HomeMy WebLinkAboutR_Geotech_Repot_SSeattleGateStation_Drainage>_Report
17425 NE Union Hill Road, Suite 250
Redmond, Washington 98052
425.861.6000
February 16, 2024
Puget Sound Energy
PO Box 97034 M/S EST-04W
Bellevue, Washington 98009-9734
Attention: Mary Nicholl
Subject: Drainage, Geotechnical, and Geologically Hazardous Areas Evaluation Report
South Seattle Gate Station Fence Replacement Project, WO 101146281
730 South 21st Street in
Renton, Washington
File No. 9186-184-00 Task 2008
1.0 INTRODUCTION AND PROJECT UNDERSTANDING
GeoEngineers, Inc. (GeoEngineers) was contracted by Puget Sound Energy (PSE) to perform a drainage,
geotechnical, and geologic hazard evaluation in support of the South Seattle Gate Station Fence
Replacement Project (Project). The Project is located at 730 South 21st Street in Renton, Washington, as
shown in Figure 1, Vicinity Map. Preliminary fence installation information is provided in the PSE Project
Drawings in Appendix A, PSE’s South Gate Station #2724 Submittal Drawings.
We understand that PSE plans to replace the existing 6-foot-tall fence around the South Seattle Gate
Station (the site) with an 8-foot Guardiar vision-obscuring mesh panel fence to meet new Homeland Security
requirements. The new fence will be installed in the same location as the existing fence. No grading or
excavation, other than augering for fence post installation, is proposed as part of the Project. This report is
intended to provide baseline drainage, geotechnical, and geologic hazard critical areas (landslide, erosion,
steep slope, and coal mine hazards) data to PSE in response to the August 10, 2023 memorandum from
the City of Renton (COR) Department of Community and Economic Development summarizing COR’s
comments during the August 3, 2023 PRE23-000228 pre-application meeting with PSE.
2.0 SCOPE OF SERVICES
The purpose of our services was to review the 2022 Renton Surface Water Design Manual (RSWDM) and
Renton Municipal Code (RMC) 4-3-050 requirements and exceptions and to perform a desktop-level study
and site reconnaissance to characterize geologic hazards, surface soil and bedrock, groundwater seepage
and surface water conditions, and drainage patterns for the Project. The information collected provides a
basis for developing recommendations regarding permitting requirements, potential geologic hazards,
Puget Sound Energy | February 16, 2024 Page 2
File No. 9186-184-00, Task 2008
erosion control Best Management Practices (BMPs), and site restoration recommendations to reduce the
risk of adversely affecting geologic hazards that may be present at or near the Project.
Our specific scope of services included the following:
1. Reviewed readily available published geologic, soil, and groundwater well data and our in-house files
for existing information on soil, geologic hazards, and groundwater conditions in the site vicinity.
2. Reviewed 2022 RSWDM and RMC 4-3-050 requirements and exemptions.
3. Reviewed COR 2022 RSWDM, Section C.1.3 and RMC 4-3-050 for Geologic Critical Areas (COR 2023a),
King County (KC) (KC 2023), and the Washington State Department of Natural Resources (DNR 2023a)
websites to identify delineated geological hazard areas in the project area and to evaluate
requirements for work completed within geologic hazard critical areas.
4. Reviewed COR storm drainage review comments provided in a memorandum from the COR dated
August 3, 2023 (COR 2023b)
5. Reviewed and interpreted hillshade imagery and topographic maps derived from bare earth Light
Detection and Ranging (LiDAR) data available from DNR (DNR 2023b) for the site and adjacent
properties.
6. Completed a site visit to the South Seattle Gate Station location to assess the adjacent slopes for
surface indications of slope instability, erosion, drainage, and groundwater seepage.
7. Evaluated the potential impacts to slope stability, erosion, drainage, and coalmine hazards at the
project location.
8. Prepared this preliminary letter report summarizing our desktop review, site reconnaissance
observations, and preliminary erosion control and site restoration recommendations.
3.0 DESKTOP REVIEWS
3.1. Geologic Conditions
As shown in Figure 2, Geology, geologic mapping obtained from the DNR (DNR 2023a) indicates that the
site is underlain by Pleistocene-aged continental glacial till. However, smaller scale mapping we reviewed
(Schuster et al. 2015; Mullineaux, D.R. 1965), indicate that the glacial till is in turn predominately underlain
by continental sedimentary rocks of the Puget Sound Group (Tr) consisting of sandstone, siltstone, shale,
carbonaceous shale, claystone, and coal.
We reviewed available well reports from the Washington State Department of Ecology (Ecology) for
geotechnical soil borings completed at the Renton School District at Talbot Hill Elementary School located
at 578 23rd Street (approximately 1,200 feet southwest of the Project site), where the subsurface geology
is mapped as having similar geologic conditions as the Project site. Our review of these well logs indicated
that the project area is likely underlain by 10 to 18 feet of silt, sandy silt, and gravel (glacial till), which are
in turn underlain by the Puget Sound Group rocks. We did not complete geotechnical soil borings at the site
for the fence removal and installation Project because no excavations or grading, other than augering for
the installation of the 48-inch-deep by 18-inch-diameter pier for the fence posts, will be completed for the
Project.
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File No. 9186-184-00, Task 2008
3.2. Soil Conditions
Based on soil information available from the United States Department of Agriculture (USDA) National
Resources Conservation Service (NRCS) (USDA-NRCS 2023), the Project location is underlain by one
distinct surficial soil unit, referred to as the Beausite gravelly sandy loam characterized by 6 to 15 percent
slopes. The soil is described as having a parent material of till over weathered soils from sandstone and
being a gravelly, ashy sandy loam from 0 to 38 inches and as bedrock between 38 to 42 inches. This soil
unit is classified by the NRCS as having a moderate erosion hazard, being well-drained, and having a
moderately high infiltration rate of between 0.57 and 1.98 inches per hour. The depth to the water table is
reported to be more than 80 inches. Soil units are shown graphically in Figure 2.
We did not complete infiltration tests for the Project because no new infiltration structures are planned for
the Project and the Project will not alter existing site run-off or infiltration.
3.3. Groundwater and Drainage Conditions
Based on our review of 32 well reports submitted for the geotechnical borings completed at the Talbot Hill
Elementary School, groundwater was not observed within 45 feet of the ground surface, which is the
maximum depth explored by the geotechnical borings. The site is within the COR Flow Control Duration
Standard (matching forested conditions) and within the Black River drainage basin. The Project does not
contain or is not adjacent to an aquifer protection area.
3.4. City of Renton Geologic Critical Area Mapping
COR Geologic Critical Areas, as defined in COR 4-3-050B, include regulated slopes, landslide, erosion,
seismic, and/or coalmine hazards. Geologic hazards, including regulated slopes, erosion, coal mine, and
landslide hazards, are shown in Figures 3 through 5.
3.4.1. Regulated Slope Hazard Areas
Based on our review of the Regulated Slope maps available from COR (COR 2023a), the southeast corner
of the Project location is mapped as containing slopes greater than 15 percent and less than or equal to
25 percent slopes (see Figure 4, Geologic Hazards – Erosion Hazard and Landslide Severity). Sensitive
Steep Slopes (slopes which are greater than 25 percent and less than or equal to 40 percent) and protected
slopes (slopes which are greater than 45 percent and less than or equal to 90 percent) are mapped across
Benson Drive South approximately 70 feet to the east of the Project.
3.4.2. Potential Erosion Hazard Areas
The City of Renton maps potential erosion hazard areas as shown on Figure 5, Geologic Hazards – Coal
Mine Hazards (COR 2023a). The COR defines significant erosion hazards as those soils that may experience
high erosion (COR 2023a). The Project is not mapped within a potential high erosion hazard area.
3.4.3. Potential Coal Mine Hazard Areas
As shown in Figure 5, moderate coal mine hazards are mapped on the eastern side of the Project. Based
on our review of information available from DNR, the area was mapped in 1915 to include mine workings
and railroad tracks of the Old Talbot Mine workings of the Renton Coal Mine, owned by the Renton Coal
Company. The moderate coal mine hazard from the COR is overlain on a georeferenced detailed map
Puget Sound Energy | February 16, 2024 Page 4
File No. 9186-184-00, Task 2008
available from DNR in Figure 5, which indicates that the project site is not located directly over known mine
shafts related to the Old Talbot Mine and is more than 50 feet from the mapped mine shafts.
3.4.4. Potential Landslide Hazard Areas
Based on our review of information available from the COR, King County, the United States Geological
Survey (USGS), and DNR, there are no mapped potential landslide hazard areas, mapped landslides, or
deposits located along or within 250 feet of the Project (Figure 4).
We also reviewed the most recent LiDAR hillshade model available from the DNR LiDAR portal, as shown
in Figure 7, LiDAR Hillshade Model (DNR 2023b). Based on our interpretation of the LiDAR hillshade model,
the site is not located on a historic landslide, nor are there historic landslides in the near vicinity of the
Project location.
3.4.5. Potential Seismic or Volcanic Hazard Areas
Based on our review of information available from the COR, King County, and DNR, there are no mapped
seismically active faults or volcanic hazard areas mapped near the project area.
4.0 SITE RECONAISSANCE
A GeoEngineers’ Washington licensed geologist conducted a site reconnaissance on October 3, 2023 to
observe site conditions. In general, the Project site is situated on a relatively flat to very gently sloping (slope
gradients of 0 to 7 percent) ground surface bounded by deciduous tree forest to the north and west, Benson
Drive South to the east, and South 21st Street to the south. Existing development at the Project site includes
natural gas piping, a one-story metal sided building, and perimeter fencing, all of which are situated on a
gravel surface. Land use in the area includes residential development. Photographs presented in
Figures B-1 and B-2 in Appendix B, Site Photographs show existing development and drainage direction at
the Project site.
Previous grading to construct the South Seattle Gate Station resulted in the gravel surface of the South
Seattle Gate Station being between approximately 2 and 12 feet lower in elevation than Benson Drive South
on the east side of the site and between approximately 0 and 12 feet lower in elevation than
South 21st Street. There is an existing cleared non-vegetated buffer of up to 18 feet wide on the north and
west sides of the perimeter fence. Shallow drainage swales were observed in the non-vegetated buffer. The
surrounding undeveloped areas beyond the buffer are vegetated with blackberries, a variety of deciduous
trees and shrubs, and conifer trees. A variety of evergreen shrubs are planted on the eastern side of the
site along Benson Drive South (Figure B-3).
The southeast corner of the Project site is mapped by the COR as a regulated slope that is greater than
15 percent and less than 25 percent as shown in Figure 3, Geologic Hazards – Regulated Slopes. We
observed that the graded slope in the southeast corner of the site ranges between 2 and 12 feet high and
is retained by a 2- to 12-foot-high rockery wall that extends approximately 70 feet north and 50 feet west
of the corner of Bension Drive South and South 21st Street. A 2-foot-high concrete barrier wall is situated
within 2 to 3 feet of the top of the rockery wall in the southwest corner of the site and along Bension Drive
South as shown in Figures B-3 and B-4 in Appendix B. North of the rockery wall, on the west side of Benson
Drive South, a graded slope ranging between about 4 and 6 feet high descends at a gradient of
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File No. 9186-184-00, Task 2008
approximately 40 percent from Benson Drive South to the surface elevation of the South Seattle Gate
Station. This slope is vegetated with grass and blackberry, as shown in Figure B-3 in Appendix B. West of
the rockery wall, along South 21st Street, a graded slope ranging between about 2 and 4 feet high descends
at a gradient of approximately 30 percent from South 21st Street to the surface elevation of the South
Seattle Gate Station. This slope is vegetated with grass as shown in Figure B-6 in Appendix B. We did not
observe indications of instability of the rockery wall or slopes adjacent to Benson Drive South or South 21st
Street such as ground cracking, existing or previous landslides, or displacement of the rockery wall. Nor did
we observe surface water, groundwater seepage, or erosion on these slopes.
The majority of the surface water at the site generally infiltrates or flows to the north and northeast portions
of the site to infiltrate within the existing swales located along the north side of the site (Figure B-5). One
catch basin and a 4-inch plastic pipe were observed on the eastern side of the site near the north end of
the rock wall. No erosion or discharge channels were observed on or adjacent to the site (Figure B-4).
Surface water along South 21st Street is collected by roadside ditches and allowed to infiltrate. Catch basins
were not observed in the roadside ditches. Surface water along Benson Drive South is collected within
curbside gutters and enters a catch basin located in the road right-of-way near the northeast corner of the
site (Figure B-6).
We did not observe indications of settlement or subsidence at the site or along Benson Drive South where
the COR moderate coal mine hazard is mapped.
Regulated slopes defined as sensitive and protected slopes also are mapped across Benson Drive South
approximately 70 feet to the east of the Project. During our site reconnaissance, we observed that these
slopes are associated with the engineered construction fill embankments for Benson Drive South. The
slopes are graded to be inclined at about 100 percent (1H:1V [horizontal:vertical]) and are up to 8 feet
high. We did not observe indications of instability (ground cracks, recent or past landsliding, fallen) on the
portion of this slope that we observed.
5.0 CITY OF RENTON PRE-APPLICATION REVIEW DISCUSSION
GeoEngineers reviewed the COR’s storm drainage review comments provided in a memorandum from the
COR dated August 3, 2023 (COR 2023b). Based on the review comments, permitting for the project must
comply with the requirements of COR 2022 RSWDM, Section C.1.3 and RMC 4-3-050 for Geologic Critical
Areas as applicable for the completed project.
The COR provided the following storm drainage comments. GeoEngineers’ Reponses to the review
comments are included in each section below.
Comment: “The site contains critical areas. There is a coalmine hazard with a severity of moderate mapped
on-site and a regulated slope.”
Response: Based on our review, we concur that critical areas including a moderate coal mine hazard
and regulated slope are mapped at the site. Based on our site reconnaissance, the unretained graded
slopes on the east and south sides of the Project site would be considered sensitive slopes as defined
by RMC 4-3-050G5a because they range between 30 and 40 percent and are less than 15 feet high. In
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File No. 9186-184-00, Task 2008
our opinion the retained portion of the slope could be exempt because the definition excludes
engineered retaining walls; however, we do not know if the rockery wall is considered an engineered
retaining wall. At any rate, in our opinion, there is a low risk that the Project would adversely affect the
stability of the mapped slope because: (1) the fence post installation would occur at the base of the
slope (as opposed to on top of the slope); (2) the Project does not include grading that could affect the
stability of the slope; and (3) the Project will not result in increased drainage, erosion, or water flow that
could erode and destabilize the slope.
Comment: “Drainage plans and a drainage report complying with the adopted 2022 Renton Surface Water
Design Manual will be required. Refer to Figure 1.1.2.A – Flow Chart of the 2022 Renton Surface Water
Design Manual (RSWDM) to determine what type of drainage review is required for the site.”
Response: based on the Project criteria and Figure 1.1.2.A of the 2022 RSWM, the Project is subject to
a Targeted Drainage Review, and specifically Targeted Drainage Review Category #1 as defined by
section 1.1.2.2 of the 2022 RSWM. As such, PSE (the applicant) must demonstrate that the Project
complies with the following requirements.
1. Core Requirement #5 – Construction Stormwater Pollution Prevention. In our opinion, this
requirement applies to the Project because the project will disturb the site and therefore must
provide erosion and sediment controls during construction to prevent, to the maximum extent
practicable, the transport of sediment from the Project site to downstream drainage facilities, water
resources, and adjacent properties. Developing a Project-specific Erosion and Sediment Control
plan to be implemented during construction should satisfy this requirement.
2. Special Requirement #1: Other Adopted Area-Specific Requirements. In our opinion this
requirement is not applicable because the Project: (1) will not result in increased flow rates and or
volumes that would result in flooding along the natural and/or constructed drainage system, or
that would aggravate existing flooding problems either onsite or downstream; (2) will not increase
onsite or onsite flow rates or volumes that would de-stabilize the existing geomorphic balance of
the natural drainage systems; (3) will not alter natural topography and/or native vegetation that
would result in unstable soil conditions, slopes, or embankments; (4) will not alter natural
hydrologic features or reduce the functional ability of the subbasin to preserve water quality and
quantity and/or in-stream and other aquatic habitats; and (5) will not alter groundwater/interflow
that would adversely change downstream base flows and/or impair existing water rights.
3. Special Requirement #2 – Floodplain/Floodway Analysis. In our opinion this requirement is not
applicable because the project is not within or adjacent to a flood hazard area.
4. Special Requirement #3 – Flood Protection Facilities. In our opinion this requirement is not
applicable because the Project does not rely on an existing flood protection facility, and it will not
modify or construct a new flood protection facility.
5. Special Requirement #4 – Source Control. In our opinion this requirement is not applicable
because the project does not require a commercial building or commercial site development
permit.
6. Special Requirement #6 – Aquifer Protection Area. in our opinion this requirement does not apply
because to the Project site is not located within a Wellhead Protection Area mapped by the COR
(COR 2023a).
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File No. 9186-184-00, Task 2008
Comment: “The current Surface Water Standard Plans shall be Used in all drainage Plan Submittals. The
current City of Renton Standard Details are available online in the City of Renton Website
https://edocs.rentonwa.gov/Documents/Browse.aspx?id=990403&dbid=0&repo=CityofRention”
Response: These are standard details required to be utilized in the development of erosion and
sediment control and stormwater pollution prevention control plans. It is understood that any such plans
prepared by PSE will include the COR’s standard details.
Comment: “Appropriate on-site BMPs satisfying Core Require #9 may be required to help mitigate the new
runoff created by this development to the maximum extent feasible. On-site BMPs shall be evaluated as
described in Section C.1.3 of the 2022 RSWDM. A preliminary drainage plan, including the application of
on-site BMPs, shall be included with the land use application, as applicable to the project. The final
drainage plan and drainage report must be submitted with the utility construction permit application.”
Response: In our opinion, the project is exempt from Core Requirement #9 in accordance with RSWDM
Section 1.2.9 because the Project will not create any new impervious surfaces and less than
7,000 square feet of land disturbing activity will be conducted (the only land disturbing activity will be
auguring 18-inch-diameter by 48-inch-deep holes for installation of fence posts). In addition, no new
development-related runoff will be created by the Project so in our opinion a preliminary or final design
drainage plan should not be required for the Project.
Comment: “A geotechnical soils report for the site is required per the 2022 Renton Surface Water Design
Manual Section C.1.3. Information on the water table and soil permeability (measured infiltration rates),
with recommendations of appropriate on-site BMPs per Core Requirement #9 and Appendix C shall be
included in the report. The report should also include information concerning the soils, geology, drainage
patterns and vegetation present shall be presented in order to evaluate the drainage, erosion control and
slope stability for site development. The applicant must demonstrate the development will not result in soil
erosion and sedimentation, landslide, slippage, or excess surface water runoff.”
Response: This report generally satisfies this requirement. The primary purpose of the required soil
report, as per RSWDM Section C.1.3, is to determine the feasibility of infiltrative BMPs. No new
infiltrative BMPs (eg. Bioswales, new infiltration basins, new previous surfaces) are proposed for the
Project. Therefore, in our opinion site-specific infiltration testing is not required and was not conducted
for the Project. Recommendations for on-site BMPs during construction in accordance with RSWDM
Appendix C. are provided later in this report.
Comment: “Erosion control measures to meet the City requirements shall be provided.”
Response: Understood, no comment.
6.0 CONCLUSIONS
6.1. Critical Areas
Based on our evaluation as presented herein, there is a low risk of the proposed fence installation adversely
affecting the regulated slope adjacent to the east and south sides of the Project site. The next nearest
regulated slope is more than 50 feet away from the Project and is not considered an adjacent regulated
Puget Sound Energy | February 16, 2024 Page 8
File No. 9186-184-00, Task 2008
steep slope in accordance with RSWMD Section 1.1.2.2. Furthermore, in our opinion the Project will not
result in soil erosion and sedimentation, landsliding, or excess surface water runoff.
The east side of the site is mapped as a moderate coal mine hazard. In our opinion there is a low risk of
the Project adversely affecting this mapped hazard because no infiltrative BMPs are proposed for the
Project and no additional site grading or impervious improvements that will result in new additional
development-related runoff or infiltration that could increase the risk of subsidence will be created by the
Project. Conversely, in our opinion that there is a low risk of subsidence resulting from the mapped coal
mine hazard adversely affecting the Project because based on DNR mapping of the Old Talbot Mine shaft
areas near the project, the project is not situated directly over known mine shafts and is more than 50 feet
from the mapped mine shafts.
6.2. City of Renton Storm Drainage Comments
As discussed in Section 5.0, in our opinion the Project would require a development of an erosion and
sediment control plan and implementation of that plan during construction to prevent, to the maximum
extent practicable, the transport of sediment from the project site to downstream drainage facilities, water
resources, and adjacent properties. We assume that the “Drainage plans and a drainage report complying
with the adopted 2022 Renton Surface Water Design Manual” requested in the COR’s August 10, 2023
memorandum means Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention
and Spill Control (SWPPS) measures presented in an Erosion and Sediment Control Plan (ESCP) and
Construction Stormwater Pollution Prevention (CSWPP) Plan.
7.0 RECOMMENDATIONS
We recommend preparing an ESCP and CSWPP plan to be included in the Project permit submittals.
Development of the ESCP will require a topographic survey to accurately depict site topography and
drainage directions, existing structures and slopes on or directly adjacent to the site, existing impervious
and pervious surfaces, and existing drainage structures (eg catch basins) so that a complete ESCP can be
developed and appropriate Erosion Control BMPs can be chosen and shown on the ESCP. We anticipate
that ESC and SWPPS measures would include but may not be limited to: construction limits fencing, silt
fence, ditch check dams, catch basin inserts, temporary soil stockpile plastic covering, maintaining
construction entrances, and approved concrete washouts and handling procedures.
8.0 LIMITATIONS
GeoEngineers has prepared this report in general accordance with the limitations of our scope of work.
Within the limitations of scope, schedule, and budget, our services have been executed in accordance with
the generally accepted practices for critical areas reports including geologic hazard identification and
evaluation in this area at the time this report was prepared. No warranty or other conditions, express or
implied, should be understood.
This report has been prepared for the exclusive use of PSE, their authorized agents, and regulatory agencies
following the described methods and information available at the time this report was prepared. No other
party may rely on the product of our services unless we agree in advance to such reliance in writing. The
Puget Sound Energy | February 16, 2024 Page 9
File No. 9186-184-00, Task 2008
information contained herein should not be applied for any purpose or project except the one originally
contemplated.
Please refer to Appendix C, Report Limitations and Guidelines for Use for additional information pertaining
to use of this report.
9.0 REFERENCES
City of Renton (COR) 2023a. COR Map Viewer Interactive mapping tool. Available at COR Maps | City of
Renton (rentonwa.gov)
City of Renton (COR) 2023b. Preapplication Meeting For PSE Fence Replacement for South Seattle Gate
Station 730 S 21st St/APN 7222000070 & 7222000071, PRE23-000228. August 10, 2023.
City of Renton Municipal Code (RMC) 4-3-050. Accessed March 29, 2023 from City of Renton Municipal
Code
City of Renton Surface Water Design Manual (RSWDM). 2022. Accessed March 29, 2023 from City of
Renton Surface Water Design Standards
King County (KC) 2023. King County iMap; Interactive mapping tool. Available at: https://kingcounty.gov/
services/gis/Maps/imap.aspx.
Mullineaux, D.R. 1965. Geologic map of the Renton quadrangle, King County, Washington; 1:24,000-scale;
United States Geological Survey Map GQ-405; 1965; accessed from NGMDB Product Description
Page (usgs.gov) June 13, 2023.
Schuster, J.E., Cabibbo, A.A., Schilter, J.F., and Hubert, I.J. 2015. Geologic Map of the Tacoma 1:100,000-
scale quadrangle, Washington: Washington Division of Geology and Earth Resources Map Series
2015-03.
United States Department of Agriculture-National Resources Conservation Service (UDSA-NRCS). 2023.
Accessed March 29, 2023 from Web Soil Survey - Home (usda.gov).
Washington State Department of Natural Resources (DNR) Geologic Information Portal. 2023a. Accessed
March 29, 2023 from Washington Geologic Information Portal.
Washington State Department of Natural Resources (DNR) Light Detection and Ranging (LiDAR) Data
Portal. 2023b. Accessed March 29, 2023 from http://lidarportal.dnr.wa.gov/.
204 ft
North Talbot
Booster Pump
StationTalbotRdSS19thStMorrisAveS
S 20th St
S 17th St
S 18th St
BensonDrSTalbot Hill
Reservoir Park
191 ft
Thomas
Teasdale
Picnic Shelter
Thomas
Teasdale
Activity
BuildingTalbotRdSS23rdStSmithersAveSS21stSt
Willia
m
s
AveSBensonDrSThomas
Teasdale Park BensonRdSEagleLnSSPuget
Dr
S2
3
r
d
S
tWellsCtSS22ndCt
MainCtSAlderwood gravelly
sandy loam, 8 to15 percent slopes
Alderwood gravellysandy loam, 15 to30 percent slopesBeausite gravelly
sandy loam, 6 to15 percent slopes
Qsr
Tr
Qgt
PSE South
Seattle Gate
Station
Geology
South Seattle Gate Station
Renton, Washington
Figure 2
1
0 200
Feet
Legend
Site
Geologic Unit Boundary
King County Parcel
Soil Unit Erosion Hazard
Not rated
Slight
Moderate
Severe
P:\9\9186184\GIS\9186184_Project\9186184_Project.aprx\9186184_Project Date Exported: 12/14/23 by glohrmeyer
Source(s):
• Soil from NRCS
• Geology from Wa Dept of Natural Resources, 24k
• Basemap from ESRI
Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet
Disclaimer: This figure was created for a specific purpose and project. Any use of this figurefor any other project or purpose shall be at the user's sole risk and without liability to GeoEngineers.
The locations of features shown may be approximate. GeoEngineers makes no warranty or
representation as to the accuracy, completeness, or suitability of the figure, or data containedtherein. The file containing this figure is a copy of a master document, the original of which isretained by GeoEngineers and is the official document of record.
Geologic Units
Qgt - Pleistocene continental glacial till
Qsr - Pleistocene continental glacial drift
Tr - Tertiary sedimentary rocks and deposits
204 ft
North Talbot
Booster Pump
StationTalbotRdSS19thStMorrisAveS
S 20th St
S 17th St
S 18th St
BensonDrSTalbot Hill
Reservoir Park
191 ft
Thomas
Teasdale
Picnic Shelter
Thomas
Teasdale
Activity
BuildingTalbotRdSS23rdStSmithersAveSS21stSt
Willia
m
s
AveSBensonDrSThomas
Teasdale Park BensonRdSEagleLnSSPuget
Dr
S2
3
r
d
S
tWellsCtSS22ndCt
MainCtSPSE South
Seattle Gate
Station
Geologic Hazards
Regulated Slopes
South Seattle Gate Station
Renton, Washington
Figure 3
1
0 200
Feet
Legend
Site
King County Parcel
Regulated Slopes
Percent Range
>15% & <=25%
>25% & <=40% (Sensitive)
>40% & <=90% (Protected)
>90% (Protected)
P:\9\9186184\GIS\9186184_Project\9186184_Project.aprx\9186184_Project Date Exported: 12/19/23 by glohrmeyer
Source(s):• King County• Geohazard data from City of Renton• Basemap from ESRI
Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet
Disclaimer: This figure was created for a specific purpose and project. Any use of this figurefor any other project or purpose shall be at the user's sole risk and without liability to GeoEngineers.
The locations of features shown may be approximate. GeoEngineers makes no warranty or
representation as to the accuracy, completeness, or suitability of the figure, or data containedtherein. The file containing this figure is a copy of a master document, the original of which isretained by GeoEngineers and is the official document of record.
204 ft
North Talbot
Booster Pump
StationTalbotRdSS19thStMorrisAveS
S 20th St
S 17th St
S 18th St
BensonDrSTalbot Hill
Reservoir Park
191 ft
Thomas
Teasdale
Picnic Shelter
Thomas
Teasdale
Activity
BuildingTalbotRdSS23rdStSmithersAveSS21stSt
Willia
m
s
AveSBensonDrSThomas
Teasdale Park BensonRdSEagleLnSSPuget
Dr
S2
3
r
d
S
tWellsCtSS22ndCt
MainCtSPSE South
Seattle Gate
Station
Geologic Hazards
Erosion Hazard and Landslide Severity
South Seattle Gate Station
Renton, Washington
Figure 4
1
0 200
Feet
Legend
Site
King County Parcel
High Erosion Hazard Area
COR Landslide Severity
High
Moderate
P:\9\9186184\GIS\9186184_Project\9186184_Project.aprx\9186184_Project Date Exported: 12/19/23 by glohrmeyer
Source(s):• King County• Geohazard data from City of Renton• Basemap from ESRI
Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet
Disclaimer: This figure was created for a specific purpose and project. Any use of this figurefor any other project or purpose shall be at the user's sole risk and without liability to GeoEngineers.
The locations of features shown may be approximate. GeoEngineers makes no warranty or
representation as to the accuracy, completeness, or suitability of the figure, or data containedtherein. The file containing this figure is a copy of a master document, the original of which isretained by GeoEngineers and is the official document of record.
204 ft
North Talbot
Booster Pump
StationTalbotRdSS19thStMorrisAveS
S 20th St
S 17th St
S 18th St
BensonDrSTalbot Hill
Reservoir Park
191 ft
Thomas
Teasdale
Picnic Shelter
Thomas
Teasdale
Activity
BuildingTalbotRdSS23rdStSmithersAveSS21stSt
Willia
m
s
AveSBensonDrSThomas
Teasdale Park BensonRdSEagleLnSSPuget
Dr
S2
3
r
d
S
tWellsCtSS22ndCt
MainCtSPSE South
Seattle Gate
Station
Geologic Hazards
Coal Mine Hazards
South Seattle Gate Station
Renton, Washington
Figure 5
1
0 200
Feet
Legend
Site
King County Parcel
Coal Mine (Renton Coal Company)
Coalmine Hazard (City of Renton GIS Data)
High
Moderate
P:\9\9186184\GIS\9186184_Project\9186184_Project.aprx\9186184_Project Date Exported: 12/19/23 by glohrmeyer
Source(s):• King County• Geohazard data from City of Renton• Basemap from ESRI
Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet
Disclaimer: This figure was created for a specific purpose and project. Any use of this figurefor any other project or purpose shall be at the user's sole risk and without liability to GeoEngineers.
The locations of features shown may be approximate. GeoEngineers makes no warranty or
representation as to the accuracy, completeness, or suitability of the figure, or data containedtherein. The file containing this figure is a copy of a master document, the original of which isretained by GeoEngineers and is the official document of record.
204 ft
North Talbot
Booster Pump
StationTalbotRdSS19thStMorrisAveS
S 20th St
S 17th St
S 18th St
BensonDrSTalbot Hill
Reservoir Park
191 ft
Thomas
Teasdale
Picnic Shelter
Thomas
Teasdale
Activity
BuildingTalbotRdSS23rdStSmithersAveSS21stSt
Willia
m
s
AveSBensonDrSThomas
Teasdale Park BensonRdSEagleLnSSPuget
Dr
S2
3
r
d
S
tWellsCtSS22ndCt
MainCtS20010020020025025020
0
250200 250150200PSE South
Seattle Gate
Station
LiDAR Hillshade Model
South Seattle Gate Station
Renton, Washington
Figure 6
1
0 200
Feet
Legend
Site
10-foot Contour
50-foot Contour
P:\9\9186184\GIS\9186184_Project\9186184_Project.aprx\9186184_Project Date Exported: 12/19/23 by glohrmeyer
Source(s):
• King County LiDAR, 2021
• Basemap from ESRI
Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet
Disclaimer: This figure was created for a specific purpose and project. Any use of this figurefor any other project or purpose shall be at the user's sole risk and without liability to GeoEngineers.
The locations of features shown may be approximate. GeoEngineers makes no warranty or
representation as to the accuracy, completeness, or suitability of the figure, or data containedtherein. The file containing this figure is a copy of a master document, the original of which isretained by GeoEngineers and is the official document of record.
APPENDIX A PSE’s South Gate Station #2724 Submittal Drawings
Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.
Ennis, TX 75119
3309 S. Interstate 45
972-878-7000
Fax: 214-887-4552
Toll: 888-650-4766
www.Guardiar.com
PUGET SOUND ENERGY
SOUTH GATE STATION #2724
SUBMITTAL
DATE: 7 JULY, 2023
RENTON, WA
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED1.00TITLE SHEET-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
FS7339
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.SOUTH GATE STN8'H, GUARDIAN 1000, SECURIFOR 4DR21.00
MINIMUM SOIL BEARING CAPACITY: 2,500 PSF
ULTIMATE WIND SPEED: 98MPH, CAT. II, EXP. C.PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED1.01INDEX SHEET-MINIMUM CONCRETE STRENGTH: 3,000 PSI
WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.
DESIGN CRITERIA Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR21.01ROUND STEEL POSTS:
SQUARE / RECT. STEEL POSTS & BEAMS:
BRACKET / PLATE / ANGLE STEEL:
STANDARD MATERIAL SPECIFICATIONS
MATERIALS ARE SUPPLIED ACCORDING TO THE FOLLOWING
SPECIFICATIONS UNLESS NOTED OTHERWISE
SQUARE RAILS (STEEL):
PREGALVANIZED MATERIAL TO CONFORM TO ASTM A653
w/ MINIMUM ZINC COATING WEIGHT 0.60 OZ/FT²
HOT DIP GALVANIZED MATERIAL TO CONFORM TO ASTM A123
FINISH SPECIFICATIONS
UNIONS (ALUMINUM):
ALUMINUM GATE FRAME MEMBERS:
POWDERCOAT MINIMUM THICKNESS: 2mm
ASTM A500 GRADE B
ASTM A53 GRADE B
ASTM A36
ASTM A513
AL6063-T5
AL6061-T6
ROUND RAILS (SS30/SS40): ASTM F1043
SHEET INDEX
SHEET DESCRIPTION
1.00 TITLE SHEET07-JUL-23R2
DATEREV.
1.01 INDEX SHEET
2.00 SITE LAYOUT
3.00 8'H SECURIFOR 4D TYPICAL ELEVATION
4.00 GUARDIAN 1000 TYPICAL DETAILS
5.00
5.20
20'W X 8'H DBL SWING GATE TYPICAL
6.00 NOT USED
9.00 HARDWARE
8.00 UNIONS & JIG
7.00 TYPICAL POST DETAIL
3.01 TYPICAL ELEVATION FOLLOWING SLOPE
4'W X 8'H MAN GATE TYPICAL
ASCE 7-16
5.10
12'W X 8'H DBL SWING GATE TYPICAL
3.01 TYPICAL ELEVATION TRANSITION TO WALL
27-JUN-23R1
R2
07-JUL-23R2
07-JUL-23R2
07-JUL-23R2
07-JUL-23R2
G
G
G
G G
G G G
G G G
PF PFPFPFPF
GP P P
P
PPPPPPPP
P
P
P
P P P P P P
P
P
PPPPPPPP P P P P P P
PP P
P
P
PPPP
PPFO CULVERT
4" CPP W IE=199.3
G
G
G
G
G G G G G
G
G
G G G G G G G
GG
G
G
G
G G G G G G G G G G G G G
GPF
EXPOSED FUEL PIPES
ELECTRICAL CABINET
P
G G G
FOFO
FOFOFOEXPOSED FUEL PIPE
CUSTOMER TO VERIFY ALL DIMENSIONS
GATE#WIDTH/HEIGHT REMARKS
GATE SCHEDULE
20'W X 8'H DOUBLE SWING GATE (INSWING)1
NOTES:
1)MAX OC POST SPACINGS HAVE A TOLERANCE OF + 2.0"
2)ALL UNDERGROUND CONFLICTS TO BE FIELD LOCATED PRIOR TO
FENCE INSTALLATION.
3)INSTALLER TO TAKE SPECIAL CARE WHEN INSTALLING FENCE POSTS
AROUND UNDERGROUND CONFLICTS.
4)UNLESS OTHERWISE INDICATED. USE MAX OC POST SPACING (SPAN)
AT UNDERGROUND CONFLICTS, CENTER SPAN ABOVE CONFLICT TO
PROVIDE MAXIMUM CLEARANCE ON EITHER SIDE.
5)ALL FENCE TO BE HOT DIP GALVANIZED.
6)GATE OPENINGS ARE MEASURED AS THE DISTANCE BETWEEN THE
INSIDE FACES OF THE GATE POSTS.
7)FENCE RUN DIMENSIONS ROUNDED TO NEAREST INCH.
2
3 4'W X 8'H MAN GATE (HINGE RIGHT, SWING OUT)
12'W X 8'H DOUBLE SWING GATE (INSWING)
3
2
1
EE
EEEEEE
57'-6"
155'-11 3/4"154'-8"18'-4"68'-4"129'-9 3/4"45'-7" ON WALL25'-7 1/2" ON WALL
23'-11" ON WALL
104'-8 3/4"
41'-6 1/4"
20'-10 3/4"12'-1"94°
9
4
°
126°144°164°1
0
7
°
9
1
°
BASEPLATED POSTS ON
EXISTING WALL
80'-9 3/4"15'-11"10'-0"10'-0"USE MAX SPAN CENTERED OVER CONFLICTS10'-0"10'-0"PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED2.00SITE LAYOUT-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR22.00
8"80"96"8"96"42"Ø18" PIER 6"138" LINE POST138" TERMINAL / CORNER POST8'H X 8'W (NOMINAL)
SECURIFOR 4D 1-1 X 8.5GA
WELDED WIRE MESH
35% SCREENING / 65% OPEN AREA
~121.6 LB / PANEL ~EQUAL~EQUAL~EQUALMESH TO RAIL
BRACKET
6" UNION RETENTION STRAP
(FRONT AND BACK OF UNION)
3" SQ X 11GA
POST TYP
PRESS-ON POST CAP
SECURE w/ TEK SCREW
OR RAM SET
Ø1-5/8" OD SS30
RAIL TYP
TERMINAL UNION
RETENTION STRAP
SCALE: NTS
TYPICAL ELEVATION1
SCALE: NTS
PLAN2
SCALE: NTS
SECTION3
8'H SECURIFOR 4D 1-1
GUARDIAN 1000
MED UNION
36" MAX CANTILEVER
DENTAL STRIP
FIELD BOLTED
THROUGH TOP
OF MESH
4 DETAIL @ DENTAL STRIP
SCALE: NTS
BOLT THROUGH WASHERS,
MESH & DENTAL STRIP USING
Ø5/16"-18 X 1.5" CARRIAGE BOLT
w/ BREAKAWAY NUT
Ø.5" ID X Ø1.5" OD
FENDER WASHERS ON
EITHER SIDE OF MESH 4316"1" FROM EXTERIOR
FACE OF MESH
DENTAL STRIP AFFIXED
TO TOP OF MESH
120" POSTS OC TYP
3"3"
~EQUAL
100" UNIONS OC MAX TYP
~EQUAL
3
3.00
4
3.00
EXTERIOR
INTERIOR
3" SQ X 11GA
POST TYP
GUARDIAN 1000 MED UNION
6063-T5 ALUMINUM EXTRUSION PROFILE
0.750
1.75
0.500
0.090
0.250
R0.125
0.342
0.875
0.500"[30MM]3.000"
[54mm]
Ø0.155" [3.94mm]
8.5GA WIRE TYP
0.155" [3.94mm]
8.5GA WIRE TYP ALTERNATING
FRONT & BACK WIRES
SECURIFOR 4D 1-1 WELDED WIRE MESH DETAIL
~35% SCREENING
~65% OPEN
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED3.008'H SECURIFOR 4DTYPICAL ELEVATION-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR23.00R2
RAILS, PANELS, UNIONS, & DENTAL STRIP FOLLOW SLOPE
CONTOUR TOP OF PIER
TO MATCH SLOPE PIER & POST ON LOWEST SIDE
OF SLOPE TO MEET MINIMUM
PIER DEPTH & EMBEDMENT
120" MAX POSTS O.C.
FIELD CUT MESH TO FIT.
WIDEST PART CANNOT EXCEED
STANDARD PANEL WIDTH
FIELD BEND RAILS TO
ANGLE OF GRADE
9° / ~16% SLOPE SHOWN FOR REFERENCE.
FIELD CUT MESH TO FIT.
WIDEST PART CANNOT EXCEED
STANDARD PANEL WIDTH
USE ADDITIONAL UNION RETENTION STRAPS
AT JOINS OF FIELD CUT UNIONS (~20" OC)
SCALE: NTS
TYPICAL ELEVATION1
Ø1-5/8" OD SS30
RAIL TYP
GUARDIAN 1000
MED UNION
6" UNION RETENTION STRAP
(FRONT AND BACK OF UNION)
MESH TO RAIL
BRACKET
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED3.01TYPICAL ELEVATIONFOLLOWING SLOPE-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR23.01
SCALE: NTS
TYPICAL ELEVATION1
TRANSITION TO WALL
SCALE: NTS
PLAN2
SCALE: NTS
SECTION3
8'H SECURIFOR 4D 1-1
DENTAL STRIP
FIELD BOLTED
THROUGH TOP
OF MESH
DENTAL STRIP AFFIXED
TO TOP OF MESH
120" POSTS OC TYP
3"3"
~EQUAL
100" UNIONS OC MAX TYP
~EQUAL
NOTE:
STRENGTH AND CAPACITY OF
EXISTING CONCRETE BY OTHERS.168" MIN180" MAXEXTENDED POST @STEP TO WALL3" SQ X 11GA
POST TYP
120" POSTS OC TYP
3
3.02
Ø12" PIER 6"5"112"112"5"
11
2"11
2"8"8"
Ø3
4" TYP
3"SQ X 11GA
POST
1/2" THK A36
STEEL PLATE
EXISTING WALL
EXISTING WALL
SCALE: NTS
BASEPLATE DETAIL4
DENTAL STRIP AFFIXED
VERTICALLY TO UNION
TERMINAL TRIM APPLIED
OVER RAIL ENDS
60"EXTENDED POST TO SHIP AT 240";
CUT ANY EXCESS FROM TOP
AFTER INSTALL
96" BASEPLATED POSTEXISTING
WALL
(~72")INTERIOR
GRADE
(VARIES)
EXTERIOR
GRADE
ANCHORS DESIGNED & PROVIDED BY OTHERS8"3" SQ X 12GA
POST TYP 80"8"EXTERIOR
INTERIOR
FENCE ON WALL USES SAME CONSTRUCTION
AS FENCE WITH EMBEDDED POSTS;
SEE SHEET 3.00 FOR TYPICAL DETAILS
(~72") WALL4
3.02
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED3.02TYPICAL ELEVATIONTRANSITION TO WALL-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR23.02
NOTE:
BREAKAWAY NUTS ARE SHOWN WITH THE NUT STILL INTACT FOR REFERENCE ONLY.
ALL BREAKAWAY NUTS ARE TO BE SPUN OFF PRIOR TO INSTALLL COMPLETION
BEFORE BREAK OFF AFTER BREAK OFF
3
GUARDIAN 1000
MESH TO RAIL ATTACHMENT
SCALE: NTS
INTERIOR
EXTERIOR
Ø5/16"-18 CARRIAGE BOLT THRU
RETENTION STRAP, MESH, &
MESH TO RAIL BRACKET
6-3/8" RETENTION STRAP
MESH PANEL
Ø1-5/8" SS30 RAIL
MESH TO RAIL BRACKET;
FOR TENSIONING PURPOSES, BRACKET IS NOT
DESIGNED TO SEAT FLUSH AGAINST MESH. SOME
GAP IS INTENTIONAL AND MAY BE UNEVEN. SOME
DEFORMATION OF BRACKET IS ACCEPTABLE.
Ø5/16"-18 BREAKAWAY NUT
4 90° OUTSIDE CORNER DETAIL
SCALE: NTS
INTERIOR
EXTERIOR
Ø5/16"-18 BREAKAWAY NUTØ5/16"-18 CARRIAGE BOLT THRU
TERMINAL RETENTION STRAP & MESH
POST TO RAIL BRACKET;
FLIP BRACKETS ON ONE SIDE
OF POST TO NEST TOGETHER.
MESH PANEL
G1000 MED
UNION
TERMINAL UNION RETENTION STRAP;
SOME DEFORMATION OF
BRACKET IS ACCEPTABLE.
90° OUTSIDE CORNER TRIM (16GA)
CAPTURED BETWEEN UNION AND
RING OF PTR BRACKET.
SECURED WITH TEK SCREW
Ø1/4"-20 X 2"
TEK SCREWS
THROUGH
UNION & TRIM
INTO RAIL
NOTE:
CORNER TRIM ONLY USED ON CORNERS 80° TO 110°
INTERIOR
EXTERIOR
2
GUARDIAN 1000
UNION RETENTION STRAP DETAIL
SCALE: NTS
Ø5/16"-18 CARRIAGE BOLT THRU
RETENTION STRAPS & MESH
Ø5/16"-18 BREAKAWAY NUT
Ø1-5/8" SS30 RAIL
6-3/8" RETENTION STRAP;
SOME DEFORMATION OF
STRAP IS ACCEPTABLE.
MESH TO RAIL BRACKET
(SEE DETAIL 3)
BRACKET MATERIAL (REF)
1 POST TO RAIL BRACKET DETAIL
SCALE: NTS
Ø1-5/8" SS30 RAIL
POST TO RAIL BRACKET
INTERIOR
EXTERIOR
ROUND RAIL FITS LOOSELY
INSIDE RAIL BRACKET
UNTIL ALL BRACKETS
ARE INSTALLED
Ø5/16"-18 BREAKAWAY NUT
Ø5/16"-18 CARRIAGE BOLT THRU
TABS OF BRACKET.
MESH NOT SHOWN FOR CLARITY
POST
POST
POST TO RAIL BRACKET
Ø1-5/8" SS30 RAIL
FED THROUGH
RING OF PTR
BRACKET
SIDE VIEW
PLAN VIEW
G1000 MED UNION
MESH TO RAIL BRACKET
(SEE DETAIL 3)
POST
POST TO RAIL BRACKET
POST OFFSET FROM CORNER;
POST SHOULD BE LOCATED AS CLOSE TO
CORNER AS POSSIBLE (~5" TO 6")
POST ℄POST ℄UNIONS & MESH CAPTURED
BETWEEN 'L' INSIDE CORNER
BRACKETS (PAIRED SET)
MESH PANEL
Ø1-5/8" SS30 RAIL
Ø1-1/4" CORNER
SPLICE SLEEVED
INTO BOTH RAILS
EXTERIOR
INTERIOR
G1000
MED
UNIONS
Ø5/16"-18 BREAKAWAY NUT
Ø5/16"-18 CARRIAGE BOLT THRU
RETENTION STRAPS & MESH
5 90° INSIDE CORNER DETAIL
SCALE: NTS
INTERIOR
EXTERIOR
MESH PANEL
G1000 MED
UNION
2.5" X 2" TERMINAL TRIM (16GA)
CAPTURED BETWEEN UNION AND
RING OF PTR BRACKET.
SECURED WITH TEK SCREW
Ø1/4"-20 X 2" TEK SCREWS
THROUGH UNION & TRIM INTO RAIL
PUSH PLUG INSERTED INTO
OPEN END OF RAIL PRIOR TO
INSTALLING TERMINAL TRIM
SCALE: NTS
TERMINATION DETAIL6
MESH TO RAIL BRACKET
(SEE DETAIL 3)
TERMINAL UNION RETENTION STRAP;
SOME DEFORMATION OF
BRACKET IS ACCEPTABLE.
7 OUTSIDE ANGLED SPLICED CORNER DETAIL
SCALE: NTS
INTERIOR
EXTERIOR
Ø5/16"-18 BREAKAWAY NUT
Ø5/16"-18 CARRIAGE BOLT THRU
RETENTION STRAPS & MESH
MESH PANEL
Ø1/4"-20 X 2" TEK SCREW
THROUGH UNION INTO RAIL
G1000 MED UNIONS
BUTTED TOGETHER
Ø1-1/4" CORNER
SPLICE SLEEVED
INTO BOTH RAILS
POST
POST TO RAIL BRACKET
UNIONS & MESH CAPTURED
BETWEEN BRACKETS;
HAND FORMED IN FIELD TO
MATCH ANGLE
NOTE:
0° TO 45° - USE 8" RETENTION STRAPS
45° TO 80° - USE "L" BRACKET
8 INSIDE ANGLED SPLICED CORNER DETAIL
SCALE: NTS
INTERIOR
EXTERIOR
Ø5/16"-18 BREAKAWAY NUT
Ø5/16"-18 CARRIAGE BOLT THRU
RETENTION STRAPS & MESH
POST
POST TO RAIL BRACKET
MESH PANEL
Ø1/4"-20 X 2" TEK SCREW
THROUGH UNION INTO RAIL
G1000 MED UNIONS
BUTTED TOGETHER
Ø1-1/4" CORNER SPLICE
SLEEVED INTO BOTH RAILS
UNIONS & MESH CAPTURED BETWEEN BRACKETS;
HAND FORMED IN FIELD TO MATCH ANGLE
NOTE:
0° TO 45° - USE 8" RETENTION STRAPS
45° TO 80° - USE "L" BRACKET
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED4.00GUARDIAN 1000TYPICAL DETAILS-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR24.00
FIELD INSTALL
FULCRUM LATCH
2" GAP41"41"12"358"51" POST OC
48"
441
8" FRAME
7
8" HINGE GAP3" LATCH GAP
SCALE: NTS
PLAN2
SWING DIRECTION
EXTERIOR
INTERIOR
FIELD ATTACH 90° DENTAL STRIP
TO TOP OF GATE AFTER GATE IS
ASSEMBLED & HUNG USING
TEK SCREWS @ 10" MAX OC
441
8" FRAME
94" FRAME2" SQ X 11GA
HINGE SIDE
UPRIGHT
2" SQ X 11GA
TOP FRAME
2" SQ X 11GA
BTM FRAME
2" X 1" X 14GA
MIDRAIL
3/4" X 3/4" X 1/8" ANGLE
ALL AROUND MESH
415
8" (∠ 3/4" X 3/4" X 1/8")
3" X 2" X 11GA
LATCH SIDE
UPRIGHT
94" FRAME441
8" FRAME 47"93" (∠ 3/4" X 3/4" X 1/8")6"6"4" X 3" X 1/4" CLOSURE
ANGLES
SCALE: NTS
TYPICAL ELEVATION1
SCALE: NTS
GATE DETAIL4
STANDARD LINE POST
1/8
1/8
TERMINATE RAILS AND
FIELD WELD TO GATE POST
FIELD WELD HINGES
TO GATE POST
SCALE: NTS
DETAIL @ HINGE POST3
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED5.004'W X 8'H SEC4D MAN GATETYPICAL-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR25.00
Ø30" PIER 63" MIN60"6"SQ X 1/4"
GATE POST47"94" FRAME246" POST OC
21
8" HINGE GAP
1163
8" FRAME
57 9
16"5813
16"
21
8" HINGE GAP
1163
8"FRAME
57 9
16"5813
16"
3" LATCH GAP
2" GAPFIELD INSTALL
FULCRUM
LATCHFIELD INSTALL
DROP RODS
2" X 1" X 14GA
MIDRAIL TYP
MESH TO RAIL BRACKET
2" X 1/4" FLAT OVER MESH;
2"SQ X 11GA UPRIGHT
BEHIND MESH
2"SQ X 11GA
TOP MEMBER
2"SQ X 11GA
BTM MEMBER
3" X 2" X 11GA
LATCH UPRIGHT
3/4" X 3/4" X 1/8" ANGLE
ALL AROUND MESH
2"SQ X 11GA
HINGE UPRIGHT
1/4" TRUSS CABLE w/ GUSSETS
& 1/2" X 6" JAW & EYE
TURNBUCKLES w/ A 800LBS
WORKING LOAD
1/8
TERMINATE RAILS AND
FIELD WELD TO GATE POST
1/8
GATE POST
FIELD WELD HINGES
TO GATE POST
4
5.10
SCALE: NTS
PLAN2
SCALE: NTS
SECTION3
SCALE: NTS
TYPICAL ELEVATION1
GATE WEIGHT: ~320 LBS PER LEAF
SCALE: NTS
DETAIL4
SECURIFOR® 4D INFILL
7" BBB HINGE TYP
SWING
DIRECTION
EXTERIOR
INTERIOR
1135
8" (3/4" X 3/4" X 1/8" ANGLE)9212" (3/4" X 3/4" X 1/8" ANGLE)36"12"4" X 3" X 1/4"
CLOSURE
ANGLE
FIELD ATTACH 90° DENTAL STRIP
TO TOP OF GATE AFTER GATE IS
ASSEMBLED & HUNG USING
TEK SCREWS @ 12" MAX OC
93"153" GATE POST3
5.10
46"240" OPENING
GATES SWING IN AS SHOWN.
FOR OPPOSITE SWING, MOUNT
GATE LEAFS TOWARD FRONT
CORNER OF GATE POST
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED5.1020'W X 8'H DBL SWINGGATE TYPICAL-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR25.10R2
Ø30" PIER 48" MIN42"6"SQ X 1/4"
GATE POST47"94" FRAME150" POST OC
21
8" HINGE GAP
21
8" HINGE GAP
2" GAPFIELD INSTALL
FULCRUM
LATCH
FIELD INSTALL
DROP RODS
2" X 1" X 14GA
MIDRAIL TYP
MESH TO RAIL BRACKET
2"SQ X 11GA
TOP MEMBER
2"SQ X 11GA
BTM MEMBER
3" X 2" X 11GA
LATCH UPRIGHT
3/4" X 3/4" X 1/8" ANGLE
ALL AROUND MESH
2"SQ X 11GA
HINGE UPRIGHT
1/4" TRUSS CABLE w/ GUSSETS
& 1/2" X 6" JAW & EYE
TURNBUCKLES w/ A 800LBS
WORKING LOAD
1/8
TERMINATE RAILS AND
FIELD WELD TO GATE POST
1/8
GATE POST
FIELD WELD HINGES
TO GATE POST
4
5.10
SCALE: NTS
PLAN2
SCALE: NTS
SECTION3
SCALE: NTS
TYPICAL ELEVATION1
GATE WEIGHT: ~210 LBS PER LEAF
SCALE: NTS
DETAIL4
SECURIFOR® 4D INFILL
7" BBB HINGE TYP
SWING
DIRECTION
EXTERIOR
INTERIOR
655
8" (3/4" X 3/4" X 1/8" ANGLE)9212" (3/4" X 3/4" X 1/8" ANGLE)4" X 3" X 1/4"
CLOSURE
ANGLE
FIELD ATTACH 90° DENTAL STRIP
TO TOP OF GATE AFTER GATE IS
ASSEMBLED & HUNG USING
TEK SCREWS @ 12" MAX OC
96"138" GATE POST3
5.10
144" OPENING
GATES SWING IN AS SHOWN.
FOR OPPOSITE SWING, MOUNT
GATE LEAFS TOWARD FRONT
CORNER OF GATE POST
36"12"46"683
8" FRAME 683
8"FRAME
3" LATCH GAP
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED5.2012'W X 8'H DBL SWINGGATE TYPICAL-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR25.20R2
138"
132"BTMBTM36" TO GRADE (REF)
36" TO GRADE (REF)3"3"
6"6"11GA
1
4"
SCALE: NTS
3" SQ X 11GA LINE POST1
SCALE: NTS
6" SQ X 1/4" DBL SWING GATE POST4
240"BTM60" TO GRADE (REF)3"3"
11GA
SCALE: NTS
3" SQ X 11GA EXTENDED POST2 BTM1
2"
96"
SCALE: NTS
3" SQ X 11GA BASEPLATED POST35"112"112"5"11
2"11
2"8"Ø3
4" TYP
8"
3"3"11GA
℄
℄
A
7.00
SCALE: NTS
SECTIONA
1/2" THK A36
STEEL PLATE
3/16
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED7.00TYPICAL POST DETAIL-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR27.00
96"SCALE: NTS
SET PTR BRACKETS2
USING JIG TO 718"8718"2"x2"x1/8"x4"
ANGLE
1" TS x 16ga
GALVANIZED
PICKET
BOTTOM OF JIG
RESTS ON PIER8"88"SET RING OF PTR BRACKET
ON ANGLE AND SECURE PTR
BRACKET (DO NOT BREAK
OFF NUT YET)
SCALE: NTS
8'H JIG1SCALE: NTS
8'H UNION3
MEDIUM G100096"A
8.00
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED8.00UNIONS & JIG-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR28.00
4 TERMINAL RETENTION STRAP
SCALE: NTS
6 UNION RETENTION STRAP
SCALE: NTS
5 1-5/8" RND MESH TO RAIL BRACKET (W/RET STRAP)
SCALE: NTS
1
3" HIGH SECURITY
POST TO RAIL HANGER
SCALE: NTS
3 2" TENSION BAND
SCALE: NTS
834"83
4"
15
8"
V
A
R
I
E
S
10 SPLICE
SCALE: NTS
11 TEK SCREW
SCALE: NTS
8
CARRIAGE BOLT
W/BREAKAWAY NUT
SCALE: NTS
LENGTH MAY VARY
2 4" SQ TENSION BAND
SCALE: NTS
7 "L" INSIDE CORNER RETENTION STRAP
SCALE: NTS
USE 6 LOBE SECURITY
SELF TAPPING SCREWS
9 HEAVY DUTY HS DROP RODS
SCALE: NTS
PROJECTCUSTOMERHS#QUOTE#DATEDRAFTERREVIEWERSYSTEM FINISHSOUTH GATE STNPUGET SOUND ENERGYFS7339----TJR06-JUN-23HOT DIP GALVANIZED9.00HARDWARE-WARNING: THIS DOCUMENT CONTAINS SENSITIVE SECURITY INFORMATION THAT IS
CONTROLLED UNDER THE PROVISIONS OF 49 CFR PART 1520. NO PART OF THIS
DOCUMENT MAY BE RELEASED WITHOUT THE WRITTEN PERMISSION OF THE UNDER
SECRETARY OF TRANSPORTATION FOR SECURITY, WASHINGTON, DC, 20590.
UNAUTHORIZED RELEASE MAY RESULT IN CIVIL PENALTY OR OTHER ACTION, FOR US
GOVERNMENT AGENCIES, PUBLIC AVAILABILITY IS GOVERNED BY 5 U.S.C.552. - DO NOT
REPRODUCE
SECURITY SENSITIVE NOT FOR PUBLIC DISSEMINATION
NERC CONFIDENTIAL
GUARDIAR RESERVES THE RIGHT TO
CHANGE DRAWINGS AT ANY TIME WITHOUT NOTICE.
CONTACT YOUR SALES SUPPORT FOR THE MOST UP TO DATE COPY.Main: 972-878-7000 Fax: 214-887-45523309 S. I-45 ENNIS, TX 75119www.Guardiar.comSHEET NO.SOUTH GATE STNR29.00
APPENDIX B Site Photographs
Figure B-1
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 1. Site access driveway looking south towards South 21st Street, showing flow direction with blue arrow
Photograph 2. Site access driveway looking southeast towards South 21stStreet, showing flow direction with blue arrow
South Seattle Gate Station
Renton, Washington
Figure B-2
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 3. Site, looking southeast towards corner of South 21st Street and Benson Drive South
Photograph 4. Site, looking east towards Benson Drive South, showing flow direction with blue arrow
South Seattle Gate Station
Renton, Washington
Figure B-3
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 5. Rock wall and catch basin on east side of site, looking south towards South 21st Street
Photograph 6. Rock wall and catch basin on east side of site along Benson Drive South, looking north
Catch Basin
Catch Basin
4-inch plastic pipe
South Seattle Gate Station
Renton, Washington
Figure B-4
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 7. Rock wall and concrete barrier on east and southeast side of site, looking southwest towards South 21st
Street
Photograph 8. Rock wall and concrete barrier on east side of site, looking east towards Benson Drive South
Catch Basin
South Seattle Gate Station
Renton, Washington
Figure B-5
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 9. Site perimeter and swale, looking east along north side of fence
Photograph 10. Site perimeter, looking south along west side of fence
South Seattle Gate Station
Renton, Washington
Figure B-6
Site Photographs
October 3, 2023 Site Visit
9186-184-00 Task 2008 Date Exported: 12/13/2023 CRWPhotograph 11. Site perimeter, looking west along South 21stStreet
Photograph 12. Site perimeter, looking south along Benson Drive South
Catch Basin
Benson Drive South
South 21st Street
South Seattle Gate Station
Renton, Washington
APPENDIX C Report Limitations and Guidelines for Use
Puget Sound Energy | February 16, 2024 Page C-1
File No. 9186-184-00 Task 2008
APPENDIX C
REPORT LIMITATIONS AND GUIDELINES FOR USE1
This appendix provides information to help you manage your risks with respect to the use of this report.
Report Use and Reliance
This report has been prepared for Puget Sound Energy. GeoEngineers structures its services to meet the
specific needs of its clients. No party other than Puget Sound Energy may rely on the product of our services
unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of
services for the project, and its schedule and budget, our services have been executed in general
accordance with the Statement of Work #CW2263712, our Master Services Agreement with the Client
# CW2233188 dated November 18, 2014 and generally accepted geotechnical practices in this area at
the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report
for any purposes or projects other than those identified in this report.
If changes to the project or property occur after the date of this report, GeoEngineers cannot be responsible
for any consequences of such changes in relation to this report unless we have been given the opportunity
to review our interpretations and recommendations in the context of such changes. Based on that review,
we can provide written modifications or confirmation, as appropriate.
Information Provided by Others
GeoEngineers has relied upon certain data or information provided or compiled by others in the
performance of our services. Although we use sources that we reasonably believe to be trustworthy,
GeoEngineers cannot warrant or guarantee the accuracy or completeness of information provided or
compiled by others.
Conditions Can Change
This report is based on conditions that existed at the time the study was performed. The findings and
conclusions of this report may be affected by the passage of time, by events such as construction on or
adjacent to the site, new information or technology that becomes available subsequent to the report date,
or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than
a few months have passed since issuance of our report or work product, or if any of the described events
may have occurred, please contact GeoEngineers before applying this report for its intended purpose so
that we may evaluate whether changed conditions affect the continued reliability or applicability of our
conclusions and recommendations.
Professional Judgment
It is important to recognize that the geoscience practices (geotechnical engineering, geology, and
environmental science) rely on professional judgment and opinion to a greater extent than other
engineering and natural science disciplines, where more precise and/or readily observable data may exist.
To help clients better understand how this difference pertains to its services, GeoEngineers includes these
explanatory “limitations” provisions in its reports. Please confer with GeoEngineers if you need to know how
these “Report Limitations and Guidelines for Use” apply to your Project or site.
1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.