEVELOPED LAND USE
Name BASIN 2
Bypass: No
' Groundwater: No
Pervious Land Use
Acres
C, Pasture, Mod
6.99
Impervious Land Use
Acres
DEVELOPED LAND USE
Name Basin. 2
' Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Lawn, Flat
2.03
Impervious Land Use
Acres
PARKING FLAT
4.96
Element Flows To:
Surface Interflow Groundwater
' Gravel Trench Bed 2,
Flow Frequency PREDEV.
Flow(CFS) 0502
_
2 Year 0.0667
5 Year = 0.1285
10 Year 0.1799
25 Year 0.2559
3
50 Year 0.3204
100 Year = 0.3914
tFlow Frequency DEVELOPED
Flow(CFS) 0702
2 Year = 1.2823
5 Year = 1.5776
10 Year = 1.7662
25 Year = 1.9992
50 Year = 2.1700
100 Year = 2.3392
i
-'�A
Name Gravel Trench Bed 2
Bottom Length: 750£t.
Bottom Width : 8ft.
Trench bottom slope 1: 0.005 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 4
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate :o0
Infiltration saftey factor : 0.18
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
0.3
0
�1
Gravel
Trench Bed
Hydraulic
Table
Stage(ft)
Area(acr)
Volu (acr -ft) Dachrq(cfe)
Snfilt(cfs)
0.000
0.138
0.000
0.000
0.000
0.044
0.138
0.002
0.000
1.500
0.089
0.138
0.004
0.000
1.500
0.133
0.138
0.006
0.000
1.500
0.178
0.13E
0.007
0.000
1.500
0.222
0.138
0.009
0.000
1.500
0.267
0.13E
0.011
0.000
1.500
0.311
0.138
0.013
0.000
1.500
0.356
0.136
0.015
0.000
1.500
0.400
0.138
0.017
0.000
1.500
0.444
0.138
0.018
0.000
1.500
0.489
0.136
0.020
0.000
1.500
0.533
0.138
0.022
0.000
1.500
0.578
0.138
0.024
0.000
1.500
0.622
0.138
0.026
0.000
1.500
0.667
0.138
0.028
0.000
1.500
0.711
0.138
0.029
0.000
1.500
0.756
0.138
0.031
0.000
1.500
0.800
0.138
0.033
0.000
1.500
0.844
0.138
0.035
0.000
1.500
0.889
0.138
0.037
0.000
1.500
0.933
0.138
0.039
0.000
1.500
0.978
0.138
0.040
0.000
1.500
1.022
0.138
0.042
0.000
1.500
1.067
0.138
0.044
0.000
1.500
1.111
0.138
0.046
0.000
1.500
1.156
0.138
0.048
0.000
1.500
�1
1.200
0.138
0.050
0.000
-
1.E00
1.244
0.138
0.051
0.000
1.500
1.289
0.138
0.053
0.000
1.300
1.333
0.138
0.055
0.000
1.500
1.378
0.138
0.057
0.000
1.500
L.422
0.133
0.059
0.000
1.500
1.467
0.138
0.061
0.000
1.500
1.511
0.138
0.062
0.000
1.500
1.556
0.138
0.064
0.000
1.500
1.600
0..138
0.066
0.000
1.500
1.644
0.138
0.068
0.000
1.500
1.689
0.138
0.070
0.000
1.500
1.733
0.138
0.072
0.000
1.500
1.778
0.138
0.073
0.000
1.500
1.822
0.138
0.075
0.000
1.500
1.867
0.138
0.077
0.000
1.500
1.911
0.138
0.079
0.000
1.500
1.956
0.138
0.081
0.000
1.500
2.000
0.138
0.083
0.000
1.500
2.044
0.138
0.084
0.000
1.500
2.089
0.138
0.086
0.000
1.500
2.133
0.136
0.088
0.000
1.500
2.178
0.138
0.090
0.000
1.500
2.222
0.138
0.092
0.000
1.500
2.267
0.138
0.094
0.000
1.500
2.311
0.138
0.096
0.000
1.500
2.356
0.138
0.097
0.000
1.500
2.400
0.138
0.099
0.000
1.500
2.444
0.138
0.101
0.000
1.500
2.489
0.138
0.103
0.000
1.500
2.533
0.138
0.105
0.000
1.500
2.578
0.138
O.io7
0.000
i.500
2.622
0.138
0.108
0.000
1.500
2.667
0.138
0.110
0.000
1.500
2.711
0.138
0.112
0.000
1.500
2.756
0.138
0.114
0.000
1.500
2.800
0.136
0.116
0.000
1.500
2.844
0.138
0.118
0.000
1.500
2.689
0.138
0.119
0.000
1.500
2.933
0.138
0.121
0.000
1.500
2.978
0.138
0.123
0.000
1.500
3.022
O.i38
0.125
0.065
1.500
3.067
0.138
0.127
0.335
i.500
3.111
0.138
0.129
0.721
1.500
3.156
-0.138
0.130
1.195
1.500
3.200
0.138
0.132
1.742
1.500
3.244
0.138
0.134
2.354
1.500
3.289
0.136
0.136
3.024
1.500
3.333
0.136
0.138
3.749
1.500
3.378
0.138
0.140
4.523
1,590
3.422
0.138
0.141
5.344
1.500
3.467
0.138
0.143
6.209
1.500
3.511
0.138
0.145
7.117
1.500
3.556
0.138
0.147
8.066
1.500
3.600
0.138
0.149
9.053
1.500
3.644
0.138
0.151
10.08
1.500
3.689
0.138
0.152
11.14
1.500
-v `
3.733
0.138
0.154
12.23
1.500
3.778
0.138
0.156
13.36
1.500
3.822
0.138
0.158
i4.52
1.500
3.867
0.138
0.160
15.72
1.500
3.911
0.138
0.162
16.94
1.500
3.956
0.138
0.163
18.19
1.500
4.000
0.138
0.165
19.48
1.500
Water Quality Bb8 Flow and Volume for POC 2.
On -line facility volume: 0.4442 ac =e -feet
On -line facility target flow: 0.01 efa.
Adjusted for 15 min: 0.5284 cfs.
Off -line facility target flow: 0.2659 cfs.
Adjusted for 15 min: 0.3005 cfs.
Name Basln 3
Bypass: No
GroundWater: No
DEVELOPED
Pervious Land Use Acres
C, Lawn, Flat .11
Impervious Land Use Acres
PARKING FLAT 1763
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed C,
Flow Frequency
PREDEV.
Flow(CFS)
2 Year =
0503
2 Year =
0.0127
0.4929
5 Year =
0.0257
0.5463
10 Year =
0.0371
0.6106
25 Year =
0.0549
0.6567
50 Year =
0.0707
0.7016
100 Year =
0.0888
Flow Frequency DEVELOPED
Flow(CFS)
0703
2 Year =
0.4065
5 Year =
0.4929
10 Year =
0.5463
25 Year =
0.6106
50 Year =
0.6567
100 Year =
0.7016
Name Gravel Trench Bed C
Bottom Length: 375ft.
Bottom Width : 6ft.
Trench bottom slope 1: 0.005 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 4
Pour Space of material for first layer 0.3
Material thickness of second layer : 0
Pour Space of material for second layer 0
Material thickness of third layer : 0
Pour Space of material for third layer : 0
Infiltration On
Infiltration rate : 60
Infiltration saftey factor : 0.18
Discharge Structure
Riser Height: 3 `_t.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
V \/
Gravel
Trench Bad
Hydraulic
Table
Stage(ft)
A aa(acr)
Volumelacr -ft) Dachtg(cfs)
tnfilt(cfs)
0.000
0.052
0.000
0.000
0.000
0.044
0.052
-
0.001
0.000
0.563
0.089
0.052
0.001
0.000
0.563
0.133
0.052
0.002
0.000
0.563
0.178
0.052
0.003
0.000
0.563
0.222
0.052
0.003
0.000
0.563
0.267
0.052
0.004
0.000
0.563
0.311
0.052
0.005
0.000
0.563
0.356
0.052
0.006
0.000
0.563
0.400
0.052
0.006
0.000
0.563
0.444
0.052
0.007
0.000
0.563
0.489
0.052
0.008
0.000
0.563
0.533
0.052
0.008
0.000
0.563
0.578
0.052
0.009
0.000
0.563
0.622
0.052
0.010
0.000
0.563
0.667
0.052
0.010
0.000
0.563
0.711
0.052
0.011
0.000
0.563
0.756
0.052
0.012
0.000
0.563
0.800
0.052
0.012
0.000
0.563
0.644
0.052
0.013
0.000
0.563
0.889
0.052
0.014
0.000
0.563
0.933
0.052
0.014
0.000
0.563
0.978
0.052
0.015
0.000
0.563
1.022
0.052
0.016
0.000
0.563
1.067
0.052
0.017
0.000
0.563
1.111
0.052
0.017
0.000
0.563
1.156
0.052
0.018
0.000
0.563
1.200
0.052
0.019
0.000
0.563
1.244
0.052
0.019
0.000
0.563
1.289
0.052
0.020
0.000
0.563
1.333
0.052
0.021
0.000
0.563
1.378
0.052
0.021
0.000
0.563
1.422
0.052
0.022
0.000
0.563
1.467
0.052
0.023
0.000
0.563
1.511
0.052
0.023
0.000
0.563
1.556
0.052
0.024
0.000
0.563
1.600
0.052
0.025
0.000
0.563
1.644
0.052
0.025
0.000
0.563
1.689
0.052
0.026
0.000
0.563
1.733
0.052
0.027
0.000
0.563
1.778
0.052
0.028
0.000
0.563
1.822
0.052
0.026
0.000
0.563
1.967
0.052
0.029
0.000
0.563
1.911
0.052
0.030
0.000
0.563
1.956
0.052
0.030
0.000
0.563
V \/
2.000
0.052
0.031
0.000
0.563
2.044
0.052
0.032
0.000
0.563
2.089
0.052
0.032
0.000
0.563
2.133
0.052
0.033
0.000
0.563
2.178
0.052
0.034
0.000
0.563
2.222
0.052
0.034
0.000
0.563
2.267
0.052
0.035
0.000
0.563
2.311
0.052
0.036
0.000
0.563
2.356
0.052
0.037
0.000
0.563
2.400
0.052
0.037
0.000
0.563
2.444
0.052
0.038
0.000
0.5663
2.489
0.052
0.039
0.000
0.563
2.533
0.052
0.039
0.000
0.563
2.578
0.052
0.040
0.000
0.563
2.622
0.052
0.041
0.000
0.563
2.667
0.052
0.041
0.000
0.563
2.711
0.052
0.042
0.000
0.563
2.756
0.052
0.043
0.000
0.563
2.800
0.052
0.043
0.000
0.563
2.844
0.052
0.044
0.000
0.563
2.889
0.052
0.045
0.000
0.563
2.933
0.052
0.045
0.000
0.563
2.978
0.052
0.046
0.000
0.563
3.022
0.052
0.047
0.065
0.563
3.067
0.052
0.048
0.335
0.563
3.111
0.052
0.048
0.721
0.563
3.156
0.052
0.049
1.195
0.563
3.200
0.052
0.050
1.742
0.563
3.244
0.052
0.050
2.354
0.563
3.289
0.052
0.051
3.024
0.563
3.333
0.052
0.052
3.749
0.563
3.378
0.052
0.052
4.523
0.563
3.422
0.052
0.053
5.344
0.563
3.467
0.052
0.054
6.209
0.563
3.511
0.052
0.054
7.117
0.563
3.556
0.052
0.055
8.066
0.563
3.600
0.052
0.056
9.053
0.563
3.644
0.052
C.056
10.08
0.563
3.689
0.052
0.057
11.14
0.563
3.733
0.052
0.058
'12.23
0.563
3.778
0.052
0.059
13.36
0.563
3.822
0.052
0.059
14.52
0.563
3.867
0.052
0.060
15.72
0.563
3.911
0.052
0.061
16.94
0.563
3.956
0.052
0.061
18.19
0.563
4.000
0.052
0.062
19.48
0.563
Water Quality EMP Flow and Volume for POC 3.
On -line facility volume: 0.1564 acre -feet
On -line facility target flow: 0.01 cfs.
Adjusted for 15 min: O.i859 cfs.
Off -line facility target flow: 0.0935 cfs.
Adjusted for 15 min: O.1037 cfs.
Name Basin 4
Bypass: No
Groundwater: No
Pervious Land Use Acres
C, Lawn, Flat .01
Impervious Land Use Acres
PARKING FLAT 0.53
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed D,
Flow Frequency
PREDEV.
Flow(CFS)
0504
2 Year =
0.0039
5 Year =
0.0080
10 Year =
0.0115
25 Year =
0.0170
50 Year =
0.0219
IOD Year =
0.0276
Flow Frequency
DEVELOPED
Flow(CFS)
0704
2 Year =
0.1314
5 Year =
0.1591
10 Year =
0.1761
25 Year =
0.1967
50 Year =
0.2114
100 Year =
0.2257
Name Gravel Trench Bed D
Bottom Length: 125ft.
Bottom Width : 6ft.
Trench bottom slope 1: 0.005 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 4
Pour Space of material for first layer 0.3
Material thickness of second layer : 0
Pour Space of material for second layer 0
Material thickness of third layer : 0
Pour Space of material for third layer 0
Infiltration On
Infiltration rate : 60
Infiltration saftey factor : 0.18
Discharge Structure
��LX
Riser Height: 3 ft.
Riser Diameter: 24 in.
Element Flows To:
Outlet 1 Outlet 2
yam\ J
Gravel
Trench Bad Hydraulic
Table
StaVe(fy
A ea(acr)
vole (acr -ft)
Dschrc(cfs)
InfIlt(cfs)
0.000
O.Oi7
0.000
0.000
0.000
0.044
0.017
0.000
0.000
0.188
0.089
0.017
0.000
0.000
0.188
0.133
0.017
0.001
0.000
0.188
0.178
0.017
0.001
0.000
0.188
0.222
0.017
0,001
0.000
0.188
0.267
0.017
0.001
0.000
0.188
0.311
0.017
0.002
0.000
0.188
0.35E
0.017
0.002
0.000
0.168
0.400
0.017
0.002
0.000
0.188
0.444
0.017
0.002
0.000
0.188
0.489
0.017
0.003
0.000
0.188
0.533
0.017
0.003
0.000
0.188
0.578
0.017
0.003
0.000
0.188
0.622
0.017
0.003
0.000
0.188
0.667
0.017
0.003
0.000
0.188
0.711
0,017
0.004
0.000
0.188
0.756
0.017
0.004
0.000
0.188
0.800
0.017
0.004
0.000
0.188
0.844
0.017
0.004
0.000
0.18E
0.689
0.017
0.005
0.000
0.188
0.933
0.017
0.005
0.000
0.188
0.978
0.017
0.005
0.000
0.188
1.022
0.017
0.005
0.000
0.188
1.067
0.017
0.006
0.000
0.188
1.111
0.017
0.006
0.000
0.189
1.155
0.017
0.006
0.000
0.188
1.200
0.017
0.006
0.000
0.188
1.244
0.017
0.006
0.000
O.i88
1.289
0.017
0.007
0.000
0.196
1.333
0.017
0.007
0.000
0.198
1.378
0.017
0.007
0.000,
0.188
1.422
0.017
0.007
0.000
0.188
1.467
0,017
0.008
0.000
0.188
1.511
0.017
0.008
0.000
0.188
1.556
0.017
0.008
0.000
0.188
1.600
0.017
0.008
0.000
0.188
1.644
0.017
0.008
0.000
0.188
1.689
0.017
0.009
0.000
0.188
1.733
0.017
0.009
0.000
0.188
1.778
0.017
0.009
0.000
0.188
1.822
0.017
0.009
0.000
0.188
1.867
0.017
0.010
0.000
O.i88
1.911
0.017
0.010
0.000
0.138
1.956
0.017
0.010
0.000
0.188
2.000
0.017
0.010
0.000
0.188
yam\ J
2.044
0.017
0.0il
0.000
0.188
2.089
0.017
0.011
0.000
0.188
2.i33
0.017
0.011
0.000
0.136
2.178
0.017
0.011
0.000
0.188
2.222
0.017
0.011
0.000
O.i88
2.267
O.Oi7
0.012
0.000
0.183
2.311
0.017
0.012
0.000
0.168
2.356
0.017
0.012
0.000
0.188
2.400
0.017
0.012
0.000
0.188
2.444
0.017
0.013
0.000
0.188
2.489
0.017
0.013
0.000
0.188
2.533
0.017
0.013
0.000
0.188
2.578
0.017
0.013
0.000
0.188
2.622
0.017
0.014
0.000
0.168
2.667
0.017
0.014
0.000
0.188
2.711
0.017
0.014
0.000
0.188
2.756
0.017
0.014
0.000
0.188
2.800
0.017
0.014
0.000
0.188
2.844
0.011
0.015
0.000
0.18B
2.869
0.017
0.015
0.000
0.183
2.933
0.017
0.015
0.000
0.1B8
2.973
0.017
0.015
0.000
0.188
3.022
0.017
0.016
0.065
0.188
3.067
0.017
0.016
0.335
0.188
3.111
0.017
0.016
0.721
0.186
3.156
0.017
0.016
1.195
0.188
3.200
0.017
0.017
1.742
0.188
3.244
0.017
0.017
2.354
0.188
3.289
0.017
0.017
3.024
0.188
3.333
0.017
0.017
3.749
0.188
3.378
0.017
0.017
4.523
0.188
3.422
0.017
0.016
5.344
0.188
3.467
0.017
0.018
6.209
0.188
3.511
0.017
0.018
7.117
0.188
3.556
0.017
0.018
6.066
0.188
3.600
0.017
0.019
9.053
0.188
3.644
0.017
0.019
10.08
0.186
3.689
0.017
0.019
11.14
0.188
3.733
0.017
0.019
12.23
0.188
3.779
0.017
0.020
13.36
0.188
3.822
0.017
0.020
14.52
0.188
3.867
0.017
0.020
15.72
0.168
3.911
0.017
0.020
16.94
0.168
3.956
0.017
0.020
18.19
0.188
4.000
0.017
0.021
19.48
0.188
Water Quality B Flow and Volume for 20C 4.
On -line facility volume: 0.0652 acre -feet
On -line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0774 cfs.
Off -line facility target flow: 0.0389 cfs.
Adjusted for 15 min: 0.044 cfs.