Long Shot Gun Range - Stormwater ReportLong Shot Gun Range Stormwater Site Plan Yelm, Washington
PACLAND Project #10369001 Page 1
Long Shot Gun Range
16910 WA-507 SE
Yelm, WA 98370
Parcel # 64303100800 and 64303100801
Stormwater Site Plan
6814 Greenwood Ave N. T 206.522.9510
Seattle, WA 98103 www.pacland.com
Prepared By: Darian Murray
Reviewed By: Bill Fortunato, P.E.
Prepared: August 2022
Long Shot Gun Range Stormwater Site Plan Yelm, Washington
PACLAND Project #10393015 Page 2
SECTION PAGE
EXECUTIVE SUMMARY .................................................................................................................................. 3
SECTION 1 – PROJECT OVERVIEW ................................................................................................................. 4
FIGURE 1.1 – SITE LOCATION MAP ................................................................................................................................... 4
SECTION 2 – OFF-SITE ANALYSIS ................................................................................................................... 7
SECTION 3 – CONDITIONS AND REQUIREMENTS .......................................................................................... 8
FIGURE 3.1– FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT ........................................................... 8
FIGURE 3.2 – FLOW CHART FOR DETERMINING LID MR #5 REQUIREMENTS .......................................................................... 10
SECTION 4 – ON-SITE STORMWATER MANAGEMENT, FLOW CONTROL, AND WATER QUALITY ............... 12
TABLE 4.1 – PRE-DEVELOPED CONDITIONS ...................................................................................................................... 12
TABLE 4.2 – DEVELOPED CONDITIONS ............................................................................................................................. 12
TABLE 4.3 PEAK RUNOFF RATES ..................................................................................................................................... 12
TABLE 4.4 – WATER QUALITY DESIGN VOLUME ................................................................................................................ 13
SECTION 5 – CONVEYANCE ANALYSIS ......................................................................................................... 14
FIGURE 5.1 – PIPE CAPACITY CALCULATIONS .................................................................................................................... 14
SECTION 6 – CSWPPP ANALYSIS AND DESIGN ............................................................................................ 15
SECTION 7 – SPECIAL REPORTS AND STUDIES ............................................................................................ 15
SECTION 8 – OTHER PERMITS ..................................................................................................................... 15
APPENDIX A – FIGURES ............................................................................................................................... 15
APPENDIX B – EXHIBITS ............................................................................................................................... 15
APPENDIX C – PLANS ................................................................................................................................... 15
APPENDIX D – CALCULATIONS .................................................................................................................... 15
APPENDIX E – OPERATIONS AND MAINTENANCE MANUAL ....................................................................... 15
APPENDIX F – GEOTECHNICAL ENGINEERING STUDY ................................................................................. 15
TABLE OF CONTENTS
Long Shot Gun Range Stormwater Site Plan Yelm, Washington
PACLAND Project #10393015 Page 3
The proposed development is located at 16910 WA-507 SE in Yelm, Washington. The site is bordered by
WA-507 SE to the south, by a residential parcel to the north, by Grove Rd to the west, and by an
undeveloped parcel to the east.
This project will involve grading and clearing the existing undeveloped portion of the site. Site surface
conditions are comprised of overgrown grasses, trees, and a few patches of concrete/gravel pads. The
construction of an approximately 36,860 square foot facility will be for a small retail space and 22 firing
lanes, as well as associated parking lot, drive aisles, sidewalks, landscaping, utilities, and stormwater
management facilities. The complete development of the site will be in two phases, the second phase
would include parking lot expansion in addition to two building expansion areas.
The property is zoned C-3 Large Lot Commercial, and the site lies within the Nisqually River Water shed.
The City of Yelm is the governing agency for the project.
EXECUTIVE SUMMARY
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PACLAND Project #10393015 Page 4
Location
16910 WA-507 SE, Yelm, WA 98597
Section/Township/Range
SE 1/4, Section 29, Township 17 N, Range 02 E, W.M.
Parcel/Tax Lot(s)
260,973 = 6.06 acres
City, County, State
Yelm, Thurston, Washington
Governing Agency
City of Yelm
Design Criteria
2019 Stormwater Management Manual for Western Washington
Drainage Basin
Nisqually River
Figure 1.1 – Site Location Map
SECTION 1 – PROJECT OVERVIEW
SITE LOCATION
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PACLAND Project #10393015 Page 5
Soils
A geotechnical report was prepared for the project by Earth Solutions NW, LLC., and is included as
Appendix F. A Web Soil Survey from the United States Department of Agriculture (USDA) Natural
Resources Conservation Service (NRCS) has also been provided that generally characterizes the native
on-site soils.
The geotechnical characterization of the on-site soils is summarized as follows in the Earth Solutions NW
LLC report:
Topsoil
Topsoil was generally encountered in the upper 12 inches of existing grades at the test pit
locations. Deeper or shallower pockets of topsoil may be locally encountered across the site.
The topsoil was characterized by a dark brown color, minor root intrusions, and trace organic
matter. Vegetation roots generally extended to depths of 10 to 24 inches.
Native Soil
Underlying topsoil, the native soil was classified primarily as medium dense well-graded and
poorly graded gravel with sand (USCS: GW and GP, respectively). The moisture content at the
time of exploration was characterized primarily as damp to moist. Native soil extended to the
maximum exploration depth at each test pit location, which occurred between about 6.5 and 10
feet below the existing ground surface (bgs).
Per the Earth Solutions geotechnical report:
“In general, our field observations indicate on-site soils likely to be encountered during
construction may be considered feasible for use as structural fill if the soil moisture content is at
(or slightly above) the optimum level when compaction achievement is required. Successful use
of on-site soils as structural fill will largely be dictated by the moisture content at the time of
placement and compaction.
On-site soils that are dry of the optimum moisture content at the time of placement will require
moisture conditioning (typically achieved by adding water) prior to compaction. Soils that are
excessively over the optimum moisture content will require moisture conditioning (typically
achieved through soil aeration) prior to compaction. It should be emphasized that soils should
never be placed and compacted dry of the optimum moisture content.”
“Groundwater seepage was not observed in the test pits excavated during the June 2022
subsurface exploration. Nevertheless, groundwater may be encountered depending on the time
of year earthwork activities occur and depth of excavations. Groundwater flow rates and
elevations fluctuate depending on many factors, including precipitation duration and intensity, the
time of year, and soil conditions. In general, groundwater flow rates are higher during the winter,
spring, and early summer months.”
The Web Soil Survey identifies the entirety of the site as Spanaway gravelly sandy loam, 0 to 3 percent
slopes. Per the summary of this soil type (provided in Appendix F), the capacity of the most limiting
layer to transmit water is 20.0 inches per hour. Based on this information, infiltration is considered to be
feasible for the project.
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Existing Drainage Basins
The existing project area consists of a single drainage basin that currently flows northeast across the
site. The developed portion of the basin flows via an underground system of pipes to a swale where the
site runoff is infiltrated into the existing soils. The undeveloped portion of the site currently drains to the
swale location onsite.
The upstream and downstream analysis of this basin will be described in detail in Section 2. An exhibit
showing the existing conditions of the basin is provided in Appendix B.
Developed Drainage Basins
The developed site will be evaluated as a single drainage basin. Runoff from new, replaced, and existing
impervious surfaces on the site will be collected and conveyed to a wet pond for treatment which will
discharge into a proposed infiltration pond.
An exhibit showing the developed conditions is provided in Appendix B.
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Upstream Analysis
There are no upstream basins that contribute significant runoff to the project location. The area to be
developed is bounded by on the south and west sides by city/state roadways and the bounded by an
undeveloped site to the east, and a residential property to the north. Stormwater runoff within the
public right-of-way is collected and managed separately from on-site runoff.
Downstream Analysis
The property presently drains to the east side of the site, where runoff is collected in a storm drainage
swale which then infiltrates into the soils.
In the mitigated condition, a network of curbs, gutters, catch basins, and underground pipes will collect
surface water runoff throughout the site. The runoff will be treated onsite in a quality control BMP then
routed to an infiltration pond onsite which will provide 100% infiltration and will be located along the
northeast corner of the parcel. The stormwater management system has been sized to accommodate
the existing and proposed impervious surfaces on-site. No downstream issues are anticipated.
SECTION 2 – OFF-SITE ANALYSIS
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As stated above in the Executive Summary section of this report, the project will create greater than
5,000 square feet of new hard surfaces. Per the flow chart in Figure 3.1, all minimum requirements will
apply to new and replaced hard surfaces.
Figure 3.1– Flow Chart for Determining Requirements for New Development
SECTION 3 – CONDITIONS AND REQUIREMENTS
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The requirements have been met as follows:
Minimum Requirement #1: Preparation of Stormwater Site Plans
This project involves greater than 5,000 square feet of new impervious surface, thus, Minimum
requirement #1 applies and a Stormwater Site Plan must be prepared for review by the local jurisdiction.
Response: This report has been prepared to address this requirement.
Minimum Requirement #2: Construction Stormwater Pollution Prevention
All erosion and sediment control measures shall be governed by the requirements of Department of
Ecology’s SWMMWW and the General Permit for Construction Stormwater. The thirteen elements as
identified in the manual and provided below will be incorporated into the TESC plans:
Element 1: Preserve Vegetation/Mark Clearing Limits
Element 2: Establish Construction Access
Element 3: Control Flow Rates
Element 4: Install Sediment Controls
Element 5: Stabilize Soils
Element 6: Protect Slopes
Element 7: Protect Drain Inlets
Element 8: Stabilize Channels and Outlets
Element 9: Control Pollutants
Element 10: Control De-watering
Element 11: Maintain BMPs
Element 12: Manage the Project
Element 13: Protect Low Impact Development BMPs
Response: Temporary Erosion and Sediment control plans have been prepared to address the elements
identified. Since the project will result in greater than 1 acre of soil disturbance, a Stormwater Pollution
Prevention Plan (SWPPP) will be required to obtain coverage under the NPDES Construction Stormwater
General Permit prior to construction. See Section 6 of this report for a complete description of the
construction and erosion control strategies being implemented.
Minimum Requirement #3: Source Control of Pollution
All known, available, and reasonable source control BMPs must be applied to all projects. Source control
BMPs must be selected, designed, and maintained according to the SWMMWW.
Response: Source control BMPs will be implemented according to the standards outlined in Volume IV of
the SWMMWW.
Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls
Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the
natural location, to the maximum extent practicable. The manner by which runoff is discharged from the
project site must not cause a significant adverse impact to downstream receiving waters and
downgradient properties. All outfalls require energy dissipation.
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Response: Runoff from the area to be developed currently sheet flows to the east side of the property,
where it flows into the existing ditch/swale. All runoff from proposed developed site will be treated,
detained, and discharged into a proposed wet pond and infiltration pond that are proposed to go in the
same location of the current discharge.
Minimum Requirement #5: On-site Stormwater Management
Projects shall employ On-site Stormwater Management BMPs in accordance with the following projects
thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on-site to the extent
feasible without causing flooding or erosion impacts.
Response: Because the project will include greater than 5,000 square feet of new impervious surfaces,
on-site stormwater BMPs will be evaluated per the requirements of the SWMMWW. The review of on-
site stormwater BMPs is addressed in Section 4 of this report.
The project is responsible for evaluating Best Management Practices per the SMMWW flow chart for
determining MR #5 provided in Figure 3.2.
Figure 3.2 – Flow Chart for Determining LID MR #5 Requirements
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Minimum Requirement #6: Runoff Treatment
Projects in which the total of effective, pollution-generating impervious surface (PGIS) is 5,000 SF or
more in a threshold discharge area of the project require construction of stormwater treatment
facilities. Projects in which the total of pollution-generating pervious surfaces (PGPS) is three-quarters
(3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a
natural or man-made conveyance system from the site also require treatment facilities. 91% of the
runoff volume of an approved continuous runoff model will be required to be treated for water quality.
The project use is considered to be commercial, thus treatment facilities are required to provide
Enhanced Treatment.
Response: The project includes greater than 5,000 square feet of new pollutant-generating impervious
surfaces, and as such is responsible for providing water quality treatment. Because the project is a
commercial development, Enhanced Treatment is required. Treatment will be provided upstream of the
proposed infiltration pond via wet pond. Roof areas are considered as non-pollutant-generating and will
be routed to a gravel trench system designed to fully infiltrate flows from the roof surfaces.
Minimum Requirement #7: Flow Control
Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and
land cover conversions. The requirement below applies to projects that discharge stormwater directly,
or indirectly through a conveyance system, into a fresh waterbody. Stormwater discharges shall match
50% of the pre-developed 2-year peak flow up to the full 50-year peak flow. The pre-developed
condition should match a forested land cover. Proper Flow Control BMPs shall be selected and designed
according to the current SWMMWW.
Response: The proposed project will utilize an infiltration pond to infiltrate 100% of stormwater runoff
from the required design storms into the onsite soils after treatment. Drainage calculations have been
provided in Appendix D.
Minimum Requirement #8: Wetlands Protection
The thresholds identified in Minimum Requirement #6 and Minimum Requirement #7 shall also be
applied for any discharge to wetlands.
Response: Per the City of Yelm GIS Wetlands Indicators Map, provided in Appendix A, no delineated
wetlands exist in the vicinity of the project site.
Minimum Requirement #9: Operation and Maintenance
An operation and maintenance manual that is consistent with the provisions in the SWMMWW shall be
provided for proposed stormwater facilities and BMPs, and the parties responsible for maintenance and
operation shall be identified.
Response: The Operations and Maintenance of the storm water management system is detailed in the
Operations and Maintenance section of this report.
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Existing Site Hydrology
The existing project area consists of a single basin. The project area is primarily undeveloped with an
existing developed portion which will remain. Table 4.1 provides a summary of the conditions of the
existing basin. For the purposes of hydrologic modeling, the predeveloped condition shall be modeled as
forested where appropriate per SWMMWW requirements.
Table 4.1 – Pre-Developed Conditions
Land Cover Description Basin A
Pavement 0.57
Roof 0.19
Sidewalk 0.04
Landscaped 4.04
Total Project Area 4.84
Developed Site Hydrology
The developed conditions are shown below in Table 4.2, which were utilized in drainage calculations. An
exhibit depicting the proposed developed conditions is provided in Appendix B. Surfaces to remain
undisturbed during construction have been included in hydrologic modeling. Proposed roofs have been
omitted as they will be treated and routed separately from the rest of the PGIS.
Table 4.2 – Developed Conditions
Land Cover Description Basin A
Pavement 1.26
Roof 1.43
Sidewalk 0.13
Landscape 2.02
Total Project Area 4.84
Flow Control
Developed peak runoff rates were determined using the WWHM2012 modeling software, and are
provided below in Table 4.3. These flow rates address the design flows infiltrating on-site after
treatment and do not provide any discharge. Hydrologic modeling results can be found in Appendix D.
Table 4.3 Peak Runoff Rates
Basin A
Event Pre-Developed Peak Flow Rate (cfs) Mitigated Peak Flow Rate (cfs)
2-year 0.43274 0.0000
5-year 0.64455 0.0000
10-year 0.81485 0.0000
25-year 1.06801 0.0000
50-year 1.28573 0.0000
100-year 1.53347 0.0000
SECTION 4 – ON-SITE STORMWATER MANAGEMENT, FLOW CONTROL, AND
WATER QUALITY
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The proposed stormwater system consists of an infiltration pond. Per the WWHM flow control
calculations in Appendix D, a pond area of 1,722 sqft is adequate to provide flow control for the site. The
top of the proposed infiltration pond utilizes dimensions of 101.5’ L (avg) x 47’ W x 4’ H. The area of the
proposed pond (1,738 SF) exceeds the WWHM design (1,722 SF) and is thus adequate.
Water Quality
Per the SMMWW, the water quality facilities shall be sized to treat the 91st percentile of the 24-hour
runoff model since the treatment structure is located upstream of the flow control facilities. For
pollutant-generating areas, water quality shall be provided by a wet pond. The required water quality
design volume is provided in the water quality section of Appendix D. Water quality design volume
required for the basin is 0.3615 Ac-ft or 15,747 cuft.
Table 4.4 – Water Quality Design Volume
Volume Quantities
Required Volume 15,747 cuft
Provided Volume 15,836 cuft
The designed wet pond is proposed to provide water quality treatment for the site. The pond is a 2-cell
pond and must have a first cell which is 25%-35% of the total required volume of the system. That is
fulfilled at a provided volume of 4,062. The provided volume of the total system of 15,836 cuft exceeds
the calculated required volume of or 15,747 cuft thus the design is sufficient per the Department of
Ecology.
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Storm drainage pipes have been evaluated to confirm that they are able to convey the anticipated peak
flow rate generated by the 25-year, 24-hour design storm event.
Design flows were generated utilizing the peak 25-year flow generated by the new and replaced
surfaces, as calculated by a continuous runoff modeling program. The 25-year peak flow is 1.23 cubic
feet per second (see Appendix D for results).
Per Figure 5.1 below, a 12” pipe sloped at 0.5% is adequate to convey the developed 25-year peak flow.
Figure 5.1 – Pipe Capacity Calculations
SECTION 5 – CONVEYANCE ANALYSIS
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All erosion and sediment control measures shall be governed by the requirements Department of
Ecology’s SWMMWW and the General Permit for Construction Storm Water (CSWGP). Since the project
will cause greater than an acre of soil disturbance, a National Pollutant Discharge Elimination System
(NPDES) Permit will be needed to obtain coverage under the Construction Stormwater General Permit.
A temporary erosion and sedimentation control plan has been prepared to assist the contractor in
complying with these requirements. The Erosion and Sediment Control (ESC) plan is included along with
the construction plans. Per Minimum Requirement #2, the following CSWPPP elements have been
evaluated to determine both applicability and feasibility of each element.
Element 1: Preserve Vegetation/Mark Clearing Limits
Before beginning land disturbing activities, temporary fencing shall be installed around the perimeter of
the project to clearly identify the project limits.
Element 2: Establish Construction Access
Entrance(s) shall be inspected regularly for track out – any sediment found shall be swept or shoveled
from the pavement immediately.
Element 3: Control Flow Rates
A sediment trap is proposed to control flow rates during construction, as the portion of the site to be
developed is less than 3 acres in size. Sizing of the sediment trap (BMP C240) is based on the 2-year
predeveloped peak flow rate of 1.02 cubic feet per second, which is shown in the water quality
(uninfluenced) analysis included in Appendix D.
Per the sizing methodology included in SMMWW, the required surface area of the sediment trap is
equal to the 2-year developed peak flow rate multiplied by 2080. This results in a required surface area
of 2,101 SF (1.01 x 2,080 = 2100.8).
When stormwater infrastructure has been installed, construction stormwater may be directed to the
wet pond and then the infiltration basin to provide flow control upon removal of the sediment trap. The
upstream water quality unit should not be brought online until the site has been stabilized to prevent
overburdening the unit with sediment during construction.
Element 4: Install Sediment Controls
Silt fence per BMP C233 shall be installed around the perimeter of the site where runoff has the
potential to flow off-site. Inlet protection shall be installed in all existing catch basins that have the
potential to receive runoff from the project site or construction activities. Inlet protection shall be
installed per SWMMWW BMP C220.
Element 5: Stabilize Soils
Soils must not remain exposed and unworked for more than 7 days during the dry season (May 1 –
September 30) or 2 days during the wet season (October 1 – April 30). Soils to remain unworked for
longer than these specified periods shall be covered per BMP C123 Plastic Covering.
SECTION 6 – CSWPPP ANALYSIS AND DESIGN
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Element 6: Protect Slopes
No slopes exist within the project area that would warrant implementation of BMPs for this element.
Element 7: Protect Drain Inlets
Inlet protection shall be installed in all existing catch basins that have the potential to receive runoff
from the project site or construction activities. Inlet protection shall be installed per SWMMWW BMP
C220.
Element 8: Stabilize Channels and Outlets
There will be no discharge from the site. Pipe velocities are minimal, as pipe velocities will be less than 2
feet per second in the 100-year design event discharge. No additional outlet protection is proposed.
Element 9: Control Pollutants
No significant pollutants are anticipated during construction. The contractor shall implement concrete
handling (BMP C151) and sawcutting and surfacing pollution prevention (BMP C152) as needed.
Element 10: Control Dewatering
Per the geotechnical report, groundwater was not present at the time of testing. Depending on seasonal
groundwater fluctuations, dewatering may be required to facilitate construction of the stormwater
system and connection to the existing sanitary sewer system.
Element 11: Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be regularly inspected and
repaired as needed to assure continued performance of their intended function in accordance with BMP
specifications. All temporary BMPs shall be removed within 30 days after achieving final site stabilization
or after the temporary BMPs are no longer needed.
Element 12: Manage the Project
The project shall be phased/sequenced in such a manner as to reduce the amount and duration of soil
exposed to erosion by wind, rain, runoff, and vehicle tracking, as identified in BMP C162 Scheduling. It is
anticipated that sitework will be performed outside of the wet weather season.
Element 13: Protect Low Impact Development BMPs
No low impact development BMPs (e.g., permeable pavement, bioretention) are proposed. As such, no
protection of LID BMPs is required during construction.
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1. Construction Sequence and Procedure
The proposed development will include an erosion/sedimentation control plan designed to prevent
sediment-laden run-off from leaving the site during construction. The erosion potential of the site is
influenced by four major factors: soil characteristics, vegetative cover, topography, and climate.
Erosion/sedimentation control is achieved by a combination of structural measures, cover measures,
and construction practices that are tailored to fit the specific site.
The contractor will be responsible for implementing the following erosion control and storm water
management control measures. The contractor may designate these tasks to certain subcontractors as
they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper
functioning remains with the contractor. The order of activities will be as follows.
Phase 1
1. Prior to any construction work on the site, representatives from the City of Yelm must approve
the storm water pollution prevention plan.
2. Mark clearing limits.
3. Install inlet protection to all existing catch basins.
4. Install perimeter fencing.
5. Begin clearing and grubbing operations. Clearing and grubbing done from October 1st through
April 30th is authorized as long as there are erosion and sediment control measures.
6. Commence site grading.
Phase 2
1. Disturbed areas of the site where construction activity has ceased for more than 7 days between
May 1 and September 30 or 2 days between October 1 and April 30 shall be temporarily seeded
and watered.
2. Install storm drainage and curbs.
3. Prepare site for paving. Finalize pavement subgrade preparation.
4. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing
stabilized base course.
5. Install base material as required for pavement. Pave site. Do not pave over catch basins.
6. Complete final grading in non-parking areas and install permanent seeding and planting.
7. Remove fencing only after all paving is complete and exposed surfaces are stabilized.
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2. Temporary Soil Stabilization
Temporary stabilization practices for this project include:
• Temporary seeding and planting of all unpaved areas using the hydro-mulching grass seeding
technique (as needed).
Structural practices for this project include the following. Refer to the Erosion Control plans for specific
locations and details:
• Inlet protection using fiber fabric.
Daily inspection of the erosion control measures will be required during construction. Any sediment
buildup shall be removed and disposed offsite at an appropriate disposal facility.
Vehicle tracking of mud off-site shall be avoided. In the event that mud is tracked off site, it shall be
swept and disposed of offsite on a daily basis.
Because vegetative cover is the most important form of erosion control, construction practices must
adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave
soils open for more than 7 days between May 1st and September 30th and 2 days between October 1st
and April 30th. Soils shall be stabilized at the end of the shift before a holiday or weekend if needed
based on the weather forecast. Applicable practices include, but are not limited to, temporary and
permanent seeding, sodding, mulching, plastic covering, and soil application of polyacrylamide.
3. Permanent Erosion Control and Site Restoration
Upon completion of the project, areas of the site that are not stabilized with paving, rooftops, or
landscaping as shown on the site plans will be protected with either grass, ground cover/plantings or
existing vegetation.
4. Inspection Sequence
The construction site operator will periodically inspect the site to evaluate how ESC measures are
functioning and shall install or repair BMPs as needed based on site conditions to ensure erosion and
sediment are controlled. Because the project does not disturb more than one acre, a certified erosion
and sediment control lead will not be required.
5. Control of Pollutants Other than Sediments
Pollutants shall be controlled on the work site through the utilization of a centralized area for
equipment. No significant pollutants are anticipated.
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The following Special Reports and Studies were used or have been completed for this project:
• FEMA FIRM Panel 362 of 625 Map number 53067C0362E dated October 16, 2012
• Geotechnical Engineering Study, provided by Earth Solutions NW, LLC, dated July 22, 2022
SECTION 7 – SPECIAL REPORTS AND STUDIES
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The following governmental approvals or permits will likely be required for this project:
• City of Yelm Building Permit
• City of Yelm Civil Plan Review
• Department of Ecology General Permit Coverage (NOI)
SECTION 8 – OTHER PERMITS
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APPENDIX A – FIGURES
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City of Yelm Zoning Map
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FEMA Flood Insurance Rate Map
Per the Flood Insurance Rate map, the project is located in Zone X, and is identified as being an area of minimal Flood Hazard.
Site location
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City of Yelm Wetland Indicators Map
Site location
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APPENDIX B – EXHIBITS
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APPENDIX C – PLANS
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APPENDIX D – CALCULATIONS
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APPENDIX E – OPERATIONS AND MAINTENANCE
MANUAL
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Long Shot Gun Range
16910 WA-507
Yelm, WA 98370
Parcel # 64303100800 and 64303100801
Operations & Maintenance Manual
6814 Greenwood Avenue N
Seattle, WA 98103
(206) 522-9510
Prepared By: Darian Murray
Reviewed By: Bill Fortunato, P.E.
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Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater facilities in
accordance with local requirements. A copy of this maintenance and operations manual shall be
retained on-site or within reasonable access to the site and shall be transferred with the property to any
new owner. A log of maintenance activities that indicate what actions were taken shall be kept and be
available for inspection by the City of Yelm upon request.
The following maintenance program is recommended for this project:
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Stormwater BMP Inspection and Maintenance Log
Facility Name
Address
Begin Date End Date
Date BMP
ID#
BMP
Description
Inspected
by:
Cause for
Inspection
Exceptions
Noted
Comments and
Actions Taken
Instructions: Record all inspections and maintenance for all treatment BMPs on this form. Use additional
log sheets and/or attach extended comments or documentation as necessary. Submit a copy of the completed
log with the annual independent inspectors’ report to the municipality, and start a new log at that time.
▪ BMP ID# — Always use ID# from the Operation and Maintenance Manual.
▪ Inspected by — Note all inspections and maintenance on this form, including the required independent
annual inspection.
▪ Cause for inspection — Note if the inspection is routine, pre-rainy-season, post-storm, annual, or in
response to a noted problem or complaint.
▪ Exceptions noted — Note any condition that requires correction or indicates a need for maintenance.
▪ Comments and actions taken — Describe any maintenance done and need for follow-up.
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APPENDIX F – GEOTECHNICAL ENGINEERING STUDY
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