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17601 59th Ave Ne_BLD4377_2025
Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 Page 1 of 1 Permit Number: Permit Type: Address/Parcel: Completed (Month/Year): Land Use Notice of Decision Staff Report Application Narrative Legal Description Vicinity Map Site Plan Landscape Plan Complete Streets Checklist Traffic Impact Analysis Snohomish County Traffic Mitigation Offer WSDOT Traffic Offer Form Tree Survey Stormwater Drainage Report Geotech Report Critical Area Evaluation Form SEPA Checklist Public Notice Material Noticing and Related Documents Water / Sewer Availability Certificate Unanticipated Discovery Plan Form Aerial Photo of Site Proposed Building Materials Lighting Plans and Lighting Cut Sheets Color Elevations Design Matrix Plat Map Title Report Lot Closures Preliminary Civil Plans Archaeological Survey o Confidential Documents. Contact the City to obtain. Topography (Existing Conditions) CC&R’s Deeds / Easements / Conveyances /Dedications Developer’s Agreement Recorded Copies Bonding or Assignment of Funds o Confidential Documents. Contact the City to obtain. Letters and Project Documents Other: Civil Issued Permit Application Other Applications Construction Calculation Worksheet Approved Plans Review Comment Form Letters and Project Documents Other Agency Permits Reports: o Drainage Report Pg: o Stormwater Pg: o Geotech Pg: o All Other Reports SEPA and Noticing Materials Inspections As-Builts Other: Building Issued Permit Application Additional Applications Approved Plans Site Plan Letters and Project Documents Calculations Project Specification Manuals Reports Certificate of Occupancy Inspections Other: BLD4377 Commercial Building 17601 59th Ave Ne February 2025 ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 17601 59th Ave N E 9108965 31052200400200 S nohom ish C ounty P U D N o. 1 / Jessica Raab H olmgren 425.783.8293 jeraabholmgren@ snopud.com 425.512.2708 2320 C alif ornia S treet ✔ ✔ E verett WA 98201 C onstruction of a new 2-story 28,984 sf of f ice building supporting administrative, design and f ield crews f or S nohomish C ounty P ublic U tilities District N o.1 Rolluda Architects / K athi Williams (Alex Rolluda AOR) 206.624.4222 kathi@ rolludaarchitects.com 206.371.3703 105 S M ain S t, S uite 323 S eattle WA 98104 Reid Middleton / P aul C rocker 425.741.5022 pcrocker@ reidmiddletong.com 425.754.3002 728 14th S t S W, S uite 200 E verett WA 98204 TBD tbd tbd tbd tbd tbd tbd tbd tbd IIB B, A-3 28,894 2 19,255 9,639 6250 February 24, 2024 37358 June 29, 2023 general of f ice space, custom er service lobby, break room s and conf erence rooms ✔✔ see special inspections f orm✔ ✔ ✔ ✔ ✔ ✔ 1 | P a g e The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. APPLICANTS NAME PHONE EMAIL PRIMARY CONTACT PHONE EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION SITE ADDRESS DEFERRED SUBMITTAL REQUESTS PERMIT NUMBER: 2 | P a g e ITEM : Date ITEM : Date ITEM : Date ITEM : Date ITEM : Date ITEM : Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record Date Signature Owner Date Signature I hereby certify that I am the Owneappears on the Plans or will be submit Signature 1 | P a g e City of Arlington APPLICATION STATUS ☐ Revisions Required – Hold ☐ Initial Review ☐ 2nd Review ☐ 3rd Review ☐ Approved With Conditions ☒ APPROVED APPLICANT: PUD OFFICE EMAIL: jeraabholmgren@snopud.com PHONE # 425-783-8293 FROM: Lou Tyler EMAIL: ltyler@safebuilt.com PERMIT #: BLD 4377 PROJECT: NEW OFFICE ADDRESS: 17601 59TH AVE NE PHONE # 206-503-5948 DATE: 2/11/22 CODES REVIEWED: ☐ 2018 IRC ☒ 2018 IBC ☒ 2018 IMC ☒ 2018 UPC ☒ 2018 IFGC ☒ 2018 WSEC OCCUPANCY GROUP: B / A-3 TYPE OF CONSTRUCTION: II-B/SP NUMBER OF STORIES: 2 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2018 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou Tyler Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 Safebuiltbellevue@safebuilt.com ltyler@safebuilt.com 206-503-5948 WALL ASSEMBLY, PER PLAN METAL PANEL AIR / W RB PIPE PER MECH DRIP FLASHING OVERLAPPED PENETRATION COVER SEAL PENETRATION PERIMETER W / POLYURETHANE SEALANT FLUID APPLIED MEMBRANE, EXTENDING MIN 3" ONTO PIPE & MIN 4" ONTO AIR/W RB IN ALL DIRECTIONS CLOSED CELL SPRAY FOAM MIN 1.5" THICK METAL PANEL AIR / W RB PIPE PER MECH SEAL PENETRATION PERIMETER W / POLYURETHANE SEALANT FLUID APPLIED MEMBRANE, EXTENDING MIN 3" ONTO PIPE & MIN 4" ONTO AIR/W RB IN ALL DIRECTIONS CLOSED CELL SPRAY FOAM MIN 1.5" THICK WALL ASSEMBLY PER PLAN METAL PANEL AIR / W RB LIGHT FIXTURE, PER ELEC MOUNTING BOCK DRIP FLASHING URETHANE FOAM SEALANT OVERLAPPED PENETRATION COVER MP-3 AIR / W RB LIGHT FIXTURE, PER ELEC MOUNTING BOCK DRIP FLASHING URETHANE FOAM SEALANT OVERLAPPED PENETRATION COVER SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.11 DETAILS - EXTERIOR -WALL KW/RM ES 01/21/22 B.1/B.2 SCALE:3" = 1'-0"1 PIPE PENETRATION @ MP-1, MP-2 SCALE:3" = 1'-0"2 PIPE PENETRATION PLAN @ MP-1, MP-2 SCALE:3" = 1'-0"3 LIGHT FIXTURE @ MP-1, MP-2 SCALE:3" = 1'-0"7 LIGHT FIXTURE @ MP-3 NOTE: PROVIDE SUFFICIENT CLEARANCE BETW EEN FLASHING & PENETRATION TO ALLOW THERMAL MOVEMENT Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Prepared by Hart Crowser, a division of Haley and Aldrich Michael B.W. Chamberlain, PE Douglas D. Lindquist, PE, LEED AP Project, Geotechnical Engineer Principal, Geotechnical Engineer Michael.Chamberlain@haleyaldrich.com Doug.Lindquist@haleyaldrich.com 1/20/2022 19583-00 January 20, 2022 Contents 1.0 INTRODUCTION 1 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 1 2.1 Purpose 1 2.2 Scope 2 2.3 The Use of This Report 2 3.0 PROJECT AND SITE DESCRIPTIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Geology 3 4.2 Soil Conditions 4 4.3 Groundwater Conditions 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 Seismic Setting 5 5.2 Seismic Basis of Design 5 5.3 Recommended Response Spectra 5 5.4 Liquefaction 6 5.4.1 Liquefaction-Induced Settlement 7 5.5 Lateral Spreading and Flow Failure 7 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 8 6.1 Building Foundations 8 6.1.1 Shallow Footings 8 6.1.2 Foundation Subgrade Preparation 9 6.2 Floor Slabs 9 6.3 Flexible Utility Connections 10 6.4 Lateral Earth Pressures on Backfilled Walls 10 6.5 Permanent Drainage 11 6.5.1 Foundation and Perimeter Wall Drainage 11 6.5.2 Backfilled Walls 11 6.6 Structural Fill 11 7.0 CONSTRUCTION CONSIDERATIONS 13 7.1 Site Preparation 13 7.2 Temporary Dewatering 13 7.3 Temporary Open Cuts 13 ii | North County Development Buildings 19583-00 January 20, 2022 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 14 9.0 REFERENCES 15 TABLES Table 1 – Site-Specific MCER and Design Earthquake Response Spectra 6 Table 2 – Soil Equivalent Fluid Unit Weights for Walls 11 FIGURES 1 Vicinity Map Attached 2 Site and Exploration Plan Attached 3 Recommended Site-Specific MCER Response Spectrum Attached APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, & 2020) APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) APPENDIX E Site-Specific Seismic Site Response Analysis 19583-00 January 20, 2022 Geotechnical Engineering Design Study North County Development Arlington, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering design recommendations for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. Figure 1 presents a vicinity map showing the project location. The recommendations contained within this report are based on information emailed to us by you, available existing subsurface information for the site, our discussions with you and the structural engineer (Reid Middleton, Inc.), and our previous knowledge and experience working on similar projects. This report contains several sections, organized as follows: Introduction; Purpose, Scope, and the Use of This Report; Project and Site Descriptions; Subsurface Conditions; Seismic Considerations; Geotechnical Engineering Recommendations; Construction Considerations; Recommended Additional Geotechnical Services; and References. Figures are presented at the end of the text. Exploration logs are presented in Appendix A. Results of geotechnical laboratory testing on soil samples taken from these explorations are presented in Appendix B. Historical groundwater monitoring data is presented in Appendix C. The results of shear wave velocity testing are presented in Appendix D. Detailed documentation of our site-specific site response analysis is presented in Appendix E. 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 2.1 Purpose The purpose of our work is to assess subsurface conditions at the location of the proposed North County development buildings and provide geotechnical engineering and seismic design recommendations, including construction considerations based on this assessment. We understand that a geotechnical report for the project site has previously been completed by GeoEngineers (GeoEngineers 2017). This previous geotechnical report included geotechnical recommendations for the planned buildings at the site as well as for general site work across the site (e.g., pavement, utilities, stormwater facilities, etc.). We understand you plan to utilize the previous geotechnical report for general site work but will be relying upon this new geotechnical report for recommendations pertaining to planned buildings and walls at the site. 2 | North County Development Buildings 19583-00 January 20, 2022 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: Review existing subsurface information; Develop a site and exploration location plan; Perform a site-specific ground response analysis to develop seismic design parameters for the site; Evaluate liquefaction susceptibility and effects; Provide foundation design recommendations; Provide lateral earth pressure recommendations for design of site retaining walls; Provide temporary and permanent cut slope recommendations; Provide discussion on construction considerations; and Present the results of our study in this report. Our geotechnical engineering design recommendations are based on a combination of subsurface data from historic explorations as well as our experience with the local geology. 2.3 T he Use of This Report We completed this work in general accordance with our Contract signed October 26, 2020. This report is for the exclusive use of Public Utility District (PUD) No. 1 of Snohomish County and their consultants for specific application to the subject project and site. We completed this design study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, expressed or implied. 3.0 PROJECT AND SITE DESCRIPTIONS The North County Development current phase of the project site is relatively flat and currently generally undeveloped, except for a recently completed Pole Yard. We understand that construction of a Modular Data Center and CETC Building has previously been completed to the south of the Pole Yard. These site improvements are located to the east of our site. We understand through conversations with you that the next phase of development for the North County site will include construction of an administration building, a warehouse building, a heated parking building, a fuel island, a loading dock, and a covered parking canopy structure. The current conceptual site plan showing the locations of these planned structures, as well as the previously completed site improvements, is shown on Figure 2. As described earlier, this geotechnical report is concerned only with planned structures (i.e. buildings, retaining walls) in the area of the site delineated on Figure 2. Parking areas, site pavement, and other general site work items not explicitly described in this report will be designed based on other geotechnical recommendations. Ground surface elevations at the site in the area of planned improvements varies between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Existing ground surface elevation contours are displayed on Figure 2. Existing vegetation at the site consists of mowed grass with sparsely distributed trees. North County Development | 3 19583-00 January 20, 2022 If the general layout of the proposed structures is different than that shown on Figure 2 and as described above, we should be contacted to modify our conclusions and recommendations to reflect the changes in relation to current plans. 4.0 SUBSURFACE CONDITIONS Our interpretation of the subsurface conditions is based on historical explorations from within or nearby to the project site and published regional geologic maps. The locations of the explorations referenced in this memorandum are shown on Figure 2. We reviewed historical geotechnical information from the following reports: Geotechnical Engineering Services – North County Project (GeoEngineers 2017) Geotechnical Engineering Services – Modular Data Center and CETC Building, North County Project (GeoEngineers 2019) Explorations contained within these two geotechnical reports include several borings, test pits, and cone penetration tests (CPTs). These CPTs extended to depths of between 75 and 100 feet below ground surface (bgs). GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. These CPTs were each extended to a depth of 80 feet bgs. Detailed exploration logs from these historical explorations and the newer 2020 CPTs are included in Appendix A. Laboratory testing on samples collected from historical borings and test pits are included in Appendix B. We based our interpretation of subsurface conditions on available existing subsurface information. The historical explorations referenced in this study represent subsurface conditions at discrete locations on the relevant part of the project site and actual conditions in other areas will vary. The nature and extent of any such variations may not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we should be contacted to modify our conclusions and recommendations to reflect actual site conditions. 4.1 Geology We reviewed the U.S. Geological Survey (USGS) geologic map, Geologic Map of the Arlington West 7.5- Minute Quadrangle, Snohomish County, Washington (Minard, 1985). This map indicates that the surficial soil at the North County site likely consists of the Marysville Sand Member. The Marysville Sand Member is observed to consist of stratified recessional outwash sands with some fine gravel and some areas of silt and clay. These sediments were deposited by meltwater flowing south from the receding Vashon glacier. This geologic unit is noted to be at least 65 feet thick and may be twice that thickness. All explorations at the site encountered sandy soils interpreted as recessional outwash deposits. 4 | North County Development Buildings 19583-00 January 20, 2022 4.2 Soil Conditions The soil conditions observed in historical explorations at the project site in the vicinity of the planned structures can be summarized as follows, in descending order from the ground surface: Topsoil and Silty Sand. Approximately 4 to 8 inches of topsoil was observed at the ground surface in each of the explorations, characterized by a generally silty soil with appreciable organic matter. Below the topsoil, about half of the explorations encountered an approximately 2- to 5-feet-thick layer of loose to medium dense silty sand with variable gravel content. Upper Sand. In all the deep explorations performed at the project site, an upper crust of between about 20 to 40 feet of dense sand was encountered beneath the thin topsoil and silty sand layer. The fines content of this upper sand layer typically ranged from about 1 to 12 percent. Lower Sand. In all the deep explorations performed at the project site, a layer of medium dense sand extending to the bottom of each exploration (75 to 100 feet bgs) was encountered beneath the denser upper sand deposits. The fines content of this layer of soil typically ranged from about 1 to 12 percent, with occasional thin interbeds of silty sand to sandy silt. Much of the lower sand layer described above is expected to liquefy when subjected to strong earthquake shaking. This design consideration is discussed in greater detail later in this report. 4.3 Groundwater Conditions Groundwater levels were measured at the site in Borings B-3, B-7, B-10, and B-11. Each of these borings were developed as monitoring wells in either 2013 (B-3) or 2017 (B-7, B-10, and B-11) and had data loggers installed to facilitate continuous monitoring of groundwater levels. Several additional wells were installed at the Arlington site, to the east of the site extent outlined on Figure 2. These groundwater measurements are not discussed in this section due to their distance from the site improvements addressed in this report. Excerpts from the historical geotechnical report for the site (GeoEngineers 2017) displaying this groundwater data is included as Appendix C. The depth of groundwater observed at the time of exploration is shown on the historical exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. Higher groundwater levels are observed in wells on the east end of the property. The seasonal high depth to groundwater in the area of the site varies from approximately 7 to 9 feet bgs. Fluctuations in the level and/or presence of groundwater can be expected to occur over time from variations in rainfall, season, irrigation, flooding, and other factors. 5.0 SEISMIC CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting at the project site, provide recommended design response spectra, and discuss seismic-induced geotechnical hazards. North County Development | 5 19583-00 January 20, 2022 5.1 Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone (CSZ) in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments—crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate the existence of a distinct shallow zone of crustal seismicity that may have surficial expressions and can extend to depths of up to 15 to 18 miles. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 24 to 42 miles beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). 5.2 Seismic Basis of Design We understand the design of the proposed project will be performed in accordance with the 2018 International Building Code (IBC). The seismic basis of design for the 2018 IBC, which refers to the American Society of Civil Engineers (ASCE) 7-16, is the risk-targeted maximum considered earthquake (MCER), which represents an earthquake shaking level having a 2 percent probability of exceedance in 50 years (corresponding to a return period of 2,475 years), adjusted to a 1 percent probability of collapse in 50 years, and modified to the peak direction hazard. 5.3 Recommended Response Spectra The soil site class, based on the subsurface conditions observed, was determined to be Site Class D (stiff soil) without consideration of liquefaction. The soil site class is based on historical shear wave velocity data collected at the site, included with this report in Appendix D. As discussed later in this section, our analyses have identified that a liquefaction hazard is present at the site. ASCE 7-16 indicates that sites where a liquefaction hazard is identified should be represented as Site Class F and a site-specific ground response analysis should be performed to determine the response spectrum for design, unless the proposed structure has a fundamental period of less than 0.5 second. Based on discussions with the structural engineer for the buildings at the site (Reid Middleton), we understand the period of all the structures are less than 0.5 second and use of Site Class D is appropriate. However, despite it not being required by IBC 2018, we performed a site-specific ground response analysis to develop a design MCER response spectrum for the project at the request of our client. This site-specific design response spectrum is shown on Figure 3 and in Table 1. This spectrum was developed considering the procedures and requirements included in ASCE 7-16. Detailed documentation of our site-specific ground response analysis and procedures is included with this report as Appendix E. 6 | North County Development Buildings 19583-00 January 20, 2022 Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Period (seconds) Recommended MCER Response Spectrum in g Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Earthquake SDS = 0.60 g, per Section 21.4 of ASCE 7-16. b. Recommended Design Earthquake SD1 = 0.72 g, per Section 21.4 of ASCE 7-16. 5.4 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles, resulting in sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for shear strength are susceptible to liquefaction during strong ground shaking. We performed site-specific liquefaction analyses of the saturated soils at the site based on the recommendations of Idriss and Boulanger (2014) using the CLiq computer software program developed by GeoLogismiki (Version 3.0.2.4). In accordance with ASCE 7-16, we completed the liquefaction analysis using the site class adjusted Maximum Considered Earthquake Geometric Mean PGA (PGAM). We used a PGAM of 0.52 g, calculated for the project site per ASCE 7-16, with an associated earthquake magnitude of 7.1 in our analyses. This earthquake magnitude represents the modal magnitude for the site based on USGS deaggregation plots. We note that ASCE 7-16 allows for use of a site-specific PGA (0.42g) in liquefaction analyses rather than the higher PGAM value (0.52g) that we used. Use of the lower PGA would have resulted in slightly less liquefaction and liquefaction-induced settlement. Based on our analyses, a generally non-liquefiable crust of material exists in the upper 20 to 40 feet of the site. Below this crust of material, site soils are observed to have a moderate to high liquefaction potential during the MCE seismic event down to the bottom of each exploration. North County Development | 7 19583-00 January 20, 2022 5.4.1 Liquefaction-Induced Settlement For our analyses, we limited the maximum depth of liquefaction contributing to settlement at a depth of 80 feet bgs, based on guidance outlined in the Washington State Department of Transportation’s (WSDOT) Geotechnical Design Manual (GDM) (WSDOT 2019). As a dense and generally non-liquefiable crust of material is present at the site in the upper 20 to 40 feet, liquefaction-induced settlement observed at the surface will initiate from liquefiable soil layers that exist below this dense crust of material. Research has shown that the expression of liquefaction-induced settlement at the ground surface is a function of the depth of the liquefiable layers, with deeper liquefiable layers contributing less to ground surface settlement than similar thickness shallow liquefiable layers (Cetin et al., 2009). Cetin et al. (2009) proposed use of a “depth weighting factor” (DFi) that acts to reduce the impact of deep liquefiable layers on the estimated ground surface settlement, with liquefaction in layers deeper than 60 feet having no impact on surface settlement. This factor is included within the CLiq program and we utilized it in our analyses. As a slight deviation from Cetin’s recommendations, we conservatively allowed liquefaction in layers up to 80 feet bgs (instead of 60 feet bgs) to impact estimated ground surface settlement, based on the WSDOT GDM (2019) guidance discussed earlier in this section. We also considered predicted settlement estimates calculated without use of DFi while developing our recommendations, with less weight given to these estimated values. With and without consideration of Cetin’s recommendations, we estimate that total liquefaction-induced settlement at the site to be on the order of 2 to 4 inches and 9 to 14 inches, respectively from the MCE seismic within the upper 80 feet of soil. We expect the actual settlement will be closer to the Cetin method estimate. Because the calculated settlement between borings is relatively uniform and the surficial expression of liquefaction occurring at depth is reduced per Cetin’s research, we recommend that the project structures be designed for liquefaction-induced differential settlement of 2 inches over a distance of 30 feet. The North County buildings should be designed to accommodate these settlement estimates in accordance with ASCE 7-16 Section 12.13. 5.5 Lateral Spreading and Flow Failure Lateral spreading occurs when large blocks of ground are displaced down gentle slopes or towards the free face of river channels, ditches, etc. as a result of earthquake-induced inertial forces acting on the soil mass. Initiation of lateral spreading is often made worse when the soils within and beneath the soil mass liquefy or soften as a result of the shaking. Lateral spreading deformations can be experienced relatively far from a free face. Similar to lateral spread, flow failures result when large volumes of soil near a free face displace vertically and laterally during or after an earthquake. As the ground begins to shake and the shearing resistance of liquefied soils decreases, ground displacement occurs in response to shear forces present within the soil mass and earthquake-induced inertial forces. Flow failures typically manifest larger deformations than lateral spreading; however, the extent of the deformations is typically localized to the area behind the free face. Both phenomena can be destructive. 8 | North County Development Buildings 19583-00 January 20, 2022 The North County project site is distant from any significant free face and site grades are observed to be generally level. Based on these observations, as well as the presence of an approximately 20 to 40-foot- thick crust of non-liquefiable material across the site, there is a low risk of lateral spreading or flow failure at the site. 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 6.1 Building Foundations We understand the North County Development buildings will be supported with a foundation system of shallow spread and strip footings founded near the ground surface. Based on our understanding of the site conditions, we consider this a reasonable approach. As described in Section 5.4 – Liquefaction Potential, a liquefaction hazard exists at the site and liquefaction-induced settlements of between about 2 and 4 inches are expected following an MCE-level seismic event. Differential settlements measured over 30 feet of about 2 inches are expected. A shallow foundation system at the site should be designed to accommodate this settlement in accordance with ASCE 7-16 Section 12.13. Alternatively, ground improvement to mitigate liquefaction impacts or use of a deep foundation option may be considered if these settlements are not tolerable. 6.1.1 Shallow Footings We make the following recommendations for the design and construction of shallow footings: 6.1.1.1 Vertical Foundation Support Use a maximum allowable bearing pressure of 3 kips per square foot (ksf) for spread footings bearing on 2 feet of compacted structural fill above prepared subgrade. If suitable soils exist at the foundation locations, the lower 6 inches of structural fill may consist of compacted in-place soils. Assuming proper subgrade preparation observed by Hart Crowser and proper compaction of the 2 feet of structural fill observed, we expect total static settlements for spread and perimeter footings to be less than 1 inch. Differential settlement between footings is estimated to be about one-half of the total settlement over 30 feet. This settlement is expected to occur during construction, as the loads are applied. The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. Use an increase in the allowable soil bearing pressure of up to one-third for loads of short duration, such as those caused by wind or seismic forces. Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. North County Development | 9 19583-00 January 20, 2022 Place the base of all footings at least 18 and 12 inches below the lowest adjacent finished grade for exterior and interior footings, respectively, in consideration of frost-penetration depth. Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. 6.1.1.2 Lateral Foundation Support For resistance to lateral loads, we recommend using an equivalent fluid to represent the passive resistance of the soil. For a typical footing poured against the sandy outwash soils observed at the site, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 325 pounds per cubic foot (pcf) for soil above the design water table. A coefficient of friction to resist sliding equal to 0.40 can be used for footings poured neatly on the compacted structural fill planned for support of footings at the site. The coefficient of friction and equivalent fluid density values are allowable values and include a factor of safety of 1.5. 6.1.2 Foundation Subgrade Preparation Careful preparation and protection of the exposed subgrade soils should occur before subsequent placement and compaction of structural fill. Any loosening of the materials during construction could result in larger than estimated settlements. It is important that foundation excavations be cleaned of loose or disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be documented before construction. An engineer or geologist from Hart Crowser should observe exposed subgrades before footing construction to verify suitable bearing surfaces. Any loose sand or gravel or soft to medium stiff fine-grained materials present in the subgrade should be overexcavated and replaced with structural fill or lean or structural concrete. Any visible organic or other unsuitable material should also be removed from the exposed subgrade. Groundwater should be controlled such that heave or boiling of the foundation subgrades does not occur. We recommend the groundwater level be maintained at least 2 feet below footing subgrades at all times until the foundation is poured, to prevent the risk of heave, piping, boiling, softening, and other loss or disturbance of subgrade material. These recommendations are based on expected conditions and need to be confirmed in the field. 6.2 Floor Slabs The floor slab of the building may be constructed as slab-on-grade above a drainage layer and the existing granular fill soils, provided that the soils are primarily granular (i.e. sand and gravel) and that visible soils are free of organic material. The prepared slab subgrade should be compacted in place and observed by Hart Crowser. The slab subgrade should be proof rolled to confirm a firm and unyielding condition and any 10 | North County Development Buildings 19583-00 January 20, 2022 localized zones of yielding subgrade observed during proof rolling (as observed by Hart Crowser) should be overexcavated to a depth to be determined in the field and replaced with compacted structural fill. All slabs should be underlain directly by a drainage and capillary break layer at least 4 inches thick. This layer should consist of clean well-graded coarse sand and gravel with a fines content (soil finer than the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. Compact the drainage layer to the criteria of structural fill as discussed later in this report. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) is appropriate for design of floor slabs on the bearing soils or compacted structural fill. Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.35 for the sandy outwash soils or compacted structural fill. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser or elsewhere for gradational analysis. Use a vapor barrier between the capillary break material and the slab-on-grade for additional moisture and vapor protection. 6.3 Flexible Utility Connections We recommend incorporating flexible utility connections into the project design, where possible, to increase resilience. As described in Section 5.4.1 of this report, we expect noticeable liquefaction-induced settlement during an MCE-level event. We recommend designing utilities to accommodate differential settlement of 2 inches over 30 feet plus an additional 1 inch where transitioning from footing supported to on-grade. 6.4 Lateral Earth Pressures on Backfilled Walls We understand several short retaining walls are planned to support various site improvements across the development. We understand through conversations with Snohomish County PUD that the planned retention walls will consist of concrete cast-in-place (CIP) walls and will be designed to retain between about 1 and 4 feet of soil. We recommend that the walls be designed using a triangular earth pressure distribution. For typical granular fill soil, active, passive, and at-rest pressures may be determined using the equivalent fluid unit weights provided in Table 2. Passive resistance should be ignored within the top 2 feet below the finished ground surface. The use of active pressure is appropriate if the wall is allowed to yield (or move) a minimum of 0.001 times the wall height. For a non-yielding wall, at-rest pressures should be used. North County Development | 11 19583-00 January 20, 2022 A seismic increment of 6H in pounds per square foot (psf) (where H represents the wall height) should be applied as a uniform rectangular load over the height of the wall. Table 2 – Soil Equivalent Fluid Unit Weights for Walls Soil Type Parameter Equivalent Unit Weight Earth Pressure Coefficient, K Structural Fill ab Notes: a. Includes a factor of safety of 1.5. b. Use 325 pcf above the design ground water table (GWT) elevation and 175 pcf below the design GWT elevation. 6.5 Permanent Drainage 6.5.1 Foundation and Perimeter Wall Drainage We understand through conversations with Snohomish County PUD that all building foundations are planned to be founded near the surface of the site, several feet above static groundwater levels. Site soils are generally observed to be clean to slightly silty sands with high permeability (measured at up to 205 feet per day in infiltration tests). Based on this information, it is our opinion that perimeter footing drains are not required. Hart Crowser should verify subgrade conditions of all foundations during construction to confirm that subsurface soils appear suitable for drainage purposes. 6.5.2 Backfilled Walls Walls with soil backfilled on only one side will require drainage or must be designed for full hydrostatic pressure. We recommend the following: Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. Install drains behind any backfilled walls. The drains, with cleanouts, should consist of a minimum 4-inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of free-draining (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. If drains cannot be installed, inclusion of 1-inch-diameter or larger weep holes no more than 4 feet on-center at the base of site walls is also acceptable. 6.6 Structural Fill Structural fill is required for backfill in open cut and overexcavated areas, beneath footings, and behind retaining walls. The suitability of soil for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (the fraction passing the U.S. No. 200 mesh sieve) 12 | North County Development Buildings 19583-00 January 20, 2022 increases, soil becomes more sensitive to small changes in moisture. With more than about 5 percent fines (by weight), soil cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, if fill is to be placed during wet weather, we recommend using clean fill, that is, soil with a fines content (fraction passing the U.S. No. 200 mesh sieve) of 5 percent or less (by weight). Reuse of on-site soil as structural fill is acceptable if it is free of organic material and can be compacted to a dense condition. For structural fill placement and compaction, we recommend: Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small hand-operated compaction equipment is used to compact structural fill within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be no more than two- thirds of the loose lift thickness to allow full compaction of the soil surrounding the large particles. Compact structural fill that is beneath footings, behind walls, and within 2 feet of the bottom of pavement sections to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM) D1557 test procedure. Structural fill that is more than 2 feet below pavement sections, and within 2 feet of the back of subgrade walls should be compacted to at least 92 percent. Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. Generally, place structural fill only on dense and relatively unyielding subgrade (see Foundation Subgrade Preparation section). If subgrade areas are wet, clean material with at least 30 to 35 percent gravel content (material coarser than a U.S. No. 4 mesh sieve) may be needed to bridge moisture- sensitive subsoils. In some cases, clean crushed rock or quarry spalls may be needed to stabilize weak or wet subgrade soil. Where free-draining material is required, such as around drainage pipes, use a well-graded sand and gravel with less than 3 percent passing the U.S. No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material). Perform a representative number of in-place density tests to verify adequate compaction. A Hart Crowser or GeoTest representative should verify each structural fill lift and the subgrade area below it. Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. North County Development | 13 19583-00 January 20, 2022 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Site Preparation Site preparation for the project area may involve removal of pavement, stripping of any surface vegetation, and removal of other obstructions in the fill that may interfere with new construction. The following discussion highlights some important site preparation items. Remove all visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other deleterious materials from subgrade areas. We recommend all site grading, paving, and any utility trenching be conducted during relatively dry weather conditions. Proof roll with a heavy vibratory compactor or fully loaded dump truck to delineate soft or loose areas. It is important that these conditions be verified by a representative from Hart Crowser. Overexcavate and replace soft and loose, wet, or yielding soil with structural fill as described in Section 6.6. Existing Utilities. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required in addressing existing utilities. 7.2 Temporary Dewatering We expect that site excavations for planned buildings and associated site improvements will all remain above the static groundwater table. Temporary dewatering of these excavations will likely consist of sumps and trenches, as needed. If excavations are expected to extend below the groundwater table, temporary dewatering will be needed. Due to the high permeability of the site soils, dewatering below the static groundwater table is expected to produce a significant amount of water and use of pumps and sumps within open excavations may be difficult. If significant dewatering is expected, the Contractor should be made responsible for design, installation, and operation of an appropriate dewatering system to accommodate deeper excavations. 7.3 Temporary Open Cuts The stability and safety of cut slopes depends on a number of factors, including: Type and density of the soil; Presence and amount of any seepage; Depth of cut; 14 | North County Development Buildings 19583-00 January 20, 2022 Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc. and the magnitude of these surcharges; Duration of the open excavation; and Care and methods used by the contractor. The Occupational Safety and Health Administration (OSHA) generally classifies the native outwash soils at the site as Type C when they are above the groundwater table. We make the following recommendations regarding open cuts for Type C soils. The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). Protect the slope from erosion by using plastic sheeting. Limit the maximum duration of the open excavation to the shortest time period possible. Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. Flatter slopes and/or temporary shoring should be considered in areas with seepage, significant surcharge loads, and/or weaker subsurface soils (such as the Peat soils in the southern portion of the site). Temporary shoring systems are typically the responsibility of the contractor. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only be estimated prior to construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. All excavations should be made in accordance with all local, state, and federal safety requirements. 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES During the construction phase of the project, we recommend that Hart Crowser review contractor submittals and provide a representative to observe the following: Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; Utility installation; Placement and testing of compacted material; Proof rolling of subgrade prior to paving; and North County Development | 15 19583-00 January 20, 2022 Other geotechnical engineering, dewatering, and drainage considerations that may arise during the course of construction. The purpose of our observations is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. We understand that GeoTest will be retained by you to perform the bulk of geotechnical testing services (e.g., density testing). We recommend that we be consulted about which activities Hart Crowser should observe specifically and that GeoTest’s field reports be submitted to us for review as the engineer-of-record. 9.0 REFERENCES American Society of Civil Engineers 2017. “ASCE/SEI 7-16, Minimum design loads and associated criteria for buildings and other structures.” Cetin, K. O., Bulge H. T., Wu J., Kammerer A.M., and Seed R.B. 2009. “Probabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.” Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Boulanger R.W. and Idriss, I.M. 2014. CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. April 2014. Geologismiki, 2014. “CLiq”, computer program, Version 3.0.2.4. International Code Council 2017. 2018 International Building Code. Minard, James P. 1985. “Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington” Department of the Interior, U.S. Geological Survey. MF-1740. Washington State Department of Transportation, Geotechnical Design Manual M 46-03.12, July 2019. \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\2022_0120_HCHA_NorthCounty-GeotechnicalDesignReport_F.docx Do c u m e n t P a t h : \ \ s e a f s \ P r o j e c t s \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ G I S \ M G I S \ 1 9 5 8 3 0 0 - A A ( V M a p ) . m x d D a t e : 1 2 / 1 4 / 2 0 2 0 U s e r N a m e : e v i n f a i r c h i l d 0 2,000 4,0001,000 Feet Project Location Seattle WASHINGTON Oregon Arlington Idaho Canada Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community N Note: Feature locations are approximate. North County Development Arlington, Washington Vicinity Map 19583-00 12/20 Figure 1 UP TR A S H RE C Y C L E DUM P S T E R DUM P S T E R DUM P S T E R 4 FT HIGH DOCK 4 FTDOCK 4 FTDOCK 4 FTDOCK 4 FT DOCK w/2 FTREMOVABLE PLATFORM EV EV CANOPY(DAY 1) VA N EV EV UP P5P5P5 P4 P4 P5 P5 P5 P5 P3 P3 P4A P4A P4A P4A P4A P4 P4A P5 P4A P4A FUTURE COVEREDMATERIAL BINS(30'x70') 2100 SF B-12 B-13 B-14 CPT-1 B-7 B-10 B-11 CPT-7 CPT-9 CPT-10 CPT-8 CPT-11 CPT-12 CPT-13 CPT-14 CPT-15 CPT-16 CPT-17 CPT-2 CPT-3 CPT-4 CPT-5 CPT-6 TP-9 TP-10 TP-11 TP-12 TP-13 TP-14 TP-15 TP-16 TP-17 TP-18 TP-19 TP-20 TP-21 TP-22 TP-23 PIT-1 B-2 B-3 TP-1 TP-2 TP-3 TP-4 TP-5Undeveloped Office Building Warehouse Canopy Fuel Island Site Extent N 0 100 200 Scale in Feet Figure 19583-00 12/20 Arlington, Washington North County Development 2 Site and Exploration Plan Fi l e : L : \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ C A D \ 1 9 5 8 3 0 0 - 0 0 1 ( S P l a n ) . d w g L a y o u t : 1 1 x 1 7 - H D a t e : 1 2 - 1 5 - 2 0 2 0 A u t h o r : e r i c l i n d q u i s t Legend Cone Penetration Test (GeoEngineers 2020) Boring (GeoEngineers 2017) Cone Penetration Test (GeoEngineers 2017) PIT Test (GeoEngineers 2017) Test Pit (GeoEngineers 2017) Boring (GeoEngineers 2012) Test Pit (GeoEngineers 2012) CPT-7 B-7 CPT-7 PIT-1 TP-9 B-2 TP-1 19583-00 12/20 Figure North County Development Arlington, Washington Recommended MCER Surface Response 3 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response ASCE 7-16 Chapter 21 MCER Spectrum Site Class D Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Recommended MCER Surface Response 0.01 0.42 0.17 0.96 0.97 0.96 1.07 0.88 1.15 0.82 1.21 0.78 1.30 0.73 1.64 0.66 2.10 0.44 3.00 0.25 3.50 0.22 4.00 0.19 19583-00 January 20, 2022 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Distinct contact between soil strata Approximate contact between soil strata Contact between geologic units SYMBOLS TYPICAL DESCRIPTIONS GW GP SW SP SM FINE GRAINED SOILS SILTS AND CLAYS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50% RETAINED ON NO. 200 SIEVE MORE THAN 50% PASSING NO. 200 SIEVE GRAVEL AND GRAVELLY SOILS SC LIQUID LIMIT LESS THAN 50 (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) COARSE GRAINED SOILS MAJOR DIVISIONS GRAPH LETTER GM GC ML CL OL SILTS AND CLAYS SANDS WITH FINES SAND AND SANDY SOILS MH CH OH PT (LITTLE OR NO FINES) CLEAN SANDS GRAVELS WITH FINES CLEAN GRAVELS (LITTLE OR NO FINES) WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES WELL-GRADED SANDS, GRAVELLYSANDS POORLY-GRADED SANDS, GRAVELLYSAND SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAYMIXTURES INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS INORGANIC CLAYS OF HIGHPLASTICITY ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS SOIL CLASSIFICATION CHART MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES LIQUID LIMIT GREATER THAN 50 Figure A-1 Continuous Coring Bulk or grab Direct-Push Piston Shelby tube Standard Penetration Test (SPT) 2.4-inch I.D. split barrel Contact between soil of the same geologic unit Material Description Contact Graphic Log Contact NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. Groundwater Contact Key to Exploration Logs Sampler Symbol Descriptions ADDITIONAL MATERIAL SYMBOLS NS SS MS HS No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Sheen Classification SYMBOLS Asphalt Concrete Cement Concrete Crushed Rock/ Quarry Spalls Topsoil GRAPH LETTER AC CC SOD Sod/Forest Duff CR DESCRIPTIONS TYPICAL TS Laboratory / Field Tests %F %G AL CA CP CS DD DS HA MC MD Mohs OC PM PI PP SA TX UC VS Percent fines Percent gravel Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Dry density Direct shear Hydrometer analysis Moisture content Moisture content and dry density Mohs hardness scale Organic content Permeability or hydraulic conductivity Plasticity index Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. "P" indicates sampler pushed using the weight of the drill rig. "WOH" indicates sampler pushed using the weight of the hammer. Rev 02/2017 5 8 20 6 9 7 9 15 25 PH = 7.6 CEC = 0.9 meq/100 g Rough drilling 1 %F 2 MC, PH, CEC 3 SA 4 5 %F 6 7 %F 8 TS SP-SM SW-SM SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) (recessional outwash) Light brown fine to coarse sand with silt and gravel (dense, wet) Brown gray silty fine to coarse sand with gravel (medium dense, wet) Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 10 9 8 10 9 9 13 14 15 25 32 40 29 28 22 26 Notes: 7/24/2017 7/24/2017 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319354 424515 132.5 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 8 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 10 25 26 17 9 %F 10 11 %F 12 SM Becomes dense Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 9 12 12 13 25 35 29 31 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 (continued) North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 3 7 9 10 20 9 12 10 25 PH = 7.0 CEC = 1.6 meq/100 g Rough drilling from 13 to 25 feet 1 SA 2 MC, PH, CEC 3 SA 4 %F 5 6 7 SA 8 TS SP SP-SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) Becomes brown and loose Brownish gray fine to medium sand with silt and gravel (medium dense, moist) Becomes wet Increased gravel content, cobbles Brownish gray fine to medium sand with silt (medium dense to dense, wet) 4 5 6 9 2 2 12 10 2 8 26 28 6 25 26 31 Notes: 7/25/2017 7/25/2017 101.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319901 424392 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 9½ feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 9 10 9 5 7 22 23 23 35 28 9 %F 10 11 12 %F 13 %F 14 15 %F 16 17 %F SP-SM Brownish gray fine sand with silt (medium dense, wet) 10 11 0 10 10 10 10 10 13 26 23 29 21 26 19 19 22 22 Sheet 2 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 80 75 70 65 60 De p t h ( f e e t ) 35 40 45 50 55 60 65 70 75 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 18 19 20 21 22 SM/ML SM Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) Gray silty fine sand (medium dense, wet) Becomes dense 10 17 12 12 14 21 21 27 42 52 Sheet 3 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 55 50 45 40 35 De p t h ( f e e t ) 80 85 90 95 100 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 6 13 7 9 14 8 10 23 24 PH = 7.2 CEC = 1.8 meq/100 g 1 %F 2 MC, PH, CEC 3 4 SA 5 6 %F 7 8 %F TS SP-SM SM SP-SM 6 inches topsoil with 3-inch root mass Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brownish gray silty fine to coarse sand with gravel (medium dense, wet) Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 10 12 10 12 6 11 12 13 10 18 30 38 28 20 23 33 Notes: 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1320071 424399 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 10 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 7 9 20 22 9 10 %F 11 12 %F 12 7 13 13 30 22 34 29 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 (continued) North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brownish gray medium sand with occasional gravel (medium dense, moist) Increased gravel content Becomes gray Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 %F 2 SA 3 SA 4 4 6 4 Probe (P) = 2 inches P = 10 inches P = 6 inches P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at adepth of 4½ feet 11 3 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Pilot Infiltration Test PIT-1 North County Project Figure A-5 El e v a t i o n ( f e e t ) 131 130 129 128 127 126 125 124 123 122 121 120 119 De p t h ( f e e t ) 1 2 3 4 5 6 7 8 9 10 11 12 13 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2½ and 10 feet (moderate) 7/27/2017 13 JQS HRP 132 NAVD88 1319247 424380 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Orange-brown fine to medium sand with silt and gravel (medium dense, moist) (recessional outwash) Gray-brown fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 MC 2 SA 3 5 5 Probed (P) = 4 inches P = 6 inches P = 6 inches P = 6 inches 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-9 North County Project Figure A-6 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1318964 424367 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (medium dense, moist) Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Becomes grayish brown with occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 5 3 Probe (P) = 3 inches P = 3 inches P = 3 inches P = 3 inches 15 1 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-10 North County Project Figure A-7 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319160 424627 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 MC 2 %F 3CBR 4 4 2 2 Probe (P) = 6 inches P = 6 inches P = 8 inches P = 4 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-11 North County Project Figure A-8 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319366 424607 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 SA 2%F 3 11 2 Probe (P) = 12 inches P = 6 inches P = 6 inches P = 5 inches 14 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-12 North County Project Figure A-9 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132.5 NAVD88 1319336 424416 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 3 3 Probe (P) = 12 inches P = 12 inches P = 6 to 8 inches P = 6 to 8 inches 5 5 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-13 North County Project Figure A-10 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1319472 424354 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Gray-brown fine to coarse sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP SW 1 %F 2 %F 3 7 2 Probe (P) = 8 inches P = 6 inches P = 8 inches P = 6 inches 16 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-14 North County Project Figure A-11 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133.5 NAVD88 1319602 424578 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP 1 SA 2 %F 3 MC 7 2 3 Probe (P) = 6 inches P = 8 inches P = 8 inches P = 6 inches 17 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-15 North County Project Figure A-12 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1319611 424406 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1MC 2 %F 3 7 5 Probe (P) = 6 inches P = 6 inches P = 6 inches P = 6 inches 11 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-16 North County Project Figure A-13 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135.5 NAVD88 1319687 424486 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (loose, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 %F 3 4 8 4 Probe (P) = 6 inches P = 10 inches P = 8 inches P = 16 inches 14 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-17 North County Project Figure A-14 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319833 424339 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light orange-brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 2 %F 3 MC 4 3 Probe (P) = 5 inches P = 6 inches P = 8 inches 8 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-18 North County Project Figure A-15 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1319977 424526 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 7 3 Probe (P) = 8 inches P = 10 inches P = 10 inches 18 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-19 North County Project Figure A-16 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320151 424510 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light orange-brown sand with silt and occasional gravel (loose, moist) (recessional outwash) Brown-gray fine to medium sand with gravel (loose to medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 MC 3 MC 7 4 2 Probe (P) = 14 inches P = 10 inches P = 12 inches P = 6 inches 18 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-20 North County Project Figure A-17 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1320158 424357 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 2-inch root mass Gray-brown medium sand with gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP SP 1 MC 2 SA 3 5 2 Probe (P) = 2 inches P = 10 inches P = 10 inches P = 6 inches 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-21 North County Project Figure A-18 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 136 NAVD88 1320311 424781 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 4 inches topsoil with root mass Light brown medium to coarse sand with gravel (loose to medium dense, moist) (recessional outwash) Occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP1 2 SA 3 2 Probe (P) = 6 inches P = 10 inches P = 4 inches P = 6 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-22 North County Project Figure A-19 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320363 424567 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) (recessional outwash) Gray fine to medium sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 2 %F 3 5 Probe (P) = 16 inches P = 12 inches P = 8 inches 12 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-23 North County Project Figure A-20 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320339 424320 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Orange-brown silty fine sand with occasional gravel (medium dense, moist) (recessional outwash) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 5 Probe (P) = 8 inches P = 6 inches P = 3 inches P = 5 inches 15 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-24 North County Project Figure A-21 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320475 424364 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 %F 7 2 Probe (P) = 6 inches P = 6 inches P = 3 inches 29 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-25 North County Project Figure A-22 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320477 424466 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed GeoEngineers Operator: Brown Sounding: CPT-01 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 12:53:36 PM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-01 Depth 3.77ft Ref* Arrival 8.05mS Velocity* Depth 10.17ft Ref 3.77ft Arrival 17.73mS Velocity 603.23ft/S Depth 16.90ft Ref 10.17ft Arrival 24.33mS Velocity 996.13ft/S Depth 23.29ft Ref 16.90ft Arrival 30.51mS Velocity 1026.32ft/S Depth 30.02ft Ref 23.29ft Arrival 36.91mS Velocity 1044.01ft/S Depth 36.25ft Ref 30.02ft Arrival 43.12mS Velocity 1000.06ft/S Depth 42.81ft Ref 36.25ft Arrival 49.25mS Velocity 1067.27ft/S Depth 49.38ft Ref 42.81ft Arrival 55.74mS Velocity 1010.09ft/S Depth 55.94ft Ref 49.38ft Arrival 61.99mS Velocity 1048.43ft/S Depth 62.34ft Ref 55.94ft Arrival 68.39mS Velocity 997.58ft/S Depth 69.06ft Ref 62.34ft Arrival 74.37mS Velocity 1124.38ft/S Depth 75.46ft Ref 69.06ft Arrival 81.24mS Velocity 929.91ft/S Depth 82.02ft Ref 75.46ft Arrival 87.57mS Velocity 1036.31ft/S Depth 88.58ft Ref 82.02ft Arrival 94.33mS Velocity 970.51ft/S Depth 95.14ft Ref 88.58ft Arrival 101.79mS Velocity 879.11ft/S 0 20 40 60 80 100 120 140 160 Depth 100.23ft Ref 95.14ft Arrival 106.44mS Velocity 1093.59ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-02 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 11:22:30 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-03 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 10:03:34 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-04 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 10:54:48 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-04 Depth 3.61ft Ref* Arrival 8.71mS Velocity* Depth 10.33ft Ref 3.61ft Arrival 18.75mS Velocity 610.84ft/S Depth 16.90ft Ref 10.33ft Arrival 25.15mS Velocity 1001.81ft/S Depth 23.29ft Ref 16.90ft Arrival 31.17mS Velocity 1052.98ft/S Depth 29.86ft Ref 23.29ft Arrival 37.15mS Velocity 1091.74ft/S Depth 36.25ft Ref 29.86ft Arrival 43.43mS Velocity 1013.61ft/S Depth 42.98ft Ref 36.25ft Arrival 49.29mS Velocity 1145.01ft/S Depth 49.38ft Ref 42.98ft Arrival 55.47mS Velocity 1034.71ft/S Depth 55.94ft Ref 49.38ft Arrival 61.83mS Velocity 1029.13ft/S Depth 62.50ft Ref 55.94ft Arrival 67.96mS Velocity 1068.78ft/S Depth 69.06ft Ref 62.50ft Arrival 73.94mS Velocity 1096.96ft/S Depth 75.46ft Ref 69.06ft Arrival 79.76mS Velocity 1098.42ft/S Depth 82.19ft Ref 75.46ft Arrival 86.01mS Velocity 1075.49ft/S Depth 88.58ft Ref 82.19ft Arrival 92.49mS Velocity 986.15ft/S Depth 95.14ft Ref 88.58ft Arrival 96.75mS Velocity 1540.46ft/S 0 20 40 60 80 100 120 140 160 Depth 100.07ft Ref 95.14ft Arrival 102.57mS Velocity 845.23ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-05 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 8:34:21 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-06 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 9:16:56 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 CPT-07 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 8:30:15 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-08 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 12:40:20 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-09 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 8:23:57 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-10 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 9:56:18 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-11 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 9:57:17 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-12 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 11:36:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-13 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 1:18:04 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-14 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 11:14:50 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-15 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 2:12:26 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-16 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: 15 ft North of 20' Marked Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 10:31:34 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-17 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: @ 22 ft (btw 20'&25'Stakes) OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 8:45:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 19593-00 January 20, 2022 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-12 B-13 B-13 B-13 7½ 2½ 7½ 25 Fine to coarse sand with silt and gravel (SW-SM) Fine to medium sand with occasional gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Fine to medium sand with silt (SP-SM) Symbol Moisture (%) 9 20 12 25 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -1 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , Wa s h i n g t o n 0482-051-03 Date Exported: 10/31/17 Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-14 Pit-1 Pit-1 TP-9 10 4 8 2 Silty fine to coarse sand with gravel (SM) Medium sand with occasional gravel (SP) Medium sand with gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Symbol Moisture (%) 10 6 4 5 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -2 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description TP-12 TP-15 TP-21 TP-22 ½ ½ 2 2 Silty fine to medium sand with occasional gravel (SM) Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) Medium to coarse sand with gravel (SP) Symbol Moisture (%) 11 7 2 2 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -3 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 19583-00 January 20, 2022 APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 4 Groundwater Levels (2017) North County Project Arlington, Washington 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 5 Groundwater Levels (2012 –2017) North County Project Arlington, Washington 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 19583-00 January 20, 2022 APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) REPORT ON THE MICROTREMORS ARRAY MEASUREMENTS AT ARLINGTON, WA OYO Corporation, Pacific 919 Pale San Vitores Rd., Tumon Guam 96913, U.S.A. Table of contents 1. Outline ………………………………………………………………………...1 1.1 Investigation sites …………………………………………………………….....1 1.2 Amount of measurements …………………………………..……………….....1 1.3 Array configuration …………………………………………………………….....1 1.4 Date of data acquisition …………………………………..……………….....2 1.5 Person in charge …………………..………………………..……………….....2 2. Methodology ………………………………………………………………………...5 3. Instrumentation ..……………………………………………………………...7 4. Data acquisition ..……………………………………………………………...9 5. Analysis ..……………………………………………………………...............11 5.1 Pre-processing ..…………………………………………………………….11 5.2 Spatial autocorrelation …………………………………..………………...11 5.3 Initial model ………....…………………………………………………………….13 5.4 Inversion………...…....…………………………………………………………….13 6. Investigation result ..…………………………………………………………….16 6.1 Huddle test ………....…………………………………………………………….16 6.2 Amplitude spectra …………………………………………..……………….....17 6.3 Spatial autocorrelation ..…………………………………………………...18 6.4 Dispersion curve ..……………………………………………..……………...18 6.5 Analysis results ..……………………………………………..……………...28 1 1. Outline OYO Corporation, Pacific conducted microtremor array measurements at Arlington, WA. The purpose of the geophysical investigation is the estimation of S-wave velocity profiles down to a depth of 300 feet. This report summarizes the methodology, instrumentation, data acquisition, analysis and results. 1.1 Investigation sites Figures 1.1 shows the investigation site. 1.2 Amount of measurements Table 1.1 summarizes the number and the investigation depth of measurements. Table 1.1 Amount of measurements Measurements Number of arrays Investigation depth (feet) Microtremor array measurements 7 300 1.3 Array configuration Table 1.2 summarizes the size of arrays and Figure 1.2 shows the configuration of the arrays. Table 1.2 Size of arrays Array Investigation depth (feet) Array size (feet) Min. and Max. separation (feet) Number of receivers Number of separations A 300 300 43.3 to 300.0 10 9 B 300 300 43.3 to 300.0 10 9 C 300 300 43.3 to 300.0 10 9 D 300 300 43.3 to 300.0 10 9 E 300 300 43.3 to 300.0 10 9 F 300 300 43.3 to 300.0 10 9 G 300 300 43.3 to 300.0 10 9 Total - - - 70 - 2 1.4 Date of data acquisition Data acquisition was performed on the dates and times shown in Table 1.3. All data acquisition was conducted in the nighttime. Table 1.3 Date and time of data acquisition. Date of acquisition Time of acquisition Jul. 28, 2017 8:00 am to 4:00 pm 1.5 Person in charge Koichi Hayashi, Ph.D., Geophysicist khayashi@geometrics.com OYO Corporation 2190 Fortune Drive San Jose, CA, 95131 Tel : 408-954-0522 Fax : 408-954-0902 3 Figure 1.1 Site of investigation Investigation site 17910 59th Ave NE, Arlington, WA 98223 4 Figure 1.2 Configuration of arrays. 5 2. Methodology A surface wave (Rayleigh wave) is an elastic wave propagating along the ground surface and its energy concentrates near the ground surface. Propagation velocity of the surface wave strongly depends on S-wave velocity of the ground. If subsurface S-wave velocity varies with depth, propagating velocity also varies with its frequency or its wavelength. This character is called dispersion. Sub-surface S-wave velocity structure can be estimated by analysis of dispersion of the surface waves. A surface wave method is a geophysical exploration in which sub-surface S-wave velocity structure is estimated from the dispersion character of the surface waves. Figure 2.1 shows a schematic diagram of the surface wave method. Recently, the surface wave methods using active sources, such as a sledgehammer or a weight drop, have been applied to the delineation of shallow S-wave velocity structures. However, it is difficult to generate low-frequency surface waves using active sources. So delineating S-wave velocity structure deeper than a depth of 20 m (60 feet) is unreliable with active surface sources alone. In order to solve the problem, passive surface wave methods using microtremors have been developed. Figure 2.1 Schematic diagram of surface-wave method. 6 The earth’s surface is always vibrating weakly. These vibrations are called ambient noise or microtremors. The microtremors are generated by the various sources, such as winds, ocean waves at the seashore, traffic noises, heavy machinery factories and household appliances. Because the microtremors are generated by sources on the ground surface, the microtremors mainly consist of surface-waves, and the vertical motion of the microtremors can be considered as Rayleigh weaves. Therefore, it is reasonable that the dispersion curve of the vertical motion of the microtremors is the dispersion curve of Rayleigh waves and the sub-surface S-wave velocity structure can be estimated by analyzing dispersion character of the microtremors. Figure 2.2 shows a schematic diagram of the surface wave methods using microtremors. We will use the term “microtremor array measurements” to refer to the surface wave methods using microtremors or ambient noises. Figure 2.2 Schematic diagram of microtremor array measurements. 7 3. Instrumentation Ten seismographs (Atom) made by Geometrics and ten vertical component of geophones with 2 Hz of natural frequency made by Sunfull were used for data acquisition. The seismographs include a GPS clock so that all seismographs can be synchronized in any distance without cables. Figure 3.1 shows the Atom and geophone. Their main specifications are shown in Table 3.1. Figure 3.1 Seismograph Atom (right) and geophone (left) used in data acquisition. 8 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph (Atom) 10 Geometrics Preamp gain 0db, 12db, 24db, 36db Distortion < 0.0001 % Data storage 4GB Frequency response 0.2 – 200Hz Dynamic range 124 dB (measured) A/D converter 24 bits Sampling time 0.25, 0.5, 1, 2, 4 msec Dimension 142×140×102 mm Weight Approx. 1.6 kg 9 4. Data acquisition Figure 4.1 and Table 4.1 show shape and size of array used in the measurements . At each array, ten pairs of seismograph and geophone were used and 11 ~ 31 minutes of the vertical component of microtremors were recorded with a 4 msec of sampling interval. Data acquisition for all measurements took several hours. Table 4.1 Shape and size of array used in the measurements. Array Array shape Array size (feet) Sensor spacing (feet) Number of sensors Data length (min.) A Equilateral triangle 300 43.3 to 300.0 10 27 B Equilateral triangle 300 43.3 to 300.0 10 31 C Equilateral triangle 300 43.3 to 300.0 10 11 D Equilateral triangle 300 43.3 to 300.0 10 30 E Equilateral triangle 300 43.3 to 300.0 10 31 F Equilateral triangle 300 43.3 to 300.0 10 31 G Equilateral triangle 300 43.3 to 300.0 10 31 Total - - - 70 192 10 Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. Seismograph and geophone Array size (300 feet) 11 5. Analysis Recorded microtremor data was analyzed in terms of a Spatial Autocorrelation (SPAC) method. Data processing is summarized as follows and its flow is shown in Figure 5.1. 5.1 Pre-processing Recorded vertical component of microtremor data is divided into several time blocks that overlapped. Each block consists of 16384 samples for a total length of 65.536 seconds. An example of a microtremor data block is shown in Figure 5.2. Several blocks including non-stationary noises such as moving vehicles were rejected and not processed. 5.2 Spatial autocorrelation A FFT is applied to each block to transform the time domain waveform data to the frequency domain. Coherence was first calculated for each block and then coherences of all blocks were averaged. The coherence (COH) is calculated by equation 5.1. ,,,, ,,,,yyxxACyxAC rCCrCOH (5.1) Figure 5.2 Example of microtremor data. ID 12 cosrx sinry Where, x and y is locations of seismographs, r is a distance between two seismographs, is an angular frequency, CC and AC are a cross-correlation and an autocorrelation of microtremors recorded by two seismographs respectively. Ten to one hundred blocks are averaged for calculating the final coherences. If the coherences are averaged over many blocks or long time, it can be considered as the Spatial Autocorrelation (SPAC) and expressed by Bessel function as shown by equation 5.2. Figure 5.3 shows example of SPAC. rcJdrCOH 0 2 0 ,, (5.2) Where c() is phase velocity of microtremors, J0 is the first kind of Bessel function. A phase velocity can be determined at each frequency so that the difference between both sides of equation 5.2 was minimized. This series of phase velocities defines a dispersion curve. Figure 5.4 shows an example of a dispersion curve. Figure 5.3 Example of spatial autocorrelations. 13 5.3 Initial model Initial models for inversions are created by a simple wavelength transformation (Xia et al., 1999) in which wavelength calculated from phase velocity and frequency is divided by three and plotted at depth. 5.4 Inversion A non-linear least squares method and/or a Genetic Algorithm is used for optimizing the model. The number of layers is fixed as 16 and only S-wave velocities are changed throughout the inversion. Density is automatically changed based on empirical relationships (Ludwig et al., 1970). P-wave velocity above ground water level is the double of S-wave velocity and beneath the ground water level is automatically changed based on empirical relationship (Kitsunezaki at al., 1999). Ground water level is set to a depth of 10 feet based on drilling information near the investigation site. Theoretical dispersion curves are calculated by a matrix method (Saito and Kabasawa, 1993). The iterative process changes the S-wave velocities until a good fit is obtained between the observed phase and calculated phase velocities. Figure 5.5 shows an example of an inverted S-wave velocity model. Figure 5.4 Example of a dispersion curve. 0 200 400 600 800 1000 1200 1400 1600 1800 2000 0.1 1 10 Ph a s e -ve l o c i t y ( m / s e c ) Frequency (Hz) 14 Kitsunezaki. C. ,N. Goto, Y. Kobayashi., T. Ikawa, M. Horike, T. Saito, T. Kurota, K. Yamane, and K. Okuzumi, 1990. Estimation of P- and S- wave velocities in deep soil deposits for evaluating ground vibrations in earthquake. Sizen-saigai-kagaku. 9-3,1-17 (in Japanese). Ludwig, W. J., Nafe, J.E., and Drake, C.L., 1970. Seismic refraction, in the Sea vol. 4, part1. Wiley-interscience, 53-84. Saito, M. and Kabasawa, H., 1993. Computation of reflectivity and surface wave dispersion curves for layered media 2. Rayleigh wave calculations. Butsuri-tansa. 46, 283-298, (in Japanese). Xia, j., Miller, R. D. and Park, C. B., 1999. Estimation of near-surface shear-wave velocity by inversion of Rayleigh waves. Geophysics. 64, 691-700. Figure 5.5 Example of inverted S-wave velocity model. 0 50 100 150 200 250 300 350 400 450 500 0 100 200 300 400 500 600 700 800 900 1000 De p t h ( m ) S-wave velocity (m/sec) 15 Recorded microtremors Observed dispersion curve Initial model Theoretical dispersion curve Comparison of observed and theoretical dispersion curves Converged? Update model Yes No Analysis result (1D S-wave velocity model) Spatial autocorrelation Coherence Wave length transformation Divided block data Figure 5.1 Processing flow. 16 6. Investigation result 6.1 Huddle test In order to evaluate the minimum frequency that can be used for analysis, a test known a huddle test was conducted. All seismographs are placed at same place and simultaneous measurements are performed. The coherences between a pair of seismograph are then computed. Figure 6.1 shows the example of coherences calculated from microtremor data recorded in the huddle test. The coherence is larger than 0.9 in a frequency range between 1.5 and 50 Hz and it implies that phase velocities can be obtained in a frequency range between 1.5 and 50 Hz. Figure 6.1 Example of coherences between two seismographs. 17 6.2 Amplitude spectra Figure 6.2 shows the vertical component of amplitude spectra. The seismographs are geophones (velocity meter) with natural frequency of 2 Hz so that the amplitude of microtremors decreases in the frequency lower than 2 Hz. There is vague peak at 3~4 in the amplitude spectra. Figure 6.2 Example of amplitude spectra. 18 6.3 Spatial autocorrelation Figures 6.3 to 6.9 show the spatial autocorrelations (SPAC) of each array. Coherences look like Bessel function in all arrays. Coherences decrease in the frequency lower than 1.5 Hz and it indicates that the phase velocity can be determined down to a frequency of 1.5 Hz. There is a slight difference between coherences of the arrays E, F and other arrays. A frequency of short distance coherences at the arrays E and F is slightly higher than that of other arrays. For example, coherence with a distance of 43 feet is 0 at a frequency of 7 Hz at arrays E and F. On the contrary, it is 0 at a frequency of 8 Hz at other arrays. It indicates that the high frequency phase velocities of the arrays E and F are slightly lower than one of other arrays. 6.4 Dispersion curve Figures 6.10 to 6.16 show phase velocity images in frequency domain calculated from the SPAC. In the figure, difference of color indicates difference of error between observed coherences and theoretical Bessel functions shown in equation 5.2. Blue color indicates small error and red color indicates large error. Red dots show phase velocities that give minimum difference between both sides of equation 5.2. Dispersion curve is determined between frequency ranges of 1.5 to 30 Hz at all arrays. Like coherences mentioned before, there is a slight difference between phase velocity images of arrays E, F and other arrays. The phase velocities at the E- and F-arrays are slightly lower than one of other arrays at high frequency range. It indicates that the S-wave velocity at the E- and F-arrays is slightly lower than that of other arrays in shallow depth. Figure 6.17 shows the comparison of observed dispersion curves. In a frequency range between 1.5 to 4 Hz, phase velocities of F- and G-arrays are slightly higher than one of other arrays. In a frequency range between 15 to 30 Hz, the phase velocities of E- and F-arrays are slightly lower than one of other arrays. 19 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 20 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 21 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 22 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 23 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 24 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 25 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 26 Figure 6.17 Comparison of observed dispersion curves 27 6.5 Analysis results Figures 6.18 to 6.31 show comparisons of observed and theoretical dispersion curves and inverted velocity models respectively. In the inversion, observed phase velocities (shown as white circles with a red line in Figures 6.18, 20, 22, 24, 26, 28 and 30) were compared with averaged (effective) phase velocities taking account of higher modes (shown as yellow circles). We can see that observed ant theoretical phase velocities agree very well. Green circles on velocity models (Figures 6.19, 21, 23, 25, 27, 29 and 31) are wavelength divided by three used for constructing initial velocity modes and they imply approximate depth of investigation. Maximum depths of 1/3 wave length are about 300 feet at all arrays. It indicates that the data contains the information down to at least a depth of 300 feet. Figure 6.32 shows a comparison of analyzed S-wave velocity (Vs) models. Figure 6.33 shows the locations of borings at the site and microtremor arrays. Figure 6.34 shows a comparison of blow counts obtained by borings at the site and S-wave velocity models obtained by microtremor array measurements. Both blow counts and S-wave velocities rapidly increase with depth shallower than 10 feet and almost constant in a depth range between 10 and 90 feet. We can say that the S-wave velocity models obtained by the microtremor array measurements are generally consistent with the boring log. The results of investigation can be summarized as follows: S-wave velocity (Vs) at the site is basically increasing with depth. There is no big horizontal velocity change. Vs models consist of three layers. 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. In deep depth (> 200 feet), Vs is slightly increasing from west to east. Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 28 Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. Site class is D at all arrays. Obtained S-wave velocities, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class are summarized in Table 6.1. 29 Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). Velocity Amplitude Average (effective) Fundamental 1st 2nd Observed 30 Figure 6.19 Analyzed S-wave velocity model (A-array). 31 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 32 Figure 6.21 Analyzed S-wave velocity model (B-array). 33 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 34 Figure 6.23 Analyzed S-wave velocity model (C-array). 35 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 36 Figure 6.25 Analyzed S-wave velocity model (D-array). 37 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 38 Figure 6.27 Analyzed S-wave velocity model (E-array). 39 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 40 Figure 6.29 Analyzed S-wave velocity model (F-array). 41 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 42 Figure 6.31 Analyzed S-wave velocity model (G-array). 43 Figure 6.32 Comparison of analyzed velocity model. 44 Figure 6.33 Location borings and microtremor arrays. B-2 B-3 B-12 B-13 B-14 45 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 46 Table 6.1 S-wave velocity, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class of the sites. Depth (feet) S-wave velocity (feet/sec) top bottom A-array B-array C-array D-array E-array F-array G-array 0.0 4.5 733.2 756.4 646.5 698.0 678.2 589.1 609.8 4.5 10.0 747.1 743.1 683.8 764.9 703.8 698.1 725.7 10.0 23.1 892.9 822.1 882.6 791.7 790.7 790.5 883.4 23.1 37.1 947.5 937.3 891.5 916.2 928.1 951.9 895.4 37.1 52.7 927.9 971.1 979.4 989.4 936.7 924.6 943.0 52.7 70.1 939.9 978.1 997.0 976.5 967.6 988.3 956.3 70.1 89.0 937.7 967.2 1031.5 1014.5 938.8 990.6 981.4 89.0 109.6 945.4 989.6 1003.6 1026.0 930.1 987.7 959.0 109.6 131.9 950.8 988.6 991.6 1041.5 950.8 1017.1 972.3 131.9 155.8 1010.8 993.8 1034.8 1044.3 1005.9 1039.7 1019.0 155.8 181.3 1065.4 1099.4 1083.5 1076.5 1127.9 1113.4 1128.8 181.3 208.5 1134.9 1206.6 1222.9 1162.8 1271.7 1176.9 1274.1 208.5 237.4 1256.1 1277.0 1338.5 1364.3 1324.5 1405.5 1412.7 237.4 267.9 1423.6 1424.7 1457.5 1427.0 1456.8 1548.6 1547.1 267.9 364.3 1585.1 1583.6 1597.8 1598.9 1687.7 1725.5 1712.6 364.3 - 1585.1 1608.7 1739.7 1724.6 1687.7 1751.5 1777.0 AVS 100 feet (feet/sec) 908.6 919.7 924.1 922.5 887.3 896.9 901.8 Site class D D D D D D D 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis This appendix presents the procedures used to develop our recommended site-specific design response spectrum for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. This appendix was prepared by Luke Kevan, PE, and Joseph Harmon, PhD, PE. 1.0 Introduction This appendix includes documentation and results from our seismic site response analysis for the proposed North County development project. The location of the project is shown in Figure 1 of the main body of this report. Our scope of services for the seismic site response analysis included: Development of a subsurface profile based on a geophysics survey and available soil information from Cone Penetration Tests (CPT), soil borings, and test pits, for use in site-specific ground response analyses; Determination of a code-based response spectrum, assessment of source contributions to site- specific hazard, selection of a suite of ground motions to represent source contributions, and performing a probabilistic seismic hazard analysis (PSHA); Ground response analyses using the selected suite of ground motions; Development of the site-specific response spectrum based on the results of ground response analyses and code provisions from American Society of Civil Engineers (ASCE) 7-16; and Producing this appendix. This appendix contains the following sections: 1.0 Introduction; 2.0 Site and Subsurface Conditions; 3.0 Seismic Basis of Design; 4.0 Site-Specific Response Analysis; and 5.0 References. Figures and attached tables follow the report text. The geophysics survey documenting the site shear wave velocity performed by OYO Corporation, Pacific is provided in Appendix D of the main geotechnical report. North County Development Buildings | E-2 19583-00 January 20, 2022 2.0 Site and Subsurface Conditions The project site is a rectangular parcel of approximately 25.6 acres in size. It is located in southern Arlington, Washington, just to the east of the southern tip of the airport. This site is bounded by 59th Avenue NE to the West, a railroad to the east, and industrially developed properties to the north and south. The site is relatively flat with ground surface elevations in the area of planned improvements varying between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Our understanding of the subsurface is based on our review of the available geotechnical explorations at the site, our previous experience in the area, and published regional geologic maps. In the main body of this report, we reference two geotechnical engineering reports from GeoEngineers dated December 29, 2017, and February 6, 2019. In these reports, GeoEngineers documents several explorations across the site including 14 borings (B-1 through B-14), 6 cone penetration tests (CPT-1 through CPT-6), and 25 test pits (TP-1 through TP-25). Microtremor Array Measurements (MAM) were additionally conducted by OYO Corporation, Pacific to measure the shear wave velocity (VS) to a depth of 360 feet at the project site. The geophysical survey is in Appendix D of the main report. GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. The soil conditions inferred from the borings include approximately 2 to 5 feet of silty sand overlying a 20- to 40-foot-thick upper crust of dense sand. The upper crust of dense sand is underlain by looser medium dense sand that extends to depths of 75 feet to 100 feet below the ground surface (bgs). The shear wave velocity data from the geophysical survey indicates that the on-site sandy soils observed in the soil borings generally have a VS less than 1,000 feet per second to depths of about 130 feet. From 130 feet bgs to 200 feet bgs, the VS is between 1,000 and 1,200 feet per second. The VS then increases to a maximum of about 1,750 feet per second at a depth of 360 feet bgs. The groundwater table in this seismic study was conservatively estimated to be approximately 5 feet bgs, based on the available explorations from previous studies. 3.0 Seismic Basis of Design 3.1 Standards and Codes It is our understanding that the current design limitations and requirements included in this appendix are as presented in the 2015 Washington State Building Code, which is the State of Washington’s adoption of the 2015 International Building Code (IBC 2015), which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). However, we understand that the State of Washington will be adopting the 2018 International Building Code (IBC 2018) in February of 2021, which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-16). As such, the seismic design criteria used in this study generally follow the procedures given in ASCE 7-16. The geotechnical basis of the soil parameters North County Development Buildings | E-3 19583-00 January 20, 2022 for this project is ASCE 7-16 or other widely accepted references used where the ASCE 7-16 does not provide specific recommendations. The basis of design for these codes is nominally a 2,475-year (2 percent probability of exceedance in 50 years) return period hazard, referred to as the maximum considered earthquake (MCE). This spectrum, when adjusted for risk and peak direction hazard becomes the risk-adjusted maximum considered earthquake (MCER). The code-based spectra used in this study are calculated using four input parameters: Site Class, SS, S1, and peak ground acceleration (PGA), which are discussed in the following sections. 3.2 Site Class and VS30 The time-averaged shear wave velocity was determined using the shear wave velocities measured by OYO Corporation, Pacific as reported in the previous GeoEngineers reports and using equation 20.4-1 of ASCE 7-16. The time-averaged shear wave velocity in the top 100 feet (30 meters) of the project site (VS30), as calculated from the measured shear wave velocity, is approximately 918 feet per second (280 meters per second), which is consistent with a Site Class D designation. Based on our review of the exploration and testing data, soils in the area of the project site are liquefiable. Therefore, the site is classified as Site Class F. We understand the proposed buildings will have fundamental periods of less than 0.5 second and, therefore, do not require a site response analysis or site-specific response spectrum following the procedures outlined in ASCE 7-16 Section 11.4.8 and Chapter 21. However, Section 11.4.8 of ASCE 7-16 also states that “It shall be permitted to perform a site response analysis in accordance with Section 21.1 and/or a ground motion analysis in accordance with Section 21.2 to determine ground motions for any structure,” and at the request of Snohomish County PUD a site response analysis was conducted for these structures. 3.3 ASCE 7-16 Code-Based Spectral Parameters For a Site Class D location where a site response analysis is performed, ASCE 7-16 Section 21.3 specifies that a minimum design spectrum of 80 percent of the spectral response acceleration (Sa) as determined in accordance with Section 11.4.6 is imposed on the results of site-specific response analyses. Design- level response spectra are 2/3 of the MCER spectrum. Spectra presented in this appendix generally correspond to the MCER hazard level, unless otherwise noted. The parameters used for the minimum design spectrum (i.e., the Section 21.3 code-based response spectrum) for the project location are provided in Table E1. These are not recommended for use in design. The procedures and results of the site-specific ground response analysis, including the site response analysis for the project site, are discussed in the following sections and should be used for design. The extent and timing of liquefaction onset is not explicitly controlled in the ground response analyses conducted for this property, and the peak loads from an earthquake may occur before onset of liquefaction at some locations of the project site. This effect is considered in the recommendations for design surface spectra by evaluating both the surface response spectrum for the liquefied and non- North County Development Buildings | E-4 19583-00 January 20, 2022 liquefied conditions at the site. Details about the site response analyses and the use of the site response analyses in the development of a design response spectrum for the project site are discussed in more detail below. Table E1 – Code-Based Spectral Acceleration Response Parameters (Not recommended for use in design) Parameter Spectral Parameters a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 Fv 1.93c Notes: a. Site is located at (Latitude 48.156099, Longitude -122.147440). b. These and additional seismic parameters were obtained from: https://earthquake.usgs.gov/ws/designmaps/asce7- 16.json?latitude=48.156099&longitude=-122.147440&riskCategory=III&siteClass=D&title=SNOPUD c. This value is taken from Table 11.4-2 of ASCE 7-16. 4.0 Site-Specific Response Analysis 4.1 Analysis Methodology We conducted a series of site response analyses for the project site to establish a design response spectrum for the proposed building. We followed the provisions in ASCE 7-16 Chapter 21 and the procedure generally involves the following: Defining a target outcrop response spectrum for the seismic hazard at the site; Selecting and scaling ground motions compatible with the target hazard response spectrum; Defining dynamic soil properties and characterizing a representative soil profile for the project site; and Evaluating analysis results to produce a design spectrum recommendation. Each of the steps in the development of the site response analysis are discussed in this appendix. Site response analyses for the project were performed on a one-dimensional (1D) soil column over an elastic half-space. The half-space allows the downward traveling waves to be partially transmitted through the half-space boundary to continue traveling downward. The analyses model the effects of North County Development Buildings | E-5 19583-00 January 20, 2022 cyclic loading on soil stiffness and damping of the 1D soil profile and assumed boundary condition. Base ground motion time series are input as outcropping motions to the 1D soil column. The DEEPSOIL platform (Hashash et al. 2016) was used to perform the site response analyses. Total stress, effective stress, and equivalent linear site response analyses were conducted for this site. Total and effective stress analyses are nonlinear time domain analyses that model the soil behavior at each time step of an analysis. A “total stress” site response analysis does not include the effects of excess porewater pressure generation (e.g., liquefaction) on the cyclic behavior of the soil. An “effective stress” analysis adds these excess porewater pressure generation effects to the soil models used in a total stress analysis. The effective stress parameters generally reduce soil stiffness in the model. An equivalent linear analysis is a classical simplified analysis that assumes a constant dynamic shear modulus during analysis to approximate nonlinear soil behavior. Due to the uncertainties and limitations associated with effective stress analyses and the lack of site- specific cyclic loading data to calibrate the onset of liquefaction at the site, the recommended spectrum presented later in this report was developed considering the total stress, effective stress, and equivalent linear results. 4.2 Structure Description From information provided by Snohomish County, the natural periods of the on-site structures are less than 0.45 second. The period range of interest for a structure per ASCE 7-16 is from 0.2T to 2.0T, where T is the period of the structure. The period range of interest is considered to be approximately 0 to 1.0 second for the analyses presented in this report. 4.3 Input Earthquake Ground Motions 4.3.1 Regional Seismic Hazard Western Washington sits at the contact between two large crustal tectonic plates. The Juan de Fuca Plate forms the floor of the Pacific Ocean off the coast of the northwestern United States and moves northeastward from its spreading ridge boundary with the Pacific Plate at an average rate of about 1.5 inches per year. As it converges with continental North America, the Juan de Fuca Plate dips below (or “subducts”) beneath the North American Plate, forming a shallow, eastward-dipping contact interface. This boundary is known as the Cascadia Subduction Zone (CSZ) and is responsible for the seismicity in the western Washington region, producing earthquakes associated with three types of source zones: subduction interface, subduction intraslab, and crustal (Figure E1). Subduction Interface Sources. The displacement caused by the subduction of the Juan de Fuca Plate below the North American Plate does not generally manifest as slip between the two plates; rather, it is absorbed by compression of the North American Plate at the interface at relatively shallow depths. This compression, based on geologic and historical evidence, is released every 500 to 600 years, on average, in the form of magnitude-8 to -9 earthquakes, the last such event occurring in 1700. Characteristics of this type of earthquake may include very large ground accelerations, shaking durations in excess of North County Development Buildings | E-6 19583-00 January 20, 2022 two minutes, and particularly strong long-period ground motions, which may affect tall and long-period structures. Subduction Intraslab Sources. A deeper zone of seismicity is associated with a steeper bending of the Juan de Fuca Plate and the breaking of the plate under its own weight below the Puget Sound region. This region, termed the Benioff Zone, produces intraslab earthquakes at depths of 40 to 70 kilometers. Such past events in western Washington include the 1949 Puget Sound, 1965 Olympia, and 2001 Nisqually Earthquakes. The 2001 Nisqually earthquake occurred approximately 40 miles from the project site. Deep intraslab earthquakes tend to be felt over larger areas than shallower crustal events, and generally lack significant aftershocks. Crustal Sources. Fault trenching and seismic records in the North Puget Sound area clearly indicate several shallow zones of crustal seismicity. The primary crustal faults of interest are unspecified gridded crustal sources near the project site. These sources are areas that have shown historic seismicity, however, there are not clear maps of the faults and folds associated with these sources. Also, the project is approximately 18 miles north of the Southern Whidbey Island Fault System (SWIF). The extent and characteristics of the SWIF are not well known, but recent LIDAR imaging, fault trenching, and geologic mapping have characterized the SWIF as an approximately 5- to 10-kilometer-wide zone of relatively steep, northeast-dipping faults, which can generate up to magnitude-7.4 events. The North County Development Buildings | E-7 19583-00 January 20, 2022 northwest-trending SWIF extends about 100 kilometers from about 5 kilometers northwest of Redmond to the eastern extent of the Strait of Juan de Fuca. Everett Sedimentary Basin. Our site is located near the edge of the Everett Sedimentary Basin (Figure E2). Sedimentary basins are significant in that they can amplify ground motions. In our opinion, the project site does not need to be considered a “within” basin location. We form this opinion based on the following: The site is located on the edge of the Everett Basin where only about 1 to 2 kilometers of sediment appears to be present above crystalline bedrock, which is similar to non-basin areas. North County Development Buildings | E-8 19583-00 January 20, 2022 The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. No codes or city guidance require consideration of the Everett Basin. Amplification for the Seattle Basin will not be in national codes until ASCE 7-22 and IBC 2024. We are not aware of any plans to include the Everett Basin in national codes. 4.3.2 Site-Specific Response Spectra An outcrop MCER response spectrum was developed using a PSHA for a VS30 value of 1,600 feet per second (488 meters per second) corresponding to the half-space VS condition at the base of the soil profile. The outcrop MCER spectrum is used as the target spectrum for ground motion selection and scaling. The PSHA framework and results are presented in the following sections. 4.3.2.1 Hart Crowser PSHA Our site-specific PSHA was performed using the HAZ45 software. The seismic hazard model contains seismic source geometries and recurrence models developed based on the 2014 U.S. Geological Survey (USGS) National Seismic Hazard Model, as described in U.S. Geological Survey (USGS) Open-File report 2014-1091 (Petersen et al. 2014). The source file used for the analysis includes source models for known faults (such as the Seattle and Southern Whidbey Island Fault Zones), gridded crustal seismicity, and the Cascadia Subduction Zone. Our HAZ45 source model was validated against the USGS 2014 National Hazard Maps for grid points in the Pacific Northwest, including Seattle. The Hart Crowser PSHA logic tree contains ground motion models (GMMs) and weights, which generally follow the logic tree structure used in the 2014 USGS National Seismic Hazard Maps. The development of the GMM logic tree involved close investigation of the individual GMMs and weights used in the 2014 USGS National Seismic Hazard Maps to formulate an appropriate logic tree. The GMMs and weights used are presented in Tables E2 through E4. Table E2 – GMMs and Relative Weights for Crustal Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Abrahamson et al. NGA-West2 (2014) ASK14 0.22 0.25 Boore et al. NGA-West2 (2014) BSSA14 0.22 0.25 Campbell and Bozorgnia NGA-West2 (2014) CB14 0.22 0.25 Chiou and Youngs NGA-West2 (2014) CY14 0.22 0.25 Idriss NGA-West2 (2014) I14 0.12 - North County Development Buildings | E-9 19583-00 January 20, 2022 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela Atkinson and Boore (2003) Cascadia a,b AB03_C 0.1667 0.1667 c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. This Atkinson and Boore (2003) model includes erratum documented in Atkinson and Boore (2008). c. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. Table E4 – GMMs and Relative Weights for Subduction Interface Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 b b d c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. c. Atkinson and Macias (2009) model was not used in our PSHA d. The BC Hydro Subduction GMM has been updated in our analysis. The 2012 version was used in the 2014 hazard maps, and our PSHA used the 2018 version. The site-specific PSHA GMM logic tree incorporated the following modifications to the 2014 USGS logic tree: Removed the Idriss NGA-West2 GMM. The Idriss GMM includes significantly fewer input parameters and is, in general, less sophisticated than the other NGA-West2 GMMs. USGS gave this GMM only a 12 percent weight compared to 22 percent to the other NGA-West2 equations. We omitted the Idriss model from our logic tree weighting scheme. Updated BC Hydro Model. The BC Hydro Subduction GMM has been updated and we used the 2018 version. The BC Hydro 2012 model was used in the development of the USGS 2014 maps. Certain GMMs are only applicable for the period ranges for which they were developed. The Atkinson and Boore (2003) models and the Zhao et al. (2006) model were developed up to periods of 3 and North County Development Buildings | E-10 19583-00 January 20, 2022 5 seconds, respectively. At longer periods, the weighting scheme was altered from that summarized in Tables E3 and E4 to exclude the inapplicable models, and to preserve the relative weights between the remaining GMMs. We understand this methodology is consistent with that used by USGS to develop their National Seismic Hazard Maps. 4.3.2.2 MCER Response Spectrum Modification for Targeted Risk The MCE hazard is risk-adjusted to achieve a 1 percent probability of collapse in 50 years. We calculated the risk coefficients using ASCE 7-16 Section 21.2.1.2, by using an iterative integration procedure that combines the probability of exceedance of a given spectral acceleration with a lognormal probability density function representing the probability of collapse for that particular spectral acceleration (also known as a fragility curve). The risk coefficients were calculated using a MATLAB script obtained from USGS and were determined using a lognormal standard deviation of 0.6. The resulting risk coefficients are about 5 percent lower than the coefficient values from the alternative approach in ASCE 7-16 Section 21.2.1.1, which uses a higher standard deviation of 0.8. The input to the MATLAB script consisted of seismic hazard curves at each period (i.e., annual exceedance frequency versus spectral acceleration), which were obtained from the PSHA. The primary outputs of the script are the MCER and 2 percent in 50-year uniform hazard response spectra. The risk coefficients, which the MATLAB script also computes, are simply the ratio of these two response spectra. These coefficients are listed in Table E5 (attached). 4.3.2.3 MCER Response Spectrum Modification for Maximum Component The results of the PSHA are geometric mean uniform hazard response spectra. The calculated spectral accelerations are orientation-independent, geometric mean horizontal components of the ground motions. However, the maximum spectral acceleration over all orientations (known as the maximum component or peak directional accelerations) is a more significant parameter for structural design (NEHRP 2009). In order to develop the maximum component spectrum, the geometric mean response spectrum obtained from the PSHA was adjusted by period-dependent factors that relate maximum component to geometric mean spectral accelerations. We used the scale factors from Shahi and Baker (2013) to develop the MCER. These factors are shown in Table E5 (attached). 4.3.3 Site-Specific Hazard Contributions The PSHA was computed for VS30 conditions of 1,600 feet per second (488 meters per second). The 1,600 feet per second VS30 condition was selected to be representative of a half-space condition below the project site and is the condition used for the selection of ground motions and calculation of site amplification. The 918 feet per second VS30 condition was used to evaluate the relative contribution of hazard from seismic sources to the total hazard at the project site. The deaggregated hazard of the period range of interest from 0.1 to 1.0 second was used to evaluate the mean percent contribution of the three seismic sources to the hazard at the site, as summarized in Table E6. North County Development Buildings | E-11 19583-00 January 20, 2022 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Source Types Percent Contribution Number of Motions Epsilon Mw Rrup Subduction Interface 21 1.5 9.0 128.4 2 Subduction Intraslab 17 1.9 7.1 84.5 2 Shallow Crustal 62 1.4 6.6 19.0 4 Note: Deaggregated values of Epsilon, Mw and Rrup were averaged from the deaggregation results at 0.1, 0.6, 0.7, and 1.0 second. The MCER response spectra developed for the outcrop condition are shown on Figure E3. The MCER response spectrum for the outcrop is shown with the Site Class C code-based spectrum and the geometric mean MCE spectrum for comparison. 4.3.4 Ground Motion Selection For the 2,475-year return period, a suite of eight single-component ground motions that represent an equivalent outcropping condition was selected for input to the 1D site response analyses. The ground motions were selected based on the following criteria: Spectral shape, with respect to the target uniform hazard spectrum (UHS); Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); Moment magnitude and source-to-site distance; and Recording station geology. The PSHA deaggregation data were analyzed to obtain the percent contribution to each hazard level from subduction interface, subduction intraslab, and shallow crustal earthquake sources (Table E6). Potential candidate ground motions were selected based on identifying an initial scaling factor that minimized the mean-squared error between the ground motion response spectra and the target UHS in the period range of interest. The selected ground motions are described in Table E7 (attached) and their response spectra are shown in Figure E4. 4.4 Soil Properties 4.4.1 Representative Soil Profile A representative 1D soil profile for use in the site response analyses was developed using available site investigation information and regional geology. The soil conditions for the profile used for site response analyses were generalized for eight major layers above the half-space. These layers are associated with different soil types and shear wave velocity characteristics. The depth and thickness of the seven major layers for the profile are summarized in Table E8. North County Development Buildings | E-12 19583-00 January 20, 2022 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth (feet) VS Range (feet per Major Soil Type USCS Symbol Generalized Soil Conditions 0 to 5 (5) 589 to 765 SM Surficial Silty Sand – loose to medium dense silty SM, SP, SP-SM Upper Sand – dense sand CL, SW Till – very hard clay and very dense sand with varying amounts of cobbles and boulders. Note: Till not encountered in any of the historical explorations, and the presence of till is determined based on the increase in shear wave velocity and available geologic maps (Minard, 1985). 4.4.2 Shear Wave Velocity The VS profile for the site response analyses is based on shear wave velocity measurement for the project site. A MAM survey was conducted by OYO Corporation, Pacific at the site. This VS profile was used for the site response analyses. The VS measurements are provided in Figure E5. 4.4.3 Total Stress Nonlinear Soil Properties The nonlinear shear modulus reduction (G/Gmax) and damping curves are assigned to the analysis profile based on soil type and in situ effective stress. Empirical correlations for soil G/Gmax modulus reduction and damping with shear strain are used to generate the total stress nonlinear soil behavior for model layers, which is then fit to a hyperbolic soil model. The selection of the soil model and correlations for the nonlinear soil curves are presented in the following sections. The nonlinear time domain site response analyses conducted in our investigation were either “total stress” analyses or “effective stress” analyses. A total stress analysis does not consider the effects of porewater pressure generation from cyclic loading of the soil. An effective stress analysis includes these effects as additional model parameters to a total stress analysis. 4.4.3.1 Soil Models The General Quadratic/Hyperbolic (GQ/H) soil model (Groholski et al. 2016) with Modulus Reduction Factor (MRDF, Phillips and Hashash 2009) is selected for use. The GQ/H model is a strength-controlled soil model that uses an asymptote to bound model behavior such that the shear strength of the soil never exceeds the asymptote. GQ/H modeling parameters are fit to the small-strain region of the G/Gmax curve to capture the initial onset of nonlinearity with shear strain in the soil and the large-strain region of the curve is controlled by a specified soil strength. The MRDF is an additional component of the model fit which reduces the size of unload-reload hysteretic loops relative to Masing (1926) behavior. North County Development Buildings | E-13 19583-00 January 20, 2022 The MRDF model parameters do not affect the soil backbone behavior of the GQ/H model and are fit to the hysteretic damping over all strain ranges. The GQ/H model also has a formulation which includes shear modulus degradation from excess porewater pressure generation, and the same model parameters in the total stress analyses are used in the effective stress analyses. 4.4.3.2 Small-Strain Damping The small strain damping, Dmin, can be estimated from laboratory curves as an intercept of the hysteric damping curve at 0 percent shear strain (as is the case with the Darendeli (2001) correlations used in this study), or from field recordings of ground motions at a site. Damping values measured in the laboratory are typically lower than those observed in the field, since the damping measured in a soil sample does not include wave scattering effects. These analyses use values of Dmin as estimated by the Darendeli (2001) correlations without adjustment. For this analysis, the estimation from laboratory curves is likely conservative as periods less than 1 second are typically most influenced by the small- strain damping. The computed Dmin of the soil profile ranges from 2.0 percent at the ground surface to 0.5 percent at depth. 4.4.3.3 Empirical G/Gmax and Damping curves The GQ/H model is fit to empirical correlations for G/Gmax and damping curves. Because the GQ/H model uses shear strength as an input parameter, empirical correlations which do not consider the implied shear strength of the G/Gmax curve (i.e., the shear stress-strain behavior resulting from the combination of VS and the empirical G/Gmax curve) are more readily usable. The empirical G/Gmax and damping correlations used in the development of the nonlinear soil curves are presented in Table E9. Table E9 – Nonlinear Curve Soil Index Properties Depth Range (feet) Empirical Model Unit Weight (pcfa) Friction Angle (degrees) 0 to 5 (5) Darendeli (2001) Sand Note: a. pcf = pounds per cubic foot The material properties presented in Table E9, above, are generally consistent with the soil properties reported in Section 2 of this Appendix, the regional geology, and our experience in the project area. North County Development Buildings | E-14 19583-00 January 20, 2022 The Darendeli (2001) correlations are mean stress dependent. The mean stress of the soil layers was computed from the at-rest lateral earth pressure, K0, by 𝐾𝐾0 =(1 −sin(ϕ))OCRsin(ϕ) where ϕ is the soil friction angle and OCR is the over-consolidation ratio. For all granular soil layers, the OCR was taken as unity, which collapses the above relationship to the commonly used Jaky (1948) relationship for K0. Excessive softening and base isolation effects can occur when modeling thin soil layers near surface under very low effective stresses with just a friction angle. To address this, a minimum strength of 150 psf was added to the thin soil layer at the ground surface. A summary of the resulting shear strength is shown in Figure E6, along with the implied shear strength computed from the VS, GQ/H curve fit and density of each soil layer for a 10 percent shear strain condition as DEEPSOIL curve fitting results. 4.4.4 Effective Stress Nonlinear Soil Properties Effective stress soil parameters are the model parameters that govern the rate of excess porewater pressure generation during an analysis and how much that excess porewater pressure reduces the stiffness of the soil through modulus degradation. The Matasovic and Vucetic (1995) model for sand and low-plasticity silt was selected for use with all soil layers where positive excess porewater pressures are expected. The model parameters, based on Matasovic (1993) porewater pressure generation, are typically determined by fitting model behavior to cyclic undrained lab test data. The selected effective stress model parameters are shown in Table E10. Table E10 – Analysis Profile Effective Stress Parameters Depth Range Soil Type Reference 5 to 270 feet SM, SP, SP-SM (Upper Sand; Lower Sand) Vucetic and Dobry (1989) 1 1a 1.05 b b 0.02 Notes: a. In the original reference, 2 is used. b. Computed for each model soil layer with correlations listed in Carlton (2014). A material model based on literature values for similar soil was considered for the soil types encountered at the project site. As the soil across the site is fairly uniform, the effective stress porewater pressure parameters of the Heber Road Site Sand PB from Vucetic and Dobry (1989) were used as a basis for the determination of the parameters of the site. Values for F and s were determined using functions determined by Carlton (2014). The function for determining F is based on shear wave velocity and the function for determining s is based on fines content. The reference effective stress model parameters are shown in Table E10. The parameters v, p, F, and s are curve-fitting parameters, North County Development Buildings | E-15 19583-00 January 20, 2022 and γ is a threshold shear strain below which porewater pressure generation does not occur in the model. 4.5 Surface Response Spectra The interpretation of analysis results and development of the recommended spectrum are detailed in the following sections. 4.5.1 Analysis Results 1D site response analyses were conducted on the representative soil profile described above. The selected input earthquake motions were applied to the base of the soil column and were propagated upward through the soil column. The response of the soil column is characterized by the spectral acceleration at the ground surface, which accounts for any amplification or de-amplification of the outcropping motions by the soil column. The site effect (i.e., amplification or de-amplification by the soil column) is usually represented by an amplification factor, defined as the spectral ratio between the surface and base response spectra. For the analyses conducted in this study, the linearly averaged amplification factor from all eight ground motions was computed and multiplied by the base response spectrum to generate a surface response. This surface spectrum is referred to as amplified outcrop response spectrum and is consistent with the procedures in ASCE 7-16 Chapter 21.1.3. The surface spectrum was then taken as the maximum value of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs. These surface spectra for the equivalent liner, non- linear total stress, and non-linear effective stress analyses along with the average of the surface response spectra can be found in Figures E7 through E9. A comparison of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs is presented in Figure E13. The total stress and effective stress analyses conducted for all periods show de-amplification effects at periods less than approximately 1 second at the ground surface and amplification at periods greater than approximately 1 second (Figures E10 through E12) except at periods between 0.3 and 0.4 second for the total stress analysis where some ground motions show amplification effects and others show de- amplification effects. The average amplification factor between these periods for the total stress analysis is about 1. The equivalent linear analysis showed de-amplification effects up to a period of about 0.6 second, and amplification effects after 0.6 second. The low surface responses at short periods are generally driven by the strain and resulting hysteretic damping that occurred in the loose to medium dense sand layers (Figures E14 through E16). In the effective stress analyses, larger strains were generated in the model as pore pressures were generated in the medium dense sand layers, resulting in further cyclic softening of the soil. 4.5.2 Recommended Response Spectra We developed the recommended design spectrum considering the results from the total and effective stress analyses, the equivalent linear analysis, and comparison to the code-based spectra. Both the non- North County Development Buildings | E-16 19583-00 January 20, 2022 liquefied (total stress analysis) and liquefied (effective stress analysis) response spectra are shown with the code-based spectra for comparison, in Figure 3 in the main body of this report. The recommended surface response spectrum is also shown in Figure 3 of the main body of this report. The recommended spectrum accounts for the reduction from the site-specific analyses at short periods compared to the Site Class D spectrum and the site-specific amplification effects at some longer periods. The recommended surface spectrum satisfies the minimum bound requirement of ASCE 7-16 that the surface spectrum should not be lower than the 80 percent of the Class D code-based spectrum as modified by Chapter 21. The recommended design earthquake spectrum is computed as 2/3 of the MCER spectrum. Tabular values of the recommended spectra are provided in Table E11, as well as in Table 1 of the geotechnical report. Table E11 – Recommended Surface Response Spectra Period (seconds) Recommended MCER Spectrum Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Spectrum SDS = 0.60 g, per Section 21.4 of ASCE 7-16 b. Recommended Design Spectrum SD1 = 0.72 g, per Section 21.4 of ASCE 7-16 North County Development Buildings | E-17 19583-00 January 20, 2022 5.0 References ASCE 7-16 2017. American Society of Civil Engineers. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. American Society of Civil Engineers. Abrahamson, N.A., N. Kuehn, Z Gulerce, N. Gregor, Y. Bozorgnia, G. Parker, J. Stewart, B. Chiou, I. M. Idriss, K. Campbell, R. Youngs 2018. Update of the BC Hydro Subduction Ground-Motion Model using the NGA- Subduction Dataset; Pacific Earthquake Engineering Research Center Report 2018/02. Abrahamson, N.A., Silva, W.J., and R. Kamai 2014. Summary of the ASK14 ground-motion relation for active crustal regions; Earthquake Spectra, Vol. 30, No. 3, August 2014. Atkinson, G.M., and D.M. Boore 2003. Empirical ground-motion relations for the subduction-zone earthquakes and their applicability to Cascadia and other regions; Bulletin of the Seismological Society of America, v. 93, p. 1,703-1,729. Atkinson, G. M., and D. M. Boore 2008. Erratum: Empirical ground-motion relations for subduction zone earthquakes and their application to Cascadia and other regions, Bull. Seism. Soc. Am. 98, 2567-2569. Boore, D.M, Stewart, J.P., Seyhan, Emel, and G.A. Atkinson 2014. NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra Vol. 30, No. 3, August 2014. Boore, David. M. Jonathan P. Stewart, Emel Seyhan, Gail M. Atkinson 2013. “NGA-West2 Equations for Predicting Response Spectral Accelerations for Shallow Crustal earthquakes.” Pacific Earthquake Engineering Center 2013/05. May 2013. Brocher, Thomas M., Parsons, T., Blakely, R.J., Christensen, N.I., Fisher, M. A., Wells, R.E, and the SHIPS Working Group 2001. “Upper Crustal Structure in Puget Lowland, Washington: Results from the 1998 Seismic Hazards Investigation in Puget Sound.” Journal of Geophysical Research, Volume 106, NO. B7, Pages 13, 541-13, 564, July 10, 2001. Campbell, K.W. and Y. Bozorgnia 2014. NGA-West2 Ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Carlton, B. 2014. “An Improved Description of the Seismic Response of Sites with High Plasticity Soils, Organic Clays, and Deep Soft Soil Deposits.” PhD Thesis. University of California, Berkeley. Chiou, B.S.J. and R.R. Youngs 2014. Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Consortium of Organizations for Strong Motion Observation Systems (COSMOS) 2017. Strong Motion Virtual Data Center available: http://www.strongmotioncenter.org. North County Development Buildings | E-18 19583-00 January 20, 2022 Darendeli, M. B. 2001. Development of a New Family of Normalized Modulus Reduction and Material Damping Curves, Department of Civil, Architectural and Environmental Engineering, The University of Texas, Austin, Texas. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Groholski, D., Hashash, Y., Kim, B., Musgrove, M., Harmon, J., and Stewart, J. 2016. "Simplified Model for Small-Strain Nonlinearity and Strength in 1D Seismic Site Response Analysis." J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001496, 04016042. Hashash, Y.M.A., Musgrove, M.I., Harmon, J.A., Groholski, D.R., Phillips, C.A., and Park, D. 2016 “DEEPSOIL 6.1, User Manual”. Urbana, IL, Board of Trustees of University of Illinois at Urbana- Champaign. Idriss, I.M. 2014. An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes; Earthquake Spectra, Vol. 30, No. 3, August 2014. Jaky, J. 1948. "Pressure in silos." ICSMFE, London 1: 103-107. Masing G. Eignespannungen und verfestigung beim messing. In: Second International Congress on Applied Mechanics, Zurich, Switzerland, 1926, pp. 332–335. Matasovic, N. and Vucetic, M. 1995. Generalized Cyclic Degradation-Pore Pressure Generation Model for Clays. Journal of Geotechnical Engineering, ASCE, Vol. 121, No. 1, pp. 33-42. Matasovic, Neven, and M. Vucetic 1993. "Cyclic Characterization of Liquefiable Sands," ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 119, No. 11, pp 1805-1822. Minard, J.P., 1985, Geologic map of the Arlington Wes 7.5 minute quadrangle, Snohomish County, Washington: U.S. Geological survey, Miscellaneous Field Studies Map MF-1740, Scale 1:24,000. NOAA (2017). Earthquake Strong Motion Data Catalog. https://www.ngdc.noaa.gov/hazard/smcat.shtml. PEER (2015). NGA-West2 Database – Shallow Crustal Earthquakes in Active Tectonic Regimes. Pacific Earthquake Engineering Research Center. http://ngawest2.berkeley.edu/. Petersen et al. 2014. Documentation for the 2014 Update of the United States National Seismic Hazard Maps. Open-File Report 2014-1091. Phillips, C. and Y. M. A. Hashash 2009. "Damping formulation for non-linear 1D site response analyses." Soil Dynamics and Earthquake Engineering, 29(7): Pages 1143-1158. Vucetic, M and R. Dobry 1989. Cyclic Triaxial Strain Controlled Testing of Liquefiable Sands. Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, pp. 475-485. North County Development Buildings | E-19 19583-00 January 20, 2022 Zhao, J.X., et al. 2006. Attenuation relations of strong motion in Japan using site classification based on predominant period; Bulletin of the Seismological Society of America, v. 96, p. 898-913. Attached Tables and Figures: Table E5: Development of Outcrop MCER spectrum Table E7: Characteristics of Selected Ground Motions for Site Response Analysis Figure E3: SNOPUD Rock Outcrop Spectra Figure E4: Response Spectra of Scaled Outcrop Input Ground Motions of MCER Hazard Figure E5: Shear Wave Velocity Profile for Site Response Analysis Figure E6: Assumed Shear Strength Profile Figure E7: DEEPSOIL Total Stress Surface Response Figure E8: DEEPSOIL Equivalent Linear Surface Response Figure E9: DEEPSOIL Effective Stress Surface Response Figure E10: Amplification Factors – Total Stress Analysis Figure E11: Amplification Factors – Equivalent Linear Analysis Figure E12: Amplification Factors – Effective Stress Analysis Figure E13: Rock Outcrop, Amplified and Computed Spectra Figure E14: Maximum Shear Strain – Total Stress Analysis Figure E15: Maximum Shear Strain – Equivalent Linear Analysis Figure E16: Maximum Shear Strain and Porewater Pressure – Effective Stress Analysis \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\Attachments\Appendix E\2022_0120_Appendix E Site Response Analysis.docx Table E5 - Development of Rock Outcrop MCER Response Spectrum Period (s) Hart Crowser PSHA Site- Specific (Vs30 = 1,600 ft/s) 2,475-year Response Spectrum (g)1 (Geometric Mean) Risk Coefficients (ASCE 7-16 Method 2)2 Maximum Component Factor (Shahi and Baker 2013) Calculated MCER Response Spectrum (g) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C (g) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum3 0.01 0.559 0.927 1.19 0.616 0.590 0.616 0.1 1.172 0.925 1.19 1.290 1.263 1.290 0.2 1.388 0.927 1.21 1.557 1.263 1.557 0.3 1.225 0.922 1.22 1.378 1.263 1.378 0.4 1.033 0.918 1.23 1.166 1.263 1.166 0.5 0.879 0.914 1.23 0.989 1.126 0.989 0.6 0.751 0.914 1.23 0.846 0.938 0.846 0.7 0.665 0.910 1.24 0.750 0.804 0.750 0.8 0.596 0.907 1.24 0.670 0.704 0.670 0.9 0.534 0.907 1.24 0.600 0.626 0.600 1 0.486 0.904 1.24 0.545 0.563 0.545 1.5 0.320 0.900 1.24 0.357 0.375 0.357 2 0.232 0.897 1.24 0.258 0.282 0.258 3 0.137 0.892 1.25 0.152 0.188 0.152 4 0.091 0.889 1.26 0.101 0.141 0.113 5 0.062 0.888 1.26 0.069 0.113 0.090 6 0.047 0.889 1.27 0.053 0.094 0.075 7 0.036 0.891 1.28 0.042 0.069 0.055 8 0.030 0.892 1.28 0.034 0.053 0.042 9 0.025 0.889 1.29 0.029 0.042 0.033 10 0.021 0.892 1.29 0.024 0.034 0.027 1.Highlighted Values were obtained from Hart Crowser's PSHA. 2.Risk coefficients based on the site class B/C boundary were obtained at each period using a Matlab routine provided to us by USGS. 3.The calculated MCER is the product of the Hart Crowser PSHA site-specific response spectrum, risk coefficients, and maximum component factors. Fault Rupture Epicentral Hypocentral 1 1989 Loma Prieta, California Anderson Dam (Downstream)6.9 20.3 26.6 31.8 489 10 Shallow - Crustal Reverse Oblique RSN739_LOMAP_AN D250 2.64 2 1989 Loma Prieta, California Coyote Lake Dam - Southwest Abutment 6.9 20.3 30.8 35.4 561 6 Shallow - Crustal Reverse Oblique 195 3.89 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse RSN4031_SANSIME O_36695090 1.56 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 -16.9 27.0 650 27 Shallow - Crustal Reverse RSN133FRIULI.B_B- SRO000 3.10 5 2001 El Salvador OBS 7.6 --109 --Subduction - Intraslab OBS_090 1.77 6 2001 Olympia, Washington OLY49 6.9 --74.7 --Subduction - Intraslab OLY49_086 2.85 7 2011 Tohoku, Japan TCG001 9.0 91.9 277.0 254.0 486 66.6 Subduction - Interface TCG001_EW 1.73 9 2010 Offshore Bio-Bio, Chile ME 8.8 -362.0 ---Subduction - Interface ME_EW 3.87 VS30 (m/s) Max. Useable Perioda,b,c (s) Fault Mechanism Component Name Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Notes: Interface records were downloaded as either corrected or uncorrected accelerograms. Uncorrected accelerograms were baseline-corrected and filtered using a high-pass Butterworth filter with a lower bound frequency of 0.02 Hz. Crustal records were downloaded as corrected accelerograms from the NGA-West2 database. Scale Factor HC Record ID Earthquake Recording Station Magnitude 19583-00 12/2020 Figure North County Development Arlington, Washington Rock Outcrop Spectra E3 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 1 2 3 Sp e c t r a l A c c e l e r a t i o n ( g ) Period (s) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) PSHA Spectrum (Geometric Mean) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum 19583-00 20-Dec Figure North County Development Arlington, Washington Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard E4 0 0.5 1 1.5 2 2.5 0.01 0.1 1 5% D a m p e d S p e c t r a l A c c e l e r a t i o n ( g ) Period (s) TCG001_EW, SF =1.73 ME_EW, SF = 3.87 OBS_090, SF = 1.77 OLY49_086, SF = 2.85 RSN4031_SANSIMEO_36695090, SF = 1.56 RSN133FRIULI.B_B-SRO000, SF = 3.10 RSN739_LOMAP_AND250, SF = 2.64 RSN755LOMAP_CYC195, SF = 3.89 HAZ45.2 Site Class C (Vs30-1,600 ft/s) Rock Outcrop Spectra Average of Scaled Spectra Note: SF = Scale Factor 19583-00 20-Dec Figure North County Development Arlington, Washington Shear Wave Velocity Profile for Site Response Analysis E5 0 50 100 150 200 250 300 350 0 500 1000 1500 2000 De p t h ( f e e t ) Shear Wave Velocity, Vs (ft/s) A-array B-array C-array D-array E-array F-array G-array Time-Averaged Shear Wave Velocity LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s Note: The assumed outcrop condition for site response analyiss is at 270 Feet in depth with a shear wave velocity of 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Assumed Shear Strength Profile E6 0 50 100 150 200 250 0 2000 4000 6000 8000 10000 12000 14000 16000 De p t h ( f t ) Shear Strength (psf) Assumed Shear Strength Deepsoil Curve Fit LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Total Stress Surface Response Average E7 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Total Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Equivalent Linear Surface Response E8 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Equivalent Linear Average Surface Resposne Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Effective Stress Surface Response E9 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Effective Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Total Stress Analysis E10 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Total Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Equivalent Linear Analysis E11 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Equivalent Linear Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Effective Stress Analysis E12 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Effective Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington MCER PSHA Rock Outcrop Spectra, Amplified Surface Response Spectra, and DEEPSOIL Computed E13 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis Amplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Notes: Amplified surface response spectra computed by multiplying the DEEPSOIL amplification ratio by the MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis E14 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis E15 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain and Porewater Pressure - Effective Stress Analysis E16 0 50 100 150 200 250 300 0.01 0.10 1.00 10.00 100.00 ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Effective Stress Analysis LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.00 0.50 1.00 De p t h ( f t ) Project: Snohomish County PUD North County Community Office, Office Building - 2018 WSEC 17601 59th Ave NE Arlington, WA 98223 Date: 2022-01-19 Page 1/10 Page 2/10 Page 3/10 Page 4/10 Page 5/10 Page 6/10 Page 7/10 Page 8/10 Page 9/10 Powered by TCPDF (www.tcpdf.org) Page 10/10 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 1/3 Administered by: ©2022 NEEA, All rights reserved Date: Jan 19, 2022 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Project & Applicant Information Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC For Building Department Use: Project Address 17601 59th Ave NE Arlington, WA 98223 Applicant Name Shane Fulwiler Applicant Phone 206-448-3376 Applicant Email shane.fulwiler@hargis.biz For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Office, Other Building Cond. Floor Area 26,763 General Project Types New Building New Building or Addition Lighting Scope Interior Lighting Exterior Lighting Alteration Lighting Scope Project Cond. Floor Area 26,763 Floors Above Grade 2 Compliance Method Compliance Method 1 - General Lighting Project Description Lighting Compliance Scope and Method Project Type Interior / Exterior (Interior includes both interior & parking)Luminaire Replacement Scope Compliance Method LPA Calculation Adjustment Compliance Verification New Building Interior Lighting Building area Reduced lighting power density option COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Efficiency Options Included Reduced lighting power density credit Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC Date Jan 19, 2022 Lighting Power Calculation NEW BUILDING - INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Building area LPA Calculation Adjustment LPA x 0.8 Interior Lighting Power Allowance - Building Area Building Areas Gross Interior Area (SF)LPA (Watts/SF)Total Watts Allowed (SF x LPA x 0.8) Total Proposed Watts By Building Area Compliance Status by Building Area Office 26,176 0.64 13,402 8,862 COMPLIES Proposed Lighting Power Density Fixture Type/Application Fixture ID Building Area New or Existing-to-Remain Quantity of Fixtures, CLDs or Luminaires (#F) Watts per Fixture, CLD or Luminaire (WpF) Total Linear Feet (LF) Watts per Linear Foot (WpLF) Total Watts Proposed (#F x WpF) or (LF x WpLF) Individual Fixtures Direct / indirect pendant L1D Office New 8 28 224 Direct / indirect pendant L3D Office New 133 26 3,458 Direct / indirect pendant L3HD Office New 16 35 560 Troffer L4/L4D Office New 10 26 260 Troffer L2 Office New 4 41 164 Troffer L5D Office New 42 34 1,428 Recessed downlight L12 Office New 8 12 96 Recessed downlight L6/L6D Office New 27 12 324 Under-cabinet L11 Office New 6 9 54 Other fixture type L7/L7D Office New 29 30 870 Linear Fixture per LF LED strip L9-LENGTH Office New 89 16 1,424 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 2/3 Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC Date Jan 19, 2022 Proposed Fixtures Details NEW BUILDING - INTERIOR LIGHTING Fixture Type/Application Fixture ID Location in Documents Lamp Type Building Area New or Existing-to-Remain Individual Fixtures Direct / indirect pendant L1D E2.01 LED Office New Fixture Description: 4' INDIRECT/DIRECT, LINEAR PENDANT Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: None required Direct / indirect pendant L3D E2.01 LED Office New Fixture Description: 4' INDIRECT/DIRECT, LINEAR PENDANT Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Direct / indirect pendant L3HD E2.01 LED Office New Fixture Description: 4' INDIRECT/DIRECT, LINEAR PENDANT Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Troffer L4/L4D E2.01 LED Office New Fixture Description: 1'X4' RECESSED TROFFER Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Troffer L2 E2.01 LED Office New Fixture Description: 2'X4' RECESSED TROFFER Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Troffer L5D E2.01 LED Office New Fixture Description: 2'X2' RECESSED TROFFER Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Recessed downlight L12 E2.01 LED Office New Fixture Description: 6"D RECESSED DOWNLIGHT, WET LOCATION Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: None required Recessed downlight L6/L6D E2.01 LED Office New Fixture Description: 6"D RECESSED DOWNLIGHT Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Under-cabinet L11 E2.01 LED Office New Fixture Description: 24" SURFACE MOUNTED UNDERCABINET LIGHT Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: Supplemental task lighting, occupancy controls Other fixture type L7/L7D E2.01 LED Office New Fixture Description: 4' LINEAR LED STRIP Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Linear Fixture per LF LED strip L9-LENGTH E2.01 LED Office New Fixture Description: INDIRECT/DIRECT, WALL MOUNTED LINEAR Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC Date Jan 19, 2022 Lighting Power Calculation NEW BUILDING - EXTERIOR LIGHTING Compliance Verification COMPLIES Exterior Lighting Zone ZONE 3 Base Site Allowance 500 Exterior Tradable Lighting Power Allowance Tradable Surface Tradable Surface Sub-Type Surface Area (SF) LPA (Watts/SF) Linear Feet (LF) LPA (Watts/LF) Total Watts Allowed (LPA x SF) or (LPA x LF) Total Tradable Proposed Watts Tradable Compliance Status Building grounds Walkways < 10 feet wide 600 0.60 360 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 3/3 Building entrances and exits Pedestrian entrances & exits 45 21 945 Base Site Allowance 500 Totals 1,805 684 COMPLIES Proposed Tradable Lighting Power Density Fixture Type Fixture ID Tradable Surface Type Quantity of Fixtures (#F) Watts or Wattage Limit per Fixture (WpF) Total Linear Feet (LF) Watts per Linear Foot (WpLF) Total Watts Proposed (#F x WpF) or (LF x WpLF) Individual Fixtures Canopy L6D Building entrances and exits - Pedestrian entrances & exits 14 11 154 Wall-mounted S4A Building entrances and exits - Pedestrian entrances & exits 11 30 330 Wall-mounted S4 Building grounds - Walkways < 10 feet wide 3 40 120 Wall-mounted S3 Building grounds - Walkways < 10 feet wide 2 40 80 Tradable Proposed Total 684 OWNER ARCHITECT STRUCTURAL MECHANICAL ELECTRICAL TELECOM/ SECURITY FIRE PROTECTION CIVIL LANDSCAPE AUDIO/VISUAL COST ESTIMATOR SNOHOMISH COUNTY PUD PUBLIC UTILITIES DISTRICT 2320 CALIFORNIA STREET EVERETT, WA 98201 CONTACT: DOUG WILSON drwilson@snopud.com TEL: (425) 783-8078 ROLLUDA ARCHITECTS 105 S MAIN ST, SUITE 323 SEATTLE WA, 98104 CONTACT: KATHI WILLIAMS kathi@rolludaarchitects.com TEL: (206) 624-4222 FAX: (206) 624-4226 REID MIDDLETON 728 134TH STREET SW, SUITE 200 EVERETT, WA 98204 CONTACT: PAUL CROCKER pcrocker@reidmiddleton.com TEL: (425) 741-3800 HARGIS 1201 3RD AVENUE, SUITE 600 SEATTLE, WA 98101 CONTACT: BRIAN CANNON brian.cannon@hargis.biz TEL: (206)448-3376 HARGIS 1201 3RD AVENUE, SUITE 600 SEATTLE, WA 98101 CONTACT: DOUG FORSLUND doug.forslund@hargis.biz TEL: (206)448-3376 HARGIS 1201 3RD AVENUE, SUITE 600 SEATTLE, WA 98101 CONTACT - TELECOM: PAUL THOMAS paul.thomas@hargis.biz TEL: (206) 448-3376 CONTACT - SECURITY: SUJE ANTON suje.anton@hargis.biz TEL: (206) 859-5374 JENSEN HUGHES 1220 CONCORD AVENUE, SUITE 400 CONCORD, CA 94520 CONTACT: KEVIN TOOMEY ktoomey@jensenhughes.com TEL: (213) 338-8669 DAVID EVANS & ASSOCIATES 1620 W MARINE VIEW DR, SUITE 200 EVERETT, WA 98201 CONTACT: John Smith JNS@deainc.com TEL: (425)259-4099 NAKANO ASSOCIATES 853 HIAWATHA PL S SEATTLE, WA 98144 CONTACT:PAULA GILMOUR pg@nakanoassociates.com TEL: (206)292-9392 THE GREENBUSCH GROUP 1900 W NICKERSON ST, SUITE 201 SEATTLE, WA 98119 CONTACT: ADAM JENKINS adamj@greenbusch.com TEL: (206)378-0569 PRODIMS 520 KIRKLAND WAY, SUITE 301 KIRKLAND, WA 98033 CONTACT: DENNIS TESCHLOG dteschlog@prodims.com TEL: (425)828-0500 PROJECT TEAM CONSTRUCTION OF A NEW 2-STORY 28,894 SF OFFICE BUILDING (19,255 SF FOOTPRINT, 9,639 SF SECOND FLOOR). OFFICE AREAS INCLUDE CUSTOMER SERVICE LOBBY AND SUPPORT SPACE, OPEN OFFICE AREAS, ENCLOSED OFFICES, CONFERENCE ROOMS, A CREW ROOM, A BREAK ROOM, LOCKER AND SHOWER ROOMS, STAFF AND PUBLIC RESTROOMS, A LARGE PUBLIC CONFERENCE ROOM, AND BUILDING SUPPORT SPACES. ARCHITECTURAL WORK CONSISTS OF CONSTRUCTION OF EXTERIOR METAL STUD WALL SYSTEMS WITH METAL SIDING OR CMU VENEER; BATT AND RIGID INSULATION; SBS MODIFIED ROOF SYSTEM; SHEET METAL FLASHING AND TRIM; WOOD AND METAL SOFFITS; INTERIOR METAL STUD WALLS WITH GYPSUM BOARD AND PAINT, CERAMIC TILE, OR MISCELLANEOUS FINISHES AS NOTED ON DRAWINGS; DOORS; RELITES; CASEWORK; TOILET PARTITIONS AND ACCESSORIES; SUSPENDED ACP, GYPSUM BOARD CEILINGS; FOLDING PANEL PARTITION SYSTEM; AND SPECIALTY FURNISHINGS AS NOTED ON PLAN. STRUCTURAL WORK CONSISTS OF CONCRETE FOOTINGS AND FOUNDATIONS; CONCRETE SLAB-ON GRADE; CONCRETE SUB-FLOOR OVER STRUCTURAL METAL DECK; STRUCTURAL METAL ROOF DECK; STEEL FRAMING WITH STEEL COLUMNS, BEAMS, JOISTS, AND BRACED FRAMES. MECHANICAL WORK CONSISTS OF PLUMBING FIXTURES, HVAC EQUIPMENT AND DUCTING, FIRE SPRINKLER SYSTEM, AND UTILITIES. ELECTRICAL WORK CONSISTS OF POWER AND LIGHTING. ADDITIONAL WORK INCLUDES TELECOM AND SECURITY SYSTEMS, AND AUDIO-VISUAL SYSTEMS, AS NOTED IN DRAWINGS. SCOPE OF WORK OFFICE BUILDING SCOPE (BUILDING A.1): N VICINITY MAP NTS PROJECT SITE N TRUE PROJECT SITE NTS WAREHOUSE PROPERTY LINE OFFICE BUILDING HEATED PARKING FUEL ISLAND ARCHITECTURAL A0.01 GENERAL NOTES AND SYMBOLS A1.01 OVERALL SITE PLAN A1.02 ENLARGED SITE PLAN - WEST A1.03 ENLARGED SITE PLAN - MIDDLE A1.04 ENLARGED SITE PLAN - NORTHEAST A1.05 ENLARGED SITE PLAN - SOUTHEAST A7.01 ENLARGED DETAILS A7.02 ENLARGED DETAILS A7.03 ENLARGED DETAILS A7.04 ENLARGED DETAILS SURVEY SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS SV.01 EXISTING CONDITIONS CIVIL C1.0 COVER SHEET AND SITE PLAN C2.0 TESCS & SITE PREP PLAN C3.0 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN C3.1 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN C3.2 POLE YARD PAVING PLAN C3.3 FENCING PLAN C4.0 GRADING AND DRAINAGE PLAN C4.1 GRADING AND DRAINAGE PLAN C4.2 POLE YARD GRADING AND DRAINAGE PLAN C4.3 63 RD AVE GRADING AND DRAINAGE PLAN C4.4 DETAILED AREA GRADING C4.5 ADA AND ACCESS GRADING C4.6 GRADING, PAVING AND DRAINAGE DETAILS C5.0 WATER AND SEWER PLAN AND DETAILS C5.1 WATER AND SEWER PLAN AND DETAILS LANDSCAPE (FOR REFERENCE ONLY AT END OF SET) L1.01 HARDSCAPE PLAN L1.02 HARDSCAPE DETAILS L1.03 HARDSCAPE DETAILS L2.01 IRRIGATION PLAN L2.02 IRRIGATION SCHEDULE AND NOTES L2.03 IRRIGATION DETAILS L3.01 LANDSCAPE PLAN - WEST L3.02 LANDSCAPE PLAN - EAST L3.03 PLANTING SCHEDULE AND LANDSCAPE NOTES L3.04 LANDSCAPE DETAILS ELECTRICAL (FOR REFERENCE ONLY AT END OF SET) E0.01 LEGEND AND SHEET INDEX E1.01 ELECTRICAL SITE PLAN E2.01 ELECTRICAL ENLARGED PLANS E6.01 ELECTRICAL SCHEDULES E6.11 ONE-LINE DIAGRAM E7.01 ELECTRICAL DETAILS E7.02 ELECTRICAL DETAILS E7.03 ELECTRICAL DETAILS TELECOMMUNICATIONS / SECURITY (FOR REFERENCE ONLY AT END OF SET) TS0.01 TELECOMMUNICATIONS / SECURITY LEGEND AND GENERAL NOTES TS1.01 TELECOMMUNICATIONS / SECURITY SITE PLAN TS5.01 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN TS5.02 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN TS5.03 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN TS6.01 TELECOMMUNICATIONS / SECURITY CONDUIT AND VAULT SCHEDULE TS6.02 TELECOMMUNICATIONS / SECURITY CONDUIT AND VAULT SCHEDULE TS7.01 TELECOMMUNICATIONS / SECURITY DETAILS TS7.02 TELECOMMUNICATIONS / SECURITY DETAILS TS7.03 TELECOMMUNICATIONS / SECURITY DETAILS TS7.04 TELECOMMUNICATIONS / SECURITY DETAILS TS7.05 TELECOMMUNICATIONS / SECURITY DETAILS SITE DRAWINGS SNOHOMISH COUNTY PUD - NORTH COUNTY COMMUNITY OFFICE OFFICE BUILDING SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 G0.01 COVER SHEET KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SHEET INDEX - OFFICE BUILDING S7.21 TYPCIAL STEEL DETAILS S7.22 TYPICAL STEEL DETAILS S7.23 TYPICAL STEEL DETAILS S7.30 BRACED FRAME DETAILS S7.31 BRACED FRAME DETAILS S7.32 BRACED FRAME DETAILS S7.40 ROOF FRAMING DETAILS S7.41 ROOF FRAMING DETAILS S7.45 MISCELLANEOUS ROOF FRAMING DETAILS S7.50 TYPICAL METAL FRAMING DETAILS S7.51 TYPICAL EXTERIOR AND BEARING METAL FRAMING DETAILS MECHANICAL / PLUMBING / FIRE PROTECTION M0.01 MECHANICAL LEGEND AND SHEET INDEX M0.02 GENERAL NOTES & ABBREVIATIONS M2.03 MECHANICAL ROOF PLAN M2.04 HVAC FLOOR PLAN - LEVEL 1 M2.05 HVAC FLOOR PLAN - LEVEL 2 M6.01 MECHANICAL SCHEDULES M6.02 MECHANICAL SCHEDULES M6.11 REFRIGERANT RISER DIAGRAM M7.01 MECHANICAL DETAILS M7.02 MECHANICAL DETAILS M9.01 MECHANICAL CONTROLS AND SEQUENCES M9.02 MECHANICAL CONTROLS AND SEQUENCES M9.03 MECHANICAL CONTROLS AND SEQUENCES M9.04 MECHANICAL CONTROLS AND SEQUENCES M9.05 MECHANICAL CONTROLS AND SEQUENCES P2.00 PLUMBING FOUNDATION PLAN P2.01 PLUMBING FLOOR PLAN - LEVEL 1 P2.02 PLUMBING FLOOR PLAN - LEVEL 2 P2.03 PLUMBING ROOF PLAN P6.01 PLUMBING SCHEDULE P6.11 PLUMBING RISER DIAGRAM P7.01 PLUMBING DETAILS P7.02 PLUMBING DETAILS ELECTRICAL E0.01 ELECTRICAL LEGEND AND ABBREVIATIONS E2.01 LIGHTING FLLOR PLAN - LEVEL 1 E2.01a LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 1 E2.02 LIGHTING FLOOR PLAN - LEVEL 2 E2.11 POWER FLOOR PLAN - LEVEL 1 E2.12 POWER FLOOR PLAN - LEVEL 2 E2.41 MECHANICAL POWER PLAN - LEVEL 1 E2.42 MECHANICAL POWER PLAN - LEVEL 2 E2.43 MECHANICAL POWER ROOF PLAM E5.01 ELECTRICAL ENLARGED PLANS E6.01 ELECTRICAL SCHEDULES E6.02 ELECTRICAL SCHEDULES E6.03 ELECTRICAL SCHEDULES E6.04 ELECTRICAL SCHEDULES E6.11 ELECTRICAL ONE-LINE DIAGRAM E7.01 ELECTRICAL DETAILS E7.02 ELECTRICAL DETAILS E7.03 ELECTRICAL DETAILS TELECOMMUNICATIONS T0.01 TELECOM LEGEND T2.01 TELECOM DEVICE PLAN - LEVEL 1 T2.02 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 T2.03 TELECOM WIRELESS DEVICE PLAN - LEVEL 2 T2.04 ENLARGED TELECOM DEVICE PLANS T7.01 TELECOM DETAILS T7.02 TELECOM DETAILS T7.03 TELECOM DETAILS T7.04 TELECOM DETAILS SECURITY SE0.01 SECURITY LEGEND AND GENERAL NOTES SE2.01 SECURITY DEVICE PLAN - LEVEL 1 SE2.02 SECURITY DEVICE PLAN - LEVEL 2 SE7.01 ACCESS CONTROL DETAILS SE7.02 ACCESS CONTROL DETAILS SE7.03 ACCESS CONTROL DETAILS SE7.04 ACCESS CONTROL DETAILS SE7.05 VIDEO SECURITY DETAILS SE7.06 VIDEO SECURITY DETAILS SE7.07 ACCESS CONTROL PANEL ELEVATION AND DETAILS SE9.01 SECURITY SCHEDULES FIRE PROTECTION FP0.01 FIRE SPRINKLER COVER SHEET FP0.02 FIRE SPRINKLER SITE PLAN FP1.01 LEVEL 1 FIRE SPRINKLER PLAN FP1.02 LEVEL 2 FIRE SPRINKLER PLAN FP2.01 BUILDING SECTION AND DETAILS FP2.02 SEISMIC DETAILS AND CALCULATIONS FA1.00 FIRE ALARM COVER SHEET FA2.02A FIRE ALARM - LEVEL 1 FA2.02B FIRE ALARM - LEVEL 2 FA3.01 FIRE ALARM DETAILS AUDIO-VISUAL AV0.01 LEGEND , ABBREVIATIONS AND NOTES AV2.01 AV DEVICE LAYOUT PLAN - LEVEL 1 AV2.02 AV DEVICE REFLECTED CEILING PLAN - LEVEL 1 AV3.01 AV ELEVATIONS AV3.02 AV ELEVATIONS AV4.01 AV SECTIONS AV6.01 AV BLOCK DIAGRAMS AV7.01 AV - DETAILS AV7.02 AV - DETAILS SHEET INDEX - OFFICE BUILDING GENERAL G0.01 COVER SHEET G0.02 GENERAL NOTES, ABBREVIATIONS, SYMBOLS G1.01 BUILDING CODE SUMMARY G1.02 CODE PLAN - LEVEL 1 G1.03 CODE PLAN - LEVEL 2 G1.04 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS G1.05 ENERGY CODE - SOLAR READINESS GEOTECHNICAL GI0.01 FOUNDATION GROUND IMPROVEMENT ARCHITECTURAL A2.01 FLOOR PLAN - LEVEL 1 A2.02 FLOOR PLAN - LEVEL 2 A2.03 ROOF PLAN A2.04 REFLECTED CEILING PLAN - LEVEL 1 A2.05 REFLECTED CEILING PLAN - LEVEL 2 A2.06 FINISH FLOOR PLAN - LEVEL 1 A2.07 FINISH FLOOR PLAN - LEVEL 2 A2.08. FURNITURE PLAN - LEVEL 1 A2.11 ENLARGED PLANS A2.12 ENLARGED PLANS A2.13 ENLARGED PLANS A3.01 ELEVATIONS A3.02 ELEVATIONS A3.03 ELEVATIONS A4.01 BUILDING SECTIONS A4.02 BUILDING SECTIONS A4.03 BUILDING SECTIONS A4.11 WALL SECTIONS A4.12 WALL SECTIONS A4.13 WALL SECTIONS A4.14 WALL SECTIONS A4.15 WALL SECTIONS A5.01 ENLARGED PLANS/ SECTIONS - STAIR 01 (NORTH) ELEVATOR A5.02 ENLARGED PLANS/ SECTIONS - STAIR 02 (SOUTH) A5.03 ENLARGED PLANS/ SECTIONS - STAIRS TO ROOF A5.04 STAIR DETAILS A5.05 STAIR DETAILS A5.06 STAIR DETAILS A5.07 ELEVATOR DETAILS A6.01 ROOM FINISH SCHEDULE A6.02 DOOR SCHEDULE & TYPES A6.03 WINDOW SCHEDULE A6.04 FURNITURE / EQUIPMENT SCHEDULE A7.01 DETAILS - WALL ASSEMBLIES A7.10 DETAILS - EXTERIOR - WALL A7.11 DETAILS - EXTERIOR - WALL A7.20 DETAILS - EXTERIOR - DOOR A7.30 DETAILS - EXTERIOR - WINDOW A7.31 DETAILS - EXTERIOR - WINDOW A7.40 DETAILS - EXTERIOR - ROOF A7.41 DETAILS - EXTERIOR - ROOF A7.45 DETAILS - EXTERIOR - CANOPY & SUNSHADE A8.01 INTERIOR ELEVATIONS A8.02 INTERIOR ELEVATIONS A8.03 INTERIOR ELEVATIONS A8.04 INTERIOR ELEVATIONS - RESTROOMS A8.05 INTERIOR ELEVATIONS -LOCKERS/ SHOWERS A8.06 INTERIOR ELEVATIONS - SHOWERS/ MISCELLANEOUS A8.07 INTERIOR ELEVATIONS A8.12 DETAILS - INTERIOR A8.13 DETAILS - INTERIOR A8.14 DETAILS - INTERIOR A8.15 DETAILS - INTERIOR A8.16 DETAILS - INTERIOR A8.17 DETAILS - CASEWORK A8.18 DETAILS - INTERIOR DOORS / WINDOWS STRUCTURAL S0.01 GENERAL STRUCTURAL NOTES S0.02 GENERAL STRUCTURAL NOTES S0.03 SPECIAL INSPECTION SCHEDULES S0.04 SPECIAL INSPECTION SCHEDULES S0.05 ABBREVIATIONS AND SYMBOLS S2.01 FOUNDATION AND FIRST FLOOR PLAN S2.02 LEVEL 2 FRAMING PLAN S2.03 ROOF FRAMING PLAN S3.01 BRACED FRAME ELEVATIONS S4.01 PARTIAL PLANS S5.20 TYPICAL CMU SECTIONS AND DETAILS S7.00 TYPICAL CONCRETE DETAILS S7.01 TYPICAL CONCRETE DETAILS S7.20 TYPICAL STEEL DETAILS NTS1VIEW FROM NORTH DRIVE NTS2VIEW FROM SOUTH DRIVE TYPE OF CONSTRUCTION: IIB OCCUPANCY: B AND A-3 TOTAL BUILDING AREA: 28,894 SF REFERENCE G1.01-G1.05 FOR ADDITIONAL CODE INFORMATION AT END OF SET AT END OF SET AC ASPHALTIC CONCRETE, ALTERNATING CURRENT ACC ACCESSIBLE ACP ACOUSTICAL CEILING PANEL ACST ACOUSTICAL AD AREA DRAIN ADDM ADDENDUM ADJ ADJUSTABLE AFF ABOVE FINISHED FLOOR AHU AIR HANDLING UNIT ALT ALTERNATE ALUM ALUMINUM ANOD ANODIZED APPROX APPROXIMATELY APT APARTMENT ARCH ARCHITECTURAL AUTO AUTOMATIC AV AUDIO VISUAL AWP ACOUSTICAL WALL PANEL(S) BB BULLETIN BOARD BD BOARD BLDG BUILDING BLKG BLOCKING BO BOTTOM OF BOT BOTTOM BRG BEARING BRZ BRONZE BUR BUILT UP ROOFING CAB CABINET CB CATCH BASIN CEM CEMENT, CEMENTITIOUS CER CERAMIC CFCI CONTRACTOR FURNISHED CONTRACTOR INSTALLED CFOI CONTRACTOR FURNISHED OWNER INSTALLED CG CORNER GUARD CH COAT HOOK CI CAST IRON CIP CAST-IN-PLACE CJ CONTROL JOINT CL CENTERLINE CLG CEILING CLO CLOSET CLR CLEAR CMU CONCRETE MASONRY UNIT CO CLEAN OUT COL COLUMN COMM COMMUNICATIONS CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CORR CORRIDOR CPT CARPET CSWK CASEWORK CT CERAMIC TILE CTR CENTER CU CUBIC D DEEP, DEPTH, DRAIN DBL DOUBLE DEMO DEMOLISH, DEMOLITION DF DRINKING FOUNTAIN DIA DIAMETER DIAG DIAGONAL, DIAGRAM DIV DIVISION DMPF DAMPPROOF, DAMPPROOFING DN DOWN DR DOOR DS DOWNSPOUT DTL DETAIL DW DISHWASHER DWG DRAWING DWR DRAWER E EAST EFIS EXTERIOR FINISH AND INSULATION SYSTEM EJ EXPANSION JOINT EL GRADE ELEVATION ELEC ELECTRIC, ELECTRICAL ELEV ELEVATOR, ELEVATION ENCL ENCLOSURE EP ELECTRICAL PANEL EQ EQUAL EQUIP EQUIPMENT ESCAL ESCALATOR EXH EXHAUST EXP EXPANSION, EXPOSED EXIST EXISTING FA FIRE ALARM FD FLOOR DRAIN, FIRE DEPARTMENT FDC FIRE DEPARTMENT CONNECTION FE FIRE EXTINGUISHER FEC FIRE EXTINGUISHER CABINET FH FIRE HYDRANT FHC FIRE HOSE CABINET FIG FIGURE FIN FINISH, FINISHED FLEX FLEXIBLE FLR FLOOR FLUOR FLUORESCENT FDN FOUNDATION FO FACE OF FP FIRE PROTECTION, FIREPROOF FR FRAME, FIRE RATED FRMG FRAMING FRT FIRE RETARDANT TREATED FT FOOT, FEET FTG FOOTING FUT FUTURE FVC FIRE HOSE VALVE CABINET FWC FABRIC WALL COVERING FWP FABRIC WRAPPED PANEL(S) GA GAUGE GALV GALVANIZED GEN GENERAL, GENERATOR GFRP GLASS-FIBER REINFORCED PLASTIC GL GLASS GYP GYPSUM GYP BD GYPSUM BOARD H HIGH HB HOSE BIB HC HOLLOW CORE HD HAND DRYER, HEAD HDBD HARDBOARD HDW HARDWARE HDWD HARDWOOD HM HOLLOW METAL HO HOLD OPEN HORIZ HORIZONTAL HR HOUR HT HEIGHT HVAC HEATING, VENTILATING, AND AIR CONDITIONING ID INSIDE DIAMETER INCL INCLUDE, INCLUDING INFO INFORMATION INSUL INSULATED, INSULATION INT INTERIOR IWD INDIRECT WASTE DRAIN JAN JANITOR JT JOINT KIT KITCHEN L LONG LAM LAMINATE, LAMINATED LAU LAUNDRY LAV LAVATORY LT LIGHT LTG LIGHTING MAS MASONRY MATL MATERIAL MAX MAXIMUM MECH MECHANICAL MED MEDIUM MEMB MEMBRANE MEZZ MEZZANINE MGT MANAGEMENT MFL MAXIMUM FORESEEABLE LOSS MFR MANUFACTURE, MANUFACTURER MH MANHOLE MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MS MOP SINK MTD MOUNTED MTL METAL MVBL MOVABLE N NORTH NIC NOT IN CONTRACT NO NUMBER NOM NOMINAL NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OFCI OWNER FURNISHED CONTRACTOR INSTALLED OFOI OWNER FURNISHED OWNER INSTALLED OH OVERHANG, OVERHEAD OPNG OPENING OPP OPPOSITE ORD OVERFLOW ROOF DRAIN OTS OPEN TO STRUCTURE ABOVE PBD PARTICLE BOARD PCC PRE-CAST CONCRETE PD PLANTER DRAIN PERF PERFORATED PERP PERPENDICULAR PLAM PLASTIC LAMINATE PLAS PLASTER PLYWD PLYWOOD PNL PANEL PNT PAINT, PAINTED PL PROPERTY LINE PR PAIR PREFIN PREFINISHED PRKG PARKING PROP PROPERTY PT POINT, PRESSURE TREATED PTN PARTITION R RADIUS RCP REFLECTED CEILING PLAN RD ROOF DRAIN REF REFERENCE, REFRIGERATOR REINF REINFORCED, REINCFORCING REQD REQUIRED REV REVISED, REVISION RFG ROOFING RM ROOM RO ROUGH OPENING RT RIGHT S SOUTH SCWD SOLID CORE WOOD SCHED SCHEDULE SD STORM DRAIN SECT SECTION SF SQUARE FEET SGL SINGLE SHT SHEET SHTHG SHEATHING SIM SIMILAR SPEC SPECIFIED, SPECIFICATION SPK SPRINKLER, SPEAKER SQ SQUARE SS SERVICE SINK, SANITARY SEWER, STAINLESS STEEL STC SOUND TRANSMISSION COEFFICIENT STD STANDARD STL STEEL STOR STORAGE STRUCT STRUCTURAL SUSP SUSPENDED T TREAD T&G TONGUE AND GROOVE TEL TELEPHONE TEMP TEMPERATURE, TEMPORARY TER TERRAZZO THK THICK TMPD TEMPERED TO TOP OF TPD TOILET PAPER DISPENSER TSTAT THERMOSTAT TV TELEVISION TYP TYPICAL UG UNDERGROUND UNFIN UNFINISHED UNO UNLESS NOTED OTHERWISE VERT VERTICAL VEST VESTIBULE VIF VERIFY IN FIELD VNR VENEER VR VAPOR RETARDER VWC VINYL WALLCOVERING W WEST, WASTE W/ WITH W/O WITHOUT WC WATER CLOSET WD WOOD WH WALL HYDRANT WP WEATHERPROOF WR WATER RESISTANT WT WEIGHT WWF WELDED WIRE FABRIC XFMR TRANSFORMER 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE OVERALL SCOPE OF WORK. CONTRACTORS SHALL FIELD VERIFY EXISTING CONDITIONS AND ALERT THE ARCHITECT TO ANY CONFLICTS BEFORE BEGINNING WORK. 2. (E) OR 'EXIST. INDICATES EXISTING CONDITION, DIMENSION OR DATUM. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS ON PROJECT PRIOR TO COMMENCEMENT OF WORK. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES WITH DRAWINGS. 4. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT INDICATED EVERYWHERE THEY OCCUR ON PLANS, ELEVATIONS, AND SECTIONS. REFER TO DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS IF DRAWN IN FULL. 5. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO PERMIT AN INSTALLATION IN VIOLATION OF APPLICABLE CODES. ALL WORK PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS, AND CODES OF THE GOVERNING JURISDICTIONS. 6. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING AND ENERGY CODES. 7. GENERALLY PLAN DIMENSIONS SHOWN ARE TO FACE OF CONCRETE, FACE OF CMU, AND FACE OF STUD, UNLESS NOTED OTHERWISE. 8. ADHESIVES, CAULKING AND SEALANTS. USE PRIMERS AS REQUIRED BY MANUFACTURER. BACKING RODS OR TAPE AS RECOMMENDED BY MANUFACTURER AND PER SPECIFICATIONS. 9. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES AND PROTECT AS REQUIRED PRIOR TO COMMENCEMENT OF WORK. 10. CONTRACTOR TO VERIFY ALL DIMENSIONS, MEASUREMENTS AND CONDITIONS BEFORE BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR OMISSIONS TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ DISTRICT IMMEDIATELY. 11. UNLESS OTHERWISE NOTED, ALL ANGLES TO BE RIGHT ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO BE PARALLEL, AND ALL ITEMS WHICH APPEAR CENTERED ARE TO BE CENTERED. CONTRACTOR TO BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, LEVEL, PLUMB, AND SQUARE. 12. CONTRACTOR SHALL MAINTAIN CURRENT RECORD DRAWINGS FOR ARCHITECT'S PERIODIC REVIEW. 13. SHOP DRAWINGS. PROVIDE SHOP DRAWINGS FOR THE ARCHITECT/DISTRICT APPROVAL AND AS REQUIRED BY THE SPECIFICATIONS AND LOCAL JURISDICTION PRIOR TO CONSTRUCTION. 14. SEE DIVISION 1 SPECIFICATIONS FOR PHASING AND ACCESS REQUIREMENTS. 15. CONTRACTOR TO COORDINATE ALL OPERATIONS WITH DISTRICT, INCLUDING: SITE ACCESS, MATERIALS STORAGE, AND STAGING, INTERRUPTION OF ELECTRICAL AND MECHANICAL SERVICES AND TIMING OF NOISY AND DISRUPTIVE OPERATIONS. CONTRACTOR TO VERIFY SEQUENCE OF WORK WITH DISTRICT. MATCH LINE SEE XX/AX.XX E XX AX.XX X XXXX XX XX X.X X.X XX AX.XX X.X EL XXX.XX EL. XXX'-XX" FE FE BUILDING SECTION INDICATOR WALL SECTION INDICATOR ENLARGED DETAIL INDICATOR SECTION DETAIL INDICATOR EXTERIOR ELEVATION INDICATOR MATCH LINE INDICATOR COLUMN GRIDLINE INDICATOR (DOOR) OPENING INDICATOR DATUM INDICATOR/WORK POINT ROOM INDICATOR WALL TYPE INDICATOR (REFER TO A7.01 FOR LEGEND) WINDOW INDICATOR INTERIOR ELEVATION INDICATOR DRAWING REVISION INDICATOR SPOT ELEVATION INDICATOR FIRE EXTINGUISHERS MOUNTED TO WALL WITH BRACKET IN WALL-MOUNTED CABINET TYPE OF WORK NEW FUTURE AS NOTED ON PLANS MISCELLANEOUS INDICATORS KEYNOTE & FLAGNOTE CEILING HEIGHT/MATERIAL INDICATOR (NON-RATED PARTITION) PARTITIONS (AS NOTED ON CODE PLANS) (1-HOUR RATED PARTITION) (2-HOUR RATED PARTITION) FURNITURE INDICATOR GRAPHIC/SIGNAGE INDICATOR EQUIPMENT INDICATOR FIXTURE INDICATOR XXXX ROOM NAME X XXXX F XXXX GXXXX AX.X.X PLAN SYMBOLS X.X XX'-XX" XXXXXXX NORTH ARROW NXX AX.XX XX AX.XX XX AX.XX AX.XX XX XX XX XX AX.XX XX AX.XX XX N TRUE MAT X'-X" MATERIAL HEIGHT ABBREVIATIONS GENERAL NOTES REFERENCE SYMBOLS SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 G0.02 GENERAL NOTES, ABBREVIATIONS, SYMBOLS KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 VAN EV EV EV EV 75' - 3" 37' - 8 5/8" 106' - 6 3/4" 113' - 10 3/8" 17' - 2 1/2" 24' - 2 3/4" 22' - 10 7/8"22' - 10 7/8" 19' - 11 3/8"19' - 11 3/8" 14' - 9 7/8"14' - 9 7/8" 11' - 5 5/8"11' - 5 5/8" 13' - 10 7/8"14' - 5 1/8" 17' - 9 3/8"17' - 9 3/8" 97' - 0 7/8" 121' - 5 1/2" 23' - 10 3/8" 16' - 11 1/2" 7' - 2 7/8" 48' - 9 3/8" WEIGHTED PUBLIC WAY:W = [(209'-3" x 30') + (23'-10" x 30') + (24'-11" x 22'-11") + (48'-9" x 0') + (16'-11" x 30') + (6'-9" x 30') + (24'-9" x 30') + (106'-7" x 30') + (25'-8" x 30') + (37'-9" x 30') + (17'-2" x 30') + (75'-3" x 30) + (113'-10" x 30')]/682'-8" = 29'-9" PERIMETER w/ FRONTAGE:F = 682'-8" PERIMETER - TOTAL BLDG:P = 731'-5" AREA FACTOR INCREASE:I = [F/P - 0.25]W/30 = [(682'-8"/731'-5") - 0.25]29'-9"/30' = 0.678 FOR A-3: 506.2.1 Single Occupancy, one-story (Eq 5-1) (ALLOWABLE AREA) Aa = [At + (NS x I)] = [38,000 + (9,500 x 0.678) = 44,441 SF FOR TYPE II-B: 506.2.3 Single Occupancy, multi-story (Eq 5-2) (ALLOWABLE AREA) Aa = [At + (NS x I)] = [69,000 + (23,000 x 0.678)] x 2 = 169,188 SF ALLOWABLE AREA CALCULATIONS SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 G1.01 BUILDING CODE SUMMARY KW/RM AM SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 WH A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 8 190 SF 100 0 0 ENTRY VEST 937 SF 101 7 150 LOBBY 155 SF 102 1 300 CONF ROOM STOR 1815 SF 103 121 15 LARGE CONFERENCE ROOM 55 SF 105 0 0 PUBLIC RESTROOM 55 SF 106 0 0 PUBLIC RESTROOM 487 SF 107 33 15 BREAK ROOM 130 SF 108 1 300 CONF ROOM STOR 895 SF 117 0 0 CORRIDOR 145 SF 109 1 150 CASH COUNTING 185 SF 111 0 0 CORRIDOR78 SF 113 1 150 PRIVACY ROOM 79 SF 112 1 150 MOTHERS ROOM 111 SF 110 0 0 ENTRY VEST 63 SF 114 1 300 ELEV ROOM 198 SF 116 14 15 OFFICE / CONF ROOM 1834 SF 118 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 13 150 141 SF 119 10 15 OFFICE / CONF ROOM 1410 SF 121 94 15 CREW ROOM 72 SF 122 0 0 ENTRY VEST 180 SF 123 0 0 CORRIDOR 167 SF 124 1 300 CUST/ UTIL CLOSET 149 SF 125 1 300 SPRINKLER/ MECH ROOM 414 SF 126 2 300 ELECTRICAL ROOM 842 SF 128 17 50 WELLNESS WEIGHT/ EQUIP 508 SF 137 11 50 WELLNESS AEROBICS 36 SF 130 0 0 SHOWER 37 SF 129 0 0 SHOWER 54 SF 131 0 0 ADA SHOWER 53 SF 132 0 0 ADA SHOWER 539 SF 134 11 50 MEN'S LOCKER ROOM 373 SF 133 8 50 WOMEN'S LOCKER ROOM 254 SF 135 0 0 MEN'S RESTROOM 262 SF 136 0 0 WOMEN'S RESTROOM 180 SF 140 0 0 RESTROOMS VEST 38 SF 139 0 0 ENTRY VEST 1238 SF 141 9 150 OPEN OFFICE ENG/ DES 149 SF 142 10 15 OFFICE/ CONF ROOM 1592 SF 143 11 150 CSR LOBBY/ OFFICE 51 ' - 8 " 37'-8"69'-6" 32" 8972" 32"86 36" 32" 33 36" 32 " 60 36 " 32 " 3 6 " 32 " 31 36 " 32 " 10 4 36 " 32"29 36" 32 " 31 36 " 32 " 36 " 31 30 32"2 36" 32 " 48 36 " 32 " 48 36 " STAIR 02 ST-2 STAIR 01 ST-1 88 ' - 6 " 34'-9" 20'-7" 258 SF 138 1 300 COMM/ FIBER ROOM 32"1 48" 20'-0" 32'-10" 20 ' - 3 " 22'-8" C.9 258 SF 115 18 15 CONF ROOM 32 " 12 36 " C.8 4 183 SF 144 13 15 CONFERENCE ROOM 117 SF 145 8 15 OFFICE/ CONF ROOM J 50'-6"70'-0" 69'-8" 20 ' - 3 " LEGEND XX XX XX SF TEXT FLOOR AREA FLOOR AREA PER OCCUPANT TOTAL OCCUPANTS ROOM NAME OCCUPANT LOAD TAG REQUIRED CAPACITY WIDTH AT NON-STAIR LOCATIONS XX" XXXX" REQUIRED CAPACITY WIDTH (BASED ON EGRESS CAPACITY FACTOR (0.15" X OCCUPANT, WITH SPRINKLER SYSTEM) PER IBC SECTION 1005.3.2, EXCEPTION 1, BUT NOT LESS THAN 32" PER IBC SECTION 1010.1.1 NUMBER OF OCCUPANTS USING EXIT/PATH PROVIDED CLEAR WIDTH (REFER TO DOOR SCHEDULE FOR PANEL SIZE) OCCUPANT LOAD AT EGRESS XX OCCUPANTS PATH OF EGRESS TRAVEL DISTANCE XX' EMERGENCY LIGHT ILLUMINATED EXIT SIGN FIRE EXTINGUISHER CABINET FEC E FIRE EXTINGUISHER FIRE ALARM PULL STATION FE F XX ROOM NUMBER 1 HOUR RATED WALL MEANS OF EGRESS REQUIREMENTS TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: ALLOWED PROVIDED OCCUPANCY A-3 75' (SPRINKLERED) N/A OCCUPANCY B 100' (SPRINKLERED) 88'-6" TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: ALLOWED PROVIDED OCCUPANCY A-3 250' (SPRINKLERED) 34'-9" OCCUPANCY B 300' (SPRINKLERED) 139'-0" LEVEL 1 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN G1.02 CODE PLAN - LEVEL 1 KW/RM AM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3/32" = 1'-0"1 CODE PLAN LEVEL ONE N TRUE OCCUPANT LOAD - LEVEL 1 ROOM NUMBER ROOM NAME OCCUPANCY CLASSIFICATION NET AREA AREA PER OCCUPANT OCCUPANT LOAD 126 ELECTRICAL ROOM MECHANICAL 414 SF 300 SF 2 128 WELLNESS WEIGHT/ EQUIP EXERCISE ROOMS 842 SF 50 SF 17 129 SHOWER UNOCCUPIED 37 SF 0 SF 130 SHOWER UNOCCUPIED 36 SF 0 SF 131 ADA SHOWER UNOCCUPIED 54 SF 0 SF 132 ADA SHOWER UNOCCUPIED 53 SF 0 SF 133 WOMEN'S LOCKER ROOM LOCKER ROOMS 373 SF 50 SF 8 134 MEN'S LOCKER ROOM LOCKER ROOMS 539 SF 50 SF 11 135 MEN'S RESTROOM UNOCCUPIED 254 SF 0 SF 136 WOMEN'S RESTROOM UNOCCUPIED 262 SF 0 SF 137 WELLNESS AEROBICS EXERCISE ROOMS 508 SF 50 SF 11 138 COMM/ FIBER ROOM MECHANICAL 258 SF 300 SF 1 139 ENTRY VEST UNOCCUPIED 38 SF 0 SF 140 RESTROOMS VEST UNOCCUPIED 180 SF 0 SF 141 OPEN OFFICE ENG/ DES BUSINESS 1238 SF 150 SF 9 142 OFFICE/ CONF ROOM ASSEMBLY - UNCONCENTRATED 149 SF 15 SF 10 143 CSR LOBBY/ OFFICE BUSINESS 1592 SF 150 SF 11 144 CONFERENCE ROOM ASSEMBLY - UNCONCENTRATED 183 SF 15 SF 13 145 OFFICE/ CONF ROOM ASSEMBLY - UNCONCENTRATED 117 SF 15 SF 8 ST-1 STAIR 01 UNOCCUPIED 139 SF 0 SF ST-2 STAIR 02 UNOCCUPIED 201 SF 0 SF Total 17256 SF 419 OCCUPANT LOAD - LEVEL 1 ROOM NUMBER ROOM NAME OCCUPANCY CLASSIFICATION NET AREA AREA PER OCCUPANT OCCUPANT LOAD 100 ENTRY VEST UNOCCUPIED 190 SF 0 SF 101 LOBBY BUSINESS 937 SF 150 SF 7 102 CONF ROOM STOR STORAGE 155 SF 300 SF 1 103 LARGE CONFERENCE ROOM ASSEMBLY - UNCONCENTRATED 1815 SF 15 SF 121 105 PUBLIC RESTROOM UNOCCUPIED 55 SF 0 SF 106 PUBLIC RESTROOM UNOCCUPIED 55 SF 0 SF 107 BREAK ROOM ASSEMBLY - UNCONCENTRATED 487 SF 15 SF 33 108 CONF ROOM STOR STORAGE 130 SF 300 SF 1 109 CASH COUNTING BUSINESS 145 SF 150 SF 1 110 ENTRY VEST UNOCCUPIED 111 SF 0 SF 111 CORRIDOR UNOCCUPIED 185 SF 0 SF 112 MOTHERS ROOM BUSINESS 79 SF 150 SF 1 113 PRIVACY ROOM BUSINESS 78 SF 150 SF 1 114 ELEV ROOM MECHANICAL 63 SF 300 SF 1 115 CONF ROOM ASSEMBLY - UNCONCENTRATED 258 SF 15 SF 18 116 OFFICE / CONF ROOM ASSEMBLY - UNCONCENTRATED 198 SF 15 SF 14 117 CORRIDOR UNOCCUPIED 895 SF 0 SF 118 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN BUSINESS 1834 SF 150 SF 13 119 OFFICE / CONF ROOM ASSEMBLY - UNCONCENTRATED 141 SF 15 SF 10 121 CREW ROOM ASSEMBLY - UNCONCENTRATED 1410 SF 15 SF 94 122 ENTRY VEST UNOCCUPIED 72 SF 0 SF 123 CORRIDOR UNOCCUPIED 180 SF 0 SF 124 CUST/ UTIL CLOSET STORAGE 167 SF 300 SF 1 125 SPRINKLER/ MECH ROOM MECHANICAL 149 SF 300 SF 1 (CONT'D) UP UP UP UP A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 8 172 SF 201 1 300 MAINTENANCE STORAGE 8527 SF 200 57 150 FUTURE OFFICE 32"29 36" 70 - 8 " 35'-0"155'-0" STAIR 01 ST-1 STAIR 02 ST-2 C.9 151 SF 202 1 300 ELEC/ COMM C.8 SUNSHADE BELOW CANOPY BELOW CANOPY BELOW SUNSHADE BELOW CANOPY BELOW SUNSHADE BELOW CANOPY BELOW 4 J J H.1 H.1 67 SF 203 0 0 ROOF ACCESS LEGEND XX XX XX SF TEXT FLOOR AREA FLOOR AREA PER OCCUPANT TOTAL OCCUPANTS ROOM NAME OCCUPANT LOAD TAG REQUIRED CAPACITY WIDTH AT NON-STAIR LOCATIONS XX" XXXX" REQUIRED CAPACITY WIDTH (BASED ON EGRESS CAPACITY FACTOR (0.15" X OCCUPANT, WITH SPRINKLER SYSTEM) PER IBC SECTION 1005.3.2, EXCEPTION 1, BUT NOT LESS THAN 32" PER IBC SECTION 1010.1.1 NUMBER OF OCCUPANTS USING EXIT/PATH PROVIDED CLEAR WIDTH (REFER TO DOOR SCHEDULE FOR PANEL SIZE) OCCUPANT LOAD AT EGRESS XX OCCUPANTS PATH OF EGRESS TRAVEL DISTANCE XX' EMERGENCY LIGHT ILLUMINATED EXIT SIGN FIRE EXTINGUISHER CABINET FEC E FIRE EXTINGUISHER FIRE ALARM PULL STATION FE F XX ROOM NUMBER 1 HOUR RATED WALL MEANS OF EGRESS REQUIREMENTS TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: ALLOWED PROVIDED OCCUPANCY B 100' (SPRINKLERED) 70'-8" TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: ALLOWED PROVIDED OCCUPANCY B 300' (SPRINKLERED) 225'-8" LEVEL 2 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN G1.03 CODE PLAN - LEVEL 2 KW/RM AM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 OCCUPANT LOAD - LEVEL 2 ROOM NUMBER ROOM NAME OCCUPANCY CLASSIFICATION NET AREA AREA PER OCCUPANT OCCUPANT LOAD 200 FUTURE OFFICE BUSINESS 8527 SF 150 SF 57 201 MAINTENANCE STORAGE STORAGE 172 SF 300 SF 1 202 ELEC/ COMM MECHANICAL 151 SF 300 SF 1 203 ROOF ACCESS UNOCCUPIED 67 SF 0 SF Total 8918 SF 59 SCALE:3/32" = 1'-0"1 CODE PLAN LEVEL TWO N TRUE AIR BARRIER / ENVELOPE PERFORMANCE REQUIREMENTS 1. INSTALL A CONTINUOUS BUILDING AIR BARRIER SYSTEM OVER THE ENTIRE EXTERIOR ENVELOPE (ROOF, WALLS, AND FLOOR) SEPARATING THE INTERIOR CONDITIONED AIR FROM THE EXTERIOR UNCONDITIONED AIR. THE CONTINUOUS AIR BARRIER SYSTEM INCLUDES AIR TIGHT CONNECTIONS TO ANY PENETRATIONS, WINDOWS, DOORS, LOUVERS, AND BETWEEN ADJACENT DIFFERENT TYPES OF AIR BARRIER SYSTEMS. 2. THE PROJECT SHALL COMPLY WITH THE 2018 WASHINGTON STATE ENERGY CODE FOR COMMERCIAL BUILDINGS SECTION C402.5 AIR LEAKAGE -THERMAL ENVELOPE (MANDATORY). 3. THE AIR BARRIER SHALL BE TESTED IN ACCORDANCE WITH ASTM E 779 AND SHALL NOT EXCEED 0.25 CFM/FT2 AT 0.3 IN WATER GAUGE. 4. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OW NER AND THE CODE OFFICIAL. 5. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 0.15 CFM/FT2, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. 6. IF THE TESTED RATE EXCEEDS 0.40 CFM/FT2, CORRECTIVE ACTIONS MUST BE MADE AND THE TEST COMPLETED AGAIN. A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED. 2018 WASHINGTON STATE ENERGY CODE - SECTION C402 BUILDING ENVELOPE REQUIREMENTS 1. NEW BUILDING UNDER 2018 WSEC, COMMERCIAL PROVISIONS, TO ADHERE TO COMPONENT PERFORMANCE ALTERNATIVE MEASURES FOR INSULATIVE VALUES (WSEC C402.1.5) CLIMATE ZONE: SNOHOMISH COUNTY MARINE 4C TABLES C402.1.3 & C402.1.4 ENVELOPE / INSULATION PRESCRIPTIVE PATH: MINIMUM R VALUE MAXIMUM U FACTOR ROOFS: INSULATION ENTIRELY ABOVE DECK R-38ci U-0.027 WALLS: STEEL FRAMED R-13 + R-10ci U-0.055 SLAB ON GRADE FLOORS - UNHEATED R-10 FOR 24" VERTICAL F-0.54 OPAQUE DOORS - NON-SWINGING R-4.75 U-0.34 OPAQUE DOORS - SWINGING N/A U-0.37 OPAQUE DOORS - GARAGE < 14% GLAZING N/A U-0.31 TABLE C402.4 ENVELOPE FENESTRATION: SHGC: PF < 0.2 SEW N MAXIMUM U FACTOR FIXED 0.38 0.51 U-0.38 ENTRANCE DOORS - SWINGING, GLASS 0.38 0.51 U-0.60 GLAZED OPERABLE (SLIDING) ENTRANCE 0.38 N/A U-0.40 C402.4 MAX VERTICAL FENESTRATION AREA: = 19% < 30% (NO GREATER THAN 30% OF TOTAL BUILDING GROSS ABOVE-GRADE-WALL AREA) STEEL CANOPY AND SUNSCREEN SUPPORT CI PENETRATIONS = 1.85 SF < 0.04% OF OPAQUE WALL AREA (14,510 SF) SEE WSEC COMPLIANCE FORMS FOR ADDITIONAL INFORMATION. SEE SHEET A6.02 FOR DOORS; A6.03 FOR WINDOWS; A7.01 FOR ASSEMBLIES; A7.04 FOR ROOF. AIR BARRIER KEYNOTES EXTERIOR WALL - APPLIED AIR / WRB SYSTEM EXTERIOR WALL - STOREFRONT AIR BARRIER SYSTEM ROOF - SELF-ADHERED AIR / VAPOR BARRIER SYSTEM FLOOR - CONCRETE SLAB AIR / VAPOR BARRIER SYSTEM 1 2 3 4 LEGEND GENERAL NOTES 1. THESE PLANS AND SECTIONS ARE DIAGRAMMATIC AND INTENDED ONLY TO SHOW WHOLE BUILDING AIR BARRIER SYSTEM PRESSURE BOUNDARY TO BE TESTED. REFER TO BUILDING PLANS, ASSEMBLIES, SECTIONS AND DETAILS FOR ACTUAL AIR BARRIER SYSTEM LOCATIONS AND EXTENTS. BUILDING AIR BARRIER PRESSURE BOUNDARY FULLY CONDITIONED LEVEL 1 0' -0" 2 6 8 T.O BEAM 13' -6" T.O BEAM. 28' -0" 4 FUTURE OFFICE 200 CREW ROOM 121 CORRIDOR 117 MEN'S LOCKER ROOM 134 ADA SHOWER 131 ADA SHOWER 132 WOMEN'S LOCKER ROOM 133 WELLNESS WEIGHT/ EQUIP 128 1 1 1 4 3 33 2' - 5"T.O. BEAM LEVEL 1 0' -0" A B C D E F G H K T.O BEAM 13' -6" T.O BEAM. 28' -0" C.9C.8 T.O. BEAM. 40' -0" JH.1 ENTRY VEST 100 LOBBY 101 CORRIDOR 117 ENTRY VEST 122 FUTURE OFFICE 200 STAIR-2 LANDING STAIR-2 LANDING 1 3 2 1 3 1 3 1 2 4 LEVEL 1 0' -0" A B C D E F G H K T.O BEAM 13' -6" C.9C.8 JH.1 CSR LOBBY/ OFFICE 143 OFFICE/ CONF ROOM 142 WELLNESS AEROBICS 137 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 COMM/ FIBER ROOM 138 STAIR ST-6 1 4 3 1 4 3 1 1 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 G1.04 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 CROSS SECTION - CREW ROOM SCALE:1/8" = 1'-0"3 LONGITUDINAL SECTION - WEST & EAST ENTRY SCALE:1/8" = 1'-0"2 LONGITUDINAL SECTION - SOUTH SIDE DS D DS D F F SOLAR READINESS REQUIREMENTS 2018 WASHINGTON STATE ENERGY CODE - SECTION C411 SOLAR READINESS C411.1 GENERAL - SOLAR ZONE SHALL BE LOCATED ON THE ROOF OF THE BUILDING OR ON ANOTHER STRUCTURE ELSEWHERE ON THE SITE. - SOLAR ZONE SHALL BE IN ACCORDANCE WITH SECTION C411 AND THE STATE FIRE CODE. C411.2 SOLAR ZONE MINIMUM AREA: OFFICE BUILDING OFFICE BUILDING OFFICE BUILDING ROOF AREA (GROSS) MIN. SOLAR ZONE PROVIDED 19,045.17 SF x 40% = 7,618.06 SF 5,581.96 SF (DIFFERENCE PROVIDED BY WAREHOUSE & LOADING DOCK SOLAR ZONE) C411.3 CONTIGUOUS AREA SOLAR ZONE CAN BE COMPRISED OF SEPARATED SUB-ZONES. EACH SUB-ZONE TO BE MIN. 5 FT WIDE IN THE NARROWEST DIMENSION. C411.5 SHADING 1. SOLAR ZONE TO BE SET BACK FROM OBJECTS OR BUILDINGS THAT IS LOCATED SOUTH, EAST, OR WEST OF SOLAR ZONE AT LEAST 2X THE OBJECT'S HEIGHT ABOVE THE NEAREST POINT ON THE ROOF SURFACE. 2. NO PORTION OF SOLAR ZONE TO BE ON ROOF SLOPE GREATER THAN 2:12 THAT FACES WITHIN 45 DEGREES OF TRUE NORTH. C411.7 STRUCTURAL INTEGRITY 1. PV SYSTEM ARRAY ASSUMED DEAD LOAD - SOLAR ZONE SHALL ACCOMMODATE FUTURE PV SYSTEM ARRAYS AT AN ASSUMED DEAD LOAD OF 4 PSF IN ADDITION TO OTHER REQUIRED LIVE AND DEAD LOADS. NOTE: WHERE PV SYSTEMS ARE INSTALLED IN THE SOLAR ZONE, STRUCTURAL ANALYSIS SHALL BE BASED UPON CALCULATED LOADS, NOT UPON THE ASSUMED LOADS. ALLOWED PROVIDED MIN. 4 PSF 5 PSF 2. INVERTERS - MIN. AREA LOCATION: LOCATON TO BE EITHER WITHIN OR ADJACENT TO THE SOLAR ZONE. MINIMUM AREA OF 2 SF / 1000 SF OF SOLAR ZONE AREA. ALLOWED PROVIDED (2 SF/1000 SF)*5,638.87 SF = 11.28 SF 15 SF 3. INVERTERS ASSUMED DEAD LOAD: LOCATION FOR FUTURE INVERTERS SHALL ACCOMMODATE AN ASSUMED DEAD LOAD OF 175 PSF IN ADDITION TO OTHER REQUIRED LIVE AND DEAD LOADS. NOTE: WHERE PV SYSTEMS ARE INSTALLED IN THE SOLAR ZONE, STRUCTURAL ANALYSIS SHALL BE BASED UPON CALCULATED LOADS, NOT UPON THE ASSUMED LOADS. ALLOWED PROVIDED MIN. 175 PSF 175 PSF 2018 WASHINGTON STATE FIRE CODE - SECTION 1204 SOLAR PV POWER SYSTEMS 1204.3.1 PERIMETER PATHWAYS - CLEAR PERIMETER AROUND ROOF EDGES: ALLOWED PROVIDED MIN. 4 FT WIDTH MIN. 4 FT PER EXCEPTION (N-S AXIS = 116 FT 6 IN) (IF EITHER BUILDING AXIS IS MAX. 250 FT) 1204.3.2 INTERIOR PATHWAYS - PROVIDED BETWEEN ARRAY SECTIONS TO MEET THE FOLLOWING REQUIREMENTS: 1. PATHWAYS SHALL BE PROVIDED AT INTERVALS THROUGHOUT THE LENGTH AND WIDTH OF THE ROOF: ALLOWED PROVIDED MAX. 150 FT MAX. 150 FT 2. PATHWAY IN A STRAIGHT LINE TO ROOF STANDPIPES OR VENTILATION HATCHES: ALLOWED PROVIDED MIN. 4 FT WIDTH N/A - NO ROOF STANDPIPES OR VENTILATION HATCHES 3. PATHWAY AROUND ROOF ACCESS HATCHES, WITH AT LEAST ONE SUCH PATHWAY TO A PARAPET OR ROOF EDGE. ALLOWED PROVIDED MIN. 4 FT WIDTH N/A - NO ROOF ACCESS HATCHES 1204.6 SIZE OF PHOTOVOLTAIC ARRAY - 1. EACH PHOTOVOLTAIC ARRAY SHALL BE LIMITED TO 150 FT BY 150 FT. MULTIPLE ARRAYS SHALL BE SEPARATED BY A 3 FT WIDE CLEAR ACCESS PATHWAY. LEGEND USEABLE SOLAR AREA AREA DESIGNED TO BE SOLAR READY UNUSABLE DUE TO SHADING PER C411.5 OR MAINTENANCE ACCESS SOLAR READINESS PROJECT WIDE ROOF AREAS ROOF AREA (Gross): BUILDING MIN. SOLAR ZONE USEABLE SOLAR AREA (Gross – Shading) WAREHOUSE – 39,438.94 SF x 40% = 15,775.58 SF 21,953.90 SF OFFICE – 19,045.17 SF x 40% = 7,618.06 SF 5,581.96 SF HEATED PARKING – 2,323.59 SF x 40% = 929.44 SF 1,161.80 SF - ZONE AREA WILL BE ON WAREHOUSE FUEL ISLAND – 432 SF x 40% = 172.8 SF 300 SF - ZONE AREA WILL BE ON WAREHOUSE TOTAL: 61,239.70 SF x 40% = 24,495.88 SF 28,997.66 SF C411.2 SOLAR ZONE MINIMUM AREA (THE SMALLER OF): 1. 40% OF ROOF AREA = 24,496 SF 2. 20% OF ELECTRICAL SERVICE SIZE = 32,796 SF A A B B C C D E E F F G G H H K K 1 3 5 7 2 6 8 C.9 C.8 4 J J H.1 H.1 4' - 0" 8' - 2" 4' - 0" 4' - 0" 8' - 3 1/2" 4' - 0" 4' - 0" 8' - 6"CURB FOR FUTURE DOAS UNIT 9' - 4" 22' - 4 1/4"14' - 4"58' - 0" 9' - 4" 7' - 2 1/2" 5' - 0" 6' - 6"23' - 4 1/2" 5' - 0" 13' - 5 1/4"103' - 4 3/4" 64' - 0" 30' - 3" INVERTER AREA 2' - 0" 5' - 0" 3' - 0" 30' - 11 1/4" 9' - 4" 36' - 9" 5' - 0" 23' - 4 1/4" 12' - 2" 204' - 3" 25' - 0"25' - 0"17' - 7"6' - 5"21' - 10"24' - 0"24' - 0"24' - 0"1' - 6"24' - 8"10' - 3" 104' - 6" 40' - 6" 25' - 3" 38' - 9" 92' - 0" 36' - 0" 33' - 0" 23' - 0" 21' - 10"24' - 0" 485 SF 1,310 SF CANOPY BELOW CANOPY BELOW SUNSHADE BELOW SUNSHADE BELOW SUNSHADE BELOW CANOPY BELOW CANOPY BELOW SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN G1.05 ENERGY CODE - SOLAR READINESS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3/32" = 1'-0"1 ROOF PLAN - SOLAR ZONE AREAS A A B B C C D D E E F F G G H H J J K K 1 2 3 4 5 66 7 8 C.9 C.8 H.1 H.1 S7.01 11 S7.01 11 S4.01 20 S4.01 19 1 GI0.01 SEE NOTES 1 THROUGH 3 FOR SUBGRADE PREPARATION REUIREMENTS FOR ALL FOOTINGS NOTES: 1.ALL FOOTINGS SHOULD BEAR UPON 2 FEET OF COMPACTED CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-0.3.9(3)] ABOVE APPROVED SUBGRADE. IF SUITABLE SOILS EXIST AT THE FOUNDATION LOCATIONS, AS DETERMINED BY THE PROJECT GEOTECHNICAL ENGINEER, THE LOWER 6 INCHES OF BASE COURSE MAY BE REPLACED BY IN-PLACE SOILS COMPACTED TO A FIRM AND NONYIELDING CONDITION. 2.ALL BASE COURSE AND GRAVEL BORROW SHOULD BE COMPACTED TO 95 PERCENT RELATIVE COMPACTION (ASTM D1557). 3.THE 2 FEET OF COMPACTED BASE COURSE SHOULD EXTEND A MINIMUM OF 1 FOOT OUTWARDS FROM THE EDGE OF ALL FOOTINGS, IN EACH DIRECTION. 15 MIL VAPOR RETARDER EXAMPLE FOOTING (SEE STRUCTURAL) NATIVE SUBGRADE FLOOR SLAB (SEE STRUCTURAL) CAPILLARY BREAK COMPACT SUBGRADE BELOW CAPILLARY BREAK TO A FIRM AND NONYIELDING CONDITION CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-03.9(3)A] LOWER SIX INCHES MAY CONSISTS OF COMPACTED NATIVE SUBGRADE AT ENGINEER'S DISCRETION (SEE NOTE 1) COMPACTED GRAVEL BORROW 4-IN MIN. 1-FT MIN. 18 - I N 6- I N 1-FT MIN. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/18/2022 KEYPLAN GI0.01 FOUNDATION GROUND IMPROVEMENT SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0" FOUNDATION AND FIRST FLOOR PLAN SCALE: 1 GI0.01 BUILDING A.1 FOUNDATION SUBGRADE PREPARATION NOT TO SCALE HALEY & ALDRICH, INC. 3131 ELLIOTT AVENUE, #600 SEATTLE, WA 98121 PHONE (206)324-9530 WWW.HALEYALDRICH.COM 1/20/2022 (SEPARATE PERMIT) (SEPARATE PERMIT)(SEPARATE PERMIT) 2' - 4" 8' - 0" 1' - 0 " 2 A7.04 CMU WALL BELOW, SEE LANDSCAPE 4" 3 A7.04 SIGN ELEMENTS 6' - 0 " 3' - 0 " 6"GRADE PER CIVIL CLEAR ANODIZED ARCH ALUM LETTERING, STAND OFF WALL MIN 1" 1' - 0" 4" 3' - 0 " GRADE PER CIVIL SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.04 ENLARGED SITE DETAILS KW/RM ES SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 A.1 SCALE:1/2" = 1'-0"1 MONUMENT SIGN PLAN SCALE:1/2" = 1'-0"2 MONUMENT SIGN - FRONT ELEVATION SCALE:1/2" = 1'-0"3 MONUMENT SIGN - SECTION N 10 10 FACP WH 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 1 A4.02 A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 6 8 14 ' - 6 " 26 ' - 0 " 25 ' - 3 " 38 ' - 9 " 23 ' - 0 " 33 ' - 0 " 36 ' - 0 " 10 4 ' - 6 " 204' - 3" ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 A2.12 1 A2.13 1 1 A4.01 3 A4.01 2 A4.02 STAIR 01 ST-1 STAIR 02 ST-2 62' - 3"48' - 2" CANOPY ABOVE 10 FT HIGH MOVABLE PARTITION WALL CANOPY ABOVE CONTINUED SUNSHADE ABOVE CANOPY ABOVE CONTINUED SUNSHADE ABOVE CANOPY ABOVE FACE OF WAREHOUSE COMM/ FIBER ROOM 138 105A 106A 108A 102A 109A 113A 107C 107A 114A 110A 116A 115A 121A 122B ST-2A 124A 137A 140A 136A 135A 134B 133B 129A132A 130A131A 133A 134A 112A 103B103A 110B ST-2B 122A 138A 128B A5.02 1 A5.01 1 A2.11 1 3 A4.02 123B 126A SIMA16.0.# A1.1.3S A8.0.6 A8.0.6 A1.1.3S A1.1.3S A8.0.6 A1.0.3S A1.0.8S A1.1.8S A1.1.6S A1 . 0 . 6 S A1 . 0 . 6 S A1.0.3S A1.0.3S A3.0.3S A1.0.3S A1.0.6SA1.0.3S A6.0.2S A8.0.6 A1.1.6S A1.1.3S CONF ROOM 115 A6.0.2 A1.0.3S A8.0.6 C.9 103C C.8 17' - 1 1/2"2' - 4" 25' - 0"25' - 0"17' - 7"6' - 5"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 6' - 0" EQ EQ A8.0.6 A8.0.6 A8.0.6 A8.0.6 A8.0.6 A8.0.6 A1.1.3S UP 143A 101A100A A16.0.# A16.0.# A18.0.# A18.0.# A18.0.# A2.1.6S A16.0.# A18.0.#A18.0.# A4.0.1SA4.0.1S 1 A4.13 2 A4.15 103D 103E 137B 2 A4.11 142A CONFERENCE ROOM 144 OFFICE/ CONF ROOM 145 139A 63' - 8" 1' - 11"3' - 5" 107B A8.14 3 A8.14 1 A8.14 2 5' - 0 " A3.0.3S A3.0.8S A8.14 18 A7.31 2 A7.11 4 A7.31 5 1 A4.03 A1.0.3S 4 3' - 9 " RO 6' - 6 " 6" 14' - 4"52 ' - 0 " 1 A3.03 4 A3.03 3 A3.03 2 A3.03 A8.0.6 18 ' - 4 " J J A8.14 4 A8.14 11 101B A1.0.6S CLR 5' - 0" 3' - 6" DEMOUNTABLE PARTITION SYSTEM, OFOI DEMOUNTABLE PARTITION SYSTEM, OFOI DEMOUNTABLE PARTITION SYSTEM, OFOI ALIGN2' - 5 3/8"8' - 1 1/8" 10' - 6" ALIGN A1.0.8S 3' - 9 " 3' - 4" RO 6' - 10" 12' - 8" FO C M U FO C M U FO C M U FO C M U 12' - 8" RO 6' - 10" 11' - 3" RO 6' - 5" 3' - 4" FO C M U FO C M U ALIGN 6' - 1 1 " 4 ' - 0 " 6 ' - 6 " 1 1 " 1' - 5" FO CMU 2' - 10 1/2" 2' - 10 1/2" 15' - 11 3/8" ALIGN 1' - 0"2' - 4" 15 ' - 6 " 5' - 6" 6' - 6" 2' - 9" 2' - 9" 6' - 6"6' - 6" 2' - 9" 2' - 9" 6' - 6"6' - 6" 2' - 9" 2' - 9" 6' - 6"6' - 6" 2' - 9" 2' - 9" 6' - 6"6' - 6" 4' - 11" 6' - 3 " 6' - 6 " 10 ' - 6 " 6' - 6 " 6' - 5" 6' - 6" 2' - 9" 2' - 9" 6' - 6"6' - 6" 2' - 9" 2' - 9" 6' - 6" 1' - 10" 6' - 6" 2' - 9" 3' - 7"6' - 6" 2' - 9" 2' - 9" 6' - 6" 6' - 6" 3' - 9" 11' - 0 1/2"6' - 6" 2' - 9" 2' - 9" 6' - 6" TYP, UNO 1' - 3" FO CMU FO C M U FO C M U TY P , U N O 1' - 3 " FO SHTG / FO CONC FO C O N C 1' - 1 " 13 ' - 1 1 " FO CONC 10' - 1 1/2" 13' - 3 1/2" 3' - 5 " 26' - 2" 10' - 3" 1' - 5" 10' - 8" A7.31 9 A7.31 10 A7.31 11 A7.30 7 125A 126B ALIGN ALIGN RO 3' - 0" RO 4' - 10" 21 ' - 6 " ALIGN ALIGN 6' - 5 3 / 4 " 19 ' - 1 1 " TY P , U N O 1' - 3 " TYP, UNO 1' - 3"9' - 5"2' - 5" RO 6' - 10" 1' - 6 " 6' - 2 1 / 2 " 6 1 / 2 " 3' - 9 " 2' - 5 " 19' - 7" A4.0.3S A8.14 19 3' - 5" 5" AT MP-2 AT CMU FO CONC 5' - 4 " 6' - 8 " 5' - 4 " 6' - 8 " 5' - 4 " 6' - 8 " A8.14 3 SIM A8.14 3 1' - 3 1/2"ALIGN A8.15 3 TYP, UNO 1' - 2" 1' - 3 1/2" A8.14 19 SIM 2' - 8 1/2" A8.14 1 SIM 2' - 7 3/8" SEE 1/A7.31 SEE 4/A7.31 A8.14 2 A8.15 1 A8.15 1 SIM A8.15 11 A8.15 11 SIM A8.15 11 SIM A8.15 1 SIM A8.16 9 A8.15 12 A10.0.6 @ CMU BELOW A8.15 13 A8.0.6 RO 3' - 0" RO 3' - 0" FO S H T G FO C O N C CONTINUED SUNSHADE ABOVE A4.0.3S 121B 1. INTERIOR WALL DIMENSIONS ARE TO F.O. STUDS UNLESS NOTED OTHERWISE. 2. REFERENCE ENLARGED PLANS (SHEET A2.11 - A2.3 AND A5.01 - A5.03) FOR WALL TYPE CALLOUTS AND DIMENSIONS IN THOSE AREAS, IF NOT SHOWN ON THIS SHEET. 3. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. 4. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. 5. REFERENCE SHEET A6.03 FOR WINDOW SCHEDULE AND TYPES. 6. REFERENCE SHEET A7.01 FOR WALL TYPES. NOTE: SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.01 FLOOR PLAN - LEVEL 1 KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 FLOOR PLAN LEVEL ONE N TRUE 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 1 A4.02 A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 8 25' - 0"25' - 0"24' - 0"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 204' - 3" MAINTENANCE STORAGE 201 92 ' - 0 " 1 A4.01 3 A4.01 2 A4.02 FUTURE OFFICE 200STAIR 01 STAIR 02 FUTURE MEN'S RESTROOM FUTURE WOMEN'S RESTROOM MECH CHASE CANOPY BELOW CONTINUED SUNSHADE BELOW CANOPY BELOW CANOPY BELOW CANOPY BELOW 201A ST-1A ST-2C A5.02 2 A5.01 2 3 A4.02 ELEC/ COMM 202 202A A4.0.3S C.9 FUTURE DATA ROOM FUTURE SHOWER FUTURE SHOWER FUTURE RESTROOM FUTURE RESTROOM C.8 6' - 7 1 / 2 " 3' - 6 " 3' - 6"7' - 0" 40 ' - 6 " 25 ' - 3 " 38 ' - 9 " 10 4 ' - 6 " 201B 203B SIMA8.0.6 SIMA8.0.6 SIMA8.0.6 SIMA8.0.6 A4.0.3S SIMA8.0.6 UP DN 1 A4.13 2 A4.11 1 A4.03 203A 4 36 ' - 0 " 33 ' - 0 " 23 ' - 0 " 1 A3.03 2 A3.03 5' - 6 1/2" RO 6' - 6" ROOF ACCESS 203 5 A3.03 7 A3.03 J J STAIR STAIR STAIR STAIR H.1 H.1 COVERED WALKWAY CANOPY RO 6' - 6" 3' - 9" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6" RO 6' - 6" 2' - 9" 3' - 7" 4' - 4 1/2" 2' - 9" RO 6' - 6" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6"12' - 0" 1' - 0" 13' - 6" 13' - 6" RO 6' - 6" 10' - 6" RO 6' - 6"6' - 3" TYP, UNO 1' - 3" RO 6' - 6" 4' - 11" TYP, UNO 1' - 3" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6"5' - 6" RO 6' - 6" 2' - 9" 2' - 9" RO 6' - 6" 6' - 5" RO 6' - 8" 8' - 6 1/8" RO 6' - 6" 3' - 9" A4.0.3S A4.0.3S 2' - 2" CONTINUED SUNSHADE BELOW 03 05 06 04 6 1/2" 3' - 9" 2' - 5" A1.0.3S A1.0.3S A1.0.8S A2.1.6S A22.1.6S A1.0.6S A1.0.6S A1.1.6S A1.0.3S A1.1.6S 7' - 9 1/2" 20' - 6" +/- 6' - 9 1/2" TYP, UNO 1' - 3" TYP, UNO 1' - 3" TYP, UNO 1' - 3" TYP, UNO 1' - 3" CONTINUED SUNSHADE BELOW 1. INTERIOR WALL DIMENSIONS ARE TO F.O. STUDS UNLESS NOTED OTHERWISE. 2. REFERENCE ENLARGED PLANS (SHEET A2.11 - A2.3 AND A5.01 - A5.03) FOR WALL TYPE CALLOUTS AND DIMENSIONS IN THOSE AREAS, IF NOT SHOWN ON THIS SHEET. 3. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. 4. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. 5. REFERENCE SHEET A6.03 FOR WINDOW SCHEDULE AND TYPES. 6. REFERENCE SHEET A7.01 FOR WALL TYPES. NOTE: SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.02 FLOOR PLAN - LEVEL 2 KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 FLOOR PLAN LEVEL TWO N TRUE 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 1 A4.02 A A B B C C D E E F F G G H H K K 1 3 5 7 2 6 8 25' - 0"25' - 0"24' - 0"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 204' - 3" 69' - 0" 23' - 0" 92' - 0" 40' - 6" 64' - 0" 104' - 6" 1 A4.01 3 A4.01 2 A4.02 PARAPET COPING, TYP 1" / 1 ' - 0 " + / - 1/ 4 " / 1 ' - 0 " 1/2" / 1'-0" 1/ 4 " / 1 ' - 0 " 1/2" / 1'-0" 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/2" / 1'-0" ROOF 1 6,421 SF ROOF 3 9,077 SF ROOF 2 2,089 SF ROOF 4 295 SF CANOPY BELOW CANOPY BELOW SUNSHADE BELOW SUNSHADE BELOW SUNSHADE BELOW CANOPY BELOW CANOPY BELOW EDGE OF LOADING DOCK CANOPY 3 A4.02 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " C.9 C.8 1/2" / 1'-0"1/2" / 1'-0"1/2" / 1'-0" 1/2" / 1'-0"1/2" / 1'-0"1/2" / 1'-0" 1/2" / 1'-0"1/2" / 1'-0" 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/ 4 " / 1 ' - 0 " 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/ 4 " / 1 ' - 0 " 1/2" / 1'-0"1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/ 2 " / 1 ' - 0 " 1/ 2 " / 1 ' - 0 " 1/ 2 " / 1 ' - 0 " 1/ 2 " / 1 ' - 0 " 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0"1/2" / 1'-0" 1/2" / 1'-0" 1" / 1 ' - 0 " 1" / 1 ' - 0 " FALL PROTECTION ROOF ACCESS LADDER ST-7 FALL PROTECTION FALL PROTECTION CURB FOR FUTURE DOAS UNIT FALL PROTECTION ROOF ASSEMBLY A ROOF ASSEMBLY A ROOF ASSEMBLY A ROOF ASSEMBLY A 20 A7.40TYP 1 A7.10 5 A7.10 5 A7.10 5 A7.10 1 A7.10 5 A7.10 1 A7.10 5 A7.10 5 A7.10 5 A7.10 5 A7.10 1 A7.10 5 A7.10 5 A7.10 8 A7.40 8 A7.40 1 A4.03 4 1 A3.03 2 A3.03 5 A3.03 6 A3.03 J J 1/4" / 1'-0" 1/4" / 1'-0" FALL PROTECTION STAIR ST-4 STAIR ST-6 13' - 6" 9" 9" 8' - 6 1/2" 9' - 7" 9' - 0 1/4" 1/ 4 " / 1 ' - 0 " ROOF WALK PADS, TYP 1 A7.10 1 A7.10 ROOF WALK PADS, TYP H.1 H.1 1/4" / 1'-0" 1/8" / 1'-0"1/4" / 1'-0" 4 A7.40 3' - 7 5/8" 1/4" / 1'-0" FALL PROTECTION ON WALK PADS SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.03 ROOF PLAN KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE SCALE:1/8" = 1'-0"1 ROOF PLAN M M M M M M M M M M M M MM P M M M M M M M P P P P PP P P P P M P P P P P M M M MMMM M M M M M M M M M M M M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 C C C C C CC C C C C C C C C C C C S S SS C 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 1 A4.02 A A B B C C D E E F F G G H H K K 1 3 5 7 2 6 6 8 25' - 0"25' - 0"24' - 0"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 204' - 3" 1 A4.01 3 A4.01 2 A4.02 40' - 6" 25' - 3" 38' - 9" 104' - 6" 92' - 0" 103 107 102 101 100 143 142 106 105 108 109 112 113 111 114 110 116 ? 141 140 139 136 135 137 128 134 133 126 125 124 123131 130 129132 122 121 119 118 ST-1 ST-2 UNDERSIDE OF STAIRS ABOVE 10' - 0" ACP 10' - 0" ACP 9' - 0" ACP OTS OTS 9' - 0" GYP 9' - 0" GYP 10' - 0" GYP 8' - 0" MRGWB 10' - 0" GYP 10' - 0" ACP 10' - 0" ACP 10' - 0" GYP 10' - 0" ACP 9' - 0" ACP 9' - 0" ACP 12' - 0" ACP 12' - 0" GYP 10' - 0" WD 9' - 0" ACP 10' - 0" WD 12' - 0" ACP 10' - 0" WD 9' - 0" ACP 8' - 0" GYP 8' - 0" GYP 10' - 0" GYP TRACK FOR MOVABLE PARTITION 10' - 0" MTL CANOPY 10' - 0" MTL 10' - 0" MTL SUNSHADE CANOPY CANOPY SUNSHADE SUNSHADE CANOPY 138 OTS 3 A4.02 10' - 0" ACP C.9 10' - 0" ACP 9' - 0" ACP 9' - 0" GYP 115 9' - 0" ACP 10' - 0" ACP 10' - 0" ACP 9' - 0" GYP 9' - 0" GYP 9' - 0" GYP 10' - 0" GYP 9' - 0" ACP 9' - 0" GYP 9' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 9' - 0" ACP OTS C.8 OTS 9' - 0" ACP 9' - 0" ACP 9' - 0" GYP 9' - 0" GYP 10' - 0" GYP 1 A4.13 2 A4.11 9' - 0" ACP 9' - 0" ACP 10' - 0" ACP 1 A8.13 10' - 0" WD 2 A8.13 3 A8.13 10 A8.13 1 A4.03 4 1 A3.03 2 A3.03 36' - 0" 33' - 0" 23' - 0" 9' - 0" ACP J J TYP TYP TYP TYP 10' - 0" WD 10' - 0" WD 144 145 8' - 0" MRGWB 8' - 0" MRGWB 8' - 0" MRGWB 4 A8.13 1 A8.13 TYP 2 A8.13 9 A8.13 10 A8.13 TYP 11 A8.13 12 A8.13 7' - 1" GYP 7' - 1" GYP 1 A8.17 TYP 1 A8.17 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 10' - 0" GYP 3' - 0" 19' - 9 7/8"2' - 10"2' - 10"19' - 8"3' - 0" 3' - 0" 29' - 7 1/4" 3' - 0" 10' - 0" GYP 10' - 0" GYP 1' - 3 1/4" 1' - 2" 9' - 0" GYP 10' - 0" GYP 12 A8.13 SIM S CEILING-MOUNTED 2'X2' LIGHT FIXTURE CEILING-MOUNTED 2'X4' LIGHT FIXTURE CEILING-MOUNTED 1'X4' LIGHT FIXTURE PENDANT -MOUNTED LIGHT FIXTURE WALL-MOUNTED STRIP LIGHT FIXTURE DOWNLIGHT SCONCE-TYPE (WALL-MOUNTED) LIGHT CEILING-MOUNTED EXIT LIGHT STANDARD LIGHT FIXTURES HVAC DIFFUSERS (SIZE AND TYPE PER MECHANICAL DRAWINGS) HVAC RETURNS/EXHAUSTS (SIZE AND TYPE PER MECHANICAL DRAWINGS) CEILING-MOUNTED ACCESS PANEL 12x12 UNO. (24X24 AT RMS 105 & 135) FIRE SPRINKLER SPEAKER WALL-MOUNTED EXIT LIGHT RCP SYMBOLS SMOKE DETECTORSD MAT X'-X" CEILING HEIGHT/ MATERIAL INDICATOR MATERIAL HEIGHT GYP BD ACP CEILING FINISHES CEILING-MOUNTED MISC ITEMS OTS MTL SOUND CANCELATION DEVICE M P OCCUPANCY SENSOR PHOTO SENSOR C SECURITY CAMERA WD CLNG FIRE ALARM WIFI SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.04 REFLECTED CEILING PLAN - LEVEL 1 KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 REFLECTED CEILING PLAN - LEVEL 1 N TRUE C C 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 C C D E E F F G G H H K 3 5 2 6 6 1 A4.01 2 A4.02 24' - 0"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 154' - 3" 201 FUTURE MEN'S RESTROOM FUTURE WOMEN'S RESTROOM MECH CHASE ST-1 ST-2 OTS OTS 3 A4.02 C.9 OTS 202 C.8 OTS OTS 4 5 A3.03 J OTS 200 203 H.1 H.1 36' - 0" 33' - 0" 69' - 0" 2 A4.01 K 6 ST-2 4 J OTS S CEILING-MOUNTED 2'X2' LIGHT FIXTURE CEILING-MOUNTED 2'X4' LIGHT FIXTURE CEILING-MOUNTED 1'X4' LIGHT FIXTURE PENDANT -MOUNTED LIGHT FIXTURE WALL-MOUNTED STRIP LIGHT FIXTURE DOWNLIGHT SCONCE-TYPE (WALL-MOUNTED) LIGHT CEILING-MOUNTED EXIT LIGHT STANDARD LIGHT FIXTURES HVAC DIFFUSERS (SIZE AND TYPE PER MECHANICAL DRAWINGS) HVAC RETURNS/EXHAUSTS (SIZE AND TYPE PER MECHANICAL DRAWINGS) CEILING-MOUNTED ACCESS PANEL 12x12 UNO. (24X24 AT RMS 105 & 135) FIRE SPRINKLER SPEAKER WALL-MOUNTED EXIT LIGHT RCP SYMBOLS SMOKE DETECTORSD MAT X'-X" CEILING HEIGHT/ MATERIAL INDICATOR MATERIAL HEIGHT GYP BD ACP CEILING FINISHES CEILING-MOUNTED MISC ITEMS OTS MTL SOUND CANCELATION DEVICE M P OCCUPANCY SENSOR PHOTO SENSOR C SECURITY CAMERA WD CLNG FIRE ALARM WIFI SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.05 REFLECTED CEILING PLAN - LEVEL 2 KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 REFLECTED CEILING PLAN - LEVEL 2 SCALE:1/8" = 1'-0"2 REFLECTED CEILING PLAN - LEVEL 2 N TRUE N TRUE WH 4 A4.02 2 A4.01 A A B B C C D E E F F G G H H K K 1 3 5 7 2 6 8 1 A4.01 3 A4.01 2 A4.02 3 A4.02 A8.024 A8.03 7 6 A8.034 3 3 A8.01 9 A8.0619 16 A8.028 A8.02 11 A8.02 13 A8.03 18 21 A8.0312 11 1012 11 2 12 10 16 14 19 10 9 8 A8.01 1 A8.01 7 4 3 2 68 5 A8.074 1 3 2 1 9 15 A8.06 12 A8.02 18 13 11 10 17 21 20 A8.0317 15 14 ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 10 FT HIGH MOVABLE PARTITION WALL WAREHOUSE CANOPY ABOVE FACE OF WAREHOUSE COMM/ FIBER ROOM 138 CONF ROOM 115 C.9 C.8 16 20 1 2 5 6 5 7 1 A4.13 2 A4.11 17 1 A4.03 4 J A8.07 11 1012 A8.0313 A8.07 13 18 A8.0219 RUBBER STAIR TREADS RUBBER STAIR TREADS FLOOR BOX, TYP. 6 A8.18 6 A8.18 TYP TYP 6 A8.18TYP FD FD FD FD FD FD FD FDFD FD FD 2% SLOPE TYP WALK OFF CARPET TILE CERAMIC TILE FLOOR FINISHES SEALED CONCRETE CARPET TILE RUBBER FLOOR HETEROGENEOUS VINYL ROLL (LVT-4) CONCRETE HETEROGENEOUS VINYL ROLL (LVT-2) HETEROGENEOUS VINYL ROLL (LVT-3) SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.06 FINISH FLOOR PLAN -LEVEL 1 KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 FINISH PLAN LEVEL ONE N TRUE UP UP UP UP WALK OFF CARPET TILE CERAMIC TILE FLOOR FINISHES SEALED CONCRETE CARPET TILE RUBBER FLOOR HETEROGENEOUS VINYL ROLL (LVT-4) CONCRETE HETEROGENEOUS VINYL ROLL (LVT-2) HETEROGENEOUS VINYL ROLL (LVT-3) 4 A4.02 2 A4.01 1 A4.02 A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 8 1 A4.01 3 A4.01 2 A4.02 3 A4.02 A8.0312 11A8.07 6 5 10 9 7 8 C.9 25' - 0"25' - 0"24' - 0"21' - 10"24' - 0"24' - 0"24' - 0"36' - 5" 204' - 3" MAINTENANCE STORAGE 201 8527 SF FUTURE OFFICE 200 STAIR 01 ST-1 STAIR 02 ST-2 FUTURE MEN'S RESTROOM FUTURE WOMEN'S RESTROOM MECH CHASE CANOPY BELOW SUNSHADE BELOW SUNSHADE BELOW SUNSHADE BELOW CANOPY BELOW CANOPY BELOW CANOPY BELOW ELEC/ COMM 202 FUTURE DATA ROOM FUTURE SHOWER FUTURE SHOWER FUTURE RESTROOM FUTURE RESTROOM C.8 1 A4.13 2 A4.11 A8.079 1 A4.03 4 J J STAIR ST-4 STAIR ST-3 STAIR ST-5 STAIR ST-6 H.1 H.1 40' - 6" 25' - 3" 38' - 9" RUBBER STAIR TREADS RUBBER STAIR TREADS FD FD SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.07 FINISH FLOOR PLAN -LEVEL 2 KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE SCALE:1/8" = 1'-0"1 FINISH PLAN LEVEL TWO FACP WH 1 A3.02 2 A3.01 2 A3.02 1 A3.01 4 A4.02 2 A4.01 1 A4.02 A A B B C C D D E E F F G G H H K K 1 3 5 7 2 6 6 8 1 A4.01 3 A4.01 2 A4.02 3 A4.02 C.9 C.8 1 A4.13 2 A4.15 2 A4.11 ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 10 FT HIGH MOVABLE PARTITION WALL FACE OF WAREHOUSE COMM/ FIBER ROOM 138 CONF ROOM 115 UP 1 A4.03 4 1 A3.03 4 A3.03 3 A3.03 2 A3.03 J J SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.08 FURNITURE PLAN -LEVEL 1 KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE SCALE:1/8" = 1'-0"1 FURNITURE PLAN LEVEL ONE C 3 A8.049 7 8 6 A8.04 1 PUBLIC RESTROOM 106 PUBLIC RESTROOM 105 24 3 A8.04 5 LOBBY 101 A8.028 A1.0.3S A1.1.3S A22.1.3S A6.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.6S CONF ROOM STOR 108 CASH COUNTING 109 PRIVACY ROOM 113 MOTHERS ROOM 112 A1.1.8S A1.1.6S A1.1.6S A1.0.3S A1.1.3S A1.0.3S A1.0.3S A1.0.3S 4' - 8 3/4"1' - 3"3"10' - 4"8' - 0" 6' - 10" 3' - 9" 4' - 2" 6' - 6" 7' - 7" C.8 1' - 0" A1.1.6S A2.0.3S CORRIDOR 111 LARGE CONFERENCE ROOM 103 CLR 1' - 6" CLR 1' - 6" 2' - 1" 1' - 6" A6.0.2S A1.0.3S 6 5 7 1' - 2" FD FD 1' - 6" 4 CLR 1' - 6" CLR 1' - 6" A8.07 11 1012 A8.0313 EQ EQ 1' - 6" A1.0.3S A6.0.2S A1.0.3S A8.0219 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.11 ENLARGED PLANS KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 ENLARGED PLAN - PUBLIC RESTROOMS F 6 A8.04 10 RESTROOMS VEST 140 WOMEN'S RESTROOM 136 MEN'S RESTROOM 135 A8.04 13 A8.04 23 16 15 14 21 2224 A8.0412 A8.0524 11 23 A8.04 A8.05 21 18 17 22 A1.0.6S A1.0.3S A1.0.3S A1.0.8S A1.0.8S A1.0.6S A2.0.6S A6.0.3 A1.0.3S A1.0.6S A1.0.6S A1.0.3S A1.0.3S A1.0.3S A6.0.2S 6' - 9 1/2"5' - 8"4' - 3 1/2"13' - 9 1/2" 7' - 6" 12' - 6" 6' - 9" 2' - 0" 11' - 10" 1' - 6" 1' - 6"EQ EQ 1' - 6" A1.0.3S 3' - 1"3' - 1"3' - 1"3' - 0" CLR EQ EQ EQ 5' - 1" MIN CLR A1.0.3S 3' - 0" CLR 3' - 1"3' - 1"3' - 1" ALIGN A8.14 6 A7.20 13 A7.30 7 4' - 3 1/2" 10 1/2" CLR 1' - 6"1' - 6" 4' - 6" 8 1/2" 5 A8.17 WELLNESS AEROBICS 137 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 COMM/ FIBER ROOM 138 OFFICE/ CONF ROOM 145 2' - 0" 3' - 0" 3' - 0" EQ EQEQEQEQEQEQEQ 5' - 1" MIN CLR EQ EQ EQ3' - 0"3' - 0"EQ A1.0.3S 1' - 2 1/2" A8.07 13 4' - 3 1/2" 10 1/2" BALLET BARRE 6" 4' - 0" 6"3' - 0" ALIGN A8.14 2 SIM 5 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.12 ENLARGED PLANS KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 ENLARGED PLAN - RESTROOMS G H 6 WOMEN'S LOCKER ROOM 133 MEN'S LOCKER ROOM 134 CORRIDOR 123 ADA SHOWER 132 ADA SHOWER 131 SHOWER 130 SHOWER 129 A8.054 A8.05 A8.05 14 A8.06 1 A8.06 6 A8.05 18 A8.069 A8.05 7 A8.05 1 3 2 8 9 10 4 3 2 5 8 7 13 16 15 17 20 19 12 11 6 5 A1.0.3S A1.0.3S A1.0.3S A1.0.6S A1.0.3S A1.0.3S A5.0.3S A1.0.3S A4.0.3S A5.0.6S A4.0.3S A4.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.6S A1.0.3S A5.0.3S A4.0.3S A4.0.3S 10' - 2 1/2"24' - 0"12' - 1" 6' - 2 1/8" 1' - 6" 5' - 0" 15' - 7" 6' - 2" 4' - 7 1/2" 3' - 2" 3' - 5 1/2" 4' - 4" 5' - 0" 4' - 0"3' - 2"8"2' - 7 1/2"4' - 0"4' - 9 1/2" 1' - 6" 9' - 2" 17' - 7" 4" 4'-3" MIN CLR 3' - 0" 3' - 0" A5.0.3S A5.0.3S A5.0.3S A4.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.3S A1.0.6S A6.0.1S A6.0.1S A1.0.3S A4.0.6S A1.0.3S A5.0.3S A1.0.3S 3' - 5 1/2" ALIGN A8.14 14 FD FD FD FD A5.0.3S A5.0.3S 9 A8.17 10 A8.17 9 A8.17 13 A8.17 11 A8.17 12 A8.17 BALLET BARRE CUST/ UTIL CLOSET 124 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 LOCKER FILLER PANEL, TYP AT CORNERS AND FINISHED END PANELS TYP TYP TYP A1.0.6S A1.0.3S SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN A2.13 ENLARGED PLANS KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 ENLARGED PLAN - LOCKERS / SHOWERS LEVEL 1 0' -0" 4 A4.02 1 A4.02 ABCDEFGHK 2 A4.02 CANOPY CMU VENEER MP-2 METAL PANEL FACE OF WAREHOUSE BUILDING CANOPY 3 A4.02 C.8 CONTINUOUS SUNSHADE EL 135.00 W01 W02 W03 W04 W05 W06 W08W07 W09 W10 W11 W12 W13 W14 W15 W16 W20 W21 W22 W24 W25 W26 W27 W74 W75 W76 W77 W78 W79 W80 W81 W82 W83 W84 W85 W86 W87 W88 W89 W90 W91 W17 W18 W92 W93 W94 W95 W19 W23 W28 CANOPY W 124 COVERED WALKWAY (BIDDER DESIGN) ROOF ACCESS LADDER ST-7 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" PARAPET CAP - COLOR TO MATCH MP-3, TYP MP-3 METAL PANEL MP-2 METAL PANEL MP-1 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP MP-3 METAL PANEL J FF LEVEL 14' -0" OVERFLOW NOZZLE H.1 POWER OUTLET LIGHT FIXTURE SEE ELEC SECURITY CAMERA PEDESTAL CARD READER AND ADA PUSH BUTTON RAIN LEADER PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-2 FLASHING - COLOR TO MATCH MP-1 FLASHING - COLOR TO MATCH MP-2 BUILDING IDENTIFICATION SIGNAGE ALIGN 28' - 0" LEVEL 1 0' -0" 4 A4.02 1 A4.02 A B C D E F G H K 2 A4.02 CMU VENEER MP-1 METAL PANEL MP-3 METAL PANEL CONTINUOUS SUNSHADE CONTINUOUS SUNSHADE FACE OF NEW WAREHOUSE BUILDING CANOPY 3 A4.02 C.9C.8 EL 135.00 W29 W30 W31 W32 W33 W34 W35 W36 W37 W44 W45 W46 W47 W48 W49 W50 W51 W52 W96 W97 W98 W99 W 102 W 103 W 100 W38 W39 W40 W 101 W 104 W 105 W 106 W 107 W 108 W 109 W43 CANOPY W42 COVERED WALKWAY (UNDER DESIGN) MP-2 METAL PANEL ROOF ACCESS LADDER ST-7 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" MP-2 METAL PANEL MP-3 METAL PANEL BREAK MTL ALUM FLASHING - COLOR TO MATCH MP-2 BREAK MTL ALUM LIGHT FIXTURE W41 J FF LEVEL 14' -0" OVERFLOW NOZZLE WALL HYDRANT POWER OUTLET OVERFLOW NOZZLE OVERFLOW NOZZLE LIGHT FIXTURE SEE ELEC H.1 SECURITY CAMERA RAIN LEADER CANOPY PEDESTAL CARD READER AND ADA PUSH BUTTON PEDESTAL CARD READER AND ADA PUSH BUTTON SECURITY CAMERA PARAPET CAP - COLOR TO MATCH MP-3, TYP PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-1 PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-2 PARAPET CAP - COLOR TO MATCH MP-3, TYP PARAPET CAP - COLOR TO MATCH MP-3, TYP. FLASHING - COLOR TO MATCH MP-2 OVERFLOW NOZZLE LIGHT FIXTURE SEE ELEC BUILDING IDENTIFICATION SIGNAGE SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A3.01 ELEVATIONS KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 NORTH ELEVATION SCALE:1/8" = 1'-0"2 SOUTH ELEVATION LEVEL 1 0' -0" 2 A4.01 1 3 5 72 6 8 1 A4.01 3 A4.01 MP-1 METAL PANEL BRAKE MTL ALUM MP-3 METAL PANEL CANOPY EL 135.00 W64 W65 W66 W67 W68 W69 W70 W71 W 118 W 119 W 120 W 121 W 122 W 123 SUNSHADE SUNSHADE ROOF ACCESS LADDER ST-7 MP-2 METAL PANEL T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" 1 A4.03 MP-2 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP. MP-1 METAL PANEL MP-3 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP CMU VENEER OVERFLOW NOZZLE W72 W73 CMU VENEER POWER OUTLET SECURITY CAMERA PEDESTAL CARD READER AND ADA PUSH BUTTON LIGHT FIXTURE SEE ELEC PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-1 FLASHING - COLOR TO MATCH MP-2 PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-2 WH BLDG BEYOND BUILDING IDENTIFICATION SIGNAGE FLASHING - COLOR TO MATCH MP-2 BLDG SIGNAGE 17601 BLDG ADDRESS LEVEL 1 0' -0" 2 A4.01 1268 T.O BEAM 13' -6" 1 A4.01 3 A4.01 CANOPY CMU VENEER MP-3 METAL PANEL MP-2 METAL PANEL MP-1 METAL PANEL EL 135.00 W53 W54 W55 W56 W57 W58 W59 W61 W62 W63 W 111 W 112 W 114 W 115 W 116 W 117 SUNSHADE BEYOND CANOPY SUNSHADE ROOF ACCESS LADDER ST-7 BEYOND T.O. PARAPET 19' -0" T.O PARAPET 33' -6" 1 A4.03 PARAPET CAP - COLOR TO MATCH MP-3, TYP PARAPET CAP - COLOR TO MATCH MP-3, TYP MP-1 METAL PANEL MP-3 METAL PANEL MP-2 METAL PANEL FLASHING - COLOR TO MATCH MP-2 BREAK MTL ALUM W 113 W60 LIGHT FIXTURE SEE ELEC LIGHT FIXTURE SEE ELEC OVERFLOW NOZZLE BEYOND CARD READER SECURITY CAMERA CARD READERS PEDESTAL CARD READER AND ADA PUSH BUTTON PEDESTAL CARD READER AND ADA PUSH BUTTON RAIN LEADER OVERFLOW NOZZLE ELECTRICAL ENCLOSURE SEE ELEC W 130 PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-1 PARAPET CAP - COLOR TO MATCH MP-3, TYP. FLASHING - COLOR TO MATCH MP-2 FLASHING - COLOR TO MATCH MP-1 POWER OUTLET SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A3.02 ELEVATIONS KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1SCALE:1/8" = 1'-0"2 WEST ELEVATION SCALE:1/8" = 1'-0"1 EAST ELEVATION LEVEL 1 0' -0" 7 3 A4.01 T.O. PARAPET 19' -0" T.O PARAPET 33' -6"PARAPET CAP - COLOR TO MATCH MP-3, TYP SUNSHADE MP-3 METAL PANEL BREAK MTL ALUM CMU VENEER W 131 W 132 MP-2 METAL PANEL SECURITY CAMERA FLASHING - COLOR TO MATCH MP-2 LEVEL 1 0' -0" A T.O BEAM 13' -6" T.O. PARAPET 19' -0" PARAPET CAP - COLOR TO MATCH MP-3, TYP. MP-2 METAL PANEL CANOPY CMU VENEER POWER OUTLET LEVEL 1 0' -0" A T.O BEAM 13' -6" 2 A4.11 T.O. PARAPET 19' -0" W 125 PARAPET CAP - COLOR TO MATCH MP-3, TYP. MP-2 METAL PANEL CANOPY MP-3 METAL PANEL FLASHING - COLOR TO MATCH MP-2 LEVEL 1 0' -0" 76 8 3 A4.01 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" PARAPET CAP - COLOR TO MATCH MP-3, TYP MP-2 METAL PANEL CANOPY SUNSHADE LIGHT FIXTURE ON-1 BEYOND FACE OF WH BLDG CARD READER FLASHING - COLOR TO MATCH MP-2 POWER OUTLET 1 32 T.O BEAM 13' -6" 1 A4.01 T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" 1 A4.03 4 W 118 W 119 PARAPET CAP - COLOR TO MATCH MP-3, TYP BREAK MTL ALUM LIGHT FIXTURE MP-3 METAL PANEL FINISHED ROOFSTAIR ST-4 WH BLDG BEYOND WALL HYDRANT FLASHING - COLOR TO MATCH MP-1 MP-1 METAL PANEL 5 6 T.O BEAM. 28' -0" 2 A4.14 T.O. PARAPET. 45' -0" 4 MP-2 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP LIGHT FIXTURE WALL HYDRANT ROOF ACCESS LADDER ST-7 PARAPET CAP - COLOR TO MATCH MP-3, BEYOND FINISHED ROOF FACE OF WH BLDG MP-2 PANEL OVERFLOW NUZZLE / RAIN LEADER 6 T.O BEAM 13' -6" 3 A4.01 2 A4.15 T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" WALL HYDRANTSTAIR ST-6 PARAPET CAP - COLOR TO MATCH MP-3, TYP. FLASHING - COLOR TO MATCH MP-1 MP-1 METAL PANEL SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A3.03 ELEVATIONS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 PARTIAL ELEVATION - WEST SCALE:1/8" = 1'-0"4 PARTIAL ELEVATION - NORTH SCALE:1/8" = 1'-0"3 PARTIAL ELEVATION - SOUTH SCALE:1/8" = 1'-0"2 PARTIAL ELEVATION - WEST SCALE:1/8" = 1'-0"5 PARTIAL ELEVATION - LEVEL 2 WEST SCALE:1/8" = 1'-0"6 PARTIAL ELEVATION - LEVEL 2 STAIRTOWER - WEST SCALE:1/8" = 1'-0"7 PARTIAL ELEVATION - LEVEL 2 EAST LEVEL 1 0' -0" 4 A4.02 1 A4.02 A B C D E F G H K T.O BEAM 13' -6" T.O BEAM. 28' -0" 2 A4.02 ENTRY VEST 100 LOBBY 101 CORRIDOR 117 ENTRY VEST 122 FUTURE OFFICE 200 STAIR-2 LANDING STAIR-2 LANDING 3 A4.02 C.9C.8 A4.14 2 A4.13 2 T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" JH.1 LEVEL 1 0' -0" 4 A4.02 1 A4.02 ABCDEFGHK T.O BEAM 13' -6" T.O BEAM. 28' -0" 2 A4.02 FUTURE OFFICE 200 CREW ROOM 121 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 116 ELEV ROOM 114 CORRIDOR 111 MOTHERS ROOM 112 CASH COUNTING 109 LOBBY 101 CONF ROOM STOR 102 REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS 3 A4.02 C.8 W94 W95 T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" J ROOF ACCESS LADDER ST-7 STAIR ST-3 STAIR ST-4 H.1 LEVEL 1 0' -0" 4 A4.02 1 A4.02 A B C D E F G H K T.O BEAM 13' -6" 2 A4.02 CSR LOBBY/ OFFICE 143 OFFICE/ CONF ROOM 142 WELLNESS AEROBICS 137 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS 3 A4.02 C.9 COMM/ FIBER ROOM 138 C.8 W 104 W 105 W 106 W 107 W 108 W 109 W35 W36 W37 W38 W39 W40 W96 W97 W98 W99 W 100 W 101 W 102 W 103 T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" J STAIR ST-6 LIGHT FIXTURE SEE ELEC H.1 LIGHT FIXTURE MIRRORSBALLET BARRE A7.11 1 A7.11 11 A7.45 17 A7.30 7 A7.11 10 LIGHT FIXTURE ROOF ACCESS ST-7 A7.20 13 A7.10 14 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.01 BUILDING SECTIONS KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"2 LONGITUDINAL SECTION - WEST & EAST ENTRY SCALE:1/8" = 1'-0"1 LONGITUDINAL SECTION - NORTH SIDE SCALE:1/8" = 1'-0"3 LONGITUDINAL SECTION - SOUTH SIDE LEVEL 1 0' -0" 2 A4.01 1 3 5 726 8 T.O BEAM 13' -6" 1 A4.01 3 A4.01 LARGE CONFERENCE ROOM 103 LOBBY 101 CSR LOBBY/ OFFICE 143 A4.11 1 REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS A4.12 1 W 120 W 121 W 122 W 123 T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" 1 A4.03 4 ROOF ACCESS LADDER ST-7 A7.10 2 A7.10 6 OPP A7.10 11 LEVEL 1 0' -0" 2 A4.01 13572 6 T.O BEAM 13' -6" T.O BEAM. 28' -0" 1 A4.01 3 A4.01 FUTURE OFFICE 200 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 CORRIDOR 111 ENTRY VEST 110 A4.14 1 W63W62W61 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" 1 A4.03 4 REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS A7.10 3 OPP A7.10 11 A7.45 11 A7.11 1 LEVEL 1 0' -0" 2 A4.01 2 6 8 T.O BEAM 13' -6" 1 A4.01 3 A4.01 FUTURE OFFICE 200 CREW ROOM 121 CORRIDOR 117 MEN'S LOCKER ROOM 134 ADA SHOWER 131 ADA SHOWER 132 WOMEN'S LOCKER ROOM 133 WELLNESS WEIGHT/ EQUIP 128 A4.15 1 A4.15 3 A4.12 2 T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" 4 ROOF ACCESS LADDER ST-7 TEMP HEATER PER MECH LEVEL 1 0' -0" 2 A4.01 2 6 8 T.O BEAM 13' -6" 1 A4.01 3 A4.01 CORRIDOR 117 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 RESTROOMS VEST 140 ENTRY VEST 139 FUTURE OFFICE 200 A4.14 3 OPP T.O. PARAPET 19' -0" T.O. PARAPET. 45' -0" T.O PARAPET 33' -6" 4 ROOF ACCESS LADDER ST-7 A7.10 19 AT GRID 2 13'-2" CLR GRID 4 TO 6 10'-2" CLR AT SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.02 BUILDING SECTIONS KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 CROSS SECTION - LARGE CONFERENCE ROOM / CSR SCALE:1/8" = 1'-0"2 CROSS SECTION - OPEN OFFICE SCALE:1/8" = 1'-0"4 CROSS SECTION - CREW ROOM SCALE:1/8" = 1'-0"3 CROSS SECTION - SOUTH ENTRY LEVEL 1 0' -0" 1 A4.02 ABCD T.O BEAM 13' -6" 2 A4.02 C.8 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" STAIR ST-4 LARGE CONFERENCE ROOM 103 BREAK ROOM 107 PROVIDE BLOCKING FOR SIGNAGE A7.10 10 A7.10 2 A7.10 4 A7.11 5 A7.11 10 A7.11 2 SIM @ MP-1 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.03 BUILDING SECTIONS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 LONGITUDINAL SECTION - LARGE CONFERENCE RM/ BREAK RM LEVEL 1 0' -0" 1 T.O BEAM 13' -6" TYPICAL ROOF ASSEMBLY LARGE CONFERENCE ROOM 103 SUSPENDED GWB CEILING SHEET METAL PARAPET COPING SUNSHADE A7.10 5 A7.10 15 OPP FOOTING PER STRUCTURAL T.O. PARAPET 19' -0" A7.45 5 A10.0.6 A8.0.6 A12.0.6 TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL PARAPET WALL ASSEMBLY TYPICAL MASONRY VENEER WALL ASSEMBLY COLUMN BEYOND A4.0.1S TYPICAL COLUMN WRAP WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 16 OPP A7.10 20 2' - 0" LEVEL 1 0' -0" 1 T.O BEAM 13' -6" TYPICAL ROOF ASSEMBLY SHEET METAL PARAPET COPING SUSPENDED CEILING SUNSHADE A7.20 9 A7.20 12 A7.20 10 T.O. PARAPET 19' -0" A7.45 5 OPP OPP A7.10 9 OPP A4.0.3S A12.0.6 A8.0.6 TYPICAL PARAPET WALL ASSEMBLY FOOTING PER STRUCTURAL COLUMN BEYOND A4.0.1S LARGE CONFERENCE ROOM 103 TYPICAL COLUMN WRAP WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL SOFFIT WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY 2' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.11 WALL SECTIONS KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 WALL SECTION - LARGE CONFERENCE ROOM / SUNSHADE SCALE:1/2" = 1'-0"2 WALL SECTION - LARGE CONFERENCE ROOM EXIT DOOR LEVEL 1 0' -0" 7 T.O BEAM 13' -6" TYPICAL ROOF ASSEMBLY SUSPENDED GWB CEILING SHEET METAL PARAPET COPING SUNSHADE CSR LOBBY/ OFFICE 143 A7.31 4 OPP A7.10 9 OPP A7.45 5 A7.10 16 OPP T.O. PARAPET 19' -0" A16.0.# A8.0.6 A12.0.6 A4.0.1S TYPICAL MASONRY VENEER WALL ASSEMBLY WITH LOW WALL TYPICAL COLUMN WRAP WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL PARAPET WALL ASSEMBLY FOOTING PER STRUCTURAL TYPICAL FLOOR LEVEL 1 ASSEMBLY 2' - 0" LEVEL 1 0' -0" 8 T.O BEAM 13' -6" TYPICAL ROOF ASSEMBLY SUSPENDED GWB CEILING SHEET METAL PARAPET COPING SUNSHADE WELLNESS WEIGHT/ EQUIP 128 T.O. PARAPET 19' -0" A7.10 12 A7.10 9 OPP A8.16 2 A12.0.6 A8.0.6 FOOTING PER STRUCTURAL TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL PARAPET WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.45 9 SLOPED SIDE WALK BEYOND A8.0.6 2' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.12 WALL SECTIONS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 WALL SECTION - CSR OFFICE / SUNSHADE SCALE:1/2" = 1'-0"2 WALL SECTION - WELLNESS / SUNSHADE LEVEL 1 0' -0" A T.O BEAM 13' -6" A7.31 2 A7.31 10 A7.31 14 T.O. PARAPET 19' -0" A7.10 9 OPP A7.10 16 OPP A8.16 2 A7.45 8 A7.45 4 A16.0.# A12.0.6 12 A7.45 TYPICAL ROOF ASSEMBLY SUSPENDED ACT CEILING SHEET METAL PARAPET COPING FOOTING PER STRUCTURAL TYPICAL PARAPET WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL MASONRY VENEER WALL ASSEMBLY CSR LOBBY/ OFFICE 143 TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 6 OPP A7.10 7 OPP A7.10 2 A7.45 20 A8.0.6 AT BEAM INTERSECTION 2' - 0" LEVEL 1 0' -0" A T.O BEAM 13' -6" T.O. PARAPET 19' -0" A7.30 17 A7.10 9 OPP A7.31 9 A7.31 5 A8.0.6 A12.0.6 12 A7.45 TYPICAL PARAPET WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY SHEET METAL PARAPET COPING TYPICAL ROOF ASSEMBLY SUSPENDED GWB CEILING FOOTING PER STRUCTURAL ENTRY VEST 100 TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 6 OPP A7.10 7 OPP 2' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.13 WALL SECTIONS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 WALL SECTION - CSR LOBBY SCALE:1/2" = 1'-0"2 WALL SECTION - WEST ENTRY LEVEL 1 0' -0" K T.O BEAM 13' -6" ENTRY VEST 122 TYPICAL ROOF ASSEMBLY SHEET METAL PARAPET COPINGA7.10 9 OPP A7.45 7 A7.45 11 T.O. PARAPET. 45' -0" T.O. BEAM. 40' -0" A8.1.6 A12.1.6 A8.1.6 ST-2 PARAPET WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY TYPICAL ST-2 METAL SIDING WALL ASSEMBLY TYPICAL ST-2 METAL SIDING WALL ASSEMBLY ST-2 1 HR RATES SUSPENDED GWB CEILING AT ST-2 CANOPY FOOTING PER STRUCTURAL 2' - 0" LEVEL 1 0' -0" 2 T.O BEAM 13' -6" ENTRY VEST 110 TYPICAL ROOF ASSEMBLY SHEET METAL PARAPET COPING A7.45 7 A7.45 11 A7.10 8 OPP A7.10 9 OPP T.O. PARAPET 19' -0" A4.0.1S A12.0.6 A8.0.6 FOOTING PER STRUCTURAL SUSPENDED GWB CEILING CANOPY COLUMN BEYOND TYPICAL PARAPET WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL COLUMN WRAP WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.45 17 2' - 0" LEVEL 1 0' -0" 6 T.O BEAM 13' -6" ENTRY VEST 139 FUTURE OFFICE 200 TYPICAL ROOF ASSEMBLY SHEET METAL PARAPET COPING A7.10 9 OPP A7.45 11 A7.45 7 A7.30 15 OPP T.O PARAPET 33' -6" SIMA8.0.6 A12.0.6 A8.0.6 A8.0.6 TYPICAL FLOOR LEVEL 2 ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY METAL SIDING WALL ASSEMBLY FOOTING PER STRUCTURAL SUSPENDED GWB CEILING PARAPET WALL ASSEMBLY A7.45 17 2' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.14 WALL SECTIONS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"2 WALL SECTION - EAST ENTRY SCALE:1/2" = 1'-0"1 WALL SECTION - NORTH ENTRY CANOPY SCALE:1/2" = 1'-0"3 WALL SECTION - SOUTH ENTRY LEVEL 1 0' -0" C T.O BEAM 13' -6" T.O BEAM. 28' -0" TYPICAL ROOF ASSEMBLY A7.40 8 A7.40 10 TYP TYP T.O PARAPET 33' -6" A6.0.2 SIMA8.0.6 A12.0.6 A4.0.1 FUTURE OFFICE 200 OPEN OFFICE ENG/ DES 141 CSR LOBBY/ OFFICE 143 SHEET METAL PARAPET COPING PARAPET WALL ASSEMBLY STRUCTURAL BRACED FRAME METAL SIDING WALL ASSEMBLY TYPICAL CEILING SOFFIT ASSEMBLY TYPICAL BRACED FRAME ASSEMBLY TYPICAL FLOOR LEVEL 2 ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 1 LEVEL 1 0' -0" 6 T.O BEAM 13' -6" T.O BEAM. 28' -0" TYPICAL ROOF ASSEMBLY STOREFRONT ALUMINUM WINDOW, TYP SHEET METAL PARAPET COPING FUTURE OFFICE 200 WOMEN'S LOCKER ROOM 133 WELLNESS WEIGHT/ EQUIP 128 TYPICAL FLOOR - LEVEL 2 ASSEMBLY SUSPENDED GWB CEILING A7.40 8 A7.10 9 OPP T.O PARAPET 33' -6" A1.0.3S SIMA8.0.6 A12.0.6 A4.0.3S TYPICAL LOCKERS BASE WALL ASSEMBLY TYPICAL INTERIOR WALL ASSEMBLY FOOTING PER STRUCTURAL METAL SIDING WALL ASSEMBLY PARAPET WALL ASSEMBLY TYPICAL FLOOR - LEVEL 1 ASSEMBLY LEVEL 1 0' -0" 2 T.O BEAM 13' -6" TYPICAL ROOF ASSEMBLY STOREFRONT ALUMINUM WINDOW, TYP TYPICAL FLOOR LEVEL 1 ASSEMBLY SHEET METAL PARAPET COPING FUTURE OFFICE 200 CREW ROOM 121 SUSPENDED CEILING TYPICAL FLOOR LEVEL 2 ASSEMBLY TYP A7.10 9 OPP A7.30 16 A7.10 12 TYP TYP A7.30 9 A7.30 2 T.O PARAPET 33' -6" A4.0.1S SIMA8.0.6 A8.0.6 SIMA8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLY METAL SIDING WALL ASSEMBLY TYPICAL METAL SIDING WALL ASSEMBLYA8.0.6 METAL SIDING WALL ASSEMBLY PARAPET WALL ASSEMBLY SUSPENDED CEILING A12.0.6 2' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A4.15 WALL SECTIONS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"2 WALL SECTION - CSR / OPEN OFFICE SCALE:1/2" = 1'-0"3 WALL SECTION - OPEN OFFICE 2ND FLR SCALE:1/2" = 1'-0"1 WALL SECTION - CREW ROOM D 2 4 A5.01 6 A5.01 7 A5.01 8 A5.01 ELEV ROOM 114 STAIR 01 ST-1 ENTRY VEST 110 CORRIDOR 111 A1.0.6S A1.1.3S A2.1.6S A2.1.6S A1.0.6S A4.0.3S A1.1.3S A1.0.6S A1.0.3S A1.0.3S A1.0.3S A22.1.6S A22.1.6S C.8 UP A8.0.6 47" 8' - 8 1/2" 6' - 9 1/2" 20' - 6" 1' - 0" 4' - 10" 4" 3" 10' - 8" ALIGN A22.1.6S 3 A5.01 5 A5.01 1' - 1"3' - 0" 2' - 0" 2' - 4" 7' - 11" 2' - 8" 4 A5.05 D 2 4 A5.01 4 A5.01 6 A5.01 7 A5.01 8 A5.01 8 A5.01 STAIR 01 ST-1 A1.0.6S A1.0.6S A2.1.6S A2.1.6S A22.1.6S A22.1.6S DN A8.0.6 SIMA8.0.6 A8.0.6 A5.03 1 4 12' - 11" 7' - 11" 3' - 8" 1' - 2" 19' - 4" 4' - 11" UP UP ST-4 STAIR ST-3 3 A5.01 5 A5.01 9"8' - 11"6" 3' - 8" CLR 3' - 8" CLR 12 T & 1 3 R 11 T & 1 2 R (12) EQ TREADS = 11' - 0" (11) EQ TREADS = 10' - 1" 4' - 7" 6" 6"8' - 11"6" A5.06 1 2 A5.04 3 A5.04 A5.05 5 LEVEL 1 0' -0" 3 2 T.O BEAM 13' -6" 6 A5.01 7 A5.01 ELEV ROOM 114 T.O PARAPET 33' -6" 4 ST-3 5 A5.01 A5.07 3 A5.07 3 A5.07 4 A5.07 5 A22.1.6S A2.1.6S A8.0.6 A4.0.1S A8.0.6 A1.0.6S A2.1.6S (12) EQ RISERS = 6' - 8 5/8" A5.04 1 LEVEL 1 0' -0" 2 T.O BEAM 13' -6" 6 A5.01 7 A5.01 EL 135.00 T.O PARAPET 33' -6" 4 FF LEVEL 14' -0" ST-3 FROM STRUCTURE 12' - 8" CLEARA1.0.6S A1.0.6S A2.1.6S A2.1.6S A22.1.6S A12.0.6 A8.0.6 A8.0.6 A22.1.6S A1.1.3S SUSPENDED GWB CEILING EXIT LIGHT 5 A5.01 14' - 9" (13) EQ RISERS = 7' - 3 3/8" ELEVATOR PIT LADDERA5.06 7 LEVEL 1 0' -0" D T.O BEAM 13' -6" 4 A5.01 8 A5.01C.8 T.O PARAPET 33' -6" A1.0.6S A1.0.6S A1.0.6S A12.0.6 SIMA8.1.6 3 A5.01 LEVEL 1 0' -0" D T.O BEAM. 28' -0" 4 A5.01 8 A5.01C.8 T.O PARAPET 33' -6" A2.1.6S A2.1.6S A22.1.6S A22.1.6S A12.0.6 SIMA8.0.6 3 A5.01 LEVEL 1 0' -0" D T.O BEAM 13' -6" T.O BEAM. 28' -0" 4 A5.01 8 A5.01C.8 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" 3 A5.01 A12.0.6 A8.0.6 A1.0.6S A1.0.6S A1.0.3S A4.0.3S A4.0.1S GWB CEILING LEVEL 1 0' -0" 2 T.O BEAM 13' -6" T.O BEAM. 28' -0" 6 A5.01 T.O. PARAPET 19' -0" T.O PARAPET 33' -6" 5 A5.01 A1.0.3S 1 HR RATED GWB CEILING ACT CEILING ENTRY VEST 110 CORRIDOR 111 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.01 ENLARGED PLANS/ SECTIONS - STAIR 01 (NORTH) ELEVATOR KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 PLAN - ST-1 LVL 1 SCALE:1/4" = 1'-0"2 PLAN - ST-1 LVL 2 SCALE:1/4" = 1'-0"8 ST-1 & ELEVATOR SECTION 6 SCALE:1/4" = 1'-0"4 ST-1 & ELEVATOR SECTION 2 SCALE:1/4" = 1'-0"6 ENTRY & ST-1 STAIR SECTION 4 SCALE:1/4" = 1'-0"7 ENTRY & ELEVATOR SECTION 5 SCALE:1/4" = 1'-0"5 ENTRY VESTIBULE SECTION 2 SCALE:1/4" = 1'-0"3 ENTRY VESTIBULE SECTION 1 WH K 6 7 A5.02 5 A5.02 6 A5.02 STAIR 02 ST-2 A8.03 11 10 9 A8.1.6 A8.1.6 A8.1.6 A8.1.6 4 A4.1.6S ST-2D J 4 A5.02 6' - 1" 14' - 8" DN 11 T & 1 2 R 16 T & 1 7 R 2' - 1" 3' - 10" CLR 3' - 10" CLR (16) EQ TREADS = 14' - 8" (11) EQ TREADS = 10' - 1" 10' - 8" 6" 4' - 9 1/4" A5.05 5 K 6 7 A5.02 5 A5.02 6 A5.02 STAIR 02 ST-2 A8.1.6 A8.1.6 A8.1.6 4 1' - 4" 3' - 4" 2' - 6" A8.0.6 A8.0.6 A8.0.6 2' - 5" J ST-5 ST-6 A5.03 5 MAINTENANCE STORAGE 201 ELEC/ COMM 202 4 A5.02 DN UP 8' - 1 3/4" 12' - 10" 10' - 8" 10' - 3 3/4" 4' - 6 1/2" 6" 14 T & 1 5 R 3' - 10" CLR 3' - 10" CLR A1.1.6S A4.0.3S A4.1.1S A4.1.1S (14) EQ TREADS = 12' - 10" A5.06 1 6"6" 9' - 5 1/2" 4 A5.04 5 A5.04 K 6 7 A5.02 5 A5.02 6 A5.02 ENTRY VEST 122 STAIR 02 ST-2 A1.1.6S A1.1.6S A1.1.3S A8.1.6 A8.1.6 A1.0.3S 4 2' - 7" A4.0.3SA4.1.1S J A8.06 14 A8.07 14 4 A5.02 SPRINKLER/ MECH ROOM 125 CUST/ UTIL CLOSET 124 A8.15 10 A8.15 2 A4.0.1S 5' - 7" UP1' - 3"2' - 9" 6' - 4 1/4" 19' - 8" (9) EQ TREADS = 8' - 3" 4 A5.05 LEVEL 1 0' -0" 6 T.O BEAM 13' -6" T.O BEAM. 28' -0" 5 A5.02 ENTRY VEST 122 SPRINKLER/ MECH ROOM 125 T.O. PARAPET. 45' -0" T.O. BEAM. 40' -0" 4 A12.0.6 A12.0.6 A8.1.6A8.1.6 A1.1.6S A1.1.6S 1 HR RATED STAIR LANDING 4 A5.02 7' - 6" (15) EQ RISERS = 8' - 4 3/4" GWB CEILING (17) EQ RISERS = 9' - 7" A5.04 1 A5.06 9 LEVEL 1 0' -0" 6 T.O BEAM 13' -6" T.O BEAM. 28' -0" 5 A5.02 SPRINKLER/ MECH ROOM 125 ENTRY VEST 122 T.O. PARAPET. 45' -0" T.O. BEAM. 40' -0" 4 STAIR ST-6 A1.1.6S A8.1.6 A8.1.6 A12.0.6 A8.1.6 A1.1.3S 1 HR RATED STAIR LANDING 4 A5.02 A12.0.6 GWB CEILING A12.0.6 7' - 6" (10) EQ RISERS = 5' - 7 1/4" (12) EQ RISERS = 6' - 9" 2' - 4" 7' - 3" LEVEL 1 0' -0" K T.O BEAM 13' -6" T.O BEAM. 28' -0" 7 A5.02 6 A5.02 T.O. PARAPET. 45' -0" T.O. BEAM. 40' -0" J A12.0.6 A8.1.6 A8.1.6 A12.0.6 A1.1.6S A1.1.6S A4.1.6S LEVEL 1 0' -0" K T.O BEAM 13' -6" 7 A5.02 6 A5.02 T.O. PARAPET. 45' -0" T.O. BEAM. 40' -0" J A12.0.6 A12.1.6 A8.1.6 A8.1.6 A4.1.1S A8.1.6 A1.0.3S GWB CEILING 1 HR RATED STAIR LANDING ENTRY VEST 122 CORRIDOR 117 FUTURE OFFICE 200 STAIR 02 LANDING STAIR 02 LANDING ROOF ACCESS DOOR EAST ENTRY CANOPY CONNECTING CANOPY SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.02 ENLARGED PLANS/ SECTIONS - STAIR 02 (SOUTH) KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"3 PLAN - ST-2 LVL 3 SCALE:1/4" = 1'-0"2 PLAN - ST-2 LVL 2 SCALE:1/4" = 1'-0"1 PLAN - ST-2 LVL 1 SCALE:1/4" = 1'-0"7 ST-2 SECTION 4 SCALE:1/4" = 1'-0"6 ST-2 SECTION 3 SCALE:1/4" = 1'-0"5 ST-2 SECTION 2 SCALE:1/4" = 1'-0"4 ST-2 SECTION 1 FACP DC.9C.8 2 A5.03 LANDING 4' - 0" 11" 11" 5' - 6 3/4" UP UP LANDING ST-4 STAIR ST-3 K 6 6 A5.03 11" 11" 11" 4' - 0" 5' - 0"UP LANDING LANDING UP 5' - 2" 11" 7 A5.03 5' - 2" 7 A3.03 J STAIR ST-5 STAIR ST-6 D T.O BEAM 13' -6" T.O BEAM. 28' -0" C.9C.8 STAIR ST-4 STAIR ST-3 3 A5.01 EXTENSION 11" EXTENSION 1' - 1" K T.O BEAM 13' -6" T.O BEAM. 28' -0" J STAIR ST-5 STAIR ST-6 LIGHT FIXTURE EXTENSION 1' - 0" 6 T.O BEAM 13' -6" STAIR ST-6 NOTE: 1) STAIR IS BIDDER-DESIGNED 2) USE PLANK GRATING, STAIR TREAD PLANK, GRIP STRUT, 14GA GALV STEEL, SERRATED SURFACE, 45% OPEN AREA 4' - 0" BASES, TYP SEE NOTE #2 ROOF LEVEL DOOR TRESHOLD LEVEL VIF1/4" EQ (9" MAX) EQ SEE NOTE #2 SIDE ELEVATION PLAN UP 11"5' - 4" 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL AT TOP NOTE: 1) STAIR IS BIDDER-DESIGNED 2) USE PLANK GRATING, STAIR TREAD PLANK, GRIP STRUT, 14GA GALV STEEL, SERRATED SURFACE, 45% OPEN AREA BASES, TYP SEE NOTE #2 ROOF LEVEL DOOR TRESHOLD LEVEL VIF1/4" SEE NOTE #2 SIDE ELEVATION PLAN 11" 5' - 2" 3'-10" 3' - 0" EQ (9" MAX) EQ UP 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL AT TOP SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.03 ENLARGED PLANS/ SECTIONS - STAIRS TO ROOF KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/2" = 1'-0"1 ENLARGED PLAN STAIRS ST-4 AND ST-3 SCALE:1/2" = 1'-0"5 ENLARGED PLAN STAIRS ST-5 AND ST-6 SCALE:1/2" = 1'-0"2 SECTION - STAIR ST-4 AND ST-3 SCALE:1/2" = 1'-0"6 SECTION EAST STAIRS TO ROOF SCALE:1/2" = 1'-0"7 SECTION STAIR ST-6 SCALE:3/4" = 1'-0"3 STAIR ST-4 STRUCTURE SCALE:3/4" = 1'-0"4 STAIR ST-6 STRUCTURE NON-SLIP RUBBER UNDERLAP CARPET STAIR NOSING 2" 2" WALK-OFF CARPET AT LANDINGS BENT METAL RISER STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH INTEGRAL RISER 2" STEEL POST, SEE STRUCTURAL WALK-OFF CARPET AT LANDINGS BENT METAL RISER STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH INTEGRAL RISER STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL STEEL POST, SEE STRUCTURAL 2"2" 2" NON-SLIP RUBBER TREAD WITH INTEGRAL RISER BENT METAL PAN TREAD WITH CONCRETE FILL BENT METAL RISER STEEL ANGLE TREAD SUPPORT RISER HT PER PLANS TREAD DEPTH PER PLANS1 1/4" STEEL CHANNEL STRINGER, SEE STRUCTURAL WALK-OFF CARPET AT LANDINGS BENT METAL RISER STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH INTEGRAL RISER STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL 2"2" NON-SLIP RUBBER UNDERLAP CARPET STAIR NOSING 2" 2" WALK-OFF CARPET AT LANDINGS BENT METAL RISER STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH INTEGRAL RISER 2" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.04 STAIR DETAILS KW/RM Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"2 DETAIL - TYPICAL LANDING TO T.O. STAIR-01 SCALE:3" = 1'-0"3 DETAIL - TYPICAL LANDING TO B.O. STAIR-01 SCALE:3" = 1'-0"1 DETAIL - TYPICAL TREAD SCALE:3" = 1'-0"5 DETAIL - TYPICAL LANDING TO B.O. STAIR-02 SCALE:3" = 1'-0"4 DETAIL - TYPICAL LANDING TO T.O. STAIR-02 STEEL TEE WELDED TO TOP OF STEEL CHANNEL STRINGER (MEASURED AT STAIR NOSING) 3' - 0" HANDRAIL HEIGHT (MEASURED AT STAIR NOSING) 3' - 6" GUARDRAIL HEIGHT 3" 2" 2" 2" 4' - 0" TYP 6" 6" (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. TABS WELDED TO SIDE FOR ATTACHMENT OF STEEL MESH PANELS STEEL CHANNEL STRINGER, SEE STRUCTRUAL STEEL MESH PANELS BOLTED TO FLAT BAR RAIL SUPPORTS THROUGH WELDED TABS STEEL WIRE MESH PANELS WITH U-EDGING. TABS WELDED TO SIDE OF EDGING FOR ATTACHMENT TO FLAT BAR RAIL SUPPORTS. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL. BRACKET BOLTED TO FLAT BAR RAIL SUPPORTS. 1/2" THICK STEEL FLAT BAR TOP RAIL, WELDED TO TOPS OF FLAT BAR RAIL SUPPORTS. 3 A5.05 2 A5.05 A5.04 1 STEEL TEE WELDED TO TOP OF STEEL CHANNEL STRINGER (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS. STEEL CHANNEL STRINGER, SEE STRUCTRUAL STEEL MESH PANELS BOLTED TO FLAT BAR RAIL SUPPORTS THROUGH WELDED TABS 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, WELDED TO SUPPORT BRACKET. 1/2" THICK STEEL FLAT BAR TOP RAIL, WELDED TO TOPS OF FLAT BAR RAIL SUPPORTS. 9" 3 3/4" +/- 1 7/8" 1 1/2" 1/2" 1/2" THICK HANDRAIL BRACKET. WELDED TO STEEL PIPE HANDRAIL, AND BOLTED TO FLAT BAR RAIL SUPPORTS. STEEL FLAT BAR RAIL SUPPORTS BOLTED TO STEEL TEE. 2 1/2" (MEASURED AT STAIR NOSING) 3' - 6" GUARDRAIL HEIGHT CLR 2" (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. TABS WELDED TO SIDE FOR ATTACHMENT OF STEEL MESH PANELS STEEL CHANNEL STRINGER, SEE STRUCTRUAL STEEL WIRE MESH PANELS WITH U-EDGING. TABS WELDED TO SIDE OF EDGING FOR ATTACHMENT TO FLAT BAR RAIL SUPPORTS. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL. BRACKET BOLTED TO FLAT BAR RAIL SUPPORTS. 1/2" THICK STEEL FLAT BAR TOP RAIL, WELDED TO TOPS OF FLAT BAR RAIL SUPPORTS. (MEASURED AT STAIR NOSING) 3' - 0" HANDRAIL HEIGHT THICKENED REINFORCED SLAB FOOTING AT STAIR STRINGER, SEE STRUCTURAL. ANCHOR BOLTS, SEE STRUCTURAL. STEEL ANGLE WELDED TO TOP OF STEEL CHANNEL. 1' - 7 5/8" +/- RETURN HANDRAIL TO FLOOR HANDRAIL BRACKET, BOLTED TO FLAT BAR RAIL SUPPORTS, WELDED TO BOTTOM OF HANDRAIL. STEEL WIRE MESH PANELS WITH U- EDGING. TABS WELDED TO SIDE OF EDGING FOR ATTACHMENT TO FLAT BAR RAIL SUPPORTS. TABS WELDED TO BOTH U-EDGING OF MESH PANELS AND STEEL FLAT BAR, AND BOLTED TOGETHER STEEL CHANNEL STRINGER, SEE STRUCTURAL 1/2" THICK STEEL FLAT BAR 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, TURNS DOWN TO FLOOR.6 A5.05 7 A5.05 3 1/2" WALK-OFF CARPET AT LANDINGS 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, TURNS DOWN TO FLOOR. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. 1/2" THICK STEEL FLAT BAR METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL CHANNEL (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. (MEASURED AT STAIR NOSING) 3' - 0" HANDRAIL HEIGHT (MEASURED AT STAIR NOSING) 3' - 6" GUARDRAIL HEIGHT WALK-OFF CARPET AT LANDINGS STEEL CHANNEL STRINGER, SEE STRUCTURAL STEEL WIDE FLANGE BEAM, SEE STRUCTRUAL. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, TURNS DOWN TO FLOOR. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. 1/2" THICK STEEL FLAT BAR METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL CHANNEL (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. HANDRAIL EXTENSION 1' - 0" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.05 STAIR DETAILS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1 1/2" = 1'-0"1 ELEVATION - TYPICAL RAIL SCALE:3" = 1'-0"3 DETAIL - TYPICAL RAIL SCALE:1 1/2" = 1'-0"2 SECTION - TYPICAL RAIL SCALE:1 1/2" = 1'-0"4 SECTION - GUARD/HANDRAIL AT B.O. STAIR SCALE:1 1/2" = 1'-0"5 PLAN - GUARD/HANDRAIL AT T.O. STAIR SCALE:1 1/2" = 1'-0"6 ELEVATION - GUARD/HANDRAIL AT T.O. STAIR SCALE:1 1/2" = 1'-0"7 SECTION - GUARD/HANDRAIL AT T.O. STAIR STEEL WIRE MESH PANELS WITH U- EDGING. TABS WELDED TO SIDE OF EDGING FOR ATTACHMENT TO FLAT BAR RAIL SUPPORTS. TABS WELDED TO BOTH U-EDGING OF MESH PANELS AND STEEL FLAT BAR, AND BOLTED TOGETHER STEEL CHANNEL STRINGER, SEE STRUCTURAL 1/2" THICK STEEL FLAT BAR 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. HANDRAIL BRACKET, ABOVE. HANDRAIL, ABOVE. CONTINUOUS BETWEEN FLIGHTS OF STAIRS. 2 A5.06 5 A5.06 4 A5.06 3 A5.06 STEEL CHANNEL STRINGER, SEE STRUCTURAL 1/2" THICK STEEL FLAT BAR (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. WALK-OFF CARPET NOT SHOWN FOR CLARITY. METAL DECK AND CONCRETE TOPPING, SEE STRUCTURAL STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL CHANNEL (SPACE BETWEEN STRINGERS) 8" 6" (STEEL TEE) 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. HANDRAIL BRACKET, BOLTED TO FLAT BAR RAIL SUPPORTS, WELDED TO BOTTOM OF HANDRAIL. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, CONTINUOUS BETWEEN FLIGHTS OF STAIRS. (OPENING) 3 1/2" EQ EQ WALK-OFF CARPET AT LANDINGS STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL 3" 2" 2" 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, CONTINUOUS BETWEEN FLIGHTS OF STAIRS. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. HANDRAIL BRACKET, BOLTED TO FLAT BAR RAIL SUPPORTS, WELDED TO BOTTOM OF HANDRAIL. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, CONTINUOUS BETWEEN FLIGHTS OF STAIRS. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. HANDRAIL BRACKET, BOLTED TO FLAT BAR RAIL SUPPORTS, WELDED TO BOTTOM OF HANDRAIL. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO STEEL TEE AT BOTTOM. STEEL TEE WELDED TO TOP OF STEEL CHANNEL (MEASURED AT STAIR NOSING) 3' - 0" HANDRAIL HEIGHT STEEL CHANNELS AT LANDING, SEE STRUCTURAL FACE OF WALL TOP OF STEEL HSS POST, SEE STRUCTURAL TYPICAL GUARDRAIL HANDRAIL, ABOVE. HANDRAIL BRACKET, ABOVE. 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL OPENING 4" MAX STEEL CHANNELS AT LANDING, SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL CHANNEL STEEL HSS POST, SEE STRUCTURAL FACE OF WALL 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. 6 A5.06 STEEL CHANNELS AT LANDING, SEE STRUCTURAL FACE OF WALL STEEL HSS POST, SEE STRUCTURAL TYPICAL GUARDRAIL HANDRAIL, ABOVE. HANDRAIL BRACKET, ABOVE. STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL OPENING 4" MAX STEEL CHANNELS AT LANDING, SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL CHANNEL STEEL HSS POST, SEE STRUCTURAL FACE OF WALL 8 A5.06 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.06 STAIR DETAILS Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1 1/2" = 1'-0"1 PLAN - INNER GUARD/HANDRAIL TRANSITION SCALE:1 1/2" = 1'-0"2 ELEVATION - INNER GUARD/HANDRAIL TRANSITION SCALE:1 1/2" = 1'-0"3 SECTION - INNER RAIL AT ASCENDING STAIR SCALE:1 1/2" = 1'-0"4 SECTION - INNER RAIL BETWEEN STAIRS SCALE:1 1/2" = 1'-0"5 SECTION - INNER RAIL AT DESCENDING STAIR SCALE:3" = 1'-0"6 DETAIL - LANDING CORNER RAIL STAIR-01 - PLAN SCALE:3" = 1'-0"7 DETAIL - LANDING CORNER RAIL STAIR-01 - SECTION SCALE:3" = 1'-0"8 DETAIL - LANDING CORNER RAIL STAIR-02 - PLAN SCALE:3" = 1'-0"9 DETAIL - LANDING CORNER RAIL STAIR-02 - SECTION DOOR PER ELEVATOR MANUFACTURER WALL ASSEMBLY PER PLANS BRAKE METAL HEAD AND JAMB LINER DOOR HARDWARE/TRACK PER ELEVATOR MANUFACTURER. COORDINATE REQUIRED BLOCKING. METAL FASCIA SUPPORT ANGLE, WELDED TO PLATE EMBEDDED IN SLAB EDGE THRESHOLD PER ELEVATOR MANUFACTURER DOOR PER ELEVATOR MANUFACTURER WALL ASSEMBLY PER PLANS BRAKE METAL JAMB LINER FLOOR SLAB, PER STRUCTURAL SUPPORT ANGLE, WELDED TO PLATE EMBEDDED IN SLAB EDGE THRESHOLD PER ELEVATOR MANUFACTURER DOOR PER ELEVATOR MANUFACTURER FOUNDATION WALL, PER STRUCTURAL BRAKE METAL JAMB LINER FLOOR SLAB, PER STRUCTURAL FLOOR FINISH PER FINISH PLANS LANDING FIN FLR CLR MIN 1' - 4" PIT FLR TYP 1' - 0" O.C. PIT DEPTH PER PLANS 4'-0" CLR MIN CLR MIN 1' - 4" 2" CLR MIN 4 1/2" ALIGN 3/8" X 2" FLAT BAR ON SIDES MAINTAIN CLEAR AREA ON WALL FOR LADDER ACCESSIBILITY. COORDINATE WITH ADJACENT CONSTRUCTION 1" DIAMETER RUNGS WITH KNURLING, DIMPLING, OR SKID- RESISTANT COATING. HOT-ROLLED ANGLE AS REQUIRED MOUNT WITH 1/2" DIAMETER EXPANSION ANCHOR WITH MIN. 4" EMBEDMENT AT CONCRETE, OR TO BLOCKING AT FRAMED ASSEMBLY. TOP, MIDDLE, AND BOTTOM (MIN 6 ATTACHMENTS REQUIRED) CLR MIN 4 1/2" NOTES: 1. LADDER MUST SUPPORT MIN. 300 LBS. 2. COORDINATE AND VERIFY LADDER WITH CAR AND OPERATION CLEARANCESPLAN ELEVATION VARIES D D 4 ELEVATOR PIT LADDER LOCATION FOR SUMP PUMP, SEE PLUMBING SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A5.07 ELEVATOR DETAILS KW/RM Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"3 DETAIL - ELEVATOR DOOR HEAD SCALE:3" = 1'-0"4 DETAIL - ELEVATOR DOOR THRESHOLD (2ND LEVEL) SCALE:3" = 1'-0"5 DETAIL - ELEVATOR DOOR THRESHOLD (1ST LEVEL) SCALE:3/4" = 1'-0"2 DETAIL - PIT LADDER SCALE:1/2" = 1'-0"1 ELEVATOR PIT PLAN SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A6.01 ROOM FINISH SCHEDULE KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 ROOM FINISH SCHEDULE Number Name Floor Base Finish Wall Ceiling CommentsMaterial Finish N E S W Material FinishMaterial Finish Material Finish Material Finish Material Finish 100 ENTRY VEST CONCRETE WALK OFF CPT TILE 6" RB GYP BD PT-1 - - - - - - WD PT-1 101 LOBBY CONCRETE CPT TILE 6" RB WD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD / ACP / WD PT-1 ON GYP BD 102 CONF ROOM STOR CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 103 LARGE CONFERENCE ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 / ACOUSTICAL GYP BD PT-1 / ACOUSTICAL GYP BD PT-1 ACP/ GYP BD / WD PT-1 ON GYP BD ACP TO MATCH CLG PLANS 105 PUBLIC RESTROOM CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 FULL HT CT FROM FLOOR TO CEILING 106 PUBLIC RESTROOM CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 FULL HT CT FROM FLOOR TO CEILING 107 BREAK ROOM CONCRETE LVT 1 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 108 CONF ROOM STOR CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 109 CASH COUNTING CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 110 ENTRY VEST CONCRETE WALK OFF CPT TILE 6" RB GYP BD PT-1 - - - - - - WD PT-1 111 CORRIDOR CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 112 MOTHERS ROOM CONCRETE LVT 1 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 113 PRIVACY ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 114 ELEV ROOM CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD 115 CONF ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD / AWP PT-1 GYP BD / AWP PT-1 ACP 116 OFFICE / CONF ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 117 CORRIDOR CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 118 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 - - GYP BD PT-1 ACP PT-1 ON GYP BD ACP TO MATCH CLG PLANS 119 OFFICE / CONF ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 120 OPEN OFFICE FOREMEN/ SERVICEMEN CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 - - GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 121 CREW ROOM CONCRETE LVT 2 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 122 ENTRY VEST CONCRETE WALK OFF CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 123 CORRIDOR CONCRETE LVT 2 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP 124 CUST/ UTIL CLOSET CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD FRP / PT-1 GYP BD FRP / PT-1 GYP BD PT-1 125 SPRINKLER/ MECH ROOM CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 OTS 126 ELECTRICAL ROOM CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 OTS 128 WELLNESS WEIGHT/ EQUIP CONCRETE RF 6" RB OTHER PT-1 OTHER PT-1 OTHER PT-1 OTHER PT-1 ACP FULL HT MIRRORS ON THR NORTH WALL 129 SHOWER CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 130 SHOWER CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 131 ADA SHOWER CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 132 ADA SHOWER CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 133 WOMEN'S LOCKER ROOM CONCRETE CT CT-2 BASE GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 134 MEN'S LOCKER ROOM CONCRETE CT CT-2 BASE GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 135 MEN'S RESTROOM CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 -CT-1 - GYP BD PT-1 136 WOMEN'S RESTROOM CONCRETE CT CT-2 BASE CT-1 - CT-1 - CT-1 - CT-1 - GYP BD PT-1 137 WELLNESS AEROBICS CONCRETE LVT-4 6" RB OTHER PT-1 OTHER PT-1 OTHER PT-1 OTHER PT-1 ACP MIRRORS ON THR NORTH WALL 138 COMM/ FIBER ROOM CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD FRP OTS PT-1 139 ENTRY VEST CONCRETE WALK OFF CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 140 RESTROOMS VEST CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 141 OPEN OFFICE ENG/ DES CONCRETE CPT TILE 6" RB N/A N/A GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 142 OFFICE/ CONF ROOM CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 143 CSR LOBBY/ OFFICE CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 ACP ACP TO MATCH CLG PLANS 144 CONFERENCE ROOM 145 OFFICE/ CONF ROOM 200 FUTURE OFFICE CONCRETE OTS 201 MAINTENANCE STORAGE CONCRETE SEALED 6" RB GYP BD FRP / PT-1 GYP BD FRP / PT-1 GYP BD PT-1 GYP BD PT-1 OTS 202 ELEC/ COMM CONCRETE SEALED 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 OTS 203 ROOF ACCESS ST-1 STAIR 01 CONCRETE WALK OFF CPT TILE (AT LANDING) RUBBER STAIR TREADS & RISERS 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 RUBBER CONTRASTING STAIR TREADS AND RISERS. TREAD AND RISER IN A SINGLE PIECE. CONTRAST STRIP FOR VISUALLY IMPAIRED ST-2 STAIR 02 CONCRETE WALK OFF CPT TILE (AT LANDING) RUBBER STAIR TREADS & RISERS 6" RB GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 GYP BD PT-1 RUBBER CONTRASTING STAIR TREADS AND RISERS. TREAD AND RISER IN A SINGLE PIECE. CONTRAST STRIP FOR VISUALLY IMPAIRED COLOR SCHEDULE Mark SIZE Color Material Manufacturer Comments CPT-1 9"X36" PATH CARPET TILE SHAW COTRACT CPT-2 9"X36" MASK CARPET TILE SHAW COTRACT CPT-3 9"X36" MYSTIC GREY CARPET TILE SHAW COTRACT CPT-4 9"X36" EMBER CARPET TILE SHAW COTRACT CPT-5 9"X36" URBAN CARPET TILE SHAW COTRACT CT-1 6"X24"PORCELAIN STATEMENTSTILE CT-2 NOT USED - -- CT-3 12"X24"PORCELAIN DALTILE CT-4 3"X12"PORCELAIN DALTILE CT-5 10"X29.5" PORCELAIN STATEMENTSTILE CT-6 2"X4"PORCELAIN UNITED TILE LVT-1 9"X48" THATCH LVT SHAW COTRACT LVT-2 24"X24" ALLURE LVT SHAW COTRACT LVT-3 NOT USED - -- LVT-4 CHESTNUT HETEROGENOUS VINYL ROLL ECORE ATHLETICS PLAM-1 GRAPHITE TWILL FORMICA CASEWORK PLAM-2 CASEWORK PLAM-3 PEARL SOAPSTONE WILSONART WINDOW STOOL PT-1 PAINT BENJAMIN MOORE PT-2 PAINT BENJAMIN MOORE RB WALL BASE SS-1 DUSK ICE SOLID SURFACE COUNTER TOP WILSONART COUNTER TOP NOTE: - ALL EXPOSED COLUMN TO BE PAINTED - TO MATCH WALL COLOR - ALL EXPOSED PIPES, CONDUITS TO BE PAINTED - TO MATCH WALL COLOR 1. ALL WOOD DOORS TO BE SOLID CORE. 2. VERIFY ALL ROUGH OPENINGS AND JAMB DEPTHS PRIOR TO ORDERING. 3. U VALUE OF ALL EXTERIOR HM DOORS TO BE .37 OR BETTER. 4. LOCATE DOORS 4" FROM ADJACENT WALL AT HINGE SIDE TYPICAL UNO. 5. AUTO OPENER W/ SENSOR & BREAK AWAY PANELS. 6. COORDINATE/ PROVIDE SECURITY & LOW VOLTAGE WIRING / KEY CARD ACCESS AT CARD READERS. DOOR SCHEDULE - NOTES A FLUSH PANEL C FULL LITE D DOUBLE FLUSH PANEL B VISION LITE 6"6" 1' - 0" 3' - 6" 2' - 6" E AUTOMATIC SLIDING DOOR REFERENCE SPECIFICATION SECTION 08 42 29 FOR DOOR AND SIDELITE CONFIGURATION AND DIMENSIONS FINISHED FLOOR DOOR TYPES HEIGHT WIDTH HEIGHT WIDTH 5"5" WIDTH HEIGHT 5" 1' - 0" WIDTH HEIGHT DOOR WIDTH DOOR HEIGHT TYPE 1 FINISHED FLOOR 2" WIDTH 2" HEIGHT 2" 2" WIDTH 2"1' - 6" 2" 2" 6" HEIGHT TYPE 2 SINGLE DOOR WITH SIDE LITE 2" WIDTH 2"1' - 0" 2" 2" 6" HEIGHT TYPE 5 DOUBLE DOOR 2" WIDTH 2" HEIGHT 2" FRAME TYPES TYPE 6 AUTOMATIC ENTRANCE SYSTEM DOOR HEIGHT 7" TYPE 3 SINGLE DOOR WITH SIDE LITE FRAME HEIGHT (2 EQ SPACES) FRAME WIDTH (DOOR WIDTH PLUS 3-1/2")TRANSOM BY AUTOMATIC ENTRANCE MANUFACTURER 1 3/4"1 3/4" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A6.02 DOOR SCHEDULE & TYPES KW/RM AM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 DOOR SCHEDULE Mark Door Frame Details Hardware Set CommentsWidth Height Thickness Type Material Finish Fire Rating Glazing U Value Type Material Finish Relite Head Jamb Sill 100A 14' - 0" 7' - 6" 0" E ALUM FF ITG 0.4 MAX 6 ALUM FF ITG 5/A7.20 6/A7.20 4/A7.20 1 DEADLOCK & LEVER; EXIT INDICATOR; EGRESS LETTERING; CARD READER 101A 14' - 0" 7' - 6" 0" E ALUM FF TG 0.4 MAX 6 ALUM FF ITG - - - 1 DEADLOCK & LEVER; EXIT INDICATOR; EGRESS LETTERING 101B 3' - 6" 7' - 0" 1 3/4" A WD CLR - 3 HM PT TG - - - 2 ELECTRIC LOCK - FAIL SECURE; CARD READER, NOTE 1 102A 5' - 0" 7' - 0" 1 3/4" D WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 3 CLASSROOM LOCK, NOTE 1 103A 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. FG 2 HM PT FRG-1 1/A6.02 2/A6.02 - 4 ELECTRIC LOCK - FAIL SECURE; CARD READER; PANIC HARDWARE 103B 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. FG 2 HM PT FRG-1 1/A6.02 2/A6.02 - 4 ELECTRIC LOCK - FAIL SECURE; CARD READER; PANIC HARDWARE 103C 5' - 8" 10' - 0" 1 3/4" D WD CLR - 5 HM PT - 1/A6.02 2/A6.02 - 5 DOOR AND HARDWARE BY FOLDING PARTITION MANUFACTURE 103D 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 1 ALUM FF - 9/A7.20 10/A7.20,16/ A7.20 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 103E 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 1 ALUM FF - 9/A7.20 10/A7.20,16/ A7.20 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 105A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 106A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 107A 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT - 1/A6.02 2/A6.02 - 8 ELECTRIC LOCK - FAIL SECURE; CARD READER, ACOUSTIC SEALS 107B 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 1 ALUM FF - 9/A7.20 10/A7.20,14/ A7.20 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 107C 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 108A 5' - 0" 7' - 0" 1 3/4" D WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 3 CLASSROOM LOCK 109A 3' - 0" 7' - 0" 1 3/4" B WD CLR TG 1 HM PT - 1/A6.02 2/A6.02 - 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 110A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 0.6 MAX 3 HM PT TG 1/A6.02 2/A6.02 - 11 PASSAGE LATCH 110B 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 1 ALUM FF - 9/A7.20 10/A7.20,11/ A7.20 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; CARD READER 112A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 8 ELECTRIC LOCK - FAIL SECURE; CARD READER, ACOUSTIC SEALS 113A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 8 ELECTRIC LOCK - FAIL SECURE; CARD READER, ACOUSTIC SEALS 114A 4' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT - 1/A6.02 2/A6.02 - 15 ELECTRIC LOCK - FAIL SECURE; CARD READER 115A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 116A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 121A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 2 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 121B 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 2 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 122A 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 1 ALUM FF - 9/A7.20 10/A7.20,14/ A7.20 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; CARD READER 122B 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 123B 3' - 0" 7' - 0" 1 3/4" B WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 124A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 14 CLASSROOM LOCK 125A 4' - 0" 7' - 0" 1 3/4" A HM PT 0.37 MAX 1 HM PT - 6/A7.20 3/A7.20 4/A7.20 16 ELECTRIC LOCK - FAIL SECURE; CARD READER 126A 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT - 1/A6.02 2/A6.02 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 126B 3' - 0" 7' - 0" 1 3/4" A HM PT 0.37 MAX 1 HM PT - 6/A7.20 3/A7.20 4/A7.20 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 128B 3' - 0" 7' - 0" 1 3/4" B WD CLR - - 3 HM PT - 1/A6.02 2/A6.02 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 129A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 130A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 131A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 132A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 133A 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH, FROST GLASS 133B 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH, FROST GLASS 134A 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH, FROST GLASS 134B 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH, FROST GLASS 135A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH 136A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH 137A 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 137B 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 1 ALUM FF - 9/A7.20 10/A7.20,14/ A7.20 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 138A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 139A 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 2 ALUM FF TG 9/A7.20 10/A7.20,13/ A7.20 12/A7.20 6 EXIT ONLY - PANIC HARDWARE 140A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 3 HM PT TG 1/A6.02 2/A6.02 13 PASSAGE LATCH 142A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 19 PASSAGE LATCH, ACCOUSTIC SEALS 143A 12' - 0" 7' - 6" 0" E ALUM FF TG 6 ALUM FF TG 1 DEADLOCK & LEVER; EXIT INDICATOR; EGRESS LETTERING, NOTE 1 201A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 14 CLASSROOM LOCK 201B 3' - 0" 7' - 0" 1 3/4" A HM PT - 0.37 MAX 1 HM PT - 1/A7.20 2/A7.20 12/A7.40 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 202A 3' - 0" 7' - 0" 1 3/4" D WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 12 ELECTRIC LOCK - FAIL SECURE; CARD READER 203A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 14 PRIVACY LOCK 203B 3' - 0" 7' - 0" 1 3/4" A HM PT - 0.37 MAX 1 HM PT - 1/A7.20 2/A7.20 12/A7.40 17 ELECTRIC LOCK - FAIL SECURE; CARD READER ST-1A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT -11 PASSAGE LATCH ST-2A 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT -11 PASSAGE LATCH ST-2B 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 0.6 MAX 1 ALUM FF 5/A7.20 3/A7.20 12/A7.40 6 EXIT ONLY - PANIC HARDWARE ST-2C 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT -11 PASSAGE LATCH ST-2D 3' - 0" 7' - 0" 1 3/4" A HM PT - 0.37 MAX 1 HM PT -12 ELECTRIC LOCK - FAIL SECURE; CARD READER SCALE:1/4" = 1'-0" DOOR AND FRAME TYPES DOOR HARDWARE GROUPS Hardware Group #1 2 ea. Cylinders 1E74 w/Brass Construction Cores Balance of Hardware By Door Manufacturer Hardware Group #2 3 ea. Hinges FBB168NRP 4.5 x 4.5 1 ea. Electrified Hinge CC8-FBB168 4.5 x 4.5 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 Hardware Group #3 6 ea. Hinges FBB179NRP 4.5 x 4.5 2 ea. Flush Bolts 555 1 ea. Floor Strike 570 1 ea. Lockset 45H7D 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 2 ea. Overhead Stops 1-x36 630 2 ea. Silencers 608 Hardware Group #4 2 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 1 ea. Electrified Exit Device TS-MLR-2103A x 1703A 1 ea. Cylinder 12E72 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 1 ea. Gasket S88D (Head & Jambs) 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #5 10 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Flush Bolt 555-48” 1 ea. Flush Bolt 555-12” 1 ea. Floor Strike 570 1 ea. Passage Latch 45H0N 15M 630 2 ea. Overhead Stops 9-x36 630 2 ea. Silencers 608 Hardware Group #6 1 ea. Continuous Hinge CFM-HD 1 ea. Exit Device 2101 630 (Exit Only) 1 ea. Closer QDC115 689 1 ea. Overhead Stop 6-x36 630 1 ea. Threshold 272A FHSL14 1 ea. Door Bottom 315CN 1 ea. Weather Strip By Frame Manufacturer Hardware Group #7 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Privacy 45H0LF 15M 630 VIN 1 ea. Mop Plate K1050 6” x 1” LTDW 4BE630 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 Hardware Group #8 2 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 1 ea. Sound Seals S773 (Head & Jambs) 1 ea. Automatic Door Bottom 4301CRL 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #9 1 ea. Continuous Hinge CFM-HD-CPT 1 ea. Power Transfer Device CEPT-10 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Overhead Stop 6-x36 630 1 ea. Threshold 272A FHSL14 1 ea. Door Bottom 315CN 1 ea. Weather Strip By Frame Manufacturer 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #10 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Passage Latch 45H0N 15M 630 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 DOOR HARDWARE GROUPS Hardware Group #11 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Passage Latch 45H0N 15M 630 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 1 ea. Gasket S88D (Head & Jambs) Hardware Group #12 2 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 1 ea. Gasket S88D (Head & Jambs) 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #13 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Passage Latch 45H0N 15M 630 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 Hardware Group #14 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Lockset 45H7R 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 Hardware Group #15 3 ea. Hinges FBB168NRP 4.5 x 4.5 1 ea. Electrified Hinge CC8-FBB168 4.5 x 4.5 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 1 ea. Gasket S88D (Head & Jambs) 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #16 3 ea. Hinges FBB199NRP 4.5 x 4.5 US32D 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer/Stop Arm QDC113 689 1 ea. Threshold 172A FHSL14 1 ea. Door Bottom 315CN 1 ea. Weather Strip S88D (Head & Jambs) 1 ea. Rain Guard 346C 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #17 2 ea. Hinges FBB199NRP 4.5 x 4.5 US32D 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 1 ea. Final Core 1C72 1 ea. Closer/Stop Arm QDC113 689 1 ea. Threshold 172A FHSL14 1 ea. Door Bottom 315CN 1 ea. Weather Strip S88D (Head & Jambs) 1 ea. Rain Guard 346C 1 ea. Power Supply By Access Control Contractor 1 ea. Door Position Switch By Access Control Contractor 1 ea. Card Access Reader By Access Control Contractor Hardware Group #18 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Push Plate 70C 630 1 ea. Pull Plate 110 x 70C 630 1 ea. Closer QDC115 689 1 ea. Mop Plate K1050 6” x 1” LTDW 4BE630 1 ea. Kick Plate K1050 10” x 2” LTDW 4BE 630 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 Hardware Group #19 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Passage Latch 45H0N 15M 630 1 ea. Wall Stop 409 US32D 1 ea. Sound Seals S773 (Head & Jambs) 1 ea. Automatic Door Bottom 4301CRL TYPE A TYPE B TYPE C TYPE D TYPE E TYPE F TYPE J TYPE K WIDTH WIDTH HEIGHT WIDTH WIDTH WIDTH HEIGHT 5' - 2" EQ HEIGHT TYPE G WIDTH WIDTH TYPE H WIDTH HEIGHT 1' - 10" 1' - 10" 1' - 10" 1' - 10" 1' - 10" 3' - 6" HEIGHT 7' - 10" HEIGHT 6" HEIGHT HEIGHT FINISHED FLOOR 1' - 10" 5' - 10" 5' - 10" WIDTH HEIGHT EQ EQ 2' - 4" WIDTH HEIGHT EQ EQ EQ EQ WIDTH HEIGHT TYPE L HEIGHT TYPE M INTERIOR FIXED WINDOW WIDTH FINISHED FLOOR EQ EQ EQ 3' - 6" 6" 7' - 6" 6" 1' - 6" 3' - 6" 6" 4 EQ SPACES 3 EQ SPACES 10' - 7 1/4" 2 EQ SPACES 7' - 8 3/4" 2' - 4" 1' - 10" FROM T.O. LANDING TYPE D2 WIDTH HEIGHT 2' - 6" 1' - 4" 1. ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24" ARC, OR EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60" ABOVE THE WALKING SURFACE SHALL BE TEMPERED. GLAZING SUBCONTRACTOR TO VERIFY LOCATION(S) OF ALL SAFETY GLAZING. 2. GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE DESCRIBED IN ITEM 1 ABOVE, THAT MEETS ALL OF THE FOLLOWING CRITERIA: A. EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 9 SF. B. EXPOSED BOTTOM EDGE GREATER THAN 36" ABOVE THE FLOOR. C. EXPOSED TOP EDGE GREATER THAN 36" ABOVE THE FLOOR. D. ONE OR MORE WALKING SURFACES WITH 26" ABOVE THE FLOOR. 3. CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. 4. CONTRACTOR TO VERIFY ALL WINDOW SIZES. 5. ALL EXTERIOR STOREFRONT FRAMES TO BE THERMALLY BROKEN. 6. ALL EXTERIOR WINDOWS TO RECEIVE ELECTRIC W INDOW SHADE SYSTEM. WINDOW SCHEDULE - NOTES SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A6.03 WINDOW SCHEDULE KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 WINDOW SCHEDULE Mark Window U-Valu e Width Height Details CommentsType Frame Material Glazing Jamb Sill Head WINDOW SCHEDULE Mark Window U-Valu e Width Height Details CommentsType Frame Material Glazing Jamb Sill Head W 107 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 108 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 109 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 111 J ALUMINUM ITG 0.38 3' - 0" 22' - 0" 6/A7.30 12/A7.30 9/A7.30 W 112 G ALUMINUM ITG 0.38 3' - 4" 10' - 0" 6/A7.30 16/A7.30 9/A7.30 W 113 G ALUMINUM ITG 0.38 2' - 0" 10' - 0" 3/A7.30 16/A7.30 9/A7.30 W 114 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 115 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 116 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 117 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 118 A ALUMINUM ITG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 119 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 120 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30 16/A7.30 9/A7.30 W 121 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30 16/A7.30 9/A7.30 W 122 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30 16/A7.30 9/A7.30 W 123 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30 16/A7.30 9/A7.30 W 124 E ALUMINUM ITG 0.38 1' - 1" 9' - 6" 5/A7.31, 9/A7.31 15/A7.31 13/A7.30 W 125 K ALUMINUM ITG 0.38 6' - 5" 9' - 6" 2/A7.31, 10/A7.31, 14/A7.31 15/A7.31 13/A7.30 W 126 K ALUMINUM TG - 5' - 2" 9' - 6" W 127 F ALUMINUM G - 14' - 0" 2' - 6" W 129 M ALUMINUM TG - 18' - 6" 9' - 6" W 130 G ALUMINUM ITG 0.38 3' - 4" 10' - 0" 6/A7.30 16/A7.30 9/A7.30 W 131 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 3/A7.30, 6/A7.30,4/A7.30 9/A7.30 W 132 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 3/A7.30, 6/A7.30,4/A7.30 9/A7.30 W 133 F ALUMINUM G - 11' - 10" 2' - 6" WINDOW SCHEDULE Mark Window U-Valu e Width Height Details CommentsType Frame Material Glazing Jamb Sill Head W01 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W02 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W03 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W04 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W05 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W06 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W07 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W08 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W09 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W10 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W11 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W12 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W13 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W14 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W15 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W16 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W17 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W18 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W19 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 2/A7.30, 3/A7.30 9/A7.20 7/A7.45 W20 C ALUMINUM ITG 0.38 2' - 8" 9' - 6" 10/A7.20, 2/A7.30 15/A7.30 7/A7.45 W21 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 6/A7.30, 1/A7.31 4/A7.30 9/A7.30 W22 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 6/A7.30, 1/A7.31 4/A7.30 9/A7.30 W23 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 3/A7.30, 6/A7.30 15/A7.30 7/A7.45 W24 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 10/A7.20, 3/A7.30, 6/A7.30, 1/A7.31 15/A7.30 7/A7.45 W25 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 6/A7.30, 7/A7.30 15/A7.30 7/A7.45 W26 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 6/A7.30, 7/A7.30 15/A7.30 7/A7.45 W27 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 10/A7.20, 3/A7.30,15/A7.30 7/A7.45 W28 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 3/A7.30, 6/A7.30 15/A7.30 7/A7.45 W29 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W30 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W31 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W32 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W33 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W34 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 1/A7.45 W35 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W36 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W37 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W38 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W39 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W40 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W41 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 2/A7.30, 7/A7.30 16/A7.30 7/A7.45 W42 B ALUMINUM IG 0.38 4' - 11" 2' - 2" 7/A7.30, 10/A7.30 9/A7.20 7/A7.45 W43 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 3/A7.30, 6/A7.30 9/A7.20 1/A7.45 W44 D ALUMINUM ITG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30, 10/A7.20 16/A7.30 1/A7.45 W45 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W46 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W47 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W48 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W49 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W50 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W51 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W52 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 16/A7.30 1/A7.45 W53 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 6/A7.30 9/A7.20 7/A7.45 W54 C ALUMINUM ITG 0.38 2' - 0" 9' - 6" 14/A7.30 15/A7.30 7/A7.45 W55 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 6/A7.30 9/A7.20 7/A7.45 W56 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 12/A7.30 9/A7.30 W57 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 12/A7.30 9/A7.30 W58 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 12/A7.30 9/A7.30 W59 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 12/A7.30 9/A7.30 W60 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 14/A7.30 9/A7.20 7/A7.45 W61 E ALUMINUM ITG 0.38 3' - 0" 9' - 6" 10/A7.20, 6/A7.30 15/A7.30 7/A7.45 W62 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 9/A7.30 W63 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30 4/A7.30 9/A7.30 W64 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 1/A7.31 4/A7.30 9/A7.30 W65 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W66 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W67 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W68 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W69 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W70 F ALUMINUM IG 0.38 14' - 0" 2' - 6" 14/A7.31 13/A7.31 13/A7.30 W71 L ALUMINUM IG 0.38 23' - 4" 6' - 6" 2/A73.1, 10/A7.31, 11/A7.31 4/A7.30 13/A7.30 W72 D ALUMINUM IG 0.38. 3' - 0" 6' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W73 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W74 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W75 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W76 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W77 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W78 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W79 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W80 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W81 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W82 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W83 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W84 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W85 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W86 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W87 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W88 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W89 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W90 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 10/A7.20, 6/A7.30 16/A7.30 9/A7.30 W91 A ALUMINUM ITG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W92 G ALUMINUM ITG 0.38 3' - 4" 10' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W93 G ALUMINUM ITG 0.38 2' - 8" 10' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W94 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W95 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W96 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W97 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W98 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W99 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 100 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 101 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 102 H ALUMINUM ITG 0.38 3' - 1" 8' - 0" 2/A7.30, 7/A7.30 16/A7.30 9/A7.30 W 103 H ALUMINUM ITG 0.38 5' - 2" 8' - 0" 2/A7.30, 3/A7.30, 10/A7.30 16/A7.30 9/A7.30 W 104 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 SPANDREL GLASS W 105 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 SPANDREL GLASS W 106 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 SCALE:1/4" = 1'-0" WINDOW TYPES SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A6.04 FURNITURE / EQUIPMENT SCHEDULE KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SPECIALTY EQUIPMENT SCHEDULE Type Mark Keynote Description Manufacturer Model Comments E PEDESTAL CARD READER AND ADA PUSH BUTTON PEDESTAL PRO ADA-SS-TWR-47X4X6-2 001 E FRENCH DOOR FRIDGE CFCI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 002 E PAPER TOWEL DISPENSER BOBRICK WASHROOM EQUIPMENT INC B-262 CFCI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 003 E SOAP DISPENSER BOBRICK WASHROOM EQUIPMENT INC CFCI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 004 E MICROWAVE OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 005 E 75" MEDIA DISPLAY SCREEN / TV Sony Professional OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 006 E BOTTLE FILLING STATION Elkay LZSTL8WSLP - LHHS CFCI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 007 E CADCO OVEN CADCO OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 008 E WALL CLOCK THE SAPLING COMPANY OFCI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 009 E COMPACT REFRIGRATOR OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 010 E Projection Screen Draper Inc.Access XL OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 011 E Optimized for professional use, the slim, energy-efficient BRAVIA FW-55BZ40H combines bright 4K HDR image quality with easy operation, flexible networking/control and extensive integration options. Sony Professional FW-55BZ40H OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING FURNITURE / EQUIPMENT SCHEDULE Type Mark Keynote Description Manufacturer Model Comments 001 F TACK BOARD 48"X48" EGAN VISUAL MDTW2436BOCS OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 002 F WHITE BOARD 48"X96" STEELCASE OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 003 F WHITE BOARD 48"X48" STEELCASE OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 004 F WHITE BOARD 48"X120" STEELCASE OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING 005 F TACK BOARD 36"X48" EGAN VISUAL MDTW2436BOCS OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING THE PARTITION TYPE DESIGNATION IS A 4 DIGIT CODE THAT INCLUDES THE CORE TYPE & ASSEMBLY CONFIGURATION, FIRE RATING (WHERE APPLICABLE), & CORE THICKNESS. AN 'S' AT THE END OF THE CODE INDICATES AN ACOUSTICAL WALL ASSEMBLY PARTITION TYPE INDICATORS ARE NOTED ON FLOOR PLANS. SEE CODE PLANS FOR LOCATION AND EXTENT OR LIMITS OF RATED PARTITIONS. NOTESTYPICAL PARTITION CONFIGURATION STUDS AND GWB, WHERE OCCURS, CONTINUOUS TO UNDERSIDE OF STRUCTURE STRUCTURE BRACE WHERE REQUIRED. BRACING NOT ALLOWED WHEN STRUCTURE IS OPEN TO VIEW IN PUBLIC AREAS UNO. CEILING AS SCHEDULED SEE PARTITION CONSTRUCTION TYPES FLOOR 1. 2. WALL TYPE TAG: A#.#.#S CORE TYPE & ASSEMBLY FIRE RATING CORE THICKNESS FIRE RATING 0 NOT RATED 1 1 HOUR CORE THICKNESS 1 1 5/8" FRAMING 2 2 1/2" FRAMING 3 3 5/8" FRAMING 6 6" FRAMING 8 8" FRAMING # OR AS NOTED, SEE DETAIL WALL LEGEND CORE MATERIAL A MTL STUD ALSO SEE EXTERIOR WALL SECTIONS AND DETAILS FOR ADDITIONAL WALL/PARTITION FRAMING NOT SPECIFICALLY IDENTIFIED ON THE FLOOR PLANS. ALL FIRE RATED ASSEMBLIES ARE BASED UPON IBC/ICC, UL, US GYPSUM AND CURRENT EDITION OF GYPSUM ASSOCIATION FIRE RESISTANCE DESIGN MANUAL GA-600. FIRE RATED PARTITIONS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE TESTING AGENCY(IES) LISTED. REFER TO SPECIFIC TEST REPORTS FOR REQUIRED COMPONENTS AND ASSEMBLY. ALL NON-STRUCTURAL PARTITIONS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SPECIFICATIONS, MATERIALS MANUFACTURER, AND INDUSTRY STANDARDS. 3. 4. 5. ALL GYPSUM BOARD IS TO BE 5/8" THICK, TYPE "X", UNO. SEE PROJECT SPECIFICATIONS FOR LIGHT GAGE METAL SUPPORT FRAMING AND ATTACHMENT, GYPSUM BOARD, THERMAL INSULATION, ACOUSTIC TREATMENT, TRIM, AND ACCESSORIES. BLOCKING / BACKING IS REQUIRED AT THE FOLLOWING LOCATIONS: A. WALL MOUNTED CABINETS B. WALL MOUNTED ACCESSORIES AND EQUIPMENT C. WALL MOUNTED DOORSTOPS D. WALL MOUNTED DOOR HOLD-OPEN DEVICES AND OR CLOSERS E. OTHER LOCATIONS AS REQUIRED BY THE ARCHITECT AND INDUSTRY STANDARDS. F. HANDRAILS 6. 7. 8. SEE STRUCTURAL FOR SIZE, GAUGE AND/OR REINFORCEMENT. REFER TO SHEET A8.17 FOR TYP FRAMING AT DOORS. PROVIDE COMPENSATION CHANNEL AT TOP OF WALL WHEN ATTACHED DIRECTLY TO STRUCTURAL FRAMING/DECK. 10. 11. 12. 'S' INDICATES ACOUSTICAL INSULATION ASSEMBLY # # (SEQUENTIAL # FOR WALL ASSEMBLY) WALL TYPE CORE MTL STUDS @ 16" O.C. 5/8" GWB 5/8" GWB ACOUSTICAL INSULATION, AS NOTED FINISH PER SCHEDULE GA FILE NO. WP 1072 (AT 1 HOUR RATED) METAL PANEL PER ELEVATION METAL FURRING (2" @ MP-1 & MP-2, 1" @ MP-3) 2" THERMAL SPACER CLIP XPS RIGID INSULATION (R-10) CORE BATT INSULATION (R-21 MIN.) MTL STUDS @ 16" O.C. VAPOR RETARDER 1/2" GYPSUM SHEATHING (5/8" TYPE X AT RATED WALL) AIR/ WRB 5/8" TYPE 'X' GWB ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL 0.45 1/2" GYPSUM SHEATHING 0.1689 AIR/ WRB 10.0 RIGID INSULATION 0.0 METAL PANEL 0.17 EXTERIOR AIR FILM 19.5214 SYSTEM R-VALUE 0.0512 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT FINISH PER SCHEDULE GA FILE NO. WP 8007 (AT 1 HOUR RATED) 4" NOM. CMU 2" AIR SPACE AIR/ WRB 2" THERMAL SPACER CLIP 1/2" GYPSUM SHEATHING MTL STUDS @ 16" O.C. BATT INSULATION (R-21 MIN.) XPS RIGID INSULATION (R-10) ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.1689 AIR/ WRB 0.45 1/2" GYPSUM SHEATHING 10.0 RIGID INSULATION 0.80 4" CMU 0.17 EXTERIOR AIR FILM 20.3214 SYSTEM R-VALUE 0.0492 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT CORE 5/8" GWB FINISH PER SCHEDULE 2" THERMAL SPACER CLIP XPS RIGID INSULATION (R-10) CORE 1/2" GYPSUM SHEATHING MTL STUDS @ 16" O.C. BATT INSULATION (R-21 MIN.) AIR/ WRB 1/4" VERTICAL SUBSTRATE BOARD SBS MODIFIED BITUMEN BASE FLASHING METAL PANEL PER ELEVATION METAL FURRING (2" @ MP-1 & MP-2, 1" @ MP-3) 2" POLYISO INSULATION MTL STUDS @ 16" O.C. 5/8" GWB ACOUSTICAL INSULATION, AS NOTED CORE FINISH PER SCHEDULE PER PLAN MTL STUDS @ 16" O.C. 5/8" GWB 5/8" GWB ACOUSTICAL INSULATION, AS NOTED FINISH PER SCHEDULE CORECORE TIE STUDS TOGETHER AT 4' O.C. HORIZONTALLY OR VERTICALLY WHEN STUDS ARE LESS THAN 3-5/8" IN DEPTH VARIES 2" THERMAL SPACER CLIP XPS RIGID INSULATION (R-10) BATT INSULATION (R-21 MIN.) MTL STUDS @ 16" O.C. VAPOR RETARDER 1/2" GYPSUM SHEATHING AIR/ WRB ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.45 1/2" GYPSUM SHEATHING 0.1689 AIR/ WRB 10.0 RIGID INSULATION 0.0 METAL PANEL 0.17 EXTERIOR AIR FILM 18.9589 SYSTEM R-VALUE 0.05275 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT METAL PANEL PER ELEVATION METAL FURRING (2" @ MP-1 & MP-2, 1" @ MP-3) CORE 5/8" GWB (NIC PART OF FUTURE TI) 4" NOM. CMU 2" AIR SPACE AIR/ WRB 2" THERMAL SPACER CLIP 1/2" GYPSUM SHEATHING 6" MTL STUDS @ 16" O.C. BATT INSULATION (R-21 MIN.) XPS RIGID INSULATION (R-10) ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.91 UNVENTILATED AIR CAVITY 0.1689 AIR/ WRB 0.45 1/2" GYPSUM SHEATHING 10.0 RIGID INSULATION 0.80 4" CMU 0.17 EXTERIOR AIR FILM 21.4003 SYSTEM R-VALUE 0.0467 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT 5/8" GWB VAPOR RETARDER CORE PER PLAN CORE VARIES 3 5/8" MTL STUDS @ 16" O.C. 2" THERMAL SPACER CLIP XPS RIGID INSULATION (R-10) BATT INSULATION (R-21 MIN.) 6" MTL STUDS @ 16" O.C. VAPOR RETARDER 1/2" GYPSUM SHEATHING AIR/ WRB ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.91 UNVENTILATED AIR CAVITY 0.45 1/2" GYPSUM SHEATHING 0.1689 AIR/ WRB 10.0 RIGID INSULATION 0.0 METAL PANEL 0.17 EXTERIOR AIR FILM 20.6003 SYSTEM R-VALUE 0.0485 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT 5/8" GWB PER PLAN METAL PANEL PER ELEVATION METAL FURRING (2" @ MP-1 & MP-2, 1" @ MP-3) CORE CORE 3 5/8" MTL STUDS @ 16" O.C. VARIES CORE C-H STUDS @ 16" O.C. 5/8" GWB 1" GYP SHAFT LINER PANEL ACOUSTICAL INSULATION, AS NOTED FIRE TESTED AS HORIZONTAL ASSEMBLY AER-09038 (1-HOUR) MTL STUDS @ 16" O.C. ACOUSTICAL INSULATION, AS NOTED CORECORE MTL STUDS @ 16" O.C. (2) LAYERS OF 5/8" FIRE SHIELD GYPSUM BOARD (NATIONAL GYPSUM COMPANY) WITH LAMINATING COMPOUND PER UL V497 5/8" GWB ACOUSTICAL INSULATION, AS NOTED FINISH PER SCHEDULE UL NUMBER: V497 (1-HOUR RATED) CORE MTL STUDS @ 16" O.C. (2) LAYERS OF 5/8" FIRE SHIELD GYPSUM BOARD (NATIONAL GYPSUM COMPANY) WITH LAMINATING COMPOUND PER UL V497 TWO LAYERS OF 5/8" GWB ACOUSTICAL INSULATION, AS NOTED FINISH PER SCHEDULE UL NUMBER: V497 (1-HOUR RATED) PER PLAN 3 5/8" MTL STUDS @ 16" O.C. (2) LAYERS OF 5/8" FIRE SHIELD GYPSUM BOARD (NATIONAL GYPSUM COMPANY) WITH LAMINATING COMPOUND PER UL V497 5/8" GWB ACOUSTICAL INSULATION, AS NOTED FINISH PER SCHEDULE CORE CORE UL V497 1-HR ASSEMBLY SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.01 DETAILS -WALL ASSEMBLIES KW/RM MM/VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1" = 1'-0" WALL TYPE A1 SCALE:1" = 1'-0" WALL TYPE A8 SCALE:1" = 1'-0" WALL TYPE A10 SCALE:1" = 1'-0" WALL TYPE A12 SCALE:1" = 1'-0" WALL TYPE A4 SCALE:1" = 1'-0" WALL TYPE A6 SCALE:1" = 1'-0" WALL TYPE A8 SIM SCALE:1" = 1'-0" WALL TYPE A16 SCALE:1" = 1'-0" WALL TYPE A18 SCALE:1" = 1'-0" WALL TYPE A19 SCALE:1" = 1'-0" WALL TYPE A5 SCALE:1" = 1'-0" WALL TYPE A2 SCALE:1" = 1'-0" WALL TYPE A3 SCALE:1" = 1'-0" WALL TYPE A22 CONT MTL FLASHING OVER PERF CLEAT 1/2" 8" 6" T.O. PARAPET WALL ASSEMBLY, PER SECTION ROOFING SEALANT SAM MP-1 METAL PANEL 2X BLOCKING POLYISO INSUL 4" SLOPE THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL 1X BLOCKING CONT MTL CLEAT GASKETED HEX HEAD SCREWS SBS MODIFIED BITUMEN BASE FLASHING 3" 3" 20GA PERF Z-CLOSURE 3 3/4" +/- SIMPLEX NAILS @8" O.C. 3/4" PLYWD EXT GRADE PREFIN STANDING SEAM PARAPET CAP 24GA 4" WIDE CONT HORIZ GALV MTL STRAP LEVEL 1 MP-3 METAL PANEL SS HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS THERMAL SPACER SYSTEM AIR / WRB OVERLAP SELF ADHERED FLASHING PERF SS VENTED CLOSURE SS HEMMED COVER FLASHING W/ (+) SLOPE & SOLDERED END DAMS AT ENDS CONC FDN & SLAB PER STRUCT SUBGRADE W/ (+) SLOPE XPS INSUL 4" FLUID APPLIED MEMBRANE STRIP SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN 2" VERT Z-GIRT WALL ASSEMBLY, PER PLAN 1/4" RIVER ROCK PER LANDSCAPE 1' - 0" CONT 1/4" SEALANT DAMPPROOFING CONT MTL FLASHING OVER PERF CLEAT T.O. PARAPET ROOFING SEALANT SAM MP-3 METAL PANEL 2X BLOCKING POLYISO INSUL 3/4" PLYWD EXT GRADE 4" SLOPE THERMAL SPACER SYSTEM AIR / WRB 1" VERT Z-GIRT PREFIN STANDING SEAM PARAPET CAP 1X BLOCKING GASKETED HEX HEAD SCREWS @18" O.C. 8" 1/2" WALL CAP FLASHING BEYOND WALL ASSEMBLY, PER SECTION SBS MODIFIED BITUMEN BASE FLASHING 3" 3 3/4" +/- 22GA 4" WIDE CONT HORIZ GALV MTL STRAP SIMPLEX NAILS @8" O.C. LEVEL 1 SS HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS THERMAL SPACER SYSTEM AIR / WRB OVERLAP SELF ADHERED FLASHING PERF SS VENTED CLOSURE SS HEMMED COVER FLASHING W/ (+) SLOPE & SOLDERED END DAMS AT ENDS CONC FDN & SLAB PER STRUCT SUBGRADE W/ (+) SLOPE XPS INSUL 4" FLUID APPLIED MEMBRANE STRIP SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN RIVER ROCK 1' - 0" CONT 1/4" SEALANT DAMPPROOFING MP-1 METAL PANEL W/ FOAM CLOSURE ADHERED IN SEALANT 2" VENTED HORIZ HAT CHANNEL WALL ASSEMBLY, PER PLAN 1/4" 24 GA SS THRU-WALL FLASHING 1 1/2" HEMMED DRIP EDGE W/ (+) SLOPE & SOLDERED END DAMS AT ENDS VERT WEEPS IN MORTAR @24" O.C. MAX FLUID APPLIED MEMBRANE STRIP OVER THRU-WALL FLASHING XPS INSUL AIR / WRB OVERLAP SELF ADHERED FLASHING RIVER ROCK GROUT CMU LEVEL 1 WALL ASSEMBLY, PER PLAN CONC FDN/ SLAB PER STRUCT SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN, APPLY SECOND SHEET EXTENDING UNDER SS THRU-WALL FLASHING, WRAPPING OVER GROUT & CMU MASONRY VENEER ANCHOR 4" MORTAR NET 1/4" CONT SEALANT SUBGRADE W/ (+) SLOPE 1 1/2" MP-3 METAL PANEL W/ FOAM CLOSURE ADHERED IN SEALANT THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN CORNER TRIM HEMMED EDGE FASTENED W/ SEALANT 1" VERT Z-GIRT PREFIN JAMB TRIM HEMMED EDGE MP-2 METAL PANEL WALL ASSEMBLY, PER PLAN 2" 2" VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE WALL ASSEMBLY, PER PLAN 2" 2" MP-2 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN CORNER TRIM HEMMED EDGE VAPOR RETARDER VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE MP-1 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL 4" 4" WALL ASSEMBLY, PER PLAN PREFIN CORNER TRIM W/ HEMMED EDGE VAPOR RETARDER VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE MP-2 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN CORNER TRIM W/ HEMMED EDGE VAPOR RETARDER WALL ASSEMBLY, PER PLAN TYP 1'-0" MIN 4" 4" VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE MP-2 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN JAMB TRIM W/ HEMMED EDGE & Z-CLOSURE MP-1 METAL PANEL WALL ASSEMBLY, SEE PLAN VAPOR RETARDER 2" 1/2" JOINT W/ SEALANT & BACKER ROD 6" 1/2" 2" 2" 1 3/4" 2" WALL ASSEMBLY, SEE PLAN 1/2" JOINT W/ SEALANT & BACKER ROD THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN JAMB TRIM W/ HEMMED EDGE MP-1 METAL PANEL VAPOR RETARDER 2"2" 1" VERT. Z-GIRT MP-3 METAL PANEL W/ FOAM CLOSURE ADHERED IN SEALANT WALL ASSEMBLY, SEE PLAN MP-2 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN JAMB TRIM W/ HEMMED EDGE MP-3 METAL PANEL VAPOR RETARDER 1" VERT Z-GIRT 2" 1/2" JOINT W/ SEALANT & BACKER ROD 2" WALL ASSEMBLY, PER PLAN 1 3/4" DIM PT 24 GA SS THRU-WALL FLASHING W/ SOLDERED END DAMS AT ENDS & 1/4" HEMMED DRIP EDGE WEEP @ EVERY 24" FLUID APPLIED MEMBRANE STRIP OVER THRU-WALL FLASHING FLUID APPLIED MEMBRANE STRIP AIR/WRB CMU W/ GROUT MP-2 METAL PANEL PREFIN MTL SILL FLASHING HEMMED DRIP EDGE W/ (+) SLOPE & UPTURNED FOLDED END DAMS EA END THERMAL SPACER SYSTEM 2" VENTED HORIZ HAT CHANNEL PRECAST CONC SILL W/ DRIP EDGE 6" PERF SS VENTED CLOSURE 1/4" 1" 4" 2" 3" EQ EQ 22GA 4" WIDE CONT HORIZ GALV MTL STRAP LEVEL 1 SS HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS THERMAL SPACER SYSTEM AIR / WRB OVERLAP SELF ADHERED FLASHING PERF SS VENTED CLOSURE SS HEMMED COVER FLASHING W/ (+) SLOPE & SOLDERED END DAMS AT ENDS CONC FDN & SLAB PER STRUCT SUBGRADE W/ (+) SLOPE XPS INSUL 4" FLUID APPLIED MEMBRANE STRIP SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN 1' - 0" CONT 1/4" SEALANT DAMPPROOFING MP-2 METAL PANEL 2" VENTED HORIZ HAT CHANNEL 1/4" CONC PAVING PER CIVIL WALL ASSEMBLY, PER PLAN CONT MTL FLASHING OVER PERF CLEAT 1/2" 8" 6" T.O. PARAPET WALL ASSEMBLY, PER SECTION ROOFING SEALANT SAM MP-2 METAL PANEL 2X BLOCKING POLYISO INSUL 4" SLOPE THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL 1X BLOCKING CONT MTL CLEAT GASKETED HEX HEAD SCREWS @18" O.C. SBS MODIFIED BITUMEN BASE FLASHING 3" 3" 20GA PERF Z-CLOSURE 3 3/4" +/- SIMPLEX NAILS @8" O.C. 3/4" PLYWD EXT GRADE PREFIN STANDING SEAM PARAPET CAP 22GA 4" WIDE CONT HORIZ GALV MTL STRAP XPS INSUL GROUT CONC FDN/ SLAB PER STRUCT CMU DAMPPROOFING 3" XPS INSUL 2" SBS MODIFIED BITUMEN BASE FLASHING THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN CORNER TRIM HEMMED EDGE FASTENED W/ SEALANT MP-2 METAL PANEL VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE WALL ASSEMBLY, SEE PLAN MP-2 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB 2" VENTED HORIZ HAT CHANNEL PREFIN JAMB TRIM W/ HEMMED EDGE MP-3 METAL PANEL VAPOR RETARDER 1" VERT Z-GIRT 2" 1/2" JOINT W/ SEALANT & BACKER ROD 4" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.10 DETAILS - EXTERIOR -WALL KW/RM MM SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"1 WALL CAP @ MP-1 SCALE:3" = 1'-0"12 WALL BASE @ MP-3 SCALE:3" = 1'-0"9 WALL CAP @ MP-3 SCALE:3" = 1'-0"4 WALL BASE @ MP-1, (MP-2 SIM) SCALE:3" = 1'-0"16 WALL BASE @ CMU SCALE:3" = 1'-0"7 WALL CORNER INSIDE @ MP-2, MP-3 SCALE:3" = 1'-0"3 WALL CORNER INSIDE @ MP-2 (M-1SIM) SCALE:3" = 1'-0"2 WALL CORNER OUTSIDE @ MP-1 SCALE:3" = 1'-0"6 WALL CORNER OUTSIDE @ MP-2 SCALE:3" = 1'-0"10 WALL TRANSITION HORIZ @ MP-1 / MP-2 SCALE:3" = 1'-0"14 WALL TRANSITION HORIZ @ MP-1 / MP-3 SCALE:3" = 1'-0"11 WALL TRANSITION HORIZ @ MP-2 / MP-3 SCALE:3" = 1'-0"15 WALL TRANSITION VERT @ MP-2,CMU SCALE:3" = 1'-0"8 WALL BASE @ MP-2 (MP-1 SIM) SCALE:3" = 1'-0"5 WALL CAP @ MP-2 SCALE:3" = 1'-0"20 WALL BASE @ CMU, FTG SCALE:3" = 1'-0"19 WALL CORNER INSIDE @ MP-2/PARAPET SCALE:3" = 1'-0"18 WALL TRANSITION HORIZ @ EAST STAIR WALL ASSEMBLY, PER PLAN THERMAL SPACER SYSTEM 2" HORIZ HAT TRACK MP-1 METAL PANEL CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP PREFIN SHEET MTL DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS WINDOW RO BRAKE METAL AIR / WRB CONT SEALANT XPS INSUL 1/4" BRAKE METAL THERMAL SPACER SYSTEM AIR / WRB 1" VERT Z-GIRT MP-3 METAL PANEL PREFIN SHEET MTL DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP WINDOW RO 4" CONT SEALANT XPS INSUL WALL ASSEMBLY, PER PLAN 1/4" MP-3 METAL PANEL W/ FOAM CLOSURE ADHERED IN SEALANT THERMAL SPACER SYSTEM 1" VERT Z-GIRT SEALANT & BACKER ROD 1/2" JT EA SIDE BRAKE METAL AIR / WRB PREFIN JAMB TRIM W/ HEMMED EDGE VAPOR RETARDER WALL ASSEMBLY, PER PLAN 6" W I N D O W RO W I N D O W RO 6" 2" WALL ASSEMBLY, PER PLAN BRAKE METAL THERMAL SPACER SYSTEM AIR / WRB 2" HORIZ VENTED HAT TRACK MP-1 METAL PANEL PREFIN SHEET MTL DRIP FLASHING CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP FOAM CLOSURE ADHERED IN SEALANT 1/2" PREFIN SHEET MTL HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS 1/4" 2" 1/2" BRAKE METAL THERMAL SPACER SYSTEM AIR / WRB 2" HORIZ VENTED HAT TRACK MP-2 METAL PANEL PREFIN SHEET MTL DRIP FLASHING CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP WALL ASSEMBLY, PER PLAN 4" PREFIN SHEET MTL HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS MTL Z-CLOSURE SET IN SEALANT 1/4" BRAKE METAL THERMAL SPACER SYSTEM AIR / WRB 2" VERT Z-GIRT MP-3 METAL PANEL CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP 4" PREFIN SHEET MTL HEMMED DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS CONT PERF MTL CLEAT 2" 1/2" 1/4" WALL ASSEMBLY, PER PLAN 1/4" BRAKE METAL THERMAL SPACER SYSTEM AIR / WRB 2" HORIZ HAT TRACK MP-1 METAL PANEL WALL ASSEMBLY, SEE PLAN CONT PERF SS VENTED CLOSURE FLUID APPLIED MEMBRANE STRIP PREFIN SHEET MTL DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS WINDOW RO FOAM CLOSURE ADHERED IN SEALANT 1/4" CONT PERF SS VENTED CLOSURE 1" PREFIN MTL CLEAT LINE OF PRECAST CONC SILL ABOVE CMU AIR / WRB VAPOR RETARDER WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN F. O . S T UD TO G R I D 6 1 ' - 2 1 / 2 " 6 1/4" WINDOW RO VERTICAL REINFORCING STRIP AIR / WRB CENTERED ON CORNER, 12" EA SIDE WALL ASSEMBLY, PER PLAN METAL PANEL AIR / WRB PIPE PER MECH DRIP FLASHING OVERLAPPED PENETRATION COVER SEAL PENETRATION PERIMETER W/ POLYURETHANE SEALANT FLUID APPLIED MEMBRANE, EXTENDING MIN 3" ONTO PIPE & MIN 4" ONTO AIR/WRB IN ALL DIRECTIONS CLOSED CELL SPRAY FOAM MIN 1.5" THICK WALL ASSEMBLY, PER PLAN METAL PANEL AIR / WRB PIPE PER MECH SEAL PENETRATION PERIMETER W/ POLYURETHANE SEALANT FLUID APPLIED MEMBRANE, EXTENDING MIN 3" ONTO PIPE & MIN 4" ONTO AIR/WRB IN ALL DIRECTIONS CLOSED CELL SPRAY FOAM MIN 1.5" THICK WALL ASSEMBLY PER PLAN METAL PANEL AIR / WRB LIGHT FIXTURE, PER ELEC MOUNTING BOCK DRIP FLASHING URETHANE FOAM SEALANT OVERLAPPED PENETRATION COVER MP-3 AIR / WRB LIGHT FIXTURE, PER ELEC MOUNTING BOCK DRIP FLASHING URETHANE FOAM SEALANT OVERLAPPED PENETRATION COVER SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.11 DETAILS - EXTERIOR -WALL KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"5 WALL TRANSITION VERT @ MP-2 SCALE:3" = 1'-0"9 WALL TRANSITION VERT @ MP-3 SCALE:3" = 1'-0"11 WALL TRANSITION HORIZ @ MP-3 SCALE:3" = 1'-0"2 WALL TRANSITION VERT @MP-1 SCALE:3" = 1'-0"6 WALL TRANSITION VERT @ MP-2 SCALE:3" = 1'-0"10 WALL TRANSITION VERT @ MP-3 SCALE:3" = 1'-0"1 WALL TRANSITION VERT @ MP-1 SCALE:3" = 1'-0"4 WALL CORNER INSIDE @ CMU NTS14PIPE PENETRATION VERT @ MP-1 NTS15PIPE PENETRATION HORIZ @ MP-1 NTS16LIGHT FIXTURE @ MP-1, MP-2 NTS20LIGHT FIXTURE @ MP-3 MP-3 METAL PANEL PREFIN HEAD FLASHING W/ (+) SLOPE, AND UPTURNED FOLDED END DAMS FULLY EXTEND OVER TOP OF SF FLASHING @ BOTH SIDE BACKER ROD & SEALANT, 1/2" WIDE JT W/ WEEPS @ 12" OC THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP 4" AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE 1" VERT Z-GIRT EDGE OF MTL JAMB TRIM BEYOND HM DOOR PANEL HM DOOR FRAME WALL ASSEMBLY, PER PLAN DOOR RO PERF SHT MTL CLEAT AIR / WRB PREFIN MTL JAMB TRIM FLASHING BACKER ROD & SEALANT, 1/2" WIDE JT CONT SEALANT THERMAL SPACER SYSTEM MP-2 METAL PANEL FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL HM DOOR FRAME HM DOOR PANEL WALL ASSEMBLY, PER PLAN DO O R RO AIR / WRB PREFIN MTL JAMB TRIM FLASHING HM DOOR FRAME BACKER ROD & SEALANT, 1/2" WIDE JT CONT SEALANT WALL ASSEMPLY, PER PLAN HM DOOR PANEL THERMAL SPACER SYSTEM 2" MP-1 METAL PANEL FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNELDO O R RO MP-2 METAL PANEL PREFIN HEAD FLASHING W/ (+) SLOPE, AND UPTURNED FOLDED END DAMS FULLY EXTEND OVER TOP OF SF FLASHING @ BOTH SIDE BACKER ROD & SEALANT, 1/2" WIDE JT W/ WEEPS @ 12" OC THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE 2" VENTED HORIZ. HAT CHANNEL EDGE OF MTL JAMB TRIM BEYOND WALL ASSEMBLY, PER PLAN HM DOOR PANEL HM DOOR FRAME DOOR RO PERF SHT MTL CLEAT 1/4" LEVEL 1 HM DOOR FRAME BEYOND EXPANSION JT W/ BACKER ROD & SEALANT CONC FDN & SLAB PER STRUCT CONC PAVING PER LANDSCAPE SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN XPS INSUL 4" HM DOOR PANEL MTL JAMB TRIM BEYOND 1/4" SS THRESHOLD PAN SET IN CONT SEALANT, STEP IN SIDE FLANGES TO AIR/WRB W/ FLUID APPLIED FLASHING, SEE DETAIL 8/A7.20 ALUM THRESHOLD SET IN SEALANT W/ EXP FASTENERS DAMPPROOFING MP-1 METAL PANEL HM DOOR PANEL BACKER ROD & SEALANT, 1/2" WIDE JT W/ WEEPS @ 12" OC HM DOOR FRAME THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL WALL ASSEMBLY, PER PLAN PREFIN HEAD FLASHING W/ (+) SLOPE, AND UPTURNED FOLDED END DAMS FULLY EXTEND OVER TOP OF SF FLASHING @ BOTH SIDE PERF SS VENTED CLOSURE EDGE OF MTL JAMB TRIM BEYOND DOOR RO PERF SHT MTL CLEAT 8" DOOR & GLAZING AS SCHEDULED ALUMINUM BRAKE METAL PANEL ADHERED IN SEALANT W/ MTL ANGLE SUPPORT FASTENED DOOR FRAME ALUMINUM STOREFRONT DOOR FRAME ALUMINUM STOREFRONT FRAME GLAZING AS SCHEDULED 1/2" WIDE JT CONT SEALANT & BACKER ROD EA SIDE OF FRAME DOOR RO WINDOW RO BATT INSULATION 6" DOOR & GLAZING AS SCHEDULED ALUMINUM BRAKE METAL PANEL ADHERED IN SEALANT W/ MTL ANGLE SUPPORT FASTENED DOOR FRAME ALUMINUM STOREFRONT FRAME ALUMINUM STOREFRONT FRAME GLAZING AS SCHEDULED 1/2" WIDE JT CONT SEALANT & BACKER ROD EA SIDE OF FRAME DO O R RO BATT INSUL PREFIN MTL JAMB TRIM FLASHING, ALIGN W/ FACE OF TRIM ABOVE, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE CMU ALUM DOOR & GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT DOOR FRAME AIR / WRB FLUID APPLIED MEMBRANE VAPOR RETARDER CONT SEALANT WALL ASSEMBLY, PER PLAN CM U DO O R RO FLUID APPLIED MEMBRANE STRIP 1/2" JOINT SEALANT & BACKER ROD PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-1 METAL PANEL ALUM DOOR & GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT DOOR FRAME THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HAT CHANNEL VAPOR RETARDER NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED WALL ASSEMBLY, PER PLANS 4" NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2"DO O R RO FLUID APPLIED MEMBRANE STRIP 4" WALL ASSEMBLY, PER PLANS PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-2 METAL PANEL 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL VAPOR RETARDER NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2" ALUM DOOR & GLAZING AS SCHEDULED INTERMITTENT SHIM ALUMINUM STOREFRONT DOOR FRAME DO O R RO 12" MIN FLUID APPLIED MEMBRANE STRIP 4" PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-3 METAL PANEL 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED Z-GIRT VAPOR RETARDER NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD ALUM DOOR & GLAZING AS SCHEDULED INTERMITTENT SHIM ALUMINUM STOREFRONT DOOR FRAME 2" WALL ASSEMBLY, PER PLAN DO O R RO FLUID APPLIED MEMBRANE STRIP PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-2 METAL PANEL 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL VAPOR RETARDER NOTES: 1. OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2. ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED ALUM DOOR & GLAZING AS SCHEDULED INTERMITTENT SHIM ALUMINUM STOREFRONT DOOR FRAME DO O R RO 3 1/2" FLUID APPLIED MEMBRANE STRIP 1/2" JOINT W/ SEALANT & BACKER ROD LEVEL 1 DOOR FRAME BEYOND FULLY SOLDERED SS THRESHOLD PAN SET IN CONT SEALANT, STRIP IN SIDE FLANGES TO AIR/WRB W/ FLUID APPLIED FLASHING, SEE DETAIL 8/A7.20 ALUM THRESHOLD SET IN SEALANT W/ EXP FASTENERS EXPANSION JT W/ BACKER ROD & SEALANT CONC FDN & SLAB PER STRUCT CONC PAVING PER LANDSCAPE XPS INSUL 4" DOOR PANEL MTL JAMB TRIM BEYOND 1 / 2 " 4" SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN DAMPPROOFING HSS PER STRUCT ALUMINUM CORNER MULLION ALUMINUM STOREFRONT FRAME GLAZING AS SCHEDULED LINE OF FRAMING ABOVE 1/2" WIDE JT CONT SEALANT & BACKER ROD EA SIDE OF FRAME FO C O N C FO CONC 2 5/8" 2 5/8" FLUID APPLIED MEMBRANE MINERAL WOOL INSUL LINE OF BACK STOP OF SOLDERED THRESHOLD PAN FLASHING 3/4" 3/4" GLAZING AS SCHEDULED LINE OF SILL FLASHING BELOW LINE OF SILL FLASHING BELOW 4" 6" VIF 4" VIF (+)SL NOTE: MODIFY AS NECESSARY TO TIGHTLIGHTLY CONFORM TO FIELD CONDITIONS SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.20 DETAILS - EXTERIOR - DOOR KW/RM MM SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"6 HM DOOR HEAD @ MP-3 SCALE:3" = 1'-0"3 HM DOOR JAMB @ MP-2 SCALE:3" = 1'-0"2 HM DOOR JAMB @ MP-1 SCALE:3" = 1'-0"5 HM DOOR HEAD @ MP-2 SCALE:3" = 1'-0"4 HM DOOR THRESHOLD @MP-1,MP-2,MP-3 SCALE:3" = 1'-0"1 HM DOOR HEAD @ MP-1 SCALE:3" = 1'-0"9 ALUM DOOR HEAD SCALE:3" = 1'-0"10 ALUM DOOR JAMB @ BRAKE METAL SCALE:3" = 1'-0"16 ALUM DOOR JAMB @ CMU SCALE:3" = 1'-0"11 ALUM DOOR JAMB @ MP-1 SCALE:3" = 1'-0"14 ALUM DOOR JAMB @ MP-2 SCALE:3" = 1'-0"15 ALUM DOOR JAMB @ MP-3 SCALE:3" = 1'-0"13 ALUM DOOR JAMB @ MP-2, HINGE SCALE:3" = 1'-0"12 ALUM DOOR THRESHOLD SCALE:3" = 1'-0"17 AUTOMATIC SL DOOR HEAD SCALE:3" = 1'-0"20 AUTOMATIC SL DOOR THRESHOLD SCALE:3" = 1'-0"19 AUTOMATIC SL DOOR JAMB SCALE:3" = 1'-0"8 AXO DOOR THRESHOLD FLASHING MP-3 METAL PANEL SL THERMAL SPACER SYSTEM ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED BACKER ROD & SEALANT @ 1/4" WIDE JT 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE ALIGN ALUMINUM REVEAL TRIM 3/4" PREFIN SHT MTL SILL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & END DAMS, SET IN CONT SEALANT, SECURE W/ LOW PROFILE SCREWS @3" O.C. STAGGERED W/ FLUID APPLIED MEMBRANE, LAP SHINGLE FASHION W/ JAMB FLASHING WINDOW FRAME INTERMITTENT SHIM SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. CONT PERF SS CLEAT WINDOW RO VAPOR RETARDER 2" 1/4" 1/2" 2" FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING WALL ASSEMBLY, PER PLAN 1 3/4" DIM PT 24 GA SS THRU-WALL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & SOLDERED END DAMS AT ENDS, EXTEND BACK TO EXT SHEATHING PLANE TO TIE-INTO AIR / WRB WEEP @ EVERY 24" CMU W/ GROUT PRECAST CONC SILL W/ DRIP EDGE 6" 1/4" 1" 3/4" PERF SHT MTL SILL FLASHING SET IN CONT SEALANT WITH HEMMED DRIP EDGE, SEE DETAIL 1/A7.30 WINDOW FRAME INTERMITTENT SHIM 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE BACKER ROD & SEALANT @ 1/4" WIDE JT ALIGN ALUMINUM REVEAL TRIM SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. WALL ASSEMBLY, PER PLAN VAPOR RETARDER FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING 22GA 4" WIDE CONT HORIZ GALV MTL STRAP MP-3 METAL PANEL PERF SHT MTL DRIP FLASHING W/ (+) SLOPE GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME THERMAL SPACER SYSTEM WALL ASSEMBLY, PER PLANS FLUID APPLIED MEMBRANE STRIP WINDOW SHADE SYSTEM 4" AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE 1" VERT Z-GIRT EDGE OF MP-2 BEYOND VAPOR RETARDER NOTE: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD WINDOW RO1/4" PERF SHT MTL CLEAT, WET SET IN CONT BED OF SEALANT & STRIP IN W/ FLUID APPLIED MEMBRANE 4" WALL ASSEMBLY, PER PLANS PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-2 METAL PANEL GLAZING AS SCHEDULED THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2" W I N D O W RO STL POST PER STRUCT, WHERE OCCURS 3 1/2" WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME VAPOR RETARDER FLUID APPLIED MEMBRANE STRIP MP-2 METAL PANEL SL THERMAL SPACER SYSTEM ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED BACKER ROD & SEALANT @ 1/4" WIDE JT 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE ALIGN ALUMINUM REVEAL TRIM 3/4" PREFIN SHT MTL SILL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & END DAMS, SET IN CONT SEALANT, SECURE W/ LOW PROFILE SCREWS @3" O.C. STAGGERED W/ FLUID APPLIED MEMBRANE, LAP SHINGLE FASHION W/ JAMB FLASHING WINDOW FRAME INTERMITTENT SHIM SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. WINDOW RO CONT SS CLEAT 2" WALL ASSEMBLY PER PLAN VAPOR RETARDER FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING MP-2 METAL PANEL PERF SHT MTL DRIP FLASHING GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP WINDOW SHADE SYSTEM 4" AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE 2" HORIZ HAT TRACK EDGE OF MP-2 BEYOND VAPOR RETARDER NOTE: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD WALL ASSEMBLY PER PLANS WINDOW RO1/4" PERF SHT MTL CLEAT, WET SET IN CONT BED OF SEALANT & STRIP IN W/ FLUID APPLIED MEMBRANE 4" MP-4 METAL PANEL PERF SHT MTL DRIP FLASHING GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT FRAME W/ COMPENSATING RECEPTOR THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP WINDOW SHADE SYSTEM WHERE OCCURS AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE VAPOR RETARDER NOTE: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD WINDOW RO1/4" PERF SHT MTL CLEAT, WET SET IN CONT BED OF SEALANT & STRIP IN W/ FLUID APPLIED MEMBRANE ALUM BRAKE METAL GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME ANGLE SUPPORT AIR / WRB FLUID APPLIED MEMBRANE VAPOR RETARDER 1' - 3" +/- NOTES: 1. OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2. ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED STL COLUMN PER STRUCT 2 3/4" XPS INSUL W I N D O W RO W I N D O W RO ALUM BRAKE METAL GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT FRAME ANGLE SUPPORT AIR / WRB FLUID APPLIED MEMBRANE VAPOR RETARDER NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 6" 6" XPS INSUL W I N D O W ROW I N D O W RO PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-1 METAL PANEL THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ. HAT CHANNEL NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED WALL ASSEMBLY, PER PLANS 4" NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2"W I N D O W RO GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME VAPOR RETARDER FLUID APPLIED MEMBRANE STRIP LEVEL 1 STOREFRONT FRAME FULLY SOLDERED SS SILL PAN W/ CONT BACK STOP & END DAMS, SET IN CONT SEALANT, STRIP-IN SIDE FLANGES TO AIR/WRB W/ FLUID APPLIED FLASHING, SEE DETAIL 8/A7.20 EXPANSION JT W/ BACKER ROD & SEALANT CONC FDN & SLAB PER STRUCT CONC PAVING PER LANDSCAPE XPS INSUL BRAKE METAL PANEL ADHERED IN SEALANT MTL JAMB TRIM BEYOND 1/4" STOREFRONT FRAME & SILL BATT INSULATION SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN 6" EXT SEALANT & BACKER ROD W/ WEEPS @12" O.C. 6" 1 1/2" DAMPPROOFING 1/4" SEALANT & BACKER ROD 6" GLAZING AS SCHEDULED ALUMINUM STOREFRONT FRAME W I N D O W ROW I N D O W RO ALUMINUM BRAKE METAL PANEL ADHERED IN SEALANT BATT INSUL ALUMINUM STOREFRONT FRAME 2 3/4" PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE MP-2 METAL PANEL GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT WINDOW FRAME THERMAL SPACER SYSTEM AIR / WRB FLUID APPLIED MEMBRANE 2" VENTED HORIZ HAT CHANNEL VAPOR RETARDER NOTES: 1. OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2. ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED 1/2" WIDE JT CONT SEALANT & BACKER ROD 7" W I N D O W RO FLUID APPLIED MEMBRANE STRIP PREFIN SHEET MTL SILL FLASHING W/ HEMMED DRIP EDGE, WET SET IN CONT BED OF FLUID APPLIED MEMBRANE, FASTEN @3" O.C. STAGGERED, STRIP IN BACK EDGE W/ FLUID APPLIED MEMBRANE, LAP SHINGLE FASHION W/ JAMB FLASHING 4" 4" STRIP IN SIDE & BACK EDGES W/ FLUID APPLIED MEMBRANE & LAP 4" W/ ADJACENT SILL FLASHING SEALED W/ 2 CONT BEADS OF SEALANT (+)SL (+) SL VIF VIF ALUM BRAKE METAL GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT FRAME ANGLE SUPPORT AIR / WRB FLUID APPLIED MEMBRANE VAPOR RETARDER NOTE 2: ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED NOTE 1: OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 6" 2 3/4" XPS INSUL W I N D O W ROW I N D O W RO 4" MP-4 METAL PANEL PERF SHT MTL HEMMED DRIP FLASHING W/ (+) SLOPE GLAZING AS SCHEDULED WINDOW SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM ALUMINUM STOREFRONT FRAME W/ COMPENSATING RECEPTOR FLUID APPLIED MEMBRANE STRIP AIR / WRB FLUID APPLIED MEMBRANE PERF SS VENTED CLOSURE VAPOR RETARDER NOTE: OUTSIDE FACE OF GLAZING TO BE 3/4" FROM OUTSIDE FACE OF STUD WINDOW RO PERF SHT MTL CLEAT, WET SET IN CONT BED OF SEALANT & STRIP IN W/ FLUID APPLIED MEMBRANE 1/4" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.30 DETAILS - EXTERIOR - WINDOW KW/RM MM SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"16 WINDOW SILL @ MP-3 SCALE:3" = 1'-0"4 WINDOW SILL @ CMU SCALE:3" = 1'-0"9 WINDOW HEAD @ MP-3 SCALE:3" = 1'-0"6 WINDOW JAMB @ MP-2 SCALE:3" = 1'-0"12 WINDOW SILL @ MP-2 SCALE:3" = 1'-0"5 WINDOW HEAD @ MP-2 SCALE:3" = 1'-0"13 STOREFRONT HEAD @ MP-4, CSR SCALE:3" = 1'-0"7 WINDOW JAMB @ BRAKE MTL SCALE:3" = 1'-0"3 WINDOW JAMB @ BRAKE MTL SCALE:3" = 1'-0"2 WINDOW JAMB @ MP-1 SCALE:3" = 1'-0"15 STOREFRONT SILL SCALE:3" = 1'-0"14 STOREFRONT JAMB SCALE:3" = 1'-0"10 WINDOW JAMB @ MP-2 SCALE:3" = 1'-0"1 AXO WINDOW SILL FLASHING @ CMU SCALE:3" = 1'-0"8 WINDOW JAMB @ BRAKE MTL SCALE:3" = 1'-0"17 STOREFRONT HEAD @ MP-4, VEST 100 PREFIN MTL JAMB TRIM FLASHING, ALIGN W/ FACE OF TRIM ABOVE, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE CMU GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT FRAME AIR / WRB FLUID APPLIED MEMBRANE VAPOR RETARDER NOTES: 1. OUTSIDE FACE OF GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD 2. ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED CONT SEALANT WALL ASSEMBLY, PER PLAN W I N D O W RO CMU GLAZING AS SCHEDULED INTERMITTENT SHIM ALUMINUM STOREFRONT FRAME AIR / WRB 1/2" WIDE JT CONT SEALANT & BACKER ROD LINE OF PRECAST CONC SILL ABOVE W I N D O W RO 9" PREFIN SHEET MTL CORNER FLASHING, WET SET IN CONT BED OF SEALANT &^ STRIP IN EDGES W/ FLUID APPLIED MEMBRANE FO CONC 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT FLUID APPLIED MEMBRANE STRIP VAPOR RETARDER FLUID APPLIED MEMBRANE AIR / WRB GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM CONT SEALANT ALUMINUM STOREFRONT FRAME MP-2 METAL PANEL FLUID APPLIED MEMBRANE STRIP VAPOR RETARDER 1/2" WIDE JT CONT SEALANT & BACKER ROD LINE OF PRECAST CONC SILL BELOW 2" HORIZ. HAT CHANNEL W I N D O W RO 9" PREFIN SHEET MTL CORNER FLASHING, WET SET IN CONT BED OF SEALANT &^ STRIP IN EDGES W/ FLUID APPLIED MEMBRANE FO CONC 2" FLUID APPLIED MEMBRANE HSS PER STRUCT ALUMINUM CORNER MULLION ALUMINUM STOREFRONT FRAME GLAZING AS SCHEDULED GLAZING AS SCHEDULED 1/2" WIDE JT CONT SEALANT & BACKER ROD EA SIDE OF FRAME FO C O N C FO CONC 2 5/8" 2 5/8" FLUID APPLIED MEMBRANE MINERAL WOOL INSUL 3/4" LINE OF FRAMING ABOVE 3/4" LINE OF SILL FLASHING BELOW LINE OF SILL FLASHING BELOW ALUM BRAKE METAL GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM ALUMINUM STOREFRONT FRAME 1/2" WIDE JT CONT SEALANT & BACKER ROD LINE OF PRECAST CONC SILL F.O. STUD TO GRID 5 1 ' - 0 1 / 2 " LINE OF SILL FLASH ALUM WINDOW FRAME GLAZING AS SCHEDULED NOTE: 1. OUTSIDE FACE OF WINDOW GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD, U.N.O. W I N D O W RO W I N D O W RO VIF 1' - 6 1/4" LINE OF FRAMING ABOVE 3/4" 3/4" CONT SEALANT VIF 1' - 6 1/4" ALUM BRAKE METAL GLAZING AS SCHEDULED INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM ALUMINUM STOREFRONT FRAME LINE OF PRECAST CONC SILL ABOVE F.O. STUD TO GRID 5 1 ' 0 1 / 2 " 1/2" WALL ASSEMBLY, PER PLAN CMU W I N D O W RO W I N D O W RO 3/4" LINE OF FRAMING ABOVE 3/4" CONT SEALANT F.O. STUD TO GRID 6 1 ' - 2 1 / 2 " 6 1/4" WALL ASSEMBLY, PER PLAN NOTE: 1. OUTSIDE FACE OF WINDOW GLAZING TO ALIGN WITH OUTSIDE FACE OF STUD. 2. SEE BALANCE OF NOTES PER DETAIL 10/A7.30 SIM INTERMITTENT SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM LINE OF PRECAST CONC SILL LINE OF SILL FLASH VAPOR RETARDER ALUM WINDOW FRAME GLAZING AS SCHEDULED WINDOW RO STRIP OF FLUID APPLIED MEMBRANE PREFIN MTL JAMB TRIM FLASHING, WET SET IN CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID APPLIED MEMBRANE LEVEL 1 4" 6" GLAZING AS SCHEDULED FULLY SOLDERED SS SILL PAN W/ (+) SLOPE, SET IN CONT SEALANT, STRIP-IN SIDE FLANGES TO AIR/WRB W/ FLUID APPLIED FLASHING, SEE DETAIL 19/A7.31 EXPANSION JT W/ BACKER ROD & SEALANT CONC FDN & SLAB PER STRUCT CONC PAVING PER LANDSCAPE XPS INSUL STOREFRONT FRAME & SILL SELF ADHERED FLASHING, EXTEND 9" DN VERT FACE OF FDN EXT SEALANT & BACKER ROD W/ WEEPS @12" O.C. DAMPPROOFING 1 1/2" 1/4" SEALANT & BACKER ROD WINDOW RO WEEP @ EVERY 24" FLUID APPLIED MEMBRANE STRIP OVER THRU-WALL FLASHING GROUT CMU WINDOW FRAME PRECAST CONC SILL W/ DRIP EDGE INTERMITTENT SHIM 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE BACKER ROD & SEALANT @ 1/4" WIDE JT ALIGN 6" MTL STUDS @16" O.C. SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. 2 1/2" MTL STUDS @16" O.C. VAPOR RETARDER ALUMINUM REVEAL TRIM 7 5/8"1' - 2 1/2" GRID 3/4" 1" SL 2" FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING 22GA 4" WIDE CONT HORIZ GALV MTL STRAP PERF SHT MTL SILL FLASHING SET IN CONT SEALANT WITH HEMMED DRIP EDGE, SEE DETAIL 1/A7.30 24 GA SS THRU-WALL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & SOLDERED END DAMS AT ENDS, EXTEND BACK TO EXT SHEATHING PLANE TO TIE-INTO AIR / WRB GALV STRAP @ (2) LCTNS MP-1 METAL PANEL SL THERMAL SPACER SYSTEM ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED WINDOW FRAME INTERMITTENT SHIM SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. WINDOW RO 6"CONT SS CLEAT 2" 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE BACKER ROD & SEALANT @ 1/4" WIDE JT 6" MTL STUDS @16" O.C. VAPOR RETARDER ALUMINUM REVEAL TRIM 7 5/8"1' - 2 1/2" ALIGN GRID WALL ASSEMBLY, PER PLAN 2 1/2" MTL STUDS @16" O.C. 3/4" FLUID APPLIED EMBRANE STRIP OVER SS CLEAT PREFIN SHT MTL SILL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & END DAMS, SET IN CONT SEALANT, SECURE W/ LOW PROFILE SCREWS @3" O.C. STAGGERED W/ FLUID APPLIED MEMBRANE, LAP SHINGLE FASHION W/ JAMB FLASHING FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING MTL Z-CLOSURE SET IN SEALANT MP-3 METAL PANEL SL THERMAL SPACER SYSTEM FLUID APPLIED EMBRANE STRIP OVER PERF SS CLEAT WINDOW FRAME INTERMITTENT SHIM SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. CONT PERF SS CLEAT2" WINDOW RO 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE BACKER ROD & SEALANT @ 1/4" WIDE JT 6" MTL STUDS @16" O.C. 3/4" WALL ASSEMBLY, PER PLAN 7 5/8"1' - 2 1/2" ELIMINATE GWB ON FACE OF STUDS ON 2ND FLOOR, EXCEPT WHERE NOTED VAPOR RETARDER ALUMINUM REVEAL TRIM ALIGN GRID 2 1/2" MTL STUDS @16" O.C. PREFIN SHT MTL SILL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & END DAMS, SET IN CONT SEALANT, SECURE W/ LOW PROFILE SCREWS @3" O.C. STAGGERED W/ FLUID APPLIED MEMBRANE, LAP SHINGLE FASHION W/ JAMB FLASHING FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING WINDOW RO WINDOW FRAME INTERMITTENT SHIM ALIGN SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. 3 5/8" MTL STUDS @16" O.C. VAPOR RETARDER ALUMINUM REVEAL TRIM 3/4" 9 5/8" 1" SL 2" WEEP @ EVERY 24" FLUID APPLIED MEMBRANE STRIP OVER THRU-WALL FLASHING PRECAST CONC SILL W/ DRIP EDGE 1 1/4" PLAM STOOL 1 1/2"X1 1/2" SS L-MTL BACK SET IN CONT BEAD OF FLUID APPLIED MEMBRANE BACKER ROD & SEALANT @ 1/4" WIDE JT 6" MTL STUDS @16" O.C. FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP OVER SILL FLASHING 22GA 4" WIDE CONT HORIZ GALV MTL STRAP PERF SHT MTL SILL FLASHING SET IN CONT SEALANT WITH HEMMED DRIP EDGE, SEE DETAIL 1/A7.30 24 GA SS THRU-WALL FLASHING W/ HEMMED DRIP EDGE, (+) SLOPE & SOLDERED END DAMS AT ENDS, EXTEND BACK TO EXT SHEATHING PLANE TO TIE-INTO AIR / WRB GALV STRAP @ (2) LCTNS4" 4" FLUID APPLIED MEMBRANE FULLY SOLDERED SS SILL FLASHING @ CORNER TRANSITION W/ HSS PENETRATION. MIN 4" LAPS SET IN TWO CONT BEADS OF SEALANT. FULLY SEAL ALL JOINTS & LAPS W/ FLUID APPLIED MEMBRANE. SEAL TOP OF SS TUBE TO HSS W/ FLUID APPLIED MEMBRANE 2-PIECE BACKSTOP SOLDERED SS SILL FLASHING LAPPED AROUND HSS 2"VIF SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.31 DETAILS - EXTERIOR - WINDOW KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"1 STOREFRONT JAMB @ CMU SCALE:3" = 1'-0"5 STOREFRONT JAMB @ CMU SCALE:3" = 1'-0"9 STOREFRONT JAMB @ MP-2 SCALE:3" = 1'-0"14 STOREFRONT JAMB @ SW CORNER SCALE:3" = 1'-0"10 STOREFRONT/WINDOW JAMB @ BRAKE METAL SCALE:3" = 1'-0"2 STOREFRONT JAMB @ CMU SCALE:3" = 1'-0"11 WINDOW JAMB @ MP-2 SCALE:3" = 1'-0"15 STOREFRONT SILL @ WEST ENTRY SCALE:3" = 1'-0"4 WINDOW SILL @ CMU, FURRED (BRACE FRAME) SCALE:3" = 1'-0"12 WINDOW SILL @ MP-1, FURRED (BRACE FRAME) SCALE:3" = 1'-0"16 WINDOW SILL @ MP-3, FURRED (BRACE FRAME) SCALE:3" = 1'-0"3 WINDOW SILL @ CMU, FURRED (CSR) SCALE:3" = 1'-0"19 AXO CORNER FLASHING @ WEST ENTRY FLASHING REINFORCING PLY, WRAP UP OVER PARAPET OVER FACE OF WALL FLASHING SURFACE PLY, WRAP UP OVER PARAPET CAP W/ SEALANT ALONG LEADING EDGE TYP ROOF FLASHING & CANT DETAIL,SEE 3/A7.40 MTL DECK, PER STRUCT METAL PANEL PER WALL TYPE INSUL CLIP WHERE OCCURS A/WRB VAPOR RETARDER/ TEMP ROOF 1/4" VERT SUBSTRATE BD 2" POLYISO INSUL AIR / WRB MTL PANEL FURRING PER WALL TYPE ROOF ASSEMBLY A SEE WALL SCHEDULE FOR REFERENCE 4" WIDE 22 GA GALV HORIZ STRAP MTL SECURED TO STUDS, PRIOR TO INSTALLATION OF EXT SHEATHING SECURE VERT INSUL & SUBSTRATE BD W/ SCREWS AND PLATES PER PROJ UPLIFT REQUIREMENTS PIPE REINFORCED FLUID APPLIED FLASHING SEAL VAPOR RETARDER/TEMP ROOF TO PIPE NOTES: 1. PIPE SURFACES MUST BE FREE OF ALL RUST, GREASE, INSULATION, ETC. 2. PIPE MUST BE ANCHORED TO ENSURE STABILITY 3. DO NOT USE WHEN SERVICE LINE TEMP EXCEEDS 180° F 6" ROOF ASSEMBLY 8" MIN UNO R-38 MIN RIGID INSULATION INSTALLED OVER CONDITIONED INT SPACE, INCLUDE TAPERED INSULATION AS NECEESSARY TO ACHIEVE MIN SLOPES PER PLAN 5/8" SUBSTRATE BOARD 1/4" COVER BOARD BASE SHEET INTERPLY CAP SHEET VAPOR RETARDER/ TEMP ROOF METAL DECK, PER STRUCT ENERGY CODE INFORMATION: 0.17 EXTERIOR AIR FILM 0.33 BUILT-UP ROOFING 0.23 1/4" COVER BOARD 38 RIGID INSULATION (R-38 MIN.) 0.56 5/8" SUBSTRATE BOARD 0 METAL DECK 0.61 INTERIOR AIR FILM (HORIZONTAL) 39.9 SYSTEM R-VALUE 0.0251 SYSTEM U-VALUE 0.027 PRESCRIPTIVE REQUIREMENT SEAL AROUND ROOF DRAIN ASSEMBLY FROM INTERIOR W/ CLOSE CELL SPRAY FOAM INSUL, EA LIFT A MAX OF 1 1/2" THK MTL DECK, PER STRUCT REINFORCED FLUID APPLIED FLASHING DRAIN ASSEMBLY RAIN LEADER PIPE MTL DECK PLATE 1/4" VERT SUBSTRATE BD FLASHING REINFORCING PLY 2" POLYISO INSUL FLASHING SURFACE PLY W A L L A S S E M B L Y BEAM WHERE OCCURS, PER STRUCT CLADJACENT TO WALL ADJACENT TO FIELD ROOF 8" MIN ROOF ASSEMBLY A 4" WIDE 22 GA GALV HORIZ STRAP MTL SECURED TO STUDS, PRIOR TO INSTALLATION OF EXTERIOR SHEATHING SECURE VERT INSUL & SUBSTRATE BD W/ SCREWS & PLATES PER PROJECT UPLIFT REQUIREMENTS FLASHING SURFACE PLY FLASHING REINFORCING PLY FIBERBOARD CANT STRIP ROOFING MEMBRANES, SEE ROOF ASSEMBLY PER DETAIL 1/A7.40 2" 4" TYP ROOF FLASHING & CANT DETAIL,SEE 3/A7.40 MTL DECK, PER STRUCT VAPOR RETARDER/ TEMP ROOF PREFIN S-LOCK 2-PC FLASHING W/ UPTURNED FOLDED END DAMS AT ENDS 2" POLYISO INSUL 4" WIDE 22GA GALV STRAP SECURED TO STUDS PRIOR TO INSTALL OF EXT SHEATHING INSUL CLIP METAL PANEL AIR/WRB, OVERLAP VAPOR RETARDER/TEMP ROOF PERFORATED SS VENTED CLOSURE PREFIN SHT MTL DRIP FLASHING W/ (+) SLOPE & UPTURNED FOLDED END DAMS AT ENDS FLUID APPLIED MEMBRANE STRIP OVER THRU-WALL FLASHING LINE OF CONC SLAB ON MTL DECK WHERE OCCURS, SEE STRUCT WALL ASSEMBLY, PER PLAN 1/4" ROOF ASSEMBLY A 12" MIN 4" 22GA GALV SHT MTL Z-TRANSITION SECURE TOP OF MEMBRANE W/ SCREWS & SMALL PLATES @ 9" OC FLUID APPLIED MEMBRANE FLASHING 1/4" VERT SUBSTRATE BD CONSTANT, VIF B.O.MTL PANEL 4 " HEX HEAD GASKETED SCREWS @12" O.C. FLASHING REINFORCING PLY FLASHING SURFACE PLY TYP ROOF FLASHING & CANT DETAIL, SEE 3/A7.40 MTL DECK, PER STRUC SEALING MATERIAL, PER MFR HOOD ASSEMBLY, PER MECH FRT WD CURB ANGLE FRAMING CURB SUPPORT(?) ROOF ASSEMBLY A 8" MIN PREFIN SHT MTL SKIRT FLASHING AS NECESSARY TO MIN 3" COVER OVER TOP OF EDGE OF BASE FLASHING 3" ENTRY CANOPY ROOF +/- 4" (VIF) (9" MAX) STEP PAD, TYP LINE OF PARAPET WALL EDGE BEYOND ROOF ASSEMBLY A TYP ROOF FLASHING & CANT DETAIL, SEE 3/A7.40 MTL DECK, PER STRUCT VAPOR RETARDER/ TEMP ROOF REINFORCED FLUID APPLIED MEMBRANE THRESHOLD PAN THRESHOLD ON BED OF SEALANT ON BOTH SIDES INTERMITTENT SHIM DOOR LEAF & FRAME LINE OF REINFORCED FLUID APPLIED MEMBRANE PAN FLASHING, UPTURNED @ ROUGH OPENING & TURN 3" @ SIDE CORNER INTERIOR STAIRS, BY OTHERS 1/2"X1/2" MTL ANGLE BACK STOP 2" POLYISO INSUL BIDDER-DESIGN STAIR 2X WD BLOCKING CONC SLAB WHERE OCCURS, SEE STRUCT ROOF ASSEMBLY A SEE WALL SCHEDULE FOR REFERENCE SECURE TOP OF MEMBRANE W/ SCREWS & SMALL PLATES @ 9" OC 8" MIN SEALANT & BACKER ROD W/ WEEPS @6" O.C. FRT WD BLOCKING MTL PANEL PREFIN FLASHING W/ (2) CONT BEADS OF SEALANT @ FLANGE MTL PANEL FURRING SAM ZEE FLASHING PREFIN COVER SET IN MASTIC @ BOTH ENDS SAM STRIP 2" POLYISO INSUL 1/4" VERT SUBSTRATE BD FLASHING REINFORCING PLY FLASHING SURFACE PLY A/WRB 2 1/2" SEE WALL SCHEDULE FO R R E F E R E N C E INSUL CLIP WHERE OCCURS 5' - 0" 2' - 6" VIF 1' - 8"2' - 6" ROOF DRAIN AND OVERFLOW DRAIN ASSEMBLY VIBRATION ISOLATION CURB ASSEMBLY, PER MFR PREFIN SHT MTL SKIRT FLASHING GASKETED FASTENER 2" POLYISO INSUL 1/4" VERT SUBSTRATE TYP ROOF FLASHING & CANT DET, SEE 3/A7.40 FASTENER, PER CURB MFR WD SHIM BETWEEN ROOF DECK & SUPPORT STRUCTURE 2X4 BLOCKING, PER CURB MFR ROOF ASSEMBLY A LN OF SUPPORT STRUCTURE, PER STRUC WD FILLER, AS NECESSARY ROOF SEALANT BASE CURB ASSEMBLY, PER MFR 3" BEAM PER STRUCT FILL CAVITY W/ BATT INSUL PIPE SUPPORT PER STRUCT REINFORCED FLUID APPLIED FLASHING BEAM PER STRUC CONNECTION PL, PER BIDDER-DESIGN 6" MIN 6" MIN 7 1/2" MIN ROOF ASSEMBLY A LADDER ASSEMBLY, PER BIDDER-DESIGN 'CU' & 'HP' EQUIP, PER MECH PLATFORM PLATE, PER BIDDER DESIGN CONNECTION PLATE, PER BIDDER DESIGN PIPE SUPPORT, PER STRUCT - EXTEND TO TOP OF BEAM REINFORCED FLUID APPLIED FLASHING ROOF ASSEMBLY A 12" (VERIFY W/ EQUIP MFR) 8" MIN. RUN VAPOR BARRIER UP SIDES OF PIPE BEAM PER STRUCT SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.40 DETAILS - EXTERIOR - ROOF Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"10 PARAPET WALL TO ROOF SCALE:3" = 1'-0"4 PIPE PENETRATION SCALE:3" = 1'-0"1 ROOF ASSEMBLY A SCALE:3" = 1'-0"20 TYPICAL ROOF DRAIN SCALE:3" = 1'-0"3 TYP ROOF FLASHING & CANT SCALE:3" = 1'-0"8 WALL BASE @ ROOF SCALE:3" = 1'-0"2 MULTIPLE PIPE PENETRATIONS SCALE:3" = 1'-0"5 ROOF LEVEL TRANSITION SCALE:3" = 1'-0"12 DOOR THRESHOLD @ ROOF SCALE:3" = 1'-0"9 PARAPET WALL EDGE NTS18TYP ROOF DRAIN-PLAN SCALE:3" = 1'-0"13 EQUIP CURB-VIBRATION ISOLATION SCALE:3" = 1'-0"17 LADDER SUPPORT SCALE:3" = 1'-0"14 MECH EQUIPMENT SUPPORT PREFIN PARAPET CAP, PREFIN CONT MTL FLASHING, MP-2 MTL PANEL ( SEE DET 5/A7.10) PREFIN PARAPET END CAP W/ 2 BEADS OF SEALANT @ PARAPET CAP OVERLAPPED PREFIN CORNER TRIM PREFIN CORNER TRIM FLASHING PREFIN FLASHING W/ 3" UPTURN @ BACK PREFIN PARAPET CAP, PREFIN CONT MTL FLASHING, MP-1 MTL PANEL ( SEE DET 5/A7.10) PREFIN PARAPET END CAP W/ 2 BEADS OF SEALANT @ PARAPET CAP OVERLAPPED PREFIN MP-1 END TRIM PREFIN CORNER TRIM FLASHING PREFIN MP-2 END TRIM PREFIN FLASHING W/ 3" UPTURN @ BACK PREFIN MP-2 CORNER TRIM MP-2 METAL PANEL SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A7.41 DETAILS - EXTERIOR - ROOF Designer Author SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS1PARAPET CAP TO WALL NTS2PARAPET CAP TO WALL CORNER ˝ " # ˘ˇ ˇ ˇ & ˇ˚ $# ˝%˙ & ˇ#˝! ˝$ ,ˇ" &#˝!˙! $"˛˝ ˝˙˝" ˝! # & !˝%˙ ˛ %˛&˛ ˇ#˝! "˝˝"#˝˛ ˝˙˝" ˝! # & !˝%˙ ˛ #˘ #˝!˙!"˜˛ &ˇ˝˙˙!,ˇ" ˛%#5 ˝ %!˙ %˙ "# ˝%M ˝˙ , ˇ" - ˝˛. ˛""%˙ !˙˝ ˛"" # !˚ !˛ ## ˛˙ ˛%˙% %& "˙˝!˝ !˝"!$ "$˝& ˝"""˜˛ "˛& ˝% ˝%˙ $!+%˙ ˝!! %˝%"˙!˙%!˛ ˙ ˛˚˝" "##"˝%˙ $! ˝%˙ #˝!"˜˛˝˛%#&˛% ! %˙+-1. !"+ $˝$˛˙"!˙ # ˝˙ ˘ ˇ ˜ % ˇ# %˙ !$%!% ## ˛˙ ˝˛% & ˇ#˝! ˝$ , ˇ" &˝"5 "˝˝˝˛ ˝˙& ! ˝%˙ ˛ #˘ #˝!˙! 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"%˝˙! ˛%˙!˛ #˘#˝!˙!+ ˙"˝ ˛""˛%˙ ˝! #˛ ˝˛$˝ ˝˝%˙ $!˝%"˙ %˙"˛" ! 1 ˘ ˇ ˝! $"˛˝ ˛ ˝˛$˝ ˝!%˙ ˛ ˝˛$˝ " ˝! # ! 1 ˘ ˇ ˘ ˇ !! # !˚+˛!˙ ˇ #˘#˝!˙!+ ˙"˝ ˙"˝/ ˝%!ˆ& "˛ %#%!˛ ˙"˝ ,%˙"+! %˙5!! !$# ˝"˛˛"˙˝ %˙"˛#5 !3%˙+ ˙"˝ !$# $˙ "%! 5"$˝˛%˛ "#˝! ˙! ˚"˙ ˝! $"˛˝˛ ˝˛$˝&!$% !%˛˚!% %˙ $!˝%"˙"˝%˙ ! ! # ! ˚ + ˛ ! ˙ % ˙ " ˛" ˇ $˙ ˝! $"˛˝ ˛ ˝˛$˝ !$%!%˛˚!% %˙ $!˝%"˙"˝%˙ ˝! # ˛ ˝˛$˝ ˝!" ˝ !" ˛ ˝˛$˝ #˘#˝!˙! !$%!% ## ˛˙ #˘ #˝!˙! ˙"˝ / ˝%!& "˛ %#˙"˝ ,#˘ ˝%! & "˛ %#˙"˝ ,#˘ ˛˚"# %˙ $!˝%"˙ & ˇ !˙˝5 ˛˛"+˝˚ ˇ ˇ ˇ %˛&˛ & ˇ ˝ " # ˘ˇ & ˇ˚ $# ˝%˙ & ˇ#˝! ˝$ ,ˇ" &#˝!˙! $"˛˝ ˝˙˝" ˝! # & !˝%˙ ˛ %˛&˛ & ˇ#˝! ˝$ ,ˇ" &˝"5 "˝˝"##˝! ˝˛ $"˛˝ ˝˙˝" ˝! # & !˝%˙ ˛ #˘ #˝! 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"˙ ˝˙˝+˜%˙"˝/ ˝%! & "˛ %#˙"˝ ˝˛""˘˝"˘!!˝˛˙ %˝%"˙ ˇ ˇ ˘ˇ#%˙˘ˇ#%˙ ˇ ˘ ˇ# %˙ %˛&˛ !$%!% ## ˛˙+'˝˙ ˇ "˙˝"%˛&˛ %˙!! %˛˝%"˙ !$%!%˛˚!% %˙ $!˝%"˙"˝%˙ #˛ ˝˛$˝ ' %˙ $! ˝˝%˝!/ "˙- . ˘ '- . ˘ !/ ˛˝˛/ ˝/ ˝/ ˝" ˙" ˝ ˛ ˜ % % " ˙ ˛"*˝/ $%!%˙%˙˝%%˛/ ˛"!!$˛%˝˝ +%˙ #%˙ ˝+) ˝˝!+ˆ ˆ˘ ˝%! ˘ '˝˛%"˛˘ ˙"˚5 $˙ 789:;7< =>?@< & & ˆ ˝ ˜ ˙ ˛ ! % ˙ ˝ " ˙ + ˆ " % $ % ! % ˙ !/ˇ0˘ ˇ ( !/ˇ0˘ ˇ (˜) !/ˇ0˘ ˇ ( ) !/ˇ0˘ ˇ (˙!$% !/ˇ0˘ ˇˇ˘ (! ) !/ˇ0˘ ˇ!ˇ˘ ˘*()! !/ˇ0˘ ˇ ( !/ˇ0˘ ˇ! ˘*( ) !/ˇ0˘ ˇ ˘*( ) !/ˇ0˘ ˇ" ( !/ˇ0˘ ˇ ˘*( ) A RB GYP BD / PT-1 5 EXIT SIGNASS COLUMN / PT-1 SECURITY CAMERA W 126 5 SECURITY CAMERA W 127 B RB GYP BD / WD SECURITY CAMERA CARD READERS 3 5 RB E 006 4 GYP BD / PT-1 CG HVAC GRILL PER MECH EQ EQ GYP BD / WD CT-5 B RB CARD READER SS COLUMN / PT-1 PEDESTAL CARD READER W 129 W 133 HVAC GRILLS PER MECH, TYP 3' - 9"EQ EQ EQ EQ EQ 3' - 9" GYP BD / PT-1GYP BD / PT-1 35 RB E 005 GYP BD / PT-1 EXIT SIGN E 008 PROVIDE MOUNTING BRACKET PER AV DRAWINGS 3' - 6" A B C RBF 002 F 002 WINDOW SHADE SYSTEM, TYP EXIT SIGN EXIT SIGN E 010 E 010 PROVIDE BACKING FOR WHITEBOARDS GYP BD / PT-1 FOLDING PANEL PARTITION CG CG CG SECURITY DEVICE USB CAMERA SECURITY DEVICE USB CAMERA PROVIDE BACKING FOR WHITEBOARDS CHAIR RAIL TOP MANUAL OPERATED DOOR SHADE MOUNTED ON DOOR PANIC BAR MANUAL OPERATED DOOR SHADE MOUNTED ON DOOR PANIC BAR ABC RB GYP BD / WD SECURITY DEVICES HVAC GRILL PER MECH, TYP EQ EQ3' - 5"9' - 0"9' - 0"3' - 5" GYP BD / WD GYP BD / PT-1 EXIT LIGHT 1 RB SECURITY CAMERA GYP BD / PT-1 E 008 WINDOW SHADE SYSTEM, TYP CG P-LAM STOOL, TYP CHAIR RAIL TOP, TYP CHAIR RAIL TOP, TYP HVAC GRILLS PER MECH, TYP 12' - 4"11' - 4"3' - 5" EQ EQ AWP, TYP WHERE SHOWN 1 2 RB F 002 F 002 GYP BD / PT-1 E 008 SECURITY CAMERA CARD READER PROVIDE BACKING FOR WHITEBOARDS CG AWP, TYP WHERE SHOWN 14 A8.17 CHAIR RAIL TOP, TYP HVAC GRILLS PER MECH, TYP 3' - 5"EQ EQ 4' - 10" EQ EQ EQ EQ ALIGN SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.01 INTERIOR ELEVATIONS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 100 ENTRY VESTIBULE - NORTH SCALE:1/4" = 1'-0"4 100 ENTRY VESTIBULE - WEST SCALE:1/4" = 1'-0"3 100 ENTRY VESTIBULE - SOUTH SCALE:1/4" = 1'-0"2 100 ENTRY VESTIBULE - EAST SCALE:1/4" = 1'-0"5 101 LOBBY - NORTH SCALE:1/4" = 1'-0"6 101 LOBBY - EAST SCALE:1/4" = 1'-0"7 101 LOBBY- SOUTH SCALE:1/4" = 1'-0"8 101 LOBBY - WEST SCALE:1/4" = 1'-0"9 103 LARGE CONFERENCE ROOM - NORTH SCALE:1/4" = 1'-0"11 103 LARGE CONFERENCE ROOM - SOUTH SCALE:1/4" = 1'-0"12 103 LARGE CONFERENCE ROOM - WEST SCALE:1/4" = 1'-0"10 103 LARGE CONFERENCE ROOM - EAST RB C.8 GYP BD / PT-1 WINDOW SHADE SYSTEM, TYP CG P-LAM STOOL, TYP 1 2 RB WINDOW SHADE SYSTEM, TYP EXIT SIGN GYP BD / PT-1 SECURITY CAMERA SECURITY DEVICE CG CG MANUAL OPERATED DOOR SHADE MOUNTED ON DOOR PANIC BAR RB C.8 E 005 GYP BD / PT-1 PROVIDE MOUNTING BRACKET PER AV DRAWINGS 12 UPPER CABINET, TYP BASE CABINET, TYPRB CT-6 F 001 E 001 E 001 E 002 E 003 E 004 E 004 1' - 6" 2' - 0" 3' - 0" 2' - 0" 1' - 6" 3' - 0" 3' - 0"3' - 0"3' - 0" SOLID SURFACE COUNTER TOP GYP BD / PT-1 E 008 2' - 9" 1' - 6" 2' - 6" 3' - 3" SECURITY CAMERA PROVIDE BACKING FOR TACK BOARD 1 A8.17 4 A8.17 2 A8.17 3 A8.17 RB 4 GYP BD / PT-1 E RB P-LAM STOOL GYP BD / PT-1 WINDOW SHADE SYSTEM, TYP 2 RB GYP BD / PT-1 F 001 PROVIDE BACKING FOR TACK BOARD & WHITEBOARD F 004 CHAIR RAIL TOP E RB E 005 E 005 GYP BD / PT-1 PROVIDE MOUNTING BRACKET PER AV DRAWINGS CHAIR RAIL TOP 2 RBGYP BD / PT-1 E 008 CHAIR RAIL TOP AWP 14 A8.17 E RB GYP BD / PT-1 E 008 RB E 005 E 005 4 GYP BD / PT-1 PROVIDE MOUNTING BRACKET PER AV DRAWINGS CG E F 001 GYP BD / PT-1 PROVIDE BACKING FOR TACK BOARD RBF 003 4 GYP BD / PT-1 PROVIDE BACKING FOR WHITEBOARD F G RECESSED RACEWAY WINDOW SHADE SYSTEM, TYP P-LAM STOOL STRUCTURAL BRACED FRAME 12"X12" ACCESS PANEL / PT-1, TYP GYP BD / PT-1 DEMOUNTABLE PARTITION SYSTEM, OFOI SPEAKER, TYP RBRB 2 RB 4 GYP BD / PT-1 OPEN E 008 DEMOUNTABLE PARTITION SYSTEM, OFOI CG FGH RB OPEN J GYP BD / PT-1 H.1 CGCG 2 RB 4 GYP BD / PT-1 E 008 RBGYP BD / PT-1 SECURITY CAMERA RB F 001 4 GYP BD / PT-1 E 008 PROVIDE BACKING FOR TACK BOARD 12"X12" ACCESS PANEL / PT-1 GYP BD / PT-1 3 GYP BD / PT-1 4' - 0" 1' - 10" 12"X12" FIRE RATED ACCESS PANEL / PT-1 RB SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.02 INTERIOR ELEVATIONS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 107 BREAK ROOM - NORTH SCALE:1/4" = 1'-0"2 107 BREAK ROOM - EAST SCALE:1/4" = 1'-0"3 107 BREAK ROOM - SOUTH SCALE:1/4" = 1'-0"4 107 BREAK ROOM - WEST SCALE:1/4" = 1'-0"8 109 CASH COUNTING - WEST SCALE:1/4" = 1'-0"9 115 CONF ROOM - NORTH SCALE:1/4" = 1'-0"10 115 CONF ROOM - EAST SCALE:1/4" = 1'-0"11 115 CONF ROOM - SOUTH SCALE:1/4" = 1'-0"12 115 CONF ROOM - WEST SCALE:1/4" = 1'-0"13 116 OFFICE / CONF ROOM - NORTH SCALE:1/4" = 1'-0"14 116 OFFICE / CONF ROOM - EAST SCALE:1/4" = 1'-0"15 116 OFFICE / CONF ROOM - SOUTH SCALE:1/4" = 1'-0"16 116 OFFICE / CONF ROOM - WEST SCALE:1/4" = 1'-0"17 118 OPEN OFFICE FLEX / ADMIN / FOREMEN / SERVICEMEN- NORTH SCALE:1/4" = 1'-0"18 118 OPEN OFFICE FLEX / ADMIN / FOREMEN / SERVICEMEN - EAST SCALE:1/4" = 1'-0"20 117 CORRIDOR - SOUTH SCALE:1/4" = 1'-0"21 118 OPEN OFFICE FLEX / ADMIN / FORMEN / SERVICEMEN - WEST SCALE:1/4" = 1'-0"5 109 CASH COUNTING - NORTH SCALE:1/4" = 1'-0"6 109 CASH COUNTING - EAST SCALE:1/4" = 1'-0"7 109 CASH COUNTING - SOUTH SCALE:1/4" = 1'-0"19 108 CONF ROOM STOR - WEST OPEN G F 001 PROVIDE BACKING FOR TACK BOARD DEMOUNTABLE PARTITION SYSTEM, OFOI 2 F 002 PROVIDE BACKING FOR WHITEBOARD DEMOUNTABLE PARTITION SYSTEM, OFOI 2 RB WINDOW SHADE SYSTEM, TYP P-LAM STOOL STRUCTURAL BRACED FRAME 4 12"X12" ACCESS PANEL / PT-1, TYP GYP BD / PT-1 E 008 E 005 PROVIDE MOUNTING BRACKET PER AV DRAWINGS CG USB CAMERA H CT-6 F 001 E 004 E 002 E 003 E 007 E 001 E 001 3' - 0" 3' - 0" 1' - 6"1' - 6" 2' - 0"3' - 0"2' - 0" 1' - 6" 3' - 0" SOLID SURFACE COUNTER TOPJ EXIT SIGN EXIT SIGN RB GYP BD / PT-1 H.1 E 004 1' - 6"3' - 0" PROVIDE BACKING FOR TACK BOARD 2 A8.17 4 A8.17 3 A8.17 1 A8.17 CG CG OPEN 2 RB F 002 E 005 E 005 F 002 4 GYP BD / PT-1 E 010 PROVIDE BACKING FOR WHITEBOARDS PROVIDE MOUNTING BRACKET PER AV DRAWINGS USB CAMERA AV CONTROL TOUCH PANEL CG J GYP BD / PT-1 RB RB WH, SEE MECH GYP BD / PT-1 STRUCTURAL FRAMING RB MOP SINK PER PLUMBING FRP WH, SEE MECH J GYP BD / PT-1 EYE WASH PER PLUMBING 4' - 0" RB2' - 0" GYP BD / PT-1 F 005 PROVIDE BACKING FOR TACK BOARD STRUCTURAL FRAMING H RB MIRROR H.1SECURITY CAMERA 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 5' - 2" 2' - 0" ALIGN EXIT SIGN GYP BD / PT-1 8 RB GYP BD / PT-1 CARD READER 8 RB GYP BD / PT-1 E 008 E 005 BALLET BARRE PROVIDE MOUNTING BRACKET PER AV DRAWINGS G RB BALLET BARRE MIRROR SECURITY CAMERA 4' - 0" 4' - 0" 4' - 0" 4' - 0" 3' - 8 1/2"3' - 8 1/2" BRACKET, TYP 7' - 2" 16 A8.17 8 RBGYP BD / PT-1 E 008 E 005 PROVIDE MOUNTING BRACKET PER AV DRAWINGS CG EXIT SIGN 8 RB GYP BD / PT-1 CARD READER BALLET BARRE G RB P-LAM STOOL GYP BD / PT-1 WINDOW SHADE SYSTEM, TYP 2 RB GYP BD / PT-1 E 005 E 005 PROVIDE MOUNTING BRACKET PER AV DRAWINGS H SURFACE MOUNTED RACEWAY WINDOW SHADE SYSTEM, TYP RB GYP BD / PT-1 H.1 CGP-LAM STOOL, TYP G SURFACE MOUNTED RACEWAY EXIT SIGN WINDOW SHADING SYTEM, TYP GYP BD / PT-1 RB RB CG P-LAM STOOL, TYP NOISE SOUNDER PANIC BAR MANUAL OPERATED DOOR SHADE MOUNTAED ON DOOR H RB WINDOW SHADE SYSTEM, TYP J GYP BD / PT-1 H.1 CG P-LAM STOOL, TYP 3 GYP BD / PT-1 RB E 008 E 009 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.03 INTERIOR ELEVATIONS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"3 119 OFFICE / CONF ROOM - SOUTH SCALE:1/4" = 1'-0"4 119 OFFICE / CONF ROOM - WEST SCALE:1/4" = 1'-0"6 121 CREW ROOM - EAST SCALE:1/4" = 1'-0"7 121 CREW ROOM - SOUTH SCALE:1/4" = 1'-0"8 121 CREW ROOM - WEST SCALE:1/4" = 1'-0"9 124 CUST UTIL CLOSET - NORTH SCALE:1/4" = 1'-0"10 124 CUST UTIL CLOSET - EAST SCALE:1/4" = 1'-0"11 124 CUST UTIL CLOSET - SOUTH SCALE:1/4" = 1'-0"12 124 CUST UTIL CLOSET - WEST SCALE:1/4" = 1'-0"14 128 WELLNESS WEIGHT EQUIP - NORTH SCALE:1/4" = 1'-0"15 128 WELLNESS WEIGHT EQUIP - EAST SCALE:1/4" = 1'-0"17 128 WELLNESS WEIGHT EQUIP - WEST SCALE:1/4" = 1'-0"18 137 WELLNESS AEROBICS - NORTH SCALE:1/4" = 1'-0"19 137 WELLNESS AEROBICS - EAST SCALE:1/4" = 1'-0"21 137 WELLNESS AEROBICS - WEST SCALE:1/4" = 1'-0"1 119 OFFICE / CONF ROOM - NORTH SCALE:1/4" = 1'-0"2 119 OFFICE / CONF ROOM - EAST SCALE:1/4" = 1'-0"16 128 WELLNESS WEIGHT EQUIP - SOUTH SCALE:1/4" = 1'-0"20 137 WELLNESS AEROBICS - SOUTH SCALE:1/4" = 1'-0"5 121 CREW ROOM - NORTH SCALE:1/4" = 1'-0"13 112 MOTHER ROOM - WEST GB-3 GB-2 TPD GB-1 SCD CT-1 9" TYP CHANGING TABLE PTD / WR CT-1 CT-1 TPD / WR TPD CT-3 4 GB-1 SCD MIR-1 GB-3 GB-2 LIGHT FIXTURE PER ELEC PTD / WR 12"X12" ACCESS PANEL, ALIGN WITH TILE GRID TOP OF LIGHT FIXTURE 7' - 0" COUNTER MOUNTED AUTO SOAP DISPENSER TPD CT-1 CHANGING TABLE GB-3 GB-2 SND GB-1 CT-1 CHANGING TABLE 3 CHANGING TABLE CT-1 3 MIR-1 SCD PTD / WR CT-3 LIGHT FIXTURE PER ELEC GB-1 GB-2 GB-3 TPD TOP OF LIGHT FIXTURE 7' - 0" SINK MOUNTED AUTO SOAP DISPENSER E 006 CT-5 RB E 006 GYP BD / PT-1 CT-1 GYP BD / PT-1 F CT-1 DOOR & OPENING HT, TYP 7'-2" ALIGN W/ TOP OF COUNTER MOUNTED AUTO SOAP DISPENSER SOLID SURFACE COUNTER TOP GYP BD / PT-1 5 A8.17 TYP LIGHT FIXTURE PER ELEC MIR-1 GYP BD / PT-1 MIR-1 MIR-1 CG CG CT-1 CT-4 BOTTOM OF LIGHT FIXTURE 7' - 4" PTD / WR OPEN CT-1 GYP BD / PT-1 ALIGN OPEN CT-1 GYP BD / PT-1 TPD OPEN TPD CT-1 GB-1 GYP BD / PT-1 F CT-1 GYP BD / PT-1 LIGHT FIXTURE PER ELEC GB-3 GB-2 GB-1 TPD, TYP SCD GB-1 SCDSCDSCDSCD 12"X12" ACCESS PANEL, ALIGN WITH TILE GRID CG7' - 4" OPEN CT-1 5' - 10" GYP BD / PT-1 CT-1 GYP BD / PT-1 TPD 6 OPEN GYP BD / PT-1 CT-1 GB-2, TYP GB-3, TYP GB-1, TYP TPD SOLID SURFACE COUNTER TOP F SND, TYP GYP BD / PT-1 CT-1 LIGHT FIXTURE, PER ELEC TPD, TYP SCD SCD SCD SCD SCD GB-1 CG GB-1, TYP GB-3 ,TYP 7' - 4" 6 OPEN SOLID SURFACE COUNTER TOP CT-1 SND GYP BD / PT-1 F CT-4 SOLID SURFACE COUNTER TOP GYP BD / PT-1 LIGHT FIXTURE PER ELEC 5 A8.17 6 A8.17 MIR-1 GYP BD / PT-1 MIR-1 MIR-1 MIR-1 PTD / WR CG CT-1 7' - 4" SEAT COVER DISPENSER (SCD) SOAP DISPENSER (SD) PAPER TOWEL DISPENSER / WASTE RECEPTACLE (PTD / WR) TOILET PAPER DISPENSER (TPD) FINISHED FLR24" @ ADA 27 1/2" TO HANDLE 48" FIRE EXTINGUISHER CABINET (FEC) 40" GRAB BARS (GB-1, GB-2, GB-3) 34"GB-2 42" GB-1 36" GB-3 18" MIN 40" 17 1/2" SANITARY NAPKIN DISPOSAL (SND) @ DISP OUTLET 40" 24" 36" MAX DRINKING FOUNTAIN (DF) 40" MAX MIRROR (MIR-1) 38" MIN - 43" MAX SPOUT OUTLET SPOUT OUTLET 2' - 4" CHANGING TABLE @ D I S P OU T L E T TO B O T T O M O F RE F L E C T I V E SU R F A C E REAR WALL 24"-42" FROM 18 " M I N T O DI S P E N S E R OU T L E T 12" CLR MIN CLR MIN 1 1/2" @ CENTER 3' - 8" LIGHT SWITCH @ CENTER 1' - 6" POWER OUTLET 4' - 0" ADA RESTROOM SIGNAGE CLR 6" CLR 6"CLR 3' - 0" CLR 1' - 6" CLR 1' - 6" 2' - 0" 2' - 1" 5' - 0" MIN 9" MAX CLR TPD CLR 7" MIN SCD PTD / WR SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.04 INTERIOR ELEVATIONS - RESTROOMS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 106 PUBLIC RESTROOM - NORTH SCALE:1/4" = 1'-0"3 106 PUBLIC RESTROOM - SOUTH SCALE:1/4" = 1'-0"6 105 PUBLIC RESTROOM - NORTH SCALE:1/4" = 1'-0"7 105 PUBLIC RESTROOM - EAST SCALE:1/4" = 1'-0"8 105 PUBLIC RESTROOM - SOUTH SCALE:1/4" = 1'-0"9 105 PUBLIC RESTROOM - WEST SCALE:1/4" = 1'-0"4 106 PUBLIC RESTROOM - WEST SCALE:1/4" = 1'-0"2 106 PUBLIC RESTROOM - EAST SCALE:1/4" = 1'-0"5 101 LOBBY - EAST SCALE:1/4" = 1'-0"10 140 RESTROOM VEST - EAST SCALE:1/4" = 1'-0"12 135 MEN'S RESTROOM - WEST 1 SCALE:1/4" = 1'-0"13 135 MEN'S RESTROOM - NORTH SCALE:1/4" = 1'-0"11 135 MEN'S RESTROOM - EAST 1 SCALE:1/4" = 1'-0"16 135 MEN'S RESTROOM - WEST SCALE:1/4" = 1'-0"14 135 MEN'S RESTROOM - EAST SCALE:1/4" = 1'-0"15 135 MEN'S RESTROOM - SOUTH SCALE:1/4" = 1'-0"18 135 MEN'S RESTROOM - WEST 2 SCALE:1/4" = 1'-0"17 135 MEN'S RESTROOM - EAST 2 SCALE:1/4" = 1'-0"24 136 WOMEN'S RESTROOM - WEST SCALE:1/4" = 1'-0"21 136 WOMEN'S RESTROOM - NORTH SCALE:1/4" = 1'-0"22 136 WOMEN'S RESTROOM - EAST SCALE:1/4" = 1'-0"23 136 WOMEN'S RESTROOM - SOUTH SCALE:1/2" = 1'-0"26 MOUNTING HEIGHTS SCALE:1/2" = 1'-0"25 TYP ADA RESTROOM LAYOUT CT-2 BASE GYP BD / PT-1 G H CT-2 BASE GYP BD / PT-1 H.1 ADA WD BENCH AND BRACKET 1' - 6" 3' - 0" 3' - 0" 1' - 6" CT- 2 BASE GYP BD / PT-1 MTL LOCKER WD BENCH OPEN GH CT-2 BASE MTL LOCKER WD BENCH GYP BD / PT-1 H.1 LOCKER FILLER PANEL, TYP AT CORNER AND FINISHED END PANEL CG CT-2 BASE OPEN GYP BD / PT-1 GYP BD / PT-1 CT-2 BASE OPEN GYP BD / PT-1 GYP BD / PT-1 G H CT-2 BASE GYP BD / PT-1 H.1 ADA WD BENCH AND BRACKET CG 6 CT-2 BASE OPENGYP BD / PT-1 ADA WD BENCH AND BRACKET GH CT-2 BASE GWB / PT-1 WD BENCH MTL LOCKER H.1 GYP BD / PT-1 CG 6 CT-2 BASE GWB / PT-1 6 CT-2 BASE GYP BD / PT-1 6 OPEN CT-2 BASE GYP BD / PT-1 H CT-1 ADA WD BENCH AND BRACKET CT-2 BASECT-1 ADA SHOWER STALL ADA SHOWER SEAT H CT-1 ADA SHOWER STALL CT-1 ADA WD BENCH AND BRACKET WD BENCH H.1 CT-1 CT-1 SHOWER STALL WD BENCH SHOWER STALL H.1 CT-1 CT-1 WD BENCH 6 GYP BD / PT-1 CT-1 PTD / WR, TYP TPD 6 OPEN GB-1, TYP GYP BD / PT-1 CT-1 6 CT-1 OPEN GYP BD / PT-1 6 CT-1 GYP BD / PT-1 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.05 INTERIOR ELEVATIONS -LOCKERS/ SHOWERS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"4 134 MEN'S LOCKER ROOM - WEST SCALE:1/4" = 1'-0"1 134 MEN'S LOCKER ROOM - NORTH SCALE:1/4" = 1'-0"2 134 MEN'S LOCKER ROOM - EAST SCALE:1/4" = 1'-0"3 134 MEN'S LOCKER ROOM - SOUTH SCALE:1/4" = 1'-0"6 134 MEN'S LOCKER ROOM - WEST 1 SCALE:1/4" = 1'-0"5 134 MEN'S LOCKER ROOM - EAST 1 SCALE:1/4" = 1'-0"7 133 WOMEN'S LOCKER ROOM - NORTH SCALE:1/4" = 1'-0"8 133 WOMEN'S LOCKER ROOM - EAST SCALE:1/4" = 1'-0"9 133 WOMEN'S LOCKER ROOM - SOUTH SCALE:1/4" = 1'-0"10 133 WOMEN'S LOCKER ROOM - WEST SCALE:1/4" = 1'-0"11 133 WOMEN'S LOCKER - EAST SCALE:1/4" = 1'-0"12 133 WOMEN'S LOCKER - WEST SCALE:1/4" = 1'-0"13 131 ADA SHOWER - NORTH SCALE:1/4" = 1'-0"14 131 ADA SHOWER - EAST SCALE:1/4" = 1'-0"15 131 ADA SHOWER- SOUTH SCALE:1/4" = 1'-0"16 131 ADA SHOWER - WEST SCALE:1/4" = 1'-0"17 130 SHOWER - NORTH SCALE:1/4" = 1'-0"18 130 SHOWER - EAST SCALE:1/4" = 1'-0"19 130 SHOWER - SOUTH SCALE:1/4" = 1'-0"20 130 SHOWER - WEST SCALE:1/4" = 1'-0"21 136 WOMEN'S RESTROOM - EAST 2 SCALE:1/4" = 1'-0"22 136 WOMEN'S RESTROOM - WEST 2 SCALE:1/4" = 1'-0"23 136 WOMEN'S RESTROOM - EAST 1 SCALE:1/4" = 1'-0"24 136 WOMEN'S RESTROOM - WEST 1 H CT-1 ADA SHOWER STALL CT-1 ADA BENCH AND BRACKET H CT-1 ADA WD BENCH AND BRACKET CT-1 ADA SHOWER SEAT ADA SHOWER STALL WD BENCH SHOWER STALL H.1 CT-1 CT-1 SHOWER STALL WD BENCH H.1 CT-1 CT-1 WD BENCH RB E 006 GYP BD / PT-1 LIGHT FIXTURE PER ELEC RB GYP BD / PT-1 7 RB GYP BD / PT-1 C D EC.9 RB C.8 OPEN GYP BD / PT-1 ELEVATOR CARD READER CG CG RB 12"X12" ACCESS PANEL / PT-1, TYP GYP BD / PT-1 DEMOUNTABLE PARTITION SYSTEM, OFOIOPEN CDE RECESSED RACEWAY C.9 C.8 RB STRUCTURAL BRACED FRAME P-LAM STOOL ACCESS PANEL / PT-1 GYP BD / PT-1 RB 56 RB P-LAM STOOL STRUCTURAL BRACED FRAME, PT-2 12"X12" ACCESS PANEL / PT-1, TYP GYP BD / PT-1 EXIT SIGN CG CG 76 RB GYP BD / PT-1 WINDOW SHADE SYSTEM, TYP P-LAM STOOL D C.9K DC.9 RB EXIT SIGN SECURITY CAMERA GYP BD / PT-1 CG GYP BD / PT-1 RB P-LAM STOOL PROVIDE MOUNTING BRACKET PER AV DRAWINGSE 011 E 011 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.06 INTERIOR ELEVATIONS - SHOWERS/ MISCELLANEOUS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 132 ADA SHOWER - NORTH SCALE:1/4" = 1'-0"2 132 ADA SHOWER - EAST SCALE:1/4" = 1'-0"3 132 ADA SHOWER - SOUTH SCALE:1/4" = 1'-0"4 132 ADA SHOWER - WEST SCALE:1/4" = 1'-0"5 129 SHOWER - NORTH SCALE:1/4" = 1'-0"6 129 SHOWER - EAST SCALE:1/4" = 1'-0"7 129 SHOWER - SOUTH SCALE:1/4" = 1'-0"8 129 SHOWER - WEST SCALE:1/4" = 1'-0"9 123 CORRIDOR - WEST SCALE:1/4" = 1'-0"16 142 OFFICE / CONF ROOM - NORTH SCALE:1/4" = 1'-0"19 142 OFFICE / CONF ROOM - WEST SCALE:1/4" = 1'-0"10 117 CORRIDOR - NORTH SCALE:1/4" = 1'-0"11 141 OPEN OFFICE ENG / DES - EAST SCALE:1/4" = 1'-0"12 141 OPEN OFFICE ENG / DES - SOUTH SCALE:1/4" = 1'-0"13 141 OPEN OFFICE ENG / DES - WEST SCALE:1/4" = 1'-0"17 142 OFFICE / CONF ROOM - EAST SCALE:1/4" = 1'-0"15 110 ENTRY VEST - SOUTH SCALE:1/4" = 1'-0"14 ST-2 STAIR - SOUTH SCALE:1/4" = 1'-0"20 110 ENTRY VEST - NORTH SCALE:1/4" = 1'-0"18 142 OFFICE / CONF ROOM - SOUTH B C RB OPEN EXIT LIGHTEXIT LIGHTWINDOW SHADE SYSTEM GYP BD / PT-1 76 RB P-LAM STOOL GYP BD / PT-1 GYP BD / PT-1OPEN CG A8.16 4 TYP AB RECESSED RACEWAY WINDOW SHADE SYSTEM, TYP P-LAM STOOL GYP BD / PT-1 E 008 SECURITY CAMERA RB 7 6 RECESSED RACEWAY WINDOW SHADE SYSTEM, TYP RB12"X12" ACCESS PANEL / PT-1, TYP GYP BD / PT-1 A8.16 8 TYP P-LAM STOOL, TYP STRUCTURAL BRACED FRAME RB FRP MOP SINK 2' - 0" J GYP BD / PT-1 6 RB FRP 2' - 0" GYP BD / PT-1 CARD READER STRUCTURAL FRAMING RB J GYP BD / PT-1 6 RB GYP BD / PT-1 STRUCTURAL FRAMING 3 24 GYP BD / PT-1 RB E 008 GYP BD / PT-1 C.8 RB 12"X12" ACCESS PANEL / PT-1 GYP BD / PT-1 6 GYP BD / PT-1 RB K GYP BD / PT-1 RB SECURITY CAMERA CG SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.07 INTERIOR ELEVATIONS KW/RM NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/4" = 1'-0"1 143 CSR LOBBY / OFFICE - NORTH SCALE:1/4" = 1'-0"2 143 CSR LOBBY / OFFICE - EAST SCALE:1/4" = 1'-0"3 143 CSR LOBBY / OFFICE - SOUTH SCALE:1/4" = 1'-0"4 143 CSR LOBBY / OFFICE - WEST SCALE:1/4" = 1'-0"5 201 MAINTENANCE STORAGE - NORTH SCALE:1/4" = 1'-0"6 201 MAINTENANCE STORAGE - EAST SCALE:1/4" = 1'-0"7 201 MAINTENANCE STORAGE - SOUTH SCALE:1/4" = 1'-0"8 201 MAINTENANCE STORAGE - WEST SCALE:1/4" = 1'-0"9 200 FUTURE OFFICE ROOF ACCESS - WEST SCALE:1/4" = 1'-0"12 113 PRIVACY ROOM - WEST SCALE:1/4" = 1'-0"10 113 PRIVACY ROOM - EAST SCALE:1/4" = 1'-0"11 113 PRIVACY ROOM - SOUTH SCALE:1/4" = 1'-0"13 139 ENTRY - EAST SCALE:1/4" = 1'-0"14 122 ENTRY VEST - NORTH ACP RUNNER ANGLE TRIM FACE OF WALL SEISMIC CLIP, ATTACH TO WALL PER MFR INSTALLATION INSTRUCTION. DO NOT ATTACH TO RUNNER PERIMETER HANGER WIRE FASTENER 8" MAX NOTE: SYSTEM SEISMIC DESIGN PER ESR-2631 ACP RUNNER ANGLE TRIM FACE OF WALL SEISMIC CLIP, ATTACH TO WALL PER MFR INSTALLATION INSTRUCTION. DO NOT ATTACH TO RUNNER PERIMETER HANGER WIRE 3/4" 15/16" MIN 8" MAX NOTE: SYSTEM SEISMIC DESIGN PER ESR-2631 ATTACH STRUCT TO FRAMING ABOVE WITH CLIPS COMPRESSION STRUCT - EMT CONDUIT, SEE BELOW FOR SIZES ATTACH STRUCT TO RUNNER PER MFR INSTALLATION INSTRUCTIONS STRUCTURAL FRAMING ABOVE COMPRESSION STRUCT EMT CONDUIT SIZES: 1/2" DIA (0.042" WALL THICKNESS) - UP TO 3'-11" LONG 3/4" DIA (0.049" WALL THICKNESS) - UP TO 5'-1" LONG 1" DIA (0.057" WALL THICKNESS) UP TO 6'-2" LONG BOTTOM TOP DECKING WHERE INDICATED PER STRUCTURAL FRAMING PER STRUCTURAL (2X6 AT 16" O.C. WHERE NONE INDICATED) CEILING FINISH PER ROOM SCHEDULE 5/8" GYP BD (MOISTURE RESISTANT AT TOILET ROOMS) SCREW GYP BD TO CROSS RUNNER AT 12" O.C. FIXED END 6" MAX 4" MIN FLOATING END DO NOT SCREW OR TAPE WALL ANGLE, FLOATING END, 2" MIN HORIZ LEG LOCATE TO RECEIVE MAIN RUNNER 1-1/2" HOT ROLLED CHANNEL (MAIN RUNNER) 7/8" FURRING HAT CHANNEL (CROSS RUNNER) 3/4" CLR MIN 8" MAX 8" MAX SCREW GYP BD TO CROSS RUNNER #10 S.M.S. EACH STUD SCREW & TAPE SEAM FACE OF STUD 12 GA VERTICAL HANGER, TYP, 4'-0" O.C. MAX TAPE SEAM 7/8" FURRING HAT CHANNEL (CROSS RUNNER) 25 GA GALV, 2'-0" O.C. MAX FIXED END #10 S.M.S. EACH STUD GRID ATTACHED ALONG TWO ADJACENT EDGES SADDLE TIE TO MAIN RUNNER WITH 16# WIRE, TYP. 8" MAX 6" MAX 4" MIN FLOATING END 3/4" CLR MIN DO NOT SCREW OR TAPE WALL ANGLE, FLOATING END, 2" MIN HORIZ LEG LOCATE TO RECEIVE MAIN RUNNER 6" MAX 1-1/2" HOT ROLLED CHANNEL (MAIN RUNNER) WEIGHING 1.12 PSF 12 GA VERTICAL HANGER, TYP, 4'-0" O.C. MAX 5/8" TYPE 'X' GWB TO UNDERSIDE OF STRUCTURE FACE OF STUD 45.000° 45.000° CROSS RUNNER COMPRESSION STRUT HEAVY DUTY MAIN RUNNER 12 GA SPLAY WIRE BRACING IN PLANE OF EACH RUNNER - VERT ANGLE @ 45° (TYP) MIN 4 TIGHT TURNS IN 1-1/2" BOTH ENDS OF WIRE (TYP) 45.000° 2" MAX CROSS RUNNER @ 2'-0" O.C. HEAVY DUTY MAIN RUNNER, @ 2'-0" O.C. 12 GA VERT HANGER WIRE @ 4'-0" O.C. WITH MIN (4) TIGHT TURNS IN 1-1/2" 2" MAX FROM BRACE WIRES TO CROSS RUNNERS COMPRESSION STRUT @ 12'-0" O.C. MAX (FIRST POINT WITHIN 6'-0" OF EACH WALL) SPLAYED BRACE WIRE PER DETAIL 9/THIS SHEET 45° (MAX)45° (MAX) 2" MAX LOBBY CSR LOBBY B.O. ACP CEILING FIN T.O. ALUM STOREFRONT ENTRY VEST CSR LOBBY B.O. ACP CEILING FIN T.O. ALUM STOREFRONT WALL ASSEMBLY, PER PLANS 4" CSR LOBBY / OFFICE EXT B.O. ACP CEILING FIN T.O. ALUM STOREFRONT ENTRY VEST LOBBY B.O. CEILING FIN T.O. STOREFRONT CEILING PER PLAN, SEE EDGE DETAIL THIS SHEET WALL ASSEMBLY, PER PLANS ENTRY VEST EXT B.O. ACP CEILING FIN T.O. ALUM STOREFRONT SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.12 DETAILS - INTERIOR KW/RM VP SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"6 ACP CEILING TO WALL - ATTACHED END, TYP. SCALE:3" = 1'-0"2 ACP CEILING TO WALL - FREE END, TYP. SCALE:3" = 1'-0"1 ACP COMPRESSION STRUT, TYP. SCALE:3" = 1'-0"12 GYP BD CEILING SCALE:3" = 1'-0"7 SUSPENDED GYP BD CLNG CROSS RUNNER AT PERIMETER, TYP. SCALE:3" = 1'-0"8 SUSPENDED GYP BD CLNG MAIN RUNNER AT PERIMETER, TYP. NTS9TYPICAL ACP CEILING BRACING NTS5TYPICAL ACP GRID LAYOUT SCALE:3" = 1'-0"10 CEILING @ LOBBY/ CSR LOBBY SCALE:3" = 1'-0"11 CEILING @ ENTRY VEST/ CSR LOBBY SCALE:3" = 1'-0"14 CEILING @ CSR LOBBY/ EXTERIOR SCALE:3" = 1'-0"13 CEILING @ ENTRY VEST/ LOBBY SCALE:3" = 1'-0"15 CEILING @ ENTRY VEST/ EXTERIOR A T.O BEAM 13' -6" WOOD CLNG 1 5/8" METAL STUDS FRAMING @ 16" O.C 5/8" GYP BD B.O. CLNG 12'-0" AFF B.O. CLNG 10'-0" AFF ACOUSTICAL CLNG PANEL PERIMETER HANGER WIRE RUNNER STL FRAMING PER STRUCTFACE OF WALL 3 5/8" METAL STUDS VERTICAL HANGER & SEISMIC BRACING PER BIDDER DESIGN NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS DUCTWORK PER MECHANICAL T.O BEAM 13' -6" WOOD CLNG 1 5/8" METAL STUDS FRAMING @ 16" O.C B.O. CLNG 12'-0" AFF B.O. CLNG 10'-0" AFF STL FRAMING PER STRUCT 3 5/8" METAL STUDS VERTICAL HANGER & SEISMIC BRACING PER BIDDER DESIGN5/8" GYP BD NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS VERTICAL HANGER, TYP, 4'-0" O.C. MAX T.O BEAM 13' -6" PERIMETER HANGER WIRE 9'-0" AFF B.O. CLNG 10'-0" AFF B.O. CLNG 3 5/8" METAL STUDS FRAMING @ 16" O.C ACOUSTICAL CLNG PANEL 5/8" GYP BD CLNG ALIGN ACOUSTICAL CLNG PANEL STL FRAMING PER STRUCT 3 5/8" METAL STUDS VERTICAL HANGER PER BIDDER DEISGN 4 3 5/8' MTL STUDS SEISMIC BRACING PER BIDDER DESIGN 7 3 5/8" METAL STUDS FRAMING PER BIDDER DESIGN 5/8" GYP BD CLNG B.O. CLNG 10'-0" AFF ACOUSTICAL CLNG PANEL RUNNER PERIMETER HANGER WIRE ALIGN WALL ASSEMBLY, PER PLAN NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS 3 5/8" METAL STUDS VERTICAL HANGER & SEISMIC BRACING PER BIDDER DESIGN 5/8" GYP BD METAL DECK, PER STRUCT STRUCT BEAM SUPPORT POST, PER STRUCT HANGER RODS AND SEISMIC BRACING BY PARTITION MANUFACTURER STEEL TRACK AND STEEL BALLBEARING TROLLEYS 5/8" GYP BD TURN HANGER BRACKET BY MANUFACTURER SOFFIT TRIM PAN VINYL TOP SEAL GUIDE RAIL ANGLES, BOTH SIDES FLOATING DOOR SEAL SOFFIT TRIM PAN 10 3/8" +/- 5" GATE STRUCT FRAMING, PER STRUCT 10'-0" B.O. CLNG FINISHED FLR 13'-6" T.O. BEAM BATT INSULATION 3 1/2" SOUND BATT INSULATION, EXTEND TO EDGE OFGWB SUFFIT, BOTH SIDES B T.O BEAM 13' -6" ACOUSTICAL CLNG PANEL 10'-0" AFF B.O. CLNG SCREEN PER AV DRAWINGS 5/8" GYP BD CLNG ALIGN PERIMETER HANGER WIRE METAL STUDS FRAMING PER BIDDER DESIGN NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS SEE 10/A8.13 FOR FLUSH SOFFIT FRAMING DUCTWORK PER MECHANICAL 5 T.O BEAM 13' -6" B.O. CLNG 10'-0" AFF B.O. CLNG 9'-0" AFF STL BEAM PER STRUCT PERIMETER HANGER WIRE ACOUSTICAL CLNG PANEL 5/8" GYP BD CLNG MTL STUDS VERTICAL HANGER & SEISMIC BRACING PER BIDDER DESIGN NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS DUCTWORK PER MECHANICAL C T.O BEAM 13' -6" B.O. CLNG 10'-0" AFF B.O. CLNG 9'-0" AFF STL BEAM PER STRUCT PERIMETER HANGER WIRE ACOUSTICAL CLNG PANEL 5/8" GYP BD 3 5/8" ROTATED MTL STUDS FRAMING PER BIDDER DESIGN. PROVIDE CROSSED BRACING HORIZONTALLY AND VERTICALLY AT 24" O.C. 6" TYP BRACE FRAME BEYOND DUCTWORK PER MECHANICAL NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS 3 5/8" MTL STUDS FRAMING PER BIDDER DESIGN 1' - 2" B T.O BEAM 13' -6" ALIGN 12'-0" AFF B.O. CLNG 10'-0" AFF B.O. CLNG A8.12 6 TYP ACCOUSTICAL CLNG PANEL STL FRAMING PER STRUCT 5/8" GYP BD WD CLNG 3 5/8" MTL STUDS FRAMING PER BIDDER DEISGN 1 5/8" MTL STUDS PER BIDDER DESIGN PERIMETER HANGER WIRE MTL STUDS SEISMIC BRACING PER BIDDER DESIGN NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS B.O. CLNG 1-1/2" HOT ROLLED CHANNEL (MAIN RUNNER) 12 GA VERTICAL HANGER, TYP, 4'-0" O.C. MAX WALL ANGLE, FLOATING END, 2" MIN HORIZ LEG LOCATE TO RECEIVE MAIN RUNNER FURRING HAT CHANNEL (CROSS RUNNER) SADDLE TIE TO MAIN RUNNER 5/8" GYP BD SOFFIT BRACED FRAME PER STRUCTURAL J-MOLD TRIM 1/2" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.13 DETAILS - INTERIOR KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1" = 1'-0"1 CLNG DETAIL @ LARGE CONF ROOM SCALE:1" = 1'-0"2 CLNG DETAIL @ LOBBY SCALE:1" = 1'-0"3 TYP CLNG DETAIL SCALE:1" = 1'-0"10 TYP CLNG DETAIL SCALE:3" = 1'-0"7 FOLDING PANEL - SECTION DETAIL SCALE:1" = 1'-0"9 CLNG DETAIL @ CREW ROOM SCALE:1" = 1'-0"11 CLNG DETAIL @ CORRIDOR SCALE:1" = 1'-0"12 CLNG DETAIL @ CSR LOBBY SCALE:1" = 1'-0"4 CLNG @ LARGE CONF RM - MIDDLE SCALE:3" = 1'-0"13 SOFFIT DETAIL @ BRACE FRAME 6 C.9 5/8" GYP BD 1 5/8" MTL STUDS @ 16" O.C STL COLUMN PER STRUCTURAL WALL ASSEMBLY, PER PLAN CONDUITS PER ELECTRICAL AND TELECOMM 1' - 5 1/2" 8 3/4"8 3/4" 2 1/2" MTL STUDS @ 16" O.C A4.0.2S A4.0.1S F 6 1 5/8" MTL STUDS @ 16" O.C STL COLUMN PER STRUCTURAL 5/8" GYP BD EDGE OF LAVATORY COUNTER, SEE PLAN11 1/4" 1' - 5 7/8" 9 3/8" G 6 1 5/8" MTL STUDS @ 16" O.C STL COLUMN PER STRUCTURAL 5/8" GYP BD MTL LOCKER WD BENCH 2' - 3 5/8" PER PLAN WALL ASSEMBLY, 11 1/4" F STL COLUMN PER STRUCTURAL 5/8" GYP BD 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C ELECTRICAL BOX PER ELECTRICAL CONDUITS PER ELECTRICAL AND TELECOMMUNICA- TIONS 4 8 3/4" 8 3/4" EQ EQ 1' - 2" 2 1/2" MTL STUDS @ 16" O.C 1' - 5 1/2" A4.0.1S A4.0.2S C 5 STL COLUMN PER STRUCTURAL 5/8" GYP BD 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C ALIGN W/ BATHROOM WALL 9" 7" EQ EQ 1' - 4" 1' - 2" A4.0.1S A4.0.1S B 1 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C 5/8" GYP BD STL COLUMN PER STRUCTURAL 2' - 2" ALIGNING WITH R O WALL ASSEMBLY, PER PLAN 1' - 3 1/2" 7" 1' - 0 3/8" ALIGN ALIGN A4.0.1S A4.0.1S 1' - 0 3/8" NOTE: SEE SHEET A7.31 FOR WINDOW FLASHING D 4 HSS COLUMN PER STRUCT 7" 2 1/2"X2 1/2"X4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C. 7" 7" 1' - 2" WALL ASSEMBLY, PER PLAN A4.0.1S A4.0.1S 1 C.8 5/8" GYP BD 1 5/8" MTL STUDS @ 16" O.C. 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) ROOF LEADER PER PLUMBING HSS COLUMN PER STRUCTURAL WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN1' - 0" 7" 1' - 3 1/2" A4.0.1S A4.0.1S G 8 7"1' - 7 3/8" 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD 9CG) 1 5/8" MTL STUDS @ 16" O.C. 5/8" GYP BD STL COLUMN PER STRUCTURAL WALL ASSEMBLY, PER PLAN ROOF LEADER PER PLUMBING WALL ASSEMBLY, PER PLAN 7 7/8" 7" A4.0.1S A4.0.1S NOTE: SEE SHETT A7.11 FOR ROOF LEADER PIPE PENETRATION DETAILS SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.14 DETAILS - INTERIOR KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"3 INTERIOR COLUMN WRAP @ GRID C.9 & 6 SCALE:3" = 1'-0"6 INTERIOR COLUMN WRAP @ GRID F & 6 SCALE:3" = 1'-0"14 INTERIOR COLUMN WRAP @ GRID G & 6 SCALE:3" = 1'-0"1 INTERIOR COLUMN WRAP @ GRID F & 4 SCALE:3" = 1'-0"2 INTERIOR COLUMN WRAP @ GRID C & 5 SCALE:3" = 1'-0"18 INTERIOR COLUMN WRAP @ GRID B & 1 SCALE:3" = 1'-0"4 INTERIOR COLUMN WRAP @ GRID D & 4 SCALE:3" = 1'-0"11 INTERIOR COLUMN WRAP @ GRID C.8 & 1 SCALE:3" = 1'-0"19 INTERIOR COLUMN WRAP @ GRID G & 8 (G4 SIMILAR) (F2 & G2 SIMILAR) 4 J WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 3 5/8" MTL STUDS @ 16" O.C. 5/8" GYP GB STL COLUMN PER STRUCTURAL 1 5/8" MTL STUDS @ 16" O.C. 7"9" A1.0.3S A4.0.1S A4.0.3S A4.1.1S 1 1/2" MTL STUDS @ 16" O.C. PER PLAN WALL ASSEMBLY, 7" K 4 WALL ASSEMBLY, PER PLAN 5 5/8" 7 7/8" 7" WALL ASSEMBLY, PER PLAN 1 5/8" MTL STUDS @ 16" O.C. 5/8" GYP BD STL COLUMN PER STRUCTURAL 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) A4.0.1S A4.0.1S 7 7" 1' - 0" 1 5/8" MTL STUDS @ 16' O.C. ROOF LEADER PER PLUMBING HSS COLUMN PER STRUCTURAL 5/8" GYP BD WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN A4.0.1S A4.0.1S NOTE: SEE SHEET A7.31 FOR ROOF LEADER PIPE PENETRATION DETAILS A 6 WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN 7" 7" 1 5/8" MTL STUDS @ 16" O.C. STL COLUMN PER STRUCTURAL 5/8" GYP BD A4.0.1S A4.0.1S H 8 7" 7" WALL ASSEMBLY, PER PLAN 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 5/8" GYP BD HSS COLUMN PER STRUCTURAL 1 5/8" MTL STUDS @ 16" O.C. A4.0.1S A4.0.1S A4.0.1S C 6 7" 7" WALL ASSEMBLY, PER PLAN PER PLAN WALL ASSEMBLY WALL ASSEMBLY, PER PLAN 2 1/2" X 21/2" X 4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C. 5/8" GYP BD 7" STL COLUMN PER STRUCT A4.0.1S A4.0.1S A4.0.1S A4.0.1S B 3 5/8" GYP BD 1 5/8" MTL STUDS @ 16" O.C. HSS COLUMN PER STRUCT PER PLAN WALL ASSEMBLY EQ EQ 4" 1' - 0 1/2" A6.0.1S SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.15 DETAILS - INTERIOR KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"10 INTERIOR COLUMN WRAP @ GRID J & 4 SCALE:3" = 1'-0"2 INTERIOR COLUMN WRAP @ GRID K & 4 SCALE:3" = 1'-0"3 INTERIOR COLUMN WRAP @ GRID 7 SCALE:3" = 1'-0"1 INTERIOR COLUMN WRAP @ GRID A & 6 SCALE:3" = 1'-0"11 INTERIOR COLUMN WRAP @ GRID H & 8 SCALE:3" = 1'-0"12 INTERIOR COLUMN WRAP @ GRID C & 6 SCALE:3" = 1'-0"13 INTERIOR COLUMN WRAP @ GRID B & 3 GUSSET PLATE PER STRUCTURAL ALIGN RACEWAY WITH RB BEYOND CONC SLAB PER STRUCTURAL 7 12"X12"ACCESS PANEL, PT-1 2" FINISHED FLOOR PER FINISH SCHEDULE RB STL COLUMN PER STRUCTURAL BRACE FRAME PER STRUCTURAL LEVEL 1 WALL ASSEMBLY, PER PLAN NOTE:ACCESS PANEL TO BE CENTERED ON AREA OF BRACED. COORDINATE LOCATION W/ BRACED FRAME 1' - 8" RACEWAY PER ELECTRICAL FINISHED FLOOR WALL ASSEMBLY, PER PLAN AL I G N RB BEYOND ALIGN 5/8" GYP BD 6" MTL STUDS 3 5/8" MTL STUDS 6" LEVEL 1 2 1/2" MTL STUDS BLOCKING AS NEEDED SURFACEMOUNTED 3000 SERIES RACEWAY PER ELECTRICAL FINISHED FLOOR ALIGN WITH RB BEYOND WALL ASSEMBLY, PER PLAN LEVEL 1 5 3/4" MTL STUDS 6" A WALL ASSEMBLY, PER PLAN P-LAM STOOL 1/4" BACKER ROD & SEALANT BRACED FRAME PER STRUCTURAL 4 A8.16 1 1/4" P-LAM STOOL WINDOW RO MTL STUDS FRAMING BRACED FRAME PER STRUCTURAL BACKER ROD & SEALANT 1/4" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.16 DETAILS - INTERIOR KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"8 TYP WIREMOLD DETAIL @ BRACED FRAME SCALE:3" = 1'-0"2 TYP WIREMOLD DETAIL @ SILL WALL SCALE:3" = 1'-0"1 WIREMOLD DETAIL @ WELLNESS CENTER SCALE:3" = 1'-0"9 P-LAM STOOL PLAN @ BRACE FRAME SCALE:3" = 1'-0"4 P-LAM STOOL SECTION @ BRACE FRAME 4" SOLID SURFACE COUNTER TOP 2'-9" AFF CABINET DOOR HANDLE ADJUSTABLE SHELF PLAM EXPOSED SURFACE / EDGE BAND, TYP RB AS SCHEDULED LEVEL 1 FINISH PER ELEVATION 2"X4" WD BLOCKING AND SIMPSON WBAC CONNECTORS 2"X4" WD BLOCKING 1" TYP 3" 1' - 10" 5 1/2" PER PLAN WALL ASSEMBLY,2' - 0" 1/4" DRAWER DOOR HANDLE 11" EQ EQ EQ SOLID SURFACE COUNTER TOP W/ SELF EDGE 2'-9" AFF LEVEL 1 FINISH PER ELEVATION 2"X4" WD BLOCKING AND SIMPSON WBAC CONNECTORS DRAWER DOOR HANDLE, TYP PLAM EXPOSED SURFACE / EDGE BAND, TYP RB AS SCHEDULED 2"X4" WD BLOCKING 4" 1/4" 3" PER PLAN WALL ASSEMBLY,2' - 0" 1" TYP SOLID SURFACE COUNTER TOP 2'-9" AFF 5 1/2" 1' - 10 1/2" 4" REMOVABLE PLAM EXPOSED SURFACE PANEL, SECURED TO ADJACENT CASEWORK WRAP BASE AROUND ADJACENT CASEWORK (BEYOND) LEVEL 1 FINISH PER ELEVATION 2"X4" WD BLOCKING AND SIMPSON WBAC CONNECTORS 2"X4" WD BLOCKING 8" MIN KNEE CLR CASEWORK (BEYOND) 5" 1'-7" MIN RB AS SCHEDULED FAUCET, PER PLUMBING SINK, PER PLUMBING PER PLAN WALL ASSEMBLY, 2' - 0" 1" TYP POWER OUTLET PER ELEC 1' - 0"FINISH PER ELEVATION CABINET DOOR HANDLE PLAM EXPOSED SURFACE / EDGE BAND, TYP ADJUSTABLE SHELF 1/2" TYP 5/8" GYP BD 3 5/8" METAL STUDS FRAMING 5/8" GYP BD SOFFIT 2' - 6" 2"X4" WD BLOCKING AND SIMPSON WBAC CONNECTORS UNDER CABINET LIGHT FIXTURE, SEE ELEC 4'-6" AFF PER PLAN WALL ASSEMBLY,2' - 0" 1' - 0" 1" 2" 7'-2" AFF MTL LOCKER 1'-6" AFF LEVEL 1 BASE PER ELEVATION 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 10"X3"X5" SURFACE MOUNTED BRACKET @ 16" O.C. MIN PER PLAN WALL ASSEMBLY, 3 5/8" MTL STUDS FRAMING & SEISMIC BRACING @ 16" O.C. 3/4" PLYWD ON TOP AND FACE. PAINT VERTICAL FACE BLACK 1' - 6" 1/2" 5/4"X 2 1/2" HARD WD. EASE TOP EDGE WD BLOCKING AND SIMPSON WBAC CONNECTORS 1' - 0" 1'-6" AFF LEVEL 1 5/4" X 5 1/2" HARD WD. EASE TOP EDGES 1' - 9 1/2" X 1' - 3 1/2" @ 16" O.C. MIN PER PLAN WALL ASSEMBLY, FINISH PER ELEVATION 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 1' - 11" 5 1/2" WD BLOCKING AND SIMPSON WBAC CONNECTORS FLATHEAD COUNTERSUNK SCREW, TYP 2'-9" AFF LEVEL 1 FAUCET / SOAP DISPENSER, PER PLUMBING FINISH PER ELEVATION UNDER COUNTER MOUNTED SINK, PER PLUMBING SOLID SURFACE COUNTER TOP 18"X20" BRACKET @ 16" O.C. MIN SOLID SURFACE TRIM FINISH PER ELEVATION 5"1 1/2" 1" 2' - 0" PER PLAN WALL ASSEMBLY, 2'-9" AFF LEVEL 1 FINISH PER ELEVATION SOLID SURFACE COUNTER TOP 12"X14" BRACKET @ 16" O.C. MIN FINISH PER ELEVATION SOLID SURFACE TRIM 1 1/2" 5" 1' - 4 7/8" PER PLAN WALL ASSEMBLY, 1'-6" AFF LEVEL 1 5/4" X 5 1/2" HARD WD. EASE TOP EDGES 1' - 9 1/2" X 1' - 3 1/2" BRACKET @ 16" O.C. MIN PER PLAN WALL ASSEMBLY, FINISH PER ELEVATION 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 1' - 11" 5 1/2" MTL LOCKER 1'-6" AFF LEVEL 1 BASE PER ELEVATION 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 10"X3"X5" SURFACE MOUNTED BRACKET @ 16 " O.C. MIN 3 5/8" MTL STUDS FRAMING & SEISMIC BRACING @ 16" O.C. 3/4" PLYWD ON TOP AND FACE. PAINT VERTICAL FACE BLACK 1' - 6" 1/2" 5/4"X 2 1/2" HARD WD. EASE TOP EDGE WD BLOCKING AND SIMPSON WBAC CONNECTORS 1' - 0" 1' - 6" WD BLOCKING AND SIMPSON WBAC CONNECTORS 3/4" X 3 1/2" CONTINUOUS MAPLE TRIM MIRROR PER ELEVATION 1 3/4" DIAMETER WOOD BARRE RB AS SCHEDULED 3 1/4"X3 1/4" MOUNTING PLATE WALL BRACKET FINISHED FLOOR BOLT AND COVER CAPS 2"X4" WD BLOCKING AND SIMPSON WBAC CONNECTORS MIRROR PER ELEVATION 5/8" GYP BD LEVEL 1 3' - 2" AFF PER PLAN WALL ASSEMBLY,6" MTL LOCKER 1'-6" AFF LEVEL 1 BASE PER ELEVATION 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 10"X3"X5" SURFACE MOUNTED BRACKET PER MFR 3 5/8" MTL STUDS FRAMING & SEISMIC BRACING @ 16" O.C. 3/4" PLYWD ON TOP AND FACE. PAINT VERTICAL FACE BLACK 1' - 6" 1/2" 5/4"X 2 1/2" HARD WD. EASE TOP EDGE WD BLOCKING AND SIMPSON WBAC CONNECTORS 1' - 0" 1'-6" AFF LEVEL 1 1' - 6" 1/2" 1' - 0" FLATHEAD COUNTERSUNK SCREW, TYP 1'-6" AFF LEVEL 1 5/4" X 3 1/2" HARD WD. EASE TOP EDGES 10"X3'X5" SURFACE MOUNTED BRACKET @ 16" O.C. MIN PER PLAN WALL ASSEMBLY, FINISH PER ELEVATION 5/4" X 2 1/2" HARD WD. EASE TOP EDGES 1' - 6" WD BLOCKING AND SIMPSON WBAC CONNECTORS 1' - 0" FLATHEAD COUNTERSUNK SCREW, TYP 3/4" X 5 1/2" CONTINUOUS MAPLE TRIM AWP PER ELEVATION COUNTERSUNK SCREW, FILL W/ WOOD PUTTY 2"X5" WD BLOCKING AND SIMPSON WBAC CONNECTORS 3'-0" AFF POLYMER MODIFIED GROUT PORCELAIN TILE PER ELEVATION MORTAR BOND COAT GYPSUM TILE BACKER BOARD (FOR NON-WET AREA) WALL ASSEMBLY, PER PLAN POLYMER MODIFIED GROUT PORCELAIN TILE PER ELEVATION MORTAR BOND COAT WATERPROOFING MEMBRANE WALL ASSEMBLY, PER PLAN GLASS MAT FACED TILE BACKER BOARD PORCELAIN TILE PER PLAN WIRE REINF 16 GAUGE, 2"X2" GALV, WIELDED MESH WATERPROOFING MEMBRANE CONCRETE SLAB MORTAR BED POLYMER MODDIFIED GROUT SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.17 DETAILS - CASEWORK KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1 1/2" = 1'-0"3 TYP BASE CABINET DETAIL SCALE:1 1/2" = 1'-0"2 TYP DRAWERS @ BASE CABINET SCALE:1 1/2" = 1'-0"4 ADA SINK CABINET SCALE:1 1/2" = 1'-0"1 TYP UPPER CABINET SCALE:1 1/2" = 1'-0"9 LOCKER BASE & BENCH INSTALLATION SCALE:1 1/2" = 1'-0"10 TYP ADA BENCH INSTALLATION SCALE:1 1/2" = 1'-0"5 TYP COUNTER TOP INSTALLATION SCALE:1 1/2" = 1'-0"6 GROOMING COUNTER DETAIL SCALE:1 1/2" = 1'-0"11 BENCH AND LOCKER INSTALLATION SCALE:3" = 1'-0"16 BALLET BARRE INSTALLATION DETAIL SCALE:1 1/2" = 1'-0"12 LOCKER BASE AND BENCH INSTALLATION SCALE:1 1/2" = 1'-0"13 TYP BENCH INSTALLATION SCALE:3" = 1'-0"14 TYP CHAIR RAIL TOP INST DETAIL SCALE:3" = 1'-0"17 TILE WORK @ BREAK & CREW RMWALLS SCALE:3" = 1'-0"18 TYP TILE WORK @ RESTROOM WALLS SCALE:3" = 1'-0"19 TYP TILE WORK @ RESTROOM FLOORS DOOR AS SCHEDULED SEALANT@ PERIMETER OF FRAME HM DOOR FRAME 2" WALL ASSEMBLY, PER PLAN 5/8" GYP BD EACH SIDE 5/8" TYP JAMB BEYOND 2"WALL ASSEMBLY, PER PLAN 5/8" TYP DOOR AS SCHEDULED SEALANT@ PERIMETER OF FRAME HM DOOR FRAME 5/8" GYP BD EACH SIDE DOUBLE STUDS @ JAMB GLAZING AS SCHEDULED SEALANT@ PERIMETER OF FRAME HM DOOR DOOR / FRAME 2" WALL ASSEMBLY, PER PLAN 5/8" GYP BD EACH SIDE 5/8" TYP JAMB BEYOND NEOPRENE SETTING BLOCK GLAZING AS SCHEDULED SEALANT AND BACKER ROD HM DOOR / FRAME JAMB BEYOND NEOPRENE SETTING BLOCK 6" EDGE OF WALL BEYOND SHIM AS NEEDED FINISHED FLOOR GLAZING AS SCHEDULED HM DOOR / WINDOW FRAME DOOR AS SCHEDULED NEOPRENE SETTING BLOCK HM FRAME BEYOND 2" DOOR AS SCHEDULED JAMB BEYOND 1 1/2" EXTRUDED ALUM ADA TRANSITION STRIP AT CHANGE IN MATERIAL FLOOR FINISH PER FINISH SCHEDULE CONC SLAB PER STRUCT SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A8.18 DETAILS - INTERIOR DOORS / WINDOWS KW/RM VP/NH SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:3" = 1'-0"1 TYP INTERIOR DOOR HEAD SCALE:3" = 1'-0"2 TYP INTERIOR DOOR JAMB SCALE:3" = 1'-0"5 TYP INTERIOR RELITE HEAD SCALE:3" = 1'-0"4 TYP INTERIOR RELITE SILL SCALE:3" = 1'-0"3 TYP INTERIOR DOOR / RELITE JAMB SCALE:3" = 1'-0"6 TYP INTERIOR DOOR SILL STAIRS 100 300 5 YES SS = 0.960 (GEOTECHNICAL REPORT TABLE 1) S1 = 0.936 (GEOTECHNICAL REPORT TABLE 1) SDS = 0.60 (ASCE 7 SECTION 21.4) SD1 = 0.72 (ASCE 7 SECTION 21.4) STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC). AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. GENERAL: DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND ENGINEER. ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION CONTRACT AND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR APPROVAL AT LEAST 10 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT. CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS REQUIRED TO PERFORM WORK. CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS. ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, NON-BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULES. STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6. CODES: BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY THE STATE OF WASHINGTON. STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED IN THE 2018 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. DESIGN CRITERIA FLOOR AND ROOF DESIGN DATA : IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN: UNIFORM LIVE LOAD (PSF) CONCENTRATED LIVE LOAD (LBS) SUPERIMPOSED DEAD LOAD (PSF) REDUCIBLE (SEE NOTE) ASSEMBLY AREAS, PLATFORMS MOVEABLE SEATS / LOBBIES 100 -5 NO CORRIDORS (UNO) ADMINISTRATIVE SPACES OFFICE PARTITIONS 100 80 15 - 2,000 - 5 5 - YES YES NO WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2 SNOW DESIGN DATA: FLAT - ROOF SNOW LOAD SNOW EXPOSURE FACTOR GROUND SNOW LOAD SNOW LOAD IMPORTANCE FACTOR THERMAL FACTOR Ct = 1.0 (ASCE 7 TABLE 7-3) Is = 1.2 (RISK CATEGORY IV, ASCE 7 SECTION 7.3.3) Ce = 0.9 (ASCE 7 TABLE 7-2) Pf = 25 PSF MINIMUM UNIFORM SNOW (MINIMUM SNOW IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010) Pg = 20 PSF (ASCE 7 FIGURE 7-1) WIND DESIGN DATA: WIND BASE SHEAR VW (N-S) = 75 KIPS VW (E-W) = 50 KIPS ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27 TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2) BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1D) RISK CATEGORY IV EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3) INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1) ENCLOSURE CLASSIFICATION ENCLOSED (ASCE 7 SECTION 26.10.1) DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1) TOPOGRAPHIC FACTOR Kzt = 1.0 (ASCE 7 SECTION 26.8) GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1) SPECIAL CONCENTRICALLY EARTHQUAKE DESIGN DATA: SEISMIC-FORCE-RESISTING SYSTEM:BUCKLING RESTRAINED BRACED FRAME (BRBF) ANALYTICAL PROCEDURE: LINEAR DYNAMIC ANALYSIS SEISMIC BASE SHEAR: (ASCE 7 SECTION 12.9.1) VE (N-S) = 312 KIPS (STRENGTH LEVEL) (E-W) = 292 KIPS (STRENGTH LEVEL) CS (N-S) = 0.113 Cs (E-W) = 0.113 SEISMIC RESPONSE COEFFICIENT: (ASCE 7 SECTION 12.8.1.1) SEISMIC IMPORTANCE FACTOR Ie 1.5 (OCCUPANCY CATEGORY IV, ASCE 7 TABLE 1.5-2) SITE CLASS D (ASCE 7 SECTION 11.4.2) RISK CATEGORY IV (ASCE TABLE 1.5-1) SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6) RESPONSE MODIFICATION COEFFICIENT, SYSTEM OVERSTRENGTH FACTOR, AND DEFLECTION AMPLIFICATION FACTOR REDUNDANCY FACTOR R Ω O = 2.5 (ASCE 7 TABLE 12.2-1) Cd THE LFRS WILL CONSISTS OF A FLEXIBLE, UNTOPPED METAL ROOF DECK DIAPHRAGM, RIGID CONCRETE FILLED METAL DECK 2ND FLOOR DIAPHRAGM, AND STEEL BUCLING-RESTRAINED BRACED FRAMES. GEOTECHNICAL SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. GEOTECHNICAL REPORT REFERENCE: GEOTECHNICAL ENGINEERING DESIGN STUDY, NORTH COUNTY DEVELOPMENT, ARLINGTON, WASHINGTON, PROJECT 19583-00, BY HART CROWSER, DATED JANUARY 15, 2021 FOOTINGS SHALL BE FOUNDED AT LEAST 18 INCHES BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION / PREPARATION PRIOR TO PLACEMENT OF ALL FOOTINGS. FOOTING DEPTHS AND ELEVATIONS SHOWN ON DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN FIELD. BACKFILL BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. SOIL PROFILE TYPE SITE CLASS "D" ALLOWABLE VERTICAL DESIGN PRESSURE 3,000 PSF LATERAL EARTH PRESSURE, LEVEL BACKFILL: UNRESTRAINED (ACTIVE) RESTRAINED (AT-REST) SEISMIC SURCHARGE ALLOWABLE PASSIVE PRESSURE ALLOWABLE FRICTION COEFFICIENT 35 PCF 55 PCF 6H (PSF) 325 PCF, FS = 1.5 0.40, FS = 1.5 SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OR CONSTRUCTION OF THESE ITEMS: MASONRY REINFORCING CONCRETE MIX DESIGN CONCRETE REINFORCING EMBEDDED ITEMS IN CONCRETE STRUCTURAL STEEL STEEL JOISTS STEEL DECK CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS FOR REVIEW. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY THE WASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE DESIGN, SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW OF GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE: CURTAIN WALL AND STOREFRONT SYSTEMS DESIGN-BUILD STEEL STAIR SYSTEMS DESIGN-BUILD PRECAST STAIR SYSTEMS OPEN-WEB STEEL JOISTS AND CALCULATIONS SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND FIXTURES HANDRAILS AND GUARDRAILS METAL ROOFTOP MECHANICAL SCREENS BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND DIRECTIONS OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR BIDDER-DESIGNED COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAW INGS SHALL BE DESIGNED BY A REGISTERED STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF THEIR SYSTEMS. CONCRETE: REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS, EXCEPT AS MODIFIED BELOW: ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE " ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE" ACI 311 "GUIDE FOR CONCRETE INSPECTION" ACI SP-15 * "FIELD REFERENCE MANUAL" * A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES. MATERIALS: CEMENT ASTM C150, C595 * AGGREGATES ASTM C33 ADMIXTURES ASTM C260, C494, C1017 * * FLY ASH ASTM C618, CLASS F OR C * AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33 APPENDIX XI SHALL NOT BE USED. 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75. * * MAXIMUM LOSS ON IGNITION SHALL BE 1%. CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED [ TO THE ARCHITECT ] FOR REVIEW BY ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED THE FOLLOWING CRITERIA : TYPE OF CONSTRUCTION SPECIFIED COMPRESSIVE STRENGTH (f'c) AT 28 DAYS, UNO MAXIMUM WATER/CEMENT RATIO EXPOSURE CLASS (ACI 318-14 TABLES 19.3.1.1 AND 19.3.2.1) CONCRETE EXPOSED TO WEATHER (EXTERIOR FOUNDATION WALLS, EXTERIOR FOOTINGS WITHIN 1'-6" OF FINISHED GRADE), EXTERIOR SLABS-ON-GRADE 4,500 PSI 0.45 F2, S0, W0, C1 BELOW-GRADE CONCRETE (INTERIOR FOUNDATIONS AND EXTERIOR FOOTINGS BELOW 1'-6" FROM FINISHED GRADE) 4,000 PSI 0.55 F1, S0, W0, C1 MISCELLANEOUS EXTERIOR CONCRETE (SLABS, SIDEWALKS AND SITE WALLS) 4500 PSI 0.45 F2, S0, W0, C1 INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * *F0, S0, W0, C1 BEAMS, ELEVATED SLABS, TOPPING ON COMPOSITE METAL DECKING 4,000 PSI 0.40 * *F0, S0, W0, C0 * * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT IN FORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED. ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING WITH ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN ACCORDANCE WITH ASTM C173. WATER / CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME. MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH NOMINAL MAX, BUT NOT MORE THAN 3/4 TIMES THE CLEAR DISTANCE BETWEEN REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS. MAXIMUM AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS. = 5 (ASCE 7 TABLE 12.2-1) = 8 (ASCE 7 TABLE 12.2-1) VE EXPOSED AGGREGATE SHALL PROTRUDE 1/4" MINIMUM. LST2 JOINT SURFACE SHALL BE CLEANED AND LAITANCE REMOVED. LST3 LST4 LST5 SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX DESIGN. SLUMP SHALL CONFORM TO ASTM C94. TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF BEAMS AND METAL DECK DURING PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDED OFF LEVEL. ADDITIONAL SLAB THICKNESS MAY VARY FROM - 0" TO + 1" TO ACCOMMODATE DEFLECTIONS. REFER TO DECK MANUFACTURER'S LITERATURE FOR APPROXIMATE DECK DEFLECTION VALUES. NOTIFY STRUCTURAL ENGINEER IF TOTAL DEFLECTION EXCEEDS 1". CAMBERED BEAMS ARE DESIGNED TO BE APPROXIMATELY FLAT WHEN SUPPORTING THE WEIGHT OF WET CONCRETE. NOT ALL BEAMS ARE DESIGNED WITH CAMBER. MASS CONCRETE: CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 2'-6" SHALL BE CONSIDERED MASS CONCRETE AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301, CHAPTER 8. ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT OR BE LESS THAT 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY SHALL NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND THE TEST RESULTS INCLUDING HEAT OF HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASS CONCRETE. SHOTCRETE WHERE SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1908. REINFORCING LAP SPLICES SHALL BE DETAILED ON SHOP DRAWINGS AS NON-CONTACT LAP SPLICES WITH A MINIMUM OF 2 INCHES CLEARANCE BETWEEN BARS. SHOTCRETE MAY BE USED IN LIEU OF OTHER CAST-IN-PLACE CONCRETE WALLS NOT SPECIFICALLY CALLED OUT AS SHOTCRETE WALLS, WHERE APPROVED. SHOTCRETE WILL NOT BE PERMITTED ON PILASTERS OR COLUMNS. SHOTCRETE WILL NOT BE PERMITTED AT OTHER HEAVILY REINFORCED CONCRETE UNLESS TEST PANELS ARE APPROVED. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF SHOTCRETE WALLS FOR REVIEW. EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND EMBEDDED ITEM PLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT LESS THAN THE MATERIAL ON WHICH IT IS PLACED UPON. FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM SAG UNDER WET CONCRETE LOAD. IN ADDITION TO STRUCTURAL CAMBER NOTED ON DRAWINGS, ONE-WAY SLABS SHALL BE CAMBERED 1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE. CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY ROUGHENED CONSTRUCTION JOINT DEFINED BY THE FOLLOWING: SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR. JOINT SHALL BE WETTED AND STANDING WATER REMOVED IMMEDIATELY BEFORE NEW CONCRETE IS PLACED. SUBMIT CONSTRUCTION JOINT LAYOUT PLAN TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. RAIN LOAD DATA: RAIN INTENSITY 1 IN/HR (IBC FIGURE 1611.1) RAIN LOAD 18 PSF (IBC FIGURE 1611.1) ROOF SOLAR -100 5 NO ROOF MECHANICAL SEE PLAN --NO = 1.3ρ HORIZONTAL ZONE 4: 28/-29 PSF (ASCE 7 FIGURE 30.5-1) COMPONENTS AND CLADDING WIND PRESSURES HORIZONTAL ZONE 5: 28/-34 PSF (ASCE 7 FIGURE 30.5-1) ROOF ZONE 1: 16/-43 PSF (ASCE 7 FIGURE 30.5-1) ROOF ZONE 1': 16/-28 PSF (ASCE 7 FIGURE 30.5-1) ROOF ZONE 2: 16/-54 PSF (ASCE 7 FIGURE 30.5-1) ROOF ZONE 3: 16/-71 PSF (ASCE 7 FIGURE 30.5-1) COMPONENTS AND CLADDING PRESSURE VALUES NOTED BELOW ARE BASED ON A 10 SQUARE-FOOT AREA. ACTUAL DESIGN ELEMENTS MAY VARY AND SHOULD BE VERIFIED BASED ON SUPPLIER REQUIREMENTS. SEE DEFERRED SUBMITTAL REQUIREMENTS FOR ADDITIONAL INFORMATION. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S0.01 GENERAL STRUCTURAL NOTES SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 HILTI KWIK BOLT TZ (ESR-1917) 3/8" EXPANSION BOLTS 2 5/16" 1/2" EXPANSION BOLTS 3 5/8" 5/8" EXPANSION BOLTS 4 7/16" 3/4" EXPANSION BOLTS 5 9/16" SIMPSON STRONG-BOLT 2 (ESR 3037) 3/8" EXPANSION BOLTS 2 7/8" 1/2" EXPANSION BOLTS 3 7/8" 5/8" EXPANSION BOLTS 5 1/8" 3/4" EXPANSION BOLTS 5 3/4" DEWALT POWER STUD+ SD2 (ESR 2502) 3/8" EXPANSION BOLTS 2 3/8" 1/2" EXPANSION BOLTS 3 3/4" 5/8" EXPANSION BOLTS 4 7/8" 3/4" EXPANSION BOLTS 5 3/4" STEEL: MATERIALS: TYPE OF MEMBER ASTM SPECIFICATION YIELD A992 50 KSI A36 36 KSI A572 STEEL PIPES 35 KSI HOLLOW STRUCTURAL STEEL (HSS)A500 (GRADE B) 46 KSI MACHINE BOLTS (MB)A307 CONNECTION BOLTS (HSB)A325 ANCHOR RODS (AR) TENSION CONTROL BOLTS F1852 LOAD-INDICATING WASHERS F959, TYPE A325 50 KSI - - CONCRETE ANCHORAGE: EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING: HILTI HIT-RE 500-V3 (ESR 3814), HILTI HIT-HY200 (ESR-3187), SIMPSON SET-XP (ESR 2508), OR DEWALT PURE110+ (ESR-3298). INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. EMBEDMENT DEPTHS SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), DEWALT SCREW-BOLT+ (ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027). DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), HILTI XU LOW VELOCITY (ESR-2269), OR DEWALT POWER ACTUATED FASTENERS (ESR-2024). UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR POWERS ATOMIC+ UNDERCUT ANCHOR (ESR-3067). POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO OR ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. REFERENCE STANDARDS: STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS: WIDE FLANGES (W), STRUCTURAL TEES (WT) PLATES, ANGLES, CHANNELS, THREADED RODS (TR) AND BARS SPECIAL SHAPES (NOTED GRADE 50 ON DRAWINGS) A53 (TYPE E OR S, GRADE B) F1554, GRADE 55, WELDABLE CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED CAMBER UPWARDS, UNLESS NOTED OTHERWISE. CAMBER INDICATED ON DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. CONTRACTOR SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS INCLUDING ERECTION ANGLES AND LIFT HOLES. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A123. ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A153. BOLTED CONNECTIONS NOT SPECIFIED AS SLIP-CRITICAL NEED ONLY BE TIGHTENED TO AISC SNUG-TIGHT CRITERIA, UNLESS NOTED OTHERWISE. CONNECTION PLATES SHALL HAVE AISC STANDARD ROUND HOLES UNLESS NOTED OTHERWISE. ALL OVERSIZED OR SLOTTED HOLES SHALL HAVE WASHERS PROVIDED IN ACCORDANCE WITH AISC 360, UNLESS NOTED OTHERWISE. PRETENSIONED OR SLIP-CRITICAL CONNECTIONS SHALL USE LOAD-INDICATING WASHERS OR TENSION CONTROL BOLTS SUCH AS BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR CLASS A FAYING SURFACES. WELDING: ALL WELDS SHALL COMPLY WITH AWS D1.1. WELDS SHALL BE MADE USING LOW HYDROGEN E70XX ELECTRODES. ONLY AWS PREQUALIFIED WELDED JOINTS SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 STANDARD SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS. WELDS NOT SPECIFIED SHALL BE CONTINUOUS 1/4" FILLET WELDS. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT.-LBS. AT 0 DEGREES F. SEE AISC 341-10 CHAPTER A FOR ADDITIONAL REQUIREMENTS. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. WELDS SHOWN ON DRAWINGS ARE FOR FINAL CONNECTIONS. UNLESS FIELD WELD SYMBOLS ARE SHOWN, CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE STEEL ERECTION. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL JOINT PREPARATIONS AND WELDING PROCEDURES, INCLUDING ROOT OPENINGS AND FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, TAPERS, AND SURFACE ROUGHNESS. WELDER CERTIFICATION: AWS OR WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO). 3/8" ROD OR #3 BAR 4" 1/2" ROD OR #4 BAR 5" 5/8" ROD OR #5 BAR 7" 3/4" ROD OR #6 BAR 9" 7/8" ROD OR #7 BAR 12" 1" ROD OR #8 BAR 15" AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" AWS D1.1 "STRUCTURAL WELDING CODE-STEEL" AISC 348 "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AISC 358 "PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR SEISMIC APPLICATIONS" - - - CONCRETE REINFORCEMENT: REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW: ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI SP-66 "ACI DETAILING MANUAL" ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" CRSI "PLACING REINFORCING BARS" CRSI "MANUAL OF STANDARD PRACTICE" MSP-1 WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" MATERIALS: LST2 * SEISMIC DEFORMED BARS SHALL BE USED FOR LONGITUDINAL REINFORCEMENT IN COLUMNS, PILES, STRUT MEMBERS, COUPLING BEAMS, VERTICAL REINFORCEMENT IN SHEAR WALLS, AND MOMENT FRAMES. ASTM A615, GRADE 60 BARS MAY BE USED IF: ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED STRENGTH BY MORE THAN 18 KSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3 KSI) AND RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL TEST REPORTS ARE NOT AVAILABLE, REINFORCEMENT SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR S EXPENSE. REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE. LAP SPLICE ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE, SHEET S5.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" OR 8" WHICHEVER IS GREATER. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER. WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER BARS OR TO PLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS /WABO CERTIFIED WELDERS USING E9018 ELECTRODES. WELDING PROCEDURES SHALL COMPLY WITH AWS-D1.4. MECHANICAL SPLICING OF REINFORCING BARS SHALL BE THE FOLLOWING SYSTEMS AND SHALL DEVELOP A MINIMUM OF 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS: LENTON STANDARD, LENTON LOCK, LENTON FORMSAVER, DAYTON SUPERIOR BAR LOCK L-SERIES, DAYTON SUPERIOR DBDI MECHANICAL SPLICE SYSTEM. MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE ICC OR IAPMO EVALUATION REPORTS. CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE: DEFORMED BARS ASTM A615, GRADE 60 SEISMIC DEFORMED BARS * ASTM A706, GRADE 60 LOW ALLOY SMOOTH WELDED WIRE ASTM A185, Fy = 56KSI (W1.2 AND SMALLER) (65 KSI FOR W1.4 AND LARGER) DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1 WELDED HEADED STUDS ASTM A108 ELEVATED SLABS 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) SLABS ON GRADE 2" BOTTOM INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER) FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES) BEAMS, COLUMNS 1 1/2" (ALL REINFORCEMENT INCLUDING TIES, SPIRALS, STIRRUPS) 5/8"1 1/16"1 1/2"3/16" 3/4"1 5/16"2" 1/4" 7/8"1 9/16" 2 1/2" 5/16" 1"1 13/16"3" 3/8" BAR SIZE ALL-AROUND FILLET WELD SIZE #4, 1/2" DIA 1/4" #5, 5/8" DIA 5/16" #6, 3/4" DIA 3/8" ANCHOR RODS SHALL BE INSTALLED TO AISC SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK WASHERS OR JAM NUTS AT THE TOP. AT THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, TACK-WELDED NUT OR DOUBLE NUT. NO HEATING OR BENDING OF ANCHOR RODS IS PERMITTED. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING IS NOT PERMITTED. BASE PLATE HOLES FOR ANCHOR RODS SHALL BE AS SHOWN BELOW ANCHOR ROD DIAMETER MAXIMUM HOLE DIAMETER MINIMUM WASHER DIAMETER MINIMUM WASHER THICKNESS STEEL DECK SIZE, TYPE, GAGE, AND ATTACHMENTS SHALL BE PROVIDED AS INDICATED IN THE DRAWINGS. STEEL DECK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. CEILINGS, LIGHT FIXTURES, DUCTS, AND OTHER ITEMS SHALL NOT BE SUSPENDED FROM NON-COMPOSITE DECKS. STEEL DECK GAGES SHOWN ON THE DRAWINGS ARE BASED ON UNSHORED CONDITIONS. HEAVIER DECK GAGES MAY BE REQUIRED FOR SOME SPECIAL CONDITIONS. DECK SUPPLIER SHALL VERIFY DECK CAPACITY BASED ON ACTUAL DECK LAYOUT AND SPAN CONDITIONS. CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL MISCELLANEOUS LIGHT GAGE METAL NECESSARY TO COMPLETE THE WORK. WELDED HEADED STUDS (WHS) AND DEFORMED BAR ANCHORS (DBA): STUDS SHALL BE HEADED STUDS COMPLYING WITH ASTM A108 GR.1010 THROUGH 1020 WITH MINIMUM TENSILE STRENGTH OF 60 KSI. HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF AWS CHAPTER 7. DEFORMED BAR ANCHORS SHALL COMPLY WITH ASTM A496. STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH EQUIPMENT RECOMMENDED BY THE MANUFACTURER. LENGTHS SHOWN ON DRAWINGS ARE FINAL LENGTHS AFTER WELDING. AT NON-BRACED/MOMENT FRAME AND NON-STRUT CONNECTIONS, A706 GRADE 60 REINFORCING BARS OF AN EQUAL DIAMETER AND LENGTH OF THE SPECIFIED DBA's MAY BE USED PROVIDED THEY ARE WELDED TO THE SUPPORTING STEEL WITH E80XX ELECTRODES IN ACCORDANCE WITH AWS D1.4 AND THE TABLE BELOW: DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS. COLD-FORMED STEEL FRAMING SHALL COMPLY WITH ASTM A653, TYPE SS, GRADE 33, UNLESS NOTED OTHERWISE. FOR SIZES SHOWN ON DRAWINGS, REFER TO STEEL STUD MANUFACTURER'S ASSOCIATION STANDARD SPECIFICATION. ALL COLD-FORMED FRAMING SHALL ALSO CONFORM TO THE A.I.S.I. 'SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS'. ALL STUDS, TRACKS, AND JOISTS SHALL BE GALVANIZED PER ASTM A924, G60. FASTENINGS NOT SHOWN ON DRAWINGS SHALL BE AS RECOMMENDED BY THE MANUFACTURER. LIGHT GAGE METAL FRAMING CLIPS AND CONNECTORS: NOTATIONS CALLED OUT BY LETTERS AND NUMBERS REFER TO PRODUCTS MANUFACTURED BY "THE STEEL NETWORK" AS SPECIFIED IN THEIR LATEST CATALOG. ALTERNATE CONNECTORS MANUFACTURED AND TESTED IN ACCORDANCE WITH ICC-AC261, THAT MEET OR EXCEED THE SPECIFIED CONNECTORS' CAPACITY MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. MILL CERTIFICATIONS, SUBSTANTIATING TEST DATA, AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION AND CAPACITY COMPARISONS MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE-DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, AND IBC SECTION 2207. SEE PLANS AND DETAILS FOR LOADING REQUIREMENTS. IN ADDITION, ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT A SINGLE 500 LB. DOWNWARD POINT LOAD FROM ANY TOP OR BOTTOM CHORD PANEL POINT TO ACCOUNT FOR MISCELLANEOUS ARCHITECTURAL AND MECHANICAL ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS OTHERWISE NOTED. JOIST MANUFACTURER SHALL CHECK ROOF JOISTS AND JOIST GIRDERS AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE PLAN NOTES FOR UPLIFT FORCES). CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK OR OTHER MISCELLANEOUS ITEMS. SIZE JOISTS AND JOIST GIRDERS TO MEET THE DEFLECTION REQUIREMENTS PER THE SPECIFICATIONS AND CAMBER IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A307 BOLTS FOR K-SERIES JOISTS AND (2) 3/4" DIAMETER A307 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-0" IN LENGTH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO DIRECTIONS. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION. SUBMITTALS SHALL INDICATE ALL CHORD AND WEB MEMBER SIZES AND SHOW ALL END CONNECTIONS. DESIGN CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER. STEEL JOISTS: MASONRY: REFERENCE STANDARDS: MASONRY SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS: MASONRY CONSTRUCTION SHALL COMPLY WITH IBC SECTION 2104. MASONRY SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE. MASONRY NOT LAID IN RUNNING BOND SHALL BE FULLY GROUTED AND SHALL BE CONSTRUCTED OF HOLLOW OPEN-ENDED UNITS. ASSEMBLY STRENGTH: CONCRETE MASONRY SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH f'm = 1,900 PSI. COMPRESSIVE STRENGTH SHALL BE VERIFIED BY UNIT STRENGTH METHOD, IN ACCORDANCE WITH IBC SECTION 2105 AND TMS 602/ACI 530.1/ASCE 6 ARTICLE 1.4 B.2. CONCRETE MASONRY UNITS SHALL BE MEDIUM-WEIGHT AND SHALL COMPLY WITH ASTM C90 WITH NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI. UNITS SHALL BE PROTECTED FROM EXPOSURE TO MOISTURE PRIOR TO CONSTRUCTION. MORTAR SHALL BE TYPE S AND SHALL COMPLY WITH ASTM C270. PROPORTIONS SHALL COMPLY WITH IBC 2103.2.1 AND TMS 602 / ACI 530.1 / ASCE 6 ARTICLES 2.1 AND 2.6A, INCLUDING TABLES SC-1 AND SC-2. MASONRY CEMENT SHALL NOT BE USED. AGGREGATE SHALL COMPLY WITH ASTM C144. GROUT SHALL CONFORM TO ASTM C476, IBC SECTION 2103.3 AND TMS 602 / ACI 530.1 / ASCE 6 ARTICLE 2.2 AND 2.6B. GROUT STRENGTH BASED ON 28-DAY TESTS SHALL BE 2,000 PSI, MINIMUM. MORTAR SAND SHALL NOT BE USED. GROUT SHALL BE POURED IN MAXIMUM LIFTS OF 5'-4". GROUT SHALL BE VIBRATED DURING PLACEMENT TO ENSURE THAT CELLS ARE COMPLETELY FILLED. ALL CELLS CONTAINING VERTICAL BARS OR EMBEDDED ITEMS, ALL CELLS BELOW GRADE, AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. WALLS SHALL BE GROUTED SOLID, UNLESS NOTED OTHERWISE. REINFORCING STEEL DEFORMED BARS SHALL BE ASTM A615, GRADE 60. LAP BARS 48 DIAMETERS AT SPLICES, UNLESS NOTED OTHERWISE. MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: 6" WALLS 8" WALLS #4 @ 48" VERT #5 @ 48" VERT (2) #4 @ 48" HORIZ (2) #5 @ 48" HORIZ PROVIDE (2) #5 VERTICAL FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, AT WALL CORNERS AND INTERSECTIONS, AND AT FREE ENDS OF WALLS. PROVIDE (2) #5 HORIZONTAL AT ELEVATED FLOOR AND ROOF LINES, AT TOPS OF WALLS, AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2'-0" BEYOND FACE OF OPENING, OR AS FAR AS POSSIBLE, AND HOOK. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING AT WALL CORNERS AND INTERSECTIONS. SEE DRAWINGS FOR ADDITIONAL REINFORCING REQUIREMENTS. TMS 402-13 / ACI 530-13 / ASCE 5-13 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" TMS 602-13 / ACI 530.1-13 / ASCE 6-13 "SPECIFICATIONS FOR MASONRY STRUCTURES" MASONRY ANCHORAGE: POST-INSTALLED MASONRY ANCHORS INTO SOLID GROUTED MASONRY SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND NOTED ICC-ES REPORTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW BY ENGINEER WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. ANCHORS SHALL BE THE FOLLOWING TYPES: EXPANSION ANCHORS SHALL BE SIMPSON WEDGE-ALL (ESR-1396), HILTI KWIK BOLTS (ICC-ESR 3785), OR DEWALT/POWERS POWER-STUD + SD1 (ESR-2966). ADHESIVE ANCHORS SHALL BE SIMPSON SET (ESR-1772), HILTI HY-70 (ESR-2682), OR DEWALT/POWERS AC100+ GOLD (ESR-3200). HEAVY DUTY SCREW ANCHORS INTO MASONRY SHALL BE SIMPSON TITEN HD (ESR-1056), DEWALT SCREW-BOLT+ (ESR-4042) OR HILTI KWIK HUS-EZ (ESR-3056). BUCKLING RESTRAINED BRACES ARE TO BE TESTED PER THE PROVISIONS OF AISC 341-16. SUPPLIER TO SUBMIT PROOF OF EACH BRACE'S COMPLIANCE WITH THE QUALIFIED LOAD AND STRAIN RANGES. Pu GIVEN IS THE GOVERNING CODE LEVEL FORCE IN THE BRACE, USING LRFD FORCE LEVELS. Pu ≤ 0.9 Asc Fymin. Fysc IS THE ACTUAL YIELD STRESS OF THE STEEL CORE AS DETERMINED BY COUPON TESTING. 39 KSI ≤ Fysc ≤ 46 KSI. CHARPY TESTING REQUIRED WHEN THICKNESS OF THE CORE MATERIAL EXCEEDS 2 INCHES. BRACE STIFFNESS Keff TO BE KF x Asc x E/Lwp-wp ±10%, WHERE THE VALUES FOR STIFFNESS MODIFICATION FACTOR (KF) AND Asc ARE TAKEN FROM THE BRACE ELEVATIONS AND BRACE DESIGNATIONS IN DRAWINGS AND "Lwp-wp" IS THE WORKPOINT - WORKPOINT LENGTH OF THE BRACE. BRACE ELONGATION TO BE CALCULATED AS 2 x Cd x Pservice / Keff, WHERE Pservice = Pu/(ρI) (ρ = CODE REDUNDANCY FACTOR AND I = CODE IMPORTANCE FACTOR) β AND ω SHALL BE PER VALUES SHOWN IN THE SCHEDULES ON THE BRACED BAY DETAILS SHEETS. PROJECT DESIGNED AROUND COREBRACE BRB BRACES OR EQUAL. IF THE CONTRACTOR PROPOSES A "BRB" PRODUCT THAT DOES NOT CONFORM TO THE DESIGN AND PERFORMANCE REQUIREMENTS, CONTRACTOR MUST SUBMIT A COST IMPACT EVALUATION, AND MUST PAY THE ARCHITECT'S AND DESIGN TEAM'S FEES ASSOCIATED WITH THE REVIEW OF THE NON-CONFORMING "BRB" PRODUCT AND REDESIGN OF BUILDING ASSOCIATED IMPACTED BY NON-CONFORMING BRBs. BUCKLING RESTRAINED BRACED FRAMES (BRBs) 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S0.02 GENERAL STRUCTURAL NOTES SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S0.03 SPECIAL INSPECTION SCHEDULES SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SEISMIC COMPOSITE CONSTRUCTION COMPOSITE CONSTRUCTION COLD-FORMED STEEL DECKS OPEN-WEB STEEL JOISTS AND JOIST GIRDERS SEISMIC STEEL INSPECTION TASK SEISMIC BOLTING WELDING BOLTING REQUIRED VERIFICATION AND INSPECTION OF SOILS STRUCTURAL STEEL SPECIAL INSPECTION WELDER IDENTIFICATION SYSTEM 1 AISC 341 CH. J 1705.12.1 AISC 341 CH. J 1705.12.1 AISC 341 CH. J 1705.12.1 AISC 341 CH. J 1705.12.1 D-D-ACHIEVEMENT OF MINIMUM SPECIFIED CONCRETE COMPRESSIVE STRENGTH AT SPECIFIED AGE INSPECTION OF COMPOSITE STRUCTURES AFTER CONCRETE PLACEMENT DODO PROPER PLACEMENT TECHNIQUES TO LIMIT SEGREGATION -O-O LIMITS ON WATER ADDED AT THE TRUCK OR PUMP CONCRETE: MATERIAL IDENTIFICATION (MIX DESIGN, COMPRESSIVE STRENGTH, MAXIMUM LARGE AGGREGATE SIZE, MAXIMUM SLUMP) QAQCINSPECTION OF COMPOSITE STRUCTURES DURING CONCRETE PLACEMENT COMPOSITE MEMBER HAS REQUIRED SIZE REQUIRED REINFORCING STEEL CLEARANCE HAVE BEEN PROVIDED REINFORCING STEEL HAS BEEN TIED AND SUPPORTED AS REQUIRED REINFORCING STEEL HAS NOT BEEN REBENT IN THE FIELD PROPER REINFORCING STEEL SIZE, SPACING AND ORIENTATION DETERMINATION OF CARBON EQUIVALENT FOR REINFORCING STEEL OTHER THAN ASTM A706 -O-OMATERIAL IDENTIFICATION OF REINFORCING STEEL (TYPE / GRADE) QAQCINSPECTION OF COMPOSITE STRUCTURES PRIOR TO CONCRETE PLACEMENT PROTECTED ZONE, NO HOLES AND UNAPPROVED ATTACHMENTS MADE BY BY FABRICATOR OR ERECTOR, AS APPLICABLE DPDP - CONTOUR AND FINISH - DIMENSION TOLERANCES DPDP RBS REQUIREMENTS, IF APPLICABLE DOCTASKDOCTASK QAQC OTHER INSPECTION TASKS SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON S0.01 FOR SEISMIC-FORCE RESISTING-SYSTEMS. SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE- RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES. SDI-QA / QC-2011 1705.2.2 SDI-QA / QC-2011 1705.2.2 SDI-QA / QC-2011 1705.2.2 P PDOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS VERIFY REPAIR ACTIVITIES CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING O OFASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS O OFASTENERS ARE POSITIONED AS REQUIRED INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING O OPROPER STORAGE FOR MECHANICAL FASTENERS O OPROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION O OMANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING DOCUMENT ACCEPTANCE OR REJECTION OF WELDS VERIFY REPAIR ACTIVITIES WELDS MEET VISUAL ACCEPTANCE CRITERIA P PVERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS INSPECTION OR EXECUTION TASKS AFTER WELDING OWPS FOLLOWED OENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) OCONTROL AND HANDLING OF WELDING CONSUMABLES OUSE OF QUALIFIED WELDERS INSPECTION OR EXECUTION TASKS DURING WELDING OCHECK WELDING EQUIPMENT OMATERIAL IDENTIFICATION (TYPE / GRADE) OMANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE OWELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE INSPECTION OR EXECUTION TASKS PRIOR TO WELDING PDOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES N/AVERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH THE CONSTRUCTION DOCUMENTS PVERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION DOCUMENTS INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT PDOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES SDI-QA / QC-2011 1705.2.2 PVERIFY COMPLIANCE OF MATERIALS (DECK AND DECK ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS 2) BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN IBC SECTION 2207.1 1) STANDARD BRIDGING 1705.5.2.3, 2207.1 X Xa. END CONNECTIONS - WELDING OR BOLTED b. BRIDGING - HORIZONTAL OR DIAGONAL PERIODICCONTINUOUS REFERENCED STANDARDVERIFICATION AND INSPECTION TASK 1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS AISC 341 CH. J 1705.12.1 AISC 341 CH. J 1705.12.1 AISC 341 CH. J 1705.12.1 AISC 360 CH. N AND AWS D1.1 1705.2.1 DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER REPAIR ACTIVITIES BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) k-AREA 2 PARC STRIKES P PWELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY P PSIZE, LENGTH AND LOCATION OF WELDS O OWELDS CLEANED INSPECTION TASKS AFTER WELDING INSPECTION TASKS AFTER WELDING DPDPDOCUMENT ACCEPTED AND REJECTED CONNECTIONS QAQC VISUAL INSPECTION TASK AFTER BOLTING BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES -O-O FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING JOINT BOUGHT TO THE SNUG TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER (IF REQUIRED) ARE POSITIONED AS REQUIRED QAQC VISUAL INSPECTION TASK DURING BOLTING PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS -O-O PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND METHOD USED DPDP -O- -O-O -O-O CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL DOCTASKDOCTASK QAQC PROPER FASTENERS SELECTED FOR THE JOINT DETAIL VISUAL INSPECTION TASK PRIOR TO WELDING CONTINUOUS PERIODIC AISC 360 CH. N AND AWS D1.1 1705.2.1 AISC 360 CH. N AND AWS D1.1 1705.2.1 AISC 360 CH. N 1705.2.1 AISC 360 CH. N 1705.2.1 AISC 360 CH. N 1705.2.1 P PDOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS QC QAINSPECTION TASKS AFTER BOLTING INSPECTION TASKS AFTER BOLTING 1705.2.1AISC 360 CH. N AND AWS D1.1 1705.6 1705.6 1705.6 1705.6 1705.6 - - - IBC REFERENCE REFERENCE STANDARD X-5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY -X4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X-1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY VERIFICATION AND INSPECTION TASK P PDOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS P PPLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS P PPLACEMENT AND INSTALLATION OF STEEL DECK QC QAINSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT O OFASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES O OFASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O OJOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION O OFASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED QC QAINSPECTION TASKS DURING BOLTING INSPECTION TASKS DURING BOLTING O OPROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O OPROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) O OFASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O PMANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS QC QAINSPECTION TASKS PRIOR TO BOLTING INSPECTION TASKS PRIOR TO BOLTING WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM), PROPER POSITION (F , V , H , OH) O OENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE NO WELDING OVER CRACKED TACK WELDS CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL O OUSE OF QUALIFIED WELDERS QC QAINSPECTION TASKS DURING WELDING INSPECTION TASKS DURING WELDING 1 THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE. O -CHECK WELDING EQUIPMENT O OFIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) O OCONFIGURATION AND FINISH OF ACCESS HOLES O O FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE) O OMATERIAL IDENTIFICATION (TYPE / GRADE) MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P PWELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE QC QAINSPECTION TASKS PRIOR TO WELDING INSPECTION TASKS PRIOR TO WELDING DOCTASKDOCTASK DOCTASKDOCTASK DOCTASKDOCTASK DOCTASKDOCTASK QC QA QC QA QC QA QC QA SDI-QA / QC-2011 1705.2.2 SDI-QA / QC-2011 1705.2.2 SDI-QA / QC-2011 1705.2.2 SDI-QA / QC-2011 1705.2.2 2 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES OF WELD. SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION. TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK. DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. O - THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED INACCORDANCE WITH THE APPLICABLE DOCUMENTS. P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. X IBC REFERENCE STEEL DETAILS REFERENCED STANDARDQC QA INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION INSPECTION TASKS QC QA AISC 360 CH. N SJI SPECIFICATIONS LISTED IN IBC SECTION 2207.1 SJI SPECIFICATIONS LISTED IN IBC SECTION 2207.1 1705.5.2.3, 2207.1 1705.5.2.3, 2207.1 IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD O O O O P O IBC REFERENCE REFERENCED STANDARD QC QA P P P P P P P P P IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD O O O O O O O O P P O O IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD O -O-O -O-O -O-O IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD -O-O -O-O -O-O -O-O -O-O -O-O DODO QAQC DOCTASKDOCTASK P P P P P P P P IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD P P P P P P IBC REFERENCE REFERENCED STANDARDQCQA O O O O IBC REFERENCE REFERENCED STANDARDQCQA O O O O QC QA QC QA P P P IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD P P -X- -X- 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S0.04 SPECIAL INSPECTION SCHEDULES SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SEISMIC REQUIREMENTS FOR WOOD CONSTRUCTION COLD-FORMED STEEL LIGHT GAUGE CONSTRUCTION GEOTECHNICAL TESTS CONCRETE NON-STRUCTURAL COMPONENTS SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS HIGH LOAD WOOD DIAPHRAGMS MASONRY SEISMIC WELDING SPECIAL INSPECTION OF CONCRETE CONSTRUCTION b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4a a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS c. INSPECT ALL OTHER WELDS b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 1705.12.2X 2. NAILING BOLTING, ANCHORING AND FASTENING OF WOOD SHEAR WALLS, WOOD DIAPHRAGM, COLLECTORS / DRAG STRUTS, BRACES, SHEAR PANELS AND HOLDOWNS 1705.12.2X VERIFICATION AND INSPECTION TASK 1. FIELD GLUING OF SEISMIC ELEMENTS -ACI 318: 17.8.2 1 WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED X- X - X- X X- X- X 1705.12.3- 2. SCREW ATTACHMENT, BOLTING, ANCHORING AND FASTENING OF SHEAR WALLS, BRACES, DIAPHRAGMS, COLLECTORS / DRAG STRUTS AND HOLDOWNS 1705.11.2, 1705.12.3-X 1. WELDING OF SEISMIC OR WIND ELEMENTS AISC 341 CH. J , AWS D1.1 , AND AWS D1.8 1705.12.1 AISC 341 CH. J , AWS D1.1 , AND AWS D1.8 1705.12.1 1 THE LATERAL FORCE RESISTING SYSTEM SHALL INCLUDE THE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS, INCLUDING WELDS AND BOLTS. THE LATERAL FORCE RESISTING SYSTEM SHALL ALSO INCLUDE STRUTS AND THEIR CONNECTIONS. 2 THE EXCEPTION PROVIDED IN SECTION 1705.12.5 SHALL NOT BE APPLIED TO ARCHITECTURAL ELEMENTS NOTED. INSPECTION IS REQUIRED FOR THESE ELEMENTS. d. INSTALLATION AND ANCHORAGE OF DUCTWORK DESIGNED TO CARRY HAZARDOUS MATERIALS a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER IN HEIGHT 4. STORAGE RACK e. INSTALLATION AND ANCHORAGE OF VIBRATION ISOLATION SYSTEM WHERE THE NOMINAL CLEARANCE BETWEEN THE EQUIPMENT SUPPORT FRAME AND RESTRAIN IS 1/4 INCH OR LESS X c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM DESIGNED TO CARRY HAZARDOUS MATERIALS AND THERE ASSOCIATED MECHANICAL UNITS 1705.12.6- b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X 1705.12.4ASCE 7 SECTION 13.2 X 1705.12.5- X 1705.12.5- X 1705.12.5.1- Xa. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY AND STANDBY POWER SYSTEMS 3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS d. ANCHORAGE OF ACCESS FLOORS c. ERECTION AND FASTENING OF INTERIOR AND EXTERIOR VENEER 2 b. ERECTION AND FASTENING OF INTERIOR AND EXTERIOR NON-BEARING WALLS 2 a. ERECTION AND FASTENING OF b. EXTERIOR CLADDING 2 2. ARCHITECTURAL COMPONENTS 1705.12.6 a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING CONFORMS TO THE CERTIFICATE OF COMPLIANCE - PERIODICCONTINUOUSVERIFICATION AND INSPECTION TASK 1. DESIGNATED SEISMIC SYSTEM 1 1705.5 1705.5 1705.5AF AND PA SDPWS - 2015 X Xa. CONFIRM SHEATHING IS OF THE GRADE AND THICKNESS AS SHOWN ON THE APPROVED BUILDING PLANS X X 1705.5 d. VERIFY NUMBER OF FASTENER LINES, THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE c. VERIFY NAIL OR STAPLE DIAMETER AND LENGTH b. VERIFY NOMINAL SIZE OF FRAMING AT PANEL EDGES VERIFICATION AND INSPECTION TASK 1. HIGH LOAD DIAPHRAGMS PER IBC SECTION 2306.2: a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12. b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED. c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE. DP-PREPAIR ACTIVITIES DPDPBACKING REMOVED, WELD TABS REMOVED AND FINISHED, AND FILLET WELDS ADDED (IF REQUIRED) DPDP DPDP -P-P -O-O PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF REQUIRED) - CRACK PROHIBITION - WELDS MEET VISUAL ACCEPTANCE CRITERIA - CRATER CROSS SECTION - WELD PROFILES AND SIZE - UNDERCUT - POROSITY WELDS MEET VISUAL ACCEPTANCE CRITERIA SIZE, LENGTH, AND LOCATION OF WELDS DOCTASKDOCTASK QAQC WELDS CLEANED VISUAL INSPECTION TASK AFTER TO WELDING -O-ONO WELDING OVER CRACKED TACKS -O-O - INTERPASS AND FINAL CLEANING - EACH PASS WITHIN PROFILE LIMITATIONS - EACH PASS MEET QUALITY REQUIREMENTS WELDING TECHNIQUES -O-O- WIND SPEED WITHIN LIMITS - PRECIPITATION AND TEMPERATURE ENVIRONMENTAL CONDITIONS -O-O- PACKAGING - EXPOSURE CONTROL CONTROL AND HANDLING OF WELDING CONSUMABLES -O-O * * FOLLOWING PERFORMANCE OF THIS INSPECTION TASK FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, THE PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL PERFORM THE INSPECTION TASKS LISTED. -O-OCONFIGURATION AND FINISH TO ACCESS HOLES - SETTINGS ON WELDING EQUIPMENT - TRAVEL SPEED - SELECTED WELDING MATERIALS - SHIELDING GAS TYPE / FLOW RATE - PREHEAT APPLIED - INTERPASS TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM) - PROPER POSITION (F , V , H , OH) - INTERMIX OF FILTER METALS AVOIDED UNLESS APPROVED WPS FOLLOWED DOCTASKDOCTASK QAQC VISUAL INSPECTION TASK DURING TO WELDING -O-O -O-P / O * * -O-P / O * * -O-O -O-O - DIMENSION (ALIGNMENT, GAPS OF ROOT) - CLEANLINESS (CONDITION OF STEEL SURFACES) - TACKING (TACK WELD QUALITY AND LOCATION) FIT-UP OF GROOVE (INCLUDING JOINT GEOMETRY) CONFIGURATION AND FINISH TO ACCESS HOLES - JOINT PREPARATION - DIMENSION (ALIGNMENT, ROOF OPENING, ROOT FACE, BEVEL) - CLEANLINESS (CONDITION OF STEEL SURFACES) - TACKING (TACK WELD QUALITY AND LOCATION) - BACKING TYPE AND FIT (IF APPLICABLE) FIT-UP OF GROOVE (INCLUDING JOINT GEOMETRY) WELDER IDENTIFICATION SYSTEM DOCTASKDOCTASK QAQC MATERIAL IDENTIFICATION (TYPE / GRADE) VISUAL INSPECTION TASK PRIOR TO WELDING -ACI 318: 26.11.1.2 2 X-12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED ACI 318: 26.11.2 -X- 11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS ACI 318: 26.8 -X-10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS ACI 318: 26.10 - b. GROUTING OF BONDED PRESTRESSING TENDONS -X -Xa. APPLICATION OF PRESTRESSING FORCES 9. INSPECT PRESTRESSED CONCRETE FOR: 1908.9ACI 318: 26.5.3-26.5.5X-8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES 1908.6, 1908.7, 1908.8 ACI 318: 26.5-X7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES 1908.10-X ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE 1904.1, 1904.2, 1908.2, 1908.3, 1908.10 X-ACI 318: CH. 19, 26.4.3, 26.4.4 5. VERIFY USE OF REQUIRED DESIGN MIX -ACI 318: 17.8.2.4 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS 2 -ACI 318: 17.8.2 - 3. INSPECT ANCHORS CAST IN CONCRETE -AWS D1.4 ACI 318: 26.6.4 2. REINFORCING BAR WELDING: 1908.4ACI 318: CH. 20, 25.2, 25.3, 26.6.1 - 26.6.3X- PERIODICCONTINUOUS 1. INSPECT REINFORCEMENT AND PLACEMENT VERIFICATION AND INSPECTION VERIFICATION AND INSPECTION TASK X 1705.12.5- X 1705.12.6- X 1705.12.6- X 1705.12.6- X 1705.12.7- 2 SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD IBC REFERENCE REFERENCED STANDARD AISC 341 CH. J , AWS D1.1 , AND AWS D1.8 1705.12.1 IBC REFERENCE REFERENCED STANDARD 1 PERIODICCONTINUOUS IBC REFERENCE REFERENCED STANDARD AF AND PA SDPWS - 2015 AF AND PA SDPWS - 2015 AF AND PA SDPWS - 2015 PERIODICCONTINUOUS IBC REFERENCE REFERENCED STANDARD AF AND PA SDPWS - 2015 AF AND PA SDPWS - 2015 PERIODICCONTINUOUS IBC REFERENCE REFERENCED STANDARD REFERENCED STANDARD IBC REFERENCED e. ROOF COVERINGS f. SUSPENDED CEILING SYSTEMS X X - - 1705.12.5 2 1705.12.5 2 X 2X 1 5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND / OR PRISMS ART. 1.4 B.2.a.3, 1.4 B.2.b.3, 1.4 B.2.c.3, 1.4 B.3, 1.4 B.4 1705.4 1705.4ART 1.8C, 1.8D c. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40° F (4.4° C)) OR HOT WEATHER (TEMPERATURE ABOVE 90° F (32.2° C)) SECTIONS 6.1.4.3, 6.2.1 ART. 3.3F ART. 2.6B, 2.4 G.1.b ART. 3.2, E, 3.4, 3.6A ART. 2.4, 3.4 SECTIONS 6.1, 6.2.1, 6.2.6, 6.2.7 ART. 3.2D, 3.2F ART. 2.1C ART. 3.6B ART. 3.4, 3.6A ART. 2.4B, 2.4H ART. 3.3B ART. 2.1, 2.6A 1705.4 1705.4X b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAME, OR OTHER CONSTRUCTION a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS 4. VERIFY DURING CONSTRUCTION: e. CONSTRUCTION OF MORTAR JOINTS d. PROPORTION OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR BOUNDED TENDONS SECTION 6.1 X X 1705.4 X X X X X 1705.4 1705.4 1705.4 1705.4 1705.4 1705.4 1705.4 1705.4 1705.4ART. 1.5 c. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGES b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS a. GROUT SPACE 3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: f. PROPERTIES OF THIN-BED MORTAR FOR ACC MASONRY e. PRESTRESSING TECHNIQUE d. LOCATION OF REINFORCEMENT, CONNECTORS AND ANCHORAGES c. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES b. CONSTRUCTION OF MORTAR JOINTS a. PROPORTIONS OF SITE-PREPARED MORTAR 2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: TMS 602 / ACI 530.1 / ASCE 6 TMS 402 / ACI 530 / ASCE 5 PRIOR TO CONSTRUCTION, VERIFY CERTIFICATES OF COMPLIANCE USED IN MASONRY CONSTRUCTION. IBC REFERENCEPERIODICCONTINUOUS REFERENCED STANDARD VERIFICATION AND INSPECTION TASK X1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS X 1705.4X ART. 3.3BX 1705.4 X X X MASONRY CONSTRUCTION MINIMUM VERIFICATION a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S0.05 ABBREVIATIONS AND SYMBOLS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 ABBREVIATIONS B/ BOTTOM OF BAL BALANCE BC BOTTOM CHORD BF BRACED FRAME BLDG BUILDING BLKG BLOCKING BM BEAM BMS BEAMS BOF BOTTOM OF FOOTING BOT BOTTOM BP, B PL BASE PLATE BR BRACE BRB BUCKLING RESTRAINED BRACED FRAMES BRG BEARING BTWN BETWEEN BU BUILT-UP & AND @ AT AB ANCHOR BOLT ABV ABOVE ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL ADJ ADJACENT, ADJUSTABLE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE ANCH ANCHOR APA AMERICAN PLYWOOD ASSOCIATION APPROX APPROXIMATE AR ANCHOR ROD ARCH ARCHITECT, ARCHITECTURAL ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY C CAMBER, CHANNEL CA CONCRETE (EXPANSION) ANCHOR CANTIL CANTILEVER CAP CAPACITY CC CENTER-TO-CENTER CDF CONTROL DENSITY FILL CG CENTER OF GRAVITY CIP CAST-IN-PLACE CJ CONTROL JOINT, CONSTRUCTION JOINT CJP, CP COMPLETE JOINT PENETRATION CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COLS COLUMNS CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUE, CONTINUOUS CONTR CONTRACTOR COORD COORDINATE CRSI CONCRETE REINFORCED STEEL INSTITUTE CTR CENTER, CENTERED CU YD CUBIC YARD d PENNYWEIGHT (NAILS) (d) DROPPED BEAM DB DIVIDER BEAM D-B DESIGN-BUILD DBA DEFORMED BAR ANCHOR DBL DOUBLE DEG, ° DEGREE DEMO DEMOLISH, DEMOLITION DET DETAIL DETS DETAILS DF DOUGLAS FIR DIA DIAMETER DIAG DIAGONAL DIAPH DIAPHRAGM DICA DRILLED-IN CONCRETE ANCHOR DIM DIMENSION DIST DISTANCE DL DEAD LOAD DN DOWN DO DITTO DP DEEP DS DRAG STRUT DWG DRAWING DWL DOWEL DWLS DOWELS (E), EXIST EXISTING EA EACH, EPOXY (ADHESIVE) ANCHOR EE EACH END EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EMBED EMBEDMENT ENGR ENGINEER EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE ETC ET CETERA E-W EAST-WEST EW EACH WAY EXP EXPANSION EXT EXTERIOR EXT GR EXTERIOR GRADE L LENGTH, ANGLE LB, # POUND LEV LEVEL LF LINEAL FOOT LL LIVE LOAD LLBB LONG LEGS BACK TO BACK LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOC LOCATION, LOCATE LOCS LOCATIONS LONGIT LONGITUDINAL LP LOW POINT LPT LOW POINT LSH LONG SLOTTED HOLE LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER GA GAGE, GAUGE GALV GALVANIZED GB, GR BM GRADE BEAM GEN GENERAL GL, GLU LAM GLUE LAMINATED WOOD GLB GLUE LAMINATED BEAM GRD GIRDER GRND GROUND GSN GENERAL STRUCTURAL NOTES HD HOLDOWN HDR HEADER HGR HANGER HK HOOK HORIZ HORIZONTAL HPT HIGH POINT HSB HIGH STRENGTH BOLT HSS HOLLOW STRUCTURAL SECTION HT HEIGHT IBC INTERNATIONAL BUILDING CODE ID INSIDE DIAMETER I.F. INSIDE FACE IJ ISOLATION JOINT IN, " INCH INCL INCLUDE INFO INFORMATION INT INTERIOR JST JOIST JSTS JOISTS JT JOINT K KIP (1,000 LB) KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR MTL METAL NF NEAR FACE NIC NOT IN CONTRACT NLG NAILING NOM NOMINAL NO, # NUMBER N-S NORTH-SOUTH NS NEAR SIDE NTS NOT TO SCALE PA POWDER ACTUATED PCC PRECAST CONCRETE PCF POUNDS PER CUBIC FOOT PEN PENETRATION PERP PERPENDICULAR PL PLATE, PROPERTY LINE PLCS PLACES PLF POUNDS PER LINEAR FOOT PLWD PLYWOOD PNL PANEL PP, PJP PARTIAL JOINT PENETRATION PRCST PRECAST PREFAB PREFABRICATED PS PRESTRESSED CONCRETE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER P-T POINT, PRESSURE TREATED PT POST-TENSIONED PVC POLYVINYL CHLORIDE R, RAD RADIUS RD ROOF DRAIN REBAR REINFORCING STEEL BARS REF REFERENCE REINF REINFORCE, REINFORCING REM REMAINDER REQD REQUIRED RM BD RIM BOARD RTN RETURN SCHED SCHEDULE SECT SECTION SHT SHEET SHTHG SHEATHING SIM SIMILAR SJI STEEL JOIST INSTITUTE SOG SLAB ON GRADE SPC SPACE, SPACED, SPACING SPEC SPECIFICATION SPRT SUPPORT SQ SQUARE SST STAINLESS STEEL SSH SHORT SLOTTED HOLE STAG STAGGER, STAGGERED STD STANDARD STIFF STIFFENER STIR STIRRUP STL STEEL STRUCT STRUCTURAL SW SHEAR WALL SWS SHEAR WALL SCHEDULE SYMM SYMMETRICAL, SYMMETRY T/ TOP OF T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TBD TO BE DETERMINED TC TOP CHORD TEMP TEMPERATURE THK THICK, THICKNESS THP TENDON HIGH POINT THRU THROUGH TOC TOP OF CONCRETE TOF TOP OF FOOTING TOS TOP OF STEEL TOW TOP OF WALL TR THREADED ROD TRANS TRANSVERSE TYP TYPICAL TWS THREADED WELDED STUD UNO UNLESS NOTED OTHERWISE VERT VERTICAL W/ WITH W WIDTH, WIDE FLANGE WF WIDE FLANGE WD WOOD WHS WELDED HEADED STUD WIJ WOOD I-JOIST W/O WITHOUT WP WORK POINT WT WEIGHT WWR WELDED WIRE REINFORCEMENT OC ON CENTER OD OUTSIDE DIAMETER O.F. OUTSIDE FACE OPNG OPENING OPP OPPOSITE OSB ORIENTED STRAND LUMBER OSH OVERSIZED HOLE OWJ OPEN WEB JOIST FB FLUSH BEAM FD FLOOR DRAIN FDN FOUNDATION FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY FF FINISH FLOOR FIN FINISH FLR FLOOR FLG FLANGE FOS FACE OF STUD FS FAR SIDE FT, ' FEET FTG FOOTING FTGS FOOTINGS GENERAL SYMBOLS WORKPOINT SLOPE WP ELEVATION DATUM SURFACE - SLOPE UP SURFACE - SLOPE DOWN SURFACE - SLOPE TWO WAYS SURFACE - STEPPED SURFACE - STEPPED AND SLOPED REFERENCE LINE, EXISTING OR ARCHITECTURAL ELEMENTS GRID BUBBLE GRID LINE SOIL GRAVEL OPENING IN FLOOR OR WALL E CHANGE OF SLAB THICKNESS RAISED SLAB DIRECTION OF FRAMING SPAN LIMIT OF SPAN CONTINUOUS EXTENT DIRECTION OF DECK OR FLOOR LIMIT OF DECK OR FLOOR CONTINUOUS DECK OR FLOOR LIMIT OF DECK OR FLOOR CONCRETE SYMBOLS FOOTING TYPE #5 (xx'-xx") CONCRETE CURB / PARTIAL HEIGHT WALL CONCRETE WALL BELOW THIS LEVEL CONCRETE COLUMN BELOW THIS LEVEL EPOXY COATED REBARE FX FOOTING ELEVATION PER PLANPLANSECTION NAIL BOLT DRILLED IN CONCRETE ANCHOR CONCRETE ANCHOR BOLT SX.XX DETAILELEVATION SECTION DETAIL IDENTIFIERS TEXT NOTATION SECTION / DETAIL / ELEVATION NUMBER SHEET NUMBER WHERE DRAWN INDICATES DIRECTION OF CUTTING PLANE SHEET NUMBER WHERE SECTION IS SHOWN NUMBER OF SECTION, DETAIL OR ELEVATION SHEET NUMBER WHERE DETAIL IS SHOWN SHEET NUMBER WHERE ELEVATION IS SHOWN SEE X/SX.XX FOR ADDL INFO X X/SX.XX (SEE "TYPICAL STEEL FRAMING SYMBOLS" DETAIL FOR ADDITIONAL INFORMATION) BEAM / GIRDER COLUMN STARTING AT THIS LEVEL COLUMN BELOW THIS LEVEL BEAM / COLUMN SPLICE DIAGONAL BRACING STEEL IN CROSS SECTION BRACING STEEL SYMBOLS SX.XX X BM CONNECTORS SYMBOLS 5" THK SLAB ON GRADE W/ #4 @ 16" EACH WAY MID DEPTH SEE NOTE 1 FOR ADDL INFO ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 CONF ROOM 115 CONFERENCE ROOM 144 OFFICE/ CONF ROOM 145 A A B B C C D D E E F F G G H H J J K K 1 2 3 4 5 66 7 8 F5.5 F5.5 F5.5 HSS8x8x3/8 HSS8x8x3/8 HSS8x8x3/8 F5.5 HSS8x8x3/8 HSS8x8x3/8 F6 HSS8x8x3/8 F5.5 HSS8x8x3/8 F5 F5.5 HSS8x8x3/8 F5.5 HSS8x8x3/8F5.5 HSS8x8x3/8 HSS8x8x3/8 F8 HSS8x8x3/8 F5 HSS8x8x3/8 F6 F6 F7 F7 F5 HSS8x8x3/8F5 HSS8x8x3/8 F5 HSS8x8x3/8 F5 HSS8x8x3/8 F5 HSS8x8x3/8 F5 HSS8x8x3/8 HSS8x8x3/8 HSS6x6x1/2 HSS8x8x3/8 FTG AT EXT, SEE 5/S7.01, TYP 2' - 0 " W x 1 ' - 0 " D P C O N T C O N C FTG AT EXT, SEE 2/S7.01, TYP 2'-6" W x 1'-0" DP CONT CONC HSS8x8x3/8 F6 9/S7.01, TYP EACH WAY BTWN FTGS 1'-4" W x 1'-4" DP THICKENED SOG, SEE 9/S7.01, TYP EACH WAY BTWN FTGS 1'-4" W x 1'-4" DP THICKENED SOG, SEE F4C F7 C F5 C F6 C F5.5 HSS8x8x3/8 HSS8x8x3/8 F5.5 F7C HSS8x8x3/8 F8 7'-3" F7 HSS8x8x3/8 F7 HSS8x8x3/8 BF - 1 1/S 3 . 0 1 BF - 2 2/ S 3 . 0 1 BF-3 3/S3.01 BF-4 4/S3.01 F4C BF - 5 5/ S 3 . 0 1 F4 C BF-6 6/S3.01 BF - 7 7/ S 3 . 0 1 HSS8x8x3/8 HSS8x8x3/8 F8 HSS8x8x3/8 F8 C.9 C.8 F6 HSS8x8x3/8 10 S7.01 TYP AT ELEC ROOM ( -1'-4" ) 10 S7.01 TYP AT ELEC ROOM 10 S7.01 10 S7.01TYP AT COMM/FIBER ROOM ( -1'-4" ) ( -1'-4" ) 2' - 0 " ( - 3 ' - 0 " ) ( -1'-4" ) T/ FTG EL = -1'-4" , ( - 1 ' - 4 " ) ( -1'-4" ) HSS6x8x1/2 HSS6x8x1/2 HSS6x8x1/2 HSS6x8x1/2 HSS10x5x3/8 HSS10x5x3/8 SIDE, TYP UNO 4'-0" EACH ( -4'-0" ) HSS3x3x1/4 HSS3x3x1/4 HSS3x3x1/4 HSS3x3x1/4 HSS6x8x1/2 HSS6x8x1/2 AT WEST FACE 2'-6" FTG AT EXT, SEE 2/S7.01 2'-6" W x 1'-0" DP CONT CONC AT EXT, SEE 5/S7.01, TYP UNO 2' - 0 " W x 1 ' - 0 " D P C O N T C O N C F T G FTG AT EXT, SEE 2/S7.01 2'-6" W x 1'-0" DP CONT CONC FTG AT EXT, SEE 2/S7.01 2' - 6 " W x 1 ' - 0 " D P C O N T C O N C F6 HSS8x8x3/8 ( - 4 ' - 0 " ) BF PLINTH PER 11/S7.30, (2) LOC AT BF-2 3'-6" BF PLINTH PER 11/S7.30, (2) LOC AT BF-3 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 H.1 H.1 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 ( -1'-4" )( -1'-4" ) ( -1'-4" ) ( -1'-4" ) ( -1'-4" ) ( - 1 ' - 4 " ) S7.01 11 S7.01 11OPP ( -1'-4" ) ( -1'-4" ) ( - 1 ' - 4 " ) ( -1'-4" ) ( -1'-4" )( -1'-4" ) ( -1'-4" ) ( -1'-4" ) 2 S7.01 2 S7.01 2 S7.01 3 S7.01 TYP AT CMU VENEER, COORD EXTENTS WITH ARCH 8 S7.01 TYP 5 S7.01 TYP ALONG PERIMETER, TYP 10 S7.00 15 S7.01 TYP 25'-0"25'-0"17'-7" 6'-5" 21'-10"24'-0"24'-0"24'-0"1'-6"24'-8" 10'-3" 2' - 6 " W x 1 ' - 0 " D P CO N T C O N C F T G A T EX T , S E E 2 / S 7 . 0 1 204'-3" 38 ' - 9 " 25 ' - 3 " 26 ' - 0 " 14 ' - 6 " 10 4 ' - 6 " 2'-2" 23 ' - 0 " 33 ' - 0 " 36 ' - 0 " 92 ' - 0 " SEE NOTE 5 AT CANOPY AND SUN SHADE POSTS, TYP ELEV SUMP BELOW 14'-7" 4 S7.01 TYP AT SUNSHADE SUPPORT COLS, TYP 4 S7.01 TYP AT CANOPY COLUMNS, TYP S4.01 20 STAIR PARTIAL PLAN S4.01 19 STAIR PARTIAL PLAN ( - 1 ' - 4 " ) S7.01 11 SIM, TYP AT INT HSS3x3 LOCS SEE ARCH FOR EDGE OF SLAB LOCATION, TYP AT PERIMETER ( -1'-4" ) 9'-11" ( - 1 ' - 4 " ) 2' - 0 " ( - 3 ' - 0 " ) 8'-9 1/2" 2' - 0 " ( -1'-4" ) 2'-0"2'-0" ( -3'-0" ) ( -1'-4" ) ( -1'-4" )2' - 0 " ( -1'-4" ) ( -1'-4" ) 2'-0" ( -3'-0" ) 2'-0" HSS4x4x5/16 HSS4x4x5/16 7'-8 1/2" 10 ' - 3 1 / 2 " 2'-11 1/2" 10 ' - 8 " 10 ' - 4 " TYP UNO 2" DEPRESSED SLAB, LOC PER ARCH, SEE 18/S7.01 FOR REINF -2" -2" -2" -2" DEPRESSED SLAB, SEE 18/S7.01 FOR REINF, LOC PER ARCH DEPRESSED SLAB, SEE 18/S7.01 FOR REINF, LOC PER ARCH PLAN NOTES: 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. 2. SEE GEOTECHNICAL REPORT AND SHEET G10.01 FOR SUB-GRADE PREPARATION, INCLUDING 2'-0" MINIMUM OF COMPACTED STRUCTURAL FILL BELOW FOOTINGS, CAPILLARY BREAK AND VAPOR BARRIER. 3. TOP OF FOOTING ELEVATION INDICATES TOP OF FOOTING ELEVATIONS RELATIVE TO THE TOP OF SLAB ELEVATION. REFERENCE ELEVATION 0'-0" = 135.00' PER CIVIL. 4. CONTRACTOR SHALL VERIFY FLOOR AND WALL PENETRATIONS AND DIMENSIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR AT DOOR AND WINDOW LOCATIONS AND WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. 5. COORDINATE CANOPY AND SUN SHADE POST LOCATIONS WITH ARCHITECTURAL ROUGH OPENING DIMENSIONS. 6. SEE SHEET S5.20 FOR TYPICAL CMU DETAILS. 7. SEE SHEETS S7.00 THROUGH S7.01 FOR TYPICAL CONCRETE AND FOUNDATION DETAILS. 8. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. 9. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS AND SHEET S7.33 FOR TYPICAL MOMENT FRAME DETAILS. 10. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. 11. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. 12. SEE S7.50 AND S7.51 AND S7.52 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 KEYPLAN 1/21/22 S2.01 FOUNDATION AND FIRST FLOOR PLAN SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0" FOUNDATION AND FIRST FLOOR PLAN N TRUE MARK FOOTING SCHEDULE WIDTH LENGTH DEPTH TOP REINFORCING BOTTOM REINFORCING REMARKS 5'-0"5'-0"-F5 6'-0" 6'-0"-F6 (9) #9 LONGIT #5 @ 9" TRANS6'-0" PER PLAN 3'-0"F6C 1'-6" 1'-6" - - (7) #6 EACH WAY (7) #7 EACH WAY 7'-0" 7'-0"-F7 2'-0" (8) #5 EACH WAY (8) #8 EACH WAY 8'-0" 8'-0"-F8 2'-6" (11) #5 EACH WAY (11) #8 EACH WAY F5C 5'-0" PER PLAN 3'-0" (6) #7 LONGIT #5 @ 9" TRANS (7) #9 LONGIT #5 @ 9" TRANS (7) #7 LONGIT #5 @ 9" TRANS 17/S7.30 (15) #9 LONGIT #5 @ 6" TRANS7'-0" PER PLAN 3'-0"F7C (9) #7 LONGIT #5 @ 6" TRANS 17/S7.30 BF-2, SEE 11/S7.30 17/S7.30 BF-3, SEE 11/S7.30 3'-0" 3'-0" 1'-2" - (4) #5 EACH WAY -F3 5'-6" 5'-6" 1'-6" - (8) #6 EACH WAY -F5.5 FOOTING MARK PER FOOTING SCHEDULE HSS COLUMN THIS LEVEL WIDE FLANGE COLUMN THIS LEVEL BRACED FRAME (x'-xx") TOP OF FOOTING ELEVATION BM X/S3.01 BRACED FRAME ELEVATION MARK BRACED FRAME ELEVATION PER S3.01 LEGEND FX BF-X FOOTING ELEVATION STEP [L][H] HIGH [H] AND LOW [L] A A B B C C D D E E F F G G H H J J K K 1 2 3 4 5 66 7 8 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 DO DO DO DO W2 1 x 7 3 W2 1 x 1 2 2 W2 1 x 6 8 W 1 8 x 5 0 W 1 8 x 5 0 W1 8 x 3 5 W18x35 W21x57 W18x35 W18x50 W 1 0 x 1 9 W10x19 W 1 4 x 2 2 W1 4 x 2 2 DODODODODO W 1 4 x 2 2 W 1 4 x 2 2 W 1 4 x 2 2 W2 1 x 5 7 W14x22W8x18W8x18 W21x57 W18x46 W1 2 x 4 0 W 1 4 x 2 2 DO DO DO DO DO W 1 2 x 1 6 W21x147 W14x22 W14x22 DO DO W 1 2 x 1 6 W8x18 W8x18 W8x18 W2 1 x 4 4 ( 4 8 ) DO DO DO DO DODO W16x26 (10) W1 4 x 2 2 ( 1 0 ) W2 1 x 5 0 W1 4 x 2 2 ( 1 0 ) HSS6x6x1/2 HSS COL BELOW BEAM COL BELOW, TYP UNO COL BELOW, TYP UNO W1 4 x 2 2 W1 4 x 2 2 DO DO DO DO W14x22W16x26W16x26W16x26W14x22 W2 1 x 5 7 ( 4 8 ) W2 1 x 4 4 ( 4 8 ) DO DO DO DO W21x62 (30) W21x62 (30)W21x62 (30) W21x68 (30) W21x73 (30) W21x73 (30) W21x73 (30) W21x73 (30)W21x101 (40) W2 1 x 4 4 ( 4 8 ) DODODO DO DODODO W2 1 x 4 4 ( 4 8 ) W21x50 W1 4 x 2 2 ( 6 ) W16x26 W2 1 x 5 0 ( 4 8 ) W16x26 (10) W 1 4 x 2 2 (6 ) W16x26 W21x68 (30) W21x68 (24)W21x68 (30) W2 1 x 4 4 ( 4 8 ) 1 1/2" x 18 GA MTL DECK AT ROOF 1 1 / 2 " x 1 8 G A M T L DE C K A T R O O F 1 1 / 2 " x 1 8 G A M T L DE C K A T R O O F 3" x 1 8 G A M T L D E C K W / 3 " C O N C TO P P I N G ( 6 " T O T A L T H K ) , S E E N O T E 1 1 1 1 / 2 " x 1 8 G A M T L DE C K A T R O O F , SE E N O T E 1 0 HSS6x6x1/2 W 1 4 x 2 2 W 1 4 x 2 2 W1 6 x 3 1 (1 2 ) W 1 4 x 2 2 (5 ) E Q S P A C E S @ 7 ' - 9 " (2) EQ SPACES @ 8'-0" W14x22 (3) EQ SPACES @ 6'-3" (3) EQ SPACES @ 6'-3"(2) EQ SPACES W8x18 W8x18W8x18W8x18W8x18W8x18W8x18W8x18W8x18W8x18W8x18W8x18 W8x15 W8x15 W2 1 x 4 4 ( 4 8 ) W2 1 x 8 3 ( 4 8 ) (2) EQ SPACES (2) EQ SPACES (3) EQ SPACES @ 8'-0"(3) EQ SPACES @ 8'-0"(3) EQ SPACES @ 8'-0"(3) EQ SPACES BF - 1 1/ S 3 . 0 1 BF - 2 2/ S 3 . 0 1 BF-3 3/S3.01 BF-4 4/S3.01 BF - 5 5/ S 3 . 0 1 BF-6 6/S3.01 BF - 7 7/ S 3 . 0 1 DO W21x44 W 1 0 x 4 5 W 1 0 x 4 5 W10x19EQ 1 EQ 1 7' - 4 3 / 8 " 2 6' - 9 " 2 W10x19 (4 ) E Q S P A C E S W10x19 W10x19 W10x19 HSS COL BELOW BEAM W 1 0 x 2 6 DO DO DODODODODODO DO DO W21x62 (30) C.9 DO DODO C.8 W21x68 (24) W10x26 W1 0 x 1 9 W8x15, TYP AT MECH UNIT SUPPORTS, COORD W/ MECH (MAX WT 1,500 LBS PER MECH UNIT) W8x15, TYP AT MECH UNIT SUPPORTS, COORD W/ MECH [13'-6"] TYP UNO W2 1 x 4 4 ( 4 8 ) W2 1 x 6 8 ( 4 8 ) W1 6 x 3 6 ( 3 6 ) W16x31 (16) W16x31 (16)W1 6 x 3 1 (1 0 ) W2 1 x 6 8 ( 4 8 ) W2 1 x 4 4 ( 4 8 ) SE E M E C H D W G S FO R L O C & S I Z E OF S H A F T O P N G S , SE E 2 0 / S 7 . 2 1 F O R AD D E D F R A M I N G W21x111 (30) W10x19 HSS POST BELOW, TYP (3) LOC AT CANOPY SEE 17/S7.23 FOR SLOPE ON UNDERSIDE OF BEAM SEE 17/S7.23 FOR SLOPE ON UNDERSIDE OF BEAM SEE 17/S7.23 FOR SLOPE ON UNDERSIDE OF BEAM HSS POST BELOW, TYP (3) LOC AT CANOPY W10x19 HSS POST BELOW, TYP (4) LOC AT CANOPYW8x15, TYP AT MECH UNIT SUPPORTS, COORD W/ MECH (MAX WT 10,000 LBS) W 1 2 x 4 0 W1 0 x 1 9 W1 0 x 1 9 DO 5 S7.40 SIM 17 S7.40 W1 4 x 2 2 W1 4 x 2 2 5 S7.40 17 S7.40 1' - 3 " T Y P TYP 1' - 3 " 1' - 3 " T Y P EQ EQ W21x57 1 1/2" x 18 GA MTL DECK TYP AT CANOPY 1 1/2" x 18 GA MTL DECK TYP AT CANOPY 1 1/2" x 18 GA MTL DECK TYP AT CANOPY W1 0 x 1 9 W10x26 W 1 0 x 1 9 1 1/2" x 18 GA MTL DECK TYP AT CANOPY (2) EQ SPACES BM BRACE PER 8/S7.32 BM BRACE PER 5/S7.32 @ EQ SPC BM BRACE PER 5/S7.32 @ EQ SPC EQ E Q E Q BM BRACE PER 5/S7.32 W16x26 W16x26 (10) STRUTW12x16 W8x15 W8x15 3" D I A S T D S T L P I P E , T Y P (2 ) L O C A T S T A I R S , C O O R D LO C W I T H B I D D E R - DE S I G N E D S T A I R L A Y O U T , SE E 3 / S 7 . 2 2 BI D D E R - D E S I G N E D S T A I R A N D LA N D I N G A B V , C O O R D W I T H A R C H AN D B I D D E R - D E S I G N S T I A R S U P P L I E R W8 x 1 5 W 8 x 1 5 W8x15 W8x15 3" DIA STD STL PIPE, COORD LOC WITH BIDDER- DESIGNED STAIR LAYOUT, SEE 3/S7.22 BIDDER-DESIGNED STAIR AND LANDING ABOVE, COORD WITH ARCH AND BIDDER-DESIGN STIAR SUPPLIER BI D D E R -DE S I G N E D S T A I R A N D L A N D I N G AB O V E , C O O R D W I T H A R C H A N D BI D D E R -DE S I G N S T I A R S U P P L I E R W16x31 (10) W16x31 (10) STRUT BM BRACE PER 5/S7.32 @ EQ SPC BM BRACE PER 5/S7.32 BM B R A C E PE R 8 / S 7 . 3 2 W1 4 x 2 2 BM BRACE PER 8/S7.32 BM B R A C E PE R 8 / S 7 . 3 2 BM B R A C E PE R 8 / S 7 . 3 2 BM B R A C E P E R 5 / S 7 . 3 2 STRUT STRUT ST R U T STRUT STRUT STRUT STRUT STRUT ST R U T 14 S7.40 19 S7.41 16 S7.40 14 S7.40 16 S7.40 5 S7.41 SIM 5 S7.41 5 S7.40 SIM W8x18 8 S7.21 16 S7.40 13 S7.21 8 S7.21 HSS POST BELOW, TYP (6) LOC AT SUNSCREEN, SEE NOTE 5 FOR ADDL INFO HSS POST BELOW, TYP (10) LOC AT SUNSCREEN, SEE NOTE 5 FOR ADDL INFO H.1 H.1 COL BELOW HSS6x6x1/2 W10x19 BIDDER-DESIGNED SUN SHADE BIDDER-DESIGNED SUN SHADE W10x19 HSS8x6x5/8 HSS10x6x5/8 BIDDER-DESIGNED SUN SHADE W16x26 (10) W16x26 3" DIA STD STL PIPE, TYP (12) LOC AT EQUIP, COORD LOC WITH BIDDER- DESIGNED EQUIP PLATFORMS, SEE 3/S7.22 3" DIA STD STL PIPE, TYP (8) LOC AT EQUIP, COORD LOC WITH BIDDER-DESIGNED EQUIP PLATFORMS, SEE 3/S7.22 3" DIA STD STL PIPE, TYP (8) LOC AT EQUIP, COORD LOC WITH BIDDER-DESIGNED EQUIP PLATFORMS, SEE 3/S7.22 2 S7.41 8 S7.22 TYP 20 S7.22 TYP TYP SEE 9/S7.41 FOR CONN OF CANOPY/SUNSHADE COL S7.41 8 TYP, OPP 1 S7.41 12'-10" W8x18 W 1 4 x 2 2 W 8 x 1 8 W8x18 W8x18 25'-0"25'-0"17'-7" 6'-5" 21'-10"24'-0"24'-0"24'-0"1'-6"24'-8" 10'-3" 204'-3" 38 ' - 9 " 25 ' - 3 " 26 ' - 0 " 14 ' - 6 " 10 4 ' - 6 " 2'-2" 23 ' - 0 " 33 ' - 0 " 36 ' - 0 " 92 ' - 0 " W8x15 W8 x 1 5 W8x15 W8x15 W 8 x 1 5 W8x15 W8x15 19 S7.41 SIM 20 S7.41 W12x16 STRUT SIM W8x15 3' - 2 1 / 2 " 4' - 9 " 3'-2 1/2" 5'-3" 3'-2 1/2" S4.01 15 STAIR PARTIAL FRAMING PLAN (12) S4.01 14 STAIR PARTIAL FRAMING PLAN 9'-5" 5' - 8 " L4x3x3/8 (LLV), TYP (2) SIDES SEE 4/S7.41 SI M EQ EQ 4'-3 1/4" 3' - 1 0 1 / 4 " 6' - 5 3 / 8 " SE E 2 0 / S 7 . 2 1 F O R A D D E D FR A M I N G O V E R W A L L B E L O W L4x3x3/8 (LLV), SEE 4/S7.41 L4x3x3/8 (LLV), SEE 4/S7.41 TYP AT SUN SHADES W10x19 HSS6x6 PARAPET POST, SEE 19/S7.41, TYP (11) LOC SEE 11/S7.41 TYP AT HSS3x3 LOCS W8 x 1 5 SEE 17/S7.41, TYP AT STOREFRONT WALLS SEE 3/S7.22 W16x26 (10)W1 4 x 2 2 L4x3x3/8 (LLV), SEE 4/S7.41 3' - 2 1 / 2 " W10x19W1 0 x 1 9 W10x19, ALIGN WITH FALL PROTECTION W1 0 x 2 6 W10x19, ALIGN WITH FALL PROTECTION W10x26 W10x19 W10x19 W10x19, ALIGN WITH FALL PROTECTION 20 S7.41 SEE 11/S7.41 TYP AT HSS3x3 LOCS L4x3x3/8 (LLV) HSS POST BELOW, TYP (8) LOC AT SUNSCREEN, SEE NOTE 5 FOR ADDL INFO W 1 0 x 2 6 EQ E Q 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 KEYPLAN 1/21/22 S2.02 LEVEL 2 FRAMING PLAN SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE 1/8" = 1'-0" LEVEL 2 FRAMING PLAN TOP OF STEEL ELEVATION[x'-xx"] NUMBER OF SHEAR STUDS(X) COLUMN BELOW THIS LEVEL LEGEND BM HIGH LOAD CONNECTION PER 19/S7.20 AND 20/S7.22 MOMENT CONNECTION PER 11, 15, 16, AND 20/S7.23 AND 3 AND 7/S7.41 BM BM X/S3.01 BF-X BRACED FRAME BRACED FRAME ELEVATION MARK BRACED FRAME ELEVATION PER S3.01 HSS COLUMN THIS LEVEL WIDE FLANGE COLUMN THIS LEVEL SPAN DIRECTION OF METAL DECK PLAN NOTES: 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. 2. MECHANICAL UNIT LOADS SHOWN INCLUDES EACH ELEMENT OF UNIT INSTALLATION INCLUDING UNIT OPERATING WEIGHT, CURB AND MOUNTING HARDWARE WEIGHT, AND OTHER ELEMENTS OF THE INSTALLATION. UNIT AND INSTALLATION INFORMATION SHOULD BE VERIFIED PRIOR TO FABRICATION. 3. CANOPY TOP OF STEEL ELEVATION = 11'-2". 4. CONTRACTOR SHALL VERIFY FLOOR, ROOF, AND WALL PENETRATIONS AND DIMENSIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR AT DOOR AND WINDOW LOCATIONS AND WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. 5. COORDINATE CANOPY AND SUN SHADE POST LOCATIONS W ITH ARCHITECTURAL ROUGH OPENING DIMENSIONS. COORDINATE TOP OF STEEL ELEVATION AT BEAMS WITH ARCHITECTURAL WINDOW DIMENSIONS. 6. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. 7. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS AND SHEET S7.33 FOR TYPICAL MOMENT FRAME DETAILS. 8. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. 9. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. 10. SEE S7.50 AND S7.51 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS. 11. SEE 10/S7.20 FOR TYPICAL DECK REINFORCING AND DETAILING AND 1/S7.21 FOR ADDED REINFORCING AT BEAM LOCATIONS. BEAM TO PERPENDICULAR BRACED FRAME OR STRUT BEAM CONNECTION PER 4/S7.32 BM LOW ROOF BELOW LOW ROOF BELOW RO O F S L O P E P E R A R C H HD HDHD HD HDHD HD A A B B C C D D E E F F G G H H J J K K 1 2 3 4 5 66 7 8 W18x35 W18x35 W18x50 W18x60 W18x50 W16x31 (10) W16x31 (40)W16x31 (40) W16x31 W16x31 W 2 1 x 4 4 W16x31 W16x31 W16x31 W1 6 x 2 6 W1 6 x 5 0 S T R U T W16x31 W1 6 x 3 1 20 L H ( 4 5 0 / 2 2 5 ) W16x31 20 L H ( 4 0 0 / 2 0 0 ) 20 L H ( 4 0 0 / 2 0 0 ) W2 1 x 4 4 W 1 6 x 2 6 W1 2 x 3 0 W12x30 W12x30 (2) EQ SPACES W16x26 W 1 6 x 2 6 W8x15W8x15 W 1 6 x 2 6 W 1 6 x 2 6 1 1 / 2 " x 1 8 G A MT L D E C K BF - 2 2/ S 3 . 0 1 BF-3 3/S3.01 BF-4 4/S3.01 BF - 5 5/ S 3 . 0 1 BF-6 6/S3.01 BF - 7 7/ S 3 . 0 1 DO W1 6 x 3 1 W16x26 STRUT W16x31 (40) DO DO DO DO DODO 20 L H ( 4 0 0 / 2 0 0 ) 20 L H ( 4 0 0 / 2 0 0 ) DODO C.9 DO DO S2.03 1 HIGH ROOF PARTIAL PLAN HSS6x6x1/2 5' - 9 " C.8 W16x31 SEE MECH FOR ROOF PENETRATIONS NOT SHOWN, TYP AT MECH UNITS (MAXIMUM WEIGHT 10,000 LBS) W8 x 1 5 , T Y P A T M E C H U N I T SU P P O R T S , C O O R D W / M E C H W1 6 x 3 1 W 8 x 2 1 W1 6 x 4 0 W 8 x 2 1 W1 6 x 4 0 W 8 x 2 1 W1 6 x 4 0 [30'-6"] TYP ALONG THIS LINE W12x30 HOIST BEAM, T/ STL ELEVATION AT -2" BELOW BOTTOM OF MTL DECK ELEVATION FOR ELEV HOIST BM (COORD LOC W/ ELEV SUPPLIER) W1 6 x 3 1 COORD WITH PROPOSED FUTURE UNIT LOC (MAX WT 10,000 LBS) W 8 x 2 1 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 20 L H ( 4 0 0 / 2 0 0 ) (3) EQ SPACES @ 8'-0"(2) EQ SPACES W1 6 x 3 1 W1 6 x 3 1 (3) EQ SPACES BEAM BRACE PER 8/S7.32, TYP UNO BEAM BRACE PER 8/S7.32, TYP UNO EQ , T Y P EQ , T Y P EQ , T Y P EQ EQ STRUT 20 S7.40 TYP 9 S7.40 TYP 20 S7.40TYP 10 S7.40 TYP H.1 H.1 DO (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" 1'-6" 7'-2"(2) EQ SPACES W8 x 2 1 7 S7.40 6 S7.40 1 S7.4011 S7.40 [ 28'-0" ], TYP UNO OP E N T O BE L O W 1 S7.40 3" DIA STD STL PIPE, TYP (20) LOC AT EQUIP, COORD LOC WITH BIDDER-DESIGNED EQUIP PLATFORMS, SEE 3/S7.22 [27'-7"][27'-7"] [27'-7"] COORD WITH PROPOSED FUTURE UNIT LOC [27'-7"] [27'-7"][27'-7"] [27'-7"] 3" DIA STD STL PIPE, TYP (2) LOC AT STAIRS, COORD LOC WITH BIDDER-DESIGNED STAIR LAYOUT W8x15, TYP (3) LOC AT STAIR SUPPORT FRAMING, COORD LOC WITH BIDDER-DESIGN STAIR LAYOUT 25'-0"25'-0"17'-7" 6'-5" 21'-10"24'-0"24'-0"24'-0"1'-6"24'-8" 10'-3" 204'-3" 38 ' - 9 " 25 ' - 3 " 26 ' - 0 " 14 ' - 6 " 10 4 ' - 6 " 2'-2" 23 ' - 0 " 33 ' - 0 " 36 ' - 0 " 92 ' - 0 " S4.01 5 STAIR FRAMING PARTIAL PLANW1 6 x 2 6 W8x15 6' - 0 " [ 28'-0" ] W8x15 6' - 0 " TOP OF STL EL AT BOTTOM OF DECK EL, TYP (4) LOC BTWN GRIDS D AND E TURN TYP MTL DECK SPAN DIRECTION OVER ELEV 6' - 0 " W8x15 EQ SEE 3/S7.22 [ 29'-3" ] TYP AT STAIR FRAMING, UNO SW SW SW W16x31 5 S7.52 TYP (3) SIDES 15 S7.40 TYP 20 S7.40 TYP W16x26 (10) SEE 3/S7.22 EQ HSS6x6x1/2 J K 4 6 EDGE OF BLDG BELOW ,TYP W14x22 W14x22 W 1 6 x 2 6 W1 6 x 2 6 W14x22 W14x22 W14x22 1 1/2" x 18 GA MTL DECK (3 ) E Q S P A C E S SUREBOARD WALL SHTHG,TYP (4) SIDES OF STAIR PENTHOUSE W14x22 W14x22 3" DIA STD STL PIPE, TYP (2) LOC AT STAIRS, COORD LOC WITH BIDDER-DESIGNED STAIR LAYOUT W14x22, TYP (3) LOC AT STAIR SUPPORT FRAMING, COORD LOC WITH BIDDER-DESIGN STAIR LAYOUT [38'-11"], TYP 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 KEYPLAN 1/21/22 S2.03 ROOF FRAMING PLAN SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE 1/8" = 1'-0" ROOF FRAMING PLAN TOP OF STEEL ELEVATION[x'-xx"] NUMBER OF SHEAR STUDS(X) COLUMN BELOW THIS LEVEL LEGEND BM HIGH LOAD CONNECTION PER 19/S7.20 AND 20/S7.22 MOMENT CONNECTION PER 11, 15, 16, AND 20/S7.23 AND 7 AND 8/S7.41 BM BM X/S3.01 BF-X BRACED FRAME BRACED FRAME ELEVATION MARK BRACED FRAME ELEVATION PER S3.01 HSS COLUMN THIS LEVEL WIDE FLANGE COLUMN THIS LEVEL SPAN DIRECTION OF METAL DECK (TOTAL LOAD/LIVE LOAD)20LH (XXX/XXX)PLAN NOTES 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. 2. MECHANICAL UNIT LOADS SHOWN INCLUDES EACH ELEMENT OF UNIT INSTALLATION INCLUDING UNIT OPERATING WEIGHT, CURB AND MOUNTING HARDWARE WEIGHT, AND OTHER ELEMENTS OF THE INSTALLATION. UNIT AND INSTALLATION INFORMATION SHOULD BE VERIFIED PRIOR TO FABRICATION. 3. CONTRACTOR SHALL VERIFY FLOOR, ROOF, AND WALL PENETRATIONS AND DIMENSIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR AT DOOR AND WINDOW LOCATIONS AND WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. 4. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. 5. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS AND SHEET S7.33 FOR TYPICAL MOMENT FRAME DETAILS. 6. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. 7. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. 8. SEE S7.50, S7.51 AND S7.52 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS. BEAM TO PERPENDICULAR BRACED FRAME OR STRUT BEAM CONNECTION PER 4/S7.32 BM VERTICALLY OFFSET BEAM CONNECTION PER 20/S7.20 BM HD INDICATES HOLDOWN PER 17/S7.50 SW INDICATES SHEAR WALL PER 18/S7.50 1/8" = 1'-0"1PARTIAL HIGH ROOF FRAMING PLAN N TRUE 67 BF-1 BRB (8" SQ CASING)BRB (8" SQ CASING)W 1 0 x 4 5 W 1 0 x 4 5 W12x45 S7.30 10 S7.32 10 S7.30 10 B B 56 BF-2 W1 0 x 6 8 W1 0 x 6 8 BRB (10" SQ CASING) BRB (10" SQ CASING) W18x40 (28) W16x50 BRB (8" SQ CASING)BRB (8" SQ CASING) A A C BF-3 W1 0 x 6 8 W1 0 x 6 8 BRB (8" SQ CASING) BRB (8" SQ CASING)BRB (8" SQ CASING) BRB (8" SQ CASING) W16x50 W21x44 (18) C.8 A A E BF-4 FTG PER PLAN, TYP UNO W1 0 x 6 8 W1 0 x 6 8 BRB (8" SQ CASING)BRB (8" SQ CASING) W21x57 (30) W16x50 MTL DECK W/ CONC TOPPING PER PLAN, TYP BM PER PLAN, TYP UNO BRB (8" SQ CASING)BRB (8" SQ CASING) BM PER PLAN, TYP UNO MTL DECK PER PLAN, TYP C.9 A A 56 BF-5 W1 0 x 6 8 W1 0 x 6 8 BRB (8" SQ CASING) BRB (8" SQ CASING) W21x44 (45) W16x50 BRB (8" SQ CASING)BRB (8" SQ CASING) A A F G W 1 0 x 6 8 BF-6 W21x62 (24) W16x50 W1 0 x 6 8 BRB (10" SQ CASING)BRB (10" SQ CASING) BRB (8" SQ CASING)BRB (8" SQ CASING) A A 2 4 BF-7 W1 0 x 6 8 W 1 0 x 6 8 BRB (10" SQ CASING)BRB (10" SQ CASING) BRB (8" SQ CASING)BRB (8" SQ CASING) W21x83 (48) W16x50 S7.32 10 TYP S7.32 20 BM PER PLAN, TYP UNO BM PER PLAN, TYP UNO S7.30 10 C C FTG PER PLAN, TYP S7.31 10 TYP TYP TYP SHEET NOTES: 1. SEE SCHEDULE 20/S7.30 FOR BRACE SHAPES, CASINGS AND CONNECTIONS. 2. SEE ELEVATIONS AND SHEET S7.31 FOR BASE PLATE DETAILS. 3. SEE PLAN FOR FOUNDATION INFORMATION. 4. ALL BEAM CONNECTIONS AT BRACED FRAMES ARE HIGH-LOAD CONNECTIONS, SEE 19/S7.20 FOR ADDITIONAL INFORMATION. 5. SEE 17/S7.31 FOR PROTECTED ZONES WHERE WELDED, BOLTED, SCREWED AND DRIVE PIN ATTACHMENTS ARE PROHIBITED. 6. SEE 18/S7.32 WHERE BRB BRACING CASING OCCURS BELOW THE SLAB. 7. INDICATES BASE PLATE TYPE PER DETAIL 20/S7.31. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S3.01 BRACED FRAME ELEVATIONS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/4" = 1'-0"1BRACE FRAME ELEVATION 1/4" = 1'-0"2BRACE FRAME ELEVATION 1/4" = 1'-0"3BRACE FRAME ELEVATION 1/4" = 1'-0"4BRACE FRAME ELEVATION 1/4" = 1'-0"5BRACE FRAME ELEVATION 1/4" = 1'-0"6BRACE FRAME ELEVATION 1/4" = 1'-0"7BRACE FRAME ELEVATION NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. NOTE: 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION. X ENTRY VEST 110 ELEV ROOM 114 STAIR 01 ST-1 D F3 F3 F3 F3 HSS4x4x1/4 COL TO SUPPORT STAIR FRAMING, COORD LOC WITH ARCH STAIR DIMENSIONS, TYP (4) LOCATIONS AT STAIR THICKENED SLAB AT STAIR, SEE 12/S7.01, EXTEND 12" PAST EDGE OF STAIR ON EACH SIDE C12x30 STRINGER C12x30 STRINGER 12 S7.01 STAIR 01 D C1 2 x 3 0 S T R I N G E R C15x40 C12x30C1 2 x 3 0 C1 2 x 3 0 1 1/2" x 18 GA MTL DECK W/ 2 1/2" CONC TOPPPING (TOTAL THK 4") REINF W/ 6x6-W2.1xW2.1,TOP OF STEEL LANDING ELEVATION PER ARCH DO W N C1 2 x 3 0 S T R I N G E R 10 S7.42 UP DO W N C12x30 STRINGER C12x30 STRINGER C12x30 STRINGER 9 S7.42 8 S7.42 TYP SEE S2.02 FOR FLOOR BEAMS, TYP SEE S2.02 FOR FLOOR BEAMS, TYP STAIR 02 ST-2 J K sdvDG THICKENED SLAB AT STAIR, SEE 12/S7.01, EXTEND 12" PAST EDGE OF STAIR ON EACH SIDE C15x40 STRINGER C15x40 STRINGER HSS COL PER S2.01 HSS COL PER S2.01 12 S7.01 F3 F3 ( -1'-4" )( -1'-4" )HSS4x4x5/16 COL TO SUPPORT STAIR FRAMING, TYP (2) LOCATIONS AT STAIR STAIR 02 J K C15x40 DO W N C1 5 x 4 0 S T R I N G E R C15x40 UP 1 1/2" x 18 GA MTL DECK W/ 2 1/2" CONC TOPPPING (TOTAL THK 4") REINF W/ 6x6-W2.1xW2.1,TOP OF STEEL LANDING ELEVATION PER ARCH TYP UP DO W N C1 5 x 4 0 S T R I N G E R SEE S2.02 FOR FLOOR BEAMS, TYP SEE S2.02 FOR FLOOR BEAMS, TYP 9 S7.42 4 S7.42 TY P 8 S7.42 TYP C15x40 STRINGER C15x40 STRINGER J K C15x40 C15x40 1 1/2" x 18 GA MTL DECK W/ 2 1/2" CONC TOPPPING (TOTAL THK 4") REINF W/ 6x6-W2.1xW2.1,TOP OF STEEL LANDING ELEVATION PER ARCH C15x40 STRINGER DO W N C1 5 x 4 0 S T R I N G E R UP DO W N C1 5 x 4 0 S T R I N G E R C1 5 x 4 0 S T R I N G E R SEE S2.02 FOR FLOOR BEAMS, TYP C15x40 STRINGER 9 S7.42 SEE S2.02 FOR FLOOR BEAMS, TYP 4 S7.42 TYP HSS3x3x3/8, BELOW FOR STAIR (2 LOCATIONS) 8 S7.42 TYP C15x40 STRINGER 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S4.01 PARTIAL PLANS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/4" = 1'-0"20 STAIR-01 FOUNDATION PARTIAL PLAN 1/4" = 1'-0"15 STAIR-01 LEVEL 1 TO LEVEL 2 PARTIAL FRAMING PLAN 1/4" = 1'-0"19 STAIR-02 FOUNDATION PARTIAL PLAN 1/4" = 1'-0"14 STAIR-02 LEVEL 1 TO LEVEL 2 PARTIAL FRAMING PLAN 1/4" = 1'-0"5 STAIR-02 LEVEL 2 TO ROOF PARTIAL FRAMING PLAN NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. HEAD JOINT, TYP MORTAR JOINT, TYP CROSS-HATCHED AREAS INDICATED ARE RESTRICTED ZONES, NO EXPANSION BOLT OR HD SCREW INSTALLATION THIS AREA, TYP CMU WALL NOTE: 1. NOTIFY ENGINEER FOR DIRECTION PRIOR TO INSTALLATION IF EXPANSION BOLT OR HOLDOWN SCREW LOCATIONS FALL WITHIN RESTRICTED ZONES. 1 3/8" EACH SIDE OF HEAD JT, TYP 1 3/1 6 "1 3 / 8 " A B O V E MO R T A R J T , TY P 1 3/16 " 1 3 / 8 " B E L O W MO R T A R J T , TY P 1 3/16" NOTE: 1. SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT POURS EXCEEDING 5'-0" IN HEIGHT. VERTICAL BAR CENTERED IN WALL ALL OTHER BARS (2" CLEAR MINIMUM)BAR SIZE LENGTH, Ls #4 #5 20" 30" 25" 40" PLAN AT 8" CMU WALLS (2) #5 VERT UNO (2) #5 x TO MATCH HORIZ REINF, TYP Ls PER SPLICE SCHEDULE WALL REINF PER PLAN OR SCHED TYPE THICKNESS HORIZONTAL REINFORCEMENT NOTES: 1. INSTALL CONTINUOUS HORIZONTAL BOND BEAM BELOW SILL OF WINDOW AND LOUVER OPENINGS. 2. REFER TO PLANS AND DETAILS FOR ADDITIONAL REINFORCING REQUIREMENTS. PLAN WITH VERTICAL REINFORCING AT 8" CMU WALLS HORIZ REINF PER SCHED 8" #5 @ 16" CENTERED(1) #5 @ 16" CENTER VERT REINF IN CELL REINF PER SCHED, TYP W-1 - -- VERTICAL REINFORCEMENT - 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S5.20 TYPICAL CMU SECTIONS AND DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"5 EXPANSION BOLT AND HEAVY DUTY SCREW LOCATIONS IN CMU NTS 10MASONRY SPLICE AND DEVELOPMENT SCHEDULE1 3/4" = 1'-0"15TYPICAL REINFORCING AT JAMBS AND FREE ENDS1 3/4" = 1'-0"20MASONRY WALL REINFORCING SCHEDULE SEE PLAN SOG B/ FTG SEE PLAN T/ SLAB # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 3 OTHER BARS f'c = 4,000 to 5,000 PSI TOP BARS I BAR SIZE MINIMUM STRAIGHT DEVELOPMENT LENGTH (Lb) "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTES: 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2". 2. END COVER FOR 90 DEGREE HOOKS MUST BE EQUAL TO OR GREATER THAN 2". MINIMUM LAP SPLICE LENGTHS (Lb) (CLASS B) 19" 25" 31" 37" 54" 62" 70" 79" 87" 15" 19" 24" 29" 42" 48" 54" 61" 67" # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 3 OTHER BARS f'c = 4,000 to 5,000 PSI TOP BARSBAR SIZE "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. 25" 33" 40" 48" 71" 81" 91" 103" 114" 19" 25" 31" 37" 54" 62" 70" 79" 87" I I MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 # 3 f'c = 4,000 to 5,000 PSIBAR SIZE 6" 7" 9" 10" 12" 14" 15" 17" 19" I I I 1'-0" ≤ STEP HEIGHT ≤ 2'-0" 4" ≤ STEP HEIGHT ≤ 1'-0" STEP HEIGHT ≤ 4" SOG, SEE PLAN FOR REINF #4 x 8" @ 12" #4 CONT REINF TO MATCH SOG REINF SOG, SEE PLAN FOR REINF#4 CONT 24" 24" 24"1 1 6 18" SOG, SEE PLAN FOR REINF#4 CONT 1/4"3/8" 8"6" 3/16"8" PL A N SE E 3/8" 3" C L R CONTROL JOINT CONSTRUCTION JOINT 1/8" MIN SAWCUT OR FORMED CONST JT TO BE FILLED W/ JOINT FILLER SUB BASE PER SOIL REPORT SEE PLAN FOR SLAB REINF CUT HALF OF REINF AT CJ NOTES: 1. CONSTRUCTION JOINT MAY BE USED AT ANY CONTROL JOINT AT CONTRACTORS OPTION. 2. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING. 3. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. 4. CONTRACTOR SHALL SUBMIT A PROPOSED CONTROL JOINT PLAN FOR REVIEW. SEE S0.01 FOR SUBMITTAL REQUIREMENTS. 5. TIE BEAM REINFORCING SHALL NOT BE INTERRUPTED AT JOINT LOCATIONS. SEE PLAN AND 15/S7.01 FOR ADDITIONAL INFORMATION. SE E P L A N "t " 2" CLR, TYP DE P T H 1/ 4 " S L A B 1/8" MIN SAWCUT OR FORMED CJ TO BE FILLED W/ JOINT FILLER #4 x 4'-0" DWL BAR @ 16" INSTALL FLUSH AGAINST UNDERSIDE OR PERP SLAB REINF SUB BASE PER SOIL REPORT EQUIPMENT CURBS EQUIPMENT PAD (2) #4 CONT (1) #4 CONT #4 @ 18" DRILL & GROUT W/ NON-SHRINK GROUT INTO SLAB 1'-0" MAX SEE ARCH, MECH, & ELEC, TYP 6" #4x @ 18" AROUND PERIMETER OF PAD, DRILL & GROUT W/ NON-SHRINK GROUT INTO SLAB, TYP #4 @ 12" EW CONC PAD f'c=3,000 PSI CLEAN SURFACE PRIOR TO CONC POUR 9" MAX SEE ARCH, MECH, & ELEC 3" MIN 1'-0" MAX 3 1 / 2 " 3 1 / 2 " TY P 5/16" 5/16" 3/16" 3/8" 1/2" 3/16" 6" TO 8", SEE ARCH, MECH & ELEC 3/4" 9" TO 1'-6", SEE ARCH, MECH & ELEC PLAN NOTES: 1. BAR SIZE TO MATCH SLAB REINFORCING. 2. IF TWO LAYERS OF STEEL IN SLAB, PROVIDE OPENING REINFORCEMENT FOR EACH LAYER. (1) BAR ES, TYP (1) BAR 2Ld DIAG AT MID-DEPTH, TYP TYP Ld TY P 2" C L R #3 @ 8" W/ 180º HOOKS CORNER BAR INTERSECTING BAR W/ STD HOOK END BAR Lbt 2'-0" UP TO 2'-0" TO 4'-0" 2'-0" UP TO 2'-0" TO 4'-0" TYP WALL STL W/ 180° HOOKS #3 @ 8"TYP WALL STL W/ 180° HOOKS L L L L . L . LbtLbt Lbt Lbt Lbt Lbt NOTES: 1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOW N FOR CLARITY. 2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT WITH A STANDARD HOOK. 3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE PENETRATIONS. (2) #5 BARS, TYP 5/8"Ld TYP 3'-0" DIA MAX TYP 2" CLR PLAN AT INTERIOR COLUMN PLAN AT EXTERIOR COLUMN PLAN AT CORNER COLUMN CJ OR CONST JT SEE 19/S7.00, TYP IJ W/ PREMOLDED JT FILLER, TYP CONC SOG FILL W/ CONC AFTER FLR SLAB POURED STL COL PER PLAN (2) #4 TYP FILL W/ CONC AFTER FLR SLAB POURED CJ OR CONST JT SEE 19/S7.00, TYP CONC SOG IJ, SEE 11/S7.00 TYP IJ W/ PREMOLDED JT FILLER STL COL PER PLAN BASE PL BELOW (2) #4 TYP WALL IJ W/ PREMOLDED JT FILLER 1 1 FILL W/ CONC AFTER FLR SLAB POURED CONC SOG IJ, SEE 11/S7.00 TYP ADD (2) #4 WHERE CJ OR CONST JT DOES NOT OCCUR STL COL PER PLAN BASE PL BELOW (2) #4 TYP WALL 1 1 1 1 BASE PL BELOW TYP 3" CLR TYP 3" CLR TYP 3" CLR NOTE: 1. SEE 15/S7.01 FOR GEOMETRY AT TIE BEAM LOCATIONS. AS REQD BY ELEV SUPPLIER #5 @ 12" EW BLOCK OUT SLAB AS REQD AT PLUNGER GALV GRATING BENT PL3/8 OR L FULL WIDTH OF PIT L7x4x3/8x0'-10" LLV W/ (2) 3/4" DIA x 6" WHS @ 6" OC PROVIDE L @ 3'-0" OC MIN (3) L L4x3x1/4 LLV @ ES OF SUMP W/ 1/2" DIA EXP BOLTS @ 9" OC EMBED 2 3/8" MIN SEE PLAN FOR 2'-0" x 2'-0" x 2'-0" SUMP LOC (4) #4 x EW 2" , T Y P 10 " 1'-6"#4 x 8" TY P 2' - 0 " 2' - 0 " 4' - 0 " 8" TY P 1'-6" #4 x @ 12" #4 CONT 3" C L R , TY P #4 @ 10" CONT, TYP #4 x @ 12", TYP 1'-6" #4 CONT 1'-6" 8", TYP 3" T O CL S T U D 1" 1/8" 5/16" 1" 1" 5/16" 1/8" 5/16" 1/8" 5/16" 1/8" 1/16" 3/16" 4" 2" . 3/16 6 3/16 6 NOTES: 1. VERIFY SUMP AND PIT DIMENSIONS WITH ELEVATOR SUPPLIER PRIOR TO FABRICATION. SLAB IS INTEGRAIL W/ FTG AT FTG LOCATIONS WATERSTOP SEE ARCH, TYP NOTE: 1. SEE ARCHITECTURAL DRAWINGS FOR STAIR TREAD AND RISER INFORMATION. (1) #4 EA NOSE (2) #4 BOTTOM #4 @ 18" EW 4" TYP #4 x @ 18" 6" MIN 1' - 6 " M I N 24" 1 3/16 " 3/8" 1/4" 24" SEE STRUCT NOTES FOR COVER MATCH FTG BOT REINF 1.5H MIN 2' - 0 " M A X H T Y P L MIN D 1/4" STEEP AS POSSIBLE 1.5H MIN 1/8" H MI ND FT G T H K D Lb TYP BACKER ROD & JOINT FILLER EXPANSION JOINT MATERIAL WALL OR COL SO G SOG, SEE PLAN FOR REINF 2 1 EXT GR #4 CONT T&B #4 DWL x @ 16" 1'-6" 1' - 0 " M I N 3/8" 8" SE E P L A N SECTIONELEVATION FTG REINF TO BE CONT 3xD OR 6" CLR (WHICHEVER IS GREATER) MIN BTWN ADJ PIPE SLEEVES OPTIONAL CONST JT FTG PER PLAN NOTES: 1. PIPE MUST RUN PERPENDICULAR THROUGH WALL. 2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8". EXCAVATION FOR PIPE TRENCH PARALLEL TO FTG NOT ALLOWED BELOW THIS LINE SIZE & QUANTITY TO MATCH FTG REINF FDN WALL PIPE SLEEVES: ID OF SLEEVE SHALL BE 2" MIN LARGER THAN OD OF PIPE NO P I P E S H A L L PA S S T H R U F T G 2' - 0 " MA X 9" MIN 2 1 D . TRENCH . 1'-6" MINLb5/16" 4" M I N MI N 3" C L R 6" M I N Lb 3/4" 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.00 TYPICAL CONCRETE DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20DEVELOPMENT AND SPLICE LENGTH TABLES NTS 4TYPICAL SLAB ON GRADE STEP DETAILS NTS 19TYPICAL SLAB ON GRADE JOINT DETAILS NTS 3TYPICAL CURB AND PAD ON CONCRETE SLAB DETAILS NTS 1TYPICAL REINFORCING AT SLAB ON GRADE OPENING NTS 18TYPICAL CONCRETE WALL PLAN DETAILS NTS 2TYPICAL REINFORCING AT PIPE PENETRATION IN WALL NTS 13TYPICAL STEEL COLUMN ISOLATION JOINT DETAILS NTS 10TYPICAL ELEVATOR PIT NTS 5TYPICAL STAIR ON GRADE DETAIL NTS 16TYPICAL STEPPED FOOTING DETAIL NTS 11TYPICAL ISOLATION JOINT NTS 8TYPICAL EDGE OF SLAB ON GRADE DETAIL NTS 7TYPICAL PIPE ENCASEMENTAT FOOTING 9/ S 7 . 0 1 SI M 9/ S 7 . 0 1 T/ FTG 11 A / S 7 . 0 1 11A/S7.01 4A SECTION 4A SECTION T / FTG EL PER PLAN NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 15/S7.01. STL DETAILER 1' - 4 " C O O R D W / FTG SIZE PER SCHED, SEE PLAN CL EQ EQ #4 x @ 4" (ADDL TIE AT TOP @ 2" OC) SLAB REINF PER PLAN STL COL PER PLAN 2'-0" SQ PLINTH CTRD BELOW COL BASE PL & ANCHOR ROD PER 20/S7.01 SLAB REINF PER PLAN (8) #8 VERT 1' - 4 " 3'-6" 2" (5) #6 x 5'-0" SLAB & REINF PER PLAN, TYP STL COL PER PLAN T / FTG EL PER PLAN SCHED, SEE DE P T H P E R SEE PLAN FTG SIZE PER SCHED 3" C L R REINF PER FTG SCHED, SEE PLAN ISOLATION JT PER 13/S7.00, TYP CL COL & FTG BASE PL & ANCHOR ROD PER 20/S7.01 3" CLR, TYP NOTES: 1. TIE BEAM CONNECTION IS SIMILAR AT TYPICAL BRACED FRAME FOOTINGS. SEE 17/S7.30. 2. SEE 14/S7.01 AT PLINTH LOCATIONS, INCLUDING BRACED FRAME PLINTH LOCATIONS. PL A N TIE BEAM AT SOME LOC, SEE PLAN & 9/S7.01 FOR ADDL INFO THREE ROWS OF (3) #6 x (9 TOTAL) ROUGHEN TOP OF FTG TO 1/4" AMPLITUDE AT TIE BEAM, TYP EQ EQ (2) #5 x 36" SECTION PLAN - TYPICAL BASE PLATE SCHEDULECL COL (4) 3/4" DIA AB W/ 9" EMBED, TYP HSS OR PIPE COL PER PLAN 1" DIA HOLES, TYP PLATE SIZE LxW 10"x10"HSS4x4 COLUMN SIZE 3/4" PLATE THICK "t" HSS5x5 12"x12" 3/4" HSS6x6 12"x12" 1" HSS7x7 13"x13" 1 1/4"HSS8x8 14"x14" 1 1/4" 1" NON-SHRINK GROUT L W HSS12x12 & HSS 12" ROUND 18"x18" 1 1/2" DBL HEX NUT AT EMBEDDED END, TYP HSS 16" ROUND 20"x20" 1 1/2" TY P EM B E D 1 1/2" TYP 1 1 / 2 " T Y P 1" "t " P E R S C H E D 1/4 PLAN - EDGE L W 1 1/2" TYP 1/ 2 " PLAN - CORNER L W 1 1/2" TYP 1/ 2 " 1/2" CL CL CL CL CL CL (10) #4 x @ 6" AT EACH FTG, #4 x @ 12", UNO (2) #5 CONT, TOP #5 @ 12" HORIZ SE E P L A N FTG PER PLAN BEYOND EXT GRADE OR PAVING PER CIVIL / LANDSCAPE SOG & REINF PER PLAN, HOOK AT EDGE OF SLAB RIGID INSULATION PER ARCH GRID NOTES: 1. SEE 3/S7.01 AT DOORWAY LOCATIONS. COORDINATE WITH ARCHITECTURAL. 2. SEE 2/S7.01 AT CMU VENEER LOCATIONS. COORDINATE WITH ARCHITECTURAL. 3. SEE 8 AND 13/S7.10 FOR REINFORCING CONTINUITY AT FOOTING LOCATIONS. (4) #5 CONT EQ SEE PLAN 1' - 6 " M I N EL PER PLAN EL PER PLAN COORD CAPILLARY BREAK AND VAPOR BARRIER WITH THE GEOTECHNICAL REPORT & ARCH EQ 8" 12" MIN #4 @ 12" HORIZ EDGE ALIGNMENT SEE ARCH FOR SLAB FTG BEYOND PER PLAN WHERE OCCURS SEE CIVIL FOR EXT GRADE AND LANDSCAPE FOR SIDEWALK GRID NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. STEM WALL & FTG PER ADJ DETAILS 2'-0" #4 x 6'-0" @ 12" INTO WALKWAY PAVING, COORD W/ CIVIL INCOMING CONT FTG SHOWN DASHED GRID CONTINUE REINF OF ADJ FDN THRU FTG SIZE & REINF PER PLAN STL COL PER PLAN W/ BASE PL PER 20/S7.01 EXCEPT W/ OFFSET AR AS SHOWN 4 1/2" SEE NOTE 3 ON S1.01 FOR SOIL BEARING REQUIREMENTS NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. SEE 5/S7.01 SIM FOR STEM WALL INFO AND REINF NOT NOTED, TYP SEE 13/S7.00 FOR COL ISOLATION JT GRID NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01 AND 17/S7.30. DEVELOP REINF PER ADJ FDN 2'-6" MIN INTO BF FTG STL COL PER BF EL WHERE OCCURS 1' - 0 " BF FTG & REINF PER PLAN & 17/S7.30 SEE 5/S7.01 SIM FOR STEM WALL INFO AND REINF NOT NOTED SEE 13/S7.00 SIM FOR COL ISOLATION JTSTRINGER PER PLAN 2'-6" MIN (2) 3/4" DIA ANCHOR BOLTS , DRILL & EPOXY 3 12" MIN DEPTH SOG PER PLAN THICKENED SLAB FTG UNDER STAIR STRINGER, COORD SIZE, & LOC W/ STAIR LAYOUT 3" , TYP 1' - 4 " #4 @ 8" OC EACH WAY. 3/16 PL5/8x4xREQD W/ (2) 3" LSH 1' - 0 " EXT FACE OF FTG, SEE PLAN T/ SOG 2'-6" MAX, TYP 1'-0" (2) #4 CONT ADDED, EXTEND 2'-0" PAST OPNG UTILITY OPNG, COORD WITH MECH & ELEC, TYP SEE PLAN SE E P L A N SOG & REINF PER PLAN (5) #6 CONT, LAP 3'-0" AS REQD, HOOK AT ENDS (11) #4 x @ 3" AT FACE OF EACH FTG, #4 x @ 6", UNO NOTE: 1. SEE 15/S7.01 AND 17/S7.30 SIMILAR FOR END CONNECTIONS AT FOOTINGS. ALIGNMENT OF HOOKED ANCHORS AT FTG BEYOND, SEE 15/S7.01 SE E P L A N FTG PER PLAN BEYOND EXT GRADE OR PAVING PER CIVIL / LANDSCAPE GRID NOTES: 1. SEE 3/S7.01 AT DOORWAY LOCATIONS. COORDINATE WITH ARCHITECTURAL. 2. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. (5) #5 CONT SEE PLAN EL PER PLAN EL PER PLAN 6" 8" 12" MIN#4 @ 12" HORIZ VENEER CMU PER ARCH AND S5.20 2 1 PLAN PER 3" C L R CONT (2) #5 BOT PE R P L A N EX T S O G PE R P L A N 6" SEE CIVIL FOR GRADE EQ EQ CONT (1) #4#4 x 2'-6" @ 16" POST IS CENTERED ON PL AT SIM LOC 2 5/8" (VERIFY W/ ARCH), POST IS CTR ON PL AT SIM COL 2 5 / 8 " ( V E R I F Y W / A R C H ) , CONC SLAB EDGE HSS COL IN MULLION 11A SECTION 6" 1 1/2" 1/4 3/16 EMBED PL5/8x10x0'-10 1/2" W/ (4) 1/2" DIA x 4" WHS SLAB IS CONT AT SIM LOCATIONS NOTE: 1. DETAIL DEPICTS PERIMETER LOCATION. INTERIOR LOCATIONS ARE SIMILAR. NOTE: 1. SEE 5/S7.01 FOR INFORMATION NOT SHOWN . EL PER PLAN EL PER PLAN HSS COL PER PLAN 1/4 2"6" 3" PARTIAL PENETRATION EMBED PL1/2x11x1'-2" W/ (4) 5/8" DIA x 4" WHS, OFFSET FOR CURB 5/16 5/16 4A SECTION 2" , T Y P NOTE: 1. SEE 3/S7.01 FOR INFORMATION NOT SHOWN . EL PER PLAN EL PER PLAN HSS COL PER PLAN 1/4 2"6" 3" PARTIAL PENETRATION EMBED PL1/2x11x1'-2" W/ (4) 5/8" DIA x 4" WHS, OFFSET FOR CURB 5/16 5/16 4A SECTION 2" , T Y P 2 1 #4 x 2'-0"2'-0"@ 16" #4 x @ 16" 1'-0" 1'-0" SEE ARCH FOR LOC 2" M A X R E C E S S CONT (1) #4 EA CORNER SOG PER PLAN 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.01 TYPICAL CONCRETE DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"14FOOTING PLINTH 3/4" = 1'-0"15SPREAD FOOTING DETAIL NTS 20TYPICAL BASE PLATE DETAIL 3/4" = 1'-0"5EXTERIOR THICKENED SLAB STEM WALL 3/4" = 1'-0"3EXTERIOR THICKENED SLAB STEM WALL AT DOORWAYS 3/4" = 1'-0"8EXTERIOR STEM WALL AT SPREAD FOOTING 3/4" = 1'-0"13 EXTERIOR STEM WALL AT EXTERIOR BRACED FRAME FOOTING 3/4" = 1'-0"12THICKENED SLAB AT STAIR 3/4" = 1'-0"10UTILITY OPENING DETAIL 3/4" = 1'-0"9TIE BEAM SECTION 3/4" = 1'-0"2EXTERIOR THICKENED SLAB STEM WALL 3/4" = 1'-0"17EXTERIOR SLAB ON GRADE SECTION 3/4" = 1'-0"11HSS AT STORE FRONT CORNER 3/4" = 1'-0"4 HSS COLUMN BASE CONNECTION AT CANOPY AND SUNSHADE 3/4" = 1'-0"7 HSS COLUMN BASE CONNECTION AT CANOPY AND SUNSHADE NTS 18RECESS IN SLAB ON GRADE STANDARD BOLTED BEAM CONNECTION SCHEDULE "A" BEAM TO COLUMN BEAM TO BEAM 1/4" 1/4" 1/4" NOTES: 1. <X> ON PLAN, INDICATES NUMBER OF BOLTS IN CONNECTION, IF DIFFERENT FROM SCHEDULE "A". 2. SEE 5/S7.21 AT SKEWED BEAM TO BEAM CONNECTIONS. (8) 7/8" DIA (6) 7/8" DIA (3) 7/8" DIA 1/4" 1/4" 1/4" 3/8" (7) 7/8" DIA (4) 7/8" DIA (2) 7/8" DIA W30 W27 W24 W18, W21 W16 W12, W14 W8, W10 WELD SIZE W CONNECTION PLATE THICKNESS NUMBER AND SIZE OF A325N BOLTS BEAM SIZE CONN PL AND BOLTS PER SCHED "A", TYP COPE FLG WHERE REQD 1/4" (5) 7/8" DIA 1 1/2" MAX1/16" FACE OF SUPPORTING MEMBER STD ROUND HOLES IN PL, EXCEPT AS NOTED .1 3/4" TYP 1" GAP, TYP 3" , T Y P 1 1 / 2 " , T Y P 3/8" 3/8" 3/8" 3/8" 3/8" 3/8" W W SEE SCHED "A" HIGH LOAD BEAM CONNECTION SCHEDULE "B" BEAM TO BEAMBEAM TO COLUMN (14) 7/8" DIA (12) 7/8" DIA (10) 7/8" DIA (8) 7/8" DIA (6) 7/8" DIA 5/16" 5/16" 5/16" 5/16"1/2" 1/2" 1/2" NUMBER AND SIZE OF A325N-SC BOLTS WELD SIZE W CONNECTION PLATE THICKNESS COPE FLG WHERE REQD 1/2" BEAM SIZE (4) 7/8" DIA 1/2" 1/2"5/16" 5/16" 1 1/2" MAX NOTES: 1. ON PLAN, INDICATES HIGH LOAD CONNECTION TYPE SHOW N ON SCHEDULE "B". 2. PROVIDE MINIMUM OF CLASS A FAYING SURFACE ON PLATE AND BEAM WEB FOR INSTALLATION OF SLIP CRITICAL BOLTS. 3. HIGH LOAD CONNECTION REQUIRED ONLY WHERE SPECIFICALLY NOTED ON PLAN (SEE LEGEND ON PLAN SHEETS) OR DETAILS. 4. SEE 5/S7.21 AT SKEWED BEAM TO BEAM CONNECTIONS. 1/16" W16 W24 W8, W10 W18, W21 W12, W14 W30 1 3/4", TYP 1" GAP, TYP 3", TYP FACE OF SUPPORTING MEMBER 1 1 / 2 " T Y P 3" T Y P PL PER SCHED (GR 50) SLIP CRITICAL BOLTS PER SCHED "B" IN STD ROUND HOLES W27 (16) 7/8" DIA 5/16"1/2" W W SEE SCHED "B" NOTES: 1. MAXIMUM DECK SPAN = 8'-6" OC TO OC (TWO OR MORE CONTINUOUS SPANS) USE HEAVIER GAGE WHERE DECK REQUIRED FOR SINGLE SPAN CONDITIONS OVER 7'-0" OC TO OC. 2. PROVIDE (7) 1/2" DIA EFFECTIVE PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE (2) ROWS OF 1/2" DIA EFFECTIVE PUDDLE WELDS AT 12" OC TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK ORIENTATION CHANGES. PROVIDE 1/2" DIA EFFECTIVE PUDDLE WELDS @ 24" OC TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS AT 12" OC WITH THE PUNCHLOK SYSTEM FOR VERCO DECK OR THE DELTAGRIP SYSTEM FOR ASC DECK, UNO PER PLAN. 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING CURRENT ICC-ES RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 6. REINFORCE DECK OPENINGS PER 4/S7.21, UNO. DECK OPENINGS MAY NOT BE SHOWN ON PLAN, SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL FOR ADDITIONAL INFORMATION. 7. SEE DRAWINGS FOR LOCATIONS WHERE ACOUSTIC DECK IS REQUIRED PERFORATED AT WEBS ONLY, UNO. SEE SPECIFICATIONS FOR ACOUSTIC REQUIREMENTS. TYPE = ASC DGB-36 OR VERCO PLB-36, G60 GALVANIZED W/ FOLLOWING MIN PROPERTIES: PUDDLE WELD LOCATIONS Fy = 38 KSI, PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY REQUIRED = 907 PLF UNO 20 GA I = 0.216 IN4 S = + 0.235 / - 0.246 IN3 1 1 / 2 " I = 0.302 IN4 S = + 0.321 / - 0.335 IN3 1 3/4" MIN 18 GA PUDDLE WELD LOCATIONS NOTES: 1. USE GAGE OF DECK PER SPAN TABLE AT LEFT (SPAN TABLES ASSUME SHORING WILL NOT BE USED). DECK SHALL HAVE 150 PSF SUPERIMPOSED LOAD CAPACITY. 2. PROVIDE (4) 1/2" DIA EFFECTIVE PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. PROVIDE 1/2" DIA EFFECTIVE PUDDLE WELDS @ 24" OC TO ALL SUPPORTS PARALLEL TO FLUTES. 3. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 36" OC. 4. DECK MUST STRICTLY MEET CRITERIA LISTED INCLUDING ICC-ES RESEARCH REPORT ALLOWABLE SUPERIMPOSED LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 5. REINFORCE DECK OPENINGS PER 20/S7.21, UNO DECK OPENINGS MAY NOT BE SHOWN ON PLAN, SEE ARCHITECTURAL AND MECHANICAL FOR ADDITIONAL INFORMATION. 6. SEE 9/S7.21 FOR CONSTRUCTION JOINTS. Fy = 38 KSI, PANEL WIDTH = 36" S = + 0.534 / - 0.564 IN3 I = 0.896 IN4 20 GA 18 GA S = + 0.767 / - 0.767 IN3 I = 1.203 IN4 SINGLE SPAN CONDITIONS DOUBLE SPAN CONDITIONS TRIPLE SPAN CONDITIONS 6x6 W1.4 x W1.4 WWR 3" 3" 3/ 4 " C L R 16 GA S = + 0.960 / - 0.960 IN3 I = 1.509 IN4 3" TOPPING 4 1/2" MIN 20 GA 18 GA 16 GA 9'-0" 10'-0" 11'-0" 11'-0" 12'-0" 13'-0" 12'-0" 13'-0" 14'-0" TYPE = ASC 3W OR VERCO W3 FORMLOK, G60 GALVANIZED W/ FOLLOWING MIN PROPERTIES: SHEAR CONNECTOR PER PLAN WHERE OCCURS BM PER PLAN DECK & TOPPING PER PLAN #3 x SPC PER * SCHED BELOW (3/4" CLR FROM TOP OF SLAB) NOTIFY ENGINEER IF EXCEEDED #4 CONT WHERE #3 HOOKS OCCUR EDGE FORM BY MTL DECK SUPPLIER THICK ENOUGH SUCH THAT SHORING IS NOT REQD 8 < L < 12" 10" MAX "L" 32" L < 4" 4" < L < 8" CL * SPACING SCHEDULE OMIT #3 BAR 32" OC 24" OC PER DECK NOTES 18" MAX "L" CL NOTIFY ENGINEER IF EXCEEDED #4 CONT WHERE #3 HOOKS OCCUR EDGE FORM BY MTL DECK SUPPLIER THICK ENOUGH SUCH THAT SHORING IS NOT REQD SHEAR CONNECTOR PER PLAN WHERE OCCURS BM PER PLAN DECK & TOPPING PER PLAN #3 x SPC PER * SCHED BELOW (3/4" CLR FROM TOP OF SLAB) 32" 10" < L < 18" L < 6" 6" < L < 10" * SPACING SCHEDULE OMIT #3 BAR 32" OC 24" OC PER DECK NOTES SPECIAL CONN DET: FULL-HT PL CONN SLOPED BM T/ STL EL COL STARTS AT THIS LVL COL BELOW THIS LEVEL 6SC T/ STL EL BM PEN SEE 10/S7.21 DOUBLE LINE CONN DOUBLE PL CONN # OF BOLTS IN CONN IF NOT STD DOUBLE L EMBED PL CONN SPECIAL MOMENT RESISTING CONN MOMENT OR DRAG CONN DECK SPAN DIRECTION 3 [-14 1/2"] 6DLE 3 DOUBLE L CONN 6D 6DL 4/2 SPECIAL CONN DET: DIFFERENT GR OF STL BM SIZE W1 6 x 2 6 W2 1 x 4 4 W18x35 * (22) C=7/8" [-3"] CAMBER AT MID-SPAN# OF STUDS, SEE 2/S7.20 A1, X BM BOT FLG BRACE # OF BOLTS IN "SLIP CRITICAL" CONN 4" 8" MAX SEE PLAN FOR NUMBER OF STUDS (X) STUDS EQ SPC 8" MAX 3/4" DIA HEADED STUDS, TYP (X) = TOTAL NUMBER OF STUDS PER PLAN NOTES: 1. CENTER CONNECTORS OVER BEAMS AND GIRDERS, TYPICAL. 2. WHERE DECK FLUTES ARE PERPENDICULAR TO BEAMS, USE (2) STUDS PER FLUTE @ 3" OC WHERE NUMBER OF STUDS EXCEEDS NUMBER OF FLUTES. 3. SEE GENERAL STRUCTURAL NOTES FOR STUD REQUIREMENTS. TYPICAL BEAM MT L D E C K HT + 1 1 / 2 " , UN O 1 1 / 4 " 1 1 / 2 " 2" 1 1 / 4 " (1 ) P S C @ 3 " A T W 1 2 L O C (2 ) S P C @ 3 " A T W 1 6 L O C , 1 1 / 2 " NOTE: 1. SEE 20/S7.20 FOR ADDITIONAL INFORMATION NOT NOTED. WT8x22.5x0'-5" 5/16 WT TO GIRDER 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.20 TYPICAL STEEL DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20TYPICAL BEAM CONNECTION 7/8" BOLT NTS 19HIGH LOAD CONNECTION 7/8" BOLT NTS 71 1/2" METAL ROOF DECK NTS 103" FLOOR DECK WITH 3" CONCRETE TOPPING NTS 4COMPOSITE DECK EDGE PARALLEL NTS 3COMPOSITE DECK EDGE PERPENDICULAR NTS 1STEEL FRAMING SYMBOLS NTS 2COMPOSITE HEADED STUDS NTS 18VERTICALLY OFFSET BEAM CONNECTION 20 A S E C T I O N 20 B S E C T I O N CONN PER 2/S7.23 (W8 CONDITION) NOTES: 1. FOR HOLES 4" DIAMETER OR LESS, OR 4" SQUARE OR LESS: NO STRENGTHENING IS REQUIRED PROVIDED THAT HOLES ARE NOT CLOSER THAN 12" OC. 2. FOR HOLES GREATER THAN 4" UP TO 8" DIAMETER OR 8" SQUARE: PROVIDED HOLES ARE NOT CLOSER THAN 3'-0" OC. 3. FOR HOLES GREATER THAN 8" UP TO 24" DIAMETER OR 24" SQUARE: USE L2x2x 3/16 ALONG (2) SIDES AS SHOWN. 4. FOR HOLES GREATER THAN 24" DIAMETER OR 24" SQUARE : SEE PARTIAL PLAN. #4 TRIM BAR (4 SIDES) EXTEND 2'-0" BEYOND OPNG 2 CELLS FOR C = 8" TO 14" OR 3 CELLS FOR C = 14" TO 24" (TYP) #4 TRIM BAR (4 SIDES) EXTEND 2'-0" BEYOND OPNG LOC C8 AT FIRST LOW FLUTE NEAREST EDGE OF OPNG 1/2" DIA PUDDLE WELDS @ 6" OC ALL AROUND HOLE TYP BM TO BM CONN PER 20/S7.20 MTL DECK SPAN DIRECTION MAIN BEAM C6 x 8 . 2 C6 x 8 . 2 C8x11.5 C8x11.5 BM PER PLAN WHERE OCCURS, EXTEND L2x2 SAME AS OPP END WHERE NO BM OCCURS 20B SECTION PARTIAL PLAN 20A SECTION "C" HOLE 24" MAX MA X3"MA X3" 1'-7 9/16" 3" MAX3" MAX 3/4" DIA PUDDLE WELDS, TYP MAIN BEAM PLAN VIEW SECTION L4 x 3 x 1 / 4 (L L V ) JS T OR W F L5x3x1/4 NOTES: 1. WELD DECK TO ANGLES WITH 1/2" DIA PUDDLE WELDS @ 6" OC ALL AROUND OPENING. 2. NO REINFORCING REQUIRED FOR SINGLE OPENINGS 6" DIAMETER OR 6" SQUARE OR LESS. 3. LARGER OPENINGS MUST BE COORDINATED WITH ARCHITECT AND ENGINEER. DECK SPAN DIRECTION L3 x 3 x 1 / 4 ES 5" L5x3x1/4 L5x3x1/4 L5x3x1/4 36 " M A X 48 " M A X L4 x 3 x 1 / 4 (L L V ) JS T O R W F 3/16 3/16 TYP PLAN VIEW DECK PER PLAN ORIENTATION VARIES TOPPING PER PLAN WHERE OCCURS STL COL PER PLAN (HSS WHERE OCCURS) L3x3x3/16 AROUND COL FOR DECK SUPPORT (NOT REQD AT SIDES WHERE INCOMING BEAMS OCCUR) SECTION 3/16 2-6 3/16TYP 3/ 4 " C L R #4 x 4'-0" @ 18", CTR ON JT OR EXTEND REINF PER PLAN FOR FULL LAP SPLICE LENGTH (WHICHEVER IS GREATER REINF) LAP WWR PER GSN, TYP DECK & TOPPING PER PLAN (ORIENTATION VARIES) CJ LOCATIONS TO BE DETERMINED BY CONTR, SUBMIT PROPOSED LOCATIONS FOR REVIEW & APPROVAL PRIOR TO POURING CONC TOPPING 8" DECK & TOPPING PER PLAN LAY OUT DECK TO PROVIDE 3" MIN CONTACT BETWEEN LOW FLUTE & FLG OR CUT DECK HIGH FLUTE & INSTALL FILLER PLATES AS REQD BTWN ADJACENT LOW FLUTESSHEAR CONNECTORS PER PLAN & 2/S7.20 BM PER PLAN, TYP DECK PERPENDICULAR TO BEAM DECK PARALLEL TO BEAM 1" RADIUS CORNERS, TYP D/3 DIA HOLES MAX, TYP 2/3 D MAX "D " D/ 4 M A X D/ 4 M A X D/ 3 M A X - NOTES: 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS WITH MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2" DIA SHALL BE SHOWN ON SHOP DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. FIELD CUTTING NOT PERMITTED WITHOUT APPROVAL. 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. 3. NO CUTTING SHALL OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. 4. ADJACENT OPENINGS SHALL BE SPACED AT THE LESSER OF 1'-0" OR 2.5 x LARGER OPENING SIZE, EDGE TO EDGE. 5. MAXIMUM SIZES OF OPENINGS SHALL BE D/3 DIA OR D/3 x 2/3 D. 6. NO OPENINGS SHALL OCCUR WITHIN 1'-0" OF AN ADJACENT BEAM CONNECTOR. REQUIRED OPENINGS NOT MEETING ABOVE CRITERIA SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REINFORCING DESIGN. 1'-0" MIN OR 2.5 x HOLE SIZE WHERE L IS EXCEEDS 60° WELD PL ES W/ FILLET WELD PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONN) COPE BM FLANGES AS REQD BACKING BAR AS REQD BEAMS PER PLAN PL & CONN PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNS) WP PER PLAN 45° PLAN CP DECK & TOPPING PER PLAN LAY OUT DECK TO PROVIDE 3" MIN CONTACT BETWEEN LOW FLUTE AND FLG OR CUT DECK HIGH FLUTE AND INSTALL FILLER PLATES AS REQD BTWN ADJACENT LOW FLUTES SHEAR CONNECTORS PER PLAN BM PER PLAN DECK PERPENDICULAR TO BEAM DECK PARALLEL TO BEAM TO P B A R 3/ 4 " C L R T O (3) #4 LONGIT CONT (CENTERED IN LOW FLUTES) #4 x 6'-0" @ 12" (CENTERED ON BM) 3/ 4 " C L R T O T O P B A R (3) #4 @ 12" CONT BM PER PLAN #4 x 6'-0" @ 12" (CENTERED ON BM) L3 1/2 x 3 1/2 x 5/16 @ 8'-0" MAX WHERE NOTED ON PLAN PL1/4x3x0'-6" NOTE: 1. FOR ADDITIONAL INFORMATION NOW SHOWN, SEE 13/S7.21. 3/16 3/16 2EACH END BEAM PER PLAN 1/2" CL ARCH PER CONT BENT PL1/4x W/ 1/2" DIA x 18" DBA @ 18" OC DECK & TOPPING PER PLAN (ORIENTATION VARIES) BM PER PLAN OR BF ELEVATIONS 1/2" MIN 2 1/2" 1" C L R VERTICLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS TO EACH STUD & (3) 0.14 DIA DRIVE PINS TO BENT PL, CLIPS REQ EACH SIDE AT JAMB STUDS EXTERIOR WALL STUDS PER LEVEL BELOW, SEE 15/S7.51 MATCH SLAB CONN PER 20/S7.20 GRID 3/16 2-12 6" STUDS 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.21 TYPICAL STEEL DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20REINFORCING AT MISCELLANEOUS COMPOSITE SLAB OPENINGS NTS 4REINFORCING AT MISC ROOF DECK OPENINGS NTS 3METAL DECK TO STEEL COLUMN CONNECTION DETAIL NTS 9CONTROL JOINT IN COMPOSITE DECK NTS 7METAL DECK OVER COMPOSITE BEAMS NTS 10BEAM PENETRATION DETAIL NTS 5SKEWED BEAM TO BEAM CONNECTION NTS 1ADDITIONAL REINFORCING AT EXPOSED SLABS NTS 8EXTERIOR FLOOR FRAMING DETAIL NTS 13METAL STUDS TO DECK EDGE CONNECTION 3A S E C T I O N DECK ABOVE TOP FLANGE 3" L3x3x1/4 CONT BM PER PLAN BM PER PLAN BENT PL1/4x x CONT OFFSET BENT PL & WELD TO BM FLG WHERE VERT LEG IS 4" OR LESS DECK BETWEEN FLANGE DECK BELOW BOTTOM FLANGE V A R I E S W H E R E O C C U R S BM PER PLAN BENT PL1/4 x CONT 3/16 2-12 3/16 2-12 3/16 2-12 4" BOLTED CONN PER 20/S7.20 BM PER PLAN 1/4 1/4 CP FLANGES STL COL PER PLAN BM PER PLAN PL SIZE & BOLTING PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS WHERE INDICATED ON PLAN OR DETAILS) CAP PL1/2 AT TOP OF COLS UNO BM PER PLAN BOTH SIDES WHERE OCCURS PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS) WHERE HIGH LOAD CONNECTION OCCUR ON OPPOSITE SIDES OF A HSS OR PIPE COLUMN STRUT BM PER PLAN ES STL COL PER PLAN KERF PL SIZE & BOLTING PER HIGH LOAD CONN SCHED OF 19/S7.20 CAP PL1/4 AT TOP OF COL, UNO PL PER PLAN VIEW BM PER PLAN PL SIZE & BOLTING PER 20/S7.20 (CONN SIM TO 5/S7.21 WHERE SKEWED BEAMS OCCUR) TYPICAL HIGH LOAD CONN PER 19/S7.20 WHERE INDICATED ON PLAN OR DETAILS (SEE DETAIL AT LEFT WHERE HIGH LOAD CONNS OCCUR ON OPP SIDES OF COL) STL COL PER PLAN PLAN VIEWPLAN VIEW 1" A T T O P & B O T SHEAR PL PER 19/S7.20 PL1 1/2 (GR 50), EXTEND 1" ABOVE & BELOW SHEAR PL STL COL PER PLAN OR BF EL KERF PL CONN PER SECT (PER BF CONN DETAIL WHERE OCCURS) 8" MAX 1" TYP PL1/2 AT HIGH LOAD CONNECTIONS (OMIT WHERE HSS NOMINAL WALL THK EXCEEDS 3/8")CONN PER 20/S7.20 WHERE OCCURS 1" T Y P NOTE: 1. THIS PLAN VIEW ONLY APPLIES WHERE HIGH LOAD CONNECTION OCCURS ON ALL (4) SIDES OF COLUMN, OR WHERE HIGH LOAD CONNECTION OCCURS ON OPPOSITE SIDES OF COLUMN, BUT CANNOT BE KERFED DUE TO PERPENDICULAR KERF PLATE CONNECTION. PER 19/S7.20 PER 19/S7.20 PER 19/S5.20 PER 20/S7.20 AT STD CONN CONN PER 3/S7.22 CONN PER 8/S7.22 STL COL PER PLAN BM PER PLAN PER 19/S7.20 AT INCOMING HIGH LOAD CONN STIFF PL3/8x3 ES (CONN PER 20/S7.20 AT INCOMING BMS, PER 19/S7.20 AT HIGH LOAD CONN, EXCEPT EXTEND CONN TO T&B FLG AS SHOWN) BM PER PLAN STL COL PER PLAN 1/4 3A SECTION CL BM & COL STL COL OR POST, PER PLAN CL BM & COL STIFF PL3/8 EACH SIDE (W/ BOLTS PER 20/S7.20 WHERE BMS OCCUR) BM PER PLAN WHERE OCCURS BM PER PLAN 1/4 5/16 BRG PL1/2 STL COL PER PLAN, TYP (2) BOLTS AT BM GA (5/8" DIA MIN) 1 1/2"1 1/2" TYP STIFF PL1/4x3 ES WHERE SUPPORTED BM IS W14 OR DEEPER BM PER PLAN TYP STIFF PL AT SIDES WHERE NO INCOMING BM OCCURS INCOMING BM PER PLAN CONN PER 20/S7.20 EXCEPT EXTEND DOWN AS SHOWN BM PER PLAN PL THK & BOLTING PER 19/S7.20 EXCEPT EXTEND DOWN AS SHOWN WHERE BEAM STOPS WHERE BEAM CONTINUOUS 8A SECTION AT INCOMING BEAMS WITH STANDARD CONNECTIONS 8B SECTION AT INCOMING BEAMS WITH HIGH LOAD CONNECTIONS P E R 9 / S 5 . 3 0 (4) BOLTS AT BM GA (5/8" DIA MIN) 1 1/2"1 1/2" 1 1/2"1 1/2" BRG PL1/2 SE E 8 A O R 8 B S E C T I O N AT I N C O M I N G B E A M S PE R 1 9 / S 7 . 2 0 1/4 PER 19/S7.20 3/16TYP 1/4 TYP 3/16TYP TYP STIFF PL AT SIDES WHERE NO INCOMING BM OCCURS CL CL 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.22 TYPICAL STEEL DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 12PLATE TO STEEL BEAM CONNECTION DETAIL NTS 5BEAM SPLICE NTS 10WF BEAM TO WF COLUMN (FLANGE) NTS 20BEAM TO HSS COLUMN CONNECTIONS NTS 4STEEL COLUMN TO BEAM CONNECTION NTS 3COLUMNS BEARING ON BEAM NTS 8BEAM TO STEEL BEAM CONNECTIONS 15 A S E C T I O N 15 B S E C T I O N EL = 11'-6" T/ BM AT CANOPY EL = 11'-6" T/ BM AT CANOPY EL = 11'-0" T/ BM AT CANOPY 3 1/2" 1 3/4" 1'-0" , UNO STL COL PER PLAN BM PER PLAN STIFF PL & CONN PER 8/S7.22 BOLTED CONN PER 20/S7.20 1/4MEMBER ES WHERE OCCURS PL3/8 x HSS BM WIDTH W/ (2) 3/4" DIA A307 BOLTS ALT CONN IF OVERSIZED BOLT HOLES ARE USED OR IF BOLTS CONFLICT W/ WINDOW PLACEMENT 1 1 / 2 " , T Y P CAP PL1/4 AT TOP OF COL STEEL COL PER PLAN (WF COL WHERE OCCURS) NOTE: 1. OFFSET BOLTS VERTICALLY AS REQUIRED WHERE HSS OCCURS ON TWO ADJACENT SIDES OF COLUMN OR WHERE BEAM CONNECTION OCCURS ON OPPOSITE SIDE. 3/16 3/16 HSS GUIDERAIL SUPPORT COL PER PLAN BM PER PLAN PL3/8 ES W/ (2) 5/8" DIA A307 THRU BOLT IN LSH HSS GUIDERAIL SUPPORT COL PER PLAN BM PER PLAN ROOF CONDITION AT OFFSET BEAM 1 1 / 2 " 4" BASE PL3/8x4x1'-0" 1" L6x5x3/8x1'-0" (LLV) W/ (2) 5/8" DIA A307 BOLTS @ 6" OC IN 3/4" x 2" VERT SLOTS 2" 2" 4" 1/4 (3) SIDES 1/4 (3) SIDES 1/4 (3) SIDES 3/16 1/4 STIFF PL5/16 1/4 (3) SIDES, TYP L4x4x1/4 STRUT PERP TO ROOF SLOPE CONN PER 2/S7.23, TYP COL CONT WHERE OCCURS STL COL PER PLAN W/ CAP PL1/4 (PER BF EL WHERE OCCURS) BM PER PLAN L4x4x1/4 STRUT PERP TO ROOF SLOPE JST PER PLAN 3/4" MAX AT WF JOISTS AT STEEL BAR JOISTS ROOF DECK PER PLAN, WELD TO L STRUT PER DECK NOTES 3/16 2 L STRUT TO JT AT CONTRACTOR'S OPTION PROVIDE INTERNAL SLEEVE & ERECTION BOLTS STL COL PER PLAN PL1 NOTES: 1. LOCATE COLUMN SPLICES AT MID-HEIGHT BETWEEN FLOORS. 2. USE 7/S7.23 FOR BRACED FRAME COLUMN SPLICES. (1/4) (1/4) FACE OF SUPPORTING MEMBER PER 20/S7.20 BM PER PLAN OR ELEVATION (BOTH SIDES WHERE OCCUR) PL SIZE & BOLTING PER 20/S7.20 BM PER PLAN OR EL PL SIZE & BOLTING PER 19/S7.20 AT HIGH LOAD CONNECTIONS WHERE INDICATED ON PLAN OR DETAILS PL SIZE & BOLTING PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS WHERE INDICATED ON PLAN OR DETAILS) STIFF PL3/4 (GR 50) T&B FACE OF SUPPORTING MEMBER PER 19/S7.20 "k" CAP PL1/2 STIFF PL3/4 (GR 50) BOT AT TOP OF COLUMNS AT HIGH LOAD CONNECTIONS AT STANDARD CONNECTIONS 4" CL COL = CL BM UNO PLAN VIEW PLAN VIEW PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS) 5/16 SHEAR TAB TO T&B PL 5/16 STIFF PL TO COL PER 19/S7.20 1/4 SHEAR TAB TO T&B STIFF PL 5/16 STIFF PL TO COL PER 20/S7.20 BOLTED CONN PER 20/S7.20 (NUMBER OF BOLTS PER PLAN WHERE INDICATED) BM PER PLAN, TYPSUPPORTING BM PER PLAN, TYP AT C6, W6, W8 AND W10 BEAMS PL1/2 x 3 1/2 x 0'-7" W/ (2) 3/4" DIA BOLTS @ 3" OC 1 1/2" PER 20/S7.20 5/16 MOMENT CONNECTION SCHEDULE BEAM SIZE FLANGE PL (GR 50) "L"WELD SIZE W8, W10 5/8" x 3"6"5/16" TOP BOTTOM 1/2" x 3" 3/4" x 4" 5/8" x 5" 5/8" x 5" 3/4" x 5" W12 W14 W16 W18 W21 3/8" x 5" 1/2" x 5" 5/8" x 6" 5/8" x 7" 5/8" x 7" 5/8" x 8" 6" 8" 8" 10" 12" 5/16" 5/16" 5/16" 5/16" 5/16" "L""L" FLG PL PER SCHED, TYP CONN PER 20/S7.20 SUPPORTING BM PER PLAN "L""L" BM PER PLAN & SCHED NOTE: NO WELDING TO SUPPORTING BM FLG 15B SECTION15A SECTION BEAM AND SUPPORTING BEAM SAME DEPTHBEAM AND SUPPORTING BEAM DEPTHS VARY NOTE: 1. SEE SAME DEPTH CONDITIONS FOR CALL OUTS IN COMMON. HOLE FOR FLG PL IN WEB W/ 1/4" CLR ON ALL SIDES 1/2" RAD, TYP "L""L" NOTE: NO WELDING TO SUPPORTING BM FLG W12x40 1/2" x 6" 1/2" x 9" 10" 5/16" SIZE PER SCHED W/ 1" RETURN SIZE PER SCHED 10 " TRIM BM FOR SLOPE PL 5/8 x 6 1/2 x REQD ALIGN WITH FACE OF ARCH FINISH STIFF PL EACH SIDE OF BM, SEE 8/S7.22, SIM COL CONN SEE 8/S7.23 HSS COL PER PLAN BM PER PLAN 5/8 WEB TO FLANGE PL CP, FLANGE TO FLANGE PL SEE ARCH FOR CANOPY DIMENSION SEE ARCH FOR CANOPY DIMENSTION BM PER PLAN BM PER PLAN CONN PL PER 20/S7.20 (SLIP CRITICAL BOTLS) TYP AT T&B FLANGE PL3/4x10x0'-10 1/8" TYP AT T&B FLANGE HSS BM PER PLAN BM PER PLAN SEE 20/S7.20 (SLIP CRITICAL BOLTS) 1/2 TYP AT T&B FLANGE BM PER PLAN CONN PL PER 20/S7.20 (SLIP CRITICAL BOLTS) COL PER PLAN PL1/2" AT T&B FLANGE 1/4 1/4 SEE 17/S7.23 FOR PL PL3/4x1'-0" EA SIDE COL PER PLAN BM PER PLAN 1" 1/2" FULL PENETRATION TYP AT T&B FLANGE 1/4 1/4 STIFF PL3/8 (FULL DEPTH) SEE 10/S7.30 FOR PL T/ STL BM PL1/2x4x1'-7" 17/S7.23 FOR PL FULL PENETRATION BM PER PLAN NOTE: 1. SEE 17/S7.23 FOR SLOPING BEAM INFORMATION. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.23 TYPICAL STEEL DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 8BEAM BEARING ON COLUM CONNECTION NTS 7HSS TO HSS CONNECTION NTS 4ELEVATOR GUIDERAIL POST CONNECTION NTS 10COLUMN BRACING DETAIL NTS 9HSS COLUMN SPLICE NTS 20WIDE FLANGE BEAM TO WIDE FLANGE COLUMN (WEB) NTS 2BEAM TO BEAM AT DIFFERING ELEVATION NTS 15BEAM TO BEAM MOMENT CONNECTION 3/4" = 1'-0"17SLOPE BOTTOM FLANGE DETAIL NTS 12BEAM TO BEAM MOMENT CONNECTION NTS 11HSS BEAM TO WF BEAM MOMENT CONNECTION NTS 16XXXX NTS 6MOMENT CONNECTION AT CANOPY 17 A S E C T I O N 11 A S E C T I O N NOTES: 1. CORE MATERIAL SHALL BE ASTM A36 MATERIAL SELECTED TO PROVIDE A MINIMUM TENSILE YIELD STRENGTH OF 38 KSI AND A MAXIMUM TENSILE YIELD STRENGTH OF 46 KSI. 2. BRB SUPPLIER SHALL DESIGN BRACE CONNECTIONS IN ACCORDANCE WITH AISC 360-16 AND 341-16. 3. BRB SUPPLIER SHALL PROVIDE TEST RESULTS FOR SIMILAR BRACES IN ACCORDANCE WITH AISC 341-16. 4. BRB SUPPLIER SHALL PROVIDE TESTED MATERIAL ADJUSTMENT FACTORS FOR COMPRESSION STRENGTH (BETA) AND STRAIN HARDENING (OMEGA). MAXIMUM COMPRESSION ADJUSTMENT FACTOR (BETA) = 1.23, MAXIMUM STRAIN-HARDENING ADJUSTMENT FACTOR (OMEGA) = 1.67. 5. FOR GUSSET GEOMETRY NOTATIONS, SEE DETAILS OF SHEET S7.31 AND S7.32. 6. GUSSET AND WELD SIZES SHOWN ARE APPROXIMATE VALUES. FINAL VALUES TO BE COORDINATED WITH BRB MANUFACTURER. 7. STIFFNESS MODIFICATION FACTORS (Kf) ARE DESIGN VALUES. ACTUAL VALUES TO BE WITHIN +/- 10%. ACTUAL STIFFNESS WORKPOINT-TO-WORKPOINT (Keff) CALCULATED AS: Keff = Kf * Asc * E / Lwp, WHERE Lwp IS THE WORKPOINT-TO-WORKPOINT LENGTH AND Asc IS THE SPECIFIED CORE AREA. 8. MINIMUM STROKE TO OCCUR AT EACH END OF BRACE IN TENSION AND COMPRESSION DIRECTIONS. CORE EXTENSION TO REMAIN STABLE OVER 2x THIS LENGTH. BRACED FRAME #BRB # LEFT/RIGHT SIDE OF FRAME LEVEL BRACE CORE AREA (SQ INCHES) STIFF MOD FACTOR MINIMUM STROKE (INCHES) Dwsg db SQUARE CASING SIZE tg (INCHES) CONNECTION AT UPPER END OF BRACECONNECTION AT LOWER END OF BRACE PRELIMINARY BRB CONNECTION SCHEDULE (1/16 INCH) Dwg (1/16 INCH)Wb (INCHES) Lwb (INCHES) Wc (INCHES) Lwc (INCHES) Lgb (INCHES) Lgc (INCHES) tg (INCHES) Wb (INCHES) Lwb (INCHES) Wc (INCHES) Lwc (INCHES) Lgb (INCHES) Lgc (INCHES)(INCHES) BF-2 BRB-2.0 BRB-2.0 BRB-2.75 BRB-2.75 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 2.75 2.75 1.30 1.30 1.40 1.40 8" x 8" 8" x 8" 10" x 10" 10" x 10" 1/4 1/4 1/4 1/4 18 18 12 12 - - 5/16 5/16 - - 18 18 19 19 14 14 12 12 20 20 11 11 20 20 1/4 1/4 - - 10 10 - - 13 13 21 21 12 12 14 14 1/4 1/4 1/4 1/4 BF-3 BRB-2.0 BRB-2.0 BRB-2.50 BRB-2.50 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 2.50 2.50 1.35 1.35 1.45 1.45 8" x 8" 8" x 8" 8" x 8" 8" x 8" 1/4 1/4 1/4 1/4 14 14 10 10 - - 1/4 1/4 - - 22 22 15 15 12 12 12 12 24 24 9 9 15 15 1/4 1/4 - - 13 13 - - 11 11 16 16 15 15 13 13 1/4 1/4 1/4 1/4 BF-4 BRB-2.0 BRB-2.0 BRB-4.0 BRB-4.0 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 4.00 4.00 1.30 1.30 1.30 1.30 8" x 8" 8" x 8" 8" x 8" 8" x 8" 1/4 1/4 1/4 1/4 17 17 11 11 - - 3/8 3/8 - - 19 19 18 18 13 13 12 12 21 21 10 10 19 19 1/4 1/4 - - 10 10 - - 12 12 20 20 12 12 14 14 1/4 1/4 5/16 5/16 BF-5 BRB-2.0 BRB-2.0 BRB-2.25 BRB-2.25 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 2.25 2.25 1.30 1.30 1.35 1.35 8" x 8" 8" x 8" 8" x 8" 8" x 8" 1/4 1/4 1/4 1/4 18 18 10 10 - - 1/4 1/4 - - 16 16 19 19 12 12 12 12 18 18 11 11 18 18 1/4 1/4 - - 10 10 - - 13 13 19 19 12 12 12 12 BF-6 BRB-2.0 BRB-2.0 BRB-3.50 BRB-3.50 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 3.50 3.50 1.25 1.25 1.40 1.40 8" x 8" 8" x 8" 10" x 10" 10" x 10" 16 16 12 12 - - 3/8 3/8 - - 20 20 17 17 14 14 12 12 22 22 9 9 21 21 1/4 1/4 - - 11 11 - - 11 11 22 22 13 13 15 15 BF-1 BRB-2.0 BRB-2.0 LEFT RIGHT 1 1 2.00 2.00 1.35 1.35 8" x 8" 8" x 8" 1/4 1/4 8 8 1/4 1/4 24 24 10 10 26 26 11 11 - - - - 12 12 12 12 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 BF-7 BRB-2.0 BRB-2.0 BRB-3.75 BRB-3.75 LEFT RIGHT LEFT RIGHT 2 2 1 1 2.00 2.00 3.75 3.75 1.25 1.30 1.30 1.30 2.00 2.00 2.00 2.00 4 4 6 6 5 5 7 7 5/8 5/8 5/8 5/8 8" x 8" 8" x 8" 10" x 10" 10" x 10" 21 25 12 12 - - 3/8 3/8 - - 15 15 22 26 14 14 12 11 17 17 13 15 28 28 1/4 1/4 - - 10 9 - - 15 17 29 29 12 11 13 13 5/8 5/8 3/4 3/4 1/4 1/4 5/16 5/16 1/4 1/4 1/4 1/4 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 4 4 5 5 5 5 7 7 4 4 5 5 5 5 5 5 5 5 7 7 4 4 5 5 4 4 5 5 4 4 5 5 4 4 5 5 5 5 5 5 5 5 5 5 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 3/4 3/4 5/8 5/8 5/8 5/8 5/8 5/8 3/4 3/4 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 3/4 3/4 5/8 5/8 3/4 3/4 5/8 5/8 5/8 5/8 5/8 5/8 3/4 3/4 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 1" 2"2" PER SCHED DE P T H CONTINUITY PLATES PER 9/S7.31, TYP (AT TOP OF COL, PROVIDE CAP PL WITH SIM SHAPE, WELDED PER STRONG AXIS CONDITION) 2"1/2" MIN RADIUS AT COPE IN PL, TYP SHEAR PL WELD PER SCHED (DEMAND CRITICAL) INCOMING BM CONN WHERE OCCURS, EXTEND TO CONTINUITY PLATES AS SHOWN TYPICAL WEAK AXIS CONNECTION (SEE STRONG AXIS CONDITION FOR CALLOUTS IN COMMON) 2" 1 1 / 2 " , T Y P PER SCHED PL D E P T H BM PER BF ELEVATION GR 50 PL PER SCHED COL PER BF ELEVATION HIGH LOAD CONN PER 19/S7.20 WHERE OCCURS PER PLAN THIS SIDE WELD ACCESS HOLES PER AWS D1.8 INCOMING BM CONN WHERE OCCURS, EXTEND TO CONTINUITY PLATES AS SHOWN BM PER PLAN, WHERE OCCURS CONTINUITY PLATES PER 9/S7.31, TYP 3/4" DIA A325-N ERECTION BOLTS PER SCHED IN HORIZ SHORT SLOTTED HOLES CL TYPICAL STRONG AXIS CONNECTION PL TO MATCH THICKNESS OF BM FLG (ROUND UP TO NEAREST 1/8") STRONG AXIS CONNECTION AT TOP OF COLUMN (SEE TYPICAL CONDITION FOR CALLOUTS IN COMMON) NOTES: 1. ALL WELDING SHOWN THIS DETAIL IS CLASSIFIED AS "DEMAND CRITICAL" SEE GENERAL STRUCTURAL NOTES FOR SPECIAL WELD FILLER MATERIAL REQUIREMENTS. 2. WELD ACCESS HOLES SHALL CONFORM TO AWS D1.8 SECTION 6.10.1.2 AND SECTION 6.10.2. 3. STEEL BACKING BARS AT BEAM BOTTOM FLANGE WELD SHALL BE REMOVED, BACKGOUGED, AND BACKWELDED PER ANSI / AISC 358-10 SECTION 3.3.2. 4. STEEL BACKING BARS AT BEAM TOP FLANGE WELD MAY BE LEFT IN PLACE PROVIDED THAT THE BACKING BAR IS WELDED TO THE COLUMN ON THE UNDERSIDE WITH A 5/16" FILLET WELD. SHEAR PLATE CONNECTION SCHEDULE BEAM SIZE PLATE DEPTH PLATE THICKNESS (GRADE 50) PLATE TO COLUMN WELD SIZE PLATE TO BEAM WELD SIZE NUMBER OF BOLTS (EQUALLY SPACED) W12 W14 W16 W18 W21 W24 W27 W30 7" 5/8" 7/16" 7/16" 2 9" 5/8" 7/16" 11" 3/4" 1/2" 9/16" 3 13" 3/4" 15" 3/4" 18" 7/8" 9/16" 11/16" 4 21" 7/8" 9/16" 4 24" 1" 5/8" 3/4" 5 1/2" 1/2" 9/16" 9/16" 11/16" 7/16" 2 3 3 WELD PER (DEMAND CRITICAL) CJP T&B FLANGE (DEMAND CRITICAL) THE BACKER BAR MAY BE DISCONTINUED AT THE BRACED FRAME GUSSET PLATES, AT CONTRACTOR'S OPTION AN ACCESS HOLE (PER AWS D1.8) MAY BE CUT IN THE GUSSET OR STIFFENER TO ALLOW A CONTINUOUS BACKER BAR TO BE USED 3/4 tw tw = THICKNESS OF COLUMN WEB (ROUND UP TO NEAREST 1/16") 7/16 TYP AT FLANGE SIZE PER SCHED (DEMAND CRITICAL) CJP T&B FLG (DEMAND CRITICAL) PER SCHED (DEMAND CRITICAL) (8) #5 x @ 8" OC (8) SETS OF (4) #5 x @ 8" ALIGN WITH STIRRUP LOCS BOT LONGIT BARS PER SCHED, SEE PLAN TOP LONGIT BARS PER SCHED, SEE PLAN CL COL FTG WIDTH PER SCHED, SEE PLAN RETAINER PL PER 18/S7.31 SEE PLAN FT G D E P T H P E R S C H E D , SEE 20/S7.31 FOR ADDL INFO 8" 8" PROVIDE (4) SETS OF TIES ON EACH SIDE OF BASE PL AS SHOWN 17A SECTION 8" CL COL 2 1 / 2 " C L R TRANSVERSE BARS T&B PER SCHED WITH STD HOOKS TRANSVERSE BARS T&B PER SCHED WITH STD HOOKS, TYP BOT LONGIT BARS PER SCHED, SEE PLAN TOP LONGIT BARS PER SCHED, SEE PLAN 1'-6"8"8"8"1'-6" T/ FOOTING EL PER PLAN SOG PER PLAN CL COL 11A SECTION T/ FOOTING EL PER PLAN SEE 20/S7.31 FOR ADDL INFO NOTE: 1. FOR ADDITIONAL INFORMATION SEE 17/S7.30. 2. ALTERNATE HOOK DIRECTIONS AT CROSS TIE LOCATIONS. 2" 1' - 0 " PL I N T H B E L O W B F C O L U M N #5 x @ 4" CLOSED TIES, (ADDL CLOSED TIE AT TOP @ 2")EXTEND ANCHOR RODS INTO FTG, TYP (20) #7 VERTS EQUALLY SPACED W/ STANDARD HOOKS AT ENDS 6" TYP TYP 6" CL COL 3" C L R , T Y P EDGE, TYP 3" VERT TO PLINTH CLOSED TIES, TYP ROUGHEN INTERFACE TO 1/4" AMPLITUDE T/ FOOTING EL PER PLAN SOG PER PLAN SOG NOT SHOWN FOR CLARITY 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.30 BRACED FRAME DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20BRB BRACE AND CONNECTION SCHEDULE 3/4" = 1'-0"10BRACED FRAME BEAM - COLUMN CONNECTION NTS 17BRACED FRAME FOOTING NTS 11BRACED FRAME FOOTING PLINTH AT BF-2 AND BF-3 TYPE A TYPE B TYPE C 4"4"4" PER SCHED GUSSET PL 4" 5" 5" 4" BASE PL2 GR 50 W/ (8) 2" DIA F1554 GR 55 WELDABLE ANCHOR RODS AND MIN PL3/4x0'-5" CIRCULAR OR SQUARE WASHERS 4"4"4"4" PER SCHED GUSSET PL 4" 5" 5" 4" BASE PL1 3/4 GR 50 W/ (6) 1 3/4" DIA F1554 GR 55 WELDABLE ANCHOR RODS AND MIN PL5/8x0'-4" CIRCULAR OR SQUARE WASHERS 4"4"4" 4" 5" 5" 4" BASE PL2 1/4 GR 50 W/ (8) 1 3/4" DIA F1554 GR 55 WELDABLE ANCHOR RODS AND MIN PL5/8x0'-4" CIRCULAR OR SQUARE WASHERS NOTES: 1. SEE DETAIL 18/S7.31 FOR ADDITIONAL INFORMATION AT ALL BRACED FRAME BASE PLATES. 2. UNLESS NOTED OTHERWISE, EMBED ALL ANCHOR RODS TO WITHIN 6" OF BOTTOM OF FOOTING. 3. SEE 18/S7.31 FOR TYPICAL COLUMN WELDS TO BASE PLATES. 4. PROVIDE PLATE WASHERS AT ALL ANCHOR RODS. GRID GRID GRID 3 1/4" DIA HOLES, TYP 4" 2 3/4" DIA HOLES, TYP 2 3/4" DIA HOLES, TYP PER SCHED GUSSET PL 4" WP WF COL BASE PLATE PER DETAILS EXTEND ANCHOR RODS WITHIN 6" FROM BOT OF FTG, TYP BUCKLING RESTRAINED BRACE (BRB) GUSSET PLATE PER 10/S7.31 NOTES: 1. * * COLUMN WELDS TO BASE PLATE ARE CLASSIFIED AS "DEMAND CRITICAL" SEE GENERAL STRUCTURAL NOTES FOR SPECIAL WELD FILLER MATERIAL REQUIREMENTS. 2. SEE 17/S7.31 FOR BRBF PROTECTED ZONES. 2" G R O U T RETAINER PL1, GR 36 LEVELING NUTS, TYP (3" AT 2 1/4" RODS) 2" TYP NOTE 2 BOTTOM OF FTG 6" 5/16* * WEBS * * CJP FLANGES PLATE WASHER PER 20/S7.31 GUSSET THICKNESS tg PER SCHED Lg c Lgb BRB PER ELEVATION STIFF PL EACH SIDE AS REQD BY BRB MFR STIFF PL AS REQD BY BRB MFR,TYP STEEL COL PER PLAN NOTE: 1. SEE DETAIL 20/S7.32 FOR ADDITIONAL INFORMATION. BASE PL & ANCHOR ROD PER ELEVATION AND S7.31 COLUMN STRONG AXIS T / FTG WP Wb Lwb Wc Lwc RETAINER PLATE PER 18/S7.31 k + 1 1/2" ,TYP SIZE = 3/4 x PL THICKNEESS ROUNDED UP TO NEAREST 1/16", TYP . GR 50 CONTINUITY PLATES PER NOTES STRONG AXIS WEAK AXIS GR50 CONTINUITY PLATES PER NOTES, TYP NOTES: 1. AT STRONG AXIS CONNECTION CONTINUITY PLATE THICKNESS SHALL MATCH THE BEAM FLANGE THICKNESS, ROUNDED UP TO THE NEAREST 1/8 OF AN INCH. WHERE BEAMS FRAME INTO OPPOSITE SIDES OF THE COLUMN OR AT LL WEAK AXIS CONNECTION, THE CONTINUITY PLATE THICKNESS SHALL EQUAL THE THICKNESS OF THE THICKER BEAM FLANGE, ROUNDED UP TO THE NEAREST 1/8 OF AN INCH. 2. WHERE BRACED FRAME BEAMS FRAME INTO BOTH STRONG AND WEAK AXIS OF THE SAME COLUMN, THE FOLLOWING SHALL APPLY: WHERE NOMINAL BEAM DEPTHS ARE THE SAME, USE SIZE AND LOCATION OF PLATES BASED ON THE WEAK AXIS CONDITION; WHERE NOMINAL BEAM DEPTHS DIFFER, PROVIDE SEPARATE CONTINUITY PLATES FOR BOTH STRONG AND WEAK AXIS CONDITIONS. 3. FILLET WELDS BETWEEN CONTINUITY PLATE AND COLUMN SHALL BE HELD BACK ONE WELD SIZE ADJACENT TO THE K AND K1 ZONES OF THE COLUMN. 4. ALL WELDING SHOWN THIS DETAIL IS CLASSIFIED AS " DEMAND CRITICAL" SEE GENERAL STRUCTURAL NOTES FOR SPECIAL WELD FILLER MATERIAL REQUIREMENTS. k + 1 / 2 " , T Y P SHADED AREAS INDICATE PROTECTED ZONE. BRB PROTECTED ZONES SHALL INCLUDE THE STEEL CORE AND CONNECTION ELEMENTS AND SHALL SATISFY THE REQUIREMENTS OF SECTION F4.5c OF AISC 341. ADDITIONALLY, ATTACHMENTS WHICH PENETRATE THE CASING (SCREWS, PAF, ETC) OR ANY ATTACHMENT SUPPORTING OVER 50 LBS SHALL BE APPROVED BY THE ENGINEER OF RECORD AND COREBRACE. PROTECTED ZONES, TYP PROTECTED ZONES, TYP BEAM PER PLAN BEAM PER PLAN CO L U M N P E R P L A N CO L U M N P E R P L A N NOTE: 1. PROTECTED ZONES SHALL BE PAINTED ORANGE AND THE TEXT "PROTECTED ZONE - NO WELDING, SCREWS, DRILLING, SHOP PINS, OR OTHER ATTACHMENTS ARE PERMITTED" SHALL BE STENCILED AT 2'-6" MAXIMUM ON-CENTER. THIS SHALL BE PERFORMED BY THE FABRICATOR AND VERIFIED BY THE SPECIAL INSPECTOR. THESE MARKS SHALL BE RE-MARKED IF THE ORIGINAL MARKS ARE OBSCURED BY FIREPROOFING OR OTHER MARKINGS ON THE STEEL. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.31 BRACED FRAME DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"20BRACED FRAME BASE PLATES NTS 18BRB TO COLUMN BASE NTS 10WELDED BRB BASE GUSSET NTS 9 CONTINUITY PLATES FOR BF BEAM - COLUMN CONNECTION NTS 17BRB PROTECTED ZONES NOTES: * SEE SCHEDULE OF 20/S7.30 FOR THE FOLLOWING (UNIQUE TO EACH BRACE): 1. Wb, Lwb: SIZE AND LENGTH OF GUSSET WELD TO BEAM/BASE PLATE AND AT CHEVRON AND INVERTED CHEVRON GUSSETS 2. Wc, Lwc: SIZE AND LENGTH OF GUSSET WELD TO COLUMN. 3. Lgb: APPROXIMATE WIDTH OF GUSSET. AT CHEVRON AND INVERTED CHEVRON CONFIGURATIONS, Lgb IS THE APPROXIMATE WIDTH OF HALF GUSSET (FROM EDGE OF GUSSET TO CENTERLINE OF STIFFENER). 4. Lgc: APPROXIMATE HEIGHT OF GUSSET. 5. tg: GUSSET PLATE THICKNESS (ASTM A572 GR 50). 6. Dwg: SIZE OF WELD OF BRB CORE PLATE TO GUSSET. 7. Dwsg: SIZE OF WELD OF BRB STIFFENER TO GUSSET. 8. SEE 17/S7.31 FOR BRBF PROTECTED ZONES. BRB PER ELEVATION BOLTED CONN PER 19/S7.20 EXCEPT AS SHOWN FULL-HT GUSSET (SUPER GUSSET) & ATTACHMENT DESIGN BY BRB MFR, GUSSET THICKNESS tg PER SCHED STIFF PL AS REQD BY BRB MFR BM PER BF ELEVATION APPROX Lgb STIFF PL (GR 50) EACH SIDE OF GUSSET TO MATCH WIDTH & THICKNESS OF BF BEAM FLG WP STRUT OR BEAM PER PLAN COL CAP PL PER 10/S7.30 CONTINUITY PLATES PER 9/S7.31, TYP Lg c 5/16 (3) SIDES, TYP WcTYP Wc LwcTYP DwgTYP Dwsg TYP 5 1/2" STIFF PL (GR 50) ON TOP OF GUSSET TO MATCH WIDTH & THICKNESS OF BF BEAM FLG HIGH LOAD CONN PER 19/S7.20 WHERE OCCURS PER PLAN THIS SIDE CJP T&B STIFF PL (DEMAND CRITICAL) STIFF PL EACH SIDE AS REQD BY BRB MFR Wb Lwb Wb Lwb STEEL COL PER BF ELEVATION STIFF PL AS REQD BY BRB MFR, TYP ALIGN GUSSET EDGES WHERE REQD SO THEY ALIGN TOP & BOTTOM OF BM ERECTION BOLTS, db PER SCHED TYP FULL DEPTH STIFF PL1/2 PER 5/S7.32 WP Lgb BM PER BF ELEVATION GUSSET PL THICKNESS PER SCHED Lg c BRB PER ELEVATION NOTES: 1. SEE DETAIL 20/S7.32 FOR ADDITIONAL INFORMATION. 2. LDblr = LENGTH OF DOUBLER PLATE STIFF PL 1/2 EACH SIDE OF GUSSET Wb 2* LwbTYP 5/16 TYP AT ALL APPLICABLE SIDES 3" STIFF PL AS REQD BY BRB MFR, TYP LOC OF STIFF PL AS REQD BY BRB MFR, TYPSTIFF PL AR REQD BY BRB MFR, TYP DOUBLER PL AS REQD BY BRB MFR 4'-3 9/16" LDblr DECK & TOPPING PER PLAN L4x4x3/8 FULL DEPTH STIFF PL1/2 THK GR 50, EACH SIDE OF BM WEB BM PER BRACED FRAME ELEVATION NOTE: 1. TOP AND BOTTOM BRACE CONNECTION OMITTED FOR CLARITY. 3/16 3 MINTYP 1" M A X 5/16 (3) SIDES, TYP 5/16 (3) SIDES, TYP BM PER PLAN T/ CONC NOTE: 1. * MAINTAIN 1" AT SIDE AND 3" AT END CLEARANCE BETWEEN CASING AND CONCRETE, TYPICAL. PROVIDE LOW-DENSITY EXPANDED POLYSTYRENE (BEAD BOARD) 1" THK AT SIDES AND 3" THK AT END WHERE BURIED IN CONC, TYP 1" 3" 1" 1" 3" 3" * 1" * T/ CONCT/ CONC DECK PER PLAN L4x4x3/8 FULL DEPTH STIFF PL1/2 THK GR 50, EACH SIDE OF BM WEB BM PER BRACED FRAME ELEVATION NOTES: 1. TOP AND BOTTOM BRACE CONNECTION OMITTED FOR CLARITY. 2. t = GAGE OF MATERIAL CONNECTED. 1" M A X 5/16 (3) SIDES, TYP 5/16 (3) SIDES, TYP BM/LLH JOIST PER PLAN 5/16 3 MINTYP 1 1/2" MAX 2 5/8"1 5/16" 13/16"SEE 19/S7.20 FOR DIM 1 3/8" FULL DEPTH STIFF PL1/2 THK GR 50, EACH SIDE OF BM WEB 5/16 (3) SIDES, TYP NOTES: 1. FOR ADDITIONAL INFORMATION REFER TO 19/S7.20. 2. INDICATED ON PLAN BY BM PER PLANBM PER PLAN 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.32 BRACED FRAME DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20WELDED BRB GUSSET CONNECTION NTS 10WELDED BRB CHEVRON GUSSET CONNECTION NTS 5BRACED FRAME BEAM BRACE NTS 18CASING BURIED IN CONCRETE NTS 8BRACED FRAME BEAM BRACE NTS 4BRB FRAME OR STRUT BEAM-TO-BEAM CONNECTION PLAN VIEWROOF SLOPE PER ARCH ROOF SLOPE PER ARCH ROOF SLOPE PER ARCH GRID 1/4 4 1/4 4 BENT PL1/4x 5" CONT 5" A T C L O F B M SEE 2/S7.40 FOR FILLER PL (NOT SHOWN FOR CLARITY) SEE ARCH FOR SLOPE NOTE: 1. SEE 15/S7.40 FOR ADDITIONAL INFORMATION NOT NOTED. PER ARCH HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURSOP E N I N G W H E R E OC C U R S ARCH PER WHERE K-JOISTS ALIGN BOTH SIDES 1/2" GAP, MAX STL BM PER PLAN 5" A T C L B M B/ DECK EL PER PLAN MIN, TYP 2 1/2" BRG JST PER PLAN 1/8 JST PER PLAN, TYP WHERE JOISTS ARE OFFSET . PER 1/S7.40 AT CL BM PLAN VIEW JST SEAT PER 1/S7.40 STL BM PER PLAN STL BM PER PLAN MTL DECK PER PLAN (ORIENTATION VARIES) BENT PL1/4 x BTWN JSTS, HOLD 6" CLR OF JST CL AT EE COORD JST LOC W/ JST MFR 5" NOTE: 1. BENT PLATE FILLER REQUIRED FOR BEAMS DENOTED "SFRS" OR "STRUT" (ON PLAN), BRACED FRAME BEAMS, AND PERIMETER ROOF BEAMS THAT ARE SET DOWN FOR JOIST SUPPORT. BENT PLATE FILLER ALSO REQUIRED WHERE DECK ORIENTATION CHANGES. 5" COORD HT OF FILLER PL W/ JST SEAT HEIGHTS CL BM PER DECK NOTES 3/16 2-12 MTL DECK PER PLAN FOR SIZE, GA & DIRECTION TYP VALLEY BM BENT PL1/4 VALLEY PL 20GA RIDGE BM BENT PL1/4 RIDGE PL 20GA HIP BM PER PLANBENT PL1/4 1/4" MIN, TYP 1'-0" MIN 9/16"9/16" 1'-0" MIN 9/16" 1'-0" MIN 0" 9/16" 1'-0" MIN 0"1/4" MIN, TYP 1/8 3-12 1/8 3-12 TYP GRID CONC FILL ON MTL DECK, SEE PLAN SEE 15/S7.51 FOR STUDS MTL ROOF DECK, SEE PLAN NOTE: 1. CENTERLINE OF W8 IS INTENDED TO ALIGN WITH FACE OF STUD WALL AND WITH TRANSITION BETWEEN DECK TYPE. VERIFY DIMENSION PRIOR TO FABRICATION W8 WALL SUPPORT BM, SEE PLAN STL FLR BM, SEE PLAN (NOTE 1) SEE PLAN 6" STUDS BM PER PLAN OR BF ELEVATION 1/2"VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS ROOF DECK PER PLAN (ORIENTATION VARIES PER PLAN) CONT 18 GA TRACK BM PER PLAN WHERE OCCURS W/ CONN PER 20/S7.20 GRID EL PER ARCH 3/16 3-12 1" 3/16 3-12 ARCH PER T/ STL ELEVATION PER PLAN 5' - 6 " M A X 1" SEE ARCH FOR SHTHG BENT PL1/4x CONT5" 6" STUDS BM PER PLAN OR BF ELEV 1/2"VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS ROOF DECK PER PLAN (ORIENTATION VARIES PER PLAN) CONT 18 GA TRACK BM PER PLAN WHERE OCCURS W/ CONN PER 20/S7.20 GRID EL PER ARCH 3/16 3-12 1" 3/16 3-12 ARCH PER T/ STL ELEVATION PER PLAN 5' - 6 " M A X 1" SEE ARCH FOR SHTHG PE R A R C H BENT PL1/4x CONT5" OP E N I N G WH E R E OC C U R S HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS 1/2" VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS MTL DECK PER PLAN CONT 18 GA TRACK BM PER PLAN GRID EL PER ARCH T/ STL ELEVATION PER PLAN SEE ARCH FOR SHTHG 1"1/2" 1" JOIST PER PLAN B/ CEILING PER ARCH 5' - 6 " M A X CONT L5x5x5/16 BTWN JOISTS 1/4 2-12 ARCH PER ARCH PER PE R A R C H BENT PL1/4x CONT5" OP E N I N G W H E R E OC C U R S HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS ARCH PER 1/2" VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS ROOF DECK PER PLAN BENT PL1/4x CONT5" CONT 18 GA TRACK GRID EL PER ARCH 1/2" SEE ARCH FOR SHTHG B/ CEILING PER ARCH JOIST PER PLAN ARCH PER T/ JOIST PER PLAN 5' - 6 " M A X 5" BEAM PER PLAN PE R A R C H ARCH PER OP E N I N G W H E R E OC C U R S HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS MTL DECK PER PLAN CONT BENT PL 1/4 x 5" BM PER PLAN CL BM 1/2"1/2" 1/2" 1/4 2-12 6 CONC FILL ON MTL DECK, SEE PLAN SEE ARCH FOR SHTHG MTL DECK PER PLAN NOTES: 1. CENTERLINE OF W8 IS INTENDED TO ALIGN WITH FACE OF STUD WALL AND WITH TRANSITION BETWEEN DECK TYPE. VERIFY DIMENSION PRIOR TO FABRICATION. 2. COORDINATION WITH ARCHITECTURAL FOR SIMILAR LOCATIONS. BM PER PLAN BM PER PLAN 1'-3" CL OF BM, FACE OF WALL & FACE OF L 1" C L R #4 x 2'-6" AT 18" OC ASTM A706 WELDABLE GRADE 1/4 2-12 1/8 SEE 15/S7.51 FOR STUDS CONT L6x3x3/8 CL OF BM 6" SEE PLAN FOR GRID AT SIM 1/2" VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS MTL DECK PER PLAN CONT 18 GA TRACK BM PER PLAN GRID EL PER ARCH T/ STL ELEVATION PER PLAN SEE ARCH FOR SHTHG 1/2" B/ CEILING PER ARCH 5' - 6 " M A X ARCH PER ARCH PER PE R A R C H BENT PL1/4x CONT5" 1" BM PER PLAN OP E N I N G W H E R E OC C U R S HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS ARCH PER 4 MTL DECK PER PLAN, TYP BENT PL & CONN PER 2/S7.40 TIE PL3/16x3x1'-4" 1/4 4 1/4 4 JST SEAT TO BM 1/4"1/4" JOIST PER PLAN STIFF PL1/4 BEAM PER PLAN BEAM PER PLAN (COPE AS REQD) PL SIZE & BOLTING PER 20/S7.20 MAX 1/2" CONT L5x5x5/16 4" TIE PL3/16 TO L5 & JOIST 1/4 1/4L5 TO BM PER 19/S7.20 1/4 TIE PL3/16 TO L5 & JOIST 1/4 2-12 4 1/4" 1/4" NOTE: 1. SEE 1/S7.40 FOR ADDITIONAL INFORMATION NOT NOTED. COL PER PLAN CAP PL1/2 1/4" TYP 1/2" TYP MTL DECK PER PLAN TYP 5" JOIST PER PLAN 1/4 2 1/4 2TYP GRID SEE 2/S7.40 FOR BENT PL & CONN BEAM PER PLAN L5x5x5/16 BTWN JOIST SEATS, TYP COL PER PLAN CAP PL1/2 BEAM PER PLAN (COPE AS REDQ) PER 20/S7.20, TYP PL SIZE & BOLTING PER 20/S7.20, TYP 1/4 2-12 TYP TYP 1/2" MAX, 4 MTL DECK PER PLAN, TYP TIE PL3/16x3x1'-4" BEAM PER PLAN CONT L5x5x5/16 1/4 L5 TO HSS COL 3/16 TIE PL3/16 TO L5 & BEAM 1/4 2-12 L5 TO BEAM HSS COL PER PLAN CONT L5x5x5/16 T/ STL EL PER PLAN BEAM PER PLAN PL SIZE AND BOLTING PER 20/S7.20, TYP PER 20/S7.20, TYP 1/4 2-12 L5 TO BEAM SEE 2/S7.40 FOR BENT PLATE BTWN BEAMS 1/4"1/4" 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.40 ROOF FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"10PARAPET FRAMING AT SLOPING ROOF 3/4" = 1'-0"4K-JOISTS SUPPORT DETAIL 3/4" = 1'-0"3JOIST OFFSET SUPPORT DETAIL 3/4" = 1'-0"2FILLER PLATE BETWEEN JOISTS NTS 13METAL DECK TO RIDGE, HIP AND VALLEY BEAMS 3/4" = 1'-0"5SECOND FLOOR DECK TRANSITION DETAIL 3/4" = 1'-0"9PARAPET FRAMING DETAIL AT BEAM 3/4" = 1'-0"14PARAPET FRAMING AT BEAM - OVER OPENINGS 3/4" = 1'-0"20PARAPET FRAMING - LH JOISTS PARALLEL 3/4" = 1'-0"15PARAPET FRAMING AT FLAT ROOF JOISTS 3/4" = 1'-0"18ROOF DECK AT EDGE 3/4" = 1'-0"17SECOND FLOOR DECK TRANSITION DETAIL 3/4" = 1'-0"16PARAPET FRAMING - WF BEAM PARALLEL NTS 1 SLOPING JOIST AND STRAIGHT BEAM AT ADJACENT SPANS NTS 6 SLOPING JOIST AND STRAIGHT BEAM AT ADJACENT SPANS NTS 11BEAMS AND JOISTS OVER HSS COLUMN NTS 7 SLOPING BEAM AND STRAIGHT BEAM AT ADJACENT SPANS 19 A S E C T 19 B S E C T BM PER PLAN OR BF ELEVATION 1/2" VERTCLIP SLB600 BY THE STEEL NETWORK W/ (3) #12 SCREWS (BY MFR) TO STUD AND (3) 0.14" DIA DRIVE PINS TO BENT PL, CLIP REQD EACH SIDE AT JAMB STUDS SEE 15/S7.51 FOR STUDS ROOF DECK PER PLAN (ORIENTATION VARIES PER PLAN) CONT 18 GA TRACK BM PER PLAN WHERE OCCURS W/ CONN PER 20/S7.20 GRID 3/16 3-12 1" 3/16 3-12 ARCH PER T/ STL ELEVATION PER PLAN 1" SEE ARCH FOR SHTHG PE R A R C H BENT PL1/4x CONT5" OP E N I N G WH E R E OC C U R S HEADER ABOVE OPNG PER 2/S7.51 SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS BM PER PLAN L3x3x1/4 AT 32" OC (COPE AS REQD) (4) #10 SCREWS BM PER PLAN PE R A R C H MTL DECK PER PLAN 1/4 MTL DECK PER PLAN SEE ARCH FOR SHTHG SEE ARCH FOR STOREFRONT CONT 18 GA TRACK SEE 15/S7.51 FOR STUDS #10 SCREWS EACH STUD EACH SIDE 6" STUDS A CL2'-0" NOTE: 1. SEE 19/S7.41 FOR ADDITIONAL INFORMATION NOT SHOWN. 1/4 1/4 1/4BM TO PL CAP PL1/4 PL3/8x4x0'-7" 1" 2" 2" 1" PL1/2x7x0'-8" W/ 3/4" DIA THRU BOLT IN VERTICALLY LONG SLOTTED HOLE HSS6x4x1/4 (LLV) SLOTTED TO RECEIVE PLATE HSS3x3x1/4 PL3/8x4x0'-4" 2" 2" (V E R T I C A L L Y L O N G S L O T T E D ) 2" S L O T T E D H O L E I N B E A M SHIM AS REQD 1'-0" CL CL PL1/2x6x0'-9" W/ (2) 3/4" DIA BOLTS 1/4 BEAM PER PLAN T/ STL EL PER PLAN HSS COL PER PLAN HSS PER PLAN T+1/4 BACKING AS REQD T+1/4 BACKING AS REQD NOTE: 1. "T" INDICATES HSS BEAM WALL THICKNESS. L3x3x1/4 AT 6'-8" OC (COPE AS REQD) LINE UP W/ POST ABOVE PER PLAN BM PER PLAN 19A SECTION 19B SECTION PL3/8x6x1'-6" HSS6x6x3/8 L4x4x3/8x0'-6" 1/4 TYP #10 SCREWS AT 6" OC ES,T YP SEE ARCH FOR SHTHG SIMPSON XDNI @ 6" OC (2 ROWS) T&B SIMPSON XDNI AT 6" OC HSS6x6x3/8 @ 6'-8" OC MAX (COORD W/ BM LOC PER PLAN) 2'-0" 1/4 1/4 STIFF PL3/8 EACH SIDE 1/8 2-8 1/4 1/4 1/4 5' - 0 " M A X CAP PL1/4 PL5/8x7x0'-7" MTL DECK PER PLAN MTL DECK PER PLAN STIFF PL3/8 EACH SIDE SEE ARCH FOR SHTHG SEE ARCH FOR STOREFRONT PE R A R C H SEE 15/S7.51 FOR STUDS #10 SCREWS EACH STUD EACH SIDE #10 SCREWS EACH STUD EACH SIDE CONT 18 GA TRACK TOP AND BOTTOM BM PER PLAN A CL 6" STIFF PL3/8 EACH SIDE 1/4 CONT T600S162 CONT T600S162-43 1/2" MAX. TYP (2) SCREWS THROUGH BOTTOM TRACK INTO EACH METAL DECK FLUTE 1/4 STIFF PL3/8 EACH SIDE W8x15 BM AT 6'-0" OC TO MATCH HSS6x6 POSTS ABOVE PL SIZING AND BOLTS PER 20/S7.20 9" 6" MAX 3'-0" B/ STL BM 10'-0" FROM FF 1/2 GRIND SMOOTH 1/2 GRIND SMOOTH WT9x23 HSS BM PER PLAN SEE 9/S7.41 AT T/ POST LOCATIONS, BEYOND, TYP WT9x23x0'-6" 1/2" MIN THROAT SIMPSON XDNI AT 6" OC (2 ROWS) #10 SCREWS AT 6" OC ES CONT T600S162 CONT 600S162-43 SUNSHADE AND CONN PER SUNSHADE SUPPLIER, TYP MTL DECK PER PLAN BM PER PLAN PER ARCH SEE ARCH FOR ROOFING MTL DECK PER PLAN L4x4x3/8 @ 6'-3" OC MAX LINE UP W/ BM ALT COPE AS REQD, TYP SEE ARCH FOR STOREFRONT (4) #10 SCREWS CONT 18 GA TRACK TOP AND BOTTOM #10 SCREWS EACH SIDE EACH STUD T&B 6" STUDS 1/4 W8x15 AT STUD WALL SEE 11/S7.50 FOR DEFLECTION TRACK 1/4 1/4 1/4 1/4 1/2" CLR STIFF PL3/8 EACH SIDE BM PER PLAN CONT C6x8.2 FLAT FULL PENETRATION GRIND SMOOTH BM PER PLAN FULL PENETRATION GRIND SMOOTH BM PER PLAN CL BM BM PER PLAN HSS PER PLAN 1/4PL TO BM, TYP STIFF PL5/16, TYP 2" 3/4" DIA THRU-BOLT IN VERTICALLY LONG SLOTTED HOLE 3/ 4 " , G A P 3/16 3 SIDES TYP T+1/4 BACKING AS REQD T+1/4 BACKING AS REQD NOTE: 1. "T" INDICATES HSS BEAM WALL THICKNESS. T/ STL EL PER PLAN HSS COL PER PLAN HSS PER PLAN T+1/4 BACKING AS REQD T+1/4 BACKING AS REQD NOTE: 1. "T" INDICATES HSS BEAM WALL THICKNESS. CP, PL TO HSS BACKING AS REQD, TYP PL3/4xREQD, TYP STL BM, SEE PLAN NOTE: 1. "T" INDICATES HSS BEAM WALL THICKNESS. 3" TO FACE OF STUD 1/4 STL ANGLE, SEE PLAN CORNER 1/4 AT SIM LOC 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.41 ROOF FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"5WALL FRAMING AT BEAM - OVER OPENINGS 3/4" = 1'-0"20ROOF PARAPET AT GRID A 3/4" = 1'-0"9CANOPY/SUNSHADE COLUMN SUPPORT 3/4" = 1'-0"8HSS BEAM / COLUMN SUPPORT - FOR CANOPY 3/4" = 1'-0"19ROOF PARAPET AT LOBBY STOREFRONT 3/4" = 1'-0"2CONNECTION SUPPORT SUNSHADE 3/4" = 1'-0"1CANOPY EDGE DETAIL 3/4" = 1'-0"17STOREFRONT PERPENDICULAR TO FRAMING 3/4" = 1'-0"16CHANNEL TO ROOF BEAM CONNECTION 3/4" = 1'-0"6CORNER CONNECTION AT CANOPY 1 1/2" = 1'-0"11STORE-FRONT HSS COLUMN SUPPORT TO BEAM 3/4" = 1'-0"7HSS BEAM / COLUMN SUPPORT - FOR CANOPY 3/4" = 1'-0"3HSS BEAM / COLUMN MOMENT CONNECTION 3/4" = 1'-0"4EDGE ANGLE CONNECTION DETAIL 14A SECTION 15A SECTION BM AT LANDING, SEE PLAN CAP PL1/4 HSS COL PER PLAN STAIR STRINGER SEE PLAN SEE 20/S7.22 SIM FOR CONN, TYP 1/4" CONT L6x6x1/2 #4x2'-6" @ 16" ASTM A706 WELDABLE GRADE1" 1/8 MTL DECK AND CONC TOPPING PER PLAN 1/2"1/4 2-12 STIFF PL3/8 EACH SIDE BEAM PER PLAN 1/4 1/4 HSS COL PER PLAN 14A SECTION 1/4 PL 3/4 x 6 1/2 x 1'-0" W/ (4) 3/4" DIA A325N BOLTS TYP 1 1 / 2 " 1 1/2" TYP BEAM PER PLAN 1/4 1/4 HSS COL PER PLAN 15A SECTION 1/4 PL3/4x7x0'-10" W/ (4) 3/4" DIA A325N BOLTS TYP 1 1 / 2 " 1 1/2" TYP NOTE: 1. SEE 4/S7.20 FOR ADDITIONAL INFORMATION. CHANNEL PER PLAN DECK AND TOPPING PER PLAN MAX 4" 1/8 3 @ 6 BENT PL3/16 COORD DECK EDGE W/ STAIR GEOMETRY 1/2" DIA DBA x 2'-6" @ 12" DECK AND TOPPING PER PLAN CHANNEL PER PLAN COORD DECK EDGE W/ STAIR GEOMETRY NOTE: 1. SEE 3/7.20 FOR ADDITIONAL INFORMATION. STRINGER PER PLAN PLAN VIEW AT CORNER ELEVATION VIEW AT BEND CHANNEL STRINGER PER PLAN CJP CJP STRINGER PER PLAN BENT PL 3/16 TREADS, DIMENSIONS ARCH, TYP PL1/4xREQD NOTE: 1. SEE ARCHITECTURAL FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMMATION. CONC FILL, TYP 3/16 2 @ 4 TREAD EDGE TO TREAD FACE, TYP 3/16 2 @ 4 TREAD TO STRINGER, TYP L2 1/2 x 2 1/2 x 1/4 LEDGER NOTE: 1. SEE 3/7.20 FOR ADDITIONAL INFORMATION. 1/4 3 @ 6 ANGLE TO CHANNEL LOWER STRINGER CONNECTION 2" 5/16 3 SIDES, TYP NOTE: 1. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMATION. PL3/8xREQD (ALIGN PL ON OPP SIDE OF STRINGER FROM RISERS) SEE 4/S7.42 FOR STRINGER BEND ELEVATION VIEW AT BEND NOTE: 1. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMATION. 5/16 END PL1/4 1/8 STRINGER PER PLAN 1/43 SIDES, TYP STIFF PL3/8, ES OF BM STL BM, SEE PLAN WRAP STRINGER AND PL W/ 1 1/2" THIKC COMPRESSABLE MATERIAL AT CONC FILL PL5/8xREQD W/ (1) 3" LSH CONC FILL ON MTL DECK, SEE PLAN 7/8" DIA TR, CP WELD TO BM 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.42 TYPICAL STAIR FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 3/4" = 1'-0"10 TYPICAL STAIR STRINGER AND LANDING BEAM TO HSS COLUMN 3/4" = 1'-0"20TYPICAL HSS KING POST AT STAIR - 2ND FLOOR 3/4" = 1'-0"15TYPICAL HSS KING POST AT STAIRS 1 1/2" = 1'-0"9TYPICAL LANDING SUPPORT AT STAIR 1 1/2" = 1'-0"8TYPICAL LANDING-TO-STAIR TRANSITION 1 1/2" = 1'-0"4TYPICAL MITERED STRINGER CONNECTION 1 1/2" = 1'-0"3TYPICAL TREADS TO STAIR STRINGER 1 1/2" = 1'-0"7TYPICAL RECESSED LANDING TO STAIR CONNECTION 1 1/2" = 1'-0"13LOWER STRINGER CONNECTION 1 1/2" = 1'-0"14UPPER STRINGER CONNECTION 3/4" = 1'-0"19STRINGER CONNECTION AT LEVEL 2 1DETAIL 2DETAIL 20 A S E C T I O N 20B SECTION 20 A S E C T I O N 20B SECTION20A SECTION PLAN AT WF BEAMS FALL ARREST ANCH PER FALL PROTECTION ROOF BM PER PLAN (SLOPE VARIES) (2) STIFF PL3/8x3 EACH SIDE CL ANCHOR PER PLAN C6x8.2 BTWN ROOF JOISTS, TYP HSS6x4x1/2 CTR BTWN ROOF JST JST MFR SHALL DESIGN JST TO SUPPORT 1.6 K POINT LOAD IN EITHER DIRECTION AT EA C6L6x6x1/2x0'-4" CTR ON C6 WEB ROOF JST PER PLAN (BM WHERE OCCURS) ADD FIELD INSTALLED WEB MEMBER PER JST FABRICATOR'S RECOMMENDATIONS, SEE 10/S7.45 ROOF DECK PER PLAN JST PER PLAN (BM WHERE OCCURS) NOTE: 1. SEE FALL PROTECTION PLAN FOR LOCATIONS AND QUANTITIES OF ANCHORS. 1/2" MAX 1' - 6 " M A X 4" 3'-0" 1'-6" AT JOISTS MAXIMUM IMPACT LOAD PER FALL PROTECTION D-RING PER FALL PROTECTION 5/16(3) SIDES, TYP 1/4 1/4 5/16 SEE DETAIL 1 SIM PROTECTION ANCHOR WIDTH COORD WITH FALL ROOF JST PER PLAN ADDL WEB MEMBER AS REQD BY JST MFR LOAD PER PLAN OR DETAILS 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.45 MISCELLANEOUS ROOF FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 20TYPICAL ROOF DECK ANCHOR DETAIL NTS 10ADDITIONAL WEB AT STEEL JOISTS DOUBLE STUD BRACE A ANCHORAGE TO METAL RF DECK A(FLUTES PARALLEL TO PARTITION WALL) ANCHORAGE TO METAL RF DECK B(FLUTES PARALLEL TO PARTITION WALL) PLAN WHERE STUDS OR JST ARE SHOWN TO ABUT, WELD AS SHOWN NOTES: 1. t = GAGE OF MATERIAL CONNECTED. 2. THIS DETAIL APPLIES WHERE (2) OR MORE STUDS ARE GROUPED TOGETHER. t 1 1/2-36 t 1 1/2-36 PLAN TRACK TO MATCH TOTAL STUD WIDTH, EACH SIDE SCREWS @ 2'-0" OC TYP (6) PLCS SCREWS @ 2'-0" OC TYP (4) PLCS 1/ S 7 . 5 0 2/ S 7 . 5 0 OR 3/ S 7 . 5 0 TYP STUDS, PER NOTES STUD GROUP, EACH SIDE OF OPNG PER 4/S7.50 AND 5/S7.50 HEADER & SILL SEE 1/S7.50, 2/S7.50 OR 3/S7.50 4'-0" MAX METAL STUD WALL TYPES DRIVE PIN SPACE AT TRACKS, UNO 10'-0" MAX WALL HEIGHT 8'-0" STUD DEPTH 6" 4" 600S162-33 600S200-43 600S200-43 600S200-68 600S137-33 600S137-33 600S137-33 600S137-33 400S162-33 400S200-43 400S137-33 400S137-33 STUD SPACING 16" OC STUD TYPE 6" OC 5" OC 8" OC 6" OC 8" OC 10" OC 10'-0" 12'-0" 14'-0" 16'-0" 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC METAL FRAMING NOTES: 1. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE. 2. METAL FRAMING AND STRAP BRACING SHALL BE GALVANIZED UNLESS NOTED OTHERWISE CONFORMING AS FOLLOWS: 12, 14, 16 GAGE ASTM A653, QUALITY SQUARE GRADE 50, CLASS 1 18, 20 GAGE ASTM A653, QUALITY SQUARE GRADE 33. 3. ALL STUDS AND STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD. WALLS WHICH HAVE SHEATHING CONNECTED ON ONE SIDE ONLY SHALL HAVE UNSHEATHED FLANGES LATERALLY SUPPORTED PER DETAIL. 4. TRACK SECTIONS SHALL BE UNPUNCHED WITH GAGE MATCHING STUDS, AND HAVE LEAST 1" FLANGES. 5. WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. 6. SCREWS TO BE #8 SIZE, UNLESS NOTED OTHERWISE. 7. WALL FRAMING: TWO STUD MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. SEE DETAIL FOR FRAMING OF OPENINGS, UNLESS NOTED OTHERWISE. 8. SEE DETAIL FOR REQUIRED BRIDGING. 9. SEE ARCHITECTURAL FOR SIZING AND DETAILING OF INTERIOR NON-BEARING WALLS. 10. TRACK CONNECTED TO CONCRETE OR STRUCTURAL STEEL SHALL BE FASTENED WITH .138" MINIMUM DIAMETER DRIVE PINS AT SPACING PER TABLE BELOW. 8'-0"3 5/8" 10'-0" 12'-0" 14'-0"16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 362S137-33 362S137-33 362S137-33 362S137-43 362S162-43 362S162-68 362S162-68 362S200-68 8" OC 10" OC 6" OC 5" OC 8'-0"8" 10'-0" 12'-0" 14'-0" 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 800S137-33 800S137-33 800S137-33 800S137-33 800S137-43 800S137-43 800S137-43 800S162-33 10" OC 8" OC 6" OC 6" OC 8'-0"1 5/8" 10'-0" 12'-0" 14'-0"16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 162S125-33 (2) 162S125-33 8" OC 10" OC 6" OC 5" OC 8'-0"2 1/2" 10'-0" 12'-0" 14'-0"16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 250S125-33 8" OC 10" OC 6" OC 5" OC (2) 162S125-33 (2) 162S125-33 (2) 162S125-33 (2) 162S125-33 (2) 162S125-33 (2) 162S125-33 250S125-33 250S125-33 250S125-43 250S125-43 (2) 250S125-33 (2) 250S125-33 (2) 250S125-43 STUDS, PER PLAN OR PER 4/S7.50 AND 5/S7.50 L 1 1/2 x 1 1/2, SAME GA AS STUD, LENGTH = STUD WIDTH LESS 1/2" TRACK SAME GA AS STUD W/ 1" WIDE FLG MIN USE (3) SCREWS TO ATTACH L TO WEB NOTES: 1. STUD WEBS SHALL BEAR AGAINST TRACK WEBS. 2. ATTACH ANGLE TO TRACK WITH SCREWS WHERE POSSIBLE. WHERE TRACKS IS ON CONCRETE OR AGAINST STEEL, SHOOT (2) .138 MINIMUM DIA DRIVE PINS THROUGH EACH ANGLE INTO CONCRETE OR STEEL. 3. ALL STUDS SUBJECT TO WIND LOADING SHALL BE ATTACHED TO TOP AND BOTTOM TRACKS AS SHOWN. CONN TRACK TO JAMB STUDS BEYOND PER 7/S7.50 HEADER TRACK JAMB STUDS PER 4/S7.50 AND 5/S7.50 AND MTL FRAMING NOTES SILL TRACK SAME AS HEADER TRACK WHERE OCCURS 4" LONG STUD PIECE FASTENED TO JAMB STUD (ALT-USE CLIP L) (1) SCREW EACH SIDE HEADER TRACK JAMB STUDS PER 4/S7.50 AND 5/S7.50 AND MTL FRAMING NOTES CUT FLG & BEND WEB TO FORM A 4" OVERLAP W/ (2) SCREWS EACH SIDE HEADER TRACK JAMB STUDS PER 4/S7.50 AND 5/S7.50 AND MTL FRAMING NOTES L16 GA x 1 1/2 x 1 1/2 BRIDGE CLIP, TYP NOTES: 1. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING IS ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATIONAL AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN. (4) SCREWS 18 GA BRIDGING CHANNEL @ 4'-0" OC VERT MAX, TYP 16 GA -- 1-(3) SIDES 1 3/4" ATTACH DEFLECTION TRACK STRUCTURE BRIDGING MAXIMUM 12" BELOW DEFLECTION TRACK WEB DEFLECTION TRACK DO NOT SCREW DEFLECTION TRACK TO WALL STUDS OR ATTACH FINISH TO DEFLECTION TRACK WALL STUD GAP TO ALL FOR DEFLECTION ENGINNER OF RECORD VERIFY GAP DEPTH 7' - 0 " M A X "L" DIAG BRACE PER NOTE 1 @ 48" OC W/ (4) #10 SMS @ EA END FOR 6'-0" < "L" < 10'-0" USE DOUBLE STUD PER DETAIL A (4) #10 SMS A DIAG BRACE TO VERT STUD CONN, TYP DIAG 1:1 CROSS 3" STRAP BRACING (MATCH STUD GAGE) W/ (2) #10 SMS TO EACH STUD DIAG 1:1 CROSS 3" STRAP BRACING (MATCH STUD GAGE) W/ (2) #10 SMS TO EACH STUD 3'-0" MAX DI S T A N C E 1' - 0 " M A X CONT 400T125-43 FOR SDS < 1.45, 400T125-45 FOR 1.45 < SDS < 1.95 (2) #10 SMS @ EACH STUD ALTERNATE BRACE CONFIGURATION FINISHED CEILING CONT STUD PER NOTE 1 W/ (2) #10 SMS EACH STUD STUDS PER NOTE 1 @ 16" OC W/ (2) #10 SMS @ EACH STUD TO STUD CONNECTION STUDS PER NOTE 1 @ 16" OC W/ (2) #10 SMS @ EACH STUD TO STUD CONNECTION (3) #10 SMS TYP UNO USE MIN 400T100-33 FOR SDS < 1.45 & 400T100-43 FOR 1.45 < SDS < 1.95 #10 SMS @ 10" OC, TYP NOTES: 1. USE MIN 4" x 33 ML STUDS (400S137-33) FOR SDS < 1.45 & 4" x 43 MIL (400S137-43) FOR < SDS < 1.95. 2. SUSPEND SOFFITS ARE NOT DESIGNED TO SUPPORT ADJCENT HANGING OR FRAMED CELINGS, EQUIPMENT OR CABINETS. S7.50 20 SIM S7.50 20 S7.50 20 1 1/2" TYP 4" MI N 10 " NOTES: 1. SEE TOP CONNECTION DEMAND SCHEDULE ON S7.50 2. RPD IN RESPONSIBLE CHARGE TO EVAULTE STEEL DECK FOR CAPACITY. 3. SEE SX.XX FOR TYPICAL PARTITION WALL CONDITIONS. 4. CONNECTION SPACING SHOWN ABOVE REPRESENTS MAXIMUM SPACING. DECREASE SPACING AS REQUIRED TO COORDINATE WITH METAL DECK FLUTE SPACING. 5. DETAIL APPLIES TO ALL PARTITION WALL CONDITIONS AND ALL SDS CATERGORIES. 33 ML MIN BARE METAL DECK FIRE PROOFING WHERE OCCURS, FOR METAL DECK W/ FIRE PROOFING 54 ML x 4" FLAT STRAP CAN BE USED IN LIEU OF Z-CLIP MI N 10 " TOP TRACK PER 9 & 18/S7.50 W/ (2) #10 SMS INTO Z-CLIP, SEE NOTE 1 PARTITION WALL STUD @ 16" OC MAX PER SCHED SEE 15/S7.50 TO BOTTOM FLUTE OF DECK; @ 32" OC @ PART WALL CONDITION "A" & "B" @ 16" OC @ PART WALL CONDITION "C" & "D" x 54 MIL W/ (2) #10 SMS 1 1 / 2 " 1 1/2"1 1/2" 33 ML MIN BARE METAL DECK FIRE PROOFING WHERE OCCURS, FOR METAL DECK W/ FIRE PROOFING 54 ML x 4" FLAT STRAP CAN BE USED IN LIEU OF Z-CLIP TO BOTTOM FLUTE OF DECK; @ 32" OC @ PART WALL CONDITION "A" & "B" @ 16" OC @ PART WALL CONDITION "C" & "D" x 54 MIL W/ (2) #10 SMS 1 1 / 2 " 1 1/2"1 1/2" PARTITION WALL STUD @ 16" OC MAX PER SCHED SEE 15/S7.50 TOP TRACK PER 9 & 18/S7.50 W/ (2) #10 SMS INTO Z-CLIP, SEE NOTE 1 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.50 TYPICAL NON-BEARING METAL FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 4TYPICAL WELDED STUD GROUP NTS 5TYPICAL STUD GROUP WITH SCREWS NTS 8TYPICAL OPENING IN NON-BEARING WALL NTS 15METAL FRAMING NOTES NTS 7TYPICAL FIXED TRACK CONNECTION NTS 1TYPICAL NON-BEARING HEADER CONNECTION NTS 2TYPICAL NON-BEARING HEADER CONNECTION NTS 3TYPICAL NON-BEARING HEADER CONNECTION NTS 6TYPICAL BRIDGING DETAILS NTS 11DEFLECTION TRACK NTS 18DOUBLE STUD CONNECTION NTS 20ANCHORAGE TO METAL ROOF DECK B NESTED TOP TRACK A VERTICALLY SLOTTED TOP TRACK B T/ GYP BOARD METAL STUD WALL TYPES DRIVE PIN SPACE AT TRACKS, UNO 10'-0" MAX WALL HEIGHT 8'-0" STUD DEPTH 6" 4" 600S162-33 600S200-43 600S200-43 600S200-68 600S137-33 600S137-33 600S137-33 600S137-33 400S162-33 400S200-43 400S137-33 400S137-33 STUD SPACING 16" OC STUD TYPE 6" OC 5" OC 8" OC 6" OC 8" OC 10" OC 10'-0" 12'-0" 14'-0" 16'-0" 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC 16" OC 24" OC METAL FRAMING NOTES: 1. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE. 2. METAL FRAMING AND STRAP BRACING SHALL BE GALVANIZED UNLESS NOTED OTHERWISE CONFORMING AS FOLLOWS: 12, 14, 16 GAGE ASTM A653, QUALITY SQUARE GRADE 50, CLASS 1 18, 20 GAGE ASTM A653, QUALITY SQUARE GRADE 33 3. ALL STUDS AND STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD. WALLS WHICH HAVE SHEATHING CONNECTED ON (1) SIDE ONLY SHALL HAVE UNSHEATHED FLANGES LATERALLY SUPPORTED PER DETAIL. 4. TRACK SECTIONS SHALL BE UNPUNCHED WITH GAGE MATCHING STUDS, AND HAVE LEAST 1" FLANGES. 5. WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. 6. SCREWS TO BE #8 SIZE, UNLESS NOTED OTHERWISE. 7. WALL FRAMING: TWO STUD MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. SEE DETAIL FOR FRAMING OF OPENINGS, UNLESS NOTED OTHERWISE. 8. SEE DETAIL FOR REQUIRED BRIDGING. 9. SEE ARCHITECTURAL FOR WALL THICKNESS AND SEE S7.50 FOR SIZING AND DETAILING OF STUDS AT INTERIOR NON BEARING STUD WALLS. 10. TRACK CONNECTED TO CONCRETE OR STRUCTURAL STEEL SHALL BE FASTENED WITH 0.138" MINIMUM DIAMETER DRIVE PINS AT SPACING PER TABLE BELOW. L16 GA x 1 1/2 x 1 1/2 BRIDGE CLIP, TYP NOTES: 1. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING IS ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATIONAL AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN. (4) SCREWS 150u50-54 BRIDGING CHANNEL @ 4'-0" OC MAX VERTICALLY, TYP 16 GA 1/2 -- PLAN GYPSUM WALL BOARD PER ARCH BEND WEB OF BLKG & CONN TO EA STUD W/ (2) SCREWS BLKG (SAME MATL AS STUDS) @ 6'-0" OC HORIZ AND AT STRAP LOC (4) SCREWS REQD AT EACH BLKG MEMBER 1 1/2" x 20 GA CONT STRAPS @ 2'-0" OC VERT, CONN TO EACH STUD W/ (1) SCREW & TO EACH BLK MEMBER W/ (4) SCREWS 0.14 DIA DRIVE PINS W/ SPACING PER 15/S7.51 TO STL OR CONC SPRT (EMBED 1 1/2" AT CONC) ATTACH W/ (2) ROWS OF #8 SCREWS @ 16" OC TO MTL OR WOOD FRAMING SUPPORTS NOTES: 1. CONNECTIONS SHOWN ON THIS DETAIL APPLY TO THE TOP OR BOTTOM OF TYPICAL SIMPLE SPANNING WALL STUDS SUBJECT TO WIND LOADING. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. #8 SCREW ES STUD PER PLAN OR DETNO PUNCHOUT SHALL OCCUR WITHIN 12" FROM END OF STUDS, TYP STUDS MUST BE FULLY SEATED AGAINST TRACK, TYP TRACK PER 15/S7.51 W/ 1" MIN LEGS (16 GA, MIN) USE (3) #8 SCREWS TO ATTACH ANGLE TO WEB CLIP L 1 1/2 x 1 1/2 x 16 GA LENGTH = STUD WIDTH LESS 1/2" TRACK PER 15/S7.51 W/ 1" MIN LEGS (16 GA MIN) MULTI STUD POST & JAMB STUDS PER 6/S7.51, WELD PER 5/S7.51 CLIP EACH SIDE AT JAMB STUDS (2) 0.14 DIA DRIVE PINS TO STL OR CONC SUPPORTS (EMBED 1 1/2" AT CONC) ATTACH W/ (3) #8 SCREWS TO MTL OR WD FRAMING SUPPORTS TYPICAL WALL STUDS MULTI-STUD POSTS / JAMB STUDS AND 12" STUDS NOTE: 1. CONNECTIONS SHOWN THIS DETAIL APPLY TO THE TOP OF TYPICAL SIMPLE SPANNING WALL STUDS WHERE DEFECTION ALLOWANCE OCCURS. STUDS BRIDGING PER 10/S7.51 BM PER PLAN (CONC SLAB WHERE OCCURS) ATTACH TRACK W/ (2) ROWS OF 0.14" DIA DRIVE PINS @ 32" OC TO BM OR SLAB ABOVE TYPICAL WALL STUDS 12" STUDS AND JAMB STUDS STL BM PER PLAN (CONC SLAB WHERE OCCURS) DRIFTCLIP DSL800 BY THE STL NETWORK ES OF JAMB STUDS ATTACH TO BM ABOVE W/ (3) 0.14" DIA DRIVE PINS AT CL HORIZ LEG @ 3" OC MIN (USE (3) #10 SCREWS TO TRACK ABOVE WHERE NO BM OCCURS ) TRACK PER DETAIL AT LEFT (3) #12 SCREWS SUPPLIED W/ VERTICLIP, INSTALL 1" FROM TOP OF 1 1/2" VERT SLOTS IN CLIP FOR ≤ 15'-0" 16 GA TRACK W/ 2" MIN LEGS FOR 15'-0" < H ≤ 31'-0" 14 GA TRACK W/ 2" MIN LEGS 10 " M I N AL L O W A N C E 3 / 4 " DE F E C T I O N AL L O W A N C E 3 / 4 " DE F E C T I O N 8" 10 " SEE ARCH FOR JT LOC JAMB STUDS PER 8/S7.51 WELD PER 5/S7.51 CONT 16GA TRACK W/ 2" FLANGES, SPLICE PER 20/S7.51 CONNECT SILL TO JAMB STUDS BEYOND W/ CLIPS PER 8/S7.51 T&B OF BUILT-UP SECTION CONT 16 GA STUD W/ 2" FLANGES (NO SPLICES), CONNECT TO TRACK W/ #8 SCREWS @ 6" OC EACH SIDE HEADER PER SCHED #8 SCREWS @ 6" OC, TYP #8 SCREWS @ 6" OC, TYP HEADER & SILL SECTION . HEADER TYPE NUMBER OF TRACKS OP E N I N G STUDS PER DETAILS & 15/S7.51 HEADER TYPE (2) 400S200-68 (2) 600S200-68 (2) 800S200-68 (2) 1200S200-68 >2'-0"(2) 362S162-68 OPTIONAL THIRD TRACK & ATTACHMENT AS REQD PER SCHED OPTIONAL SECOND TRACK IF HEADER REQUIRES (3) TRACKS PER SCHED CONT 16 GA TRACK W/ 2" FLANGES, SPLICE PER 20/S7.51 2'-0" TO 4'-0" (3) (2) (2) (2) (2) 4'-0" TO 8'-0" 8'-0" TO 10'-0" 10'-0" TO 12'-0" TYP STUDS PER NOTES JAMB STUDS EACH SIDE OF OPNG, SEE ARCH FOR LOCATION OF OPENINGS, WELD TOGETHER PER 5/S7.51, TYP HDR PER 2/S7.51, SEE ARCH FOR LOC SILL ARCH 1/8" 2 S7.51 1 S7.51 JAMB STUDS PER ARCH & 15/S7.51 (WELD PER 5/S5.75) CLIPS PER 8/S7.51 T&B TO JAMB STUD TYPICAL JAMB CONNECTION 9" HEADER PER 2/S7.51 UNO #8 SCREWS @ 4" OC STAGGER 16 GA TRACK (3) #10 @ 2" OC EACH SIDE (SEE 19/S7.51 AT CONNECTION TO STEEL COLUMNS) PLAN WHERE STUDS OR JST ARE SHOWN TO ABUT, WELD AS SHOWN NOTES: 1. t = GAGE OF MATERIAL CONNECTED. 2. THIS DETAIL APPLIES WHERE (2) OR MORE STUDS ARE GROUPED TOGETHER. t 1 1/2-36 t 1 1/2-36 PL 16 GA x TRACK WIDTH W/ (2) ROWS @ 4" OC OF (6) #8 SCREWS, CTRD ON SPLICE TRACK SPLICE WHERE REQD SHALL BE LOCATED AT MIDSPAN OF HEADERS OR SILLS TRACK PER DETAILS, TYP 1/2" MAX 2" TYP 1/2" 2"2"2"2" CLIP PER 8/S7.51, TYP 16 GA TRACK, CONNECT TO COL W/ DRIVE PINS @ 4" OC STAGGERED SILL PER 2/S7.51 CLIPS PER 8/S7.51 (3) #8 @ 2" OC EACH SIDE HSS COL PER PLAN HEADER CONNECTION AT STEEL COLUMNS SILL CONNECTION AT STEEL COLUMNS 2/ S 7 . 5 1 , U N O HE A D E R P E R TRACK (2) ROWS OF (4) #12 SCREWS EACH SIDE OF SPLICE UNPUNCHED STUD GAGE TO MATCH TRACK L50 OR S/S50 W/ (6) SCREWS MTL DECK PER PLAN SCREW TO BLKG @ 8" OC SCREWS @ 6" OC T&B ALIGN JST W/ WALL STUD WALL PER 5/S7.51 JST PER PLAN JST BLKG @ 48" OC CONN TO WALL TRACK BELOW W/ (2) SCREWS MIN HDU HOLDOWN PER PLAN W/ SCREWS PER MFR WALL BOT TRACK PER DETAILS END OF CONC WALL * (2) #5 x 24" (2) #5 VERT * THREADED ROD W/ DBL HEX NUT, ROD DIA PER HOLDOWN MFR 1' - 4 " DBL STUD BACK-TO-BACK, STUD GAGE TO MATCH WALL STUDS (16 GA MIN) T/ STEM WALL OR FOOTING 2" MAX NOTE: 1. * REINFORCING SHOWN IS IN ADDITION TO REINFORCING REQUIRED BY OTHER FOUNDATION DETAILS. END STUD ATTACH SUREBOARD PANELS TO STUDS W/ PANEL EDGE FASTENING TO EACH STUD, STAGGERED HEAVY HEX NUT FOR HD ANCHOR ROD PER 2/S7.50 18 " 3" (2) #5 VERT EACH SIDE * THREADED ROD W/ DBL HEX NUT, ROD DIA PER HOLDOWN MFR 1' - 4 " T/ STEM WALL OR FOOTING 2" MAX HDU HOLDOWN PER PLAN W/ SCREWS PER MFR DBL STUD BACK-TO-BACK, STUD GA TO MATCH WALL STUDS (16 GA MIN) WALL BOT TRACK PER DETAILS HEAVY HEX NUT FOR HD ANCHOR ROD ATTACH SUREBOARD PANELS TO STUDS W/ PANEL EDGE FASTENING TO EACH STUD, STAGGERED PER 2/S7.52 NOTE: 1. * REINFORCING SHOWN IS IN ADDITION TO REINFORCING REQUIRED BY OTHER FOUNDATION DETAILS. STRUCTURE ABOVE, SEE 20/S7.50 FOR APPROPRIATE CONNECTION DETAILS TO F I R S T P U N C H 10 " M I N "X " "X " 54 MIL UNPUNCHED OUTER TRACK W/ 2" FLANGES ATL: PROVIDE VERTICALLY SLOTTED TOP TRACK PER B INNER DEEP LEG TRACK TO MATCH WALL STUD SIZE @ GAGE PARTITION WALL STUDS @ 16" OC MAX PER SCHEDULE, SEE XXX SHTHG WHERE OCCURS FOR LATERAL BRACING REQUIREMENTS SEE 18/S7.50 "X " "X " PARTITION WALL STUDS @ 16" OC MAX PER SCHED, SEE 15/S7.50 (1) #10 SMS @ EACH STUD @ EACH SIDE 54 MIL VERTICALLY SLOOTED TOP TRACK ALT: PROVIDE NESTED TOP TRACK PER A NOTES: 1. DO NOT CONNECT OUTER TO INNER TRACK OR STUD (DETAIL A ONLY). 2. DO NOT CONNECT WALL FINISH TO OUTER TRACK (DETAIL A & B). 3. GAP "X" - BY RDP IN RESPONSIBLE CHARGE, 1/2" MIN. TO 3/4" MAX. 4. RDP IN RESPONSIBLE CHARGE TO VERIFY "UL" RATING FOR HEAD OF WALL ASSEMBLY. APPROVED FIRE RESISTANT ASSEMBLY REQUIRED. 5. DETAIL B TO BE USED WHERE ONLY VERTICAL SLIP REQUIRED. WHERE HORIZONTAL, IN PLANE SLIP IS REQUIRED, USE DETAIL A, DO NOT USE DETAIL B. DO NOT USE DETAIL B FOR SXXX. 6. SEE TOP CONNECTION DEMAND SCHEDULE ON SXXXX. 7. LATERAL BRACING ONLY REQUIRED IF GYP BOARD IS NOT FULL HEIGHT ON BOTH SIDES OF PARTITION WALL SEE SXXX, SXXX AND SXXXX. 8. DETAIL APPLIES TO ALL PARTITION WALL CONDITIONS & ALL SDS CATERGORIES. 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.51 TYPICAL EXTERIOR AND BEARING METAL FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS 15METAL FRAMING NOTES NTS 10TYPICAL BRIDGING DETAILS NTS 9FLANGE BRACING WHERE ONE SIDE SHEATHED NTS 8STUD CONNECTION TO BOTTOM TRACK1 NTS 4NON-LOAD BEARING METAL STUD CONNECTION1 NTS 2HEADER AND SILL SECTION1 NTS 6TYPICAL OPENING IN EXTERIOR WALL1 NTS 1HEADER TO JAMB STUD CONNECTION1 NTS 5TYPICAL WELDED STUD GROUP NTS 20TRACK SPLICE DETAIL1 NTS 19HEADER TO STEEL COLUMN CONNECTION DETAIL1 NTS 13TYPICAL TOP TRACK SPLICE CONNECTION NTS 18EXTERIOR WALL TO PARALLEL JOIST CONNECTION NTS 17HOLDOWN END/CORNER CONDITION NTS 16HOLDOWN MID-WALL CONDITION NTS 12SLOTTED TOP TRACK AND TOP TRACK PL3/8xREQDxREQD 3/8" MTL DECK OCCURS AT SOME LOCATION SEE 3/S7.52 FOR SW INFO, TYP STIFF PL3/8 @ 16" OC, TYP EACH SIDE STL BM PER PLAN 1/4(3) SIDES, TYP 1/4 2@6 SIMPSON S/HDU11 W/ SCREWS PER MFR BOT TRACK PER DETAILS DBL STUD BACK-TO-BACK, STUD GAGE TO MATCH WALL STUDS (16 GA MIN) NOTES: 1. SEE 18/S7.50 FOR TYPCAL SHEAR WALL SHEATHING AND WALL CONSTRUCTION. 2. SEE 19/S7.50 AT HSS POST LOCATIONS WITHIN SHEAR WALLS. END STUD ATTACH SUREBOARD PANELS TO STUDS W/ PANEL EDGE FASTENING TO EACH STUD, STAGGERED 7/8" DIA WHS W/ HEAVY HEX NUT 1/8 2@6 TYP 3" STL BM, SEE PLAN #12 SELF TAPPING SCREWS @ 3" OC, TYP HSS POST OR COL, SEE PLAN SW SHTHG (WHERE SW OCCURS) NOTE: 1. SEE 3/S7.22 FOR HSS BOTTOM CONNECTION, TYPICAL. TYP WALL STUD SCREWS TO MATCH SHEAR WALL PANEL EDGE CONNECTION, SEE 17/S7.50, TYP EACH SIDE OF HSS BACK TO BACK STUD AT BOUNDARIES STL STUD TRACK,TRACK CONN PER 13/S7.51, TRACK TO MATCH STUD GAGE & WIDTH & HAVE 2" FLANGE MIN, BUTT WELD TRACK AT SPLICE STL STUD PER PLAN, TYP TYPICAL CONT BRIDGING AS REQD BY MANUFACTURER STL STUD TRACK, TRACK CONN TRACK TO MATCH STUD GAGE & WIDTH & HAVE 2" FLG, MIN NOTE: 1. BLOCK ALL PANEL EDGES. SUREBOARD SERIES 200 SHTHG (IAPMO REPORT 126), BLOCK PANEL EDGES #10 SCREWS @ 3" OC AT PANEL EDGES AND 12" OC FIELD HD PER 17/S7.50 #10 SELF-TAPPING SCREWS W/ 3x3x0'-1/4" THK WASHER @ 3"OC 3/16 10 STUD TO TRACK, TYP GA TYP (3) SIDES 37358 A A FO PR NISESO ST WFO A ET EE L NE IGN R N SHI O NGT GNEARUTCURTS E R NI E PAULNATHAN CRO REKC L 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . D A T E R E V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PNC RLC 1/21/2022 1/21/22 S7.52 TYPICAL EXTERIOR AND BEARING METAL FRAMING DETAILS SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1" = 1'-0"5SHEAR WALL SUPPORT SECTION 3/4" = 1'-0"2TYPICAL HOLDOWN DETAIL 12" = 1'-0"4TYPICAL HSS CONNECTION IN SHEAR WALL 12" = 1'-0"3TYPICAL SHEAR WALL DETAIL X"TP X"ORL X"RL R 16x8 X"RSL X"RLL X"PW X"TWC X"T X"IW GENERAL PIPING SPECIALTIES RADIUS TEE SQUARE TEE WITH TURNING VANES TRANSITION -ECCENTRIC 45° ELBOW, R/D OR R/W=1.5 BULLHEAD TEE SQUARE CORNER ELBOW WITH TURNING VANES 90° ELBOW, R/D OR R/W=1.5 45° TAKE-OFF 90° TAKE-OFF WITH 45° TAPER WYE FITTING TRANSITION OR REDUCER (FOT=FLAT ON TOP, FOB=FLAT ON BOTTOM) RECTANGULAR DUCT DN RECTANGULAR DUCT UP ROUND DUCT DN ROUND DUCT UP FLEXIBLE DUCTWORK BACKDRAFT DAMPER VOLUME DAMPER DUCT SIZE (CLEAR INSIDE DIMENSION) RISE IN DUCT (D=DROP IN DUCT) TRANSITION -FROM RECTANGULAR TO ROUND DUCTWORK TRANSITION -FROM ROUND TO RECTANGULAR FIRE DAMPERS INLETS AND OUTLETS CEILING DIFFUSER RETURN/EXHAUST AIRFLOW SUPPLY AIR FLOW RETURN/RELIEF AIR GRILLE EXHAUST AIR GRILLE CONTROLS (PLAN VIEW) LINEAR DIFFUSER/GRILLE SUPPLY GRILLE RETURN/EXHAUST GRILLE TRANSFER GRILLE 1-WAY DIRECTION FLOW 2-WAY DIRECTION FLOW 3-WAY DIRECTION FLOW ACCESS DOOR (SPECIFIED OR AS SHOWN ON DWGS) PIPE ELBOW UP OR PIPE TEE UP AND DOWN PIPE ELBOW DOWN PIPE TEE UP PIPE TEE DOWN PIPE RISE PIPE CAP PIPE PLUG MECHANICAL EQUIPMENT TAG REVISION CALLOUT FLAG NOTE CALLOUT INVERT ELEVATION OR POC DETAIL/PLAN IDENTIFIER MECHANICAL ACCESS (SPECIFIED OR AS SHOWN ON DWGS) LOCATION OF STARTER, DISCONNECT & CONTROLS ELECTRICAL PROVISIONS FOR MECHANICAL WORK ACCESS, EXCAVATION, AND BACKFILLING PIPING SECTION IDENTIFIER FLOW DIRECTION MATCHLINE OR PROPERTY LINE PIPE BREAK NEW MECHANICAL WORK REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE NORTH ARROW VALVE: GATE, BALL, BUTTERFLY (REFER TO SPECIFICATIONS) CHECK VALVE PRESSURE RELIEF VALVE PRESSURE REDUCING VALVE REDUCED PRESSURE BACKFLOW ASSEMBLY SAFETY RELIEF VALVE BALANCING VALVE VALVES ENLARGED PLAN BOUNDARY RAIN LEADER VENT PIPING SANITARY SEWER/WASTE ABOVE GROUND SANITARY SEWER/WASTE UNDERGROUND INDIRECT WASTE OVERFLOW RAIN LEADER CLEANOUT -FLUSH WITH FLOOR CLEANOUT -FREE STANDING WALL MOUNTED VENT THRU ROOF (INCLUDE SIZE) ROOF DRAIN OVERFLOW ROOF DRAIN THERMOMETER UNION FLEX CONNECTOR THERMAL/SEISMIC FLEXIBLE LOOP STRAINER PRESSURE GAGE INLINE PUMP CIRCULATING PUMP FLOOR DRAIN/FUNNEL FLOOR DRAIN HUB DRAIN STRAINER WITH BLOW OFF VALVE PUMPS SOIL AND WASTE WATER PIPING SYSTEM STORM DRAINAGE PIPING SYSTEM FLOOR SINK PIPE ANCHOR ALIGNMENT GUIDE FLANGE TEMPERATURE/PRESSURE TEST PORT THERMAL EXPANSION JOINT CLEANOUT DOMESTIC COLD WATER DOMESTIC HOT WATER DOMESTIC HOT WATER CIRCULATION TEMPERED WATER WATER METER HOSE BIBB/WALL HYDRANT DOMESTIC WATER PIPING SYSTEM TEMPERED WATER CIRCULATING TRAP PRIMER WATER SPECIALTY PIPING SYSTEM PUMPED WASTE REFRIGERANT LIQUID LINE REFRIGERANT SUCTION LINE REFRIGERANT PIPING SYSTEM FIRE DAMPER FIRE/SMOKE DAMPER CEILING FIRE DAMPER SMOKE DAMPER FLAT PLATE TEMPERATURE SENSOR THERMOSTAT OR TEMPERATURE SENSOR MOTORIZED DAMPER CARBON DIOXIDE SENSOR AIRFLOW MEASURING UNIT TEMPERATURE TRANSMITTER PRESSURE TRANSMITTER DUCT SMOKE DETECTOR DIRECT DIGITAL CONTROL PANEL DIFFERENTIAL PRESSURE SENSOR DIFFERENTIAL PRESSURE MONITOR SWITCH BY MECHANICAL PIPE CONNECTION BASKET STRAINER SECTION THRU RECTANGULAR SUPPLY AIR DUCT SECTION THRU RECTANGULAR EXHAUST AIR DUCT SECTION THRU ROUND SUPPLY AIR DUCT GRILLE REGISTER OR DIFFUSER TYPE RUNOUT SIZE (INCHES) AIR QUANTITY (CFM) SECTION THRU RECTANGULAR RETURN OR OUTSIDE AIR DUCT TRAP PRIMER BOX GLOBE VALVE FLEXIBLE CONNECTION TO MECHANICAL EQUIPMENT NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS T/P E J CO X"VTR W 1 PIPE SIZE AND SYSTEM TYPE1"CW 1"CW 1 M1.01 1 M1.01 AHU-01 A 24x24 500 SECTION THRU ROUND RETURN OR OUTSIDE AIR DUCT SECTION THRU ROUND EXHAUST AIR DUCT DDC T S CO2 SX M F DSD T P DP DP M BDD 16x8 1 PLUMBING FIXTURE TAGXX-1 ("XX" INDICATES TYPE) TEMPERATURE AND PRESSURE SAFETY RELIEF VALVE X"RHL REFRIGERANT HEAT RECOVERY LINE 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M0.01 MECHANICAL LEGEND BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 ABBREVIATIONS 1. 2. 3. 4. 5. MECHANICAL EQUIPMENT INSTALLATION NOTES PIPING NOTES PLUMBING NOTES SHEET METAL NOTES ENERGY CODE NOTES NON-STRUCTURAL MECHANICAL COMPONENT NOTES COORDINATE MECHANICAL WORK WITH THAT OF OTHER TRADES (ELECTRICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE). REFER TO ELECTRICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND/OR INSTALLATION OF ALL WORK. COORDINATE PIPING AND HVAC SYSTEMS ROUTING PRIOR TO INSTALLATION. DURING LAYOUT COORDINATION, DUCTWORK TAKES PRECEDENCE OVER PIPING, INCLUDING FIRE PROTECTION SYSTEMS. UNLESS OTHERWISE SPECIFIED, THE GENERAL CONTRACTOR (GC) SHALL BE RESPONSIBLE FOR PAINTING, CUTTING, AND PATCHING OF EXISTING FLOORS, WALLS, AND PARTITIONS IN THE EXISTING BUILDINGS. REFER TO STRUCTURAL DRAWINGS FOR ALLOWABLE METHODS/LOADS FOR HANGING PIPING/DUCTS FROM STRUCTURAL MEMBERS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB SITE. OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF PROPERTIES AGAINST FIRE, THEFT, AND ENVIRONMENTAL CONDITIONS. GENERAL NOTES - MECHANICAL 1.ACCESS CLEARANCES FOR MAINTENANCE AND REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL WORK AND WORK OF OTHER TRADES TO PROVIDE ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE. 1. 2. 3. 4. 5. 6. 7. 8. MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY AHJ. PIPING AND DUCT INSULATION: COMPLY WITH THICKNESSES AND TYPES LISTED IN ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE BUILDING OWNER PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER ENERGY CODE ENFORCED BY THE LOCAL AHJ AND SUBMIT A WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED, AND FUNCTION PROPERLY, EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. REFER TO SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. 1. 2. 3. 4. VOLUME DAMPERS: PROVIDE A MANUAL VOLUME DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST OPENING, LOCATED AS FAR UPSTREAM AS POSSIBLE FROM THE OPENING. PROVIDE A MANUAL VOLUME DAMPER FOR BRANCH MAINS SERVING MORE THAN ONE OPENING. BACKDRAFT DAMPERS: PROVIDE ADJACENT TO LOUVERS UNLESS MOTOR OPERATED DAMPERS PROVIDED. ACCESS DOORS: PROVIDE AT DUCT SMOKE DETECTORS, BACKDRAFT DAMPERS, MOTOR OPERATED DAMPERS, BOTH SIDES OF DUCT MOUNTED COILS, AND PLENUMS. PROVIDE 12" LONG, ½" WIDE FLUORESCENT ORANGE TAPE AT CONCEALED VOLUME DAMPER LOCATIONS. 1. 2. 3. 4. 5. DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR FLANGES AT PIPING CONNECTIONS TO EQUIPMENT, COILS, TRAPS, CONTROL VALVES, AND OTHER COMPONENTS TO ALLOW DISASSEMBLY FOR MAINTENANCE. REFRIGERANT PIPING: PROVIDE SIZING AND INSTALLATION IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND IN SUCH A WAY AS TO BE INCONSPICUOUS AND FREE FROM ANY POSSIBLE CONDENSATION. PIPE SIZES NOTED ARE FOR REFERENCE AND SHALL BE PROVIDED PER MANUFACTURERS RECOMMENDATIONS. CONTRACTOR SHALL PROVIDE CONTROL WIRING BETWEEN EQUIPMENT FOR AN OPERATIONAL SYSTEM. PRESSURE/TEMPERATURE TEST PORTS: PROVIDE AT ALL SUPPLY AND RETURN PIPING CONNECTIONS TO EQUIPMENT. PROVIDE AN INSULATED COPPER TRACER WIRE OR OTHER APPROVED CONDUCTOR ADJACENT TO UNDERGROUND NONMETALLIC (PLASTIC) PIPING. ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR THE TRACER WIRE SHALL TERMINATE ABOVE GROUND AT EACH END OF THE PIPING. THE TRACER WIRE SHALL NOT BE LESS THAN NO. 18 AWG AND THE INSULATION TYPE SHALL BE SUITABLE FOR BURIAL. PROVIDE 12" LONG, ½" WIDE FLUORESCENT ORANGE TAPE AT CONCEALED VALVE LOCATIONS. 1. 2. 3. 4. 1. 2. 3. 4. 5. THE COMPONENT IMPORTANCE FACTOR (Ip) FOR ALL NON- STRUCTURAL COMPONENTS SHALL BE: Ip = 1.5 THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE 2018 INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) STANDARD 7. THE CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATION SECTION 230550. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT ARE PERMANENTLY ATTACHED TO STRUCTURES AND THEIR SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. 2018 IBC, 1704.4, CONTRACTOR RESPONSIBILITY: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS AND SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS; B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. DIVISION 22, 23 RESPONSIBILITIES: A. HANGERS AND SEISMIC BRACING FOR MECHANICAL SYSTEMS SHALL BE DESIGNED AND SPECIFIED BY DIVISION 22, 23. DIVISION 22, 23 SHALL REFER TO THE MECHANICAL DRAWINGS FOR LOCATIONS OF EQUIPMENT AND HUNG MECHANICAL SYSTEMS AS STRUCTURAL DRAWINGS DO NOT SHOW THE LOCATIONS OF MECHANICAL EQUIPMENT, DUCTWORK, PIPING, AND OTHER COMPONENTS. B. DIVISION 22, 23 SHALL COORDINATE THE SUPPORT SYSTEMS AND DESIGN LOADS FOR HUNG PIPING AND OTHER MECHANICAL SYSTEMS (INCLUDING COMBINED MULTIPLE PIPE RUNS) WITH THE GENERAL CONTRACTOR AND THE STEEL AND WOOD JOIST MANUFACTURERS IN ADDITION TO OTHER TRADES THAT MAY BE IMPACTED. WATER HAMMER ARRESTORS: PROVIDE AT THE END OF HOT AND COLD WATER LINES SERVING TWO OR MORE FIXTURES. SIZE IN ACCORDANCE WITH PLUMBING AND DRAINAGE INSTITUTE (PDI) REQUIREMENTS. REDUCED PRESSURE BACKFLOW PREVENTERS (RPBP): PROVIDE INDIRECT DRAIN PIPING FROM RPBP TO NEAREST DRAIN. INSTALL FUNNEL AT RPBP IF REQUIRED. ACCESS PANELS: PROVIDE IN NON ACCESSIBLE CEILINGS AND WALLS FOR VALVES, WATER HAMMER ARRESTERS, CLEANOUTS, AND OTHER ITEMS THAT REQUIRE ACCESS TO PROPERLY MAINTAIN OR SERVICE THE BUILDING. REFER TO SPECIFICATIONS. CLEANOUTS: PROVIDE AT THE BASE OF SANITARY DRAINAGE, AND RAINLEADER CONDUCTORS. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M0.02 MECHANICAL GENERAL NOTES AND ABBREVIATIONS BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 RV SAFETY RELIEF VALVE S SENSOR SA SUPPLY AIR SAT SUPPLY AIR TEMPERATURE SCFM STANDARD CUBIC FEET PER MINUTE SENS SENSIBLE SF SUPPLY FAN, SQUARE FOOT SG SUPPLY GRILLE, SIGHT GLASS WITH MOISTURE INDICATOR SIM SIMILAR SO SCREENED OPENING SOV SHUTOFF VALVE SP STATIC PRESSURE SPKR SPRINKLER SPS STATIC PRESSURE STATION SS STAINLESS STEEL, SANITARY SEWER ST SOUND TRAP T TEMPERED WATER PIPING TCV TEMPERATURE CONTROL VALVE TD TRENCH DRAIN, TEMPERATURE DIFFERENCE TDH TOTAL DYNAMIC HEAD TEMP TEMPERATURE TG TRANSFER GRILLE TOD TOP OF DUCT TOF TOP OF PIPE TOP TOP OF STEEL TOS TOP OF FOOTING TSP TOTAL STATIC PRESSURE TSTAT THERMOSTAT TU TERMINAL UNIT TYP TYPICAL UG UNDERGROUND UH UNIT HEATER UNO UNLESS NOTED OTHERWISE V VENT PIPING, VOLT VA VALVE VAV VARIABLE AIR VOLUME VD VOLUME DAMPER VEL VELOCITY VENT VENTILATION, VENTILATOR VFD VARIABLE FREQUENCY DRIVE VOLT VOLTAGE VRF VARIABLE REFRIGERANT FLOW VTR VENT THRU ROOF W WASTE, WATT, WIDE, WATER W/ WITH WB WET BULB (TEMPERATURE) WC WATER CLOSET, WATER COLUMN WCO WALL CLEANOUT WG WATER GAGE WH WATER HEATER, WALL HYDRANT WHA WATER HAMMER ARRESTOR WM WATER METER WSEC WASHINGTON STATE ENERGY CODE WSFU WATER SUPPLY FIXTURE UNIT WT WEIGHT FPS FEET PER SECOND FS FLOOR SINK FT FEET, FIN TUBE FV FACE VELOCITY GA GAGE GAL GALLONS GALV GALVANIZED GC GENERAL CONTRACTOR GPF GALLONS PER FLUSH GPH GALLONS PER HOUR GPM GALLONS PER MINUTE GRD GRILLES, REGISTERS, AND DIFFUSERS GV GATE VALVE, GLOBVE VALVE GWB GYPSUM WALLBOARD H HUMIDISTAT, HEIGHT HB HOSE BIBB HD HEAD, HUB DRAIN HGL REFRIGERANT HOT GAS LINE HORIZ HORIZONTAL HP HORSEPOWER, HEAT PUMP HRU HEAT RECOVERY UNIT HTG HEATING HVAC HEATING, VENTILATING, AND AIR CONDITIONING HW HOT WATER PIPING HWC HOT WATER CIRCULATING PIPING HWR HOT WATER RETURN HWS HOT WATER SUPPLY HX HEAT EXCHANGER HZ HERTZ IAQ INDOOR AIR QUALITY ID INDIRECT DRAIN IE INVERT ELEVATION IN. INCH IN. WG INCHES WATER COLUMN IRR IRRIGATION PIPING IW INDIRECT WASTE PIPING kW KILOWATT L LENGTH LAT LEAVING AIR TEMPERATURE LBS POUND LD LINEAR DIFFUSER LR LINEAR RETURN LRA LOCKED ROTOR AMPS LVR LOUVER LWCD LOW WATER CUT-OFF LWR LOW WALL RETURN LWS LOW WALL SUPPLY LWT LEAVING WATER TEMPERATURE MAV MANUAL AIR VENT MAX MAXIMUM MBH THOUSAND BTU PER HOUR MC MECHANICAL CONTRACTOR MCA MINIMUM CIRCUIT AMPACITY MECH MECHANICAL MERV MINIMUM EFFICIENCY REPORTING VALVE MIN MINIMUM MOCP MAXIMUM OVERCURRENT PROTECTION MOD MOTOR OPERATED DAMPER MPC MEDIUM PRESSURE CONDENSATE RETURN MSAC MINI SPLIT AIR CONDITIONER MSCU MINI SPLIT CONDENSING UNIT NA NOT APPLICABLE NC NORMALLY CLOSED, NOISE CRITERIA NIC NOT IN CONTRACT NO NORMALLY OPEN, NITROUS OXIDE NO. NUMBER NTS NOT TO SCALE OA OUTDOOR AIR OBD OPPOSED BLADE DAMPER OC ON CENTER OD OUTSIDE DIMENSION OR DIAMETER ORD OVERFLOW ROOF DRAIN ORL OVERFLOW RAIN LEADER OSA OUTDOOR SUPPLY AIR OV OUTLET VELOCITY P PUMP, PRESSURE, PLUMBING FIXTURE PD PRESSURE DROP, PUMPED DRAIN PH PHASE PIV POST INDICATOR VALVE POC POINT OF CONNECTION PRV PRESSURE REDUCING VALVE PSIG POUNDS PER SQUARE INCH GAGE PW PUMPED WASTE QTY QUANTITY RA RETURN AIR, RELIEF AIR RD ROOF DRAIN REF REFERENCE, RETURN/EXHAUST FAN REG REGISTER RF RELIEF FAN RG RETURN GRILLE RI&C ROUGH IN AND CONNECT RL RAIN LEADER RLA RATED LOAD AMPS RLL REFRIGERANT LIQUID LINE RO ROUGH IN AND CONNECT RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY RPBP REDUCED PRESSURE BACKFLOW PREVENTER RPM REVOLUTIONS PER MINUTE RSL REFRIGERANT SUCTION LINE RTU ROOFTOP UNIT ø DIAMETER, PHASE A AIR, AMPS AAV AUTOMATIC AIR VENT ABV ABOVE AC AIR CONDITIONER ACU AIR CONDITIONING UNIT AD ACCESS DOOR ADA AMERICANS WITH DISABILITIES ACT AF AIRFOIL AFF ABOVE FINISHED FLOOR AFS AIRFLOW MEASURING STATION AFUE ANNUAL FUEL UTILIZATION EFFICIENCY AG ABOVE GROUND AHJ AUTHORITY HAVING JURISDICTION AHU AIR HANDLING UNIT AL ACOUSTIC LINED (DUCT) AMB AMBIENT AP ACCESS PANEL APD AIR PRESSURE DROP ARCH ARCHITECT ASHRA E AMERICAN SOCIETY OF HEATING, REFRIGERATION AND AIR-CONDITIONING ENGINEERS, INC. ASSY ASSEMBLY ATM ATMOSPHERE BDD BACK DRAFT DAMPER BF BELOW FLOOR BHP BRAKE HORSE POWER BLW BELOW BOD BOTTOM OF DUCT BOP BOTTOM OF PIPE BOT BOTTOM BTUH BRITISH THERMAL UNIT PER HOUR BV BALL VALVE C CONDENSATE PIPING CA AIR COMPRESSOR CAP CAPACITY CBV CIRCUIT SETTING BALANCING VALVE CD CEILING DIFFUSER, CONDENSATE DRAIN CFM CUBIC FEET PER MINUTE CG CEILING GRILLE CKV CHECK VALVE CLG CEILING, COOLING CO CLEANOUT, CO SENSOR CO2 CO2 SENSOR COND CONDENSER, CONDENSATE CONN CONNECTOR CONT CONTINUE, CONTROL COP COEFFICIENT OF PERFORMANCE COTG CLEANOUT TO GRADE CR CONDENSATE RECEIVER, CONDENSER WATER RETURN CS CONDENSER WATER SUPPLY CU CONDENSING UNIT, CUBIC CV CONSTANT VOLUME Cv FLOW COEFFICIENT CW COLD WATER PIPING D DRAIN DB DRY BULB (TEMPERATURE) dB DECIBEL DCVA DOUBLE CHECK VALVE ASSEMBLY DDCV DOUBLE DETECTOR CHECK VALVE DEG DEGREE DFU DRAINAGE FIXTURE UNIT DH DUCT HEATER DI DUCTILE IRON DIA DIAMETER DIM DIMENSION DISC LOCATION OF STARTER, DISCONNECT AND CONTROLS DISCH DISCHARGE DN DOWN DOAS DEDICATED OUTDOOR AIR SYSTEM DPV DIFFERENTIAL PRESSURE VALVE DV DRAIN VALVE DWGS DRAWINGS EA EXHAUST AIR EAT ENTERING AIR TEMPERATURE EER ENERGY EFFICIENCY RATIO EF EXHAUST FAN EFF EFFICIENCY EG EXHAUST GRILLE, ENGINE GENERATOR EL ELEVATION ELEC ELECTRIC EMCS EMERGENCY MANAGEMENT AND CONTROL SYSTEM EQUIV EQUIVALENT ESP EXTERNAL STATIC PRESSURE ET EXPANSION TANK EVAP EVAPORATOR, EVAPORATIVE EWT ENTERING WATER TEMP EXH EXHAUST EXT EXTERIOR, EXTERNAL F FAHRENHEIT, FIRE MAIN PIPING F/S FIRE/SMOKE DAMPER FCO FLOOR CLEANOUT FCU FAN COIL UNIT FD FIRE DAMPER, FLOOR DRAIN, DRY SPRINKLER ROUTING FDC FIRE DEPARTMENT CONNECTION FF FOULING FACTOR, FLAT FILTER, FINISHED FLOOR FFD FUNNEL FLOOR DRAIN FLA FULL LOAD AMPS FLEX FLEXIBLE FLR FLOOR FLTR FILTER FMS FLOW MEASUREMENT STATION (HVAC, PLUMBING) FPM FEET PER MINUTE ENERGY CODE NOTES: 1 MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN THE ENERGY CODE ENFORCED BY AHJ. 2 PIPING AND DUCT INSULATION: COMPLY WITH THICKNESS AND TYPES LISTED IN THE ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 3 DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER THE ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 4 RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED BY AHJ. 5 OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED BY AHJ. 6 SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER THE ENERGY CODE ENFORCED BY AHJ AND SUBMIT WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. 7 MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED, AND FUNCTION PROPERLY, EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE WITH CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER THE ENERGY CODE ENFORCED BY AHJ. REFER TO SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. 8 ENERGY METERING: COMPLY WITH ENERGY SOURCE AND END-USE METERING REQUIREMENTS LISTED IN THE ENERGY CODE ENFORCED BY AHJ. 9 THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH THE ENERGY CODE ENFORCED BY AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. 10 FANS: COMPLY WITH THE MINIMUM PEAK TOTAL EFFICIENCY REQUIREMENTS AS INDICATED ON THE FAN EFFICIENCY GRADE (FEG) SCHEDULE. 11 DUCT CONSTRUCTION REQUIREMENTS: DUCT CONSTRUCTION SHALL COMPLY WITH SMACNA STANDARDS PER PROJECT SPECIFICATIONS, UNO. DUCTWORK SHALL MEET AIR LEAKAGE REQUIREMENTS PER PROJECT SPECIFICATIONS, UNO (EQUAL OR MORE STRINGENT THAN 2018 WSEC C402.5). 12 DUCT PRESSURE CLASSIFICATION REQUIREMENTS: CONSTRUCT DUCT TO PRESSURE CLASSIFICATION AS INDICATED IN PROJECT SPECIFICATIONS. CONDUCT DUCT LEAKAGE TESTING AS INDICATED IN PROJECT SPECIFICATIONS. SUBMIT COMPLETE DUCT LEAKAGE TESTING REPORT TO A/E AS INDICATED IN PROJECT SPECIFICATIONS. 13 PIPE PROTECTION: WHERE INDICATED PROVIDE FACTORY APPLIED WEATHERABLE JACKET PER PROJECT SPECIFICATIONS, UNO. C404.3 EFFICIENT HEATED WATER SUPPLY PIPING HEATED WATER SUPPLY PIPING SHALL BE IN ACCORDANCE WITH THE MAXIMUM ALLOWABLE PIPE LENGTH METHOD (SECTION C404.3.1) OR THE MAXIMUM ALLOWABLE PIPE VOLUME METHOD (SECTION C404.3.2). THE FLOW RATE THROUGH 1/4-INCH PIPING SHALL BE NO GREATER THAN 0.5 GPM. THE FLOW RATE THROUGH 5/16-INCH PIPING SHALL BE NO GREATER THAN 1 GPM. THE FLOW RATE THROUGH 3/8-INCH PIPING SHALL BE NO GREATER THAN 1.5 GPM. WATER HEATERS, CIRCULATING WATER SYSTEMS, AND HEAT TRACE TEMPERATURE MAINTENANCE SYSTEMS SHALL BE CONSIDERED SOURCES OF HEATED WATER. NOMINAL PIPE SIZE (IN) VOLUME (LIQUID OUNCES PER LINEAR FOOT) (NOTE 1) MAXIMUM PIPING LENGTH (FEET) (NOTE 2) PUBLIC LAVATORY FAUCETS OTHER FIXTURES AND APPLIANCES 1/4 0.33 6 50 5/16 0.5 4 50 3/8 0.75 3 50 1/2 1.5 2 43 5/8 2 1 32 3/4 3 0.5 21 7/8 4 0.5 16 1 5 0.5 13 1 1/4 8 0.5 8 1 1/2 11 0.5 6 2 OR LARGER 18 0.5 4 NOTES: 1. SECTION C404.3.2: THE MAXIMUM VOLUME OF WATER, AS MEASURED FROM THE NEAREST SOURCE OF HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE, SHALL BE AS FOLLOWS: 2 OUNCES FOR PUBLIC LAVATORY FAUCET AND 0.5 GALLONS FOR OTHER PLUMBING FIXTURES OR PLUMBING APPLIANCES. 2. SECTION C404.3.1: THE MAXIMUM ALLOWABLE PIPING LENGTH, AS MEASURED FROM THE NEAREST SOURCE OF HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE. WHERE PIPING CONTAINS MORE T HAN ONE SIZE OF PIPE, THE LARGEST SIZE OF PIPE WITHIN THE PIPING SHALL BE USED FOR DETERMINING THE MAXIMUM ALLOWABLE LENGTH. DUCT SYSTEMS INSULATION SCHEDULE DUCT SYSTEM TYPE LOCATION OF DUCT DUCT CONFIGURATION INSULATION TYPE MINIMUM R-VALUE, INSULATION THICKNESS NOTES OUTDOOR AIR WITHIN CONDITIONED SPACE, UPSTREAM OF AUTOMATIC SHUTOFF DAMPER, AND UNIT SUPPLY AIR >/= 2800 CFM RECTANGULAR (EXPOSED)RIGID BOARD OR ELASTOMERIC R-16 1,2 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC WITHIN CONDITIONED SPACE, DOWNSTREAM OF AUTOMATIC SHUTOFF DAMPER TO HVAC UNIT OR ROOM, AND UNIT SUPPLY AIR >/= 2800 CFM RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-8 [CLIMATE ZONE 4C] R-12 [CLIMATE ZONE 5B]1 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC WITHIN CONDITIONED SPACE AND UNIT SUPPLY AIR < 2800 CFM RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-7 1 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC SUPPLY AIR OR RETURN AIR WITHIN UNCONDITIONED SPACE RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-6 3 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC OUTSIDE THE BUILDING ENVELOPE RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-8 [CLIMATE ZONE 4C] R-12 [CLIMATE ZONE 5B]- RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC WITHIN CONDITIONED SPACE FUNCTIONING AS PART OF BUILDING ENVELOPE RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC SEE NOTES 4 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC SUPPLY AIR WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-3.3 5,6 RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC RETURN AIR OR EXHAUST AIR WITHIN CONDITIONED SPACE, DOWNSTREAM OF AN ENERGY RECOVERY MEDIA, UPSTREAM OF AN AUTOMATIC SHUTOFF DAMPER RECTANGULAR (EXPOSED)RIGID BOARD OR ELASTOMERIC R-8 [CLIMATE ZONE 4C] R-12 [CLIMATE ZONE 5B]- RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC RELIEF AIR OR EXHAUST AIR WITHIN CONDITIONED SPACE AND DOWNSTREAM OF AUTOMATIC SHUTOFF DAMPER RECTANGULAR (EXPOSED) RIGID BOARD OR ELASTOMERIC R-16 - RECTANGULAR (CONCEALED), ROUND, AND OVAL DUCT WRAP OR ELASTOMERIC NOTES: 1. WHEN THE OUTDOOR AIR DUCT IS LOCATED WITHIN UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, DUCT INSULATION IS NOT REQUIRED, PROVIDED THE DUCT IS ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 INSULATION. 2. DUCTS, SHAFTS, AND PLENUMS CONVEYING OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATION REQUIREMENTS OF 2018 WSEC SECTION C402.5, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. 3. WHEN THE DESIGN TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE SUPPLY DUCT OR PLENUM DOES NOT EXCEED 15F, THE INSULATION CAN BE REDUCED TO R-3.3. 4. THE DUCT OR PLENUM SHALL BE SEPARATED FROM THE BUILDING EXTERIOR OR UNCONDITIONED OR EXEMPT SPACES BY MINIMUM INSULATION VALUE AS REQUIRED FOR EXTERIOR WALLS BY 2018 WSEC SECTION C402.1.3. 5. WHEN THE SUPPLY DUCT IS LOCATED WITHIN THE CONDITIONED SPACE THAT THE DUCT DIRECTLY SERVES, DUCT INSULATION IS NOT REQUIRED. 6. WHEN THE SUPPLY DUCT CONVEYS AIR THAT IS BETWEEN 55F AND 105F, DUCT INSULATION IS NOT REQUIRED. 7. DUCTING AND PLENUMS ASSOCIATED WITH REVERSE CORE HEAT RECOVERY UNITS THAT PROVIDES DUAL FLOW DIRECTION SHALL COMPLY AS EITHER OUTDOOR AIR OR EXHAUST AIR DUCT SYSTEM TYPES IN THIS SCHEDULE, WHICHEVER MORE STRINGENT. PIPING SYSTEMS INSULATION SCHEDULE TYPE OF PIPE INSTALLATION LOCATION INSULATION TYPE PIPE SIZE (INCHES) INSULATION THICKNESS (INCHES)NOTES COLD PLUMBING PIPING INSIDE BUILDING ENVELOPE FIBERGLASS ALL SIZES 1" THICK - OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1"THICK OR MULTIPLE LAYERS FOR 1-1/2" TOTAL THICKNESS IF NOTE 1 APPLIES 1, 4 IN TRENCHES AND UTILIDORS CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 HOT PLUMBING PIPING INSIDE BUILDING ENVELOPE FIBERGLASS 1-1/4 INCH AND SMALLER 1" THICK - 1-1/2 INCH AND LARGER 1-1/2" THICK - OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 1, 4 IN TRENCHES, UTILIDORS, OR UNDERGROUND SLEEVES CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 REFRIGERANT SUCTION AND LIQUID LINES ALL LOCATIONS ELASTOMERIC 3/4 INCH AND SMALLER 1" THICK 4 1 INCH AND LARGER 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 4 NOTES: 1. INCREASE THICKNESS OF PIPE INSULATION BY 1/2 INCH WHERE PIPING IS LOCATED OUTDOORS OR OTHERWISE EXPOSED TO AMBIENT AIR. 2. INCLUDE POLYETHYLENE TUBING. 3. INCLUDE MULTI-PLY LAMINATE JACKET. 4. INCLUDE FACTORY APPLIED WEATHERABLE JACKET OR MANUFACTURER RECOMMENDED COATING. FAN EFFICIENCY GRADE (FEG) IMPELLER DIAMETER (IN) MINIMUM PEAK TOTAL EFFICIENCY (%) (NOTE 1) MINIMUM PEAK TOTAL EFFICIENCY (%) (NOTE 2) 8 49 52 10 52 57 12 56 60 14 58 62 16 60 63 18 61 64 20 62 65 22 62 65 24+ 63 66 NOTES: 1. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS OVER 5 HP CORRESPOND TO FEG 67 PER AMCA 205 AS REQUIRED BY SECTION C403.8.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 15% OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SECTION NOTED ABOVE. 2. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS OVER 1 HP CORRESPOND TO FEG 71 PER AMCA 205 AS REQUIRED BY SECTION C406.2.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 10% OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SECTION FROM NOTE #1. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M0.03 MECHANICAL ENERGY CODE NOTES BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 DOAS-01 HP-02 HP-03 HP-05 HP-01 HP-04 CU-01 CU-02A CU-03A DOAS-02 DOAS-03 C.9 D E F G H J K 2 4 6 8 C.8 1 CBA 3 5 7 1 VTR VTR 2 2 2 OSAEA OSAEA OSA EA OSA EA VTR R 20' - 0" R 20' - 0 " CU-02B CU-03B 3 1 M7.01 1 M7.01 3 3 RLL RSL RLL/SL 1 M7.01 1 M7.01 RLL RSL RLL RSL RLL RSL RHL RLL RSL RHL RLL/SL DN R 20' - 0" 1 M7.02 2 P7.02 2 P7.02 VTR 2 R 20' - 0" 4 5 M7.01 5 M7.01 REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. REFER TO ARCHITECTURAL DRAWINGS FOR ROOFING DETAILS. MAINTAIN A MINIMUM 20 FEET BETWEEN SANITARY VENTS AND ALL OUTSIDE AIR INTAKES. NOT ALL MECHANICAL VENTS ARE SHOWN ON ROOF PLAN. REFER TO PLUMBING FLOOR PLANS FOR ADDITIONAL LOCATIONS. MAINTAIN A MINIMUM OF 10 FEET BETWEEN ALL HVAC EQUIPMENT AND ROOF EDGES AND ROOF ACCESS OPENINGS. LOCATE ALL EXTERIOR OUTSIDE AIR, CO2, PHOTOCELL, ETC. ON NORTH FACE OF EXTERIOR BUILDING WALL OR ROOFTOP EQUIPMENT. COORDINATE EXACT LOCATIONS WITH A/E. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. FUTURE DOAS UNIT LOCATION. PROVIDE FACTORY ROOF CURB FOR FUTURE INSTALLATION OF DOAS UNIT. ESTIMATED WEIGHT OF FUTURE UNIT IS 8,400 LBS. VTR LOCATIONS SHOWN FOR REFERENCE ONLY. SEE SHEET P2.03 FOR FURTER INFORMATION. FUTURE HEAT PUMP LOCATION. EXTERIOR DDC SENSORS. 1 2 3 4 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M2.03 MECHANICAL ROOF PLAN BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 MECHANICAL ROOF PLAN N TRUE WH DS D F F ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 FCU-143B FCU-143A FCU-142 VAV-142 VAV-143 VAV-141 FCU-141B FCU-141AFCU-101 VAV-101 VAV-133 FCU-103A FCU-103B VAV-113 FCU-116 VAV-116 FCU-134 FCU-118B FCU-118C VAV-118B VAV-119 VAV-118A FCU-118A FCU-115 VAV-115 FCU-121A VAV-121 FCU-121B FCU-128 VAV-128 VAV-137 FCU-137 AC-03A FCU-107 VAV-107 VAV-134 VAV-123 AC-02A AC-01 EUH-01 EUH-03 EUH-02 EUH-04 16x14 16x12 20x16 UP 18x22 UP 18x16 UP 24x12 UP CONF ROOM 115 S EUH-02 S EUH-03 EUH-05 VAV-103B FCU-133 12x8 F 335 22x22 F 1130 22x22 (TYP 4) VAV-103A 12"ø VAV-3.1E VAV-3R BC-01 BC-02 BC-03 BC-04 16x14 UP 22 x 1 8 BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD BDD C.9 D E F G H J K 2 4 6 8 C.8 1 CBA 3 5 7 18 x 1 4 FCU-113 FCU-112 FCU-109 20 x 1 6 G 350 18x6 (TYP 6) J 16x12 (TYP 2) 16x12 16x12 16x12 18x16 18 x 1 6 14x10 14x10 14x7 AC-03B AC-02B CO2 CO2 CO2 CO2 CO2 CO2 CO2 1 6"ø 14x7 12x8 8x6 16x14 12x1026x924x12 T FCU-118C T FCU-121B 47 x 1 2 32 x 1 2 A 345 10ø A 310 10ø F 280 22x10 10x8 20 x 1 0 16x10 14x12 G 200 18x6 (TYP 4) B 140 6ø 10x10 12x8 12x10 10x8 J 800 24x12 F 22x22 14x14 A 115 6ø 32x14 16x12 J 760 30x12 20x8 32 x 1 6 12x12 14x14 12x12 20x8 F 740 22x22 14x12 32x14 BDD A 380 10ø (TYP 3) 18x14 12x8 A 380 12ø F 320 22x10 14x14 12x8 1 A 385 12ø (TYP 6) F 740 22x22 (TYP 2) 32 x 1 4 32 x 1 4 14x12 A 220 8ø (TYP 3) A 140 6ø (TYP 3) F 335 22x10 F 530 22x10 20x12 14x10 10x10 16x8 10x10 14x8 14x10 10x8 A 115 6ø 16x10 47x16 48x12 A 530 14ø (TYP 4) F 1310 22x22 F 810 22x22 14x12 12x8 F 325 22x10 A 265 10ø (TYP 4) 36x12 F 740 22x22 12x8 F 400 22x10 F 400 22x10 T A 365 12ø A 380 12ø A 380 12ø F 50 10x10 J 150 12x6 F 530 22x22 A 300 10ø A 300 10ø VAV-136 F 530 22x22 (TYP 4) CO2 F 335 22x10 (TYP 2) A 250 10ø A 250 10ø (TYP 3) F 600 22x10 F 320 22x10 A 235 10ø (TYP 2) S EUH-01 S EUH-04 F 400 22x10 S EUH-05 T F 100 10x10 VAV-1E VAV-1R 12x12 12"ø 36x12 F 22x22 14x14 2 6x6 F 840 22x22 20 x 1 6 14x12 16x12 14 x 1 2 14"ø A 365 12ø 14x12 14"ø F 22x22 14x14 3 F 185 22x22 8x8 F 150 22x22 8x8 32 x 1 4 48 x 1 2 36x12 24x12 24x1224x12 36x12 36x12 36 x 1 2 36 x 1 2 24x10 16x14 14x12 4 (TYP) 4 20x16 5 RLL UP RSL UP RHL UP 3"RLL UP 3"RSL UP 3"RHL UP 5 (TYP 2) F 22x10 A 335 10ø F 280 22x10 T FCU-103A T FCU-103B T FCU-143B T FCU-142 T FCU-141A T FCU-141B T FCU-113 T FCU-116 T FCU-107 T FCU-109 T FCU-112 T FCU-115 T AC-01 T FCU-118B T FCU-119 T FCU-112A T FCU-134 T FCU-137 T AC-02A/B T AC-03A/B T FCU-133 T FCU-118A T FCU-128 T FCU-101 RLL UP RSL UP RLL UP RSL UP RLL/SL UP 14x12 14"ø14"ø 12x10 FCU-119 FCU-143C T FCU-143C 24x12 14x12 A 435 12ø FCU-141C DDCDDC TFCU-141C F 10x10 8x8 F 22x10 6 12x10 10x8 8x6 14x7 12x8 6"ø 8"ø 8x8 12x10 8x6 6x4 (TYP 4) 32x12 16x14 18x12 14x12 F 100 10x10 18x14 UP 6x6 10x8 10x8 6"ø 10"ø (TYP 5) 8"ø 8"ø CO2 CO2 CO2 BC-05 P P 2 M9.04 2 M9.04 F 22x10 8x8 J 8x6 F 22x10 (TYP 2) 16x12 12x10 F 890 22x22 7 7 7 7 7 7 8(TYP) 8 8 REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. PROVIDE REMOTE CABLE CONTROL SYSTEM FOR ALL VOLUME DAMPERS LOCATED ABOVE HARD CEILINGS. PROVIDE ACCESS PANEL AND LOCATE CONTROLLER(S) ABOVE CEILING UNLESS OTHERWISE NOTED. MAXIMUM CABLE LENGTH FROM CONTROLLER TO DAMPER(S) SHALL NOT EXCEED 15’-0”. GROUP ALL CONTROLLERS TOGETHER AS MUCH AS POSSIBLE. PROVIDE A MANUAL VOLUME DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE OPENING UNLESS OTHERWISE NOTED. NOT ALL VOLUME DAMPERS ARE SHOWN ON PLANS. DIVISION 23 SHALL REVIEW VAV BOX LOCATIONS AND COORDINATE WITH OTHER DISCIPLINES TO ENSURE VAV BOX ACCESS IS MAINTAINED. TYPICAL ALL VAV BOX LOCATIONS. CONTRACTOR SHALL PROVIDE MOCK-UP OF ONE VAV FOR REVIEW PRIOR TO INSTALLATION OF ALL EQUIPMENT TO ENSURE DESIGN INTENT IS MET. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. PROVIDE ACCESS DOORS IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE 24”x24”UNLESS OTHERWISE NOTED. REFER TO DETAILS. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. 7. TERMINATE PLENUM OPENING WITH 1/2" HARDWIRE MESH. BALANCE TO 470 CFM. DDC CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION WITH DIVISION 26 & 28. FILTER ACCESS PULL CLEARANCE. COORDINATE WITH OTHER DISCIPLINES TO ENSURE UNOBSTRUCTED FILTER PULL (TYP). REFRIGERANT LINES TO VRF SYSTEM IN BUILDING. SEE REFRIGERANT RISER PLAN ON M6.11 FOR CONTINUATION. DUCTWORK AND REFRIGERANT PIPING ROUTING UP WITHIN CHASE. AVOID ROUTING VRF REFRIGERANT PIPING OVER OR THROUGH THIS SPACE. SOUND LINED DUCT TERMINATED ABOVE CEILING WITH 1/2" HARDWIRE MESH (TYP). 1 REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL ALL PLENUMS BEHIND LOUVERS SHALL BE A MINIMUM OF 36 INCHES DEEP UNLESS OTHERWISE NOTED. ALL PLENUMS BEHIND SUPPLY, RETURN, AND EXHAUST AIR GRILLES SHALL BE A MINIMUM OF 24 INCHES DEEP OR THE SIZE OF THE DUCT, WHICHEVER IS LARGER UNLESS OTHERWISE NOTED. REFER TO SECTION 233100 FOR AIR DISTRIBUTION SOUND LINING REQUIREMENTS. 8. 9. 2 3 4 5 6 7 8 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M2.04 HVAC FLOOR PLAN -LEVEL 1 BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 HVAC FLOOR PLAN -LEVEL 1 N TRUE DS D DS D F F FUTURE OFFICE 200 MAINTENANCE STORAGE 201 STAIR 01 ST-1 STAIR 02 ST-2 VAV-3.1 30x12 UP 30x12 UP 30x12 UP 30x12 UP T EUH-07 T EUH-08EUH-08 EUH-06 EUH-07 T EUH-06 FUTURE RESTROOMS 22x18 18x16 20x16 16x14 20x16 DN 16x14 DN 18x22 DN 16x18 DN 12x10 C.9 D E F G H J K 2 4 6 8 C.8 1 BA 5 7 22x18 G 240 12x6 (TYP 2) 12x10 ELEC/ COMM 202 J 50 8x6 J 100 8x6 8x6 6x6 8x8 RLL UP RSL UP RHL UP RLL DN RSL DN RHL DN VAV-3.2E EUH-09 T EUH-09 FUTURE DUCT LOCATION UP TO FUTURE DOAS UNIT. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. PROVIDE REMOTE CABLE CONTROL SYSTEM FOR ALL VOLUME DAMPERS LOCATED ABOVE HARD CEILINGS. PROVIDE ACCESS PANEL AND LOCATE CONTROLLER(S) ABOVE CEILING UNLESS OTHERWISE NOTED. MAXIMUM CABLE LENGTH FROM CONTROLLER TO DAMPER(S) SHALL NOT EXCEED 15’-0”. GROUP ALL CONTROLLERS TOGETHER AS MUCH AS POSSIBLE. PROVIDE A MANUAL VOLUME DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE OPENING UNLESS OTHERWISE NOTED. NOT ALL VOLUME DAMPERS ARE SHOWN ON PLANS. DIVISION 23 SHALL REVIEW VAV BOX LOCATIONS AND COORDINATE WITH OTHER DISCIPLINES TO ENSURE VAV BOX ACCESS IS MAINTAINED. TYPICAL ALL VAV BOX LOCATIONS. CONTRACTOR SHALL PROVIDE MOCK-UP OF ONE VAV FOR REVIEW PRIOR TO INSTALLATION OF ALL EQUIPMENT TO ENSURE DESIGN INTENT IS MET. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. PROVIDE ACCESS DOORS IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE 24”x24”UNLESS OTHERWISE NOTED. REFER TO DETAILS. REFER TO SECTION 233100 FOR AIR DISTRIBUTION SOUND LINING REQUIREMENTS. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. 7. 8. TBD.1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M2.05 HVAC FLOOR PLAN -LEVEL 2 BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 HVAC FLOOR PLAN -LEVEL 2 N TRUE VRF HEAT PUMP SCHEDULE - INDOOR UNITS MARK AREA SERVED MANUFACTURER / MODEL NO.TYPE VRF HEAT PUMP SUPPLY FAN HEATING COOLING CONDENSATE (DIA) ELECTRICAL PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK AIRFLOW (CFM) CAPACITY (MBH) OA TEMP. (DEG F) EAT (DEG F) TOTAL CAP (MBH) SENS CAP (MBH) EAT, DB (DEG F) EAT, WB (DEG F) V/Ø MCA MOCP LxWxH (INxINxIN) WEIGHT (LBS) FCU-103A LARGE CONFERENCE ROOM WEST DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-04 740 24.4 47.0 70.0 20.1 8.8 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1, 2, 3, 4, 5, 6 FCU-103A FCU-103B LARGE CONFERENCE ROOM EAST DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-04 740 24.4 47.0 70.0 20.1 8.8 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1, 2, 3, 4, 5, 6 FCU-103B FCU-107 BREAK ROOM DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-04 740 5.5 47.0 70.0 20.1 14.0 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1, 2, 3, 4, 5, 6 FCU-107 FCU-101 LOBBY DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-04 740 3.9 47.0 70.0 20.1 13.3 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-101 FCU-143A CSR/LOBBY NORTH DAIKIN / FXSQ12TAVJU FAN COIL UNIT HP-04 335 4.6 47.0 70.0 10.0 7.3 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-143A FCU-143B CSR/LOBBY SOUTH DAIKIN / FXSQ36TAVJU FAN COIL UNIT HP-04 1130 8.2 47.0 70.0 23.5 20.2 75 62 1" 208/1 2.5 15.0 32x56x10 101.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-143B FCU-143C CRS/LOBBY TEMP OFFICE/CONF DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-04 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-143C FCU-142 OFFICE / CONF ROOM DAIKIN / FXSQ05TAVJU FAN COIL UNIT HP-04 280 3.2 47.0 70.0 5.0 2.8 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-142 FCU-109 CASH COUNTING DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-05 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35.0 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-109 FCU-112 MOTHER'S ROOM DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-05 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35.0 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-112 FCU-113 PRIVACY ROOM DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-05 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35.0 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-113 FCU-115 CONF ROOM DAIKIN / FXSQ09TAVJU FAN COIL UNIT HP-05 320 1.3 47.0 70.0 6.8 5.4 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-115 FCU-116 OFFICE CONF ROOM DAIKIN / FXSQ05TAVJU FAN COIL UNIT HP-05 280 1.3 47.0 70.0 6.4 4.2 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-116 FCU-141A OPEN OFFICE ENG / DES NORTH DAIKIN / FXSQ12TAVJU FAN COIL UNIT HP-05 335 3.3 47.0 70.0 10.0 6.6 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-141A FCU-141B OPEN OFFICE ENG / DES SOUTH DAIKIN / FXSQ15TAVJU FAN COIL UNIT HP-05 530 3.8 47.0 70.0 12.6 8.2 75 62 1" 208/1 1.4 15.0 32x28x10 60.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-141B FCU-141C OPEN OFFICE ENG TEMP OFFICE/ CONF DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-05 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35.0 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-141C FCU-118A OPEN OFFICE FLEX/ ADMIN SOUTH DAIKIN / FXSQ09TAVJU FAN COIL UNIT HP-05 320 3.1 47.0 70.0 8.1 5.6 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-118A FCU-118B OPEN OFFICE FLEX/ ADMIN NORTH DAIKIN / FXSQ18TAVJU FAN COIL UNIT HP-05 600 4.8 47.0 70.0 15.1 10.2 75 62 1" 208/1 1.6 15.0 32x40x10 77.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-118B FCU-118C OPEN OFFICE FLEX/ ADMIN EAST DAIKIN / FXSQ12TAVJU FAN COIL UNIT HP-05 335 4.6 47.0 70.0 10.0 7.3 75 62 1" 208/1 0.8 15.0 32x22x10 55.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-118C FCU-119 OFFICE / CONF ROOM DAIKIN / FXZQ05TAVJU CEILING CASSETTE HP-05 300 6.5 47.0 70.0 5.8 4.7 75 62 1" 208/1 0.3 15.0 23x23x11 35.0 CEILING 8/M7.01 3/M9.04 1,2,4,5 FCU-119 FCU-121A CREW ROOM NORTH DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-05 740 4.7 47.0 70.0 20.1 14.6 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-121A FCU-121B CREW ROOM SOUTH DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-05 740 4.7 47.0 70.0 20.1 14.7 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-121B FCU-134 MENS LOCKER ROOM DAIKIN / FXSQ15TAVJU FAN COIL UNIT HP-05 530 5.6 47.0 70.0 12.6 8.5 75 62 1" 208/1 1.4 15.0 32x28x10 60.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-134 FCU-133 WOMENS LOCKER ROOM DAIKIN / FXSQ15TAVJU FAN COIL UNIT HP-05 530 6.2 47.0 70.0 12.6 7.6 75 62 1" 208/1 1.4 15.0 32x28x10 60.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-133 FCU-137 WELLNESS AEROBICS DAIKIN / FXSQ48TAVJU FAN COIL UNIT HP-05 1310 4.6 47.0 70.0 31.2 23.8 75 62 1" 208/1 2.8 15.0 32x56x10 104.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-137 FCU-128 WELLNESS WEIGHT/EQUIPMENT DAIKIN / FXSQ24TAVJU FAN COIL UNIT HP-05 740 4.2 47.0 70.0 20.1 13.3 75 62 1" 208/1 1.8 15.0 32x40x10 82.0 CEILING 8/M7.01 3/M9.04 1,2,3,4,5 FCU-128 NOTES: 1. PROVIDE REFRIGERANT PIPING SIZED TO MANUFACTURER'S RECOMMENDATION. REFER TO M6.11 FOR BASIS OF DESIGN SYSTEM SIZING. 2. PROVIDE CONDENSATE PUMP WITH UNIT. 3. PROVIDE WITH RETURN PLENUM / FILTER RACK SIZED FOR TWO, THREE, OR FOUR, 2"X12"X12" FILTERS. PROVIDE TRANSITION TO DUCTED UNIT RETURN CONNECTION SIZE. 4. SYSTEM SHALL COMPLY WITH 2018 WSEC SECTION 403.3.5 DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS. 5. PROVIDE REFRIGERANT PIPING SIZED TO MANUFACTURER'S RECOMMENDATION. REFER TO M6.11 FOR BASIS OF DESIGN SYSTEM SIZING. DOAS UNIT SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. ASSOCIATED VRF HEAT PUMP MIN OA (CFM) MAX OA (CFM) SUPPLY FAN MOTOR EXHAUST FAN MOTOR HEATING COOLING ELECTRICAL PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK TYPE MAX FLOW (CFM) ESP (IN WC) RPM RPM HP/QTY BHP/QTY TYPE MAX FLOW (CFM) ESP (IN WC) RPM HP/QTY BHP/QTY DX CAPACITY (MBH) EAT (DEG F) LAT (DEG F) MAX APD (IN WC) TOTAL DX CAPACITY (MBH) SENSIBLE DX CAPACITY (MBH) EAT DB (DEG F) EAT WB (DEG F) LAT DB (DEG F) LAT WB (DEG F) MAX APD (IN WC) MCA MOP V/Ø LxWxH (INxINxIN) WEIGHT (LBS) DOAS-01 ROOF OFFICE BUILDING TEMTROL HP-01 500 2020 ECM 2020 1.0 1800 2378 2.3(1) 1.25(1)ECM 2020 0.8 2277 2.3(1) 1.09(1)37.1 52.5 70 0.1 39.4 29.6 77.2 66 68 57 0.1 8.0 15 460/3 222x88x60 8300 ROOF 2/M7.02 2/M9.04 1,2,3,4,5,6,7 DOAS-01 DOAS-02 ROOF OFFICE BUILDING TEMTROL HP-02 495 2460 ECM 2460 1.5 1800 2580 2.3(1) 1.87(1)ECM 2460 1.25 2580 2.3(1) 1.63(1)53.8 52.5 70 0.1 59.0 44.3 77.2 66 68 57 0.1 8.0 15 460/3 222x88x61 8400 ROOF 2/M7.02 2/M9.04 1,2,3,4,5,6,7 DOAS-02 DOAS-03 ROOF OFFICE BUILDING TEMTROL HP-03 2510 2510 ECM 2510 1.5 1800 2697 2.3(1) 1.80(1)ECM 2620 1.25 2565 2.3(1) 1.52(1)46.0 52.5 70 0.1 49.5 37.1 77.2 66 68 57 0.1 8.0 15 460/3 222x88x61 8400 ROOF 2/M7.02 2/M9.04 1,2,3,4,5,6,7 DOAS-03 TOTALS 6990 7100 NOTES: 1. EQUIPMENT SHALL BE PROVIDED WITH A VISIBLE NAMEPLATE INDICATING THE SHORT CIRCUIT CURRENT RATING (SCCR) IN ACCORDANCE WITH UL REQUIREMENTS. REFER TO ELECTRICAL DRAWINGS FOR MINIMUM RATINGS. 2. SEE HEAT RECOVERY UNIT SCHEDULE FOR DETAILS. 3. SYSTEM SHALL COMPLY WITH WSEC SECTION 403.6 DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS. 4. PROVIDE WITH HEAT WHEEL BYPASS FOR ECONOMIZER OPERATION. 5. PROVIDE WITH VRF SYSTEM AHU INTEGRATION KIT FOR CONTROL OF REFRIGERANT TO AHU DIRECT EXPANSION COIL TO ALLOW DISCHARGE AIR TEMPERATURE CONTROL. PROVIDE SPACE WITHIN DOAS UNIT TO MOUNT KIT. COORDINATE 208V/1PH POWER CONNECTION TO KIT WITH DIVISION 26. 6. SECTION 230900 SHALL PROVIDE ALL COMMUNICATIONS AND CONTROL WIRING FOR OUTDOOR VRF SYSTEM UNITS, AHU COMMUNCATIONS KIT, ELECTRONIC EXPANSION VALVE KIT (INCLUDING REQUIRED THERMISTORS) AND DDC SYSTEM CONTROLLERS. PROVIDE ITEMS TO MEET REQUIREMENTS OF VRF SYSTEM MANUFACTURER. SECTION 230900 SHALL INCLUDE FIELD INSTALLATION OF ALL COMPONENTS. 7. PROVIDE SINGLE POINT POWER CONNECTION TO POWER SUPPLY FAN , EXHAUST FAN AND ENERGY RECOVERY WHEEL. PROVIDE WITH SEPARATE 120V/1PH ELECTRICAL CONNECTION FOR UNIT LIGHTING AND CONTROLS POWER. VARIABLE AIR VOLUME UNIT SCHEDULE MARK AREA SERVED MANUFACTURER / MODEL NO. DOAS UNIT MIN (CFM) MAX (CFM) INLET DUCT (IN DIA) OUTLET DUCT (INxIN) INLET SP (IN WC) OUTLET SP (IN WC) ELECTRICAL PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK V/Ø LxWxH (INxINxIN) WEIGHT (LBS) VAV-103A LARGE CONFERENCE ROOM - WEST NAILOR 3001-7 DOAS-01 55 425 7" PER PLAN 0.8 0.5 24/1 26x12x13 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-103A VAV-103B LARGE CONFERENCE ROOM - EAST NAILOR 3001-7 DOAS-01 55 425 7" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-103B VAV-107 BREAK ROOM NAILOR 3001-6 DOAS-01 30 400 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-107 VAV-101 LOBBY NAILOR 3001-5 DOAS-01 225 225 5" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-101 VAV-143 CSR/LOBBY NAILOR 3001-6 DOAS-01 105 350 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-143 VAV-142 OFFICE / CONF ROOM NAILOR 3001-4 DOAS-01 10 30 4"PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-142 VAV-113 CASH COUNTING / MOTHER'S ROOM / PRIVACY ROOM NAILOR 3001-4 DOAS-01 20 90 4" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-113 VAV-1E DOAS-01 EXHAUST NAILOR 30X-4 DOAS-01 200 200 10x10 PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 3/M9.03 1,2,3 VAV-1E VAV-1R DOAS-01 RETURN NAILOR 30X-14 DOAS-01 500 1820 24x12 PER PLAN 0.8 0.5 24/1 26x24x13 75 SUSPENDED 10/M7.01 3/M9.03 1,2,3 VAV-1R VAV-115 CONFERENCE ROOM NAILOR 3001-4 DOAS-02 25 105 4" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-115 VAV-116 OFFICE / CONFERENCE ROOM NAILOR 3001-4 DOAS-02 15 55 4" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-116 VAV-141 OPEN OFFICE ENG/ DES NAILOR 3001-6 DOAS-02 165 260 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-141 VAV-118A OPEN OFFICE FLEX/ ADMIN/ FOREMAN/ SERVICEMEN NAILOR 3001-6 DOAS-02 55 295 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-118A VAV-118B OPEN OFFICE FLEX/ ADMIN/ FOREMAN/ SERVICEMEN NAILOR 3001-5 DOAS-02 55 165 5" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-118B VAV-119 OFFICE / CONF ROOM NAILOR 3001-4 DOAS-02 15 45 4"PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-119 VAV-121 CREW ROOM NAILOR 3001-9 DOAS-02 165 840 9" PER PLAN 0.8 0.5 24/1 26x14x13 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-121 VAV-134 MENS LOCKER ROOMS NAILOR 3001-6 DOAS-03 235 235 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-134 VAV-133 WOMENS LOCKER ROOMS NAILOR 3001-5 DOAS-03 200 200 5" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-133 VAV-136 WOMEN & MENS RESTROOMS NAILOR 3001-8 DOAS-03 600 600 8" PER PLAN 0.8 0.5 24/1 26x12x13 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-136 VAV-137 WELLNESS AEROBICS NAILOR 3001-9 DOAS-03 850 850 9" PER PLAN 0.8 0.5 24/1 26x14x13 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-137 VAV-128 WELLNESS WEIGHT/EQUIPMENT NAILOR 3001-6 DOAS-03 300 300 6" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-128 VAV-123 CORRIDOR NAILOR 3001-4 DOAS-03 135 135 4" PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-123 VAV-3.1E DOAS-03 EXHAUST NAILOR 30X-12 DOAS-03 1485 1485 18x12 PER PLAN 0.8 0.5 24/1 26x18x13 75 SUSPENDED 10/M7.01 3/M9.03 1,2,3 VAV-3.1E VAV-3R DOAS-03 RETURN NAILOR 30X-12 DOAS-03 1135 1135 18x12 PER PLAN 0.8 0.5 24/1 26x14x13 75 SUSPENDED 10/M7.01 3/M9.03 1,2,3 VAV-3R VAV-200 FUTURE OFFICE NAILOR 3001-7 DOAS-02 485 485 7" PER PLAN 0.8 0.5 24/1 26x12x13 75 SUSPENDED 10/M7.01 4/M9.03 1,2,3 VAV-200 VAV-3.2E DOAS-01 EXHAUST NAILOR 30X-4 DOAS-03 150 150 10x10 PER PLAN 0.8 0.5 24/1 26x10x10 75 SUSPENDED 10/M7.01 3/M9.03 1,2,3 VAV-3.2E NOTES: 1. SECTION 230900 SHALL PROVIDE ELECTRICAL POWER TO VAV UNIT. DO NOT PROVIDE WITH LINE VOLTAGE POWER. 2. PROVIDE WITH DDC CONTROL PANEL ENCLOSURE ON COIL CONNECTION SIDE OF VAV UNIT (IF APPLICABLE). PROVIDE UNIT HAND TO ORIENT BOTH DDC DEVICES AND FLOW CONTROL VALVE ASSEMBLY ON ACCESS SIDE OF UNITS. SEE HVAC DRAWINGS FOR ACCESS SIDE. 3. SYSTEM SHALL COMPLY WITH 2018 WSEC SECTION 403.3.5 DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M6.01 MECHANICAL SCHEDULES BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 VRF HEAT PUMP SCHEDULE - OUTDOOR UNITS MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. HEATING COOLING ELECTRICAL PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK CAPACITY (MBH) OA TEMP. (DEG F) TOTAL CAP (MBH) OA TEMP. (DEG F) V/Ø RLA MCA MOCP LxWxH (INxINxIN) WEIGHT (LBS) HP-01 ROOF DOAS-01 DAIKIN / RXTQ36TAVJ9A 37.1 19.5 39.4 82 208/1 15.3 16.5 20 37x13x39 200 ROOF 1/M7.02 3/M9.04 1,2 HP-01 HP-02 ROOF DOAS-02 DAIKIN / RXTQ60TAVJUA 53.8 19.5 59.0 82 208/1 23.2 29.1 35 39x13x53 250 ROOF 1/M7.02 3/M9.04 1,2 HP-02 HP-03 ROOF DOAS-03 DAIKIN / RXTQ48TAVJUA 46.0 19.5 49.5 82 208/1 19.0 29.1 35 37x13x39 200 ROOF 1/M7.02 3/M9.04 1,2 HP-03 HP-04 ROOF OFFICE BLDG DAIKIN / REYQ144AAYDA 135.9 19.5 136.5 82 460/3 14.4 21.7 25 49x31x67 800 ROOF 1/M7.02 3/M9.04 1,2 HP-04 HP-05 ROOF OFFICE BLDG DAIKIN / REYQ216AAYDA 178.2 19.5 190.3 82 460/3 25.4 30.4 35 69x31x67 975 ROOF 1/M7.02 3/M9.04 1,2 HP-05 NOTES: 1. EQUIPMENT SHALL BE PROVIDED WITH A VISIBLE NAMEPLATE INDICATING THE SHORT CIRCUIT CURRENT RATING (SCCR) IN ACCORDANCE WITH UL REQUIREMENTS. REFER TO ELECTRICAL DRAWINGS FOR MINIMUM RATINGS.. 2. PROVIDE REFRIGERANT PIPING SIZED TO MANUFACTURER'S RECOMMENDATION. REFER TO M6.11 FOR BASIS OF DESIGN SYSTEM SIZING. MINI SPLIT SYSTEM AIR CONDITIONING SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO.FAN FLOW (CFM) COOLING TOTAL CAP (MBH) COOLING SENS CAP (MBH) SEER ECM FAN MOTOR (FLA) WATTS ELECTRICAL PHYSICAL DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK MCA MOCP V/Ø LxWxH (INxINxIN) WEIGHT (LBS) AC-01 ELEV ROOM ELEVATOR ROOM MITSUBISHI PKA-A24KA7 775 24.0 18.5 21.4 0.36 56 1.0 A 208/1 46x12x15 50 3/M7.02 1/M9.04 1,2,3,4 AC-01 CU-01 ROOF ELEVATOR ROOM MITSUBISHI PUZ-A24NHA7 - - 21.4 0.4 19.0 A 25 A 208/1 38x15x38 160 3/M7.02 1/M9.04 1,2,3,4 CU-01 AC-02A COMM/FIBER ROOM COMM/FIBER ROOM MITSUBISHI PKA-A24KA7 775 24.0 18.5 21.4 0.36 56 1.0 A 208/1 46x12x15 50 3/M7.02 1/M9.04 1,2,3 AC-02A CU-02A ROOF COMM/FIBER ROOM MITSUBISHI PUZ-A24NHA7 - - 21.4 0.4 19.0 A 25 A 208/1 38x15x38 160 3/M7.02 1/M9.04 1,2,3 CU-02A AC-02B COMM/FIBER ROOM COMM/FIBER ROOM MITSUBISHI PKA-A24KA7 775 24.0 18.5 21.4 0.36 56 1.0 A 208/1 46x12x15 50 3/M7.02 1/M9.04 1,2,3 AC-02B CU-02B ROOF COMM/FIBER ROOM MITSUBISHI PUZ-A24NHA7 - - 21.4 0.4 19.0 A 25 A 208/1 38x15x38 160 3/M7.02 1/M9.04 1,2,3 CU-02B AC-03A ELECTRICAL ROOM ELECTRICAL ROOM MITSUBISHI PKA-A18HA7 425 18.0 12.2 18.5 0.33 30 1.0 A 208/1 36x10x12 30 3/M7.02 1/M9.04 1,2,3 AC-03A CU-03A ROOF ELECTRICAL ROOM MITSUBISHI PUY-A18NKA7 - - 18.5 0.5 11.0 A 15 A 208/1 32x12x25 100 3/M7.02 1/M9.04 1,2,3 CU-03A AC-03B ELECTRICAL ROOM ELECTRICAL ROOM MITSUBISHI PKA-A18HA7 425 18.0 12.2 18.5 0.33 30 1.0 A 208/1 36x10x12 30 3/M7.02 1/M9.04 1,2,3 AC-03B CU-03B ROOF ELECTRICAL ROOM MITSUBISHI PUY-A18NKA7 - - 18.5 0.5 11.0 A 15 A 208/1 32x12x25 100 3/M7.02 1/M9.04 1,2,3 CU-03B TOTALS 108.0 NOTES: 1. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. POWER WIRING SHALL BE PROVIDED BY DIVISION 26. 2. PROVIDE WITH REFRIGERANT PIPING SIZED PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE WITH R-410A REFRIGERANT. 3. PROVIDE WITH LOW AMBIENT COOLING CONTROL. 4. PROVIDE WITH HEAT PUMP OPERATION. VRF HEAT PUMP SCHEDULE - BC CONTROLLER MARK LOCATION MANUFACTURER / MODEL NO. ASSOCIATED UNIT ELECTRICAL PHYSICAL DETAIL / DIAGRAM REFERENCE NOTES MARK V/Ø MAX CAP. PER PORT MCA MOCP LxWxH (INxINxIN) WEIGHT (LBS) BC-01 CORRIDOR 117 DAIKIN / BSF6Q54TVJ HP-04 208/1 54000 0.6 15.0 24x24x10 80 1/M6.11 1,2,3 BC-01 BC-02 OPEN OFFICE ENG / DES 141 DAIKIN / BSF6Q54TVJ HP-04 208/1 54000 0.6 15.0 24x24x10 80 1/M6.11 1,2,3 BC-02 BC-03 CORRIDOR 117 DAIKIN / BSF6Q54TVJ HP-05 208/1 54000 0.6 15.0 24x24x10 80 2/M6.11 1,2,3 BC-03 BC-04 CORRIDOR 117 DAIKIN / BSF8Q54TVJ HP-05 208/1 54000 0.8 15.0 24x14x10 90 2/M6.11 1,2,3 BC-04 BC-05 WELLNESS/EQUIP 128 DAIKIN / BSF6Q54TVJ HP-05 208/1 54000 0.6 15.0 24x14x10 80 2/M6.11 1,2,3 BC-05 NOTES: 1. MAINTAIN MINIMUM 12" CLEAR ABOVE TOP OF BC CONTROLLER FOR MAINTENANCE ACCESS. (1) FULL 2x2 ACCESS TILE ADJACENT TO CONTROLLER SHALL BE CLEAR OF ANY CEILING DEVICES FOR ACCESS. 2. LOCATE BC CONTRLLLER PER PLAN ABOVE ACCESSIBLE CEILINGS. 3. PROVIDE REFRIGERANT PIPING SIZED TO MANUFACTURER'S RECOMMENDATION. REFER TO M6.11 FOR BASIS OF DESIGN SYSTEM SIZING. ELECTRIC UNIT HEATER SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO.TYPE AIRFLOW (CFM) ELECTRICAL PHYSICAL MOUNTING / SUPPORT CONTROL DIAGRAM / SEQUENCE NOTES MARK V/Ø TOTAL CAPACITY (KW) LxWxH (INxINxIN) WEIGHT (LBS) EUH-01 ENTRY VEST NORTH ENTRY VEST NORTH QMARK AWH4507F RECESSED 100 277/1 4.8 20x16 30 WALL 1/M9.03 1,2 EUH-01 EUH-02 ENTRY VEST EAST ENTRY VEST EAST QMARK AWH4307F RECESSED 100 277/1 1.5 20x16 30 WALL 1/M9.03 1,2 EUH-02 EUH-03 STAIR STAIR QMARK AWH4507F RECESSED 100 277/1 4.8 20x16 30 WALL 1/M9.03 1,2 EUH-03 EUH-04 SPRINKLER/ MECH ROOM SPRINKLER/ MECH ROOM QMARK / HBB758 BASEBOARD - 208/1 0.75 34x4x9 25 WALL 1/M9.03 1 EUH-04 EUH-05 ENTRY VEST SOUTH ENTRY VEST SOUTH QMARK AWH4307F RECESSED 100 277/1 1.5 20x16 30 WALL 1/M9.03 1,2 EUH-06 EUH-06 FUTURE OFFICE W FUTURE OFFICE W QMARK / MUH 05-41 HORIZONTAL 800 480/3 5.0 14x8x16 30 WALL 1/M9.03 1 EUH-06 EUH-07 FUTURE OFFICE E FUTURE OFFICE E QMARK / MUH 05-41 HORIZONTAL 800 480/3 5.0 14x8x16 30 WALL 1/M9.03 1 EUH-07 EUH-08 MAINTENANCE STORAGE 201 MAINTENANCE STORAGE L2 QMARK / MUH 03-41 HORIZONTAL 350 480/3 3.0 14x8x16 30 WALL 1/M9.03 1 EUH-08 EUH-09 LOW ROOF ACCESS VEST LOW ROOF ACCESS VEST QMARK AWH4307F RECESSED 100 277/1 1.5 20x16 30 WALL 1/M9.03 1,2 EUH-09 NOTES: 1. PROVIDE WITH WALL BRACKET, LOW VOLTAGE CONTROLS TRANSFORMER AND CONTACTOR FOR INTEGRATION INTO THE DDC SYSTEM. 2. PROVIDE WITH DOUBLE-POLE, SINGLE THROW ON/OFF SWITCH OPTION TO BE MOUNTED ON THE BACK BOX FOR POSITIVE DISCONNECT OF POWER SUPPLY. SWITCH TO BE COMPLETELY CONCEALED BEHIND THE FRONT GRILLE PANEL. AIR DEVICE SCHEDULE MARK MANUFACTURER / MODEL NO. SUPPLY / RETURN / EXH DESCRIPTION TYPE (BORDER TYPE) NECK SIZE (LxW) (IN) FACE SIZE (LxW) (IN) AIRFLOW RANGE < 25 NC FRAME TYPE FINISH MATERIAL ACC. NOTES MARK A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 6" DIA 24x24 0 - 150 1 WHITE STEEL 4 WAY 1 A A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 8" DIA 24x24 170 - 220 1 WHITE STEEL 4 WAY 1 A A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 10" DIA 24x24 250 - 350 1 WHITE STEEL 4 WAY 1 A A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 12" DIA 24x24 375 - 475 1 WHITE STEEL 4 WAY 1 A A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 14" DIA 24x24 500 - 650 1 WHITE STEEL 4 WAY 1 A B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 6" DIA 12x12 0 - 150 1 WHITE STEEL 4 WAY 1 B B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 8" DIA 12x12 0 - 220 1 WHITE STEEL 4 WAY 1 B B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 10" DIA 12x12 250 - 450 1 WHITE STEEL 4 WAY 1 B F TITUS 8R RET/EXH EGGCRATE RETURN GRILLE HARD OR LAY-IN 10x10 12x12 UP TO 450 1 WHITE ALUMINUM PFA 2 F F TITUS 8R RET/EXH EGGCRATE RETURN GRILLE HARD OR LAY-IN 22x10 24x12 UP TO 700 1 WHITE ALUMINUM PFA 2 F F TITUS 8R RET/EXH EGGCRATE RETURN GRILLE HARD OR LAY-IN 22x22 24x24 UP TO 1600 1 WHITE ALUMINUM PFA 2 F F TITUS 8R RET/EXH EGGCRATE RETURN GRILLE HARD OR LAY-IN 22x46 24x48 UP TO 3000 1 WHITE ALUMINUM PFA 2 F G TITUS 300RL SUPPLY DBL DEFLECTION SUPPLY GRILLE SIDEW ALL PER PLANS - - 1 WHITE STEEL 3 G J TITUS 33RL RET/EXH HEAVY DUTY RETURN GRILLE SIDEWALL SIDEWALL - - 1 WHITE STEEL 3 J NOTES: 1. ADJUSTABLE DISCHARGE, PLASTER TRIM. 2. WITH PLASTER FRAME. 3. PROVIDE WITH FACTORY CUSTOM COLOR FINISH. COORDINATE COLORS WITH ARCHITECT. HEAT RECOVERY UNIT HEAT EXCHANGER SCHEDULE MARK ASSOCIATED DOAS UNIT TYPE HEAT EXCHANGER HP V/Ø MARK SUPPLY (CFM) EXHAUST (CFM) MAX APD (IN WC) MAX FV (FPM) W SA EAT (DEG F) W SA LAT (DEG F) W EA EAT (DEG F) WINTER EFF. (%) S SA LAT (DEG F) S SA LAT (DEG F) S EA EAT (DEG F) SUMMER EFF. (%) HX-DOAS-01 DOAS-01 HEAT WHEEL 2,020 2,020 1.04 440 19.5 52.5 70.0 69.2 82 80.5 75 70.1 1/2 480/3 HX-DOAS-01 HX-DOAS-02 DOAS-02 HEAT WHEEL 2,460 2,460 1.17 413 19.5 52.5 70.0 69.2 82 80.5 75 70.1 1/2 480/3 HX-DOAS-02 HX-DOAS-03 DOAS-03 HEAT WHEEL 2,510 2,620 1.17 413 19.5 52.5 70.0 69.2 82 80.5 75 70.1 1/2 480/3 HX-DOAS-03 GENERAL NOTES: 1. REFER TO DOAS UNIT SCHEDULE FOR APPLICABLE NOTES 2. HEAT WHEEL IS POWERED BY DOAS UNIT SINGLE POINT ELECTRICAL CONNECTION . 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 M6.02 MECHANICAL SCHEDULES BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 M6.11 1 SCALE: NONE DIAGRAM - HP-04 REFRIGERANT RISER DIAGRAM M6.11 2 SCALE: NONE DIAGRAM - HP-05 REFRIGERANT RISER DIAGRAM 1. E1AAA P2M212:11: . 2 SF6 C1 :: . : 12. 1 FC11LO FS2A 1:12 2. 1 FC1CCSLO EMP OFFCECONF FSA : .6 FC1LO SO FSA 1:12 . 2 FC1ACSLO NO FS12A P 1.1 1.2 1. 1. 1. 1.6 : 1.6 2 FC1ALAE CONFEENCE OOM WES FS2A 1. SF6 C2 :: 2. 1 : 6.2 FC1LAE CONFEENCE OOM EAS FS2A 1:12 1. FC1CAS CONN FSA 1:12 1. FC11PAC OOM FSA 1:12 2. FC112MOES OOM FSA 1. 1. 1.1 1.11 1.12 : 6.1 FC1EA OOM FS2A 1.1 1:12 1. FC12OFFCECONF OOM FSA 1.1 E216AAA P2M2:11:11 6.1 1 SF6 C :: 2. 1 1:12 2. FC11OPEN OFFCE FLEAMN NO FS1A 1:12 1. FC11AOPEN OFFCE FLEAMN SO FS12A 1:12 .2 FC11COPEN OFFCE FLEAMN EAS FS12A 1:12 2. FC116OFFCE CONF OOM FSA P 2.1 2.2 2. 2. 2. 2.6 1:12 22. FC11CONF OOM FSA 2. SF S 12:11: . 1:12 1. 2 FC1MENS LOCE OOM FS1A 1:12 16. 2 FC1WOMENS LOCE OOM FS1A : . FC12WELLNESS WEEPMEN FS2A : 2. 2 FC121CEW OOM SO FS2A 2. 2.1 2.11 2.12 2.1 FC121ACEW OOM NO FS2A 1:12 6. 2 FC11OFFCECONF OOM FSA 2.16 P2M2 SF6 S :: 1. 1 : . FC1WELLNESS AEOCS FSA 1:12 2. 1 FC11OPEN OFFCE ENES SO FS1A 1:12 2.2 1 FC11COPEN OFFCE EN EMP OFFCECONF FSA 1:12 2. FC11AOPEN OFFCE ENES NO FS12A 2.1 2.1 2.1 2.2 2.21 :11:11 . 1 2. : . 1 2.1 : 2. 2.1 P26A22 A C E A C E F A C F A C E A C SEE NOES 1.EFEAN PPE SN AN AN SOWN S ASE ON ASS OF ESN MANFACE SN EEMENS AN NENE O LLSAE SSEM PPN LAO ONL. SON 2 SALL POE PPE SES AN AN EE FO FNAL EPMEN LAO AN SE PE SELECE MANFACES ECOMMENAONS AN EEMENS. SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 EFEAN SE AAM M6.11 12122 S C M.1 1 SCALE: NONE DETAIL - PIPE PENETRATION THROUGH ROOF M.1 2 SCALE: NONE DETAIL - DIFFUSER CONNECTION NOES: 1.NSALL PE MANFACES EEMENS AN SMACNA ECOMMENAONS. 2.SE S EAL N LE OF ESCE CELN SPPL FFSE PLENM EA CONNECON EAL F SPACE S AALALE. FNSE CELN AAC FLELE C O CELN FFSE COLLA W CLAMP P FASENES ON FO SES EA ON C COLLA W CLAMP P MNMM 212 C AMEE AS SEE WS FO C SE P OLME AMPE LOCAON AS SPECFE O SOWN SESMC ESAN SECE O OP CO OF SS O OS SCE P C SPPO SECE O OP CO OF SS O OS SCE P FLELE C SPPO AS SPECFE. SECE O OP CO OF SS O OS SCE P FLELE C SEE WS FO SE CELN FFSE SPPL A C SEE WS FO SE AN CON M.1 SCALE: NONE PLENUM HEAD CONNECTION DETAIL - RESTRICTED CEILING SUPPLY DIFFUSER NOES: 1.NSALL PE MANFACES EEMENS AN SMACNA ECOMMENAONS. 2.SE ECAL C CONNECON. .FLE C SALL E LME N LEN AS SPECFE WEE SPACE ALLOWS OONAL FO ESCE CELN SPACE ONL. .PLENM O SALL E SAME SE AS LLE. .NCEASE O E FO CLEAANCES OF OE EPMEN. 6.POE SONLNE C AS SPECFE O SOWN ON AWNS. WEE SONLNE C S NO ALLOWE POE SEE MEAL O FLL SE OF LLE. CL SPO WEL 1 FLANE OF PEFOAE SEE MEAL E O O SES OF PLENM O 16 ON 1 SAEE CENES PEFOAE SEE MEAL E FEE AEA OONAL SPPL A C CONNECON NO C SE SALL E E SAME AS CELN FFSE NEC SE SONLNE SEE MEAL PLENM O S CELN FFSE NOMNAL NEC MENSONS 2 SESMC ESAN SECE O OP CO OF SS O OS SCE P NSLAE FLELE C NSALLE W NNE C SECE A AE P SLAC MA LEN 2 FLELE C SAP ANE A MPON OF LEN C SPPO SECE O OP CO OF SS O OS SCE P MN OF COLLA NLE FASENES ALL SES 2 SEAL A CELN FFSE FNSE CELN OLME AMPE LOCAON AS SPECFE C SPPO 2 PE PLENM O SECE O OP CO OF SS O OS SCE P ENEAS A C SEE WS FO SE AN CON M.1 SCALE: NONE DETAIL - CEILING RETURN/EXHAUST GRILLE NOES: 1.NSALL PE MANFACES EEMENS AN SMACNA ECOMMENAONS. 2.SE ECAL C CONNECON. .FLE C SALL E LME N LEN AS SPECFE WEE SPACE ALLOWS OONAL FO ESCE ONL. .PLENM O SALL E SAME SE AS LLE. .NCEASE O E FO CLEAANCES OF OE EPMEN. 6.POE SONLNE C AS SPECFE O SOWN ON AWNS. WEE SONLNE C S NO ALLOWE POE SEE MEAL O FLL SE OF LLE. SONLNE SEE MEAL PLENM O NSLAE FLELE C NSALLE W NNE C SECE A AE P SLAC MA LEN CELN ENEAS LLE PLENM O SPPO 2 PE PLENM O SECE O OP CO OF SS O OS SCE P OLME AMPE LOCAON AS SPECFE FLELE C SAP ANE A MPON OF LEN C SPPO SAP SECE O OP CO OF SS O OS SCE P SESMC ESAN SECE O OP CO OF SS O OS SCE P 6MN FNSE CELN ENEAS A C SEE WS FO SE AN CON EA ON C COLLA W CLAMP AN C SEALE P M.1 6 SCALE: NONE DETAIL - SIDEWALL GRILLE CONNECTION NOES: 1.POE MNMM OF SA C FOM OLME AMPE O LLE FACE NLESS NOE O NCAE OEWSE ON AWNS. 2.MAN C E SALL E EAE AN ANC C. .C NSLAON NO SOWN. POE AS SPECFE. .OPPOSE LAE AMPES AE NO ALLOWE AS PA OF LLE ASSEML NLESS OEWSE NOE ON AWNS. .MON LLE SC A LLE LAES AE PAALLEL O E FLOO. WEE LLE S NSALLE 6 AFF O E LLE LAES SALL FACE OWA CELN. ELOW 6 LLE LAES SALL FACE OWA FLOO. MAN C SEE WS FO SE AN CON C SPPO SECE O OP CO OF SS O OS SCE P SEWALL LLE FASENES P OLME AMPE LOCAON AS SPECFE ANC C SALL MAC SE OF LLE MN C AMEES C AEOFF EEL O CONCAL SA AP NO ALLOWE P MN. FNSE WALL M.1 SCALE: NONE NOT USED 6 PPN PPE NSLAON SECE OO O C W SS LA OLS MN 2 PE SE. APPL SLCONE SEALAN N OLE PO O NSEN OL P SPPO LP FLL O W EANE FOAM NSLAON P 12 MN OPENN N EC O MAC C 1 A AL SEEL OO W WAE ONS. SE SS FASENES ACEN O ELOW OOF C ASSEML. SEE AC WS OOF AN NSLAON SEE AC. WS FLASN COLLA AN SEALAN FASEN O EC . 2 COONAE SPAN EWEEN SCE NS O CANNEL O WSCAL C 2 SWA ACE NOES: LOOSE CALE SPPL C SEE SCELES FO NLE C SE C AMEES MNMM SA PMA A C PESSE NEPENEN CONOLLE FACO C A 1. SCE MA A. POE CLEAANCE O CONOLS SECON AN COL FO MANENANCE COE COMPLANCE. M.1 SCALE: NONE DETAIL - ROOFTOP PIPING SUPPORT M.1 SCALE: NONE DETAIL - SHAFT/FLOOR PENETRATIONS M.1 1 SCALE: NONE DETAIL - TYPICAL HUNG VAV BOX M.1 11 SCALE: NONE ACOUSTICAL WALLS AND FLOORS DETAIL - DUCTWORK PENETRATION OF NOES: 1.CWO PENEAON SOWN. PPN PENEAON OF ACOSCAL WALL AN FLOOS SMLA. C SECON 2 L 12 O SPACE ON EAC SE PAC L W FELASS ACOSCAL NSLAON SLEEE FOME WALL OPENN O COE LLE OPENN C ANSESE ON P MNMM 1 AE SEE MEAL FO C SECON O WALL WALL C SEAL ALL AON W ESLEN SEALAN P FE CAL P C N N SAF SEE MEAL ANLE O EEN MN 112 AOE FLOO. FLOO SLA SEE MEAL COE WEE EE 2 A NOE: ANLE AN FE CAL O POE WAE AE A PENEAONS O FLOO. FE CAL P M.1 12 SCALE: NONE (VAV) UNIT INSTALLATION DETAIL - VARIABLE AIR VOLUME CONOL ENCLOSE MN. EAN WAE COL O ELECC EAE AS SCELE ON ANC C C P CONCAL SPNN FN W P ANSON O N OLE SE EENE PLENM. SEE WS FO SE A N NOES: 1.POE SEE MEAL ELOWS O ESL N SA C O FFSE. SA SEE MEAL C A N NLE. SE O MAC N NLE SE FLE CONN P PMA A C. SEE WS FO SE AN CON MN O PE NEC EEMENS WCEE S MOE SNEN O CELN FFSE. SEE FFSE CONNECON EAL P CLEA ACCESSLE SPACE FLL E AN FLL LEN OF N O MN P 12 O 1 M.1 SCALE: NONE DETAIL - FAN COIL UNIT SEE WS FO SE AN CON P SPPO ACE P ALL EA SEEL O ANE SECE O OP CO OF SSES O ALENAE LN SCE P PE 1 AON SOLAOS P SESMC ESAN E2 O OP CO OF SSES O ALENAE LN SCE P FLE CONN P EN A SPPL A FAN COL N FLE O W ACCESS OO CELN ACCESS OO FO FAN MANENANCE AN CANN FLES. COONAE W AC P EAN O COOLN COL AS SCELE. SEE EFEAN COL PPN AAM OOFOP PPE O APPOE SACE LOCS MO MF WAL PAOAN APPOAL FOM OOFN CONACO SECE PPE O CCANNEL W PPE CLAMP SANLESS SEEL SCEWS O SECE SACE PPE SPPOS OEE SECE SAPPN. SCEWS SALL NO PENEAE O OOM OF LOCN P. SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 M7.01 MECANCAL EALS SF C 12122 M.2 2 SCALE: NONE DETAIL - ROOFTOP UNIT NOES: 1.NSALL SMOE EECOS FNSE E ELECCAL CONACO N CWO WEE NCAE ON PLANS. 2.POE ACOSCAL C LNN N EN AN SPPL CS FOM N CONNECON PE SECON 21 . .ANSON SPPL AN EN N CONNECONS O SES NCAE ON PLANS. OSA NAE SCEEN CONENSAE AN SEE COOLN COL CONENSAE AN AP EAL FACO OOF C FNSE OOF AN NSLAON SEE AC WS SONLNE SPPL AN EN CS AS SPECFE. AL O SPLAS AS N FLELE CONNECO P OAS OOFOP AC N M.2 1 SCALE: NONE DETAIL - VRF & CONDENSING UNIT MOUNTED ON ROOF NOES: 1.OP OF N SALL E LEEL WEE NSALLE ON SLOPE OOFS. F EA PMP OOO N O CONENSN NFAN A P CONENSE COL EFEAN L LNE W NSLAON AS SPECFE EFEAN SCON LNE W NSLAON PPE PENEAON OOF. SEE 1M .1. CONOL CON AON SOLAO A EAC CONE PE SECON 2 EPMEN SPPO SEE OOFOP EPMEN SPPO EAL ELEC SECE N L FLELE CON. SEE ELEC WS A ACOSCAL NSLAON EFEAN EA ECOE LNE W NSLAON AS SPECFE M.2 SCALE: NONE DIAGRAM - DUCTLESS SPLIT HEAT PUMP SYSTEM NOES: 1.WALL MONE NOO N SOWN. PPN FO WA 2WA AN 1WA CELN CASSEE NS SMLA . 2.POE CLEAANCE O WALLS PE MANFACES NSCON EEMEN. S L L L OOO N SEE NOE 2 SEE CLESS EFEAN PPN EAL NSLAE EFEAN PPN EALS CONNEC O CONENSAE PAN OLE EMNAE AN OE FLOO ECEPO W A AP O OOO AOE AE. SEE WS FO SE AN CON FLELE AN OSE NOO N. SEE NOE 1 ALL ALE P OOO N A SCAE EPMEN SPPO SEE OOFOP EPMEN SPPO EAL SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 MECANCAL EALS M7.02 12122 SF C M AFMS AFM S S A S A M S AFMS M A O CO2 OCC OCC C S CO2 POE CO2 SENSO WEE SCELE AN SOWN ON AC AWNS. O S A O M A O S OCC POE SENSO WEE SOWN ON AC AWNS. W S A AFM OCC ESCPON SMOL SMOL W ASSOCAE PONS COMMENSPON NAME MA A AO O ALAM COMMENS COMMENSPON NAME MA A AO O ALAM PON NAME MA A AO O ALAM COMMENS PON NAME MA A AO O ALAM COMMENS PON NAME MA A AO O ALAM COMMENS PON NAME MA A AO O ALAM COMMENS PON NAME MA A AO O ALAM COMMENS PONS MMESON EMPEAE SENSO WAE AFLOW MEASN SAON C EMPEAE SENSO CAON OE SENSO OCCPANC SENSO SPLA EMPEAE SENSO MOOE AMPE MOLAN ENOES AMPE NCAE ON AAM AN ESCE N SEENCE OF OPEAON. EFE O SEENCES OF OPEAON. WALL MONC MON CO2 WALL MONC MON P P PON NAME MA A AO O ALAM LN PESSE SENSO P PP A PON NAME MA A AO O ALAM COMMENS ENOES AMPE NCAE ON AAM AN ESCE N SEENCE OF OPEAON. EFE O SEENCES OF OPEAON.MMMOOE AMPE 2POSON . . CONOL EPMEN LEEN CO2CO2 CO2 CO2 M PON NAME MA A AO O ALAM COMMENS CPSC P S CPEC P SS CCLAON PMP W MOO SAEELA M C CPE CPS M POE W OA SWC. PON NAME MA A AO O ALAM COMMENS FEF SSAALE SPEE ELECONCALL COMMAE MOO M C FS ECM FSP FE FSF S FSPF S AF PON NAME A CFM A MA A AO O ALAM COMMENS S WM W M WM WM M WM FOM A SPPL A AF M WAE MEE PON NAME MA A AO O ALAM COMMENS FOM A SPPL A SNLE C PMA A A L SPS A S P SPSL PON NAME MA A AO O ALAM C PESSE SENSO L A S P A SPA L PON NAME MA A AO O ALAM COMMENS C PESSE SWC A A A S P A SPASPA COMMENS LOCAE NEA E SPPL FAN N E SPPL A C MAN. LOCAE NEA E EN OF E SPPL A SON CWO WEN A AC N S CALLN FO EAN COOLN O A FLOW.ACE AEAONS A ANALO NP A PSCAL NP O E CONOL MOLE. AO ANALO OP A PSCAL OP O E CONOL MOLE. A ANALO ALE AN NEMEAE SOFWAE PON A MA E EALE O EA ONL. EALE A AE PCALL SE O ALLOW E SE O SE A FE CONOL PAAMEE SC AS A SEPON. EA ONL A AE PCALL SE O SPLA E SAS OF A CONOL OPEAON. NA NP A PSCAL NP O E CONOL MOLE. O NA OP. A PSCAL OP FOM E CONOL MOLE. SCE SCELE NCLE A SE EALE SCELE FO S EPMEN. EN CONFE O COLLEC AN SPLA A EN LO OF S OEC. NCLE A ENN NEAL W A MNMM OF ONE SAMPLE EE SECONS. CANE OF ALE ENN CO WEE A SAMPLE S AEN EE ME E ALE CANES MOE AN A SEEFNE MNMM S AN ACCEPALE ALENAE. ALAM CONFE E CONOL SSEM O ENEAE AN ALAM WEN S OEC ECEES SE EFNALE LMS AS ESCE N E SEENCE OF CONOLS. NOE: POE ALL OF E AOE AS ACNE OECS. AE PCALL SE O SPLA E SAS OF A CONOL OPEAON. SE O SE A FE CONOL PAAMEE SC AS A SEPON. EA ONL EALE O EA ONL. EALE AE PCALL SE O ALLOW E NA ALE AN NEMEAE SOFWAE PON A MA E CO CANE OF ALE OF A NP PON. SFS FC SFSP SFE SFF F F SS SFE F F S SFSP F F F F F N POE NEWO CONNECON AN MAPPN FO F. SFFM F S SFS F PON NAME MA A AO O ALAM COMMENS FAN W AALE FEENC E FS MC F S F SS F F F FS FE FE FAN W MOO SAEELA PON NAME MA A AO O ALAM COMMENS S M S FLA PLAE SENSO S M PON NAME MA A AO O ALAM COMMENS PON NAME MA A AO O ALAM COMMENS SW S OO SWC ECM NO2 C M S CO PON NAME MA A AO O ALAM COMMENS CAON MONOE NOEN OE SENSO CO NO2CO NO2CO N S NO2 ENEAL NOE: ALL NAL PONS AE AWE NLESS NOE OEWSE. ACNE AN MOS NEAE PONS AE NOE AS SOFWAE PONS. ALL PONS SALL E SPLAE ON APC SE NEFACE NLESS OEWSE NOE. ALL PONS SALL E ENE NLESS OEWSE NOE. PON NAME MA A AO O ALAM COMMENS MSWS MECANCAL SWC ME OLE MSW M M SWSWSW SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 M9.01 MECANCAL CONOLS AN SEENCES SF C 12122 SMOL SMOL W ASSOCAE PONS PONSESCPON CONOL EPMEN LEEN POWE MONON NEWO NEFACE PON NAME MA A AO O ALAM COMMENS C P A C P C P C C N A C CA AN N CN P W A P A P F F E W POWE MONON NEFACE POWE MONON NEWO NEFACE C NEAON PA A P C S P ENEAL NOE: ALL NAL PONS AE AWE NLESS NOE OEWSE. ACNE AN MOS NEAE PONS AE NOE AS SOFWAE PONS. ALL PONS SALL E SPLAE ON APC SE NEFACE NLESS OEWSE NOE. ALL PONS SALL E ENE NLESS OEWSE NOE. SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE ENEAO MONON NEWO NEFACE PON NAME MA A AO O ALAM COMMENS ENEAO MONON NEFACE ENEAO MONON NEWO NEFACE C NEAON SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE P P P C P A P P P P W F S C S S NOE: COONAE EAC ALAM AN MONON NEAON PONS O E SPLAE ON APCS W OWNE. SMOL SMOL W ASSOCAE PONS PON NAME MA A AO O ALAM COMMENS PONS E E PON NAME MA A AO O ALAM COMMENS WEW E WSW S M PON NAME MA A AO O ALAM COMMENS WEW E WAE EAES EA ECOE WEEL ESCPON ELECC N EAE EA ECOE WEEL EA ECANE WAE EAE E MWE WS WE WAE EAES EA ECOE WEEL OOM A SPPL A PON NAME MA A AO O ALAM COMMENS OO A OO A COC S OOO SENSO AA O O CO2 OOM A SPPL A EOO A E S F EA PMP CONOL PANEL PON NAME MA A AO O ALAM COMMENS CLESS EA PMP SPL SSEM WAE EAE NEFACE WAE EAE NEFACE CONOL EPMEN LEEN C . C EEO WALL CO2 EEO WALL CO2 PON NAME MA A AO O ALAM COMMENS SPAS P A S SMP PMP MONON SPA SMP PMP ALAM OP EMNAL SMP PMP ALAM OP EMNAL POE W OA SWC. ENEAL NOE: ALL NAL PONS AE AWE NLESS NOE OEWSE. ACNE AN MOS NEAE PONS AE NOE AS SOFWAE PONS. ALL PONS SALL E SPLAE ON APC SE NEFACE NLESS OEWSE NOE. ALL PONS SALL E ENE NLESS OEWSE NOE. PON NAME ALAM ONOFF L O M F S E C F S L M. C S S C C L L O 2 S A O M P A AO O L S S MA AALE EFEAN FLOW F SSEM C NEAON F MANFACE CONOL PANEL F MANFACE CONOL PANEL COMMENS SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE SOFWAE NOE: COONAE EAC ALAM AN MONON NEAON PONS O E SPLAE ON APCS W OWNE. CELN FAN PON NAME MA A AO O ALAM COMMENS CFSPC F S CFSC F S M CELN FAN CELN FAN CFSC CFSPM EA PMP CONOL PANEL C NEAON SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 MECANCAL CONOLS AN SEENCES M9.02 SF C 12122 C : . : . F . F. A : L : F .. OOM A SPPL A FLA PLAE SENSO M. 1 SCALE: NONE ELECTRIC UNIT HEATER S SPPL A OCCPANC SENSO C: E . P . O: A . A . F C: CO2 : O C : CFM A S CO2 1 .. O E C : W AN CFM A S . O S S O N O S : CFM A S. S A 1 . .. S : A : : .. L : .. NOE 1 SECON 2 EMPEAE SENSO SAE W F FAN COL N S S ONE. NOE 2 POE OCCPANC SENSO WEE SENSO SOWN ON ELECCAL AWNS. NOE POE WEE SOWN ON AC AWNS. FOM OAS A EMOSA NOE 1 NOE 2 M.SCALE: NONE VAV UNIT - DOAS WALL MONE CO2 SENSO WEE NCAE NOE OCC SNLE C PMA A A W S C: . W C . . F .. C P: . 1 . P 1F . . A . P 1 : C P F: C . C P : C . W S S: . 1F 11 . W M: : · WS. · WC. A . P 1 · W S : 1F . 12F . ·L W S : 1F . 1F. . ·L W : 1F . F. . OMESC O WAE ECC OMESC O WAE COL WAE WAE EAES WAE EAE NEFACE N: 1. P . M CCLAON PMP NOE 1 OMESC O WAE ECCLAON EMPEAE WC OMESC O WAE SPPL EMPEAE WS M. 2 SCALE: NONE ELECTRIC WATER HEATERS M.SCALE: NONE EXHAUST AND RETURN AIR VAV UNITS C S: : · O M: . · M: . O S: . . F C L: W A . A CFM . . C A CFM A CFM . S A 1 . .. O OAS AEAS A SNLE C PMA A EAS A SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 MECANCAL CONOLS AN SEENCES M9.03 SF C 12122 M. 1 SCALE: NONE DUCTLESS - HEAT PUMP/AC UNIT SPLIT SYSTEM SECON 2 EMOSA NOO AC N EA PMP M SF CONOL PANEL EN A SCAE A OOO C N M. 2 SCALE: NONE MULTI-ZONE DOAS AIR HANDLING UNIT C: O . A . O S: . M : . . : O: A . OSA . E: A . . : . . O: . . E: . . : O E . F . M W: O E . S . M C: O E . F . . W O O: F. . O E O E . . O F .. A F . O F . E F. 1 .. O E . O E . 2F. 2 F. . O E O E . . F. . O E O E . . F S C F . 1 . O E O E . . . P C . A : W F: C . S F: . . . A : · S F F: C . S A S P C: . .. S F: . . . A : S F F: C . S A S P C: . 2 .. . 1.2 2 . A . 1. 2O .. A 1. 2O .. E F: P E E . A : E F F: C . E F S OAS2: . . . A . E A S P C OAS1 OAS: . 2 .. . . 2 . A . 1.2 2O .. A . . 2O .. F P C : . . . . : O 6F .. AN . AN . : O 6F .. AN . AN . AN . S A S: 2 F . 2 F . . . 6F .. A F .. P . C A . M A : . A : . S A : . E A : . ECM ECM SPPL A M SF M M EF OSE A EAS A ECOE WEEL ENE LL N.O. N.C. N.C. M M M N.C. N.C. C AMEES EAS A AMPE E OSE A AMPE O EAS A PASS AMPE E OSE A PASS AMPE E ECCLAON AMPE SPPL A EMPEAE SENSO SPPL FANSPPL A EMPEAE SENSO EAS FAN EAS A EMPEAE SENSO SPPL C LM PESSE SWC SPPL C PESSE SENSO SECON 2 SALL POE ALL EE WN FO F SSEM C S: E . P . · O M: : · A F . · A F . . · M : : · A F . . · A 6F . . · M : : · A F . . · A 6F . . A : · : .. · L : .. S A: F . C. O S: . . O: A . A . EN A SPPL A F EA PMP P NEO F FAN COL N FC F : C F F AC . A AC C F . P F F . . F C : . . . : · O 6F .. · AN . · AN . · AN . : · O 6F .. · AN . · AN . · AN . F S: . C S: . S F S: F C . . . . AN PE PLAN AN PE PLAN F AC MANFACE CONOLLE SECON 2 SALL POE ALL EE WN FO F SSEM M.SCALE: NONE VRF SYSTEM HEAT PUMP CONDENSING UNITS (HP) AND INTERIOR FAN COIL UNIT (FCU) NOE 1: SECON 2 SALL POE ALL CONOL WN FO F EA PMP A CONOL PANEL F OOO N ELECONC EPANSON ALE AN EMSOS. COONAE EAC EEMENS W MANFACE. NOE 2: AWE NPOP PONS FOM SECON 2 C CONOLLE. COONAE W F MANFACE FO EAC PONS AN ANES. F A CONOL PANELNOE 1 NOE 2 F ELECONC EMSOS EPANSON NOE 1 NOE 1 EN A EMPEAE SENSO F MANFACE CONOL PANEL EN A L LAFM NOE NOE P NOE NOE : POE EAS C PESE SENSOS FO OAS1 AN OAS SSEMS. AFM NOE NOE : POE CWO AFLOW MEASN SAONS FO OAS1 AN OAS SSEMS. NOE 1 SECON 2 EMPEAE SENSO. NOE 2 POE OCCPANC SENSO WEE SENSO SOWN ON ELECCAL AWNS. OCCPANC SENSO NOE 1 NOE 2 OCC NOE : POE LN SAC PESSE SENSO FO OAS1 AN OAS SSEMS. C C: . C : A F . . A F . . A : : .. L : .. SECON 2 EMOSA SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 MECANCAL CONOLS AN SEENCES M9.04 SF C 12122 M. 1 SCALE: NONE ENERGY METER MONITORING M. 2 SCALE: NONE OUTSIDE SENSING S O C . C . M.SCALE: NONE ALARM ANNUNCIATION M.SCALE: NONE LIGHTING CONTROL M.SCALE: NONE RECEPTACLE CONTROL POWE MONON NEWO NEFACE SMP PMP ALAM OP EMNAL EEO WALL CO2 N: P . C 2 2 1 . O A C: . . O . C C: . . C . O A : . . C : CO2 . . A : A. S F: S . CO2 . F . . M. 6 SCALE: NONE ELECTRICAL LOAD SHED S O: C . S 2 . . P C . P . S 262. C . . S 2 LE 2 . . S 2 C S O: P AC M . C 26 . S O: C . S 2 . C S 262 . P C . P . S 262. C . S 2 . . C . C . ENEAO MONON NEWO NEFACE M.SCALE: NONE GENERATOR MONITORING E M S M: C . C . P 26. . C C S 261. C 26 . P : . P . P W 1 . : . . L: . . . . · L 1: P .. · L 2: P .. · L : P .. S O: E C . O W L S S CEC . P C . . M C . SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 MECANCAL CONOLS AN SEENCES M9.05 SF C 12122 WH ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 SP-01 CONF ROOM 115 6"W POC. SEE CIVIL FOR CONTINUATION. I.E. = 129.0' 4"RL POC. SEE CIVIL FOR CONTINUATION. I.E. = 132.0' 4"RL POC. SEE CIVIL FOR CONTINUATION. I.E. = 132.0' 2-1/2"CW POC TO WAREHOUSE. SEE CIVIL FOR CONTINUATION. I.E.=131.0' 6"RL POC. SEE CIVIL FOR CONTINUATION. I.E.=132.0' FFE=135'-0" 2"W UP TO FD 4"W UP 2"V UP 4"W UP 2"V UP 2"W UP TO FD 2"W UP 2"W UP 4"RL UP 2"W UP TO FD 2"W UP 4"W UP 2"V UP 2"W UP TO FD 4"W UP 2"W UP 2"V UP 2"W UP TO FD 2"W UP TO FD 2"W UP TO FD 2"V UP 2"W UP 2"W UP 2"V UP 2"W UP 3"W UP 2"W UP 4"RL UP 4"RL UP 4"RL UP 9,630 SF ROOF AREA 3,175 SF ROOF AREA 6,430 SF ROOF AREA 3"W UP 2"W UP TO FD 2"W UP 2"W UP 4"W UP (TYP 5) 4"W UP TO FCO 4"W UP TO WCO 4"W UP TO WCO 2"W 2"W C.9 D E F G H J K 2 4 6 8 C.8 1 CBA 3 5 7 6"W UP TO TEST DRAIN 2"W UP 2"W UP2"W UP 6"W 2"W 3"W 2"W 6"W 4"W6"W 4"RL UP 4"RL UP 6"W 2"CW POC TO FUTURE GUARDHOUSE. SEE CIVIL FOR CONTINUATION. I.E.=131.0' 2"CW POC TO HEATED PARKING. SEE CIVIL FOR CONTINUATION. I.E.=131.0' 3"CW POC TO DOMESTIC SERVICE. SEE CIVIL FOR CONTINUATION. I.E.=131.0' 4"RL UP 4"RL 4"RL 3"RL UP 4"W UP TO FS 6"W UP TO AG-1 2"W UP TO AG-1 2"W 2 P7.02 2"PW DN TO SP-01 4"W UP TO FCO 4"W UP TO WCO 4"RL UP 2"W UP TO FCO 3"RL UP 3"RL UP 3"RL UP 1 1 3"RL UP 4"W UP TO FCO 2"W UP TO FCO 2"V UP 2"W UP TO FCO 4"W 7 P7.01 REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. SEE CIVIL DRAWINGS FOR CONTINUATION OUTSIDE OF BUILDING. SLOPE ALL WASTE AND VENT PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. SLOPE ALL RAIN LEADER AND STORM DRAIN PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. SLOPE SHALL BE UNIFORM IN PITCH THROUGHOUT PIPING SYSTEM. PLUMBING FIXTURES AND FLOOR PLAN ABOVE ARE SHOWN ON FOUNDATION PLAN FOR REFERENCE. INVERT ELEVATIONS ARE SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL COORDINATE FINAL INVERT ELEVATIONS IN THE FIELD WITH CIVIL CONTRACTOR. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS SHALL BE SERVED FROM THE CLOSEST TRAP PRIMER. SEE STRUCTURAL DRAWINGS FOR PIPE SLEEVE DETAILS AT FOOTINGS AND GRADE BEAMS FOR PIPE ROUTING THROUGH STRUCTURE. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. 7. 8. CONNECT CANOPY RAIN LEADER TO CIVIL STORM DRAINAGE. COORDINATE EXACT LOCATIONS WITH CIVIL. TYP ALL CANOPY DRAINS. 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 P2.00 PLUMBING FOUNDATION PLAN BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 PLUMBING FOUNDATION PLAN N TRUE WH ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 MS-1 EW-1 HB-1 HB-1 HB-1 HB-1 HB-1 HB-1 2"FD-1 2"FD-1 2"FD-1 LV-2 DWCP-01 DF-1 DF-1 DF-1 CORRIDOR 123 1 1/2"HW 1"HW 1 1/2"CW 1"HW 1 1/2"HW 4"ORL UP 4"RL UP 4"RL UP 4"ORL UP 4"ORL UP 4"RL UP EWH-01 SS-2 CONF ROOM 115 SS-3 SS-1 IH-1 ON-1 ON-1 ON-1 ON-1 ON-1 4"ORL UP 4"ORL UP 4"RL UP TP-1 1 TP-1 2"FD-1 6"FIRE SPRINKLER TEST RECEPTOR FIRE SPRINKLER RISER DOMESTIC WATER ENTRANCE SB-1 4"ORL UP 4"RL UP 4"RL DN 4"RL UP 4"ORL UP 4"RL UP/DN 4"ORL UP 4"RL DN 2"FD-1 WC-2 LV-2 2"FD-1 WC-2 LV-1 LV-1 WC-2 2"FD-1 WC-1 2"FD-1 UR-1 WC-1 2"V 2"V 1 1/2"HW 2"CW 1 1/2"HW 1"HW 2"V 3"V SH-2 SH-1 1/2"CW UP FCO WCO C.9 D E F G H J K 2 4 6 8 C.8 1 CBA 3 5 7 WC-2 4"RL UP 4"RL DN SB-1 2"W UP TO FD-1 2"W UP TO FD-12"V UP/DN 3/4"CW UP TO HB 2"CW DN 2-1/2"CW DN 3"CW DN 3"V 4"ORL UP 4"ORL UP 4"RL DN 4"ORL DN4"RL UP 4"RL DN 4"RL DN 4"RL DN4"ORL DN 4"ORL DN 3"RL UP/DN 3"ORL UP 3"RL UP 3"RL DN 3"RL UP 3"ORL UP AG-1 AG-1 2 2"PW FROM ELEVATOR SUMP PIT 1"C 1"C 1"C 1"C 1"C 1"C 3 3"VTR 3/4"CW UP 1"C 1"C 4"ORL DN 2 1"C 4"FS-1 ON-1 4"RL UP 4"ORL DN FCO3"RL DN 3"RL UP/DN 3"RL UP/DN 3/4"C 3/4"C 1"C AC-02B AC-02A AC-03A AC-03B 1"C AC-01 FCU-143A FCU-101 FCU-143B FCU-109 FCU-113 FCU-112 FCU-103B FCU-107 FCU-115 FCU-116 FCU-118A FCU-118B FCU-118C FCU-121A FCU-121B FCU-137 FCU-128 FCU-133 FCU-134 FCU-141B FCU-141A FCU-142 FCU-103A 4 4 5 5 ON-1 ON-1 ON-1 ET-01 ACCP-03ACCP-02 ACCP-01 6 6 6 7 FCU-143C FCU-141C 1"C FCU-119 4 4 4 2"V UP 2"V UP 3/4"C DN EUH-04 1"C DN 2 1/2"CW3"V UP 2"V UP 3"W UP FCO FCO FCO 3"V 3"V UP 7 P7.01 10 P7.01 5 P7.01 (TYP) 1 P7.01 5 P7.02 (TYP) 5 P7.02 (TYP) 8 8 REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. SLOPE ALL WASTE PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. SLOPE ALL RAIN LEADER AND STORM DRAIN PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION VALVES FOR ALL HOSE BIBBS, TOILET ROOMS, AND FIXTURES WITHOUT STOPS (MOP SINKS, DRINKING FOUNTAINS AND SHOWERS). SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR FIXTURE SERVICE CONNECTION SIZES. PROVIDE WALL CLEANOUT BELOW EACH LAVATORY AND SINK. PROVIDE WALL CLEANOUTS FOR WATER CLOSETS AND INSTALL MINIMUM 6 INCHES ABOVE FLOOD RIM OF FIXTURES ADJACENT TO WCO. COORDINATE WCO LOCATION WITH GRAB BARS IN ADA ACCESIBLE STALLS. DO NOT ROUTE ANY PIPING OVER ELECTRICAL, IDF, MDF, OR ELEVATOR MACHINE ROOMS UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. 7. 4"W AND 3"V STUBBED UP TO SECOND FLOOR FOR FUTURE RESTROOMS. PROVIDE 2" HIGH SHEET METAL DRAIN PAN BENEATH RAIN LEADER AND OVERFLOW RAIN LEADER PIPING IN THIS ROOM. CONNECT TO 3/4"DRAIN AND ROUTE DRAIN TO TERMINATE ABOVE DOOR SWING. 2" ELEVATOR SUMP PUMPED WASTE. ROUTE TO DISCHARGE INDIRECTLY INTO MS-1. PROVIDE PVC DRAIN PIPING FOR ALL EXTERIOR CANOPY RAIN LEADER AND OVERFLOW RAIN LEADER PIPING PER SECTION 221300. ALL OTHER RAIN LEADER AND OVERFLOW RAIN LEADER PIPING SHALL BE CAST IRON. (TYP) 1"C DOWN TO WYE FITTING ON SINK TAILPIECE. PROVIDE WYE FITTING ON LAVATORY. PROVIDE AC UNIT CONDENSATE PUMP.LITTLE GIANT MODEL VCC-20 ULS, 1/30 hp, (2) INLET OPENINGS, 20 FT HD, 120V/1, WITH 3-PRONG PLUG. SUMP PUMP CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION AND WIRING REQUIREMENTS WITH DIVISION 26 & 28. REFER TO ARCHITECTURAL DRAWINGS FOR FINAL FLOOR DRAIN LOCATION (TYP). 1 REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING FIXTURES MOUNTING HEIGHTS. ROUTE HW CIRCULATION LOOP FULL SIZE IN WALL TO PUBLIC LAVATORY BRANCH RUNOUT OR BANK OF PUBLIC LAVATORIES. MAXIMUM ALLOWABLE LENGTH OF PIPING FROM LOOP TO FIXTURES PER STATE ENERGY CODE OR 2 FEET, WHICHEVER IS MORE STRINGENT. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS SHALL BE SERVED FROM CLOSEST TRAP PRIMER. PROVIDE STAINLESS STEEL LOCKING ACCESS DOOR FOR ALL TRAP PRIMERS, WATER HAMMER ARRESTORS, VALVES, ETC. LOCATED IN OCCUPIED AREAS. COORDINATE FINAL LOCATION WITH A/E. REFER TO INTERIOR ELEVATIONS ON ARCHITECTURAL PLANS. 8. 9. 10. 11. 2 3 4 5 6 7 8 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 P2.01 PLUMBING FLOOR PLAN - LEVEL 1 BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 PLUMBING FLOOR PLAN -LEVEL 1 N TRUE FUTURE OFFICE 200 MAINTENANCE STORAGE 201 STAIR 01 ST-1 STAIR 02 ST-2 CW UP TO HB 1/2"CW DN 3"V DN 4"V UP TO VTR 2-1/2"CW CAPPED FOR FUTURE TI 1-1/2"HW DN 1"HWC DN 2-1/2"CW DN MS-1 3/4"CW DN 3/4"CW TO HB-1 ON LOW ROOF 2"FD-1 2"FD-1 2"FD-1 2"FD-1 1 1 4"RL UP 4"RL DN 4"ORL UP 4"RL UP 4"RL UP 4"ORL UP 4"RL UP 4"ORL UP 4"RL UP 4"ORL UP 4"RL DN 4"VTR 4"RL DN 2"V DN 3/4"CW TO HB-1 ON LOW ROOF 4"ORL DN TP-1 EW-1 4"RL UP 4"ORL UP 4"ORL UP 4"ORL DN 3/4"CW DN 4"ORL DN 2"V DN 3"V DN 1"HWC CAPPED FOR FUTURE TI 1-1/2"HW CAPPED FOR FUTURE TI 3"V DN 4"V UP TO VTR 2 2 2 P2.02 REFER TO P.700 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. SLOPE ALL WASTE PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. SLOPE ALL RAIN LEADER AND STORM DRAIN PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION VALVES FOR ALL HOSE BIBBS, TOILET ROOMS, AND FIXTURES WITHOUT STOPS (MOP SINKS, DRINKING FOUNTAINS AND SHOWERS). SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR FIXTURE SERVICE CONNECTION SIZES. PROVIDE WALL CLEANOUT BELOW EACH LAVATORY AND SINK. PROVIDE WALL CLEANOUTS FOR WATER CLOSETS AND INSTALL MINIMUM 6 INCHES ABOVE FLOOD RIM OF FIXTURES ADJACENT TO WCO. COORDINATE WCO LOCATION WITH GRAB BARS IN ADA ACCESIBLE STALLS. DO NOT ROUTE ANY PIPING OVER ELECTRICAL, IDF, MDF, OR ELEVATOR MACHINE ROOMS UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. 7. WASTE AND VENT PIPING STUBBED UP THROUH FLOOR AND CAPPED FOR FUTURE TI (TYP). REFER TO ARCHITECTURAL DRAWINGS FOR FINAL FLOOR DRAIN LOCATION (TYP). 1 REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING FIXTURES MOUNTING HEIGHTS. ROUTE HW CIRCULATION LOOP FULL SIZE IN WALL TO PUBLIC LAVATORY BRANCH RUNOUT OR BANK OF PUBLIC LAVATORIES. MAXIMUM ALLOWABLE LENGTH OF PIPING FROM LOOP TO FIXTURES PER STATE ENERGY CODE OR 2 FEET, WHICHEVER IS MORE STRINGENT. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS SHALL BE SERVED FROM CLOSEST TRAP PRIMER. PROVIDE STAINLESS STEEL LOCKING ACCESS DOOR FOR ALL TRAP PRIMERS, WATER HAMMER ARRESTORS, VALVES, ETC. LOCATED IN OCCUPIED AREAS. COORDINATE FINAL LOCATION WITH A/E. REFER TO INTERIOR ELEVATIONS ON ARCHITECTURAL PLANS. 8. 9. 10. 11. 2 HB-1 3"ORL UP 3"RL UP 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 P2.02 PLUMBING FLOOR PLAN - LEVEL 2 BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 PLUMBING FLOOR PLAN -LEVEL 2 N TRUE SCALE:1/8" = 1'-0"2 PLUMBING FLOOR PLAN -LEVEL 2 - ENLARGED REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. REFER TO ARCHITECTURAL DRAWINGS FOR ROOFING DETAILS. MAINTAIN A MINIMUM 20 FEET BETWEEN SANITARY VENTS AND ALL OUTSIDE AIR INTAKES. NOT ALL MECHANICAL VENTS ARE SHOWN ON ROOF PLAN. REFER TO PLUMBING FLOOR PLANS FOR ADDITIONAL LOCATIONS. SHEET NOTES 1. 2. 3. HB-1 HB-1 4"RD-1 4"VTR 4"VTR 4"VTR HB-1 DOAS-03DOAS-02 DOAS-01 2 P7.02 2 P7.02 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 4"RD-1 4"ORD-1 3"RD-2 3"ORD-2 3"RD-2 3"ORD-2 3"RD-2 FUTURE DOAS 3"RD-2 3"RD-2 4"RD-1 4"ORD-1 ON-1 ON-1 4"VTR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 P2.03 PLUMBING ROOF PLAN BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE:1/8" = 1'-0"1 PLUMBING ROOF PLAN N TRUE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE MARK FIXTURE TYPE WASTE (IN) VENT (IN) RL (IN) ORL (IN) CW (IN) HW (IN) NOTES MARK WC-1 WATER CLOSET 4" 2" - - 1-1/4" - 2 WC-1 WC-2 WATER CLOSET ADA 4" 2" - - 1-1/4" - 2 WC-2 UR-1 URINAL 2" 1-1/2" - - 1" - 2 UR-1 LV-1 COUNTER-MOUNTED LAVATORY 1-1/2" 1-1/2" - - 1/2" 1/2" 2,4 LV-1 LV-2 WALL-MOUNTED LAVATORY 1-1/2" 1-1/2" - - 1/2" 1/2" 2,4 LV-2 SS-1 BREAKROOM SINK 2" 1-1/2" - - 1/2" 1/2" 1,2 SS-1 SS-2 MOTHER'S ROOM SINK 2" 1-1/2" - - 1/2" 1/2" 2 SS-2 SS-3 CREW ROOM SINK 2" 1-1/2" - - 1/2" 1/2" 2 SS-3 IH-1 INSTA-HOT - - - - - 1/2" 1 IH-1 SH-1 SHOWER 2" 1-1/2" - - 1/2" 1/2" - SH-1 SH-2 ADA TRANSFER SHOWER 2" 1-1/2" - - 1/2" 1/2" - SH-2 EW-1 EMERGENCY EYEWASH 1-1/2" 1-1/2" - - 1/2" 1/2" 4 EW-1 MS-1 MOP SINK 3" 2" - - 3/4" 3/4" - MS-1 SB-1 CW SERVICE BOX (REFRIGERATOR)- - - - 1/2" - - SB-1 DF-1 DUAL HEIGHT DRINKING FOUNTAIN/BOTTLE FILLER 2" 1-1/2" - - 1/2" - 7 DF-1 - - HB-1 WALL HYDRANT (CW EXTERIOR)- - - - 3/4" - - HB-1 HB-2 HOSEBIBB (HW&CW INTERIOR)- - - - 3/4" 3/4" - HB-2 - - FD-1 FLOOR DRAIN NOTE 5 NOTE 5 - - - - 3 FD-1 FS-1 FLOOR SINK W/ HALF GRATE NOTE 5 NOTE 5 - - - - 3 FS-1 RD-1 ROOF DRAIN - - NOTE 6 - - - RD-1 ORD-1 OVERFLOW ROOF DRAIN - - - NOTE 6 - - ORD-1 RD-2 CANOPY DRAIN - - NOTE 6 - - - RD-2 ORD-2 OVERFLOW CANOPY DRAIN - - - NOTE 6 - - ORD-2 ON-1 OVERFLOW NOZZLE - - - NOTE 6 - - ON-1 AG-1 AIR GAP DRAIN, FIXED - - - - - 6 AG-1 GENERAL NOTES: A. MAKE FINAL CONNECTION TO ALL PLUMBING FIXTURES UNLESS NOTED OTHERWISE. B. PIPE SIZES LISTED MAY BE DIFFERENT THAN THE ACTUAL FIXTURE CONNECTION. PROVIDE BRANCH PIPE OF LISTED SIZE AND ALL PIPE FITTINGS AND OFFSETS REQUIRED FOR COMPLETE INSTALLATION. C. PROVIDE FINAL CONNECTIONS TO ALL FIXTURES. D. PROVIDE WALL CLEANOUTS FOR ALL SINKS. NOTES: 1. COORDINATE ELECTRICAL CONNECTIONS WITH DIV 26. 2. ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 3. CW CONNECTION VIA TRAP PRIMER. VENT 1/2 SIZE OF WASTE OR 1-1/2" WHICHEVER IS LARGER. 4. SUPPLY HOT AND COLD WATER TO THERMOSTATIC MIXING VALVE AND EXTEND TEMPERED WATER FROM MIXING VALVE TO FIXTURE. 5. SIZE AS NOTED ON DRAWINGS. WHERE APPLICABLE, VENT SIZE SHALL BE AS NOTED ON THE DRAWING, HALF SIZE OF WASTE OR 1-1/2", WHICHEVER IS LARGER. 6. SIZE AS NOTED ON DRAWINGS. 7. PLUG INTO DIVISION 26, 120V RECEPTACLE. WATER HAMMER ARRESTOR SIZING SCHEDULE MARK SYSTEM SERVED MANUFACTURER / MODEL NO.FIXTURE UNIT SIZE DIA (IN) DETAIL / DIAGRAM REFERENCE NOTES MARK MIN MAX A-1 DOMESTIC WTR J.R. SMITH / HYDROTROL 5005 0 11 3/4 3/P7.01 1 A-1 A-2 DOMESTIC WTR J.R. SMITH / HYDROTROL 5010 12 32 1 3/P7.01 1 A-2 A-3 DOMESTIC WTR J.R. SMITH / HYDROTROL 5020 33 60 1 3/P7.01 1 A-3 A-4 DOMESTIC WTR J.R. SMITH / HYDROTROL 5030 61 113 1 3/P7.01 1 A-4 A-5 DOMESTIC WTR J.R. SMITH / HYDROTROL 5040 114 154 1 3/P7.01 1 A-5 NOTES: 1. INSTALL IN ACCORDANCE WITH PLUMBING DRAINAGE INSTITUTE STANDARD P.D.I. WH-201 OR ASSE 1010 RECOMMENDATIONS. ELECTRIC WATER HEATER SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO.TYPE THERMAL EFFICIENCY (%) TANK SIZE (GAL) RECOVERY AT 60F (GAL/HR) CONNECTION SIZES ELECTRICAL PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK WATER (IN) DRAIN (IN) V/Ø FLA TOTAL KW ELEMENTS (#) DIAxH (INxIN) WEIGHT (LBS) EWH-01 CUST/UTIL CLOSET DOMESTIC HW A.O. SMITH / DSE-120 VERTICAL, TANK 100 120 410 1-1/4 3/4 480/3 72 60 4 30x63 1500 FLOOR 1/P7.01 2/M9.03 1 EWH-01 NOTES: 1. SET AT 120°F. PLUMBING PUMP SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO.PUMP MOTOR PHYSICAL VFD (Y/N) MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK TYPE FLOW (GPM) HEAD (FT) RPM HP V/Ø LxWxH (INxINxIN) WEIGHT (LBS) DWCP-01 CUST/UTIL CLOSET DOMESTIC HW BELL & GOSSETT / PL-36 CNTRFGL INLINE 25 17 1750 1/6 120/1 12x11x5 40 N WALL 1/P7.01 2/M9.03 1 DWCP-01 NOTES: 1. PROVIDE WITH BRONZE BODY CONSTRUCTION. TRAP PRIMER SCHEDULE MARK MANUFACTURER / MODEL NO. NUMBER OF OUTLETS PIPE CONNECTIONS V/Ø REMARKS OUTLETS INLET TP PPP / PRIME-TIME 4 - 16 3/4" 1/2" 120/1 ELECTRONIC TRAP PRIMER MANIFOLD. PROVIDE WITH RECESSED MOUNT INSTALLATION IN FRAMED WALLS IN ALL FINISHED SPACES INCLUDING STORAGE ROOMS AND CUSTODIAL ROOMS, UNO ON PLUMBING PLANS. QUANITTY OF OUTLETS AS REQUIRED FOR PRIMED DRAINS PLUS 2 ADDITIONAL SPARES. DOMESTIC WATER EXPANSION TANK SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO.TYPE TANK VOLUME (GAL) ACCEPTANCE VOLUME (GAL) SYSTEM CONN (IN) PHYSICAL MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE NOTES MARK SIZE (DIAxL) WEIGHT (LBS) DET-01 CUST/UTIL CLOSET DOMESTIC HW AMTROL / ST-60VC DIAPHRAGM 25 11 3/4 16x23 175 FLOOR 1/P7.01 1, 2 DET-01 DET-02 SPRINKLER/MECHROOM 125 DOMESTIC CW AMTROL / ST-20VC DIAPHRAGM 8 3.2 3/4 12x20 110 FLOOR 10/P7.01 1, 2 DET-02 NOTES: 1. EXPANSION TANK SHALL BE DELIVERED TO THE SITE PRE-CHARGED TO SYSTEM OPERATING PRESSURE. CONTRACTOR SHALL COORDINATE PRIOR TO ORDERING. 2. PROVIDE WITH SIESMIC BRACING. ELEVATOR SUMP PUMP SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO.PUMP MOTOR PHYSICAL VFD (Y/N) MOUNTING / SUPPORT DETAIL / DIAGRAM REFERENCE CONTROL DIAGRAM / SEQUENCE NOTES MARK TYPE FLOW (GPM) HEAD (FT) RPM HP V/Ø LxWxH (INxINxIN) WEIGHT (LBS) SP-01 ELEVATOR PIT ELEVATOR LIBERTY PUMPS / ELV 290HV ELEVATOR SUMP 50 14 3450 3/4 208/1 18x18x30 40 N FLOOR 2/P7.01 3/M9.05 1 SP-01 NOTES: 1. PROVIDE WITH OILTECTOR CONTROL AND ALARM. COORDINATE REMOTE ALARM WITH AUXILIARY CONTACTS FOR OUTPUTS TO DIV 23 DDC SYSTEM. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 P6.01 PLUMBING SCHEDULES BC SF/RR/JS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1 1 LEEL 1 LEEL 2 OOF 6W POC O CL 2 F1 1 2 F1 1 WC1 1 WC1 16 1 1 1 1 1 1 L1 1 L1 1 L1 1 L1 16 L1 16 L1 16 WC1 1 WC1 16 WC1 1 WC1 16 WC1 1 WC1 16 2 F1 1 2 F1 16 WC2 1 WC2 16 WCO F1 1 SS 121 FCO MS1 12 2 F1 12 2 F1 1 S2 11 S2 12 S1 1 S1 12 F1 12 F1 11 L2 16 2 F1 16 WC2 16 SS2 112 SS1 1 2 F1 2 2 F1 2 MS1 21 W S FO FE WCW S FO FE WC WCO W L2 1 2 F1 1 WC2 1 WCO W 6ES AN 12 2 F1 2 2 F1 2 2 F 2 F 2 F 2 F 2 F 2 F 1 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 2 F 1 F 1 F 1 F 1 F 1 F 1 F 1 F1 F 1 F 1 F F F F F F F F F F F F F F F F 2 F 2 F 2 F F 6 F 11 F F 21 F 12 F 1 F F F 1 F F 6 F F F 6 F 1 F 16 F16 F 21 F 6 F WASE P FO FE OLE OOMS ASSME 6 F FO OAL FE LOA. 2 F11 F11 F 12 F F 1 F F 6 F 1 F F 2 F F F 1 F 2 F 2 F F F 1 F 1 F F F F W W 2W 6W6W W 2W WWWW 2W 2W 2W W WW W 2 2 2 2 2 2 2 2 2 2 P6.11 1 SCALE: NONE OFFICE BUILDING PLUMBING RISER DIAGRAM 6 A 1 11 F 2 A 1 11 F 2 FCO W FCO W FCO W FCO W FCO W 2 F F SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 PLMN SE AAM P6.11 S C 12122 NOS O LAS FE SALL NO E SMALLE AN SE EE FO AESES O FES NOE: SE ALE 11 21 NFOM PLMN COE FO FE NS FO SN WAE AMME AESES O FES O .W. C.W. SPPL WAE AMME AESES PPN O LAS FE SPPL EE. POE FLL NSLAON CNESS WEEE POSSLE. OL PPE ON NSE FACE OF LN NSLAON C.W. O NPW NOE: SELEC EENSON EP O MAC WALL PPE SALL E WN NSLAE SPACE COMPESS NSLAON WEE AN W 2 AOE FLOO O AE O AS NOE ON PLAN FEEELESS WALL ACM EAE ACCESSLE LOCAON O POE ALL ALE A 1. 2. S OFF OSE ONL. NOES: 1.SLEEE NO EE F WALL S FAME. CAL O ACOSCAL SEALAN PE SPECFCAONS ON EAC EN OF SLEEE. PPE SLEEE PE SPECFCAONS. CONCEE MEAL O WOO ASSEML WALL PPE 1 O 12 AP PPE ESCCEON PLAE ON ONE O O SES WEE PPN S EPOSE. FE CAL PE SPECFCAONS ON EAC EN OF SLEEE. PPE NSLAON WEE SPECFE NONAE WALL AE WALL PPE SLEEE PE SPECFCAONS. CONCEE MEAL O WOO ASSEML WALL 1 O 12 AP NOES: 1.SPPO PPE AS SPECFE AN PE MANFACES NSALLAON EEMENS. 2.SE SOFF ALE N OPEN POSON AN EMOE ANLE. ASE SANE FE A AP FN. PPE O FLOO ECEPO W A AP FOM COL WAE SECE. SEE WS FO CON PPE SLEEE AN SEALAN. SEE SLEEE O FLOO EAL FLOO ECEPO O WASE AN EN SSEM. SEE WS FO CON PESSE AE P PESSE ELEF ALE. SE A PS. PPE FLL SE SCAE O FLOO ECEPO W A AP 2 P 6 PS NLE PS OLE 112 P 6 PS NLE 6 PS OLE OSE EN AN ALE W ACM EAE FNSE FLOO 2 O 6 AFF OMESC COL WAE O LN FES. SEE WS FO CONNAON EPANSON AN SESMCALL ACE O SCE WE SANE W OSE EN LOW OFF ALE P CW LAEL PASS ALE NOMALL CLOSE 112CW AP PME PPE. SEE WS FO CON SOFF ALE. SEE NOE 2 ECE PESSE ACFLOW ASSEML. NSALL 2 O 6 AFF A AP. SEE NEC WASE AN EAL CW CW CW NON P SOFF ALE P MAN SOFF ALE E2 PPE SLEEE AN SEALAN. EN SEE WS FO CON FNSE FLOO. EFE O ACECAL FO SLOPN EEMENS. AP AM PAP O SANA WASE SEE WS FO CON AP PME PPE FLOO AN P.1 SCALE: NONE DETAIL - WATER HAMMER ARRESTER DIAGRAM P.1 6 SCALE: NONE DETAIL - PIPE SLEEVE THROUGH INTERIOR WALL P.1 1 SCALE: NONE DETAIL - COLD WATER SERVICE ENTRANCE P.1 SCALE: NONE DETAIL - FREEZE RESISTANT WALL HYDRANT P.1 11 SCALE: NONE DETAIL - FLOOR DRAIN P.1 SCALE: NONE DETAIL - INDIRECT WASTE DRAIN PPE SLEEE AN SEALAN. SEE SLEEE O FLOO EAL EN SEE WS FO CON FNSE FLOO SEE AC WS NEC WASE AN PPE P AP AM PAP O SANA SEE WS FO CON A AP PE PLMN COE AP PME PPE FLOO ECEPO 12 PMES NME AES SLOPE PPE N O APS ACM EAE CONOL ME SOLENO ALE WAE AMME AESE WAE SPPL SOLAON ALE POWE 26 NOE: 1. POE LOCN ACCESS PANEL O CONCEAL ALL COMPONENS SOWN A OCCPE SPACE LOCAONS. P.1 SCALE: NONE DETAIL - TRAP PRIMER PANEL OMESC COL WAE O OFFCE LN 2CW OMESC COL WAE O EAE PAN LN P.1 1 SCALE: NONE DIAGRAM - FLOOR MOUNTED ELECTRIC WATER HEATER NOES: 1.SEE AWNS FO PPE SES AN CONNAON. 2.ALES SENSOS PMPS EPANSON AN AN SMLA EMS SALL E ACCESSLE FO MANENANCE AN NSPECON PE MANFACES ECOMMENAONS AN A EEMENS. .POE PPE FN 2. MES LAE AN SECE PPE W A ELMNAO CONNECE O OP OF FN AS ECOMMENE MANFACE. .POE PPE FN 2. MES LAE AN SECE PPE W A ELMNAO CONNECE O OP OF FN AS ECOMMENE MANFACE. WAE AN PAN LP LAE AN WAE EAE FOOPN ALL AON EMPEAE AN PESSE SAFE ELEF ALE. PPE FLL SE SCAE O FLOO ECEPO W A AP. SEE WS EMOMEE P EPANSON AN SESMCALL ACE O WALL SCE 1 NSLAON PA S EMPEAE SENSO P S CCLAON PMP PPE FLL SE AN FOM AN PAN O FLOO ECEPO W A AP. SEE WS FO SE AN CON EMPEAEPESSE ES PO P EA AP 12 MNMM 1 MAMM P P WC OSEEEPN PA. SEE SCAL W CW AN WC PPES. SEE WS FO SE AN CON P MANAL A ELMNAO ALE. SEE NOE FNSE FLOO PPE FLL SE AN FOM WAE EAE O FLOO ECEPO W A AP. SEE WS FO SE AN CON ACM ELEF ALE. NSALL AOE WAE EAE SOFF ALE P NON P CW W SOFF ALE NC ELECC WAE EAE SESMCALL ACE O WALL SCE CEC ALE N OONAL POSON P OSE W ACM EAE AN CAP P.1 2 SCALE: NONE DETAIL - ELEVATOR SUMP PUMP ALAM ELEC AN CONOL PANEL POWE SPPL. SEE ELEC WS PMPE WASE SMP FLOO NOES: 1.POE NOOOOO NEMA PMP CONOL PANEL ENCLOSE. 2.SEE SMP PMP SCELE FO MOE NFOMAON. .SE W COPPE FNS FO PMPE WASE PPN N ELEAO PSAF. 26 SALL LOCAE WN EWEEN CONOL PANEL AN SMP N CON. EMNAE CON N NCON O A WALL OF SMP. NONSLAM CEC ALE PMP AN MOO ELEAO P FNSE FLOO L SMA SENSO MON CONOL PANEL N SOAELAN 1 2W 2 SLOPE A O WASE SSEM MOP SN PE PLANS FLL PO ALL ALE LEEL O 1 FNSE FLOO EMOE CELN MN LEEL 1 FNSE FLOO POE SECE COE FO SMP LEEL W E P FLOO SEE WS FO CON W NCLN AP AM. ENE AN PME. C PPE A EEE ANLE O PEEN SPLASN P.1 SCALE: NONE DETAIL - SPRINKLER TEST/DRAIN RECEPTOR NOES: 1.POE FESOPPN WEE FLOO S AE ACECAL PLAN. SPNLE AN POE ALANE FEE AEA WE MES ASE FLOO AP PME ECE SEAL WAE PE SPEC EN SLOPE N PPE SLEEE P 6 WASE PE FLOO PLAN AWNS SPPO P SANPPE NO COPLN O 6 212 6 P.1 SCALE: NONE DETAIL - AIR GAP DRAIN 1 EN. SEE WS FO SE AN CON AN OLE FE A AP FN ACCESS OO AP PME PPE SEE WS FO SE O SANA SEWE SSEM. SEE WS FO SE AN CON OMESC COL WAE O WAEOSE OMESC COL WAE O FE AOSE LN.CAP FO FE CONNECON. P.1 12 SCALE: NONE DETAIL - INSULATED PIPE HANGER PPE ANE EAE O AAC O SCE PPE. SEE WS FO SE AN CON P NSLAON NSE NSLAON NSLAON SEL EWEEN ANE AN NSLAON P O CENELNE OF PPE AS SPECFE12 MN MN SANE SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 PLMN EALS P7.01 SF C 12122 P.2 SCALE: NONE DETAIL - LOCAL THERMOSTATIC MIXING VALVE NOES: 1.POE NESN POECON FO ACCESSLE FES. EMOSAC MN ALE SE O 11F OLE EMPEAE ALPECE AN PAP OFFSE ALPECEPAP AS SPECFE EMPEE WAE FNSE CONE W SPPL W LOOSE E SOP FNSE FLOO SPPL SE P FE CW SPPL W LOOSE E SOP FACE WAE EAE WE 1 AE SEMCCLA SEEL EAE SAP. OL WO W OLS NS WASES PCAL 2 PLACES ONE SESMCALL ACE EAE SAPS O WALL W WE 1 AE SEEL SAPS. LOCAE PPE SAP WN PPE 1 AN LOCAE LOWE SAP WN LOWE 1 OF AN AOE CONOLS NOE: PLAN EW SEMCCLA SAPS OEE SOL LOCN EWEEN WALL FAMN O LOW. SOL LOCN O ANCO OL W N WASE PCAL PLACES SPAN A LEAS WO SS ONE LOW SOAE AN O P.2 2 SCALE: NONE DETAIL - COOLING COIL CONDENSATE DRAIN TRAP NOES: 1.POSEL SLOPE CONENSAE AN PAN OWN O PPE OLE CONNECON O ESL N FEE AN COMPLEE ANAE. 2.FO A ANLN NS W MLPLE COL SECONS POE AN PAN ELOW EAC COL SECON AS SPECFE N SECON 2. .EMOE PL O CAP FO WNE FEEN CONONS AN OWN CLEANN AN NSPECON. NSALL PL O CAP FO NONFEEN CONONS. 6 2 1 6 2 1 1 1 1 1 1 1 6 2 6 2 . 2. 2 1. 1 1 6 12. 11 . 6. NCES NCES NCES SP AOE AN PAN NCES W 2 MN NE NE NE OLE SP NCES W FLOO EC PLAFOM OSEEPN PA O OOF LNE CONENSAE AN PAN WN EPMEN CANE AN PPE OLE CONNECON EMOALE CLEANO PL O CAP P EPMEN CANE NEC AN PPN SE PE COE O O MAC PAN CONNECON SE WCEE S LAE NSLAON AS SPECFE WEE NSALLE NOOS O FLOO ECEPO O SPLAS LOC AS NCAE ON WS EMNAE OPEN EN PPE SE MN 1 AOE AN PAN LP EMOALE CLEANO PL O CAP SEE NOE P.2 1 SCALE: NONE DETAIL - SEISMIC BRACING P.2 SCALE: NONE DETAIL - OVERFLOW ROOF DRAIN NOZZLE EEO WALL FLANE SECE O WALL CAL AN SEAL ALL AON OEFLOW OOF AN NOLE W SS SCEEN FNSE AE OEFLOW OOF AN PPE FOM OOF AN NEO WALL FNSE FLOO E PE ACECAL ELEAONS SEE AC WS CLEANO FLOO PLAE M A . SM F. 16 O EAL FNS FLOO COLLA SLA MEAL COLLA NOE: ALL NSE FLS CLEANOS SALL E NSALLE N SC A MANNE A E OP COE SALL E FLS W E SFACE OF E FNSE FLOO. P.2 SCALE: NONE DETAIL - INTERIOR CLEANOUT PL NO OLE P.2 6 SCALE: NONE FONAON WALL EAL PPE O EEO O AE WAESOP AN ANCO COLLA CONNOSL WELE ALL AON O SLEEE PPE SLEEE ESCCEON PLAE WEE PPN S EPOSE. MANFACE PPE O WALL PENEAON CLOSE PE SPECFCAONS. EPANN FOAM SEALAN PE SPECFCAONS. ACE O CAE PPE PPE NSLAON WEE PPE S NSLAE FONAON O FOON WALL CAL PE SPECFCAONS ON EAC EN OF SLEEE. PPE SLEEE PE SPECFCAONS. EEO WALL CONCEE MEAL O WOO ASSEML ESCCEON PLAE WEE PPN S EPOSE. PPE PPE ACE O CAE PPE PPE NSLAON WEE PPE S NSLAE 1 O 12 MN AP EA SEE: AE: SEE LE: SEE OF PO E C : AFE: LEA: NO . AE ES O N OLLA ACECSNC 1 S MAN S 2 SEALE WA 1 PONE 26 62222 FA 26 62226 SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E OF F C E L N 16 1 A E N E AL N O N W A 2 2 LN ENFE: A.1 PLMN EALS P7.02 12122 SF C S RC +42" GF M LCP 10 FC M P J F/S 480V 208Y 120V A A J J F PB XX XX HH XX VFD M J F/S B T S FACP GF ST GF G X ST GF EPM SPD K 1 A G 225 12,241 ABBREVIATIONS NON-STRUCTURAL ELECTRICAL NOTES 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE 2018 INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) STANDARD 7. THE CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATIONS. 2. 2018 IBC, 1613.1, SCOPE : ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT ARE PERMANENTLY ATTACHED TO STRUCTURES AND THEIR SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. 3. ASCE 7 CONTRACTOR RESPONSIBILITY : THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY AUTHORITY HAVING JURISDICTION AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE PLAN; B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. GENERAL NOTES 1. PERFORM WORK IN ACCORDANCE WITH APPLICABLE NATIONAL AND STATE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR INSTALLATION OF WORK. ARRANGE AND SCHEDULE REQUIRED INSPECTIONS. 3. COORDINATE WITH UTILITY COMPANIES FURNISHING SERVICES TO PROJECT. INSTALLATION OF UTILITY SERVICES SHALL BE IN ACCORDANCE WITH UTILITY REQUIREMENTS. VERIFY APPLICABLE INSTALLATION STANDARDS AND REQUIREMENTS. PROVIDE AND SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO ORDERING EQUIPMENT. 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER TRADES. REFER TO MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 5. COMPLETION OF WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE PROJECT SCHEDULE. SCHEDULE INSTALLATION WITH OTHER TRADES TO ENSURE PROJECT MILESTONES ARE MET. 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW ALL COMPONENTS REQUIRED FOR A COMPLETE INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND SIMILAR ITEMS. 7. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, INCLUDING BUT NOT LIMITED TO CABLING, TELECOMMUNICATION PATHWAYS AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS CONTRACT. 8. COORDINATE TELECOMMUNICATIONS WORK WITH THAT OF OTHER TRADES. REFER TO ELECTRICAL, MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 9. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. 10. INTRABUILDING OPTICAL FIBER CABLING SHALL BE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" BEFORE ENTERING A FREE STANDING RACK UTILIZING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. 11. CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY SYSTEM CABLING. 12. PRIOR TO STARTING TELECOMMUNICATIONS INSTALLATION, CAREFULLY INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE WORK. 13. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS SATISFACTORY. 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. M METER MAN METROPOLITAN AREA NETWORK MAX MAXIMUM MC MAIN CROSS CONNECT; METAL CLAD (CABLE) MCB MAIN CIRCUIT BREAKER MCC MOTOR CONTROL CENTER MDF MAIN DISTRIBUTION FRAME MDP MAIN DISTRIBUTION PANEL MFR MANUFACTURER MH MANHOLE MIN MINIMUM MLO MAIN LUGS ONLY MM MULTIMODE MPOE MAIN POINT OF ENTRY MPOP MAIN POINT OF PRESENCE MTD MOUNTED MTS MANUAL TRANSFER SWITCH (N) NEW N NEUTRAL NAC NOTIFICATION APPLIANCE CIRCUIT NEC NATIONAL ELECTRICAL CODE NEMA NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION NF NON-FUSED NIC NOT IN CONTRACT NL NIGHT LIGHT OFC OPTICAL FIBER CABLE OHL OVERHEAD LINE OL OVERLOAD OS OCCUPANCY SENSOR OSP OUTSIDE PLANT P POLE PBX PRIVATE BRANCH EXCHANGE PF POWER FACTOR PH PHASE PIR PASSIVE INFRARED PIV POST INDICATING VALVE PNL PANEL PP PATCH PANEL PT POTENTIAL TRANSFORMER PVC POLYVINYL CHLORIDE RCP REFLECTED CEILING PLAN REC RECEPTACLE REF REFER TO REV REVISION RM ROOM RTRC REINFORCED THERMORESETTING RESIN CONDUIT RU RACK UNIT SB STANDBY SHT SHEET SLC SIGNALING LINE CIRCUIT SM SINGLEMODE SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET SMR SURFACE METAL RACEWAY SONET SYNCHRONOUS OPTICAL NETWORK SP SERVICE PROVIDER SPD SURGE PROTECTIVE DEVICE SPEC SPECIFICATIONS SPST SINGLE POLE SINGLE THROW ST SHUNT TRIP STP SHIELDED TWISTED PAIR SVGA SUPER VIDEO GRAPHICS ARRAY SW SWITCH SWBD SWITCHBOARD TBB TELECOMMUNICATIONS BONDING BACKBONE TEL TELEPHONE TELCO TELEPHONE COMPANY TGB TELECOMMUNICATIONS GROUNDING BUSBAR TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION TMGB TELECOMMUNICATIONS MAIN GROUNDING BUSBAR TP TAMPERPROOF TR TELECOMMUNICATIONS ROOM TTB TELEPHONE TERMINAL BOARD TV TELEVISION TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION TYP TYPICAL UG UNDERGROUND UL UNDERWRITERS LABORATORIES UON UNLESS OTHERWISE NOTED UPS UNINTERRUPTIBLE POWER SUPPLY USB UNIVERSAL SERIAL BUS UTP UNSHIELDED TWISTED PAIR UV UNIT VENTILATOR V VOLTS VA VOLT AMPERES VFD VARIABLE FREQUENCY DRIVE W WATT; WIRE W/ WITH W/O WITHOUT WA WORKSTATION AREA WAN WIDE AREA NETWORK WG WIRE GUARD WH WATT HOUR METER WP WEATHERPROOF XMFR TRANSFORMER Y WYE Z IMPEDANCE A AMPERE AC AIR CONDITIONING; ALTERNATING CURRENT; ABOVE COUNTER AF AMP FUSE; AMP FRAME AFC AVAILABLE FAULT CURRENT AFF ABOVE FINISHED FLOOR AG ABOVE GRADE AHJ AUTHORITIES HAVING JURISDICTION AHU AIR HANDLING UNIT AIC AMPERE INTERRUPTING CURRENT AL ALUMINUM ANSI AMERICAN NATIONAL STANDARDS INSTITUTE AS AMP SWITCH AT AMP TRIP ATM ASYNCHRONOUS TRANSFER MODE ATS AUTOMATIC TRANSFER SWITCH AV AUDIO VISUAL AWG AMERICAN WIRE GAUGE BAS BUILDING AUTOMATION SYSTEM BATT BATTERIES BIL BASIC IMPULSE INSULATION LEVEL BKBD BACKBOARD BKR BREAKER BLDG BUILDING C CONDUIT; DEGREES CELSIUS CAB CABINET CAT CATEGORY CATV COMMUNITY ANTENNA TELEVISION CB CIRCUIT BREAKER CCTV CLOSED CIRCUIT TELEVISION CLG CEILING CM CEILING-MOUNTED CO CONDUIT ONLY COW COMPUTER ON WHEELS CR CONTROLLED RECEPTACLE CT CURRENT TRANSFORMER CU COPPER D DEDICATED DDC DIRECT DIGITAL CONTROL DEMARC DEMARCATION POINT DISC DISCONNECT DIST DISTRIBUTION DSL DIGITAL SUBSCRIBER LINE DWG DRAWING (E) EXISTING EA EACH EF EXHAUST FAN EIA ELECTRONIC INDUSTRIES ASSOCIATION ELEV ELEVATION EM EMERGENCY EMT ELECTRICAL METALLIC TUBING ENCL ENCLOSURE EPM ELECTRONIC POWER METER EPO EMERGENCY POWER OFF EQUIP EQUIPMENT ETR EXISTING TO REMAIN EWC ELECTRIC WATER COOLER F FUSE; DEGREES FAHRENHEIT FA FIRE ALARM FAAP FIRE ALARM ANNUNCIATOR PANEL FACP FIRE ALARM CONTROL PANEL FBO FURNISHED BY OWNER FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR FOIO FURNISHED BY OWNER INSTALLED BY OWNER FSD FIRE SMOKE DAMPER G GROUND GB GROUND FAULT CIRCUIT BREAKER GF GROUND FAULT CIRCUIT INTERRUPTER GFP GROUND FAULT PROTECTION GND GROUND GRS GALVANIZED RIGID STEEL HC HORIZONTAL CROSS CONNECT HID HIGH INTENSITY DISCHARGE HP HORSEPOWER HTR HEATER Hz HERTZ IBC INTERNATIONAL BUILDING CODE IC INTERMEDIATE CROSS CONNECT IDF INTERMEDIATE DISTRIBUTION FRAME IEEE INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS IG ISOLATED GROUND IMC INTERMEDIATE METALLIC CONDUIT ISDN INTEGRATED SERVICES DIGITAL NETWORK J JUNCTION K KIRK KEY KCMIL THOUSAND CIRCULAR MILS kVA KILOVOLT AMPERE KVAR KILOVOLT AMPERE REACTIVE kW KILOWATT LAN LOCAL AREA NETWORK LCP LIGHTING CONTROL PANEL LEC LOCAL EXCHANGE CARRIER LT LIGHT LTG LIGHTING M METER MAN METROPOLITAN AREA NETWORK FIRE ALARM SYSTEM DUCT SMOKE DETECTOR ONE-LINE DIAGRAM EQUIPMENT ENCLOSURE BUS WIRE TERMINAL / LUG CONNECTION DELTA WYE CURRENT TRANSFORMER TRANSFER SWITCH CIRCUIT BREAKER, FIXED DISCONNECT SWITCH FUSE MOTOR CONNECTION GENERATOR METERING DEVICE (M = METER) (WH = WATT HOUR METER) (A = AMMETER) (V = VOLTMETER) SURGE PROTECTIVE DEVICE GROUND AVAILABLE FAULT CURRENT (SYMMETRICAL) TAG PANELBOARD - MAIN LUGS ONLY PANELBOARD - MAIN CIRCUIT BREAKER HA-3 POWER SWITCHBOARD/SWITCHGEAR PANELBOARD, FLUSH-MOUNTED PANELBOARD, SURFACE-MOUNTED (FRONT) TRANSFORMER POWER POLE, FLOOR TO CEILING POKE-THRU (WHERE INDICATED, SUBSCRIPT INDICATES POKE-THRU TYPE) MOTOR CONNECTION DISCONNECT SWITCH, NON-FUSED DISCONNECT SWITCH, FUSED COMBINATION STARTER/DISCONNECT MAGNETIC STARTER EQUIPMENT CONNECTION - CONFIRM CONNECTION WITH EQUIPMENT MANUFACTURER SPECIAL RECEPTACLE DUPLEX RECEPTACLE FOURPLEX RECEPTACLE SPLIT WIRED DUPLEX RECEPTACLE PUSHBUTTON CONTROLLER (SINGLE OR MULTIPLE BUTTONS) RECEPTACLES JUNCTION BOX SURFACE METAL RACEWAY RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) RACEWAY RUN BELOW FLOOR OR BELOW GRADE RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) FLEXIBLE RACEWAY HOMERUN TO PANEL (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) VARIABLE FREQUENCY DRIVE PULL BOX (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) VAULT (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) HANDHOLE (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) CIRCUIT BREAKER, DRAWOUT FUSED SWITCH CIRCUIT BREAKER WITH GROUND FAULT PROTECTION CIRCUIT BREAKER WITH SHUNT TRIP OPERATOR FUSED SWITCH WITH GROUND FAULT PROTECTION FLOORBOX (WHERE INDICATED, SUBSCRIPT INDICATES FLOOR BOX TYPE) SHUNT TRIP GROUND FAULT PROTECTION ELECTRONIC POWER METER PAD-MOUNT TRANSFORMER TRANSFORMER FIRE ALARM CONTROL PANEL MANUAL MOTOR STARTER WITH THERMAL OVERLOADS EMERGENCY POWER OFF PUSHBUTTON ENCLOSED CIRCUIT BREAKER RACEWAYS AND BOXES FURNITURE WALL FEED OUTLET BOX RACEWAY CONTINUATION RACEWAY STUB WITH BUSHING FIRE STOPPING SLEEVE RACEWAY SLEEVE WITH BUSHING CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS OTHERWISE NOTED CABLE TRAY, OVERHEAD LADDER TYPE #10 (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS (GROUND CONDUCTOR) (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) FEEDER TAG FIRE/SMOKE DAMPER FIRE/SMOKE DAMPER GROUNDING CONDUCTOR GROUND ROD GROUNDING BUSBAR GROUNDING EQUIPMENT GROUNDING CONNECTION GROUNDING STRAP NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS GENERAL EXISTING ELECTRICAL TO BE REMOVED LIGHTING DEVICE SUBSCRIPTS (LIGHT FIXTURE TYPE) (SWITCHLEG) (CIRCUIT NUMBER) EMERGENCY LIGHTING FIXTURES (REFER TO LIGHTING FIXTURE SCHEDULE FOR ADDITIONAL INFORMATION) STRIP LIGHTING FIXTURE WALL-MOUNTED LIGHTING FIXTURE POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HEADS AS INDICATED DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE LIGHTING TRACK WITH FIXTURES SELF-CONTAINED BATTERY-POWERED EMERGENCY LIGHTING FIXTURE EXIT SIGN, UNIVERSAL MOUNTING (SHADED AREA INDICATES ILLUMINATE SIDE ARROW INDICATES CHEVRON DIRECTION) EXIT SIGN, WALL-MOUNTED (SHADED AREA INDICATES ILLUMINATE SIDE ARROW INDICATES CHEVRON DIRECTION) OCCUPANCY/VACANCY SENSOR, WALL-MOUNTED OCCUPANCY/VACANCY SENSOR, CEILING-MOUNTED WHERE INDICATED, SUBSCRIPT INDICATES TYPE LIGHTING CONTROL LIGHTING FIXTURES (REFER TO LIGHTING FIXTURE SCHEDULE FOR ADDITIONAL INFORMATION) 12 EXISTING ELECTRICAL TO REMAIN NEW ELECTRICAL WORK MATCHLINE OR PROPERTY LINE DETAIL/PLAN IDENTIFIER SECTION IDENTIFIER ELEVATION IDENTIFIER REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE REVISION CALLOUT DEMOLITION NOTE TAG EQUIPMENT TAG FLAG NOTE TAG MECHANICAL EQUIPMENT TAG NORTH ARROW ENLARGED PLAN BOUNDARY LIGHTING CONTROL TAG LOCATION WHERE PICTURE WAS TAKEN AND DIRECTION X PHOTOSENSOR LIGHT LEVEL SET POINT TAG LIGHTING CONTROL PANEL SWITCH, AS DEFINED BY SUBSCRIPT # = SWITCH LOCATED WITHIN THE SPACE IT IS CONTROLLING a = SWITCH LOCATED REMOTE FROM THE SPACE IT IS CONTROLLING MW = LINE VOLTAGE THREE-WAY OR FOUR-WAY OSD = OCCUPANCY SENSOR OR VACANCY SENSOR WITH DIMMER OS = OCCUPANCY SENSOR OR VACANCY SENSOR K = KEYED LH = LIGHTED HANDLE P = PILOT LIGHT T = TIMER SEE SWITCH SCHEDULE FOR ADDITIONAL INFORMATION REFER TO LIGHTING ZONE CONTROL PLAN FOR OCCUPANCY SENSOR OR VACANCY SENSOR REQUIREMENTS. CORD DROP CORD RECEPTACLE RETRACTABLE CORD REEL RECEPTACLE DEVICE SUBSCRIPTS (CIRCUIT NUMBER) (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) (NON-STANDARD MOUNTING HEIGHT OR AC) P1A-12 a SIMPLEX RECEPTACLE FUSED CUTOUTS CIRCUIT BREAKER WITH KIRK KEY ROOM CONTROLLER E1.1 1 E1.1 A E1.1 A 1 1 1 AHU-01 N 1 # - # X 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E0.01 ELECTRICAL LEGEND, ABBREVIATIONS, AND GENERAL NOTES DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 01/18/2022 FOR REFERENCE ONLY WH OS OS ZDa,b ZDa,b OS ZD O ZD O ZDO OS ZDO OS ZDO ZD O a , b OS OS ZO OS ZD O OS OS ZO OS ZDO ZDO OS OS OSOS ZD O ZD O ZD a , b ZD a , b ZDO ZD O ZO ZD O ZD e , f , g ZD ZDe ZD O ZD O a ZD e ZD e ZO OS ZD O ZDO ZD O a ZD O ZDO ZD a , b ZD a , b ZD a , b OS b , c M M M M M M M M M M M M MM P M M M M M M M OSc,d P P P P PP P P P P M P P ZD O P ZD e , f P P ZD O M M M MMMM M M M M M M M M M M M M M M FLAG NOTES J-BOX FOR CONTROLLED CIRCUIT FOR ILLUMINATED SIGNAGE. PROVIDE HARDWIRED CONNECTION TO REMOTE TRANSFORMER. COORDINATE FINAL LOCATION OF REMOTE TRANSFORMER AND EXACT PATHWAY BETWEEN REMOTE TRANSFORMER AND SIGNAGE WITH SIGN INSTALLER PRIOR TO ROUGH-IN. REFER TO ARCHITECTURAL DETAILS FOR ADDITIONAL INFORMATION. 1 ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 3 ON SHEET E7.01 FOR FURTHER INFORMATION. NORMAL 277V LIGHTING FED FROM PANEL 'NHA' CIRCUITS 2,4,6,8. EMERGENCY 277V LIGHTING FED FROM PANEL 'X' CIRCUIT 1. EXIT SIGNS MOUNTED ABOVE DOORS SHALL BE CENTERED ON DOOR FRAME. REFER TO LIGHTING CONTROL DETAIL 1/E7.03 FOR ADDITIONAL INFORMATION. 10. 11. 12. 13. 14. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS OTHERWISE NOTED. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01 FOR FIXTURE SPECIFICATIONS. WALL SWITCH TYPE OCCUPANCY SENSORS SHALL BE CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS OTHERWISE NOTED. PROVIDE DUAL-TECHNOLOGY (IR & ULTRASONIC) TYPE. CEILING MOUNTED OCCUPANCY SENSORS SHALL BE CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS OTHERWISE NOTED. ALL CEILING MOUNTED OCCUPANCY SENSORS ARE WIRELESS. ALL SWITCHES IN CEILING OCCUPANCY CONTROLLED ROOMS SHALL BE WIRELESS. ALL DEVICES WITHIN CEILING TO BE CENTERED WITHIN CEILING TILE. REFER TO LIGHTING CONTROL SCHEDULES ON SHEET E6.01 FOR ADDITIONAL CONTROL INFORMATION. PROVIDE UNSWITCHED HOT CONDUCTOR TO EXIT SIGNS. CONFIRM LOCATION OF ALL EXIT SIGNS WITH ARCHITECT. PROVIDE DIRECTIONAL ARROWS TO CORRESPOND WITH EGRESS PATHWAY. PROVIDE QUANTITY OF LIGHTING CONTROL DEVICES BASED ON LIGHTING CONTROL SYSTEM FUNCTIONAL REQUIREMENTS AND MANUFACTURER REQUIREMENTS.HEAD-END EQUIPMENT, MULTI- RELAY PANELS, AND OTHER DEVICES NOT EXCLUSIVELY SERVING THE LIGHTING IN THE ROOM IN WHICH IT IS LOCATED SHALL NOT BE LOCATED IN TELECOM OR MECHANICAL ROOMS. PROVIDE SHOP DRAWINGS WITH ALL PROPOSED DEVICE LOCATIONS FOR ENGINEER REVIEW. SHEET NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. LIGHT FIXTURE LEGEND OCCUPANCY SENSOR DESIGNATION (WHEN MULTIPLE OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON MANUAL CONTROL) PHOTOSENSOR DIMMING & ON/OFF INPUT (IF NEEDED) SWITCH LEGEND OS LINE VOLTAGE ON/OFF WALL SWITCH/VACANCY SENSOR. SENSOR SWITCH PART NO. WSX PDT ZDO WALL MOUNT SWITCH STATION . SUBSCRIPT INDICATES IF STATION IS CONFIGURED WITH DIMMING OR OCCUPANCY SENSING. DELTA ENTILIZONE WALL STATION PART NO. EZNT-T100 M A WIRED DUAL TECH OCCUPANCY/VACANCY SENSOR. SUBSCRIPT INDICATES ZONE WHEN MULTIPLE OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON MANUAL CONTROL. SENSOR SWITCH PART NO. CM-PDT-9-R STATION CONFIGURED WITH DIMMING (IF NEEDED) STATION CONFIGURED WITH OCCUPANCY SENSOR (IF NEEDED) P PHOTOSENSOR. SERVODAN PART NO. 43-197. NORMAL BRANCH CIRCUIT FIXTURE TYPE L1D FIXTURE CONFIGURED WITH DIMMING (IF NEEDED) 5A(x)y EMERGENCY LIGHT FIXTURE LEGEND OCCUPANCY SENSOR DESIGNATION (WHEN MULTIPLE OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON MANUAL CONTROL) PHOTOSENSOR DIMMING & ON/OFF INPUT (IF NEEDED) EMERGENCY BRANCH CIRCUIT FIXTURE TYPE L1D FIXTURE CONFIGURED WITH DIMMING (IF NEEDED) 5/1A(x)y NORMAL SENSING BRANCH CIRCUIT LOCAL MANUAL ON/OFF CONTROL (IF NEEDED) LOCAL MANUAL ON/OFF CONTROL (IF NEEDED) L3D L3D L4 L4 L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L3D L6 L1D L6 L6 L6 L6D L6D L6D L6D L6D L6D L6 L6 L12 L12 L12L12 L6 L6 L7 L7 L7 L7 L7 L7 L7L7 L7 L9-8 L9-2 L9-16 L9-2 L9-16 L9-12 L9-8 L9-8 L9-8 LARGE CONFERENCE ROOM 103 BREAK ROOM 107 ENTRY VEST 110 CORRIDOR 111 CONF ROOM STOR 108 PUBLIC RESTROOM 106 LOBBY 101 PUBLIC RESTROOM 105 CONF ROOM STOR 102 ENTRY VEST 100 CASH COUNTING 109 PRIVACY ROOM 113 MOTHERS ROOM 112 ELEV ROOM 114 STAIR 01 ST-1 OFFICE / CONF ROOM 116 CSR LOBBY/ OFFICE 143 OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 ENTRY VEST 139 RESTROOMS VEST 140 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 WELLNESS AEROBICS 137 COMM/ FIBER ROOM 138 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 ENTRY VEST 122 CUST/ UTIL CLOSET 124 CORRIDOR 123 CREW ROOM 121 OFFICE / CONF ROOM 119 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 L5D KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 L4D L4D L3D L3D L3D L3D L3D L6D L3D CONF ROOM 115 L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L5D L9-3 L6 S4A S4A S4A S4 L9-6 L6D L6DL6D L6D L6D L6D S3 S3 S4 S4 L3D L3D L3D L3D L3D L3D L3D L3D L3D L3D L6 L6 L6D L5D L5D L5D L2 L2L2 L2 L6D L6D L11 L12 L12 L12 L12 L11 EXTERIOR SIGNAGE L11 L5D X X XX X X X X X X X X X X L6 X OFFICE/ CONF ROOM 145 L6D L6D L6D S4A E5.01 3 L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L3HD L6D L4 L3D L3D L3D L3D 1(a)a 2(b)a 2(a)b 2(a)b 1b 2(e)a 1(e)a 2(f)b 1b 2b L3D L3D L3D L3D L3D L11 L11 L11 L5D L5D L5D L5DL5D L3D (e,f) (a,b) (c,d) L3D 2(b)b L3D 2(d)b L3D 2(b)b L3D 2(c)a (a,b) 2(b)a 1a 2b 2b 2b 2c L3D 2(b)a L3D 2(a)a L3D 2(a)a 1 X 1 X 1 X 1 X 1 2 2 2 2 (a) 1(a) 1(a) 2(a) 2(a) 2 1 L1D L1D 1 2 L1D 2 L1D 2 2 2 2 2 1 2 2 L4 2 2 2 2 GL-31 2 L3HD 2 L3HD 2 (a) 1 1 11 1 1 6 6 6 66 1 6 6 1 1 16 6 1 1 6 L6 4c 4d 4c 4c 1a 4a L3D 4b 1(a) (a,b) L3D 2(a) L3D 2(b) L3D 2 2 2 2 (c,d) (a,b) 1(a)f L3D 6(b)f A 6(d)f 1(d)f 6(c)f 1e 6e 6e 1e 1 X 1 6e 1e 6e 6e 6e 6e 6e 6e 6e 1e 1e 1e 1e 1e 6e (a,b) (e) L3D L3D 6(e)f 6f 6g 6(b)g 6(a)g (a)4(a) 4(a) 4(a) 2(a)b 2(a)b 2(a)a 5 5 5 1 4a L3D 4(b)a 1(a)a 4(a)a 4(a)b 4(b)b 4b L3D L3D 4(d)b 1(c)b L3DL3D 4(d)b 4(c)b L3D 4(c)b 1(a)b (a,b) (c,d) 11 1 1 7 1 7 7 1e 6e 6e 6e 1e L5D 1e 4 4 4 4 1 4 4 1 4 1 1 1 4 4 4 4 4 41 1 1 X 144 L6 11 1 X 1 (a,b)(a,b) 4(a) 4(a)1(a) 4(a) 4(a)1(a) 1 4 4 4 4(a)4(a)4(a) 4(a)4(a)4(a) 4(a)1(a)1(a)4 4 4 1 4 14144 1 4 4 1 4 4 X 1 X 1 X 1 1 11 1 1 1 B L3D 1(e)f 1(e)f L3D GL-31 SUSPEND L3D FIXTURES AT +10'-0" AFF SUSPEND L1D FIXTURES AT +10'-0" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF SUSPEND L3HD FIXTURES AT +8'-6" AFF, TYPICAL 1 SUSPEND L3HD FIXTURES AT +8'-6" AFF SUSPEND L3HD FIXTURES AT +8'-6" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF, TYPICAL SUSPEND L3D FIXTURES AT +8'-6" AFF, TYPICAL 2 2 L7 L7 L7 L7 X 1 SUSPEND L7 FIXTURES AT +8'-8" AFF SUSPEND L7 FIXTURES AT +10'-0" AFF SUSPEND L7 FIXTURES AT +10'-0" AFF SUSPEND L7 FIXTURES AT +10'-0" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF SUSPEND L3HD FIXTURES AT +8'-6" AFF SUSPEND L7 FIXTURE AT +9'-0" AFF L9 FIXTURE WALL MOUNTED AT 6'-8" AFF L9 FIXTURE WALL MOUNTED AT 6'-8" AFF L9 FIXTURES WALL MOUNTED AT 6'-8" AFF L9 FIXTURES WALL MOUNTED AT 6'-8" AFF SUSPEND L3HD FIXTURES AT +8'-6" AFF SUSPEND L3D FIXTURES AT +8'-6" AFF +7'-6"+7'-6" +11'-0" +7'-6" +7'-6" +11'-0" 1 +11'-0" +7'-6" +11'-0" 6 +11'-0" L4D L4D 2 81 +7'-6"+7'-6" +7'-6" X 1 X 1 X 1 X 1 S4A L10 L10 L6 L6D L6D L6D L6D L6D L6D 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.01 LIGHTING FLOOR PLAN -LEVEL 1 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 N TRUE SCALE: 1/8" = 1'-0"E2.01 LIGHTING FLOOR PLAN -LEVEL 11 01/18/2022 FOR REFERENCE ONLY LARGE CONFERENCE ROOM 103 BREAK ROOM 107 ENTRY VEST 110 CORRIDOR 111 CONF ROOM STOR 108 PUBLIC RESTROOM 106 LOBBY 101 PUBLIC RESTROOM 105 CONF ROOM STOR 102 ENTRY VEST 100 CASH COUNTING 109 PRIVACY ROOM 113 MOTHERS ROOM 112 STAIR 01 ST-1 OFFICE / CONF ROOM 116 CSR LOBBY/ OFFICE 143 ? ? OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 ENTRY VEST 139 RESTROOMS VEST 140 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 WELLNESS AEROBICS 137 COMM/ FIBER ROOM 138 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 ENTRY VEST 122 CUST/ UTIL CLOSET 124 CORRIDOR 123 CREW ROOM 121 OFFICE / CONF ROOM 119 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 ADA SHOWER 131 SHOWER 130 ADA SHOWER 132 SHOWER 129 KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 CONF ROOM 115 ELEV ROOM 114 P1 P1 P1 P1 S1 S1 S1 S1 P1 P1 S1 S1 P1 P1 P1 S1 P1 S1 P1 P2 P1 S1 P1 S1 P1S1 P1 S1 P1 S1 P1 S1 P1 S1 P1 S1 P1 S1 P1 S1 P1 S1 P1 S1 P2 S2 LIGHTING CONTROL ZONES: LOCAL LINE VOLTAGE SWITCH ZONE (ELECTRICAL/TELECOMMUNICATIONS ROOMS) • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA LOCAL LINE VOLTAGE SWITCH. • NOT CONTROLLED VIA THE LIGHTING CONTROL PANEL. TIMECLOCK ZONE • LIGHT FIXTURES ENABLED/DISABLED VIA TIMECLOCK IN LIGHTING CONTROL PANEL. • AN AFTER HOURS, 2-HOUR OVERRIDE SWITCH IS LOCATED AT ACCESSIBLE LOCATION. • AFTER HOURS OVERRIDE ZONE SHALL NOT EXCEED 5,000 SQUARE FEET. • LIGHT FIXTURES SHALL BE CONFIGURED FOR MULTI-LEVEL CONTROL. • WHERE ADJACENT TO VERTICAL FENESTRATIONS, LIGHT FIXTURES SHALL HAVE MANUAL DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING BY A MINIMUM OF 50 PERCENT. P2 S2 DAYLIGHTING ZONE 3 (PRIMARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. DAYLIGHTING ZONE 3 (SECONDARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. VACANCY SENSOR 'MANUAL ON' ZONE • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'MANUAL ON' / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V DIMMING CONTROL WHERE INDICATED ON PLANS. • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING. P1 S1 DAYLIGHTING ZONE 3 (PRIMARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. DAYLIGHTING ZONE 3 (SECONDARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. (OFFICE/CONFERENCE/STORAGE)(OFFICE/CONFERENCE/STORAGE) OCCUPANCY SENSOR ZONE • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'AUTOMATIC ON' / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V DIMMING CONTROL WHERE INDICATED ON PLANS. • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING. (RESTROOMS/STAIRS) • OCCUPANT SENSOR CONTROLS SHALL BE CONFIGURED TO AUTOMATICALLY REDUCE LIGHTING POWER BY NOT LESS THAN 50 PERCENT WHEN NO OCCUPANTS HAVE BEEN DETECTED IN THE STAIRWAY FOR A PERIOD NOT EXCEEDING 20 MINUTES AND RESTORE LIGHTING TO FULL POWER WHEN OCCUPANTS ENTER THE STAIRWAY. • ALL PORTIONS OF STAIRWAYS SHALL REMAIN ILLUMINATED TO MEET THE REQUIREMENTS OF SECTION 1009 OF THE INTERNATIONAL BUILDING CODE WHEN THE LIGHTING POWER IS REDUCED. STAIRCASE OCCUPANCY SENSOR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.01a LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 1 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.01a LIGHTING CONTROL ZONE FLOOR PLAN -LEVEL 11 N TRUE 01/18/2022 FOR REFERENCE ONLY M M L7 L7 L7 L7 L7 L7 L7 L7L7L7 L7 L7 L7 KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 ELEC/ COMM 202 MAINTENANCE STORAGE 201 FUTURE OFFICE 200 S4A S4A S4A E2.02 3 L7 1 3 7 7L7 1 3 5 S4A S4A 111 3 X 3 X 3 7'-6" 7'-6"7'-6"7'-6" 3 3 333 3 3 3 3 7'-6" 9'-0" SUSPEND L7 FIXTURES AT +11'-0" AFF 3 X 3 X 3 X 3 X 3 X 3 X FLAG NOTES TBD.1 ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 4 ON SHEET E8.02 FOR FURTHER INFORMATION. NORMAL 277V LIGHTING FED FROM CIRCUITS PNL-CKT,CKT,CKT. NORMAL 120V LIGHTING FED FROM CIRCUITS PNL-CKT,CKT,CKT. EMERGENCY 277V LIGHTING FED FROM CIRCUITS PNL- CKT,CKT,CKT. 10. 11. 12. 13. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS OTHERWISE NOTED. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E0.02 FOR FIXTURE SPECIFICATIONS. WALL SWITCH TYPE OCCUPANCY SENSORS SHALL BE CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS OTHERWISE NOTED. PROVIDE DUAL-TECHNOLOGY (IR & ULTRASONIC) TYPE. SEE DETAIL 1 ON SHEET E8.02 FOR MORE INFORMATION. CEILING MOUNTED OCCUPANCY SENSORS SHALL BE CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS OTHERWISE NOTED. ALL CEILING MOUNTED OCCUPANCY SENSORS ARE WIRELESS. ALL SWITCHES IN CEILING OCCUPANCY CONTROLLED ROOMS SHALL BE WIRELESS. ALL DEVICES WITHIN CEILING TO BE CENTERED WITHIN CEILING TILE. REFER TO LIGHTING CONTROL SCHEDULES ON SHEET E0.03 FOR ADDITIONAL CONTROL INFORMATION. PROVIDE UNSWITCHED HOT CONDUCTOR TO EXIT SIGNS. CONFIRM LOCATION OF ALL EXIT SIGNS WITH ARCHITECT. PROVIDE DIRECTIONAL ARROWS TO CORRESPOND WITH EGRESS PATHWAY. PROVIDE QUANTITY OF LIGHTING CONTROL DEVICES BASED ON LIGHTING CONTROL SYSTEM FUNCTIONAL REQUIREMENTS AND MANUFACTURER REQUIREMENTS.HEAD-END EQUIPMENT, MULTI- RELAY PANELS, AND OTHER DEVICES NOT EXCLUSIVELY SERVING THE LIGHTING IN THE ROOM IN WHICH IT IS LOCATED SHALL NOT BE LOCATED IN TELECOM OR MECHANICAL ROOMS. PROVIDE SHOP DRAWINGS WITH ALL PROPOSED DEVICE LOCATIONS FOR ENGINEER REVIEW. SHEET NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. KJ 4 S4A L7 L7 J J K K 44 5 5 5 5 1 7'-6" 5 X 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.02 LIGHTING FLOOR PLAN -LEVEL 2 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.02 LIGHTING FLOOR PLAN -LEVEL 21 N TRUE SCALE: 1/8" = 1'-0"E2.02 UPPER ROOF LIGHTING PLAN3 01/18/2022 FOR REFERENCE ONLY KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 P1 P1 S1 P1 P1 S1 S1 S1 P1 S1 P1 LIGHTING CONTROL ZONES: LOCAL LINE VOLTAGE SWITCH ZONE (ELECTRICAL/TELECOMMUNICATIONS ROOMS) • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA LOCAL LINE VOLTAGE SWITCH. • NOT CONTROLLED VIA THE LIGHTING CONTROL PANEL. TIMECLOCK ZONE • LIGHT FIXTURES ENABLED/DISABLED VIA TIMECLOCK IN LIGHTING CONTROL PANEL. • AN AFTER HOURS, 2-HOUR OVERRIDE SWITCH IS LOCATED AT ACCESSIBLE LOCATION. • AFTER HOURS OVERRIDE ZONE SHALL NOT EXCEED 5,000 SQUARE FEET. • LIGHT FIXTURES SHALL BE CONFIGURED FOR MULTI-LEVEL CONTROL. • WHERE ADJACENT TO VERTICAL FENESTRATIONS, LIGHT FIXTURES SHALL HAVE MANUAL DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING BY A MINIMUM OF 50 PERCENT. P2 S2 DAYLIGHTING ZONE 3 (PRIMARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. DAYLIGHTING ZONE 3 (SECONDARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. VACANCY SENSOR 'MANUAL ON' ZONE • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'MANUAL ON' / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V DIMMING CONTROL WHERE INDICATED ON PLANS. • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING. P1 S1 DAYLIGHTING ZONE 3 (PRIMARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. DAYLIGHTING ZONE 3 (SECONDARY) A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CONTINUOUS DIMMING (0 -10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PROVIDE APPROPRIATE DEADBANDS TO PREVENT CYCLING. (OFFICE/CONFERENCE/STORAGE)(OFFICE/CONFERENCE/STORAGE) OCCUPANCY SENSOR ZONE • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'AUTOMATIC ON' / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V DIMMING CONTROL WHERE INDICATED ON PLANS. • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS THAT REDUCE LIGHTING. (RESTROOMS/STAIRS) • OCCUPANT SENSOR CONTROLS SHALL BE CONFIGURED TO AUTOMATICALLY REDUCE LIGHTING POWER BY NOT LESS THAN 50 PERCENT WHEN NO OCCUPANTS HAVE BEEN DETECTED IN THE STAIRWAY FOR A PERIOD NOT EXCEEDING 20 MINUTES AND RESTORE LIGHTING TO FULL POWER WHEN OCCUPANTS ENTER THE STAIRWAY. • ALL PORTIONS OF STAIRWAYS SHALL REMAIN ILLUMINATED TO MEET THE REQUIREMENTS OF SECTION 1009 OF THE INTERNATIONAL BUILDING CODE WHEN THE LIGHTING POWER IS REDUCED. STAIRCASE OCCUPANCY SENSOR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.02a LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 2 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.02a LIGHTING CONTROL ZONE FLOOR PLAN -LEVEL 21 N TRUE 01/18/2022 FOR REFERENCE ONLY WH LARGE CONFERENCE ROOM 103 BREAK ROOM 107 ENTRY VEST 110 CORRIDOR 111 CONF ROOM STOR 108 PUBLIC RESTROOM 106 LOBBY 101 PUBLIC RESTROOM 105 CONF ROOM STOR 102 ENTRY VEST 100 CASH COUNTING 109 PRIVACY ROOM 113 MOTHERS ROOM 112 ELEV ROOM 114 STAIR 01 ST-1 OFFICE / CONF ROOM 116 CSR LOBBY/ OFFICE 143 OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 ENTRY VEST 139 RESTROOMS VEST 140 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 WELLNESS AEROBICS 137 COMM/ FIBER ROOM 138 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 ENTRY VEST 122 CUST/ UTIL CLOSET 124 CORRIDOR 123 CREW ROOM 121 OFFICE / CONF ROOM 119 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 J J J J FW FW FW FW N,GF N,GF G,GF N,GF N, G F , + 4 4 " N,CR,+72" U,+60" CM U,CM N,GF E5.01 1 1 1 1 N,GF,+42"N,GF,+42" N,GF,42" N,GF,+42" U,CM U U U U N,CR N,CR U U U N,CR N,CR N,CR N,CR N,CR N,CR N,CR N,CR N,CR N,CR N,CR N,CR N, C R N,CR N,CR N,CR N,CR FSR FSR WP,GFWP,GF WP,GF WP,GF WP,GF WP,GFWP,GF WP,GF WP,GF WP,GF WP,GF N,CR,+72" N,CR,+72" FSR U,+72" FF FF FSR KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 N,+72" N,GF N,CR J FW N,CR,+72" 1 1 1 1 1 FSR FSR N,CR,+72" N,CR N,CM N,CM N,GF U U U UU U J J FW UN,CRU U UUN,CR N,CR N,CR 3 2 3 2 3 6 3 3 3 3 3 U N U N,CR U U N,CR N,CR N,CRU N,CR U N,CR U N,CR N,CR N,CR N,CRN,CR FSR U N,CR U N,CR U N,CR U N N N N N N U N,CR U N N N N,CR U N,CR U N N,CR N,CR N U U N,CR N,CR N,CR N,CR N,CR N,CR 4 N N N,CR N,CR N N N N,CR N N N N N,GF N,GF N,CR N,CR N,CR N N N N 4 5 5 U N,CR U U U N,CR U U N N N N N N N N N N,CR N,CR N,CR N,CR N,CR N,CR N N,CR N N N N N N N N N N N N N N,CR U N,CR U N,CR N,CR U N,CR N,CR N,CR N,CR N,CR N N N NNNNN U U N,CR N N N, G F N, C R N, + 7 2 " N, G F , + 4 4 " N, G F , + 4 4 " N, G F , + 4 4 " N, G F , + 4 4 " N,GF,+42" N,GF,+42" N,GF,+42" N,GF,+42" N, C R N,CR N,CR,+72"U N,CR N N N N,CRU N,CRU N,CRU N,CRU N,CR,+72" N,CR N,CR N,CR CONF ROOM 115 N N E5.01 4 NLB-31 UPSB-8 UPSB-8 UPSB-8 UPSB-8 UPSB-8 UPSB-10 UPSB-10 UPSB-10 UPSB-10 UPSB-10 UPSB-16 UPSB-20UPSB-18 NLA-1 NLA-1 NLA-1 NLA-1 NLA-1 NLA-1 NLA-3 NLA-3 NLA-3 NLA-3 NLA-3 NLA-9 NLA-11 NLA-11 NLA-11 NLA-11 NLA-11 NLA-11 NLA-15 NLA-15 NLA-11 NLA-11 UPSB-10 U NLA-17 NLA-17 NLA-17 NLA-19 NLA-19 NLA-19 NLA-19 NLA-21 NLA-21 NLA-21 NLA-21 NLA-23 NLA-25 NLA-25 NLA-25 NLA-25NLA-23 NLA-23 NLA-23 NLA-23 NLA-27 NLA-29 NLA-27 NLA-29 NLA-27 NLA-27 NLA-31 NLA-33 NLA-35 NLA-37 NLA-39 NLA-41 NLA-43 NLA-45 NLA-47 US P B -22 US P B -22 US P B -22 US P B -22 USPB-24 USPB-24 US P B -26USPB-28 USPB-28 USPB-28 NL A -2 NL A -2 NL A -2 NL A -2 NLA-4 NLA-4 NLA-6 NLA-6 NLA-6 NLA-6 U N,CR NLA-8 NLA-8 NLA-8 UPSB-30 UPSB-30 UPSB-30,32 NLA-10,12 UPSB-30 NLA-14 NLA-14 NLA-14NLA-16NLA-16 NLA-16 UPSB-36 UPSB-36 UPSB-36 UPSB-34 UPSB-34 UPSB-34 UPSB-34 U UPSB-13 UPSB-15 UPSB-17 UPSB-13 UPSB-15 UPSB-17 UPSB-21 UPSB-19 UPSB-19 UPSB-19 UPSB-23 NL A -45 NL A -47 NL A -49 NL A -51 NL A -53 NL A -55 NL A -57 NL A -59 NLA-63NLA-63 NLA-65 NLA-65 NLA-67NLA-67 NLA-69 NLA-69 NLA-69 NLA-69 NLA-71 NLA-71 NLA-71 NLA-71 NLA-71 NLA-73 NLA-75 NLA-75 UPSB-38,40 NLA-18,20 UPSB-42,44 NLA-22,24UPSB-46 NLA-26 UPSB-46 NLA-26 UPSB-42,44 NLA-22,24 UPSB-48,50 NLA-28,30 UPSB-52,54 NLA-32,34 UPSB-46 NLA-26 NLA-77 NLA-77 NLA-77 NLA-77 NLA-77 NLA-77 NLA-77 NLA-77 NLA-79 NLA-79 NLA-79 UPSB-29 UPSB-29 UPSB-35 UPSB-35 UPSB-35 NLA-36 NLA-36 NLA-36 NLA-36NLA-38 NLA-38 NLA-38 NLA-38 NLA-40 NLA-40 NLA-36 NLA-40 NLA-40 NLA-42 NLA-42 NLA-42 UPSB-39 UPSB-39UPSB-39 ELEVATOR CONTROLLER ELEVATOR MAIN DISCONNECT 8 PANEL GDP GL-29 9 GL-31 NLA-44 NLA-44 NLA-44 NLA-44 NLA-46 NLA-46 NLA-46 NLA-46 NLA-44 NLA-48 NLA-48 NLA-48 NLA-48 NLA-48 UPSB-39 UPSB-39 NLA-44 NLA-44 NLA-44 NLA-44 UPSB-41 NLA-50 NLA-50 NLA-50 NLA-50 CONFERENCE ROOM 144 NLA-54 NLA-54 NLA-54 NLA-54 NLA-54NLA-54 NLA-54 NLA-77 NLA-77 NLA-77 NLA-56 NLA-58 NLA-60 NLA-62 NLA-64 NLA-66 NLA-11 UPSB-41 UPSB-41 G G J10 J10 FSR N,CR U FSR N,CR U 1313NLA-70 NLA-68 13NLA-72 13NLA-74 U,+60" FSR FSRFSR FSRFSR UPSB-41 NLA-50 4 13 13 13 13 13 FSR U N,CR UPSB-16 NLA-9 FSR U N,CR UPSB-14 NLA-7 U N,CR UPSB-14 NLA-7 FSR U N,CR UPSB-12 NLA-5 FSR U N,CR UPSB-12 NLA-5 FSR U N,CR FSR U N,CR FSR FSR N,CR UN,CR,72" N,CR,72" U N,CR,48" N,CR,48"U NLA-79 NLA-79 N,CR,+72" N,CR,+72" NLA-79 COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS OTHERWISE NOTED. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. COORDINATE MANUFACTURER AND CIRCUIT CONFIGURATION OF MODULAR FURNITURE WITH FURNITURE INSTALLER PRIOR TO INSTALLATION. BRANCH CIRCUITING IS SHOWN AS (4) CIRCUIT POWERED FURNITURE. TERMINATE ALL (4) BRANCH CIRCUITS AND (8) CONDUCTORS TO ALL MODULAR FURNITURE SYSTEM CONDUCTORS. REFER TO DETAILS 6 & 7 ON SHEET E8.1 FOR ADDITIONAL INFORMATION. POWERED PARTITION CIRCUIT HOMERUN SHALL INCLUDE A SHARED NEUTRAL. PANELBOARD CIRCUIT BREAKERS SHALL INCLUDE MULTI-POLE HANDLE TIE TO COMPLY WITH NEC 605.7. SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. PROVIDE WIREMOLD 6000 SERIES, DIVIDED, POWER/COMM SURFACE MOUNTED RACEWAY. PROVIDE CONNECTION TO POWER FURNITURE PARTITION. VERIFY EXACT POWER FEED LOCATION. FURNITURE POWER WHIP BY FURNITURE VENDOR. PROVIDE INDIVIDUAL FLUSH FLOOR BOX WITH FLUSH CONDUIT ADAPTER COVER. BOTH NORMAL AND UPS CIRCUITS FEED SUPPLY TO POWERED FURNITURE. COORDINATE WIRING AND REQUIREMENTS WITH FURNITURE VENDOR. REFER TO DETAILS 5/E7.02 AND 6/E7.02 FOR ADDITIONAL INFORMATION. MOUNT FLUSH WITH CEILING, COORDINATE EXACT LOCATION WITH ARCHITECT. WALL-MOUNTED MONITOR, VERIFY MOUNTING HEIGHT WITH ARCHITECT. PROVIDE RECESSED JUNCTION BOX WITH COVERPLATE. PROVIDE 2"C WITH PULLSTRING TO ACCESSIBLE CEILING SPACE. POWER FOR INSTA-HOT. PROVIDE CONNECTION TO ELEVATOR SHUNT-TRIP MAIN DISCONNECT. REFER TO E9.01 FOR ELEVATOR CONDUIT AND CONDUCTOR SIZE. PROVIDE CONNECTION TO ELEVATOR CAB LIGHTING AND POWER. COORDINATE REQUIRMENTS WITH ELEVATOR SUPPLIER. REFER TO DETAIL 3/E8.01 FOR ADDITIONAL INFORMATION. PROVIDE JUNCTION BOX ABOVE ACCESSIBLE CEILING SPACE. MAKE POWER CONNECTION TO MODULAR POWER BOX. MODULAR POWER BOX PROVIDED BY MANUFACTURER. MAKE ALL PLUG AND PLAY POWER CONNECTIONS BETWEEN DIRTT PRE-WIRED DEVICES AND MODULAR POWER BOX. COORDINATE REQUIREMENTS WITH DIRTT VENDOR. RECEPTACLE INTEGRAL TO DIRTT MODULAR FURNITURE SYSTEM. PROVIDE RECESSED CLOCK STYLE OUTLET. COORDINATE EXACT CLOCK MOUNTING HEIGHT WITH ARCHITECTURAL ELEVATIONS PRIOR TO ROUGH-IN. PROVIDE CONNECTION TO AUTOMATIC DOOR OPERATOR. PROVIDE INTERCONNECTIONS TO ADA PUSHBUTTONS. 1 CONTROLLED RECEPTACLE LEGEND: SPLIT CONTROLLED DUPLEX RECEPTACLE. REFER TO DETAIL 4 ON SHEET E7.01. FULLY CONTROLLED DUPLEX RECEPTACLE. REFER TO DETAIL 5 ON SHEET E7.01. FULLY CONTROLLED QUAD RECEPTACLE. REFER TO DETAIL 6 ON SHEET E7.01. CR CR FLOOR OUTLET DEVICE LEGEND: PROVIDE MULTI-SERVICE FSR FL-500P-4 SERIES RECESSED FLOORBOX. TWO COMPARTMENT FLUSH FLOORBOX WITH HINGED LID.COORDINATE WITH TELECOMMUNICATIONS AND AV AND PROVIDE ALL REQUIRED MOUNTING PLATES AND ADAPTERS FOR A COMPLETE AND OPERATIONAL SYSTEM. REFER TO DETAILS 2/E7.03 AND 3/E7.03 FOR ADDITIONAL INFORMATION. PROVIDE COMBINATION ELECTRICAL AND TELECOMMUNICATION FURNITURE FEED FLOOR BOX. PROVIDE LEGRAND RFB4 SERIES WITH FPFFTC FURNITURE FEED COVER ASSEMBLY. FSR FF DEVICE POWER LEGEND: DEVICE POWER SUPPLIED BY NORMAL POWER DEVICE POWER SUPPLIED BY UPS DEVICE POWER SUPPLIED BY GENERATOR N U N U , , 2 3 4 5 6 CR 7 8 9 CONTROLLED RECEPTACLE PER SEATTLE ENERGY CODE. RECEPTACLES DESIGNATED WITH "CR" SHALL BE CONTROLLED RECEPTACLES IN ACCORDANCE WITH WASHINGSTON STATE ENERGY CODE C405.10. FOR ALL CONTROLLED RECEPTACLES PROVIDE CONTROLLED RECEPTACLE MARKING PER NEC 406.3(E). G G 10 11 12 13 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.11 POWER FLOOR PLAN -LEVEL 1 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.11 POWER FLOOR PLAN -LEVEL 11 N TRUE 01/18/2022 FOR REFERENCE ONLY COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS OTHERWISE NOTED. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. SHEET NOTES 1. 2. 3. RECEPTACLE POWER LEGEND: EQUIPMENT POWER SUPPLIED BY NORMAL POWER EQUIPMENT POWER SUPPLIED BY UPS N U N U , , ELEC/ COMM 202 MAINTENANCE STORAGE 201 E5.01 2 KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 FUTURE OFFICE 200 N N N N N 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.12 POWER FLOOR PLAN -LEVEL 2 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.12 POWER FLOOR PLAN -LEVEL 21 N TRUE 01/18/2022 FOR REFERENCE ONLY LARGE CONFERENCE ROOM 103 BREAK ROOM 107 ENTRY VEST 110 CORRIDOR 111 CONF ROOM STOR 108 PUBLIC RESTROOM 106 LOBBY 101 PUBLIC RESTROOM 105 CONF ROOM STOR 102 ENTRY VEST 100 CASH COUNTING 109 PRIVACY ROOM 113 MOTHERS ROOM 112 STAIR 01 ST-1 OFFICE / CONF ROOM 116 CSR LOBBY/ OFFICE 143 OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 ENTRY VEST 139 RESTROOMS VEST 140 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 WELLNESS AEROBICS 137 COMM/ FIBER ROOM 138 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 ENTRY VEST 122 CUST/ UTIL CLOSET 124 CORRIDOR 123 CREW ROOM 121 OFFICE / CONF ROOM 119 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 E5.01 1 KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 FCU-121A M FCU-121B M FCU-119 M FCU-118C M FCU-118A M M FCU-118B FCU-115 M FCU-116 M CONF ROOM 115 EUH-01 AC-01 FCU-113 M FCU-112 M FCU-107 FCU-103B M FCU-103A FCU-109 M FCU-143A M FCU-143B M FCU-141A M M FCU-141B EUH-05 AC-02A AC-02B FCU-137 M FCU-128 M AC-03A AC-03B FCU-133 M FCU-134 M EUH-04 EUH-02 EUH-03 BC-04BC-03 BC-02 BC-01 TP-1 TP-1 EWH-01 DWCP-01 1 2 1 2 GL-1 GL-3 GL-1 GL-3 GL-1,3 12 11 2 GL-7 GL-5 GL-5GL-5 GL-7 GL-7 GL-3 GL-5,7 JJJ 4 4 4 4 4 M JJ NLB-6,8 NLB-6,8NLB-6,8 NLB-6,8 NLB-6,8 NLB-6,8 NLB-6,8 NLB-6,8 NLB-6,8 5 5 UP S A -14 UP S A -16 UPSA-14,16 J NLB-10,12 J J JJ NLB-10,12 NLB-10,12 NLB-10,12 NLB-10,12 NHB-8 NHB-2 NHB-4 NHB-6 NLB-17,19 SP-01 NLB-21,23 NHB-31,33,35 NLB-25 NLB-29NLB-29NLB-29 NLB-27 NLB-27 NLB-27 FCU-101 FCU-142 M M M J J J J J NLB-14,16 NLB-14,16 NLB-14,16 NLB-14,16 NLB-14,16 NLB-14,16 J J J J NLB-18,20 NLB-18,20 NLB -18,20 NLB-18,20 NLB-18,20 NLB-18,20 J J J NLB-10,12 NLB-10,12 COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF EQUIPMENT CLEAR SPACE. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. CONDUIT SERVING ROOF-MOUNTED EQUIPMENT SHALL BE ROUTED THROUGH ROOF CURB. WHEN ROOF CURB IS NOT PRESENT, PROVIDE NEW ROOF PENETRATION WITH LANDLORD APPROVED PIPE FLASHING AND SEALANT METHODS. CONDUITS SHALL NOT BE ROUTED HORIZONTALLY ON ROOF WITHOUT PRIOR APPROVAL FROM ENGINEER SHEET NOTES 1. 2. 3. 4. FLAG NOTES PROVIDE CONNECTION TO FLUSH VALVE TRANSFORMER. COORDINATE LOCATION AND REQUIREMENTS WITH DIVISION 22. PROVIDE CONNECTION TO ELECTRONIC FAUCET TRANSFORMER. COORDINATE LOCATION AND REQUIREMENTS WITH DIVISION 22. BRANCH CIRCUIT SIZED PER MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01. TAP BRANCH CIRCUIT FROM FEEDER. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. PROVIDE CONNECTION TO DDC PANEL. COORDINATE LOCATION, MOUNTING HEIGHT WITH DIVISION 23. 1 2 3 4 5 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.41 MECHANICAL POWER PLAN - LEVEL 1 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.41 MECHANICAL POWER PLAN -LEVEL 11 N TRUE 01/18/2022 FOR REFERENCE ONLY E5.01 2 KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 ELEC/ COMM 202 MAINTENANCE STORAGE 201 FUTURE OFFICE 200 EUH-06 EUH-07 EUH-08 NHB-10,12,14 NBH-22,24,26 NBH-16,18,20 COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF EQUIPMENT CLEAR SPACE. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. CONDUIT SERVING ROOF-MOUNTED EQUIPMENT SHALL BE ROUTED THROUGH ROOF CURB. WHEN ROOF CURB IS NOT PRESENT, PROVIDE NEW ROOF PENETRATION WITH LANDLORD APPROVED PIPE FLASHING AND SEALANT METHODS. CONDUITS SHALL NOT BE ROUTED HORIZONTALLY ON ROOF WITHOUT PRIOR APPROVAL FROM ENGINEER. SHEET NOTES 1. 2. 3. 4. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.42 MECHANICAL POWER PLAN - LEVEL 2 DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.42 MECHANICAL POWER PLAN -LEVEL 21 N TRUE 01/18/2022 FOR REFERENCE ONLY N,WP,GF N,WP,GF N,WP,GF N,WP,GF N,WP,GF KJHGFEDC.9C.8CBA 1 3 5 7 6 8 4 2 N,WP,GF DOAS-02 DOAS-03 HP-02 HP-03 HP-05 CU-02A HP-04 HP-01 CU-01 DOAS-01 CU-02B CU-03A CU-03B GL-2,4 GL-6,8 GL-10,12 GL-14,16 1 NLB-2,4 1 NLB-2,4 1 NLB-2,4 NHB-7,9,11 NHB-13,15,17 NHB-1,3,5 NLB-2,4 NLB-1,3 NLB-5,7 NHB-25,27,29 NLB-13,15 NLB-9,11NHB-19,21,23 NLB-41 NLB-41 NLB-41 NLB-41 NLB-41 NLB-41 NLB-41 COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF EQUIPMENT CLEAR SPACE. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. CONDUIT SERVING ROOF-MOUNTED EQUIPMENT SHALL BE ROUTED THROUGH ROOF CURB. WHEN ROOF CURB IS NOT PRESENT, PROVIDE NEW ROOF PENETRATION WITH LANDLORD APPROVED PIPE FLASHING AND SEALANT METHODS. CONDUITS SHALL NOT BE ROUTED HORIZONTALLY ON ROOF WITHOUT PRIOR APPROVAL FROM ENGINEER SHEET NOTES 1. 2. 3. 4. 5. RECEPTACLE POWER LEGEND: EQUIPMENT POWER SUPPLIED BY NORMAL POWER EQUIPMENT POWER SUPPLIED BY UPS N U N U , , FLAG NOTES PROVIDE CONNECTION TO COMMUNICATIONS CONTROL BOX AT DOAS UNIT. 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E2.43 MECHANICAL POWER ROOF PLAN DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"E2.43 MECHANICAL POWER ROOF PLAN1 N TRUE 01/18/2022 FOR REFERENCE ONLY MDF ROOM DEVICE SCHEDULE TAG RACK DEVICE BRANCH BRANCH CIRCUIT MOUNTING TYPE CIRCUIT VOLTAGE PHASE MOCP RACEWAY PHASE N G LOCATION A1 RACK 1 L6-30R UPSA1-1,3 208 1 30 3/4" 2#10 -1#10 LEFT SIDE TOP OF RACK A2 RACK 1 L6-30R UPSB1-1,3 208 1 30 3/4"2#10 -1#10 RIGHT SIDE TOP OF RACK A3 RACK 2 L6-30R UPSA1-5,7 208 1 30 3/4" 2#10 -1#10 LEFT SIDE TOP OF RACK A4 RACK 2 L6-30R UPSB1-5,7 208 1 30 3/4" 2#10 -1#10 RIGHT SIDE TOP OF RACK A5 RACK 3 L6-30R UPSA1-9,11 208 1 30 3/4" 2#10 -1#10 LEFT SIDE TOP OF RACK A6 RACK 3 L6-30R UPSB1-9,11 208 1 30 3/4" 2#10 -1#10 RIGHT SIDE TOP OF RACK NOTES: 1.PROVIDE DEDICATED CIRCUIT FOR EACH RECEPTACLE. FACP OS ZD O M COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS OTHERWISE NOTED. COORDINATE WITH ARCHITECTURAL FOR EXACT LOCATION OF ALL WALL MOUNTED DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY ARCHITECT PRIOR TO ROUGH-IN. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. PROVIDE TELECOMMUNICATIONS AND SECURITY OUTLET ROUGH- IN, SLEEVES AND RACEWAYS PER TELECOM AND SECURITY DRAWINGS. CONDUIT HOME RUN CONDUCTOR MARKS ARE FOR REFERENCE ONLY. PROVIDE ALL LINE, NEUTRAL, GROUND AND CONTROL CONDUCTORS NECESSARY FOR COMPLETE INSTALLATION . SHEET NOTES FLAG NOTES 1. 2. 3. 4. 5. 6. MOUNT BOTTOM OF FIXTURE AT 8'-8". LIGHT FIXTURES SHOWN FOR REFERENCE FOR COORDINATION OF CABLE TRAY. LIGHT FIXTURE CIRCUTING INFORMATION SHOWN ON THE LIGHTING FLOOR PLAN. PROVIDE CONNECTION TO SECURITY PANEL. COORDINATE EXACT LOCATION, MOUNTING HEIGHT, AND CONNECTION REQUIREMENTS WITH SECURITY VENDOR. PROVIDE CONNECTION TO FACP. COORDINATE EXACT LOCATION, MOUNTING HEIGHT, AND CONNECTION REQUIREMENTS WITH FIRE ALARM INSTALLER. PROVIDE CONNECTION TO LIGHTING CONTROL PANEL. PROVIDE CONNECTION TO DDC PANEL. COORDINATE EXACT LOCATION WITH DIVISION 23. PROVIDE CONNECTION TO AV HEADEND. COORDINATE EXACT LOCATION, MOUNTING HEIGHT, AND CONNECTION REQUIREMENTS WITH FIRE ALARM INSTALLER. LOCATE MULTI-POLE CONTACTORS ABOVE PANELBOARD FOR LOAD SHEDDING. REFER TO LOAD SHED SCHEDULE ON SHEET E6.01. 1 2 3 4 5 6 7 T UPSB MAINTENANCE BYPASS PANEL 'UPSB-MBP' RECEPTACLE CONTROL PANEL XFMR 'T-UPS A' AND 'T-UPS B' STACKED XFMR 'T-NL' ATS-2 "OPTIONAL STAND-BY) GENERATOR DISTRIBUTION PANEL 'GDP' KJ 6 8 T PANEL 'NLA'PANEL 'NLB' MAIN SWITCHBOARD 'MSB' MAIN GENERATOR PANEL 'MGP' PANEL 'UPSB' PANEL 'UPSA' DIST. PANEL 'NL' PANEL 'NHA' N N N SNOPUD UTILITY METER CAM LOCK CONNECTION ENCLOSURE 3 PANEL 'NHB' US P A - 1 3 5 5 US P A - 1 4 US P A - 1 6 USPA-13,14,16 USPA-18 7 7 4 METER ENCLOSURE #1 AND #2 NLA-81 NLA-81 GENERATOR ANNUNCIATOR ATS-1 "LIFE SAFETY" PANEL 'NLC' MAINTENANCE BYPASS PANEL 'UPSA-MBP' LTG CONTROLS PANEL 'UPSA2' 'UPSA' J 4 PANEL 'X' PANEL 'UPSB2' N XFMR 'T-GL' PANEL 'GL' PANEL 'GH' TELECOMMUNICATIONS CONDUITS F 8 1 1 1 1 F 8 PANEL 'UPSA1' PANEL 'UPSB1' TYP 2 E7.01 A1 A2 A3 A4 A5 A6 U U U U 2 2 UPSA1-17 UPSB1-19 UPSA1-21 UPSA1-21 UPSA1-21 UPSA1-21 UPSA1-17,19,21 U UPSA1-23 2 NETWORK INTERFACE CONTROLLER UPSA1-25 UPSA1-23,25 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E5.01 ELECTRICAL ENLARGED PLANS DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/4" = 1'-0"E5.01 ENLARGED POWER PLAN -ELECTRICAL ROOM 1261 SCALE: 1/4" = 1'-0"E5.01 ENLARGED POWER PLAN -ELECTRICAL ROOM 2022 SCALE: 1/4" = 1'-0"E5.01 ENLARGED LIGHTING PLAN -COMM/FIBER ROOM 1383 SCALE: 1/4" = 1'-0"E5.01 ENLARGED POWER PLAN -COMM/FIBER ROOM 1384 01/18/2022 FOR REFERENCE ONLY LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS QTY TYPE VOLTS WATTS L1D 4' INDIRECT/DIRECT, LINEAR PENDANT AXIS TB2DILED-400-400-80-35-SO-SO-4-XX-XX-UNV-DP-1 INC LED UNV 28 1 RECEPTION 3500K 3168 LM L2 2X4' RECESSED TROFFER SIGNIFY 2-STX-G-48L-835-4-D-UNV-DIM INC LED UNV 41 DAYBRITE 3500K 4800 LM L3D 4' INDIRECT/DIRECT, LINEAR PENDANT FINELITE S12-LED-ID-DCO-4-2E-H-835-OPEN-277-SC-FA-CE-C1 INC LED 277 28.8 1 OFFICE 3500K 3721 LM L4 1X4' RECESSED TROFFER SIGNIFY 1-STX-G-30L-835-4-D-UNV-DIM INC LED UNV 26 (L4D)DAYBRITE 3500K 3000 LM L5D 2x2' RECESSED TROFFER SIGNIFY 2-STX-G-38L-835-2-D-UNV-DIM INC LED UNV 34 DAYBRITE 3500K 3800 LM L6 6" D ROUND RECESSED DOWNLIGHT ACUITY ENGINE: L6-13LM-35K-MVOLT-G4-80CRI-GZ1 INC LED UNV 11.8 (L6D)INDY REFLECTOR: HM-CD 3500K 1300 LM L7 4' LINEAR LED STRIP, FROSTED ACRYLIC DIFFUSER, WIDE DISTRIBUTION,LITHONIA ZL1D-L48-SMR-3000LM-FST-MVOLT-35K-80CRI-WH INC LED UNV 30 1 (L7D)48" SYMMETRIC RELECTOR WITH UPLIGHT, 0-10V DIMMING DRIVER REFLECTOR: ZLR L48 SYM UPL WH 3500K ACCESSORIES: HC36 (CHAIN HANG KIT)3000 LM L9-# INDIRECT/DIRECT, WALL MOUNTED LINEAR AXIS TB2WDILED-750-500-80-35-SO-SO-4-XX-XX-UNV-DP-1 INC LED UNV 10.8/FT LENGTH PER PLANS 3500K 1240 LM/FT L10 4' SUSPENDED LINEAR LED, FROSTED POLYCARBONATE LENS, VAPOR TIGHT, BEGHELLI BS100LED-4-HT-LO-WT35-120-277V-CH INC LED UNV 50 1 (L10D)WET RATED, CHAIN HANG KIT SUSPENDED ILLUMINIA ACCESSORIES: CH (CHAIN HANG KIT)3500K FIXTURE TO BE MOUNTED AT +15' AFF.5512 LM L11 24" SURFACE MOUNTED UNDERCABINET FIXTURE AIREY 13L-N-35K-24-2-3-D11 INC LED UNV 9 FROSTED LENS, WHITE FINISH 3500K 1090 LM L12 6" D ROUND RECESSED DOWNLIGHT, WET LOCATION ACUITY ENGINE: L6-08LM-35K-MVOLT-G4-80CRI-GZ1 INC LED UNV 11.8 (L12D)INDY REFLECTOR: HM-CD-WET 3500K 1300 LM S3 WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-40-4K8-3-UNV-SCP-20F INC LED UNV 40 GLASS SECONDARY LENS, TYPE 3 DISTRIBUTION, VAPOR TIGHT, WET RATED,4000K INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 4500 LM S4 WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-40-4K8-4F-UNV-SCP-20F INC LED UNV 40 GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED,4000K INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 4500 LM S4A WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-30-4K8-4F-UNV-SCP-20F INC LED UNV 30 - GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED,4000K INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 3000 LM X EXIT SIGN, LED, CAST ALUMINUM HOUSING, AC ONLY DUAL LITE SE-S/D-G-W INC LED UNV 2.1 GREEN LETTERS, WHITE HOUSING AND FACE SINGLE/DOUBLE FACE GENERAL NOTES: A. COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B. MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. REMARKS: 1. VERIFY MOUNTING HEIGHT WITH ARCHITECT AND COORDINATE CORRESPONDING SUSPENDED MOUNTING HARDWARE LENGTH WITH FIXTURE MANUFACTURER 2. EXIT SIGNS. PROVIDE ALL DIRECTIONAL ARROWS, DOUBLE FACEPLATES, OR BLANK FACEPLATES AS REQUIRED TO CLEARLY IDENTIFY PATH OF EGRESS. MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE UNIT UNIT DESCRIPTION ELEC. CHARACTERISTICS FEEDER (COPPER)DISCONNECT SWITCH NOTES UNIT NUMBER KW HP FLA VOLT PHASE MCA MOCP DESCRIPTION SIZE FUSE NUMBER DOAS-01 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-01 DOAS-02 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-02 DOAS-03 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-03 FCU-103A VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-103A FCU-103B VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-103B FCU-107 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-107 FCU-101 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-101 FCU-143A VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.6 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-143A FCU-143B VRF HEAT PUMP - INDOOR UNIT - - - 208 1 2.5 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-143B FCU-142 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-142 FCU-109 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.3 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-109 FCU-112 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.3 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-112 FCU-113 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.3 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-113 FCU-115 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-115 FCU-116 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.4 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-116 FCU-141A VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-141A FCU-141B VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.6 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-141B FCU-118A VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-118A FCU-118B VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.6 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-118B FCU-118C VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-118C FCU-119 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-119 FCU-121A VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-121A FCU-121B VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-121B FCU-134 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.4 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-134 FCU-133 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.4 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-133 FCU-137 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 2.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-137 FCU-128 VRF HEAT PUMP - INDOOR UNIT - - - 208 1 1.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 FCU-128 HP-01 VRF HEAT PUMP - OUTDOOR UNIT - - - 208 1 16.5 25 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 HP-01 HP-02 VRF HEAT PUMP - OUTDOOR UNIT - - - 208 1 29.1 35 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 HP-02 HP-03 VRF HEAT PUMP - OUTDOOR UNIT - - - 208 1 29.1 35 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 HP-03 HP-04 VRF HEAT PUMP - OUTDOOR UNIT - - - 480 3 21.1 25 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 HP-04 HP-05 VRF HEAT PUMP - OUTDOOR UNIT - - - 480 3 20.6 25 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 HP-05 BC-01 VRF HEAT PUMP SCHEDULE - BC CONTROLLER - - - 208 1 0.6 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 BC-01 BC-02 VRF HEAT PUMP SCHEDULE - BC CONTROLLER - - - 208 1 0.4 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 BC-02 BC-03 VRF HEAT PUMP SCHEDULE - BC CONTROLLER - - - 208 1 0.6 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 BC-03 BC-04 VRF HEAT PUMP SCHEDULE - BC CONTROLLER - - - 208 1 0.8 15 3/4"C, 2#12, 1#12 N, 1#12 GND $ - 1 BC-04 EUH-01 ELECTRIC UNIT HEATER 4.8 - 17.4 277 1 21.75 25 3/4"C, 1#10, 1#10 N, 1#10 GND - - 4 EUH-01 EUH-02 ELECTRIC UNIT HEATER 4.8 - 17.4 277 1 21.75 25 3/4"C, 1#10, 1#10 N, 1#10 GND - - 4 EUH-02 EUH-03 ELECTRIC UNIT HEATER 4.8 - 17.4 277 1 21.75 25 3/4"C, 1#10, 1#10 N, 1#10 GND - - 4 EUH-03 EUH-04 ELECTRIC UNIT HEATER 0.8 - 3.9 208 1 4.875 20 3/4"C, 2#12, 1#12 GND 30 - 2 EUH-04 EUH-05 ELECTRIC UNIT HEATER 4.8 - 17.4 277 1 21.75 25 3/4"C, 1#10, 1#10 N, 1#10 GND - - 4 EUH-05 EUH-06 ELECTRIC UNIT HEATER 5.0 - 6 480 3 7.5 20 3/4"C, 3#12, 1#12 GND 30 - 2 EUH-06 EUH-07 ELECTRIC UNIT HEATER 5.0 - 6 480 3 7.5 20 3/4"C, 3#12, 1#12 GND 30 - 2 EUH-07 EUH-08 ELECTRIC UNIT HEATER 3.0 - 3.6 480 3 4.5 20 3/4"C, 3#12, 1#12 GND 30 - 2 EUH-08 CU-01 MINI SPLIT SYSTEM - OUTDOOR - - - 208 1 19 25 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-01 CU-02A MINI SPLIT SYSTEM - OUTDOOR - - - 208 1 19 25 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-02A CU-02B MINI SPLIT SYSTEM - OUTDOOR - - - 208 1 19 25 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-02B CU-03A MINI SPLIT SYSTEM - OUTDOOR - - - 208 1 11 15 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 CU-03A CU-03B MINI SPLIT SYSTEM - OUTDOOR - - - 208 1 11 15 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 CU-03B AC-01 MINI SPLIT SYSTEM - INDOOR - - - 208 1 1 - 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2,3 AC-01 AC-02A MINI SPLIT SYSTEM - INDOOR - - - 208 1 1 - 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2,3 AC-02A AC-02B MINI SPLIT SYSTEM - INDOOR - - - 208 1 1 - 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2,3 AC-02B AC-03A MINI SPLIT SYSTEM - INDOOR - - - 208 1 1 - 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2,3 AC-03A AC-03B MINI SPLIT SYSTEM - INDOOR - - - 208 1 1 15 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2,3 AC-03B TP TRAP PRIMER PANEL - 3 120 1 3.75 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 TP SP-01 SUMP PUMP - 1/2 5.4 208 1 6.75 15 3/4"C, 2#12, 1#12 N, 1#12 GND 30 - 2 SP-01 IH-1 INSTA- HOT - - 6.5 120 8.125 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 5 IH-1 DWCP-01 DOMESTIC WATER CIRCULATION PUMP - 1/6 120 0 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 DWCP-01 EWH-01 ELECTRIC WATER HEATER 60.0 - 72.2 480 3 90.25 100 1-1/2"C, 3#1, 1#1 N, 1#4 GND 100 - 2 EWH-01 NOTES: 1. PROVIDE MOTOR RATED TOGGLE SWITCH WITH THERMAL OVERLOADS. 2. PROVIDE LOCAL DISCONNECTING SWITCH SIZED AND RATED FOR ASSOCIATED EQUIPMENT. 3. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. 4. PROVIDE CONNECTION TO FACTORY INSTALLED DISCONNECT. 5. INSTA-HOT POWERED BY 120V OUTLET. REFER TO SHEET E-301. OFFICE LIGHTING CONTROL SCHEDULE ROOM/SPACE CONTROL SYSTEM AUTO CONTROL MANUAL CONTROL AUTO OFF AUTO ON AUTO DAYLIGHTING CONTROL AUTO RECEPTACLE CONTROLS NOTES VESTUBULE DELTA CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 LOBBY DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 100% NO YES 1 HALLWAYS/CORRIDORS DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 100% NO NO 1 STAIRS DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 100% NO YES 1 CSR OFFICE DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 MED/SMALL CONF ROOMS DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% SEE PLANS YES 1,2 LARGE CONF ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2,3 BREAK ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 MOTHERS ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% NO YES 1,2 PRIVACY ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% NO YES 1,2 CASH COUNTING ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% NO YES 1,2 OPEN OFFICE DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 CREW ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 LOCKER ROOMS DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 100% NO NO 1 SHOWER ROOMS LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 WELLNESS ROOMS DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 STAIRS LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 FLOOR 2 OPEN OFFICE LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 RESTROOMS LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 STORAGE ROOM LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 ELECT/MECH ROOMS LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 EXTERIOR BUILDING MOUNTED AND CANOPY DELTA CONTROLS TIMECLOCK NONE YES 100% NO NO 4 NOTES: 1. LIGHTS TURN OFF AUTOMATICALLY AFTER NO DETECTION FOR 20 MINUTES. 2. OCCUPANCY DETECTION TURNS LIGHTS AUTOMATICALLY TO 50% ILLUMINATION. REQUIRES MANUAL CONTROL FOR HIGHER LEVELS. 3. PROVIDE SCENE SELECTOR SWITCH CONTROL PER PLANS. PROVIDE PARTION SENSOR, BOTH ROOMS OPERATE IN PARALLEL WHEN PARTITION IS OPEN. 4. TIMECLOCK CONTROL: ALL FIXTURES TO 100% ON AT DUSK, ALL FIXTURES OFF AT DAWN OFFICE BUILDING LOAD SHED SCHEDULE LOAD/EQUIPMENT ELECTRICAL PANEL TYPE LOAD SHED INITIATION NOTES DOAS UNITS SEE DRAWINGS DDC NOTE 1 2 VRF FAN COILS SEE DRAWINGS DDC NOTE 1 2 VRF OUTDOOR HEAT PUMPS SEE DRAWINGS DDC NOTE 1 2 ELECTRIC UNIT HEATERS SEE DRAWINGS DDC NOTE 1 2 GENERAL LIGHTING SEE DRAWINGS CONTACTOR NOTE 1 3 GENERAL RECEPTACLES SEE DRAWINGS CONTACTOR NOTE 1 4 NOTES: 1. LOAD SHED CONTROL SHALL BE THROUGH THE DDC SYSTEM. LOAD SHED INITATION SHALL BE BASED ON ALTERNATE ENERGY DELIVERY FROM THE CETC BUILDING. DDC SHALL RECEIVE STATUS SIGNAL FROM THE CETC DDC SYSTEM. 2. MECHANICAL EQUIPMENT LOAD SHED SHALL BE THROUGH THE DDC SYSTEM. 3. GENERAL LIGHTING WITHIN FIRST FLOOR OFFICE AREAS SHALL BE SHED THROUGH MULTI-POLE CONTACTORS. REFER TO PANEL SCHEDULES FOR CONTROLLED LIGHTING CIRCUITS. EMERGENCY CIRCUITS AND CORRESPONDING EGRESS FIXTURES SHALL REMAIN ENERGIZED. 4. CONVENIENCE RECEPTACLES SHALL BE SHED THROUGH MULTI-POLE CONTACTORS. REFER TO PANEL SCHEDULES FOR CONTROLLED CIRCUITS. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E6.01 ELECTRICAL SCHEDULES DF CT SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 01/18/2022 FOR REFERENCE ONLY 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E6.02 ELECTRICAL SCHEDULES Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1PANEL SCHEDULE LEGEND MSB NHA NHB - - NL NLA NLC NLB 01/18/2022 FOR REFERENCE ONLY 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E6.03 ELECTRICAL SCHEDULES Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1PANEL SCHEDULE LEGEND UPSB UPSB1 UPSB2 UPSA1 MGP GDP UPSA -UPSA2 01/18/2022 FOR REFERENCE ONLY 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E6.04 ELECTRICAL SCHEDULES Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1PANEL SCHEDULE LEGEND GH GL X - - - - - - 01/18/2022 FOR REFERENCE ONLY FEEDER SCHEDULE COPPER CONDUCTORS TAG QUANTITY RACEWAY CONDUCTORS OF SETS SIZE PHASE NEUTRAL GND(NOTE 2) 20N 1 3/4" 3#12 1#12 1#12(#10) 30N 1 3/4" 3#10 1#10 1#10(#8) 70 1 1-1/4" 3#4 -1#8 70N 1 1-1/4" 3#4 1#4 1#8(#8) 100N 1 1-1/2" 3#1 1#1 1#8(#6) 125 1 2"3#1/0 -1#6 125N 1 2"3#1/0 1#1/0 1#6(#6) 200 1 2-1/2" 3#3/0 -1#6 200N 1 2-1/2" 3#3/0 1#3/0 1#6(#4) 225N 1 2-1/2" 3#4/0 1#4/0 1#4(#2) 250N 1 3" 3#250kcmil 1#250kcmil 1#4(#2) 400N 2 2-1/2" 3#3/0 1#3/0 1#2(#1/0) 500N 2 3" 3#250kcmil 1#250kcmil 1#2(#2/0) 600N 2 3" 3#350kcmil 1#350kcmil 1#1(#2/0) 1200N 4 3" 3#350kcmil 1#350kcmil 1#3/0(#3/0) NOTES: 1.COPPER FEEDERS ARE BASED ON COPPER CONDUCTORS WITH THWN/THHN INSULATION. CONDUCTOR DERATING IS BASED ON THWN/THHN CONDUCTORS WITH 90 DEGREES C RATING. 2.GROUND CONDUCTOR (BONDING JUMPER) SIZE SHALL BE INCREASED FOR FEEDERS FROM THE SOURCE OF A SEPARATELY DERIVED SYSTEM TO THE FIRST DISCONNECTING MEANS PER NEC 250.30(A). SIZE AS INDICATED IN PARENTHESES. UTILITY XFMR EV01 PANEL 'NHA' 100A LIGHTING XFMR 'T-NL' 150KVA PANEL 'NHB' 250A MECHANICAL GF ST G G N K KK XFMR T-UPSB 75KVA PANEL UPSB 225A GENERAL 22 5 / 3 SPD PANEL UPSB2 125A 2ND FLOOR PANEL UPSB1 100A MDF ST K KK XFMR T-UPSA 75KVA PANEL 'UPSA' 225A 22 5 / 3 SPD PANEL 'UPSA2' 125A 2ND FLOOR PANEL 'UPSA1' 100A MDF G N #2 PANEL 'X' 60A EM LIGHTING 60 / 3 SPD ATS-1 "LIFE SAFETY" 60A 4-POLE XFMR T-GL 45KVA PANEL 'GL' 125A GENERAL 12 5 / 3 PANEL 'GH' 200A GENERAL SP D PANEL 'X2' 30A 30 / 3 PANEL 'UPSA3' 30A 30 / 3 PANEL 'NLA' 250A RECEPTACLE PANEL 'NLB' 250A MECHANICAL PANEL 'NLC' 250A MECHANICAL 12.5kV 480V 480V 208Y 120V 480V 208Y 120V 480V 208Y 120V 480V 208Y 120V MAIN SWITCHBOARD 'MSB' 1200A, 480/277V, 3PH, 4W 10 0 / 3 P 20 0 / 3 P 25 0 / 3 P 12 0 0 / 3 P 60 / 3 P 20 0 / 3 P GENERATOR 'GEN-1' 250KW 480/277V, 3PH, 4W 400A/3P 40 0 / 3 P 20 0 / 3 P 12 5 / 3 P 125/3P 40 0 / 3 P 125A100A 20 0 / 3 P 12 5 / 3 P 125/3P 70 / 3 P 125A100A 70 / 3 P 20 0 / 3 P 30 / 3 P 20 0 / 3 P BYPASS ISOLATION TYPE 50 0 / 3 P 25 0 / 3 P 25 0 / 3 P 30 / 3 P M EXTERIOR SNOPUD UTILITY METER 40 0 / 3 P 40 0 / 3 P 60 / 3 P 40 0 / 3 P 30A 30A PANEL LOCATED AT THE WAREHOUSE PANEL LOCATED AT THE WAREHOUSE 22 5 / 3 P 20 / 3 P DIGITAL AM VM DATA LOGGERTYP DIGITAL AM VM DIGITAL AM VM DIGITAL AM VM DIGITAL AM VM FROM 20A BREA KER AT MSB METER ENCLOSURE #1 DIGITAL AM VM TYP DIGITAL AM VM DIGITAL AM VM DIGITAL AM VM DIGITAL AM VM FROM 20A BREA KER AT 'GDP' METER ENCLOSURE # 2 FROM 20A BREA KER AT PANEL 'NL' TO M E T E R E N C L O S U R E # 1 PANEL 'NHA' 20 / 3 P TO M E T E R E N C L O S U R E # 1 PANEL 'NHB' UPSB PANEL 'NLA' PANEL 'NLB' XFMR 'T-GL' 20 / 3 P TO M E T E R E N C L O S U R E # 2 PANEL 'GH' ELEVATOR #1 UPSA PANEL 'X' 25 0 / 3 P DIGITAL AM VMPANEL 'NLC' EUSERC METERING SECTION 22 5 A / 3 P S P A C E 1200N 100N200 500N 250N 400N 200 70N 225N 100N 125 125N 200 225N 100N 125N 250N 250N 125 70N 400N 400N 70 200N 125N70N 70N 70N 400N 30N 30N 20N 200 125 125 200 400N 20N 250N #2/0 TO U T I L I T Y 3 #2/0 A/B A B #2 1 A/B A B #2 1 3 #6 5 6 7 7 7 7 7 7 7 77 7 8 9 8 10 10 7 2 11 BATTERY CABINETUPSB 80KW 480V, 3PH, 3W ATS-2 "OPTIONAL STANDBY" 400A GENERATOR DISTRIBUTION PANEL 'GDP' 400A, 480V, 3PH, 3W MAINTENANCE BYPASS PANEL 'UPSB-MBP' 480V, 3PH, 3W, 200A BYPASS SOLENOID BATTERY CABINET UPSA 80KW 480V, 3PH, 3W MAINTENANCE BYPASS PANEL 'UPSA MBP' 480V, 3PH, 3W, 200A BYPASS SOLENOID 4-POLE DIST. PANEL 'NL' 500A 480V, 3PH, 4W ELEVATOR CONTROL MODULE #1 ELEVATOR #1 30HP MAIN GENERATOR PANEL 'MGP' 400A 480V, 3PH, 4W CAM LOCK CONNECTION ENCLOSURE PROVIDE ARC FLASH LABEL ON ALL NEW SWITCHBOARDS, PANEL BOARDS, UPS, TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT CALCULATIONS. REFER TO SPECIFICATIONS. ALL ELECTRICAL EQUIPMENT SHORT CIRCUIT RATINGS SHALL EXCEED AVAILABLE FAULT CURRENTS. PROVIDE SHORT CIRCUIT CALCULATIONS TO DETERMINE AVAILABLE FAULT CURRENT BASED ON FIELD CONDITIONS. COORDINATE FEEDER TAPS SUCH THAT LENGTH DOES NOT EXCEED 25' PER NEC REQUIREMENTS. EQUIPMENT GROUNDING CONDUCTORS OF TAPS SHALL BE SAME SIZE AS FEEDER EQUIPMENT GROUNDING CONDUCTOR OR SAME SIZE AS TAP PHASE CONDUCTOR, WHICHEVER IS SMALLER. REFER TO DETAIL 1/E7.02 FOR ELECTRICAL SERVICE GROUNDING REQUIREMENTS. SHEET NOTES FLAG NOTES 1. 2. 3. 4. PROVIDE SURGE PROTECTIVE DEVICE ADJACENT TO PANEL. COORDINATE LOCATION TO PROVIDE MAXIMUM CONDUCTOR LENGTH FROM CIRCUIT BREAKER OF 18". REFER TO DETAIL 1 ON DRAWING E7.01 FOR INSTALLATION REQUIREMENTS. EUSERC RATED CT ENCLOSURE WITHIN SWITCHBOARD, POWER METER, AND METER COMMUNICATION ENCLOSURE PER SNOHOMISH COUNTY PUD STANDARDS. SECONDARY CONDUCTORS SHALL NOT BE GREATER THAN 25' PER NEC 240.22(C)(6). FOR REFERENCE ONLY. REFER TO WAREHOUSE ONE- LINE DIAGRAM. PROVIDE BUSSMAN OR EQUIVLANET SHUNT TRIP FUSIBLE SWITCH AND CONTROL MODULE. SEE DETAIL 1/E7.02 FOR ADDITIONAL INFORMATION. COORDINATE EXACT SIZE OF SHUNT TRIP WITH ELEVATOR SHOP DRAWINGS AND REQUIREMENTS AND PROVIDE/REVISE AS REQUIRED. SEE SPECIFICATION SECTION 262816 FOR ADDITIONAL INFORMATION. PROVIDE 400A CAM LOCK CONNECTOR MOUNTED TO THE EXTERIOR OF BUILDING. PROVIDE BERTHOLD ELECTRIC PART NO. W-04-5-S-M. PROVIDE SPLIT-CORE CT'S ON INDICATED FEEDER. PROVIDE WIRING IN CONDUIT BACK TO METER ENCLOSURE. CT'S SHALL BE SIZED APPROPRIATELY AND BY SAME MANUFACTURER AS POWER METER. PROVIDE VERIS MODEL E50C2 POWER METER FOR EACH PANELBOARD INDICATED. REFER TO DETAIL 3/E7.02 FOR ADDITIONAL INFORMATION. PROVIDE (1) VERIS MODEL A8810 DATA LOGGER. PROVIDE POWER SUPPLY FOR DATA LOGGER. REF MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR MORE INFORMATION. PROVIDE ENCLOSURE FOR METERS AND DATA LOGGER. PROVIDE ALL ACCESSORIES AS REQUIRED FOR PROPER OPERATION OF METERS. REF FLOOR PLAN FOR LOCATION AND CONTROL POWER CIRCUITING INFORMATION. PROVIDE PROVISIONS FOR FUTURE PV WITHIN SWITCHBOARD. PROVIDE 225A SPACE FOR FUTURE BREAKER AND PRODUCTION METER. 1 2 3 FAULT CURRENT RATINGS: THE FOLLOWING SYMBOL INDICATES REQUIRED FAULT CURRENT RATING, 3Ø SYMMETRICAL. XX,YYY EQUIPMENT SHALL BE FULLY RATED AT AIC (AMPERE INTERRUPTING CURRENT) RATING EXCEEDING INDICATED VALUE. PROVIDE HIGHER RATINGS WHERE SHOWN ON DIAGRAM. WHERE FAULT CURRENT IS NOT INDICATED ON DRAWINGS, UON, PROVIDE MINIMUM RATING OF 14,000 AIC FOR 277/480V EQUIPMENT AND 10,000 AIC FOR 120/208V EQUIPMENT. 4 5 6 7 8 9 10 11 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E6.11 ELECTRICAL ONE-LINE DIAGRAM DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 E6.11 ELECTRICAL ONE-LINE DIAGRAM1 01/18/2022 FOR REFERENCE ONLY EGRESS CIRCUIT NORMAL CIRCUIT 5-WIRE UL924 TRANSFER DEVICE UL924 EGRESS LIGHTING 0-10V CONTROLLED DIMMING NORMAL SENSING CIRCUIT REFER TO MANUFACTURERS WIRING DIAGRAM FOR SPECIFICS NORMALLY OPEN TRANSFER DEVICE. LVS RRU-2-227 OR EQUIVALENT. DEDICATED RACEWAY SYSTEM LIGHTING CONTROL PANEL RELAY SENSING SWITCHLEG SPD DEVICE INSTALLATION DETAIL1 E7.01 SURFACE RACEWAY MOUNTING DETAIL2 E7.01 TYPICAL DIAGRAM - EMERGENCY LIGHTING CONTROL3 E7.01 CONTROLLED QUAD RECEPTACLE WIRING DETAIL SCALE: NONE 6 E7.01 CONTROLLED SPLIT CONTROLLED DUPLEX RECEPTACLE WIRING DETAIL4 E7.01 CONTROLLED DUPLEX RECEPTACLE WIRING DETAIL SCALE: NONE 5 E7.01 1 1 2 2 PANELBOARD SEE PLANS AND RISER DIAGRAM SURGE SUPPRESSION DEVICE (SPD). INSTALL AS CLOSE TO BREAKER SERVING DEVICE AS POSSIBLE. NO 90 DEGREE BENDS IN CONNECTING CONDUIT ALLOWED. PROVIDE SHORTEST POSSIBLE WIRING LENGTH FOR CONNECTION, MAXIMUM OF 18". SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. PROVIDE FLUSH MOUNTING ADAPTER WHEN ADJACENT TO FLUSH MOUNTED PANEL. PROVIDE SPD NEUTRAL AND GROUND CONNECTIONS DIRECTLY TO NEUTRAL AND GROUND BUS AT PANELBOARD PROVIDE 30A/3P BREAKER FOR CONNECTION OF SPD DEVICE TO PANELBOARD INDICATED. ADJUST LOCATION AS REQUIRED FOR CLOSEST POSSIBLE PROXIMITY TO NEUTRAL BUS NOTES: 1. NEW RACKS, CABLES TRAY, PDU'S AND ASSOCIATED SUPPORTS ARE BY OTHERS. REFER TO TELECOM. 2. PROVIDE LATERAL BRACING FOR THREADED ROD SUPPORTING SURFACE RACEWAY. FLAG NOTES: SECURE WIREMOLD 6000 SURFACE RACEWAY TO UNISTRUT. CONNECT UNISTRUT TO THREADED ROD. MOUNT SURFACE RACEWAY EQUIDISTANT FROM TOP OF RACK AND BOTTOM OF CABLE TRAY. TYP ROUTE CONDUITS CLEAR OF CABLE TRAY DIRECTLY UP TO STRUCTURE. TY P. LADDER RACK THREADED ROD TO STRUCTURE. TYPICAL. CABLE TRAY THREADED ROD TO STRUCTURE. TYPICAL. SURFACE RACEWAY LADDER RACK CONTROLLED 20A RECEPTACLE QUAD RECEPTACLE JUNCTION BOX SWITCHED LINE/HOT (L) 1-#12 CU G N ELECTRICAL PANEL NEUTRAL (N) 1-#12 CU 20A GROUND (G) 1-#12 CU SPLIT CONTROLLED DUPLEX RECEPTACLE LINE/HOT (L) 1-#12 CU JUNCTION BOX SWITCHED LINE/HOT (L) 1-#12 CU G N ELECTRICAL PANEL 20A LINE/HOT (L) 1-#12 CU 20A RELAY WITHIN LIGHTING CONTROL PANEL 20A RELAY WITHIN LIGHTING CONTROL PANEL NEUTRAL (N) 1-#12 CU GROUND (G) 1-#12 CU NEUTRAL (N) 1-#12 CU GROUND (G) 1-#12 CU CONTROLLED 20A RECEPTACLE JUNCTION BOX SWITCHED LINE/HOT (L) 1-#12 CU G N ELECTRICAL PANEL 20A LINE/HOT (L) 1-#12 CU 20A RELAY WITHIN LIGHTING CONTROL PANEL CONTROLLED 20A RECEPTACLE 20A LINE/HOT (L) 1-#12 CU 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E7.01 ELECTRICAL DETAILS DF TC SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 01/18/2022 FOR REFERENCE ONLY 1. ALL GROUNDING ELECTRODE CONDUCTORS SHALL BE PROTECTED WHERE EXPOSED TO PHYSICAL DAMAGE PER REQUIREMENTS OF NEC 250.64(B) . 2. ALL CONDUCTORS TO BE SIZED PER NEC, UO N. J F J J S H H H RRR S S T 1. CONNECTIONS SHOWN ARE FOR VERIS #E50 SERIES POWER METERING PRODUCTS. PROVIDE AS REQUIRED FOR PANELBOARD OR BRANCH CIRCUIT METERING PRODUCTS SPECIFIC FOR THIS PROJECT. DETAIL NOTES:DETAIL NOTES: ELEV. MACH RM. TAMPER SWITCHES AT SHUT-OFF VALVES FOR SPRINKLER HEADS. FIRE ALARM PANEL. ELEVATOR CONTROLLER ELEV. PIT.TOP OF SHAFT. SHUNT TRIP POWER INDICATING LIGHT ST ELEVATOR MAIN DISCONNECT CONTROL TRANSFORMER TYPICAL FLOOR ELEV. LOBBY NOTE 6 TO TTB (NOTE 5) NOTES 3,8 (TYP) NOTES 6,9 GFI NOTE 7 TEL NOTE 1 TEL NOTE 1 NOTE 4 NOTE 2GFI ELECTRICAL PANEL LOCATED IN ELECTRICAL ROOM PROVIDE ROOF FLASHING, AS REQUIRED PROVIDE SUPPORTING MEANS PER 260529 SECURE SUPPORTING MEANS TO BUILDING STRUCTURE PER ARCHITECTURAL AND STRUCTURAL DOCUMENTS GFI RECEPTACLE WITH WEATHERPROOF COVER ELECTRICAL RACEWAY (TYP) PROVIDE NETWORKING CONNECTION TO OTHER METERS AND ENERGY MANAGEMENT SYSTEM PER MANUFACTURER'S REQUIREMENTS INSTALL AND CONNECT CT'S PROVIDED AS PART OF METERING PACKAGE TO OTHER METERS/HEAD END TO OTHER METERS/HEAD END N L1 L2 L3 S1 S2 S1 S2 S1 S2 3-POLE BREAKER BY DIV 26 VOLTAGE INPUTS A B C CT INPUTS PHASE LOSS ALARM ENERGY PULSE RS 485 CONTROL POWER ELECTRICAL PANEL BEING MONITORED COLD WATER PIPING PER NEC 250.52(A)(1) NATURAL GAS PIPING PER NEC 250.104(B) SPRINKLER PIPING PER NEC 250.104(B) BUILDING STEEL PER NEC 250.52(A)(2) TELECOMMUNICATIONS MAIN GROUNDING BUSBAR (TMGB) GROUNDING BUS, LOCATED IN MAIN ELECTRICAL ROOM (DESIGNER OPTION, IF INCLUDED ADD ELECTRICAL GROUND BUSBAR ASSEMBLY DETAIL) GROUNDING BUS AT ELECTRICAL SERVICE ENTRANCE EQUIPMENT, PROVIDE SEPARATE GROUNDING ELECTRODE CONDUCTOR TO EACH SERVICE ENTRANCE PROVIDE SUPPLEMENTAL GROUNDING ELECTRODES, AS REQUIRED, TO ACHIEVE GROUND RESISTANCE PER SPECIFICATION 260526 20' LENGTH COPPER CONDUCTOR IN FOOTING PER NEC 250.52(A)(3) N2 WHITE/RED N1 WHITE/BLACK G2 GREEN/YELLOW G1 GREEN Hd PINK (NORMAL 2) Hc BLUE (NORMAL 1) Hb RED (UPS 2) Ha BLACK (UPS 1) N H G AN BN CN DN 2 GENERAL PURPOSE UPS +2 GENERAL PURPOSE NORMAL N H G N H G N H G REVISE SIZE OF STRUCTURE AS REQUIRED TO ACCOMMODATE ALL EQUIPMENT ELECTRICAL DISCONNECT SWITCH OR PANELBOARD (NEMA 3R) S2+ -121+-+-+- A B C N G 1 2 DETAIL - ELEVATOR ELECTRICAL INTERFACE DIAGRAM1 E7.02 DETAIL - ROOFTOP MOUNTED EQUIPMENT2 E7.02 POWER MONITORING WIRING DETAIL3 E7.02 ELECTRICAL SERVICE GROUNDING DETAIL4 E7.02 FURNITURE FEED 8-WIRE WIRING HARNESS DETAIL5 E7.02 TYPICAL FOUR CIRCUIT POWERED FURNITURE CIRCUITING REQUIREMENTS6 E7.02 4. CONNECT FOR ELEVATOR RECALL THROUGH PRIMARY AND SECONDARY FIRE ALARM RELAYS. CONNECT ELEVATOR ALARM SIGNAL RELAY TO ELEVATOR CONTROLLER. 8. PROVIDE FIXED-RATE 135°F HEAT DETECTOR, INSTALL WITHIN 12" OF SPRINKLER HEAD. 7. CIRCUITS ARE TO BE USED FOR THE CAB LIGHTS/RECEPTACLE AND FAN; EXACT LOCATION TO BE COORDINATED WITH ELEVATOR INSTALLER. 6. PROVIDE SMOKE DETECTOR. CONNECT TO FIRE ALARM SYSTEM. 5. MOUNT ELEVATOR MAIN DISCONNECT IMMEDIATELY ADJACENT TO DOOR (STRIKE SIDE). PROVIDE POWER TO HEAT DETECTORS & SHUNT TRIP. PROVIDE AUX, DRY CONTACTS FOR AUTOMATIC CAB LOWERING FEATURE. COORDINATE REQUIREMENTS WITH ELEVATOR INSTALLER. 3. PROVIDE HEAT DETECTORS IN ELEVATOR MACHINE ROOM AND ELEVATOR SHAFT. VERIFY REQUIREMENTS WITH ELEVATOR INSPECTOR. INTERLOCK SHUNT TRIP BREAKER SUPPLYING ELEVATOR POWER WITH THESE DETECTORS. 2. LOCATE PIT LIGHTS AND RECEPTACLES AS RECOMMENDED BY ELEVATOR INSTALLER. LIGHTS AND RECEPTACLE IN PIT SHALL BE NEMA 4 RATED. MINIMUM LIGHT LEVEL IS 10 FOOTCANDLES. C) COORDINATE WIRING AND EQUIPMENT REQUIREMENTS WITH ELEVATOR SUPPLIER AND PROVIDE ALL REQUIRED WIRING. B) PHONE IN ELEVATOR MACHINE ROOM SHALL HAVE THE CAPABILITY TO PLACE A CALL TO THE PHONE IN THE ELEVATOR. A) ELEVATOR SUPPLIER SHALL PROVIDE A NON-DIAL PHONE AND DIALER WITH ELEVATOR. WHEN RECEIVER IN ELEVATOR CAB IS REMOVED, A CALL SHALL AUTOMATICALLY BE PLACED TO A 24 HOUR MONITORING SERVICE. 1. PROVIDE TELEPHONE LINE TO ELEVATOR AND DIAL TELEPHONE IN ELEVATOR MACHINE ROOM. SYSTEM SHALL FUNCTION AS FOLLOWS: 9. PROVIDE DEVICE/MODULES FOR CONNECTION TO FLASHING FIRE HAT. 10. PROVIDE ALL FIRE ALARM, TELEPHONE AND OTHER WIRING AS REQUIRED FOR A COMPLETE INSTALLATION. 12. REFER TO OTHER CONTRACT DRAWINGS & SPECIFICATIONS FOR ADDITIONAL INFORMATION. 11. THE ELECTRICAL CONTRACTOR SHALL SCHEDULE A MEETING WITH THE ELEVATOR INSTALLER, FIRE ALARM VENDOR, AND THE FIRE SPRINKLER INSTALLER TO CONFIRM ALL REQUIREMENTS PRIOR TO INSTALLATION. NOTIFY THE ARCHITECT AND ELECTRICAL ENGINEER A WEEK IN ADVANCE OF THE MEETING FOR THEIR OPTIONAL ATTENDANCE. DETAIL NOTES: FURNITURE WALL FEED OR FLOORBOX FEED A,B (UPS CIRCUITS) DETAIL NOTE: PER WASHINGTON STATE ENERGY CODE, CIRCUITS C AND D ARE SWITCHED CIRCUITS. C,D (NORMAL SWITCHED CIRCUITS) B B D C CR CR A A D C CR CR A A D C CR CR B B D C CR CR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E7.02 ELECTRICAL DETAILS Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 01/18/2022 FOR REFERENCE ONLY 1. FLOOR BOX IS NOT APPLICABLE FOR DIRECT CONTACT WITH GRADE (SOIL OR GRAVEL). PROVIDE FL-GRD POUR PANS AS A FOUNDATION BEFORE BOX INSTALLATION. 2. COORDINATE FLOOR BOX COVER ASSEMBLY AND COVER FINISH WITH ARCHITECT. 1.VERIFY FLOOR BOX TYPE, MANUFACTURER AND APPURTENANCES REQUIRED PRIOR TO ROUGH-IN. 2.MINIMUM RADIUS BEND OF CONDUITS SERVING DATA OUTLETS SHALL BE 10 TIMES THE DIAMETER OF THE CONDUIT. 3.COORDINATE FLOOR BOX LOCATION(S) WITH SLAB REINFORCING. 4.DO NOT ROUTE CONDUITS IN THE SLAB. ROUTE CONDUITS BELOW SLAB AS INDICATED. 5.INSTALL CONDUIT MINIMUM 2" BELOW BOTTOM OF SLAB. SEE SPECIFICATION SECTION 260533 FOR ADDITIONAL INFORMATION. 6.CONDUIT ENTRY INTO BOTTOM OF FLOOR BOX PREFERRED IN LIEU OF SIDE ENTRY. LEGEND FIELD CONNECTIONS POWER WIRING NETWORK CONTROLLED RECEPTACLES LIGHTING LINE VOLTAGE CONTROLLED RECEPTACLES PER PLAN RECEPTACLE CONTROL RELAY PANEL DCS NETWORK INTERFACE POWER SUPPLY UPS CIRCUIT NETWORK INTERFACE CONTROLLER (NIC)XFMR (PSMN500A) XFMR (PSMN500A) 120 VAC 120 VAC MAX 3 XFMR PER 120 VAC CIRCUIT 1-100VA CIRCUIT PER RCU ROOM CONTROL UNIT (RCU) NOTE: NOT A VAV BOX HVAC HVAC REFER TO MECHANICAL CONFERENCE ROOM (WHERE APPLICABLE) TO NEXT RCU EXITS FOR NON-CONTROLLED DOORS EXTERIOR DOOR CONTACTS MOTION DIMMER SIGNALS (1) (COMPATIBLE WITH ELECTRONIC DIMMING LED DRIVERS) LIGHTING RELAY ( 2) LCD SWITCH PER DRAWINGS EZNT-T100 TWO DUPLEX 120V,20A RECEPTACLES FSR PLATE CONFIGURATION 4DECORA BLANK INSERTS PART NO. LEVITION 80414 -WHITE DRAWING SYMBOL ALL POWER CONDUITS SHALL ENTER THE 'POWER SIDE' OF FLOOR BOX. ALL TELECOM / AV CONDUITS SHALL ENTER 'LOW VOLTAGE SIDE' OF FLOOR BOX. FSR FSR PLATE CONFIGURATION 4 FSR-500-4" CONCRETE FLOORBOX DETAIL NOTES: PROVIDE TELECOM OR AV DEVICE MOUNTING PLATE AND HINGED COVER. COORDINATE TELECOMMUNICATIONS AND AV REQUIREMENTS WITH TELECOM DRAWINGS. NOT ALL FLOOR BOX LOCATIONS RECEIVE TELECOM OR AV CABLING. 1/2"C IN SLAB FOR LINE VOLTAGE CONDUCTORS. SEPARATION BARRIER BETWEEN CLASS 1 AND CLASS 2 WIRING SLAB-ON-GRADE PER PLAN FLOOR BOX POUR PAN NOTE 5 TYP DETAIL NOTES: LIGHTING CONTROL ROOM DETAIL1 E7.03 DUAL SERVICE FLUSH FLOORBOX DETAIL2 E7.03 SLAB ON GRADE FLOORBOX DETAIL3 E7.03 1-100VA CIRCUIT PER RCU YELLOW 2C#18(EACH) NETWORK (MS/TP) ORANGE 2C#18 SHIELDED WHITE 2C#18 (EACH) WHITE 2C#18 (EACH) PURPLE 4C#18 (EACH) BLUE 2C#18 2C#24 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 E7.03 ELECTRICAL DETAILS Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 12/06/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 01/18/2022 FOR REFERENCE ONLY V Y WAP X X X A A J J F PB XX XX C# GENERAL NOTES 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, INCLUDING BUT NOT LIMITED TO CABLING, TELECOMMUNICATION PATHWAYS AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS CONTRACT. 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE NATIONAL AND STATE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 3. COORDINATE TELECOMMUNICATIONS WORK WITH THAT OF OTHER TRADES. REFER TO ELECTRICAL, MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL, CEILINGS, AND BELOW RAISED FLOOR SPACES UNLESS OTHERWISE NOTED ON THE DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE INSTALLED AS OPEN CABLING NEAR STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. 6. INTRABUILDING OPTICAL FIBER CABLING SHALL BE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" BEFORE ENTERING A FREE STANDING RACK UTILIZING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. 7. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY SYSTEM CABLING. 8. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS SUITABLE SEPARATION. 9. PRIOR TO STARTING TELECOMMUNICATIONS INSTALLATION, CAREFULLY INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE WORK. 10. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS SATISFACTORY. 11. ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED CROSS-CONNECT PER THE IDENTIFICATION LABEL AT EACH TELECOMMUNICATIONS WORKSTATION DEVICE. TERMINATE ALL CABLES ON 48-PORT PATCH PANELS ON RACKS UNLESS OTHERWISE NOTED. 12. ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR SERVING TELECOMMUNICATIONS ROOM UNLESS NOTED OTHERWISE. TERMINATE ALL CABLES ON WALL MOUNTED F-CONNECTOR PATCH PANELS. 13. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. 14. CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS SHALL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED FLOOR SPACES SHALL BE PROVIDED BY THE TELECOMMUNICATIONS CONTRACTOR. ABBREVIATIONS A AMPERE ABV ABOVE AC AIR CONDITIONING ACD ACCESS CONTROL DOOR AFF ABOVE FINISHED FLOOR AG ABOVE GROUND AHJ AUTHORITIES HAVING JURISDICTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE AV AUDIO VISUAL AWG AMERICAN WIRE GAUGE BAS BUILDING AUTOMATION SYSTEM BC BONDING CONDUCTOR BLDG BUILDING BKBD BACKBOARD C CONDUIT CAB CABINET CAT CATEGORY CATV COMMUNITY ANTENNA TELEVISION CCTV CLOSED CIRCUIT TELEVISION CLG CEILING CO CONDUIT ONLY DEMARC DEMARCATION POINT DSL DIGITAL SUBSCRIBER LINE DS INTERCOM DOOR STATION (E) EXISTING EEO EMERGENCY EXIT ONLY EIA ELECTRONIC INDUSTRIES ALLIANCE EMT ELECTRICAL METALLIC TUBING ENCL ENCLOSURE EPO EMERGENCY POWER OFF ER EQUIPMENT ROOM FACP FIRE ALARM CONTROL PANEL FBO FURNISHED BY OWNER FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR FOIO FURNISHED BY OWNER INSTALLED BY OWNER HC HORIZONTAL CROSS-CONNECT IC INTERMEDIATE CROSS-CONNECT IG ISOLATED GROUND IMC INTERMEDIATE METALLIC CONDUIT ISDN INTEGRATED SERVICES DIGITAL NETWORK J-BOX JUNCTION BOX KCMIL THOUSAND CIRCULAR MILS LAN LOCAL AREA NETWORK LCP LIGHTING CONTROL PANEL MAN METROPOLITAN AREA NETWORK MAX MAXIMUM MC MAIN CROSS-CONNECT MH MANHOLE MIN MINIMUM MM MULTIMODE MPOE MAIN POINT OF ENTRANCE MPOP MAIN POINT OF PRESENCE MTD MOUNTED (N) NEW NEC NATIONAL ELECTRIC CODE NIC NOT IN CONTRACT OFC OPTICAL FIBER CABLE OOBM OUT OF BAND MANAGEMENT OSP OUTSIDE PLANT PBX PRIVATE BRANCH EXCHANGE PP PATCH PANEL PVC POLYVINYL CHLORIDE REC RECEPTACLE RMFC RACK MOUNT FIBER CABINET RU RACK UNIT SM SINGLEMODE SMR SURFACE METAL RACEWAY SONET SYNCHRONOUS OPTICAL NETWORK SP SERVICE PROVIDER STP SHIELDED TWISTED PAIR SW SWITCH TBB TELECOMMUNICATIONS BONDING BACKBONE TEL TELEPHONE TELCO TELEPHONE COMPANY TGB TELECOMMUNICATIONS GROUNDING BUSBAR TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION TMGB TELECOMMUNICATIONS MAIN GROUNDING BUSBAR TR TELECOMMUNICATIONS ROOM TYP TYPICAL UON UNLESS OTHERWISE NOTED UPS UNINTERRUPTIBLE POWER SUPPLY UTP UNSHIELDED TWISTED PAIR WAN WIDE AREA NETWORK WAP WIRELESS ACCESS POINT WP WEATHERPROOF V VOLTS G 1 HA-3 POWER POLE, FLOOR TO CEILING POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO SUBSCRIPT, SEE SPECIFICATIONS) JUNCTION BOX SURFACE METAL RACEWAY RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) RACEWAY RUN BELOW FLOOR OR BELOW GRADE RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) FLEXIBLE RACEWAY HOMERUN TO PANEL (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) GENERAL EXISTING ELECTRICAL TO BE REMOVED PULL BOX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) MANHOLE (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) HANDHOLE GROUNDING CONDUCTOR GROUND ROD GROUNDING BUSBAR FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO SUBSCRIPT, SEE SPECIFICATIONS) EXISTING ELECTRICAL TO REMAIN NEW ELECTRICAL WORK MATCHLINE OR PROPERTY LINE DETAIL/PLAN IDENTIFIER SECTION IDENTIFIER ELEVATION IDENTIFIER REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE REVISION CALLOUT DEMOLITION NOTE TAG EQUIPMENT TAG FLAG NOTE TAG EQUIPMENT TAG RACEWAYS AND BOXES FURNITURE WALL FEED OUTLET BOX GROUNDING RACEWAY CONTINUATION RACEWAY STUB WITH BUSHING EZ-PATH FIRE STOPPING SLEEVE RACEWAY SLEEVE WITH BUSHINGS CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS OTHERWISE NOTED CABLE TRAY, OVERHEAD LADDER TYPE #10 (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS (GROUND CONDUCTOR) (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) NORTH ARROW TELECOMMUNICATIONS SYSTEM FIRE RESISTANT 3/4" PLYWOOD BACKBOARD 110 BLOCK WITH LEGS 900D VOICE FRAME FLOOR MOUNTED SERVER ENCLOSURE FLUSH MOUNT/FURNITURE DEVICE CEILING MOUNTED WIRELESS DATA DEVICE (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) POKE THRU DEVICE (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) (B = BLANK COVER PLATE.) (F = MODULAR FURNITURE DEVICE.) (POS = POINT OF SALE.) (S = SURFACE MOUNT.) (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) TWO-POST EQUIPMENT RACK 6" DOUBLE-SIDED VERTICAL MANAGEMENT 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT 6" SINGLE-SIDED VERTICAL MANAGEMENT 3.65" SINGLE-SIDED VERTICAL MANAGEMENT EQUIPMENT GROUNDING CONNECTION GROUNDING STRAP WALL MOUNTED ENCLOSURE ENLARGED PLAN BOUNDARY EQUIPMENT TAG LOCATION WHERE PICTURE WAS TAKEN AND DIRECTION 66 BLOCK NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SCADA A, POS ORANGE SCADA B BLUE VOICE/DATA WHITE TRAINING GREEN FIRE RED SECURITY YELLOW AV EQUIPMENT BLACK BUILDING CONTROLS GRAY OR LIGHT GRAY DISPATCH RADIO PURPLE CABLING COLORS TV OUTLET (RG6 COAX), WALL MOUNTED T1.1 1 T1.1 A T1.1 A 1 1 1 AHU-01 N 1 AHU 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T0.01 TELECOM LEGEND PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 FOR REFERENCE ONLY WH 1 1 1 1 1 2 2 2 2 2 2 22 2 2 2 4 2 2 2 2 1 1 1 222 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 22 2 2 22 2 2 2 2 2 2 2 2 2 1 2 1 1 1 1 1 1 1 1 2 1 1 2 2 4 4 2 22 2 2 2 2 2 2 2 2 2 2 4 2 2 22 2 2 2 2 2 2 2 2 2 2 2 2 2 V V V V V V V A A B B C C D D E E F F G G H H J J K K 1 1 22 3 3 44 5 5 66 7 7 88 C.9 C.9C.8 C.8 ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 CONF ROOM 115 LCD W/P W/P LCD W/P J LCD LCD ELEV PHONE LCD J J T5.01 1 PRINTER PRINTER CSR LOBBY/ OFFICE 143 PROVIDE 1.5" CONDUIT FROM CEILING SPACE TO WIREMOLD TO SUPPORT MODULAR FURNITURE (TYP UON) PROVIDE 1.5" CONDUIT FROM CEILING SPACE TO WIREMOLD TO SUPPORT MODULAR FURNITURE (TYP UON) (1) EZ-PATH 4" PENETRATION OPEN CABLING PATHWAYS (TYP) 24" X 4" BASKET- STYLE TRAY (2) 4" CONDUITS TO ACESSIBLE CEILING SPACE (3) EZ-PATH 4" PENETRATION (2) 4" CONDUITS FROM 2ND FLOOR COMM ROOM TO 1ST FLOOR ACCESSIBLE CEILING SPACE 18" X 4" BASKET-STYLE TRAY TO SUPPORT COMMON CABLING PATHWAYS 3 1 13 1 1 1 1 1 1 3 3 3 3 2 2 1 1 1 3 2 1 3 1 3 1 3 1 3 1 3 3 3 +72" AFF +72" AFF 1 LCD 2 2 2 LCD LCD +60" +60" LCD LCD +72" +72" +72"+72" +72" AFF +72" AFF +72" AFF +72" +72" AFF LCD LCD LCD LCD LCD +72" +72" COORDINATE LOCATION AND ELEVATION WITH ARCHITECT COORDINATE LOCATION AND ELEVATION WITH ARCHITECT COORDINATE LOCATION AND ELEVATION WITH ARCHITECT COORDINATE LOCATION AND ELEVATION WITH ARCHITECT COORDINATE LOCATION AND ELEVATION WITH ARCHITECT, TYP OF 2 OSP PATHWAY. SEE TS1.01 FOR ADDITIONAL INFORMATION, TYP OF 2 5 5 5 5 5 5 4 PROJ 4 PROJ 5 5 PROVIDE 1.5"C FROM CEILING SPACE TO SUPPORT FURNITURE W W W W W W PROVIDE 1.5"C TO CEILING SPACE J PROVIDE 6 EA. CATEGORY 6 CABLES IN CEILING SPACE WITH 40' OF SLACK COILED ABOVE CEILING ON J-HOOKS W W W W PROVIDE 1.5"C FROM CEILING SPACE TO FEED WIREMOLD SUPPORTING MODULAR OFFICE FURNITURE FIELD COORDINATE EXACT LOCATION WITH ELEVATOR PROVIDER PROVIDE 1.5" CONDUIT FROM CEILING SPACE TO WIREMOLD TO SUPPORT MODULAR FURNITURE (TYP UON) J PROVIDE 6 EA. CATEGORY 6 CABLES IN CEILING SPACE WITH 40' OF SLACK COILED ABOVE CEILING ON J-HOOKS PROJ 4 J PROVIDE 1.5"C FROM CEILING SPACE TO J-BOX TO SUPPORT MODULAR FURNITURE J PROVIDE 6 EA. CATEGORY 6 CABLES IN CEILING SPACE WITH 40' OF SLACK COILED ABOVE CEILING ON J-HOOKS +72" AFF +72" AFF +72" AFF +72" AFF +72" AFF +72" AFF +72" AFF MOUNTED IN WIREMOLD 6000 SERIES, DIVIDED RACEWAY. PROVIDED BY ELECTRICAL, TYP MOUNTED IN WIREMOLD 6000 SERIES, DIVIDED RACEWAY. PROVIDED BY ELECTRICAL, TYP MOUNTED IN WIREMOLD 6000 SERIES, DIVIDED RACEWAY. PROVIDED BY ELECTRICAL, TYP 18" X 4" BASKET-STYLE TRAY TO SUPPORT COMMON CABLING PATHWAYS KEY NOTES 1. PROVIDE (2)1"C IN FLOOR SLAB FROM FLOOR BOX, UP THROUGH WALL CAVITY, TO ACCESSIBLE CEILING SPACE. (1) CONDUIT FOR LOW VOLTAGE DATA AND (1) CONDUIT FOR FUTURE. COORDINATE ROUTING WITH ELECTRICAL POWER CONDUITS. 2. UTILIZE OPEN CABLING SUPPORT METHODS IN THIS AREA. THE SUPPORT METHODS SHALL CONSIST OF J-HOOKS AND CABLE SADDLE BAGS SUPPORTED ON DEDICATED HANGERS SPACED 5'-O" APART. TRANSITION CABLE SUPPORTS FROM J-HOOKS TO CABLE SADDLE BAGS BASED UPON THE AMOUNT OF CABLING TO BE SUPPORTED IN THE AREAS UTILIZING OPEN CABLING METHODS FOR THE ROUTING OF HORIZONTAL INFRASTRUCTURE. THE MAXIMUM FILL RATIO OF OPEN CABLING SUPPORT DEVICES SHALL NOT EXCEED 25 CABLE MAXIMUM FOR A 2" J-HOOK AND 225 CABLE MAXIMUM FOR A CABLE SADDLE BAG. 3. ROUTE (3) CATEGORY 6 CABLES TO MDF CABLE ROOM AND (1) CATEGORY 6 CABLE TO FLOOR BOX IN THIS ROOM. 4. PROVIDE 2-PORT DATA CONNECTION IN CEILING. COORDINATE LOCATION WITH OVERHEAD PRJECTOR. 5. COORDINATE LOCATION WITH UPS BACKED RECEPTACLE LOCATIONS. # 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T2.01 TELECOM DEVICE PLAN -LEVEL 1 PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"T2.01 1 TELECOM DEVICE PLAN -LEVEL 1 FOR REFERENCE ONLY WH 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 OS OS ZDa,b ZDa,b OS ZD O ZD O ZDO OS ZDO OS ZDO ZD O a , b OS OS ZO OS ZD O OS OS ZO OS ZDO ZDO OS OS OSOS ZD O ZD O ZD a , b ZD a , b ZDO ZD O ZO ZD O ZD e , f , g ZD ZDe ZD O ZD O a ZD e ZD e ZO OS ZD O ZDO ZD O a ZD O ZDO FAAP ZD a , b ZD a , b ZD a , b FACP OS b , c M M M M M M M M M M M M MM P M M M M M M M OSc,d P P P P PP P P P P M P P ZD O P ZD e , f P P ZD O M M M MMMM M M M M M M M M M M M M V V V V V V V A A B B C C D D E E F F G G H H J J K K 1 1 22 3 3 44 5 5 66 7 7 88 C.9 C.9C.8 C.8 ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 CONF ROOM 115 CONFERENCE ROOM 144 OFFICE/ CONF ROOM 145 WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP WAP 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T2.02 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1SCALE: 1/8" = 1'-0"T2.02 1 TELECOM WIRELESS DEVICE PLAN -LEVEL 1 FOR REFERENCE ONLY M M A A B B C C D D E E F F G G H H J J K K 1 1 22 3 3 44 5 5 66 7 7 88 C.9 C.9C.8 C.8 FUTURE OFFICE 200 MAINTENANCE STORAGE 201 STAIR 01 ST-1 STAIR 02 ST-2 ELEC/ COMM 202 ROOF ACCESS 203 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T2.03 TELECOM WIRELESS DEVICE PLAN - LEVEL 2 PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1SCALE: 1/8" = 1'-0"T2.03 1 TELECOM WIRELESS DEVICE PLAN -LEVEL 2 FOR REFERENCE ONLY A A B B C C D D E E F F G G H H J J K K 1 1 22 3 3 44 5 5 66 7 7 88 C.9 C.9C.8 C.8 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T2.04 TELECOM WIRELESS DEVICE PLAN - ROOF LEVEL TV TV SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SCALE: 1/8" = 1'-0"T2.04 1 TELECOM WIRELESS DEVICE PLAN -ROOF FOR REFERENCE ONLY 2 5 4 3 1 6 13 12 11 9 10 7 8 17 18 15 16 14 SyC lata 53 0ts 0 EIRES LX CUSTOMER EQUIPMENT 1 2 3 4 65 7 8 109 11 12 1513 14 16 17 1918 20 21 2422 23 RACK 2 PATCH/EQUIP RACK 1 FIBER/EQUIP RACK 3 EQUIP RACK PANEL BULKHEAD PORTS CABLE TYPE DESIGNATION 2 1-6 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (WAREHOUSE)1 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (VEHICLE)2 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (MODULAR)3 - CAT5 COPPER 25 PAIR CAT5 TO TELCO WALL FIELD 1 2 4-5 - CAT6 HORIZONTAL CABLE WORKSTATION CABLING 2 1-24 - 2 1 1-24 - 96 STRAND MULTIMODE 50/125 FIBER DISTRICT FIBER 24 STRAND MULTIMODE 50/125 FIBER FUTURE 2ND FLOOR IDF 1 1 1 NOTE: 1. SEPARATE TERMINATIONS BY TYPE. SECURITY, WAPS, OPERATIONS, AND FACILITIES SHOULD EACH TERMINATE ON SEPARATE PATCH PANELS. RACK REQUIREMENTS: 1. PROVIDE COMPLETE RACK ASSEMBLY, INCLUDING ANCHOR BOLTS, CLAMPS, RACKS AND MISC. INSTALLATION HARDWARE. CONTRACTOR SHALL EQUIP EACH RACK AS SHOWN, AND AS DESCRIBED IN THE SPECIFICATIONS. PROVIDE CABLE MANAGEMENT PANELS, PATCH PANELS, ETC., UNLESS NOTED OTHERWISE. GROUND EQUIPMENT TO NEAREST NEC RECOGNIZED GROUNDING ELECTRODE SUBSYSTEM WITH #6 AWG COPPER, STRANDED, GREEN GROUNDING CONDUCTOR. 2. ASSEMBLE EQUIPMENT RACKS SO RACK UNIT 1 IS NEAREST TO THE FLOOR AND NUMBERS INCREASE VERTICALLY. RACK REQUIREMENTS: F F 7 7 88 COMM/ FIBER ROOM 138 R06 F F 7 7 88 COMM/ FIBER ROOM 138 SECURITY BACKBOARD R05 R02 R03 R17 TELECOM DEMARCATION BACKBOARD 36" CLEARANCE ELECTRICAL PANELS SHOWN FOR REFERENCE ONLY TYP. TYP. R14 R11 R13 (0/1/2) R13 R14 R15 R11 R12 TYP. TYP.(3/2/1) R11 TO WALL MOUNTED TELECO DEMARC 96 STRAND DISTRICT FIBER (BY OTHERS) F F 7 7 88 COMM/ FIBER ROOM 138 36" CLEARANCE ELECRICAL PANEL A ELECRICAL PANEL B WIREMOLD 6000 R01 R01 R01 R01 A B A B A B A B INPUT FROM TV SERVICE IN OUT 1 2 3 4 5 6 7 8 V V V V V V V 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T5.01 ENLARGED TELECOM DEVICE PLANS PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 R01 PROVIDE L5-20 RECEPTACLE ABOVE RACKS AS INDICATED. ROUTE POWER TO DESIGNATED POWER PANEL WITHIN COMMUNICATIONS ROOM. FACEPLATES FOR ELECTRICAL SHALL BE PAINTED WITH DESIGNATED CIRCUIT COLOR: "A" = YELLOW, "B" = BLUE. R02 ORTRONICS 6"W X 7'-0"H VERTICAL MANAGEMENT PANEL WITH LATCHES. R03 ORTRONICS MIGHTY MO 6 19" EQUIPMENT RACK. R04 PROVIDE 3/4" FIRE RETARDANT PLYWOOD BACKBOARD SECURED TO WALL FROM +6" AFF TO +8'-6" AFF. R05 10" TGB SECURED TO WALL 6" BELOW OVERHEAD CABLE TRAY. SEE DETAIL 3 ON SHEET T5.3 FOR ADDITIONAL INFORMATION. R06 18"W X 4"H B-LINE REDI-RAIL LADDER-STYLE CABLE TRAY MOUNTED AT +7'-6" AFF (UON). PROVIDE #6 AWG BONDING CONDUCTOR TO BOND EACH SECTION OF TRAY TOGETHER. R07 4"C SLEEVE TO ACCESSIBLE CEILING SPACE. SEE FLOOR PLAN ON SHEET T2.1 FOR ADDITIONAL INFORMATION. R08 ELECTRICAL PANEL SHOWN FOR REFERENCE ONLY. R09 ELECTRICAL TRANSFORMAER SHOWN FOR REFERENCE ONLY. R10 FIRE CONTROL PANELS SHOWN FOR REFERENCE ONLY. R11 CATEGORY 6 24/48-PORT PATCH PANEL. R12 2-RU HORIZONTAL CABLE MANAGEMENT PANEL. R13 NETWORK SWITCH, BY OWNER (NIC). R14 1-RU RMFC (X/Y/Z), (X) DENOTES 6-LC MM CONNECTOR PANELS, (Y) DENOTES 12-LC MM CONNECTOR PANELS, (Z) DENOTES QUANTITY OF BLANK PANELS. R15 2-RU OPTICAL FIBER MANAGEMENT PANEL. R16 EQUIPMENT GROUND PER J-STD-607-A WITH #6 AWG BONDING STRAP OR EQUIVALENT TO TGB WITHIN THIS ROOM. R17 SECURITY ENCLOSURE.SCALE: 1/4" = 1'-0"T5.01 2 ENLARGED PLAN -OVERHEAD TRAY SCALE: 1/4" = 1'-0"T5.01 1 ENLARGED PLAN -RACK/EQUIPMENT PLAN T5.01 6 WALL MOUNTED NETWORK RACK (TYPICAL FOR REMOTE BUILDINGS UNLESS NOTED OTHERWISE)T5.01 4 ENLARGED COMM/FIBER ROOM RACK ELEVATION SCALE: 1/4" = 1'-0"T5.01 3 ENLARGED PLAN -ELECTRICAL COORDINATION T5.01 5 DETAIL -COAXIAL DISTRIBUTION ONE-LINE DIAGRAM FOR REFERENCE ONLY FIBER OPTIC CABLE COUNT TYPE CAUTION: GROUNDING AND BONDING NOTES: 1 2 3 4 5 6 7 8 1 2 5 37 37 9 9 9 4 4 96 8 8 24" MIN. 1/4"D x 2"W x 10"L COPPER GROUND BAR WITH WALL MOUNTING BRACKETS AND INSULATORS INSULATED 3/0 AWG ROUTED ALONG OVERHEAD CABLE TRAY TWO HOLE COMPRESSION GROUND LUG (TYP) 1/0 AWG BARE COPPER TO TMGB 1/0 AWG BARE COPPER TO BUILDING STEEL NOTE: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. NOTE: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE CONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. DOUBLE LUG, DOUBLE CRIMPED FITTING (TYP) 250 KCMIL TO MGN GROUND INSULATED 1/0 AWG ROUTED TO EACH 10" TGB AS APPLICABLE INSULATED 1/0 AWG TO BUILDING STEEL INSULATED 3/0 AWG ROUTED ALONG OVERHEAD CABLE TRAY 1/4"D x 4"W x 20"L COPPER GROUND BAR WITH WALL MOUNTING BRACKETS AND INSULATORS NOTES: THE DETAIL ABOVE IS FOR VISUAL PURPOSES ONLY. SEE POWER COORDINATION DETAIL x ON SHEET T3.x FOR EXACT RECEPTACLE TYPE, QUANTITY AND LOCATION INFORMATION. OVERHEAD CABLE TRAY THREADED ROD TO STRUCTURE (TYP) UNI-STRUT TRAPEZE SUPPORT BRACKET (TYP) WIREMOLD RACEWAY PROVIDE MOUNTING BRACKETS AS NECESSARY FOR WIREMOLD INSTALLATION CABLE ORIGINATION AND DESTINATION INFORMATION NOTE: 1. THE PART NUMBER AND TYPE ABOVE ARE EXAMPLES ONLY. PROVIDE THE CORRECT INFORMATION IN TAG PER SPECIFICATIONS OF INSTALLED TYPE. OTHER CABLE TYPES AND CONFIGURATIONS MAY VARY. PROVIDE MANUFACTURER ACP PART NO. VCT-200. 2. REFER TO TELECOMMUNICATIONS RISER DIAGRAM AND TERMINATION SCHEDULES FOR CABLE ORIGINATION AND DESTINATION LOCATIONS, CABLE TYPES AND STRAND/PAIR COUNTS. TIGHT BUFFER, OFNP 12-ST 50/125 OM3 COMM/FIBER ROOM CABLE TYPE AND COUNT 3/4" PLYWOOD BACKBOARD SECURED TO WITHIN ENCLOSURE 5-20 DUPLEX RECEPTACLE IN SURFACE MOUNT BOX MOUNTED TO PLYWOOD BACKBOARD WITHIN ENCLOSURE #6 AWG RECEPTACLE TO BE FED VIA MC CABLING ROUTED WITHIN 4"C AS SHOWN 4"C TO FLOOR BELOW (TYP). 24"x24"x8" WEATHER SEALED ENCLOSURE 4-PORT DEVICE IN SURFACE MOUNT BOX MOUNTED TO PLYWOOD BACKBOARD WITHIN ENCLOSURE FUTURE CONDUITS TO ROOFTOP DISH LOCATIONS 20" TMGB 10" TGB 250 KCMIL TO MGN GROUND INSULATED 1/0 AWG ROUTED TO BUILDING STEEL. INSULATED 3/0 AWG ROUTED BELOW OVERHEAD CABLE TRAY IN MDF ROOM AND DISTRICT FIBER ROOM GREEN SHEATHED STRANDED #6 AWG CONDUCTORS BONDED TO IT FROM EACH EQUIPMENT RACK POSITION AND CONDUIT SLEEVE AS NOTED ON SHEET T412. INSULATED 1/0 AWG BETWEEN GROUND BARS GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM EACH GROUP OF CONDUIT SLEEVES WITHIN THIS ROOM TO TGB WITHIN THIS ROOM. BOND EACH CONDUIT SLEEVE TO #6 AWG. GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM TGB WITHIN THIS ROOM TO OVERHEAD CABLE TRAY WITHIN THIS ROOM. GREEN SHEATHED STRANDED #6 AWG 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T7.01 TELECOM DETAILS PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 T7.01 1 DETAIL -TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY -10" T7.01 2 DETAIL -TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY -20" T7.01 3 DETAIL -CABLE TRAY MOUNTED POWER RECEPTACLE INSTALLATION T7.01 4 DETAIL -OPTICAL FIBER CABLE MARKER DETAIL T7.01 5 DETAIL -BROADBAND ROOF ENCLOSURE INSTALLATION T7.01 6 TELECOMMUNICATIONS GROUNDING AND BONDING DIAGRAM FOR REFERENCE ONLY 2 4 6 2 6 5 PROJ C PROJ +108" OX136-2-1-01 COMPUTER CART DRAING SYMBOL DRAING SYMBOL DRAING SYMBOL TERMINATE CABLING ON FEMALE RJ45 MODULE IN FLOORBOX FLOOR SLAB (1) 1-1/4"C ROUTED IN SLAB BETWEEN FLOORBOXES (2) 1-1/4"C ROUTED WITHIN WALL TO NEAREST ACCESSIBLE CEILING SPACE OWNER PROVIDED, CONTRACTOR INSTALLED CEILING SPEAKER WITH CABLING TO COMPUTER CART FLOORBOX LCD SCREEN DEVICE AS APPLICABLE. SEE FLOORPLANS FOR ADDITIONAL INFORMATION WALL (TYP.) CEILING GRID SLAB ABOVE CABLING ROUTED IN ACCESSIBLE CEILING SPACE USING OPEN CABLING SUPPORTS (TYP) FLUSH MOUNTED PROJECTOR DEVICE FACEPLATE PATCH CORD BY OTHERS PROJECTOR AND MAST BY OTHERS, NIC. (2) 1-1/4"C ROUTED WITHIN WALL TO NEAREST ACCESSIBLE CEILING SPACE FLOORBOX BELOW TABLE, BY OTHERS. FSR PART NUMBER: RFL4.5-Q2G. SEE DETAIL 5 ON THIS SHEET FOR ADDITIONAL INFORMATION PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM DATA ICON "WHITE" (TYP) CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) CABLE FOR THIS MODULE ROUTED TO COMPUTER CART FLOORBOX. SEE DETAILS 1 AND 2 ON THIS SHEET FOR ADDITIONAL INFORMATION BLANK MODULE "WHITE" (TYP) 55 4 3/4"C IN SLAB FOR LOW VOLTAGE CONDUCTORS. ALL TELECOM / AV CONDUITS SHALL ENTER 'LOW VOLTAGE SIDE' OF FLOOR BOX. PROVIDE TELECOM OR AV DEVICE MOUNTING PLATE AND HINGED COVER. COORDINATE TELECOMMUNICATIONS AND AV REQUIREMENTS WITH TELECOM DRAWINGS. NOT ALL FLOOR BOX LOCATIONS RECEIVE TELECOM OR AV CABLING. ALL POWER CONDUITS SHALL ENTER THE 'POWER SIDE' OF FLOOR BOX. SEPARATION BARRIER BETWEEN CLASS 1 AND CLASS 2 WIRING DECORA BLANK INSERTS PART NO. LEVITION 80414-WHITE FSR PLATE CONFIGURATION 4 FSR PLATE CONFIGURATION 4 3/4"C IN SLAB FOR LOW VOLTAGE CONDUCTORS. ALL TELECOM / AV CONDUITS SHALL ENTER 'LOW VOLTAGE SIDE' OF FLOOR BOX. PROVIDE TELECOM OR AV DEVICE MOUNTING PLATE AND HINGED COVER. COORDINATE TELECOMMUNICATIONS AND AV REQUIREMENTS WITH TELECOM DRAWINGS. NOT ALL FLOOR BOX LOCATIONS RECEIVE TELECOM OR AV CABLING. ALL POWER CONDUITS SHALL ENTER THE 'POWER SIDE' OF FLOOR BOX. SEPARATION BARRIER BETWEEN CLASS 1 AND CLASS 2 WIRING DECORA BLANK INSERTS PART NO. LEVITION 80414-WHITE FSR PLATE CONFIGURATION 4 FSR PLATE CONFIGURATION 4 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T7.02 TELECOM DETAILS PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 T7.02 1 DETAIL -TYPICAL DEVICE WITH SCADA CONNECTIVITY T7.02 2 DETAIL -TYPICAL PROJECTOR ORGANIZATION, ICON, AND LABELING T7.02 3 DETAIL -ORGANIZATION, ICON, AND LABELING FOR TYPICAL 'COMP CART BOX' T7.02 4 DETAIL -ORGANIZATION, ICON, AND LABELING FOR TYPICAL 'CONFERENCE TABLE' FOR REFERENCE ONLY # WALL DRAING SYMBOL FURNITURE CABLING FEED NOTE: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. NOTE: 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE AND PROVIDED WHERE NECESSARY. 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO NEAREST AVAILABLE CEILING SPACE. 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING MISCELLANEOUS APPURTENANCES. PROVIDE FACEPLATE FLUSH WITH FINISHED WALL FOR FUTURE DATA / VOICE CABLING. PROVIDE BLANK COVERPLATE WITH GROMMETED OPENING. ELEVATION - AFLOOR SURFACE MOUNTED WORKSTATION DEVICE MODULAR FURNITURE PANEL DUAL GANG MUD-RING SEE ELEVATION - A WORK SURFACE WALL ACCESSIBLE CEILING GRID AS APPLICABLE J-HOOK (TYP) HORIZONTAL STATION CABLING SEE FLOORPLAN SHEETS FOR CONTINUATION TO TELECOMMUNICATIONS ROOM PROVIDE 10'-0" SERVICE LOOP ABOVE DEVICE IN ACCESSIBLE CEILING OR CABLE TRAY AS APPLICABLE SUSPENDED CEILING (WHERE APPLICABLE) NOTCH CEILING TILE (WHERE APPLICABLE) EXTEND CONDUIT TO ACCESSIBLE CEILING SPACE CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS LOW PROFILE FACEPLATE CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES 4" X 4" X 5/8" SINGLE- GANG MUD RING 4" X 4" X 2-1/8" OUTLET BOX CONDUIT (NOTES 1, 2 AND 3) HORIZONTAL DEVICE CABLES TO AREA SERVING TELECOMMUNICATIONS ROOM PLASTIC BUSHING PULL STRING TO CEILING SPACE OR STRUCTURE SCREW ON SINGLE GANG MUD-RING LOW PROFILE FACEPLATE CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES EXTEND CONDUIT TO ACCESSIBLE CEILING SPACE CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS DOUBLE GANG FLUSH MOUNT FACEPLATE WITH 2" GROMMETED OPENING 4" X 4" X 5/8" SINGLE- GANG MUD RING 4" X 4" X 2-1/8" OUTLET BOX HORIZONTAL DEVICE CABLES TO AREA SERVING TELECOMMUNICATIONS ROOM PLASTIC BUSHING NOTE: 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE AND PROVIDED WHERE NECESSARY. NEW CONDUIT SHALL BE ROUTED TO NEAREST AVAILABLE CEILING SPACE. 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO NEAREST AVAILABLE CEILING SPACE. 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING MISCELLANEOUS APPURTENANCES. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T7.03 TELECOM DETAILS PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 T7.03 1 DETAIL -TYPICAL MODULAR FURNITURE WALL FEED INSTALLATION T7.03 2 DETAIL -DEVICE OUTLET ASSEMBLY T7.03 3 DETAIL -OUTLET MUD-RING MOUNTING T7.03 4 DETAIL -TYPICAL MODULAR FURNITURE WALL FEED INSTALLATION FOR REFERENCE ONLY W 2 3 1 4 3 F TV V FRONT VIEW TOP VIEW OX136-2-1-01 OX136-2-1-01,02 OX136-2-1-01,02 OX136-2-1-03 OX136-2-1-01 OX136-2-1-01,02 OX136-2-1-03,04 DRAWING SYMBOL OX136-2-1-01,02 OX136-2-1-03 DRAWING SYMBOLDRAWING SYMBOLDRAWING SYMBOL DRAWING SYMBOL DRAWING SYMBOL PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM DATA ICON "WHITE" CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) RG6 F-CONNECTOR BLANK MODULE "WHITE" (TYP) PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM CATEGORY 6, 8P8C, MODULE "WHITE" PHONE ICON "WHITE" HANGER FOR PHONE (TYP) PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM DATA ICON "WHITE" CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) DATA ICON "WHITE" CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) DATA ICON "WHITE" CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP)BLANK MODULE "WHITE" (TYP) PHONE ICON "WHITE"PHONE ICON "WHITE" PHONE ICON "WHITE" PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM ORTRONICS SURFACE MOUNT BOX PART NUMBER: OR-404TJ4 DATA ICON "WHITE" (TYP) CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) PHONE ICON "WHITE" 3' - 7 3/16"0' - 5 5/8"1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T7.04 TELECOM DETAILS PT NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/2022 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 T7.04 1 DETAIL -ORGANIZATION, ICON, AND LABELING (W) T7.04 2 DETAIL -ORGANIZATION, ICON, AND LABELING (1) T7.04 3 DETAIL -ORGANIZATION, ICON, AND LABELING (2) T7.04 4 DETAIL -ORGANIZATION, ICON, AND LABELING (3) T7.04 5 DETAIL -ORGANIZATION, ICON, AND LABELING (4) T7.04 6 DETAIL -TYPICAL SURFACE MOUNTED MODULAR FURNITURE DEVICE FOR REFERENCE ONLY GENERAL MECHANICAL EQUIPMENT TAG REVISION CALLOUT KEYNOTE TAG LOCATION WHERE PICTURE WAS TAKEN AND DIRECTION DEMOLITION NOTE TAG EQUIPMENT TAG DETAIL/PLAN IDENTIFIER SECTION IDENTIFIER MATCHLINE OR PROPERTY LINE EXISTING MECHANICAL TO BE REMOVED EXISTING ELECTRICAL TO REMAIN NEW ELECTRICAL WORK ELEVATION IDENTIFIER REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE MECHANICAL EQUIPMENT TAG NORTH ARROW ENLARGED PLAN BOUNDARY 1 1 1 1 E1.01 1 E1.01 1 E1.01 1 AHU AHU-01 RACEWAY AND BOXES JUNCTION BOX PULL BOX MANHOLE HANDHOLE RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) RACEWAY RUN BELOW FLOOR OR BELOW GRADE RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) RACEWAY CONTINUATION RACEWAY STUB WITH BUSHING RACEWAY SLEEVE WITH BUSHINGS 1 (WHERE INDICATED, SUBCRYPT INDICATES PULL BOX NUMBER) (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER)XX CABLE TRAY, OVERHEAD SIZED AS NOTED LADDER RACK, OVERHEAD SIZED AS NOTED NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS 1 (0# - PLAN VIEW NOTE (S0# - DOOR ELEVATION DETAIL NOTES) (G0# - SCOPE DELINEATION NOTES) RACEWAY TURNING DOWN FIRE STOPPING SLEEVE XX XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) EQUIPMENT TAGS GENERAL SECURITY DEVICE TAGS SECURITY CABLE LABELING SCHEME CR-01-01 DEVICE ID FLOOR ID SECURITY DEVICE TYPE ID (SEE SECURITY DEVICE LABELING ABBREVIATIONS) SECURITY DEVICE LABELING ABBREVIATIONS SECURITY NOTES 1. PROVIDE TAMPER SWITCH FOR SOFTWARE HOUSE ENCLOSURES AND POWER SUPPLIES WITH CONNECTION TO TAMPER INPUT OF AN I8 INPUT MODULE. 2. PROVIDE CONNECTION TO COMMON FIRE ALARM OUTPUT RELAY (BY OTHERS) TO EACH LOCK POWER SUPPLY. 3. PROVIDE CONNECTIONS FROM A GENERAL ALARM OUTPUT RELAY (PROVIDED AND INSTALLED BY OTHERS) TO A SOFTW ARE HOUSE INPUT. A FIRE SYSTEM ALARM NOTIFICATION SHALL BE GENERATED AT THE SOFTWARE HOUSE HEAD END UPON ACTIVATION OF ANY FIRE ALARM. 4. PROVIDE CONNECTION TO SYSTEM CONTROLLER POWER FAIL INPUT FROM POWER SUPPLIES WITH CAPABILITY TO INTITIATE POWER FAIL SIGNAL. AN ALARM EVENT SHALL BE GENERATED UPON FAILURE OF ANY POWER SUPPLY. 5. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT TO 10'-0" ABOVE FINISHED FLOOR, EXCEPT WHERE CONCEALED WITHIN AN ACCESSIBLE CEILING SPACE. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT WHERE THE SECURITY DEVICE CABLING TRAVELS OUTSIDE THE SECURE TENANT PERIMETER. SEE ALSO GENERAL NOTES 4 AND 5. 6. PROVIDE SECURITY CABLE LABEL AT EACH END OF EACH CABLE JACKET. LABELING SHALL BE SECURELY FASTENED TO CABLE JACKET AND LOCATED WITHIN 6" OF CABLE TERMINATION. SEE SPECIFICATION FOR LABELING REQUIREMENTS. 7. PROVIDE 6'-6" SERVICE LOOP AT DEVICE END AND 10'-0" SERVICE LOOP FOR TERMATION AT HEADEND PANEL. 8. PROVIDE PULL-STRING IN ALL CONDUITS TO FACILITATE CABLING INSTALLATION. 9. PROVIDE WIRE AND CABLE INSTALLATION PER LOCAL CODES. 10. SPLICING OF CABLING IS NOT PERMITTED. ANY LOCATION THAT REQUIRES WIRE CONNECTIONS PRIOR TO TERMINATION SHALL BE SOLDERED AND CRIMPED WITH AN APPROPRIATE LOW VOLTAGE CONNECTOR. 11. ALL DEVICES SHALL INCLUDE LINE SUPERVISION WITH RESISTOR PACKS INSTALLED. 12. INSTALLATION OF ALL WIRING, CABLING AND DEVICES SHALL BE PER MANUFACTURER'S RECOMMENDATIONS. 13. EMERGENCY EXIT DOOR DEVICES SHALL TERMINATE TO SOFTWAREHOUSE I/O MODULES AS A STANDARD OF DESIGN. 14. GLASS BREAK SENSORS SHALL BE CONFIGURED FOR 24-HOUR COVERAGE WITH CONNECTION TO DEDICATED INPUTS OF AN I8 INPUT MODULE. PIR MOTION DETECTOR SHALL BE CONFIGURED FOR STANDARD BUSINESS HOURS WITH CONNECTION TO DEDICATED INPUTS OF AN I8 INPUT MODULE. MOTION SHALL BE DISABLED DURING NORMAL HOURS. 15. PROVIDE WALL MOUNT BRACKET FOR WALL MOUNTED MOTION DETECTOR. 16. ALARM HORNS SHALL BE CONFIGURED WITH A SOLID CONTINUOUS ALARM TONE. GENERAL NOTES 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, INCLUDING BUT NOT LIMITED TO CABLING, SECURITY PATHWAYS AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS CONTRACT. 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE COUNTRY CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 3. COORDINATE SECURITY WORK WITH THAT OF OTHER TRADES. REFER TO ARCHITECTURAL, ELECTRICAL, AND TELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL AND CEILING SPACES UNLESS OTHERWISE NOTED ON THE DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE INSTALLED WITHIN OPEN CABLING SUPPORTS NEAR STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. 6. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY SYSTEM CABLING. 7. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS SUITABLE SEPARATION. 8. PRIOR TO STARTING SECURITY INSTALLATION, CAREFULLY INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE SECURITY INSTALLATION. 9. DO NOT BEGIN SECURITY INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS SATISFACTORY. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL SECURITY SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. 11. ALL CARD READERS SHALL BE MOUNTED TO THE ACTIVE LEAF SIDE ON BOTH SIDES OF THE DOOR. ABBREVIATIONS CABLE LEGEND --- SE###.#/# ### XX-##-###SE-## DETAIL SHEET/NUMBER SECURITY DEVICE TYPE (SEE SECURITY DEVICE LABELING ABBREVIATIONS) DEVICE ID SECURITY CABLE LABELING SECURITY CABLE IDENTIFICATION SECURITY DOOR TAGS --- SE30#.#/# #### DETAIL SHEET/NUMBER (ACD - ACCESS CONTROLLED DOOR) (EO - EXIT ONLY) (EEO - EMERGENCY EXIT ONLY) (MD - MONITORED DOOR) (SD - SUPERVISED DOOR) DOOR NUMBER (FORMATED PER ARCHITECT) DOOR TYPE SECURITY CAMERA TAGS CAM SE500.#/# CAM-##-### CAMERA CAM-FLOOR-DEVICE ID DETAIL SHEET/NUMBER IDF #### DEVICE TERMINATION LOCATION J PB HH MS DAR G DS C C C C FA ELR EL S S S ACP SECURITY SYSTEM ACCESS CONTROL PANEL CARD READER IN / OUTCR (BR - BIOMETRIC READER) (CR - CARD READER) (CR/M - CARD READER, MULLION MOUNT) (CR/P - CARD READER WITH PIN) DOOR POSITION SWITCH, RECESSED LOCAL NOISE (SOUNDER), WALL MOUNTED ELECTRIFIED LOCKSET / EXIT DEVICE WIRELESS DURESS ALARM BUTTONWDR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED MICRO SWITCH FIRE ALARM CONTACT MULTI-LENS CAMERA, MOUNTED W/ BRACKETX (W - WALL BRACKET MOUNTED) (PO - POLE MOUNTED) (HC - HARD CEILING MOUNTED) 360 DEGREE CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, WALL MOUNTEDX (IB - I-BEAM / COLUMN MOUNTED) (LPR - LICENSE PLATE READER) (M - MULLION MOUNTED) (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) INTERCOM DOOR STATION, WALL MOUNTED HOLD UP ALARMHUA GLASS BREAK DETECTORX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (IB - I-BEAM / COLUMN MOUNTED) (S - SURFACE MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) DURESS ALARM RECEIVER INTERCOM MASTER STATION, DESK MOUNTED INTRUSION DETECTION SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM ABV ABOVE AC ACCESSIBLE CEILING MOUNTED ACM ACCESS CONTROL MODULE AFF ABOVE FINISHED FLOOR AFG ABOVE FINISHED GRADE AG ABOVE GRADE AHJ AUTHORITIES HAVING JURISTICTION ALR ALARM ANSI AMERICAN NATIONAL STANDARDS INSTITUTE AUX AUXILIARY AWG AMERICAN WIRE GAUGE BC BONDING CONDUCTOR BKBD BACKBOARD BLDG BUILDING BLK BLACK BLU BLUE C CONDUIT / COMMON / CONDUCTOR CAB CABINET CAT CATEGORY CFCI CONTRACTOR FURNISHED, CONTRACTOR INSTALLED CFR "C" FORM RELAY CLG CEILING CMG COMMUNICATIONS MULTIPURPOSE CABLE, GENERAL CMP COMMUNICATIONS MULTIPURPOSE CABLE, PLENUM CO CONDUIT ONLY COND CONDUCTOR CPU CENTRAL PROCESSING UNIT CU COPPER DPDT DOUBLE POLE, DOUBLE THROW (E) EXISTING EBG EMERGENCY BREAK GLASS EMT ELECTRICAL METALLIC TUBING EOL END OF LIFE ER EQUIPMENT ROOM GND GROUND GRN GREEN GRY GRAY H HEIGHT HC HARD CEILING MOUNTED IB I-BEAM MOUNTED / COLUMN MOUNTED / INPUT BOARD IDF INTERMEDIATE DISTRIBUTION FRAME IDP INTRUSION DETECTION PANEL IMC INTERMEDIATE METALLIC CONDUIT IP INTERNET PROTOCOL ISC INTELLIGENT SYSTEM CONTROLLER J-BOX JUNCTION BOX L LENGTH LAN LOCAL AREA NETWORK LPR LISENCE PLATE READER MAX MAXIMUM MDF MAIN DISTRIBUTION FRAME MIN MINIMUM MTD MOUNTED (N) NEW N/A NOT APPLICABLE NC NORMALLY CLOSED NEC NATIONAL ELECTRIC CODE NESC NATIONAL ELECTRICAL SAFETY CODE NIC NOT IN CONTRACT NO NORMALLY OPEN OC ON CENTER OFC OPTICAL FIBER CABLING OFCI OWNER FURNISHED, CONTRACTOR INSTALLED OFOI OWNER FURNISHED, OWNER INSTALLED OSDP OPEN SUPERVISED DEVICE PROTOCOL OSP OUTSIDE PLAN PCB PRINTED CIRCUIT BOARD PO POLE MOUNTED POE POWER OVER ETHERNET PP PATCH PANEL PVC POLYVINYL CLORIDE PWR POWER REC RECEPTACLE REX REQUEST TO EXIT RMFC RACK MOUNT FIBER CABINET RU RACK UNIT S SURFACE MOUNTED SPD SURGE PROTECTION DEVICE ST STRUCTURE MOUNTED / BEAM MOUNTED SW SWITCH TD TAILGATE DETECTOR TGIC TRIGLYCIDYL ISOCYANURATE TP TWISTED PAIR TR LOBBY TEST READER / TELECOMMUNICATIONS ROOM TYP TYPICAL U.V. ULTRA VIOLET UON UNLESS OTHERWISE NOTED UPS UNINTERRUPTIBLE POWER SUPPLY UTP UNSHIELDED TWISTED PAIR V VOLT / VOLTAGE VAC ALTERNATING CURRENT VOLTAGE VDC DIRECT CURRENT VOLTAGE VR VOLTAGE REGULATOR W WIDTH WHT WHITE HUA HOLD UP ALARM IB INPUT BOARD IC INTERCOM STATION AT VEHICLE BARRIER ARM / INTERCOM CONTACT LN LOCAL NOISE (SOUNDER) MS MASTER INTERCOM STATION OB OUTPUT BOARD OPR MOTORIZED DOOR OPERATOR (MOTOR OPERATIORS AT COILING / ROLL UP DOORS AND MOTORIZED SLIDE GATES) RX REQUEST TO EXIT SD SUPERVISED DOOR / TELCO CLOSET / MECH CLOSET WDR WIRELESS DURESS ALARM ACD ACCESS CONTROL DOOR ACP ACCESS CONTROL PANEL ADO AUTO OPERATOR CAM CAMERA CR CARD READER (FOR TEST READER SEE "TR") DAR DURESS ALARM RECEIVER DC DOOR CONTACT / DOOR POSITION SWITCH DS INTERCOM DOOR STATION OUTSIDE ROOM OR BUILDING ENRTY / INTERCOM CONTACT EEO EMEGENCY EXIT ONLY EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX GB GLASS BREAK DETECTOR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE0.01 SECURITY LEGEND AND GENERAL NOTES SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 CABLE ID MANUFACTURE PART NUMBER CABLE DESCRIPTION COND. AWG SHIELD CABLE TYPE [SE-01] BELDEN 6304FE 18 AWG-6C OA SHIELDED 6 18 OVERALL PLENUM [SE-02] BELDEN 6500FE 22AWG-2C OA SHIELDED 2 22 OVERALL PLENUM [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED 4 22 OVERALL PLENUM [SE-04] BELDEN 6300UE 18 AWG-2C 2 18 NO PLENUM [SE-05]CATAGORY 6 4-PAIR UTP CABLING BY 27 11 00. COORDINATE WITH TELECOM CONTRACTOR 8 23 NO PLENUM [SE-06] BERK-TEK 6O4P24 OSP CATAGORY 6 4-PAIR UTP CABLING BY 227 11 00. COORDINATE WITH TELECOM CONTRACTOR 4 23 NO PLENUM [SE-07] BELDEN 6504FE 22AWG-6C OA SHIELDED 6 22 OVERALL PLENUM [SE-05]CATAGORY 6 4-PAIR UTP CABLING BY 27 11 00. COORDINATE WITH TELECOM CONTRACTOR 8 23 NO PLENUM [SE-08] BELDEN 18 AWG-4C 4 18 NO PLENUM DEVICE TYPE ACD CAM HUA EEO DS FOR REFERENCE ONLY WH C C C C C CC C C C C C C C C C C S S S S S S S S S S S S EL R ELR ELR EL R ELR ELR ELR C S S S S S S S ELR S SS S S S EL R EL R ELR EL R ELR ELR SS S S SS S S DS C S S S ELR S R S SS ELREL R S EL R S S SS AC P FA AC P S S S S S S S C C C C C C S S ELR 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL W ALL MOUNTED DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER REPRESENTATIVE PRIOR TO ROUGH-IN COMPLETION. 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT ROUGH-IN. 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING SPACE UON. 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. PROVIDE DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED ≤4'-0" INTERVAL. OPEN CABLING PATHWAY SHALL BE A MINIMUM +10'-0" AFF AT ALL TIMES OR CABLING MUST BE ROUTED WITHIN CONDUIT. FINAL PATHWAYS SHALL BE COORDINATED WITH OTHER TRADES AND EXISTING CONDITIONS. 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE DEVICE END. 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND CONNECTIONS TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. 8. FOR CABLE REQUIREMENTS REFER TO CABLE LEGEND ON SHEET SE0.01 FOR ADDITINAL INFORMATION. GENERAL NOTES FLOOR PLAN KEYNOTES SHEET LEGEND DAR FA ELR EL S S S ACP SECURITY SYSTEM ACCESS CONTROL PANEL CARD READER IN / OUTCR (BR - BIOMETRIC READER) (CR - CARD READER) (CR/M - CARD READER, MULLION MOUNT) (CR/P - CARD READER WITH PIN) DOOR POSITION SWITCH, RECESSED LOCAL NOISE (SOUNDER), WALL MOUNTED ELECTRIFIED LOCKSET / EXIT DEVICE WIRELESS DURESS ALARM BUTTONWDR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED MICRO SWITCH FIRE ALARM CONTACT HOLD UP ALARMHUA DURESS ALARM RECEIVER MS DS C C C C MULTI-LENS CAMERA, MOUNTED W/ BRACKETX (W - WALL BRACKET MOUNTED) (PO - POLE MOUNTED) (HC - HARD CEILING MOUNTED) 360 DEGREE CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, WALL MOUNTEDX (IB - I-BEAM / COLUMN MOUNTED) (LPR - LICENSE PLATE READER) (M - MULLION MOUNTED) (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) INTERCOM DOOR STATION, WALL MOUNTED INTERCOM MASTER STATION, DESK MOUNTED IP VIDEO SECURITY AND INTERCOM SYSTEM # 11 A A B B C C C9 C9 E E F F G G H H J J K K 2 2 4 4 6 6 8 8 77 55 33 W 9' - 6" AFF HCHC S 9' - 6" AFF S 9' - 6" AFF AC HC HC S 10' - 0" AFF AC S 10' - 0" AFF W 10' - 0" AFF T S 9' - 6" AFF S 9' - 6" AFF S 10' - 0" AFF W 9' - 6" AFF ENTRY VEST 100 LOBBY 101 CONF ROOM STOR 102 LARGE CONFERENCE ROOM 103 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 BREAK ROOM 107 CONF ROOM STOR 108 CORRIDOR 117 CASH COUNTING 109 CORRIDOR 111 PRIVACY ROOM 113 MOTHERS ROOM 112 ENTRY VEST 110 ELEV ROOM 114 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 ENTRY VEST 122 CORRIDOR 123 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 ELECTRICAL ROOM 126 WELLNESS WEIGHT/ EQUIP 128 WELLNESS AEROBICS 137 SHOWER 130 SHOWER 129 ADA SHOWER 131 ADA SHOWER 132 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 MEN'S RESTROOM 135 WOMEN'S RESTROOM 136 RESTROOMS VEST 140 ENTRY VEST 139 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 CSR LOBBY/ OFFICE 143 STAIR 01 ST-1 STAIR 02 ST-2 COMM/ FIBER ROOM 138 CONF ROOM 115 CORRIDOR 117 CR CR CR CR CR CR S 9' - 6" AFF CR CR CR CR CRCR DR DR DR DR DR CR DR 56 13 8 8 8 8 8 8 8 8 89 9 22 2 7 9 10 10 9 9 D D C.8 C.8 CR CR CR CR CR 2 2 10 10 11 8 EEO SE7.01/ 1 103D CAM SE7.05/ 3 016 CAM SE7.05/ 2 017 CAM SE7.05/ 2 015 CAM SE7.05/ 4 020 CAM SE7.05/ 4 014 CAM SE7.05/ 2 018 CAM SE7.06/ 2 019 ACD SE7.02/ 2 102A ACD SE7.01/ 3 103A ACD SE7.01/ 3 107A ACD SE7.02/ 2 108A ACD SE7.01/ 3 103B EEO SE7.01/ 1 103E ACD SE7.02/ 1 107B ACD SE7.02/ 1 110B CAM SE7.05/ 1 013 DR SE7.04/ 3 008 ACD SE7.01/ 3 101B CAM SE7.05/ 2 001 ACD SE7.02/ 3 100A CAM SE7.05/ 1 002 CAM SE7.06/ 2 003 ACD SE7.01/ 3 113A ACD SE7.02/ 1 139A CAM SE7.06/ 1 005 CAM SE7.05/ 3 004 EEO SE7.01/ 1 137B ACD SE7.01/ 3 138A CAM SE7.05/ 4 006 CAM SE7.05/ 4 007 ACD SE7.01/ 3 128B ACD SE7.01/ 3 126A S 10' - 0" AFF ACD SE7.01/ 3 124A 6 CAM SE7.05/ 4 011 ACD SE7.01/ 3 126B ACD SE7.01/ 3 125A SD 1/ SE7.01 ST-2B ACD SE7.02/ 1 122A CAM SE7.05/ 4 008 CAM SE7.05/ 4 010 CAM SE7.05/ 3 009 1 SE7.07 CR ACD SE7.02/ 3 143A CR 15 17 17 16 16 16 16 16 17 16 16 16 17 16 17 16 COMM/FIBER 138 NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 ACD SE7.01/ 3 109A COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 NETWORK SWITCH COMM/FIBER 138 NETWORK SWITCH NETWORK SWITCH COMM/FIBER 138 COMM/FIBER 138 COMM/FIBER 138 COMM/FIBER 138 COMM/FIBER 138 NETWORK SWITCH 10 10 13 15 DR 2 2 DR SE7.04/ 3 001 COMM/FIBER 138 CAM SE7.05/ 1 021 NETWORK SWITCH AC AC AC AC DR SE7.04/ 3 004 COMM/FIBER 138 CAM SE7.05/ 1 024 NETWORK SWITCH CAM SE7.05/ 1 023 NETWORK SWITCH DR SE7.04/ 3 003 COMM/FIBER 138 CAM SE7.05/ 1 022 NETWORK SWITCH DR SE7.04/ 3 002 COMM/FIBER 138 DR ACD SE7.01/ 3 143C COMM/FIBER 138 CR DR SE7.04/ 3 005 COMM/FIBER 138 CAM SE7.05/ 1 025 NETWORK SWITCH CAM SE7.05/ 1 026 NETWORK SWITCH DR SE7.04/ 3 006 COMM/FIBER 138 DR SE7.04/ 3 007 COMM/FIBER 138 DS SE7.02/ 3 100A DOOR 100A 15 19 8 10 10 15 15 SCALE: 1/8" = 1'-0"SE2.01 1 SECURITY DEVICE PLAN -LEVEL 1 16 GENERAL CONTRACTOR SHALL PROVIDE (1) 1-1/2" CONDUIT CONTINUOUSLY FROM SECURITY JUNCTION BOX TO NEAREST CABLE TRAY. 17 GENERAL CONTRACTOR SHALL PROVIDE (1) 3/4" CONDUIT CONTINUOUSLY FROM CAMERA BACK BOX TO NEAREST CABLE TRAY. 19 SECURITY JUNCTION BOX MOUNTED ABOVE THE ACCESS PANEL. 2 DURESS ALARM SHALL BE MOUNTED TO THE UNDER SIDE OF SECURITY DESK. 5 FIRE ALARM RELAY FOR INTEGRATION WITH ACCESS CONTROL SYSTEM. 6 PROVIDE (2) DETICATED 120VAC, 20 AMPS CIRCUIT AND HARDWIRED CONNECTION TO ACCESS CONTROL POWER SUPPLIES. 7 FIRE RATED PLYWOOD BACKBOARD FOR SECURITY ENCLOSURES ARE PROVIDED BY TELECOMMUNICATIONS CONTRACTOR. SECURITY CONTRACTOR SHALL COORDINATE WITH TELECOMMUNICATIONS CONTRACTOR PRIOR TO INSTALLATION. 8 PROVIDE UV RATED SEALANT AROUND SECURITY DEVICE TO CREATE A WEATHERTIGHT SEAL. 9 CAMERA SHALL BE FLUSH MOUNTED TO A OCTAGONAL WEATHER PROOF BOX. 10 PROVIDE (1) 3/4" EMT CONDUIT CONTINUOUSLY FROM CARD READER BACKBOX TO SECURITY JUNCTION ON THE SECURED SIDE OF THE DOOR. 11 PROVIDE (1) 2" EMT CONDUIT FROM DESK, UP THROUGH NEAREST WALL CAVITY, TO ACCESSIBLE CEILING SPACE FOR FUTURE SECURITY UPGRADE. CONDUIT SHALL BE STUBBED UP 6" AFF UNDER THE DESK. 13 CARD READER SHALL BE MOUNTED TO PEDESTAL. PROVIDE (1) 2" CONDUIT FROM PEDESTAL TO NEAREST ACCESSIBLE CEILING SPACE INSIDE THE BUILDING. CONDUIT SHALL BE STUBBED UP 8" AFG INSIDE THE PEDESTAL CAVITY. 15 AUTO OPERATOR PROVIDED BY OTHER, SECURITY CONTRACTOR SHALL PROVIDE INTEGRATION BETWEEN AUTO OPERATOR AND SECURITY SYSTEM. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE2.01 SECURITY DEVICE PLAN - LEVEL 1 SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 FOR REFERENCE ONLY S S ELR S S S ELR ELR S S ELR S ELR ELR S S C S S 11 A A B B C C C9 C9 E E F F G G H H J J K K 2 2 4 4 6 6 8 8 77 55 33 FUTURE OFFICE 200 MAINTENANCE STORAGE 201 STAIR 01 ST-1 STAIR 02 ST-2 ELEC/ COMM 202 CR D D C.8 C.8 CR CR CR CR ACD SE7.01/ 3 200 ACD SE7.01/ 3 ST-1A ACD SE7.01/ 3 201B ACD SE7.01/ 3 202A ACD SE7.01/ 3 ST-2C ACD SE7.01/ 3 201A S 10' - 0" AFF CAM SE7.05/ 4 001 CR COMM/FIBER ROOM138 COMM/FIBER ROOM138 NETWORK SWITCH COMM/FIBER ROOM138 COMM/FIBER ROOM138 COMM/FIBER ROOM138 COMM/FIBER ROOM138 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL W ALL MOUNTED DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER REPRESENTATIVE PRIOR TO ROUGH-IN COMPLETION. 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT ROUGH-IN. 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING SPACE UON. 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. PROVIDE DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED ≤4'-0" INTERVAL. OPEN CABLING PATHWAY SHALL BE A MINIMUM +10'-0" AFF AT ALL TIMES OR CABLING MUST BE ROUTED WITHIN CONDUIT. FINAL PATHWAYS SHALL BE COORDINATED WITH OTHER TRADES AND EXISTING CONDITIONS. 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE DEVICE END. 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND CONNECTIONS TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. 8. FOR CABLE REQUIREMENTS REFER TO CABLE LEGEND ON SHEET SE0.01 FOR ADDITINAL INFORMATION. GENERAL NOTES FLOOR PLAN KEYNOTES SHEET LEGEND DAR FA ELR EL S S S ACP SECURITY SYSTEM ACCESS CONTROL PANEL CARD READER IN / OUTCR (BR - BIOMETRIC READER) (CR - CARD READER) (CR/M - CARD READER, MULLION MOUNT) (CR/P - CARD READER WITH PIN) DOOR POSITION SWITCH, RECESSED LOCAL NOISE (SOUNDER), WALL MOUNTED ELECTRIFIED LOCKSET / EXIT DEVICE WIRELESS DURESS ALARM BUTTONWDR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED MICRO SWITCH FIRE ALARM CONTACT HOLD UP ALARMHUA DURESS ALARM RECEIVER MS DS C C C C MULTI-LENS CAMERA, MOUNTED W/ BRACKETX (W - WALL BRACKET MOUNTED) (PO - POLE MOUNTED) (HC - HARD CEILING MOUNTED) 360 DEGREE CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, CEILING MOUNTEDX (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) (ST - STRUCTURE MOUNTED / BEAM MOUNTED) (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) CAMERA, WALL MOUNTEDX (IB - I-BEAM / COLUMN MOUNTED) (LPR - LICENSE PLATE READER) (M - MULLION MOUNTED) (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) INTERCOM DOOR STATION, WALL MOUNTED INTERCOM MASTER STATION, DESK MOUNTED IP VIDEO SECURITY AND INTERCOM SYSTEM # SCALE: 1/8" = 1'-0"SE2.02 1 SECURITY DEVICE PLAN -LEVEL 2 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE2.02 SECURITY DEVICE PLAN - LEVEL 2 SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 FOR REFERENCE ONLY 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR POSITION AND SWING. 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. GENERAL NOTES: COMONENTS: SECURITY CONTRACTOR (SC) COMONENTS: GENERAL CONTRACTOR (GC) SECURITY DEVICE ABBREVIATIONS G0# S0# COMONENTS: ELECTRIFIED HARDWARE E0# ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE S G02 S02 S REFER TO FLOOR PLAN FOR SOUNDER PLACEMENT S01G05 S03 4" G06 UNSECURE SIDE SECURE SIDE AA - BB - ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE EL R S S CR S07 6" G14 E01 G02 E02 G07 S01G05 G13 S03 4" G06 44" UNSECURE SIDE SECURE SIDE AA - BB - E03E04 ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE EL R S S CR S07 6" G14 E01 G02 E02 G07 S01G05 G13 S03 4" G06 44" UNSECURE SIDE SECURE SIDE S02 S REFER TO FLOOR PLAN FOR SOUNDER PLACEMENT AA - BB - E03E04 ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE EL R S G14 E01 G02 E02 G07 S01G05 G13 S03 4" G06 UNSECURE SIDE SECURE SIDE AA - BB - E03E04 SE7.01 1 DETAIL -SGL DR -DC, LN SE7.01 3 DETAIL -SGL DR -CR-IN, DC, ELR SE7.01 4 DETAIL -SGL DR -CR-IN, DC, ELR, LN G02 8" X 8" X 4" JUNCTION BOX (1 PER DOOR) SHALL BE MOUNTED FLUSH ABOVE ACCESSIBLE CEILING, WHERE NO CEILING EXISTS MOUNT AT +12" ABOVE DOOR HEADER ON THE HINGE SIDE. G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR CONTACT. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S02 WHERE APPLICABLE, LOCAL SOUNDER SHALL BE MOUNTED ON SECURE SIDE OF DOOR. LOCAL SOUNDER SHALL BE VERTICALLY ALIGNED AT CENTER WITH INSIDE EDGE OF THE DOOR FRAME. S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE MOUNTED BR BIOMETRIC READER CR CARD READER IN DBL DOUBLE DC DOOR CONTACT / DOOR POSITION SWITCH DD DOOR DETECTIVE (ANTI-TAILGATING) DR DOOR DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX LN LOCAL NOISE OH OVERHEAD OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR PED PEDESTAL PRE PRECAST RU ROLLUP SGL SINGLE SJB SECURITY JUNCTION BOX SSF SINGLE STOREFRONT WN WINDOW E01 POWER TRANSFER HINGE. E02 ELECTRIFIED LOCKSET WITH INTEGRAL REQUEST TO EXIT MICRO SWITCH. E03 PROVIDE WIRING HARNESS AND FINAL WIRING CONNECTION FROM ELECTRIFIED MORTISE LOCKSET TO ELECTRIC HINGE. E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. SE7.01 2 DETAIL -SGL DR -DC, ELR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.01 ACCESS CONTROL DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 FOR REFERENCE ONLY 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR POSITION AND SWING. 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. GENERAL NOTES: COMONENTS: SECURITY CONTRACTOR (SC) COMONENTS: GENERAL CONTRACTOR (GC) SECURITY DEVICE ABBREVIATIONS G0# S0# COMONENTS: ELECTRIFIED HARDWARE E0# ACTIVE LEAF ACTIVE LEAF ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE UNSECURE SIDE SECURE SIDE S S03 4" EL R E02G13 S G02 S01G05 G07 G14 E01 E02 E03 G07 G14 E01 AA - BB - CR S07 6" 44" S E03G13 E04 E04 G06 S CR G02 S01G05 S S03 4" G06 S02 S REFER TO FLOOR PLAN FOR SOUNDER PLACEMENT ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE UNSECURE SIDE SECURE SIDE AA - BB - EL R G14 E01 E02 G07 G13 E03E04 ROUTE CONDUIT TO BUILDING INTERIOR S07 G23 UNSECURE SIDE ELEVATION -BB SECURED SIDE S07 G23 ROUTE CONDUIT TO BUILDING INTERIOR DS S CR G02 S01G05 S S03 4" S G06 EL R E02G13 EL R G07 G14 E01 E02 E03 G07 G14 E01 E03G13 E04 E04 ACTIVE LEAF ACTIVE LEAF ELEVATION -AA UNSECURE SIDE ELEVATION -BB SECURE SIDE UNSECURE SIDE SECURE SIDE AA - BB - S REFER TO FLOOR PLAN FOR SOUNDER PLACEMENT S02 G02 8" X 8" X 4" JUNCTION BOX (1 PER DOOR) SHALL BE MOUNTED FLUSH ABOVE ACCESSIBLE CEILING, WHERE NO CEILING EXISTS MOUNT AT +12" ABOVE DOOR HEADER ON THE HINGE SIDE. G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR CONTACT. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. G23 PEDESTAL PROVIDED BY OWNER. S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S02 WHERE APPLICABLE, LOCAL SOUNDER SHALL BE MOUNTED ON SECURE SIDE OF DOOR. LOCAL SOUNDER SHALL BE VERTICALLY ALIGNED AT CENTER WITH INSIDE EDGE OF THE DOOR FRAME. S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE MOUNTED BR BIOMETRIC READER CR CARD READER IN DBL DOUBLE DC DOOR CONTACT / DOOR POSITION SWITCH DD DOOR DETECTIVE (ANTI-TAILGATING) DR DOOR DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX LN LOCAL NOISE OH OVERHEAD OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR PED PEDESTAL PRE PRECAST RU ROLLUP SGL SINGLE SJB SECURITY JUNCTION BOX SSF SINGLE STOREFRONT WN WINDOW E01 POWER TRANSFER HINGE. E02 ELECTRIFIED LOCKSET WITH INTEGRAL REQUEST TO EXIT MICRO SWITCH. E03 PROVIDE WIRING HARNESS AND FINAL WIRING CONNECTION FROM ELECTRIFIED MORTISE LOCKSET TO ELECTRIC HINGE. E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.02 ACCESS CONTROL DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SE7.02 2 DETAIL -DBL DR -CR-IN, (2)DC, ELR SE7.02 1 DETAIL -EXT -SGL -CR-IN, DC, ELR, LN, PED. SE7.02 3 DETAIL -EXT -DBL-CR-IN, DS, (2) DC, PED. FOR REFERENCE ONLY 3/4"C PROVIDED BY GENERAL CONTRACTOR. ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. R40/RK40 CARD READER WALL FLOOR SDRAWING SYMBOL CR SDRAWING SYMBOL CR/P ROUTE CABLE TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN RP15 CARD READER STOREFRONT/CURTAIN WALL MULLION FLOOR SDRAWING SYMBOL CR/M COORDINATECABLE ROUTING THROUGH MULLION WITH STOREFRONT/CURTAIN WALL MANUFACTURER GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION AT 44" AFF. GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION. OPENING HEIGHT TO BE COORDINATED. ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. DOOR FRAME FLOOR ELDRAWING SYMBOL ELRDRAWING SYMBOL WALL STUDS DOOR FRAME FLOOR ELDRAWING SYMBOL ELRDRAWING SYMBOL WALL STUDS ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.03 ACCESS CONTROL DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SE7.03 1 DETAIL -CARD READER ROUGH-IN -RECESS WALL MOUNTED SE7.03 2 DETAIL -CARD READER ROUGH-IN -MULLION MOUNTED SE7.03 3 DETAIL -ELECTRIFIED LOCKSET ROUGH-IN -WELDED JUNCTION BOX SE7.03 4 DETAIL -ELECTRIFIED LOCKSET ROUGH-IN -FLEX TO WELDED JUNCTION BOX FOR REFERENCE ONLY 4" PEDESTAL, SEE ARCHITECTURAL DRAWINGS 1 1/2" (38mm) CONDUIT TO BUILD PEDESTAL, SEE ARCHITECTURAL DRAWINGS 1 1/2" (38mm) CONDUIT TO BUILDING FOR SECURITY CABLES PROVIDE (1) 8 1/2""x4" ACCESS HOLE ON BACK SIDE OF PEDESTAL DOUBLE GANG BACK BOX RP40/RPK40 CARD READER 47" (1194mm) DOOR STATION BACK BOX EQ EQ PROVIDE (1) 8 1/2""x4" ACCESS HOLE ON BACK SIDE OF PEDESTAL DOOR STATION DOOR STATION BACK BOX 3/4" (38mm) CONDUIT TO BUILDING FOR TELECOM CABLES 42" (1066mm) 36" (914mm) BLK BLK BLU BLU BLU GRY BLK BLK BLU BLU 1KΩ 1KΩ DRAWING SYMBOL BLK RED RESISTOR PACK BLK BLK BLU BLU 1KΩ 1KΩ WHT WHT SINGLE DOOR DOOR POSITION SWITCH DOUBLE DOOR BLK BLK BLU BLU BLU GRY BLK RED WHT WHT WHT WHT DOOR POSITION SWITCH (TYP) S DOOR DOOR FRAME ROUTE CONDUIT TO J-BOX OR AS INDICATED ON THE FLOOR PLAN 3/4" DIAMETER SWITCH 3/4" DIAMETER MAGNET RESISTOR PACK TO ACP SEE DETAILS 1/SE400.6 & 2 TO ACP SEE DETAILS 1/SE400.6 & 2 J HOLD UP ALARM , MOUNT ON UNDERSIDE OF DESK AT FRONT EDGE. SECURE CABLING TO UNDERSIDE OF DESK FROM DEVICE TO J-BOX PROVIDE SELF-ADHESIVE CABLE TIE MOUNTS ON UNDERSIDE OF THE DESK AND SECURE CABLING TO CABLE TIE MOUNT WITH CABLE TIES. 4"x4"x2-1/8" [100x 100x 50mm] BACK BOX WITH BLANK COVER PLATE MOUNTED ON UNDERSIDE OF DESK BEHIND THE DURESS BUTTON. SAW CUT (E) FLOOR AND PROVIDE (1) 1" [53mm] CONDUIT FROM DESK, UP THROUGH NEAREST WALL CAVITY, TO ACCESSIBLE CEILING SPACE 4"x4"x2-1/8" [100x 100x 50mm] JUNCTION BOX WITH BLANK COVER PLATE ROUTE SECURITY CABLING TO ACP AS INDICATED ON DEVICE PLANS 4"x4"x2-1/8" [100x100x50mm] BACK BOX WITH BLANK COVER PLATE MOUNTED ON UNDERSIDE OF DESK BEHIND THE HOLD UP ALARM. HOLD UP ALARM ON UNDERSIDE OF DESK AT FRONT EDGE FLOOR SLAB ACCESSIBLE CEILING GRID 3/4" [21mm] FLEX CONDUIT SECURED TO FURNITURE WITH 2-HOLE CLIPS 4"x4"x2-1/8" [100x100x50mm] JUNCTION BOX WITH BLANK COVER PLATE SAW CUT (E) FLOOR AND PROVIDE (1)1" [53mm] CONDUIT FROM DESK, UP THROUGH NEAREST WALL CAVITY, TO ACCESSIBLE CEILING SPACE SE7.04 1 DETAIL -CARD READER ROUGH-IN -PEDESTAL MOUNTED WITH DOOR STATION AND ADA BUTTONS 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.04 ACCESS CONTROL DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SE7.04 2 DETAIL -DOOR POSITION SWITCH SE7.04 3 DETAIL -DURESS ALARM UNDER DESK ROUGH-IN FOR REFERENCE ONLY ACCESSIBLE CEILING TILE FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW -VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN BACK BOX WITH MUD RING PROVIDED BY GENERAL CONTRACTOR J-HOOK ASSEMBLY PROVIDED BY GENERAL CONTRACTOR (TYP) STRAIN RELIEF POWDER ACTUATED PIN 1/4" ALL THREAD ROD 1-1/2" J-HOOK PROVIDED BY SECURITY CONTRACTOR PLASTIC BUSHING PROVIDED BY GENERAL CONTRACTOR SLAB ABOVE CDRAWING SYMBOL AC ATTACHED SUPPORT WIRE FROM BRIDGE TO STRUCTURE PROVIDED BY GENERAL CONTRACTOR CDRAWING SYMBOL AC HARD CEILING FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR. SEE CAMERA SCHEDULE FOR CAMERA TYPE. GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW -VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN BACK BOX WITH MUD RING PROVIDED BY GENERAL CONTRACTOR J-HOOK ASSEMBLY PROVIDED BY GENERAL CONTRACTOR (TYP) STRAIN RELIEF POWDER ACTUATED PIN 1/4" ALL THREAD ROD 1-1/2" J-HOOK PROVIDED BY SECURITY CONTRACTOR PLASTIC BUSHING PROVIDED BY GENERAL CONTRACTOR CDRAWING SYMBOL HC SLAB ABOVE CDRAWING SYMBOL HC C DRAWING SYMBOL HC FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE WALL MOUNT BRACKET EXTERIOR WALL 3/4" CONDUIT PROVIDED BY GENERAL CONTRACTOR, ROUTE CONDUIT TO LOW -VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN. SEE FLOOR PLAN FOR ADDITIONAL INFORMATION. ACCESSIBLE CEILING CONDUIT AND BACK BOX PROVIDED BY GENERAL CONTRACTOR. CENTER OF THE BACK BOX SHALL BE MOUNTED 10'-0" AFF,UON. SEE FLOOR PLAN FOR ADDITIONAL INFORMATION. CDRAWING SYMBOL W BACK BOX WITH MUD RING PROVIDED BY GENERAL CONTRACTOR. GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW -VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN WALL ACCESSIBLE CEILING TILE FLOOR FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE CDRAWING SYMBOL S CDRAWING SYMBOL S 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. GENERAL NOTES: SE7.05 1 DETAIL -CAMERA -CEILING MOUNT -SURFACE (ACCESSIBLE CEILING) SE7.05 2 DETAIL -CAMERA -CEILING MOUNT -SURFACE (HARD LID) SE7.05 3 DETAIL -EXTERIOR CAMERA -WALL MOUNT SE7.05 4 DETAIL -INTERIOR CAMERA -WALL MOUNT -SURFACE 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.05 VIDEO SECURITY DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 FOR REFERENCE ONLY PLASTIC BUSHING PROVIDED BY GENERAL CONTRACTOR FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE CABLE TRAY PROVIDED BY GENERAL CONTRACTOR CHANNEL STRUT PROVIDED BY GENERAL CONTRACTOR CHANNEL NUT AND BOLT (TYP OF 2) PROVIDED BY GENERAL CONTRACTOR BACK BOX MOUNTED TO CHANNEL STRUT PROVIDED BY GENERAL CONTRACTOR 3/4”CONDUIT PROVIDED BY GENERAL CONTRACTOR CDRAWING SYMBOL T CDRAWING SYMBOL T BACK BOX WITH MUD RING PROVIDED BY GENERAL CONTRACTOR. WALL FLOOR FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE CDRAWING SYMBOL S CDRAWING SYMBOL S ACCESSIBLE CEILING TILE GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW -VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. GENERAL NOTES: 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.06 VIDEO SECURITY DETAILS Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 10/14/21 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SE7.06 1 DETAIL -CAMERA -CABLE TRAY MOUNT SE7.06 2 DETAIL -EXTERIOR CAMERA -WALL MOUNT -SURFACE FOR REFERENCE ONLY NOTE: 1.PROVIDE MINIMUM 4-HOURS BATTERY BACKUP FOR SECONDARY POWER OF SECURITY DEVICES CONNECTED TO THE ACCESS CONTROL SYSTEM. 2.PROVIDE P-TOUCH LABEL FOR EACH BATTERY WITH THE SITE CODE AND BATTERY INSTALLATION DATE. 3.PROVIDE (1) DEDICATED 20A 120VAC HARDWIRED CONNECTION TO THE POWER SUPPLY. FLOOR SLAB 1 2 3 FIRE RATED 8'(H) X 4'(W) PLYWOOD BACKBOARD PROVIDED BY GENERAL CONTRACTOR. 36" X 30" X 4.5" LIFE SAFETY POWER SUPPLY ENCLOSURES 6" GUTTER CEILING FIRE ALARM RELAY PROVIDED BY GENERAL CONTRACTOR FOR INTEGRATION TO ACCESS CONTROL SYSTEM 1 2 3 36" X 30" X 4.5" LIFE SAFETY POWER SUPPLY ENCLOSURES CABLE TRAY 2" CONDUUIT CHASE NIPPLE, TYP. (1) DEDICATED 20A 120 VAC CIRCUIT HARDWIRED PROVIDED BY SECURITY CONTRACTOR. 3/4" CONDUIT 0' - 6 " 7' - 6 " 6 ' - 9 " 0' - 2 " 7" - 5 " 0 ' - 1 " 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE7.07 ACCESS CONTROL PANEL ELEVATION AND DETAILS SA NS SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 1/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SE7.07 1 DETAIL -ACCESS CONTROL PANEL -32 CARD READERS FOR REFERENCE ONLY 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 SE9.01 SECURITY SCHEDULES Designer Author SN O H O M I S H C O U N T Y P U D NO R T H C O U N T Y C O M M U N I T Y O F F I C E 11/18/21 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 IP VIDEO SECURITY CAMERA SCHEDULE FLOOR NO. CAMERA NO.CAMERA MODEL ACCESSORIES MOUNTING HEIGHT MOUNTING TYPE FIELD OF VIEW IDF 01 001 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE HARD CEILING MOUNTED SECURED SIDE OF 100A COMM/FIBER ROOM 01 002 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL COMM/FIBER ROOM 01 003 AXIS - P3247-LVE (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE WALL MOUNTED GENERAL COMM/FIBER ROOM 01 004 AXIS - Q3819-PVE (180 CAMERA)T91L61 +10' - 0" AFF WALL BRACKET MOUNTED GENERAL COMM/FIBER ROOM 01 005 AXIS - P3247-LV (FIXED DOME CAMERA)-+7' - 4" AFF CABLE TRAY MOUNTED ACCESS CONTROL PANELS COMM/FIBER ROOM 01 006 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 6" AFF SURFACE WALL MOUNTED GENERAL COMM/FIBER ROOM 01 007 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 6" AFF SURFACE WALL MOUNTED GENERAL COMM/FIBER ROOM 01 008 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE WALL MOUNTED GENERAL COMM/FIBER ROOM 01 009 AXIS - Q3819-PVE (180 CAMERA)T91L61 +9' - 6" AFF WALL BRACKET MOUNTED GENERAL COMM/FIBER ROOM 01 010 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE WALL MOUNTED DECENDING STAIRS COMM/FIBER ROOM 01 011 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 6" AFF SURFACE WALL MOUNTED SECURED SIDE OF 122A COMM/FIBER ROOM 01 013 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED SECURED SIDE OF 109A COMM/FIBER ROOM 01 014 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 6" AFF SURFACE WALL MOUNTED SECURED SIDE OF 110B COMM/FIBER ROOM 01 015 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE HARD CEILING MOUNTED SECURED SIDE OF 103E COMM/FIBER ROOM 01 016 AXIS - Q3819-PVE (180 CAMERA)T91L61 +9' - 6" AFF WALL BRACKET MOUNTED GENERAL COMM/FIBER ROOM 01 017 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE HARD CEILING MOUNTED SECURED SIDE OF 103D COMM/FIBER ROOM 01 018 AXIS - Q3819-PVE (180 CAMERA)-+10' - 0" AFF SURFACE HARD MOUNTED GENERAL COMM/FIBER ROOM 01 019 AXIS - P3247-LVE (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE WALL MOUNTED UNSECURED SIDE OF 100A COMM/FIBER ROOM 01 020 AXIS - P3247-LV (FIXED DOME CAMERA)-+9' - 6" AFF SURFACE WALL MOUNTED SECURED SIDE OF 107B COMM/FIBER ROOM 01 021 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 01 022 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 01 023 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 01 024 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 01 025 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 01 026 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE ACCESSIBLE CEILING MOUNTED GENERAL NETWORK SWITCH 02 001 AXIS - P3247-LV (FIXED DOME CAMERA)-+10' - 0" AFF SURFACE WALL MOUNTED DECENDING STAIRS COMM/FIBER ROOM SE9.01 1 SECURITY CAMERA SCHEDULE FOR REFERENCE ONLY SPRINKLER CONTRACTOR IS RESPONSIBLE TO CONNECT INTO UNDERGROUND PIPING APPROXIMATELY 1'-0" FROM FINISHED FLOOR. SPRINKLER CONTRACTOR SHALL TRANSITION TO DUCTILE IRON PIPE. ALL UNDERGROUND PIPE TO BE UL LISTED AND FM APPROVED PVC AND/OR DUCTILE IRON. PIPE & FITTINGS TO BE CLASS 150. ALL UNDERGROUND WORK TO BE IN ACCORDANCE WITH NFPA 13. ALL FLANGE SPIGOT PIECES TO BE RODDED TO UNDERGROUND 90° ELLS. ALL UNDERGROUND MAINS AND LEAD-IN CONNECTIONS SHALL BE FLUSHED IN ACCORDANCE WITH NFPA 13 AND NFPA 24 UNTIL WATER IS CLEAR OF FOREIGN MATERIAL. FLUSH IMMEDIATELY PRIOR TO CONNECTION TO OVERHEAD PIPING. USE THE FOLLOWING FLOW RATES OR MAXIMUM AVAILABLE: 4" PIPE - 440 GPM 6" PIPE - 750 GPM 8" PIPE - 1000 GPM 10" PIPE - 1500 GPM ALL UNDERGROUND PIPE IS SUBJECT TO A HYDROSTATIC TEST OF 200 PSI FOR 2 HOURS OR 50 PSI ABOVE STATIC PRESSURE IN EXCESS OF 150 PSI FOR 2 HOURS. NO LEAKAGE IS ALLOWED AT RUBBER GASKET JOINTS. DO NOT CONNECT UNTIL A HYDROSTATIC AND FLUSH TEST HAS BEEN COMPLETED. CENTER LOADING IS PERMISSIBLE. A FINAL INSPECTION SHALL BE REQUIRED AND CONDUCTED ON ALL SYSTEMS. ALL FIRE PROTECTION EQUIPMENT, WHICH IS SUSCEPTIBLE TO MECHANICAL DAMAGE FROM VEHICLES SHALL BE PROVIDED W ITH BOLLARDS, GUARD POSTS, OR CURBING. DUCTILE IRON OR CAST IRON PIPE AND FITTINGS SHALL BE PROVIDED WITH POLYETHYLENE ENCASEMENT IN ACCORDANCE WITH AWWA STANDARDS. UNDERGROUND PIPE SHALL BE WRAPPED WITH A METAL TRACER WIRE ALONG THE ENTIRE LENGTH OF PIPE. DEVIATION FROM THE APPROVED PLAN SHALL REQUIRE PERMISSION OF THE AUTHORITY HAVING JURISDICTION. UNDERGROUND NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. NO CHANGES TO THE "FP" SHEETS BY THE SPRINKLER SUBCONTRACTOR ARE ALLOWED EXCEPT FOR ADDING SHOP DRAWING INFORMATION. ALL REQUIRED REVISIONS TO THE "FP" SHEETS (OTHER THAN MINOR REVISIONS FOR THE PURPOSE OF COORDINATION) SHALL BE SUBMITTED IN WRITING AND SHALL BE APPROVED BY JENSEN HUGHES. THE SPRINKLER SYSTE SHALL BE MONITORED BY A CENTRAL STATION SIGNALING SYSTEM FURNISHED AND INSTALLED BY THE ALARM CONTRACTOR. THE TAMPER SWITCH AND WATER FLOW INDICATOR SHALL BE INSTALLED BY THE SPRINKLER CONTRACTOR AND WIRED TO THE CENTRAL STATION SIGNALING SYSTEM BY THE FIRE ALARM CONTRACTOR. THE SPRINKLER SUBCONTRACTOR IS RESPONSIBLE FOR ALL CUTTING, SEALING, PATCHING, AND PAINTING REQUIRED FOR INSTALLATION OF THE SPRINKLER SYSTEM. ALL PENETRATIONS OF RATED ASSEMBLIES SHALL BE FIRE STOPPED WITH AN APPROVED MATERIAL AS PRESCRIBED IN THE INTERNATIONAL BUILDING CODE. THE SPRINKLER SUBCONTRACTOR SHALL BE LICENSED BY THE STATE OF WASHINGTON FOR DESIGN AND INSTALLATION OF AUTOMATIC SPRINKLER SYSTEMS. SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE WITH NFPA 13. MATERIALS TO BE UL LISTED OR FM APPROVED. ALL PIPE SHALL BE BLACK STEEL, MINIMUM SCHEDULE 10 FOR PIPES 2 1/2" AND LARGER AND MINIMUM SCHEDULE 40 FOR PIPES 2" AND SMALLER. ALL PIPE LENGTHS SHOWN ARE CENTER TO CENTER DIMENSIONS. HANGER LOCATION FOR ALL PIPING SHALL BE IN ACCORDANCE WITH NFPA 13, SECTIONS 9.2 THROUGH 9.2.6.2. SEE HANGER SCHEDULE AND/OR DETAILS FOR TYPES OF HANGERS USED. ALTERNATE UL AND FM HANGER METHODS ARE ACCEPTED AT NO ADDITIONAL COST TO THE OWNER. PROVIDE UL AND FM LITERATURE TO DSA AND JENSEN HUGHES FOR APPROVAL PRIOR TO INSTALLATION. ALL HANGERS ANS SEISMIC BRACING TO BE INSTALLED IN ACCORDANCE WITH NFPA 13 AND HANGER MANUFACTURER'S INSTALLATION INSTRUCTIONS. PROVIDE RIGID COUPLINGS THROUGHOUT, EXCEPT FLEXIBLE COUPLINGS SHALL BE INSTALLED AS FOLLOWS: a. WITHIN 24 IN. OF THE TOP AND BOTTOM OF ALL RISERS; b. ON BOTH SIDES OF CONCRETE OR MASONRY WALLS WITHIN 1 FT. OF THE WALL SURFACE; c. WITHIN 24 IN. OF BUILDING EXPANSION JOINTS; d. WITHIN 24 IN. OF THE TOP AND BOTTOM OF DROPS TO HOSE LINES, RACK SPRINKLERS, AND MEZZANINES, REGARDLESS OF PIPE SIZE; e. WITHIN 24 IN. OF THE TOP OF DROPS EXCEEDING 15 FT. IN LENGTH TO PORTIONS OF SYSTEMS SUPPLYING MORE THAN ONE SPRINKLER, REGARDLESS OF PIPE SIZE; f. ABOVE AND BELOW ANY INTERMEDIATE POINTS OF SUPPORT FOR A RISER OR OTHER VERTICAL PIPE. STANDARD WALL PIPE AND THIN WALL PIPE SHALL COMPLY WITH NFPA 13 AND SPECIFICATIONS. STANDARD WALL PIPE ENDS SHALL BE WELDED, THREADED OR CUT GROOVED. THIN WALL SHALL BE SCHEDULE 10 AND THE PIPE ENDS SHALL BE ROLL GROOVED OR WELDED (NOT THREADED) IN ACCORDANCE WITH NFPA 13 AND THE SPECIFICATION. PIPE HAVING WALL THICKNESS THINNER THAN SCHEDULE 10 SHALL NOT BE USED. ALL INSPECTOR'S TEST CONNECTIONS AND LOW POINT DRAINS SHALL BE IN ACCORDANCE NFPA 13 (UNLESS NOTED OTHERWISE) AND SHALL BE DISPLAYED ON SHOP DRAWINGS. MOUNTING HEIGHTS OF CONTROL VALVES SHALL BE 5'-0" A.F.F. MOUNT CONTROL VALVES FOR INSPECTOR'S TEST CONNECTION AND LOW POINT DRAINS INSIDE BUILDING. PIPE DRAIN LINES TO EXTERIOR OF BUILDING. AUXILIARY DRAINS AND INSPECTOR'S TEST CONNECTIONS SHALL BE LOCATED TIGHT AGAINST THE PERIMETER WALLS. COORDINATE WITH THE ARCHITECT FOR ACCEPTABLE LOCATIONS. THE OVERHEAD PORTION OF THIS SYSTEM SHALL BE TESTED AT 200 PSI FOR TWO HOURS. THE UNDERGROUND SYSTEM SHALL BE FLUSHED IN ACCORDANCE W ITH NFPA 24 BEFORE CONNECTION WITH THE OVERHEAD SYSTEM AND BE TESTED AT 200 PSI FOR TWO HOURS. SPRINKLERS IN T-BAR CEILING SHALL BE WHITE RECESSED QUICK RESPONSE WITH WHITE RECESSED ESCUTCHEONS AND SHALL BE PLACED IN QUARTER POINT OR CENTER OF 2x4 TILE. SPRINKLER CONTRACTOR TO COORDINATE AND ADJUST SPRINKLERS TO ELECTRICAL, MECHANICAL, STRUCTURE AND ALL OTHER TRADES AT NO ADDITIONAL COST. INSTALL OFFSETS AS REQUIRED FOR COORDINATION WITH OTHER TRADES. OWNER SHALL BE PROVIDED WITH TEST CERTIFICATES, CARE & MAINTENANCE BOOK, AND A SPARE HEAD CABINET WITH SPRINKLERS AND A WRENCH IN ACCORDANCE WITH NFPA 13. DELIVERY OF ALL MATERIALS AND EQUIPMENT TO THE JOB SITE SHALL BE SCHEDULED TO ASSURE COMPLIANCE WITH THE PREDETERMINED CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STORAGE AND HANDLING ALL MATERIALS AND EQUIPMENT ON THE JOB SITE, INCLUDING FURNISHING OF ANY STORAGE FACILITIES OR STRUCTURE REQUIRED. SIGNAGE SHALL BE PROVIDED AS REQUIRED, INCLUDING "RISER ROOM IDENTIFICATION". FLOW SWITCH SHALL BE CONNECTED TO A 10-INCH OUTSIDE ALARM BELL OR OTHER AUDIBLE ALARM DEVICE AT EACH RISER. APPROVED IDENTIFICATION SIGNS SHALL BE PROVIDED ON THE OUTSIDE ALARM BELL "SPRINKLER FIRE ALARM - WHEN ALARM SOUNDS CALL 911 / FIRE DEPARTMENT". SPRINKLER CONTRACTOR SHALL COMPLETE AND SIGN CONTRACTOR'S MATERIAL AND TEST CERTIFICATE FOR THE ABOVEGROUND PIPING. THIS FORM SHALL BE GIVEN TO THE DISTRICT. REFERENCE THE CIVIL DRAWINGS FOR ADDITIONAL FIRE WATER UNDERGROUND INFORMATION AND ACTUAL LENGTHS OF PIPE. THE LAYOUT SHOWN ON THE CIVIL DRAWINGS WILL SUPERCEDE WHAT IS SHOWN ON THE FIRE PROTECTION SITE PLAN. REFER TO THE ARCHITECTURAL DRAWINGS FOR ACTUAL BUILDING DIMENSIONS AND DETAILS. DO NOT SCALE "FP" DRAWINGS FOR CONSTRUCTION PURPOSES. REFER TO THE FIRE PROTECTION SPECIFICATIONS FOR ADDITIONAL INFORMATION REGARDING THE FIRE PROTECTION SYSTEM. AS-BUILT DRAWINGS SHALL BE MAINTAINED ON PREMISES. IN PREACTION SYSTEMS. BRANCH LINES SHALL BE PITCHED AT LEAST 1/2 IN. PER 10 FT, AND MAINS SHALL BE PITCHED AT LEAST 1/4 IN. PER 10 FT. GENERAL NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. OFFICES, RESTROOMS, CORRIDORS, BREAK ROOMS, ENTRY VEST AND CONFERENCE ROOMS: LIGHT HAZARD WET PIPE SPRINKLER SYSTEM DESIGNED TO PROVIDE 0.10 GPM/SQ. FT. OVER THE MOST REMOTE 1,500 SQ. FT. INCLUDING A HOSE DEMAND OF 100 GPM. MAXIMUM SPRINKLER SPACING SHALL BE 255 SQ. FT. STORAGE, MECHANICAL, ELECTRICAL ROOMS AND ELEVATOR MACHINE ROOMS: ORDINARY HAZARD GROUP I WET PIPE SPRINKLER SYSTEM DESIGNED TO PROVIDE 0.15 GPM/SQ.FT. OVER THE MOST REMOTE 1,500 SQ.FT. INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 130 SQ.FT. 1. DESIGN CRITERIA • 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AND CITY OF ARLINGTON AMENDMENTS • 2018 INTERNATIONAL FIRE CODE (IFC) • 2016 NFPA 13 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS • 2016 NFPA 24 STANDARD FOR INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND THEIR APPURTENANCE APPLICABLE CODES/STANDARDS INSTALLATION OF TWO WET-PIPE FIRE SPRINKLER SYSTEM IN THE SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE. THE PROJECT CONSIST OF A TWO-STORY BUILDING AND HAVE A TOTAL AREA OF 28,800 SQ.FT. SCOPE OF WORK DATE: 10/26/2021 PERFORMED BY: RYAN MORRISON WITNESSED BY: XXXX LOCATION OF FLOW TEST: AT FIRE HYDRANT ELEVATION: XXXX STATIC PRESSURE: 100 PSI RESIDUAL PRESSURE: 85 PSI FLOW: 1,185 GPM EFFECTIVE POINT: AT FIRE HYDRANT FLOW TEST DATA 2. 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 KEYPLAN JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP0.01 FIRE SPRINKLER COVER SHEET KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 SHEET LIST SHEET NUMBER SHEET NAME FP0.01 FIRE SPRINKLER COVER SHEET FP0.02 FIRE SPRINKLER SITE PLAN FP1.01 LEVEL 1 FIRE SPRINKLER PLAN FP1.02 LEVEL 2 FIRE SPRINKLER PLAN FP2.01 BUILDING SECTION AND DETAILS FP2.02 SEISMIC DETAILS AND CALCULATIONS NTS1GENERAL NOTES TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 BRASS HEAD CAB'T & WRENCH(ES) PROVIDED QUANTITYFINISHTEMP.K-FACTORSPRINKLER DESCRIPTIONSYMBOL SPRINKLER SCHEDULE & LEGEND SIN TY3131 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 CHROME TY3231 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. 200º F 155º F TYCO SERIES RFII QUICK RESPONSE, STANDARD COVERAGE PENDENT CONCEALED SPRINKLER 5.6 CHROME TY3531155º F TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 BRASS TY3331155º F TYCO SERIES DS-1 QUICK RESPONSE, EXTENDED COVERAGE (16'X18') DRY SIDEWALL WHITE TY3338D5.6 259 95 149 7 TOTAL COUNT THIS BUILDING = 1 7 SPRINKLER RISER SYMBOL LEGEND 4 WAY EARTHQUAKE BRACE S S LATERAL BRACE - STEEL I-BEAM LONGITUDINAL BRACE - STEEL I-BEAM BRANCHLINE RESTRAINT - CONCRETE METAL HANGER AT STEEL I-BEAM LIGHT HAZARD OCCUPANCY ORDINARY HAZARD GROUP 1 OCCUPANCY LH OH1 X ORDINARY HAZARD GROUP 2 OCCUPANCYOH2 HIGH PILED STORAGE OCCUPANCYHS W W LATERAL BRACE - STEEL JOIST LONGITUDINAL BRACE - STEEL JOIST BRANCHLINE RESTRAINT - METAL DECKm HANGER AT STEEL JOISTW HANGER AT CONCRETE OVER METAL DECKX HANGER AT CONCRETE METAL DECKm 340'-2" 8" 64 ' -3" 8" 6" 4'-6" 6" 25 ' -8" 27'-6" 8" 8" 2'-6" 8" 5'-2" 74'-4" 8" EP UG1 UG2 BR0 6" 2'-8" OFFICE BUILDING WAREHOUSE FIRE FLOW TEST AT THIS HYDRANT 27 ' -0" 8" 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP0.02 FIRE SPRINKLER SITE PLAN KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1" = 20'-0"1 FIRE PROTECTION SITE PLAN (FOR REFERENCE ONLY) M M M M M M M M M M M M M MM P M M M M M M M M M M P P P P PPP P P P P P M P D D D D D D D D 1 3 5 7 2 4 6 8 A B C D E F G H J KC.9C.8 LH LH LH LH LH LH LH LH LH LH LH LH LH LH LH LHLH OH1 LH LH OH1 OH1 OH1 LHLHOH1 LH LH LH LH LH LH LH LH LH LH MOVABLE PARTITION NONCOMBUSTIBLE CONSTRUCTION (TYPE IIB) AND NO COMBUSTIBLE STORAGE BELOW CANOPY - NO SPRINKLER PROTECTION REQUIRED IN ACCORDANCE WITH SECTION 8.15.7 OF NFPA 13, 2016. TYP. LARGE CONFERENCE ROOM 103 LOBBY 101 CONF ROOM STOR 102 ENTRY VEST 100 PUBLIC RESTROOM 105 PUBLIC RESTROOM 106 CONFERENCE ROOM 144 OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 STAIR 01 ST-1 ELEV ROOM 114 ENTRY VEST 110 MOTHERS ROOM 112 PRIVACY ROOM 113 CASH COUNTING 109 CONF ROOM STOR 108 BREAK ROOM 107 CONF ROOM 115 OFFICE / CONF ROOM 116 OFFICE/ CONF ROOM 145 RESTROOMS VEST 140 WOMEN'S RESTROOM 136 ENTRY VEST 139 WOMEN'S RESTROOM 136 COMM/ FIBER ROOM 138 WELLNESS AEROBICS 137 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 CUST/ UTIL CLOSET 124 ENTRY VEST 122 CREW ROOM 121 OFFICE / CONF ROOM 119 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 MEN'S RESTROOM 135 MEN'S RESTROOM 135 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 CORRIDOR 123 SHOWER 130 SHOWER 129 ADA SHOWER 132 ADA SHOWER 131 9 TR2 BR3 2 5-6 2 x 0-6 2 6-2½ 2 2-4 2 9-11 2 14 -0 2 12 -0 2 14 -0 2 8-3½2 8-3½ 1 2-1 1 2-1 2 6-2½ 1 x 1-8 1 0-8½ 2 8-3½ 1 2-4 1 x 0-10 1 x 1-8 1 1-0 2 9-2 1 1-0 2 12 -0 1 0-10 2 6-6 1 1-11½ 2 5-7 1 1-11½ 2 6-6½ 2 10 -0 1 1-0 2 9-2 1 1-0 2 12 -0 1 1-0 2 9-2 1 1-0 2 12 -0 1 1-0 2 9-2 1 1-0 2 12 -0 1 4-3 2 6-2½ 2 3-1½ 1 6-2 2 6-2½ 1 4-9½ 2 1-0½ 2 10 -1½ 1 4-1½ 2 7-10 ½ 1 4-3 2 2-6½ 2 12 -0 1 1-8 1 1-8 4 1-10 1 1-8 4 5-10 4 5-6½ 2 x 0-10 4 2-11½ 2 1-11 ½ 2 x 0-10 4 8-0 2 x 0-10 4 12-6 2 x 0-10 4 1-0 2 x 0-10 2 x 0-10 2 x 0-10 4 3-4½ 2 x 0-10 2 x 0-10 4 4-0 2 x 0-8 4 1-6½ 2 x 0-10 4 5-5 2 x 0-10 4 2-11 2 x 0-10 4 2-8½ 2 x 0-10 4 1-10½ 2 x 0-10 4 7-6½ 2 x 0-10 4 18-1½ 2 x 0-10 4 12-7½ 2 x 0-10 4 6-0 1 1-0 2 9-2 1 1-0 2 12 -0 2 x 0-10 1 1-0 2 12 -0 1 1-0 2 14 -0 2 6-5½ 2 28 -7½ 1 1-0 1 2-0 1 1-6 1 1-0 1 1-0 1 1-0 2 14 -0 1 1-0 2 14 -0 1 2-0 2 14 -0 1 2-0 2 14 -0 1 1-6 1 1-6 2 14 -0 2 14 -0 1 1-0 2 14 -0 1 1-0 2 14 -0 2 6-5½ 1 1-0 2 8-8½ 1 1-0 2 15 -7½ 2 4-4 1 2-0 2 6-5½ 1 1-10½ 2 6-3 1 7-10½ 1 2-0 2 3-0 2 1-4 1 3-10½ 2 6-5½ 1 3-10½ 2 6-0 1 3-10½ 2 6-0 2 5-10 ½ 1 1-0 2 14 -0 1 1-0 2 6-8 1 1-0 2 4-2½ 1 3-3½ 2 8-9 1 3-3½ 2 14 -0 2 5-10 ½ 1 0-10 2 5-10 ½ 1 0-10 2 14 -0 2 8-9 1 0-6 2 7-3½ 1 0-6 1 3-6 2 7-11 2 8-0 2 28 -7½ 1 3-1 2 10 -2 1 3-1 2 9-7½ 1 1-0 2 15 -9½ 1 1-0 2 12 -0 2 12 -0 1 1-0 1 1-3 1 1-3 2 12 -0 1 1-3 2 12 -0 1 1-1 2 5-6½ 1 1-1 2 10 -0 1 2-1½ 1 2-1½ 2 5-10 ½ 2 14 -0 2 x 0-10 4 0-8½ 2 x 0-10 4 9-3½ 1 1-0 1 1-0 1 1-0 2 8-0 1 1-0 1 1-0 2 8-0 2 4-1½ 2 x 0-10 4 9-1 1 1-0 1 1-0 2 8-0 2 4-1½ 2 x 0-10 4 6-7 1 1-0 1 1-0 2 8-0 2 4-1½ 1 3-7½ 1 0-10½ 2 10 -9 1 0-10½ 2 1-3 2 3-3 2 x 0-10 4 7-9 2 12 -0 1 1-0 2 0-6½1 1-0 2 11 -6 2 12 -0 1 1-0 1 2-3½ 1 2-3½ 1 1-11 2 5-10 ½ 1 1-11 2 12 -0 1 3-8½ 2 2-0 2 8-0 1 3-8½ 2 4-0 2 5-10 ½ ½ 7-0 1 1-6½ 2 12 -7½ 1 1-6½ 2 12 -0 1 1-6½ 2 8-9 2 1-8 2 10 -9 4 4-6½ 1 x 0-10 2 6-0½ 4 x 0-7 2 x 1-2 2 4-1½ 4 10-2 2 23 -0 2 4-0½ 1 0-7½ 2 7-5 1 0-7½ 2 5-1 1 0-7½ 2 9-3½ 1 1-0 2 10 -9 1 1-0 2 5-10 ½ 2 12 -0 1 x 1-2 4 2-2 1 x 1-2 4 2-2 1 x 1-2 4 6-2 2 x 1-2 1 1-0 4 1-7½ 4 15-0 4 x 14-8 4 6-6 4 6-7 4 1-5½ ½ 3-7½ 2 x 1-8 2 x 1-8 2 x 1-8 ½ 0-7½ 2 8-5½ ½ 0-7½ 2 15 -0 1 1-0 1 1-0 2 12 -0 1 1-0 2 11 -6 2 7-3 2 9-11 1 1-1½ 2 7-6½ 1 1-1½ 2 15 -0 1 0-11½ 2 5-8 1 0-11½ 2 9-0 1 0-11½ 2 13 -0 2 14 -0 1 0-11½ 1 0-7½ 2 7-6½ 1 0-7½ 2 15 -0 2 1-3 1 1-0 2 7-3 1 1-0 1 1-0 1 8-6½ 2 4-0 2 7-6 1 8-6½ 2 5-6 2 6-6 1 1-0 1 8-6½ 2 8-8 2 6-9 2 0-9 2 x 0-10 4 4-3 1 x 1-8 2 7-3 2 0-9 2 FP2.01 INSTALL SIDEWALL SPRINKLER NOT MORE THAN 2 FT ABOVE THE FLOOR OF THE ELEVATOR PIT. 10' - 0" 12' - 0"12' - 0" 10' - 0" 10' - 0" 12' - 0" 9' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" CSR LOBBY/ OFFICE 143 10' - 0" 9' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 0" 9' - 0" 9' - 0" 8' - 0" 9' - 0" 9' - 0" 10' - 0" 10' - 0" 9' - 0" 10' - 0" 9' - 0" 1 1-10 2 1-11 1 2-9 1 4-3 1 4-9 1 4-1½ 1 2-0 1 2-5½ 1 4-2 1 4-9 1 7-3 1 0-6½ 1 1-0½ 1 2-1½1 FP2.01 10' - 0" m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxx x x xx x x x x x x x x x x x x x x x x x x x x 1 5-3 1 x 14-4 x x x x x x x x x x x x x x x x x x x x x x x x x x x x 4" LATERAL SWAY BRACE ZONE OF INFLUENCE 1 S S S S S S S S S S S S S S S S S S S x S m m m m m m m m m m m m m m m m m m m x x m m m m m x x m m m x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x NONCOMBUSTIBLE CONSTRUCTION (TYPE IIB) AND NO COMBUSTIBLE STORAGE BELOW CANOPY - NO SPRINKLER PROTECTION REQUIRED IN ACCORDANCE WITH SECTION 8.15.7 OF NFPA 13, 2016. TYP. AIR VENT 1 1-4 1 1-4 2 8-11 ½ 2 5-9 10' - 0" 1 1-11 2 4-5 2 0-9½ m 1 0-7½ 2 8-1½ 2 20 -8½ 2 4-9 2 9-3 x 1 7-10½ 2 7-11 ½ 2 7-7½ 2 2-1 x 1 0-10 ½ xLH 2 12 -0 2 2-1½ 1 1-0 1 1-7½ 1 1-7½ 1 1-7½ 2 14 -0 1 3-1½ 1 3-1½ 1 3-1½ 2 14 -0 2 14 -0 2 8-3½ 1 3-7 4 1-1 S21 S22 S23 S24 S25 S26 S27 1½8-0 1½3-0 1½7-6 1½4-6 1½ 14 -0 1½ 13 -10 ½ 1½ 2-10 1½ 5-5 1½1-8 1½ x 0-10 1½ x 1-10 1½ x 1-8 1½ x 1-0 C21C22C23 REMOTE AREA 3: 420 SQFT. 1½8-0 1½ 2-1 1½3-8 2 68-5½ 1½ x 0-6 2 3-2½ 2 7-0 2 2-5 2 0-10½ 2 0-7 x xxx S SSS SS 1 9-9½1 0-5 1 0-7 1 7-6½1 0-5 1 0-7 2 3-5 2 4-7 2 4-4½ 2 1-7½ 1 0-5 1 0-6 1 0-9½ 1 0-7 1 0-8½ 1 0-5 1 1-10½ 1 0-5 1 0-6 2 1-4 2 8-2½ m m m m m m 1 2-6 1 0-6 1 x 1-10 2 8-6½ 2 1-5½ 1 2-10 2 3-9½ 2 1-2½ 2 6-5 1 12 -3 1 0-10 1 0-6 1 x 1-1110-5 1 0-3½ 1 0-6 1 x 1-11 1 0-6 1 0-6 1½ 4-1½ 4 3-7 1 0-8 1 5-4½ 1 x 1-10 1 x 0-10 4 6-4½ 1 1 / 2 " 2' - 10 1 / 2 " 1" x 6' -4" 1 1 / 2 " 8' - 0" INSPECTOR'S TEST VALVE CONNECTION (REFER TO DETAIL 13 ON FP2.01) 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP1.01 LEVEL 1 FIRE SPRINKLER PLAN KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0"1 LEVEL 1 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 BRASS HEAD CAB'T & WRENCH(ES) PROVIDED QUANTITYFINISHTEMP.K-FACTORSPRINKLER DESCRIPTIONSYMBOL SPRINKLER SCHEDULE & LEGEND SIN TY3131 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 CHROME TY3231 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. 200º F 155º F TYCO SERIES RFII QUICK RESPONSE, STANDARD COVERAGE PENDENT CONCEALED SPRINKLER 5.6 CHROME TY3531155º F TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 BRASS TY3331155º F TYCO SERIES DS-1 QUICK RESPONSE, EXTENDED COVERAGE (16'X18') DRY SIDEWALL WHITE TY3338D5.6 175 14 147 7 TOTAL COUNT THIS BUILDING = 1 6 LOCATION NO. OF SPRINKLERS BASIS OF DESIGN 1. DENSITY 2. DESIGNED AREA OF DISCHARGE SYSTEM DEMAND AT FLANGE ON THE RISER 1. GPM DISCHARGE 2. RESIDUAL PRESSURE THIS BUILDING IS PROTECTED BY A HYDRAULICALLY DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE AREA IS A TREE SYSTEM FED FROM A SMALL GRID. TOTAL COMBINED INSIDE AND OUTSIDE HOSE STREAM - GPM REQ'D FLOW AND PRESSURE OF THE SYSTEM AT THE WATER SUPPLY SOURCE: 1. GPM DISCHARGE 2. RESIDUAL PRESSURE QUICK-RESPONSE, UPRIGHT SPRINKLERS GPM AT PSI REQUIRED FROM HYDRAULICALLY MOST DEMANDING SPRINKLER PROTECTION AREA PER SPRINKLER: SQ. FT. NFPA 13, 2016 EDITION OFFICE BUILDING LEVEL 1 AREA 3 7 0.15 GPM/SQ. FT. 420 SQ. FT. 140.6 GPM 23.9 PSI HYDRAULIC CALCULATIONS ORDINARY GROUP 1 HAZARD OCCUPANCY 250 390.6 GPM 35.3 PSI K=5.6 200 F TY3131 19.5 12.1 130 1 3 5 7 2 4 6 8 A B C D E F G H J KC.9C.8 OH1 OH1 LH LH LH STAIR 01 ST-1 BEAM PENETRATION OH1 ELEC/ COMM 202 MAINTENANCE STORAGE 201 FUTURE OFFICE 200 9S1 C1 S2 C2 S3 C3 S4 C5 S5 C6 S6 C8C7 S7 S8 S9 C9 S10 C10 S11 C11 S13 C12 S12 S14 C14 C15 S15 S16 C16 C17 S17 C18 S18 C19 S19 C20 S20 M1 N1 M2 N2 M4 N4M3 TR3 1 1-0 1 1-0 2 8-0 1 2-02 7-0 1 2-02 8-0 1 1-0 1 1-0 2 6-0 1 1-011-0 2 7-0 1 1-0 2 6-0 1 1-0 1 1-0 2 6-0 1 1-0 2 6-0 1 8-0 2 8-0 2 2-6 1 6-0 2 10-6 1 6-0 2 8-0 1 1-0 1 1-6 2 8-3 1 1-0 2 7-9 1 1-0 2 8-0 1 4-0 2 11-0 1 4-0 2 6-0 1 1-0 2 7-0 1 1-0 2 7-0 1 2-0 2 9-0 1 4-0 1 5-0 2 2-6 1 1-0 2 8-0 2 8-6 1 x 1-0 1 1-0 4 x 14-8 4 6-2 2 x 0-8 4 3-0½ 2 x 0-8 2 x 0-8 4 1-2½ 4 14 -0 4 6-11 ½ 1 1-0 2 9-6 2 4-5 1 1-0 2 8-6 2 3-7 1 1-0 1 5-0 1 1-0 2 1-0 2 4-5 1 4-0 1 1-0 2 3-7 1 1-0 1 1-0 2 3-7 1 1-0 2 4-5 2 9-6 2 6-0 1 4-0 2 6-0 2 3-6 1 1-0 2 3-6 S101 C101 S102 S103 S104 S105 S106 S107 S108 S109 S110 S111 S112 4 1-2½ 1 1-0 1 1-0 2 15-0 1 1-0 2 14-6 1 1-0 2 14-6 1 1-0 2 14-6 1 1-0 1 1-8 1 2-11 ½ 1 1-0 1 1-0 2 15-0 1 1-0 2 14-6 1 1-0 2 14-6 1 1-0 2 14-6 1 1-0 1 1-011-011-0 2 14-6 1 1-0 2 14-6 1 1-0 2 14-6 1 1-0 2 15-0 1 1-0 2 10-6 1 1-0 1 1-0 2 10-10½ 2 12-0 1 1-0 2 12-0 1 5-3 2 6-4½ 1 7-6 1 7-0 2 4-6 2 4-6 1 x 1-1 2 1-6 N101 M101 N102 M102 N103 M103 C102 C103 C104 C105 C106 C107 C108 C109 C112C111C110 1 1-0 1 1-0 2 14-0 1 1-0 2 14-0 1 1-0 2 14-0 2 11-0 1 1-0 1 1-0 1 1-0 2 14-0 1 1-0 2 14-0 1 1-0 2 14-0 2 11-0 1 1-0 2 11-0 1 1-0 2 14-0 1 1-0 2 14-0 2 14-0 1 1-0 1 1-0 1 1-0 2 x 1-4½ 2 x 1-4½ 2 6-9½ 2 7-2½ 2 6-9½ 4 12 -3½ 2 7-2½ 4 x 1-5 2 7-2½ 4 5-3½ 2 6-9½ 4 12 -3½ 2 14-6 2 14-6 2 14-6 4 8-6 4 3-3½ REMOTE AREA 1: 1,578 SQFT. REMOTE AREA 2: 1,549 SQFT. 2 FP2.01 1 FP2.01 1½ x 10-6 1½2-8 1½ 1-2½ 2 3-7½ 2 6-0 W W W W W W W W W W W W W W W W W W W W W m m m mm mm mm m m m m m mm W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S 4" LATERAL SWAY BRACE ZONE OF INFLUENCE 2 S m m m m m m m m m m m m m m m m m m m m m m m m m m m 4 6 J K 9 1½5-3 1½ 4-7 1 FP2.01 1½ x 10-6 m m AIR VENT 1½0-6 1½ 12 -0 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP1.02 LEVEL 2 FIRE SPRINKLER PLAN KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0"1 LEVEL 2/ LOW ROOF 1/8" = 1'-0"2 PARTIAL HIGH ROOF PLAN LOCATION NO. OF SPRINKLERS BASIS OF DESIGN 1. DENSITY 2. DESIGNED AREA OF DISCHARGE SYSTEM DEMAND AT FLANGE ON THE RISER 1. GPM DISCHARGE 2. RESIDUAL PRESSURE THIS BUILDING IS PROTECTED BY A HYDRAULICALLY DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE AREA IS A TREE SYSTEM FED FROM A SMALL GRID. TOTAL COMBINED INSIDE AND OUTSIDE HOSE STREAM - GPM REQ'D FLOW AND PRESSURE OF THE SYSTEM AT THE WATER SUPPLY SOURCE: 1. GPM DISCHARGE 2. RESIDUAL PRESSURE QUICK-RESPONSE, UPRIGHT SPRINKLERS GPM AT PSI REQUIRED FROM HYDRAULICALLY MOST DEMANDING SPRINKLER PROTECTION AREA PER SPRINKLER: SQ. FT. NFPA 13, 2016 EDITION OFFICE BUILDING LEVEL 2 AREA 1 20 0.10 GPM/SQ. FT. 1,578 SQ. FT. 492.6 GPM 68.0 PSI HYDRAULIC CALCULATIONS LIGHT HAZARD OCCUPANCY 100 592.6 GPM 71.1 PSI K=5.6 200 F TY3131 22.5 16.1 225 LOCATION NO. OF SPRINKLERS BASIS OF DESIGN 1. DENSITY 2. DESIGNED AREA OF DISCHARGE SYSTEM DEMAND AT FLANGE ON THE RISER 1. GPM DISCHARGE 2. RESIDUAL PRESSURE THIS BUILDING IS PROTECTED BY A HYDRAULICALLY DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE AREA IS A TREE SYSTEM FED FROM A SMALL GRID. TOTAL COMBINED INSIDE AND OUTSIDE HOSE STREAM - GPM REQ'D FLOW AND PRESSURE OF THE SYSTEM AT THE WATER SUPPLY SOURCE: 1. GPM DISCHARGE 2. RESIDUAL PRESSURE QUICK-RESPONSE, UPRIGHT SPRINKLERS GPM AT PSI REQUIRED FROM HYDRAULICALLY MOST DEMANDING SPRINKLER PROTECTION AREA PER SPRINKLER: SQ. FT. NFPA 13, 2016 EDITION OFFICE BUILDING LEVEL 2 AREA 2 12 0.10 GPM/SQ. FT. 1,549 SQ. FT. 288.9 GPM 53.6 PSI HYDRAULIC CALCULATIONS LIGHT HAZARD OCCUPANCY 100 389.0 GPM 56.1 PSI K=5.6 200 F TY3131 22.5 16.1 225 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 BRASS HEAD CAB'T & WRENCH(ES) PROVIDED QUANTITYFINISHTEMP.K-FACTORSPRINKLER DESCRIPTIONSYMBOL SPRINKLER SCHEDULE & LEGEND SIN TY3131 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 CHROME TY3231 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. 200º F 155º F TYCO SERIES RFII QUICK RESPONSE, STANDARD COVERAGE PENDENT CONCEALED SPRINKLER 5.6 CHROME TY3531155º F TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 BRASS TY3331155º F TYCO SERIES DS-1 QUICK RESPONSE, EXTENDED COVERAGE (16'X18') DRY SIDEWALL WHITE TY3338D5.6 83 81 2 0 TOTAL COUNT THIS BUILDING = 0 0 TO LCO TO LCO TOLCO ALL STEEL CEILING PLAE TOLCO FIG. 78 (2) 1/4 X 1 TEK SCREWS 3/8" ALL THREAD ROD TOLCO FIG. 100 TRIMLINE ADJUSTABLE BAND HANGER TOLCO FIG. 200 1" SPRINKLER PIPE SYMBOL = SURGE RESTRAINER TOLCO FIG. 25 METAL DECK (MIN. 18 GAUGE STEEL) m HANGER ROD SIZES PIPE SIZE DIAMETER OF ROD UP TO INCLUDING 1" 3/8" STEEL PIPE EXCEPT THREADED LIGHTWALL THREADED LIGHTWALL STEEL PIPE COPPER TUBE CPVC DUCTILE-IRON PIPE TABLE 9.2.2.1 (A) MAXIMUM DISTANCE BETWEEN HANGERS (FT-IN) NOMINAL PIPE SIZE (IN.) 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 5 6 8 N/A N/A 8-0 5-6 N/A 12-0 12-0 8-0 6-0 N/A 12-0 12-0 10-0 6-6 N/A 15-0 12-0 10-0 7-0 N/A 15-0 12-0 12-0 8-0 N/A 15-0 12-0 12-0 9-0 N/A 15-0 12-0 12-0 10-0 15-0 15-0 12-0 12-0 10-0 15-0 15-0 N/A 15-0 N/A 15-0 15-0 N/A 15-0 N/A 15-0 N/A 15-0 N/A 15-0 15-0 N/A 15-0 N/A 15-0N/A 3M FIRE BARRIER CP 25WB+CAULK OR MOLDABLE PUTTY+ 1 OR 2 HOUR GYPSUM WALLBOARD ASSEMBLY STEEL PIPE OR CONDUIT SYMBOL= 3M™ FIRE BARRIER SEALANT CP 25WB+ SHALL BE A ONE COMPONENT, READY-TO-USE, GUN-GRADE, LATEX-BASED, INTUMESCENT FIRE STOP SEALANT CAPABLE OF EXPANDING A MINIMUM OF 3 TIMES ITS DRIED VOLUME WHEN EXPOSED TO TEMPERATURES ABOVE 1000°F (538°C). THE MATERIAL SHALL BE THIXOTROPIC AND SHALL BE APPLICABLE TO OVERHEAD, VERTICAL AND HORIZONTAL FIRESTOP. THE SEALANT SHALL BE LISTED BY INDEPENDENT TEST AGENCIES SUCH AS UL, INTERTEK, OR FM. 3M™ FIRE BARRIER SEALANT CP 25WB+ SHALL BE TESTED TO AND PASS THE CRITERIA OF ASTM E 814 (UL 1479) STANDARD TEST METHOD FOR FIRE TEST OF PENETRATION FIRESTOP SYSTEMS, ASTM E 1966 (UL 2019) STANDARD METHOD FOR FIRE RESISTIVE JOINT SYSTEM AND CAN/ULC S115 STANDARD METHOD OF FIRE TEST OF FIRESTOP SYSTEMS, 3M™FIRE BARRIER SEALANT CP 25WB+ MEETS THE REQUIREMENTS OF THE IBC, IRC, IFC, IPC, IMC, NFPA 5000, NEC (NFPA 70), AND NFPA 101. 3M FIRE STOPPING TO EQUAL FIRE RATING OF PENETRATED WALL KEEP ANNULAR CLEARANCES IN ACCORDANCE WITH NFPA 13 THE HOLES SHALL BE SIZED SUCH THAT THE NOMINAL DIAMETER OF THE HOLES IS 2" LARGER THAN THE PIPE FOR PIPE SIZES 1" NOMINAL TO 3 1/2", AND 4" LARGER THAN THE PIPE FOR PIPE SIZES 4" AND LARGER 1/2" X 3 1/4" HILTI KWIK BOLT TZ (2" EMBEDMENT) ESR-1917 ALL THREAD ROD (3/8" FOR 1" TO 4" PIPE) TOLCO FIG. 100 ADJUSTABLE BAND HANGER TOLCO FIG. 200 SPRINKLER PIPE SYMBOL = SURGE RESTRAINER TOLCO FIG.25 6 1/4" LT.W. CONCRETE X HANGER ROD SIZES PIPE SIZE DIAMETER OF ROD UP TO INCLUDING 4" 3/8" 5" TO 8"1/2" COUPLING LEVEL 1 0' -0" LEVEL 2/ LOW ROOF 14' -0" T.O. ROOF 28' -0" T.O. LANDING 29' -6" 2 4 6 89 1 FP2.01 SUSPENDED CEILING 1" TEE WITH PLUG FOR FUTURE 1" DROP 1" ARMOVER SPRINKLER BRANCHLINE 1" X 1/2" REDUCING COUPLING HANGER ROD SIZES PIPE SIZE DIAMETER OF ROAD UP TO INCLUDING 4" 5" TO 8" 10" TO 12" 3/8" 1/2" 5/8" SYMBOL=w CORRUGATED DECK JOIST TOP BEAM CLAMP ALL THREAD ROD SPRINKLER PIPE RESTRAINIG STRAP LOCK NUT HANGER RING TOLCO SWIVEL BAND HANGER TOLCO FIG. 200 TOLCO FIG. 65 BEAM CLAMP STEEL I-BEAM 3/8" ATR = 4" AND SMALLER PIPE 1/2" ATR = 5" THRU 8" PIPE TOLCO FIG. 100 HANG TO TOP OR BOTTOM FLANGE OF BEAM USE SURGE RESTRAINER AT END OF LINE WRAP AROUND BEAM FLANGE NOT LESS THAN 1 IN. RETAINER STRAP SHALL BE NOT LESS THAN 16 GAUGE THICKNESS AND NOT LESS THAN 1 IN. WIDE FOR PIPE 8 IN. OR LESS TOLCO FIG. 69 SPRINKLER PIPE SYMBOL = SURGE RESTRAINER TOLCO FIG. 25 HANGER ROD SIZES PIPE SIZE DIAMETER OF ROD UP TO INCLUDING 4" 3/8" 5" TO 8"1/2" LEVEL 1 0' -0" LEVEL 2/ LOW ROOF 14' -0" T.O. ROOF 28' -0" T.O. LANDING 29' -6" A B C D E F G H J KC.9C.8 2 FP2.01 1" NPT INLET TO BRANCHLINE AGF7900AAV AUTOMATIC AIR VENT OR EQUIVALENT 10" ALARM BELL SPARE SPRINKLER CABINET WITH 3 OF EACH TYPE OF SPRINKLER (NEVER FEWER THAN 6 SPRINKLES) 300 lb. PRESSURE GAUGE 2-INCH TO FIRST FLOOR SPRINKLER SYSTEM 4-WAY BRACE AT TOP OF SPRINKLER SYSTEM RISER TYPICAL FOR ALL FLOORS FLEXIBLE COUPLING 4" RISER CLAMPS AT EVERY FLOOR (TYP) FLEXIBLE COUPLING (TYP) IN ACCORDANCE WITH SECTION 9.3.2.3.1 OF NFPA 13 TO SECOND FLOOR SPRINKLER SYSTEM 4" OUT IN PU S H OFF TE S T DRAINPU S H OFF TE S T DRAIN 4" FLEXIBLE COUPLING 4-WAY BRACE AT TOP OF SPRINKLER SYSTEM RISER INSPECTOR'S TEST AND DRAIN VALVE WITH MIN. 1/2 INCH RELIEVE VALVE (TYP.) HANGERS W/IN 24" OF RISER 2" ANNULAR CLEARENCE TR2 BR3 TR3 FLEXIBLE COUPLING SECOND LEVEL 2" TYP. 4" SUPERVISED BUTTERFLY VALVE 4" ZURN WILKINS 350ADA OR SIMILAR DOUBLE DETECTOR BACKFLOW PREVENTER 6" D.I. U.G. SUPPLY FIRE SERVICE 6" D.I. U.G. TO F.D.C 4"BF2 BF1 BR0 12 " M A X 12 " M A X 78 " M A X 6" FLANGE ADAPTER 6"x4" REDUCER 4" CHECK VALVE COORDINATE DRAIN LOCATION WITH PLUMBING ENGINEER PU S H OFF TE S T DRAINPU S H OFF TE S T DRAIN CHECK VALVE WITH 300 lb. PRESSURE GAUGE ABOVE AND BELOW (TYP) BR4 WATER FLOW SWITCH (WIRED TO FACP) 2" TYCO DV-5A AUTOMATIC WATER CONTROL VALVE, SINGLE INTERLOCK PREACTION, ELECTRIC ACTUATION (OR EQUIVALENT) W./ SOLENOID VALVE 2" 4" TYCO MODEL G16AC812 AUTOMATIC SUPERVISORY AIR SUPPLY (OR EQUIVALENT) TR4 NOTE: INSTALL A MINIMUM OF TWO (2) #12 GAUGE SLACK SAFETY WIRES ATTACHED TO THE FIXTURE AT DIAGONAL CORNERS AND ANCHORED TO THE STRUCTURE ABOVE. SELF TAPPING SCREW FOR METAL OR WOODEN STUD (OR APPROPRIATE RIGID SURFACE) ADJUSTABLE HUB CORRUGATED STAINLESS STEEL HOSE WITH STAINLESS STEEL BRAID AVAILABLE IN 3' LENGTHS FLEXHEAD SPRINKLER DROP RECESSED SPRINKLER HEAD MULTI-PORT BRACKET 11_ 4 ARMOVER SCH. 40 PIPE AS REQUIRED 11_ 4 x 1 REDUCER AGF MODEL 3011BV W. 1/2" ORIFICE 1" INSPECTOR'S TEST VALVE 1" PLUG 5' - 0 " OR EQUIVALENT (COORDINATE FROM THE MOST REMOTE BRANCHLINE LOCATION WITH OWNER) 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP2.01 BUILDING SECTION AND DETAILS KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS10HANGER AT METAL DECK NTS11MAXIMUM DISTANCE BETWEEN HANGERS NTS12PENETRATION AT METAL STUD WALL - UL NTS6HANGER AT CONCRETE OVER METAL DECK 1/8" = 1'-0"2 BUILDING SECTION 2 NTS5ARMOVER DETAIL 2 FOR SECOND LEVEL UPRIGHT SPRINKLER 12" = 1'-0"7 HANGER AT OPEN WEB STEEL TRUSS NTS8HANGER AT STEEL BEAM 1/8" = 1'-0"1 BUILDING SECTION 1 NTS9AIR VENT NTS3RISER DETAIL NTS4ARMOVER DETAIL 1 FOR FLEXDROP ON CEILING SPRINKLER NTS13INSPECTOR'S TEST CONNECTION SYMBOL = UNIVERSAL SWAY BRACE ATTACHMENT TOLCO FIG. 828 TO TOP OR BOTTOM OF I-BEAM SWAY BRACE ATTACHMENT TOLCO FIG. 1001 1" SCH. 40 PIPE PIPE 45°-59° STEEL I-BEAM SWIVEL SWAY BRACE FITTING TOLCO FIG. 980 S PIPE SYMBOL = LONGITUDINAL IN-LINE SWAY BRACE ATTACHMENT TOLCO FIG. 4L 1" SCH. 40 PIPE PIPE 45°-59° STEEL I-BEAM UNIVERSAL SWIVEL SWAY BRACE ATTACHMENT TOLCO FIG. 980 S PIPE UNIVERSAL SWIVEL SWAY BRACE ATTACHMENT TOLCO FIG. 828 TO TOP OR BOTTOM OF I-BEAM SWIVEL SWAY BRACE FITTING TOLCO FIG. 980 SYMBOL = 1" SCH. 40 PIPE 45°-59° STEEL I-BEAM SWIVEL SWAY BRACE FITTING TOLCO FIG. 980 PIPE UNIVERSAL SWIVEL SWAY BRACE ATTACHMENT TOLCO FIG. 828 SWAY BRACE ATTACHMENT TOLCO FIG. 1001 PIPE S 1 TABLE 9.3.6.4(A) MAXIMUM SPACING (FT) OF STEEL BRANCH LINE RESTRAINTS SEISMIC COEFFICIENT (Cp) Cp 43 0.50 0.5 Cp 0.71PIPE (IN.) 1 1/4 1 1/2 2 46 49 53 36 39 41 45 26 27 29 31 Cp 22 24 25 27 1.40 0.71 Cp 1.40 1/2" MACHINE BOLT TOLCO FIG. 1001 "FAST CLAMP'' SWAY BRACE ATTACHMENT (X2) NO-THREAD SWIVEL SWAYBRACE FITTING TOLCO FIG. 909 (2) METAL STUD (TYP.) RISER PIPE SYMBOL = L4X4X3/8X4'-4"W/#2 SMS EA.STUD (4 MIN.) BAR JOIST SWAY BRACE ATTACHEMENT TO STEEL TOLCO FIG. 825 TOLCO FIG. 1001 SWAY BRACE CLAMP OR APPROVED EQUAL 1" SCH. 40 PIPE 45°-59° OPEN WEB STEEL JOIST UNIVERSAL SWIVEL SWAY BRACE ATTACHEMENT TOLCO FIG. 980 SYMBOL =W PIPE OPEN WEB STEEL JOIST SYMBOL = LONGITUDINAL IN-LINE SWAY BRACE ATTACHMENT TOLCO FIG. 4L W PIPE BAR JOIST SWAY BRACE ATTACHEMENT TO STEEL TOLCO FIG. 825 45°-59° UNIVERSAL SWIVEL SWAY BRACE ATTACHEMENT TOLCO FIG. 980 SWAY BRACE ATTACHMENT TOLCO FIG. 1001 3/8" KWIK BOLT TZ (2" EMBEDMENT) MAXIMUM 1" FROM CENTER OF RIDGE, ESR-1917 1" SCH 40 PIPE (7'-0" MAX LENGTH) 3" LT.W. CONCRETE OVER 3" METAL DECK @ OVER FLOORS NO-THREAD SWIVEL FITTING TOLCO FIG. 909 SWAY BRACE 45°-59° SYMBOL = PIPE X SAMMY EXPRESS SWIVEL SXP 20 METAL DECK (MIN 22 GAUGE, MAX 18 GAUGE) SURGE RESTRAINER OR RODS TIGHT TO PIPE SYMBOL = PIPE m 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 JH PROJECT NO.: 1KCT00173 100% CD SUBMITTAL FP2.02 SEISMIC DETAILS AND CALCULATIONS KCT ZWA SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 11/17/2021 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 NTS1LATERAL BRACE AT STEEL I-BEAM FIG. 828 NTS2LONGITUDINAL BRACE AT STEEL I-BEAM FIG. 828 NTS6BRANCH LINE RESTRAINT AT STEEL I-BEAM FIG. 828 NTS8MAXIMUM SPACING FOR BRANCH LINE RESTRAINTS NTS94-WAY BRACE AT METAL STUD WALL NTS3LATERAL BRACE AT STEEL JOIST NTS4LONGITUDINAL BRACE AT STEEL JOIST NTS5BRANCH LINE RESTRAINT AT CONCRETE METAL DECK NTS7BRANCH LINE RESTRAINT AT METAL DECK SHEET TITLE: LEAD: DRAFTER: DATE: SHEET: SHEET OF PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 FIRE LEGEND AND EQUIPMENT LIST FIRE ALARM SEQUENCE OF OPERATION DEVICE MOUNTING HEIGHTS (PER NFPA 72, 2013 EDITION) AIM S RV FIRE ALARM COVER SHEET A.1 H AOM 100% CD SUBMITTAL S 9 6 4 8 4 A4.02 2 A4.01 1 A4.02 A A B B C C D D E E F F G G H H J J K K 1 3 5 7 2 4 6 6 8 25 ' - 0 " 38 ' - 6 " 23 ' - 0 " 33 ' - 0 " 36 ' - 0 " 10 4 ' - 6 " 204'-0" 92 ' - 0 " ENTRY VEST LOBBY CONF ROOM STOR LARGE CONFERENCE ROOM PUBLIC RESTROOM PUBLIC RESTROOM BREAK ROOM CONF ROOM STOR OFFICE / CONF ROOM CASH COUNTING CORRIDOR PRIVACY ROOM MOTHERS ROOM ENTRY VEST ELEV ROOM OFFICE / CONF ROOM OPEN OFFICE FLEX/ ADMIN/FOREMEN/ SERVICEMEN OFFICE / CONF ROOM CREW ROOM ENTRY VEST CORRIDOR CUST/ UTIL CLOSET SPRINKLER/ MECH ROOM ELECTRICAL ROOMWELLNESS WEIGHT/ EQUIP WELLNESS AEROBICS SHOWER SHOWER ADA SHOWER ADA SHOWER MEN'S LOCKER ROOM WOMEN'S LOCKER ROOM MEN'S RESTROOM WOMEN'S RESTROOM RESTROOMS VEST ENTRY VEST OPEN OFFICE ENG/ DES OFFICE / CONF ROOM CSR LOBBY/ OFFICE 1 A4.01 3 A4.01 2 A4.02 STAIR STAIR 62'-0"48'-0"96'-6" COMM/ FIBER ROOM 101B 105A 106A 108A 102A 109A 113A 107C 107A 114A 110A 116A 115A 121A 122B ST-2A 124A 137A 140A 136A 135A 134B 133B 129A132A 130A131A 133A 134A 112A 103B103A 121B 110B ST-2B 122A 138A 128B 3 A4.02 123B 126A 126B 125A CONF ROOM C.9 103C C.8 0"10'-6"11'-0"2'-6" 17'-0"2'-0" 2'-0" 25'-0"25'-0"2'-0"22'-0"24'-0"24'-0"24'-0"26'-0"10'-0" 15 ' - 6 " 3' - 6 " 25'-0"25'-0"17'-6"6'-6"22'-0"24'-0"24'-0"24'-0"26'-0"10'-0" 6'-6"6'-0" 3' - 0 " 10'-6" 6' - 0 " 10 ' - 6 " 10 ' - 6 " 143A 101A100A 2 A4.12 2 A4.14 103D 103E 137B 142A CONFERENCE ROOM OFFICE/ CONF ROOM W 126 W 129 139A 107B W 125 S RV AIM ELEV. SHUNT AIM WF FIRE ALARM FIBER NETWORK TO WAREHOUSE BLDGUP TO 2ND FLOOR F NAC CIRCUIT #2 NAC CIRCUIT #3 S S H ELEV. RECAL AOM AOM AOM DUCT DETECTOR FOR DOAS-1 UNIT NAC CIRCUIT #1 S AOM AOM 1 3 5 7 2 4 6 8 A B C D E F G H J KC.9C.8 9 S AIM AIM ALRM TRBL CONNECTION TO LOW AIR EOL ZN3 CONNECTION TO RELEASING SOLENOID OUTPUT #1 S SHEET TITLE: LEAD: DRAFTER: DATE: SHEET: SHEET OF PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 FIRE ALARM PLAN - LEVEL 1 A.1 100% CD SUBMITTAL 25' - 0"25' - 0"24' - 0"22' - 0"24' - 0"24' - 0"24' - 0"26' - 0"10' - 6" 204' - 6" 201 36 ' - 0 " 33 ' - 0 " 23 ' - 0 " 92 ' - 0 " 8612 SF 200 ST-1 ST-2 MECH SHAFT CANOPY BELOW SUNSHADE BELOW DUCT DETECTOR FOR DOAS-3 SUNSHADE BELOW CANOPY BELOW CANOPY BELOW 202 FUTURE DATA ROOM FUTURE SHOWER FUTURE SHOWER FUTURE RESTROOM FUTURE RESTROOM 13 ' - 6 " 13 ' - 6 " 12' - 0" 6' - 6 " 3' - 6 " 3' - 6"7' - 0" 40 ' - 6 " 25 ' - 6 " 38 ' - 6 " 10 4 ' - 6 " 25' - 0"25' - 0"2' - 0"22' - 0"24' - 0"24' - 0"24' - 0"26' - 0"10' - 6" 10 ' - 0 " 8' - 6" 10 ' - 0 " 7' - 0" 8' - 6 " UP DN RV AIM AIM WF UNIT DUCT DETECTOR FOR DOAS-2 UNIT S H S NAC CIRCUIT #4 UP FROM FIRST FLOOR 201 FUTURE MEN'S RESTROOM FUTURE WOMEN'S RESTROOM MECH CHASE ST-1 ST-2 OTS OTS OTS 202 OTS OTS OTS 200 203 SHEET TITLE: LEAD: DRAFTER: DATE: SHEET: SHEET OF PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 FIRE ALARM PLAN - LEVEL 2 A.1 100% CD SUBMITTAL FIRE ALARM DETAILS A.1 SHEET TITLE: LEAD: DRAFTER: DATE: SHEET: SHEET OF PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 100% CD SUBMITTAL DEVICE MOUNTING HEIGHTS FINISHED FLOOR CEILING 1 43" 3 2 18" GENERAL NOTES: 1. WHERE APPLICABLE, ARCHITECTURAL DRAWINGS TAKE PRECEDENCE OVER THIS DETAIL FOR DEVICE ELEVATIONS. 2. LOCATE ALL ACCESSIBLE SWITCHES PER ADA GUIDELINES. 3. FIELD COORDINATE ALL ABOVE COUNTER DEVICES WITH MILLWORK CONTRACTOR. 4. FINAL DEVICE LOCATIONS SHALL BE CONFIRMED BY OWNER PRIOR TO ROUGH-IN. 5. LOCATE ALL DEVICES PER CODE. NOTES: TOUCH PANEL AV I/O PLATE FLAT-PANEL DISPLAY 1 2 3 48" A/V DEVICE LAYOUT LEGEND DEVICE DESCRIPTION NOTES FLOOR BOX - TYPE 1 PROJECTION SCREEN - TYPE 1 VIDEO PROJECTOR - TYPE 1 FLAT PANEL DISPLAY - TYPE 1 FLAT PANEL DISPLAY - TYPE 2 IN CEILING LOUDSPEAKER FP2 FP1 VP1 PS1 FB1 IC WALL MOUNTED EQUIPMENT CABINET - TYPE 1 AV I/O PANEL - TYPE 1 AV I/O PANEL - TYPE 2 RK1 AV1 AV2 AV CONTROL TOUCHPANEL - TYPE 1TP1 SOUND MASKING SPEAKERSM SOUND MASKING HEADENDHE WALL MOUNTED 3.5"X11"X3.8" USB CAMERA - TYPE 1CAM1 USB CAMERA - TYPE 1CAM2 AV I/O PANEL - TYPE 3AV3 FIXED PTZ FLAT PANEL DISPLAY - TYPE 3FP3 CEILING MICROPHONE - TYPE 1CM1 COORDINATE SHARED FLOORBOX USAGE WITH OTHER TRADES SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV0.01 LEGEND, ABBREVIATIONS AND NOTES JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 AUDIO/VIDEO ABBREVIATIONS A AMPERES AFF ABOVE FINISHED FLOOR ALS ASSISTED LISTENING SYSTEM AMP AMPLIFIER AWG AMERICAN WIRE GAUGE BFC BELOW FINISHED CEILING C CONDUIT CC CONTACT CLOSURE CPU CENTRAL PROCESSING UNIT DA DISTRIBUTION AMPLIFIER DB DECIBEL DBA DECIBEL "A" WEIGHTED DBC DECIBEL "C" WEIGHTED DEG DEGREE DIV DIVISION DPDT DOUBLE POLE, DOUBLE THROW DSP DIGITAL SIGNAL PROCESSOR EA EACH EQ EQUALIZER ESP EXTERNAL STATIC PRESSURE FBOIC FURNISHED BY OWNER, INSTALLED BY CONTRACTOR FOH FRONT OF HOUSE FP FLAT PANEL DISPLAY HF HIGH FREQUENCY HZ HERTZ ICM PRODUCTION INTERCOM IR INFRARED CONTROL L+R LEFT+RIGHT AUDIO LF LOW FREQUENCY MAX MAXIMUM MF MID FREQUENCY MIN MINIMUM NEC NATIONAL ELECTRICAL CODE NIC NOT IN CONTRACT NTS NOT TO SCALE OFE OWNER FURNISHED EQUIPMENT OFOI OWNER FURNISHED, OWNER INSTALLED PBO PROVIDED BY OTHERS PTZ PAN, TILT, ZOOM RCP REFLECTED CEILING PLAN REQ REQUIRED RX RECEIVER S SHIELDED SMR SURFACE METAL RACEWAY SPEC SPECIFICATION SPKR SPEAKER TBD TO BE DETERMINED TC TERMINAL CABINET TX TRANSMITTER TYP TYPICAL V VOLT VP VIDEO PROJECTOR VTC VIDEO TELECONFERENCE W/ WITH W/O WITHOUT NOTE: DRAWINGS MAY NOT CONTAIN ALL ABBREVIATIONS SHOWN. GENERAL NOTES 1. ISOLATE CONDUIT FROM THE A/V GROUND SYSTEM AND EQUIPMENT RACK. FOR BNC, PHONO, 1/4" AND OTHER JACKS THAT CAN SHORT THE AUDIO GROUND TO THE CONDUIT, USE INSULATED BUSHINGS. 2. AUDIO EQUIPMENT SHALL HAVE BALANCED INPUTS AND OUTPUTS. INCLUDE INPUT AND OUTPUT TRANSFORMERS WHERE NECESSARY. USE UNBALANCED AUDIO CIRCUITS ONLY WHERE INDICATED ON DRAWINGS. 3. NSTALL A/V SYSTEM WIRING USING CONTINUOUS PULLS W ITHOUT SPLICING. WHERE RUNS CONTINUE THROUGH A BOX TO AN UPSTREAM BOX OR DEVICE, INSTALL A LOOP TO PERMIT FUTURE WIRING CHANGES. SPEAKER WIRING MAY BE SPLICED WITHIN SPEAKER ENCLOSURES. 4. DO NOT BUS COMMONS TOGETHER. 5. ASSIGN EACH CABLE A UNIQUE IDENTIFIER. MARK EACH CABLE ON BOTH ENDS WITH THAT IDENTIFIER USING A PERMANENT TAG. INDICATE EACH IDENTIFIER ON THE AS-BUILTS AND IN A TERMINAL AND ON WIRE SCHEDULE. WIRING NOTES 1. VERIFY EXACT LOCATIONS OF DEVICES WITH OWNER PRIOR TO ROUGHING IN. 2. HANGING OR FREE STANDING EQUIPMENT AND CABINETS FURNISHED SHALL BE SECURED TO SUBSTANTIAL BUILDING STRUCTURE SO AS TO RESIST SEISMIC ACCELERATION IN ANY DIRECTION UP TO 1.0G, OR THE LIMIT PROSCRIBED BY GOVERNING CODES, WHICHEVER IS GREATER. 3. EQUIPMENT HANGING AND MOUNTING DETAILS, RACK BRACING, AND OTHER SEISMIC RESTRAINTS ARE NOT SHOWN ON THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR SEISMIC RESTRAINTS. SHEET INDEX AV0.01 LEGEND, ABBREVIATIONS AND NOTES AV2.01 AV DEVICE LAYOUT PLAN - LEVEL 1 AV2.02 AV DEVICE REFLECTED CEILING PLAN - LEVEL 1 AV3.01 AV ELEVATIONS AV3.02 AV ELEVATIONS AV4.01 AV SECTIONS AV6.01 AV BLOCK DIAGRAMS AV6.02 AV BLOCK DIAGRAMS AV7.02 AV DETAILS FOR REFERENCE ONLY WH 1 2 3 4 5 6 7 8 A B C C.9D E F G H J K LARGE CONFERENCE ROOM 103 LOBBY 101 CONF ROOM STOR 102 CASH COUNTING 109 CONF ROOM STOR 108 BREAK ROOM 107 CORRIDOR 111 MOTHERS ROOM 112 PRIVACY ROOM 113 ELEV ROOM 114 STAIR 01 ST-1 CONF ROOM 115 OFFICE / CONF ROOM 116 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 OFFICE / CONF ROOM 119 CREW ROOM 121 CSR LOBBY/ OFFICE 143 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 142 OPEN OFFICE ENG/ DES 141 CORRIDOR 117 RESTROOMS VEST 140 COMM/ FIBER ROOM 138 WELLNESS AEROBICS 137 WELLNESS WEIGHT/ EQUIP 128 ELECTRICAL ROOM 126 CORRIDOR 123 MEN'S LOCKER ROOM 134 WOMEN'S LOCKER ROOM 133 CUST/ UTIL CLOSET 124 STAIR 02 ST-2 ENTRY VEST 100 ENTRY VEST 110 ENTRY VEST 139 AV3.01 4 AV3.01 AV3.01 2 AV3.01 3 AV3.02 1 AV4.01 FP1 FP2 FP 1 FP 2 FP 2 FB1 FB1 FB1 1 (1)CAT6 IN 3/4" C AV3 (2)HDMI IN 1-1/4" C RK 1 RK1 (2)STP IN 1" C 1 CAM2 CAM2 FP 1 FP2 HE AV3.02 FP 1 FP 1 FP 1 AV3 4 FP 2 FP 2 CA M 2 FB1 FB1 FB1 FB1 FP 1 FP 2 (1)HDMI IN 1-1/4" C (2)HDMI IN 1-1/4" C FP 2 AV3.022 TP1 AV3.02 3 FP3FP3 CAM1CAM1 CA M 1 (2)HDMI IN 1-1/4" C (2)CAT6 IN 3/4" C (1)USB IN 1-1/4" C (1)CAT6 IN 3/4" C (1)USB IN 1-1/4" C (1)USB IN 1-1/4" C (1)CAT6 IN 3/4" C (1)CAT6 IN 3/4" C (2)HDMI IN 1-1/4" C RK 1 (1)CAT6 IN 3/4" C DO NOT INSTALL DISPLAY BACKBOXES ON EXTERIOR WALLS. DO NOT INSTALL DISPLAY BACKBOXES ON EXTERIOR WALLS. INFRASTRUCTURE (DIVISION 26) ONLY THIS ROOM RK 1 RK 1 RK1 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV2.01 AV DEVICE LAYOUT PLAN - LEVEL 1 JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0"1 AV DEVICE PLAN - LEVEL 1 FOR REFERENCE ONLY 1 2 3 4 5 6 7 8 A B C C.9D E F G H J K 2 AV4.01 1 AV4.01PS 1 PS1 PS1 VP1 VP1 IC IC IC IC IC IC IC ICLARGE CONFERENCE ROOM 103 LARGE CONFERENCE ROOM 103 CREW ROOM 121 CONF ROOM 115 OFFICE / CONF ROOM 116 AV2 AV2 (2)DTP, (1)CAT6 IN 1" C TO FBX (2)DTP, (1)CAT6 IN 1" C TO FBX (1)S70 (TYPICAL)(1)S70 IN 1" C TO FBX (1)S70 (TYPICAL) (1)S70 IN 1" C TO FBX (1)RS IN 1" C (1)RS IN 1" C (1)CAT6 IN 1" C SM SM SM SM SM SM SM SM SMSMSMSMSM SM SM SM SM SM SM SM SM SM SM SMSM SMSM SMSM SMSM SM SM SM SM SM SM SMSMSMSMSM SM SM SM SM CONFERENCE ROOM 144 OFFICE/ CONF ROOM 142 LOBBY 101 OPEN OFFICE ENG/ DES 141 OFFICE/ CONF ROOM 145 OPEN OFFICE FLEX/ ADMIN/ FOREMEN/ SERVICEMEN 118 CONF ROOM STOR 108 CONF ROOM STOR 102 BREAK ROOM 107 ELEV ROOM 114 RESTROOMS VEST 140 (1)CAT6 IN 1" C TO COMM/FIBER ROOM 138 (1)CAT6 IN 1" C TO COMM/FIBER ROOM 138 CUST/ UTIL CLOSET 124 SPRINKLER/ MECH ROOM 125 STAIR 02 ST-2 STAIR 01 ST-1 CORRIDOR 111 CORRIDOR 117 COMM/ FIBER ROOM 138 SM SM SM SM VP 1 IC IC IC ICICIC IC IC IC ICIC IC IC CM1 CM1 CM1 (2)L IN 1" C TO RK1, (1)CAT6 IN 1" C TO RK1 (1)RS IN 1" C TO RK1 (1)S70 IN 3/4" C TO RK1 (1)CAT6 IN 1" C TO COMM/FIBER ROOM 138 (1)CAT6 IN 1" C (1)CAT6 IN 1" C SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV2.02 AV DEVICE REFLECTED CEILING PLAN - LEVEL 1 JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/8" = 1'-0"1 AV DEVICE REFLECTED CEILING PLAN - LEVEL 1 FOR REFERENCE ONLY LEVEL 1 0' -0" T.O BEAM 13' -6" C.8 LEVEL 1 0' -0" 3' - 7 " 4' - 1 " FP1 DISPLAY BACKBOX 5' - 0" LEVEL 1 0' -0" E T.O BEAM 13' -6" LEVEL 1 0' -0" E 3' - 7 " 4' - 1 " FP2 DISPLAY BACKBOX FBX EQ EQ LEVEL 1 0' -0" A B C T.O BEAM 13' -6" T.O. PARAPET 19' -0" LEVEL 1 0' -0" A B C 3' - 7 3 / 8 " 2 AV4.01 PS1 AV PODIUM FBX PS1 AV PODIUM 10 " M A X LARGE CONFERENCE ROOM 103 CAM1 CAM1 8' - 0 " LEVEL 1 0' -0" T.O BEAM 13' -6" 4 LEVEL 1 0' -0" 4 FP2 DISPLAY BACKBOX FP2 DISPLAY BACKBOX EQUIPMENT CABINET 3' - 7 " 4' - 1 " EQ EQ SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV3.01 AV ELEVATIONS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/2" = 1'-0"3 BREAK ROOM 107 ELEVATION 1/2" = 1'-0"4 CONFERENCE ROOM 115 - ELEVATION 1/2" = 1'-0"2 LARGE CONFERENCE ROOM 103 - ELEVATION 1/2" = 1'-0"1 CONFERENCE ROOM 116 - ELEVATION FOR REFERENCE ONLY LEVEL 1 0' -0" 2 T.O BEAM 13' -6" 4 LEVEL 1 0' -0" 241 AV4.01 FP2 DISPLAY BACKBOX FP2 DISPLAY BACKBOX PS1 VP1 TP1 AV3 15' - 2"18' - 7 5/16" 3' - 7 " 4' - 1 " CAM1 8' - 0 " LEVEL 1 0' -0" 35 T.O BEAM 13' -6" LEVEL 1 0' -0" 35 EQ EQ FP2 DISPLAY BACKBOX 3' - 7 " 4' - 1 " LEVEL 1 0' -0" 8 T.O BEAM 13' -6" LEVEL 1 0' -0" 8 FP2 EQ EQ DISPLAY BACKBOX 3' - 7 " 4' - 1 " LEVEL 1 0' -0" C T.O BEAM 13' -6" LEVEL 1 0' -0" LEVEL 2/ LOW ROOF 14' -0" C FP3 3' - 7 " SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV3.02 AV ELEVATIONS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/2" = 1'-0"1 CREW ROOM 121 - ELEVATION 1/2" = 1'-0"2 LOBBY 101 - ELEVATION 1/2" = 1'-0"4 WELLNESS AEROBICS ROOM 137 - ELEVATION 1/2" = 1'-0"3 OFFICE/CONF ROOM 142 - ELEVATION FOR REFERENCE ONLY LEVEL 1 0' -0" 1 T.O BEAM 13' -6" LEVEL 1 0' -0" LEVEL 2/ LOW ROOF 14' -0" 1 14' - 6 5/8" 9' - 2 1 3 / 3 2 " PS1 VP1 AV PODIUM POLE TO STRUCTURE FB1 IC IC POLE MOUNTED EQUIPMENT CABINET AV2 LARGE CONFERENCE ROOM 103 CAM2 IC LEVEL 1 0' -0" H T.O BEAM 13' -6" J H.1 LEVEL 1 0' -0" HJ PS1 FP2 DISPLAY BACKBOX VP1 IC POLE TO STRUCTURE POLE MOUNTED EQUIPMENT CABINET AV2 FP2 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV4.01 AV SECTIONS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 1/2" = 1'-0"2 LARGE CONFERENCE ROOM 103 - SECTION 1/2" = 1'-0"1 CREW ROOM 121 SECTION FOR REFERENCE ONLY LAPTOP (OFE) CAT6 RF2 HDMI L L CAT6 CAT6 S70 LAPTOP (OFE) CAT6 RF2 HDMI L L CAT6 S70 CAT6 CAT6 CAT6 RS RS RS RS L L CAT6 CAT6 CAT6 CAT6 ROOM PC (OFE) HDMI (1) HDMI (2) ROOM PC (OFE) HDMI (1) HDMI (2) USB(A) USB(A) USB(A) USB(A) VIDEO SWITCHER AV PODIUM HDMI(1) HDMI (1) WIRELESS MIC RECEIVER BNC(ANT A) BNC(ANT B) XLR-1 RJ45(LAN) ALS ANTENNA COAX (ANT) ALS TRANSMITTER PHX-1(AUD)COAX(ANT) HDMI(OUT)RJ-45(HDBT) HDMI RX VIDEO PROJECTOR (VP1) RJ-45(HDBT) PROJECTION SCREEN (PS1) RJ45(TRIG) RJ45(LAN) HDMI (2) PHX(LINE) RJ-45(HDBT)HDMI(IN) HDMI TX LARGE CONFERENCE ROOM CONTROL NETWORK SWITCH RJ45(LAN 1) RJ45(LAN 2) RJ45(LAN 3) RJ45(LAN 4) ROOM DIVIDER FLOORBOX (FBX) AMPLIFIER SPK(70V)PHX(LINE) ETHERCON (BLUE) ETHERCON (YELLOW) RJ45(LAN 5) POLE MOUNTED EQUIPMENT CABINET IC IC IC IC HDBT HDBTHDMI RJ-45(HDBT)HDMI(IN) HDMI TX HDBT HDMI (2)HDMI ETHERCON (GREEN) HDBT SPEAKON S70 PRESENTAION SWITCHER AV PODIUM HDMI(1) HDMI (1) WIRELESS MIC RECEIVER BNC(ANT A) BNC(ANT B) XLR-1 RJ45(LAN) AV CONTROL TOUCHPANEL (TP) ALS ANTENNA COAX (ANT) ALS TRANSMITTER PHX-1(AUD)COAX(ANT) HDMI(OUT)RJ-45(HDBT) HDMI RX VIDEO PROJECTOR (VP1) RJ-45(HDBT) PROJECTION SCREEN (PS1) RJ45(TRIG) RJ45(LAN) HDMI (2) PHX(LINE) RJ-45(HDBT)HDMI(IN) HDMI TX HDBT FLOORBOX (FBX) AMPLIFIER SPK(70V)PHX(LINE) ETHERCON (BLUE)POLE MOUNTED EQUIPMENT CABINET IC IC IC IC HDBTHDMI RJ-45(HDBT)HDMI(IN) HDMI TX HDBT HDMI (2)HDMI ETHERCON (GREEN) HDBT SPEAKON S70 ETHERCON (YELLOW) HDMI(2) HDMI HDMI HDMI(IN) CONFIDENCE MONITOR HDMI HDMI HDMI(IN) CONFIDENCE MONITOR HDMI(2) RJ45(LAN) CONTROL PROCESSOR RELAY(PHX) RJ45(LAN) CONTROL PROCESSOR RELAY(PHX) AUDIO DSP USB PHX-1(AUD)PHX-1(AUD) AUDIO DSP PHX-2(AUD) CONTROL NETWORK SWITCH RJ45(LAN 1) RJ45(LAN 2) RJ45(LAN 3) RJ45(LAN 4) RJ45(LAN 5) USB(A)RJ-45 USB EXTENDER USB USB(B) PTZ CAMERA (CAM2) RJ-45USB(B) USB EXTENDER CAT6 USB(A) USB EXTENDER USB USB(B) PTZ CAMERA (CAM2) USB(B)CAT6 ETHERCON (RED) CAT6 ETHERCON (RED) CAT6 RS-232(PHX) RS-232(PHX) RS-232(PHX) RS-232(PHX) PHX(RS232) PHX(RS232) PHX(RS232) PHX(RS232) ROOM DIVIDER USB USB(B) PHX-3(AUD) LINE LINE LINE XLR (6-PIN) LINE LINE LINE XLR (6-PIN) PHX-1(AUD)PHX-1(AUD) PHX-2(AUD) USB(B) PHX-3(AUD) RJ-45RJ-45 USB EXTENDER RJ-45 CEILING MICROPHONE RJ45(LAN) ETHERNET SWITCH RJ45(LAN) RJ45(LAN) CAT6 CAT6 RJ45(LAN) RJ45(LAN) ETHERNET SWITCH RJ45(LAN) RJ45(LAN) CAT6 CAT6 RJ45(LAN) RJ-45 CEILING MICROPHONE RJ45(LAN) RJ45(LAN) RJ45(LAN) RJ45(LAN) IC IC IC IC PHX-2(AUD) PHX-3(AUD) PHX-2(AUD) PHX-3(AUD) CAT6 CAT6 USB(B) FIXED CAMERA (CAM1) USB(A)USB USB(B) FIXED CAMERA (CAM1) USBUSB(A) AV CONTROL TOUCHPANEL (TP) (2) (2) HDMI LCD DISPLAY (FP1/FP2) HDMI (1) HDMI(1)RJ45(LAN) MEDIA PLAYER SIGNAGE LOCATION DISPLAY BACKBOX REFER TO PLANS HDMI LAPTOP (OFE) HDMI HDMI HDMI HDMI HDMI [OFE] ROOM PC HDMI (OUT)RJ45(LAN) HDMI (OUT) USB(A) LCD DISPLAY (FP2) HDMI (1) 8 PERSON CONFERENCE ROOM FLOORBOX (FBX) WALL MOUNTED EQUIPMENT RACK LCD DISPLAY (FP2) HDMI (1) USB(B) UC CAMERA USB HDMI SWITCH HDMI (1) HDMI (2) HDMI (OUT1) HDMI (3) HDMI (4) HDMI (OUT2) HDMI LAPTOP (OFE) HDMI HDMI HDMI HDMI HDMI [OFE] ROOM PC HDMI (OUT)RJ45(LAN) HDMI (OUT) USB(A) LCD DISPLAY (FP1) HDMI (1) 6 PERSON CONFERENCE ROOM FLOORBOX (FBX) WALL MOUNTED EQUIPMENT RACK LCD DISPLAY (FP1) HDMI (1) USB(B)USB UC CAMERA HDMI SWITCH HDMI (1) HDMI (2) HDMI (OUT1) HDMI (3) HDMI (4) HDMI (OUT2) HDMI LAPTOP (OFE) HDMIHDMI HDMI HDMI HDMI [OFE] ROOM PC HDMI (OUT)RJ45(LAN) HDMI (OUT) USB(A) LCD DISPLAY (FP3) HDMI (1) OFFICE/CONFERENCE ROOM 142 FLOORBOX (FBX) HDMI SWITCH HDMI (1) HDMI (2) WALL MOUNTED EQUIPMENT RACK HDMI (OUT1) LCD DISPLAY (FP3) HDMI (1) USB(B)USB UC CAMERA HDMI (3) HDMI (4) HDMI (OUT2) SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV6.01 AV BLOCK DIAGRAMS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 nts1 LARGE CONFERENCE ROOM 103 - BLOCK DIAGRAM nts4 SIGNAGE DISPLAY TYP - BLOCK DIAGRAM nts2 TYPICAL CONFERENCE ROOM - BLOCK DIAGRAM nts3 TYPICAL OFFICE/CONFERENCE ROOM - BLOCK DIAGRAM nts5 OFFICE/CONFERENCE ROOM 142 - BLOCK DIAGRAM FOR REFERENCE ONLY HDMIHDMI HDMI CAT6 HDMI CAT6 CAT6 CAT6 CAT6 RS CAT6 CAT6 CAT6 S70 CAT6 [OFE] ROOM PC HDMI (OUT)RJ45(LAN) HDMI (OUT)USB(A) USB(A) USB(A) LCD DISPLAY (FP2) HDMI (1) CREW ROOM 121 HDMI SWITCH HDMI (1) HDMI (2) HDMI (OUT) LCD DISPLAY (FP2) HDMI (1) RJ45(LAN) RJ45(HDbT)HDMI(IN) HDbT TX PANEL (AV3) PROJECTION SCREEN (PS1) RJ45(TRIG) NETWORK SWITCH RJ45(1) RJ45(2) RJ45(LAN) AV CONTROL TOUCHPANEL (TP) CONTROL PROCESSOR RJ45(LAN 1)RLY(1) RLY(2) SUPER ROOM 119 RJ45(LAN) RJ45(5) RJ45(6) RJ45(7) RJ45(LAN) VIDEO PROJECTOR (VP1) HDMI RJ45(LAN) AV EQUIPMENT CABINET USB(A)RJ-45 USB EXTENDER USB USB(B) PTZ CAMERA (CAM2) RS-232(PHX) HDbT(OUT)HDMI(IN) HDbT TX PANEL (AV3) PHX-1(AUD)PHX-1(AUD) AUDIO DSP USB USB(B) LINE CAT6 RJ45(LAN) RJ45(3) RJ45(8) AMPLIFIER SPK(70V)PHX(LINE)IC IC IC LINE USB(B)RJ-45 USB EXTENDER RJ-45 CEILING MICROPHONE (CM1) CAT6 RJ45(4) CAT6 USB(A) USB(B) FIXED CAMERA (CAM1) USB AUD(OUT) HDMI(OUT)HDbT(IN) HDbT RECEIVER HDMI(OUT)HDbT(IN) HDbT RECEIVER CAT6 CAT6 CAT6 COMM/FIBER ROOM 138 SOUND MASKING HEADEND CH-1 SM SM SM ZONE 1 SM SM SM ZONE 2 SM SM SM ZONE 3 CH-2 CH-3 SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV6.02 AV BLOCK DIAGRAMS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 nts1CREW ROOM 121 - BLOCK DIAGRAM nts2 SOUND MASKING SYSTEM -BLOCK DIAGRAM FOR REFERENCE ONLY 3/4" C TO ACCESSIBLE CEILING (IF APPLICABLE) LCD DISPLAY BACKBOX 120VAC (BY OTHERS) DATA (BY OTHERS)1-1/4" C TO WALL/FLOOR DEVICES (WALL DEVICE SHOWN) FINISHED FLOOR FINISHED CEILING METAL STUD FRAMING 4' - 0 " ℄ 1-1/4" C LCD DISPLAY BACKBOX AV EQUIPMENT CABINET LCD DISPLAY BACKBOX 3/4" C FINISHED FLOOR FINISHED CEILING 4' - 0 " 1' - 6 " ℄ 1'-5 1__ 16 " PU S H PU S H PU S H PU S H PU S H 3 21 45 "AV1" FLOORBOX I/O PANEL "AV2" PROJECTOR I/O PANEL "AV3" HDbT TRANSMITTER "TP" CONTROL TOUCHPANEL Conduit (Div 26) Verify location and type of conduit entry with Div 27. Pull Box (Div 26) Ceiling Grid/Tile Flex Conduit (3/8" min) (Div 26) Integral Enclosure (Div 27)Tile Bridge (Div 27) Speaker, grill, transformer (Div 27) Trapeze around HVAC or other obstructions as necessary Threaded rod (Div 27) Method of attachment TBD (submit for approval) Unistrut (Div 27) Box/Conduit (Div 26) Power cord Projector mount Projector Mounting plate (Div 27) Ceiling tile Mounting Surface Mo u n t i n g S u r f a c e PTZ Camera Camera Mounting Bracket SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV7.01 AV DETAILS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 nts9LCD BACKBOX FRAMING DETAIL nts8AV EQUIPMENT CABINET DETAIL nts1AV PLATE DETAILS nts2AV CONTROL TOUCHPANEL DETAIL nts4 IN-CEILING SPEAKER MOUNTING DETAIL nts3PROJECTOR CEILING MOUNT DETAIL nts5CAMERA MOUNTING DETAIL FOR REFERENCE ONLY 21_ 8" 1" CEILING PS1 3/8 " THREADED ROD UNISTRUT (SECURE TO STRUCTURE) STRUCTURE ABOVE DAMAGE THREAD BELOW NUT KO CL KO CL KO CL KO CL KO CL KO CL KO CL KO CL KO CL KO CL KO CL CL KO KO CL KO CL CL CL KO KO DIVIDER HOLDER DIVIDER HOLDER DIVIDER HOLDER 1 GANG (52 cu. in.) 3 GANG (110 cu. in.) 4 GANG (162 cu. in.) (8) 3/4" KNOCKOUT (12) 1"/1-1/4"/1-1/2" KNOCKOUT 4 5 °T Y P CABLE SERVICE AREA (332.7 cu. in.) AUDIO DSP NETWORK SWITCH POWER AMPLIFIER POWER DISTRIBUTION 2 1 WALL MOUNTED EQUIPMENT RACK 1 2 2 1 LEFT SIDE RIGHT SIDE 1 2 3.5" 1.75" 1.75" 3.5" 3.5" 1.75" 1.75" 3.5" AUDIO DSP VIDEO SWITCH ETHERNET SWITCH 1 RU BLANK HDMI Tx/RX (x4) POWER AMP WIRELESS RECEIVER ALS TRANSMITTER 1 RU BLANK 1 RU BLANK 2 RU VENT 1 2 3 4 5 6 7 8 9 10 11 12 12 11 10 9 8 7 6 5 4 3 2 1 AV CREDENZA EQUIPMENT RACK 1.75" 3.5" 5.25" 7" 8.75" 10.5" 12.25" 14" 15.75" 17.5" 19.25" 21" 21" 19.25" 17.5" 15.75" 14" 12.25" 10.5" 8.75" 7" 5.25" 3.5" 1.75" SHEET TITLE: PHONE (206)624-4222 FAX (206)624-4226 LEAD: DRAFTER: DATE: SHEET: SHEET OF NO . DA T E RE V I S I O N PROJECT: BUILDING IDENTIFIER: ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 T H E G R E E N B U S C H G R O U P , I N C ACOUSTICAL, AUDIO/VIDEO & MECHANICAL ENGINEERING 1900 WEST NICKERSON STREET SUITE 201 SEATTLE,WA 98119 (206) 378-0569 (206) 378-0641 FAX AV7.02 AV DETAILS JEO JEO SN O H O M I S H C O U N T Y P U D N O R T H CO U N T Y C O M M U N I T Y O F F I C E 01/21/22 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 OF F I C E B U I L D I N G A.1 nts1 CEILING MOUNTED PROJECTION SCREEN DETAIL nts2FLOORBOX DETAIL nts3 WALL MOUNTED EQUIPMENT RACK ELEVATION nts4 AV CREDENZA EQUIPMENT RACK ELEVATION FOR REFERENCE ONLY SITE ARLI N G T O N MUN I C I P A L AIRP O R T BN S F R A I L R O A D 67 T H A V E N E HWY 531 / 172ND ST NE 59 T H A V E N E D S W SS OH P G T x BO SIGN SEWER CLEANOUT CATCH BASIN UTILITY POLE GUY ANCHOR AREA LIGHT WATER VALVE WATER METER BOLLARD FIRE HYDRANT SEWER MANHOLE STORM DRAIN MANHOLE WV WM CHAIN LINK FENCE CLF CONCRETE CONC EDGE OF PAVEMENT EP EDGE OF CONCRETE EDC WATER TONE LINE SANITARY SEWER LINE OVERHEAD UTILITY LINE POWER TONE LINE GAS TONE LINE TELEPHONE TONE LINE FENCE, AS NOTED LEGEND MONITOR WELL WATERLINE-PER RECORDS END OF CONDUIT (TYP.)EC ELECTRIC VAULT TELEPHONE/FIBER OPTIC VAULT SEWER STUB UNDERGROUND UTILITIES (PER PLANS) WATER BLOWOFF VALVE W(R) (P)UTILITIES/IMPROVEMENTS SHOWN PER P.U.D. PLANS (R)UTILITIES/IMPROVEMENTS SHOWN PER RECORD DOCS CONDUIT FACILITIES LOCATION CONDUIT INFORMATION SIZE Qty LENGTH Design (ft) FROM TO (in)NOTES EX L1 2 1 41 L1 L2 L2 L3 C1 F-51770 F-51770 F-51769 F-51769 C2 C2 C3 C3 C4 C4 P12 C4 C5 C5 C6 C6 C7 C7 P13 C7 C8 C8 C9 C9 P14 C9 C10 C10 P15 L3 P11 L3 L4 L4 P12 L4 L5 L5 P13 L5 L6 L6 L7 L7 P14 L7 L8 L8 P15 208 130 30 77 8 101 6 290 250 5 195 6 59 70 9 30 28 15 38 41 17 12 306 244 2 202 3 LEGAL DESCRIPTION: ALL OF LOTS 1 AND 2 OF PUBLIC UTILITY DISTRICT NO. 1 OF SNOHOMISH COUNTY ARLINGTON BINDING SITE PLAN, RECORDED IN AUDITOR'S FILE NUMBER 202105145008. SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. REFERENCES: 1.RECORD OF SURVEY, AF #201303075003 2.RECORD OF SURVEY, AF #200501145210 3.BINDING SITE PLAN, AF #201112205001 4.BOUNDARY LINE ADJUSTMENT, AF #9807025001 5.BOUNDARY LINE ADJUSTMENT, AF #200409245131 6.RECORD OF SURVEY, AF #200008085001 7.BOUNDARY LINE ADJUSTMENT, AF #200406095007 8.RECORD OF SURVEY, AF #9608015001 9.RECORD OF SURVEY, AF #8604155004 10.RECORD OF SURVEY, AF #7609290249 11.RECORD OF SURVEY, AF #200203135003 VICINITY MAP (1" = 1000') SHE E T 2 BASIS OF BEARING BEARINGS SHOWN HEREON ARE WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NAD83(2011)[2010.00], VIA GNSS OBSERVATIONS CORRECTED BY THE WASHINGTON STATE REFERENCE NETWORK (WSRN) UTILIZING A MULTI-STATION SOLUTION. THE OBSERVED BEARING OF N00°13'59"W BETWEEN THE NORTH QUARTER CORNER AND SOUTH QUARTER CORNER OF SECTION 22 WAS HELD. DISTANCES SHOWN HEREON ARE GROUND DISTANCES, OBTAINED BY SCALING OBSERVED GRID DISTANCES BY A COMBINED SCALE FACTOR (CSF) OF 1.000057484. VERTICAL DATUM THE VERTICAL DATUM IS GNSS-DERIVED NAVD88, USING GEOID 12B. SURVEY NOTES 1.PURPOSE OF THIS SURVEY INITIAL FIELDWORK (BOUNDARY AND TOPOGRAPHY) WAS PERFORMED IN OCTOBER 2018. SUBSEQUENT FIELD SURVEYS TO UPDATE IMPROVEMENTS IN DESIGNATED AREAS WERE PERFORMED IN JANUARY 2019, FEBRUARY 2019, JANUARY 2020, JUNE 2020, SEPTEMBER 2020, DECEMBER 2021, AND JANUARY 2021. THE PURPOSE OF THIS SURVEY WAS TO MAP TOPOGRAPHIC ELEMENTS FOR PLANNING AND DESIGN PURPOSES ONLY. 2.METHODOLOGY FIELD MEASUREMENTS FOR THIS SURVEY WERE PERFORMED USING LEICA GS14 GNSS RECEIVERS AND LEICA TS15 ROBOTIC TOTAL STATIONS. THIS SURVEY COMPLIES WITH THE MAXIMUM ALLOWABLE RELATIVE ACCURACY AND MINIMUM LINEAR TRAVERSE CLOSURES PER W.A.C. 332-130-085 AND 332-130-090. 3.PROPERTY LINES SHOWN HEREON ARE BASED ON READILY AVAILABLE PLATS, SURVEYS, AND RIGHT OF WAY PLANS OF PUBLIC RECORD. ALL DIMENSIONS AND COORDINATES ARE IN U.S. SURVEY FEET AND GROUND DISTANCES UNLESS OTHERWISE NOTED. 4.MONUMENTATION VISITATION ALL SURVEY MONUMENTS AND OTHER SURVEY MARKERS SHOWN HEREON AS FOUND WERE VISITED IN OCTOBER OF 2018. 5.ENCUMBRANCES THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT; ANY EASEMENTS OR RESTRICTIONS OF RECORD WHICH MAY BE REVEALED IN A TITLE REPORT HAVE NOT BEEN INCLUDED HEREON. 6.IMPROVEMENTS IMPROVEMENTS SHOWN HEREON ARE THE RESULT OF MULTIPLE FIELD VISITS OVER A THREE-YEAR PERIOD, PLUS DIGITAL PLAN DATA PROVIDED BY SNOHOMISH COUNTY PUBLIC UTILITY DISTRICT NO. 1. CURRENT LOCATION OF IMPROVEMENTS MAY BE DIFFERENT FROM THAT SHOWN HEREON. SHE E T 3 SHE E T 4 SHE E T 5 SHE E T 6 SHE E T 7 SHE E T 8 SHE E T 9 LOT 9 LOT 10 995 TL 3 1 0 5 2 2 0 0 4 0 2 0 0 0 TL 3 1 0 5 2 2 0 0 4 0 2 0 0 0 TRACT 996 TRACT TRACT 998 LOT 12 LOT 16 LOT 17 LOT 19 LOT 14 LOT 18 LOT 23 LOT 24 LOT 25 TRACT 997 59 t h A V E N E BN S F R A I L R O A D S0 2 ° 4 5 ' 2 7 " E 6 6 5 . 3 0 ' S88°03'29"E 1104.71' N0 0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' N0 0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' S88°03'29"E 1124.81' N87°58'26"W 2261.04' SHEET KEY (1" = 150') EXISTING CONDITIONS SV1.01 1 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. Gj l a 0 1 / 2 1 / 2 2 7 : 3 5 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY x x x x x x LOT 16 LOT 12 TRACT 996 TL 31052200402000 20' EASEMENT FOR INGRESS, EGRESS AND UTILITI E S RESERVED IN STATUTORY WARRANTY DEED RECO R D E D UNDER AF #8111100107. SS SS SS xxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS P P P P P P P G G G G G G G G G G G G G G G G G G G G G G T T T T T T T T T T T T T T T T T T T T OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH SS SS SS SS SS SS SS SS SS SS SS SS SS SS SD SD SD SS SS SS SS SS SS SS SS SS SS SS SSMH TOP 133.96 SSMH TOP 133.51 SSMH TOP 133.22 FL 118.8 (E,W,S) SSMH TOP 133.28 FL 119.1-(E&W) SSMH TOP 132.88 FL 119.9-(E&W) W EP EP SSMH TOP 132.95 IE 119.15-(N) IE 119.25-(S) SSMH TOP 132.68 FL 118.88 SSMH TOP 132.44 IE 118.5-10"PVC (E) V V P 6' CLF B-2 TP-1 DRAINA G E P O N D FL 120.9 (W&S) FL 121.1 (N&E) 6' CLF 6' CLF IE 118.4-10"PVC (W) E1A E1B FIBER OPTIC VAULT 4.7'x4.7'POWER VAULT 4.7'x4.7' A-51756F-51505 A-9442 A-45223 G G G W W 59 t h A V E N E TR EC CO CO S CO COCOCO CO CO CO CO CO COCO CO CO COCOCO S CO CO S S S P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P PPPP P P P P P P P P P P P P P P P P P P P P P P P P P P P PP PPP P P P P PP P P P P PP P P CO WVWV WVWV WVWVWV CO CO WVWVWV WV WV WV WV T T WMWM T T T T T T T T T T T T T T T T S CO CO CO CO SD SD SD SDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS PPP P P P P P P PP P P P P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P PP SD SD SD SD SD SD SD SD SD W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R ) W(R ) W(R)W(R)W(R) W( R ) W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R) W( R ) W(R) W(R ) W(R ) W(R)W(R)W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W(R) T 132 132132 13 3 133 133 134 13 4 13 4 131 131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 133 133 134134 13 2 13 2 13 3 13 3 134 134 133 134 13 2 13 3 13 3 13 3 13 3 13 3 13 3 13 3 133 133 132 134 134 134 131 132 133 134 133 132 133 134 13 3 133 x x x x x x x x x x x x x x x x x x x x SE E S H E E T 2 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. Gj l a 0 1 / 2 1 / 2 2 7 : 4 0 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g EXISTING CONDITIONS SV1.02 2 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS LOT 17LOT 16 20' EASEMENT FOR INGRESS, EGRESS AND UTILITIE S RESERVED IN STATUTORY WARRANTY DEED RECO R D E D UNDER AF #8111100107. xxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SSSDSDSDSDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W SS SD W W SD SD SD SD CONC WALL TP-2 TP-3 6' CLF 6' CLF E2 E3A E3B SSMH TOP 134.46 FL 122.2 (W&N) FL 122.4 (S) SSMH TOP: 133.10 FL 122.4 N (10") FL 122.5 E (10") FL 122.5 SW (8") SSMH TOP: 134.13 FL 123.2 W&S (10") SSMH TOP: 134.33 FL 123.6 N&E (10") SS STUB TOP: 138.69 IE: 123.7 A-51503 A-51504 MONITORING WELL B-3 GRADE @ WELL: 133.9 TOP CASE: 133.9 (LID LOCKED) EC EC TR 20' WIDE SANITARY SEWER EASEMENT WV WV WV T T S S D D CO CO CO CO CO CO CO CO CO CO S D D D CO S S CO CO S CO COCOCO F-51771 P P P P P P P P P P P P P P P P P P P PPPPPPPPP PPPP P P P P P P P P P P P P P P P T T T T T T WV D WV WVWVWV WVWVWV WV D D WV CO T T CO CO CO SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SS SS SS SS SS SS SS SS SS SS SS SS SS SS P P P P P PPP P P P P P P P P W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R ) W(R)W(R)W(R)W(R) W( R ) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R ) W(R)W(R)W(R)W(R) W( R ) 131 131 132 132 132 133 133 133 134134 134 134 134 133 133 131 131 132 132 133 133 134 133 133 133 133 133 133 13 4 13 3 133 133 134 134 134 133 132 133 133 133 132 134 134 SE E S H E E T 2 SE E S H E E T 4 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.03 3 Gj l a 0 1 / 2 1 / 2 2 7 : 4 4 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 10' UTILITY EASEMENT A.F.# 200801040556 20' EASEMENT FOR INGRESS, EGRESS AND UTILITIE S RESERVED IN STATUTORY WARRANTY DEED RECO R D E D xxxxxxxxxx SD SD SD x x x x x x x x x W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R ) xxxx OH OH OH OH OH TP-5 8' CLF EP 10' MESH CLF ASPHALT AS P H A L T E9 P13 L2 L3 L4 L5 P11 P10 C2 C3 C4 C5 C6 C7 P12 E4 E10 E11 C1 E8 L1 EX 6'CLF E5BE5A E5C E5D WATER VALVE IN CONC PAD CONC. WATER VAULT ELEV: 134.6' MONITORING SSMH TOP: 134.86 FL 129.4 N&S (10") SSMH TOP: 133.67 FL 125.6 N&S (10") FL 125.5 W (10") SSMH TOP: 134.04 FL 126.1 NE (8") FL 126.0 S (10") SSMH TOP: 133.32 FL 126.2 N (10") A-52164 A-51765 A-51762 A-51761 A-52165 F-51509 A-51601 A- 5 1 5 0 6 A-51763 A-51922 A-51923 A-51764 A-51767 A-52166 A-51602 A-51768 A-52167 F-51647 F-51770 A-51760 A-51759 F-51645A-51757 A-51758 F-51646 F-51769 A-51766 F-51921 3 U G L I N E S ( P ) 3 UG LINES (P) UG LINES (P) ELECTRIC TRANSFORMER PAD TOP: 135.06' TRANSITION FROM 8' TO 10' FENCE CONC PAD W/ EQUIP RACK TOP=134.33' MONITORING WELL B-3 GRADE @ WELL: 133.9 TOP CASE: 133.9 (LID LOCKED) A- 5 1 5 0 7 CONC WALL 20' WIDE UTILITY EASEMENT 40' WIDE UTILITY EASEMENT 10' WIDE UTILITY EASEMENT 20' WIDE UTILITY EASEMENT WM WM EC EC EC EC EC EC EC EC EC UTIL CO COCO CO CO CO P PWM UR T CO CO CO CO CO CO S E T E E E T T E E E E E E E E E E E GRAVEL LANDSCAPED AREA ASPHALT ASPHALT ASPHALT ASPHALT CONC WALK CONC WALK CONC WALK LOAD BANKS ON CONCRETE PADS STORM CB TOP: 134.38 FL 6" W: 132.8 FL 12" N: 132.7 FL 6" S: 132.7 STORM CB TOP: 134.26 FL 6" N: 132.7 FL 6" W: 132.8 STORM CB TOP: 134.35 FL 6" E: 132.9 STORM CB TOP: 134.36 FL 6" E: 133.0 DRYWELL TOP: 134.03 FL 12" PVC N: 129.9 STORM CB TOP: 135.22 FL 12" PVC E: 130.7 FL 12" PVC S: 130.2 SD SD SD SD SD SD SD SD SD SD STORM CB TOP: 134.69 UNABLE TO OPEN CONCRETE 1.5' WIDE WALL (TYP) CONC PLAZA AS P H A L T CONC R E T E ASPHALT AS P H A L T AS P H A L T AS P H A L T AS P H A L T V2G CHARGERS LIGHTED BOLLARDS (TYPICAL) BA T T E R Y ON C O N C GENERATOR 20' WIDE SANITARY SEWER EASEMENT 60 ' W I D E R . O . W . DUMPSTER xxxxxxxxxxxxxxxxxxxxxxx WV USP PC T T GRAVEL W W W W W W x x x x x x x W W W W W W WV WV WV WV WV WV WV WV WV WV WV VENT CABINET HEAT PUMPMCD TRANSFORMER A SIDE TRANSFORMER PAD PCS PAD MCD TRANSFORMER B SIDE 8" DI TEMP POWER METER RACK SD SD T WM T x x x x x x x xxxx x x x x x x x CONEX CONTAINERS SOLAR TREE FOUNDATION SLOT DRAIN KIOSK SLAB SD SD W(R)IM 1.5" IRRIGATION METER W(R)W(R)W(R) W( R ) W( R ) W(R)W(R)W(R) W( R ) W(R) SD TRANSFORMER E CT CAN DOOR WV WVWVWV WVWVWV WV WVWVWV T T SD SD SD SD SD SD SD P P P P P P W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R) W(R) W(R) W(R) W(R ) W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) 133 134 134 134 133 GATE 134 134 133 EQUIPMENT RACKS ACCESS STAIRS GENERATOR ON CONC PAD CONCRE T E P A D SDCO CONCRETE SE E S H E E T 3 SE E S H E E T 7 SEE SHEET 5 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.04 4 Gj l a 0 1 / 2 1 / 2 2 7 : 4 9 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY SS SS SS SS SS LOT 23 LOT 18 LOT 14 LOT 19 TRACT 995 TRACT 997 20' STORM EASEMENT A.F.# 201112205001 20' EASEMENT FOR INGRESS, EGRESS AND UTILITI E S RESERVED IN STATUTORY WARRANTY DEED RECO R D E D UNDER AF #8111100107. 12' 12' 24' WIDE EASEMENT FOR ELECTRICAL FACILITIES PER AF #491861, 491862 AND 491863. OH OH OH OH OH OH OH OH OH OH OH OH OH OH SS SS SS SS SS SS SS SS SS P P P P P P P P P P P P P G G G G G G G G G G G P P P P P P P W SD SD SD SD D SD xxxxxxxxxx x x SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD OH OH OH OH OH xxxxxxxxx x x x x OH OH OH W( R ) W(R ) W(R ) W(R ) W(R ) W(R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) x W( R ) W( R ) W(R) OH OH OH OH OH OH OH OH OH OH OH OH OH OH x x x x x x x x xxxxxxxxx x IE 134.2-4"PVC (S) EDC ED C BUILDING BUILDING CB TOP 134.70 IE 132.4 6"PVC (E) SSMH TOP 134.94 8" CURTAIN DRAIN CONC R E T E CONC R E T E ED C SDMH TOP 135.48 IE 131.1-6"PVC (W) IE 127.5-15"PVC (E) IE 127.7-15"PVC (S) CB TOP 134.65 IE 131.3 6"PVC (W&E) SDMH TOP 134.31 IE 128.0 15"PVC (N&S) OUTLET PIPE OUTLET PIPE SD B-1 CLF 10' CLF 8' CLF DRAIN A G E P O N D NO MD 10 ' M E S H C L F 8' CLF EP 10' MESH CLF 8' C L F ASPHALT AS P H A L T EX KEY PAD SSMH TOP: 134.04 FL 126.1 NE (8") FL 126.0 S (10") SS STUB TOP: 142.76 IE: 126.76 A-51764 F-50125 A-51602 UG LINES (P) SWING GATE SWING GATE AUTOMATIC SLIDING GATE CONC PAD ELECTRIC TRANSFORMER PAD TOP: 135.06' TRANSITION FROM 8' TO 10' FENCE MONITORING WELL B-8 GRADE @ WELL: 136.0 TOP CASE: 136.1 TOP PVC: 135.3 60 ' W I D E R . O . W . E E E ASPHALT CONC WALK LOAD BANKS ON CONCRETE PADS AS P H A L T xxxxxxxxxxxxxxxxxxxxxxx PC 15244 135.69 EP 15313 136.19 TBC 15314 135.68 TBC 15315 135.67 TBC 15316 136.19 TBC T T T T T T T T 15348 134.29 GND 15349 134.46 GND T T T PC ASPHALT ASPHALT ASPHALT ASPHALT GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL GRAVEL CONSTRUCTION TRAILER 10 ' M E S H C L F ECO BLOCKS x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x P P P WV WV VENT CABINET MAN GATE 4" PVC OUTFALL IE: 134.5 EV FLEET CHARGING STATIONS TEMP POWER METER RACK x x x GATE SENSOR x EQUIPTMENT RACK CONEX CONTAINERS CO CO KIOSK SLAB x x x SD SD SD SD SD SD INFILTRATION TRENCH STORM CB - TOP: 135.48 OIL STOP VALVE LOCATED INSIDE 4" PVC SOUTH APPROXIMATE IE: 134.5 T T 134 GATE CONCRETE SEE SHEET 4 SE E S H E E T 6 0 10 20 40 SCALE:1"=20'SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.05 5 Gj l a 0 1 / 2 1 / 2 2 7 : 5 0 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY SS LOT 25 LOT 24LOT 23 TRACT 998 12' 12' 24' WIDE EASEMENT FOR ELECTRICAL FACILITIES PER AF #491861, 491862 AND 491863. OH OH OH OH OH OH x x SD SD SD SD SD SD SD SD SD SD SD SD SD OH xxxx x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH W( R ) W( R ) OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH xxxxCLF DRAINA G E P O N D 6' CLF ASPHALT GRAVEL DIRT DIRT CB TOP=138.50 SIDEWALK SS STUB TOP: 142.76 IE: 126.76 A-51764 A-51767 ELECTRIC TRANSFORMER PAD TOP: 135.06' MONITORING WELL B-8 GRADE @ WELL: 136.0 TOP CASE: 136.1 TOP PVC: 135.3 UTILITY EASEMENT AS P H A L T EV FLEET CHARGING STATIONS TEMP POWER METER RACK CO N S T R U C T I O N T R A I L E R SE E S H E E T 5 SEE SHEET 7 SE E S H E E T 9 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.06 6 Gj l a 0 1 / 2 1 / 2 2 7 : 5 2 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY 10' UTILITY EASEMENT PER AF #200801040556 10' UTILITY EASEMENT A.F.# 200801040556 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH BO B-4 WIRE FENCE TP-7 GRAVEL GRAVEL GRAVEL GRAVEL ASPHALT ASPHALT AS P H A L T E9 C10 P13 L3 L4 L5 L6 L7 L8 P11 C2 C3 C4 C5 C6 C7 C8 P12 E10 E11 P15 C9 SOLAR PANEL ARRAY SOLAR PANEL ARRAY SOLAR PANEL ARRAY SOLAR PANEL ARRAY SOLAR PANEL ARRAY SOLAR PANEL ARRAY SOLAR PANEL ARRAY E5BE5A E5C E5D COMM PULL BOXES COMM PULL BOXES (2) A-52164 A-51765 A-51762 A-51761 A-52165 F-51509 A- 5 1 5 0 6 A-51763 A-51922 A-51923 A-51764 A-51767 A-52166 A-51571 F-51646 F-51769 3 U G L I N E S ( P ) 3 UG LINES (P) ELECTRIC TRANSFORMER PAD TOP: 135.06' CONC PAD W/ EQUIP RACK TOP=134.33' MONITORING WELL B-4 GRADE @ WELL: 134.6 TOP CASE: 134.6 TOP PVC: 134.4 A- 5 1 5 0 7 P14 UTILITY EASEMENT UTILITY EASEMENT 20' WIDE WATER LINE EASEMENT 20' WIDE WATER LINE EASEMENT 20' WIDE UTILITY EASEMENT 20 ' W I D E WA T E R L I N E E A S E M E N T WM WM EC EC EC EC EC EC EC WM P P E E E E E DRYWELL TOP: 136.19 FL 12" DIP W: 128.3 CB TOP: 136.39 FL 12" DIP E: 128.3 FL 36" CPP W: 128.3 STORM CB TOP: 134.38 FL 6" W: 132.8 FL 12" N: 132.7 FL 6" S: 132.7 STORM CB TOP: 134.26 FL 6" N: 132.7 FL 6" W: 132.8 STORM CB TOP: 134.35 FL 6" E: 132.9 STORM CB TOP: 134.36 FL 6" E: 133.0 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD STORM CB TOP: 134.69 UNABLE TO OPEN STORM CB TOP: 135.20 FL 36" CPP E: 130.1 FL 12" CPP W: 131.1 AS P H A L T AS P H A L T AS P H A L T AS P H A L T AS P H A L T BA T T E R Y ON C O N C GENERATOR WV WV USP W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WV WV WV WV WV WV WV WV WV WV WV WV WV WV WV 36"HDPE FOR FIRE STORAGE OF CONTANIMATED STORM W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) TRANSFORMER PAD PCS PAD 8" DI 8" DI 8" DI TEMP POWER METER RACK WM WVWVW(R)W(R) W( R ) FLOW WVWV SEE SHEET 6 SE E S H E E T 4 SE E S H E E T 8 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.07 7 Gj l a 0 1 / 2 1 / 2 2 7 : 5 4 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHBO DI T C H B-6 6' CLF B-5 TP-4 TP-8 ASPHALT AS P H A L T C10 L7 L8 P15 C9 GRAVEL COMM PULL BOXES COMM PULL BOXES (2) A-51511 A-51510 F-51508 A-51572 A-51571 MONITORING WELL B-9 GRADE @ WELL: 136.2 TOP CASE: 136.9 TOP PVC: 136.4 BN S F R A I L R O A D P14 20 ' W I D E WA T E R L I N E E A S E M E N T WM M DRYWELL TOP: 136.19 FL 12" DIP W: 128.3 W W W W W W W W W W W W W W W W W W W W WV WV WV WV WV WV WV W(R)W(R)W(R)W(R)8" DI WVWVWVWV SEE SHEET 9 SE E S H E E T 7 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.08 8 Gj l a 0 1 / 2 1 / 2 2 7 : 5 7 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY LOT 25 TAX PARCEL 31052200402000 20 ' W I D E x 2 5 0 ' E A S E M E N T FO R R O A D P U R P O S E S PE R A F # 2 0 1 0 4 8 12' 12' 24' WIDE EASEMENT FOR ELECTRICAL FACILITIES PER AF #491861, 491862 AND 491863. SD SD SD SD SD SD OH OH OH OH OH OH OH OH OH x x x x x x x x x x x x x x x x x x x x x x x x xOHOHOHOHOHOHOHOHOH OH OH OH OH OH x x x x x x x x x x x x x x x x x x x x xOHOHOHOHOHOH OH DI T C H TP-6 RAILROAD SPUR 36"CMP IE 136.47 36"CMP IE 135.02 6' CLF CB TOP=138.50 CB TOP=138.40 ROLLED CONCRETE CURB SIDEWALK 6' CLF GATE A-51511 A-51512 F-51514 A-49915 BN S F R A I L R O A D CO N S T R U C T I O N T R A I L E R SE E S H E E T 6 SEE SHEET 8 0 10 20 40 SCALE:1"=20' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE WPC GJLA 01/21/2022 9 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EXISTING CONDITIONS SV1.09 9 Gj l a 0 1 / 2 1 / 2 2 8 : 0 0 a m - P : \ S \ S P U D 0 0 0 0 0 1 4 2 \ 0 4 0 0 C A D \ S V \ B A S E S \ A r l i n g t o n \ S V - T P - X - S P U D 0 1 4 2 . d w g FOR REFERENCE ONLY x x x G G G G G xxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx OH OH xxxx xxx x x x x xxxx EP EP CONC WALL 6' CLF 6' CLF 6' CLF CONC WALL xxxxxxxxxxx 15348 134.29 GND 15349 134.46 GND W x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x W T T T x x x x xx x x x 1.5" IRRIGATION METER x T T T T T T T T T T T T T T T T T T T T T TT 132 132132 13 3 133 133 134 13 4 13 4 131131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 132133 133 133 134134 134 134 134 133 133 131 131 132 132133 133 13413 2 13 2 13 313 3 134 133 133 133 133 133 133 13 4 13 3 133 133 133 134 134 134 134 133 134 133 134 13 2 13 3 13 3 13 3 13 313 3 13 3 13 3 133 133 132 134 134 134 131132133 134133 132 134 133 132 133 133 GATE 134 134 133 133 ACCESS STAIRS 133 132 134 134 13 3 133 x x x x x x x x x x TRACT 997 LOT 19 LOT 17 LOT 16 LOT 12 TL 31052200402000 59 t h A V E N E TRACT 996 LOT 14 20' EX. UTILITY ESMT 20' EX. SS ESMT 20' EX. SS ESMT S88°03'29"E 1124.81' N0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' S88°03'29"E 1106.71' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' CETC/MDC BUILDINGS CANOPY (NCCO PHASE 2) CO M P A C T O R 4 FT HIGH DOCK 4 FT DOCK 4 FT DOCK 4 FT DOCK VA N VA N UNDEVELOPED LOADING DOCK (6 CREW) EMPLOYEE PARKING (39 SPACES - 10'x20') EMPLOYEE PARKING (19) SPACES - 10'x20' UNDEVELOPED (3) COVERED VEHICLE BAYS VI S I T O R / D R O P - I N P A R K I N G ( 3 0 S P A C E S - 1 0 ' x 2 0 ' ) 29,299 SF (CANOPY) SERVICE TRUCKS (5 SPACES 15'x30') YARD 280'x20': 5,600 SF FUEL ISLAND HEATED PARKING (43'x53') 2,254 SF PATIO OFFICE BUILDING (19,039 SF) WAREHOUSE (11,632 SF) SA L V A G E RE C Y C L E TR A S H PEDESTRIAN PATH CO M P A C T O R HOG FUEL PEDESTRIAN PATH SMALL FLEET (13 SPACES 10'x20') SMALL FLEET (7 SPACES 10'x20') EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y D S x BO SIGN SEWER CLEANOUT CATCH BASIN UTILITY POLE GUY ANCHOR AREA LIGHT WATER VALVE WATER METER BOLLARD FIRE HYDRANT SEWER MANHOLE STORM DRAIN MANHOLE WV WM CHAIN LINK FENCE CLF CONCRETE CONC EDGE OF PAVEMENT EP EDGE OF CONCRETE EDC WATER TONE LINE SANITARY SEWER LINE OVERHEAD UTILITY LINE POWER TONE LINE GAS TONE LINE TELEPHONE TONE LINE FENCE, AS NOTED LEGEND MONITOR WELL WATERLINE-PER RECORDS END OF CONDUIT (TYP.)EC ELECTRIC VAULT TELEPHONE/FIBER OPTIC VAULT SEWER STUB UNDERGROUND UTILITIES (PER PLANS) WATER BLOWOFF VALVE 1 C1.0 COVER SHEET & SITE PLAN ( FEET ) SCALE 1 INCH = 40 FT. 40 40 80200 NORTH COUNTY COMMUNITY OFFICE SNOHOMISH COUNTY PUD PHASE 2 SITE PACKAGE VICINITY MAP SCALE: NTS CITY OF ARLINGTON ARLINGTON AIRPORT PROJECT LOCATION IN T E R S T A T E 5 59 T H A V E N E 172ND ST NE PROPOSED CONCRETE PROPOSED PAVEMENT OVERLAY PROPOSED FULL DEPTH PAVEMENT SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N P: \ R \ R A I X 0 0 0 0 0 0 0 4 \ 0 4 0 0 C A D \ S H E E T S \ E C \ P H A S E 2 F U L L B U I L D O U T \ P 2 - E C - C V - R A I X 0 0 0 4 . D W G - P L O T T E D 1: 2 . 5 8 ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 PLOTTED FULL SIZE THIS BOX WILL MEASURE 1" IN LENGTH DRAWINGS WERE PREPARED FOR: BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. SITE DATA APPLICANT/OWNER: P.U.D. NO. 1 OF SNOHOMISH COUNTY CONTACT NUMBER: 425-783-8465 ADDRESS: ARLINGTON, SNOHOMISH COUNTY 98223 TAX PARCEL #: 31052200400200 TOTAL SITE AREA: 25.69 ACRES NUMBER OF LOTS: 2 LOTS PER ACRE: 0.078 AVERAGE LOT SIZE: 12.37 ACRES EXISTING ZONING: CITY EXISTING USE CODE: UNDEVELOPED LAND WATER SERVICES: CITY OF ARLINGTON SEWER SERVICES: CITY OF ARLINGTON EXISTING IMPERIOUS: 163,103 S.F. ± (UNDER CONSTRUCTION) PROPOSED IMPERVIOUS: 188,000 S.F. DISTURBED AREA: 312,5550 S.F. SNOHOMISH COUNTY PUBLIC UTILITIES DISTRICT #1 2320 CALIFORNIA STREET EVERETT, WA 98201 APPLICANT/OWNER DAVID EVANS & ASSOCIATES, INC 1620 W MARINE VIEW DRIVE SUITE 200 EVERETT, WASHINGTON 98201 CONTACT: ERIC GLAVES, PLS PH: 425-405-1516 E-MAIL: efgl@deainc.com SURVEYOR DEVELOPMENT DATA: DAVID EVANS & ASSOCIATES, INC 1620 W MARINE VIEW DRIVE SUITE 200 EVERETT, WASHINGTON 98201 CONTACT: APRIL COLEMAN, PE # ECO-3-1082004 PH: 425-405-1464 E-MAIL: apdc@deainc.com CESCL DAVID EVANS & ASSOCIATES, INC 1620 W MARINE VIEW DRIVE SUITE 200 EVERETT, WASHINGTON 98201 CONTACT: JOHN SMITH, PE PH: 425-405-1509 E-MAIL: jns@deainc.com ENGINEER NOTES A. FOUND 1/2" BAR IN CONC, NO CAP, 1.3' N. & 0.9' E. FROM PROPERTY CORNER B. FOUND 5/8" BAR & CAP, METRON 28067, 0.5' N. & 0.3' E. FROM PROPERTY CORNER C. FOUND 1/2" BAR & CAP, CASCADE 19631, 0.2'W & 0.1' S. FROM PROPERTY CORNER ROLLUDA ARCHITECTS 105 S MAIN ST. SUITE 323 SEATTLE WA 98104 CONTACT: KATHI WILLIAMS kathi@rollundaarchitects.com TEL: (206) 624-4222 FAX: (206)624-4226 ARCHITECT LEGAL DESCRIPTION ALL OF LOTS 1 AND 2 OF PUBLIC UTILITY DISTRICT NO. 1 OF SNOHOMISH COUNTY ARLINGTON BINDING SITE PLAN, RECORDED IN AUDITOR'S FILE NUMBER 202105145008. SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. BASIS OF BEARING BEARINGS SHOWN HEREON ARE WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NAD83(2011)[2010.00], VIA GNSS OBSERVATIONS CORRECTED BY THE WASHINGTON STATE REFERENCE NETWORK (WSRN) UTILIZING A MULTI-STATION SOLUTION. THE OBSERVED BEARING OF N00°13'59"W BETWEEN THE NORTH QUARTER CORNER AND SOUTH QUARTER CORNER OF SECTION 22 WAS HELD. DISTANCES SHOWN HEREON ARE GROUND DISTANCES, OBTAINED BY SCALING OBSERVED GRID DISTANCES BY A COMBINED SCALE FACTOR (CSF) OF 1.000057484. VERTICAL DATUM THE VERTICAL DATUM IS GNSS-DERIVED NAVD88, USING GEOID 12B. EARTHWORK CALCULATIONS THE CONTRACTOR IS SOLELY RESPONSIBLE FOR REVIEW OF ALL AVAILABLE GEOTECHNICAL INFORMATION AND GENERATING THEIR OWN SET OF EARTHWORK ASSUMPTIONS AND QUANTITIES. L1.01 HARDSCAPE PLAN L1.02 HARDSCAPE DETAILS L1.03 HARDSCAPE DETAILS L2.01 IRRIGATION PLAN L2.02 IRRIGATION SCHEDULE & NOTES L2.03 IRRIGATION DETAILS L3.01 LANDSCAPE PLAN WEST L3.02 LANDSCAPE PLAN EAST L3.03 PLANTING SCHEDULE & LANDSCAPE NOTES L3.04 LANDSCAPE DETAILS Sheet List Table SHEET NUMBER SHEET TITLE C1.0 COVER SHEET & SITE PLAN C2.0 TESC & SITE PREP PLAN C3.0 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN C3.1 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN C3.2 POLE YARD PAVING PLAN C3.3 FENCING PLAN C4.0 GRADING AND DRAINAGE PLAN C4.1 GRADING AND DRAINAGE PLAN C4.2 POLE YARD GRADING AND DRAINAGE PLAN C4.3 63RD AVE GRADING & DRAINAGE PLAN C4.4 DETAILED AREA GRADING C4.5 ADA AND ACCESS GRADING C4.6 GRADING, PAVING AND DRAINAGE DETAILS C5.0 WATER AND SEWER PLAN AND DETAILS C5.1 WATER AND SEWER PLAN AND DETAILS SV1.01-1.09 EXISTING CONDITIONS P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-CV-RAIX0004.dwg, 1/20/2022 2:35:07 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY x x x SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS OH OH OH OH OH OH OH SS SS SS SS P P P P P P G G G G G P P P D xxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W SS SS SS SS SS SS SS SS G G G G G G G G G G W W W W W W WSSSSSSSSSSSS SS SS SS SS SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W SS SS SD SD W W W SD SD SD SD SD SD SD SD SD SD SS SS SS SS SS OH OH xxxx x W(R ) W(R ) W(R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) xx x x x xxxx SSMH TOP 134.94 SSMH TOP 133.96 SSMH TOP 133.51 SSMH TOP 133.22 FL 118.8 (E,W,S) SSMH TOP 133.28 FL 119.1-(E&W) SSMH TOP 132.88 FL 119.9-(E&W) W EP EP SSMH TOP 132.95 IE 119.15-(N) IE 119.25-(S) SSMH TOP 132.68 FL 118.88 SSMH TOP 132.44 IE 118.5-10"PVC (E) CONC WALL TP-2 TP-3 B-1 TP-5 6' CLF 6' CLF T B-2 TP-1 DRAIN A G E P O N D DRAINA G E P O N D FL 120.9 (W&S) FL 121.1 (N&E) NO MD 6' CLF IE 118.4-10"PVC (W) L2 L5 P10 C5 C6 C7E1A E1B E2 E3A E3B E4 C1 E8 L1 EX SSMH TOP 134.46 FL 122.2 (W&N) FL 122.4 (S) E5A SSMH TOP: 133.10 FL 122.4 N (10") FL 122.5 E (10") FL 122.5 SW (8") SSMH TOP: 134.13 FL 123.2 W&S (10") SSMH TOP: 134.33 FL 123.6 N&E (10") MONITORING SSMH TOP: 134.86 FL 129.4 N&S (10") SSMH TOP: 133.67 FL 125.6 N&S (10") FL 125.5 W (10") SSMH TOP: 134.04 FL 126.1 NE (8") FL 126.0 S (10") SS STUB TOP: 142.76 IE: 126.76 SSMH TOP: 133.32 FL 126.2 N (10") SS STUB TOP: 138.69 IE: 123.7 F-51509 A-51601 F-50125 A-51602 A-51768 A-52167 F-51647 F-51770 A-51760 A-51759 F-51645A-51757 A-51758 A-51503 A-51504 A-51756F-51505 F-51646 A-51766 F-51921 UG LINES (P) G W 59 t h A V E N E CONC WALL 60 ' W I D E R . O . W . 20' WIDE UTILITY EASEMENT 40' WIDE UTILITY EASEMENT 10' WIDE UTILITY EASEMENT 20' WIDE UTILITY EASEMENT WM WM TR EC EC EC TR EC EC EC EC CO COCO CO CO CO P P T CO CO CO CO CO CO S E T E E E T T E E E E E E E 1.5' WIDE WALL (TYP) 20' WIDE SANITARY SEWER EASEMENT 20' WIDE SANITARY SEWER EASEMENT 60 ' W I D E R . O . W . xxxxxxxxxxx T T T T T T T T T T T W x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x P P P W WV WV WV WV WV WV WV WV WV WV WV WV WV WV WV WV T T T x x x x xx x x x S S S S S S S S S S F-51771 W(R) W( R ) W(R) W(R) x P P P PP P P P P P P P P P P P P P P P P P P P P P P P PPPPP PP P P P P P P P PP P PP T T T PP P P P P P PPPP P PP PP E CO CO T T T T T T T T T T T T T T T T T T T T T T S S SS SS SS SS SS SS SS SS SS SS SS SS P P P P PP P P P P P P P P P PP PPPP W(R)W(R)W(R)W(R)W(R)W(R) W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R) W(R) W(R) W(R)W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R) W( R ) W(R) W(R ) W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W(R)W(R)W(R) W( R ) W( R ) T 132 132132 13 3 133 133 134 13 4 13 4 131 131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 132133 133 133 134134 134 134 134 133 133 131 131 132 132133 133 13413 2 13 2 13 313 3 134 133 133 133 133 133 133 13 4 13 3 133 133 133 134 134 134 134 133 134 133 134 13 2 13 3 13 3 13 3 13 313 3 13 3 13 3 133 133 132 134 134 134 131132133 134133 132 134 133 132 133 133 134 134 133 133 CO 133 132 134 134 13 3 133 x x x x x x x x x x TRACT 997 LOT 19 LOT 17 LOT 16 LOT 12 TL 31052200402000 59 t h A V E N E TRACT 996 LOT 14 SS SS SS SS SS SS SS SS 5050555560606565707075758080858590909595 10 0 10 0 10 5 10 5 11 0 11 0 11 5 11 5 12 0 12 0 12 5 12 5 13 0 13 0 13 5 13 5 515152525353545456565757585859596161 62626363646466666767686869697171 72727373747476767777787879798181 82828383848486868787888889899191 9292939394949696979798989999 10 1 10 1 10 2 10 2 10 3 10 3 10 4 10 4 10 6 10 6 10 7 10 7 10 8 10 8 10 9 10 9 11 1 11 1 11 2 11 2 11 3 11 3 11 4 11 4 11 6 11 6 11 7 11 7 11 8 11 8 11 9 11 9 12 1 12 1 12 2 12 2 12 3 12 3 12 4 12 4 12 6 12 6 12 7 12 7 12 8 12 8 12 9 12 9 13 1 13 1 13 2 13 2 132 132 13 3 133 13 3 13 3 133 133 13 4 134 13 4 13 4 13 4 13 4 13 4 13 4 13 4 134 134 135 135 133 TEMPORARY STOCKPILE AREA S88°03'29"E 1124.81' N0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' S88°03'29"E 1106.71' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' PEDESTRIAN PATH HOG FUEL PEDESTRIAN PATH 134 134 134 135 135 131 132 134 133 13 4 134 EX 20.00' ESMT 3' 3' 3'3' 3' 3' 3' 3' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 2 C2.0 TESC & SITE PREP PLAN ( FEET ) SCALE 1 INCH = 40 FT. 40 40 80200 5' - 0 " 2"X2"X14GA. WELDED WIRE 6" 2' - 0 " FILTER FABRIC UNDER GRATE CATCH BASIN GRAVEL (12" MIN. DEPTH) FILTER FABRIC STORM DRAIN INLET PROTECTION MIN. 18" 24"MIN FILTERED WATER SEDIMENT SEDIMENT WITH SEDIMENT RUNOFF WATER NO SCALE FILTER FABRIC SILT FENCE 1' - 0 " MESH OR EQUAL BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8"X12" TRENCH 2"X2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT FILTER FABRIC MATERIAL MIRAFI 100X OR EQUAL. STAPLES OR WIRE RINGS (TYP.) 2' - 0 " 6" CLEARING LIMITS 8" 5' - 0 " 2' - 6 " GRADED AREA GOVERNMENT PROVIDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL FILTER FABRIC MATERIAL WIRE MESH SUPPORT FENCE FOR FILTER FABRIC 12 " 6' MAX NO SCALE 2' - 6 " ROCKERY CUT SLOPES FILL SLOPES RIPRAP TESC LEGEND OVERFLOW STRUCTURE TEMPORARY CATCH BASIN, TYPE II TEMPORARY CATCH BASIN, TYPE I INTERIM CATCH BASIN PROTECTION TEMPORARY STAND PIPE ROCK CHECK DAM TEMPORARY INTERCEPTOR SWALE TEMPORARY INTERCEPTOR CULVERT LIMITS OF CLEARING 2' PROPOSED CONTOURS 10' PROPOSED CONTOURS STRAW BALE 420 422 SILT FENCE CONSTRUCTION FENCE RETAINING WALL (FILL) INTERIM CATCH BASIN PROTECTION (GRAVEL) (INSERT) PIPE FLOW TREE PROTECTION FENCE BRUSH BERM DUST CONTROL (D.O.E. BMP C140) CODE BMPs CATCH BASIN/INLET SEDIMENT PROTECTION (WSDOT STD PLAN I-40.20-00 & D.O.E. BMP C220) CONTRACTOR TO INSTALL AND MAINTAIN ALL EROSION CONTROL BMP’S AS SHOWN ON THIS PLAN IN ACCORDANCE WITH DEPARTMENT OF ECOLOGY STORMWATER POLLUTION PREVENTION REQUIREMENTS SUMMARIZED ON THIS SHEET. IF BMP INSTALLATION AND MAINTENANCE IS INADEQUATE TO MEET THESE REQUIREMENTS CONTRACTOR TO PROVIDE ADDITIONAL BMP’S AT NO ADDITIONAL COST TO OWNER. PLASTIC COVERING (D.O.E. BMP C123) CE PC DC IP TEMPORARY SILT FENCE (D.O.E. BMP C233)SF WORK LIMITS WL STABILIZED CONSTRUCTION ENTRANCE/EXIT (D.O.E. BMP C105) PHASE 1 ATB WILL ACT AS CONSTRUCTION ENTRANCE TEMPORARY DRAINAGE CULVERT (TYPE & LENGTH NOTED)TC PRESERVING NATURAL VEGETATION (D.O.E. BMP C101)VEG STANDARD PRACTICE CODING SYSTEM IP PC IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP CE CE SF WL WL WL WL WL WL WL WL IP IP IP IP SF CONTRACTOR TO DISPOSE OF ALL EXCESS ORGANIC AND NATIVE MATERIAL OFFSITE.INSTALL HIGH VISIBILITY FENCE. PROTECT EXISTING MONITORING WELL TEMPORARY ROCK INFILTRATION WELL BEST MANAGEMENT PRACTICE SCHEDULE 1. SCHEDULE AND ATTEND PRE-CONSTRUCTION CONFERENCE. CONFERENCE TO INCLUDE A CERTIFIED EROSION CONTROL SPECIALIST. 2. IDENTIFY AND ESTABLISH CONSTRUCTION ENTRANCE. 3. FIELD STAKE AND FLAG CLEARING LIMITS. 4. INSTALL FILTER FABRIC SILT FENCE AND INLET PROTECTION ON EXISTING CATCH BASINS. 5. SAWCUT AND REMOVE EXISTING ASPHALT PAVEMENT WHERE INDICATED PER THIS PLAN. 6. CLEAR WITHIN FLAGGED CLEARING LIMITS. 7. ROUGH GRADE SITE. SWEEP OR WASH OFF-SITE ROADWAYS EACH WORK DAY OF SEDIMENT THAT IS TRACKED ONTO PAVEMENT. 8. INSTALL UNDERGROUND UTILITIES AS NECESSARY TO PROVIDE SERVICES TO PROPOSED BUILDINGS. 9. FINE GRADE SITE, INSTALLING CONCRETE AND TOP LIFTS OF HMA PAVEMENT TO FINISHED ELEVATION. 10. REMOVE TEMPORARY EROSION CONTROL FACILITIES ONLY AFTER ENTIRE SITE IS STABILIZED AND THE POTENTIAL FOR EROSION HAS PASSED. 11. CLEAN AND FLUSH INFILTRATION FACILITIES AND STORM DRAIN SYSTEM OF ALL SILT. 3" HMA PHASE 2 PHASE 1 PHASE 1 NO SCALE3 PAVEMENT PREPARATION NEAT LINE CUT 1' EXISTING PAVEMENT FULL DEPTH PAVEMENT SECTION FINAL LIFT OVERLAY CURB, SIDEWALK, OR BUILDING 1.APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR STORM DRAINAGE DESIGN. 2.A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE CITY INSPECTOR AT THEIR REQUEST. 3.THE TESC BMP’S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. 4.THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. 5.THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. 6.THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTOR’S CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 7.THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND OPERATION. 8.BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. 9.SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON REACHING A DEPTH OF 12 INCHES. 10.ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 11.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE RATE OF 120 LBS PER ACRE. 12.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL ISREQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 INCHES, OR 3,000 POUNDS PER ACRE. 13.SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 14.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 15.MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 16.UPON COMPLETION OF THE PROJECT, ALL BMP’S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP’S ARE REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. 17.THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN UNDISTURBED STATE TO THE MAXIMUM EXTEND PRACTICABLE. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE CONVERTED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT THE PROJECT COMPLETION, DEMONSTRATE THE REQUIREMENTS ESTABLISHED IN T5.13 OF THE 2014 SWMMWW, POST CONSTRUCTION SOIL QUALITY AND DEPTH. CITY OF ARLINGTON TESC NOTES: A WASHINGTON STATE DEPARTMENT OF ECOLOGY (DOE) CONSTRUCTION STORMWATER GENERAL PERMIT WILL BE OBTAINED FOR CONSTRUCTION OF THIS PROJECT. THE PERMIT WILL BE TRANSFERRED TO THE CONTRACTOR FOLLOWING THE NOTICE TO PROCEED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH ALL DOE GENERAL PERMIT REQUIREMENTS INCLUDING BUT NOT LIMITED TO PROVING A CESCL, INSTALLATION OF NECESSARY BMPs, MODIFICATIONS TO THE BMPs AND SWPP PLAN AS REQUIRED TO MAINTAIN PERMIT COMPLIANCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY FEES AND OR FINES AS THEY RELATE TO PERMIT COMPLIANCE FROM DOE AND ANY OTHER REGULATORY AGENCY. GENERAL NOTES 5' - 0 " 2"X2"X14GA. WELDED WIRE 6" 2' - 0 " FILTER FABRIC UNDER GRATE CATCH BASIN GRAVEL (12" MIN. DEPTH) FILTER FABRIC STORM DRAIN INLET PROTECTION MIN. 18" 24"MIN FILTERED WATER SEDIMENT SEDIMENT WITH SEDIMENT RUNOFF WATER 1 NO SCALE2 FILTER FABRIC SILT FENCE 1' - 0 " MESH OR EQUAL BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8"X12" TRENCH 2"X2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT FILTER FABRIC MATERIAL MIRAFI 100X OR EQUAL. STAPLES OR WIRE RINGS (TYP.) 2' - 0 " 6" CLEARING LIMITS 8" 5' - 0 " 2' - 6 " GRADED AREA GOVERNMENT PROVIDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL FILTER FABRIC MATERIAL WIRE MESH SUPPORT FENCE FOR FILTER FABRIC 12 " 6' MAX NO SCALE 2' - 6 " HARD TOTAL PURE SEED GERM SEED GERM ORIGIN 39.55% SEDUCER CHEWINGS FESCUE 93.00%0.00%93.00%OR 34.69% EUREKA HARD FESCUE 95.00%0.00%95.00%WA 14.81% BOREAL CREEPING RED FESCUE 93.00%0.00%93.00%CANADA 9.96% WHITE DUTCH CLOVER 78.00%17.00%95.00%OR 0.00% OTHER CROP SEED 0.99% INERT MATTER 0.00% WEED SEED NOXIOUS WEED SEEDS: NONE ALLOWED HYDROSEED / SPECIAL PUD MIX DC SAWCUT AND REMOVE WL WL WL CHAIN LINK FENCING INSTALLATION AREA SEE FENCING PLAN ANY SOIL DISTURBANCE AS A RESULT OF FENCING INSTALLATION TO BE SEEDED WITH HYDROSEED / SPECIAL PUD MIX SPECIFIED ON THIS SHEET WL WL WL SAW CUT PAVEMENT AS NEEDED FOR WALL CONSTRUCTION. SAW CUT PAVEMENT AS NEEDED FOR WALL AND RAMP CONSTRUCTION. IP IP IP WL WL WL WL IP IP IP GRADE TO SUBGRADE. DISPOSE OF EXCESS GRAVEL OFF SITE. GRADE TO SUBGRADE. DISPOSE OF EXCESS GRAVEL OFF SITE. GRADE TO SUBGRADE. DISPOSE OF EXCESS GRAVEL OFF SITE. CONSTRUCTION NOTES: SAWCUT AND REMOVE 1' OF EXISTING PAVEMENT EDGE, TYP. SEE DETAIL 3 THIS SHEET. AFTER ROUGH GRADING, PROTECT INFILTRATION AREA WITH HIGH VISIBILITY FENCE. ABANDON TEMPORARY ROCK INFILTRATION WELL. REMOVE 1-FT OF DRAIN ROCK AND REPLACE WITH COMPACTED CSBC. INSTALL PAVEMENT LIFTS PER SECTIONS ON SHEET C3.0. EXISTING GATE TO BE REMOVED. CUT FENCE POSTS 6" BELOW FINISHED GRADE AND PATCH ASPHALT. TOP 12 INCHES OF EXISTING BIORETENTION SOIL TO BE REMOVED, DISPOSED OF OFF-SITE AND REPLACED AFTER FINAL LIFT OF PAVING. EXISTING STUMPS IN THIS VICINITY TO BE REMOVED. CONTRACTOR SHALL REMOVE ALL GENERATED DEBRIS FROM THE SITE, FILL HOLES WITH TOPSOIL, AND PLACE SEED IN ALL DISTURBED AREAS. EXISTING TEMPORARY CHAIN LINK FENCING ALONG 59TH AVE TO BE REMOVED AND DISPOSED OF OFF SITE. ALL EXISTING STORMFILTER MEDIA CARTRIDGES ARE TO BE REPLACED UPON COMPLETION OF CONSTRUCTION & FINAL SITE STABILIZATION. 1 1 1 1 1 1 1 1 1 1 1 2 3 3 3 3 3 3 3 3 3 3 3 4 4 EXISTING FENCING AND FOUNDATIONS SPANNING BETWEEN TWO EXISTING LARGE DIAMETER FENCE POSTS TO BE REMOVED AND DISPOSED OF OFF-SITE 5 5 5 WL 1 2 3 4 5 2 SAW CUT AND DISPOSE OF 3' PAVEMENT SAW CUT AND DISPOSE OF 3' PAVEMENT SAW CUT AND DISPOSE OF 3' PAVEMENT SA W C U T L I N E SA W C U T L I N E SA W C U T L I N E SA W C U T L I N E SA W C U T L I N E SA W C U T L I N E 6 6 6 6 7 7 7 8 8 8 8 8 8 8 AREA EAST OF THIS POINT IS AVAILABLE FOR CONTRACTOR TRAILERS & PARKING. ELECTRICAL IS AVAILABLE. CONTRACTOR TO COORDINATE WITH THE DISTRICT. SF P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-TESC-RAIX0004.dwg, 1/20/2022 2:36:57 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY x x x x x x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W EP EP 6' CLF 6' CLF DRAINA G E P O N D 6' CLF W W TR EC EC EC TR WV S S D D CO CO S CO COCOCO CO CO CO CO CO COCO CO CO COCOCO S CO CO S S S D CO CO CO T T T T T T T T T T T T T T T T T T S CO CO CO CO T x x x x x x x x x x x x x x x x x x x x S88°03'29"E 1124.81' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' CO M P A C T O R 4 FT HIGH DOCK 4 FT DOCK 4 FT DOCK 4 FT DOCK VA N VA N SA L V A G E RE C Y C L E TR A S H CO M P A C T O R EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y 59 t h A V E N E TRACT 996 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 1 C3.0 1 C3.0 1 C3.0 1 C3.0 1 C3.0 1 C3.0 HEAVY PAVEMENT 1 C3.0 1 C3.0 LIGHT LIGHT LIGHT LIGHT LIGHT LIGHT LIGHT R35' R15' R15' 70' FOUND 1" IP W/ CAP & TACK, LS 28074, 0.2' W. OF PROP CORNER (ON LINE) FOUND 1/2" BAR & CAP, LS 19631, ON LINE FOUND 1/2" BAR & CAP, FOUND 1/2" BAR & CAP, HUEY, 0.3'FOUND 1/2" BAR & CAP, 19631, ON LINE FOUND 1/2" BAR & CAP, HUEY, 0.4'FOUND 1/2" BAR & CAP, HUEY, 0.4' N. OF PROPERTY LINE FOUND 5/8" BAR & CAP, METRON 28067 0.7' N. OF PROP LINE N. OF PROP LINE N. OF PROP LINE LS 19631 ON LINE 9+ 9 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 BP = 9+90.00 S89°44'02"W 30.00' N0 ° 1 4 ' 0 5 . 4 0 " W 14' 5' R2.5'R2.5' R15'R15' R2.5' R2.5' R2.5' R2.5' R1.25' R1.25' R2.5' R2.5' R2.5' R1.25' R1.25' R15' R2.5' R2.5' R2.5' R2.5' R15' R15' 148' 36' 50' 19' 110' 64' 31' 19' 37' 14' 14' 86.2' 70' 70' 19' 53' 167' 36' 35' 321' 19' 50'63' 20' 19' 10' 10' 19' 7' 19' 10' 7' 14' 26' 19' 10' 19' 10' 4'30' 10' 7'8' 26' 26' 82' 70' 74' 28' 8' 37'37' 26' 12' 20' 10' 107' 2.5' 24.0'20' 10' 80' 36' 7' 7'20' 10'5'10' 50'65'20' 10' 2.5'14' 14' 36' 7' 10' 10' 50' 19' 10' 20' 5' 8' 8' 8' 5' 106' 19' 10' 19' 7' 7' 30.5' 26' 26' 9.5' R3' R3' DI S T R I C T V E H I C L E S ON L Y R2.5' R2.5'R2.5' 12'12'12'12' INSTALL 1' CONCRETE COLLAR AROUND EXISTING STORMFILTER GRATE PER DETAIL SHEET C4.6 INSTALL 1' CONCRETE COLLAR AROUND EXISTING STORMFILTER GRATE PER DETAIL SHEET C4.6 10' INTERSECTION BUILDING GRID LINE A7 INTERSECTION BUILDING GRID LINE B9 45' 11' FOUND 1/2" BAR & CAP, 4 C3.0 REINFORCED CONCRETE PAVEMENT 4 C3.0 REINFORCED CONCRETE PAVEMENT 365' R1' TYP. 16' 25'CONC. GEN PAD 5 C3.0 25' 76' FOOTING FOR & CONCRETE PAD FOR SLIDING GATE. FOOTING FOR & CONCRETE PAD FOR SLIDING GATE. FOOTING FOR SLIDING GATE. SEE SHEET C3.3 15' 11' BUILDING OUTSIDE STEM WALL BUILDING OUTSIDE STEM WALL SEE EAST COURTYARD HARDSCAPE PLAN PER SHEET L1.02 SEE HARDSCAPE PLAN PER SHEET L1.01 SEE HARDSCAPE PLAN PER SHEET L1.01 SEE HARDSCAPE PLAN PER SHEET L1.01 N:424335.4411 E:1318939.0240 N:424433.6265 E:1319048.7889 N:424438.2699 E:1319292.4544 FACE OF BLDG - S87°57'39"E FACE OF BLDG - S87°58'26"E SMOKING SHELTER. BIDDER DESIGNED. 35' 46' 20' 280' CYCLE PARKING SHELTER. BIDDER DESIGNED. SEE STRUCTURAL PLANS, WH S2.02-S2.03 FOR CONCRETE PAVING SECTION SEE STRUCTURAL PLANS, WH S2.02-S2.03 FOR CONCRETE PAVING SECTION SEE STRUCTURAL PLANS, WH S2.02-S2.03 FOR CONCRETE PAVING SECTION 5' 8' 9' FOOTING FOR & CONCRETE PAD FOR SLIDING GATE. 6" CURB 6" CURB 3 C3.0 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E S E E S H E E T C3 . 1 A C3 . 0 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 3" HMA PHASE 2 6" CSBC PHASE 1 FULL DEPTH PAVEMENT SECTION FINAL LIFT OVERLAY SIDEWALK SEE LANDSCAPE PLANS FOR SIDEWALK PAVING DETAIL. 3" HMA PHASE 2 3" ATB PHASE 1 6" CSBC PHASE 1 3" HMA PHASE 2 6" CSBC PHASE 1 SCALE: NTS LIGHT PAVEMENT SECTION 1 C3.0 SCALE: NTS HEAVY PAVEMENT SECTION 2 C3.0 3" HMA PHASE 2 3" ATB PHASE 1 6" CSBC PHASE 1 NEAT LINE CUT 1' EXISTING PAVEMENT FULL DEPTH PAVEMENT SECTION FINAL LIFT OVERLAY CONCRETE OR LANDSCAPE ISLAND WIDTH VARIES SCALE: NTS SIDEWALK SECTION A C3.0 SCALE: NTS CONCRETE ISLAND SECTION B C3.0 3" HMA PHASE 2 3" ATB PHASE 1 6" CSBC PHASE 1 NEAT LINE CUT 1' EXISTING PAVEMENT FULL DEPTH PAVEMENT SECTION FINAL LIFT OVERLAY SCALE: NTS BUILDING SECTION D C3.0 BUILDING OR CONCRETE SLAB AC3 . 0 A C3.0 BC3 . 0 BC3 . 0 B C3.0 B C3.0 BC3 . 0 CC3 . 0 DC3 . 0 DC3 . 0 D C3 . 0 B C3 . 0 PAVING, SIGNING AND CHANNELIZATION NOTES: INSTALL 3" WHITE PARKING STRIPE, TYP. INSTALL PAINTED WHITE TRAFFIC TURN ARROW PER WSDOT M-24.40-02 INSTALL PAINTED WHITE TRAFFIC DIRECTION ARROW. INSTALL CROSS WALK STRIPING PER WSDOT M-15.10-01. INSTALL WHEEL STOPS, TYP PER DETAIL C4.2. INSTALL TRAFFIC REGULATORY SIGN SIGN PER CITY OF ARLINGTON STANDARD DETAIL R-120. 1 2 3 1 3 3 4 4 2 3 2 4 11 11 1 1 1 1 1 11 1 1 1 5 5 5 5 5 3 3 3 3 3 2 3 4 4 3" HMA PHASE 2 6" CSBC PHASE 1 6" CSBC PHASE 2 LIGHT PAVEMENT SECTION HEAVY PAVEMENT SECTION COMPACTED SUBBASE COMPACTED SUBBASE COMPACTED SUBBASE COMPACTED SUBBASE COMPACTED SUBBASE COMPACTED SUBBASE INSTALL WHITE EDGE LINE PER SNO. CO. EDDS. STD. PLN. 7-070 INSTALL YELLOW CENTER LINE PER SNO. CO. EDDS. STD. PLN. 7-030 INSTALL WHITE EDGE LINE PER SNO. CO. EDDS. STD. PLN. 7-070 INSTALL YELLOW CENTER LINE PER SNO. CO. EDDS. STD. PLN. 7-030 INSTALL WHITE STOP BAR PER SNO. CO. EDDS. STD. PLN. 7-100 INSTALL WHITE STOP BAR PER SNO. CO. EDDS. STD. PLN. 7-100 YIELD SIGN 6 6 6" CSBC PHASE 1 6" PCC PHASE 2 SCALE: NTS CONCRETE PAVEMENT SECTION 3 C3.0 COMPACTED SUBBASE 12'12'12'12'12'12'12'12' 38.6' 6" PCC PHASE 2 6" CSBC COMPACTED SUBBASE 3" ATB PHASE 1 6" CSBC #4 BARS @ 12" O.C. EACH WAY E C3 . 0 SCALE: NTS CONCRETE YARD SECTION E C3.0 FULL DEPTH PAVEMENT SECTION HEAVY PAVEMENT SECTION REINFORCED CONCRETE SECTION 6" CSBC PHASE 1 6" PCC PHASE 2 SCALE: NTS REINFORCED CONCRETE PAVEMENT SECTION4 C3.0 COMPACTED SUBBASE #4 BARS @ 12" O.C. EACH WAY 3" ATB PHASE 1 6" CSBC SCALE: NTS EXISTING CURB SECTION C C3.0 CC3 . 0 CC3 . 0 EC3 . 0 3" HMA PHASE 23" HMA PHASE 2 4 3'3'3'3'3'3'3'3'3'3' 4 SEE ARCHITECTURAL PLANS, WH A2.11-A2.13 FOR STRIPING BENEATH CANOPY. STOP SIGN 6 STOP SIGN 6 15 MPH SIGN 6 15 MPH SIGN 6 15 MPH SIGN 6 15 MPH SIGN 6 NOTE: EXISTING VALVES, CLEANOUTS AND HANDHOLES IN PAVEMENT AREAS SHALL BE ADJUSTED TO PHASE 2 FINISHED GRADES. CONCRETE COLLARS TO BE INSTALLED AROUND ADJUSTED CLEANOUTS PER STORM DRAINAGE CLEANOUT DETAIL ON SHEET C4.6. 6" CSBC PHASE 2 3" ATB PHASE 2 6" CSBC PHASE 2 3" ATB PHASE 2 6" CSBC PHASE 2 6" CSBC PHASE 2 18" PCC PHASE 2 COMPACTED SUBBASE #5 BARS @ 12" O.C. EACH WAY, TOP & BOTTOM #4 CONT 8" M I N FINISHED GRADE 18" MIN SCALE: NTS REINFORCED CONCRETE GENERATOR PAD 5 C3.0 THICKENED SLAB EDGE2V:1H TYPE E-1 CURB PER COA STANDARD DETAIL R-210 TYPE E-1 CURB PER COA STANDARD DETAIL R-210 P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-PVHZ-RAIX0004.dwg, 1/20/2022 2:38:22 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xx CONC WALL CONC WALL EC CO COCO CO CO CO T CO CO CO CO CO CO S E T E E E T T E E E xxxxxxxxxxxxxxxxxxxxxxx T T x x x x x x WV MCD TRANSFORMER A SIDE MCD TRANSFORMER B SIDE T T T x x x x x x x xxxx x x x x x x xCOCOCOCOCOCOCOCOCOCO S D D D CO S S 1.5" IRRIGATION METER T T T T T T TRANSFORMER E CT CAN D D T T T GATE ACCESS STAIRS CO PEDESTRIAN PATH HOG FUEL PEDESTRIAN PATH HEATED PARKING BUILDING 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT 2 C3.0 HEAVY PAVEMENT FOUND 1/2" BAR & CAP, LS 19631 FOUND CONC NAIL & WASHER IN LEAD IN CONCRETE, 0.1' S. & FOUND 1/2" BAR & CAP, HUEY, 0.4' FOUND 1/2" BAR & CAP, 19631 ON LINE N. OF PROP LINE 0.1' W. FROM PROP COR. 0.4' S. OF PROPERTY LINE 60.3' 85' INTERSECTION BUILDING GRID LINE C1 1 C3.2 LIGHT 31' 5' 203' 21' 20' INSTALL 1' CONCRETE COLLAR AROUND PROPOSED STORMFILTER GRATE PER DETAIL SHEET C4.2 FOOTING FOR SLIDING GATE. SEE STRUCTURAL CALCULATIONS. BUILDING OUTSIDE STEM WALL FACE OF BLDG-N87°57'47"W N:424601.6498 E:1319964.0467 N:424629.1810 E:1320061.9660 N:424595.0958 E:1319819.7255 CONC SLAB CORNER ED G E O F S L A B - N 2 ° 0 1 ' 3 6 " E 5' SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 4 C3.1 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E S E E S H E E T C3 . 0 FC3 . 1 D C3.0 INSTALL WHITE EDGE LINE PER SNO. CO. EDDS. STD. PLN. 7-070 INSTALL YELLOW CENTER LINE PER SNO. CO. EDDS. STD. PLN. 7-030 INSTALL WHITE EDGE LINE PER SNO. CO. EDDS. STD. PLN. 7-070 INSTALL YELLOW CENTER LINE PER SNO. CO. EDDS. STD. PLN. 7-030 INSTALL WHITE EDGE LINE PER SNO. CO. EDDS. STD. PLN. 7-070 INSTALL YELLOW CENTER LINE PER SNO. CO. EDDS. STD. PLN. 7-030 INSTALL WHITE STOP BAR PER SNO. CO. EDDS. STD. PLN. 7-100 AND "STOP" LETTERING PER WSDOT STD PLAN M-80.30-00 INSTALL WHITE STOP BAR PER SNO. CO. EDDS. STD. PLN. 7-100 20' 145' 66' R15' 25.5' 214' 20' D C3.0 MATCHLINE SEE SHEET C3.2 4" CSBC PHASE 2 2" HMA PHASE 2 SCALE: NTS ASHALT PATH SECTION F C3.1 F C3.1 S=1.5% 3" HMA PHASE 2 3" ATB PHASE 1 6" CSBC PHASE 1 COMPACTED SUBBASE S=2.0% 15 MPH SIGN 6 15 MPH SIGN 6 STOP SIGN 6 NOTE: EXISTING VALVES, CLEANOUTS AND HANDHOLES IN PAVEMENT AREAS SHALL BE ADJUSTED TO PHASE 2 FINISHED GRADES. CONCRETE COLLARS TO BE INSTALLED AROUND ADJUSTED CLEANOUTS PER STORM DRAINAGE CLEANOUT DETAIL ON SHEET C4.6. 5.00' 6" DEPTH HOG FUEL WEED BARRIER SCALE: NTS HOG FUEL PATH SECTION G C3.1 GC3 . 1 SEE FUEL CANOPY SLAB FOUNDATION PLAN SHEET S3.01 FOR FUEL ISLAND PAVEMENT SECTION. 5' COMPACTED SUBBASE P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-PVHZ-RAIX0004.dwg, 1/20/2022 2:38:33 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY G G G D x xxxxxxxxx x x x xxxxxxxxx x ELECTRIC TRANSFORMER PAD TOP: 135.06' CO CO CO CO CO CO CO E E E E E E xxxxxxxxxxxxxxxxxxxxxxx T T T T T T T T T T T x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x P P P WVMCD TRANSFORMER A SIDE EV FLEET CHARGING STATIONS x x x x x x x x CO CO x x x T T GATE CO N0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' S88°03'29"E 1106.71' FOUND 1/2" BAR & CAP, HUEY, 0.2' N. FOUND 1/2" BAR & CAP, HUEY, 0.2' N. FOUND 1/2" BAR & CAP, 19631, 1.0' E. FOUND 1/2" BAR & CAP, HUEY, ON LINE FOUND CONC NAIL & WASHER IN LEAD IN CONCRETE, 0.1' S. & 0.1' W. FROM PROP COR. & 0.1' S. FROM COR. OF PROPERTY LINE OF PROPERTY LINE INTERSECTION BUILDING GRID LINE C1 1 C3.2 LIGHT 1 C3.2 LIGHT 1 C3.2 LIGHT 1 C3.2 LIGHT 1 C3.2 LIGHT 31' 5' 203' 109' 64' 94' 68' 95' 21' 40' 33' 9' 20' INSTALL 1' CONCRETE COLLAR AROUND PROPOSED STORMFILTER GRATE PER DETAIL SHEET C4.2 INSTALL 1' CONCRETE COLLAR AROUND PROPOSED STORMFILTER GRATE PER DETAIL SHEET C4.2 INSTALL 1' CONCRETE COLLAR AROUND PROPOSED STORMFILTER GRATE PER DETAIL SHEET C4.2 E:1319964.0467 N:424629.1810 E:1320061.9660 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 5 C3.2 POLE YARD PAVING PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MATCHLINE SEE SHEET C3.1 REMOVE FENCING AND FOUNDATIONS SPANNING EX. TWO LARGE DIAMETER FENCE POSTS. PATCH PAVEMENT AS NECESSARY TO TIE INTO PHASE 1 IMPROVEMENTS.. 3" HMA PHASE 2 6" CSBC PHASE 2 SCALE: NTS LIGHT PAVEMENT SECTION 1 C3.2 24" RECOMPACTED SUBBASE NOTE: TOP 9" OF EXISTING GRAVEL TO BE REMOVED AND DISPOSED OF OFF SITE. 9" TO BE REPLACE WITH LIGHT PAVEMENT SECTION PER GEOTECH. NOTE: EXISTING VALVES, CLEANOUTS AND HANDHOLES IN PAVEMENT AREAS SHALL BE ADJUSTED TO PHASE 2 FINISHED GRADES. CONCRETE COLLARS TO BE INSTALLED AROUND ADJUSTED CLEANOUTS PER STORM DRAINAGE CLEANOUT DETAIL ON SHEET C4.6. EX I S T I N G P A V E M E N T EXISTING PAVEMENT EXISTING PAVEMENT EXISTING PAVEMENT EX I S T I N G P A V E M E N T EX I S T I N G P A V E M E N T P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-PVHZ-RAIX0004.dwg, 1/20/2022 2:38:42 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY x x x P P P P P P G G G G G P P P SD SD D xxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W SS SS SS SS SS SS SS SS xx W(R ) W(R ) W(R ) xx x x xx W EP EP CONC WALL 6' CLF 6' CLF DRAIN A G E P O N D DRAINA G E P O N D 6' CLF W CONC WALL TR EC EC EC TR EC EC xxxxxxxxxxx x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x SD T T T x x x x xx x x x D D CO CO CO CO CO CO CO CO CO CO D D D CO CO CO CO COCOCO CO CO CO CO CO COCO CO CO COCOCO CO CO CO CO W( R ) W(R) W(R) x SD SD P P P PP P P P P P P P P P P P P P P P P P P P P P P P PPPPP PP P P P P P P P PP P PP T T T PP P P P P P PPPP P PP PP D D D CO T T T T T T T T T T T T T T T T T T T T T T CO CO CO CO SD SD SD SD SD SD SD SD SDSDSD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD P P P P PP P P P P P P P P P PP PPPP SD SD SD SD W(R)W(R)W(R)W(R)W(R)W(R) W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R) W(R) W(R) W(R)W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R) W( R ) W(R) W(R ) W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W(R)W(R)W(R) W( R ) W( R ) T 132 132132 13 3 133 133 134 13 4 13 4 131 131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 132133 133 133 134134 134 134 134 133 133 131 131 132 132133 133 13413 2 13 2 13 313 3 134 133 133 133 133 133 133 13 4 13 3 133 133 133 134 134 134 134 133 134 133 134 13 2 13 3 13 3 13 3 13 313 3 13 3 13 3 133 133 132 134 134 134 131132133 134133 132 134 133 132 133 133 134 134 133 133 133 132 134 134 13 3 133 x x x x x x x x x x LOT 19 LOT 17 LOT 16 LOT 12 TL 31052200402000 59 t h A V E N E TRACT 996 LOT 14 S88°03'29"E 1124.81' N0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' S88°03'29"E 1106.71' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' CO M P A C T O R 4 FT HIGH DOCK 4 FT DOCK 4 FT DOCK 4 FT DOCK VA N VA N SA L V A G E RE C Y C L E TR A S H PEDESTRIAN PATH CO M P A C T O R HOG FUEL PEDESTRIAN PATH EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y 6 C3.3 FENCING PLAN ( FEET ) SCALE 1 INCH = 40 FT. 40 40 80200 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. AUTOMATIC SWING GATES EXISTING 8' CHAIN LINK FENCE TO REMAIN EXISTING CHAIN LINK FENCE TO REMAIN. EXISTING CHAIN LINK FENCE TO REMAIN. AUTOMATIC SLIDING GATES AUTOMATIC SLIDING GATES INSTALL 8' CHAIN LINK FENCE WITH BARBED WIRE PER DETAILS THIS SHEET. POST FINISHED GRADE (INSIDE STORAGE YARD) CONTINUOUS TOP RAIL 12"DIA x 3'-0" CONC FOOTING, EXTEND POST FULL DEPTH OF FOOTING. TYP AT LINE AND CORNER POSTS. MOUND TOP TO DRAIN, TYP CHAIN LINK FABRIC. SELVEDGE TWISTED AT TOP, KNUCKLED AT BOT. TENSION WIRE SLEEVES TYP 2" MAX 3' TYP14 14 7TYP FABRIC BAND (TYP) STORAGE YARD (6 FT-8FT) CHAIN LINK FENCING MATERIAL SCHEDULE STRETCHER BAR (TYP) FINISHED GRADE 5 TYP TYP LINE SIZEDESCRIPTION MATERIAL ASTM MATERIAL SPEC SUPPLIER CATALOG NO 1 2 3 4 5 6 LINE POSTS, BRACE POSTS TENSION WIRE 2-3/8 INCH OD 2-7/8 INCH OD 4 INCH OD 1-5/8 INCH OD 1-5/8 INCH OD HIGH CARBON STEEL COIL SPRING WIRE A-53, TYPE E, GRADE B A-53, TYPE E, GRADE B A-53, TYPE E, GRADE B A-53, TYPE E, GRADE B A-53, TYPE E, GRADE B 7 8 10 12 13 GATE HINGES, DRIVE GATE TRUSS ROD 4 INCH MALLEABLE IRON MALLEABLE IRON STEEL, BLACK VINYL STEEL, BLACK VINYL STEEL, BLACK VINYL A-53, TYPE E, GRADE B MASTER HALCO NO 15754 MASTER HALCO NO 15911 ANCHOR NO N3570G ANCHOR NO N3674G TOP RAILS 11 GAGE STEEL WIRE, BLACK VINYL COATING 6 GAGE W/ BLACK VINYL COATING A-641 14 POST BRACE CHAIN LINK FENCE FABRIC 2"x2" WOVEN MESH A-392 LATCH, DRIVE GATE DROP BAR, DRIVE GATE GATE CENTER STOP, DRIVE GATE 9 11 STEEL, BLACK VINYLGATE KEEPER, DRIVE GATE 1 INCH MASTER HALCO NO 15904 FRAME, DRIVE GATE 1-7/8 INCH OD GATE POSTS FOR GATES OVER 4 FEET WIDTH END, CORNER, PULL POSTS AND GATE POSTS FOR GATES UNDER 4 FEET WIDTH 6 2"x2" CHAIN LINK FABRIC 6FT TALL STORAGE YARD FENCE SECTION 10' MAX 1515 15 ATTACHMENT FITTINGS AND MISC HARDWARE VARIOUS STEEL, BLACK VINYL MASTER HALCO15A-36, A-153 5/16" SOLID ROD W/ TIGHTENER F-626 EXISTING SCREENING WALL MANUALLY OPERATED DOUBLE SWING GATE WITH BARBED WIRE PER DETAILS THIS SHEET. PROVIDE INFRASTRUCTURE FOR FUTURE POWERED AUTOMATIC SLIDING GATE. INSTALL 6' CHAIN LINK FENCE PER DETAILS THIS SHEET. INSTALL 6' CHAIN LINK FENCE PER DETAILS THIS SHEET. INSTALL 6' CHAIN LINK FENCE PER DETAILS THIS SHEET. INSTALL 6' CHAIN LINK FENCE WITH BARBED WIRE PER DETAILS THIS SHEET. 2 MANUALLY OPERATED DOUBLE SWING GATE. SEE DRIVE GATE ELEVATION THIS SHEET. SEE LANDSCAPE PLANS FOR MAN GATE DETAIL EXISTING CHAIN LINK FENCE TO REMAIN. 23' 20' 13' 10' 125' 133' 67' 52' 4' 32' 0' 32' 25' 44' 62' 12' 2' 4' 18'3' 5' SEE LANDSCAPE PLANS FOR MAN GATE DETAIL BARBED WIRE 29' 13' 277' 249' END 6' FENCE 6FT TALL STORAGE YARD FENCE ELEVATION NO SCALE BEGIN BARBED WIRE END 6' FENCE END BARBED WIRE TIE INTO EX CORNER POST SEE PLAN FOR INSTALLATION LOCATIONS BARBED WIRE VARIES SEE PLANS FOR BARBED WIRE INSTALLATION LOCATIONS VARIES, 6' - 8' SEE PLAN FOR FENCE HEIGHT SEE LANDSCAPE PLANS FOR FENCING AND MAN GATE DETAIL FOR THIS SECTION OF FENCE. SEE LANDSCAPE PLANS FOR FENCING AND MAN GATE DETAIL FOR THESE SECTIONS OF FENCE. N.T.S. TRUSS ROD, TYP 1 TYP TENSION BAND, TYP TYP8 11 10 9 13 10'-0"10'-0" 20'-0" 3/16" x 3/4" TENSION BAR, TYP 1'-6" x 3'-0" CONC FOOTING, EXTEND POST FULL DEPTH OF FOOTING, TYP AT DRIVE GATE POSTS DRIVE GATE DRIVE GATE ELEVATION 3" TYP6 3" 1" GATE POST MA X GATE FRAME GATE BOTTOM HINGE DETAIL 1 FINISHED GRADE SET HINGE FLUSH WITH TOP FINISHED GRADE ALUMINUM CAP 1" GATE CENTER STOP 1" OD PIPE 10" DIA DRIVE GATE KEEPER DETAIL 2' - 0 " M I N 2" CONC FOOTING TOP OF FOOTING SLOPED AWAY FROM POST FINISHED GRADE 12 2" MAX 6' 7(TYP) SLIDING GATE FOOTING DETAIL NO SCALE 4' 1.5' 2.5' 8.5' 1. ALL POSTS SHALL BE SPACED AT 10 FEET MAXIMUM INTERVALS UNLESS OTHERWISE NOTED BY ENGINEER. 2. TOP AND BOTTOM TENSION WIRES SHALL BE PLACED WITHIN THE LIMITS OF THE FIRST FULL FABRIC WEAVE. 3. DETAILS ARE ILLUSTRATIVE AND SHALL NOT LIMIT HARDWARE DESIGN OR POST SELECTION OF ANY PARTICULAR FENCE TYPE. FENCE NOTES TYP6 SCH 40, STEEL PIPE, BLACK VINYL COATING SCH 40, STEEL PIPE, BLACK VINYL COATING SCH 40, STEEL PIPE, BLACK VINYL COATING SCH 40, STEEL PIPE, BLACK VINYL COATING SCH 40, STEEL PIPE, BLACK VINYL COATING STEEL PIPE, STD, BLACK 16 BARED WIRE, 3 STRAND ON 45° ARM BLACK PC BARB WIRE 16 17 TIE WIRE ALUMINUM, BLACK6.5" 9 GAGE 17 TIE WIRE (TYP) LINE POST 15" SPACING O.C. RAILS 24" SPACING O.C. EXISTING 8' CHAIN LINK FENCE TO REMAIN 4" 6' 2.5' #5 TOP AND BOTTOM 6" O.C. #5 TOP AND BOTTOM EQUAL SPACING PLACE SHAFT CONCRETE INTEGRALLY WITH FOOTING CONCRETE, TYP 1'-6" DIA x 4'-0" CONC FOOTING EXTEND POST, TYP (3) TYP6 C3.3 C3.3 6' 26' END 8' FENCE TIE INTO EX CONCRETE WALL ROW (TYP) P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-FNCE-RAIX0004.dwg, 1/20/2022 2:40:00 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 0+ 0 0 1+ 0 0 1+ 0 2 x x x x x x SS SS SS SS SS SS xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS P P P P P P P G G G G G G G G G G G G G G G G G G G G G G T T T T T T T T T T T T T T T T T T T T OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SD SD SD SD SD SD SD SD SD SD SD W W W SS SS SD SD SS SS SS SS SS SS SS SS SS SS SS W V V P TP-2 B-2 TP-1 E1A E1B E2 E3A E3B A-51503 A-51504 A-51756F-51505 A-9442 A-45223 G G G W W 59 t h A V E N E TR EC EC EC TR WV S S D D CO CO S CO COCOCO CO CO CO CO CO COCO CO CO COCOCO S CO CO S S S F-51771 P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P PPPPPP PPPP P P P P P P P PPPP P P P P P P P P P P P P P P P P P P P P P P P P P P P PP PPP P P P P PP P P P P PP P P D CO CO CO T T T T T T T T T T T T T T T T T T S CO CO CO CO SD SD SD SDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS PPP P P P P P P PP P P P P P P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P PP P W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWW W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SD SD SD SD SD SD SD SD SD W( R ) W(R)W(R)W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R ) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R) W( R ) W(R) W(R ) W(R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W(R) T 132 132132 13 3 133 133 134 13 4 13 4 131 131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 132 133 133 133 134134 134 134 134 131 131 132 132 133 133 13413 2 13 2 13 3 13 3 134 133 133 134 133 134 13 2 13 3 13 3 13 3 13 3 13 3 13 3 13 3 133 133 132 134 134 134 131 132 133 134 133 132 134 133 132 133 133 134 134 13 3 133 x x x x x x x x x x x x x x x x x x x x SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS DS DS DS DS DS DS DS DS DS DS DS DS DS DS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWW W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S88°03'29"E 1124.81' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' CO M P A C T O R 4 FT HIGH DOCK 4 FT DOCK 4 FT DOCK 4 FT DOCK SA L V A G E RE C Y C L E TR A S H CO M P A C T O R 59 t h A V E N E TRACT 996 135 135 132 132 133 133 133 134 134 134134 134 134 135135 135 132 132 132 133 133 13 3 133 133 134 134134 134 134 135 135 133 133 132 132 132 132 132 132 131 132 132 13 3 13 3 53 L F 8 " P V C @ 0 . 5 0 % 123 LF 12" PVC@ 0.50% 8 LF 12" PVC @ 0.50% 132 LF 1 2 " P V C @ 1.68% 12 LF 8" PVC @ 0.50% 144 LF 12" PVC@ 0.50% 11 LF 12" PVC @ 0.50% 104 LF 12"@ 0.50% 60 LF 8" PVC@ 0.50% 11 1 L F 1 2 " @ 0 . 6 0 % 84 L F 1 2 " @ 0 . 6 0 % INSTALL 43 LF TRENCH DRAIN INSTALL 136 LF TRENCH DRAIN 46 LF TRENCH DRAIN 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 13 + 6 3 BP = 10+00.00 EP = 13+62.62 SE INFILTRATION NW INFILTRATION C12, 48" TYPE 2 2-18" PSORB CARTRIDGE STORMFILTER RIM: 133.42 IE: 130.62 (12" IN-E) IE: 130.41 (12" IN-W) IE: 128.11 (12" OUT-N) C13, TYPE 1L RIM: 133.25 IE: 131.23 (12" OUT-W) C , TYPE 1L RIM: 133.36 IE: 130.60 (8" IN-E) IE: 130.60 (8" OUT-S) C11, TYPE 1L RIM: 132.95 IE: 130.93 (12" OUT-E) C6 , TYPE 1L RIM: 132.90 IE: 130.90 (8" OUT-W) C14, TYPE 1L RIM: 133.54 IE: 131.54 (12" OUT-E) C10, 3-18" PSORB CARTRIDGE STORMFILTER RIM: 131.42 IE: 129.04 (8" IN-S) IE: 128.54 (8" OUT-E) C1 , TYPE 1L RIM: 133.31 IE: 131.00 (12" OUT-S) C2 , TYPE 1 OIL WATER SEPARATOR RIM: 132.94 IE: 130.33 (12" IN-N) IE: 130.33 (6" OUT-E) C3 , TYPE 1 OIL WATER SEPARATOR RIM: 132.75 IE: 129.43 (6" OUT-E) C4 , TYPE 1 OIL WATER SEPARATOR RIM: 132.47 IE: 128.44 (12" IN-S) IE: 128.44 (6" OUT-E) C5 , TYPE 1L RIM: 132.28 IE: 128.95 (12" OUT-N) -1.5% -2.0% -2.0% -2.0% -1.1% -0.4% -0 . 6 % -0 . 4 % -0 . 4 % -0 . 7 % -1.7%-1.5% -1.7% -1.4% -2.0%-2.0% 2. 8 % -2 . 0 % -1 . 7 % -2 . 0 % -2 . 2 % -0 . 9 % -2 . 5 % -4.0% -2 . 1 % -2.4 %-2 . 2 % -0 . 7 % -3 . 2 % -3 . 2 % -1 . 8 % -1. 2 % -1 . 5 % -1 . 8 % -1 . 1 % -2.2 % -1.2 % -1 . 1 % -4 . 1 % -1 . 9 % -1 . 8 % -0.8 % -2.3% -2. 2 % -2. 7 % -0 . 9 % -2. 1 % -1 . 8 % -1.4% -1.0% -1 . 5 % -1 . 5 % -1 . 5 % -1 . 5 % -1 . 6 % -2 . 4 % -1 . 5 % -1 . 5 % -1 . 5 % -0 . 1 % -0 . 9 % -1 . 2 % -2. 0 % -3 . 1 % -2.0 % -3. 1 % -1. 7 % -1 . 4 % -1.8% -1.8% -1.1% -3 . 2 % MAKE TRENCH DRAIN CONNECTION TO EX STORM STUB. I.E.=130.29 MAKE TRENCH DRAIN CONNECTION TO EX STORM STUB. I.E.=129.54 CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. CONNECT ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. CONNECT 6" ROOF DRAIN TO EX.INFILTRATION DRYWELL STUB. CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. C15, 60" TYPE 2 RIM: 132.81 IE: 129.32 (12" IN-E) IE: 129.32 (12" IN-W) IE: 129.78 (8" IN-NW) IE: 128.82 (12" OUT-N) -1. 2 % -1. 3 % -2.7 % 133 134 13 2 13 3 13 3 13 4 13 3 13 2 13 2 13 3 135 134 133 132 131 131 132 133 134 13 3 134 134 132 I.E.:130.85 -1. 3 % -2.7 % -3. 0 % -4 . 6 % SW INFILTRATION DRYWELL 3 DRYWELL 1 DR Y W E L L 2 DRYWELL 4 DR Y W E L L 5 6" ROOF DRAIN (TYP) DOWNSPOUT (TYP) -1 . 8 % -1 . 8 % -1 . 5 % -0 . 3 % CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. 11LF 6" SD CONNECTING TRENCH DRAINS INSTALL 12" OF BIORETENTION SOIL AFTER FINAL LIFT OF PAVING INSTALL 12" OF BIORETENTION SOIL AFTER FINAL LIFT OF PAVING INSTALL 12" OF BIORETENTION SOIL AFTER FINAL LIFT OF PAVING SEE STRUCTURAL PLANS FOR WALL DETAILS (TYP) -1 . 8 % TC: 134.74 FL: 134.24 TC: 134.74 FL: 134.24 TC: 134.38 FL: 133.88 TC: 134.05 FL: 133.55 FG 134.15 FG 134.21 FG 134.49 TC: 134.51 FL: 134.01 FG 133.96 TC: 133.12 FL: 132.62 TC: 133.47 FL: 132.97 TC: 134.39 FL: 133.89 TC: 134.48 FL: 133.98 TC: 134.51 FL: 134.01 TC: 134.52 FL: 134.02 TC: 134.45 FL: 133.95 TC: 134.46 FL: 133.96 TC: 134.27 FL: 133.77 TC: 134.28 FL: 133.78 TC: 134.54 FL: 134.04 TC: 134.40 FL: 133.90 TC: 134.36 FL: 133.86 TC: 134.51 FL: 134.01 TC: 134.55 FL: 134.05 TC: 134.25 FL: 133.75 TC: 134.22 FL: 133.72 FG 134.63 TC: 134.84 FL: 134.34 TC: 134.73 FL: 134.23 TC: 134.35 FL: 133.85 TC: 134.38 FL: 133.88TC: 134.39 FL: 133.89 TC: 134.53 FL: 134.03 TC: 134.44 FL: 133.94 TC: 134.40 FL: 133.90 TC: 134.74 FL: 134.24 TC: 134.74 FL: 134.24 TC: 134.35 FL: 133.85 TC: 134.70 FL: 134.20 FG 135.48 FG 133.58 FG 133.96 FL 133.22 FG 133.89 FG 133.92 FG 134.79 FG 133.74 FG 134.30 FG 134.28 FG 134.44 TC: 135.08 FL: 134.58 TC: 134.98 FL: 134.48 TC: 134.38 FL: 133.88 FG 133.81 FG 132.55 FG 132.66FG 132.27 FG 134.78 FG 132.16FG 132.87 TC: 135.04 FL: 134.54 TC: 134.90 FL: 134.40 FG 133.81FG 133.59 TC: 134.04 FL: 133.54 TC: 134.03 FL: 133.53 TC: 134.08 FL: 133.58 TC: 134.14 FL: 133.64 TC: 134.23 FL: 133.73 TC: 135.08 FL: 134.58 TC: 134.72 FL: 134.22 TC: 134.61 FL: 134.11TC: 134.57 FL: 134.07 TC: 134.61 FL: 134.11 TC: 134.86 FL: 134.36 TC: 134.50 FL: 134.00 TC: 135.23 FL: 134.73 TC: 134.96 FL: 134.46TC: 135.18 FL: 134.68 TC: 135.18 FL: 134.68 TC: 134.77 FL: 134.27 TC: 134.80 FL: 134.30 TC: 134.80 FL: 134.30 TC: 134.49 FL: 133.99 TC: 134.45 FL: 133.95 TC: 134.48 FL: 133.98 TC: 134.74 FL: 134.24 TC: 135.39 FL: 134.89 TC: 134.24 FL: 133.74 TC: 134.29 FL: 133.79 TC: 134.73 FL: 134.23 TC: 134.48 FL: 133.98 TC: 133.85 FL: 133.35 TC: 133.60 FL: 133.10 TC: 133.58 FL: 133.08 TC: 133.60 FL: 133.10 TC: 134.35 FL: 133.85 TC: 134.10 FL: 133.60TC: 134.15 FL: 133.65 TC: 134.13 FL: 133.63 TC: 134.24 FL: 133.74 TC: 134.48 FL: 133.98 TW: 134.44 FL: 132.36 TW 134.73 FG 132.07 FL 131.38 FG 132.04 TC: 134.39 FL: 133.89 TC: 134.32 FL: 133.82 TC: 135.04 FL: 134.54TC: 134.12 FL: 133.62 TC: 134.05 FL: 133.55 TC: 134.07 FL: 133.57 TC: 134.02 FL: 133.52 TC: 134.22 FL: 133.72 TC: 134.62 FL: 134.12 FG 134.21 FG 133.43 FG 133.96 FG 134.28 FG 134.06 TC: 135.98 FL: 135.48 TC: 135.88 FL: 135.38 FG 135.48 FG 133.75 FL 131.38 FG 134.75 TC: 134.71 FL: 134.21 TC: 134.69 FL: 134.19 TC: 134.63 FL: 134.13 TC: 134.61 FL: 134.11 TC: 133.98 FL: 133.48 TC: 133.99 FL: 133.49 TC: 134.05 FL: 133.55 TC: 134.73 FL: 134.23 TW: 134.48 FL: 132.27 TC: 133.85 FL: 133.35 FG 135.43 FG 134.45 FG 135.38 FG 134.13 FG 135.38TR 135.38 FG 132.48 TC: 134.36 FL: 133.86 TC: 134.25 FL: 133.75 TC: 134.10 FL: 133.60 TC: 134.10 FL: 133.60 TC: 134.42 FL: 133.92 TC: 133.43 FL: 132.93 TC: 133.99 FL: 133.49 TC: 134.68 FL: 134.18TC: 134.37 FL: 133.87 1.0% -2 . 0 % FG 135.39 FG 134.98 FG 134.88FG 134.40 FG 134.84 FG 134.80FG 134.91 FG 134.91FG 134.91FG 134.91 FG 134.29 FG 134.25 FG 134.72 FG 134.83 FG 134.92 FG 134.98 FG 134.98 FG 134.49 FG 134.62 FG 135.00 FG 135.00 FG 134.65 -1.9% -1.9% FG 133.09 FG 133.08 FG 133.68 FG 133.69 FG 134.89 FG 134.80 FG 134.80 FG 134.93 FG 134.98 FG 134.98 FG 134.82 FG 134.74 FG 134.85 FG 134.73 FG 134.84 FG 134.84 FG 134.73 FG 134.71 FG 134.76 FG 134.60 FG 134.41FG 134.35 FG 134.85 FG 134.85 FG 134.59 FG 134.75FG 134.83 FG 134.98 FG 134.98 FG 134.98 FG 134.98 FG 135.48 FG 135.38 FG 135.38 -1 . 9 % -3 . 0 % 0. 1 % FG 135.42 FG 135.50 TC: 135.18 FL: 134.68 FL 131.38FL 131.38 -2 . 0 % FG 134.70 TC: 134.12 FL: 133.62 TC: 133.79 FL: 133.29 TC: 133.81 FL: 133.31 TC: 134.15 FL: 133.65 FG 134.16 FG 134.17 -5.8% -3 . 9 % -1.0% -0.2% TR 135.42 -5 . 0 % -0.5%TR 135.50 TR 135.01 TR 135.38 TR 135.38 FG 132.54 FG 133.38 FG 134.98FG 134.98 FG 134.93 FG 134.88 AREA DRAIN GRATE: 134.25 AREA DRAIN GRATE: 134.25 AREA DRAIN GRATE: 134.25 AREA DRAIN GRATE: 134.00 FG 134.23FG 134.20 FG 132.99 FG 133.06 -0 . 5 % -3 . 4 % -1 . 9 % FG 132.04 -1.6% 0.0% -0.0% FL 131.38 FL 133.22 -5 . 3 % FG 133.23 FG 133.24 FG 134.17 -0.1% -0.5% FG 134.31FG 134.40 FG 134.43 FG 134.76 0.7% -1 . 3 % FG 134.98 TC: 134.79 FL: 134.29 TC: 134.92 FL: 134.42 TC: 135.00 FL: 134.50 TC: 134.87 FL: 134.37 FG 135.50 6" STORM CLEANOUT (TYP) OFFICE BUILDING FFE= 135.00 PAD EL= 134.00 WAREHOUSE FFE= 135.50 PAD EL=134.50 GR A D E B R E A K GR A D E B R E A K GR A D E B R E A K GR A D E B R E A K RI D G E GRA D E B R E A K GR A D E B R E A K GR A D E B R E A K GR A D E B R E A K FLOW LINE CU R B F L U S H W I T H P A V E M E N T CURB FLUSH WITH PAVEMENT SEE PATIO GRADING DETAIL SHEET C4.4. ADJUST CLEANOUT RIM ELEVATIONS TO GRADE AT FINAL PAVEMENT LIFT. TYPICAL ALL CLEANOUTS. ADJUST CLEANOUT RIM ELEVATIONS TO GRADE AT FINAL PAVEMENT LIFT. TYPICAL ALL CLEANOUTS. ADJUST CLEANOUT RIM ELEVATIONS TO GRADE AT FINAL PAVEMENT LIFT. TYPICAL ALL CLEANOUTS. TW: 133.76 FL: 133.26 TAPER WALL HEIGHT TC: 135.64 FL: 135.14 EXISTING VAULTS TO BE ADJUSTED TO TOP OF WALL ELEVATION. 30' FG 135.39 FG 135.48 -1 . 6 % -1 . 5 % FG 135.39 FG 134.98 FG 134.95 FG 134.95 20 ' 10 '10 ' xxxx T T W(R)W(R)W(R)W(R)W(R)W(R) 134 135 135 134 -1 . 8 % TC: 135.64 FL: 135.14 TC: 135.27 PAVE HP FL: 135.07 TC: 135.42 FL: 134.92 FC: 134.80 TC: 135.33 FL: 134.83 TC: 134.94 FL: 134.44 TC: 134.85 FL: 134.35 FC: 134.33 FC: 134.31 FC: 134.79 TC: 135.49 FL: 134.99 TC: 135.27 FL: 134.77 TC: 135.42 FL: 134.92 -1.0% TC: 134.94 FL: 134.44 FLUSH CURB VARIING HEIGHT CURB -1.9%-0.9%GR A D E B R E A K -1.0%-1.0% -1.0% -1 . 8 % INSIDE FULL 6" CURB -1.0% GR A D E B R E A K 7 C4.0 GRADING AND DRAINAGE PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E S E E S H E E T C4 . 1 1 C4.2 SD PROPOSED GRADING & STORM DRAINAGE STORM DRAIN PIPE ROOF DRAIN ROCKERY DRAIN SWALE OR DITCH STREET FLOW SURFACE FLOW RIPRAP CATCH BASIN, TYPE I CATCH BASIN, TYPE II PIPE FLOW INTAKE OR OUTFALL STORM CLEANOUT YARD DRAIN OVERFLOW STRUCTURE FG: XX.XX FL: XX.XX TC: XX.XX TR: XX.XX FINISHED GRADE ELEVATION FLOW LINE ELEVATION TOP OF CURB ELEVATION TOP OF RAMP CROSSING CONTRACTOR TO POTHOLE AND VERIFY LOCATION AND DEPTH OF EX. WATER MAIN. DESIGN: STORM I.E.= 130.73 WATER CROWN: 129.73 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 1.UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%. CROSS SLOPES SHALL NOT BE LESS THAN 1% NOR EXCEED 2%. 2.MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. 3.COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE. 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. 2.IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT, RIGHT-OF-WAY PERMIT, AND UTILITY PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. 3.PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR SHALL ATTEND A PRE-CONSTRUCTION CONFERENCE WITH THE CITY. THE CONTRACTOR SHALL SCHEDULE THE PRE-CONSTRUCTION CONFERENCE BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PERMITS, A COPY OF THE CONTRACTOR’S LICENSE, AND PROOF OF INSURANCE COVERAGE. 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. 6.ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS. 7.THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 8.INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT INSPECTION. 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. 10.THE CONTRACTOR SHALL MAINTAIN TWO (2) SETS OF “ASBUILT” PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN ENGINEER. 1.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE CITY. 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY’S STANDARDS AND SPECIFICATIONS (CHAPTER 4). 4.ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90% OF MAXIMUM DRY DENSITY. 5.ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. 6.LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2”X4” WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED “STORM”. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 7.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION OF INLETS IS DISCOURAGED. 8.ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. 9.ALL GRATES SHALL BE MARKED “OUTFALL TO STREAM – DUMP NO POLLUTANTS”. ALL SOLID COVER SHALL BE MARKED “DRAIN”. ALL CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. 10.ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. 12.ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 13.DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. 14.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING BEGINS. 15.STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DEVELOPER PRIOR TO THE CITY’S ACCEPTANCE OF THE PROJECT. 16.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. 17.IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. ADA NOTES: CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES:CITY OF ARLINGTON STORM DRAINAGE NOTES: 1C4 . 0 1 C4 . 0 SCALE: NTS LOADING DOCK DRAINAGE 1 C4.0 DOCK OVERHANG GRADE PER PLAN TRENCH DRAIN FL: 131.38 FG: 135.38 2% MIN. 0.5% DOCK GRADE SCALE: NTS SLIDING GATE CURB CUT 2 C4.0 3' 6" TAPER 6" TAPER CONCRETE SLIDING GATE ROLLER PAD ROAD PAV E M E N T ELEVATIONS PER PLAN 6" STANDARD CURB 2 C4.0 2 C4.0 2 C4.0 2 C4.0 SCALE: 1"=10' GUARD SHACK ISLAND GRADING DETAIL 3 C4.0 SEE DETAIL THIS SHEET FOR GUARD SHACK ISLAND GRADING END FULL HEIGHT CURB BEGIN FLUSH CURB BEGIN FULL HEIGHT CURB END FLUSH CURB P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-GPSD-RAIX0004.dwg, 1/20/2022 2:43:21 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W SD SD SD TP-3 E3A E3B E4 L1 EX A-51759 F-51645A-51757 A-51758 EC TR EC CO T CO CO CO CO CO CO S E T E E E T T E DRYWELL TOP: 134.03 FL 12" PVC N: 129.9 STORM CB TOP: 135.22 FL 12" PVC E: 130.7 FL 12" PVC S: 130.2 xxxxxxxxxxxxxxxxxxxx T T x x WV MCD TRANSFORMER A SIDE MCD TRANSFORMER B SIDE T T T x x x x x x x xxxx x x x x x x x S S CO CO CO CO CO CO CO CO CO CO S D D D CO S S F-51771 W( R ) W(R)W(R) SD P P P P P P P P P P P P P P P P P P P PPPPPP P P P P P P P P P P P T T T T T T TRANSFORMER E CT CAN D D T T T SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SS SS SS P P P P P P P P P W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R)W(R)W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R) W(R ) W(R)W(R)W(R)W(R) W( R ) W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R ) W(R)W(R)W(R)W(R) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) 133 133 133 133 133 133 133 133 13 4 13 3 133 133 133 134 134 134 134 133 134 133 132 133 134 134 133 133 ACCESS STAIRS SDCO 132 SS SS DS DS DS DS W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W N87°58'26"W 2261.04' PEDESTRIAN PATH HOG FUEL PEDESTRIAN PATH 707075758080858590909595 10 0 10 0 10 5 10 5 11 0 11 0 11 5 11 5 12 0 12 0 12 5 12 5 13 0 13 06767686869697171 72727373747476767777787879798181 82828383848486868787888889899191 9292939394949696979798989999 10 1 10 1 10 2 10 2 10 3 10 3 10 4 10 4 10 6 10 6 10 7 10 7 10 8 10 8 10 9 10 9 11 1 11 1 11 2 11 2 11 3 11 3 11 4 11 4 11 6 11 6 11 7 11 7 11 8 11 8 11 9 11 9 12 1 12 1 12 2 12 2 12 3 12 3 12 4 12 4 12 6 12 6 12 7 12 7 12 8 12 8 12 9 12 9 13 1 13 1 13 2 13 2 133 133 13 3 13 3 13 4 13 4 13 4 13 4 13 4 13 4 13 4 135 136 134 13 3 134 134 13 4 13 3 87 LF 12" P V C @ 0.50% 58 LF 12" PVC@ 0.50% 86 LF 12" PVC@ 0.50% 144 LF 12" PVC@ 0.50% 134 SE INFILTRATION SMH21, 96" TYPE 2 9-LOW DROP PSORB CARTRIDGE STORM FILTER RIM: 134.17 IE: 129.90 (12" IN-W) IE: 129.58 (12" IN-E) IE: 129.08 (12" OUT-N) C22, TYPE 1L RIM: 132.96 IE: 130.01 (12" IN-E) IE: 130.51 (6" IN-NW) IE: 130.01 (12" OUT-W) C23, TYPE 1L RIM: 132.84 IE: 130.84 (12" OUT-W) C20, TYPE 1L RIM: 132.34 IE: 130.34 (12" OUT-E) C1 , TYPE 1L RIM: 132.04 IE: 130.04 (12" OUT-W) NE INFILTRATION -1 . 8 % -2.4 % -1 . 1 % -2.4 % -2.0% -2. 5 % -2.2 % -1.2 % -1 . 1 % -1.7% -6 . 3 % -3.4 % -2 . 0 % -1.5% -2 . 1 % -2.5% -2 . 5 % -1 . 3 % -2 . 4 % -1 . 9 % -1 . 8 % CONNECT 6" ROOF TO EX.INFILTRATION DRYWELL STUB. CONNECT 6" ROOF DRAIN TO EX. INFILTRATION DRYWELL STUB. 13 3 133 133 135 C22 , TYPE 1L RIM: 133.42 IE: 130.55 (12" IN-E) IE: 130.81 (6" IN-N) IE: 130.55 (12" OUT-W) 20 L F 6 " P V C 34 L F 6 " P V C -1 . 8 % -1 . 8 % -2.7 % -3.4 % -3.0 % -3.0 % STORM FILTER RIM: 134.43 IE: 132.11 (8" OUT-N) FLOW LINE 2' FROM EOP FLOW LINE 2' FROM EOP 25.00' 5. 0 0 ' 135 -1 . 8 % FG 133.92 FG 134.79 FG 133.63 FG 133.06 FG 132.63FG 133.74 FG 134.32 FG 134.32 FG 134.49 FG 134.24 FG 133.19 FG 133.73 FG 133.86 FG 133.09 FG 134.50 FG 134.36 FG 134.95 FG 134.36 FG 134.11FG 133.73 FG 133.43 FG 133.64 FG 134.08 FG 133.95 FG 134.22 FG 133.77 FG 133.96 FG 134.06 FG 133.75 FG 133.42 FG 134.04 FG 133.33 FG 133.75 FG 134.17 -0.5% FG 133.74 FG 133.66 FG 134.32 FG 134.38 FG 133.98 FG 134.31 MATCH EX. EL: 135.02 MATCH EX. EL: 135.11 MATCH EX. EL: 134.95 FG 134.90 FG 134.88 FG 134.65 -0 . 6 % -2 . 7 % -2 . 7 % -2 . 8 % -1 . 9 % -0.5% -0.5% GR A D E B R E A K GRADE BREAK GR A D E B R E A K GR A D E B R E A K FFE= 134.15 SEE GRADING DETAIL SHEET C4.4. SEE GRADING DETAIL SHEET C4.4. SEE FUEL ISLAND GRADING PLAN (SHEET C1.01) BY BARGHAUSEN ADJUST CLEANOUT RIM ELEVATIONS TO GRADE AT FINAL PAVEMENT LIFT. TYPICAL ALL CLEANOUTS. ADJUST CLEANOUT RIM ELEVATIONS TO GRADE AT FINAL PAVEMENT LIFT. TYPICAL ALL CLEANOUTS. FG 133.34 27 LF 6" P V C @ 1.07% C5 , TYPE 1 RIM: 133.54 IE: 131.48 (6" OUT-E) C5 , TYPE 1 RIM: 133.73 IE: 131.19 (6" IN-W) IE: 131.19 (6" OUT-SE) EX I S T I N G P A V E M E N T EXISTING PAVEMENT EXISTING PAVEMENT 8 C4.1 GRADING AND DRAINAGE PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E S E E S H E E T C4 . 0 CROSSING DESIGN: STORM I.E.= 129.84 WATER CROWN: 128.80 DROP WATER UNDER STORM SYSTEM . SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. MATCHLINE SEE SHEET C4.2 P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-GPSD-RAIX0004.dwg, 1/20/2022 2:43:58 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY SS SS SS SS SS OH OH OH OH OH OH OH OH OH OH OH OH P P P P P P P P P P P P P G G P P SD D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD OH OH OH OH W( R ) W(R ) W(R ) W(R ) W(R ) W(R ) W(R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W( R ) W(R) x x x x x x x x SDMH TOP 135.48 IE 131.1-6"PVC (W) IE 127.5-15"PVC (E) IE 127.7-15"PVC (S) CB TOP 134.65 IE 131.3 6"PVC (W&E) SDMH TOP 134.31 IE 128.0 15"PVC (N&S) B-1 EX F-50125 A-51602 UG LINES (P) E E E xxxxxxxxxxxxxxxxxxxxxxx T T T T T T T T T T T x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x P P P 4" PVC OUTFALL IE: 134.5 EV FLEET CHARGING STATIONS x x x x CO CO SD SD SD SD SD SD STORM CB - TOP: 135.48 OIL STOP VALVE LOCATED INSIDE 4" PVC SOUTH APPROXIMATE IE: 134.5 T T N0 ° 1 4 ' 0 5 " W 3 3 0 . 2 4 ' S88°03'29"E 1106.71' C25, 1-18" PSORB CARTRIDGE STORM FILTER RIM: 134.10 IE: 131.80 (8" OUT-N) C24, 1-18" POSRB CARTRIDGE STORM FILTER RIM: 134.67 IE: 132.37 (8" OUT-S) PO L E Y A R D I N F I L T R A T I O N INSTALL TYPICAL ON-SITE INFILTRATION TRENCH PER DETAIL C4.5 INSTALL TYPICAL ON-SITE INFILTRATION TRENCH PER DETAIL C4.5 C42, 1-18" PSORB CARTRIDGE STORM FILTER RIM: 134.43 IE: 132.11 (8" OUT-N) C40, 1-18" PSORB CARTRIDGE STORM FILTER RIM: 134.82 IE: 132.45 (8" OUT-S) 9 LF 8" HDPE 9 LF 8" HDPE FLOW LINE 2' FROM EOP FLOW LINE 2' FROM EOP 40.00' 8. 0 0 ' 45.00' 8. 0 0 ' 25.00' 5. 0 0 ' 135 13 5 13 5 135 135 135 135 13 5 13 5 135 13 5 13 6 136 136 135 13 5 136 13 6 135 137 136 EX CB WITH OIL STOP VALVE TO DAYLIGHT TO PAVEMENT IMMEDIATE SOUTH. EX. EXPOSED OUTLET TO REMAIN IN PLACE. FG 134.36 MATCH EX. EL: 135.05 MATCH EX. EL: 135.02 MATCH EX. EL: 135.03 MATCH EX. EL: 135.11 MATCH EX. EL: 134.95 MATCH EX. EL: 135.14 MATCH EX. EL: 135.01 MATCH EX. EL: 134.97 MATCH EX. EL: 134.98 MATCH EX. EL: 134.94 MATCH EX. EL: 135.58 MATCH EX. EL: 135.21 MATCH EX. EL: 135.09 MATCH EX. EL: 135.03 MATCH EX. EL: 135.13 MATCH EX. EL: 135.42 MATCH EX. EL: 135.75 MATCH EX. EL: 136.16 MATCH EX. EL: 136.07 MATCH EX. EL: 135.50 MATCH EX. EL: 135.16 MATCH EX. EL: 135.80 MATCH EX. EL: 136.03 MATCH EX. EL: 135.72 MATCH EX. EL: 135.72 MATCH EX. EL: 135.30MATCH EX. EL: 135.20 MATCH EX. EL: 135.13 MATCH EX. EL: 135.09 MATCH EX. EL: 135.72 -1 . 5 % -0.9% -1.2% -1.6%-1 . 8 % -2. 0 % -1. 4 % -1 . 7 % -2 . 4 % -1 . 1 % -0 . 5 % -1.6% -1 . 2 % -1.8 % -1. 0 % -1.1 % -1.0% -1 . 0 % -0 . 9 % -2 . 4 % FG 136.04 FG 136.33FG 136.35FG 136.19 FG 135.32 FG 135.36 FG 135.52 FG 135.60 FG 135.87 FG 136.06 FG 135.70 MATCH EX. EL: 135.63 FG 134.90 FG 134.88 FG 134.65 FG 135.14 FG 134.90 -0 . 6 % -2 . 7 % -2 . 7 % -2 . 8 % -1 . 9 % -0 . 6 % -0.5% -0.5% -0.5% 3' 3' 3' 3' EX. MAN GATE EX I S T I N G P A V E M E N T EXISTING PAVEMENT EXISTING PAVEMENT EX I S T I N G P A V E M E N T EX I S T I N G P A V E M E N T 60' C41, 2-18" PSORB CARTRIDGE STORM FILTER RIM: 134.31 IE: 131.95 (8" OUT-N) 7 LF 8" HDPE 2' - 4 " IN S I D E R I M PLAN VIEW 6" AA SECTION A-A SECTION B-B A 514" 2'-0" INSIDE 2'-012" OUTSIDE B 2'-4"2'-0" 4'-43 4" 5" 5" 4'-83 4" OUTSIDE RIM 2'-4" INSIDE RIM 2'-4" INSIDE RIM FLOW B B H FLOATABLES BAFFLE WEIR WALL CLEANOUT ACCESS PLUG ON WEIR WALL CONCRETE COLLAR AND REBAR TO MEET HS20 ACCESS COVER VANED INLET GRATE (SOLID COVER OPTIONAL) INLET STUB (OPTIONAL) INLET STUB (OPTIONAL) PERMANENT POOL ELEVATION LIFTING EYE (TYP. OF 4) CARTRIDGE SUPPORT CATCHBASIN FOOT (TYP. OF 4) OUTLET STUB OUTLET PIPE FROM FLOWKIT OPTIONAL SLOPED LID FINISHED GRADE FILTRATION BAY INLET PERMANENT POOL ELEVATION STORMFILTER CARTRIDGE FILTRATION BAY INLET FLOW KIT 1'-0" COLLAR CATCHBASIN FOOT (TYP. OF 4) 2' - 4 " IN S I D E R I M FLOW A 514" 2'-0" INSIDE 2'-012" OUTSIDE B 2'-0"2'-8" 6'-9" 5"5" 7'-1" OUTSIDE RIM 2'-4" INSIDE RIM 2'-4" INSIDE RIM 2'-4" INSIDE RIM 2'-0" B B H 6" AA INLET STUB (OPTIONAL)OUTLET STUB OUTLET PIPE FROM FLOWKIT FILTRATION BAY INLET PERMANENT POOL LEVEL ACCESS COVER CONCRETE COLLAR AND REBAR TO MEET HS20 IF APPLICABLE BY CONTRACTOR OPTIONAL SLOPED LID CORNER ELEVATIONS TO BE SPECIFIED BY ENGINEER STORMFILTER CARTRIDGE TYP. FLOW KIT TYP. CLEANOUT ACCESS PLUG ON WEIR WALL PERMANENT POOL ELEVATION CARTRIDGE SUPPORT TYP. CATCHBASIN FOOT (TYP. OF 4) FINISHED GRADE WEIR WALL FLOATABLES BAFFLE LIFTING EYE (TYP. OF 4) VANED INLET GRATE (SOLID COVER OPTIONAL) 1'-0" COLLAR PLAN VIEW SECTION A-A SECTION B-B CATCHBASIN FOOT (TYP. OF 4) FILTRATION BAY INLET TYP. 9 C4.2 POLE YARD GRADING AND DRAINAGE PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MATCHLINE SEE SHEET C4.1 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. GENERAL NOTES 1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2.FOR SITE SPECIFIC DRAWINGS WITH DETAILED STORMFILTER CATCHBASIN STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.contechES.com 3.STORMFILTER CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 4.INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5.MANUFACTURER TO APPLY A SURFACE BEAD WELD IN THE SHAPE OF THE LETTER "O" ABOVE THE OUTLET PIPE STUB ON THE EXTERIOR SURFACE OF THE STEEL SFCB. 6.STORMFILTER CATCHBASIN EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 7.STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AASHTO M306 LOAD RATING. TO MEET HS20 LOAD RATING ON STRUCTURE, A CONCRETE COLLAR IS REQUIRED. WHEN REQUIRED, CONCRETE COLLAR WITH #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 8.FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS. 9.SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES A.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN (LIFTING CLUTCHES PROVIDED). C.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. CONFIGURATION STRUCTURE ID WATER QUALITY FLOW RATE (cfs) PEAK FLOW RATE (<1 cfs) RETURN PERIOD OF PEAK FLOW (yrs) CARTRIDGE FLOW RATE (gpm) MEDIA TYPE (PERLITE, ZPG, PSORB) RIM ELEVATION PIPE DATA:I.E.-Ø INLET STUB OUTLET STUB NOTES/SPECIAL REQUIREMENTS: 1-CARTRIDGE CATCHBASIN STORMFILTER DATA SLOPED LID SOLID COVER OUTLET CARTRIDGE HEIGHT (27", 18", 18" DEEP) STANDARD STORMFILTER CATCH BASIN UNIT DETAILS I.E.-Ø 1.CONTRACTOR TO PROVIDE SHOP DRAWING FOR SLOPED LIDS 2.CONCRETE COLLARS TO BE INSTALLED WITH FINAL LIFT OF PAVEMENT NO CB#40 0.028 PSORB YES 18" 0.011 PSORB 18" CB#42 - 132.45-8" - 132.11-8" 134.75 134.41 0.34 100-YR 12.53 100-YR 12.53 0.22 STORMFILTER STEEL CATCHBASIN DESIGN NOTES CARTRIDGE HEIGHT SPECIFIC FLOW RATE (gpm/sf) CARTRIDGE FLOW RATE (gpm) RECOMMENDED HYDRAULIC DROP (H) 27"18"18" DEEP 3.05'2.3'3.3' STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 1 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF ONE CARTRIDGE. 3 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF THREE CARTRIDGES. 4 CARTRIDGE CATCH BASIN HAS MAXIMUM OF FOUR CARTRIDGES. SYSTEM IS SHOWN WITH A 27" CARTRIDGE, AND IS ALSO AVAILABLE WITH AN 18" CARTRIDGE. STORMFILTER CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL. PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION 18.79 12.53 12.53 2 gpm/sf 22.5 11.25 15 15 7.57.5 1.67* gpm/sf 1 gpm/sf 2 gpm/sf 1.67* gpm/sf 1 gpm/sf 2 gpm/sf 1.67* gpm/sf 1 gpm/sf INLET PERMANENT POOL LEVEL (A)1'-0"1'-0" PEAK HYDRAULIC CAPACITY 1.0 1.0 1.8 OVERALL STRUCTURE HEIGHT (B)4'-9"3'-9" CONFIGURATION STRUCTURE ID WATER QUALITY FLOW RATE (cfs) PEAK FLOW RATE (<1 cfs) RETURN PERIOD OF PEAK FLOW (yrs) CARTRIDGE FLOW RATE (gpm) MEDIA TYPE (PERLITE, ZPG, PSORB) RIM ELEVATION PIPE DATA:I.E.-Ø INLET STUB OUTLET STUB NOTES/SPECIAL REQUIREMENTS: 2-CARTRIDGE CATCHBASIN STORMFILTER DATA SLOPED LID SOLID COVER OUTLET CARTRIDGE HEIGHT (27", 18", 18" DEEP) 1.CONTRACTOR TO PROVIDE SHOP DRAWING FOR SLOPED LIDS 2.CONCRETE COLLARS TO BE INSTALLED WITH FINAL LIFT OF PAVEMENT NO CB#41 0.031 PSORB YES 18" - 131.95-8" 134.25 0.38 100-YR 12.53 OUTLET P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-GPSD-RAIX0004.dwg, 1/20/2022 2:44:18 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SSSSSSSSSSSSSSSSSSSSSS SS SS SS SS SS SS SS SS SS SSSSSS OH OH OH OH OH OH OH OH OH OH OH OH OH OH P P P P P P P x x SD SD SD SD SD SD SD SD SD SD SD SD SD SD OH OH OH x x x x x x x x x x x x OH OH OH OH OH OH OH W(R) W(R) W(R) W(R) W(R) W(R) W(R) W(R) W(R) W(R) W(R) W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R)W(R) W(R) W(R)W(R) W( R ) OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOH xxxx x x x B- 1 TP - 5 E9 P1 3 L2 L3 L4 L5 P1 1 P1 0 C2 C3 C4 C5 C6 C7 P1 2 E1 0 E1 1 C1 E8 L1 EX E5 B E5 A E5 C E5 D A- 5 2 1 6 4 A- 5 1 7 6 5 A- 5 1 7 6 2 A- 5 1 7 6 1 A- 5 2 1 6 5 F- 5 1 5 0 9 A- 5 1 6 0 1 A-51506 A- 5 1 7 6 3 A- 5 1 9 2 2 A- 5 1 9 2 3 A- 5 1 7 6 4 A- 5 1 7 6 7 A- 5 2 1 6 6 F- 5 0 1 2 5 A- 5 1 6 0 2 A- 5 1 7 6 8 A- 5 2 1 6 7 F- 5 1 6 4 7 F- 5 1 7 7 0 A- 5 1 7 6 0 A- 5 1 7 5 9 F- 5 1 6 4 6 F- 5 1 7 6 9 A- 5 1 7 6 6 F- 5 1 9 2 1 3 UG LINES (P) 3 U G L I N E S ( P ) UG L I N E S ( P ) EL E C T R I C T R A N S F O R M E R P A D TO P : 1 3 5 . 0 6 ' A-51507 WMWM EC EC EC EC EC EC EC EC CO CO CO CO CO CO PP CO CO CO CO CO CO S E T E EEE E E EE EE E ST O R M C B TO P : 1 3 4 . 3 8 FL 6 " W : 1 3 2 . 8 FL 1 2 " N : 1 3 2 . 7 FL 6 " S : 1 3 2 . 7 ST O R M C B TO P : 1 3 4 . 2 6 FL 6 " N : 1 3 2 . 7 FL 6 " W : 1 3 2 . 8 ST O R M C B TO P : 1 3 4 . 3 5 FL 6 " E : 1 3 2 . 9 ST O R M C B TO P : 1 3 4 . 3 6 FL 6 " E : 1 3 3 . 0 DR Y W E L L TO P : 1 3 4 . 0 3 FL 1 2 " P V C N : 1 2 9 . 9 ST O R M C B TO P : 1 3 5 . 2 2 FL 1 2 " P V C E : 1 3 0 . 7 FL 1 2 " P V C S : 1 3 0 . 2 SD SD SD SD SD SD SD SD SDSD SDSD SD ST O R M C B TO P : 1 3 4 . 6 9 UN A B L E T O O P E N ST O R M C B TO P : 1 3 5 . 2 0 FL 3 6 " C P P E : 1 3 0 . 1 FL 1 2 " C P P W : 1 3 1 . 1 1. 5 ' W I D E WA L L ( T Y P ) x x x x x x x x x x x T T T T T T W W W W W W W W W x x x x x xx x x xx x x x x x x x x x x x x x x x x x x xx PPP W W W W W W W W W WV WV WV WV WV WV WV WV WV WV WV WV EV F L E E T C H A R G I N G S T A T I O N S MC D T R A N S F O R M E R B S I D E 8" D I TE M P P O W E R ME T E R R A C K SDSD T x x x x x x x x SL O T D R A I N SD SD W( R ) 1. 5 " I R R I G A T I O N M E T E R W( R ) W( R ) W( R ) W(R) W(R) W( R ) W( R ) W( R ) W(R) W( R ) TR A N S F O R M E R CT C A N W W W W W W W( R ) W( R ) W( R ) W(R ) W(R ) W(R ) W( R ) W W W W W W S8 8 ° 0 3 ' 2 9 " E 1 1 0 6 . 7 1 ' 135 13 5 13 5 136 13 6 13 5 135 13 6 3' 3' 3' 3' 3' 3'3' 3' 3' EX I S T I N G P A V E M E N T EX I S T I N G P A V E M E N T EXIST I N G P A V E M E N T EXIST I N G P A V E M E N T EX I S T I N G P A V E M E N T 60 ' 60 ' #3"x9" DOWELS 2 @ 6"O.C. FLOW TO DRAIN SWALEMODIFIED CONC CURB & GUTTER EX PAVING STREET SLOPE TOP OF CURB GUTTER LINE GUTTER SLOPE 1" L I P 8" CURB DOWEL (TYP) ~ ~ MATCH EXIST CURB AND PAVEMENT LINE ~ 6" 18" 5%6" 6" 12" 12" 8"MIN ~ PROPOSED RAINGARDEN BANK ROAD PAVEMENT ~ 6"6"6" 1" ~ STREAMBED COBBLES (1"-4") TOP OF CURB GUTTER LINE GUTTER SLOPE 12"12" TYPICAL GUTTER ELEVATION 6 1 5% 0% 6" 1" 2"2"6" SAWCUTSAWCUT #3X9" DOWELS#3X9" DOWELS MATCH EXIST CROSS SLOPE ~EXIST CURB ~ 3'-0" B B A A MATCH EXISTING DROP AT GUTTER/FACE OF CURB 1" H ASPHALT BERM OPTIONAL 1" ASPHALT BERM OPTIONAL 6:1 6:1 STREAMBED COBBLES (1"~4") ~ SECTION A-A SCALE: NTS SECTION B-B SCALE: NTS SWALE BOTTOM 4" MIN CONCRETE INLET CONCRETE INLET PER COA SD-010 GRATE RIM ELEV. TO BE 3" BLEOW EX. PAVE ELEVATION 3" MIN. 10 C4.3 63RD AVE GRADING & DRAINAGE PLAN ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. TAPERED CURB END ALL CURB ENDS. MATCH EX. GRADE INSTALL NEW CURB AND GUTTER PER COA STD DETAIL R-180. FACE OF CURB TO BE IN LINE WITH EXISTING EDGE OF ASPHALT. SAWCUT 3' FROM EXISTING EDGE OF PAVEMENT. 2-FT WIDTH PAVEMENT PATCH AFTER CURB AND GUTTER HAS BEEN INSTALLED. CURB CUT WITH CONCRETE TONGUE TO CONCRETE INLET WITH GRATE PER DETAIL THIS SHEET AND COA STD. DETAILS SD-010 & SD/060. TYP. TIE NEW CURB & GUTTER INTO EXISTING SIDEWALK CURB MATCH EXISTING SAWCUT UP TO TRUNCATED DOMES AND RECONSTRUCT TO ENOURAGE POSITIVE DRAINAGE TOWARD ADJACENT CONCRETE INLET. ADA COMPLIANCE MUST BE MAINTAINED.SAWCUT 12' BACK FROM EXISTING END OF TRAIL. FG TO BE RAISED HERE FOR POSITIVE DRAINAGE TO BIORETENTION SWALE. 12' INSTALL 10' PAVED TRAIL CONNECTING THE TWO TRAIL ENDS. TRAIL PAVING TO AVOID EXISTING FIRE HYDRANT. BOLLARDS TO BE RELOCATED BEHIND PAVEMENT EDGE ON EITHER SIDE OF THE FH. INSTALL NEW CURB AND GUTTER PER COA STD DETAIL R-180. FACE OF CURB TO BE IN LINE WITH EXISTING EDGE OF ASPHALT. CURB CUT & INLET CURB CUT & INLET CURB CUT & INLET CURB CUT & INLET CURB CUT & INLET CURB CUT & INLET TAPERED CURB END ALL CURB ENDS. MATCH EX. GRADE. TAPERED CURB END ALL CURB ENDS. MATCH EX. GRADE. INSTALL NEW CURB AND GUTTER PER COA STD DETAIL R-180. FACE OF CURB TO BE IN LINE WITH EXISTING EDGE OF ASPHALT. INSTALL NEW CURB AND GUTTER PER COA STD DETAIL R-180. FACE OF CURB TO BE IN LINE WITH EXISTING EDGE OF ASPHALT. SAW CUT LINE MATCH EX. SAW CUT LINE MATCH EX. SAW CUT L I N E M A T C H E X . SAW CUT L I N E M A T C H E X . SAW CUT L I N E M A T C H E X . SAW C U T L I N E M A T C H E X . MATCH EX. GRADE SCALE: NTS CURB CUT AND CONCRETE TONGUE 1 C4.3 THE CONTRACTOR SHALL BE RESPONSIBLE FOR RE-SEEDING ALL DISTURBED AREAS RESULTING FROM THE PROPOSED 63RD AVE IMPROVEMENTS. SEED MIX SHALL BE HYDROSEED / SPECIAL PUD MIX AS SPECIFIED ON SHEET C2.0. GENERAL NOTE EXISTING PAVEMENT EX I S T I N G P A V E M E N T EXIST I N G P A V E M E N T EXISTING PAVEMENT EXIST I N G P A V E M E N T P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-GPSD-RAIX0004.dwg, 1/20/2022 2:44:43 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY 132 -1.0% -1.0% 1.5%-1 . 0 % 0. 6 % -0.4% -1.0% -1.0% 0. 9 % -4.9% -4.9% 0. 1 % 0. 0 % -0.5% -0.5% -0 . 5 % -0 . 7 % -0 . 2 % -1.8% -2.1% -0 . 1 % -0 . 1 % -1.6% -1.9% 0. 2 % -0 . 7 % -0 . 2 % -0.2% -0 . 7 % -0.8% -0.8% -0.9% -0.9% -0.7% -0.7% -0.9% -1.3% -2.2% -1.0% -0 . 5 % -0.7% -1.5% -1.5% -1 . 5 % -1 . 8 % -1.5% -1.5% -1.5% -1.5% -1.5% -1.5% -1.8% -1.5% 0. 4 % 0. 4 % FG 134.91 FG 134.98 FG 135.30 FG 135.28 FG 134.88 FG 134.90 FG 135.31 FG 135.48 FG 135.39 FG 134.62 FG 134.77FG 134.84 FG 134.88 FG 134.95 FG 134.89 FG 134.76FG 134.83 FG 134.85 FG 134.95 FG 134.98 FG 134.98 FG 134.83 FG 134.83 FG 134.98 FG 134.98 FG 134.80 FG 134.85 FG 134.84 FG 134.72 FG 134.73 FG 134.72 FG 134.82 FG 134.84 FG 135.36 FG 135.39FG 134.76 FG 134.76 FG 134.68 FG 134.49 FG 134.68 FG 134.77 FG 134.82 FG 134.82 FG 135.39 FG 135.39 FG 135.48 FG 135.48 FG 135.48 FL 134.94 RIM 134.00 RIM 134.25 RIM 134.25 RIM 134.25 FG 135.38 FG 135.48 FL 134.12 FL 134.26 FL 134.19 FG 134.69 FL 134.31 FL 134.31 FL 134.38 FG 134.86 FG 134.81 FG 134.79 FG 135.73 FG 135.54 FG 135.04 13 5 135 13 5 13 5 13 5 13 5 135 13 5 13 2 13 2 13 2 13 2 10' 10' 5' 5' 10' 10 ' 10' 8' -2.6% -2 . 3 % -1 . 7 % -2.6% -0.5% -0 . 5 % -2 . 3 % -1 . 3 % -1.6% -0 . 6 % -0 . 5 % -1 . 0 % -1.6% -1.3% -0.4% SEE FUELING ISLAND GRADING PLAN (SHEET C1.01) BY BARGHAUSEN FOR FINISHED GRADES AND DRAINAGE 6.6' -2.5% -2 . 0 % -0 . 5 % -0 . 5 % 5' -0 . 6 % -0 . 5 % 27 LF 6" P V C @ 1.07% FG 133.71 FG 133.75 FG 133.75 FG 133.60 FG 133.47 FG 133.75 FG 133.75 FG 133.75 FG 133.75 FG 133.75 FG 133.75 FG 133.75 FG 133.66 FG 133.33 FG 133.69 FG 133.56 TC: 134.25 FL: 133.75 TC: 134.14 FL: 133.64 FG 133.34 FG 133.54 C5 , TYPE 1 RIM: 133.54 IE: 131.48 (6" OUT-E) C5 , TYPE 1 RIM: 133.73 IE: 131.19 (6" IN-W) IE: 131.19 (6" OUT-SE) 13 4 13 4 134 134 134 134 13 4 134 134 13 4 13 4 GR A D E B R E A K -1.7% -1.7% -1.7% -1.5% -1.5% -1.5% -1 . 5 % -0 . 7 % 0. 0 % -1 . 7 % -1 . 7 % -1 . 7 % -0.5% -0 . 7 % -0.1%-0.1%-0.1% FLOW LINE FLOW LINE FLOW LINE 5' 5' 5' FG 134.08 FG 134.08 FG 134.15 FG 134.15 FG 134.15 FG 134.15 FG 134.15 FG 134.12 FG 134.09 FG 134.08 FG 134.11 FG 134.07 FG 133.95 FG 134.04 FF=134.15 134 13 4 134 11 C4.4 DETAILED AREA GRADING ( FEET ) SCALE 1 INCH = 5 FT. 5 5 102.50 SCALE: C4.4 1 1"=5' PATIO AREA DETAILED GRADING SCALE: C4.4 2 1"=5' FUEL ISLAND GRADING DETAIL SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. SCALE: C4.4 3 1"=5' HEATED PARKING DETAILED GRADING P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-ADA-RAIX0004.dwg, 1/20/2022 2:46:46 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY VA N VA N EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y CH A R G I N G -1.5% -1.2% -1.7% -0 . 6 % -1.5% -1.7% -1.7% -0 . 6 % -1.5% -1.7% -1.5% -7 . 8 % -7 . 8 % -1.5% -1 . 5 % -1 . 5 % -1 . 5 % -8.0% -8.0% 6'6' -0 . 6 % -0 . 6 % -0 . 6 % -0 . 6 % -1.9% -1.9% -1.5% 8. 0 0 ' 7.00' CU R B F L U S H W I T H P A V E M E N T -0 . 8 % -0 . 2 % 0. 1 % -0 . 2 % -0 . 2 % -1.4% -1.9% 13 4 13 4 13 4 13 4 13 4 FG 134.24 FG 134.28 FG 134.49 FG 134.15 TC: 134.61 FL: 134.11 FG 134.25 FG 134.72 FG 134.29 TC 134.40 TC 134.39 FG 134.18 TC 134.49 TC 134.39 TC 134.41 TC 134.41 TC 134.43 FG 134.13 FG 134.01 FG 133.95 FG 133.97 TC: 134.51 FL: 134.01 FG 134.43 FG 134.42 FG 134.10 FG 134.04 FG 133.68 FG 133.69 FG 134.16 FG 134.17 FG 133.89 FG 133.84 FG 134.16 FG 134.21 FG 134.34 FG 133.92 FG 134.24 FG 133.96 FG 134.29 FG 134.06 FG 134.38 FG 134.09 FG 134.41 FG 134.01 FG 134.15 FG 134.46 FG 133.79 5. 0 0 ' 5. 0 0 ' -1.5% -1.5% -2.0% -1.8% -1.7% -1.7% -0 . 7 % -0 . 7 % -0 . 7 % -0 . 6 % -0 . 6 % -0 . 6 % GR A D E B R E A K CURB FLUSH WITH PAVEMENT -2 . 2 % -1 . 0 % -1 . 2 % FL -2.1% -0 . 2 % -1 . 8 % FL -2.1% -0.5% -1.1% 5.00' -0 . 6 % -0 . 7 % 7. 0 0 ' -1 . 5 % -1 . 3 % -1 . 0 % -1 . 5 % TC -0.9% -1 . 5 % -1 . 0 % TC 0.1% 134 134 13 4 FG 134.43 FG 134.63 TC: 134.73 FL: 134.23 FG 134.75 TC: 134.84 FL: 134.34 TC: 134.53 FL: 134.03 TC: 134.38 FL: 133.88 FG 134.66 TC 134.79 FL 134.29 FG 134.59FG 134.54 FG 134.74 FG 134.63 FG 134.85 FG 134.75 FG 134.82FG 134.76 FG 134.70 FG 134.17 -0 . 9 % -0 . 5 % -8.2%-8.2% -8.2%-8.2% -1 . 5 % -1 . 5 % -1 . 5 % -1 . 5 % 134 135 134 133 132 FL 134.24 FL 134.24 TC: 134.74 FL: 134.24 TC: 134.78 FL: 134.28 FG 134.84 FG 134.35 FG 134.35 FG 134.85 12 C4.5 ADA AND ACCESS GRADING ( FEET ) SCALE 1 INCH = 5 FT. 5 5 102.50 SCALE: C4.5 1 1"=5' BUILDING WEST ADA ACCESS SCALE: C4.5 3 1"=5' BUILDING SOUTH ADA ACCESS TRANSITION CURB HEIGHT SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. FINISH GRADE NEOPRENE WASHERS, BOTH SIDES. 2"x2" SQ. TUBE TELESTAR PARKING RESERVED 3" 3' - 0 " 5' - 0 " 2" "HANDICAPPED PARKING" SIGN. BOLT TO POST WITH 3/8" STAINLESS STEEL BOLTS, NUTS AND "VAN ACCESSIBLE" SIGN POST WITH 2 COATS SIGN. OSHA BLACK PAINT. R7-8P R7-801 ACCESS AISLE PARKING PERMIT REQUIRED R7-801 STATE DISABLED PARKING PERMIT REQUIRED STATE DISABLED DETAIL - ADA ACCESSIBLE SIGN NO SCALE 90° PARKING STALL ARRANGEMENT VAN ACCESSIBLE R7-8P 6' 9"13/16" DIA. HOLES (TYPICAL) 6" 2" CLEAR (TYP) 4" 2 1/2" 18 " M I N #6 BARS (2) 8" MIN 10" MAX #3 BARS (2) NON-SHRINK GROUT 3:1 SAND AND CEMENT GROUT 1" DEPTH EPOXY TO AC PAVEMENT REBAR (TYP.) DETAIL -CONCRETE PRECAST WHEEL STOP NO SCALE VAN ACCESSIBLE 18" DIA CONC BASE C/L OF STALL C/L 10'-0"10'-0" 4" WIDE, WHITE PAINT LINE (TYP) 2'-0" 4" WIDE, YELLOW PAINT LINES 45° 2'-0 " PLAN DETAIL - ADA ACCESSIBLE STALLS NO SCALE 90° PARKING STALL ARRANGEMENT ACCESS PARKING SPACE SYMBOL (TYP) RESERVED PARKING SIGN, PLACE AT FRONT EDGE OF SIDEWALK WSDOT STD R7-801 FACE OF MONOLITHIC CURB & SIDEWALK 19 ' - 0 " 5'-0" LANDSCAPE AREA 1. 5 % 7' - 0 " WIDTH NOT TO EXCEED 18" RESERVED PARKING SIGN, PLACE AT FRONT EDGE OF SIDEWALK WSDOT STD R7-801 R7-8P 10'-0" SIDEWALK NO PARKING RESERVED PARKING FINISH GRADE NEOPRENE WASHERS, BOTH SIDES. 2"x2" SQ. TUBE TELESTAR 3" 3' - 0 " 5' - 0 " "NO PARKING ACCESS AISLE" SIGN. BOLT TO POST WITH 3/8" STAINLESS STEEL BOLTS, NUTS AND SIGN POST WITH 2 COATS OSHA BLACK PAINT. DETAIL - ACCESS AISLE SIGN NO SCALE 18" DIA CONC BASE ACCESS AISLE NO PARKING ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET ACCESS AISLE SIGN PER DETAIL THIS SHEET ACCESS AISLE SIGN PER DETAIL THIS SHEET ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET SCALE: C4.5 2 1"=5' BUILDING NORTH ADA ACCESS ACCESS AISLE SIGN PER DETAIL THIS SHEET FLAG POLE ACCESS AISLE SIGN PER DETAIL THIS SHEET ACCESS AISLE SIGN PER DETAIL THIS SHEET ADA ACCESSIBLE SIGN PER DETAIL THIS SHEET ACCESS AISLE SIGN PER DETAIL THIS SHEET P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-ADA-RAIX0004.dwg, 1/20/2022 2:47:04 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY 4 [102] MIN. INVERT 11 4 [32] 4 [102] MIN.63 4 [171] 4 [102] CONCRETE ENCASEMENT: MIN 4" CONCRETE THICKNESS MIN 4,000 PSI CONCRETE STRENGTH CONCRETE TO BE VIBRATED TO REMOVE AIR VOIDS, ESPECIALLY UNDER THE FRAME RAILS 'A''B' 80 [2032] 811 4 [2064] NOTE: + ACTUAL CHANNEL LENGTH IS 81 1/4 [2064] TO ALLOW FOR OVERLAP. ZURN Z-886-HD-DGC 6" HDPE CHANNELS, HEAVY DUTY FRAMES, SLOTTED DUCTILE IRON GRATES (CLASS C) CONCRETE ENCASEMENT SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 13 C4.6 GRADING, PAVING AND DRAINAGE DETAILS GRADING, PAVING AND DRAINAGE DETAILS WIDTH VARIES SEE STORM DRAINAGE PLAN 1. 8 0 ' 1. 1 3 ' 8" PERFORATED PIPE MANIFOLD SPACING 5' O.C. 5' SPACING O.C. NATIVE COURSE SAND / COBBLES ON-SITE PAVING PER GEOTECHNICAL RECOMMENDATIONS BIORETENTION CELL - WEST OF COMMUNITY OFFICE BLDG NOT TO SCALE 100-YR D.W.S EL. 132.00 3:1 3:1 6" MIN 3'1' MIN 3' TYPICAL ON-SITE INFILTRATION TRENCH NOT TO SCALE 1' M I N BOTTOM EL. 131.50 NOTE: FOR TRENCHES LESS THAN 10-FT WIDE, 1 - 8" PERF PIPE SHALL BE INSTALLED AT CENTER FOR LENGTH OF TRENCH. 12" MIN DEPTH DRAIN ROCK PER WSDOT 9-03.12(4) 18" MIN DEPTH BIORETENTION SOIL MEDIA BIORETENTION CELL - NORTH OF COMMUNITY OFFICE BLDG NOT TO SCALE 100-YR D.W.S EL. 131.33 3:1 12" MIN 2' MIN 11' - 11.9' BOTTOM EL. 130.33 18" MIN DEPTH BIORETENTION SOIL MEDIA BACK OF WALK EL. 134.75 +- DRAIN ROCK PER WSDOT 9-03.12(4) INSTALL CLEANOUTS PER PLAN INSTALL CLEANOUTS PER PLAN 8" PERFORATED PIPE MANIFOLD SPACING 5' O.C. SECTION PROFILE 2:1 8.34' TOP OF CELL EL. 134.0-134.3TOP OF CELL EL. 134.5 1' TYP 1' TYP MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) PAVED AREAS NOTES: 12" CAST IRON LOCKING RING AND COVER 1.CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE STORM CONVEYANCE SYSTEM. 2.A TEE, SWEEP, OR STRAIGHT TEE IS NOT ACCEPTABLE. OLYMPIC M1025 OR APPROVED EQUAL CAST IRON LOCKING RING AND COVER ONE SIZE LARGER THAN PIPE DIA. LABELED "STORM" PAVED SURFACE GROUT MECHANICAL END OF PIPE PLUG WITH FLG. CHERNE TYPE WYE (SEE NOTE 2) 3" 12 " 12" 36" SQ. CLASS 4000 CONCRETE 20" 12" 14" 4" STORM DRAINAGE CLEAN OUT NOT TO SCALE 300 SQ. FT. MIN REQUIRED BOTTOM AREA 1' M I N CO V E R FUTURE BUILDING LOADING DOCK TRENCH DRAIN NOT TO SCALE TRENCH DRAIN NOTES 1.THE CHANNELS WILL BE MANUFACTURED OF HDPE WITH A 0.75% BUILT-IN SLOPE. NEUTRAL (NON-SLOPING) CHANNELS MAY BE USED TO ACHIEVE THE PROJECT LENGTH REQUIREMENTS. THE CHANNELS SHALL HAVE AN INSIDE WIDTH OF FOUR INCHES AND THE CHANNEL INVERTS SHALL BE RADIUSED. THE CHANNELS SHALL BE A MINIMUM OF 80 INCHES IN LENGTH (IN ORDER TO MINIMIZE THE AMOUNT OF JOINTS) WITH MECHANICALLY INTERLOCKING ENDS. THE CHANNELS WILL BE MANUFACTURED WITH VERTICAL RIBS TWENTY INCHES ON CENTER. BLACK DURA-COATED HEAVY DUTY STEEL FRAMES WITH CONCRETE EMBEDMENT STUDS WILL BE ATTACHED TO THE CHANNELS PRIOR TO INSTALLATION. INTEGRAL GALVANIZED STEEL EDGE RAILS WILL NOT BE ALLOWED. EXPOSED POLYMER CONCRETE EDGES WILL NOT BE ALLOWED. 2.THE CHANNELS WILL HAVE INTEGRAL TIE-DOWN/LEVELING DEVICES AT TWENTY INCH INTERVALS TO ASSIST IN INSTALLATION. THE CHANNELS WILL HAVE 0% WATER ABSORPTION. 3.THE GRATES WILL BE TRANSVERSELY SLOTTED DUCTILE IRON WITH A WIDTH OF 5.375 INCHES, AND AN OPEN AREA OF NOMINALLY 18.5 SQUARE INCHES PER LINEAR FOOT OF GRATING. THE GRATES WILL BE LOCKED TO THE FRAME WITH BOLTS AFTER THE FINAL INSTALLATION OF THE SYSTEM. THE TRENCH DRAIN ASSEMBLY WILL BE RATED FOR LOAD CLASS C. BIORETENTION CELL PLANTINGS PER LANDSCAPE PLANS BIORETENTION CELL PLANTINGS PER LANDSCAPE PLANS P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-NTDT-RAIX0004.dwg, 1/20/2022 2:48:17 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY x x x x x x SS SS SS SS SS SS xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS P P P P P P P G G G G G G G G G G G G G G G G G G G G G G T T T T T T T T T T T T T T T T T T T T OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SD SD SD SD SD SD SD SD SD SD SD SD W W W SS SS SD SD SS SS SS SS SS SS SS SS SS SS SS SSMH TOP 133.96 SSMH TOP 133.51 SSMH TOP 133.22 FL 118.8 (E,W,S) SSMH TOP 133.28 FL 119.1-(E&W) SSMH TOP 132.88 FL 119.9-(E&W) W EP EP SSMH TOP 132.95 IE 119.15-(N) IE 119.25-(S) SSMH TOP 132.68 FL 118.88 SSMH TOP 132.44 IE 118.5-10"PVC (E) V V P 6' CLF 6' CLF DRAINA G E P O N D FL 120.9 (W&S) FL 121.1 (N&E) 6' CLF IE 118.4-10"PVC (W) SSMH TOP 134.46 FL 122.2 (W&N) FL 122.4 (S) SSMH TOP: 133.10 FL 122.4 N (10") FL 122.5 E (10") FL 122.5 SW (8") SS STUB TOP: 138.69 IE: 123.7 G G G W W TR EC EC EC TR WV S S S S S S S P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P PPPPPPP PPPP P P P P P P P PPPP P P P P P P P P P P P P P P P P P P P P P P P P P P P PP PPP P P P P PP P P P P PP P P CO CO T T T T T T T T T T T T T T T T T T S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS PPP P P P P PP PP P P P P P P P P P P P P P PP P P P P P P P P P P P P P P P P P P P P P P PP P W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W T 132 132132 13 3 133 133 134 13 4 13 4 131 131 132 132 132 132132 133 133 133 133 133 134134 13 4 134 134 131 131 132 132 132 133 133 133 134134 134 134 134 131 131 132 132 133 133 13413 2 13 2 13 3 13 3 134 133 133 133 134 133 134 13 2 13 3 13 3 13 3 13 3 13 3 13 3 13 3 133 133 132 134 134 134 131 132 133 134 133 132 134 133 132 133 133 133 134 134 13 3 133 x x x x x x x x x x x x x x x x x x x x S88°03'29"E 1124.81' N87°58'26"W 2261.04' N0 ° 1 4 ' 0 5 " W 3 3 1 . 9 8 ' CO M P A C T O R 4 FT HIGH DOCK 4 FT DOCK 4 FT DOCK 4 FT DOCK SA L V A G E RE C Y C L E TR A S H CO M P A C T O R 59 t h A V E N E TRACT 996 SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 0+ 0 0 1+ 0 0 1+ 0 2 E. SSMH1, 48" MONITORING MH PER COA PLN SS-130 RIM: 133.91 ADJUST RIM TO GRADE E. SSMH3, 48" MONITORING MH PER COA PLN SS-130 RIM: 133.98 ADJUST RIM TO GRADE EX . 6 " P V C FIRE WATER & FDC EX (1) 6" CAP EX (1) 8" CAP MARKED WITH 2x4 AND DEPTH NOTE E. SSMH2, 48" MONITORING MH PER COA PLN SS-130 RIM: 131.88 ADJUST RIM TO GRADE E. SSCO RIM:126.96 IE: 126.41 (6" OUT-N) INSTALL 2" DOMESTIC WATER METER WITHIN EXISTING METER BOX. REDUCE AS NECESSARY FOR METER INSTALLATION. EX. IRRIGATION METER EX. SEWER EASEMENT EX. 20' WATER EASEMENT, TYP. EX. 20' WATER EASEMENT, TYP. INSTALL 290LF 3" DOMESTIC WATER SERVICE EX . 6 " P V C INSTALL SS CLEANOUT AT EX. SS STUB IE: 127.56 EX . 6 " P V C INSTALL 35LF 2.5" DOMESTIC WATER SERVICE FROM OFFICE BUILDING TO WAREHOUSE E. SSCO RIM: 134.84 IE: 128.09 (6" OUT-N) MARKED WITH 2x4 AND DEPTH NOTE INSTALL FLEX-TEND® FORCE BALANCED FLEXIBLE EXPANSION JOINTS OR EQUAL FOR CONNECTION TO BUILDING. EX. SS STUB IE: 124.19 MARKED WITH 2x4 AND DEPTH NOTE W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W DOMESTIC WATER SERVICE EX 2" CAP MARKED WITH 2x4 AND DEPTH NOTE DOMESTIC WATER SERVICE EX 2" CAP MARKED WITH 2x4 AND DEPTH NOTE INSTALL 260LF 2" DOMESTIC WATER SERVICE FROM OFFICE BUILDING TO FUTURE GUARD SHACK DOMESTIC WATER SERVICE EX 3" CAP MARKED WITH 2x4 AND DEPTH NOTE DOMESTIC WATER SERVICE EX 3" CAP MARKED WITH 2x4 AND DEPTH NOTE FIRE WATER & FDC EX (2) 6" CAPS MARKED WITH 2x4 AND DEPTH NOTE FUTURE DOMESTIC WATER SERVICE FOR GUARD SHACK - 2" CAP @ BLDG MARKED WITH 2x4 AND DEPTH NOTE DOMESTIC WATER SERVICE EX 2" CAP MARKED WITH 2X4 AND DEPTH NOTE INSTALL HANDHOLE CHRISTY MODEL B1730 NON-SKID TRAFFIC RATED COVER W/ WATER COVER LABEL INSTALL FLEX-TEND® FORCE BALANCED FLEXIBLE EXPANSION JOINTS OR EQUAL FOR CONNECTION TO BUILDING. SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 14 C5.0 WATER AND SEWER PLAN AND DETAILS ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY APPROVAL. 2.ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE PRE-CONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. 3.ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTRUCTION STAKES MUST SHOW THE STATION AND OFFSET TO THE ALIGNMENT. 4.THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. 5.GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR SEWER, THE PIPE INTERIOR SHALL BE EPOXY COATED (NOT CEMENT-LINED). 6.PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C478. JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. ADDITIONAL WATERPROOFING MAY BE REQUIRED. 7.SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8” OR LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. 8.ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24” – 48” UNDER THE PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING MARKED “SEWER”. 9.SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 FEET BEYOND PROPERTY LINES AND 5’ BEYOND ANY EASEMENT. 10.THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE INSTALLED WITH THE BELL END UPSTREAM. 11.ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. 12.TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITY’S EXISTING SEWER SYSTEM, THE CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY INSPECTOR. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. 13.ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. 14.PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS. 3/8- INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. 15.THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST 90% MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3’ BELOW THE SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95% MAXIMUM DENSITY WITHIN 3’ OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL COMPACTION TESTS ARE AT THE DEVELOPER’S EXPENSE. 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. 2.ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION CONFERENCE. 3.WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY. 4.ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. 5.IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND UTILITY LOCATOR (1-800-424-5555) 48 HOURS PRIOR TO CONSTRUCTION. 6.ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. 7.THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES (3 FEET), AND MAY BE UP TO 60 INCHES (5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS UNDER THE STATE (OR COUNTY) HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS REQUIRED BY WSDOT (OR SNOHOMISH COUNTY). 8.PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER’S RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9.WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. 10.NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE CITY. 11.PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. 12.ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL CLEARANCE SHALL BE 18 INCHES. 13.TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING DISINFECTED SLEEVES AND SPOOL PIECES. 14.THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. 15.THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. 16.THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROL, DUST CONTROL, NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABLE AGENCIES. 17.CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. 18.ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK GASKETS. 19.ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. CITY OF ARLINGTON SEWER CONSTRUCTION NOTES:CITY OF ARLINGTON WATER CONSTRUCTION NOTES: P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-SSWT-RAIX0004.dwg, 1/20/2022 2:48:36 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W SD SD SD CONC WALL E4 SSMH TOP: 134.13 FL 123.2 W&S (10") SSMH TOP: 134.33 FL 123.6 N&E (10") MONITORING SSMH TOP: 134.86 FL 129.4 N&S (10") F-51645A-51757 A-51758 CONC WALL EC T E E E T T xxxxxxxxxxxxx T x x WV MCD TRANSFORMER A SIDE MCD TRANSFORMER B SIDE T T x x x x x x x xxxx x x x CO CO CO CO CO CO CO CO CO CO S D D D CO S S SD P P P P P P P P P P P P P P P P P P P PPP P P P P P P P P T T T T T T E D D T T T SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD P P P P P P P P P W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W 133 133 133 133 133 133 13 4 13 3 133 133 133 134 134 134 134 133 133 GATE 134 134 133 133 ACCESS STAIRS SDCO 132 PEDESTRIAN PATH HOG FUEL PEDESTRIAN PATH SS SS ADJUST EX. SSMH RIM TO NEW PROPOSED GRADE ADJUST EX. SSMH RIM TO NEW PROPOSED GRADE EX. 20' SEWER EASEMENT EX. 20' SEWER EASEMENT EX. 20' WATER EASEMENT, TYP. EX. 20' WATER EASEMENT, TYP. EX. 20' WATER EASEMENT, TYP. E. SSMH11, 48" MONITORING MH PER COA PLN SS-130 RIM: 133.61 ADJUST RIM TO GRADE MARKED WITH 2x4 AND DEPTH NOTE (1) 2" CAP (2) 6" CAP MARKED WITH 2x4 AND DEPTH NOTE EX VCL30 OIL/SILT SEPARATOR RIM: 133.93 ADJUST RIM TO GRADE EX. SS STUB IE: 130.50 W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W (1) 2" CAP MARKED WITH 2x4 AND DEPTH NOTE INSTALL FLEX-TEND® FORCE BALANCED FLEXIBLE EXPANSION JOINTS OR EQUAL FOR CONNECTION TO BUILDING. SS SS SS SS x xxxxx EP 6'CLF WATER VALVE IN CONC PAD SSMH TOP: 133.32 FL 126.2 N (10") F-51509 A-51601 A-51760 A-51759 WM WM E AS P H A L T AS P H A L T W WV WV WV WV WV WV WV W W W W W W EX. 20' WATER EASEMENT, TYP. W W W W W W SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: SITE JPC APDC 01/21/2022 15 CALL FOR UTILITY LOCATE BEFORE YOU DIG 2 BUSINESS DAYS 811 CONSTRUCTION DRAWING APPROVAL BY: DATE: CITY ENGINEER, CITY OF ARLINGTON THIS PLAN SHEET HAS BEEN REVIWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. THIS APPROVAL VALID FOR 19 MONTHS IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. 15 C5.1 WATER AND SEWER PLAN AND DETAILS ( FEET ) SCALE 1 INCH = 20 FT. 20 20 40100 MA T C H L I N E P:\R\RAIX00000004\0400CAD\SHEETS\EC\PHASE 2 FULL BUILDOUT\P2-EC-SSWT-RAIX0004.dwg, 1/20/2022 2:48:49 PM, AutoCAD PDF (General Documentation).pc3 01/21/ 2 0 2 2 FOR REFERENCE ONLY C C C C C C C C C C C C C C C C C C C C PTZ R C40D R CK10 C PTZ C C PTZ C C NWS NW S NW S NW S N N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS FFICE BIDING DING DCK WRESE EPEE PRKING EPEE PRKING IS I T R D R P I N PR K I N G 3 L1.02 SERICE TRCKS 2 L1.02 2 L1.02 2 L1.03 3 L1.03 5 L1.03 5 L1.02 5 L1.02 5 L1.02 5 L1.02 EGEND 304 4 10 304 10 5 10 NTES SITE FRNISINGS SCEDE SB TPE PRDCT T 0 40 SCE IN FEET 0100 1 0 SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D R D S C P E D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE RDSCPE PN 101 1 N 1 RDSCPE PN KE PN 1 L1.02 SEET FSEET F FOR REFERENCE ONLY B3 B3 B5B5 B5 B5 B4 B4 B4 B4 C C F106 4 CNDIT C R 1 4 CNDIT T WRESE TEEC BCKBRD SERICE TRCKS EGEND 10 SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D R D S C P E D E T I S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE RDSCPE DETIS 10 SITE SCREENING WALL4 CONCRETE PAVING DETAIL2 N ENLARGED EAST COURTYARD PLAN1 SITE SCREENING WALL - CORNERS5 STREET FRONTAGE SECTION/ELEVATION, TYP. 4 10 3 FOR REFERENCE ONLY SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 D N K N S S C I T E S C T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D R D S C P E D E T I S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE RDSCPE DETIS 103 3 WELDED WIRE MESH PEDESTRIAN GATE 6 103 1 WELDED WIRE MESH - SW PEDESTRIAN GATE AND FENCE 1 103 4 103 4 103 4 103 6 103 2 WELDED WIRE MESH - NW PEDESTRIAN GATE AND FENCE 1 103 4 103 4 103 1 103 6 103 4 103 3 WELDED WIRE MESH - SE PEDESTRIAN GATE AND FENCE 1 103 4 103 4 103 6 103 4 103 5 FENCE ND GTE NTES FENCE PANEL & PANEL CONNECTIONS4 CONNECTION TO PEDESTRIAN GATE FRAME (@ 3"X6" POST)6 FOR REFERENCE ONLY W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W C C C C C C C C C C C C C C C C C C C C PTZ R C40D R CK10 C PTZ C C PTZ F6 F3 C C NWS NW S NW S NW S N N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N FFICE BIDING DING DCK WRESE SERICE TRCKS EPEE PRKING EPEE PRKING IS I T R D R P I N PR K I N G 1 03 C 1 3 4 5 6 NTES EGEND C 0 40 SCE IN FEET 0100 1 0 SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D I R R I G T I N P N S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE IRRIGTIN PN 01 4 N 1 IRRIGTIN PN KE PN FOR REFERENCE ONLY C IRRIGTIN SCEDE IRRIGTIN NTES SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D I R R I G T I N P N S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE IRRIGTIN SCEDE NTES 0 5 FOR REFERENCE ONLY SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D I R R I G T I N D E T I S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE IRRIGTIN DETIS 03 6 G DC POINT OF CONNECTION DIAGRAM C P 3 03 1 SOLENOID VALVE DETAIL8 GATE VALVE ASSEMBLY2 SLEEVING DETAIL5 POP-UP SPRAY HEAD DETAIL9 QUICK COUPLER VALVE4 IRRIGATION CONTROLLER INSTALLATION W/ SS POST7 MAINLINE SECTION LATERAL SECTION IRRIGATION TRENCHING SECTIONS6 MASTER VALVE3 FOR REFERENCE ONLY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS C C C C C C C C C C C C C C C C C C C C PTZ R C40D R CK10 C PTZ C C PTZ C C NWS NW S NW S NW S N N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N E CR G I N G N FFICE BIDING DING DCK WRESE EPEE PRKING EPEE PRKING IS I T R D R P I N P R K I N G SERICE TRCKS PRKING RE SDING C 06130 EGEND 304 4 10 304 10 5 10 NTES 0 40 SCE IN FEET 0100 1 0 SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D P N T I N G P N D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE NDSCPE PN WEST 301 N 1 NDSCPE PN WEST KE PN FOR REFERENCE ONLY W W W W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W W W W W W W W W W W W W W W W WWWWWWWW W W W W W W W W W W W W W W W W W W W W W SS SSC C C R C40D C PTZ EXISTING NDEEPED RE EGEND 304 4 10 304 10 5 10 NTES 0 40 SCE IN FEET 0100 1 0 SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D P N T I N G P N D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE NDSCPE PN EST 30 N 1 NDSCPE PN EST KE PN FOR REFERENCE ONLY PNTING NTES NW S NW S PNT SCEDE PNT IXES DRSEED SPECI PD IX SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D P N T I N G P N D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE PNTING SCEDE NDSCPE NTES 303 FOR REFERENCE ONLY SEET DTE SEET TITE SEET F PR E C T DRFTER ED N DT E RE I S I N NS E R E R 1 T E S E R E R P R E C T S S N P D N R T C N T R D 0 0 C D P N T I N G D E T I S D W G P T T E D 11 RD RCITECTSINC 105 S IN ST 33 SETTE W 104 PNE 06 644 FX 06 6446 30 S FERDINND STREET 01 SETTE W 11 PNE 06 3 NO R T H C O U N T Y CO M M U N I T Y O F F I C E PTTED F SIZE TIS BX WI ESRE 1 IN ENGT DRWINGS WERE PREPRED FR BIDING IDENTIFIER N D S C P E R C I T E C T S ST TE F W S INGT N N 0 IT S 4 EXP ICENSED NDSC PE RC ITECT3 3 1 0 S I GC 10 0110 RG PG 16 0 1 5 T E N E RI N G T N W 3 PH A S E 2 ITE NDSCPE DETIS 304 10 SOIL PREPARATION1 TREE PLANTING & STAKING DETAIL4 SHRUB PLANTING DETAIL5 TYPICAL GROUNDCOVER SPACING DIAGRAM6 GROUNDCOVER PLANTING SECTION7 ROOT BARRIER PLAN3ROOT BARRIER SECTION2 RIVER ROCK AT FOUNDATION 304 8 LANDSCAPE STEEL EDGING9 FOR REFERENCE ONLY ACCESS CONTROL SYSTEM SECURITY VIDEO SYSTEM ACCESS CONTROL PANEL CREDENTIAL/ CARD READER (CR = CARD READER, WALL MOUNTED) (CR/P = CARD READER W/PIN, WALL MOUNTED) (CR/M = CARD READER, MULLION MOUNTED) CAMERA, WALL MOUNTED W/ BRACKET (180 = 180° VIEW CAMERA) (360 = 360° VIEW CAMERA) DOOR HARDWARE POWER SUPPLY (DIV 08) (X = QUANTITY OF DOORS) ELECTRIFIED HARDWARE (EL = ELECTRIFIED LOCKSET/EXIT DEVICE) (ES = ELECTRIFIED STRIKE) (ML = ELECTRIFIED MAGNETIC LOCK) (MH = ELECTRIFIED MAGNETIC HOLD OPEN) CAMERA, WALL MOUNTED SECURITY MONITOR, WALL MOUNTED DOOR POSITION SWITCH ACP S CR S PS X EL C X C SM TELECOMMUNICATIONS SYSTEM FIRE RESISTANT 3/4" PLYWOOD BACKBOARD 110 BLOCK WITH LEGS TWO-POST EQUIPMENT RACK WALL MOUNTED ENCLOSURE 66 BLOCK 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT 12" DOUBLE-SIDED VERTICAL MANAGEMENT 6" DOUBLE-SIDED VERTICAL MANAGEMENT VIDEO SECURITY CAMERA MOUNTING TYPES (P = PENDANT MOUNTED) (R = ROOF PARAPET MOUNTED) (W = WALL MOUNTED W/ BRACKET) C Y VIDEO SECURITY CAMERA ID (WHERE APPLICABLE REPRESENTS THE CAMERA # OR TYPE) C # ABBREVIATIONS NON-STRUCTURAL ELECTRICAL NOTES 1.THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE 2015 INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) STANDARD 7. THE CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATIONS. 2.2015 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT ARE PERMANENTLY ATTACHED TO STRUCTURES AND THEIR SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. 3.ASCE 7 CONTRACTOR RESPONSIBILITY: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY AUTHORITY HAVING JURISDICTION AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A.ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE PLAN; B.ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C.PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND D.IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. POWER SWITCHBOARD/SWITCHGEAR PANELBOARD, FLUSH-MOUNTED PANELBOARD, SURFACE-MOUNTED (FRONT) TRANSFORMER EQUIPMENT CONNECTION - CONFIRM CONNECTION WITH EQUIPMENT MANUFACTURER SPECIAL RECEPTACLE DUPLEX RECEPTACLE FOURPLEX RECEPTACLE RECEPTACLES JUNCTION BOX RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) RACEWAY RUN BELOW FLOOR OR BELOW GRADE RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) FLEXIBLE RACEWAY PULL BOX (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) VAULT (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) HANDHOLE (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) RACEWAYS AND BOXES RACEWAY CONTINUATION RACEWAY STUB WITH BUSHING FIRE STOPPING SLEEVE RACEWAY SLEEVE WITH BUSHING T J PB XX XX HH XX GROUNDING CONDUCTOR GROUND ROD GROUNDING BUSBAR G EQUIPMENT GROUNDING CONNECTION GROUNDING STRAP GENERAL NOTES 1.PERFORM WORK IN ACCORDANCE WITH APPLICABLE NATIONAL AND STATE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 2.OBTAIN AND PAY FOR PERMITS REQUIRED FOR INSTALLATION OF WORK. ARRANGE AND SCHEDULE REQUIRED INSPECTIONS. 3.COORDINATE WITH UTILITY COMPANIES FURNISHING SERVICES TO PROJECT. INSTALLATION OF UTILITY SERVICES SHALL BE IN ACCORDANCE WITH UTILITY REQUIREMENTS. VERIFY APPLICABLE INSTALLATION STANDARDS AND REQUIREMENTS. PROVIDE AND SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO ORDERING EQUIPMENT. 4.COORDINATE ELECTRICAL WORK WITH THAT OF OTHER TRADES. REFER TO MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 5.COMPLETION OF WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE PROJECT SCHEDULE. SCHEDULE INSTALLATION WITH OTHER TRADES TO ENSURE PROJECT MILESTONES ARE MET. 6.DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW ALL COMPONENTS REQUIRED FOR A COMPLETE INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND SIMILAR ITEMS. 7.LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, INCLUDING BUT NOT LIMITED TO CABLING, TELECOMMUNICATION PATHWAYS AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS CONTRACT. 8.COORDINATE TELECOMMUNICATIONS WORK WITH THAT OF OTHER TRADES. REFER TO ELECTRICAL, MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 9.PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. 10.INTRABUILDING OPTICAL FIBER CABLING SHALL BE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" BEFORE ENTERING A FREE STANDING RACK UTILIZING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. 11.CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY SYSTEM CABLING. 12.PRIOR TO STARTING TELECOMMUNICATIONS INSTALLATION, CAREFULLY INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE WORK. 13.DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS SATISFACTORY. 14.THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. GENERAL EXISTING ELECTRICAL TO BE REMOVED LIGHTING POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HEADS AS INDICATED DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE EXISTING ELECTRICAL TO REMAIN NEW ELECTRICAL WORK MATCHLINE OR PROPERTY LINE DETAIL/PLAN IDENTIFIER SECTION IDENTIFIER ELEVATION IDENTIFIER REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE REVISION CALLOUT DEMOLITION NOTE TAG EQUIPMENT TAG FLAG NOTE TAG MECHANICAL EQUIPMENT TAG NORTH ARROW ENLARGED PLAN BOUNDARY E1.1 1 E1.1 A E1.1 A 1 1 1 AHU-01 N M METER MAN METROPOLITAN AREA NETWORK MAX MAXIMUM MC MAIN CROSS CONNECT; METAL CLAD (CABLE) MCB MAIN CIRCUIT BREAKER MCC MOTOR CONTROL CENTER MDF MAIN DISTRIBUTION FRAME MDP MAIN DISTRIBUTION PANEL MFR MANUFACTURER MH MANHOLE MIN MINIMUM MLO MAIN LUGS ONLY MM MULTIMODE MPOE MAIN POINT OF ENTRY MPOP MAIN POINT OF PRESENCE MTD MOUNTED MTS MANUAL TRANSFER SWITCH (N)NEW N NEUTRAL NAC NOTIFICATION APPLIANCE CIRCUIT NEC NATIONAL ELECTRICAL CODE NEMA NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION NF NON-FUSED NIC NOT IN CONTRACT NL NIGHT LIGHT OFC OPTICAL FIBER CABLE OHL OVERHEAD LINE OL OVERLOAD OS OCCUPANCY SENSOR OSP OUTSIDE PLANT P POLE PBX PRIVATE BRANCH EXCHANGE PF POWER FACTOR PH PHASE PIR PASSIVE INFRARED PIV POST INDICATING VALVE PNL PANEL PP PATCH PANEL PT POTENTIAL TRANSFORMER PVC POLYVINYL CHLORIDE RCP REFLECTED CEILING PLAN REC RECEPTACLE REF REFER TO REV REVISION RM ROOM RTRC REINFORCED THERMORESETTING RESIN CONDUIT RU RACK UNIT SB STANDBY SHT SHEET SLC SIGNALING LINE CIRCUIT SM SINGLEMODE SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET SMR SURFACE METAL RACEWAY SONET SYNCHRONOUS OPTICAL NETWORK SP SERVICE PROVIDER SPD SURGE PROTECTIVE DEVICE SPEC SPECIFICATIONS SPST SINGLE POLE SINGLE THROW ST SHUNT TRIP STP SHIELDED TWISTED PAIR SVGA SUPER VIDEO GRAPHICS ARRAY SW SWITCH SWBD SWITCHBOARD TBB TELECOMMUNICATIONS BONDING BACKBONE TEL TELEPHONE TELCO TELEPHONE COMPANY TGB TELECOMMUNICATIONS GROUNDING BUSBAR TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION TMGB TELECOMMUNICATIONS MAIN GROUNDING BUSBAR TP TAMPERPROOF TR TELECOMMUNICATIONS ROOM TTB TELEPHONE TERMINAL BOARD TV TELEVISION TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION TYP TYPICAL UG UNDERGROUND UL UNDERWRITERS LABORATORIES UON UNLESS OTHERWISE NOTED UPS UNINTERRUPTIBLE POWER SUPPLY USB UNIVERSAL SERIAL BUS UTP UNSHIELDED TWISTED PAIR UV UNIT VENTILATOR V VOLTS VA VOLT AMPERES VFD VARIABLE FREQUENCY DRIVE W WATT; WIRE W/WITH W/O WITHOUT WA WORKSTATION AREA WAN WIDE AREA NETWORK WG WIRE GUARD WH WATT HOUR METER WP WEATHERPROOF XMFR TRANSFORMER Y WYE Z IMPEDANCE A AMPERE AC AIR CONDITIONING; ALTERNATING CURRENT; ABOVE COUNTER AF AMP FUSE; AMP FRAME AFC AVAILABLE FAULT CURRENT AFF ABOVE FINISHED FLOOR AG ABOVE GRADE AHJ AUTHORITIES HAVING JURISDICTION AHU AIR HANDLING UNIT AIC AMPERE INTERRUPTING CURRENT AL ALUMINUM ANSI AMERICAN NATIONAL STANDARDS INSTITUTE AS AMP SWITCH AT AMP TRIP ATM ASYNCHRONOUS TRANSFER MODE ATS AUTOMATIC TRANSFER SWITCH AV AUDIO VISUAL AWG AMERICAN WIRE GAUGE BAS BUILDING AUTOMATION SYSTEM BATT BATTERIES BIL BASIC IMPULSE INSULATION LEVEL BKBD BACKBOARD BKR BREAKER BLDG BUILDING C CONDUIT; DEGREES CELSIUS CAB CABINET CAT CATEGORY CATV COMMUNITY ANTENNA TELEVISION CB CIRCUIT BREAKER CCTV CLOSED CIRCUIT TELEVISION CLG CEILING CM CEILING-MOUNTED CO CONDUIT ONLY COW COMPUTER ON WHEELS CR CONTROLLED RECEPTACLE CT CURRENT TRANSFORMER CU COPPER D DEDICATED DDC DIRECT DIGITAL CONTROL DEMARC DEMARCATION POINT DISC DISCONNECT DIST DISTRIBUTION DSL DIGITAL SUBSCRIBER LINE DWG DRAWING (E)EXISTING EA EACH EF EXHAUST FAN EIA ELECTRONIC INDUSTRIES ASSOCIATION ELEV ELEVATION EM EMERGENCY EMT ELECTRICAL METALLIC TUBING ENCL ENCLOSURE EPM ELECTRONIC POWER METER EPO EMERGENCY POWER OFF EQUIP EQUIPMENT ETR EXISTING TO REMAIN EWC ELECTRIC WATER COOLER F FUSE; DEGREES FAHRENHEIT FA FIRE ALARM FAAP FIRE ALARM ANNUNCIATOR PANEL FACP FIRE ALARM CONTROL PANEL FBO FURNISHED BY OWNER FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR FOIO FURNISHED BY OWNER INSTALLED BY OWNER FSD FIRE SMOKE DAMPER G GROUND GB GROUND FAULT CIRCUIT BREAKER GF GROUND FAULT CIRCUIT INTERRUPTER GFP GROUND FAULT PROTECTION GND GROUND GRS GALVANIZED RIGID STEEL HC HORIZONTAL CROSS CONNECT HID HIGH INTENSITY DISCHARGE HP HORSEPOWER HTR HEATER Hz HERTZ IBC INTERNATIONAL BUILDING CODE IC INTERMEDIATE CROSS CONNECT IDF INTERMEDIATE DISTRIBUTION FRAME IEEE INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS IG ISOLATED GROUND IMC INTERMEDIATE METALLIC CONDUIT ISDN INTEGRATED SERVICES DIGITAL NETWORK J JUNCTION K KIRK KEY KCMIL THOUSAND CIRCULAR MILS kVA KILOVOLT AMPERE KVAR KILOVOLT AMPERE REACTIVE kW KILOWATT LAN LOCAL AREA NETWORK LCP LIGHTING CONTROL PANEL LEC LOCAL EXCHANGE CARRIER LT LIGHT LTG LIGHTING M METER MAN METROPOLITAN AREA NETWORK DEVICE SUBSCRIPTS (CIRCUIT NUMBER) (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) (NON-STANDARD MOUNTING HEIGHT OR AC) P1A-12 +42"GF 1 FLOOR MOUNTED SERVER ENCLOSURE SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E LEGEND AND SHEET INDEX 01/18/2022 FOR REFERENCE ONLY 4 UNDEVELOPED UNDEVELOPED TR A S H RE C Y C L E SA L V A G E CO M P A C T O R UNDEVELOPED VA N CO M P A C T O R VA N EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y P3 P3 P3 P3 P3 P3P3 P5B P4A P4A P4AP4A P4B P5P5 P5 P5 P5 P4 P5AP5A P5A P4B P4B P5A SHEET NOTES: 1.REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01 FOR FIXTURE SPECIFICATIONS. L4 L8 L2 P1 L1 P2 A3 L5 L6 R2 R1 B3 P3 E1 R8 E2 R9 R4 R5 R7 EV03 EV02 EV04 HH15 HH16 HH17 HH18HH19 HH20HH21 HH24 HH25 HH02 HH03 HH04 HH06 HH08 HH09 HH10 HH11 HH12 HH13 HH14 HH23 EV01 TRANSFORMER VAULT EV03 TRANSFORMER VAULT EV02 TRANSFORMER VAULT EV04 PRIMARY SWITCH PRIMARY SWITCH 250KW GENERATOR TRANSFORMER VAULT EV01 HH22 HH01 L7 HH05 L3 HH07 L9R6 HH26 HH27HH26 R10L22 R11 L23R26 R14 L24 L25 R15L16 R16L17 R13 R17L18 R18 L19 L20 L21 R25L15 L14 L13 L12 L11 L10 R19R20R21 R22R23R24 R3 R12 P4 A4 P5 R11.1 L25.1 L24.1 L22.1 L2.1 L19.1 L20.1 L21.1 L15.1 L14.1 L13.1 L12.1 L11.1 L10.1 L9.1 L7.1 L4.1 L3.1 L5.1 L25.2 L1.1 L8.1 L16.1 L17.1 L18.1 R21.1 R20.1 R19.1 B3.1 E2.1 R24.1 R23.1 R22.1 L23.1 A1 R3.1 R3.2 HH29 HH30 E2.01 1 E2.01 2 E1.01 2 1 3 1 2 2 2 2 EV CHARGING STATION PANELE7.01 5 EV CHARGING STATION PANELE7.01 5 3 3 3 3 15KV PRIMARY SWITCH AND VAULT BY OWNER. REFER TO DISTRICT MV POWER DISTRIBUTION DRAWINGS. MEDIUM VOLTAGE CONDUITS BY OWNER. REFER TO DISTRICT MV POWER DISTRIBUTION DRAWINGS. EXTEND CONDUIT TO ELECTRICAL ROOM. COORDINATE WITH PANEL LOCATIONS. POWER TO NETWORK SWITCH. REFER TO TELECOM DRAWINGS. POWER SUPPLY TO GATE OPERATOR. COORDINATE REQUIREMENTS WITH MANUFACTURER. 1 FLAG NOTES: 2 3 3 3 NHA-3 NHA-1 NHA-1 NHA-5 NHA-1 NHA-1 NHA-3 NHA-5 NHA-1 NHA-5 NHA-3 NHA-9 NHA-7 NHA-11 NHA-7 NHA-11 NHA-7 NHA-7 NHA-9 NHA-7 NHA-11 NHA-7 NHA-9 NHA-7 NHA-11 NHA-1,3,5 NHA-7,9,11 E2.01 3 E7.03 3 UPSA-15 E7.03 1 GH-1,3,5 E7.03 1 GH-7,9,11 E7.03 3UPSA-17 E7.03 4 UPSA-19 GL-11,13,15 E7.03 2 GL-17,19,21 E7.03 1 GL-23,25,27 E7.03 3 GL-29,31,33 E7.03 3 UPSA-21 4 5 4 5 5 4 5 5 6NHA-17 VA N VA N EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y B5 B5 B5 P1 P1 P1 P1 P1 P1 P1 B5 P1 P1 P1 P1 P1 NHA-13 NHA-13 NHA-13NHA-13 NHA-15 NHA-15 NHA-15 NHA-15 NHA-13 NHA-13 NHA-13 NHA-13 NHA-15 NHA-15 NHA-15 NHA-15 3 L26 L27 L28 L29 L30L31L32 L33 L34L35 L36 L38 L39 N ENLARGED LIGHTING PLAN SCALE: 1" = 20'-0" 2 E1.01 SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N \\ H A R G I S F I L E \ G E N E R A L \ J O B S \ 2 0 \ 2 0 0 7 0 \ C A D \ E 1 - S I T E - F I N A L S I T E . D W G - P L O T T E D 1: 1 ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONSULTANT COMPANY ADDRESS CITY, STATE ZIP PHONE (###) ###-#### FAX (###) ###-#### TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 PLOTTED FULL SIZE THIS BOX WILL MEASURE 1" IN LENGTH DRAWINGS WERE PREPARED FOR: BUILDING IDENTIFIER: DF CT 11/17/21 9 N ELECTRICAL SITE PLAN SCALE: 1" = 40'-0" 1 E1.01 E 0' SCALE: 120'80'40'20'10' 1"= 40' ELECTRICAL SITE PLAN 01/18/2022 FOR REFERENCE ONLY LOADING DOCK EMPLOYEE PARKING (39 SPACES - 10'x20') SMALL FLEET (11 SPACES 10'x20') FUEL ISLAND (NCCO PHASE 2) HEATED PARKING (2,254 SF) UNDEVELOPED YARD 280'x20': 5,600 SF (3) COVERED VEHICLE BAYS VI S I T O R / D R O P - I N P A R K I N G ( 3 0 S P A C E S - 1 0 ' x 2 0 ' ) 6,667 SF (FLOOR) 29,299 SF (CANOPY) CANOPY (NCCO PHASE 2) SERVICE TRUCKS OFFICE BUILDING (19,039 SF) WAREHOUSE (11,632 SF) UNDEVELOPED SMALL FLEET (9 SPACES 10'x20')TR A S H RE C Y C L E SA L V A G E EMPLOYEE PARKING (19) SPACES - 10'x20' K A C H J 9 6 4 LGDB 2 1 5 7 M N PEF 8 3 Q CO M P A C T O R UNDEVELOPED VA N CO M P A C T O R VA N EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y P3 P3 P3 P3 P3 P3 P3 P5A P4C P4C P4C P4C P4D P5 P5 P5 P5 P5 P4 P5A P5A P5A P4D P4D P5A B5 B5 B5 P1 P1 P1 P1 P1 P1 P1 B5 P1 P1 P1 P1 P1 ZONE A ZONE C ZONE E ZONE B ZONE D ZONE F SITE LIGHTING CONTROL SCHEDULE ZONE LIGHT FIXTURES ON/OFF CONTROL SETBACK CONTROL OCC SENSOR ON OCC SENSOR OFF NOTES A P1, P3, P4, P5, B5 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 B P1, P3, P4, P5, S4 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 C P1, P3, P4, P5, S4 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 D P3, P4, P5, S4 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 E P3, P4, P5, S4 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 F P3, P4, P5 TIMECLOCK NOTE 2 NOTE 3 NOTE 4 1 NOTES: 1. TIMECLOCK CONTROL: ALL FIXTURES TO 100% ON AT DUSK, ALL FIXTURES OFF AT DAWN 2. ALL FIXTURES TO BE DIMMED TO 50% FROM 12AM MIDNIGHT TO 6AM (CONFIRM OPERATING HOURS WITH OWNER) 3. ALL FIXTURES WITHIN ZONE FULLY ILLUMINATE UPON ACTIVATION OF ANY OCCUPANCY SENSOR WITHIN THAT ZONE 4. DIM FIXTURES INDIVIDUALLY TO 50% AFTER NO ACTIVITY FROM LOCAL SENSOR FOR 15 MINUTES. EXTERIOR LIGHTING CONTROL NOTES 1.SITE POLE LIGHTS SHALL BE CONTROLLED THROUGH WIRELESS LIGHTING CONTROL Confirm NX options SYSTEM, HUBBELL SITESYNC. WIRELESS CONTROLS SHALL PROVIDE INDIVIDUAL AND GROUP CONTROL CAPABILITY. SITE WIRELESS CONTROLS SHALL INTERFACE ALL POLE AND BOLLARD FIXTURES SERIES P1, P3, P4, P5, B1 AND WAREHOUSE FIXTURES TYPE S4. 2.CONTROL SYSTEM SOFTWARE SHALL BE DOWNLOADED ON OWNER NETWORK FOR MONTORING, CONTROL AND PROGRAMMING THROUGH OWNER PC'S. 3.PROVIDE ALL COMPONENTS REQUIRED FOR SITE WIRELESS CONTROLS INCLUDING Verify wired or wireless occ sensors HEADEND EQUIPMENT AND WIRELESS REPEATERS. 4.ALL POLE LIGHT FIXTURES SHALL INCLUDE INTEGRAL OCCUPANCY SENSORS INTERFACED WITH SITE WIRELESS CONTROL SYSTEM. 5.PROVIDE WIRELESS OCCUPANCY SENSORS AT WAREHOUSE PERIMETER PER DRAWINGS INTERFACED WITH S4 FIXTURES. 6.WIRELESS LIGHTING CONTROLS SHALL BE CONFIGURED PER THE EXTERIOR LIGHTING CONTROL SCHEDULE. SITE LIGHTING CONTROL ZONE PLAN SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N \\ H A R G I S F I L E \ G E N E R A L \ J O B S \ 2 0 \ 2 0 0 7 0 \ C A D \ E 1 - S I T E - F I N A L S I T E - O N L Y L I G H T I N G . D W G - P L O T T E D 1: 1 ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONSULTANT COMPANY ADDRESS CITY, STATE ZIP PHONE (###) ###-#### FAX (###) ###-#### TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 PLOTTED FULL SIZE THIS BOX WILL MEASURE 1" IN LENGTH DRAWINGS WERE PREPARED FOR: BUILDING IDENTIFIER: DF CT 11/17/21 9 N SITE LIGHTING CONTROL ZONE PLAN SCALE: 1" = 40'-0" 1 E1.02 E 0' SCALE: 120'80'40'20'10' 1"= 40' 01/18/2022 FOR REFERENCE ONLY 6 PROVIDE CHARGEPOINT LEVEL 2 DUAL CHARGING STATION. REFER TO DETAIL 1 ON SHEET E7.02. PROVIDE VEHICLE CHARGING STATION. REFER TO DETAILS 2 AND 3 ON SHEET E7.02. PROVIDE CHARGEPOINT LEVEL 2 SINGLE CHARGING STATION. REFER TO DETAIL 1 ON SHEET E7.02. EXISTING HAND HOLE SHOWN FOR REFERENCE ONLY. POWER TO NETWORK SWITCH. REFER TO TELECOM DRAWINGS. POWER SUPPLY TO GATE OPERATOR. COORDINATE REQUIREMENTS WITH MANUFACTURER. ROUTE CIRCUITS WITHIN EXISTING CONDUIT R13 1 FLAG NOTES: 2 3 4 5 7 VA N VA N EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y EV CH A R G I N G ON L Y TRANSFORMER VAULT EV03 A1 EV CHARGING STATION PANEL 'EV03' E7.01 5 E7.01 2 B5 B4 B5 B5 B5 B5 B5 1 E7.01 6 TYP OF 6 (CKT 1,3,5,7) 1 (CKT 9,11,13,15) B4 EV CHARGING STATION PANEL 'EV02' TRANSFORMER VAULT EV02 A2 E7.01 5 E7.01 2 1 1 1 1 1 1 2 2 2 2 B1.1 B2.1 B2.2B1.2 B2.3 B1.3 B1.4 B2.4 B1.5 B2.5 B1.6 B2.6 B1.7 B2.7 B1.8 B2.8 B1.9 B2.9 B1.10 B2.10 (E)EV05 (C K T 1 , 3 , 5 , 7 ) (C K T 9 , 1 1 , 1 3 , 1 5 ) (C K T 1 7 , 1 9 , 2 1 , 2 3 ) (C K T 2 , 4 , 6 , 8 ) (C K T 1 0 , 1 2 , 1 4 , 1 6 ) (C K T 1 8 , 2 0 , 2 2 , 2 4 ) (C K T 2 5 , 2 7 ) (C K T 2 9 , 3 1 ) (C K T 2 6 , 2 8 ) (C K T 3 0 , 3 2 ) B2 TYP. OF 10 B1 TYP. OF 10 HH 0 8 4 C3 5 4 HH 0 9 4 B1.11-14 (4)2"C FROM EV05 VAULT TO PANEL 'EV02' BATTERY CHARGER BLOCK HEATER WP, GFCI GL-97 250KW GENERATOR SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 N ENLARGED PLAN - NORTHWEST PARKING SCALE: 1/16" = 1'-0" 1 E2.01 EN ENLARGED PLAN - SOUTHEAST PARKING SCALE: 1/16" = 1'-0" 2 E2.01 ELECTRICAL ENLARGED PLANS N ENLARGED PLAN - GENERATOR SCALE: 1/16" = 1'-0" 3 E2.01 01/18/2022 FOR REFERENCE ONLY VAULT SCHEDULE VAULT TYPE MANUFACTURER VAULT MODEL COVER MODEL COVER RATING COVER LABEL RISERS VAULT DIMENSIONS (L X WX D)NOTE HH01 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH02 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH03 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH04 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH05 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH06 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH07 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH08 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH09 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH10 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH11 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH12 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH13 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH14 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH15 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH16 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH17 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH18 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH19 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH20 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH22 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH23 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH24 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH25 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH26 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH27 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH28 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1,4 HH29 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1 HH30 CHRISTY B1730 NON-SKID TRAFFIC RATED POWER 2' X 3' X 1'1 EV01 TRANSFORMER VAULT/PAD 500-2500KVA - PUD CAT ID# 100-16-89 POWER 8' X 9' X 4'-6"2,4 EV02 TRANSFORMER VAULT/PAD 75-500KVA - PUD CAT ID# 766313 POWER 5' X 6' X 4'3,4 EV03 TRANSFORMER VAULT/PAD 75-500KVA - PUD CAT ID# 766313 POWER 5' X 6' X 4'3,4 EV04 TRANSFORMER VAULT/PAD 75-500KVA - PUD CAT ID# 766313 POWER 5' X 6' X 4'3,4 EV05 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED POWER 3'-4" X 3'-4" X 3'-1"4 GENERAL NOTES: SEE SPECIFICATION SECTION 260543 FOR ADDITIONAL INFORMATION AND REQUIREMENTS. NOTES: 1.TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER 2.UTILITY TRANSFORMER VAULT, SEE DETAIL 1 ON SHEET E7.01. 3.UTILITY TRANSFORMER VAULT, SEE DETAIL 2 ON SHEET E7.01. 4.EXISTING EQUIPMENT INSTALLED DURING PHASE 1. EXTERIOR LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS QTY TYPE VOLTS WATTS B5 LED BOLLARD FIXTURE, CROWNED TOP KIM LIGHTING PA7R-CR-CT-5-12L-010-4K7 INC LED UNV 14 3' HIGH, TYPE 5 DISTRIBUTION 4000K SITESYNCE WIRELESS ENABLED 1,000 LM P1 12' POLE MOUNT LED KIM LIGHTING ALT1-54L-95-4K7-5QM-SWPM-40F INC LED UNV 95 TYPE 5 MEDIUM DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 12,500 LM P3 30' POLE MOUNTED LED KIM LIGHTING ALT2-100L-285-4K7-3-UNV-XX-XX-SWPM-40F INC LED UNV 285 TYPE 3 DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 35,000 LM P4 20' POLE MOUNTED LED KIM LIGHTING ALT2-100L-240-4K7-4-UNV-XX-XX-SWPM-40F INC LED UNV 240 TYPE 4 DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 30,000 LM P4A 30' POLE MOUNTED LED KIM LIGHTING ALT2-100L-285-4K7-4W-UNV-XX-XX-SWPM-40F INC LED UNV 285 TYPE 4 WIDE DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 35,000 LM P4B 20' POLE MOUNTED LED KIM LIGHTING ALT2-100L-285-4K7-4W-UNV-XX-XX-SWPM-40F INC LED UNV 285 TYPE 4 WIDE DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 35,000 LM P5 20' POLE MOUNTED LED KIM LIGHTING ALT2-100L-240-4K7-5W-UNV-XX-XX-SWPM-40F INC LED UNV 240 TYPE 5 ROUND DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 30,000 LM P5A 20' POLE MOUNTED LED KIM LIGHTING ALT2-100L-285-4K7-5W-UNV-XX-XX-SWPM-40F INC LED UNV 285 TYPE 5 ROUND DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 35,000 LM P5B 30' POLE MOUNTED LED KIM LIGHTING ALT2-100L-285-4K7-5W-UNV-XX-XX-SWPM-40F INC LED UNV 385 TYPE 5 DISTRIBUTION 4000K INTEGRAL OCCUPANCY SENSOR (9'-40' HEIGHT), SITESYNC WIRELESS ENABLED 35,000 LM GENERAL NOTES: A.COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B.MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. SITE POWER RACEWAY SCHEDULE (GENERAL REMARK 1) TAG QUANTITY (NOTE 1) CONDUIT SIZE CONDUCTORS DESCRIPTION FROM TO NOTES 277/480V 3 PHASE P1 5 4"4#350KCM (4 SETS)OFFICE ELECTRICAL SERVICE XFMR VAULT EV01 OFFICE BUILDING 5,7 P2 2 3"4#250KCM (2 SETS)WAREHOUSE ELECTRICAL SERVICE XFMR VAULT EV01 WAREHOUSE 7 P3 2 2-1/2"4#3/0 (2 SETS)OFFICE GENERATOR SERVICE 250KW GENERATOR OFFICE BUILDING 7 P4 1 3/4"4#8, #10 GND WAREHOUSE EMERGENCY LIGHTING OFFICE BUILDING / PANEL 'X1' WAREHOUSE / PANEL 'X2' P5 1 3/4"4#8, #10 GND WAREHOUSE EMERGENCY LIGHTING OFFICE BUILDING / PANEL 'UPSA' WAREHOUSE / PANEL 'UPSA3' 277V 1 PHASE L1 1 1"6#8, 1#10 GND POLE LIGHTS PANEL 'NHA'HH06 7 L1.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH06 POLE LIGHT L2 1 1"8#8, 1#10 GND POLE LIGHTS/MONUMENT SIGN PANEL 'NHA'HH21 7 L2.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH21 POLE LIGHT L3 1 3/4"4#10, 1#10 GND POLE LIGHTS HH06 HH05 6 L3.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH05 POLE LIGHT L4 1 3/4"4#10, 1#10 GND POLE LIGHTS HH05 HH04 6 L4.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH04 POLE LIGHT L5 1 3/4"4#10, 1#10 GND POLE LIGHTS HH04 HH03 6 L5.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH03 POLE LIGHT L6 1 3/4"4#10, 1#10 GND POLE LIGHTS HH03 HH02 6 L6.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH02 POLE LIGHT L7 1 3/4"4#10, 1#10 GND POLE LIGHTS HH04 HH01 6 L7.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH01 POLE LIGHT L8 1 3/4"4#10, 1#10 GND POLE LIGHTS HH06 HH07 6 L8.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH07 POLE LIGHT L9 1 3/4"4#10, 1#10 GND POLE LIGHTS HH07 HH08 6 L9.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH08 POLE LIGHT L10 1 3/4"4#10, 1#10 GND POLE LIGHTS HH08 HH09 6 L10.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH09 POLE LIGHT L11 1 3/4"4#10, 1#10 GND POLE LIGHTS HH09 HH10 6 L11.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH10 POLE LIGHT L12 1 3/4"4#10, 1#10 GND POLE LIGHTS HH10 HH11 6 L12.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH11 POLE LIGHT L13 1 3/4"4#10, 1#10 GND POLE LIGHTS HH11 HH12 6 L13.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH12 POLE LIGHT L14 1 3/4"4#10, 1#10 GND POLE LIGHTS HH12 HH13 6 L14.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH13 POLE LIGHT L15 1 3/4"2#10, 1#10 GND POLE LIGHTS HH13 HH14 6 L15.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH14 POLE LIGHT L16 1 3/4"4#10, 1#10 GND POLE LIGHTS HH21 HH20 6 L16.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH20 POLE LIGHT L17 1 3/4"4#10, 1#10 GND POLE LIGHTS HH20 HH19 6 L17.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH19 POLE LIGHT L18 1 3/4"4#10, 1#10 GND POLE LIGHTS HH19 HH18 6 L18.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH18 POLE LIGHT L19 1 3/4"4#10, 1#10 GND POLE LIGHTS HH18 HH17 6 L19.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH17 POLE LIGHT L20 1 3/4"4#10, 1#10 GND POLE LIGHTS HH17 HH16 6 L20.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH16 POLE LIGHT L21 1 3/4"2#10, 1#10 GND POLE LIGHTS HH16 HH15 6 L21.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH15 POLE LIGHT L22 1 3/4"6#10, 1#10 GND POLE LIGHTS/MONUMENT SIGN HH21 HH22 6 L22.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH22 POLE LIGHT L23 1 3/4"6#10, 1#10 GND POLE LIGHTS/MONUMENT SIGN HH22 HH24 6 L23.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH24 POLE LIGHT L24 1 3/4"6#10, 1#10 GND POLE LIGHTS/MONUMENT SIGN HH24 HH25 6 L24.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH25 POLE LIGHT L25 1 3/4"4#10, 1#10 GND POLE LIGHTS/MONUMENT SIGN HH25 HH26 6 L25.1 1 3/4"2#10, 1#10 GND POLE LIGHTS HH26 POLE LIGHT L25.2 1 3/4"2#10, 1#10 GND MONUMENT SIGN HH26 MONUMENT SIGN L26 1 3/4"4#10, 1#10 GND POLE LIGHTS 277/480V PANEL POLE LIGHT L27 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L28 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L29 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L30 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L31 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L32 1 3/4"2#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L33 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L34 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L35 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L36 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L37 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L38 1 3/4"4#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT L39 1 3/4"2#10, 1#10 GND POLE LIGHTS POLE LIGHT POLE LIGHT 120/208V 3 PHASE A1 3 3"4#3/0 (1 SET)EV CHARGING PANEL FEEDER XFMR VAULT EV03 PANEL 'EV03'5,6 A2 3 4"4#3/0 (2 SETS)EV CHARGING PANEL FEEDER XFMR VAULT EV02 PANEL 'EV02'5,6 A3 2 2-1/2"4#3/0 (2 SETS)HEATED PARKING FEEDER XFMR VAULT EV04 HEATED PARKING 7 A4 1 1-1/2"MULE TAPE ONLY FUTURE GUARD SHACK PANEL 'EV03'HH23 / GUARD SHACK 208V 1 PHASE B1.1-.6 1 2"MULE TAPE ONLY EV CHARGING STATION CIRCUIT EV CHARGING STATION VAULT EV05 2,6 B1.7-.10 1 2"3#2, 1#10 GND EV CHARGING STATION CIRCUIT VAULT EV05 SHORE CHARGING STATION 2,6 B1.11-.14 1 2"3#2, 1#10 GND SHORE POWER CHARGING STATION PANEL 'EV02'VAULT EV05 B2.1-.6 1 1"4#8, 1#10 GND EV CHARGING STATION CIRCUIT PANEL 'EV02'EV CHARGING STATION 2,6 B2.7-.10 1 1"MULE TAPE ONLY SHORE POWER CHARGING STATION PANEL 'EV02'SHORE CHARGING STATION 6 B3 2 1"2#10, 1#10 GND AST TANK TURBINE POWER HH26 HH27 6 B3.1 2 1"2#10, 1#10 GND AST TANK TURBINE POWER HH27 FUEL ISLAND B4 1 1"4#8, 1#10 GND EV CHARGING STATION CIRCUIT PANEL 'EV03'EV CHARGING STATION B5 1 1"MULE TAPE ONLY EV CHARGING STATION CIRCUIT PANEL 'EV03'EV CHARGING STATION 120V 1 PHASE R1 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT OFFICE BUILDING SECURITY GATE R2 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT OFFICE BUILDING SECURITY GATE R3 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT OFFICE BUILDING SECURITY GATE 7 R3.1 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT OFFICE BUILDING HH30 7 R3.2 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT OFFICE BUILDING NETWORK SWITCH R3.3 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT HH30 SECURITY GATE R4 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT OFFICE BUILDING HH06 7 R5 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH06 HH07 6 R6 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH07 HH08 6 R7 2 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH08 HH09 6 R8 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH09 NETWORK SWITCH 6 R9 1 1"8#10, 1#10 GND SECURITY GATE CIRCUIT OFFICE BUILDING HH21 7 R10 1 3/4"6#10, 1#10 GND SECURITY GATE CIRCUIT HH21 HH22 6 R11 1 3/4"6#10, 1#10 GND SECURITY GATE CIRCUIT HH22 HH23 6 R12 1 3/4"3#10, 1#10 GND SECURITY GATE CIRCUIT HH23 SECURITY GATE 7 R13 1 3/4"6#10, 1#10 GND GENERATOR BATTERY CHARGER, BLOCK HEATER, RECEPTACLES, LIGHT OFFICE BUILDING 250KW GENERATOR 7,8 R14 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH24 NETWORK SWITCH 6 R15 1 3/4"2#10, 1#10 GND SEC. GATE/NETWORK SWITCH CIRCUIT HH21 HH20 6 SITE POWER RACEWAY SCHEDULE CONTINUED. (GENERAL REMARK 1) TAG QUANTITY (NOTE 1) CONDUIT SIZE CONDUCTORS DESCRIPTION FROM TO NOTES 120V 1 PHASE R16 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH20 HH19 6 R17 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH19 HH18 6 R18 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH18 NETWORK SWITCH 6 R19 2 1"2#10, 1#10 GND DISPENSER POWER HH26 HH27 6 R19.1 2 1"2#10, 1#10 GND DISPENSER POWER HH27 FUEL ISLAND R20 1 1"5#10, 1#10 GND REMOTE FILL AND ESO PEDESTAL HH26 HH27 6 R20.1 1 1"5#10, 1#10 GND REMOTE FILL AND ESO PEDESTAL HH27 FUEL ISLAND R21 1 3/4"2#12, 1#12 GND CARD READER POWER HH26 HH27 6 R21.1 1 3/4"2#12, 1#12 GND CARD READER POWER HH27 FUEL ISLAND R22 1 1"2#10, 1#10 GND DEF POWER HH26 HH27 6 R22.1 1 1"2#10, 1#10 GND DEF POWER HH27 FUEL ISLAND R23 1 1"2#10, 1#10 GND CANOPY LIGHTING HH26 HH27 6 R23.1 1 1"2#10, 1#10 GND CANOPY LIGHTING HH27 FUEL ISLAND R24 5 1"MULE TAPE ONLY SPARE POWER CONDUITS HH26 HH27 6 R24.1 5 1"MULE TAPE ONLY SPARE POWER CONDUITS HH27 FUEL ISLAND R25 1 3/4"MULE TAPE ONLY SECURITY GATE CIRCUIT HEATED PARKING HH29 7 R26 1 3/4"2#10, 1#10 GND NETWORK SWITCH CIRCUIT HH22 HH24 6 CONTROLS E1 2 1-1/2"12#12 + 2 RS485 GENERATOR CONTROLS, ANNUNCIATOR 250KW GENERATOR OFFICE BUILDING 7,8 E2 2 3/4"BELDEN #88760, 1#12 GND DISPENSER MONITORING HH26 HH27 6 E2.1 2 3/4"BELDEN #88760, 1#12 GND DISPENSER MONITORING HH27 FUEL ISLAND E3 1 1"NOTE 4 AST MONITORING F113 F114 4 E4 1 3/4"NOTE 4 CARD READER COMMUNICATION F113 F114 4 E5 1 1"NOTE 4 DEF COMMUNICATION F113 F114 4 E6 1 1"NOTE 4 CANOPY SECURITY CAMERAS F113 F114 4 E7 1 1"NOTE 4 INTERCOM CALL BOX F113 F114 4 E8 1 1"MULE TAPE ONLY SPARE SECURITY CONDUIT F113 F114 4 GENERAL REMARK: 1.PROVIDE SWABBING OF EACH CONDUIT WITH A MANDREL TO REMOVE ALL DEBRIS AND TO ENSURE THE INTEGRITY OF EACH CONDUIT. THE MANDREL SHALL BE 12" LONG AND SIZED APPROPRIATELY FOR EACH CONDUIT. PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE EACH MAN HOLE, HANDHOLE AND ELECTRICAL ROOM DIRECTLY AFTER SWABBING IS COMPLETE. NOTES: 1.PROVIDE MULTIPLE QUANTITY OF RACEWAYS AS NOTED FOR EACH TAG SHOWN ON SCHEDULE AND SITE PLAN. INCLUDE CONDUCTORS NOTED WITHIN EACH RACEWAY. 2.CONDUIT SIZED FOR FUTURE LEVEL 3 EV CHARGING STATION. 3.COORDINATE PRIMARY POWER CONDUCTOR SIZING WITH OWNER. 4.REFER TO TELECOM/SECURITY SITE PLAN FOR CONDUCTORS. 5.ONE CONDUIT IS SPARE, INSTALL MULE TAPE 6.RACEWAY IS EXISTING. PROVIDE CONDUCTORS SHOWN ON SCHEDULE. 7.EXTEND EXISTING RACEWAY. REFER TO SITE PLAN FOR RACEWAY EXTENSION. PROVIDE CONDUCTORS SHOWN ON SCHEDULE. 8.CONDUCTORS FOR AUX POWER AND CONTROLS SHOWN ARE REPRESENTATIVE ONLY. PROVIDE SPECIFIC CONDUCTOR TYPES AND QUANTITIES BASED ON EQUIPMENT MANUFACTURER SUBMITTAL, INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS. SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E ELECTRICAL SCHEDULES 01/18/2022 FOR REFERENCE ONLY 12.5kV 208Y 120V UTILITY XFMR 'EV02' PANEL 'EV02' 400A 40 0 / 3 TO U T I L I T Y CE1 M 1 12.5kV 208Y 120V UTILITY XFMR 'EV03' PANEL 'EV03' 400A 40 0 / 3 TO U T I L I T Y CE1 M 1 SHEET NOTES: 1.PROVIDE ARC FLASH LABEL ON ALL NEW PANELBOARDS, TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT CALCULATIONS. REFER TO SPECIFICATIONS. UTILITY CT ENCLOSURE, POWER METER, AND METER COMMUNICATION ENCLOSURE PER SNOHOMISH COUNTY PUD STANDARDS. 1 FLAG NOTES: 400N 400N SITE ONE-LINE DIAGRAM1 E6.11 SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E ONE-LINE DIAGRAM 01/18/2022 FOR REFERENCE ONLY PROVIDE TOPPING MATERIAL TO MATCH FINISHED GRADE SAND BEDDING MATERIAL POWER CONDUIT 6" WIDE X 15 MIL THICK DETECTABLE PLASTIC INDICATOR TAPE (RED FOR POWER AND ORANGE FOR SECURITY). 12" MIN 7.5" TYP 2" 2" FINISHED GRADE. SECURITY CONDUIT 15" DETAIL NOTES: 1.SEE PLANS FOR EXACT QUANTITY AND SIZES OF CONDUIT. WHERE ADDITIONAL CONDUIT IS REQUIRED INCREASE OVERALL TRENCH WIDTH IN ACCORDANCE WITH THE TYPICAL DIMENSIONS AND CONDUIT SPACING SHOWN HERE. DETAIL - TYPICAL CONDUIT TRENCH SCALE: NTS 3 E7.01 COMPACTED BACKFILL PER NEC 300.50(E). MIN. 95% DENSITY 3" 24" MIN. 2" DETAIL - TRANSFORMER VAULT EV02/EV03/EV04 SCALE: NTS 2 E7.01 UTILITY TRANSFORMER 75 TO 500KVA DETAIL - TRANSFORMER VAULT EV01 SCALE: NTS 1 E7.01 UTILITY TRANSFORMER 500 TO 2500KVA FINISHED GRADE 6" 3'-0" MIN (TYP) SCHEDULE 40 PVC CONDUIT CONDUIT END CAP 1'-0" 2" X 4" STAKE WITH A TOP PAINTED IN ORANGE. CONDUIT ID PER RACEWAY SCHEDULE SHALL BE LABELED WITH BLACK SHARPIE IN THE ORANGE PAINTED AREA. 24" MIN SEE CONDUIT SCHEDULE FOR SIZE AND ROUTING INFORMATION. DETAIL - UNDERGROUND BURIED CONDUIT SCALE: NTS 6 E7.01 DETAIL - SERVICE EQUIPMENT ELEVATION SCALE: NONE 5 E7.01 FINISHED GRADE 1.SIZE FOR EXACT EQUIPMENT BEFORE CONSTRUCTING. 2.TRANSITION FROM PVC TO GRS FOR ALL ABOVE GRADE CONDUIT. 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) DETAIL NOTES: 5'-0"6" DIA SCH. 40 STEEL PIPE FILLED WITH CONCRETE AND ROUNDED ON TOP (TYP. FOR VERTICAL SUPPORTS). PAINT PER ARCHITECTURAL/CIVIL DRAWINGS AND SPECS. DETAIL - HANDHOLE FOR POLE LIGHT FIXTURE SCALE: NTS 4 E7.01 2" CLEAR LUMINAIRE LUMINAIRE POLE. IN-LINE WEATHERPROOF FUSE HOLDERS WITH FUSES #3 REINFORCING TIES, 2" ON CENTER #6 BARE COPPER GROUND WIRE 3/4"x8' (MIN) COPPER WELD GROUND ROD 4-#5 VERTICAL REINFORCED BARS 4"x6" GASKETED HANDHOLE 5'-0" 2' - 0 " MI N 3-'0" FINISHED GRADE 1" PVC, PATHWAY FOR VIDEO CAMERA. COORDINATE WITH SECURITY PLANS. CONDUIT PER PLAN CHRISTY MODEL B1730 TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER POLE MOUNT SECURITY CAMERA MOUNTED AT 12'-0" ABOVE FINISHED GRADE. COORDINATE WITH SECURITY PLANS. 1.SCREENED BACK EQUIPMENT TO BE INSTALLED WITH A FUTURE PHASE AND NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: PANEL EV-# 4'-0" CURB CHARGING STATION CONDUITS DETAIL - CHARGING STATION STUBS SCALE: NONE 6 E7.01 EXTEND EXISTING CONDUIT TO METER EXTEND EXISTING CONDUITS TO PANELBOARD NEW 3/4" PVC FOR LIGHT POLE SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E ELECTRICAL DETAILS 01/18/2022 FOR REFERENCE ONLY PROVIDE WIDTH AS NEEDED TO ACCOMMODATE PEDESTAL BASE. 3'-0"(4)#8 VERTICAL REINFORCEMENT BARS WITH #3 HORIZONTAL REINFORCING TIES 6" ON CENTER FINISHED GRADE ANCHOR BOLTS. CONFIRM QUANTITY/SIZE AND ARRANGEMENT BASED ON MANUFACTURER'S INSTALLATION DRAWINGS ELECTRIC VEHICLE PEDESTAL PER MANUFACTURER'S INSTALLATION DRAWINGS. SEE E-1.1 FOR REQUIRED MANUFACTURER. (1)#6 AWG BARE COPPER GROUNDING CONDUCTOR ALL CONCRETE WORK AND REINFORCING SHALL BE PERFORMED BY DIVISION 26, UNLESS OTHERWISE NOTED2" CLEAR ELECTRICAL CONTRACTOR TO CONNECT OR CADWELD GROUND WIRE TO POLE BASE (1)3/4"X8' COPPER GROUNDING ROD CADWELD GROUNDING CONDUCTOR TO GROUND ROD DETAIL - ELECTRIC VEHICLE CHARGER PEDESTAL BASE SCALE: NONE 1 E7.02 CONCRETE FOR PEDESTAL BASE TO BE MINIMUM 3,000 PSI. DETAIL NOTE: CONDUIT AND CONDUCTORS PER PLAN OUTLET (120V), (2) NEMA 5-20R GFCI PROVIDE WEATHERPROOF, WHILE-IN-USE, DIE-CAST COVER, HUBBELL "TAYMAC" SERIES OR EQUIVALENT N (2) 20A/1P C.B. (2) 30A/1P GFCI C.B. (1) 1P SPACES PHENOLIC ID LABEL100A, 120/240V, 1ɸ, 3W, MLO NEMA 3R LOADCENTER WITH PADLOCKING COVER 80A NEMA 4X PANEL FEEDER DISCONNECT SQUARE D MD3804X OUTLET (120V) (1) NEMA L5-30R PROVIDE WEATHERPROOF, WHILE-IN-USE, DIE-CAST COVER, HUBBELL "TAYMAC" SERIES OR EQUIVALENT 2" GRS CONDUIT 42" ABOVE FINISHED GRADE MOUNT EQUIPMENT TO POST WITH 1-5/8" GALVANIZED STRUT AND POLE CLAMPS SECTION - TYPICAL VEHICLE POWER STATION SCALE: NTS 3 E7.02 2,500 PSI CONCRETE, 1'-2" MIN. (TYP.) 6" DIA. SCH. 40 STEEL PIPE FILLED WITH CONCRETE AND ROUNDED ON TOP SEE DETAILS 2 & 4 ON SHEET E7.02 FOR CONDUIT SIZE ELEVATION - TYPICAL VEHICLE DOUBLE POWER STATION SCALE: NTS 2 E7.02 7'-6" 5'-0" 30" FINISHED GRADE ALUMINUM BACKBOARD OUTLET (120V), (2) NEMA 5-20R GFCI PROVIDE WEATHERPROOF, WHILE-IN-USE, DIE-CAST COVER, HUBBELL "TAYMAC" SERIES OR EQUIVALENT N (2) 20A/1P C.B. (1) 30A/1P GFCI C.B. (3) 1P SPACES PHENOLIC ID LABEL100A, 120/240V, 1ɸ, 3W, MLO NEMA 3R LOADCENTER WITH PADLOCKING COVER 60A NEMA 4X PANEL FEEDER DISCONNECT SQUARE D MD3604X OUTLET (120V) (1) NEMA L5-30R PROVIDE WEATHERPROOF, WHILE-IN-USE, DIE-CAST COVER, HUBBELL "TAYMAC" SERIES OR EQUIVALENT 2" GRS CONDUIT 42" ABOVE FINISHED GRADE ALUMINUM BACKBOARD NOTE: CHARGING STATION IS SHOWN AS BOLLARD MOUNT CONDITION. MOUNT DIRECTLY TO BUILDING SURFACE, COLUMNS, ETC AS INDICATED ON DRAWINGS. THE ALUMINUM BACKBOARD MOUNTING APPLIES TO ALL LOCATIONS. ELEVATION - TYPICAL VEHICLE SINGLE POWER STATION4 E7.01 SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E ELECTRICAL DETAILS 01/18/2022 FOR REFERENCE ONLY 48" (L) X 36" (W) X 12" (D) SECURITY ENCLOSURE TO BE INSTALLED AS PART OF PHASE -2 SCOPE OF WORK. 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) FINISHED GRADE GATE MOTOR DC POWER SUPPLY AND BATTERIES (30W x 30H x 12D) GATE OPERATOR 2" SCHEDULE 40 PVC CONDUIT 2" GRS CONDUIT NEMA 3R NON-FUSED DISCONNECT SWITCH INSTALLED AS PHASE 2 SCOPE OF WORK CONCRETE PAD INSTALLED PER MANUFACTURE=RE RECOMMENDATION CAPS WITH ESD TYP.. 12'-0" DETAIL - GATE OPERATOR ELEVATION SCALE: NTS 4 E7.01 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) FINISHED GRADE GATE MOTOR DC POWER SUPPLY AND BATTERIES (30W x 30H x 12D) NEMA 3R NON-FUSED DISCONNECT SWITCH INSTALLED AS PHASE 2 SCOPE OF WORK GATE OPERATOR CONCRETE PAD INSTALLED PER MANUFACTURE=RE RECOMMENDATION 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) FINISHED GRADE GATE MOTOR DC POWER SUPPLY AND BATTERIES (30W x 30H x 12D) NEMA 3R NON-FUSED DISCONNECT SWITCH INSTALLED AS PHASE 2 SCOPE OF WORK GATE OPERATOR CONCRETE PAD INSTALLED PER MANUFACTURE=RE RECOMMENDATION CAPS WITH ESD TYP..CAPS WITH ESD TYP.. 7'-0"7'-0" 120V QUAD RECEPTACLE 1.SIZE FOR EXACT EQUIPMENT BEFORE CONSTRUCTING. 2.TRANSITION FROM PVC TO GRS FOR ALL ABOVE GRADE CONDUIT. 3.SCREENED BACK RACK EQUIPMENT TO BE INSTALLED WITH A FUTURE PHASE AND NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: TELECOM/SECURITY CONDUITS 50" 48" (L) X 36" (W) X 12" (D) SECURITY BY OTHERS SCHEDULE 40 PVC CONDUIT EXISTING AS PART OF PHASE 1 EXTEND EXISTING CAPPED CONDUIT WITH 3/4" GRS CONDUIT TO ENCLOSURE FINISHED GRADE PAINT COLOR AND TYPE PER SPEC PROVIDE RECEPTACLE INSTALLED WITHIN SECURITY ENCLOSURE DETAIL - GATE OPERATOR ELEVATION SCALE: NONE 1 E7.03 DETAIL - GATE OPERATOR ELEVATION SCALE: NTS 2 E7.03 EXTEND EXISTING CAPPED CONDUIT WITH 3/4" GRS CONDUIT TO ENCLOSURE DETAIL - TYPICAL NETWORK SWITCH ELEVATION SCALE: NTS 3 E7.03 120V QUAD RECEPTACLE EXTEND EXISTING CAPPED CONDUIT WITH 3/4" GRS CONDUIT TO ENCLOSURE PROVIDE RECEPTACLE INSTALLED WITHIN SECURITY ENCLOSURE SCHEDULE 40 PVC CONDUIT EXISTING AS PART OF PHASE 1 ELECTRICAL DETAILS SITE SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N TT IT I E FI N A L S I T E D E V E L O P M E N T 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 BUILDING IDENTIFIER: DF CT 11/17/21 9 E 01/18/2022 FOR REFERENCE ONLY SECURITY SYSTEM HA-3 POWER POLE, FLOOR TO CEILING POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO SUBSCRIPT, SEE SPECIFICATIONS) JUNCTION BOX SURFACE METAL RACEWAY RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) RACEWAY RUN BELOW FLOOR OR BELOW GRADE RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) FLEXIBLE RACEWAY HOMERUN TO PANEL (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) GENERAL EXISTING ELECTRICAL TO BE REMOVED PULL BOX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) MANHOLE (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) HANDHOLE GROUNDING CONDUCTOR GROUND ROD GROUNDING BUSBAR FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO SUBSCRIPT, SEE SPECIFICATIONS) G PIR MOTION DETECTOR, WALL MOUNTED PIR MOTION DETECTOR, CEILING MOUNTED, 360 DEGREE REQUEST TO EXIT DETECTOR, WALL MOUNTED PHOTO-BEAM DETECTOR, WALL MOUNTED MAGNETIC DOOR CONTACT GLASS BREAK DETECTOR CONTROLLER, WALL MOUNTED (CR/M - MULLION MOUNT) (CR- PROXIMITY CARD READER INDICATOR) (CR/P - PROXIMITY CARD READER WITH KEY PAD) NETWORK SWITCH ENCLOSURE EXISTING ELECTRICAL TO REMAIN NEW ELECTRICAL WORK MATCHLINE OR PROPERTY LINE DETAIL/PLAN IDENTIFIER SECTION IDENTIFIER ELEVATION IDENTIFIER REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS CHANGES MADE SUBSEQUENT TO PREVIOUS ISSUE REVISION CALLOUT DEMOLITION NOTE TAG EQUIPMENT TAG FLAG NOTE TAG EQUIPMENT TAG RACEWAYS AND BOXES FURNITURE WALL FEED OUTLET BOX GROUNDING RACEWAY CONTINUATION RACEWAY STUB WITH BUSHING EZ-PATH FIRE STOPPING SLEEVE RACEWAY SLEEVE WITH BUSHINGS CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS OTHERWISE NOTED CABLE TRAY, OVERHEAD LADDER TYPE #10 (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS (GROUND CONDUCTOR) (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) NORTH ARROW TELECOMMUNICATIONS SYSTEM FIRE RESISTANT 3/4" PLYWOOD BACKBOARD 110 BLOCK WITH LEGS 900D VOICE FRAME FLOOR MOUNTED SERVER ENCLOSURE FLUSH MOUNT/FURNITURE DEVICE CEILING MOUNTED WIRELESS DATA DEVICE (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) POKE THRU DEVICE (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) (B = BLANK COVER PLATE.) (F = MODULAR FURNITURE DEVICE.) (POS = POINT OF SALE.) (S = SURFACE MOUNT.) (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) TWO-POST EQUIPMENT RACK 6" DOUBLE-SIDED VERTICAL MANAGEMENT 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT 6" SINGLE-SIDED VERTICAL MANAGEMENT 3.65" SINGLE-SIDED VERTICAL MANAGEMENT NWS S X S S R P S G EQUIPMENT GROUNDING CONNECTION GROUNDING STRAP J J F PB XX XX C# A A X WAP X Y X WALL MOUNTED ENCLOSURE ENLARGED PLAN BOUNDARY T1.1 1 T1.1 A T1.1 A 1 1 1 1 AHU-01 N 1 AHU 1 EQUIPMENT TAG LOCATION WHERE PICTURE WAS TAKEN AND DIRECTION HUA HOLD UP ALARM GENERAL NOTES 1.LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, INCLUDING BUT NOT LIMITED TO CABLING, TELECOMMUNICATION PATHWAYS AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS CONTRACT. 2.PERFORM WORK IN ACCORDANCE WITH APPLICABLE NATIONAL AND STATE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 3.COORDINATE TELECOMMUNICATIONS WORK WITH THAT OF OTHER TRADES. REFER TO ELECTRICAL, MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, AND INSTALLATION OF WORK. 4.NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL, CEILINGS, AND BELOW RAISED FLOOR SPACES UNLESS OTHERWISE NOTED ON THE DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE INSTALLED AS OPEN CABLING NEAR STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 5.PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. 6.INTRABUILDING OPTICAL FIBER CABLING SHALL BE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" BEFORE ENTERING A FREE STANDING RACK UTILIZING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. 7.MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY SYSTEM CABLING. 8.MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS SUITABLE SEPARATION. 9.PRIOR TO STARTING TELECOMMUNICATIONS INSTALLATION, CAREFULLY INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE WORK. 10.DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS SATISFACTORY. 11.ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED CROSS-CONNECT PER THE IDENTIFICATION LABEL AT EACH TELECOMMUNICATIONS WORKSTATION DEVICE. TERMINATE ALL CABLES ON 48-PORT PATCH PANELS ON RACKS UNLESS OTHERWISE NOTED. 12.ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR SERVING TELECOMMUNICATIONS ROOM UNLESS NOTED OTHERWISE. TERMINATE ALL CABLES ON WALL MOUNTED F-CONNECTOR PATCH PANELS. 13.THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. 14.CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS SHALL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED FLOOR SPACES SHALL BE PROVIDED BY THE TELECOMMUNICATIONS CONTRACTOR. ABBREVIATIONS A AMPERE ABV ABOVE AC AIR CONDITIONING ACD ACCESS CONTROL DOOR AFF ABOVE FINISHED FLOOR AG ABOVE GROUND AHJ AUTHORITIES HAVING JURISDICTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE AV AUDIO VISUAL AWG AMERICAN WIRE GAUGE BAS BUILDING AUTOMATION SYSTEM BC BONDING CONDUCTOR BLDG BUILDING BKBD BACKBOARD C CONDUIT CAB CABINET CAT CATEGORY CATV COMMUNITY ANTENNA TELEVISION CCTV CLOSED CIRCUIT TELEVISION CLG CEILING CO CONDUIT ONLY DEMARC DEMARCATION POINT DSL DIGITAL SUBSCRIBER LINE DS INTERCOM DOOR STATION (E)EXISTING EEO EMERGENCY EXIT ONLY EIA ELECTRONIC INDUSTRIES ALLIANCE EMT ELECTRICAL METALLIC TUBING ENCL ENCLOSURE EPO EMERGENCY POWER OFF ER EQUIPMENT ROOM FACP FIRE ALARM CONTROL PANEL FBO FURNISHED BY OWNER FOIC FURNISHED BY OWNER INSTALLED BY CONTRACTOR FOIO FURNISHED BY OWNER INSTALLED BY OWNER HC HORIZONTAL CROSS-CONNECT IC INTERMEDIATE CROSS-CONNECT IG ISOLATED GROUND IMC INTERMEDIATE METALLIC CONDUIT ISDN INTEGRATED SERVICES DIGITAL NETWORK J-BOX JUNCTION BOX KCMIL THOUSAND CIRCULAR MILS LAN LOCAL AREA NETWORK LCP LIGHTING CONTROL PANEL MAN METROPOLITAN AREA NETWORK MAX MAXIMUM MC MAIN CROSS-CONNECT MH MANHOLE MIN MINIMUM MM MULTIMODE MPOE MAIN POINT OF ENTRANCE MPOP MAIN POINT OF PRESENCE MTD MOUNTED (N)NEW NEC NATIONAL ELECTRIC CODE NIC NOT IN CONTRACT OFC OPTICAL FIBER CABLE OOBM OUT OF BAND MANAGEMENT OSP OUTSIDE PLANT PBX PRIVATE BRANCH EXCHANGE PP PATCH PANEL PVC POLYVINYL CHLORIDE REC RECEPTACLE RMFC RACK MOUNT FIBER CABINET RU RACK UNIT SM SINGLEMODE SMR SURFACE METAL RACEWAY SONET SYNCHRONOUS OPTICAL NETWORK SP SERVICE PROVIDER STP SHIELDED TWISTED PAIR SW SWITCH TBB TELECOMMUNICATIONS BONDING BACKBONE TEL TELEPHONE TELCO TELEPHONE COMPANY TGB TELECOMMUNICATIONS GROUNDING BUSBAR TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION TMGB TELECOMMUNICATIONS MAIN GROUNDING BUSBAR TR TELECOMMUNICATIONS ROOM TYP TYPICAL UON UNLESS OTHERWISE NOTED UPS UNINTERRUPTIBLE POWER SUPPLY UTP UNSHIELDED TWISTED PAIR WAN WIDE AREA NETWORK WAP WIRELESS ACCESS POINT WP WEATHERPROOF V VOLTS 66 BLOCK HORN, WALL MOUNTED CAMERA, WALL/POLE MOUNTED S C C X NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS C 180 DEGREE CAMERA SURFACE MOUNTED DOOR CONTACTSJ CAMERA, CEILING MOUNTED (P- PENDANT MOUNT) (HC- HARD LID CEILING MOUNT) (AC - ACOUSTIC CEILING) (T - TRAY MOUNT) KNOX BOXKO SPOTTER RFR CABLE LEGEND: SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE TELECOMMUNICATIONS / SECURITY LEGEND AND GENERAL NOTES TS0.01 1 6 CABLE ID MANUFACTURER CABLE DESCRIPTION COND.AWG SHIELD [SE-01]BELDEN 18 AWG-6C OA SHIELDED 6 18 OVERALL [SE-02]BELDEN 22AWG-2C OA SHIELDED 2 22 OVERALL [SE-03]BELDEN 22AWG-2C OA SHIELDED 4 22 OVERALL [SE-04]BELDEN 18 AWG-2C 2 18 NO [SE-05]CATEGORY 6 4-PAIR UTP CABLING BY 27 11 00. COORDINATE WITH TELECOM CONTRACTOR 8 23 NO [SE-06]BERK-TEK OSP CATEGORY 6 4-PAIR UTP CABLING BY 227 11 00. COORDINATE WITH TELECOM CONTRACTOR 4 23 NO [SE-07]BELDEN 22AWG-6C OA SHIELDED 6 22 OVERALL FOR REFERENCE ONLY P3 P3 P3 P3 P3 P3P3 P5B P4A P4A P4AP4A P4B P5P5 P5 P5 P5 P4 P5AP5A P5A P4B P4B P5A B5 B5 B5 P1 P1 P1 P1 P1 P1 P1 B5 P1 P1 P1 P1 P1 1.INSTALLATION OF SSTEMS SALL COMPL WIT TE CRRENT NATIONAL ELECTRIC CODE NATIONAL ELECTRIC SAFET CODE AND ALL LOCAL CODES. 2.COORDINATE PLACEMENT OF ALL ALTS AND ANDOLE WIT CIIL AND LANDSCAPING CONTRACTORS PRIOR TO AN SITE WORK. CONFLICTS SALL BE BROGT TO OWNER FOR RESOLTION PRIOR TO COMMENCEMENT OF SITE WORK. 3.TILIT ALT COERS SALL BE FLS WIT TE FINISED GRADE. PROIDE LABELING OF TILIT ALT COER CAST "COMMNICATIONS" ON TE TOP CENTER FOR LOW-OLTAGE. 4.PROIDE SWABBING OF EAC CONDIT TO WIT A MANDREL TO REMOE ALL DEBRIS AND TO ENSRE TE INTEGRIT OF EAC CONDIT. TE MANDREL SALL BE 12" LONG AND SIZED APPROPRIATEL FOR EAC CONDIT. PROIDE A WATERTIGT SEAL FOR EAC CONDIT INSIDE EAC MAN OLE ANDOLE AND TELECOMMNICATIONS ROOM DIRECTL AFTER SWABBING IS COMPLETE. 5.PROIDE POLESTER MLE TAPE WIT FOOT MARKINGS IN ALL CONDITS SECRE AT EAC END OF EAC CONDIT/ TILIT ALT. MLE TAPE SALL AE A MINIMM TENSILE STRENGT OF 1250LBS FOR CONDITS 2" OR LESS AND 2500LBS FOR CONDITS GREATER TAN 2". 6.PROIDE A WATERTIGT SEAL FOR EAC CONDIT INSIDE TE TILIT ALT AND WITIN TE BILDING AFTER BACKBONE/ DEMARC CABLING AS BEEN INSTALLED. 7.CANGES IN DIRECTION OF CONDIT EXCEEDING A TOTAL OF 10 DEGREES SALL BE ACCOMPLISED B LONG SWEEP BENDS. TE MINIMM INSIDE RADIS OF LONG SWEEP CONDIT BENDS SALL BE LESS TAN 60" 8.CONTRACTOR SALL LABEL ALL CONDITS IN ALTS WIT ENGRAED TREE LAER LAMINATED PLASTIC NAME PLATES BLACK WIT WITE LETTERING SECRED B STAINLESS STEEL CABLE TIES. COORDINATE TE LABELING WIT TE OWNER. SHEET NOTES: TE GENERAL CONTRACTOR SALL EXTEND TE CONDIT FROM TE STB P LOCATION TO TE FINAL DESTINATION AS INDICATED IN TE SITE PLAN REFER TO CONDIT SCEDLE ON SEET TS6.01. 1 CONDIT SALL BE INSTALLED 36" BELOW GRADE TO CLEAR RETAINING WALL FOOTING. 2 FLAG NOTES: CONTRACTOR SALL EXPOSE AND CONNECT TO EXISTING CONDITS ROTED FROM EXISTING ALT F-51505. 3 SPOTTER RF MODEL C40D NIT SALL BE MONTED AT 20'-0" AFG. SECRIT CONTRACTOR SALL PROIDE ALL MONTING SPPORTS AND ACCESSORIES TO SECRE SPOTTER NIT PERMANENTL TO LIGT POLE. 4 PROIDE 1 2-INC 2 CELL INNERDCT WIT COLOR BLACK SPINE. MANFACTRER: MAXCELL: PART NO. MXE52222BK = LENGT IN FEET 5 PROIDE 1 4-INC 3 CELL INNERDCT WIT COLOR BLACK SPINE. MANFACTRER: MAXCELL: PART NO. MXE8638BK = LENGT IN FEET 6 CETC/MDC BILDINGSLOADING DOCK EMPLOEE PARKING 39 SPACES - 10'20' SMALL FLEET 11 SPACES 10'20' FEL ISLAND NCCO PASE 2 EATED PARKING 2254 SF NDEELOPED ARD 280'20': 5600 SF 3 COERED EICLE BAS IS I T O R / D R O P - I N P A R K I N G 3 0 S P A C E S - 1 0 ' 2 0 ' 6667 SF FLOOR 29299 SF CANOP CANOP NCCO PASE 2 SERICE TRCKS OFFICE BILDING 19039 SF WAREOSE 11632 SF NDEELOPED SMALL FLEET 9 SPACES 10'20'TR A S RE C C L E SA L A G E EMPLOEE PARKING 19 SPACES - 10'20' CO M P A C T O R NDEELOPED AN CO M P A C T O R AN E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L P3 P3 P3 P3 P3 P3P3 P5B P4A P4A P4AP4A P4B P5P5 P5 P5 P5 P4 P5AP5A P5A P4B P4B P5A B5 B5 B5 P1 P1 P1 P1 P1 P1 P1 B5 P1 P1 P1 P1 P1 CETC/MDC BILDINGSLOADING DOCK EMPLOEE PARKING 39 SPACES - 10'20' SMALL FLEET 11 SPACES 10'20' FEL ISLAND NCCO PASE 2 EATED PARKING 2254 SF NDEELOPED ARD 280'20': 5600 SF 3 COERED EICLE BAS IS I T O R / D R O P - I N P A R K I N G 3 0 S P A C E S - 1 0 ' 2 0 ' 6667 SF FLOOR 29299 SF CANOP CANOP NCCO PASE 2 SERICE TRCKS OFFICE BILDING 19039 SF WAREOSE 11632 SF NDEELOPED SMALL FLEET 9 SPACES 10'20'TR A S RE C C L E SA L A G E EMPLOEE PARKING 19 SPACES - 10'20' CO M P A C T O R NDEELOPED AN CO M P A C T O R AN E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L E CA R G I N G ON L C C C C C C TS5.01 1 F106 C C F112 C C C C C C C C C C C C C PTZ R C40D R CK10 C PTZ C C PTZ F80 F69 F66 F34 F36 F52 F47 F58 F59 F81 F11F97 F73 F93 F96 F114 F112 F110 F98 NWS NO. 3 C C F114 F113 E3 E4 E5 E6 E7 F2 NWS TS7.03 1 F-51505 F86 F85 NWS NO. 1 NWS NO. 4 NWS NO. 2 TS7.03 4 TS7.03 2 1 1 1 1 1 F84 F88 F94 F100 F105 F95 F106 F101 F102 F103 F104 F108F109 F111 F113 F26 F82F83 F89F90F91F92 F13 F16 F17 F9 F18 F3F4F5F6 EXISTING F1 F104 F107 F100 F101 F102F103 F30 F31 F37F38 F41 F49 F32 F33 F29 F28 F35 F39F40 F42F43F44 F50 F51 F45F46 F63F60 F107 F61 F53 F54 F55 F56 F72F62 F65 F67 F68 F71 F70 F74 F77 F76 F105 F10 F8 F22 NW S F15 F7 C30 C29 C27 C33 C34C31 C26 C35 C36 C37 C38 C39 C40 C15C16 C17 C18 C19C20 C23 C21C22 C24 C28 C41 C25 2 TS7.03 3 TS5.03 1 2 1 TS5.02 1 3 E8 F48 C PTZ NW S NW S S CR S J SE-05 CAM 002 1/TS7.01 SE-05 CAM 003 1/TS7.01 ELEC RM 102 ELEC RM 102 SE-05 CAM 001 2/TS7.01 ELEC RM 102 SE-05 CAM 004 1/TS7.01 NWS NO. 1 SE-05 CAM 005 1/TS7.01 NWS NO. 1 SE-05 CAM 006 1/TS7.01 NWS NO. 2 SE-05 CAM 007 1/TS7.01 NWS NO. 2 SE-05 CAM 008 1/TS7.01 NWS NO. 2 SE-05 CAM 009 1/TS7.01 NWS NO. 2 SE-05 CAM 011 1/TS7.02 NWS NO. 2 SE-05 CAM 010 1/TS7.02 NWS NO. 2 SE-05 CAM 012 1/TS7.01 NWS NO. 3 SE-05 CAM 015 3/TS7.02 NWS NO. 3 SE-05 CAM 014 3/TS7.02 NWS NO. 3 SE-05 CAM 013 3/TS7.02 NWS NO. 3 SE-05 CAM 016 1/TS7.01 NWS NO. 3 SE-05 CAM 018 1/TS7.01 COMM/FIBER 138 SE-05 CAM 017 1/TS7.01 NWS NO. 3 SE-05 CAM 020 1/TS7.01 NWS NO. 4 SE-05 CAM 021 1/TS7.01 NWS NO. 4 SE-05 CAM 019 1/TS7.01 COMM/FIBER 138 R C40D S CR S J S CR S J SE-01 ACD GATE 1 3/TS7.04 ELEC RM 102 SE-01 ACD GATE 3 3/TS7.04 COMM/FIBER 138 C SE-01 ACD GATE 5 3/TS7.04 ELEC. 110 ELR EL R ELR 7 5 5 5 6 6 5 55 5 5 46 F145 F141 F142 F143 F140 F148F147F146 F150 F151 F152 F139 F153 F87 F78 F75 5 5 6 5 5 1 4 C32 F27 8 6 C 6 6 6 F19 F64 TS5.02 1 9 F144 F157F156 F149 6 COMM/FIBER ROOM 138 SPRINKLER/MEC ROOM 125 F57 DS SPOTTER RF MODEL CK10 NIT SALL BE MONTED AT 19'-0" AFG. SECRIT CONTRACTOR SALL PROIDE ALL MONTING SPPORTS AND ACCESSORIES TO SECRE SPOTTER NIT PERMANENTL TO LIGT POLE. 7 PROIDE 1 2"SCEDLE 40 CONDIT FROM PEDESTRIAN GATE TO TE ACCESS ATC NEAR TE DOOR NMBER 103D IN TE LARGE CONFERENCE ROOM 103. 8 SEE ENLARGED PLANS ON SEET T2.04 FOR CONDIT STB-P LOCATIONS. 9 N TELECOMMUNICATIONS / SECURITY SITE PLAN SCALE: 1" = 40'-0" 1 TS1.01 SEET: DATE: SEET TITLE: SEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE I S I O N BILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T A E N E AR L I N G T O N W A 9 8 2 2 3 FI N A L S I T E D E E L O P M E N T SITE TELECOMMNICATIONS / SECRIT SITE PLAN TS1.01 0' SCALE: 120'80'40'20'10' 1"= 40' 62 FOR REFERENCE ONLY P5AP5A C23 C21C22 C28 KSO S CR DS S CR S CR DS S CR P P P P P P P P 1 F72 F63 F60F61 F48F49F50 F53 F54 F55 F56 C22 C21 C23 MAX 4'-0" MAX 4'-0"MAX 4'-0" MAX 4'-0" MAX 4'-0" MAX 4'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 4'-0" F12 F14 F24 F25 F20 F21 F23 F116 REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' SHADOW LOOP 8'x10' SHADOW LOOP 8'x10' REVERSE LOOP 6'x10' F115 F117 F155 2'-0" 2'-0" 4'-0" S CR S J COMM/FIBER 138 SE-01 ACD GATE 2 3/TS7.04 EL R F154 1.INSTALLATION OF SYSTEMS SHALL COMPLY WITH THE CURRENT NATIONAL ELECTRIC CODE, NATIONAL ELECTRIC SAFETY CODE, AND ALL LOCAL CODES. 2.COORDINATE PLACEMENT OF ALL VAULTS AND HANDHOLE WITH CIVIL AND LANDSCAPING CONTRACTORS PRIOR TO ANY SITE WORK. CONFLICTS SHALL BE BROUGHT TO OWNER FOR RESOLUTION PRIOR TO COMMENCEMENT OF SITE WORK. 3.UTILITY VAULT COVERS SHALL BE FLUSH WITH THE FINISHED GRADE. PROVIDE LABELING OF UTILITY VAULT COVER, CAST "COMMUNICATIONS" ON THE TOP CENTER FOR LOW-VOLTAGE. 4.PROVIDE SWABBING OF EACH CONDUIT TO WITH A MANDREL TO REMOVE ALL DEBRIS AND TO ENSURE THE INTEGRITY OF EACH CONDUIT. THE MANDREL SHALL BE 12" LONG AND SIZED APPROPRIATELY FOR EACH CONDUIT. PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE EACH MAN HOLE, HANDHOLE AND TELECOMMUNICATIONS ROOM DIRECTLY AFTER SWABBING IS COMPLETE. 5.PROVIDE POLYESTER MULE TAPE WITH FOOT MARKINGS IN ALL CONDUITS, SECURE AT EACH END OF EACH CONDUIT/ UTILITY VAULT. MULE TAPE SHALL HAVE A MINIMUM TENSILE STRENGTH OF 1250LBS FOR CONDUITS 2" OR LESS AND 2500LBS FOR CONDUITS GREATER THAN 2". 6.PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE THE UTILITY VAULT AND WITHIN THE BUILDING AFTER BACKBONE/ DEMARC CABLING HAS BEEN INSTALLED. 7.CHANGES IN DIRECTION OF CONDUIT, EXCEEDING A TOTAL OF 10 DEGREES, SHALL BE ACCOMPLISHED BY LONG SWEEP BENDS. THE MINIMUM INSIDE RADIUS OF LONG SWEEP CONDUIT BENDS SHALL BE LESS THAN 60" SHEET NOTES: THE GENERAL CONTRACTOR SHALL EXTEND THE CONDUIT FROM THE STUB UP LOCATION TO THE FINAL DESTINATION AS INDICATED IN THE SITE PLAN REFER TO CONDUIT SCHEDULE ON SHEET TS6.01. 1 CONDUIT SHALL BE INSTALLED 36" BELOW GRADE TO CLEAR RETAINING WALL FOOTING. 2 FLAG NOTES: CONTRACTOR SHALL EXPOSE AND CONNECT TO EXISTING CONDUITS ROUTED FROM EXISTING VAULT F-51505. 3 FUTURE SPOTTER RF MODEL C40D UNIT SHALL BE MOUNTED AT 20'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 4 PROVIDE (1) 2-INCH, 2 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE52222BKYYYY (YYYY = LENGTH IN FEET) 5 PROVIDE (1) 4-INCH, 3 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE8638BKYYYY (YYYY = LENGTH IN FEET) 6 FUTURE SPOTTER RF MODEL CK10 UNIT SHALL BE MOUNTED AT 19'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 7 PROVIDE (1) 2"SCHEDULE 40 CONDUIT FROM PEDESTRIAN GATE TO THE ACCESS HATCH NEAR THE DOOR NUMBER 103D IN THE LARGE CONFERENCE ROOM 103. 8 N TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS - NORTH GATE SCALE: 1/4" = 1'-0" 1 TS5.01 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS TS5.01 63 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N \\ H A R G I S F I L E \ G E N E R A L \ J O B S \ 2 0 \ 2 0 0 7 0 \ C A D \ T S 5 . 0 1 - E N L A R G E D S I T E P L A N - F I N A L . D W G - P L O T T E D 1: 1 ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONSULTANT COMPANY ADDRESS CITY, STATE ZIP PHONE (###) ###-#### FAX (###) ###-#### PLOTTED FULL SIZE THIS BOX WILL MEASURE 1" IN LENGTH DRAWINGS WERE PREPARED FOR: BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE FOR REFERENCE ONLY P5 P1 P5 P1 F112 NW S C29 C27 KSO S CR S CR DS S CR S CR DS P P P P P P P P F123 F76 F77F78 1 F74 F75 F70 F82 F83 F67 F71 F112 C29 C27 1 MAX 4'-0"MAX 4'-0"MAX 4'-0" 2'-0"2'-0" 2'-0" 2'-0"2'-0"2'-0" 2'-0" 2'-0" 2'-0" 2'-0"2'-0" 2'-0" MAX 4'-0" MAX 4'-0" F2 F73 NWS NO. 3 F120 F118 F119 F121 F124 F122 F126 F127 REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' 1 REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' C F68 SCR S J COMM/FIBER 138 SE-01 ACD GATE 4 3/TS7.04 ELR F138 F125 TS7.03 3 1.INSTALLATION OF SYSTEMS SHALL COMPLY WITH THE CURRENT NATIONAL ELECTRIC CODE, NATIONAL ELECTRIC SAFETY CODE, AND ALL LOCAL CODES. 2.COORDINATE PLACEMENT OF ALL VAULTS AND HANDHOLE WITH CIVIL AND LANDSCAPING CONTRACTORS PRIOR TO ANY SITE WORK. CONFLICTS SHALL BE BROUGHT TO OWNER FOR RESOLUTION PRIOR TO COMMENCEMENT OF SITE WORK. 3.UTILITY VAULT COVERS SHALL BE FLUSH WITH THE FINISHED GRADE. PROVIDE LABELING OF UTILITY VAULT COVER, CAST "COMMUNICATIONS" ON THE TOP CENTER FOR LOW-VOLTAGE. 4.PROVIDE SWABBING OF EACH CONDUIT TO WITH A MANDREL TO REMOVE ALL DEBRIS AND TO ENSURE THE INTEGRITY OF EACH CONDUIT. THE MANDREL SHALL BE 12" LONG AND SIZED APPROPRIATELY FOR EACH CONDUIT. PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE EACH MAN HOLE, HANDHOLE AND TELECOMMUNICATIONS ROOM DIRECTLY AFTER SWABBING IS COMPLETE. 5.PROVIDE POLYESTER MULE TAPE WITH FOOT MARKINGS IN ALL CONDUITS, SECURE AT EACH END OF EACH CONDUIT/ UTILITY VAULT. MULE TAPE SHALL HAVE A MINIMUM TENSILE STRENGTH OF 1250LBS FOR CONDUITS 2" OR LESS AND 2500LBS FOR CONDUITS GREATER THAN 2". 6.PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE THE UTILITY VAULT AND WITHIN THE BUILDING AFTER BACKBONE/ DEMARC CABLING HAS BEEN INSTALLED. 7.CHANGES IN DIRECTION OF CONDUIT, EXCEEDING A TOTAL OF 10 DEGREES, SHALL BE ACCOMPLISHED BY LONG SWEEP BENDS. THE MINIMUM INSIDE RADIUS OF LONG SWEEP CONDUIT BENDS SHALL BE LESS THAN 60" SHEET NOTES: THE GENERAL CONTRACTOR SHALL EXTEND THE CONDUIT FROM THE STUB UP LOCATION TO THE FINAL DESTINATION AS INDICATED IN THE SITE PLAN REFER TO CONDUIT SCHEDULE ON SHEET TS6.01. 1 CONDUIT SHALL BE INSTALLED 36" BELOW GRADE TO CLEAR RETAINING WALL FOOTING. 2 FLAG NOTES: CONTRACTOR SHALL EXPOSE AND CONNECT TO EXISTING CONDUITS ROUTED FROM EXISTING VAULT F-51505. 3 FUTURE SPOTTER RF MODEL C40D UNIT SHALL BE MOUNTED AT 20'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 4 PROVIDE (1) 2-INCH, 2 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE52222BKYYYY (YYYY = LENGTH IN FEET) 5 PROVIDE (1) 4-INCH, 3 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE8638BKYYYY (YYYY = LENGTH IN FEET) 6 FUTURE SPOTTER RF MODEL CK10 UNIT SHALL BE MOUNTED AT 19'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 7 PROVIDE (1) 2"SCHEDULE 40 CONDUIT FROM PEDESTRIAN GATE TO THE ACCESS HATCH NEAR THE DOOR NUMBER 103D IN THE LARGE CONFERENCE ROOM 103. 8 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS TS5.02 N TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS - SOUTH WEST GATE SCALE: 1/4" = 1'-0" 1 TS5.02 63 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE FOR REFERENCE ONLY P4BP4B C33 C34 C35 CR EL R S CR DS S CR S CR DS S CR P P P P P P P P F98 F105 F106 F95 F22 1 1 F89F90F91F92 F94 F100 C33 C34 MAX 4'-0" MAX 4'-0" MAX 4'-0" 2'-0" 2'-0"2'-0" 2'-0" 2'-0"2'-0" MAX 4'-0" MAX 4'-0" MAX 4'-0" 2'-0"2'-0" 2'-0" 2'-0"2'-0" 2'-0" F129 F128 F130 F135 F131 F133 F134 F132 F136 F137 REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' REVERSE LOOP 6'x10' 1.INSTALLATION OF SYSTEMS SHALL COMPLY WITH THE CURRENT NATIONAL ELECTRIC CODE, NATIONAL ELECTRIC SAFETY CODE, AND ALL LOCAL CODES. 2.COORDINATE PLACEMENT OF ALL VAULTS AND HANDHOLE WITH CIVIL AND LANDSCAPING CONTRACTORS PRIOR TO ANY SITE WORK. CONFLICTS SHALL BE BROUGHT TO OWNER FOR RESOLUTION PRIOR TO COMMENCEMENT OF SITE WORK. 3.UTILITY VAULT COVERS SHALL BE FLUSH WITH THE FINISHED GRADE. PROVIDE LABELING OF UTILITY VAULT COVER, CAST "COMMUNICATIONS" ON THE TOP CENTER FOR LOW-VOLTAGE. 4.PROVIDE SWABBING OF EACH CONDUIT TO WITH A MANDREL TO REMOVE ALL DEBRIS AND TO ENSURE THE INTEGRITY OF EACH CONDUIT. THE MANDREL SHALL BE 12" LONG AND SIZED APPROPRIATELY FOR EACH CONDUIT. PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE EACH MAN HOLE, HANDHOLE AND TELECOMMUNICATIONS ROOM DIRECTLY AFTER SWABBING IS COMPLETE. 5.PROVIDE POLYESTER MULE TAPE WITH FOOT MARKINGS IN ALL CONDUITS, SECURE AT EACH END OF EACH CONDUIT/ UTILITY VAULT. MULE TAPE SHALL HAVE A MINIMUM TENSILE STRENGTH OF 1250LBS FOR CONDUITS 2" OR LESS AND 2500LBS FOR CONDUITS GREATER THAN 2". 6.PROVIDE A WATERTIGHT SEAL FOR EACH CONDUIT INSIDE THE UTILITY VAULT AND WITHIN THE BUILDING AFTER BACKBONE/ DEMARC CABLING HAS BEEN INSTALLED. 7.CHANGES IN DIRECTION OF CONDUIT, EXCEEDING A TOTAL OF 10 DEGREES, SHALL BE ACCOMPLISHED BY LONG SWEEP BENDS. THE MINIMUM INSIDE RADIUS OF LONG SWEEP CONDUIT BENDS SHALL BE LESS THAN 60" SHEET NOTES: THE GENERAL CONTRACTOR SHALL EXTEND THE CONDUIT FROM THE STUB UP LOCATION TO THE FINAL DESTINATION AS INDICATED IN THE SITE PLAN REFER TO CONDUIT SCHEDULE ON SHEET TS6.01. 1 CONDUIT SHALL BE INSTALLED 36" BELOW GRADE TO CLEAR RETAINING WALL FOOTING. 2 FLAG NOTES: CONTRACTOR SHALL EXPOSE AND CONNECT TO EXISTING CONDUITS ROUTED FROM EXISTING VAULT F-51505. 3 FUTURE SPOTTER RF MODEL C40D UNIT SHALL BE MOUNTED AT 20'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 4 PROVIDE (1) 2-INCH, 2 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE52222BKYYYY (YYYY = LENGTH IN FEET) 5 PROVIDE (1) 4-INCH, 3 CELL INNERDUCT WITH COLOR BLACK SPINE. MANUFACTURER: MAXCELL: PART NO. MXE8638BKYYYY (YYYY = LENGTH IN FEET) 6 FUTURE SPOTTER RF MODEL CK10 UNIT SHALL BE MOUNTED AT 19'-0" AFG. SECURITY CONTRACTOR SHALL PROVIDE ALL MOUNTING SUPPORTS AND ACCESSORIES TO SECURE SPOTTER UNIT PERMANENTLY TO LIGHT POLE. 7 PROVIDE (1) 2"SCHEDULE 40 CONDUIT FROM PEDESTRIAN GATE TO THE ACCESS HATCH NEAR THE DOOR NUMBER 103D IN THE LARGE CONFERENCE ROOM 103. 8 N TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS - SOUTH EAST GATE SCALE: 1/4" = 1'-0" 1 TS5.03 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLANS TS5.03 63 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE FOR REFERENCE ONLY CONDUIT SCHEDULE 1 TS6.01 COMMUNICATIONS ST T ST TT ST T T . T S T S S 11 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 16 0 1 T T S T T SITE TTS ST T T SS TS6.01 6 Termination Points Tag Conductors Use From To CommentsCONDUIT SIZE TS 1. S TS ST T T S S TS T. .S TT SS T S T S T T ST T S S . .S S T STT T . . S S T S TT. COMMUNICATIONS Termination Points Tag Conductors Use From To CommentsCONDUIT SIZE COMMUNICATIONS Termination Points Tag Conductors Use From To CommentsCONDUIT SIZE F1 2"MULE TAPE ONLY SECURITY F100 C15 FUTURE F2 2"1-CAT6a SECURITY C27 C26 CAMERA F3 4"BACKBONE FIBER DISTRICT FIBER EXISTING F100 BACKBONE FIBER F4 4"MULE TAPE ONLY DISTRICT SPARE EXISTING F100 SPARE F5 4"MULE TAPE ONLY OSP EXISTING F100 SPARE F6 4"MULE TAPE ONLY FIRE EXISTING F100 FIRE F7 4"3 CELL INNERDUCT 6-STRAND OM3 OFC 2-CAT6a COMM F113 F100 CAMERAS BACKBONE FIBER DISTRICT NETWORK SWITCH FIBERSM BACKBONE SPARE F8 2"2 CELL INNERDUCT 1-6/C #18 SHELDED 2-4/C #18 1-2/C #16 2-2PR #22 TWISTED SECURITY F113 C40 SECURITY MULE TAPE ONLY F9 4"3 CELL INNERDUCT 6-STRAND OM3 OFC 4-CAT6a 4-6/C #18 SHIELDED 2-4/C #18 1-2/C #16 2-2PR #22 TWISTED COMM F113 HEATED PARKING ELEC RM SECURITY BACKBONE FIBER DISTRICT NETWORK BACKBONE FIBER SPARE F10 2"2 CELL INNERDUCT 1-6/C #18 SHELDED 2-4/C #18 1-2/C #16 2-2PR #22 TWISTED SECURITY C40 C32 SECURITY MULE TAPE ONLY F11 1"MULE TAPE ONLY SECURITY C39 SITE LIGHT POLE FUTURE CAMERA F12 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F13 2"MULE TAPE ONLY SECURITY F113 C39 FUTURE CAMERA F14 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F15 2"2-CAT6a SECURITY F100 C16 CAMERA F16 4"BACKBONE FIBER DISTRICT FIBER F100 F101 BACKBONE FIBER F17 4"12 STRAND MULTI MODE DISTRICT NETWORK F100 F101 DISTRICT NETWORK F18 4"SPARE SECURITY F100 F101 CAMERA F19 4"MULE TAPE ONLY FIRE F100 F101 FIRE F20 3/4"1-4/C #18 SECURITY C22 PHOTO SENSOR GATE F21 3/4"1-4/C #18 SECURITY C22 PHOTO SENSOR GATE F22 2"MULE TAPE ONLY SECURITY C33 C34 FUTURE CAMERA F23 1"1-4/C #18 SECURITY GATE OPERATOR C21 GATE F24 1" 2-6/C #18 SHELDED 1-4/C #18 1-CAT6a 2-2PR #22 TWISTED SECURITY C22 CARD READER PEDESTAL CARD READERS INTERCOM STATION F25 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F26 2"MULE TAPE ONLY SECURITY C17 C38 FUTURE CAMERA F27 2" 1-6/C #18 SHELDED 2-4/C #18 1-2/C #16 2-2PR #22 TWISTED SECURITY C32 PEDESTRIAN GATE EAST PEDESTRIAN GATE F28 2"2 CELL INNERDUCT 1-CAT6a SECURITY F101 C17 CAMERASPARE F29 2"2 CELL INNERDUCT 1-CAT6a 6-STRAND OM3 OFC SECURITY NWS NO.1 F101 CAMERA SWITCH FIBERSPARE F30 4"BACKBONE FIBER DISTRICT FIBER F101 F102 BACKBONE FIBER F31 4"SPARE DISTRICT SPARE F101 F102 DISTRICT NETWORK F32 4"MULE TAPE ONLY OSP F101 F102 SPARE F33 4"MULE TAPE ONLY FIRE F101 F102 FIRE F34 1"2-CAT6a SECURITY C24 SITE LIGHT POLE CAMERA F35 2"1-CAT6a SECURITY NWS NO.1 C18 CAMERA F36 1"1-CAT6a SECURITY C20 SITE LIGHT POLE CAMERA F37 4"BACKBONE FIBER DISTRICT FIBER F102 F103 BACKBONE FIBER F38 4"MULE TAPE ONLY DISTRICT SPARE F102 F103 SPARE F39 4"SPARE OSP F102 F103 DISTRICT NETWORK F40 4"MULE TAPE ONLY FIRE F102 F103 FIRE F41 4"BACKBONE FIBER DISTRICT FIBER F103 F104 BACKBONE FIBER F42 4"MULE TAPE ONLY DISTRICT SPARE F103 F104 SPARE F43 4"SPARE OSP F103 F104 DISTRICT NETWORK F44 4"MULE TAPE ONLY FIRE F103 F104 FIRE F45 2"6-STRAND OM3 OFC SECURITY F104 C20 SWITCH FIBER F46 2"MULE TAPE ONLY SECURITY F104 C20 SPARE F47 1"1-CAT6a SECURITY C18 SITE LIGHT POLE CAMERA F48 2"6-STRAND OM3 OFC SECURITY C20 C23 SWITCH FIBER F49 2"3-CAT6a SECURITY C20 C23 CAMERAS F50 2"MULE TAPE ONLY SECURITY C20 C23 SPARE F51 2"1-CAT6a SECURITY C20 C19 CAMERA F52 1"1-CAT6a SECURITY NWS NO.2 SITE LIGHT POLE CAMERA F53 2"6-STRAND OM3 OFC SECURITY C23 NWS NO.2 SWITCH FIBER F54 2"3-CAT6a SECURITY C23 NWS NO.2 CAMERA F55 2" 1-6/C #18 SHELDED 4-4/C #18 1-2/C #16 4-2PR #22 TWISTED SECURITY C23 NWS NO.2 CHAINLINK GATE F56 2"MULE TAPE ONLY SECURITY C23 NWS NO.2 SPARE F57 1"MULE TAPE ONLY SECURITY NWS NO.1 SITE LIGHT POLE FUTURE CAMERA F58 1"1-CAT6a SECURITY C17 SITE LIGHT POLE CAMERA F59 1"MULE TAPE ONLY SECURITY C15 SITE LIGHT POLE FUTURE SPOTTER RF F60 2" 4-6/C #18 SHELDED 4-4/C #18 2-CAT6a 4-2PR #22 TWISTED SECURITY NWS NO.2 C22 CARD READER PEDESTALS F61 2"MULE TAPE ONLY SECURITY NWS NO.2 C22 FUTURE F62 2" 2 CELL INNERDUCT 2-CAT6a SECURITY C28 C24 CAMERASPARE F63 2" 2-6/C #18 SHELDED 1-4/C #18 1-CAT6a 2-2PR #22 TWISTED SECURITY C22 C21 CARD READER PEDESTAL F64 1"2-CAT6a SECURITY C16 SITE LIGHT POLE CAMERA F65 2"MULE TAPE ONLY SECURITY C24 C41 FUTURE CAMERA F66 1"1-CAT6a SECURITY C25 SITE LIGHT POLE CAMERA F67 2"1-CAT6a SECURITY C25 F112 CAMERA F68 2"2 CELL INNERDUCT 5-CAT6a SECURITY C30 C27 CAMERA FUTURE SPOTTER RFSPARE F69 2"2 CELL INNERDUCT 5-CAT6a SECURITY C30 SITE LIGHT POLE CAMERA FUTURE SPOTTER RFSPARE F70 1"1-CAT6a SECURITY C27 C29 CAMERA F71 2"2-4/C #18 SECURITY C27 GATE OPERATOR GATE F72 1"1-4/C #18 SECURITY C28 GATE OPERATOR GATE F73 1"1-CAT6a SECURITY C29 SITE LIGHT POLE CAMERA F74 2"9-CAT6a SECURITY F112 C27 CAMERA F75 2" 4-6/C #18 4-4/C #18 SHIELDED 4-2PR #22 TWISTED SECURITY F112 C27 GATE F76 2" 2 CELL INNERDUCT 2-4/C #18 SECURITY F112 GATE OPERATOR GATESPARE F77 2"6-STRAND OM3 OFC SECURITY F112 NWS NO.3 SWITCH FIBER F78 2"2 CELL INNERDUCT 5-CAT6a SECURITY F112 NWS NO.3 CAMERAS5-CAT6a F79 NOT USED F80 1"1-CAT6a SECURITY F112 SITE LIGHT POLE CAMERA F81 1"MULE TAPE ONLY SECURITY C40 SITE LIGHT POLE FUTURE CAMERA F82 2"6-STRAND OM3 OFC SECURITY F112 F105 SWITCH FIBER F83 2" 5-6/C #18 SHIELDED 8-4/C #18 5-2PR #22 TWISTED 1-2/C #16 SECURITY F112 F105 GATE PEDESTRIAN GATE F84 4"MULE TAPE ONLY DISTRICT FIBER F-51505 F105 SM BACKBONE F85 4"MULE TAPE ONLY DISTRICT SPARE F-51505 F105 SPARE F86 4"MULE TAPE ONLY OSP F-51505 F105 SPARE F87 4" 3 CELL INNERDUCT 1-CAT6a SECURITY F-51505 F105 SECURITYSPARE SPARE F88 2"1-CAT6a SECURITY F-51505 C31 CAMERA F89 4"SM BACKBONE DISTRICT FIBER F105 F106 SM BACKBONE F90 4"6-STRAND OM3 OFC DISTRICT NETWORK F105 F106 DISTRICT NETWORK F91 4"MULE TAPE ONLY OSP F105 F106 SPARE F92 4"MULE TAPE ONLY FIRE F105 F106 FIRE F93 1"1-CAT6a SECURITY C31 SITE LIGHT POLE CAMERA F94 2"MULE TAPE ONLY SECURITY F-5105 C34 FUTURE CAMERA F95 2"1-CAT6a SECURITY C33 C35 CAMERA F96 1"1-CAT6a SECURITY C35 SITE LIGHT POLE CAMERA F97 1"MULE TAPE ONLY SECURITY C38 SITE LIGHT POLE FUTURE CAMERA F98 1"MULE TAPE ONLY SECURITY C34 SITE LIGHT POLE FUTURE CAMERA F99 NOT USED F100 2" 4-6/C #18 4-4/C #18 SHEILDED 3-CAT6a 4-2PR #22 TWISTED SECURITY F106 C33 GATE F101 4"MULE TAPE ONLY COMM F107 F106 SPARE F102 4"MULE TAPE ONLY COMM F107 F106 SPARE F103 4"MULE TAPE ONLY COMM F107 F106 SPARE F104 4"3 CELL INNERDUCT 6-STRAND OM3 OFC SECURITY F107 F106 CAMERASPARE SPARE F105 2"2-4/C #18 SECURITY C33 GATE OPERATOR GATE F106 2"2-4/C #18 SECURITY C33 GATE OPERATOR GATE F107 2" 2 CELL INNERDUCT 2-CAT6a SECURITY C28 NWS NO.2 CAMERASPARE F108 2"6-STRAND OM3 OFC SWITCH FIBER F107 NWS NO.4 SWITCH FIBER F109 2"MULE TAPE ONLY SECURITY F107 NWS NO.4 SPARE F110 1"1-CAT6a SECURITY NWS NO.4 SITE LIGHT POLE CAMERA F111 2"2 CELL INNERDUCT 1-CAT6a SECURITY NWS NO.4 C36 CAMERASPARE F112 1"1-CAT6a SECURITY C36 SITE LIGHT POLE CAMERA F113 2"MULE TAPE ONLY SECURITY C36 C37 FUTURE CAMERA F114 1"MULE TAPE ONLY SECURITY C37 SITE LIGHT POLE FUTURE CAMERA F115 3/4" 2-6/C #18 1-4/C #18 1-CAT6a 2-2PR #22 SECURITY C22 CARD READER PEDESTAL CARD READER INTERCOM STATION F116 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F117 3/4"1-4/C #18 COMM C23 PHOTO SENSOR GATE F118 3/4"1-4/C #18 SECURITY C23 PHOTO SENSOR GATE F119 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F120 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F121 1" 2-6/C #18 SHEILDED 1-4/C #18 1-CAT6a 2-2PR #22 TWISTED SECURITY C27 GATE PEDESTAL CARD READER PEDESTAL F122 1" 2-6/C #18 SHEILDED 2-4/C #18 1-CAT6a 2-2PR #22 TWISTED SECURITY C27 GATE PEDESTAL CARD READER PEDESTAL F123 3/4"1-4/C #18 SECURITY C27 PHOTO SENSOR GATE F124 3/4"1-4/C #18 SECURITY C27 PHOTO SENSOR GATE F125 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F126 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F127 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F128 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F129 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F130 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F131 1" 2-6/C #18 SHEILDED 1-4/C #18 2-CAT6a 2-2PR #22 TWISTED SECURITY C33 CARD READER PEDESTAL CARD READER INTERCOM STATION F132 1" 2-6/C #18 SHEILDED 1-4/C #18 2-CAT6a 2-2PR #22 TWISTED SECURITY C33 CARD READER PEDESTAL CARD READER INTERCOM STATION F133 3/4"1-4/C #18 SECURITY C33 PHOTO SENSOR GATE F134 3/4"1-4/C #18 SECURITY C33 PHOTO SENSOR GATE F135 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F136 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F137 3/4"1-4/C #18 SECURITY GATE OPERATOR PHOTO SENSOR GATE F138 1" 1-6/C #18 SHEILDED 2-4/C #18 1-2PR #22 TWISTED 1-2/C #16 SECURITY F112 DECORATIVE PEDESTRIAN GATE PEDESTRIAN GATE F139 1"1-CAT6a SECURITY C19 SITE LIGHT POLE CAMERA F140 1" 1-6/C #18 SHEILDED 2-4/C #18 1-2PR #22 TWISTED 1-2/C #16 SECURITY F106 DECORATIVE PEDESTRIAN GATE PEDESTRIAN GATE F141 4"SM BACKBONE DISTRICT FIBER COMM ROOM F105 SM BACKBONE F142 4"12 STRAND MULTI MODE DISTRICT NETWORK COMM ROOM F105 DISTRICT NETWORK F143 4"MULE TAPE ONLY DISTRICT SPARE COMM ROOM F105 BY OTHERS F144 4"MULE TAPE ONLY FIRE COMM ROOM F105 FIRE F145 4"12 STRAND MULTI MODE DISTRICT NETWORK F106 WAREHOUSE ELEC/COMM ROOM DISTRICT NETWORK F146 4"SM BACKBONE DISTRICT FIBER COMM ROOM F104 SM BACKBONE F147 4"12 STRAND MULTI MODE DISTRICT NETWORK COMM ROOM F104 DISTRICT NETWORK F148 4"MULE TAPE ONLY DISTRICT SPARE COMM ROOM F104 BY OTHERS F149 4"MULE TAPE ONLY FIRE COMM ROOM F104 FIRE F150 4"MULE TAPE ONLY COMM F104 WAREHOUSE ELEC/COMM ROOM SPARE F151 4"MULE TAPE ONLY COMM F104 WAREHOUSE ELEC/COMM ROOM SPARE F152 4"MULE TAPE ONLY COMM F104 WAREHOUSE ELEC/COMM ROOM SPARE F153 4"MULE TAPE ONLY FIRE F104 WAREHOUSE ELEC/COMM ROOM SPARE F154 1" 1-6/C #18 SHEILDED 2-4/C #18 1-2PR #22 TWISTED 1-2/C #16 SECURITY C23 DECORATIVE PEDESTRIAN GATE PEDESTRIAN GATE F155 3/4"1-4/C #18 SECURITY C23 PHOTO SENSOR GATE F156 4"MULE TAPE ONLY COMM COMM ROOM WAREHOUSE ELEC/COMM ROOM SPARE F157 4"MULE TAPE ONLY COMM COMM ROOM WAREHOUSE ELEC/COMM ROOM SPARE E3 1" 1-2PR #22 TWISTED 2-6/C #18 SHEILDED 1-4/C #18 SECURITY F113 F114 FEUL ISLAND AST MONITORING E4 3/4"1-6/C #18 SHEILDED 1-2PR #22 TWISTED SECURITY F113 F114 FUEL ISLAND CARD READER E5 1" 1-CAT6a 1-6/C #18 SHEILDED 1-4/C #18 F113 F114 FUEL ISLAND DEF COMM. E6 1"1-CAT6a SECURITY F113 F114 FUEL ISLAND CAMERA E7 1"2-CAT6a 1-2/C #16 SECURITY F113 F114 FUEL ISLAND INTERCOM E8 1"MULE TAPE ONLY SECURITY F113 F114 SPARE COMM FOR REFERENCE ONLY 64 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE TELECOMMUNICATIONS / SECURITY CONDUIT AND VAULT SCHEDULES TS6.02 CONDUIT SCHEDULE 1 TS6.02 FIBER OPTIC VAULT - CONCRETE 2 TS6.02 C.U. UV-444 LA DESCRIPTION QTY MID VAULT, CONCRETE VAULT 4'0"W X 4'0"L X 3'8"H COVER 4'0"W X 4'0"L X 6"H; 36" SQ DIAMOND PLATE HATCH WITH RECESSED PADLOCK HASP, SNOPUD FIBEROPTIC (16) 4"DIA, KNOCKOUTS (4 EACH SIDE) (4) 16" X 16" KNOCKOUTS (1 EACH SIDE) 4'-0" 3'-8" 4'-2" 6" 3'-4" 3'-4" COVER NO. 44-332P LOCKING STEAL COVER 835LBS BASE NO. 444-BL 3,200LBS 4'-0" 3'-1" VAULT SCHEDULE VAULT TYPE MANUFACTURER VAULT MODEL COVER MODEL COVER RATING COVER LABEL RISERS VAULT DIMENSIONS (L X WX D)NOTE C15 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C16 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C17 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C18 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C19 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C20 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C21 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C22 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C23 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C24 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C25 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C26 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C27 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C28 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C29 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C30 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C31 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C32 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C33 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C34 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C35 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C36 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C37 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C38 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C39 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C40 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 C41 CHRISTY B1324 NON-SKID TRAFFIC RATED COMMUNICATIONS 2' X 3' X 1'1 F100 CHRISTY 233-LA NON-SKID TRAFFIC RATED COMMUNICATIONS 2'-8" X 3'-8" X 3'-6"1 F101 CHRISTY 233-LA NON-SKID TRAFFIC RATED COMMUNICATIONS 2'-8" X 3'-8" X 3'-6"1 F102 CHRISTY 233-LA NON-SKID TRAFFIC RATED COMMUNICATIONS 2'-8" X 3'-8" X 3'-6"1 F103 CHRISTY 233-LA NON-SKID TRAFFIC RATED COMMUNICATIONS 2'-8" X 3'-8" X 3'-6"1 F104 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F105 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F106 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F107 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F108 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F109 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F110 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F111 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F112 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED SITE SECURITY 3'-4" X 3'-4" X 3'-1"1 F113 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED COMMUNICATIONS 3'-4" X 3'-4" X 3'-1"1 F114 CHRISTY UV-444 LA NON-SKID TRAFFIC RATED SITE SECURITY 3'-4" X 3'-4" X 3'-1"1 GENERAL NOTES: SEE SPECIFICATION SECTION 260543 FOR ADDITIONAL INFORMATION AND REQUIREMENTS. NOTES: 1.TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER 2.NOT USED. 3.COORDINATE AND PROVIDE UTILITY LABELING AS REQUIRED. 4.OPEN BOTTOM WITH COVER TETHERED TO HANDHOLE. FOR REFERENCE ONLY C 1.SCREENED AC EIENT IS NOT INCLDED IN THIS CONTRACT. DETAIL NOTES: ERIF 3" CONDIT AC O ROIDED GENERAL CONTRACTOR FIED DOE CAERA ROIDED SECRIT CONTRACTOR SEE CAERA SCHEDLE FOR CAERA TE. S ACO AND FLAT COER ITH 3" NOCOT IN CENTER ROIDED GENERAL CONTRACTOR CDRAING SOL 2" CLEAR INLINE EATHERROOF FSE HOLDERS ITH FSES 3 REINFORCING TIES 2" ON CENTER ARE COER GROND IRE 3" IN COER ELD GROND ROD ERTICAL REINFORCED ARS "" GASETED HANDHOLE 0" 20" IN 30" FINISHED GRADE 1" C ATHA FOR IDEO CAERA CONDIT ER LAN SEE TS3.01 CHRIST ODEL 1730 TRAFFIC RATED CONCRETE LL O ITH SID RESISTANT STEEL COER LINAIRE. REFER TO SITE LAN FOR TE AND REIREENTS. LINAIRE OLE. REFER TO LIGHTING FITRE SCHEDLE FOR TE AND REIREENTS OLE ONT SECRIT CAERA ONTED AT 120" AOE FINISHED GRADE. ROIDE 12" FLE CONDIT INSIDE THE OLE CAIT. DETAIL - EXTERIOR CAMERA - POLE MOUNT TYPE #1 SCALE: NONE 1 TS7.01 TELECONICATIONS SECRIT DETAILS TS7.01 SHEET: DATE: SHEET TITLE: SHEET OF RO E C T : DRAFTER: LEAD: NO . DA T E RE I S I O N ILDING IDENTIFIER: SA NS 12122 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 0 1 T H A E N E AR L I N G T O N A 2 2 3 FI N A L S I T E D E E L O E N T SITE DETAIL - CAMERA SCHEDULE SCALE: NONE 3 TS7.01 IP VIDEO SECURITY CAMERA SCHEDULE FLOOR NO.CAMERA NO.CAMERA MODEL ACCESSORIES MOUNTING HEIGHT MOUNTING TYPE CAMERA FIELD OF VIEW HEAD END SITE 001 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS 5505-871 +12'-0" AFG PENDANT MOUNT FUEL ISLAND ENTRY/EXIT ELEC RM 102 SITE 002 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 +12'-0" AFG POLE MOUNT GENERAL VIEW OF FUEL ISLAND ELEC RM 102 SITE 003 AXIS Q6075-E (PTZ CAMERA)AXIS T91L61, AXIS TX30 +12'-0" AFG POLE MOUNT NORTH EAST PERIMETER ELEC RM 102 SITE 004 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 +12'-0" AFG POLE MOUNT GENERAL VIEW BEHIND FUEL ISLAND NWS NO. 1 SITE 005 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 +12'-0" AFG POLE MOUNT GENERAL VIEW BEHIND WAREHOUSE NWS NO. 1 SITE 006 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT EMPLOYEE EAST PARKING NWS NO. 2 SITE 007 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT EMPLOYEE SOUT EAST PARKING NWS NO. 2 SITE 008 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT NORTH VEHICLE GATE NWS NO. 2 SITE 009 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT NORTH VEHICLE GATE NWS NO. 2 SITE 010 AXIS Q6075-E (PTZ CAMERA)AXIS T91L61, AXIS TX30 +12'-0" AFG POLE MOUNT NORTH WEST PERIMETER NWS NO. 2 SITE 011 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT SITE ENTRY/EXIT NORTH WEST ENTERANCE NWS NO. 2 SITE 012 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 +12'-0" AFG POLE MOUNT GENERAL VIEW WEST EMPLOYEE PARKING NWS NO. 3 SITE 013 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT SOUTH WEST VEHICLE GATE NWS NO. 3 SITE 014 AXIS Q6075-E (PTZ CAMERA)AXIS T91L61, AXIS TX30 +12'-0" AFG POLE MOUNT SOUTH WEST PERIMETER NWS NO. 3 SITE 015 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT SITE ENTRY/EXIT SOUTH WEST ENTERANCE NWS NO. 3 SITE 016 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT SOUTH WEST VEHICLE GATE NWS NO. 3 SITE 017 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 +12'-0" AFG POLE MOUNT GENERAL VIEW SOUTH EMPLOYEE PARKING NWS NO. 3 SITE 018 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT SOUTH VEHICLE GATE COMM/FIBER 138 SITE 019 AXIS P3247-LVE (FIXED DOME CAMERA)AXIS T91B67 +12'-0" AFG POLE MOUNT ENTRY/EXIT SOUTH VEHICLE GATE COMM/FIBER 138 SITE 020 AXIS Q6075-E (PTZ CAMERA)AXIS T91L61, AXIS TX30 +12'-0" AFG POLE MOUNT SOUTH WAREHOUSE TRUCK LOADING NWS NO. 4 SITE 021 AXIS Q3819-PVE (180 CAMERA)AIS T1L1 AIS T1G1 120" AFG OLE ONT GENERAL IE EAST AREHOSE TRC LOADING NWS NO. 4 DETAIL - EXTERIOR CAMERA - PENDANT MOUNT SCALE: NONE 2 TS7.01 FOR REFERENCE ONLY LUMINAIRE. REFER TO SITE PLAN FOR TYPE AND REQUIREMENTS. LUMINAIRE POLE. REFER TO LIGHTING FIXTURE SCHEDULE FOR TYPE AND REQUIREMENTS SEE DETAIL 4 ON SHEET TS7.02 FOR MOUNTING HEIGHT.1.SCREENED BACK EQUIPMENT IS NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: LUMINAIRE. REFER TO SITE PLAN FOR TYPE AND REQUIREMENTS. LUMINAIRE POLE. REFER TO LIGHTING FIXTURE SCHEDULE FOR TYPE AND REQUIREMENTS 1.SCREENED BACK EQUIPMENT IS NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: DRAWING SYMBOL 2" CLEAR LUMINAIRE. REFER TO SITE PLAN FOR TYPE AND REQUIREMENTS. LUMINAIRE POLE. REFER TO LIGHTING FIXTURE SCHEDULE FOR TYPE AND REQUIREMENTS IN-LINE WEATHERPROOF FUSE HOLDERS WITH FUSES #3 REINFORCING TIES, 2" ON CENTER #6 BARE COPPER GROUND WIRE 3/4"x8' (MIN) COPPER WELD GROUND ROD 4-#5 VERTICAL REINFORCED BARS 4"x6" GASKETED HANDHOLE 5'-0" 2'-0" MIN 3-'0" FINISHED GRADE 1" PVC, PATHWAY FOR VIDEO CAMERA CONDUIT PER PLAN (SEE TS3.01) CHRISTY MODEL B1730 TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER 1.SCREENED BACK EQUIPMENT IS NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: C PTZ C C PTZ R R C R DRAWING SYMBOL 2" CLEAR IN-LINE WEATHERPROOF FUSE HOLDERS WITH FUSES #3 REINFORCING TIES, 2" ON CENTER #6 BARE COPPER GROUND WIRE 3/4"x8' (MIN) COPPER WELD GROUND ROD 4-#5 VERTICAL REINFORCED BARS 4"x6" GASKETED HANDHOLE 5'-0" 2'-0" MIN 3-'0" FINISHED GRADE 1" PVC, PATHWAY FOR VIDEO CAMERA CONDUIT PER PLAN (SEE TS3.01) CHRISTY MODEL B1730 TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER DRAWING SYMBOL 2" CLEAR IN-LINE WEATHERPROOF FUSE HOLDERS WITH FUSES #3 REINFORCING TIES, 2" ON CENTER #6 BARE COPPER GROUND WIRE 3/4"x8' (MIN) COPPER WELD GROUND ROD 4-#5 VERTICAL REINFORCED BARS 4"x6" GASKETED HANDHOLE 5'-0" 2'-0" MIN 3-'0" FINISHED GRADE 1" PVC, PATHWAY FOR VIDEO CAMERA CONDUIT PER PLAN (SEE TS3.01) CHRISTY MODEL B1730 TRAFFIC RATED CONCRETE PULL BOX WITH SKID RESISTANT STEEL COVER POLE MOUNT SPOTTER RF UNIT WITH SP MOUNT POLE MOUNT SPOTTER RF UNIT WITH SP MOUNT SEE DETAIL 4 ON SHEET TS7.02 FOR MOUNTING HEIGHT. PROVIDE 1/2" FLEX CONDUIT INSIDE THE POLE CAVITY. PROVIDE 1/2" FLEX CONDUIT INSIDE THE POLE CAVITY. SECOND CAMERA TO BE MOUNTED AT 13'-0" AFG. SEE DETAIL 4 ON SHEET TS7.02 FOR MOUNTING HEIGHT. C R R SPOTTER RF MODEL CK10 SHALL BE MOUNTED 19'-0" AFG AND VERTICALLY ALIGNED AT CENTER WITH FIXED DOME CAMERA MOUNT. FIXED DOME CAMERA SHALL BE MOUNTED AT 13'-0" AFG PTZ CAMERA SHALL BE MOUNTED AT 14'-0" AFG AND HORIZONTALLY CENTERED BETWEEN THE TWO FIXED DOME CAMERA MOUNTS. SPOTTER RF MODEL CK10 SHALL BE MOUNTED 20'-0" AFG AND VERTICALLY ALIGNED AT CENTER WITH FIXED DOME CAMERA MOUNT. FIXED DOME CAMERA SHALL BE MOUNTED AT 12'-0" AFG PTZ C C C TELECOMMUNICATIONS / SECURITY DETAILS TS7.02 DETAIL - EXTERIOR CAMERA - POLE MOUNT TYPE #2 SCALE: NONE 1 TS7.02 66 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE DETAIL - EXTERIOR CAMERA - POLE MOUNT TYPE #3 SCALE: NONE 2 TS7.02 DETAIL - EXTERIOR CAMERA - POLE MOUNT TYPE #4 SCALE: NONE 3 TS7.02 DETAIL - POLE MOUNT TYPE #4 MOUNTING HEIGHT DETAIL SCALE: NONE 3 TS7.02 FOR REFERENCE ONLY 1.SIZE FOR EXACT EQUIPMENT BEFORE CONSTRUCTING. 2.TRANSITION FROM PVC TO GRS FOR ALL ABOVE GRADE CONDUIT. 3.SCREENED BACK RACK EQUIPMENT TO BE INSTALLED WITH A FUTURE PHASE AND NOT INCLUDED IN THIS CONTRACT. DETAIL NOTES: 1.SIZE FOR EXACT EQUIPMENT BEFORE CONSTRUCTING. 2.TRANSITION FROM PVC TO GRS FOR ALL ABOVE GRADE CONDUIT. 3.SCREENED BACK RACK EQUIPMENT TO BE INSTALLED WITH A FUTURE PHASE AND NOT INCLUDED IN THIS CONTRACT DETAIL NOTES: SCHEDULE 40 PVC CONDUIT 1.SIZE FOR EXACT EQUIPMENT BEFORE CONSTRUCTING. 2.TRANSITION FROM PVC TO GRS FOR ALL ABOVE GRADE CONDUIT. 3.SCREENED BACK RACK EQUIPMENT TO BE INSTALLED WITH A FUTURE PHASE AND NOT INCLUDED IN THIS CONTRACT 2" GRS CONDUIT 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) DETAIL NOTES: 50" 48" (L) X 36" (W) X 12" (D) SECURITY ENCLOSURE TO BE INSTALLED AS PART OF PHASE -2 SCOPE OF WORK. SEE SHEET TS7.04 DETAIL NO.1 FOR SECURITY ENCLOSURE LAYOUT. 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 6'-0" 24" MIN. (TYP.) POLE CLAMP (TYP.) PROVIDE SPACING AS REQUIRED TO FIT EQUIPMENT (TYP.) SCHEDULE 40 PVC CONDUIT 1" GRS CONDUIT FINISHED GRADE CONDUIT PER PLAN (SEE TS3.1) 2,500 PSI CONCRETE, 1'-2" MIN. (TYP.) 6" DIA. SCH. 40 STEEL PIPE FILLED WITH CONCRETE AND ROUNDED ON TOP (TYP. FOR VERTICAL SUPPORTS) PAINT COLOR AND TYPE PER SPECPAINT COLOR AND TYPE PER SPEC SCHEDULE 40 PVC CONDUIT 2" GRS CONDUIT 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) 50" 48" (L) X 36" (W) X 12" (D) SECURITY ENCLOSURE TO BE INSTALLED AS PART OF PHASE -2 SCOPE OF WORK. SEE SHEET TS7.04 DETAIL NO.1 FOR SECURITY ENCLOSURE LAYOUT. 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 6'-0" 24" MIN. (TYP.) POLE CLAMP (TYP.) PROVIDE SPACING AS REQUIRED TO FIT EQUIPMENT (TYP.) SCHEDULE 40 PVC CONDUIT 1" GRS CONDUIT FINISHED GRADE CONDUIT PER PLAN (SEE TS3.1) 2,500 PSI CONCRETE, 1'-2" MIN. (TYP.) 6" DIA. SCH. 40 STEEL PIPE FILLED WITH CONCRETE AND ROUNDED ON TOP (TYP. FOR VERTICAL SUPPORTS) PAINT COLOR AND TYPE PER SPECPAINT COLOR AND TYPE PER SPEC SCHEDULE 40 PVC CONDUIT 2" GRS CONDUIT 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) 50" 48" (L) X 36" (W) X 12" (D) SECURITY ENCLOSURE TO BE INSTALLED AS PART OF PHASE -2 SCOPE OF WORK. SEE SHEET TS7.04 DETAIL NO.1 FOR SECURITY ENCLOSURE LAYOUT. 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 6'-0" 24" MIN. (TYP.) POLE CLAMP (TYP.) PROVIDE SPACING AS REQUIRED TO FIT EQUIPMENT (TYP.) SCHEDULE 40 PVC CONDUIT 1" GRS CONDUIT FINISHED GRADE CONDUIT PER PLAN (SEE TS3.1) 2,500 PSI CONCRETE, 1'-2" MIN. (TYP.) 6" DIA. SCH. 40 STEEL PIPE FILLED WITH CONCRETE AND ROUNDED ON TOP (TYP. FOR VERTICAL SUPPORTS) PAINT COLOR AND TYPE PER SPECPAINT COLOR AND TYPE PER SPEC 48" (L) X 36" (W) X 12" (D) SECURITY ENCLOSURE SEE SHEET TS7.04 DETAIL NO.2 FOR SECURITY ENCLOSURE LAYOUT. 1-5/8" x 1-5/8" BACK-TO-BACK GALVANIZED STRUT (TYP. FOR HORIZONTAL SUPPORTS) 3'-0" MIN (TYP) 2,500 PSI CONCRETE, 1'-0" MIN (TYP) FINISHED GRADE GATE MOTOR DC POWER SUPPLY AND BATTERIES (30W x 30H x 12D) GATE OPERATOR 2" SCHEDULE 40 PVC CONDUIT 2" GRS CONDUIT NEMA 3R NON-FUSED DISCONNECT SWITCH CONCRETE PAD INSTALLED PER MANUFACTURE=RE RECOMMENDATION CAPS WITH ESD TYP.. 12'-0" SEE CONDUIT SCHEDULE ON SHEET TS3.1 FOR ADDITIONAL INFORMATION. SEE CONDUIT SCHEDULE ON SHEET TS3.1 FOR ADDITIONAL INFORMATION. SEE CONDUIT SCHEDULE ON SHEET TS3.1 FOR ADDITIONAL INFORMATION. ELECTRICAL (1) 3/4" GRS CONDUIT EXTEND EXISTING CONDUIT TO UNDERSIDE OF ENCLOSURE. EXTEND EXISTING CONDUIT TO UNDERSIDE OF ENCLOSURE. EXTEND EXISTING CONDUIT TO UNDERSIDE OF ENCLOSURE. TELECOMMUNICATIONS / SECURITY DETAILS TS7.03 DETAIL - NWS NO.3 - EQUIPMENT ELEVATION SCALE: NONE 3 TS7.03 DETAIL - NWS NO. 1 - EQUIPMENT ELEVATION SCALE: NONE 1 TS7.03 DETAIL - NWS NO. 2 - EQUIPMENT ELEVATION SCALE: NONE 2 TS7.03 DETAIL - NWS NO. 4 - EQUIPMENT ELEVATION SCALE: NONE 4 TS7.03 66 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE FOR REFERENCE ONLY 3 " BE L O W FROS T D E P T H INTERCOM STATION KNOX MODEL NO.3501 KEY SWITCH BOLLARD ( TYP) SEE SHEET E1.03 FOR ADDITIONAL INFORMATION PEDESTAL MANUFACTURER: PEDESTAL CEO MODEL NO. "72-9C-DSP" 24"X24" STEEL HOUSING MANUFACTURER: PEDESTAL CEO MODEL NO. "MC-CS/SS-24-E" 18"Ø CONCRETE FOOTING 24"X24" STEEL HOUSING MANUFACTURER: PEDESTAL CEO MODEL NO. "MC-CS/SS-24-E" STANDARD CARD READER 1'-0" 1'-0" TOP VIEW BOLLARD ( TYP) SEE SHEET E1.03 FOR ADDITIONAL INFORMATION PAVEMENT EDGE 18"Ø CONCRETE FOOTING 3 " BE L O W FROS T D E P T H INTERCOM STATION BOLLARD ( TYP) SEE SHEET E1.03 FOR ADDITIONAL INFORMATION PEDESTAL MANUFACTURER: PEDESTAL CEO MODEL NO. "72-9C-DSP" 24"X24" STEEL HOUSING MANUFACTURER: PEDESTAL CEO MODEL NO. "MC-CS/SS-24-E" 18"Ø CONCRETE FOOTING 24"X24" STEEL HOUSING MANUFACTURER: PEDESTAL CEO MODEL NO. "MC-CS/SS-24-E" STANDARD CARD READER 1'-0" 1'-0" TOP VIEW BOLLARD ( TYP) SEE SHEET E1.03 FOR ADDITIONAL INFORMATION PAVEMENT EDGE 18"Ø CONCRETE FOOTING STANDARD CARD READERSTANDARD CARD READER ELEVATION - BB SECURE SIDE ELEVATION - AA UNSECURE SIDE 2" UNDERGROUND SCHEDULE 40 CONDUIT SECURE TO THE BOTTOM OF THE WEATHERPROOF BOX. CARD READER MOUNTED TO THE GATE POST PROVIDE 3/4" GROMMETED OPENING AT 44" AFG TO CENTER OF THE GATE FRAME. 44" AFG NOTES: 1. SEE LANDSCAPE DRAWINGS SHEET L1.03 FOR GATE INSTALLATION DETAILS 4"X4" WEATHERPROOF BOX WITH COVER PLATE SURFACE MOUNTED TO GATE FRAME. PROVIDE UV RATED WATERPROOF SEALANT AROUND BACKBOX. PROVIDE 2" GROMMETED OPENING AT 8" AFG TO CENTER OF THE GATE FRAME. ACCESS CONTROL CABLING SHALL BE ROTED INSIDE THE GATE FRAME CAVITY. SURFACE MOUNTED DOOR CONTACT SECURED TO GATE FRAME. ARMORED CABLING FROM THE SURFACE MOUNTED DOOR CONTACT SHALL BE SECURED TO THE SINGLE GANG BOX WITH 1/2" CLAMP TYPE BOX CONNECTOR. PROVIDE 3/4" GROMMETED OPENING AT 48" AFG TO CENTER OF THE GATE FRAME. PROVIDE DOOR LOOP TO ROUTE THE SECURITY CABLING FROM GATE FRAME TO ELECTRIFIED PANIC HARDWARE. SINGLE GANG WEATHERPROOF BOX WITH COVER PLATE SURFACE MOUNTED TO GATE FRAME. PROVIDE UV RATED WATERPROOF SEALANT AROUND BACKBOX. PROVIDE 3/4" GROMMETED OPENING AT 12" FROM THE OUTER EDGE OF THE GATE FRAME. THE OPENING SHALL BE CENTER VERTICALLY IN THE GATE FRAME. SINGLE GANG WEATHERPROOF BOX WITH COVER PLATE SURFACE MOUNTED HORIZONTALLY TO GATE FRAME. PROVIDE UV RATED WATERPROOF SEALANT AROUND BACKBOX. TELECOMMUNICATIONS / SECURITY DETAILS TS7.04 DETAIL - DUAL HEIGHT PEDESTAL - GATE EXIT READERS AND INTERCOM (SECURED SIDE) SCALE: NONE 1 TS7.04 DETAIL - DUAL HEIGHT PEDESTAL - GATE ENTRY READERS, INTERCOM, AND KNOX BOX (UNSECURED SIDE) SCALE: NONE 2 TS7.04 66 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE DETAIL - DECORATIVE PEDESTRIAN GATE ROUGH-IN SCALE: NONE 3 TS7.04 FOR REFERENCE ONLY MANAGED HARDENED PoE SWITCH 120 VAC INPUT CONNECTOR HOUSING ADAPTER PANEL COORDINATE INSTALLATION OF DISTRICT PROVIDED SWITCH. COORDINATE INSTALLATION OF DISTRICT PROVIDED FIBER SFP MODULES COORDINATE INSTALLATION OF DISTRICT PROVIDED PATCH CORD. NWS CARD READER (HID - R40) CARD READER CABLING PROVIDE A DUAL HEIGHT HEAVY DUTY PEDESTAL WITH ONE EXTENSION AT 72" AFG AND OTHER AT 42" AFG. PROVIDE 24" X 24" SQUARE STEEL HOUSING AT BOTH EXTENSIONS. SECURE PEDESTAL TO CONCRETE PAD. SEE DETAIL 2 ON SHEET TS7.03 FOR ADDITIONAL INFORMATION. COORDINATE INSTALLATION OF DISTRICT PROVIDED SWITCH 36"X30"X12" NEMA 3R ENCLOSURE LNL-2220 LNL-1320 4-PORT UNMANAGED HARDENED PoE SWITCH CATEGORY 6a CABLING RS485 CABLE (MANUFACTURER: BELDEN; PART NUMBER 1325A OR EQUAL) GATE OPERATOR EXIT SEE CONDUIT SCHEDULE ON SHEET TS6.01 FOR CABLE TYPES CONNECTOR HOUSING ADAPTER PANEL COORDINATE INSTALLATION OF DISTRICT PROVIDED PATCH CORD. POWER SUPPLY 18 AWG 2COND. CABLING CATEGORY 6a CABLING 120 VAC INPUT 4/C # 18AWG KNOX KEY SWITCH (PROVIDED BY DISTRICT) INTERCOM DOOR STATION CATEGORY 6a CABLING SECURITY CHAIN LINK MAN GATE- SURFACE MOUNTED DOOR CONTACT SEE CONDUIT SCHEDULE ON SHEET TS6.01 FOR CABLE TYPES (1) 6-STRAND OM3 OFC CARD READER (HID - R40) CARD READER (HID - R40) INTERCOM DOOR STATION CARD READER (HID - R40) PROVIDE A DUAL HEIGHT HEAVY DUTY PEDESTAL WITH ONE EXTENSION AT 72" AFG AND OTHER AT 42" AFG. PROVIDE 24" X 24" SQUARE STEEL HOUSING AT BOTH EXTENSIONS. SECURE PEDESTAL TO CONCRETE PAD. SEE DETAIL 1 ON SHEET TS7.03 FOR ADDITIONAL INFORMATION. 6/C # 18AWG SHIELDED & 2 PAIR # 22AWG TWISTED 18 AWG 2COND. CABLING NWS FIBER WALL MOUNTED SINGLE-PANEL HOUSING (SPH) WITH CLOSET CONNECTOR HOUSING (CCH) PANEL. MANUFACTURER: CORNING; PART NUMBERS: SPH-01P (SPH), CCH-CP06-E4 (CCH), 95-051-98-SP-X (LC CONNECTORS) 6/C # 18AWG SHIELDED & 2 PAIR # 22AWG TWISTED GATE OPERATOR ENTRY FIBER WALL MOUNTED SINGLE-PANEL HOUSING (SPH) WITH CLOSET CONNECTOR HOUSING (CCH) PANEL. MANUFACTURER: CORNING; PART NUMBERS: SPH-01P (SPH), CCH-CP06-E4 (CCH), 95-051-98-SP-X (LC CONNECTORS) LNL-1320 (1) 6-STRAND OM3 OFC 36"X30"X12" NEMA 3R ENCLOSURE DRIVE POWER 1 2 3 4 5 6 7 8 9 10 11 12 14 15 16 17 18 19 20 21 22 23 24 LED STOP BUTTON OPEN BUTTON CLOSE BUTTON REMOTE OPEN AND RADIO CONTROL OPEN/CLOSE OPEN PARTIAL INTERLOCK OPEN TIME CLOCK OPEN FREE EXIT DETECTOR DISABLE EXIT DETECTOR DISABLE CLOSE TIMER INSIDE OBSTRUCTION VEHICLE DETECTOR OUTSIDE OBSTRUCTION VEHICLE DETECTOR SHADOW/RESET VEHICLE DETECTOR SENSOR 1 SENSOR COM SENSOR COM DO NOT USE SENSOR 2 DO NOT USE STATUS SENSOR 3 DO NOT USE CHARGER AC LOSS LOCK INTERLOCK EMERG CLOSE FIRE DEPT OPEN HySecurity MX000585 VERSION S/N Smart Touch Controller LIMIT DUAL GATE RPM COM A B COM RADIO OPTIONS OPEN +24V +24V S1 COM COM NO RS485 ST O P / B U Z Z E R VE H I C L E D E T E C T O R FR E E EX I T MO T O R U S E R 1 IN S I D E OB S T R US E R 2 RS 2 3 2 DI S P L A Y VE H I C L E D E T E C T O R OU T S I D E OB S T R VE H I C L E D E T E C T O R SH A D O W RE S E T VE H I C L E D E T E C T O R WI E G A N D US E R 3 24V A C A c c e s s o r y p o w e r COM M O N + 24 V D C ACCESS CONTROL INTERFACE PHOTO EYE OPEN DIRECTION PHOTO EYE OPEN DIRECTION CONNECTION FROM BATTERY CABINET KNOX KEY TIME CLOCK HOLD OPEN OPTION TO DISABLE FREE EXIT LOOP FREE EXIT LOOP ON OUTBOARD GATE INSIDE OBSTRUCTION LOOP OUTSIDE OBSTRUCTION LOOP STROBE TELECOMMUNICATIONS / SECURITY DETAILS TS7.05 SECURITY ENCLOSURE LAYOUT SCALE: NONE 1 TS7.05 SECURITY ENCLOSURE LAYOUT SCALE: NONE 3 TS7.05 66 SHEET: DATE: SHEET TITLE: SHEET OF PR O J E C T : DRAFTER: LEAD: NO . DA T E RE V I S I O N BUILDING IDENTIFIER: SA NS 1/21/22 NO R T H C O U N T Y CO M M U N I T Y O F F I C E 17 6 0 1 5 9 T H A V E N E AR L I N G T O N , W A 9 8 2 2 3 FI N A L S I T E D E V E L O P M E N T SITE HYSECURITY CONTROL BOARD WIRING DETAIL SCALE: NONE 2 TS7.05 FOR REFERENCE ONLY Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Prepared by Hart Crowser, a division of Haley and Aldrich Michael B.W. Chamberlain, PE Douglas D. Lindquist, PE, LEED AP Project, Geotechnical Engineer Principal, Geotechnical Engineer Michael.Chamberlain@haleyaldrich.com Doug.Lindquist@haleyaldrich.com 1/20/2022 19583-00 January 20, 2022 Contents 1.0 INTRODUCTION 1 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 1 2.1 Purpose 1 2.2 Scope 2 2.3 The Use of This Report 2 3.0 PROJECT AND SITE DESCRIPTIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Geology 3 4.2 Soil Conditions 4 4.3 Groundwater Conditions 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 Seismic Setting 5 5.2 Seismic Basis of Design 5 5.3 Recommended Response Spectra 5 5.4 Liquefaction 6 5.4.1 Liquefaction-Induced Settlement 7 5.5 Lateral Spreading and Flow Failure 7 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 8 6.1 Building Foundations 8 6.1.1 Shallow Footings 8 6.1.2 Foundation Subgrade Preparation 9 6.2 Floor Slabs 9 6.3 Flexible Utility Connections 10 6.4 Lateral Earth Pressures on Backfilled Walls 10 6.5 Permanent Drainage 11 6.5.1 Foundation and Perimeter Wall Drainage 11 6.5.2 Backfilled Walls 11 6.6 Structural Fill 11 7.0 CONSTRUCTION CONSIDERATIONS 13 7.1 Site Preparation 13 7.2 Temporary Dewatering 13 7.3 Temporary Open Cuts 13 ii | North County Development Buildings 19583-00 January 20, 2022 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 14 9.0 REFERENCES 15 TABLES Table 1 – Site-Specific MCER and Design Earthquake Response Spectra 6 Table 2 – Soil Equivalent Fluid Unit Weights for Walls 11 FIGURES 1 Vicinity Map Attached 2 Site and Exploration Plan Attached 3 Recommended Site-Specific MCER Response Spectrum Attached APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, & 2020) APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) APPENDIX E Site-Specific Seismic Site Response Analysis 19583-00 January 20, 2022 Geotechnical Engineering Design Study North County Development Arlington, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering design recommendations for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. Figure 1 presents a vicinity map showing the project location. The recommendations contained within this report are based on information emailed to us by you, available existing subsurface information for the site, our discussions with you and the structural engineer (Reid Middleton, Inc.), and our previous knowledge and experience working on similar projects. This report contains several sections, organized as follows: Introduction; Purpose, Scope, and the Use of This Report; Project and Site Descriptions; Subsurface Conditions; Seismic Considerations; Geotechnical Engineering Recommendations; Construction Considerations; Recommended Additional Geotechnical Services; and References. Figures are presented at the end of the text. Exploration logs are presented in Appendix A. Results of geotechnical laboratory testing on soil samples taken from these explorations are presented in Appendix B. Historical groundwater monitoring data is presented in Appendix C. The results of shear wave velocity testing are presented in Appendix D. Detailed documentation of our site-specific site response analysis is presented in Appendix E. 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 2.1 Purpose The purpose of our work is to assess subsurface conditions at the location of the proposed North County development buildings and provide geotechnical engineering and seismic design recommendations, including construction considerations based on this assessment. We understand that a geotechnical report for the project site has previously been completed by GeoEngineers (GeoEngineers 2017). This previous geotechnical report included geotechnical recommendations for the planned buildings at the site as well as for general site work across the site (e.g., pavement, utilities, stormwater facilities, etc.). We understand you plan to utilize the previous geotechnical report for general site work but will be relying upon this new geotechnical report for recommendations pertaining to planned buildings and walls at the site. 2 | North County Development Buildings 19583-00 January 20, 2022 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: Review existing subsurface information; Develop a site and exploration location plan; Perform a site-specific ground response analysis to develop seismic design parameters for the site; Evaluate liquefaction susceptibility and effects; Provide foundation design recommendations; Provide lateral earth pressure recommendations for design of site retaining walls; Provide temporary and permanent cut slope recommendations; Provide discussion on construction considerations; and Present the results of our study in this report. Our geotechnical engineering design recommendations are based on a combination of subsurface data from historic explorations as well as our experience with the local geology. 2.3 T he Use of This Report We completed this work in general accordance with our Contract signed October 26, 2020. This report is for the exclusive use of Public Utility District (PUD) No. 1 of Snohomish County and their consultants for specific application to the subject project and site. We completed this design study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, expressed or implied. 3.0 PROJECT AND SITE DESCRIPTIONS The North County Development current phase of the project site is relatively flat and currently generally undeveloped, except for a recently completed Pole Yard. We understand that construction of a Modular Data Center and CETC Building has previously been completed to the south of the Pole Yard. These site improvements are located to the east of our site. We understand through conversations with you that the next phase of development for the North County site will include construction of an administration building, a warehouse building, a heated parking building, a fuel island, a loading dock, and a covered parking canopy structure. The current conceptual site plan showing the locations of these planned structures, as well as the previously completed site improvements, is shown on Figure 2. As described earlier, this geotechnical report is concerned only with planned structures (i.e. buildings, retaining walls) in the area of the site delineated on Figure 2. Parking areas, site pavement, and other general site work items not explicitly described in this report will be designed based on other geotechnical recommendations. Ground surface elevations at the site in the area of planned improvements varies between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Existing ground surface elevation contours are displayed on Figure 2. Existing vegetation at the site consists of mowed grass with sparsely distributed trees. North County Development | 3 19583-00 January 20, 2022 If the general layout of the proposed structures is different than that shown on Figure 2 and as described above, we should be contacted to modify our conclusions and recommendations to reflect the changes in relation to current plans. 4.0 SUBSURFACE CONDITIONS Our interpretation of the subsurface conditions is based on historical explorations from within or nearby to the project site and published regional geologic maps. The locations of the explorations referenced in this memorandum are shown on Figure 2. We reviewed historical geotechnical information from the following reports: Geotechnical Engineering Services – North County Project (GeoEngineers 2017) Geotechnical Engineering Services – Modular Data Center and CETC Building, North County Project (GeoEngineers 2019) Explorations contained within these two geotechnical reports include several borings, test pits, and cone penetration tests (CPTs). These CPTs extended to depths of between 75 and 100 feet below ground surface (bgs). GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. These CPTs were each extended to a depth of 80 feet bgs. Detailed exploration logs from these historical explorations and the newer 2020 CPTs are included in Appendix A. Laboratory testing on samples collected from historical borings and test pits are included in Appendix B. We based our interpretation of subsurface conditions on available existing subsurface information. The historical explorations referenced in this study represent subsurface conditions at discrete locations on the relevant part of the project site and actual conditions in other areas will vary. The nature and extent of any such variations may not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we should be contacted to modify our conclusions and recommendations to reflect actual site conditions. 4.1 Geology We reviewed the U.S. Geological Survey (USGS) geologic map, Geologic Map of the Arlington West 7.5- Minute Quadrangle, Snohomish County, Washington (Minard, 1985). This map indicates that the surficial soil at the North County site likely consists of the Marysville Sand Member. The Marysville Sand Member is observed to consist of stratified recessional outwash sands with some fine gravel and some areas of silt and clay. These sediments were deposited by meltwater flowing south from the receding Vashon glacier. This geologic unit is noted to be at least 65 feet thick and may be twice that thickness. All explorations at the site encountered sandy soils interpreted as recessional outwash deposits. 4 | North County Development Buildings 19583-00 January 20, 2022 4.2 Soil Conditions The soil conditions observed in historical explorations at the project site in the vicinity of the planned structures can be summarized as follows, in descending order from the ground surface: Topsoil and Silty Sand. Approximately 4 to 8 inches of topsoil was observed at the ground surface in each of the explorations, characterized by a generally silty soil with appreciable organic matter. Below the topsoil, about half of the explorations encountered an approximately 2- to 5-feet-thick layer of loose to medium dense silty sand with variable gravel content. Upper Sand. In all the deep explorations performed at the project site, an upper crust of between about 20 to 40 feet of dense sand was encountered beneath the thin topsoil and silty sand layer. The fines content of this upper sand layer typically ranged from about 1 to 12 percent. Lower Sand. In all the deep explorations performed at the project site, a layer of medium dense sand extending to the bottom of each exploration (75 to 100 feet bgs) was encountered beneath the denser upper sand deposits. The fines content of this layer of soil typically ranged from about 1 to 12 percent, with occasional thin interbeds of silty sand to sandy silt. Much of the lower sand layer described above is expected to liquefy when subjected to strong earthquake shaking. This design consideration is discussed in greater detail later in this report. 4.3 Groundwater Conditions Groundwater levels were measured at the site in Borings B-3, B-7, B-10, and B-11. Each of these borings were developed as monitoring wells in either 2013 (B-3) or 2017 (B-7, B-10, and B-11) and had data loggers installed to facilitate continuous monitoring of groundwater levels. Several additional wells were installed at the Arlington site, to the east of the site extent outlined on Figure 2. These groundwater measurements are not discussed in this section due to their distance from the site improvements addressed in this report. Excerpts from the historical geotechnical report for the site (GeoEngineers 2017) displaying this groundwater data is included as Appendix C. The depth of groundwater observed at the time of exploration is shown on the historical exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. Higher groundwater levels are observed in wells on the east end of the property. The seasonal high depth to groundwater in the area of the site varies from approximately 7 to 9 feet bgs. Fluctuations in the level and/or presence of groundwater can be expected to occur over time from variations in rainfall, season, irrigation, flooding, and other factors. 5.0 SEISMIC CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting at the project site, provide recommended design response spectra, and discuss seismic-induced geotechnical hazards. North County Development | 5 19583-00 January 20, 2022 5.1 Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone (CSZ) in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments—crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate the existence of a distinct shallow zone of crustal seismicity that may have surficial expressions and can extend to depths of up to 15 to 18 miles. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 24 to 42 miles beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). 5.2 Seismic Basis of Design We understand the design of the proposed project will be performed in accordance with the 2018 International Building Code (IBC). The seismic basis of design for the 2018 IBC, which refers to the American Society of Civil Engineers (ASCE) 7-16, is the risk-targeted maximum considered earthquake (MCER), which represents an earthquake shaking level having a 2 percent probability of exceedance in 50 years (corresponding to a return period of 2,475 years), adjusted to a 1 percent probability of collapse in 50 years, and modified to the peak direction hazard. 5.3 Recommended Response Spectra The soil site class, based on the subsurface conditions observed, was determined to be Site Class D (stiff soil) without consideration of liquefaction. The soil site class is based on historical shear wave velocity data collected at the site, included with this report in Appendix D. As discussed later in this section, our analyses have identified that a liquefaction hazard is present at the site. ASCE 7-16 indicates that sites where a liquefaction hazard is identified should be represented as Site Class F and a site-specific ground response analysis should be performed to determine the response spectrum for design, unless the proposed structure has a fundamental period of less than 0.5 second. Based on discussions with the structural engineer for the buildings at the site (Reid Middleton), we understand the period of all the structures are less than 0.5 second and use of Site Class D is appropriate. However, despite it not being required by IBC 2018, we performed a site-specific ground response analysis to develop a design MCER response spectrum for the project at the request of our client. This site-specific design response spectrum is shown on Figure 3 and in Table 1. This spectrum was developed considering the procedures and requirements included in ASCE 7-16. Detailed documentation of our site-specific ground response analysis and procedures is included with this report as Appendix E. 6 | North County Development Buildings 19583-00 January 20, 2022 Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Period (seconds) Recommended MCER Response Spectrum in g Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Earthquake SDS = 0.60 g, per Section 21.4 of ASCE 7-16. b. Recommended Design Earthquake SD1 = 0.72 g, per Section 21.4 of ASCE 7-16. 5.4 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles, resulting in sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for shear strength are susceptible to liquefaction during strong ground shaking. We performed site-specific liquefaction analyses of the saturated soils at the site based on the recommendations of Idriss and Boulanger (2014) using the CLiq computer software program developed by GeoLogismiki (Version 3.0.2.4). In accordance with ASCE 7-16, we completed the liquefaction analysis using the site class adjusted Maximum Considered Earthquake Geometric Mean PGA (PGAM). We used a PGAM of 0.52 g, calculated for the project site per ASCE 7-16, with an associated earthquake magnitude of 7.1 in our analyses. This earthquake magnitude represents the modal magnitude for the site based on USGS deaggregation plots. We note that ASCE 7-16 allows for use of a site-specific PGA (0.42g) in liquefaction analyses rather than the higher PGAM value (0.52g) that we used. Use of the lower PGA would have resulted in slightly less liquefaction and liquefaction-induced settlement. Based on our analyses, a generally non-liquefiable crust of material exists in the upper 20 to 40 feet of the site. Below this crust of material, site soils are observed to have a moderate to high liquefaction potential during the MCE seismic event down to the bottom of each exploration. North County Development | 7 19583-00 January 20, 2022 5.4.1 Liquefaction-Induced Settlement For our analyses, we limited the maximum depth of liquefaction contributing to settlement at a depth of 80 feet bgs, based on guidance outlined in the Washington State Department of Transportation’s (WSDOT) Geotechnical Design Manual (GDM) (WSDOT 2019). As a dense and generally non-liquefiable crust of material is present at the site in the upper 20 to 40 feet, liquefaction-induced settlement observed at the surface will initiate from liquefiable soil layers that exist below this dense crust of material. Research has shown that the expression of liquefaction-induced settlement at the ground surface is a function of the depth of the liquefiable layers, with deeper liquefiable layers contributing less to ground surface settlement than similar thickness shallow liquefiable layers (Cetin et al., 2009). Cetin et al. (2009) proposed use of a “depth weighting factor” (DFi) that acts to reduce the impact of deep liquefiable layers on the estimated ground surface settlement, with liquefaction in layers deeper than 60 feet having no impact on surface settlement. This factor is included within the CLiq program and we utilized it in our analyses. As a slight deviation from Cetin’s recommendations, we conservatively allowed liquefaction in layers up to 80 feet bgs (instead of 60 feet bgs) to impact estimated ground surface settlement, based on the WSDOT GDM (2019) guidance discussed earlier in this section. We also considered predicted settlement estimates calculated without use of DFi while developing our recommendations, with less weight given to these estimated values. With and without consideration of Cetin’s recommendations, we estimate that total liquefaction-induced settlement at the site to be on the order of 2 to 4 inches and 9 to 14 inches, respectively from the MCE seismic within the upper 80 feet of soil. We expect the actual settlement will be closer to the Cetin method estimate. Because the calculated settlement between borings is relatively uniform and the surficial expression of liquefaction occurring at depth is reduced per Cetin’s research, we recommend that the project structures be designed for liquefaction-induced differential settlement of 2 inches over a distance of 30 feet. The North County buildings should be designed to accommodate these settlement estimates in accordance with ASCE 7-16 Section 12.13. 5.5 Lateral Spreading and Flow Failure Lateral spreading occurs when large blocks of ground are displaced down gentle slopes or towards the free face of river channels, ditches, etc. as a result of earthquake-induced inertial forces acting on the soil mass. Initiation of lateral spreading is often made worse when the soils within and beneath the soil mass liquefy or soften as a result of the shaking. Lateral spreading deformations can be experienced relatively far from a free face. Similar to lateral spread, flow failures result when large volumes of soil near a free face displace vertically and laterally during or after an earthquake. As the ground begins to shake and the shearing resistance of liquefied soils decreases, ground displacement occurs in response to shear forces present within the soil mass and earthquake-induced inertial forces. Flow failures typically manifest larger deformations than lateral spreading; however, the extent of the deformations is typically localized to the area behind the free face. Both phenomena can be destructive. 8 | North County Development Buildings 19583-00 January 20, 2022 The North County project site is distant from any significant free face and site grades are observed to be generally level. Based on these observations, as well as the presence of an approximately 20 to 40-foot- thick crust of non-liquefiable material across the site, there is a low risk of lateral spreading or flow failure at the site. 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 6.1 Building Foundations We understand the North County Development buildings will be supported with a foundation system of shallow spread and strip footings founded near the ground surface. Based on our understanding of the site conditions, we consider this a reasonable approach. As described in Section 5.4 – Liquefaction Potential, a liquefaction hazard exists at the site and liquefaction-induced settlements of between about 2 and 4 inches are expected following an MCE-level seismic event. Differential settlements measured over 30 feet of about 2 inches are expected. A shallow foundation system at the site should be designed to accommodate this settlement in accordance with ASCE 7-16 Section 12.13. Alternatively, ground improvement to mitigate liquefaction impacts or use of a deep foundation option may be considered if these settlements are not tolerable. 6.1.1 Shallow Footings We make the following recommendations for the design and construction of shallow footings: 6.1.1.1 Vertical Foundation Support Use a maximum allowable bearing pressure of 3 kips per square foot (ksf) for spread footings bearing on 2 feet of compacted structural fill above prepared subgrade. If suitable soils exist at the foundation locations, the lower 6 inches of structural fill may consist of compacted in-place soils. Assuming proper subgrade preparation observed by Hart Crowser and proper compaction of the 2 feet of structural fill observed, we expect total static settlements for spread and perimeter footings to be less than 1 inch. Differential settlement between footings is estimated to be about one-half of the total settlement over 30 feet. This settlement is expected to occur during construction, as the loads are applied. The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. Use an increase in the allowable soil bearing pressure of up to one-third for loads of short duration, such as those caused by wind or seismic forces. Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. North County Development | 9 19583-00 January 20, 2022 Place the base of all footings at least 18 and 12 inches below the lowest adjacent finished grade for exterior and interior footings, respectively, in consideration of frost-penetration depth. Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. 6.1.1.2 Lateral Foundation Support For resistance to lateral loads, we recommend using an equivalent fluid to represent the passive resistance of the soil. For a typical footing poured against the sandy outwash soils observed at the site, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 325 pounds per cubic foot (pcf) for soil above the design water table. A coefficient of friction to resist sliding equal to 0.40 can be used for footings poured neatly on the compacted structural fill planned for support of footings at the site. The coefficient of friction and equivalent fluid density values are allowable values and include a factor of safety of 1.5. 6.1.2 Foundation Subgrade Preparation Careful preparation and protection of the exposed subgrade soils should occur before subsequent placement and compaction of structural fill. Any loosening of the materials during construction could result in larger than estimated settlements. It is important that foundation excavations be cleaned of loose or disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be documented before construction. An engineer or geologist from Hart Crowser should observe exposed subgrades before footing construction to verify suitable bearing surfaces. Any loose sand or gravel or soft to medium stiff fine-grained materials present in the subgrade should be overexcavated and replaced with structural fill or lean or structural concrete. Any visible organic or other unsuitable material should also be removed from the exposed subgrade. Groundwater should be controlled such that heave or boiling of the foundation subgrades does not occur. We recommend the groundwater level be maintained at least 2 feet below footing subgrades at all times until the foundation is poured, to prevent the risk of heave, piping, boiling, softening, and other loss or disturbance of subgrade material. These recommendations are based on expected conditions and need to be confirmed in the field. 6.2 Floor Slabs The floor slab of the building may be constructed as slab-on-grade above a drainage layer and the existing granular fill soils, provided that the soils are primarily granular (i.e. sand and gravel) and that visible soils are free of organic material. The prepared slab subgrade should be compacted in place and observed by Hart Crowser. The slab subgrade should be proof rolled to confirm a firm and unyielding condition and any 10 | North County Development Buildings 19583-00 January 20, 2022 localized zones of yielding subgrade observed during proof rolling (as observed by Hart Crowser) should be overexcavated to a depth to be determined in the field and replaced with compacted structural fill. All slabs should be underlain directly by a drainage and capillary break layer at least 4 inches thick. This layer should consist of clean well-graded coarse sand and gravel with a fines content (soil finer than the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. Compact the drainage layer to the criteria of structural fill as discussed later in this report. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) is appropriate for design of floor slabs on the bearing soils or compacted structural fill. Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.35 for the sandy outwash soils or compacted structural fill. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser or elsewhere for gradational analysis. Use a vapor barrier between the capillary break material and the slab-on-grade for additional moisture and vapor protection. 6.3 Flexible Utility Connections We recommend incorporating flexible utility connections into the project design, where possible, to increase resilience. As described in Section 5.4.1 of this report, we expect noticeable liquefaction-induced settlement during an MCE-level event. We recommend designing utilities to accommodate differential settlement of 2 inches over 30 feet plus an additional 1 inch where transitioning from footing supported to on-grade. 6.4 Lateral Earth Pressures on Backfilled Walls We understand several short retaining walls are planned to support various site improvements across the development. We understand through conversations with Snohomish County PUD that the planned retention walls will consist of concrete cast-in-place (CIP) walls and will be designed to retain between about 1 and 4 feet of soil. We recommend that the walls be designed using a triangular earth pressure distribution. For typical granular fill soil, active, passive, and at-rest pressures may be determined using the equivalent fluid unit weights provided in Table 2. Passive resistance should be ignored within the top 2 feet below the finished ground surface. The use of active pressure is appropriate if the wall is allowed to yield (or move) a minimum of 0.001 times the wall height. For a non-yielding wall, at-rest pressures should be used. North County Development | 11 19583-00 January 20, 2022 A seismic increment of 6H in pounds per square foot (psf) (where H represents the wall height) should be applied as a uniform rectangular load over the height of the wall. Table 2 – Soil Equivalent Fluid Unit Weights for Walls Soil Type Parameter Equivalent Unit Weight Earth Pressure Coefficient, K Structural Fill ab Notes: a. Includes a factor of safety of 1.5. b. Use 325 pcf above the design ground water table (GWT) elevation and 175 pcf below the design GWT elevation. 6.5 Permanent Drainage 6.5.1 Foundation and Perimeter Wall Drainage We understand through conversations with Snohomish County PUD that all building foundations are planned to be founded near the surface of the site, several feet above static groundwater levels. Site soils are generally observed to be clean to slightly silty sands with high permeability (measured at up to 205 feet per day in infiltration tests). Based on this information, it is our opinion that perimeter footing drains are not required. Hart Crowser should verify subgrade conditions of all foundations during construction to confirm that subsurface soils appear suitable for drainage purposes. 6.5.2 Backfilled Walls Walls with soil backfilled on only one side will require drainage or must be designed for full hydrostatic pressure. We recommend the following: Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. Install drains behind any backfilled walls. The drains, with cleanouts, should consist of a minimum 4-inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of free-draining (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. If drains cannot be installed, inclusion of 1-inch-diameter or larger weep holes no more than 4 feet on-center at the base of site walls is also acceptable. 6.6 Structural Fill Structural fill is required for backfill in open cut and overexcavated areas, beneath footings, and behind retaining walls. The suitability of soil for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (the fraction passing the U.S. No. 200 mesh sieve) 12 | North County Development Buildings 19583-00 January 20, 2022 increases, soil becomes more sensitive to small changes in moisture. With more than about 5 percent fines (by weight), soil cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, if fill is to be placed during wet weather, we recommend using clean fill, that is, soil with a fines content (fraction passing the U.S. No. 200 mesh sieve) of 5 percent or less (by weight). Reuse of on-site soil as structural fill is acceptable if it is free of organic material and can be compacted to a dense condition. For structural fill placement and compaction, we recommend: Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small hand-operated compaction equipment is used to compact structural fill within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be no more than two- thirds of the loose lift thickness to allow full compaction of the soil surrounding the large particles. Compact structural fill that is beneath footings, behind walls, and within 2 feet of the bottom of pavement sections to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM) D1557 test procedure. Structural fill that is more than 2 feet below pavement sections, and within 2 feet of the back of subgrade walls should be compacted to at least 92 percent. Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. Generally, place structural fill only on dense and relatively unyielding subgrade (see Foundation Subgrade Preparation section). If subgrade areas are wet, clean material with at least 30 to 35 percent gravel content (material coarser than a U.S. No. 4 mesh sieve) may be needed to bridge moisture- sensitive subsoils. In some cases, clean crushed rock or quarry spalls may be needed to stabilize weak or wet subgrade soil. Where free-draining material is required, such as around drainage pipes, use a well-graded sand and gravel with less than 3 percent passing the U.S. No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material). Perform a representative number of in-place density tests to verify adequate compaction. A Hart Crowser or GeoTest representative should verify each structural fill lift and the subgrade area below it. Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. North County Development | 13 19583-00 January 20, 2022 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Site Preparation Site preparation for the project area may involve removal of pavement, stripping of any surface vegetation, and removal of other obstructions in the fill that may interfere with new construction. The following discussion highlights some important site preparation items. Remove all visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other deleterious materials from subgrade areas. We recommend all site grading, paving, and any utility trenching be conducted during relatively dry weather conditions. Proof roll with a heavy vibratory compactor or fully loaded dump truck to delineate soft or loose areas. It is important that these conditions be verified by a representative from Hart Crowser. Overexcavate and replace soft and loose, wet, or yielding soil with structural fill as described in Section 6.6. Existing Utilities. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required in addressing existing utilities. 7.2 Temporary Dewatering We expect that site excavations for planned buildings and associated site improvements will all remain above the static groundwater table. Temporary dewatering of these excavations will likely consist of sumps and trenches, as needed. If excavations are expected to extend below the groundwater table, temporary dewatering will be needed. Due to the high permeability of the site soils, dewatering below the static groundwater table is expected to produce a significant amount of water and use of pumps and sumps within open excavations may be difficult. If significant dewatering is expected, the Contractor should be made responsible for design, installation, and operation of an appropriate dewatering system to accommodate deeper excavations. 7.3 Temporary Open Cuts The stability and safety of cut slopes depends on a number of factors, including: Type and density of the soil; Presence and amount of any seepage; Depth of cut; 14 | North County Development Buildings 19583-00 January 20, 2022 Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc. and the magnitude of these surcharges; Duration of the open excavation; and Care and methods used by the contractor. The Occupational Safety and Health Administration (OSHA) generally classifies the native outwash soils at the site as Type C when they are above the groundwater table. We make the following recommendations regarding open cuts for Type C soils. The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). Protect the slope from erosion by using plastic sheeting. Limit the maximum duration of the open excavation to the shortest time period possible. Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. Flatter slopes and/or temporary shoring should be considered in areas with seepage, significant surcharge loads, and/or weaker subsurface soils (such as the Peat soils in the southern portion of the site). Temporary shoring systems are typically the responsibility of the contractor. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only be estimated prior to construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. All excavations should be made in accordance with all local, state, and federal safety requirements. 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES During the construction phase of the project, we recommend that Hart Crowser review contractor submittals and provide a representative to observe the following: Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; Utility installation; Placement and testing of compacted material; Proof rolling of subgrade prior to paving; and North County Development | 15 19583-00 January 20, 2022 Other geotechnical engineering, dewatering, and drainage considerations that may arise during the course of construction. The purpose of our observations is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. We understand that GeoTest will be retained by you to perform the bulk of geotechnical testing services (e.g., density testing). We recommend that we be consulted about which activities Hart Crowser should observe specifically and that GeoTest’s field reports be submitted to us for review as the engineer-of-record. 9.0 REFERENCES American Society of Civil Engineers 2017. “ASCE/SEI 7-16, Minimum design loads and associated criteria for buildings and other structures.” Cetin, K. O., Bulge H. T., Wu J., Kammerer A.M., and Seed R.B. 2009. “Probabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.” Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Boulanger R.W. and Idriss, I.M. 2014. CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. April 2014. Geologismiki, 2014. “CLiq”, computer program, Version 3.0.2.4. International Code Council 2017. 2018 International Building Code. Minard, James P. 1985. “Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington” Department of the Interior, U.S. Geological Survey. MF-1740. Washington State Department of Transportation, Geotechnical Design Manual M 46-03.12, July 2019. \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\2022_0120_HCHA_NorthCounty-GeotechnicalDesignReport_F.docx Do c u m e n t P a t h : \ \ s e a f s \ P r o j e c t s \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ G I S \ M G I S \ 1 9 5 8 3 0 0 - A A ( V M a p ) . m x d D a t e : 1 2 / 1 4 / 2 0 2 0 U s e r N a m e : e v i n f a i r c h i l d 0 2,000 4,0001,000 Feet Project Location Seattle WASHINGTON Oregon Arlington Idaho Canada Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community N Note: Feature locations are approximate. North County Development Arlington, Washington Vicinity Map 19583-00 12/20 Figure 1 UP TR A S H RE C Y C L E DUM P S T E R DUM P S T E R DUM P S T E R 4 FT HIGH DOCK 4 FTDOCK 4 FTDOCK 4 FTDOCK 4 FT DOCK w/2 FTREMOVABLE PLATFORM EV EV CANOPY(DAY 1) VA N EV EV UP P5P5P5 P4 P4 P5 P5 P5 P5 P3 P3 P4A P4A P4A P4A P4A P4 P4A P5 P4A P4A FUTURE COVEREDMATERIAL BINS(30'x70') 2100 SF B-12 B-13 B-14 CPT-1 B-7 B-10 B-11 CPT-7 CPT-9 CPT-10 CPT-8 CPT-11 CPT-12 CPT-13 CPT-14 CPT-15 CPT-16 CPT-17 CPT-2 CPT-3 CPT-4 CPT-5 CPT-6 TP-9 TP-10 TP-11 TP-12 TP-13 TP-14 TP-15 TP-16 TP-17 TP-18 TP-19 TP-20 TP-21 TP-22 TP-23 PIT-1 B-2 B-3 TP-1 TP-2 TP-3 TP-4 TP-5Undeveloped Office Building Warehouse Canopy Fuel Island Site Extent N 0 100 200 Scale in Feet Figure 19583-00 12/20 Arlington, Washington North County Development 2 Site and Exploration Plan Fi l e : L : \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ C A D \ 1 9 5 8 3 0 0 - 0 0 1 ( S P l a n ) . d w g L a y o u t : 1 1 x 1 7 - H D a t e : 1 2 - 1 5 - 2 0 2 0 A u t h o r : e r i c l i n d q u i s t Legend Cone Penetration Test (GeoEngineers 2020) Boring (GeoEngineers 2017) Cone Penetration Test (GeoEngineers 2017) PIT Test (GeoEngineers 2017) Test Pit (GeoEngineers 2017) Boring (GeoEngineers 2012) Test Pit (GeoEngineers 2012) CPT-7 B-7 CPT-7 PIT-1 TP-9 B-2 TP-1 19583-00 12/20 Figure North County Development Arlington, Washington Recommended MCER Surface Response 3 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response ASCE 7-16 Chapter 21 MCER Spectrum Site Class D Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Recommended MCER Surface Response 0.01 0.42 0.17 0.96 0.97 0.96 1.07 0.88 1.15 0.82 1.21 0.78 1.30 0.73 1.64 0.66 2.10 0.44 3.00 0.25 3.50 0.22 4.00 0.19 19583-00 January 20, 2022 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Distinct contact between soil strata Approximate contact between soil strata Contact between geologic units SYMBOLS TYPICAL DESCRIPTIONS GW GP SW SP SM FINE GRAINED SOILS SILTS AND CLAYS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50% RETAINED ON NO. 200 SIEVE MORE THAN 50% PASSING NO. 200 SIEVE GRAVEL AND GRAVELLY SOILS SC LIQUID LIMIT LESS THAN 50 (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) COARSE GRAINED SOILS MAJOR DIVISIONS GRAPH LETTER GM GC ML CL OL SILTS AND CLAYS SANDS WITH FINES SAND AND SANDY SOILS MH CH OH PT (LITTLE OR NO FINES) CLEAN SANDS GRAVELS WITH FINES CLEAN GRAVELS (LITTLE OR NO FINES) WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES WELL-GRADED SANDS, GRAVELLYSANDS POORLY-GRADED SANDS, GRAVELLYSAND SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAYMIXTURES INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS INORGANIC CLAYS OF HIGHPLASTICITY ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS SOIL CLASSIFICATION CHART MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES LIQUID LIMIT GREATER THAN 50 Figure A-1 Continuous Coring Bulk or grab Direct-Push Piston Shelby tube Standard Penetration Test (SPT) 2.4-inch I.D. split barrel Contact between soil of the same geologic unit Material Description Contact Graphic Log Contact NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. Groundwater Contact Key to Exploration Logs Sampler Symbol Descriptions ADDITIONAL MATERIAL SYMBOLS NS SS MS HS No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Sheen Classification SYMBOLS Asphalt Concrete Cement Concrete Crushed Rock/ Quarry Spalls Topsoil GRAPH LETTER AC CC SOD Sod/Forest Duff CR DESCRIPTIONS TYPICAL TS Laboratory / Field Tests %F %G AL CA CP CS DD DS HA MC MD Mohs OC PM PI PP SA TX UC VS Percent fines Percent gravel Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Dry density Direct shear Hydrometer analysis Moisture content Moisture content and dry density Mohs hardness scale Organic content Permeability or hydraulic conductivity Plasticity index Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. "P" indicates sampler pushed using the weight of the drill rig. "WOH" indicates sampler pushed using the weight of the hammer. Rev 02/2017 5 8 20 6 9 7 9 15 25 PH = 7.6 CEC = 0.9 meq/100 g Rough drilling 1 %F 2 MC, PH, CEC 3 SA 4 5 %F 6 7 %F 8 TS SP-SM SW-SM SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) (recessional outwash) Light brown fine to coarse sand with silt and gravel (dense, wet) Brown gray silty fine to coarse sand with gravel (medium dense, wet) Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 10 9 8 10 9 9 13 14 15 25 32 40 29 28 22 26 Notes: 7/24/2017 7/24/2017 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319354 424515 132.5 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 8 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 10 25 26 17 9 %F 10 11 %F 12 SM Becomes dense Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 9 12 12 13 25 35 29 31 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 (continued) North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 3 7 9 10 20 9 12 10 25 PH = 7.0 CEC = 1.6 meq/100 g Rough drilling from 13 to 25 feet 1 SA 2 MC, PH, CEC 3 SA 4 %F 5 6 7 SA 8 TS SP SP-SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) Becomes brown and loose Brownish gray fine to medium sand with silt and gravel (medium dense, moist) Becomes wet Increased gravel content, cobbles Brownish gray fine to medium sand with silt (medium dense to dense, wet) 4 5 6 9 2 2 12 10 2 8 26 28 6 25 26 31 Notes: 7/25/2017 7/25/2017 101.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319901 424392 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 9½ feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 9 10 9 5 7 22 23 23 35 28 9 %F 10 11 12 %F 13 %F 14 15 %F 16 17 %F SP-SM Brownish gray fine sand with silt (medium dense, wet) 10 11 0 10 10 10 10 10 13 26 23 29 21 26 19 19 22 22 Sheet 2 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 80 75 70 65 60 De p t h ( f e e t ) 35 40 45 50 55 60 65 70 75 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 18 19 20 21 22 SM/ML SM Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) Gray silty fine sand (medium dense, wet) Becomes dense 10 17 12 12 14 21 21 27 42 52 Sheet 3 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 55 50 45 40 35 De p t h ( f e e t ) 80 85 90 95 100 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 6 13 7 9 14 8 10 23 24 PH = 7.2 CEC = 1.8 meq/100 g 1 %F 2 MC, PH, CEC 3 4 SA 5 6 %F 7 8 %F TS SP-SM SM SP-SM 6 inches topsoil with 3-inch root mass Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brownish gray silty fine to coarse sand with gravel (medium dense, wet) Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 10 12 10 12 6 11 12 13 10 18 30 38 28 20 23 33 Notes: 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1320071 424399 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 10 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 7 9 20 22 9 10 %F 11 12 %F 12 7 13 13 30 22 34 29 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 (continued) North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brownish gray medium sand with occasional gravel (medium dense, moist) Increased gravel content Becomes gray Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 %F 2 SA 3 SA 4 4 6 4 Probe (P) = 2 inches P = 10 inches P = 6 inches P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at adepth of 4½ feet 11 3 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Pilot Infiltration Test PIT-1 North County Project Figure A-5 El e v a t i o n ( f e e t ) 131 130 129 128 127 126 125 124 123 122 121 120 119 De p t h ( f e e t ) 1 2 3 4 5 6 7 8 9 10 11 12 13 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2½ and 10 feet (moderate) 7/27/2017 13 JQS HRP 132 NAVD88 1319247 424380 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Orange-brown fine to medium sand with silt and gravel (medium dense, moist) (recessional outwash) Gray-brown fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 MC 2 SA 3 5 5 Probed (P) = 4 inches P = 6 inches P = 6 inches P = 6 inches 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-9 North County Project Figure A-6 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1318964 424367 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (medium dense, moist) Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Becomes grayish brown with occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 5 3 Probe (P) = 3 inches P = 3 inches P = 3 inches P = 3 inches 15 1 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-10 North County Project Figure A-7 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319160 424627 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 MC 2 %F 3CBR 4 4 2 2 Probe (P) = 6 inches P = 6 inches P = 8 inches P = 4 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-11 North County Project Figure A-8 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319366 424607 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 SA 2%F 3 11 2 Probe (P) = 12 inches P = 6 inches P = 6 inches P = 5 inches 14 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-12 North County Project Figure A-9 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132.5 NAVD88 1319336 424416 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 3 3 Probe (P) = 12 inches P = 12 inches P = 6 to 8 inches P = 6 to 8 inches 5 5 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-13 North County Project Figure A-10 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1319472 424354 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Gray-brown fine to coarse sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP SW 1 %F 2 %F 3 7 2 Probe (P) = 8 inches P = 6 inches P = 8 inches P = 6 inches 16 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-14 North County Project Figure A-11 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133.5 NAVD88 1319602 424578 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP 1 SA 2 %F 3 MC 7 2 3 Probe (P) = 6 inches P = 8 inches P = 8 inches P = 6 inches 17 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-15 North County Project Figure A-12 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1319611 424406 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1MC 2 %F 3 7 5 Probe (P) = 6 inches P = 6 inches P = 6 inches P = 6 inches 11 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-16 North County Project Figure A-13 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135.5 NAVD88 1319687 424486 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (loose, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 %F 3 4 8 4 Probe (P) = 6 inches P = 10 inches P = 8 inches P = 16 inches 14 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-17 North County Project Figure A-14 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319833 424339 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light orange-brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 2 %F 3 MC 4 3 Probe (P) = 5 inches P = 6 inches P = 8 inches 8 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-18 North County Project Figure A-15 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1319977 424526 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 7 3 Probe (P) = 8 inches P = 10 inches P = 10 inches 18 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-19 North County Project Figure A-16 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320151 424510 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light orange-brown sand with silt and occasional gravel (loose, moist) (recessional outwash) Brown-gray fine to medium sand with gravel (loose to medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 MC 3 MC 7 4 2 Probe (P) = 14 inches P = 10 inches P = 12 inches P = 6 inches 18 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-20 North County Project Figure A-17 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1320158 424357 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 2-inch root mass Gray-brown medium sand with gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP SP 1 MC 2 SA 3 5 2 Probe (P) = 2 inches P = 10 inches P = 10 inches P = 6 inches 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-21 North County Project Figure A-18 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 136 NAVD88 1320311 424781 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 4 inches topsoil with root mass Light brown medium to coarse sand with gravel (loose to medium dense, moist) (recessional outwash) Occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP1 2 SA 3 2 Probe (P) = 6 inches P = 10 inches P = 4 inches P = 6 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-22 North County Project Figure A-19 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320363 424567 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) (recessional outwash) Gray fine to medium sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 2 %F 3 5 Probe (P) = 16 inches P = 12 inches P = 8 inches 12 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-23 North County Project Figure A-20 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320339 424320 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Orange-brown silty fine sand with occasional gravel (medium dense, moist) (recessional outwash) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 5 Probe (P) = 8 inches P = 6 inches P = 3 inches P = 5 inches 15 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-24 North County Project Figure A-21 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320475 424364 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 %F 7 2 Probe (P) = 6 inches P = 6 inches P = 3 inches 29 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-25 North County Project Figure A-22 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320477 424466 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed GeoEngineers Operator: Brown Sounding: CPT-01 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 12:53:36 PM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-01 Depth 3.77ft Ref* Arrival 8.05mS Velocity* Depth 10.17ft Ref 3.77ft Arrival 17.73mS Velocity 603.23ft/S Depth 16.90ft Ref 10.17ft Arrival 24.33mS Velocity 996.13ft/S Depth 23.29ft Ref 16.90ft Arrival 30.51mS Velocity 1026.32ft/S Depth 30.02ft Ref 23.29ft Arrival 36.91mS Velocity 1044.01ft/S Depth 36.25ft Ref 30.02ft Arrival 43.12mS Velocity 1000.06ft/S Depth 42.81ft Ref 36.25ft Arrival 49.25mS Velocity 1067.27ft/S Depth 49.38ft Ref 42.81ft Arrival 55.74mS Velocity 1010.09ft/S Depth 55.94ft Ref 49.38ft Arrival 61.99mS Velocity 1048.43ft/S Depth 62.34ft Ref 55.94ft Arrival 68.39mS Velocity 997.58ft/S Depth 69.06ft Ref 62.34ft Arrival 74.37mS Velocity 1124.38ft/S Depth 75.46ft Ref 69.06ft Arrival 81.24mS Velocity 929.91ft/S Depth 82.02ft Ref 75.46ft Arrival 87.57mS Velocity 1036.31ft/S Depth 88.58ft Ref 82.02ft Arrival 94.33mS Velocity 970.51ft/S Depth 95.14ft Ref 88.58ft Arrival 101.79mS Velocity 879.11ft/S 0 20 40 60 80 100 120 140 160 Depth 100.23ft Ref 95.14ft Arrival 106.44mS Velocity 1093.59ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-02 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 11:22:30 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-03 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 10:03:34 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-04 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 10:54:48 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-04 Depth 3.61ft Ref* Arrival 8.71mS Velocity* Depth 10.33ft Ref 3.61ft Arrival 18.75mS Velocity 610.84ft/S Depth 16.90ft Ref 10.33ft Arrival 25.15mS Velocity 1001.81ft/S Depth 23.29ft Ref 16.90ft Arrival 31.17mS Velocity 1052.98ft/S Depth 29.86ft Ref 23.29ft Arrival 37.15mS Velocity 1091.74ft/S Depth 36.25ft Ref 29.86ft Arrival 43.43mS Velocity 1013.61ft/S Depth 42.98ft Ref 36.25ft Arrival 49.29mS Velocity 1145.01ft/S Depth 49.38ft Ref 42.98ft Arrival 55.47mS Velocity 1034.71ft/S Depth 55.94ft Ref 49.38ft Arrival 61.83mS Velocity 1029.13ft/S Depth 62.50ft Ref 55.94ft Arrival 67.96mS Velocity 1068.78ft/S Depth 69.06ft Ref 62.50ft Arrival 73.94mS Velocity 1096.96ft/S Depth 75.46ft Ref 69.06ft Arrival 79.76mS Velocity 1098.42ft/S Depth 82.19ft Ref 75.46ft Arrival 86.01mS Velocity 1075.49ft/S Depth 88.58ft Ref 82.19ft Arrival 92.49mS Velocity 986.15ft/S Depth 95.14ft Ref 88.58ft Arrival 96.75mS Velocity 1540.46ft/S 0 20 40 60 80 100 120 140 160 Depth 100.07ft Ref 95.14ft Arrival 102.57mS Velocity 845.23ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-05 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 8:34:21 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-06 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 9:16:56 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 CPT-07 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 8:30:15 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-08 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 12:40:20 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-09 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 8:23:57 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-10 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 9:56:18 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-11 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 9:57:17 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-12 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 11:36:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-13 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 1:18:04 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-14 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 11:14:50 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-15 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 2:12:26 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-16 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: 15 ft North of 20' Marked Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 10:31:34 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-17 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: @ 22 ft (btw 20'&25'Stakes) OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 8:45:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 19593-00 January 20, 2022 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-12 B-13 B-13 B-13 7½ 2½ 7½ 25 Fine to coarse sand with silt and gravel (SW-SM) Fine to medium sand with occasional gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Fine to medium sand with silt (SP-SM) Symbol Moisture (%) 9 20 12 25 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -1 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , Wa s h i n g t o n 0482-051-03 Date Exported: 10/31/17 Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-14 Pit-1 Pit-1 TP-9 10 4 8 2 Silty fine to coarse sand with gravel (SM) Medium sand with occasional gravel (SP) Medium sand with gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Symbol Moisture (%) 10 6 4 5 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -2 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description TP-12 TP-15 TP-21 TP-22 ½ ½ 2 2 Silty fine to medium sand with occasional gravel (SM) Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) Medium to coarse sand with gravel (SP) Symbol Moisture (%) 11 7 2 2 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -3 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 19583-00 January 20, 2022 APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 4 Groundwater Levels (2017) North County Project Arlington, Washington 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 5 Groundwater Levels (2012 –2017) North County Project Arlington, Washington 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 19583-00 January 20, 2022 APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) REPORT ON THE MICROTREMORS ARRAY MEASUREMENTS AT ARLINGTON, WA OYO Corporation, Pacific 919 Pale San Vitores Rd., Tumon Guam 96913, U.S.A. Table of contents 1. Outline ………………………………………………………………………...1 1.1 Investigation sites …………………………………………………………….....1 1.2 Amount of measurements …………………………………..……………….....1 1.3 Array configuration …………………………………………………………….....1 1.4 Date of data acquisition …………………………………..……………….....2 1.5 Person in charge …………………..………………………..……………….....2 2. Methodology ………………………………………………………………………...5 3. Instrumentation ..……………………………………………………………...7 4. Data acquisition ..……………………………………………………………...9 5. Analysis ..……………………………………………………………...............11 5.1 Pre-processing ..…………………………………………………………….11 5.2 Spatial autocorrelation …………………………………..………………...11 5.3 Initial model ………....…………………………………………………………….13 5.4 Inversion………...…....…………………………………………………………….13 6. Investigation result ..…………………………………………………………….16 6.1 Huddle test ………....…………………………………………………………….16 6.2 Amplitude spectra …………………………………………..……………….....17 6.3 Spatial autocorrelation ..…………………………………………………...18 6.4 Dispersion curve ..……………………………………………..……………...18 6.5 Analysis results ..……………………………………………..……………...28 1 1. Outline OYO Corporation, Pacific conducted microtremor array measurements at Arlington, WA. The purpose of the geophysical investigation is the estimation of S-wave velocity profiles down to a depth of 300 feet. This report summarizes the methodology, instrumentation, data acquisition, analysis and results. 1.1 Investigation sites Figures 1.1 shows the investigation site. 1.2 Amount of measurements Table 1.1 summarizes the number and the investigation depth of measurements. Table 1.1 Amount of measurements Measurements Number of arrays Investigation depth (feet) Microtremor array measurements 7 300 1.3 Array configuration Table 1.2 summarizes the size of arrays and Figure 1.2 shows the configuration of the arrays. Table 1.2 Size of arrays Array Investigation depth (feet) Array size (feet) Min. and Max. separation (feet) Number of receivers Number of separations A 300 300 43.3 to 300.0 10 9 B 300 300 43.3 to 300.0 10 9 C 300 300 43.3 to 300.0 10 9 D 300 300 43.3 to 300.0 10 9 E 300 300 43.3 to 300.0 10 9 F 300 300 43.3 to 300.0 10 9 G 300 300 43.3 to 300.0 10 9 Total - - - 70 - 2 1.4 Date of data acquisition Data acquisition was performed on the dates and times shown in Table 1.3. All data acquisition was conducted in the nighttime. Table 1.3 Date and time of data acquisition. Date of acquisition Time of acquisition Jul. 28, 2017 8:00 am to 4:00 pm 1.5 Person in charge Koichi Hayashi, Ph.D., Geophysicist khayashi@geometrics.com OYO Corporation 2190 Fortune Drive San Jose, CA, 95131 Tel : 408-954-0522 Fax : 408-954-0902 3 Figure 1.1 Site of investigation Investigation site 17910 59th Ave NE, Arlington, WA 98223 4 Figure 1.2 Configuration of arrays. 5 2. Methodology A surface wave (Rayleigh wave) is an elastic wave propagating along the ground surface and its energy concentrates near the ground surface. Propagation velocity of the surface wave strongly depends on S-wave velocity of the ground. If subsurface S-wave velocity varies with depth, propagating velocity also varies with its frequency or its wavelength. This character is called dispersion. Sub-surface S-wave velocity structure can be estimated by analysis of dispersion of the surface waves. A surface wave method is a geophysical exploration in which sub-surface S-wave velocity structure is estimated from the dispersion character of the surface waves. Figure 2.1 shows a schematic diagram of the surface wave method. Recently, the surface wave methods using active sources, such as a sledgehammer or a weight drop, have been applied to the delineation of shallow S-wave velocity structures. However, it is difficult to generate low-frequency surface waves using active sources. So delineating S-wave velocity structure deeper than a depth of 20 m (60 feet) is unreliable with active surface sources alone. In order to solve the problem, passive surface wave methods using microtremors have been developed. Figure 2.1 Schematic diagram of surface-wave method. 6 The earth’s surface is always vibrating weakly. These vibrations are called ambient noise or microtremors. The microtremors are generated by the various sources, such as winds, ocean waves at the seashore, traffic noises, heavy machinery factories and household appliances. Because the microtremors are generated by sources on the ground surface, the microtremors mainly consist of surface-waves, and the vertical motion of the microtremors can be considered as Rayleigh weaves. Therefore, it is reasonable that the dispersion curve of the vertical motion of the microtremors is the dispersion curve of Rayleigh waves and the sub-surface S-wave velocity structure can be estimated by analyzing dispersion character of the microtremors. Figure 2.2 shows a schematic diagram of the surface wave methods using microtremors. We will use the term “microtremor array measurements” to refer to the surface wave methods using microtremors or ambient noises. Figure 2.2 Schematic diagram of microtremor array measurements. 7 3. Instrumentation Ten seismographs (Atom) made by Geometrics and ten vertical component of geophones with 2 Hz of natural frequency made by Sunfull were used for data acquisition. The seismographs include a GPS clock so that all seismographs can be synchronized in any distance without cables. Figure 3.1 shows the Atom and geophone. Their main specifications are shown in Table 3.1. Figure 3.1 Seismograph Atom (right) and geophone (left) used in data acquisition. 8 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph (Atom) 10 Geometrics Preamp gain 0db, 12db, 24db, 36db Distortion < 0.0001 % Data storage 4GB Frequency response 0.2 – 200Hz Dynamic range 124 dB (measured) A/D converter 24 bits Sampling time 0.25, 0.5, 1, 2, 4 msec Dimension 142×140×102 mm Weight Approx. 1.6 kg 9 4. Data acquisition Figure 4.1 and Table 4.1 show shape and size of array used in the measurements . At each array, ten pairs of seismograph and geophone were used and 11 ~ 31 minutes of the vertical component of microtremors were recorded with a 4 msec of sampling interval. Data acquisition for all measurements took several hours. Table 4.1 Shape and size of array used in the measurements. Array Array shape Array size (feet) Sensor spacing (feet) Number of sensors Data length (min.) A Equilateral triangle 300 43.3 to 300.0 10 27 B Equilateral triangle 300 43.3 to 300.0 10 31 C Equilateral triangle 300 43.3 to 300.0 10 11 D Equilateral triangle 300 43.3 to 300.0 10 30 E Equilateral triangle 300 43.3 to 300.0 10 31 F Equilateral triangle 300 43.3 to 300.0 10 31 G Equilateral triangle 300 43.3 to 300.0 10 31 Total - - - 70 192 10 Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. Seismograph and geophone Array size (300 feet) 11 5. Analysis Recorded microtremor data was analyzed in terms of a Spatial Autocorrelation (SPAC) method. Data processing is summarized as follows and its flow is shown in Figure 5.1. 5.1 Pre-processing Recorded vertical component of microtremor data is divided into several time blocks that overlapped. Each block consists of 16384 samples for a total length of 65.536 seconds. An example of a microtremor data block is shown in Figure 5.2. Several blocks including non-stationary noises such as moving vehicles were rejected and not processed. 5.2 Spatial autocorrelation A FFT is applied to each block to transform the time domain waveform data to the frequency domain. Coherence was first calculated for each block and then coherences of all blocks were averaged. The coherence (COH) is calculated by equation 5.1. ,,,, ,,,,yyxxACyxAC rCCrCOH (5.1) Figure 5.2 Example of microtremor data. ID 12 cosrx sinry Where, x and y is locations of seismographs, r is a distance between two seismographs, is an angular frequency, CC and AC are a cross-correlation and an autocorrelation of microtremors recorded by two seismographs respectively. Ten to one hundred blocks are averaged for calculating the final coherences. If the coherences are averaged over many blocks or long time, it can be considered as the Spatial Autocorrelation (SPAC) and expressed by Bessel function as shown by equation 5.2. Figure 5.3 shows example of SPAC. rcJdrCOH 0 2 0 ,, (5.2) Where c() is phase velocity of microtremors, J0 is the first kind of Bessel function. A phase velocity can be determined at each frequency so that the difference between both sides of equation 5.2 was minimized. This series of phase velocities defines a dispersion curve. Figure 5.4 shows an example of a dispersion curve. Figure 5.3 Example of spatial autocorrelations. 13 5.3 Initial model Initial models for inversions are created by a simple wavelength transformation (Xia et al., 1999) in which wavelength calculated from phase velocity and frequency is divided by three and plotted at depth. 5.4 Inversion A non-linear least squares method and/or a Genetic Algorithm is used for optimizing the model. The number of layers is fixed as 16 and only S-wave velocities are changed throughout the inversion. Density is automatically changed based on empirical relationships (Ludwig et al., 1970). P-wave velocity above ground water level is the double of S-wave velocity and beneath the ground water level is automatically changed based on empirical relationship (Kitsunezaki at al., 1999). Ground water level is set to a depth of 10 feet based on drilling information near the investigation site. Theoretical dispersion curves are calculated by a matrix method (Saito and Kabasawa, 1993). The iterative process changes the S-wave velocities until a good fit is obtained between the observed phase and calculated phase velocities. Figure 5.5 shows an example of an inverted S-wave velocity model. Figure 5.4 Example of a dispersion curve. 0 200 400 600 800 1000 1200 1400 1600 1800 2000 0.1 1 10 Ph a s e -ve l o c i t y ( m / s e c ) Frequency (Hz) 14 Kitsunezaki. C. ,N. Goto, Y. Kobayashi., T. Ikawa, M. Horike, T. Saito, T. Kurota, K. Yamane, and K. Okuzumi, 1990. Estimation of P- and S- wave velocities in deep soil deposits for evaluating ground vibrations in earthquake. Sizen-saigai-kagaku. 9-3,1-17 (in Japanese). Ludwig, W. J., Nafe, J.E., and Drake, C.L., 1970. Seismic refraction, in the Sea vol. 4, part1. Wiley-interscience, 53-84. Saito, M. and Kabasawa, H., 1993. Computation of reflectivity and surface wave dispersion curves for layered media 2. Rayleigh wave calculations. Butsuri-tansa. 46, 283-298, (in Japanese). Xia, j., Miller, R. D. and Park, C. B., 1999. Estimation of near-surface shear-wave velocity by inversion of Rayleigh waves. Geophysics. 64, 691-700. Figure 5.5 Example of inverted S-wave velocity model. 0 50 100 150 200 250 300 350 400 450 500 0 100 200 300 400 500 600 700 800 900 1000 De p t h ( m ) S-wave velocity (m/sec) 15 Recorded microtremors Observed dispersion curve Initial model Theoretical dispersion curve Comparison of observed and theoretical dispersion curves Converged? Update model Yes No Analysis result (1D S-wave velocity model) Spatial autocorrelation Coherence Wave length transformation Divided block data Figure 5.1 Processing flow. 16 6. Investigation result 6.1 Huddle test In order to evaluate the minimum frequency that can be used for analysis, a test known a huddle test was conducted. All seismographs are placed at same place and simultaneous measurements are performed. The coherences between a pair of seismograph are then computed. Figure 6.1 shows the example of coherences calculated from microtremor data recorded in the huddle test. The coherence is larger than 0.9 in a frequency range between 1.5 and 50 Hz and it implies that phase velocities can be obtained in a frequency range between 1.5 and 50 Hz. Figure 6.1 Example of coherences between two seismographs. 17 6.2 Amplitude spectra Figure 6.2 shows the vertical component of amplitude spectra. The seismographs are geophones (velocity meter) with natural frequency of 2 Hz so that the amplitude of microtremors decreases in the frequency lower than 2 Hz. There is vague peak at 3~4 in the amplitude spectra. Figure 6.2 Example of amplitude spectra. 18 6.3 Spatial autocorrelation Figures 6.3 to 6.9 show the spatial autocorrelations (SPAC) of each array. Coherences look like Bessel function in all arrays. Coherences decrease in the frequency lower than 1.5 Hz and it indicates that the phase velocity can be determined down to a frequency of 1.5 Hz. There is a slight difference between coherences of the arrays E, F and other arrays. A frequency of short distance coherences at the arrays E and F is slightly higher than that of other arrays. For example, coherence with a distance of 43 feet is 0 at a frequency of 7 Hz at arrays E and F. On the contrary, it is 0 at a frequency of 8 Hz at other arrays. It indicates that the high frequency phase velocities of the arrays E and F are slightly lower than one of other arrays. 6.4 Dispersion curve Figures 6.10 to 6.16 show phase velocity images in frequency domain calculated from the SPAC. In the figure, difference of color indicates difference of error between observed coherences and theoretical Bessel functions shown in equation 5.2. Blue color indicates small error and red color indicates large error. Red dots show phase velocities that give minimum difference between both sides of equation 5.2. Dispersion curve is determined between frequency ranges of 1.5 to 30 Hz at all arrays. Like coherences mentioned before, there is a slight difference between phase velocity images of arrays E, F and other arrays. The phase velocities at the E- and F-arrays are slightly lower than one of other arrays at high frequency range. It indicates that the S-wave velocity at the E- and F-arrays is slightly lower than that of other arrays in shallow depth. Figure 6.17 shows the comparison of observed dispersion curves. In a frequency range between 1.5 to 4 Hz, phase velocities of F- and G-arrays are slightly higher than one of other arrays. In a frequency range between 15 to 30 Hz, the phase velocities of E- and F-arrays are slightly lower than one of other arrays. 19 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 20 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 21 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 22 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 23 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 24 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 25 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 26 Figure 6.17 Comparison of observed dispersion curves 27 6.5 Analysis results Figures 6.18 to 6.31 show comparisons of observed and theoretical dispersion curves and inverted velocity models respectively. In the inversion, observed phase velocities (shown as white circles with a red line in Figures 6.18, 20, 22, 24, 26, 28 and 30) were compared with averaged (effective) phase velocities taking account of higher modes (shown as yellow circles). We can see that observed ant theoretical phase velocities agree very well. Green circles on velocity models (Figures 6.19, 21, 23, 25, 27, 29 and 31) are wavelength divided by three used for constructing initial velocity modes and they imply approximate depth of investigation. Maximum depths of 1/3 wave length are about 300 feet at all arrays. It indicates that the data contains the information down to at least a depth of 300 feet. Figure 6.32 shows a comparison of analyzed S-wave velocity (Vs) models. Figure 6.33 shows the locations of borings at the site and microtremor arrays. Figure 6.34 shows a comparison of blow counts obtained by borings at the site and S-wave velocity models obtained by microtremor array measurements. Both blow counts and S-wave velocities rapidly increase with depth shallower than 10 feet and almost constant in a depth range between 10 and 90 feet. We can say that the S-wave velocity models obtained by the microtremor array measurements are generally consistent with the boring log. The results of investigation can be summarized as follows: S-wave velocity (Vs) at the site is basically increasing with depth. There is no big horizontal velocity change. Vs models consist of three layers. 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. In deep depth (> 200 feet), Vs is slightly increasing from west to east. Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 28 Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. Site class is D at all arrays. Obtained S-wave velocities, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class are summarized in Table 6.1. 29 Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). Velocity Amplitude Average (effective) Fundamental 1st 2nd Observed 30 Figure 6.19 Analyzed S-wave velocity model (A-array). 31 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 32 Figure 6.21 Analyzed S-wave velocity model (B-array). 33 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 34 Figure 6.23 Analyzed S-wave velocity model (C-array). 35 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 36 Figure 6.25 Analyzed S-wave velocity model (D-array). 37 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 38 Figure 6.27 Analyzed S-wave velocity model (E-array). 39 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 40 Figure 6.29 Analyzed S-wave velocity model (F-array). 41 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 42 Figure 6.31 Analyzed S-wave velocity model (G-array). 43 Figure 6.32 Comparison of analyzed velocity model. 44 Figure 6.33 Location borings and microtremor arrays. B-2 B-3 B-12 B-13 B-14 45 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 46 Table 6.1 S-wave velocity, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class of the sites. Depth (feet) S-wave velocity (feet/sec) top bottom A-array B-array C-array D-array E-array F-array G-array 0.0 4.5 733.2 756.4 646.5 698.0 678.2 589.1 609.8 4.5 10.0 747.1 743.1 683.8 764.9 703.8 698.1 725.7 10.0 23.1 892.9 822.1 882.6 791.7 790.7 790.5 883.4 23.1 37.1 947.5 937.3 891.5 916.2 928.1 951.9 895.4 37.1 52.7 927.9 971.1 979.4 989.4 936.7 924.6 943.0 52.7 70.1 939.9 978.1 997.0 976.5 967.6 988.3 956.3 70.1 89.0 937.7 967.2 1031.5 1014.5 938.8 990.6 981.4 89.0 109.6 945.4 989.6 1003.6 1026.0 930.1 987.7 959.0 109.6 131.9 950.8 988.6 991.6 1041.5 950.8 1017.1 972.3 131.9 155.8 1010.8 993.8 1034.8 1044.3 1005.9 1039.7 1019.0 155.8 181.3 1065.4 1099.4 1083.5 1076.5 1127.9 1113.4 1128.8 181.3 208.5 1134.9 1206.6 1222.9 1162.8 1271.7 1176.9 1274.1 208.5 237.4 1256.1 1277.0 1338.5 1364.3 1324.5 1405.5 1412.7 237.4 267.9 1423.6 1424.7 1457.5 1427.0 1456.8 1548.6 1547.1 267.9 364.3 1585.1 1583.6 1597.8 1598.9 1687.7 1725.5 1712.6 364.3 - 1585.1 1608.7 1739.7 1724.6 1687.7 1751.5 1777.0 AVS 100 feet (feet/sec) 908.6 919.7 924.1 922.5 887.3 896.9 901.8 Site class D D D D D D D 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis This appendix presents the procedures used to develop our recommended site-specific design response spectrum for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. This appendix was prepared by Luke Kevan, PE, and Joseph Harmon, PhD, PE. 1.0 Introduction This appendix includes documentation and results from our seismic site response analysis for the proposed North County development project. The location of the project is shown in Figure 1 of the main body of this report. Our scope of services for the seismic site response analysis included: Development of a subsurface profile based on a geophysics survey and available soil information from Cone Penetration Tests (CPT), soil borings, and test pits, for use in site-specific ground response analyses; Determination of a code-based response spectrum, assessment of source contributions to site- specific hazard, selection of a suite of ground motions to represent source contributions, and performing a probabilistic seismic hazard analysis (PSHA); Ground response analyses using the selected suite of ground motions; Development of the site-specific response spectrum based on the results of ground response analyses and code provisions from American Society of Civil Engineers (ASCE) 7-16; and Producing this appendix. This appendix contains the following sections: 1.0 Introduction; 2.0 Site and Subsurface Conditions; 3.0 Seismic Basis of Design; 4.0 Site-Specific Response Analysis; and 5.0 References. Figures and attached tables follow the report text. The geophysics survey documenting the site shear wave velocity performed by OYO Corporation, Pacific is provided in Appendix D of the main geotechnical report. North County Development Buildings | E-2 19583-00 January 20, 2022 2.0 Site and Subsurface Conditions The project site is a rectangular parcel of approximately 25.6 acres in size. It is located in southern Arlington, Washington, just to the east of the southern tip of the airport. This site is bounded by 59th Avenue NE to the West, a railroad to the east, and industrially developed properties to the north and south. The site is relatively flat with ground surface elevations in the area of planned improvements varying between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Our understanding of the subsurface is based on our review of the available geotechnical explorations at the site, our previous experience in the area, and published regional geologic maps. In the main body of this report, we reference two geotechnical engineering reports from GeoEngineers dated December 29, 2017, and February 6, 2019. In these reports, GeoEngineers documents several explorations across the site including 14 borings (B-1 through B-14), 6 cone penetration tests (CPT-1 through CPT-6), and 25 test pits (TP-1 through TP-25). Microtremor Array Measurements (MAM) were additionally conducted by OYO Corporation, Pacific to measure the shear wave velocity (VS) to a depth of 360 feet at the project site. The geophysical survey is in Appendix D of the main report. GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. The soil conditions inferred from the borings include approximately 2 to 5 feet of silty sand overlying a 20- to 40-foot-thick upper crust of dense sand. The upper crust of dense sand is underlain by looser medium dense sand that extends to depths of 75 feet to 100 feet below the ground surface (bgs). The shear wave velocity data from the geophysical survey indicates that the on-site sandy soils observed in the soil borings generally have a VS less than 1,000 feet per second to depths of about 130 feet. From 130 feet bgs to 200 feet bgs, the VS is between 1,000 and 1,200 feet per second. The VS then increases to a maximum of about 1,750 feet per second at a depth of 360 feet bgs. The groundwater table in this seismic study was conservatively estimated to be approximately 5 feet bgs, based on the available explorations from previous studies. 3.0 Seismic Basis of Design 3.1 Standards and Codes It is our understanding that the current design limitations and requirements included in this appendix are as presented in the 2015 Washington State Building Code, which is the State of Washington’s adoption of the 2015 International Building Code (IBC 2015), which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). However, we understand that the State of Washington will be adopting the 2018 International Building Code (IBC 2018) in February of 2021, which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-16). As such, the seismic design criteria used in this study generally follow the procedures given in ASCE 7-16. The geotechnical basis of the soil parameters North County Development Buildings | E-3 19583-00 January 20, 2022 for this project is ASCE 7-16 or other widely accepted references used where the ASCE 7-16 does not provide specific recommendations. The basis of design for these codes is nominally a 2,475-year (2 percent probability of exceedance in 50 years) return period hazard, referred to as the maximum considered earthquake (MCE). This spectrum, when adjusted for risk and peak direction hazard becomes the risk-adjusted maximum considered earthquake (MCER). The code-based spectra used in this study are calculated using four input parameters: Site Class, SS, S1, and peak ground acceleration (PGA), which are discussed in the following sections. 3.2 Site Class and VS30 The time-averaged shear wave velocity was determined using the shear wave velocities measured by OYO Corporation, Pacific as reported in the previous GeoEngineers reports and using equation 20.4-1 of ASCE 7-16. The time-averaged shear wave velocity in the top 100 feet (30 meters) of the project site (VS30), as calculated from the measured shear wave velocity, is approximately 918 feet per second (280 meters per second), which is consistent with a Site Class D designation. Based on our review of the exploration and testing data, soils in the area of the project site are liquefiable. Therefore, the site is classified as Site Class F. We understand the proposed buildings will have fundamental periods of less than 0.5 second and, therefore, do not require a site response analysis or site-specific response spectrum following the procedures outlined in ASCE 7-16 Section 11.4.8 and Chapter 21. However, Section 11.4.8 of ASCE 7-16 also states that “It shall be permitted to perform a site response analysis in accordance with Section 21.1 and/or a ground motion analysis in accordance with Section 21.2 to determine ground motions for any structure,” and at the request of Snohomish County PUD a site response analysis was conducted for these structures. 3.3 ASCE 7-16 Code-Based Spectral Parameters For a Site Class D location where a site response analysis is performed, ASCE 7-16 Section 21.3 specifies that a minimum design spectrum of 80 percent of the spectral response acceleration (Sa) as determined in accordance with Section 11.4.6 is imposed on the results of site-specific response analyses. Design- level response spectra are 2/3 of the MCER spectrum. Spectra presented in this appendix generally correspond to the MCER hazard level, unless otherwise noted. The parameters used for the minimum design spectrum (i.e., the Section 21.3 code-based response spectrum) for the project location are provided in Table E1. These are not recommended for use in design. The procedures and results of the site-specific ground response analysis, including the site response analysis for the project site, are discussed in the following sections and should be used for design. The extent and timing of liquefaction onset is not explicitly controlled in the ground response analyses conducted for this property, and the peak loads from an earthquake may occur before onset of liquefaction at some locations of the project site. This effect is considered in the recommendations for design surface spectra by evaluating both the surface response spectrum for the liquefied and non- North County Development Buildings | E-4 19583-00 January 20, 2022 liquefied conditions at the site. Details about the site response analyses and the use of the site response analyses in the development of a design response spectrum for the project site are discussed in more detail below. Table E1 – Code-Based Spectral Acceleration Response Parameters (Not recommended for use in design) Parameter Spectral Parameters a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 Fv 1.93c Notes: a. Site is located at (Latitude 48.156099, Longitude -122.147440). b. These and additional seismic parameters were obtained from: https://earthquake.usgs.gov/ws/designmaps/asce7- 16.json?latitude=48.156099&longitude=-122.147440&riskCategory=III&siteClass=D&title=SNOPUD c. This value is taken from Table 11.4-2 of ASCE 7-16. 4.0 Site-Specific Response Analysis 4.1 Analysis Methodology We conducted a series of site response analyses for the project site to establish a design response spectrum for the proposed building. We followed the provisions in ASCE 7-16 Chapter 21 and the procedure generally involves the following: Defining a target outcrop response spectrum for the seismic hazard at the site; Selecting and scaling ground motions compatible with the target hazard response spectrum; Defining dynamic soil properties and characterizing a representative soil profile for the project site; and Evaluating analysis results to produce a design spectrum recommendation. Each of the steps in the development of the site response analysis are discussed in this appendix. Site response analyses for the project were performed on a one-dimensional (1D) soil column over an elastic half-space. The half-space allows the downward traveling waves to be partially transmitted through the half-space boundary to continue traveling downward. The analyses model the effects of North County Development Buildings | E-5 19583-00 January 20, 2022 cyclic loading on soil stiffness and damping of the 1D soil profile and assumed boundary condition. Base ground motion time series are input as outcropping motions to the 1D soil column. The DEEPSOIL platform (Hashash et al. 2016) was used to perform the site response analyses. Total stress, effective stress, and equivalent linear site response analyses were conducted for this site. Total and effective stress analyses are nonlinear time domain analyses that model the soil behavior at each time step of an analysis. A “total stress” site response analysis does not include the effects of excess porewater pressure generation (e.g., liquefaction) on the cyclic behavior of the soil. An “effective stress” analysis adds these excess porewater pressure generation effects to the soil models used in a total stress analysis. The effective stress parameters generally reduce soil stiffness in the model. An equivalent linear analysis is a classical simplified analysis that assumes a constant dynamic shear modulus during analysis to approximate nonlinear soil behavior. Due to the uncertainties and limitations associated with effective stress analyses and the lack of site- specific cyclic loading data to calibrate the onset of liquefaction at the site, the recommended spectrum presented later in this report was developed considering the total stress, effective stress, and equivalent linear results. 4.2 Structure Description From information provided by Snohomish County, the natural periods of the on-site structures are less than 0.45 second. The period range of interest for a structure per ASCE 7-16 is from 0.2T to 2.0T, where T is the period of the structure. The period range of interest is considered to be approximately 0 to 1.0 second for the analyses presented in this report. 4.3 Input Earthquake Ground Motions 4.3.1 Regional Seismic Hazard Western Washington sits at the contact between two large crustal tectonic plates. The Juan de Fuca Plate forms the floor of the Pacific Ocean off the coast of the northwestern United States and moves northeastward from its spreading ridge boundary with the Pacific Plate at an average rate of about 1.5 inches per year. As it converges with continental North America, the Juan de Fuca Plate dips below (or “subducts”) beneath the North American Plate, forming a shallow, eastward-dipping contact interface. This boundary is known as the Cascadia Subduction Zone (CSZ) and is responsible for the seismicity in the western Washington region, producing earthquakes associated with three types of source zones: subduction interface, subduction intraslab, and crustal (Figure E1). Subduction Interface Sources. The displacement caused by the subduction of the Juan de Fuca Plate below the North American Plate does not generally manifest as slip between the two plates; rather, it is absorbed by compression of the North American Plate at the interface at relatively shallow depths. This compression, based on geologic and historical evidence, is released every 500 to 600 years, on average, in the form of magnitude-8 to -9 earthquakes, the last such event occurring in 1700. Characteristics of this type of earthquake may include very large ground accelerations, shaking durations in excess of North County Development Buildings | E-6 19583-00 January 20, 2022 two minutes, and particularly strong long-period ground motions, which may affect tall and long-period structures. Subduction Intraslab Sources. A deeper zone of seismicity is associated with a steeper bending of the Juan de Fuca Plate and the breaking of the plate under its own weight below the Puget Sound region. This region, termed the Benioff Zone, produces intraslab earthquakes at depths of 40 to 70 kilometers. Such past events in western Washington include the 1949 Puget Sound, 1965 Olympia, and 2001 Nisqually Earthquakes. The 2001 Nisqually earthquake occurred approximately 40 miles from the project site. Deep intraslab earthquakes tend to be felt over larger areas than shallower crustal events, and generally lack significant aftershocks. Crustal Sources. Fault trenching and seismic records in the North Puget Sound area clearly indicate several shallow zones of crustal seismicity. The primary crustal faults of interest are unspecified gridded crustal sources near the project site. These sources are areas that have shown historic seismicity, however, there are not clear maps of the faults and folds associated with these sources. Also, the project is approximately 18 miles north of the Southern Whidbey Island Fault System (SWIF). The extent and characteristics of the SWIF are not well known, but recent LIDAR imaging, fault trenching, and geologic mapping have characterized the SWIF as an approximately 5- to 10-kilometer-wide zone of relatively steep, northeast-dipping faults, which can generate up to magnitude-7.4 events. The North County Development Buildings | E-7 19583-00 January 20, 2022 northwest-trending SWIF extends about 100 kilometers from about 5 kilometers northwest of Redmond to the eastern extent of the Strait of Juan de Fuca. Everett Sedimentary Basin. Our site is located near the edge of the Everett Sedimentary Basin (Figure E2). Sedimentary basins are significant in that they can amplify ground motions. In our opinion, the project site does not need to be considered a “within” basin location. We form this opinion based on the following: The site is located on the edge of the Everett Basin where only about 1 to 2 kilometers of sediment appears to be present above crystalline bedrock, which is similar to non-basin areas. North County Development Buildings | E-8 19583-00 January 20, 2022 The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. No codes or city guidance require consideration of the Everett Basin. Amplification for the Seattle Basin will not be in national codes until ASCE 7-22 and IBC 2024. We are not aware of any plans to include the Everett Basin in national codes. 4.3.2 Site-Specific Response Spectra An outcrop MCER response spectrum was developed using a PSHA for a VS30 value of 1,600 feet per second (488 meters per second) corresponding to the half-space VS condition at the base of the soil profile. The outcrop MCER spectrum is used as the target spectrum for ground motion selection and scaling. The PSHA framework and results are presented in the following sections. 4.3.2.1 Hart Crowser PSHA Our site-specific PSHA was performed using the HAZ45 software. The seismic hazard model contains seismic source geometries and recurrence models developed based on the 2014 U.S. Geological Survey (USGS) National Seismic Hazard Model, as described in U.S. Geological Survey (USGS) Open-File report 2014-1091 (Petersen et al. 2014). The source file used for the analysis includes source models for known faults (such as the Seattle and Southern Whidbey Island Fault Zones), gridded crustal seismicity, and the Cascadia Subduction Zone. Our HAZ45 source model was validated against the USGS 2014 National Hazard Maps for grid points in the Pacific Northwest, including Seattle. The Hart Crowser PSHA logic tree contains ground motion models (GMMs) and weights, which generally follow the logic tree structure used in the 2014 USGS National Seismic Hazard Maps. The development of the GMM logic tree involved close investigation of the individual GMMs and weights used in the 2014 USGS National Seismic Hazard Maps to formulate an appropriate logic tree. The GMMs and weights used are presented in Tables E2 through E4. Table E2 – GMMs and Relative Weights for Crustal Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Abrahamson et al. NGA-West2 (2014) ASK14 0.22 0.25 Boore et al. NGA-West2 (2014) BSSA14 0.22 0.25 Campbell and Bozorgnia NGA-West2 (2014) CB14 0.22 0.25 Chiou and Youngs NGA-West2 (2014) CY14 0.22 0.25 Idriss NGA-West2 (2014) I14 0.12 - North County Development Buildings | E-9 19583-00 January 20, 2022 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela Atkinson and Boore (2003) Cascadia a,b AB03_C 0.1667 0.1667 c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. This Atkinson and Boore (2003) model includes erratum documented in Atkinson and Boore (2008). c. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. Table E4 – GMMs and Relative Weights for Subduction Interface Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 b b d c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. c. Atkinson and Macias (2009) model was not used in our PSHA d. The BC Hydro Subduction GMM has been updated in our analysis. The 2012 version was used in the 2014 hazard maps, and our PSHA used the 2018 version. The site-specific PSHA GMM logic tree incorporated the following modifications to the 2014 USGS logic tree: Removed the Idriss NGA-West2 GMM. The Idriss GMM includes significantly fewer input parameters and is, in general, less sophisticated than the other NGA-West2 GMMs. USGS gave this GMM only a 12 percent weight compared to 22 percent to the other NGA-West2 equations. We omitted the Idriss model from our logic tree weighting scheme. Updated BC Hydro Model. The BC Hydro Subduction GMM has been updated and we used the 2018 version. The BC Hydro 2012 model was used in the development of the USGS 2014 maps. Certain GMMs are only applicable for the period ranges for which they were developed. The Atkinson and Boore (2003) models and the Zhao et al. (2006) model were developed up to periods of 3 and North County Development Buildings | E-10 19583-00 January 20, 2022 5 seconds, respectively. At longer periods, the weighting scheme was altered from that summarized in Tables E3 and E4 to exclude the inapplicable models, and to preserve the relative weights between the remaining GMMs. We understand this methodology is consistent with that used by USGS to develop their National Seismic Hazard Maps. 4.3.2.2 MCER Response Spectrum Modification for Targeted Risk The MCE hazard is risk-adjusted to achieve a 1 percent probability of collapse in 50 years. We calculated the risk coefficients using ASCE 7-16 Section 21.2.1.2, by using an iterative integration procedure that combines the probability of exceedance of a given spectral acceleration with a lognormal probability density function representing the probability of collapse for that particular spectral acceleration (also known as a fragility curve). The risk coefficients were calculated using a MATLAB script obtained from USGS and were determined using a lognormal standard deviation of 0.6. The resulting risk coefficients are about 5 percent lower than the coefficient values from the alternative approach in ASCE 7-16 Section 21.2.1.1, which uses a higher standard deviation of 0.8. The input to the MATLAB script consisted of seismic hazard curves at each period (i.e., annual exceedance frequency versus spectral acceleration), which were obtained from the PSHA. The primary outputs of the script are the MCER and 2 percent in 50-year uniform hazard response spectra. The risk coefficients, which the MATLAB script also computes, are simply the ratio of these two response spectra. These coefficients are listed in Table E5 (attached). 4.3.2.3 MCER Response Spectrum Modification for Maximum Component The results of the PSHA are geometric mean uniform hazard response spectra. The calculated spectral accelerations are orientation-independent, geometric mean horizontal components of the ground motions. However, the maximum spectral acceleration over all orientations (known as the maximum component or peak directional accelerations) is a more significant parameter for structural design (NEHRP 2009). In order to develop the maximum component spectrum, the geometric mean response spectrum obtained from the PSHA was adjusted by period-dependent factors that relate maximum component to geometric mean spectral accelerations. We used the scale factors from Shahi and Baker (2013) to develop the MCER. These factors are shown in Table E5 (attached). 4.3.3 Site-Specific Hazard Contributions The PSHA was computed for VS30 conditions of 1,600 feet per second (488 meters per second). The 1,600 feet per second VS30 condition was selected to be representative of a half-space condition below the project site and is the condition used for the selection of ground motions and calculation of site amplification. The 918 feet per second VS30 condition was used to evaluate the relative contribution of hazard from seismic sources to the total hazard at the project site. The deaggregated hazard of the period range of interest from 0.1 to 1.0 second was used to evaluate the mean percent contribution of the three seismic sources to the hazard at the site, as summarized in Table E6. North County Development Buildings | E-11 19583-00 January 20, 2022 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Source Types Percent Contribution Number of Motions Epsilon Mw Rrup Subduction Interface 21 1.5 9.0 128.4 2 Subduction Intraslab 17 1.9 7.1 84.5 2 Shallow Crustal 62 1.4 6.6 19.0 4 Note: Deaggregated values of Epsilon, Mw and Rrup were averaged from the deaggregation results at 0.1, 0.6, 0.7, and 1.0 second. The MCER response spectra developed for the outcrop condition are shown on Figure E3. The MCER response spectrum for the outcrop is shown with the Site Class C code-based spectrum and the geometric mean MCE spectrum for comparison. 4.3.4 Ground Motion Selection For the 2,475-year return period, a suite of eight single-component ground motions that represent an equivalent outcropping condition was selected for input to the 1D site response analyses. The ground motions were selected based on the following criteria: Spectral shape, with respect to the target uniform hazard spectrum (UHS); Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); Moment magnitude and source-to-site distance; and Recording station geology. The PSHA deaggregation data were analyzed to obtain the percent contribution to each hazard level from subduction interface, subduction intraslab, and shallow crustal earthquake sources (Table E6). Potential candidate ground motions were selected based on identifying an initial scaling factor that minimized the mean-squared error between the ground motion response spectra and the target UHS in the period range of interest. The selected ground motions are described in Table E7 (attached) and their response spectra are shown in Figure E4. 4.4 Soil Properties 4.4.1 Representative Soil Profile A representative 1D soil profile for use in the site response analyses was developed using available site investigation information and regional geology. The soil conditions for the profile used for site response analyses were generalized for eight major layers above the half-space. These layers are associated with different soil types and shear wave velocity characteristics. The depth and thickness of the seven major layers for the profile are summarized in Table E8. North County Development Buildings | E-12 19583-00 January 20, 2022 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth (feet) VS Range (feet per Major Soil Type USCS Symbol Generalized Soil Conditions 0 to 5 (5) 589 to 765 SM Surficial Silty Sand – loose to medium dense silty SM, SP, SP-SM Upper Sand – dense sand CL, SW Till – very hard clay and very dense sand with varying amounts of cobbles and boulders. Note: Till not encountered in any of the historical explorations, and the presence of till is determined based on the increase in shear wave velocity and available geologic maps (Minard, 1985). 4.4.2 Shear Wave Velocity The VS profile for the site response analyses is based on shear wave velocity measurement for the project site. A MAM survey was conducted by OYO Corporation, Pacific at the site. This VS profile was used for the site response analyses. The VS measurements are provided in Figure E5. 4.4.3 Total Stress Nonlinear Soil Properties The nonlinear shear modulus reduction (G/Gmax) and damping curves are assigned to the analysis profile based on soil type and in situ effective stress. Empirical correlations for soil G/Gmax modulus reduction and damping with shear strain are used to generate the total stress nonlinear soil behavior for model layers, which is then fit to a hyperbolic soil model. The selection of the soil model and correlations for the nonlinear soil curves are presented in the following sections. The nonlinear time domain site response analyses conducted in our investigation were either “total stress” analyses or “effective stress” analyses. A total stress analysis does not consider the effects of porewater pressure generation from cyclic loading of the soil. An effective stress analysis includes these effects as additional model parameters to a total stress analysis. 4.4.3.1 Soil Models The General Quadratic/Hyperbolic (GQ/H) soil model (Groholski et al. 2016) with Modulus Reduction Factor (MRDF, Phillips and Hashash 2009) is selected for use. The GQ/H model is a strength-controlled soil model that uses an asymptote to bound model behavior such that the shear strength of the soil never exceeds the asymptote. GQ/H modeling parameters are fit to the small-strain region of the G/Gmax curve to capture the initial onset of nonlinearity with shear strain in the soil and the large-strain region of the curve is controlled by a specified soil strength. The MRDF is an additional component of the model fit which reduces the size of unload-reload hysteretic loops relative to Masing (1926) behavior. North County Development Buildings | E-13 19583-00 January 20, 2022 The MRDF model parameters do not affect the soil backbone behavior of the GQ/H model and are fit to the hysteretic damping over all strain ranges. The GQ/H model also has a formulation which includes shear modulus degradation from excess porewater pressure generation, and the same model parameters in the total stress analyses are used in the effective stress analyses. 4.4.3.2 Small-Strain Damping The small strain damping, Dmin, can be estimated from laboratory curves as an intercept of the hysteric damping curve at 0 percent shear strain (as is the case with the Darendeli (2001) correlations used in this study), or from field recordings of ground motions at a site. Damping values measured in the laboratory are typically lower than those observed in the field, since the damping measured in a soil sample does not include wave scattering effects. These analyses use values of Dmin as estimated by the Darendeli (2001) correlations without adjustment. For this analysis, the estimation from laboratory curves is likely conservative as periods less than 1 second are typically most influenced by the small- strain damping. The computed Dmin of the soil profile ranges from 2.0 percent at the ground surface to 0.5 percent at depth. 4.4.3.3 Empirical G/Gmax and Damping curves The GQ/H model is fit to empirical correlations for G/Gmax and damping curves. Because the GQ/H model uses shear strength as an input parameter, empirical correlations which do not consider the implied shear strength of the G/Gmax curve (i.e., the shear stress-strain behavior resulting from the combination of VS and the empirical G/Gmax curve) are more readily usable. The empirical G/Gmax and damping correlations used in the development of the nonlinear soil curves are presented in Table E9. Table E9 – Nonlinear Curve Soil Index Properties Depth Range (feet) Empirical Model Unit Weight (pcfa) Friction Angle (degrees) 0 to 5 (5) Darendeli (2001) Sand Note: a. pcf = pounds per cubic foot The material properties presented in Table E9, above, are generally consistent with the soil properties reported in Section 2 of this Appendix, the regional geology, and our experience in the project area. North County Development Buildings | E-14 19583-00 January 20, 2022 The Darendeli (2001) correlations are mean stress dependent. The mean stress of the soil layers was computed from the at-rest lateral earth pressure, K0, by 𝐾𝐾0 =(1 −sin(ϕ))OCRsin(ϕ) where ϕ is the soil friction angle and OCR is the over-consolidation ratio. For all granular soil layers, the OCR was taken as unity, which collapses the above relationship to the commonly used Jaky (1948) relationship for K0. Excessive softening and base isolation effects can occur when modeling thin soil layers near surface under very low effective stresses with just a friction angle. To address this, a minimum strength of 150 psf was added to the thin soil layer at the ground surface. A summary of the resulting shear strength is shown in Figure E6, along with the implied shear strength computed from the VS, GQ/H curve fit and density of each soil layer for a 10 percent shear strain condition as DEEPSOIL curve fitting results. 4.4.4 Effective Stress Nonlinear Soil Properties Effective stress soil parameters are the model parameters that govern the rate of excess porewater pressure generation during an analysis and how much that excess porewater pressure reduces the stiffness of the soil through modulus degradation. The Matasovic and Vucetic (1995) model for sand and low-plasticity silt was selected for use with all soil layers where positive excess porewater pressures are expected. The model parameters, based on Matasovic (1993) porewater pressure generation, are typically determined by fitting model behavior to cyclic undrained lab test data. The selected effective stress model parameters are shown in Table E10. Table E10 – Analysis Profile Effective Stress Parameters Depth Range Soil Type Reference 5 to 270 feet SM, SP, SP-SM (Upper Sand; Lower Sand) Vucetic and Dobry (1989) 1 1a 1.05 b b 0.02 Notes: a. In the original reference, 2 is used. b. Computed for each model soil layer with correlations listed in Carlton (2014). A material model based on literature values for similar soil was considered for the soil types encountered at the project site. As the soil across the site is fairly uniform, the effective stress porewater pressure parameters of the Heber Road Site Sand PB from Vucetic and Dobry (1989) were used as a basis for the determination of the parameters of the site. Values for F and s were determined using functions determined by Carlton (2014). The function for determining F is based on shear wave velocity and the function for determining s is based on fines content. The reference effective stress model parameters are shown in Table E10. The parameters v, p, F, and s are curve-fitting parameters, North County Development Buildings | E-15 19583-00 January 20, 2022 and γ is a threshold shear strain below which porewater pressure generation does not occur in the model. 4.5 Surface Response Spectra The interpretation of analysis results and development of the recommended spectrum are detailed in the following sections. 4.5.1 Analysis Results 1D site response analyses were conducted on the representative soil profile described above. The selected input earthquake motions were applied to the base of the soil column and were propagated upward through the soil column. The response of the soil column is characterized by the spectral acceleration at the ground surface, which accounts for any amplification or de-amplification of the outcropping motions by the soil column. The site effect (i.e., amplification or de-amplification by the soil column) is usually represented by an amplification factor, defined as the spectral ratio between the surface and base response spectra. For the analyses conducted in this study, the linearly averaged amplification factor from all eight ground motions was computed and multiplied by the base response spectrum to generate a surface response. This surface spectrum is referred to as amplified outcrop response spectrum and is consistent with the procedures in ASCE 7-16 Chapter 21.1.3. The surface spectrum was then taken as the maximum value of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs. These surface spectra for the equivalent liner, non- linear total stress, and non-linear effective stress analyses along with the average of the surface response spectra can be found in Figures E7 through E9. A comparison of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs is presented in Figure E13. The total stress and effective stress analyses conducted for all periods show de-amplification effects at periods less than approximately 1 second at the ground surface and amplification at periods greater than approximately 1 second (Figures E10 through E12) except at periods between 0.3 and 0.4 second for the total stress analysis where some ground motions show amplification effects and others show de- amplification effects. The average amplification factor between these periods for the total stress analysis is about 1. The equivalent linear analysis showed de-amplification effects up to a period of about 0.6 second, and amplification effects after 0.6 second. The low surface responses at short periods are generally driven by the strain and resulting hysteretic damping that occurred in the loose to medium dense sand layers (Figures E14 through E16). In the effective stress analyses, larger strains were generated in the model as pore pressures were generated in the medium dense sand layers, resulting in further cyclic softening of the soil. 4.5.2 Recommended Response Spectra We developed the recommended design spectrum considering the results from the total and effective stress analyses, the equivalent linear analysis, and comparison to the code-based spectra. Both the non- North County Development Buildings | E-16 19583-00 January 20, 2022 liquefied (total stress analysis) and liquefied (effective stress analysis) response spectra are shown with the code-based spectra for comparison, in Figure 3 in the main body of this report. The recommended surface response spectrum is also shown in Figure 3 of the main body of this report. The recommended spectrum accounts for the reduction from the site-specific analyses at short periods compared to the Site Class D spectrum and the site-specific amplification effects at some longer periods. The recommended surface spectrum satisfies the minimum bound requirement of ASCE 7-16 that the surface spectrum should not be lower than the 80 percent of the Class D code-based spectrum as modified by Chapter 21. The recommended design earthquake spectrum is computed as 2/3 of the MCER spectrum. Tabular values of the recommended spectra are provided in Table E11, as well as in Table 1 of the geotechnical report. Table E11 – Recommended Surface Response Spectra Period (seconds) Recommended MCER Spectrum Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Spectrum SDS = 0.60 g, per Section 21.4 of ASCE 7-16 b. Recommended Design Spectrum SD1 = 0.72 g, per Section 21.4 of ASCE 7-16 North County Development Buildings | E-17 19583-00 January 20, 2022 5.0 References ASCE 7-16 2017. American Society of Civil Engineers. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. American Society of Civil Engineers. Abrahamson, N.A., N. Kuehn, Z Gulerce, N. Gregor, Y. Bozorgnia, G. Parker, J. Stewart, B. Chiou, I. M. Idriss, K. Campbell, R. Youngs 2018. Update of the BC Hydro Subduction Ground-Motion Model using the NGA- Subduction Dataset; Pacific Earthquake Engineering Research Center Report 2018/02. Abrahamson, N.A., Silva, W.J., and R. Kamai 2014. Summary of the ASK14 ground-motion relation for active crustal regions; Earthquake Spectra, Vol. 30, No. 3, August 2014. Atkinson, G.M., and D.M. Boore 2003. Empirical ground-motion relations for the subduction-zone earthquakes and their applicability to Cascadia and other regions; Bulletin of the Seismological Society of America, v. 93, p. 1,703-1,729. Atkinson, G. M., and D. M. Boore 2008. Erratum: Empirical ground-motion relations for subduction zone earthquakes and their application to Cascadia and other regions, Bull. Seism. Soc. Am. 98, 2567-2569. Boore, D.M, Stewart, J.P., Seyhan, Emel, and G.A. Atkinson 2014. NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra Vol. 30, No. 3, August 2014. Boore, David. M. Jonathan P. Stewart, Emel Seyhan, Gail M. Atkinson 2013. “NGA-West2 Equations for Predicting Response Spectral Accelerations for Shallow Crustal earthquakes.” Pacific Earthquake Engineering Center 2013/05. May 2013. Brocher, Thomas M., Parsons, T., Blakely, R.J., Christensen, N.I., Fisher, M. A., Wells, R.E, and the SHIPS Working Group 2001. “Upper Crustal Structure in Puget Lowland, Washington: Results from the 1998 Seismic Hazards Investigation in Puget Sound.” Journal of Geophysical Research, Volume 106, NO. B7, Pages 13, 541-13, 564, July 10, 2001. Campbell, K.W. and Y. Bozorgnia 2014. NGA-West2 Ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Carlton, B. 2014. “An Improved Description of the Seismic Response of Sites with High Plasticity Soils, Organic Clays, and Deep Soft Soil Deposits.” PhD Thesis. University of California, Berkeley. Chiou, B.S.J. and R.R. Youngs 2014. Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Consortium of Organizations for Strong Motion Observation Systems (COSMOS) 2017. Strong Motion Virtual Data Center available: http://www.strongmotioncenter.org. North County Development Buildings | E-18 19583-00 January 20, 2022 Darendeli, M. B. 2001. Development of a New Family of Normalized Modulus Reduction and Material Damping Curves, Department of Civil, Architectural and Environmental Engineering, The University of Texas, Austin, Texas. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Groholski, D., Hashash, Y., Kim, B., Musgrove, M., Harmon, J., and Stewart, J. 2016. "Simplified Model for Small-Strain Nonlinearity and Strength in 1D Seismic Site Response Analysis." J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001496, 04016042. Hashash, Y.M.A., Musgrove, M.I., Harmon, J.A., Groholski, D.R., Phillips, C.A., and Park, D. 2016 “DEEPSOIL 6.1, User Manual”. Urbana, IL, Board of Trustees of University of Illinois at Urbana- Champaign. Idriss, I.M. 2014. An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes; Earthquake Spectra, Vol. 30, No. 3, August 2014. Jaky, J. 1948. "Pressure in silos." ICSMFE, London 1: 103-107. Masing G. Eignespannungen und verfestigung beim messing. In: Second International Congress on Applied Mechanics, Zurich, Switzerland, 1926, pp. 332–335. Matasovic, N. and Vucetic, M. 1995. Generalized Cyclic Degradation-Pore Pressure Generation Model for Clays. Journal of Geotechnical Engineering, ASCE, Vol. 121, No. 1, pp. 33-42. Matasovic, Neven, and M. Vucetic 1993. "Cyclic Characterization of Liquefiable Sands," ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 119, No. 11, pp 1805-1822. Minard, J.P., 1985, Geologic map of the Arlington Wes 7.5 minute quadrangle, Snohomish County, Washington: U.S. Geological survey, Miscellaneous Field Studies Map MF-1740, Scale 1:24,000. NOAA (2017). Earthquake Strong Motion Data Catalog. https://www.ngdc.noaa.gov/hazard/smcat.shtml. PEER (2015). NGA-West2 Database – Shallow Crustal Earthquakes in Active Tectonic Regimes. Pacific Earthquake Engineering Research Center. http://ngawest2.berkeley.edu/. Petersen et al. 2014. Documentation for the 2014 Update of the United States National Seismic Hazard Maps. Open-File Report 2014-1091. Phillips, C. and Y. M. A. Hashash 2009. "Damping formulation for non-linear 1D site response analyses." Soil Dynamics and Earthquake Engineering, 29(7): Pages 1143-1158. Vucetic, M and R. Dobry 1989. Cyclic Triaxial Strain Controlled Testing of Liquefiable Sands. Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, pp. 475-485. North County Development Buildings | E-19 19583-00 January 20, 2022 Zhao, J.X., et al. 2006. Attenuation relations of strong motion in Japan using site classification based on predominant period; Bulletin of the Seismological Society of America, v. 96, p. 898-913. Attached Tables and Figures: Table E5: Development of Outcrop MCER spectrum Table E7: Characteristics of Selected Ground Motions for Site Response Analysis Figure E3: SNOPUD Rock Outcrop Spectra Figure E4: Response Spectra of Scaled Outcrop Input Ground Motions of MCER Hazard Figure E5: Shear Wave Velocity Profile for Site Response Analysis Figure E6: Assumed Shear Strength Profile Figure E7: DEEPSOIL Total Stress Surface Response Figure E8: DEEPSOIL Equivalent Linear Surface Response Figure E9: DEEPSOIL Effective Stress Surface Response Figure E10: Amplification Factors – Total Stress Analysis Figure E11: Amplification Factors – Equivalent Linear Analysis Figure E12: Amplification Factors – Effective Stress Analysis Figure E13: Rock Outcrop, Amplified and Computed Spectra Figure E14: Maximum Shear Strain – Total Stress Analysis Figure E15: Maximum Shear Strain – Equivalent Linear Analysis Figure E16: Maximum Shear Strain and Porewater Pressure – Effective Stress Analysis \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\Attachments\Appendix E\2022_0120_Appendix E Site Response Analysis.docx Table E5 - Development of Rock Outcrop MCER Response Spectrum Period (s) Hart Crowser PSHA Site- Specific (Vs30 = 1,600 ft/s) 2,475-year Response Spectrum (g)1 (Geometric Mean) Risk Coefficients (ASCE 7-16 Method 2)2 Maximum Component Factor (Shahi and Baker 2013) Calculated MCER Response Spectrum (g) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C (g) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum3 0.01 0.559 0.927 1.19 0.616 0.590 0.616 0.1 1.172 0.925 1.19 1.290 1.263 1.290 0.2 1.388 0.927 1.21 1.557 1.263 1.557 0.3 1.225 0.922 1.22 1.378 1.263 1.378 0.4 1.033 0.918 1.23 1.166 1.263 1.166 0.5 0.879 0.914 1.23 0.989 1.126 0.989 0.6 0.751 0.914 1.23 0.846 0.938 0.846 0.7 0.665 0.910 1.24 0.750 0.804 0.750 0.8 0.596 0.907 1.24 0.670 0.704 0.670 0.9 0.534 0.907 1.24 0.600 0.626 0.600 1 0.486 0.904 1.24 0.545 0.563 0.545 1.5 0.320 0.900 1.24 0.357 0.375 0.357 2 0.232 0.897 1.24 0.258 0.282 0.258 3 0.137 0.892 1.25 0.152 0.188 0.152 4 0.091 0.889 1.26 0.101 0.141 0.113 5 0.062 0.888 1.26 0.069 0.113 0.090 6 0.047 0.889 1.27 0.053 0.094 0.075 7 0.036 0.891 1.28 0.042 0.069 0.055 8 0.030 0.892 1.28 0.034 0.053 0.042 9 0.025 0.889 1.29 0.029 0.042 0.033 10 0.021 0.892 1.29 0.024 0.034 0.027 1.Highlighted Values were obtained from Hart Crowser's PSHA. 2.Risk coefficients based on the site class B/C boundary were obtained at each period using a Matlab routine provided to us by USGS. 3.The calculated MCER is the product of the Hart Crowser PSHA site-specific response spectrum, risk coefficients, and maximum component factors. Fault Rupture Epicentral Hypocentral 1 1989 Loma Prieta, California Anderson Dam (Downstream)6.9 20.3 26.6 31.8 489 10 Shallow - Crustal Reverse Oblique RSN739_LOMAP_AN D250 2.64 2 1989 Loma Prieta, California Coyote Lake Dam - Southwest Abutment 6.9 20.3 30.8 35.4 561 6 Shallow - Crustal Reverse Oblique 195 3.89 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse RSN4031_SANSIME O_36695090 1.56 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 -16.9 27.0 650 27 Shallow - Crustal Reverse RSN133FRIULI.B_B- SRO000 3.10 5 2001 El Salvador OBS 7.6 --109 --Subduction - Intraslab OBS_090 1.77 6 2001 Olympia, Washington OLY49 6.9 --74.7 --Subduction - Intraslab OLY49_086 2.85 7 2011 Tohoku, Japan TCG001 9.0 91.9 277.0 254.0 486 66.6 Subduction - Interface TCG001_EW 1.73 9 2010 Offshore Bio-Bio, Chile ME 8.8 -362.0 ---Subduction - Interface ME_EW 3.87 VS30 (m/s) Max. Useable Perioda,b,c (s) Fault Mechanism Component Name Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Notes: Interface records were downloaded as either corrected or uncorrected accelerograms. Uncorrected accelerograms were baseline-corrected and filtered using a high-pass Butterworth filter with a lower bound frequency of 0.02 Hz. Crustal records were downloaded as corrected accelerograms from the NGA-West2 database. Scale Factor HC Record ID Earthquake Recording Station Magnitude 19583-00 12/2020 Figure North County Development Arlington, Washington Rock Outcrop Spectra E3 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 1 2 3 Sp e c t r a l A c c e l e r a t i o n ( g ) Period (s) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) PSHA Spectrum (Geometric Mean) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum 19583-00 20-Dec Figure North County Development Arlington, Washington Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard E4 0 0.5 1 1.5 2 2.5 0.01 0.1 1 5% D a m p e d S p e c t r a l A c c e l e r a t i o n ( g ) Period (s) TCG001_EW, SF =1.73 ME_EW, SF = 3.87 OBS_090, SF = 1.77 OLY49_086, SF = 2.85 RSN4031_SANSIMEO_36695090, SF = 1.56 RSN133FRIULI.B_B-SRO000, SF = 3.10 RSN739_LOMAP_AND250, SF = 2.64 RSN755LOMAP_CYC195, SF = 3.89 HAZ45.2 Site Class C (Vs30-1,600 ft/s) Rock Outcrop Spectra Average of Scaled Spectra Note: SF = Scale Factor 19583-00 20-Dec Figure North County Development Arlington, Washington Shear Wave Velocity Profile for Site Response Analysis E5 0 50 100 150 200 250 300 350 0 500 1000 1500 2000 De p t h ( f e e t ) Shear Wave Velocity, Vs (ft/s) A-array B-array C-array D-array E-array F-array G-array Time-Averaged Shear Wave Velocity LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s Note: The assumed outcrop condition for site response analyiss is at 270 Feet in depth with a shear wave velocity of 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Assumed Shear Strength Profile E6 0 50 100 150 200 250 0 2000 4000 6000 8000 10000 12000 14000 16000 De p t h ( f t ) Shear Strength (psf) Assumed Shear Strength Deepsoil Curve Fit LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Total Stress Surface Response Average E7 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Total Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Equivalent Linear Surface Response E8 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Equivalent Linear Average Surface Resposne Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Effective Stress Surface Response E9 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Effective Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Total Stress Analysis E10 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Total Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Equivalent Linear Analysis E11 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Equivalent Linear Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Effective Stress Analysis E12 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Effective Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington MCER PSHA Rock Outcrop Spectra, Amplified Surface Response Spectra, and DEEPSOIL Computed E13 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis Amplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Notes: Amplified surface response spectra computed by multiplying the DEEPSOIL amplification ratio by the MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis E14 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis E15 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain and Porewater Pressure - Effective Stress Analysis E16 0 50 100 150 200 250 300 0.01 0.10 1.00 10.00 100.00 ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Effective Stress Analysis LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.00 0.50 1.00 De p t h ( f t ) Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Prepared by Hart Crowser, a division of Haley and Aldrich Michael B.W. Chamberlain, PE Douglas D. Lindquist, PE, LEED AP Project, Geotechnical Engineer Principal, Geotechnical Engineer Michael.Chamberlain@haleyaldrich.com Doug.Lindquist@haleyaldrich.com 1/20/2022 19583-00 January 20, 2022 Contents 1.0 INTRODUCTION 1 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 1 2.1 Purpose 1 2.2 Scope 2 2.3 The Use of This Report 2 3.0 PROJECT AND SITE DESCRIPTIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Geology 3 4.2 Soil Conditions 4 4.3 Groundwater Conditions 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 Seismic Setting 5 5.2 Seismic Basis of Design 5 5.3 Recommended Response Spectra 5 5.4 Liquefaction 6 5.4.1 Liquefaction-Induced Settlement 7 5.5 Lateral Spreading and Flow Failure 7 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 8 6.1 Building Foundations 8 6.1.1 Shallow Footings 8 6.1.2 Foundation Subgrade Preparation 9 6.2 Floor Slabs 9 6.3 Flexible Utility Connections 10 6.4 Lateral Earth Pressures on Backfilled Walls 10 6.5 Permanent Drainage 11 6.5.1 Foundation and Perimeter Wall Drainage 11 6.5.2 Backfilled Walls 11 6.6 Structural Fill 11 7.0 CONSTRUCTION CONSIDERATIONS 13 7.1 Site Preparation 13 7.2 Temporary Dewatering 13 7.3 Temporary Open Cuts 13 ii | North County Development Buildings 19583-00 January 20, 2022 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 14 9.0 REFERENCES 15 TABLES Table 1 – Site-Specific MCER and Design Earthquake Response Spectra 6 Table 2 – Soil Equivalent Fluid Unit Weights for Walls 11 FIGURES 1 Vicinity Map Attached 2 Site and Exploration Plan Attached 3 Recommended Site-Specific MCER Response Spectrum Attached APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, & 2020) APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) APPENDIX E Site-Specific Seismic Site Response Analysis 19583-00 January 20, 2022 Geotechnical Engineering Design Study North County Development Arlington, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering design recommendations for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. Figure 1 presents a vicinity map showing the project location. The recommendations contained within this report are based on information emailed to us by you, available existing subsurface information for the site, our discussions with you and the structural engineer (Reid Middleton, Inc.), and our previous knowledge and experience working on similar projects. This report contains several sections, organized as follows: Introduction; Purpose, Scope, and the Use of This Report; Project and Site Descriptions; Subsurface Conditions; Seismic Considerations; Geotechnical Engineering Recommendations; Construction Considerations; Recommended Additional Geotechnical Services; and References. Figures are presented at the end of the text. Exploration logs are presented in Appendix A. Results of geotechnical laboratory testing on soil samples taken from these explorations are presented in Appendix B. Historical groundwater monitoring data is presented in Appendix C. The results of shear wave velocity testing are presented in Appendix D. Detailed documentation of our site-specific site response analysis is presented in Appendix E. 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 2.1 Purpose The purpose of our work is to assess subsurface conditions at the location of the proposed North County development buildings and provide geotechnical engineering and seismic design recommendations, including construction considerations based on this assessment. We understand that a geotechnical report for the project site has previously been completed by GeoEngineers (GeoEngineers 2017). This previous geotechnical report included geotechnical recommendations for the planned buildings at the site as well as for general site work across the site (e.g., pavement, utilities, stormwater facilities, etc.). We understand you plan to utilize the previous geotechnical report for general site work but will be relying upon this new geotechnical report for recommendations pertaining to planned buildings and walls at the site. 2 | North County Development Buildings 19583-00 January 20, 2022 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: Review existing subsurface information; Develop a site and exploration location plan; Perform a site-specific ground response analysis to develop seismic design parameters for the site; Evaluate liquefaction susceptibility and effects; Provide foundation design recommendations; Provide lateral earth pressure recommendations for design of site retaining walls; Provide temporary and permanent cut slope recommendations; Provide discussion on construction considerations; and Present the results of our study in this report. Our geotechnical engineering design recommendations are based on a combination of subsurface data from historic explorations as well as our experience with the local geology. 2.3 T he Use of This Report We completed this work in general accordance with our Contract signed October 26, 2020. This report is for the exclusive use of Public Utility District (PUD) No. 1 of Snohomish County and their consultants for specific application to the subject project and site. We completed this design study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, expressed or implied. 3.0 PROJECT AND SITE DESCRIPTIONS The North County Development current phase of the project site is relatively flat and currently generally undeveloped, except for a recently completed Pole Yard. We understand that construction of a Modular Data Center and CETC Building has previously been completed to the south of the Pole Yard. These site improvements are located to the east of our site. We understand through conversations with you that the next phase of development for the North County site will include construction of an administration building, a warehouse building, a heated parking building, a fuel island, a loading dock, and a covered parking canopy structure. The current conceptual site plan showing the locations of these planned structures, as well as the previously completed site improvements, is shown on Figure 2. As described earlier, this geotechnical report is concerned only with planned structures (i.e. buildings, retaining walls) in the area of the site delineated on Figure 2. Parking areas, site pavement, and other general site work items not explicitly described in this report will be designed based on other geotechnical recommendations. Ground surface elevations at the site in the area of planned improvements varies between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Existing ground surface elevation contours are displayed on Figure 2. Existing vegetation at the site consists of mowed grass with sparsely distributed trees. North County Development | 3 19583-00 January 20, 2022 If the general layout of the proposed structures is different than that shown on Figure 2 and as described above, we should be contacted to modify our conclusions and recommendations to reflect the changes in relation to current plans. 4.0 SUBSURFACE CONDITIONS Our interpretation of the subsurface conditions is based on historical explorations from within or nearby to the project site and published regional geologic maps. The locations of the explorations referenced in this memorandum are shown on Figure 2. We reviewed historical geotechnical information from the following reports: Geotechnical Engineering Services – North County Project (GeoEngineers 2017) Geotechnical Engineering Services – Modular Data Center and CETC Building, North County Project (GeoEngineers 2019) Explorations contained within these two geotechnical reports include several borings, test pits, and cone penetration tests (CPTs). These CPTs extended to depths of between 75 and 100 feet below ground surface (bgs). GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. These CPTs were each extended to a depth of 80 feet bgs. Detailed exploration logs from these historical explorations and the newer 2020 CPTs are included in Appendix A. Laboratory testing on samples collected from historical borings and test pits are included in Appendix B. We based our interpretation of subsurface conditions on available existing subsurface information. The historical explorations referenced in this study represent subsurface conditions at discrete locations on the relevant part of the project site and actual conditions in other areas will vary. The nature and extent of any such variations may not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we should be contacted to modify our conclusions and recommendations to reflect actual site conditions. 4.1 Geology We reviewed the U.S. Geological Survey (USGS) geologic map, Geologic Map of the Arlington West 7.5- Minute Quadrangle, Snohomish County, Washington (Minard, 1985). This map indicates that the surficial soil at the North County site likely consists of the Marysville Sand Member. The Marysville Sand Member is observed to consist of stratified recessional outwash sands with some fine gravel and some areas of silt and clay. These sediments were deposited by meltwater flowing south from the receding Vashon glacier. This geologic unit is noted to be at least 65 feet thick and may be twice that thickness. All explorations at the site encountered sandy soils interpreted as recessional outwash deposits. 4 | North County Development Buildings 19583-00 January 20, 2022 4.2 Soil Conditions The soil conditions observed in historical explorations at the project site in the vicinity of the planned structures can be summarized as follows, in descending order from the ground surface: Topsoil and Silty Sand. Approximately 4 to 8 inches of topsoil was observed at the ground surface in each of the explorations, characterized by a generally silty soil with appreciable organic matter. Below the topsoil, about half of the explorations encountered an approximately 2- to 5-feet-thick layer of loose to medium dense silty sand with variable gravel content. Upper Sand. In all the deep explorations performed at the project site, an upper crust of between about 20 to 40 feet of dense sand was encountered beneath the thin topsoil and silty sand layer. The fines content of this upper sand layer typically ranged from about 1 to 12 percent. Lower Sand. In all the deep explorations performed at the project site, a layer of medium dense sand extending to the bottom of each exploration (75 to 100 feet bgs) was encountered beneath the denser upper sand deposits. The fines content of this layer of soil typically ranged from about 1 to 12 percent, with occasional thin interbeds of silty sand to sandy silt. Much of the lower sand layer described above is expected to liquefy when subjected to strong earthquake shaking. This design consideration is discussed in greater detail later in this report. 4.3 Groundwater Conditions Groundwater levels were measured at the site in Borings B-3, B-7, B-10, and B-11. Each of these borings were developed as monitoring wells in either 2013 (B-3) or 2017 (B-7, B-10, and B-11) and had data loggers installed to facilitate continuous monitoring of groundwater levels. Several additional wells were installed at the Arlington site, to the east of the site extent outlined on Figure 2. These groundwater measurements are not discussed in this section due to their distance from the site improvements addressed in this report. Excerpts from the historical geotechnical report for the site (GeoEngineers 2017) displaying this groundwater data is included as Appendix C. The depth of groundwater observed at the time of exploration is shown on the historical exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. Higher groundwater levels are observed in wells on the east end of the property. The seasonal high depth to groundwater in the area of the site varies from approximately 7 to 9 feet bgs. Fluctuations in the level and/or presence of groundwater can be expected to occur over time from variations in rainfall, season, irrigation, flooding, and other factors. 5.0 SEISMIC CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting at the project site, provide recommended design response spectra, and discuss seismic-induced geotechnical hazards. North County Development | 5 19583-00 January 20, 2022 5.1 Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone (CSZ) in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments—crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate the existence of a distinct shallow zone of crustal seismicity that may have surficial expressions and can extend to depths of up to 15 to 18 miles. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 24 to 42 miles beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). 5.2 Seismic Basis of Design We understand the design of the proposed project will be performed in accordance with the 2018 International Building Code (IBC). The seismic basis of design for the 2018 IBC, which refers to the American Society of Civil Engineers (ASCE) 7-16, is the risk-targeted maximum considered earthquake (MCER), which represents an earthquake shaking level having a 2 percent probability of exceedance in 50 years (corresponding to a return period of 2,475 years), adjusted to a 1 percent probability of collapse in 50 years, and modified to the peak direction hazard. 5.3 Recommended Response Spectra The soil site class, based on the subsurface conditions observed, was determined to be Site Class D (stiff soil) without consideration of liquefaction. The soil site class is based on historical shear wave velocity data collected at the site, included with this report in Appendix D. As discussed later in this section, our analyses have identified that a liquefaction hazard is present at the site. ASCE 7-16 indicates that sites where a liquefaction hazard is identified should be represented as Site Class F and a site-specific ground response analysis should be performed to determine the response spectrum for design, unless the proposed structure has a fundamental period of less than 0.5 second. Based on discussions with the structural engineer for the buildings at the site (Reid Middleton), we understand the period of all the structures are less than 0.5 second and use of Site Class D is appropriate. However, despite it not being required by IBC 2018, we performed a site-specific ground response analysis to develop a design MCER response spectrum for the project at the request of our client. This site-specific design response spectrum is shown on Figure 3 and in Table 1. This spectrum was developed considering the procedures and requirements included in ASCE 7-16. Detailed documentation of our site-specific ground response analysis and procedures is included with this report as Appendix E. 6 | North County Development Buildings 19583-00 January 20, 2022 Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Period (seconds) Recommended MCER Response Spectrum in g Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Earthquake SDS = 0.60 g, per Section 21.4 of ASCE 7-16. b. Recommended Design Earthquake SD1 = 0.72 g, per Section 21.4 of ASCE 7-16. 5.4 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles, resulting in sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for shear strength are susceptible to liquefaction during strong ground shaking. We performed site-specific liquefaction analyses of the saturated soils at the site based on the recommendations of Idriss and Boulanger (2014) using the CLiq computer software program developed by GeoLogismiki (Version 3.0.2.4). In accordance with ASCE 7-16, we completed the liquefaction analysis using the site class adjusted Maximum Considered Earthquake Geometric Mean PGA (PGAM). We used a PGAM of 0.52 g, calculated for the project site per ASCE 7-16, with an associated earthquake magnitude of 7.1 in our analyses. This earthquake magnitude represents the modal magnitude for the site based on USGS deaggregation plots. We note that ASCE 7-16 allows for use of a site-specific PGA (0.42g) in liquefaction analyses rather than the higher PGAM value (0.52g) that we used. Use of the lower PGA would have resulted in slightly less liquefaction and liquefaction-induced settlement. Based on our analyses, a generally non-liquefiable crust of material exists in the upper 20 to 40 feet of the site. Below this crust of material, site soils are observed to have a moderate to high liquefaction potential during the MCE seismic event down to the bottom of each exploration. North County Development | 7 19583-00 January 20, 2022 5.4.1 Liquefaction-Induced Settlement For our analyses, we limited the maximum depth of liquefaction contributing to settlement at a depth of 80 feet bgs, based on guidance outlined in the Washington State Department of Transportation’s (WSDOT) Geotechnical Design Manual (GDM) (WSDOT 2019). As a dense and generally non-liquefiable crust of material is present at the site in the upper 20 to 40 feet, liquefaction-induced settlement observed at the surface will initiate from liquefiable soil layers that exist below this dense crust of material. Research has shown that the expression of liquefaction-induced settlement at the ground surface is a function of the depth of the liquefiable layers, with deeper liquefiable layers contributing less to ground surface settlement than similar thickness shallow liquefiable layers (Cetin et al., 2009). Cetin et al. (2009) proposed use of a “depth weighting factor” (DFi) that acts to reduce the impact of deep liquefiable layers on the estimated ground surface settlement, with liquefaction in layers deeper than 60 feet having no impact on surface settlement. This factor is included within the CLiq program and we utilized it in our analyses. As a slight deviation from Cetin’s recommendations, we conservatively allowed liquefaction in layers up to 80 feet bgs (instead of 60 feet bgs) to impact estimated ground surface settlement, based on the WSDOT GDM (2019) guidance discussed earlier in this section. We also considered predicted settlement estimates calculated without use of DFi while developing our recommendations, with less weight given to these estimated values. With and without consideration of Cetin’s recommendations, we estimate that total liquefaction-induced settlement at the site to be on the order of 2 to 4 inches and 9 to 14 inches, respectively from the MCE seismic within the upper 80 feet of soil. We expect the actual settlement will be closer to the Cetin method estimate. Because the calculated settlement between borings is relatively uniform and the surficial expression of liquefaction occurring at depth is reduced per Cetin’s research, we recommend that the project structures be designed for liquefaction-induced differential settlement of 2 inches over a distance of 30 feet. The North County buildings should be designed to accommodate these settlement estimates in accordance with ASCE 7-16 Section 12.13. 5.5 Lateral Spreading and Flow Failure Lateral spreading occurs when large blocks of ground are displaced down gentle slopes or towards the free face of river channels, ditches, etc. as a result of earthquake-induced inertial forces acting on the soil mass. Initiation of lateral spreading is often made worse when the soils within and beneath the soil mass liquefy or soften as a result of the shaking. Lateral spreading deformations can be experienced relatively far from a free face. Similar to lateral spread, flow failures result when large volumes of soil near a free face displace vertically and laterally during or after an earthquake. As the ground begins to shake and the shearing resistance of liquefied soils decreases, ground displacement occurs in response to shear forces present within the soil mass and earthquake-induced inertial forces. Flow failures typically manifest larger deformations than lateral spreading; however, the extent of the deformations is typically localized to the area behind the free face. Both phenomena can be destructive. 8 | North County Development Buildings 19583-00 January 20, 2022 The North County project site is distant from any significant free face and site grades are observed to be generally level. Based on these observations, as well as the presence of an approximately 20 to 40-foot- thick crust of non-liquefiable material across the site, there is a low risk of lateral spreading or flow failure at the site. 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 6.1 Building Foundations We understand the North County Development buildings will be supported with a foundation system of shallow spread and strip footings founded near the ground surface. Based on our understanding of the site conditions, we consider this a reasonable approach. As described in Section 5.4 – Liquefaction Potential, a liquefaction hazard exists at the site and liquefaction-induced settlements of between about 2 and 4 inches are expected following an MCE-level seismic event. Differential settlements measured over 30 feet of about 2 inches are expected. A shallow foundation system at the site should be designed to accommodate this settlement in accordance with ASCE 7-16 Section 12.13. Alternatively, ground improvement to mitigate liquefaction impacts or use of a deep foundation option may be considered if these settlements are not tolerable. 6.1.1 Shallow Footings We make the following recommendations for the design and construction of shallow footings: 6.1.1.1 Vertical Foundation Support Use a maximum allowable bearing pressure of 3 kips per square foot (ksf) for spread footings bearing on 2 feet of compacted structural fill above prepared subgrade. If suitable soils exist at the foundation locations, the lower 6 inches of structural fill may consist of compacted in-place soils. Assuming proper subgrade preparation observed by Hart Crowser and proper compaction of the 2 feet of structural fill observed, we expect total static settlements for spread and perimeter footings to be less than 1 inch. Differential settlement between footings is estimated to be about one-half of the total settlement over 30 feet. This settlement is expected to occur during construction, as the loads are applied. The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. Use an increase in the allowable soil bearing pressure of up to one-third for loads of short duration, such as those caused by wind or seismic forces. Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. North County Development | 9 19583-00 January 20, 2022 Place the base of all footings at least 18 and 12 inches below the lowest adjacent finished grade for exterior and interior footings, respectively, in consideration of frost-penetration depth. Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. 6.1.1.2 Lateral Foundation Support For resistance to lateral loads, we recommend using an equivalent fluid to represent the passive resistance of the soil. For a typical footing poured against the sandy outwash soils observed at the site, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 325 pounds per cubic foot (pcf) for soil above the design water table. A coefficient of friction to resist sliding equal to 0.40 can be used for footings poured neatly on the compacted structural fill planned for support of footings at the site. The coefficient of friction and equivalent fluid density values are allowable values and include a factor of safety of 1.5. 6.1.2 Foundation Subgrade Preparation Careful preparation and protection of the exposed subgrade soils should occur before subsequent placement and compaction of structural fill. Any loosening of the materials during construction could result in larger than estimated settlements. It is important that foundation excavations be cleaned of loose or disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be documented before construction. An engineer or geologist from Hart Crowser should observe exposed subgrades before footing construction to verify suitable bearing surfaces. Any loose sand or gravel or soft to medium stiff fine-grained materials present in the subgrade should be overexcavated and replaced with structural fill or lean or structural concrete. Any visible organic or other unsuitable material should also be removed from the exposed subgrade. Groundwater should be controlled such that heave or boiling of the foundation subgrades does not occur. We recommend the groundwater level be maintained at least 2 feet below footing subgrades at all times until the foundation is poured, to prevent the risk of heave, piping, boiling, softening, and other loss or disturbance of subgrade material. These recommendations are based on expected conditions and need to be confirmed in the field. 6.2 Floor Slabs The floor slab of the building may be constructed as slab-on-grade above a drainage layer and the existing granular fill soils, provided that the soils are primarily granular (i.e. sand and gravel) and that visible soils are free of organic material. The prepared slab subgrade should be compacted in place and observed by Hart Crowser. The slab subgrade should be proof rolled to confirm a firm and unyielding condition and any 10 | North County Development Buildings 19583-00 January 20, 2022 localized zones of yielding subgrade observed during proof rolling (as observed by Hart Crowser) should be overexcavated to a depth to be determined in the field and replaced with compacted structural fill. All slabs should be underlain directly by a drainage and capillary break layer at least 4 inches thick. This layer should consist of clean well-graded coarse sand and gravel with a fines content (soil finer than the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. Compact the drainage layer to the criteria of structural fill as discussed later in this report. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) is appropriate for design of floor slabs on the bearing soils or compacted structural fill. Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.35 for the sandy outwash soils or compacted structural fill. Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser or elsewhere for gradational analysis. Use a vapor barrier between the capillary break material and the slab-on-grade for additional moisture and vapor protection. 6.3 Flexible Utility Connections We recommend incorporating flexible utility connections into the project design, where possible, to increase resilience. As described in Section 5.4.1 of this report, we expect noticeable liquefaction-induced settlement during an MCE-level event. We recommend designing utilities to accommodate differential settlement of 2 inches over 30 feet plus an additional 1 inch where transitioning from footing supported to on-grade. 6.4 Lateral Earth Pressures on Backfilled Walls We understand several short retaining walls are planned to support various site improvements across the development. We understand through conversations with Snohomish County PUD that the planned retention walls will consist of concrete cast-in-place (CIP) walls and will be designed to retain between about 1 and 4 feet of soil. We recommend that the walls be designed using a triangular earth pressure distribution. For typical granular fill soil, active, passive, and at-rest pressures may be determined using the equivalent fluid unit weights provided in Table 2. Passive resistance should be ignored within the top 2 feet below the finished ground surface. The use of active pressure is appropriate if the wall is allowed to yield (or move) a minimum of 0.001 times the wall height. For a non-yielding wall, at-rest pressures should be used. North County Development | 11 19583-00 January 20, 2022 A seismic increment of 6H in pounds per square foot (psf) (where H represents the wall height) should be applied as a uniform rectangular load over the height of the wall. Table 2 – Soil Equivalent Fluid Unit Weights for Walls Soil Type Parameter Equivalent Unit Weight Earth Pressure Coefficient, K Structural Fill ab Notes: a. Includes a factor of safety of 1.5. b. Use 325 pcf above the design ground water table (GWT) elevation and 175 pcf below the design GWT elevation. 6.5 Permanent Drainage 6.5.1 Foundation and Perimeter Wall Drainage We understand through conversations with Snohomish County PUD that all building foundations are planned to be founded near the surface of the site, several feet above static groundwater levels. Site soils are generally observed to be clean to slightly silty sands with high permeability (measured at up to 205 feet per day in infiltration tests). Based on this information, it is our opinion that perimeter footing drains are not required. Hart Crowser should verify subgrade conditions of all foundations during construction to confirm that subsurface soils appear suitable for drainage purposes. 6.5.2 Backfilled Walls Walls with soil backfilled on only one side will require drainage or must be designed for full hydrostatic pressure. We recommend the following: Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. Install drains behind any backfilled walls. The drains, with cleanouts, should consist of a minimum 4-inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of free-draining (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. If drains cannot be installed, inclusion of 1-inch-diameter or larger weep holes no more than 4 feet on-center at the base of site walls is also acceptable. 6.6 Structural Fill Structural fill is required for backfill in open cut and overexcavated areas, beneath footings, and behind retaining walls. The suitability of soil for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (the fraction passing the U.S. No. 200 mesh sieve) 12 | North County Development Buildings 19583-00 January 20, 2022 increases, soil becomes more sensitive to small changes in moisture. With more than about 5 percent fines (by weight), soil cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, if fill is to be placed during wet weather, we recommend using clean fill, that is, soil with a fines content (fraction passing the U.S. No. 200 mesh sieve) of 5 percent or less (by weight). Reuse of on-site soil as structural fill is acceptable if it is free of organic material and can be compacted to a dense condition. For structural fill placement and compaction, we recommend: Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small hand-operated compaction equipment is used to compact structural fill within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be no more than two- thirds of the loose lift thickness to allow full compaction of the soil surrounding the large particles. Compact structural fill that is beneath footings, behind walls, and within 2 feet of the bottom of pavement sections to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM) D1557 test procedure. Structural fill that is more than 2 feet below pavement sections, and within 2 feet of the back of subgrade walls should be compacted to at least 92 percent. Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. Generally, place structural fill only on dense and relatively unyielding subgrade (see Foundation Subgrade Preparation section). If subgrade areas are wet, clean material with at least 30 to 35 percent gravel content (material coarser than a U.S. No. 4 mesh sieve) may be needed to bridge moisture- sensitive subsoils. In some cases, clean crushed rock or quarry spalls may be needed to stabilize weak or wet subgrade soil. Where free-draining material is required, such as around drainage pipes, use a well-graded sand and gravel with less than 3 percent passing the U.S. No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material). Perform a representative number of in-place density tests to verify adequate compaction. A Hart Crowser or GeoTest representative should verify each structural fill lift and the subgrade area below it. Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. North County Development | 13 19583-00 January 20, 2022 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Site Preparation Site preparation for the project area may involve removal of pavement, stripping of any surface vegetation, and removal of other obstructions in the fill that may interfere with new construction. The following discussion highlights some important site preparation items. Remove all visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other deleterious materials from subgrade areas. We recommend all site grading, paving, and any utility trenching be conducted during relatively dry weather conditions. Proof roll with a heavy vibratory compactor or fully loaded dump truck to delineate soft or loose areas. It is important that these conditions be verified by a representative from Hart Crowser. Overexcavate and replace soft and loose, wet, or yielding soil with structural fill as described in Section 6.6. Existing Utilities. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required in addressing existing utilities. 7.2 Temporary Dewatering We expect that site excavations for planned buildings and associated site improvements will all remain above the static groundwater table. Temporary dewatering of these excavations will likely consist of sumps and trenches, as needed. If excavations are expected to extend below the groundwater table, temporary dewatering will be needed. Due to the high permeability of the site soils, dewatering below the static groundwater table is expected to produce a significant amount of water and use of pumps and sumps within open excavations may be difficult. If significant dewatering is expected, the Contractor should be made responsible for design, installation, and operation of an appropriate dewatering system to accommodate deeper excavations. 7.3 Temporary Open Cuts The stability and safety of cut slopes depends on a number of factors, including: Type and density of the soil; Presence and amount of any seepage; Depth of cut; 14 | North County Development Buildings 19583-00 January 20, 2022 Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc. and the magnitude of these surcharges; Duration of the open excavation; and Care and methods used by the contractor. The Occupational Safety and Health Administration (OSHA) generally classifies the native outwash soils at the site as Type C when they are above the groundwater table. We make the following recommendations regarding open cuts for Type C soils. The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). Protect the slope from erosion by using plastic sheeting. Limit the maximum duration of the open excavation to the shortest time period possible. Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. Flatter slopes and/or temporary shoring should be considered in areas with seepage, significant surcharge loads, and/or weaker subsurface soils (such as the Peat soils in the southern portion of the site). Temporary shoring systems are typically the responsibility of the contractor. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only be estimated prior to construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. All excavations should be made in accordance with all local, state, and federal safety requirements. 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES During the construction phase of the project, we recommend that Hart Crowser review contractor submittals and provide a representative to observe the following: Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; Utility installation; Placement and testing of compacted material; Proof rolling of subgrade prior to paving; and North County Development | 15 19583-00 January 20, 2022 Other geotechnical engineering, dewatering, and drainage considerations that may arise during the course of construction. The purpose of our observations is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. We understand that GeoTest will be retained by you to perform the bulk of geotechnical testing services (e.g., density testing). We recommend that we be consulted about which activities Hart Crowser should observe specifically and that GeoTest’s field reports be submitted to us for review as the engineer-of-record. 9.0 REFERENCES American Society of Civil Engineers 2017. “ASCE/SEI 7-16, Minimum design loads and associated criteria for buildings and other structures.” Cetin, K. O., Bulge H. T., Wu J., Kammerer A.M., and Seed R.B. 2009. “Probabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.” Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Boulanger R.W. and Idriss, I.M. 2014. CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. April 2014. Geologismiki, 2014. “CLiq”, computer program, Version 3.0.2.4. International Code Council 2017. 2018 International Building Code. Minard, James P. 1985. “Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington” Department of the Interior, U.S. Geological Survey. MF-1740. Washington State Department of Transportation, Geotechnical Design Manual M 46-03.12, July 2019. \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\2022_0120_HCHA_NorthCounty-GeotechnicalDesignReport_F.docx Do c u m e n t P a t h : \ \ s e a f s \ P r o j e c t s \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ G I S \ M G I S \ 1 9 5 8 3 0 0 - A A ( V M a p ) . m x d D a t e : 1 2 / 1 4 / 2 0 2 0 U s e r N a m e : e v i n f a i r c h i l d 0 2,000 4,0001,000 Feet Project Location Seattle WASHINGTON Oregon Arlington Idaho Canada Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community N Note: Feature locations are approximate. North County Development Arlington, Washington Vicinity Map 19583-00 12/20 Figure 1 UP TR A S H RE C Y C L E DUM P S T E R DUM P S T E R DUM P S T E R 4 FT HIGH DOCK 4 FTDOCK 4 FTDOCK 4 FTDOCK 4 FT DOCK w/2 FTREMOVABLE PLATFORM EV EV CANOPY(DAY 1) VA N EV EV UP P5P5P5 P4 P4 P5 P5 P5 P5 P3 P3 P4A P4A P4A P4A P4A P4 P4A P5 P4A P4A FUTURE COVEREDMATERIAL BINS(30'x70') 2100 SF B-12 B-13 B-14 CPT-1 B-7 B-10 B-11 CPT-7 CPT-9 CPT-10 CPT-8 CPT-11 CPT-12 CPT-13 CPT-14 CPT-15 CPT-16 CPT-17 CPT-2 CPT-3 CPT-4 CPT-5 CPT-6 TP-9 TP-10 TP-11 TP-12 TP-13 TP-14 TP-15 TP-16 TP-17 TP-18 TP-19 TP-20 TP-21 TP-22 TP-23 PIT-1 B-2 B-3 TP-1 TP-2 TP-3 TP-4 TP-5Undeveloped Office Building Warehouse Canopy Fuel Island Site Extent N 0 100 200 Scale in Feet Figure 19583-00 12/20 Arlington, Washington North County Development 2 Site and Exploration Plan Fi l e : L : \ N o t e b o o k s \ 1 9 5 8 3 0 0 _ S N O P U D _ O n - C a l l _ G e o t e c h _ C W 2 2 4 2 0 9 3 \ C A D \ 1 9 5 8 3 0 0 - 0 0 1 ( S P l a n ) . d w g L a y o u t : 1 1 x 1 7 - H D a t e : 1 2 - 1 5 - 2 0 2 0 A u t h o r : e r i c l i n d q u i s t Legend Cone Penetration Test (GeoEngineers 2020) Boring (GeoEngineers 2017) Cone Penetration Test (GeoEngineers 2017) PIT Test (GeoEngineers 2017) Test Pit (GeoEngineers 2017) Boring (GeoEngineers 2012) Test Pit (GeoEngineers 2012) CPT-7 B-7 CPT-7 PIT-1 TP-9 B-2 TP-1 19583-00 12/20 Figure North County Development Arlington, Washington Recommended MCER Surface Response 3 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response ASCE 7-16 Chapter 21 MCER Spectrum Site Class D Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Recommended MCER Surface Response 0.01 0.42 0.17 0.96 0.97 0.96 1.07 0.88 1.15 0.82 1.21 0.78 1.30 0.73 1.64 0.66 2.10 0.44 3.00 0.25 3.50 0.22 4.00 0.19 19583-00 January 20, 2022 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Distinct contact between soil strata Approximate contact between soil strata Contact between geologic units SYMBOLS TYPICAL DESCRIPTIONS GW GP SW SP SM FINE GRAINED SOILS SILTS AND CLAYS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50% RETAINED ON NO. 200 SIEVE MORE THAN 50% PASSING NO. 200 SIEVE GRAVEL AND GRAVELLY SOILS SC LIQUID LIMIT LESS THAN 50 (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) COARSE GRAINED SOILS MAJOR DIVISIONS GRAPH LETTER GM GC ML CL OL SILTS AND CLAYS SANDS WITH FINES SAND AND SANDY SOILS MH CH OH PT (LITTLE OR NO FINES) CLEAN SANDS GRAVELS WITH FINES CLEAN GRAVELS (LITTLE OR NO FINES) WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES WELL-GRADED SANDS, GRAVELLYSANDS POORLY-GRADED SANDS, GRAVELLYSAND SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAYMIXTURES INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS INORGANIC CLAYS OF HIGHPLASTICITY ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS SOIL CLASSIFICATION CHART MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES LIQUID LIMIT GREATER THAN 50 Figure A-1 Continuous Coring Bulk or grab Direct-Push Piston Shelby tube Standard Penetration Test (SPT) 2.4-inch I.D. split barrel Contact between soil of the same geologic unit Material Description Contact Graphic Log Contact NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. Groundwater Contact Key to Exploration Logs Sampler Symbol Descriptions ADDITIONAL MATERIAL SYMBOLS NS SS MS HS No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Sheen Classification SYMBOLS Asphalt Concrete Cement Concrete Crushed Rock/ Quarry Spalls Topsoil GRAPH LETTER AC CC SOD Sod/Forest Duff CR DESCRIPTIONS TYPICAL TS Laboratory / Field Tests %F %G AL CA CP CS DD DS HA MC MD Mohs OC PM PI PP SA TX UC VS Percent fines Percent gravel Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Dry density Direct shear Hydrometer analysis Moisture content Moisture content and dry density Mohs hardness scale Organic content Permeability or hydraulic conductivity Plasticity index Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. "P" indicates sampler pushed using the weight of the drill rig. "WOH" indicates sampler pushed using the weight of the hammer. Rev 02/2017 5 8 20 6 9 7 9 15 25 PH = 7.6 CEC = 0.9 meq/100 g Rough drilling 1 %F 2 MC, PH, CEC 3 SA 4 5 %F 6 7 %F 8 TS SP-SM SW-SM SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) (recessional outwash) Light brown fine to coarse sand with silt and gravel (dense, wet) Brown gray silty fine to coarse sand with gravel (medium dense, wet) Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 10 9 8 10 9 9 13 14 15 25 32 40 29 28 22 26 Notes: 7/24/2017 7/24/2017 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319354 424515 132.5 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 8 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 10 25 26 17 9 %F 10 11 %F 12 SM Becomes dense Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 9 12 12 13 25 35 29 31 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-12 (continued) North County Project Figure A-2 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 3 7 9 10 20 9 12 10 25 PH = 7.0 CEC = 1.6 meq/100 g Rough drilling from 13 to 25 feet 1 SA 2 MC, PH, CEC 3 SA 4 %F 5 6 7 SA 8 TS SP SP-SM SP-SM 6 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) Becomes brown and loose Brownish gray fine to medium sand with silt and gravel (medium dense, moist) Becomes wet Increased gravel content, cobbles Brownish gray fine to medium sand with silt (medium dense to dense, wet) 4 5 6 9 2 2 12 10 2 8 26 28 6 25 26 31 Notes: 7/25/2017 7/25/2017 101.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1319901 424392 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 9½ feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 9 10 9 5 7 22 23 23 35 28 9 %F 10 11 12 %F 13 %F 14 15 %F 16 17 %F SP-SM Brownish gray fine sand with silt (medium dense, wet) 10 11 0 10 10 10 10 10 13 26 23 29 21 26 19 19 22 22 Sheet 2 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 80 75 70 65 60 De p t h ( f e e t ) 35 40 45 50 55 60 65 70 75 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 18 19 20 21 22 SM/ML SM Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) Gray silty fine sand (medium dense, wet) Becomes dense 10 17 12 12 14 21 21 27 42 52 Sheet 3 of 3Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-13 (continued) North County Project Figure A-3 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 55 50 45 40 35 De p t h ( f e e t ) 80 85 90 95 100 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 6 13 7 9 14 8 10 23 24 PH = 7.2 CEC = 1.8 meq/100 g 1 %F 2 MC, PH, CEC 3 4 SA 5 6 %F 7 8 %F TS SP-SM SM SP-SM 6 inches topsoil with 3-inch root mass Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brownish gray silty fine to coarse sand with gravel (medium dense, wet) Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 10 12 10 12 6 11 12 13 10 18 30 38 28 20 23 33 Notes: 51.5 JQS HRP Holocene Drilling, Inc.Mud Rotary Truck-mounted BK 81Drilling EquipmentAutohammer 140 (lbs) / 30 (in) Drop WA State Plane North NAD83 (feet) 1320071 424399 134 NAVD88 Easting (X) Northing (Y) Surface Elevation (ft) Vertical Datum Drilled Start End Total Depth (ft) Logged By Checked By Hammer Data System Datum Driller Drilling Method Groundwater observed at 10 feet at time of exploration Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Sheet 1 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 130 125 120 115 110 105 100 De p t h ( f e e t ) 0 5 10 15 20 25 30 35 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 7 9 20 22 9 10 %F 11 12 %F 12 7 13 13 30 22 34 29 Sheet 2 of 2Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Boring B-14 (continued) North County Project Figure A-4 Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ G E O T E C H _ S T A N D A R D _ % F _ N O _ G W Fi n e s Co n t e n t ( % ) Mo i s t u r e Co n t e n t ( % ) REMARKS El e v a t i o n ( f e e t ) 95 90 85 De p t h ( f e e t ) 35 40 45 50 In t e r v a l Gr a p h i c L o g FIELD DATA Sa m p l e N a m e Te s t i n g Co l l e c t e d S a m p l e Gr o u p Cl a s s i f i c a t i o n MATERIAL DESCRIPTION Re c o v e r e d ( i n ) Bl o w s / f o o t 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brownish gray medium sand with occasional gravel (medium dense, moist) Increased gravel content Becomes gray Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 %F 2 SA 3 SA 4 4 6 4 Probe (P) = 2 inches P = 10 inches P = 6 inches P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at adepth of 4½ feet 11 3 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Pilot Infiltration Test PIT-1 North County Project Figure A-5 El e v a t i o n ( f e e t ) 131 130 129 128 127 126 125 124 123 122 121 120 119 De p t h ( f e e t ) 1 2 3 4 5 6 7 8 9 10 11 12 13 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2½ and 10 feet (moderate) 7/27/2017 13 JQS HRP 132 NAVD88 1319247 424380 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Orange-brown fine to medium sand with silt and gravel (medium dense, moist) (recessional outwash) Gray-brown fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 MC 2 SA 3 5 5 Probed (P) = 4 inches P = 6 inches P = 6 inches P = 6 inches 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-9 North County Project Figure A-6 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1318964 424367 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (medium dense, moist) Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Becomes grayish brown with occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 5 3 Probe (P) = 3 inches P = 3 inches P = 3 inches P = 3 inches 15 1 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-10 North County Project Figure A-7 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319160 424627 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 MC 2 %F 3CBR 4 4 2 2 Probe (P) = 6 inches P = 6 inches P = 8 inches P = 4 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-11 North County Project Figure A-8 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319366 424607 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown silty fine to medium sand with occasional gravel (loose, moist) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 SA 2%F 3 11 2 Probe (P) = 12 inches P = 6 inches P = 6 inches P = 5 inches 14 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-12 North County Project Figure A-9 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132.5 NAVD88 1319336 424416 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 3 3 Probe (P) = 12 inches P = 12 inches P = 6 to 8 inches P = 6 to 8 inches 5 5 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-13 North County Project Figure A-10 El e v a t i o n ( f e e t ) 131 130 129 128 127 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 132 NAVD88 1319472 424354 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) Gray-brown fine to coarse sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP SW 1 %F 2 %F 3 7 2 Probe (P) = 8 inches P = 6 inches P = 8 inches P = 6 inches 16 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-14 North County Project Figure A-11 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 133.5 NAVD88 1319602 424578 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP 1 SA 2 %F 3 MC 7 2 3 Probe (P) = 6 inches P = 8 inches P = 8 inches P = 6 inches 17 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-15 North County Project Figure A-12 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1319611 424406 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 3-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1MC 2 %F 3 7 5 Probe (P) = 6 inches P = 6 inches P = 6 inches P = 6 inches 11 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-16 North County Project Figure A-13 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135.5 NAVD88 1319687 424486 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light brown fine to medium sand with silt and occasional gravel (loose to medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with occasional gravel (loose, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 %F 3 4 8 4 Probe (P) = 6 inches P = 10 inches P = 8 inches P = 16 inches 14 7 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-17 North County Project Figure A-14 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1319833 424339 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (medium dense, moist) Light orange-brown fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP-SM SP 1 2 %F 3 MC 4 3 Probe (P) = 5 inches P = 6 inches P = 8 inches 8 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-18 North County Project Figure A-15 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1319977 424526 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Brown silty fine to medium sand with occasional gravel (loose, moist) Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 %F 2 %F 3 7 3 Probe (P) = 8 inches P = 10 inches P = 10 inches 18 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-19 North County Project Figure A-16 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320151 424510 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 3-inch root mass Light orange-brown sand with silt and occasional gravel (loose, moist) (recessional outwash) Brown-gray fine to medium sand with gravel (loose to medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 %F 2 MC 3 MC 7 4 2 Probe (P) = 14 inches P = 10 inches P = 12 inches P = 6 inches 18 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-20 North County Project Figure A-17 El e v a t i o n ( f e e t ) 133 132 131 130 129 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 134 NAVD88 1320158 424357 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 2-inch root mass Gray-brown medium sand with gravel (loose, moist) (recessional outwash) Becomes medium dense with cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP SP 1 MC 2 SA 3 5 2 Probe (P) = 2 inches P = 10 inches P = 10 inches P = 6 inches 2 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-21 North County Project Figure A-18 El e v a t i o n ( f e e t ) 135 134 133 132 131 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 136 NAVD88 1320311 424781 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 4 inches topsoil with root mass Light brown medium to coarse sand with gravel (loose to medium dense, moist) (recessional outwash) Occasional cobbles Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP1 2 SA 3 2 Probe (P) = 6 inches P = 10 inches P = 4 inches P = 6 inches 3 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-22 North County Project Figure A-19 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320363 424567 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown fine to medium sand with silt and occasional gravel (loose, moist) (recessional outwash) Gray fine to medium sand with gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SP-SM SP 1 2 %F 3 5 Probe (P) = 16 inches P = 12 inches P = 8 inches 12 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (±17 ft), Vertical approximated based on estimate from Topographic Map Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-23 North County Project Figure A-20 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320339 424320 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 6 inches topsoil with 4-inch root mass Orange-brown silty fine sand with occasional gravel (medium dense, moist) (recessional outwash) Brownish gray fine to medium sand with occasional gravel (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 5 Probe (P) = 8 inches P = 6 inches P = 3 inches P = 5 inches 15 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-24 North County Project Figure A-21 El e v a t i o n ( f e e t ) 132 131 130 129 128 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 133 NAVD88 1320475 424364 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed 8 inches topsoil with 4-inch root mass Light orange-brown silty fine to medium sand with occasional gravel (medium dense, moist) (recessional outwash) Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. TS SM SP 1 2 %F 3 %F 7 2 Probe (P) = 6 inches P = 6 inches P = 3 inches 29 4 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Da t e : 1 0 / 3 0 / 1 7 P a t h : W : \ P R O J E C T S \ 0 \ 0 4 8 2 0 5 1 \ G I N T \ 0 4 8 2 0 5 1 0 3 . G P J D B L i b r a r y / L i b r a r y : G E O E N G I N E E R S _ D F _ S T D _ U S _ 2 0 1 7 . G L B / G E I 8 _ T E S T P I T _ 1 P _ G E O T E C _ % F Sheet 1 of 1Project Number: Project Location: Project: Arlington, Washington 0482-051-03 Log of Test Pit TP-25 North County Project Figure A-22 El e v a t i o n ( f e e t ) 134 133 132 131 130 De p t h ( f e e t ) 1 2 3 4 5 Te s t i n g S a m p l e Gr a p h i c L o g SAMPLE MATERIAL DESCRIPTION Gr o u p Cl a s s i f i c a t i o n Sa m p l e N a m e Te s t i n g Mo i s t u r e Co n t e n t ( % ) REMARKS Fi n e s Co n t e n t ( % ) Date Excavated Surface Elevation (ft) Vertical Datum Coordinate System Horizontal Datum Easting (X) Northing (Y) Total Depth (ft)Checked By Logged By Excavator Equipment Observed at time of excavation Caving observed at 2 to 3 feet (moderate) 7/27/2017 5 JQS HRP 135 NAVD88 1320477 424466 Komatsu PC 120 Kelly's Excavating WA State Plane North NAD83 (feet) Groundwater not observed GeoEngineers Operator: Brown Sounding: CPT-01 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 12:53:36 PM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-01 Depth 3.77ft Ref* Arrival 8.05mS Velocity* Depth 10.17ft Ref 3.77ft Arrival 17.73mS Velocity 603.23ft/S Depth 16.90ft Ref 10.17ft Arrival 24.33mS Velocity 996.13ft/S Depth 23.29ft Ref 16.90ft Arrival 30.51mS Velocity 1026.32ft/S Depth 30.02ft Ref 23.29ft Arrival 36.91mS Velocity 1044.01ft/S Depth 36.25ft Ref 30.02ft Arrival 43.12mS Velocity 1000.06ft/S Depth 42.81ft Ref 36.25ft Arrival 49.25mS Velocity 1067.27ft/S Depth 49.38ft Ref 42.81ft Arrival 55.74mS Velocity 1010.09ft/S Depth 55.94ft Ref 49.38ft Arrival 61.99mS Velocity 1048.43ft/S Depth 62.34ft Ref 55.94ft Arrival 68.39mS Velocity 997.58ft/S Depth 69.06ft Ref 62.34ft Arrival 74.37mS Velocity 1124.38ft/S Depth 75.46ft Ref 69.06ft Arrival 81.24mS Velocity 929.91ft/S Depth 82.02ft Ref 75.46ft Arrival 87.57mS Velocity 1036.31ft/S Depth 88.58ft Ref 82.02ft Arrival 94.33mS Velocity 970.51ft/S Depth 95.14ft Ref 88.58ft Arrival 101.79mS Velocity 879.11ft/S 0 20 40 60 80 100 120 140 160 Depth 100.23ft Ref 95.14ft Arrival 106.44mS Velocity 1093.59ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-02 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 11:22:30 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-03 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 10:03:34 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-04 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 10:54:48 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 HOLE NUMBER: CPT-04 Depth 3.61ft Ref* Arrival 8.71mS Velocity* Depth 10.33ft Ref 3.61ft Arrival 18.75mS Velocity 610.84ft/S Depth 16.90ft Ref 10.33ft Arrival 25.15mS Velocity 1001.81ft/S Depth 23.29ft Ref 16.90ft Arrival 31.17mS Velocity 1052.98ft/S Depth 29.86ft Ref 23.29ft Arrival 37.15mS Velocity 1091.74ft/S Depth 36.25ft Ref 29.86ft Arrival 43.43mS Velocity 1013.61ft/S Depth 42.98ft Ref 36.25ft Arrival 49.29mS Velocity 1145.01ft/S Depth 49.38ft Ref 42.98ft Arrival 55.47mS Velocity 1034.71ft/S Depth 55.94ft Ref 49.38ft Arrival 61.83mS Velocity 1029.13ft/S Depth 62.50ft Ref 55.94ft Arrival 67.96mS Velocity 1068.78ft/S Depth 69.06ft Ref 62.50ft Arrival 73.94mS Velocity 1096.96ft/S Depth 75.46ft Ref 69.06ft Arrival 79.76mS Velocity 1098.42ft/S Depth 82.19ft Ref 75.46ft Arrival 86.01mS Velocity 1075.49ft/S Depth 88.58ft Ref 82.19ft Arrival 92.49mS Velocity 986.15ft/S Depth 95.14ft Ref 88.58ft Arrival 96.75mS Velocity 1540.46ft/S 0 20 40 60 80 100 120 140 160 Depth 100.07ft Ref 95.14ft Arrival 102.57mS Velocity 845.23ft/S Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown Sounding: CPT-05 Cone Used: DDG1369 CPT Date/Time: 7/25/2017 8:34:21 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 GeoEngineers Operator: Brown Sounding: CPT-06 Cone Used: DDG1369 CPT Date/Time: 7/24/2017 9:16:56 AM Location: Arlington Site Development Job Number: 0482-051-03 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qc TSF 50000 10 20 30 40 50 60 70 80 90 100 Depth (ft) Pore Pressure Pw PSI 50-20 Friction Ratio Fs/Qc (%) 40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 CPT-07 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 8:30:15 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-08 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 12:40:20 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-09 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 8:23:57 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-10 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 9:56:18 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 180 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-11 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 9:57:17 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-12 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 11:36:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.217 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-13 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/21/2020 1:18:04 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-14 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 11:14:50 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-15 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: On Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/22/2020 2:12:26 PM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-16 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: 15 ft North of 20' Marked Stake OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 10:31:34 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 CPT-17 CPT CONTRACTOR: In Situ Engineering CUSTOMER: GeoEngineers INC LOCATION: Arlington JOB NUMBER: 000482-051-04 COMMENT: North County Development COMMENT: @ 22 ft (btw 20'&25'Stakes) OPERATOR: Okbay CONE ID: DDG1263 TEST DATE: 9/23/2020 8:45:00 AM PREDRILL: 0 ft BACKFILL: 20% Grout & Bentonite Chips SURFACE PATCH: None TOTAL DEPTH: 80.381 ft Depth (ft) Tip COR (tsf) 0 5000 10 20 30 40 50 60 70 80 Sleeve Stress (tsf) 05 F.Ratio (%) 0 4 Pore Pressure (psi) -20 50 SBT FR (RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT (blows/ft) 0 60 19593-00 January 20, 2022 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-12 B-13 B-13 B-13 7½ 2½ 7½ 25 Fine to coarse sand with silt and gravel (SW-SM) Fine to medium sand with occasional gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Fine to medium sand with silt (SP-SM) Symbol Moisture (%) 9 20 12 25 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -1 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , Wa s h i n g t o n 0482-051-03 Date Exported: 10/31/17 Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-14 Pit-1 Pit-1 TP-9 10 4 8 2 Silty fine to coarse sand with gravel (SM) Medium sand with occasional gravel (SP) Medium sand with gravel (SP) Fine to medium sand with silt and gravel (SP-SM) Symbol Moisture (%) 10 6 4 5 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -2 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 PE R C E N T P A S S I N G B Y W E I G H T GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description TP-12 TP-15 TP-21 TP-22 ½ ½ 2 2 Silty fine to medium sand with occasional gravel (SM) Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) Medium to coarse sand with gravel (SP) Symbol Moisture (%) 11 7 2 2 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4” Fi g u r e B -3 Si e v e A n a l y s i s R e s u l t s No r t h C o u n t y P r o j e c t Ar l i n g t o n , W a s h i n g t o n Note:This report may not be reproduced,except in full, without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations, or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0482-051-03 Date Exported: 10/31/17 19583-00 January 20, 2022 APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 4 Groundwater Levels (2017) North County Project Arlington, Washington 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r D e p t h B e l o w G r o u n a d S u r f a c e ( f e e t ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 Da i l y P r e c i p i t a t i o n ( i n c h e s ) Gr o u n d w a t e r E l e v a t i o n ( f e e t N A V D 8 8 ) Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Notes: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Figure 5 Groundwater Levels (2012 –2017) North County Project Arlington, Washington 04 8 2 -05 1 -0 3 Da t e E x p o r t e d : 10 / 3 1 / 1 7 19583-00 January 20, 2022 APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) REPORT ON THE MICROTREMORS ARRAY MEASUREMENTS AT ARLINGTON, WA OYO Corporation, Pacific 919 Pale San Vitores Rd., Tumon Guam 96913, U.S.A. Table of contents 1. Outline ………………………………………………………………………...1 1.1 Investigation sites …………………………………………………………….....1 1.2 Amount of measurements …………………………………..……………….....1 1.3 Array configuration …………………………………………………………….....1 1.4 Date of data acquisition …………………………………..……………….....2 1.5 Person in charge …………………..………………………..……………….....2 2. Methodology ………………………………………………………………………...5 3. Instrumentation ..……………………………………………………………...7 4. Data acquisition ..……………………………………………………………...9 5. Analysis ..……………………………………………………………...............11 5.1 Pre-processing ..…………………………………………………………….11 5.2 Spatial autocorrelation …………………………………..………………...11 5.3 Initial model ………....…………………………………………………………….13 5.4 Inversion………...…....…………………………………………………………….13 6. Investigation result ..…………………………………………………………….16 6.1 Huddle test ………....…………………………………………………………….16 6.2 Amplitude spectra …………………………………………..……………….....17 6.3 Spatial autocorrelation ..…………………………………………………...18 6.4 Dispersion curve ..……………………………………………..……………...18 6.5 Analysis results ..……………………………………………..……………...28 1 1. Outline OYO Corporation, Pacific conducted microtremor array measurements at Arlington, WA. The purpose of the geophysical investigation is the estimation of S-wave velocity profiles down to a depth of 300 feet. This report summarizes the methodology, instrumentation, data acquisition, analysis and results. 1.1 Investigation sites Figures 1.1 shows the investigation site. 1.2 Amount of measurements Table 1.1 summarizes the number and the investigation depth of measurements. Table 1.1 Amount of measurements Measurements Number of arrays Investigation depth (feet) Microtremor array measurements 7 300 1.3 Array configuration Table 1.2 summarizes the size of arrays and Figure 1.2 shows the configuration of the arrays. Table 1.2 Size of arrays Array Investigation depth (feet) Array size (feet) Min. and Max. separation (feet) Number of receivers Number of separations A 300 300 43.3 to 300.0 10 9 B 300 300 43.3 to 300.0 10 9 C 300 300 43.3 to 300.0 10 9 D 300 300 43.3 to 300.0 10 9 E 300 300 43.3 to 300.0 10 9 F 300 300 43.3 to 300.0 10 9 G 300 300 43.3 to 300.0 10 9 Total - - - 70 - 2 1.4 Date of data acquisition Data acquisition was performed on the dates and times shown in Table 1.3. All data acquisition was conducted in the nighttime. Table 1.3 Date and time of data acquisition. Date of acquisition Time of acquisition Jul. 28, 2017 8:00 am to 4:00 pm 1.5 Person in charge Koichi Hayashi, Ph.D., Geophysicist khayashi@geometrics.com OYO Corporation 2190 Fortune Drive San Jose, CA, 95131 Tel : 408-954-0522 Fax : 408-954-0902 3 Figure 1.1 Site of investigation Investigation site 17910 59th Ave NE, Arlington, WA 98223 4 Figure 1.2 Configuration of arrays. 5 2. Methodology A surface wave (Rayleigh wave) is an elastic wave propagating along the ground surface and its energy concentrates near the ground surface. Propagation velocity of the surface wave strongly depends on S-wave velocity of the ground. If subsurface S-wave velocity varies with depth, propagating velocity also varies with its frequency or its wavelength. This character is called dispersion. Sub-surface S-wave velocity structure can be estimated by analysis of dispersion of the surface waves. A surface wave method is a geophysical exploration in which sub-surface S-wave velocity structure is estimated from the dispersion character of the surface waves. Figure 2.1 shows a schematic diagram of the surface wave method. Recently, the surface wave methods using active sources, such as a sledgehammer or a weight drop, have been applied to the delineation of shallow S-wave velocity structures. However, it is difficult to generate low-frequency surface waves using active sources. So delineating S-wave velocity structure deeper than a depth of 20 m (60 feet) is unreliable with active surface sources alone. In order to solve the problem, passive surface wave methods using microtremors have been developed. Figure 2.1 Schematic diagram of surface-wave method. 6 The earth’s surface is always vibrating weakly. These vibrations are called ambient noise or microtremors. The microtremors are generated by the various sources, such as winds, ocean waves at the seashore, traffic noises, heavy machinery factories and household appliances. Because the microtremors are generated by sources on the ground surface, the microtremors mainly consist of surface-waves, and the vertical motion of the microtremors can be considered as Rayleigh weaves. Therefore, it is reasonable that the dispersion curve of the vertical motion of the microtremors is the dispersion curve of Rayleigh waves and the sub-surface S-wave velocity structure can be estimated by analyzing dispersion character of the microtremors. Figure 2.2 shows a schematic diagram of the surface wave methods using microtremors. We will use the term “microtremor array measurements” to refer to the surface wave methods using microtremors or ambient noises. Figure 2.2 Schematic diagram of microtremor array measurements. 7 3. Instrumentation Ten seismographs (Atom) made by Geometrics and ten vertical component of geophones with 2 Hz of natural frequency made by Sunfull were used for data acquisition. The seismographs include a GPS clock so that all seismographs can be synchronized in any distance without cables. Figure 3.1 shows the Atom and geophone. Their main specifications are shown in Table 3.1. Figure 3.1 Seismograph Atom (right) and geophone (left) used in data acquisition. 8 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph (Atom) 10 Geometrics Preamp gain 0db, 12db, 24db, 36db Distortion < 0.0001 % Data storage 4GB Frequency response 0.2 – 200Hz Dynamic range 124 dB (measured) A/D converter 24 bits Sampling time 0.25, 0.5, 1, 2, 4 msec Dimension 142×140×102 mm Weight Approx. 1.6 kg 9 4. Data acquisition Figure 4.1 and Table 4.1 show shape and size of array used in the measurements . At each array, ten pairs of seismograph and geophone were used and 11 ~ 31 minutes of the vertical component of microtremors were recorded with a 4 msec of sampling interval. Data acquisition for all measurements took several hours. Table 4.1 Shape and size of array used in the measurements. Array Array shape Array size (feet) Sensor spacing (feet) Number of sensors Data length (min.) A Equilateral triangle 300 43.3 to 300.0 10 27 B Equilateral triangle 300 43.3 to 300.0 10 31 C Equilateral triangle 300 43.3 to 300.0 10 11 D Equilateral triangle 300 43.3 to 300.0 10 30 E Equilateral triangle 300 43.3 to 300.0 10 31 F Equilateral triangle 300 43.3 to 300.0 10 31 G Equilateral triangle 300 43.3 to 300.0 10 31 Total - - - 70 192 10 Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. Seismograph and geophone Array size (300 feet) 11 5. Analysis Recorded microtremor data was analyzed in terms of a Spatial Autocorrelation (SPAC) method. Data processing is summarized as follows and its flow is shown in Figure 5.1. 5.1 Pre-processing Recorded vertical component of microtremor data is divided into several time blocks that overlapped. Each block consists of 16384 samples for a total length of 65.536 seconds. An example of a microtremor data block is shown in Figure 5.2. Several blocks including non-stationary noises such as moving vehicles were rejected and not processed. 5.2 Spatial autocorrelation A FFT is applied to each block to transform the time domain waveform data to the frequency domain. Coherence was first calculated for each block and then coherences of all blocks were averaged. The coherence (COH) is calculated by equation 5.1. ,,,, ,,,,yyxxACyxAC rCCrCOH (5.1) Figure 5.2 Example of microtremor data. ID 12 cosrx sinry Where, x and y is locations of seismographs, r is a distance between two seismographs, is an angular frequency, CC and AC are a cross-correlation and an autocorrelation of microtremors recorded by two seismographs respectively. Ten to one hundred blocks are averaged for calculating the final coherences. If the coherences are averaged over many blocks or long time, it can be considered as the Spatial Autocorrelation (SPAC) and expressed by Bessel function as shown by equation 5.2. Figure 5.3 shows example of SPAC. rcJdrCOH 0 2 0 ,, (5.2) Where c() is phase velocity of microtremors, J0 is the first kind of Bessel function. A phase velocity can be determined at each frequency so that the difference between both sides of equation 5.2 was minimized. This series of phase velocities defines a dispersion curve. Figure 5.4 shows an example of a dispersion curve. Figure 5.3 Example of spatial autocorrelations. 13 5.3 Initial model Initial models for inversions are created by a simple wavelength transformation (Xia et al., 1999) in which wavelength calculated from phase velocity and frequency is divided by three and plotted at depth. 5.4 Inversion A non-linear least squares method and/or a Genetic Algorithm is used for optimizing the model. The number of layers is fixed as 16 and only S-wave velocities are changed throughout the inversion. Density is automatically changed based on empirical relationships (Ludwig et al., 1970). P-wave velocity above ground water level is the double of S-wave velocity and beneath the ground water level is automatically changed based on empirical relationship (Kitsunezaki at al., 1999). Ground water level is set to a depth of 10 feet based on drilling information near the investigation site. Theoretical dispersion curves are calculated by a matrix method (Saito and Kabasawa, 1993). The iterative process changes the S-wave velocities until a good fit is obtained between the observed phase and calculated phase velocities. Figure 5.5 shows an example of an inverted S-wave velocity model. Figure 5.4 Example of a dispersion curve. 0 200 400 600 800 1000 1200 1400 1600 1800 2000 0.1 1 10 Ph a s e -ve l o c i t y ( m / s e c ) Frequency (Hz) 14 Kitsunezaki. C. ,N. Goto, Y. Kobayashi., T. Ikawa, M. Horike, T. Saito, T. Kurota, K. Yamane, and K. Okuzumi, 1990. Estimation of P- and S- wave velocities in deep soil deposits for evaluating ground vibrations in earthquake. Sizen-saigai-kagaku. 9-3,1-17 (in Japanese). Ludwig, W. J., Nafe, J.E., and Drake, C.L., 1970. Seismic refraction, in the Sea vol. 4, part1. Wiley-interscience, 53-84. Saito, M. and Kabasawa, H., 1993. Computation of reflectivity and surface wave dispersion curves for layered media 2. Rayleigh wave calculations. Butsuri-tansa. 46, 283-298, (in Japanese). Xia, j., Miller, R. D. and Park, C. B., 1999. Estimation of near-surface shear-wave velocity by inversion of Rayleigh waves. Geophysics. 64, 691-700. Figure 5.5 Example of inverted S-wave velocity model. 0 50 100 150 200 250 300 350 400 450 500 0 100 200 300 400 500 600 700 800 900 1000 De p t h ( m ) S-wave velocity (m/sec) 15 Recorded microtremors Observed dispersion curve Initial model Theoretical dispersion curve Comparison of observed and theoretical dispersion curves Converged? Update model Yes No Analysis result (1D S-wave velocity model) Spatial autocorrelation Coherence Wave length transformation Divided block data Figure 5.1 Processing flow. 16 6. Investigation result 6.1 Huddle test In order to evaluate the minimum frequency that can be used for analysis, a test known a huddle test was conducted. All seismographs are placed at same place and simultaneous measurements are performed. The coherences between a pair of seismograph are then computed. Figure 6.1 shows the example of coherences calculated from microtremor data recorded in the huddle test. The coherence is larger than 0.9 in a frequency range between 1.5 and 50 Hz and it implies that phase velocities can be obtained in a frequency range between 1.5 and 50 Hz. Figure 6.1 Example of coherences between two seismographs. 17 6.2 Amplitude spectra Figure 6.2 shows the vertical component of amplitude spectra. The seismographs are geophones (velocity meter) with natural frequency of 2 Hz so that the amplitude of microtremors decreases in the frequency lower than 2 Hz. There is vague peak at 3~4 in the amplitude spectra. Figure 6.2 Example of amplitude spectra. 18 6.3 Spatial autocorrelation Figures 6.3 to 6.9 show the spatial autocorrelations (SPAC) of each array. Coherences look like Bessel function in all arrays. Coherences decrease in the frequency lower than 1.5 Hz and it indicates that the phase velocity can be determined down to a frequency of 1.5 Hz. There is a slight difference between coherences of the arrays E, F and other arrays. A frequency of short distance coherences at the arrays E and F is slightly higher than that of other arrays. For example, coherence with a distance of 43 feet is 0 at a frequency of 7 Hz at arrays E and F. On the contrary, it is 0 at a frequency of 8 Hz at other arrays. It indicates that the high frequency phase velocities of the arrays E and F are slightly lower than one of other arrays. 6.4 Dispersion curve Figures 6.10 to 6.16 show phase velocity images in frequency domain calculated from the SPAC. In the figure, difference of color indicates difference of error between observed coherences and theoretical Bessel functions shown in equation 5.2. Blue color indicates small error and red color indicates large error. Red dots show phase velocities that give minimum difference between both sides of equation 5.2. Dispersion curve is determined between frequency ranges of 1.5 to 30 Hz at all arrays. Like coherences mentioned before, there is a slight difference between phase velocity images of arrays E, F and other arrays. The phase velocities at the E- and F-arrays are slightly lower than one of other arrays at high frequency range. It indicates that the S-wave velocity at the E- and F-arrays is slightly lower than that of other arrays in shallow depth. Figure 6.17 shows the comparison of observed dispersion curves. In a frequency range between 1.5 to 4 Hz, phase velocities of F- and G-arrays are slightly higher than one of other arrays. In a frequency range between 15 to 30 Hz, the phase velocities of E- and F-arrays are slightly lower than one of other arrays. 19 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 20 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 21 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 22 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 23 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 24 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 25 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 26 Figure 6.17 Comparison of observed dispersion curves 27 6.5 Analysis results Figures 6.18 to 6.31 show comparisons of observed and theoretical dispersion curves and inverted velocity models respectively. In the inversion, observed phase velocities (shown as white circles with a red line in Figures 6.18, 20, 22, 24, 26, 28 and 30) were compared with averaged (effective) phase velocities taking account of higher modes (shown as yellow circles). We can see that observed ant theoretical phase velocities agree very well. Green circles on velocity models (Figures 6.19, 21, 23, 25, 27, 29 and 31) are wavelength divided by three used for constructing initial velocity modes and they imply approximate depth of investigation. Maximum depths of 1/3 wave length are about 300 feet at all arrays. It indicates that the data contains the information down to at least a depth of 300 feet. Figure 6.32 shows a comparison of analyzed S-wave velocity (Vs) models. Figure 6.33 shows the locations of borings at the site and microtremor arrays. Figure 6.34 shows a comparison of blow counts obtained by borings at the site and S-wave velocity models obtained by microtremor array measurements. Both blow counts and S-wave velocities rapidly increase with depth shallower than 10 feet and almost constant in a depth range between 10 and 90 feet. We can say that the S-wave velocity models obtained by the microtremor array measurements are generally consistent with the boring log. The results of investigation can be summarized as follows: S-wave velocity (Vs) at the site is basically increasing with depth. There is no big horizontal velocity change. Vs models consist of three layers. 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. In deep depth (> 200 feet), Vs is slightly increasing from west to east. Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 28 Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. Site class is D at all arrays. Obtained S-wave velocities, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class are summarized in Table 6.1. 29 Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). Velocity Amplitude Average (effective) Fundamental 1st 2nd Observed 30 Figure 6.19 Analyzed S-wave velocity model (A-array). 31 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 32 Figure 6.21 Analyzed S-wave velocity model (B-array). 33 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 34 Figure 6.23 Analyzed S-wave velocity model (C-array). 35 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 36 Figure 6.25 Analyzed S-wave velocity model (D-array). 37 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 38 Figure 6.27 Analyzed S-wave velocity model (E-array). 39 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 40 Figure 6.29 Analyzed S-wave velocity model (F-array). 41 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 42 Figure 6.31 Analyzed S-wave velocity model (G-array). 43 Figure 6.32 Comparison of analyzed velocity model. 44 Figure 6.33 Location borings and microtremor arrays. B-2 B-3 B-12 B-13 B-14 45 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 46 Table 6.1 S-wave velocity, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class of the sites. Depth (feet) S-wave velocity (feet/sec) top bottom A-array B-array C-array D-array E-array F-array G-array 0.0 4.5 733.2 756.4 646.5 698.0 678.2 589.1 609.8 4.5 10.0 747.1 743.1 683.8 764.9 703.8 698.1 725.7 10.0 23.1 892.9 822.1 882.6 791.7 790.7 790.5 883.4 23.1 37.1 947.5 937.3 891.5 916.2 928.1 951.9 895.4 37.1 52.7 927.9 971.1 979.4 989.4 936.7 924.6 943.0 52.7 70.1 939.9 978.1 997.0 976.5 967.6 988.3 956.3 70.1 89.0 937.7 967.2 1031.5 1014.5 938.8 990.6 981.4 89.0 109.6 945.4 989.6 1003.6 1026.0 930.1 987.7 959.0 109.6 131.9 950.8 988.6 991.6 1041.5 950.8 1017.1 972.3 131.9 155.8 1010.8 993.8 1034.8 1044.3 1005.9 1039.7 1019.0 155.8 181.3 1065.4 1099.4 1083.5 1076.5 1127.9 1113.4 1128.8 181.3 208.5 1134.9 1206.6 1222.9 1162.8 1271.7 1176.9 1274.1 208.5 237.4 1256.1 1277.0 1338.5 1364.3 1324.5 1405.5 1412.7 237.4 267.9 1423.6 1424.7 1457.5 1427.0 1456.8 1548.6 1547.1 267.9 364.3 1585.1 1583.6 1597.8 1598.9 1687.7 1725.5 1712.6 364.3 - 1585.1 1608.7 1739.7 1724.6 1687.7 1751.5 1777.0 AVS 100 feet (feet/sec) 908.6 919.7 924.1 922.5 887.3 896.9 901.8 Site class D D D D D D D 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis This appendix presents the procedures used to develop our recommended site-specific design response spectrum for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. This appendix was prepared by Luke Kevan, PE, and Joseph Harmon, PhD, PE. 1.0 Introduction This appendix includes documentation and results from our seismic site response analysis for the proposed North County development project. The location of the project is shown in Figure 1 of the main body of this report. Our scope of services for the seismic site response analysis included: Development of a subsurface profile based on a geophysics survey and available soil information from Cone Penetration Tests (CPT), soil borings, and test pits, for use in site-specific ground response analyses; Determination of a code-based response spectrum, assessment of source contributions to site- specific hazard, selection of a suite of ground motions to represent source contributions, and performing a probabilistic seismic hazard analysis (PSHA); Ground response analyses using the selected suite of ground motions; Development of the site-specific response spectrum based on the results of ground response analyses and code provisions from American Society of Civil Engineers (ASCE) 7-16; and Producing this appendix. This appendix contains the following sections: 1.0 Introduction; 2.0 Site and Subsurface Conditions; 3.0 Seismic Basis of Design; 4.0 Site-Specific Response Analysis; and 5.0 References. Figures and attached tables follow the report text. The geophysics survey documenting the site shear wave velocity performed by OYO Corporation, Pacific is provided in Appendix D of the main geotechnical report. North County Development Buildings | E-2 19583-00 January 20, 2022 2.0 Site and Subsurface Conditions The project site is a rectangular parcel of approximately 25.6 acres in size. It is located in southern Arlington, Washington, just to the east of the southern tip of the airport. This site is bounded by 59th Avenue NE to the West, a railroad to the east, and industrially developed properties to the north and south. The site is relatively flat with ground surface elevations in the area of planned improvements varying between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Our understanding of the subsurface is based on our review of the available geotechnical explorations at the site, our previous experience in the area, and published regional geologic maps. In the main body of this report, we reference two geotechnical engineering reports from GeoEngineers dated December 29, 2017, and February 6, 2019. In these reports, GeoEngineers documents several explorations across the site including 14 borings (B-1 through B-14), 6 cone penetration tests (CPT-1 through CPT-6), and 25 test pits (TP-1 through TP-25). Microtremor Array Measurements (MAM) were additionally conducted by OYO Corporation, Pacific to measure the shear wave velocity (VS) to a depth of 360 feet at the project site. The geophysical survey is in Appendix D of the main report. GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. The soil conditions inferred from the borings include approximately 2 to 5 feet of silty sand overlying a 20- to 40-foot-thick upper crust of dense sand. The upper crust of dense sand is underlain by looser medium dense sand that extends to depths of 75 feet to 100 feet below the ground surface (bgs). The shear wave velocity data from the geophysical survey indicates that the on-site sandy soils observed in the soil borings generally have a VS less than 1,000 feet per second to depths of about 130 feet. From 130 feet bgs to 200 feet bgs, the VS is between 1,000 and 1,200 feet per second. The VS then increases to a maximum of about 1,750 feet per second at a depth of 360 feet bgs. The groundwater table in this seismic study was conservatively estimated to be approximately 5 feet bgs, based on the available explorations from previous studies. 3.0 Seismic Basis of Design 3.1 Standards and Codes It is our understanding that the current design limitations and requirements included in this appendix are as presented in the 2015 Washington State Building Code, which is the State of Washington’s adoption of the 2015 International Building Code (IBC 2015), which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). However, we understand that the State of Washington will be adopting the 2018 International Building Code (IBC 2018) in February of 2021, which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-16). As such, the seismic design criteria used in this study generally follow the procedures given in ASCE 7-16. The geotechnical basis of the soil parameters North County Development Buildings | E-3 19583-00 January 20, 2022 for this project is ASCE 7-16 or other widely accepted references used where the ASCE 7-16 does not provide specific recommendations. The basis of design for these codes is nominally a 2,475-year (2 percent probability of exceedance in 50 years) return period hazard, referred to as the maximum considered earthquake (MCE). This spectrum, when adjusted for risk and peak direction hazard becomes the risk-adjusted maximum considered earthquake (MCER). The code-based spectra used in this study are calculated using four input parameters: Site Class, SS, S1, and peak ground acceleration (PGA), which are discussed in the following sections. 3.2 Site Class and VS30 The time-averaged shear wave velocity was determined using the shear wave velocities measured by OYO Corporation, Pacific as reported in the previous GeoEngineers reports and using equation 20.4-1 of ASCE 7-16. The time-averaged shear wave velocity in the top 100 feet (30 meters) of the project site (VS30), as calculated from the measured shear wave velocity, is approximately 918 feet per second (280 meters per second), which is consistent with a Site Class D designation. Based on our review of the exploration and testing data, soils in the area of the project site are liquefiable. Therefore, the site is classified as Site Class F. We understand the proposed buildings will have fundamental periods of less than 0.5 second and, therefore, do not require a site response analysis or site-specific response spectrum following the procedures outlined in ASCE 7-16 Section 11.4.8 and Chapter 21. However, Section 11.4.8 of ASCE 7-16 also states that “It shall be permitted to perform a site response analysis in accordance with Section 21.1 and/or a ground motion analysis in accordance with Section 21.2 to determine ground motions for any structure,” and at the request of Snohomish County PUD a site response analysis was conducted for these structures. 3.3 ASCE 7-16 Code-Based Spectral Parameters For a Site Class D location where a site response analysis is performed, ASCE 7-16 Section 21.3 specifies that a minimum design spectrum of 80 percent of the spectral response acceleration (Sa) as determined in accordance with Section 11.4.6 is imposed on the results of site-specific response analyses. Design- level response spectra are 2/3 of the MCER spectrum. Spectra presented in this appendix generally correspond to the MCER hazard level, unless otherwise noted. The parameters used for the minimum design spectrum (i.e., the Section 21.3 code-based response spectrum) for the project location are provided in Table E1. These are not recommended for use in design. The procedures and results of the site-specific ground response analysis, including the site response analysis for the project site, are discussed in the following sections and should be used for design. The extent and timing of liquefaction onset is not explicitly controlled in the ground response analyses conducted for this property, and the peak loads from an earthquake may occur before onset of liquefaction at some locations of the project site. This effect is considered in the recommendations for design surface spectra by evaluating both the surface response spectrum for the liquefied and non- North County Development Buildings | E-4 19583-00 January 20, 2022 liquefied conditions at the site. Details about the site response analyses and the use of the site response analyses in the development of a design response spectrum for the project site are discussed in more detail below. Table E1 – Code-Based Spectral Acceleration Response Parameters (Not recommended for use in design) Parameter Spectral Parameters a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 Fv 1.93c Notes: a. Site is located at (Latitude 48.156099, Longitude -122.147440). b. These and additional seismic parameters were obtained from: https://earthquake.usgs.gov/ws/designmaps/asce7- 16.json?latitude=48.156099&longitude=-122.147440&riskCategory=III&siteClass=D&title=SNOPUD c. This value is taken from Table 11.4-2 of ASCE 7-16. 4.0 Site-Specific Response Analysis 4.1 Analysis Methodology We conducted a series of site response analyses for the project site to establish a design response spectrum for the proposed building. We followed the provisions in ASCE 7-16 Chapter 21 and the procedure generally involves the following: Defining a target outcrop response spectrum for the seismic hazard at the site; Selecting and scaling ground motions compatible with the target hazard response spectrum; Defining dynamic soil properties and characterizing a representative soil profile for the project site; and Evaluating analysis results to produce a design spectrum recommendation. Each of the steps in the development of the site response analysis are discussed in this appendix. Site response analyses for the project were performed on a one-dimensional (1D) soil column over an elastic half-space. The half-space allows the downward traveling waves to be partially transmitted through the half-space boundary to continue traveling downward. The analyses model the effects of North County Development Buildings | E-5 19583-00 January 20, 2022 cyclic loading on soil stiffness and damping of the 1D soil profile and assumed boundary condition. Base ground motion time series are input as outcropping motions to the 1D soil column. The DEEPSOIL platform (Hashash et al. 2016) was used to perform the site response analyses. Total stress, effective stress, and equivalent linear site response analyses were conducted for this site. Total and effective stress analyses are nonlinear time domain analyses that model the soil behavior at each time step of an analysis. A “total stress” site response analysis does not include the effects of excess porewater pressure generation (e.g., liquefaction) on the cyclic behavior of the soil. An “effective stress” analysis adds these excess porewater pressure generation effects to the soil models used in a total stress analysis. The effective stress parameters generally reduce soil stiffness in the model. An equivalent linear analysis is a classical simplified analysis that assumes a constant dynamic shear modulus during analysis to approximate nonlinear soil behavior. Due to the uncertainties and limitations associated with effective stress analyses and the lack of site- specific cyclic loading data to calibrate the onset of liquefaction at the site, the recommended spectrum presented later in this report was developed considering the total stress, effective stress, and equivalent linear results. 4.2 Structure Description From information provided by Snohomish County, the natural periods of the on-site structures are less than 0.45 second. The period range of interest for a structure per ASCE 7-16 is from 0.2T to 2.0T, where T is the period of the structure. The period range of interest is considered to be approximately 0 to 1.0 second for the analyses presented in this report. 4.3 Input Earthquake Ground Motions 4.3.1 Regional Seismic Hazard Western Washington sits at the contact between two large crustal tectonic plates. The Juan de Fuca Plate forms the floor of the Pacific Ocean off the coast of the northwestern United States and moves northeastward from its spreading ridge boundary with the Pacific Plate at an average rate of about 1.5 inches per year. As it converges with continental North America, the Juan de Fuca Plate dips below (or “subducts”) beneath the North American Plate, forming a shallow, eastward-dipping contact interface. This boundary is known as the Cascadia Subduction Zone (CSZ) and is responsible for the seismicity in the western Washington region, producing earthquakes associated with three types of source zones: subduction interface, subduction intraslab, and crustal (Figure E1). Subduction Interface Sources. The displacement caused by the subduction of the Juan de Fuca Plate below the North American Plate does not generally manifest as slip between the two plates; rather, it is absorbed by compression of the North American Plate at the interface at relatively shallow depths. This compression, based on geologic and historical evidence, is released every 500 to 600 years, on average, in the form of magnitude-8 to -9 earthquakes, the last such event occurring in 1700. Characteristics of this type of earthquake may include very large ground accelerations, shaking durations in excess of North County Development Buildings | E-6 19583-00 January 20, 2022 two minutes, and particularly strong long-period ground motions, which may affect tall and long-period structures. Subduction Intraslab Sources. A deeper zone of seismicity is associated with a steeper bending of the Juan de Fuca Plate and the breaking of the plate under its own weight below the Puget Sound region. This region, termed the Benioff Zone, produces intraslab earthquakes at depths of 40 to 70 kilometers. Such past events in western Washington include the 1949 Puget Sound, 1965 Olympia, and 2001 Nisqually Earthquakes. The 2001 Nisqually earthquake occurred approximately 40 miles from the project site. Deep intraslab earthquakes tend to be felt over larger areas than shallower crustal events, and generally lack significant aftershocks. Crustal Sources. Fault trenching and seismic records in the North Puget Sound area clearly indicate several shallow zones of crustal seismicity. The primary crustal faults of interest are unspecified gridded crustal sources near the project site. These sources are areas that have shown historic seismicity, however, there are not clear maps of the faults and folds associated with these sources. Also, the project is approximately 18 miles north of the Southern Whidbey Island Fault System (SWIF). The extent and characteristics of the SWIF are not well known, but recent LIDAR imaging, fault trenching, and geologic mapping have characterized the SWIF as an approximately 5- to 10-kilometer-wide zone of relatively steep, northeast-dipping faults, which can generate up to magnitude-7.4 events. The North County Development Buildings | E-7 19583-00 January 20, 2022 northwest-trending SWIF extends about 100 kilometers from about 5 kilometers northwest of Redmond to the eastern extent of the Strait of Juan de Fuca. Everett Sedimentary Basin. Our site is located near the edge of the Everett Sedimentary Basin (Figure E2). Sedimentary basins are significant in that they can amplify ground motions. In our opinion, the project site does not need to be considered a “within” basin location. We form this opinion based on the following: The site is located on the edge of the Everett Basin where only about 1 to 2 kilometers of sediment appears to be present above crystalline bedrock, which is similar to non-basin areas. North County Development Buildings | E-8 19583-00 January 20, 2022 The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. No codes or city guidance require consideration of the Everett Basin. Amplification for the Seattle Basin will not be in national codes until ASCE 7-22 and IBC 2024. We are not aware of any plans to include the Everett Basin in national codes. 4.3.2 Site-Specific Response Spectra An outcrop MCER response spectrum was developed using a PSHA for a VS30 value of 1,600 feet per second (488 meters per second) corresponding to the half-space VS condition at the base of the soil profile. The outcrop MCER spectrum is used as the target spectrum for ground motion selection and scaling. The PSHA framework and results are presented in the following sections. 4.3.2.1 Hart Crowser PSHA Our site-specific PSHA was performed using the HAZ45 software. The seismic hazard model contains seismic source geometries and recurrence models developed based on the 2014 U.S. Geological Survey (USGS) National Seismic Hazard Model, as described in U.S. Geological Survey (USGS) Open-File report 2014-1091 (Petersen et al. 2014). The source file used for the analysis includes source models for known faults (such as the Seattle and Southern Whidbey Island Fault Zones), gridded crustal seismicity, and the Cascadia Subduction Zone. Our HAZ45 source model was validated against the USGS 2014 National Hazard Maps for grid points in the Pacific Northwest, including Seattle. The Hart Crowser PSHA logic tree contains ground motion models (GMMs) and weights, which generally follow the logic tree structure used in the 2014 USGS National Seismic Hazard Maps. The development of the GMM logic tree involved close investigation of the individual GMMs and weights used in the 2014 USGS National Seismic Hazard Maps to formulate an appropriate logic tree. The GMMs and weights used are presented in Tables E2 through E4. Table E2 – GMMs and Relative Weights for Crustal Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Abrahamson et al. NGA-West2 (2014) ASK14 0.22 0.25 Boore et al. NGA-West2 (2014) BSSA14 0.22 0.25 Campbell and Bozorgnia NGA-West2 (2014) CB14 0.22 0.25 Chiou and Youngs NGA-West2 (2014) CY14 0.22 0.25 Idriss NGA-West2 (2014) I14 0.12 - North County Development Buildings | E-9 19583-00 January 20, 2022 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela Atkinson and Boore (2003) Cascadia a,b AB03_C 0.1667 0.1667 c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. This Atkinson and Boore (2003) model includes erratum documented in Atkinson and Boore (2008). c. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. Table E4 – GMMs and Relative Weights for Subduction Interface Sources Ground Motion Model (GMM) GMM Abbreviation 2014 USGS Hart Crowser Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 b b d c Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. c. Atkinson and Macias (2009) model was not used in our PSHA d. The BC Hydro Subduction GMM has been updated in our analysis. The 2012 version was used in the 2014 hazard maps, and our PSHA used the 2018 version. The site-specific PSHA GMM logic tree incorporated the following modifications to the 2014 USGS logic tree: Removed the Idriss NGA-West2 GMM. The Idriss GMM includes significantly fewer input parameters and is, in general, less sophisticated than the other NGA-West2 GMMs. USGS gave this GMM only a 12 percent weight compared to 22 percent to the other NGA-West2 equations. We omitted the Idriss model from our logic tree weighting scheme. Updated BC Hydro Model. The BC Hydro Subduction GMM has been updated and we used the 2018 version. The BC Hydro 2012 model was used in the development of the USGS 2014 maps. Certain GMMs are only applicable for the period ranges for which they were developed. The Atkinson and Boore (2003) models and the Zhao et al. (2006) model were developed up to periods of 3 and North County Development Buildings | E-10 19583-00 January 20, 2022 5 seconds, respectively. At longer periods, the weighting scheme was altered from that summarized in Tables E3 and E4 to exclude the inapplicable models, and to preserve the relative weights between the remaining GMMs. We understand this methodology is consistent with that used by USGS to develop their National Seismic Hazard Maps. 4.3.2.2 MCER Response Spectrum Modification for Targeted Risk The MCE hazard is risk-adjusted to achieve a 1 percent probability of collapse in 50 years. We calculated the risk coefficients using ASCE 7-16 Section 21.2.1.2, by using an iterative integration procedure that combines the probability of exceedance of a given spectral acceleration with a lognormal probability density function representing the probability of collapse for that particular spectral acceleration (also known as a fragility curve). The risk coefficients were calculated using a MATLAB script obtained from USGS and were determined using a lognormal standard deviation of 0.6. The resulting risk coefficients are about 5 percent lower than the coefficient values from the alternative approach in ASCE 7-16 Section 21.2.1.1, which uses a higher standard deviation of 0.8. The input to the MATLAB script consisted of seismic hazard curves at each period (i.e., annual exceedance frequency versus spectral acceleration), which were obtained from the PSHA. The primary outputs of the script are the MCER and 2 percent in 50-year uniform hazard response spectra. The risk coefficients, which the MATLAB script also computes, are simply the ratio of these two response spectra. These coefficients are listed in Table E5 (attached). 4.3.2.3 MCER Response Spectrum Modification for Maximum Component The results of the PSHA are geometric mean uniform hazard response spectra. The calculated spectral accelerations are orientation-independent, geometric mean horizontal components of the ground motions. However, the maximum spectral acceleration over all orientations (known as the maximum component or peak directional accelerations) is a more significant parameter for structural design (NEHRP 2009). In order to develop the maximum component spectrum, the geometric mean response spectrum obtained from the PSHA was adjusted by period-dependent factors that relate maximum component to geometric mean spectral accelerations. We used the scale factors from Shahi and Baker (2013) to develop the MCER. These factors are shown in Table E5 (attached). 4.3.3 Site-Specific Hazard Contributions The PSHA was computed for VS30 conditions of 1,600 feet per second (488 meters per second). The 1,600 feet per second VS30 condition was selected to be representative of a half-space condition below the project site and is the condition used for the selection of ground motions and calculation of site amplification. The 918 feet per second VS30 condition was used to evaluate the relative contribution of hazard from seismic sources to the total hazard at the project site. The deaggregated hazard of the period range of interest from 0.1 to 1.0 second was used to evaluate the mean percent contribution of the three seismic sources to the hazard at the site, as summarized in Table E6. North County Development Buildings | E-11 19583-00 January 20, 2022 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Source Types Percent Contribution Number of Motions Epsilon Mw Rrup Subduction Interface 21 1.5 9.0 128.4 2 Subduction Intraslab 17 1.9 7.1 84.5 2 Shallow Crustal 62 1.4 6.6 19.0 4 Note: Deaggregated values of Epsilon, Mw and Rrup were averaged from the deaggregation results at 0.1, 0.6, 0.7, and 1.0 second. The MCER response spectra developed for the outcrop condition are shown on Figure E3. The MCER response spectrum for the outcrop is shown with the Site Class C code-based spectrum and the geometric mean MCE spectrum for comparison. 4.3.4 Ground Motion Selection For the 2,475-year return period, a suite of eight single-component ground motions that represent an equivalent outcropping condition was selected for input to the 1D site response analyses. The ground motions were selected based on the following criteria: Spectral shape, with respect to the target uniform hazard spectrum (UHS); Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); Moment magnitude and source-to-site distance; and Recording station geology. The PSHA deaggregation data were analyzed to obtain the percent contribution to each hazard level from subduction interface, subduction intraslab, and shallow crustal earthquake sources (Table E6). Potential candidate ground motions were selected based on identifying an initial scaling factor that minimized the mean-squared error between the ground motion response spectra and the target UHS in the period range of interest. The selected ground motions are described in Table E7 (attached) and their response spectra are shown in Figure E4. 4.4 Soil Properties 4.4.1 Representative Soil Profile A representative 1D soil profile for use in the site response analyses was developed using available site investigation information and regional geology. The soil conditions for the profile used for site response analyses were generalized for eight major layers above the half-space. These layers are associated with different soil types and shear wave velocity characteristics. The depth and thickness of the seven major layers for the profile are summarized in Table E8. North County Development Buildings | E-12 19583-00 January 20, 2022 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth (feet) VS Range (feet per Major Soil Type USCS Symbol Generalized Soil Conditions 0 to 5 (5) 589 to 765 SM Surficial Silty Sand – loose to medium dense silty SM, SP, SP-SM Upper Sand – dense sand CL, SW Till – very hard clay and very dense sand with varying amounts of cobbles and boulders. Note: Till not encountered in any of the historical explorations, and the presence of till is determined based on the increase in shear wave velocity and available geologic maps (Minard, 1985). 4.4.2 Shear Wave Velocity The VS profile for the site response analyses is based on shear wave velocity measurement for the project site. A MAM survey was conducted by OYO Corporation, Pacific at the site. This VS profile was used for the site response analyses. The VS measurements are provided in Figure E5. 4.4.3 Total Stress Nonlinear Soil Properties The nonlinear shear modulus reduction (G/Gmax) and damping curves are assigned to the analysis profile based on soil type and in situ effective stress. Empirical correlations for soil G/Gmax modulus reduction and damping with shear strain are used to generate the total stress nonlinear soil behavior for model layers, which is then fit to a hyperbolic soil model. The selection of the soil model and correlations for the nonlinear soil curves are presented in the following sections. The nonlinear time domain site response analyses conducted in our investigation were either “total stress” analyses or “effective stress” analyses. A total stress analysis does not consider the effects of porewater pressure generation from cyclic loading of the soil. An effective stress analysis includes these effects as additional model parameters to a total stress analysis. 4.4.3.1 Soil Models The General Quadratic/Hyperbolic (GQ/H) soil model (Groholski et al. 2016) with Modulus Reduction Factor (MRDF, Phillips and Hashash 2009) is selected for use. The GQ/H model is a strength-controlled soil model that uses an asymptote to bound model behavior such that the shear strength of the soil never exceeds the asymptote. GQ/H modeling parameters are fit to the small-strain region of the G/Gmax curve to capture the initial onset of nonlinearity with shear strain in the soil and the large-strain region of the curve is controlled by a specified soil strength. The MRDF is an additional component of the model fit which reduces the size of unload-reload hysteretic loops relative to Masing (1926) behavior. North County Development Buildings | E-13 19583-00 January 20, 2022 The MRDF model parameters do not affect the soil backbone behavior of the GQ/H model and are fit to the hysteretic damping over all strain ranges. The GQ/H model also has a formulation which includes shear modulus degradation from excess porewater pressure generation, and the same model parameters in the total stress analyses are used in the effective stress analyses. 4.4.3.2 Small-Strain Damping The small strain damping, Dmin, can be estimated from laboratory curves as an intercept of the hysteric damping curve at 0 percent shear strain (as is the case with the Darendeli (2001) correlations used in this study), or from field recordings of ground motions at a site. Damping values measured in the laboratory are typically lower than those observed in the field, since the damping measured in a soil sample does not include wave scattering effects. These analyses use values of Dmin as estimated by the Darendeli (2001) correlations without adjustment. For this analysis, the estimation from laboratory curves is likely conservative as periods less than 1 second are typically most influenced by the small- strain damping. The computed Dmin of the soil profile ranges from 2.0 percent at the ground surface to 0.5 percent at depth. 4.4.3.3 Empirical G/Gmax and Damping curves The GQ/H model is fit to empirical correlations for G/Gmax and damping curves. Because the GQ/H model uses shear strength as an input parameter, empirical correlations which do not consider the implied shear strength of the G/Gmax curve (i.e., the shear stress-strain behavior resulting from the combination of VS and the empirical G/Gmax curve) are more readily usable. The empirical G/Gmax and damping correlations used in the development of the nonlinear soil curves are presented in Table E9. Table E9 – Nonlinear Curve Soil Index Properties Depth Range (feet) Empirical Model Unit Weight (pcfa) Friction Angle (degrees) 0 to 5 (5) Darendeli (2001) Sand Note: a. pcf = pounds per cubic foot The material properties presented in Table E9, above, are generally consistent with the soil properties reported in Section 2 of this Appendix, the regional geology, and our experience in the project area. North County Development Buildings | E-14 19583-00 January 20, 2022 The Darendeli (2001) correlations are mean stress dependent. The mean stress of the soil layers was computed from the at-rest lateral earth pressure, K0, by 𝐾𝐾0 =(1 −sin(ϕ))OCRsin(ϕ) where ϕ is the soil friction angle and OCR is the over-consolidation ratio. For all granular soil layers, the OCR was taken as unity, which collapses the above relationship to the commonly used Jaky (1948) relationship for K0. Excessive softening and base isolation effects can occur when modeling thin soil layers near surface under very low effective stresses with just a friction angle. To address this, a minimum strength of 150 psf was added to the thin soil layer at the ground surface. A summary of the resulting shear strength is shown in Figure E6, along with the implied shear strength computed from the VS, GQ/H curve fit and density of each soil layer for a 10 percent shear strain condition as DEEPSOIL curve fitting results. 4.4.4 Effective Stress Nonlinear Soil Properties Effective stress soil parameters are the model parameters that govern the rate of excess porewater pressure generation during an analysis and how much that excess porewater pressure reduces the stiffness of the soil through modulus degradation. The Matasovic and Vucetic (1995) model for sand and low-plasticity silt was selected for use with all soil layers where positive excess porewater pressures are expected. The model parameters, based on Matasovic (1993) porewater pressure generation, are typically determined by fitting model behavior to cyclic undrained lab test data. The selected effective stress model parameters are shown in Table E10. Table E10 – Analysis Profile Effective Stress Parameters Depth Range Soil Type Reference 5 to 270 feet SM, SP, SP-SM (Upper Sand; Lower Sand) Vucetic and Dobry (1989) 1 1a 1.05 b b 0.02 Notes: a. In the original reference, 2 is used. b. Computed for each model soil layer with correlations listed in Carlton (2014). A material model based on literature values for similar soil was considered for the soil types encountered at the project site. As the soil across the site is fairly uniform, the effective stress porewater pressure parameters of the Heber Road Site Sand PB from Vucetic and Dobry (1989) were used as a basis for the determination of the parameters of the site. Values for F and s were determined using functions determined by Carlton (2014). The function for determining F is based on shear wave velocity and the function for determining s is based on fines content. The reference effective stress model parameters are shown in Table E10. The parameters v, p, F, and s are curve-fitting parameters, North County Development Buildings | E-15 19583-00 January 20, 2022 and γ is a threshold shear strain below which porewater pressure generation does not occur in the model. 4.5 Surface Response Spectra The interpretation of analysis results and development of the recommended spectrum are detailed in the following sections. 4.5.1 Analysis Results 1D site response analyses were conducted on the representative soil profile described above. The selected input earthquake motions were applied to the base of the soil column and were propagated upward through the soil column. The response of the soil column is characterized by the spectral acceleration at the ground surface, which accounts for any amplification or de-amplification of the outcropping motions by the soil column. The site effect (i.e., amplification or de-amplification by the soil column) is usually represented by an amplification factor, defined as the spectral ratio between the surface and base response spectra. For the analyses conducted in this study, the linearly averaged amplification factor from all eight ground motions was computed and multiplied by the base response spectrum to generate a surface response. This surface spectrum is referred to as amplified outcrop response spectrum and is consistent with the procedures in ASCE 7-16 Chapter 21.1.3. The surface spectrum was then taken as the maximum value of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs. These surface spectra for the equivalent liner, non- linear total stress, and non-linear effective stress analyses along with the average of the surface response spectra can be found in Figures E7 through E9. A comparison of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs is presented in Figure E13. The total stress and effective stress analyses conducted for all periods show de-amplification effects at periods less than approximately 1 second at the ground surface and amplification at periods greater than approximately 1 second (Figures E10 through E12) except at periods between 0.3 and 0.4 second for the total stress analysis where some ground motions show amplification effects and others show de- amplification effects. The average amplification factor between these periods for the total stress analysis is about 1. The equivalent linear analysis showed de-amplification effects up to a period of about 0.6 second, and amplification effects after 0.6 second. The low surface responses at short periods are generally driven by the strain and resulting hysteretic damping that occurred in the loose to medium dense sand layers (Figures E14 through E16). In the effective stress analyses, larger strains were generated in the model as pore pressures were generated in the medium dense sand layers, resulting in further cyclic softening of the soil. 4.5.2 Recommended Response Spectra We developed the recommended design spectrum considering the results from the total and effective stress analyses, the equivalent linear analysis, and comparison to the code-based spectra. Both the non- North County Development Buildings | E-16 19583-00 January 20, 2022 liquefied (total stress analysis) and liquefied (effective stress analysis) response spectra are shown with the code-based spectra for comparison, in Figure 3 in the main body of this report. The recommended surface response spectrum is also shown in Figure 3 of the main body of this report. The recommended spectrum accounts for the reduction from the site-specific analyses at short periods compared to the Site Class D spectrum and the site-specific amplification effects at some longer periods. The recommended surface spectrum satisfies the minimum bound requirement of ASCE 7-16 that the surface spectrum should not be lower than the 80 percent of the Class D code-based spectrum as modified by Chapter 21. The recommended design earthquake spectrum is computed as 2/3 of the MCER spectrum. Tabular values of the recommended spectra are provided in Table E11, as well as in Table 1 of the geotechnical report. Table E11 – Recommended Surface Response Spectra Period (seconds) Recommended MCER Spectrum Recommended Design Earthquake Spectrum 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Spectrum SDS = 0.60 g, per Section 21.4 of ASCE 7-16 b. Recommended Design Spectrum SD1 = 0.72 g, per Section 21.4 of ASCE 7-16 North County Development Buildings | E-17 19583-00 January 20, 2022 5.0 References ASCE 7-16 2017. American Society of Civil Engineers. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. American Society of Civil Engineers. Abrahamson, N.A., N. Kuehn, Z Gulerce, N. Gregor, Y. Bozorgnia, G. Parker, J. Stewart, B. Chiou, I. M. Idriss, K. Campbell, R. Youngs 2018. Update of the BC Hydro Subduction Ground-Motion Model using the NGA- Subduction Dataset; Pacific Earthquake Engineering Research Center Report 2018/02. Abrahamson, N.A., Silva, W.J., and R. Kamai 2014. Summary of the ASK14 ground-motion relation for active crustal regions; Earthquake Spectra, Vol. 30, No. 3, August 2014. Atkinson, G.M., and D.M. Boore 2003. Empirical ground-motion relations for the subduction-zone earthquakes and their applicability to Cascadia and other regions; Bulletin of the Seismological Society of America, v. 93, p. 1,703-1,729. Atkinson, G. M., and D. M. Boore 2008. Erratum: Empirical ground-motion relations for subduction zone earthquakes and their application to Cascadia and other regions, Bull. Seism. Soc. Am. 98, 2567-2569. Boore, D.M, Stewart, J.P., Seyhan, Emel, and G.A. Atkinson 2014. NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra Vol. 30, No. 3, August 2014. Boore, David. M. Jonathan P. Stewart, Emel Seyhan, Gail M. Atkinson 2013. “NGA-West2 Equations for Predicting Response Spectral Accelerations for Shallow Crustal earthquakes.” Pacific Earthquake Engineering Center 2013/05. May 2013. Brocher, Thomas M., Parsons, T., Blakely, R.J., Christensen, N.I., Fisher, M. A., Wells, R.E, and the SHIPS Working Group 2001. “Upper Crustal Structure in Puget Lowland, Washington: Results from the 1998 Seismic Hazards Investigation in Puget Sound.” Journal of Geophysical Research, Volume 106, NO. B7, Pages 13, 541-13, 564, July 10, 2001. Campbell, K.W. and Y. Bozorgnia 2014. NGA-West2 Ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Carlton, B. 2014. “An Improved Description of the Seismic Response of Sites with High Plasticity Soils, Organic Clays, and Deep Soft Soil Deposits.” PhD Thesis. University of California, Berkeley. Chiou, B.S.J. and R.R. Youngs 2014. Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Consortium of Organizations for Strong Motion Observation Systems (COSMOS) 2017. Strong Motion Virtual Data Center available: http://www.strongmotioncenter.org. North County Development Buildings | E-18 19583-00 January 20, 2022 Darendeli, M. B. 2001. Development of a New Family of Normalized Modulus Reduction and Material Damping Curves, Department of Civil, Architectural and Environmental Engineering, The University of Texas, Austin, Texas. GeoEngineers 2017. Geotechnical Engineering Services – North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Groholski, D., Hashash, Y., Kim, B., Musgrove, M., Harmon, J., and Stewart, J. 2016. "Simplified Model for Small-Strain Nonlinearity and Strength in 1D Seismic Site Response Analysis." J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001496, 04016042. Hashash, Y.M.A., Musgrove, M.I., Harmon, J.A., Groholski, D.R., Phillips, C.A., and Park, D. 2016 “DEEPSOIL 6.1, User Manual”. Urbana, IL, Board of Trustees of University of Illinois at Urbana- Champaign. Idriss, I.M. 2014. An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes; Earthquake Spectra, Vol. 30, No. 3, August 2014. Jaky, J. 1948. "Pressure in silos." ICSMFE, London 1: 103-107. Masing G. Eignespannungen und verfestigung beim messing. In: Second International Congress on Applied Mechanics, Zurich, Switzerland, 1926, pp. 332–335. Matasovic, N. and Vucetic, M. 1995. Generalized Cyclic Degradation-Pore Pressure Generation Model for Clays. Journal of Geotechnical Engineering, ASCE, Vol. 121, No. 1, pp. 33-42. Matasovic, Neven, and M. Vucetic 1993. "Cyclic Characterization of Liquefiable Sands," ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 119, No. 11, pp 1805-1822. Minard, J.P., 1985, Geologic map of the Arlington Wes 7.5 minute quadrangle, Snohomish County, Washington: U.S. Geological survey, Miscellaneous Field Studies Map MF-1740, Scale 1:24,000. NOAA (2017). Earthquake Strong Motion Data Catalog. https://www.ngdc.noaa.gov/hazard/smcat.shtml. PEER (2015). NGA-West2 Database – Shallow Crustal Earthquakes in Active Tectonic Regimes. Pacific Earthquake Engineering Research Center. http://ngawest2.berkeley.edu/. Petersen et al. 2014. Documentation for the 2014 Update of the United States National Seismic Hazard Maps. Open-File Report 2014-1091. Phillips, C. and Y. M. A. Hashash 2009. "Damping formulation for non-linear 1D site response analyses." Soil Dynamics and Earthquake Engineering, 29(7): Pages 1143-1158. Vucetic, M and R. Dobry 1989. Cyclic Triaxial Strain Controlled Testing of Liquefiable Sands. Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, pp. 475-485. North County Development Buildings | E-19 19583-00 January 20, 2022 Zhao, J.X., et al. 2006. Attenuation relations of strong motion in Japan using site classification based on predominant period; Bulletin of the Seismological Society of America, v. 96, p. 898-913. Attached Tables and Figures: Table E5: Development of Outcrop MCER spectrum Table E7: Characteristics of Selected Ground Motions for Site Response Analysis Figure E3: SNOPUD Rock Outcrop Spectra Figure E4: Response Spectra of Scaled Outcrop Input Ground Motions of MCER Hazard Figure E5: Shear Wave Velocity Profile for Site Response Analysis Figure E6: Assumed Shear Strength Profile Figure E7: DEEPSOIL Total Stress Surface Response Figure E8: DEEPSOIL Equivalent Linear Surface Response Figure E9: DEEPSOIL Effective Stress Surface Response Figure E10: Amplification Factors – Total Stress Analysis Figure E11: Amplification Factors – Equivalent Linear Analysis Figure E12: Amplification Factors – Effective Stress Analysis Figure E13: Rock Outcrop, Amplified and Computed Spectra Figure E14: Maximum Shear Strain – Total Stress Analysis Figure E15: Maximum Shear Strain – Equivalent Linear Analysis Figure E16: Maximum Shear Strain and Porewater Pressure – Effective Stress Analysis \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\Attachments\Appendix E\2022_0120_Appendix E Site Response Analysis.docx Table E5 - Development of Rock Outcrop MCER Response Spectrum Period (s) Hart Crowser PSHA Site- Specific (Vs30 = 1,600 ft/s) 2,475-year Response Spectrum (g)1 (Geometric Mean) Risk Coefficients (ASCE 7-16 Method 2)2 Maximum Component Factor (Shahi and Baker 2013) Calculated MCER Response Spectrum (g) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C (g) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum3 0.01 0.559 0.927 1.19 0.616 0.590 0.616 0.1 1.172 0.925 1.19 1.290 1.263 1.290 0.2 1.388 0.927 1.21 1.557 1.263 1.557 0.3 1.225 0.922 1.22 1.378 1.263 1.378 0.4 1.033 0.918 1.23 1.166 1.263 1.166 0.5 0.879 0.914 1.23 0.989 1.126 0.989 0.6 0.751 0.914 1.23 0.846 0.938 0.846 0.7 0.665 0.910 1.24 0.750 0.804 0.750 0.8 0.596 0.907 1.24 0.670 0.704 0.670 0.9 0.534 0.907 1.24 0.600 0.626 0.600 1 0.486 0.904 1.24 0.545 0.563 0.545 1.5 0.320 0.900 1.24 0.357 0.375 0.357 2 0.232 0.897 1.24 0.258 0.282 0.258 3 0.137 0.892 1.25 0.152 0.188 0.152 4 0.091 0.889 1.26 0.101 0.141 0.113 5 0.062 0.888 1.26 0.069 0.113 0.090 6 0.047 0.889 1.27 0.053 0.094 0.075 7 0.036 0.891 1.28 0.042 0.069 0.055 8 0.030 0.892 1.28 0.034 0.053 0.042 9 0.025 0.889 1.29 0.029 0.042 0.033 10 0.021 0.892 1.29 0.024 0.034 0.027 1.Highlighted Values were obtained from Hart Crowser's PSHA. 2.Risk coefficients based on the site class B/C boundary were obtained at each period using a Matlab routine provided to us by USGS. 3.The calculated MCER is the product of the Hart Crowser PSHA site-specific response spectrum, risk coefficients, and maximum component factors. Fault Rupture Epicentral Hypocentral 1 1989 Loma Prieta, California Anderson Dam (Downstream)6.9 20.3 26.6 31.8 489 10 Shallow - Crustal Reverse Oblique RSN739_LOMAP_AN D250 2.64 2 1989 Loma Prieta, California Coyote Lake Dam - Southwest Abutment 6.9 20.3 30.8 35.4 561 6 Shallow - Crustal Reverse Oblique 195 3.89 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse RSN4031_SANSIME O_36695090 1.56 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 -16.9 27.0 650 27 Shallow - Crustal Reverse RSN133FRIULI.B_B- SRO000 3.10 5 2001 El Salvador OBS 7.6 --109 --Subduction - Intraslab OBS_090 1.77 6 2001 Olympia, Washington OLY49 6.9 --74.7 --Subduction - Intraslab OLY49_086 2.85 7 2011 Tohoku, Japan TCG001 9.0 91.9 277.0 254.0 486 66.6 Subduction - Interface TCG001_EW 1.73 9 2010 Offshore Bio-Bio, Chile ME 8.8 -362.0 ---Subduction - Interface ME_EW 3.87 VS30 (m/s) Max. Useable Perioda,b,c (s) Fault Mechanism Component Name Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Notes: Interface records were downloaded as either corrected or uncorrected accelerograms. Uncorrected accelerograms were baseline-corrected and filtered using a high-pass Butterworth filter with a lower bound frequency of 0.02 Hz. Crustal records were downloaded as corrected accelerograms from the NGA-West2 database. Scale Factor HC Record ID Earthquake Recording Station Magnitude 19583-00 12/2020 Figure North County Development Arlington, Washington Rock Outcrop Spectra E3 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 1 2 3 Sp e c t r a l A c c e l e r a t i o n ( g ) Period (s) ASCE 7-16 Code-Based MCER Response Spectrum Site Class C HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) PSHA Spectrum (Geometric Mean) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop Spectrum 19583-00 20-Dec Figure North County Development Arlington, Washington Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard E4 0 0.5 1 1.5 2 2.5 0.01 0.1 1 5% D a m p e d S p e c t r a l A c c e l e r a t i o n ( g ) Period (s) TCG001_EW, SF =1.73 ME_EW, SF = 3.87 OBS_090, SF = 1.77 OLY49_086, SF = 2.85 RSN4031_SANSIMEO_36695090, SF = 1.56 RSN133FRIULI.B_B-SRO000, SF = 3.10 RSN739_LOMAP_AND250, SF = 2.64 RSN755LOMAP_CYC195, SF = 3.89 HAZ45.2 Site Class C (Vs30-1,600 ft/s) Rock Outcrop Spectra Average of Scaled Spectra Note: SF = Scale Factor 19583-00 20-Dec Figure North County Development Arlington, Washington Shear Wave Velocity Profile for Site Response Analysis E5 0 50 100 150 200 250 300 350 0 500 1000 1500 2000 De p t h ( f e e t ) Shear Wave Velocity, Vs (ft/s) A-array B-array C-array D-array E-array F-array G-array Time-Averaged Shear Wave Velocity LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s Note: The assumed outcrop condition for site response analyiss is at 270 Feet in depth with a shear wave velocity of 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Assumed Shear Strength Profile E6 0 50 100 150 200 250 0 2000 4000 6000 8000 10000 12000 14000 16000 De p t h ( f t ) Shear Strength (psf) Assumed Shear Strength Deepsoil Curve Fit LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Total Stress Surface Response Average E7 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Total Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Equivalent Linear Surface Response E8 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Equivalent Linear Average Surface Resposne Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington DEEPSOIL Effective Stress Surface Response E9 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW DEEPSOIL Effective Stress Surface Response Average Notes: Surface response presented are those computed in DEEPSOIL 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Total Stress Analysis E10 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Total Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Equivalent Linear Analysis E11 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Equivalent Linear Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington Amplification Ratio - Effective Stress Analysis E12 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0.1 1 10 0.01 0.1 1 Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Amplification Ratio - Effective Stress Analysis Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure North County Development Arlington, Washington MCER PSHA Rock Outcrop Spectra, Amplified Surface Response Spectra, and DEEPSOIL Computed E13 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis Amplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne DEEPSOIL Effective Stress Surface Response Average Notes: Amplified surface response spectra computed by multiplying the DEEPSOIL amplification ratio by the MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 feet/second. 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis E14 LI K 1 2 / 0 8 / 2 0 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 S N O P U D O n -Ca l l G e o t e c h C W 2 2 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis E15 LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.01 0.10 1.00 De p t h ( f t ) Maximum Shear Strain (%) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure North County Development Arlington, Washington Maximum Shear Strain and Porewater Pressure - Effective Stress Analysis E16 0 50 100 150 200 250 300 0.01 0.10 1.00 10.00 100.00 ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Effective Stress Analysis LI K 12 /08 /20 \\se a f s \Pr o j e c t s \No t e b o o k s \19 5 8 3 0 0 SN O P U D O n -Ca l l G e o t e c h C W 22 4 2 0 9 3 \An a l y s i s a n d C a l c s 0 50 100 150 200 250 300 0.00 0.50 1.00 De p t h ( f t ) 1 | P a g e In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner’s agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME PHONE EMAIL PRIMARY CONTACT EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1)Duties and Responsibilities of Special Inspector a)Observe work: The Special Inspector shall observe the work for conformance with Cityof Arlington approved (stamped) design drawings and specifications and applicableworkmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. SPECIAL INSPECTION AND TESTING AGREEMENT 2 | P a g e b)Report Non-Conforming Items: The Special Inspector shall bring non-conformingitems to the attention of the Contractor and note all such items in the daily report. If any itemis not resolved in a timely manner or is about to be incorporated in the work, the SpecialInspector shall immediately notify the City of Arlington by telephone or in person, and notifythe project Architect or Engineer. Inspector Phone c)Furnish Daily Reports: Each Special Inspector shall complete and sign an inspectionreport for each day's inspections to remain at the job site with the contractor for review bythe City of Arlington. d)Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington, project Architect/ Engineer,and others as designated. These reports must include the following: i)Description of daily inspections and test made, with applicable locations. ii)Listing of all non-conforming items. iii)Report on how non-conforming items were resolved or unresolved, as applicable. iv)Itemize all changes authorized by the Architect/ Engineer of Record and City of Arlingtonif not included in non-conformance items. e)Furnish Final Report: The Special Inspector or inspection agency shall submit a finalsigned report to the City of Arlington stating that all items requiring special inspection andtesting were fulfilled and reported, and to the best of his/ her knowledge, in conformancewith the approved design drawings, specifications, approved change orders and theapplicable workmanship provisions of the IBC. Items not in conformance, unresolved itemsor any discrepancies in inspection coverage (i.e., missed inspections, periodic inspectionswhen inspection was required, etc.) shall be specifically itemized in this report. 2)Contractor Responsibilities a)Notify the Special Inspector: The Contractor is responsible for notifying the SpecialInspector or agency regarding individual inspection items on the summary schedule and asnoted on the City of Arlington approved plan as specified by the Architect and or Engineer ofrecord. b)Provide Access to Approved Plans: The Contractor is responsible for providingthe Special Inspector access to approved plans at the job site. c)Retain Special Inspection Records: The Contractor is also responsible forretaining at the job site all Special Inspection records submitted by the Special Inspector andproviding these records for review by City of Arlington, upon request. 3)City of Arlington a)Approve Special Inspector: The City of Arlington shall approve all SpecialInspectors and inspection requirements. b)Monitor Special Inspection: Work requiring special inspection and theperformance of Special Inspectors shall be monitored by the City of Arlington. His/ Herapproval must be obtained prior to placement of concrete or similar activities in addition tothat of the Special Inspector. 3 | P a g e 4)Owner Responsibilities a)Funding: The project owner or the Architect or Engineer of record acting as the owner'sagent shall fund the Special Inspection Services. 5)Architect or Engineer of Record Responsibilities a)Drawings: The Architect or Engineer of record shall include special inspectionrequirements on the design drawings and specifications. b)Schedule Inspections: Provide a summary schedule of required inspections whichwould outline frequency of inspections for items which may require multiple inspectionswhich may include but are not limited to concrete and grout testing, compaction, testing ofbackfill and or road beds as recommended by the geo-tech engineer, and structural weldingas work progresses. Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ☐STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ☐STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ☐CONCRETE CONSTRUCTION (IBC 1705.3) ☐MASONRY CONSTRUCTION (IBC 1705.4) ☐WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ☐SOILS CONSTRUCTION (IBC 1705.6) ☐DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ☐CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ☐HELICAL PILE FOUNDATIONS (IBC 1705.9) ☐SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) REQUIRED BY CHAPTER 17 OF THE 2015 IBC 4 | P a g e ☐MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ☐EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ☐FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV perIBC Table 1604.5. ☐SMOKE CONTROL (IBC 1705.18) ☐ARCHITECTURAL COMPONENTS (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D, E, or F ☐PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) Only required for buildings located within Seismic Design Category C, D, E, or F ☐SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ☐SPECIAL CASES (IBC 1705.1.1) – material alternatives or unusual design applications ☐MISCELLANEOUS AREAS -- These inspections may be recommended by theArchitect/Engineer and are to be approved by the Building department. 5 | P a g e Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner First/Last name Date Signature. Contractor First/Last name Date Signature ☐Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector First/Last name Date Signature ☐Submit WABO certification for special inspection agency and inspectors, (or) ☐Submit Special Inspection agency documentation for Building Official approval.Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector First/Last name Scope of Work Scope of Work Scope of Work Scope of Work Scope of Work Scope of Work Architect/Engineer of Record First/Last name Date Signature Structural Observer First/Last name Date Signature ☐Statement of Special Inspections completed and submitted in accordance with IBC Section1704.3. ☐Structural Observations required in accordance with IBC Section 1704.5. 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