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17601 59th Ave Ne_BLD4377_2025 (3)
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Get Adobe Reader Now! ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 17601 59th Ave NE 9108965 31052200400200 Construction of a new 2-story 28,984 sf office building supporting administrative, design and field crews for Snohomish County Public Utilities District No.1 ✔ Snohomish County PUD No. 1 / Jessica Raab 425.783.8293 Hjeoralmabghreonlmgren@snopud.com 425.512.2708 2320 California Street Everett WA 98201 Rolluda Architects / Kathi Williams (Alex Rolluda 206.624.4222 AkaOtRhi)@rolludaarchitects.com 206.371.3703 105 S Main St, Suite 323 Seattle WA 98104 6250 February 24, 2024 Reid Middleton / Paul Crocker 425.741.5022 pcrocker@reidmiddletong.com 425.754.3002 728 14th St SW, Suite Everett WA 98204 200 37358 June 29, 2023 TBD tbd tbd tbd tbd tbd tbd tbd tbd IIB B, A-3 28,894 2 19,255 9,639 general office space, customer service lobby, break rooms and conference rooms ✔ ✔ see special inspections form ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 17601 59th Ave NE 9108965 31052200400200 Construction of a new 2-story 28,984 sf office building supporting administrative, design and field crews for Snohomish County Public Utilities District No.1 ✔ Snohomish County PUD No. 1 / Jessica Raab 425.783.8293 Hjeoralmabghreonlmgren@snopud.com 425.512.2708 2320 California Street Everett WA 98201 Rolluda Architects / Kathi Williams (Alex Rolluda 206.624.4222 AkaOtRhi)@rolludaarchitects.com 206.371.3703 105 S Main St, Suite 323 Seattle WA 98104 6250 February 24, 2024 Reid Middleton / Paul Crocker 425.741.5022 pcrocker@reidmiddletong.com 425.754.3002 728 14th St SW, Suite Everett WA 98204 200 37358 June 29, 2023 TBD tbd tbd tbd tbd tbd tbd tbd tbd IIB B, A-3 28,894 2 19,255 9,639 general office space, customer service lobby, break rooms and conference rooms ✔ ✔ see special inspections form ✔ ✔ ✔ ✔ ✔ ✔ DEFERRED SUBMITTAL REQUESTS 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. PERMIT NUMBER: APPLICANTS NAME PHONE EMAIL PRIMARY PHONE CONTACT EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION SITE ADDRESS 1 | 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 I hereby certify that I am the Owne appears on the Plans or will be submit Signature Signature Owner Date Signature 2 | P a g e COMMERCIAL BUILDING DESIGN REQUIREMENTS Community and Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 THIS BROCHURE IS INTENDED TO PROVIDE DETAILED INFORMATION REGARDING PLAN PREPARATION FOR COMMERCIAL BUILDINGS. 1. Check each box to designate that the information has been provided. 2. Please submit this checklist as part of your submittal documents. A. THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: A1. International Codes 1. 2018 International Building Code (IBC) 2. 2018 International Residential Code (IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code (IFGC) 5. 2018 International Fire Code (IFC) 6. 2018 Uniform Plumbing Code (UPC) 7. 2018 International Property Maintenance Code (IPMC) 8. 2018 International Existing Property Code (IEBC) 9. 2018 Washington State Energy Code (WSEC) 10. 2017 Accessible & Usable Buildings and Facilities (ICC/A117.1) A2. Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation B. STRUCTURAL REQUIREMENTS Design Wind Speed: Exposure C - Ultimate Design - 98 miles per hour Exposure C - Nominal Design - 72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Seismic category-D, E, or F, subject to soil, location, risk category and building characteristics. Climate Zone: 4-C Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf. unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) C. PLAN DIMENSIONS AND DETAIL 1. Minimum plan size is 18†x 24†and maximum plan size is 30†x 42â€. 2. Plans shall be on standard drafting paper. 3. All Plan Sheets shall be the same size and sequentially labeled. 4. Plans are required to be legible with scaled dimensions; indelible ink, blue line, or other professional media. 5. Plans will not be accepted that are marked preliminary or not for construction, that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. D. SITE PLAN – REQUIRED WITH ALL SUBMITTALS *May be included as part of the Architectural Drawing Cover Sheet 1. Drawing shall be prepared at scale, not to exceed 1†= 20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. COMMERCIAL BUILDING DESIGN REQUIREMENTS 4. Provide dimensions from the property lines to a minimum of two building corners or two identifiable locations for irregular plan shapes. 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five (5) feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Show existing structures to remain on site. 11. Flood hazard areas, floodways, and design flood elevations as applicable. E. ARCHITECTURAL DRAWINGS E1. Cover Sheet 1. Building Information a. Specify model code information b. Construction Type c. Number of stories and total height in feet. d. Building square footage (per floor and total) e. IBC Occupancy Type (show all types by floor and total) f. Mixed-Use ratio of commercial versus residential dwelling units, (if applicable) g. Occupant load calculation (show by occupancy type and total) h. List work to be performed under this permit 2. Design Team Information a. Design Professional in Responsible Charge b. Architects c. Structural Engineers d. Owner e. Developer f. Any other Design Team Members E2. Floor Plan 1. Plan view 1/8-inch minimum scale. Details a minimum ¼-inch scale. 2. Plans must show the entire building and/or tenant space. 3. Specify the occupancy type of each room/area. 4. Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) 5. Show ALL exits on the plans; include new, existing or eliminated. 6. Show Barrier-Free information on the drawings. 7. Show the location of all permanent rooms, walls and shafts. 8. Note the uses in the adjacent tenant spaces, if applicable. 9. Provide a door and door hardware schedule. 10. Show the location of all new walls, doors, windows, etc. 11. Provide details and assembly numbers for any fire resistive assemblies. 12. Indicate on the plans all rated walls, doors, windows and penetrations. 13. Provide a legend that distinguishes existing walls, walls to be removed and new walls. E3. Reflected Ceiling Plan 1. Plan view 1/8†minimum scale. Details a minimum ¼-inch scale. 2. Provide ceiling construction details. 3. Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. 4. Show the location of all emergency lighting and exit signage. 5. Detail the seismic bracing of the fixtures. 6. Include a lighting fixture schedule. E4. Framing Plan 1. Specify the size, spacing, span and wood species or metal gage for all stud walls. 2. Indicate all wall, beam and floor connections. 3. Detail the seismic bracing for all walls. Page 2 of 3 COMMERCIAL BULDING DESIGN REQUIREMENTS REV 12/2021 COMMERCIAL BUILDING DESIGN REQUIREMENTS 4. Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. E5. Storage Racks 1. Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. 2. Eight feet or less, show a positive connection to floor or walls. 3. High pile storage shall meet the requirements of current International Building and Fire Codes. 4. Special Inspection and Testing Agreement required. F. WASHINGTON STATE ENERGY CODE 1. Required by WAC 51-11. 2. Complete Non-Residential Energy Code Envelope Summary Form (NREC). G. OCCUPANT’S STATEMENT OF INTENDED USE 1. If the building occupancy contains Hazardous Material, submit a narrative describing how the materials are used. 2. May require the submittal of a Hazardous Material Inventory Statement (HMIS). H. SPECIAL INSPECTION – See SPECIAL INSPECTION AND TESTING AGREEMENT I. TENANT IMPROVEMENTS I1. Snohomish Health District – FOOD HANDLING 1. If any tenant improvement work in a space that involves food handling or preparation it will require Snohomish Health District approval before the permit can be issued. 2. You must provide the Permit Center a copy of the approval letter or the approved plans. 3. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. I hereby certify that I am the Owner Architect Engineer Contractor and have verified that the information appears on the Plans or will be submitted with the application. Katherine Williams 1/21/2022 Signature Print Name Date Page 3 of 3 COMMERCIAL BULDING DESIGN REQUIREMENTS REV 12/2021 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 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 1/20/2022 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 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 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 19583-00 January 20, 2022 ii | North County Development Buildings 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: ï® Introduction; ï® Purpose, Scope, and the Use of This Report; ï® Project and Site Descriptions; ï® Subsurface Conditions; ï® Seismic Considerations; ï® Geotechnical Engineering Recommendations; ï® Construction Considerations; ï® Recommended Additional Geotechnical Services; and ï® 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. 19583-00 January 20, 2022 2 | North County Development Buildings 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: ï® Review existing subsurface information; ï® Develop a site and exploration location plan; ï® Perform a site-specific ground response analysis to develop seismic design parameters for the site; ï® Evaluate liquefaction susceptibility and effects; ï® Provide foundation design recommendations; ï® Provide lateral earth pressure recommendations for design of site retaining walls; ï® Provide temporary and permanent cut slope recommendations; ï® Provide discussion on construction considerations; and ï® 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 The 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. 19583-00 January 20, 2022 North County Development | 3 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: ï® Geotechnical Engineering Services – North County Project (GeoEngineers 2017) ï® 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. 19583-00 January 20, 2022 4 | North County Development Buildings 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. 19583-00 January 20, 2022 North County Development | 5 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. 19583-00 January 20, 2022 6 | North County Development Buildings Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Response Spectrum in g (2/3 MCER) in g 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. 19583-00 January 20, 2022 North County Development | 7 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. 19583-00 January 20, 2022 8 | North County Development Buildings 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 ï® 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. ï® 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. ï® The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. ï® 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. ï® Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. 19583-00 January 20, 2022 North County Development | 9 ï® 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. ï® 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 ï® 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. ï® 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. ï® 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 19583-00 January 20, 2022 10 | North County Development Buildings 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. ï® Compact the drainage layer to the criteria of structural fill as discussed later in this report. ï® 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. ï® 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. ï® 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. 19583-00 January 20, 2022 North County Development | 11 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 Equivalent Unit Earth Pressure Soil Type Parameter Weight Coefficient, K (pcf) Active earth Pressure 35 0.3 Structural Fill At-rest earth pressure 55 0.45 Passive earth pressure 325/175ab - 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: ï® Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. ï® 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) 19583-00 January 20, 2022 12 | North County Development Buildings 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: ï® 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. ï® 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. ï® 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. ï® 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. ï® 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. ï® 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). ï® 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. ï® Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. 19583-00 January 20, 2022 North County Development | 13 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. ï® 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. ï® 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. ï® 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: ï® Type and density of the soil; ï® Presence and amount of any seepage; ï® Depth of cut; 19583-00 January 20, 2022 14 | North County Development Buildings ï® 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; ï® Duration of the open excavation; and ï® 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. ï® The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). ï® Protect the slope from erosion by using plastic sheeting. ï® Limit the maximum duration of the open excavation to the shortest time period possible. ï® Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. ï® 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: ï® Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; ï® Utility installation; ï® Placement and testing of compacted material; ï® Proof rolling of subgrade prior to paving; and 19583-00 January 20, 2022 North County Development | 15 ï® 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. “CLiqâ€, 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 19583-00 January 20, 2022 Canada Arlington Seattle WASHINGTON Idaho Oregon Project Location 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 North County Development Arlington, Washington 0 1,000 2,000 4,000 Vicinity Map N Feet 19583-00 12/20 Note: Feature locations are approximate. Figure Document Path: \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\GIS\MGIS\1958300-AA (VMap).mxd Date: 12/14/2020 User Name: evinfairchild1 TP-21 FUTURE COVERED MATERIAL BINS (30'x70') 2100 SF TP-4 P4 TP-1 P3 P3 P4A TP-10 P4A CPT-16 P4A P5 P5 P5 TP-11 P5 TP-3 CPT-15 CPT-5 CANOPY TP-14 Fuel Island (DAY 1) EV CPT-11 CPT-12 CPT-17 TP-22 EV CPT-13 CPT-1EV B-7 4 FT EV DOCK 4 FT 4 FT DUMPSTER DOCK DOCK 4 FT DOCK w/2 FT CPT-7 REMOVABLE PLATFORM P4A TP-18 VAN P4A P4 CPT-8 B-12 Canopy DUMPSTER TP-19 4 FT HIGH DOCK Office DUMPSTER TP-16 B-3 P4 CPT-2 TRASH Building Warehouse RECYCLE CPT-3 UP CPT-14 B-2 CPT-10 CPT-6 CPT-9 Undeveloped TP-5 TP-12 TP-2 TP-15P4A CPT-4 B-14 B-13 PIT-1 P4A TP-9 P4A P5 P5 P5 TP-13 TP-20 TP-17 P5 B-10 TP-23 B-11 Site Extent North County Development Legend Arlington, Washington CPT-7 Cone Penetration Test (GeoEngineers 2020) TP-9 Test Pit (GeoEngineers 2017) B-7 Boring (GeoEngineers 2017) B-2 Boring (GeoEngineers 2012) N Site and Exploration Plan CPT-7 Cone Penetration Test (GeoEngineers 2017) TP-1 Test Pit (GeoEngineers 2012) 19583-00 12/20 0 100 200 PIT-1 PIT Test (GeoEngineers 2017) Figure Scale in Feet 2 File: L:\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\CAD\1958300-001 (SPlan).dwg Layout:11x17 - H Date: 12-15-2020 Author: ericlindquist 1.8 Period (s) MCER (g) 1.6 0.01 0.42 0.17 0.96 0.97 0.96 1.4 1.07 0.88 1.15 0.82 1.21 0.78 1.2 1.30 0.73 1.64 0.66 2.10 0.44 1 3.00 0.25 3.50 0.22 4.00 0.19 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Call Geotech CW- Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response SNOPUD On ASCE 7-16 Chapter 21 MCER Spectrum Site Class D \1958300 Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne \Notebooks \Projects DEEPSOIL Effective Stress Surface Response Average seafs \\ Recommended MCER Surface Response /20 /08 12 LIK North County Development Arlington, Washington Recommended MCER Surface Response 19583-00 12/20 Figure 3 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) 19583-00 January 20, 2022 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - CLEAN GRAVELS GW SAND MIXTURES AC Asphalt Concrete GRAVEL AND GRAVELLY (LITTLE OR NO FINES) GP POORLY-GRADED GRAVELS, SOILS GRAVEL - SAND MIXTURES CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINED Quarry Spalls ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) CLAY MIXTURES SOD Sod/Forest Duff SW WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SANDS MORE THAN 50% SAND RETAINED ON AND (LITTLE OR NO FINES) TS Topsoil NO. 200 SIEVE POORLY-GRADED SANDS, GRAVELLY SANDY SP SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY Measured groundwater level in exploration, OF FINES) MIXTURES well, or piezometer INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND MEDIUM PLASTICITY, GRAVELLY CLAYS LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, Graphic Log Contact FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS Distinct contact between soil strata OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY Approximate contact between soil strata MORE THAN 50% MH INORGANIC SILTS, MICACEOUS OR PASSING DIATOMACEOUS SILTY SOILS Material Description Contact NO. 200 SIEVE SILTS AND LIQUID LIMIT GREATER CH INORGANIC CLAYS OF HIGH Contact between geologic units CLAYS THAN 50 PLASTICITY Contact between soil of the same geologic OH ORGANIC CLAYS AND SILTS OF unit MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory / Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis 2.4-inch I.D. split barrel CP Laboratory compaction test CS Consolidation test Standard Penetration Test (SPT) DD Dry density DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content Piston MD Moisture content and dry density Mohs Mohs hardness scale Direct-Push OC Organic content Bulk or grab PM Permeability or hydraulic conductivity PI Plasticity index Continuous Coring PP Pocket penetrometer SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number of UC Unconfined compression blows required to advance sampler 12 inches (or distance noted). VS Vane shear See exploration log for hammer weight and drop. Sheen Classification "P" indicates sampler pushed using the weight of the drill rig. NS No Visible Sheen "WOH" indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen 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. Key to Exploration Logs Figure A-1 Rev 02/2017 Start End Total Logged By JQS Drilling Drilled 7/24/2017 7/24/2017 Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 132.5 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319354 System WA State Plane North Groundwater observed at 8 feet at time of Northing (Y) 424515 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) 130 (recessional outwash) 10 15 1 9 5 %F 5 PH = 7.6 9 25 2 7 CEC = 0.9 meq/100 g MC, PH, CEC 125 9 8 Rough drilling 8 32 3 SA SW-SM Light brown fine to coarse sand with silt and gravel (dense, wet) 10 10 40 4 120 SM Brown gray silty fine to coarse sand with gravel (medium dense, wet) 15 15 20 9 29 5 %F 115 20 9 28 6 110 SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 25 25 6 13 22 7 %F 105 30 14 26 8 100 35 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 Log of Boring B-12 Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 26 10 9 25 9 %F 95 40 12 35 10 Becomes dense 90 SM Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 45 17 25 12 29 11 %F 85 50 13 31 12 Log of Boring B-12 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Start End Total Logged By JQS Drilling Drilled 7/25/2017 7/25/2017 Depth (ft) 101.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319901 System WA State Plane North Groundwater observed at 9½ feet at time of Northing (Y) 424392 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) 4 2 1 20 3 SA 130 5 PH = 7.0 5 8 2 Becomes brown and loose 9 CEC = 1.6 meq/100 g MC, PH, CEC SP-SM Brownish gray fine to medium sand with silt and gravel 6 26 3 (medium dense, moist) 12 7 SA 125 10 10 9 9 28 4 Becomes wet %F Rough drilling from 13 to 25 feet 120 15 2 6 5 Increased gravel content, cobbles 115 20 2 25 6 110 25 25 10 12 26 7 SP-SM Brownish gray fine to medium sand with silt (medium SA dense to dense, wet) 105 30 10 31 8 100 35 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 Log of Boring B-13 Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 22 9 10 26 9 %F 95 40 11 23 10 90 45 0 29 11 SP-SM Brownish gray fine sand with silt (medium dense, wet) 85 50 23 10 10 21 12 %F 80 55 23 9 10 26 13 %F 75 60 10 19 14 70 65 35 5 10 19 15 %F 65 70 10 22 16 60 75 28 7 13 22 17 %F Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 55 80 10 21 18 SM/ML Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) 50 85 17 21 19 45 SM Gray silty fine sand (medium dense, wet) 90 12 27 20 40 95 12 42 21 Becomes dense 35 100 14 52 22 Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 3 of 3 Start End Total Logged By JQS Drilling Drilled Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1320071 System WA State Plane North Groundwater observed at 10 feet at time of Northing (Y) 424399 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) 10 10 1 14 6 %F 130 5 PH = 7.2 12 18 2 8 CEC = 1.8 meq/100 g MC, PH, CEC 10 30 3 125 10 10 13 12 38 4 SM Brownish gray silty fine to coarse sand with gravel SA (medium dense, wet) 120 15 6 28 5 SP-SM Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 115 20 23 7 11 20 6 %F 110 25 12 23 7 105 30 24 9 13 33 8 %F 100 35 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 Log of Boring B-14 Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 12 30 9 95 40 20 7 7 22 10 %F 90 45 13 34 11 85 50 22 9 13 29 12 %F Log of Boring B-14 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 13 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2½ and 10 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319247 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424380 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Light brown fine to medium sand with silt and occasional gravel (loose Probe (P) = 2 inches SP-SM to medium dense, moist) (recessional outwash) 1 4 11 %F 130 2 SP Brownish gray medium sand with occasional gravel (medium dense, P = 10 inches moist) 129 3 P = 6 inches 2 6 3 SA 128 4 P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at a depth of 4½ feet 127 5 126 6 125 7 3 Increased gravel content 4 2 SA 124 8 123 9 122 10 121 11 Becomes gray 4 120 12 119 13 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Pilot Infiltration Test PIT-1 Project: North County Project Project Location: Arlington, Washington Figure A-5 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1318964 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424367 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 5 MC SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Orange-brown fine to medium sand with silt and gravel (medium Probed (P) = 4 inches SP-SM dense, moist) (recessional outwash) 2 5 7 SA 130 2 P = 6 inches 129 3 SP Gray-brown fine to medium sand with gravel and occasional cobbles P = 6 inches (medium dense, moist) 128 4 P = 6 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-9 Project: North County Project Project Location: Arlington, Washington Figure A-6 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319160 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424627 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (medium 5 15 %F dense, moist) 132 1 SP Probe (P) = 3 inches Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) 2 3 1 %F 131 2 P = 3 inches 130 3 P = 3 inches Becomes grayish brown with occasional cobbles 129 4 P = 3 inches 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-10 Project: North County Project Project Location: Arlington, Washington Figure A-7 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319366 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424607 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (loose, 4 MC moist) 132 1 SP Probe (P) = 6 inches Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) 2 2 3 %F 131 2 P = 6 inches 130 3 2 P = 8 inches 3 CBR 129 4 P = 4 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-11 Project: North County Project Project Location: Arlington, Washington Figure A-8 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132.5 Easting (X) 1319336 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424416 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 132 11 14 1 SA SM Light brown silty fine to medium sand with occasional gravel (loose, 1 moist) Probe (P) = 12 inches 131 2 2 SP Brownish gray fine to medium sand with occasional gravel (medium 2 2 P = 6 inches %F dense, moist) (recessional outwash) 130 3 P = 6 inches 129 4 P = 5 inches 128 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-12 Project: North County Project Project Location: Arlington, Washington Figure A-9 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319472 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424354 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light orange-brown fine to medium sand with silt and occasional gravel 3 5 %F (loose, moist) 131 1 SP Probe (P) = 12 inches Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) 2 3 5 %F 130 2 P = 12 inches 129 3 Becomes medium dense P = 6 to 8 inches 128 4 P = 6 to 8 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-13 Project: North County Project Project Location: Arlington, Washington Figure A-10 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133.5 Easting (X) 1319602 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424578 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 133 7 16 1 SM Light orange-brown silty fine to medium sand with occasional gravel %F (loose, moist) 1 SP Light brown fine to medium sand with gravel (medium dense, moist) Probe (P) = 8 inches 132 (recessional outwash) 2 2 3 %F 2 P = 6 inches 131 3 P = 8 inches 130 4 SW Gray-brown fine to coarse sand with gravel (medium dense, moist) P = 6 inches 129 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-14 Project: North County Project Project Location: Arlington, Washington Figure A-11 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1319611 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424406 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 17 SA SP Light brown fine to medium sand with occasional gravel (medium 134 1 dense, moist) (recessional outwash) Probe (P) = 6 inches 2 2 4 %F 133 2 P = 8 inches 132 3 P = 8 inches 131 4 P = 6 inches 3 3 MC 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-15 Project: North County Project Project Location: Arlington, Washington Figure A-12 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135.5 Easting (X) 1319687 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424486 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 1 TS 6 inches topsoil with 3-inch root mass 7 MC 135 SM Brown silty fine to medium sand with occasional gravel (medium dense, moist) 1 SP-SM Light brown fine to medium sand with silt and occasional gravel Probe (P) = 6 inches 134 (medium dense, moist) (recessional outwash) 2 5 11 %F 2 P = 6 inches 133 3 SP Brown-gray fine to medium sand with occasional gravel (medium P = 6 inches 132 dense, moist) 4 P = 6 inches 131 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-16 Project: North County Project Project Location: Arlington, Washington Figure A-13 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319833 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424339 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 8 14 %F SP-SM Light brown fine to medium sand with silt and occasional gravel (loose 132 1 to medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 4 7 %F 131 2 P = 10 inches 3 130 3 P = 8 inches 129 4 SP Brown-gray fine to medium sand with occasional gravel (loose, moist) P = 16 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-17 Project: North County Project Project Location: Arlington, Washington Figure A-14 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1319977 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424526 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (medium 133 1 dense, moist) SP-SM Light orange-brown fine to medium sand with silt and occasional gravel Probe (P) = 5 inches (medium dense, moist) (recessional outwash) 2 4 8 %F 132 2 P = 6 inches 131 3 SP Brown-gray fine to medium sand with gravel and occasional cobbles P = 8 inches (medium dense, moist) 130 4 3 3 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-18 Project: North County Project Project Location: Arlington, Washington Figure A-15 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320151 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424510 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (loose, moist) 7 18 %F 134 1 SP Light brown fine to medium sand with occasional gravel (loose, moist) Probe (P) = 8 inches (recessional outwash) 2 3 4 %F 133 2 P = 10 inches 132 3 P = 10 inches Becomes medium dense with cobbles 131 4 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-19 Project: North County Project Project Location: Arlington, Washington Figure A-16 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1320158 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424357 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 18 %F SP-SM Light orange-brown sand with silt and occasional gravel (loose, moist) 133 1 (recessional outwash) Probe (P) = 14 inches 2 4 MC 132 2 P = 10 inches 131 3 SP Brown-gray fine to medium sand with gravel (loose to medium dense, P = 12 inches moist) 130 4 P = 6 inches 3 2 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-20 Project: North County Project Project Location: Arlington, Washington Figure A-17 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 136 Easting (X) 1320311 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424781 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 2-inch root mass 1 5 MC SP Gray-brown medium sand with gravel (loose, moist) (recessional 135 1 outwash) Probe (P) = 2 inches 2 2 2 SA 134 2 P = 10 inches 133 3 P = 10 inches 132 4 SP Becomes medium dense with cobbles P = 6 inches 3 131 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-21 Project: North County Project Project Location: Arlington, Washington Figure A-18 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320363 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424567 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 4 inches topsoil with root mass SP Light brown medium to coarse sand with gravel (loose to medium 1 dense, moist) (recessional outwash) 134 1 Probe (P) = 6 inches 2 2 3 SA 133 2 P = 10 inches 132 3 Occasional cobbles P = 4 inches 131 4 P = 6 inches 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-22 Project: North County Project Project Location: Arlington, Washington Figure A-19 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424320 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SP-SM Light orange-brown fine to medium sand with silt and occasional gravel 132 1 (loose, moist) (recessional outwash) Probe (P) = 16 inches 2 5 12 %F 131 2 P = 12 inches 130 3 P = 8 inches SP Gray fine to medium sand with gravel (medium dense, moist) 129 4 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-23 Project: North County Project Project Location: Arlington, Washington Figure A-20 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424364 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Orange-brown silty fine sand with occasional gravel (medium dense, 132 1 moist) (recessional outwash) Probe (P) = 8 inches 2 5 15 %F 131 2 P = 6 inches 130 3 P = 3 inches 129 4 SP Brownish gray fine to medium sand with occasional gravel (medium P = 5 inches dense, moist) 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-24 Project: North County Project Project Location: Arlington, Washington Figure A-21 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424466 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SM Light orange-brown silty fine to medium sand with occasional gravel 134 1 (medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 7 29 %F 133 2 P = 6 inches 132 3 P = 3 inches 131 4 SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) 3 2 4 %F 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-25 Project: North County Project Project Location: Arlington, Washington Figure A-22 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 12:53:36 PM Sounding: CPT-01 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-01 Depth 3.77ft Arrival 8.05mS Ref* Velocity* Depth 10.17ft Arrival 17.73mS Ref 3.77ft Velocity 603.23ft/S Depth 16.90ft Arrival 24.33mS Ref 10.17ft Velocity 996.13ft/S Depth 23.29ft Arrival 30.51mS Ref 16.90ft Velocity 1026.32ft/S Depth 30.02ft Arrival 36.91mS Ref 23.29ft Velocity 1044.01ft/S Depth 36.25ft Arrival 43.12mS Ref 30.02ft Velocity 1000.06ft/S Depth 42.81ft Arrival 49.25mS Ref 36.25ft Velocity 1067.27ft/S Depth 49.38ft Arrival 55.74mS Ref 42.81ft Velocity 1010.09ft/S Depth 55.94ft Arrival 61.99mS Ref 49.38ft Velocity 1048.43ft/S Depth 62.34ft Arrival 68.39mS Ref 55.94ft Velocity 997.58ft/S Depth 69.06ft Arrival 74.37mS Ref 62.34ft Velocity 1124.38ft/S Depth 75.46ft Arrival 81.24mS Ref 69.06ft Velocity 929.91ft/S Depth 82.02ft Arrival 87.57mS Ref 75.46ft Velocity 1036.31ft/S Depth 88.58ft Arrival 94.33mS Ref 82.02ft Velocity 970.51ft/S Depth 95.14ft Arrival 101.79mS Ref 88.58ft Velocity 879.11ft/S Depth 100.23ft Arrival 106.44mS Ref 95.14ft Velocity 1093.59ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 11:22:30 AM Sounding: CPT-02 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 10:03:34 AM Sounding: CPT-03 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 10:54:48 AM Sounding: CPT-04 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-04 Depth 3.61ft Arrival 8.71mS Ref* Velocity* Depth 10.33ft Arrival 18.75mS Ref 3.61ft Velocity 610.84ft/S Depth 16.90ft Arrival 25.15mS Ref 10.33ft Velocity 1001.81ft/S Depth 23.29ft Arrival 31.17mS Ref 16.90ft Velocity 1052.98ft/S Depth 29.86ft Arrival 37.15mS Ref 23.29ft Velocity 1091.74ft/S Depth 36.25ft Arrival 43.43mS Ref 29.86ft Velocity 1013.61ft/S Depth 42.98ft Arrival 49.29mS Ref 36.25ft Velocity 1145.01ft/S Depth 49.38ft Arrival 55.47mS Ref 42.98ft Velocity 1034.71ft/S Depth 55.94ft Arrival 61.83mS Ref 49.38ft Velocity 1029.13ft/S Depth 62.50ft Arrival 67.96mS Ref 55.94ft Velocity 1068.78ft/S Depth 69.06ft Arrival 73.94mS Ref 62.50ft Velocity 1096.96ft/S Depth 75.46ft Arrival 79.76mS Ref 69.06ft Velocity 1098.42ft/S Depth 82.19ft Arrival 86.01mS Ref 75.46ft Velocity 1075.49ft/S Depth 88.58ft Arrival 92.49mS Ref 82.19ft Velocity 986.15ft/S Depth 95.14ft Arrival 96.75mS Ref 88.58ft Velocity 1540.46ft/S Depth 100.07ft Arrival 102.57mS Ref 95.14ft Velocity 845.23ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 8:34:21 AM Sounding: CPT-05 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 9:16:56 AM Sounding: CPT-06 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 CPT-07 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 8:30:15 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-08 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 12:40:20 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-09 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 8:23:57 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-10 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 9:56:18 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-11 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 9:57:17 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-12 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 11:36:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-13 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 1:18:04 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-14 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 11:14:50 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-15 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 2:12:26 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-16 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 10:31:34 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: 15 ft North of 20' Marked Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-17 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 8:45:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: @ 22 ft (btw 20'&25'Stakes) SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 19593-00 January 20, 2022 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, North County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY Washington COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-12 7½ 9 Fine to coarse sand with silt and gravel (SW-SM) Figure B B-13 2½ 20 Fine to medium sand with occasional gravel (SP) B-13 7½ 12 Fine to medium sand with silt and gravel (SP-SM) B-13 25 25 Fine to medium sand with silt (SP-SM) -1 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-14 10 10 Silty fine to coarse sand with gravel (SM) Figure B Pit-1 4 6 Medium sand with occasional gravel (SP) Pit-1 8 4 Medium sand with gravel (SP) TP-9 2 5 Fine to medium sand with silt and gravel (SP-SM) -2 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description TP-12 ½ 11 Silty fine to medium sand with occasional gravel (SM) Figure B TP-15 ½ 7 Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) TP-21 2 2 Medium to coarse sand with gravel (SP) TP-22 2 2 -3 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 19583-00 January 20, 2022 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 4 051-03 0482- 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2012 – 2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 5 051-03 0482- APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) 19583-00 January 20, 2022 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. 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 Array size Min. and Max. Number of Number of depth (feet) (feet) separation (feet) receivers 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 - 1 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 2 Investigation site 17910 59th Ave NE, Arlington, WA 98223 Figure 1.1 Site of investigation 3 Figure 1.2 Configuration of arrays. 4 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. Figure 2.1 Schematic diagram of 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. 5 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. 6 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. 7 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph 10 Geometrics Preamp gain 0db, 12db, 24db, (Atom) 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 8 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 Sensor spacing Number of Data length size (feet) (feet) sensors (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 9 Seismograph and geophone Array size (300 feet) Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. 10 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. ID Figure 5.2 Example of microtremor data. 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. CCï¦,r,ï·ï€© COHï¦,r,ï·ï€©ï€½ (5.1) ACx,y,ï·ï€©ACxï„x,yï„y,ï·ï€© 11 ï„xrcosï¦ ï„y rsinï¦ Where, x and y is locations of seismographs, r is a distance between two seismographs, ï· 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. ï¦ï€½2ï° ïƒ¦ ï· ïƒ¶ COHï¦,r,ï·ï€©dï¦ ï€½ J  r (5.2) ï¦ï€½0 0c ï€©ï· ïƒ·ïƒ¸ Where c(ï·) is phase velocity of microtremors, J0 is the first kind of Bessel function. Figure 5.3 Example of spatial autocorrelations. 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. 12 2000 1800 1600 1400 1200 1000 -velocity (m/sec)800 600 Phase 400 200 0 0.1 1 10 Frequency (Hz) Figure 5.4 Example of a dispersion curve. 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. 13 S-wave velocity (m/sec) 0 100 200 300 400 500 600 700 800 900 1000 0 50 100 150 200 250 Depth (m)300 350 400 450 500 Figure 5.5 Example of inverted S-wave velocity model. 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. 14 Recorded microtremors Divided block data Coherence Spatial autocorrelation Observed dispersion curve Wave length transformation Initial model Theoretical dispersion curve Update model Comparison of observed and theoretical dispersion curves Converged? No Yes Analysis result (1D S-wave velocity model) 15 Figure 5.1 Processing flow. 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. 16 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. 17 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. 18 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 19 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 20 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 21 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 22 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 23 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 24 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 25 Figure 6.17 Comparison of observed dispersion curves 26 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: ï¬ S-wave velocity (Vs) at the site is basically increasing with depth. ï¬ There is no big horizontal velocity change. ï¬ Vs models consist of three layers. ï¬ 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. ï¬ 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. ï¬ 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. ï¬ In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. ï¬ In deep depth (> 200 feet), Vs is slightly increasing from west to east. ï¬ Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 27 ï¬ Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. ï¬ 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. 28 Velocity Amplitude Observed Average (effective) Fundamental 1st 2nd Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). 29 Figure 6.19 Analyzed S-wave velocity model (A-array). 30 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 31 Figure 6.21 Analyzed S-wave velocity model (B-array). 32 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 33 Figure 6.23 Analyzed S-wave velocity model (C-array). 34 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 35 Figure 6.25 Analyzed S-wave velocity model (D-array). 36 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 37 Figure 6.27 Analyzed S-wave velocity model (E-array). 38 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 39 Figure 6.29 Analyzed S-wave velocity model (F-array). 40 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 41 Figure 6.31 Analyzed S-wave velocity model (G-array). 42 Figure 6.32 Comparison of analyzed velocity model. 43 B-3 B-12 B-2 B-13 B-14 Figure 6.33 Location borings and microtremor arrays. 44 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 45 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 46 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: ï® 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; ï® 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); ï® Ground response analyses using the selected suite of ground motions; ï® 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 ï® Producing this appendix. This appendix contains the following sections: ï® 1.0 Introduction; ï® 2.0 Site and Subsurface Conditions; ï® 3.0 Seismic Basis of Design; ï® 4.0 Site-Specific Response Analysis; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-2 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 19583-00 January 20, 2022 North County Development Buildings | E-3 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- 19583-00 January 20, 2022 North County Development Buildings | E-4 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) Spectral Parameters Parameter ASCE 7-16a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 F c v 1.93 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: ï® Defining a target outcrop response spectrum for the seismic hazard at the site; ï® Selecting and scaling ground motions compatible with the target hazard response spectrum; ï® Defining dynamic soil properties and characterizing a representative soil profile for the project site; and ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-5 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 “subductsâ€) 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 19583-00 January 20, 2022 North County Development Buildings | E-6 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 19583-00 January 20, 2022 North County Development Buildings | E-7 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: ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-8 ï® The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. ï® No codes or city guidance require consideration of the Everett Basin. ï® 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree 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 - 19583-00 January 20, 2022 North County Development Buildings | E-9 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1667 0.1667 Atkinson and Boore (2003) Cascadia AB03_C 0.1667 0.1667 Modela,b Zhao et al. (2006)c Z06 0.3333 0.3333 BC Hydro (2018) BCHydro18 0.3333 0.3333 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 Zhao et al. (2006)b Z06 0.3b 0.444 BC Hydro (2018)d BCHydro18 0.3 0.444 Atkinson and Macias (2009)c AM09 0.3 - 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: ï® 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. ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-10 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. 19583-00 January 20, 2022 North County Development Buildings | E-11 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Deaggregated Values Percent Number of Source Types Rrup Contribution Epsilon Mw Motions (kilometers) 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: ï® Spectral shape, with respect to the target uniform hazard spectrum (UHS); ï® Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); ï® Moment magnitude and source-to-site distance; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-12 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth VS Range Major Soil Type (feet) (feet per Generalized Soil Conditions USCS Symbol (Thickness) second) Surficial Silty Sand – loose to medium dense silty 0 to 5 (5) 589 to 765 SM sand with varying amounts of gravel content. 5 to 10 (5) 683 to 893 SM, SP, SP-SM Upper Sand – dense sand 10 to 30 (20) 791 to 952 30 to 155 (125) 892 to 1044 SM, SP, SP-SM Lower Sand – medium dense sand 155 to 180 (25) 994 to 1129 180 to 210 (30) 1065 to 1413 Till – very hard clay and very dense sand with CL, SW 210 to 240 (30) 1256 to 1549 varying amounts of cobbles and boulders. 240 to 270 (30) 1424 to 1726 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. 19583-00 January 20, 2022 North County Development Buildings | E-13 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 Unit Weight Friction Angle (feet) Empirical Model (pcfa) (degrees) (Thickness) 0 to 5 (5) 125 38 5 to 10 (5) 125 38 10 to 30 (20) 130 40 30 to 155 (125) 125 34 Darendeli (2001) Sand 155 to 180 (25) 140 40 180 to 210 (30) 140 40 210 to 240 (30) 140 40 240 to 270 (30) 140 38 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. 19583-00 January 20, 2022 North County Development Buildings | E-14 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 ð¾ð¾ = (1−sin(Ï•))OCRsin(Ï•) 0 where Ï• 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 Matasovic and Vucetic (1993) parameters Depth Range Soil Type Reference v f p F s γ (%) SM, SP, SP-SM (Upper Vucetic and 5 to 270 feet 1 1a 1.05 b b 0.02 Sand; Lower Sand) Dobry (1989) 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, 19583-00 January 20, 2022 North County Development Buildings | E-15 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- 19583-00 January 20, 2022 North County Development Buildings | E-16 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 Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Spectrum (2/3 MCER) 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 19583-00 January 20, 2022 North County Development Buildings | E-17 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. 19583-00 January 20, 2022 North County Development Buildings | E-18 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 Manualâ€. 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. 19583-00 January 20, 2022 North County Development Buildings | E-19 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 19583-00 January 20, 2022 Table E5 - Development of Rock Outcrop MCER Response Spectrum Hart Crowser PSHA Site- Maximum Specific (Vs30 = 1,600 ft/s) Risk Coefficients ASCE 7-16 Code-Based HAZ45.2 Site Class C Period Component Factor Calculated MCER 2,475-year Response (ASCE 7-16 MCER Response (Vs30 = 1,600 ft/s) Rock (s) 1 2 (Shahi and Baker Response Spectrum (g) 3 Spectrum (g) Method 2) Spectrum Site Class C (g) Outcrop Spectrum 2013) (Geometric Mean) 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. Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Distances (km) Max. HC V Scale Earthquake Recording Station Magnitude Fault S30 Useable Fault Mechanism Component Name Record ID Epicentral Hypocentral (m/s) a,b,c Factor Rupture Period (s) Shallow - Crustal RSN739_LOMAP_AN 1 1989 Loma Prieta, California Anderson Dam (Downstream) 6.9 20.3 26.6 31.8 489 10 2.64 Reverse Oblique D250 Coyote Lake Dam - Southwest Shallow - Crustal RSN755LOMAP_CYC 2 1989 Loma Prieta, California 6.9 20.3 30.8 35.4 561 6 3.89 Abutment Reverse Oblique 195 RSN4031_SANSIME 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse 1.56 O_36695090 RSN133FRIULI.B_B- 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 - 16.9 27.0 650 27 Shallow - Crustal Reverse 3.10 SRO000 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 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. 2 ASCE 7-16 Code-Based MCER Response Spectrum Site Class C 1.8 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 1.6 Spectrum 1.4 1.2 1 Spectral Acceleration (g)0.8 0.6 0.4 0.2 0 0 1 2 3 Period (s) North County Development Arlington, Washington Rock Outcrop Spectra 19583-00 12/2020 Figure E3 LIK 12/31/2020 \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Analysis and Calcs\Calc_4 Ground Motion Selection\Method 2 Development of MCER -SNOPUD_v2.xlsx 2.5 2 1.5 1 5% Damped Spectral Acceleration (g) 0.5 0 0.01 0.1 1 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: North County Development Arlington, Washington SF = Scale Factor Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard 19583-00 20-Dec Figure E4 Shear Wave Velocity, Vs (ft/s) 0 500 1000 1500 2000 0 50 100 150 Depth (feet)200 250 \Analysis and Calcs 300 Call Geotech CW2242093- 350 A-array B-array \1958300 SNOPUD On C-array D-array \Notebooks E-array F-array \Projects seafs G-array Time-Averaged Shear Wave Velocity \\ LIK 12/08/20 Note: The assumed outcrop condition for site North County Development response analyiss is at 270 Feet in depth with Arlington, Washington a shear wave velocity of 1,600 feet/second. Shear Wave Velocity Profile for Site Response Analysis 19583-00 20-Dec Figure E5 Shear Strength (psf) 0 2000 4000 6000 8000 10000 12000 14000 16000 0 Assumed Shear Strength Deepsoil Curve Fit 50 100 Depth (ft) 150 \Analysis and Calcs 200 Call Geotech CW2242093- 250 \1958300 SNOPUD On \Notebooks \Projects seafs \\ LIK 12/08/20 North County Development Arlington, Washington Assumed Shear Strength Profile 19583-00 20-Dec Figure E6 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 DEEPSOIL Total Stress Surface Response Average /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Total Stress Surface Response Average 19583-00 20-Dec Figure E7 2 1.8 1.6 1.4 1.2 1 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 \Analysis and Calcs0.2 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks RSN4031_SANSIMEO_36695090 TCG001_EW \Projects seafs \\ DEEPSOIL Equivalent Linear Average Surface Resposne /20 /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Equivalent Linear Surface Response 19583-00 20-Dec Figure E8 1.4 1.2 1 0.8 0.6 0.4 5% Damped Spectral Acceleration (g) 0.2 \Analysis and Calcs 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Effective Stress Surface Response 19583-00 20-Dec Figure E9 10 1 Amplificaiton Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Total Stress Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Total Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E10 10 1 Amplifcation Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Equivalent Linear Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Equivalent Linear Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E11 10 1 5% Damped Spectral Acceleration (g) \Analysis and Calcs 2242093 0.1 0.01 0.1 1 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 Average Amplification Ratio - Effective Stress Analysis /08 12 LIK North County Development Arlington, Washington Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Effective Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E12 1.8 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 \Analysis and Calcs0.2 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis \1958300 SNOPUD OnAmplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis \Notebooks DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne \Projects seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Arlington, Washington Notes: Amplified surface response spectra computed by MCER PSHA Rock Outcrop Spectra, Amplified multiplying the DEEPSOIL amplification ratio by the Surface Response Spectra, and DEEPSOIL Computed MCER PSHA Rock Outcrop Spectrum for Vs30 = Surface Response Spectra 1,600 feet/second. 19583-00 20-Dec Figure E13 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 150 Depth (ft) \Analysis and Calcs 200 Call Geotech CW2242093- \1958300 SNOPUD On250 \Notebooks \Projects seafs \\ 300 LIK 12/08/20 North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis 19583-00 20-Dec Figure E14 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 150 Depth (ft) \Analysis and Calcs 2242093 200 Call Geotech CW- SNOPUD On \1958300 250 \Notebooks \Projects seafs \\ /20 /08 300 12 LIK North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure E15 Maximum Shear Strain (%) Maximum Porewater Pressure Ratio 0.01 0.10 1.00 10.00 100.00 0.00 0.50 1.00 0 0 50 50 100 100 150 150 Depth (ft) Depth (ft) 200 200 \Analysis and Calcs 2242093 Call Geotech CW- 250 250 SNOPUD On \1958300 300 300 \Notebooks \Projects ME_EW seafs \\ OBS_090 /20 /08 12 OLY49_086 LIK RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 North County Development Arlington, Washington RSN755_LOMAP_CYC195 Maximum Shear Strain and Porewater Pressure - RSN4031_SANSIMEO_36695090 Effective Stress Analysis TCG001_EW 19583-00 20-Dec Average Max Strain - Effective Stress Analysis Figure E16 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 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 1/20/2022 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 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 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 19583-00 January 20, 2022 ii | North County Development Buildings 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: ï® Introduction; ï® Purpose, Scope, and the Use of This Report; ï® Project and Site Descriptions; ï® Subsurface Conditions; ï® Seismic Considerations; ï® Geotechnical Engineering Recommendations; ï® Construction Considerations; ï® Recommended Additional Geotechnical Services; and ï® 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. 19583-00 January 20, 2022 2 | North County Development Buildings 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: ï® Review existing subsurface information; ï® Develop a site and exploration location plan; ï® Perform a site-specific ground response analysis to develop seismic design parameters for the site; ï® Evaluate liquefaction susceptibility and effects; ï® Provide foundation design recommendations; ï® Provide lateral earth pressure recommendations for design of site retaining walls; ï® Provide temporary and permanent cut slope recommendations; ï® Provide discussion on construction considerations; and ï® 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 The 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. 19583-00 January 20, 2022 North County Development | 3 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: ï® Geotechnical Engineering Services – North County Project (GeoEngineers 2017) ï® 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. 19583-00 January 20, 2022 4 | North County Development Buildings 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. 19583-00 January 20, 2022 North County Development | 5 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. 19583-00 January 20, 2022 6 | North County Development Buildings Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Response Spectrum in g (2/3 MCER) in g 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. 19583-00 January 20, 2022 North County Development | 7 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. 19583-00 January 20, 2022 8 | North County Development Buildings 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 ï® 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. ï® 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. ï® The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. ï® 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. ï® Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. 19583-00 January 20, 2022 North County Development | 9 ï® 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. ï® 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 ï® 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. ï® 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. ï® 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 19583-00 January 20, 2022 10 | North County Development Buildings 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. ï® Compact the drainage layer to the criteria of structural fill as discussed later in this report. ï® 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. ï® 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. ï® 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. 19583-00 January 20, 2022 North County Development | 11 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 Equivalent Unit Earth Pressure Soil Type Parameter Weight Coefficient, K (pcf) Active earth Pressure 35 0.3 Structural Fill At-rest earth pressure 55 0.45 Passive earth pressure 325/175ab - 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: ï® Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. ï® 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) 19583-00 January 20, 2022 12 | North County Development Buildings 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: ï® 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. ï® 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. ï® 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. ï® 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. ï® 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. ï® 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). ï® 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. ï® Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. 19583-00 January 20, 2022 North County Development | 13 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. ï® 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. ï® 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. ï® 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: ï® Type and density of the soil; ï® Presence and amount of any seepage; ï® Depth of cut; 19583-00 January 20, 2022 14 | North County Development Buildings ï® 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; ï® Duration of the open excavation; and ï® 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. ï® The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). ï® Protect the slope from erosion by using plastic sheeting. ï® Limit the maximum duration of the open excavation to the shortest time period possible. ï® Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. ï® 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: ï® Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; ï® Utility installation; ï® Placement and testing of compacted material; ï® Proof rolling of subgrade prior to paving; and 19583-00 January 20, 2022 North County Development | 15 ï® 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. “CLiqâ€, 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 19583-00 January 20, 2022 Canada Arlington Seattle WASHINGTON Idaho Oregon Project Location 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 North County Development Arlington, Washington 0 1,000 2,000 4,000 Vicinity Map N Feet 19583-00 12/20 Note: Feature locations are approximate. Figure Document Path: \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\GIS\MGIS\1958300-AA (VMap).mxd Date: 12/14/2020 User Name: evinfairchild1 TP-21 FUTURE COVERED MATERIAL BINS (30'x70') 2100 SF TP-4 P4 TP-1 P3 P3 P4A TP-10 P4A CPT-16 P4A P5 P5 P5 TP-11 P5 TP-3 CPT-15 CPT-5 CANOPY TP-14 Fuel Island (DAY 1) EV CPT-11 CPT-12 CPT-17 TP-22 EV CPT-13 CPT-1EV B-7 4 FT EV DOCK 4 FT 4 FT DUMPSTER DOCK DOCK 4 FT DOCK w/2 FT CPT-7 REMOVABLE PLATFORM P4A TP-18 VAN P4A P4 CPT-8 B-12 Canopy DUMPSTER TP-19 4 FT HIGH DOCK Office DUMPSTER TP-16 B-3 P4 CPT-2 TRASH Building Warehouse RECYCLE CPT-3 UP CPT-14 B-2 CPT-10 CPT-6 CPT-9 Undeveloped TP-5 TP-12 TP-2 TP-15P4A CPT-4 B-14 B-13 PIT-1 P4A TP-9 P4A P5 P5 P5 TP-13 TP-20 TP-17 P5 B-10 TP-23 B-11 Site Extent North County Development Legend Arlington, Washington CPT-7 Cone Penetration Test (GeoEngineers 2020) TP-9 Test Pit (GeoEngineers 2017) B-7 Boring (GeoEngineers 2017) B-2 Boring (GeoEngineers 2012) N Site and Exploration Plan CPT-7 Cone Penetration Test (GeoEngineers 2017) TP-1 Test Pit (GeoEngineers 2012) 19583-00 12/20 0 100 200 PIT-1 PIT Test (GeoEngineers 2017) Figure Scale in Feet 2 File: L:\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\CAD\1958300-001 (SPlan).dwg Layout:11x17 - H Date: 12-15-2020 Author: ericlindquist 1.8 Period (s) MCER (g) 1.6 0.01 0.42 0.17 0.96 0.97 0.96 1.4 1.07 0.88 1.15 0.82 1.21 0.78 1.2 1.30 0.73 1.64 0.66 2.10 0.44 1 3.00 0.25 3.50 0.22 4.00 0.19 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Call Geotech CW- Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response SNOPUD On ASCE 7-16 Chapter 21 MCER Spectrum Site Class D \1958300 Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne \Notebooks \Projects DEEPSOIL Effective Stress Surface Response Average seafs \\ Recommended MCER Surface Response /20 /08 12 LIK North County Development Arlington, Washington Recommended MCER Surface Response 19583-00 12/20 Figure 3 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) 19583-00 January 20, 2022 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - CLEAN GRAVELS GW SAND MIXTURES AC Asphalt Concrete GRAVEL AND GRAVELLY (LITTLE OR NO FINES) GP POORLY-GRADED GRAVELS, SOILS GRAVEL - SAND MIXTURES CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINED Quarry Spalls ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) CLAY MIXTURES SOD Sod/Forest Duff SW WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SANDS MORE THAN 50% SAND RETAINED ON AND (LITTLE OR NO FINES) TS Topsoil NO. 200 SIEVE POORLY-GRADED SANDS, GRAVELLY SANDY SP SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY Measured groundwater level in exploration, OF FINES) MIXTURES well, or piezometer INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND MEDIUM PLASTICITY, GRAVELLY CLAYS LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, Graphic Log Contact FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS Distinct contact between soil strata OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY Approximate contact between soil strata MORE THAN 50% MH INORGANIC SILTS, MICACEOUS OR PASSING DIATOMACEOUS SILTY SOILS Material Description Contact NO. 200 SIEVE SILTS AND LIQUID LIMIT GREATER CH INORGANIC CLAYS OF HIGH Contact between geologic units CLAYS THAN 50 PLASTICITY Contact between soil of the same geologic OH ORGANIC CLAYS AND SILTS OF unit MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory / Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis 2.4-inch I.D. split barrel CP Laboratory compaction test CS Consolidation test Standard Penetration Test (SPT) DD Dry density DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content Piston MD Moisture content and dry density Mohs Mohs hardness scale Direct-Push OC Organic content Bulk or grab PM Permeability or hydraulic conductivity PI Plasticity index Continuous Coring PP Pocket penetrometer SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number of UC Unconfined compression blows required to advance sampler 12 inches (or distance noted). VS Vane shear See exploration log for hammer weight and drop. Sheen Classification "P" indicates sampler pushed using the weight of the drill rig. NS No Visible Sheen "WOH" indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen 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. Key to Exploration Logs Figure A-1 Rev 02/2017 Start End Total Logged By JQS Drilling Drilled 7/24/2017 7/24/2017 Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 132.5 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319354 System WA State Plane North Groundwater observed at 8 feet at time of Northing (Y) 424515 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) 130 (recessional outwash) 10 15 1 9 5 %F 5 PH = 7.6 9 25 2 7 CEC = 0.9 meq/100 g MC, PH, CEC 125 9 8 Rough drilling 8 32 3 SA SW-SM Light brown fine to coarse sand with silt and gravel (dense, wet) 10 10 40 4 120 SM Brown gray silty fine to coarse sand with gravel (medium dense, wet) 15 15 20 9 29 5 %F 115 20 9 28 6 110 SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 25 25 6 13 22 7 %F 105 30 14 26 8 100 35 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 Log of Boring B-12 Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 26 10 9 25 9 %F 95 40 12 35 10 Becomes dense 90 SM Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 45 17 25 12 29 11 %F 85 50 13 31 12 Log of Boring B-12 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Start End Total Logged By JQS Drilling Drilled 7/25/2017 7/25/2017 Depth (ft) 101.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319901 System WA State Plane North Groundwater observed at 9½ feet at time of Northing (Y) 424392 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) 4 2 1 20 3 SA 130 5 PH = 7.0 5 8 2 Becomes brown and loose 9 CEC = 1.6 meq/100 g MC, PH, CEC SP-SM Brownish gray fine to medium sand with silt and gravel 6 26 3 (medium dense, moist) 12 7 SA 125 10 10 9 9 28 4 Becomes wet %F Rough drilling from 13 to 25 feet 120 15 2 6 5 Increased gravel content, cobbles 115 20 2 25 6 110 25 25 10 12 26 7 SP-SM Brownish gray fine to medium sand with silt (medium SA dense to dense, wet) 105 30 10 31 8 100 35 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 Log of Boring B-13 Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 22 9 10 26 9 %F 95 40 11 23 10 90 45 0 29 11 SP-SM Brownish gray fine sand with silt (medium dense, wet) 85 50 23 10 10 21 12 %F 80 55 23 9 10 26 13 %F 75 60 10 19 14 70 65 35 5 10 19 15 %F 65 70 10 22 16 60 75 28 7 13 22 17 %F Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 55 80 10 21 18 SM/ML Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) 50 85 17 21 19 45 SM Gray silty fine sand (medium dense, wet) 90 12 27 20 40 95 12 42 21 Becomes dense 35 100 14 52 22 Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 3 of 3 Start End Total Logged By JQS Drilling Drilled Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1320071 System WA State Plane North Groundwater observed at 10 feet at time of Northing (Y) 424399 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) 10 10 1 14 6 %F 130 5 PH = 7.2 12 18 2 8 CEC = 1.8 meq/100 g MC, PH, CEC 10 30 3 125 10 10 13 12 38 4 SM Brownish gray silty fine to coarse sand with gravel SA (medium dense, wet) 120 15 6 28 5 SP-SM Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 115 20 23 7 11 20 6 %F 110 25 12 23 7 105 30 24 9 13 33 8 %F 100 35 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 Log of Boring B-14 Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 12 30 9 95 40 20 7 7 22 10 %F 90 45 13 34 11 85 50 22 9 13 29 12 %F Log of Boring B-14 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 13 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2½ and 10 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319247 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424380 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Light brown fine to medium sand with silt and occasional gravel (loose Probe (P) = 2 inches SP-SM to medium dense, moist) (recessional outwash) 1 4 11 %F 130 2 SP Brownish gray medium sand with occasional gravel (medium dense, P = 10 inches moist) 129 3 P = 6 inches 2 6 3 SA 128 4 P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at a depth of 4½ feet 127 5 126 6 125 7 3 Increased gravel content 4 2 SA 124 8 123 9 122 10 121 11 Becomes gray 4 120 12 119 13 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Pilot Infiltration Test PIT-1 Project: North County Project Project Location: Arlington, Washington Figure A-5 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1318964 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424367 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 5 MC SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Orange-brown fine to medium sand with silt and gravel (medium Probed (P) = 4 inches SP-SM dense, moist) (recessional outwash) 2 5 7 SA 130 2 P = 6 inches 129 3 SP Gray-brown fine to medium sand with gravel and occasional cobbles P = 6 inches (medium dense, moist) 128 4 P = 6 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-9 Project: North County Project Project Location: Arlington, Washington Figure A-6 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319160 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424627 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (medium 5 15 %F dense, moist) 132 1 SP Probe (P) = 3 inches Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) 2 3 1 %F 131 2 P = 3 inches 130 3 P = 3 inches Becomes grayish brown with occasional cobbles 129 4 P = 3 inches 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-10 Project: North County Project Project Location: Arlington, Washington Figure A-7 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319366 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424607 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (loose, 4 MC moist) 132 1 SP Probe (P) = 6 inches Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) 2 2 3 %F 131 2 P = 6 inches 130 3 2 P = 8 inches 3 CBR 129 4 P = 4 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-11 Project: North County Project Project Location: Arlington, Washington Figure A-8 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132.5 Easting (X) 1319336 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424416 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 132 11 14 1 SA SM Light brown silty fine to medium sand with occasional gravel (loose, 1 moist) Probe (P) = 12 inches 131 2 2 SP Brownish gray fine to medium sand with occasional gravel (medium 2 2 P = 6 inches %F dense, moist) (recessional outwash) 130 3 P = 6 inches 129 4 P = 5 inches 128 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-12 Project: North County Project Project Location: Arlington, Washington Figure A-9 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319472 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424354 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light orange-brown fine to medium sand with silt and occasional gravel 3 5 %F (loose, moist) 131 1 SP Probe (P) = 12 inches Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) 2 3 5 %F 130 2 P = 12 inches 129 3 Becomes medium dense P = 6 to 8 inches 128 4 P = 6 to 8 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-13 Project: North County Project Project Location: Arlington, Washington Figure A-10 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133.5 Easting (X) 1319602 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424578 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 133 7 16 1 SM Light orange-brown silty fine to medium sand with occasional gravel %F (loose, moist) 1 SP Light brown fine to medium sand with gravel (medium dense, moist) Probe (P) = 8 inches 132 (recessional outwash) 2 2 3 %F 2 P = 6 inches 131 3 P = 8 inches 130 4 SW Gray-brown fine to coarse sand with gravel (medium dense, moist) P = 6 inches 129 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-14 Project: North County Project Project Location: Arlington, Washington Figure A-11 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1319611 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424406 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 17 SA SP Light brown fine to medium sand with occasional gravel (medium 134 1 dense, moist) (recessional outwash) Probe (P) = 6 inches 2 2 4 %F 133 2 P = 8 inches 132 3 P = 8 inches 131 4 P = 6 inches 3 3 MC 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-15 Project: North County Project Project Location: Arlington, Washington Figure A-12 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135.5 Easting (X) 1319687 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424486 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 1 TS 6 inches topsoil with 3-inch root mass 7 MC 135 SM Brown silty fine to medium sand with occasional gravel (medium dense, moist) 1 SP-SM Light brown fine to medium sand with silt and occasional gravel Probe (P) = 6 inches 134 (medium dense, moist) (recessional outwash) 2 5 11 %F 2 P = 6 inches 133 3 SP Brown-gray fine to medium sand with occasional gravel (medium P = 6 inches 132 dense, moist) 4 P = 6 inches 131 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-16 Project: North County Project Project Location: Arlington, Washington Figure A-13 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319833 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424339 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 8 14 %F SP-SM Light brown fine to medium sand with silt and occasional gravel (loose 132 1 to medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 4 7 %F 131 2 P = 10 inches 3 130 3 P = 8 inches 129 4 SP Brown-gray fine to medium sand with occasional gravel (loose, moist) P = 16 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-17 Project: North County Project Project Location: Arlington, Washington Figure A-14 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1319977 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424526 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (medium 133 1 dense, moist) SP-SM Light orange-brown fine to medium sand with silt and occasional gravel Probe (P) = 5 inches (medium dense, moist) (recessional outwash) 2 4 8 %F 132 2 P = 6 inches 131 3 SP Brown-gray fine to medium sand with gravel and occasional cobbles P = 8 inches (medium dense, moist) 130 4 3 3 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-18 Project: North County Project Project Location: Arlington, Washington Figure A-15 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320151 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424510 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (loose, moist) 7 18 %F 134 1 SP Light brown fine to medium sand with occasional gravel (loose, moist) Probe (P) = 8 inches (recessional outwash) 2 3 4 %F 133 2 P = 10 inches 132 3 P = 10 inches Becomes medium dense with cobbles 131 4 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-19 Project: North County Project Project Location: Arlington, Washington Figure A-16 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1320158 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424357 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 18 %F SP-SM Light orange-brown sand with silt and occasional gravel (loose, moist) 133 1 (recessional outwash) Probe (P) = 14 inches 2 4 MC 132 2 P = 10 inches 131 3 SP Brown-gray fine to medium sand with gravel (loose to medium dense, P = 12 inches moist) 130 4 P = 6 inches 3 2 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-20 Project: North County Project Project Location: Arlington, Washington Figure A-17 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 136 Easting (X) 1320311 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424781 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 2-inch root mass 1 5 MC SP Gray-brown medium sand with gravel (loose, moist) (recessional 135 1 outwash) Probe (P) = 2 inches 2 2 2 SA 134 2 P = 10 inches 133 3 P = 10 inches 132 4 SP Becomes medium dense with cobbles P = 6 inches 3 131 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-21 Project: North County Project Project Location: Arlington, Washington Figure A-18 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320363 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424567 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 4 inches topsoil with root mass SP Light brown medium to coarse sand with gravel (loose to medium 1 dense, moist) (recessional outwash) 134 1 Probe (P) = 6 inches 2 2 3 SA 133 2 P = 10 inches 132 3 Occasional cobbles P = 4 inches 131 4 P = 6 inches 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-22 Project: North County Project Project Location: Arlington, Washington Figure A-19 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424320 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SP-SM Light orange-brown fine to medium sand with silt and occasional gravel 132 1 (loose, moist) (recessional outwash) Probe (P) = 16 inches 2 5 12 %F 131 2 P = 12 inches 130 3 P = 8 inches SP Gray fine to medium sand with gravel (medium dense, moist) 129 4 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-23 Project: North County Project Project Location: Arlington, Washington Figure A-20 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424364 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Orange-brown silty fine sand with occasional gravel (medium dense, 132 1 moist) (recessional outwash) Probe (P) = 8 inches 2 5 15 %F 131 2 P = 6 inches 130 3 P = 3 inches 129 4 SP Brownish gray fine to medium sand with occasional gravel (medium P = 5 inches dense, moist) 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-24 Project: North County Project Project Location: Arlington, Washington Figure A-21 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424466 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SM Light orange-brown silty fine to medium sand with occasional gravel 134 1 (medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 7 29 %F 133 2 P = 6 inches 132 3 P = 3 inches 131 4 SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) 3 2 4 %F 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-25 Project: North County Project Project Location: Arlington, Washington Figure A-22 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 12:53:36 PM Sounding: CPT-01 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-01 Depth 3.77ft Arrival 8.05mS Ref* Velocity* Depth 10.17ft Arrival 17.73mS Ref 3.77ft Velocity 603.23ft/S Depth 16.90ft Arrival 24.33mS Ref 10.17ft Velocity 996.13ft/S Depth 23.29ft Arrival 30.51mS Ref 16.90ft Velocity 1026.32ft/S Depth 30.02ft Arrival 36.91mS Ref 23.29ft Velocity 1044.01ft/S Depth 36.25ft Arrival 43.12mS Ref 30.02ft Velocity 1000.06ft/S Depth 42.81ft Arrival 49.25mS Ref 36.25ft Velocity 1067.27ft/S Depth 49.38ft Arrival 55.74mS Ref 42.81ft Velocity 1010.09ft/S Depth 55.94ft Arrival 61.99mS Ref 49.38ft Velocity 1048.43ft/S Depth 62.34ft Arrival 68.39mS Ref 55.94ft Velocity 997.58ft/S Depth 69.06ft Arrival 74.37mS Ref 62.34ft Velocity 1124.38ft/S Depth 75.46ft Arrival 81.24mS Ref 69.06ft Velocity 929.91ft/S Depth 82.02ft Arrival 87.57mS Ref 75.46ft Velocity 1036.31ft/S Depth 88.58ft Arrival 94.33mS Ref 82.02ft Velocity 970.51ft/S Depth 95.14ft Arrival 101.79mS Ref 88.58ft Velocity 879.11ft/S Depth 100.23ft Arrival 106.44mS Ref 95.14ft Velocity 1093.59ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 11:22:30 AM Sounding: CPT-02 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 10:03:34 AM Sounding: CPT-03 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 10:54:48 AM Sounding: CPT-04 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-04 Depth 3.61ft Arrival 8.71mS Ref* Velocity* Depth 10.33ft Arrival 18.75mS Ref 3.61ft Velocity 610.84ft/S Depth 16.90ft Arrival 25.15mS Ref 10.33ft Velocity 1001.81ft/S Depth 23.29ft Arrival 31.17mS Ref 16.90ft Velocity 1052.98ft/S Depth 29.86ft Arrival 37.15mS Ref 23.29ft Velocity 1091.74ft/S Depth 36.25ft Arrival 43.43mS Ref 29.86ft Velocity 1013.61ft/S Depth 42.98ft Arrival 49.29mS Ref 36.25ft Velocity 1145.01ft/S Depth 49.38ft Arrival 55.47mS Ref 42.98ft Velocity 1034.71ft/S Depth 55.94ft Arrival 61.83mS Ref 49.38ft Velocity 1029.13ft/S Depth 62.50ft Arrival 67.96mS Ref 55.94ft Velocity 1068.78ft/S Depth 69.06ft Arrival 73.94mS Ref 62.50ft Velocity 1096.96ft/S Depth 75.46ft Arrival 79.76mS Ref 69.06ft Velocity 1098.42ft/S Depth 82.19ft Arrival 86.01mS Ref 75.46ft Velocity 1075.49ft/S Depth 88.58ft Arrival 92.49mS Ref 82.19ft Velocity 986.15ft/S Depth 95.14ft Arrival 96.75mS Ref 88.58ft Velocity 1540.46ft/S Depth 100.07ft Arrival 102.57mS Ref 95.14ft Velocity 845.23ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 8:34:21 AM Sounding: CPT-05 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 9:16:56 AM Sounding: CPT-06 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 CPT-07 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 8:30:15 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-08 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 12:40:20 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-09 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 8:23:57 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-10 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 9:56:18 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-11 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 9:57:17 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-12 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 11:36:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-13 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 1:18:04 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-14 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 11:14:50 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-15 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 2:12:26 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-16 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 10:31:34 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: 15 ft North of 20' Marked Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-17 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 8:45:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: @ 22 ft (btw 20'&25'Stakes) SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 19593-00 January 20, 2022 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, North County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY Washington COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-12 7½ 9 Fine to coarse sand with silt and gravel (SW-SM) Figure B B-13 2½ 20 Fine to medium sand with occasional gravel (SP) B-13 7½ 12 Fine to medium sand with silt and gravel (SP-SM) B-13 25 25 Fine to medium sand with silt (SP-SM) -1 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-14 10 10 Silty fine to coarse sand with gravel (SM) Figure B Pit-1 4 6 Medium sand with occasional gravel (SP) Pit-1 8 4 Medium sand with gravel (SP) TP-9 2 5 Fine to medium sand with silt and gravel (SP-SM) -2 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description TP-12 ½ 11 Silty fine to medium sand with occasional gravel (SM) Figure B TP-15 ½ 7 Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) TP-21 2 2 Medium to coarse sand with gravel (SP) TP-22 2 2 -3 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 19583-00 January 20, 2022 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 4 051-03 0482- 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2012 – 2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 5 051-03 0482- APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) 19583-00 January 20, 2022 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. 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 Array size Min. and Max. Number of Number of depth (feet) (feet) separation (feet) receivers 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 - 1 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 2 Investigation site 17910 59th Ave NE, Arlington, WA 98223 Figure 1.1 Site of investigation 3 Figure 1.2 Configuration of arrays. 4 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. Figure 2.1 Schematic diagram of 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. 5 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. 6 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. 7 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph 10 Geometrics Preamp gain 0db, 12db, 24db, (Atom) 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 8 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 Sensor spacing Number of Data length size (feet) (feet) sensors (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 9 Seismograph and geophone Array size (300 feet) Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. 10 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. ID Figure 5.2 Example of microtremor data. 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. CCï¦,r,ï·ï€© COHï¦,r,ï·ï€©ï€½ (5.1) ACx,y,ï·ï€©ACxï„x,yï„y,ï·ï€© 11 ï„xrcosï¦ ï„y rsinï¦ Where, x and y is locations of seismographs, r is a distance between two seismographs, ï· 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. ï¦ï€½2ï° ïƒ¦ ï· ïƒ¶ COHï¦,r,ï·ï€©dï¦ ï€½ J  r (5.2) ï¦ï€½0 0c ï€©ï· ïƒ·ïƒ¸ Where c(ï·) is phase velocity of microtremors, J0 is the first kind of Bessel function. Figure 5.3 Example of spatial autocorrelations. 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. 12 2000 1800 1600 1400 1200 1000 -velocity (m/sec)800 600 Phase 400 200 0 0.1 1 10 Frequency (Hz) Figure 5.4 Example of a dispersion curve. 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. 13 S-wave velocity (m/sec) 0 100 200 300 400 500 600 700 800 900 1000 0 50 100 150 200 250 Depth (m)300 350 400 450 500 Figure 5.5 Example of inverted S-wave velocity model. 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. 14 Recorded microtremors Divided block data Coherence Spatial autocorrelation Observed dispersion curve Wave length transformation Initial model Theoretical dispersion curve Update model Comparison of observed and theoretical dispersion curves Converged? No Yes Analysis result (1D S-wave velocity model) 15 Figure 5.1 Processing flow. 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. 16 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. 17 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. 18 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 19 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 20 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 21 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 22 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 23 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 24 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 25 Figure 6.17 Comparison of observed dispersion curves 26 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: ï¬ S-wave velocity (Vs) at the site is basically increasing with depth. ï¬ There is no big horizontal velocity change. ï¬ Vs models consist of three layers. ï¬ 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. ï¬ 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. ï¬ 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. ï¬ In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. ï¬ In deep depth (> 200 feet), Vs is slightly increasing from west to east. ï¬ Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 27 ï¬ Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. ï¬ 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. 28 Velocity Amplitude Observed Average (effective) Fundamental 1st 2nd Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). 29 Figure 6.19 Analyzed S-wave velocity model (A-array). 30 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 31 Figure 6.21 Analyzed S-wave velocity model (B-array). 32 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 33 Figure 6.23 Analyzed S-wave velocity model (C-array). 34 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 35 Figure 6.25 Analyzed S-wave velocity model (D-array). 36 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 37 Figure 6.27 Analyzed S-wave velocity model (E-array). 38 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 39 Figure 6.29 Analyzed S-wave velocity model (F-array). 40 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 41 Figure 6.31 Analyzed S-wave velocity model (G-array). 42 Figure 6.32 Comparison of analyzed velocity model. 43 B-3 B-12 B-2 B-13 B-14 Figure 6.33 Location borings and microtremor arrays. 44 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 45 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 46 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: ï® 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; ï® 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); ï® Ground response analyses using the selected suite of ground motions; ï® 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 ï® Producing this appendix. This appendix contains the following sections: ï® 1.0 Introduction; ï® 2.0 Site and Subsurface Conditions; ï® 3.0 Seismic Basis of Design; ï® 4.0 Site-Specific Response Analysis; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-2 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 19583-00 January 20, 2022 North County Development Buildings | E-3 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- 19583-00 January 20, 2022 North County Development Buildings | E-4 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) Spectral Parameters Parameter ASCE 7-16a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 F c v 1.93 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: ï® Defining a target outcrop response spectrum for the seismic hazard at the site; ï® Selecting and scaling ground motions compatible with the target hazard response spectrum; ï® Defining dynamic soil properties and characterizing a representative soil profile for the project site; and ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-5 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 “subductsâ€) 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 19583-00 January 20, 2022 North County Development Buildings | E-6 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 19583-00 January 20, 2022 North County Development Buildings | E-7 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: ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-8 ï® The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. ï® No codes or city guidance require consideration of the Everett Basin. ï® 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree 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 - 19583-00 January 20, 2022 North County Development Buildings | E-9 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1667 0.1667 Atkinson and Boore (2003) Cascadia AB03_C 0.1667 0.1667 Modela,b Zhao et al. (2006)c Z06 0.3333 0.3333 BC Hydro (2018) BCHydro18 0.3333 0.3333 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 Zhao et al. (2006)b Z06 0.3b 0.444 BC Hydro (2018)d BCHydro18 0.3 0.444 Atkinson and Macias (2009)c AM09 0.3 - 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: ï® 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. ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-10 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. 19583-00 January 20, 2022 North County Development Buildings | E-11 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Deaggregated Values Percent Number of Source Types Rrup Contribution Epsilon Mw Motions (kilometers) 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: ï® Spectral shape, with respect to the target uniform hazard spectrum (UHS); ï® Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); ï® Moment magnitude and source-to-site distance; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-12 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth VS Range Major Soil Type (feet) (feet per Generalized Soil Conditions USCS Symbol (Thickness) second) Surficial Silty Sand – loose to medium dense silty 0 to 5 (5) 589 to 765 SM sand with varying amounts of gravel content. 5 to 10 (5) 683 to 893 SM, SP, SP-SM Upper Sand – dense sand 10 to 30 (20) 791 to 952 30 to 155 (125) 892 to 1044 SM, SP, SP-SM Lower Sand – medium dense sand 155 to 180 (25) 994 to 1129 180 to 210 (30) 1065 to 1413 Till – very hard clay and very dense sand with CL, SW 210 to 240 (30) 1256 to 1549 varying amounts of cobbles and boulders. 240 to 270 (30) 1424 to 1726 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. 19583-00 January 20, 2022 North County Development Buildings | E-13 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 Unit Weight Friction Angle (feet) Empirical Model (pcfa) (degrees) (Thickness) 0 to 5 (5) 125 38 5 to 10 (5) 125 38 10 to 30 (20) 130 40 30 to 155 (125) 125 34 Darendeli (2001) Sand 155 to 180 (25) 140 40 180 to 210 (30) 140 40 210 to 240 (30) 140 40 240 to 270 (30) 140 38 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. 19583-00 January 20, 2022 North County Development Buildings | E-14 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 ð¾ð¾ = (1−sin(Ï•))OCRsin(Ï•) 0 where Ï• 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 Matasovic and Vucetic (1993) parameters Depth Range Soil Type Reference v f p F s γ (%) SM, SP, SP-SM (Upper Vucetic and 5 to 270 feet 1 1a 1.05 b b 0.02 Sand; Lower Sand) Dobry (1989) 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, 19583-00 January 20, 2022 North County Development Buildings | E-15 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- 19583-00 January 20, 2022 North County Development Buildings | E-16 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 Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Spectrum (2/3 MCER) 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 19583-00 January 20, 2022 North County Development Buildings | E-17 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. 19583-00 January 20, 2022 North County Development Buildings | E-18 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 Manualâ€. 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. 19583-00 January 20, 2022 North County Development Buildings | E-19 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 19583-00 January 20, 2022 Table E5 - Development of Rock Outcrop MCER Response Spectrum Hart Crowser PSHA Site- Maximum Specific (Vs30 = 1,600 ft/s) Risk Coefficients ASCE 7-16 Code-Based HAZ45.2 Site Class C Period Component Factor Calculated MCER 2,475-year Response (ASCE 7-16 MCER Response (Vs30 = 1,600 ft/s) Rock (s) 1 2 (Shahi and Baker Response Spectrum (g) 3 Spectrum (g) Method 2) Spectrum Site Class C (g) Outcrop Spectrum 2013) (Geometric Mean) 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. Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Distances (km) Max. HC V Scale Earthquake Recording Station Magnitude Fault S30 Useable Fault Mechanism Component Name Record ID Epicentral Hypocentral (m/s) a,b,c Factor Rupture Period (s) Shallow - Crustal RSN739_LOMAP_AN 1 1989 Loma Prieta, California Anderson Dam (Downstream) 6.9 20.3 26.6 31.8 489 10 2.64 Reverse Oblique D250 Coyote Lake Dam - Southwest Shallow - Crustal RSN755LOMAP_CYC 2 1989 Loma Prieta, California 6.9 20.3 30.8 35.4 561 6 3.89 Abutment Reverse Oblique 195 RSN4031_SANSIME 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse 1.56 O_36695090 RSN133FRIULI.B_B- 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 - 16.9 27.0 650 27 Shallow - Crustal Reverse 3.10 SRO000 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 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. 2 ASCE 7-16 Code-Based MCER Response Spectrum Site Class C 1.8 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 1.6 Spectrum 1.4 1.2 1 Spectral Acceleration (g)0.8 0.6 0.4 0.2 0 0 1 2 3 Period (s) North County Development Arlington, Washington Rock Outcrop Spectra 19583-00 12/2020 Figure E3 LIK 12/31/2020 \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Analysis and Calcs\Calc_4 Ground Motion Selection\Method 2 Development of MCER -SNOPUD_v2.xlsx 2.5 2 1.5 1 5% Damped Spectral Acceleration (g) 0.5 0 0.01 0.1 1 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: North County Development Arlington, Washington SF = Scale Factor Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard 19583-00 20-Dec Figure E4 Shear Wave Velocity, Vs (ft/s) 0 500 1000 1500 2000 0 50 100 150 Depth (feet)200 250 \Analysis and Calcs 300 Call Geotech CW2242093- 350 A-array B-array \1958300 SNOPUD On C-array D-array \Notebooks E-array F-array \Projects seafs G-array Time-Averaged Shear Wave Velocity \\ LIK 12/08/20 Note: The assumed outcrop condition for site North County Development response analyiss is at 270 Feet in depth with Arlington, Washington a shear wave velocity of 1,600 feet/second. Shear Wave Velocity Profile for Site Response Analysis 19583-00 20-Dec Figure E5 Shear Strength (psf) 0 2000 4000 6000 8000 10000 12000 14000 16000 0 Assumed Shear Strength Deepsoil Curve Fit 50 100 Depth (ft) 150 \Analysis and Calcs 200 Call Geotech CW2242093- 250 \1958300 SNOPUD On \Notebooks \Projects seafs \\ LIK 12/08/20 North County Development Arlington, Washington Assumed Shear Strength Profile 19583-00 20-Dec Figure E6 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 DEEPSOIL Total Stress Surface Response Average /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Total Stress Surface Response Average 19583-00 20-Dec Figure E7 2 1.8 1.6 1.4 1.2 1 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 \Analysis and Calcs0.2 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks RSN4031_SANSIMEO_36695090 TCG001_EW \Projects seafs \\ DEEPSOIL Equivalent Linear Average Surface Resposne /20 /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Equivalent Linear Surface Response 19583-00 20-Dec Figure E8 1.4 1.2 1 0.8 0.6 0.4 5% Damped Spectral Acceleration (g) 0.2 \Analysis and Calcs 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Effective Stress Surface Response 19583-00 20-Dec Figure E9 10 1 Amplificaiton Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Total Stress Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Total Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E10 10 1 Amplifcation Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Equivalent Linear Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Equivalent Linear Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E11 10 1 5% Damped Spectral Acceleration (g) \Analysis and Calcs 2242093 0.1 0.01 0.1 1 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 Average Amplification Ratio - Effective Stress Analysis /08 12 LIK North County Development Arlington, Washington Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Effective Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E12 1.8 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 \Analysis and Calcs0.2 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis \1958300 SNOPUD OnAmplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis \Notebooks DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne \Projects seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Arlington, Washington Notes: Amplified surface response spectra computed by MCER PSHA Rock Outcrop Spectra, Amplified multiplying the DEEPSOIL amplification ratio by the Surface Response Spectra, and DEEPSOIL Computed MCER PSHA Rock Outcrop Spectrum for Vs30 = Surface Response Spectra 1,600 feet/second. 19583-00 20-Dec Figure E13 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 150 Depth (ft) \Analysis and Calcs 200 Call Geotech CW2242093- \1958300 SNOPUD On250 \Notebooks \Projects seafs \\ 300 LIK 12/08/20 North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis 19583-00 20-Dec Figure E14 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 150 Depth (ft) \Analysis and Calcs 2242093 200 Call Geotech CW- SNOPUD On \1958300 250 \Notebooks \Projects seafs \\ /20 /08 300 12 LIK North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure E15 Maximum Shear Strain (%) Maximum Porewater Pressure Ratio 0.01 0.10 1.00 10.00 100.00 0.00 0.50 1.00 0 0 50 50 100 100 150 150 Depth (ft) Depth (ft) 200 200 \Analysis and Calcs 2242093 Call Geotech CW- 250 250 SNOPUD On \1958300 300 300 \Notebooks \Projects ME_EW seafs \\ OBS_090 /20 /08 12 OLY49_086 LIK RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 North County Development Arlington, Washington RSN755_LOMAP_CYC195 Maximum Shear Strain and Porewater Pressure - RSN4031_SANSIMEO_36695090 Effective Stress Analysis TCG001_EW 19583-00 20-Dec Average Max Strain - Effective Stress Analysis Figure E16 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 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 1/20/2022 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 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 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 19583-00 January 20, 2022 ii | North County Development Buildings 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: ï® Introduction; ï® Purpose, Scope, and the Use of This Report; ï® Project and Site Descriptions; ï® Subsurface Conditions; ï® Seismic Considerations; ï® Geotechnical Engineering Recommendations; ï® Construction Considerations; ï® Recommended Additional Geotechnical Services; and ï® 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. 19583-00 January 20, 2022 2 | North County Development Buildings 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: ï® Review existing subsurface information; ï® Develop a site and exploration location plan; ï® Perform a site-specific ground response analysis to develop seismic design parameters for the site; ï® Evaluate liquefaction susceptibility and effects; ï® Provide foundation design recommendations; ï® Provide lateral earth pressure recommendations for design of site retaining walls; ï® Provide temporary and permanent cut slope recommendations; ï® Provide discussion on construction considerations; and ï® 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 The 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. 19583-00 January 20, 2022 North County Development | 3 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: ï® Geotechnical Engineering Services – North County Project (GeoEngineers 2017) ï® 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. 19583-00 January 20, 2022 4 | North County Development Buildings 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. 19583-00 January 20, 2022 North County Development | 5 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. 19583-00 January 20, 2022 6 | North County Development Buildings Table 1 – Site-Specific MCER and Design Earthquake Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Response Spectrum in g (2/3 MCER) in g 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. 19583-00 January 20, 2022 North County Development | 7 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. 19583-00 January 20, 2022 8 | North County Development Buildings 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 ï® 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. ï® 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. ï® The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. ï® 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. ï® Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. 19583-00 January 20, 2022 North County Development | 9 ï® 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. ï® 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 ï® 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. ï® 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. ï® 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 19583-00 January 20, 2022 10 | North County Development Buildings 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. ï® Compact the drainage layer to the criteria of structural fill as discussed later in this report. ï® 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. ï® 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. ï® 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. 19583-00 January 20, 2022 North County Development | 11 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 Equivalent Unit Earth Pressure Soil Type Parameter Weight Coefficient, K (pcf) Active earth Pressure 35 0.3 Structural Fill At-rest earth pressure 55 0.45 Passive earth pressure 325/175ab - 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: ï® Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. ï® 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) 19583-00 January 20, 2022 12 | North County Development Buildings 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: ï® 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. ï® 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. ï® 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. ï® 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. ï® 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. ï® 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). ï® 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. ï® Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. 19583-00 January 20, 2022 North County Development | 13 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. ï® 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. ï® 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. ï® 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: ï® Type and density of the soil; ï® Presence and amount of any seepage; ï® Depth of cut; 19583-00 January 20, 2022 14 | North County Development Buildings ï® 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; ï® Duration of the open excavation; and ï® 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. ï® The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). ï® Protect the slope from erosion by using plastic sheeting. ï® Limit the maximum duration of the open excavation to the shortest time period possible. ï® Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. ï® 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: ï® Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; ï® Utility installation; ï® Placement and testing of compacted material; ï® Proof rolling of subgrade prior to paving; and 19583-00 January 20, 2022 North County Development | 15 ï® 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. “CLiqâ€, 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 19583-00 January 20, 2022 Canada Arlington Seattle WASHINGTON Idaho Oregon Project Location 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 North County Development Arlington, Washington 0 1,000 2,000 4,000 Vicinity Map N Feet 19583-00 12/20 Note: Feature locations are approximate. Figure Document Path: \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\GIS\MGIS\1958300-AA (VMap).mxd Date: 12/14/2020 User Name: evinfairchild1 TP-21 FUTURE COVERED MATERIAL BINS (30'x70') 2100 SF TP-4 P4 TP-1 P3 P3 P4A TP-10 P4A CPT-16 P4A P5 P5 P5 TP-11 P5 TP-3 CPT-15 CPT-5 CANOPY TP-14 Fuel Island (DAY 1) EV CPT-11 CPT-12 CPT-17 TP-22 EV CPT-13 CPT-1EV B-7 4 FT EV DOCK 4 FT 4 FT DUMPSTER DOCK DOCK 4 FT DOCK w/2 FT CPT-7 REMOVABLE PLATFORM P4A TP-18 VAN P4A P4 CPT-8 B-12 Canopy DUMPSTER TP-19 4 FT HIGH DOCK Office DUMPSTER TP-16 B-3 P4 CPT-2 TRASH Building Warehouse RECYCLE CPT-3 UP CPT-14 B-2 CPT-10 CPT-6 CPT-9 Undeveloped TP-5 TP-12 TP-2 TP-15P4A CPT-4 B-14 B-13 PIT-1 P4A TP-9 P4A P5 P5 P5 TP-13 TP-20 TP-17 P5 B-10 TP-23 B-11 Site Extent North County Development Legend Arlington, Washington CPT-7 Cone Penetration Test (GeoEngineers 2020) TP-9 Test Pit (GeoEngineers 2017) B-7 Boring (GeoEngineers 2017) B-2 Boring (GeoEngineers 2012) N Site and Exploration Plan CPT-7 Cone Penetration Test (GeoEngineers 2017) TP-1 Test Pit (GeoEngineers 2012) 19583-00 12/20 0 100 200 PIT-1 PIT Test (GeoEngineers 2017) Figure Scale in Feet 2 File: L:\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\CAD\1958300-001 (SPlan).dwg Layout:11x17 - H Date: 12-15-2020 Author: ericlindquist 1.8 Period (s) MCER (g) 1.6 0.01 0.42 0.17 0.96 0.97 0.96 1.4 1.07 0.88 1.15 0.82 1.21 0.78 1.2 1.30 0.73 1.64 0.66 2.10 0.44 1 3.00 0.25 3.50 0.22 4.00 0.19 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Call Geotech CW- Site Specific MCER Response Spectrum ̶Deepsoil Total Stress Nonlinear Average Surface Response SNOPUD On ASCE 7-16 Chapter 21 MCER Spectrum Site Class D \1958300 Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne \Notebooks \Projects DEEPSOIL Effective Stress Surface Response Average seafs \\ Recommended MCER Surface Response /20 /08 12 LIK North County Development Arlington, Washington Recommended MCER Surface Response 19583-00 12/20 Figure 3 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) 19583-00 January 20, 2022 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - CLEAN GRAVELS GW SAND MIXTURES AC Asphalt Concrete GRAVEL AND GRAVELLY (LITTLE OR NO FINES) GP POORLY-GRADED GRAVELS, SOILS GRAVEL - SAND MIXTURES CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINED Quarry Spalls ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) CLAY MIXTURES SOD Sod/Forest Duff SW WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SANDS MORE THAN 50% SAND RETAINED ON AND (LITTLE OR NO FINES) TS Topsoil NO. 200 SIEVE POORLY-GRADED SANDS, GRAVELLY SANDY SP SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY Measured groundwater level in exploration, OF FINES) MIXTURES well, or piezometer INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND MEDIUM PLASTICITY, GRAVELLY CLAYS LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, Graphic Log Contact FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS Distinct contact between soil strata OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY Approximate contact between soil strata MORE THAN 50% MH INORGANIC SILTS, MICACEOUS OR PASSING DIATOMACEOUS SILTY SOILS Material Description Contact NO. 200 SIEVE SILTS AND LIQUID LIMIT GREATER CH INORGANIC CLAYS OF HIGH Contact between geologic units CLAYS THAN 50 PLASTICITY Contact between soil of the same geologic OH ORGANIC CLAYS AND SILTS OF unit MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory / Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis 2.4-inch I.D. split barrel CP Laboratory compaction test CS Consolidation test Standard Penetration Test (SPT) DD Dry density DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content Piston MD Moisture content and dry density Mohs Mohs hardness scale Direct-Push OC Organic content Bulk or grab PM Permeability or hydraulic conductivity PI Plasticity index Continuous Coring PP Pocket penetrometer SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number of UC Unconfined compression blows required to advance sampler 12 inches (or distance noted). VS Vane shear See exploration log for hammer weight and drop. Sheen Classification "P" indicates sampler pushed using the weight of the drill rig. NS No Visible Sheen "WOH" indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen 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. Key to Exploration Logs Figure A-1 Rev 02/2017 Start End Total Logged By JQS Drilling Drilled 7/24/2017 7/24/2017 Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 132.5 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319354 System WA State Plane North Groundwater observed at 8 feet at time of Northing (Y) 424515 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) 130 (recessional outwash) 10 15 1 9 5 %F 5 PH = 7.6 9 25 2 7 CEC = 0.9 meq/100 g MC, PH, CEC 125 9 8 Rough drilling 8 32 3 SA SW-SM Light brown fine to coarse sand with silt and gravel (dense, wet) 10 10 40 4 120 SM Brown gray silty fine to coarse sand with gravel (medium dense, wet) 15 15 20 9 29 5 %F 115 20 9 28 6 110 SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 25 25 6 13 22 7 %F 105 30 14 26 8 100 35 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 Log of Boring B-12 Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 26 10 9 25 9 %F 95 40 12 35 10 Becomes dense 90 SM Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 45 17 25 12 29 11 %F 85 50 13 31 12 Log of Boring B-12 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Start End Total Logged By JQS Drilling Drilled 7/25/2017 7/25/2017 Depth (ft) 101.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319901 System WA State Plane North Groundwater observed at 9½ feet at time of Northing (Y) 424392 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) 4 2 1 20 3 SA 130 5 PH = 7.0 5 8 2 Becomes brown and loose 9 CEC = 1.6 meq/100 g MC, PH, CEC SP-SM Brownish gray fine to medium sand with silt and gravel 6 26 3 (medium dense, moist) 12 7 SA 125 10 10 9 9 28 4 Becomes wet %F Rough drilling from 13 to 25 feet 120 15 2 6 5 Increased gravel content, cobbles 115 20 2 25 6 110 25 25 10 12 26 7 SP-SM Brownish gray fine to medium sand with silt (medium SA dense to dense, wet) 105 30 10 31 8 100 35 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 Log of Boring B-13 Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 22 9 10 26 9 %F 95 40 11 23 10 90 45 0 29 11 SP-SM Brownish gray fine sand with silt (medium dense, wet) 85 50 23 10 10 21 12 %F 80 55 23 9 10 26 13 %F 75 60 10 19 14 70 65 35 5 10 19 15 %F 65 70 10 22 16 60 75 28 7 13 22 17 %F Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 55 80 10 21 18 SM/ML Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) 50 85 17 21 19 45 SM Gray silty fine sand (medium dense, wet) 90 12 27 20 40 95 12 42 21 Becomes dense 35 100 14 52 22 Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 3 of 3 Start End Total Logged By JQS Drilling Drilled Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1320071 System WA State Plane North Groundwater observed at 10 feet at time of Northing (Y) 424399 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) 10 10 1 14 6 %F 130 5 PH = 7.2 12 18 2 8 CEC = 1.8 meq/100 g MC, PH, CEC 10 30 3 125 10 10 13 12 38 4 SM Brownish gray silty fine to coarse sand with gravel SA (medium dense, wet) 120 15 6 28 5 SP-SM Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 115 20 23 7 11 20 6 %F 110 25 12 23 7 105 30 24 9 13 33 8 %F 100 35 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 Log of Boring B-14 Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 12 30 9 95 40 20 7 7 22 10 %F 90 45 13 34 11 85 50 22 9 13 29 12 %F Log of Boring B-14 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 13 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2½ and 10 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319247 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424380 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Light brown fine to medium sand with silt and occasional gravel (loose Probe (P) = 2 inches SP-SM to medium dense, moist) (recessional outwash) 1 4 11 %F 130 2 SP Brownish gray medium sand with occasional gravel (medium dense, P = 10 inches moist) 129 3 P = 6 inches 2 6 3 SA 128 4 P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at a depth of 4½ feet 127 5 126 6 125 7 3 Increased gravel content 4 2 SA 124 8 123 9 122 10 121 11 Becomes gray 4 120 12 119 13 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Pilot Infiltration Test PIT-1 Project: North County Project Project Location: Arlington, Washington Figure A-5 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1318964 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424367 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 5 MC SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Orange-brown fine to medium sand with silt and gravel (medium Probed (P) = 4 inches SP-SM dense, moist) (recessional outwash) 2 5 7 SA 130 2 P = 6 inches 129 3 SP Gray-brown fine to medium sand with gravel and occasional cobbles P = 6 inches (medium dense, moist) 128 4 P = 6 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-9 Project: North County Project Project Location: Arlington, Washington Figure A-6 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319160 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424627 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (medium 5 15 %F dense, moist) 132 1 SP Probe (P) = 3 inches Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) 2 3 1 %F 131 2 P = 3 inches 130 3 P = 3 inches Becomes grayish brown with occasional cobbles 129 4 P = 3 inches 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-10 Project: North County Project Project Location: Arlington, Washington Figure A-7 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319366 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424607 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (loose, 4 MC moist) 132 1 SP Probe (P) = 6 inches Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) 2 2 3 %F 131 2 P = 6 inches 130 3 2 P = 8 inches 3 CBR 129 4 P = 4 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-11 Project: North County Project Project Location: Arlington, Washington Figure A-8 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132.5 Easting (X) 1319336 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424416 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 132 11 14 1 SA SM Light brown silty fine to medium sand with occasional gravel (loose, 1 moist) Probe (P) = 12 inches 131 2 2 SP Brownish gray fine to medium sand with occasional gravel (medium 2 2 P = 6 inches %F dense, moist) (recessional outwash) 130 3 P = 6 inches 129 4 P = 5 inches 128 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-12 Project: North County Project Project Location: Arlington, Washington Figure A-9 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319472 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424354 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light orange-brown fine to medium sand with silt and occasional gravel 3 5 %F (loose, moist) 131 1 SP Probe (P) = 12 inches Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) 2 3 5 %F 130 2 P = 12 inches 129 3 Becomes medium dense P = 6 to 8 inches 128 4 P = 6 to 8 inches 3 127 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-13 Project: North County Project Project Location: Arlington, Washington Figure A-10 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133.5 Easting (X) 1319602 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424578 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 133 7 16 1 SM Light orange-brown silty fine to medium sand with occasional gravel %F (loose, moist) 1 SP Light brown fine to medium sand with gravel (medium dense, moist) Probe (P) = 8 inches 132 (recessional outwash) 2 2 3 %F 2 P = 6 inches 131 3 P = 8 inches 130 4 SW Gray-brown fine to coarse sand with gravel (medium dense, moist) P = 6 inches 129 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-14 Project: North County Project Project Location: Arlington, Washington Figure A-11 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1319611 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424406 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 17 SA SP Light brown fine to medium sand with occasional gravel (medium 134 1 dense, moist) (recessional outwash) Probe (P) = 6 inches 2 2 4 %F 133 2 P = 8 inches 132 3 P = 8 inches 131 4 P = 6 inches 3 3 MC 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-15 Project: North County Project Project Location: Arlington, Washington Figure A-12 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135.5 Easting (X) 1319687 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424486 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 1 TS 6 inches topsoil with 3-inch root mass 7 MC 135 SM Brown silty fine to medium sand with occasional gravel (medium dense, moist) 1 SP-SM Light brown fine to medium sand with silt and occasional gravel Probe (P) = 6 inches 134 (medium dense, moist) (recessional outwash) 2 5 11 %F 2 P = 6 inches 133 3 SP Brown-gray fine to medium sand with occasional gravel (medium P = 6 inches 132 dense, moist) 4 P = 6 inches 131 3 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-16 Project: North County Project Project Location: Arlington, Washington Figure A-13 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319833 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424339 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 8 14 %F SP-SM Light brown fine to medium sand with silt and occasional gravel (loose 132 1 to medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 4 7 %F 131 2 P = 10 inches 3 130 3 P = 8 inches 129 4 SP Brown-gray fine to medium sand with occasional gravel (loose, moist) P = 16 inches 4 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-17 Project: North County Project Project Location: Arlington, Washington Figure A-14 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1319977 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424526 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (medium 133 1 dense, moist) SP-SM Light orange-brown fine to medium sand with silt and occasional gravel Probe (P) = 5 inches (medium dense, moist) (recessional outwash) 2 4 8 %F 132 2 P = 6 inches 131 3 SP Brown-gray fine to medium sand with gravel and occasional cobbles P = 8 inches (medium dense, moist) 130 4 3 3 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-18 Project: North County Project Project Location: Arlington, Washington Figure A-15 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320151 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424510 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (loose, moist) 7 18 %F 134 1 SP Light brown fine to medium sand with occasional gravel (loose, moist) Probe (P) = 8 inches (recessional outwash) 2 3 4 %F 133 2 P = 10 inches 132 3 P = 10 inches Becomes medium dense with cobbles 131 4 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-19 Project: North County Project Project Location: Arlington, Washington Figure A-16 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1320158 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424357 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 18 %F SP-SM Light orange-brown sand with silt and occasional gravel (loose, moist) 133 1 (recessional outwash) Probe (P) = 14 inches 2 4 MC 132 2 P = 10 inches 131 3 SP Brown-gray fine to medium sand with gravel (loose to medium dense, P = 12 inches moist) 130 4 P = 6 inches 3 2 MC 129 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-20 Project: North County Project Project Location: Arlington, Washington Figure A-17 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 136 Easting (X) 1320311 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424781 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 2-inch root mass 1 5 MC SP Gray-brown medium sand with gravel (loose, moist) (recessional 135 1 outwash) Probe (P) = 2 inches 2 2 2 SA 134 2 P = 10 inches 133 3 P = 10 inches 132 4 SP Becomes medium dense with cobbles P = 6 inches 3 131 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-21 Project: North County Project Project Location: Arlington, Washington Figure A-18 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320363 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424567 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 4 inches topsoil with root mass SP Light brown medium to coarse sand with gravel (loose to medium 1 dense, moist) (recessional outwash) 134 1 Probe (P) = 6 inches 2 2 3 SA 133 2 P = 10 inches 132 3 Occasional cobbles P = 4 inches 131 4 P = 6 inches 3 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-22 Project: North County Project Project Location: Arlington, Washington Figure A-19 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424320 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SP-SM Light orange-brown fine to medium sand with silt and occasional gravel 132 1 (loose, moist) (recessional outwash) Probe (P) = 16 inches 2 5 12 %F 131 2 P = 12 inches 130 3 P = 8 inches SP Gray fine to medium sand with gravel (medium dense, moist) 129 4 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. 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 Log of Test Pit TP-23 Project: North County Project Project Location: Arlington, Washington Figure A-20 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424364 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Orange-brown silty fine sand with occasional gravel (medium dense, 132 1 moist) (recessional outwash) Probe (P) = 8 inches 2 5 15 %F 131 2 P = 6 inches 130 3 P = 3 inches 129 4 SP Brownish gray fine to medium sand with occasional gravel (medium P = 5 inches dense, moist) 3 128 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-24 Project: North County Project Project Location: Arlington, Washington Figure A-21 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424466 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SM Light orange-brown silty fine to medium sand with occasional gravel 134 1 (medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 7 29 %F 133 2 P = 6 inches 132 3 P = 3 inches 131 4 SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) 3 2 4 %F 130 5 Probed depth (P) is the measured penetration of ½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-25 Project: North County Project Project Location: Arlington, Washington Figure A-22 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 12:53:36 PM Sounding: CPT-01 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-01 Depth 3.77ft Arrival 8.05mS Ref* Velocity* Depth 10.17ft Arrival 17.73mS Ref 3.77ft Velocity 603.23ft/S Depth 16.90ft Arrival 24.33mS Ref 10.17ft Velocity 996.13ft/S Depth 23.29ft Arrival 30.51mS Ref 16.90ft Velocity 1026.32ft/S Depth 30.02ft Arrival 36.91mS Ref 23.29ft Velocity 1044.01ft/S Depth 36.25ft Arrival 43.12mS Ref 30.02ft Velocity 1000.06ft/S Depth 42.81ft Arrival 49.25mS Ref 36.25ft Velocity 1067.27ft/S Depth 49.38ft Arrival 55.74mS Ref 42.81ft Velocity 1010.09ft/S Depth 55.94ft Arrival 61.99mS Ref 49.38ft Velocity 1048.43ft/S Depth 62.34ft Arrival 68.39mS Ref 55.94ft Velocity 997.58ft/S Depth 69.06ft Arrival 74.37mS Ref 62.34ft Velocity 1124.38ft/S Depth 75.46ft Arrival 81.24mS Ref 69.06ft Velocity 929.91ft/S Depth 82.02ft Arrival 87.57mS Ref 75.46ft Velocity 1036.31ft/S Depth 88.58ft Arrival 94.33mS Ref 82.02ft Velocity 970.51ft/S Depth 95.14ft Arrival 101.79mS Ref 88.58ft Velocity 879.11ft/S Depth 100.23ft Arrival 106.44mS Ref 95.14ft Velocity 1093.59ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 11:22:30 AM Sounding: CPT-02 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 10:03:34 AM Sounding: CPT-03 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 10:54:48 AM Sounding: CPT-04 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-04 Depth 3.61ft Arrival 8.71mS Ref* Velocity* Depth 10.33ft Arrival 18.75mS Ref 3.61ft Velocity 610.84ft/S Depth 16.90ft Arrival 25.15mS Ref 10.33ft Velocity 1001.81ft/S Depth 23.29ft Arrival 31.17mS Ref 16.90ft Velocity 1052.98ft/S Depth 29.86ft Arrival 37.15mS Ref 23.29ft Velocity 1091.74ft/S Depth 36.25ft Arrival 43.43mS Ref 29.86ft Velocity 1013.61ft/S Depth 42.98ft Arrival 49.29mS Ref 36.25ft Velocity 1145.01ft/S Depth 49.38ft Arrival 55.47mS Ref 42.98ft Velocity 1034.71ft/S Depth 55.94ft Arrival 61.83mS Ref 49.38ft Velocity 1029.13ft/S Depth 62.50ft Arrival 67.96mS Ref 55.94ft Velocity 1068.78ft/S Depth 69.06ft Arrival 73.94mS Ref 62.50ft Velocity 1096.96ft/S Depth 75.46ft Arrival 79.76mS Ref 69.06ft Velocity 1098.42ft/S Depth 82.19ft Arrival 86.01mS Ref 75.46ft Velocity 1075.49ft/S Depth 88.58ft Arrival 92.49mS Ref 82.19ft Velocity 986.15ft/S Depth 95.14ft Arrival 96.75mS Ref 88.58ft Velocity 1540.46ft/S Depth 100.07ft Arrival 102.57mS Ref 95.14ft Velocity 845.23ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 8:34:21 AM Sounding: CPT-05 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 9:16:56 AM Sounding: CPT-06 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 CPT-07 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 8:30:15 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-08 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 12:40:20 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-09 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 8:23:57 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-10 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 9:56:18 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-11 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 9:57:17 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-12 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 11:36:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-13 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 1:18:04 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-14 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 11:14:50 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-15 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 2:12:26 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-16 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 10:31:34 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: 15 ft North of 20' Marked Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-17 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 8:45:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: @ 22 ft (btw 20'&25'Stakes) SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 19593-00 January 20, 2022 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, North County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY Washington COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-12 7½ 9 Fine to coarse sand with silt and gravel (SW-SM) Figure B B-13 2½ 20 Fine to medium sand with occasional gravel (SP) B-13 7½ 12 Fine to medium sand with silt and gravel (SP-SM) B-13 25 25 Fine to medium sand with silt (SP-SM) -1 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-14 10 10 Silty fine to coarse sand with gravel (SM) Figure B Pit-1 4 6 Medium sand with occasional gravel (SP) Pit-1 8 4 Medium sand with gravel (SP) TP-9 2 5 Fine to medium sand with silt and gravel (SP-SM) -2 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3†1.5†3/4†3/8†#4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description TP-12 ½ 11 Silty fine to medium sand with occasional gravel (SM) Figure B TP-15 ½ 7 Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) TP-21 2 2 Medium to coarse sand with gravel (SP) TP-22 2 2 -3 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 interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 19583-00 January 20, 2022 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 4 051-03 0482- 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 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 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 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 Groundwater Levels (2012 – 2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 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 5 051-03 0482- APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) 19583-00 January 20, 2022 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. 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 Array size Min. and Max. Number of Number of depth (feet) (feet) separation (feet) receivers 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 - 1 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 2 Investigation site 17910 59th Ave NE, Arlington, WA 98223 Figure 1.1 Site of investigation 3 Figure 1.2 Configuration of arrays. 4 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. Figure 2.1 Schematic diagram of 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. 5 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. 6 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. 7 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph 10 Geometrics Preamp gain 0db, 12db, 24db, (Atom) 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 8 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 Sensor spacing Number of Data length size (feet) (feet) sensors (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 9 Seismograph and geophone Array size (300 feet) Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. 10 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. ID Figure 5.2 Example of microtremor data. 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. CCï¦,r,ï·ï€© COHï¦,r,ï·ï€©ï€½ (5.1) ACx,y,ï·ï€©ACxï„x,yï„y,ï·ï€© 11 ï„xrcosï¦ ï„y rsinï¦ Where, x and y is locations of seismographs, r is a distance between two seismographs, ï· 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. ï¦ï€½2ï° ïƒ¦ ï· ïƒ¶ COHï¦,r,ï·ï€©dï¦ ï€½ J  r (5.2) ï¦ï€½0 0c ï€©ï· ïƒ·ïƒ¸ Where c(ï·) is phase velocity of microtremors, J0 is the first kind of Bessel function. Figure 5.3 Example of spatial autocorrelations. 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. 12 2000 1800 1600 1400 1200 1000 -velocity (m/sec)800 600 Phase 400 200 0 0.1 1 10 Frequency (Hz) Figure 5.4 Example of a dispersion curve. 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. 13 S-wave velocity (m/sec) 0 100 200 300 400 500 600 700 800 900 1000 0 50 100 150 200 250 Depth (m)300 350 400 450 500 Figure 5.5 Example of inverted S-wave velocity model. 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. 14 Recorded microtremors Divided block data Coherence Spatial autocorrelation Observed dispersion curve Wave length transformation Initial model Theoretical dispersion curve Update model Comparison of observed and theoretical dispersion curves Converged? No Yes Analysis result (1D S-wave velocity model) 15 Figure 5.1 Processing flow. 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. 16 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. 17 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. 18 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 19 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 20 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 21 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 22 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 23 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 24 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 25 Figure 6.17 Comparison of observed dispersion curves 26 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: ï¬ S-wave velocity (Vs) at the site is basically increasing with depth. ï¬ There is no big horizontal velocity change. ï¬ Vs models consist of three layers. ï¬ 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. ï¬ 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. ï¬ 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. ï¬ In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. ï¬ In deep depth (> 200 feet), Vs is slightly increasing from west to east. ï¬ Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 27 ï¬ Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. ï¬ 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. 28 Velocity Amplitude Observed Average (effective) Fundamental 1st 2nd Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). 29 Figure 6.19 Analyzed S-wave velocity model (A-array). 30 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 31 Figure 6.21 Analyzed S-wave velocity model (B-array). 32 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 33 Figure 6.23 Analyzed S-wave velocity model (C-array). 34 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 35 Figure 6.25 Analyzed S-wave velocity model (D-array). 36 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 37 Figure 6.27 Analyzed S-wave velocity model (E-array). 38 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 39 Figure 6.29 Analyzed S-wave velocity model (F-array). 40 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 41 Figure 6.31 Analyzed S-wave velocity model (G-array). 42 Figure 6.32 Comparison of analyzed velocity model. 43 B-3 B-12 B-2 B-13 B-14 Figure 6.33 Location borings and microtremor arrays. 44 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 45 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 46 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: ï® 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; ï® 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); ï® Ground response analyses using the selected suite of ground motions; ï® 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 ï® Producing this appendix. This appendix contains the following sections: ï® 1.0 Introduction; ï® 2.0 Site and Subsurface Conditions; ï® 3.0 Seismic Basis of Design; ï® 4.0 Site-Specific Response Analysis; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-2 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 19583-00 January 20, 2022 North County Development Buildings | E-3 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- 19583-00 January 20, 2022 North County Development Buildings | E-4 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) Spectral Parameters Parameter ASCE 7-16a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 F c v 1.93 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: ï® Defining a target outcrop response spectrum for the seismic hazard at the site; ï® Selecting and scaling ground motions compatible with the target hazard response spectrum; ï® Defining dynamic soil properties and characterizing a representative soil profile for the project site; and ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-5 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 “subductsâ€) 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 19583-00 January 20, 2022 North County Development Buildings | E-6 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 19583-00 January 20, 2022 North County Development Buildings | E-7 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: ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-8 ï® The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. ï® No codes or city guidance require consideration of the Everett Basin. ï® 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree 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 - 19583-00 January 20, 2022 North County Development Buildings | E-9 Table E3 – GMMs and Relative Weights for Subduction Intraslab Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1667 0.1667 Atkinson and Boore (2003) Cascadia AB03_C 0.1667 0.1667 Modela,b Zhao et al. (2006)c Z06 0.3333 0.3333 BC Hydro (2018) BCHydro18 0.3333 0.3333 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 GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 Zhao et al. (2006)b Z06 0.3b 0.444 BC Hydro (2018)d BCHydro18 0.3 0.444 Atkinson and Macias (2009)c AM09 0.3 - 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: ï® 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. ï® 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 19583-00 January 20, 2022 North County Development Buildings | E-10 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. 19583-00 January 20, 2022 North County Development Buildings | E-11 Table E6 – Mean Seismic Hazard Contributions at 2,475-year Return Period Deaggregated Values Percent Number of Source Types Rrup Contribution Epsilon Mw Motions (kilometers) 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: ï® Spectral shape, with respect to the target uniform hazard spectrum (UHS); ï® Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); ï® Moment magnitude and source-to-site distance; and ï® 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. 19583-00 January 20, 2022 North County Development Buildings | E-12 Table E8 –Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth VS Range Major Soil Type (feet) (feet per Generalized Soil Conditions USCS Symbol (Thickness) second) Surficial Silty Sand – loose to medium dense silty 0 to 5 (5) 589 to 765 SM sand with varying amounts of gravel content. 5 to 10 (5) 683 to 893 SM, SP, SP-SM Upper Sand – dense sand 10 to 30 (20) 791 to 952 30 to 155 (125) 892 to 1044 SM, SP, SP-SM Lower Sand – medium dense sand 155 to 180 (25) 994 to 1129 180 to 210 (30) 1065 to 1413 Till – very hard clay and very dense sand with CL, SW 210 to 240 (30) 1256 to 1549 varying amounts of cobbles and boulders. 240 to 270 (30) 1424 to 1726 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. 19583-00 January 20, 2022 North County Development Buildings | E-13 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 Unit Weight Friction Angle (feet) Empirical Model (pcfa) (degrees) (Thickness) 0 to 5 (5) 125 38 5 to 10 (5) 125 38 10 to 30 (20) 130 40 30 to 155 (125) 125 34 Darendeli (2001) Sand 155 to 180 (25) 140 40 180 to 210 (30) 140 40 210 to 240 (30) 140 40 240 to 270 (30) 140 38 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. 19583-00 January 20, 2022 North County Development Buildings | E-14 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 ð¾ð¾ = (1−sin(Ï•))OCRsin(Ï•) 0 where Ï• 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 Matasovic and Vucetic (1993) parameters Depth Range Soil Type Reference v f p F s γ (%) SM, SP, SP-SM (Upper Vucetic and 5 to 270 feet 1 1a 1.05 b b 0.02 Sand; Lower Sand) Dobry (1989) 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, 19583-00 January 20, 2022 North County Development Buildings | E-15 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- 19583-00 January 20, 2022 North County Development Buildings | E-16 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 Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Spectrum (2/3 MCER) 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 19583-00 January 20, 2022 North County Development Buildings | E-17 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. 19583-00 January 20, 2022 North County Development Buildings | E-18 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 Manualâ€. 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. 19583-00 January 20, 2022 North County Development Buildings | E-19 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 19583-00 January 20, 2022 Table E5 - Development of Rock Outcrop MCER Response Spectrum Hart Crowser PSHA Site- Maximum Specific (Vs30 = 1,600 ft/s) Risk Coefficients ASCE 7-16 Code-Based HAZ45.2 Site Class C Period Component Factor Calculated MCER 2,475-year Response (ASCE 7-16 MCER Response (Vs30 = 1,600 ft/s) Rock (s) 1 2 (Shahi and Baker Response Spectrum (g) 3 Spectrum (g) Method 2) Spectrum Site Class C (g) Outcrop Spectrum 2013) (Geometric Mean) 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. Table E7 – Characteristics of Selected Ground Motions for Site Response Analysis Distances (km) Max. HC V Scale Earthquake Recording Station Magnitude Fault S30 Useable Fault Mechanism Component Name Record ID Epicentral Hypocentral (m/s) a,b,c Factor Rupture Period (s) Shallow - Crustal RSN739_LOMAP_AN 1 1989 Loma Prieta, California Anderson Dam (Downstream) 6.9 20.3 26.6 31.8 489 10 2.64 Reverse Oblique D250 Coyote Lake Dam - Southwest Shallow - Crustal RSN755LOMAP_CYC 2 1989 Loma Prieta, California 6.9 20.3 30.8 35.4 561 6 3.89 Abutment Reverse Oblique 195 RSN4031_SANSIME 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse 1.56 O_36695090 RSN133FRIULI.B_B- 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 - 16.9 27.0 650 27 Shallow - Crustal Reverse 3.10 SRO000 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 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. 2 ASCE 7-16 Code-Based MCER Response Spectrum Site Class C 1.8 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 1.6 Spectrum 1.4 1.2 1 Spectral Acceleration (g)0.8 0.6 0.4 0.2 0 0 1 2 3 Period (s) North County Development Arlington, Washington Rock Outcrop Spectra 19583-00 12/2020 Figure E3 LIK 12/31/2020 \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Analysis and Calcs\Calc_4 Ground Motion Selection\Method 2 Development of MCER -SNOPUD_v2.xlsx 2.5 2 1.5 1 5% Damped Spectral Acceleration (g) 0.5 0 0.01 0.1 1 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: North County Development Arlington, Washington SF = Scale Factor Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard 19583-00 20-Dec Figure E4 Shear Wave Velocity, Vs (ft/s) 0 500 1000 1500 2000 0 50 100 150 Depth (feet)200 250 \Analysis and Calcs 300 Call Geotech CW2242093- 350 A-array B-array \1958300 SNOPUD On C-array D-array \Notebooks E-array F-array \Projects seafs G-array Time-Averaged Shear Wave Velocity \\ LIK 12/08/20 Note: The assumed outcrop condition for site North County Development response analyiss is at 270 Feet in depth with Arlington, Washington a shear wave velocity of 1,600 feet/second. Shear Wave Velocity Profile for Site Response Analysis 19583-00 20-Dec Figure E5 Shear Strength (psf) 0 2000 4000 6000 8000 10000 12000 14000 16000 0 Assumed Shear Strength Deepsoil Curve Fit 50 100 Depth (ft) 150 \Analysis and Calcs 200 Call Geotech CW2242093- 250 \1958300 SNOPUD On \Notebooks \Projects seafs \\ LIK 12/08/20 North County Development Arlington, Washington Assumed Shear Strength Profile 19583-00 20-Dec Figure E6 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 DEEPSOIL Total Stress Surface Response Average /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Total Stress Surface Response Average 19583-00 20-Dec Figure E7 2 1.8 1.6 1.4 1.2 1 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 \Analysis and Calcs0.2 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks RSN4031_SANSIMEO_36695090 TCG001_EW \Projects seafs \\ DEEPSOIL Equivalent Linear Average Surface Resposne /20 /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Equivalent Linear Surface Response 19583-00 20-Dec Figure E8 1.4 1.2 1 0.8 0.6 0.4 5% Damped Spectral Acceleration (g) 0.2 \Analysis and Calcs 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Effective Stress Surface Response 19583-00 20-Dec Figure E9 10 1 Amplificaiton Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Total Stress Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Total Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E10 10 1 Amplifcation Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Equivalent Linear Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Equivalent Linear Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E11 10 1 5% Damped Spectral Acceleration (g) \Analysis and Calcs 2242093 0.1 0.01 0.1 1 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 Average Amplification Ratio - Effective Stress Analysis /08 12 LIK North County Development Arlington, Washington Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Effective Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E12 1.8 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 \Analysis and Calcs0.2 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis \1958300 SNOPUD OnAmplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis \Notebooks DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne \Projects seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Arlington, Washington Notes: Amplified surface response spectra computed by MCER PSHA Rock Outcrop Spectra, Amplified multiplying the DEEPSOIL amplification ratio by the Surface Response Spectra, and DEEPSOIL Computed MCER PSHA Rock Outcrop Spectrum for Vs30 = Surface Response Spectra 1,600 feet/second. 19583-00 20-Dec Figure E13 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 150 Depth (ft) \Analysis and Calcs 200 Call Geotech CW2242093- \1958300 SNOPUD On250 \Notebooks \Projects seafs \\ 300 LIK 12/08/20 North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis 19583-00 20-Dec Figure E14 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 150 Depth (ft) \Analysis and Calcs 2242093 200 Call Geotech CW- SNOPUD On \1958300 250 \Notebooks \Projects seafs \\ /20 /08 300 12 LIK North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure E15 Maximum Shear Strain (%) Maximum Porewater Pressure Ratio 0.01 0.10 1.00 10.00 100.00 0.00 0.50 1.00 0 0 50 50 100 100 150 150 Depth (ft) Depth (ft) 200 200 \Analysis and Calcs 2242093 Call Geotech CW- 250 250 SNOPUD On \1958300 300 300 \Notebooks \Projects ME_EW seafs \\ OBS_090 /20 /08 12 OLY49_086 LIK RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 North County Development Arlington, Washington RSN755_LOMAP_CYC195 Maximum Shear Strain and Porewater Pressure - RSN4031_SANSIMEO_36695090 Effective Stress Analysis TCG001_EW 19583-00 20-Dec Average Max Strain - Effective Stress Analysis Figure E16 Lighting, Motor and Electrical Requirements List, pg 1 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Snohomish County PUD North County Community Office, Office Building - 2018 WSEC 17601 59th Ave NE Arlington, WA 98223 Date: 2022-01-19 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes LIGHTING SCOPE NA C103.1 Construction For a shell & core or tenant space (first build- NA documents - General out) project, indicate if there is no lighting scope included in the project. NA C103.1 Construction For an alteration project, indicate if there is NA documents - General no lighting scope included in the project. LIGHTING CONTROLS YES C405.2 Lighting controls, For all lighting fixtures, indicate lighting E2.01, E2.02 general control method on plans for spaces and lighting zone(s) served, or exception taken NA C405.2, Luminaire level Indicate on plans all fixtures provided with NA Option 2 lighting controls LLLC in lieu of C405.2 lighting controls; (LLLC) provide description of control capabilities and performance parameters NA C405.2.5, Lighting in dwelling Indicate method of automatic control of all NA Item 3 units (dormitory, installed luminaires in dwelling units in C405.2.1.1 hotel and all other buildings other than multifamily (occupancy C405.2.3.1 than multifamily) or light reduction controls) NA C405.2.5, Lighting in sleeping Indicate method of automatic off control of NA Item 2 units all installed luminaires in sleeping units (vacancy or key card control); also refer to Receptacles YES C405.2.3 Manual controls Indicate on plans the method of manual E2.01, E2.01a, E2.02, C405.2.3.1 lighting control, location of manual control E2.02a C405.2.5 device and the area or specific application it serves YES C405.2.3.1 Manual interior light Indicate on plans which method of manual E2.01, E2.01a, E2.02, C405.2.1.1 reduction controls 50% lighting load reduction is provided, or E2.02a C405.2.4 indicate applicable exception YES C405.2.1 Method of automatic Indicate on plans the method of automatic E2.01, E2.01a, E2.02, C405.2.2.1 shut-off control shut-off control during unoccupied periods E2.02a C405.2.1, (occupancy sensor, time switch or digital Exception 3 timer switch) for all lighting zones YES C405.2.1 Occupant sensor Indicate on plans all luminaires that are E2.01, E2.01a, E2.02, controls controlled by occupant sensor controls; E2.02a indicate controls are configured to turn luminaires 100% off when the space is unoccupied YES C405.2.1 Occupant sensor Indicate if occupant sensor controls are E2.01, E2.01a, E2.02, C405.2.1.1 controls configured to be manual on or automatic on to E2.02a not more than 50% power; indicate spaces eligible for exception that allows automatic on to 100% power Page 1/10 Lighting, Motor and Electrical Requirements List, pg 2 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.2.1.2 Occupant sensor Indicate each aisleway and corridor within a E2.01, E2.01a, E2.02, controls - warehouses warehouse space are designated as separate E2.02a spaces zones that are independently controlled YES Indicate occupant sensors are configured to E2.01, E2.01a, E2.02, automatically reduce lighting power by 50% E2.02a when the zone is unoccupied and 100% off after the zone is unoccupied for over 20 minutes; indicate controls are configured to automatically restore lighting to full power when the zone or space is occupied YES C405.2.1.3 Occupant sensor For open plan office areas larger than 300 sf, E2.01, E2.01a, E2.02, controls - open plan indicate general lighting is provided with E2.02a office areas vacancy controls that reduce lighting power by not less than 80% and are configured to turn luminaires 100% off when the space is unoccupied; indicate that no individual control zone area exceeds 600 sf NA C405.2.1.4 Occupant sensor Indicate parking garage general lighting is NA controls - parking provided with vacancy controls that reduce garages lighting power by not less than 30% and are configured to turn luminaires 100% off when no vehicles or pedestrians are present, unless eligible for an exception; indicate that no individual control zone area exceeds 3,600 sf YES C405.2.1.5 Occupant sensor Indicate stairway lighting is provided with E2.01, E2.01a, E2.02, controls - enclosed vacancy controls that reduce lighting power by E2.02a fire-rated stairwells not less than 50% when the stairway in unoccupied YES C405.2.2.1 Automatic time Indicate spaces on plans where time switch E2.01, E2.01a, E2.02, switch controls controls turn luminaires 100% off during E2.02a unoccupied hours YES Indicate spaces on plans where time switch E2.01, E2.01a, E2.02, controls are configured to turn on lighting to E2.02a full power versus 50% power YES Indicate locations of override switches on E2.01, E2.01a, E2.02, plans and the lighting zone(s) served; indicate E2.02a that the area(s) served by each override switch does not exceeds 5,000 sf NA C405.2.1, Digital timer switch Indicate digital timer switch control includes: NA Exception 3 manual on/off, time delay, audible and visual indication of impending time-out YES C405.2.4.2 Daylight zones - Indicate primary and secondary sidelit E2.01, E2.01a, E2.02, C405.2.4.3 Sidelit and toplit daylight zone floor areas on plans E2.02a NA Indicate toplit daylight zone floor areas on E2.01, E2.01a, E2.02, plans E2.02a NA For small vertical fenestration assemblies NA (rough opening less than 10 percent of primary daylight zone floor area) where daylight responsive controls are not required, provide fenestration area to daylight zone floor area calculation(s) Page 2/10 Lighting, Motor and Electrical Requirements List, pg 3 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.2.4 Daylight responsive Indicate on plans lighting zone(s) served by E2.01, E2.01a, E2.02, controls daylight responsive controls; indicate that the E2.02a area served by each control device does not exceeds 2,500 sf YES Identify sidelit and toplit daylight zones that E2.01, E2.01a, E2.02, are not provided with daylight sensing E2.02a controls and the exception(s) that apply YES C405.2.4.1.1 Daylight responsive Indicate on plans the lighting load reduction E2.01, E2.01a, E2.02, controls method (continuous dimming, or stepped E2.02a dimming that provides at least two even steps between 0%-100% of rated power) YES C405.2.4.1 Daylight responsive Indicate that daylight sensing controls are E2.01, E2.01a, E2.02, controls configured to completely shut off all E2.02a controlled lights in the lighting zone YES C405.2.5 Additional controls - Identify spaces and lighting fixtures on plans E2.01, E2.01a, E2.02, Specific application that require specific application lighting E2.02a lighting controls controls per this section YES C405.2.5, Display and accent Indicate on plans that manual controls are E2.01, E2.01a, E2.02, Item 1 lighting provided that control display, accent lighting E2.02a and display case lighting independently from both general area lighting and other lighting applications within the same space YES Indicate manual and automatic (occupant E2.01, E2.01a, E2.02, sensor or time switch) lighting control E2.02a methods NA C405.2.5, Hotel/motel guest Indicate method of automatic control - NA Item 3 rooms vacancy or captive key control of all installed luminaires and switched receptacles in guest room YES C405.2.5, Supplemental task Indicate method and location of manual and E2.01, E2.01a, E2.02, Item 1 lighting automatic shut-off control (occupant sensor or E2.02a time switch) for supplemental task lighting, including under-shelf or under-cabinet lighting NA C405.2.5, Lighting equipment Indicate on plans that lighting equipment for NA Item 1 for sale or sale or demonstration are controlled demonstration independently from both general area lighting and other lighting applications within the same space NA Indicate manual and automatic (occupant NA sensor or time switch) lighting control methods NA C405.2.5, Lighting for non- Identify all eligible non-visual lighting NA Item 4 visual applications applications on plans; indicate that the area served by each control device does not exceeds 4,000 sf NA Indicate on plans that non-visual lighting are NA controlled independently from both general area lighting and other lighting applications within the same space Page 3/10 Lighting, Motor and Electrical Requirements List, pg 4 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA Indicate method of manual lighting control NA and applicable automatic lighting control YES C405.2.5, Means of egress Identify on plans egress fixtures that function E2.01, E2.02 Item 5 lighting as both normal and emergency means of egress illumination NA Provide calculation of lighting power density NA of total egress lighting NA If total egress lighting power density is greater NA than 0.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods YES Indicate method of automatic shut-off control E2.01, E2.02 NA C405.4.1 Lighting control of Indicate that exempt interior lighting NA C405.4.2 exempt interior equipment and lighting located within spaces lighting that are eligible for a lighting power exemption are controlled independently from non-exempt and general area lighting NA C405.2.6 Exterior lighting For decorative exterior lighting, indicate on NA controls plans automatic daylight shut-off controls, or exception taken YES For exterior lighting that is not decorative, E2.01, E2.02 indicate on plans automatic daylight or time- switch shut-off controls and setback controls; or indicate exception taken YES For lighting requiring setback controls, E2.01, E2.02 include control sequence that reduces lighting power by at least 30% between 12am-6am, or from 1 hour after closing to 1 hour before opening, or based upon motion sensor YES For building facade and landscape lighting, E2.01, E2.02 indicate control sequence for shut-off control is based on dawn-to-dusk and business opening/closing schedule; indicate whether automatic or time switch controls will be provided for this function YES C405.5.2 Lighting control of Indicate that exempt exterior lighting and E2.01, E2.02 exempt exterior lighting located within exterior areas/surfaces lighting that eligible for a lighting power exemption are controlled independently from non- exempt exterior lighting NA C405.5.4 Exterior gas-fired Indicate ignition system is a method other NA lighting appliances then continuously burning pilot light NA C405.2.7 Area controls - Indicate location(s) of master control NA Master control switch(es) intended to control multiple switches and circuit independent switches; circuit breaker may not power limit be used as a master control switch NA Verify that no 20 amp circuit controlled by a NA single switch or automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY CREDIT - ENHANCED INTERIOR LIGHTING CONTROLS Page 4/10 Lighting, Motor and Electrical Requirements List, pg 5 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.4 Enhanced digital To comply with additional efficiency credit, NA lighting controls indicate on plans that interior lighting fixtures are configured with all of the following control functions, as applicable: 1) Each fixture is individually addressed, or exception taken; 2) Fixtures are configured for continuous dimming; 3) No more than eight fixtures are controlled by a single daylight sensor; 4) In enclosed and open office areas, illumination levels of overhead general area lighting is configured to be individually adjusted by occupants NA Include calculations that demonstrate the total NA lighting power of all interior lighting fixtures configured with enhanced lighting controls is no less than 90% of the total interior lighting power for the area the enhanced lighting controls credit is being applied to INTERIOR LIGHTING POWER & EFFICACY YES C405.4.1 Total connected Include all luminaires in interior lighting E6.01 C405.4.2 interior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify spaces eligible for lighting power NA exemption on plans and in WSEC interior lighting compliance reports; indicate the exception applied NA Identify lighting equipment eligible for NA lighting power exemption in fixture schedule and in WSEC interior lighting compliance reports; indicate the exception applied NA C405.1 Lighting in dwelling For all installed luminaires, include lamp type NA C405.1.1 units (multifamily) and number of lamps in lighting fixture schedule; for lamps that are not LED, T-8 or small diameter fluorescent, indicate efficacy of other lamp types is 65 lumens per watt or greater NA For all installed luminaires, indicate in NA lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps NA For all installed luminaires, indicate in NA lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps INTERIOR LIGHTING POWER CALCULATION - INDICATE COMPLIANCE PATH TAKEN YES C405.4.2.1 Building Area Demonstrate that total proposed wattage per SEE COMPLIANCE Method building area does not exceed maximum FORMS allowed wattage per building area; identify locations of building areas on plans; provide WSEC exterior lighting compliance reports Page 5/10 Lighting, Motor and Electrical Requirements List, pg 6 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.4.2.2 Space-By-Space Demonstrate that total proposed wattage does NA Method not exceed maximum allowed wattage; identify locations of space types on plans, including retail display areas and areas with display, highlight and decorative lighting; provide WSEC exterior lighting compliance reports ADDITIONAL EFFICIENCY CREDITS - REDUCED INTERIOR LIGHTING POWER DENSITY YES C406.3.1 Reduced interior To comply with additional efficiency credit, SEE COMPLIANCE C406.3.2 lighting power demonstrate that total connected interior FORMS density lighting wattage is 10% or 20% less than the total maximum allowed lighting wattage for the area the reduced lighting power credit is being applied to; indicate whether lighting power allowance is based on the building area method or space-by-space method; provide WSEC exterior lighting compliance reports NA C406.3 Reduced interior For project with dwelling units, to comply NA lighting power with additional efficiency credit indicate in density - dwelling lighting fixture schedule that lamps within unit lamp efficacy installed interior luminaires have an efficacy rating of at least 65 lumens per watt; include number of lamps and provide calculations that demonstrate at least 95% of lamps have this efficacy rating EXTERIOR LIGHTING POWER & EFFICACY YES C405.5.2 Total connected Include all luminaires in exterior lighting E6.01 exterior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify exterior applications eligible for NA lighting power exemption on plans and in WSEC exterior lighting compliance reports; indicate exception applied YES C405.5.3(1) Exterior lighting zone Indicate building exterior lighting zone as SEE COMPLIANCE specified by the AHJ FORMS NA C405.5.1 Exterior building For building grounds fixtures rated at greater NA grounds lighting than 50 watts, indicate rated lamp efficacy (in lumens per watt) in fixture schedule EXTERIOR LIGHTING POWER CALCULATION YES C405.5.3 Tradable allowances Demonstrate that total proposed tradable SEE COMPLIANCE surface wattage does not exceed maximum FORMS allowed tradable surface wattage (including base site allowance); identify locations of tradable surfaces on plans; provide WSEC exterior lighting compliance reports Page 6/10 Lighting, Motor and Electrical Requirements List, pg 7 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Demonstrate that proposed wattage per non- NA tradable surface type does not exceed maximum allowed wattage per non-tradable surface type (including base site allowance remaining after tradable allowance calculation); identify locations of non-tradable surfaces on plans; provide WSEC exterior lighting compliance reports LIGHTING ALTERATIONS NA C503.6.1 Interior and parking Where ≥ 50% of existing luminaires in an NA garage lighting interior space or parking garage are replaced; fixture alterations indicate compliance path (building area or space-by-space method); include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path NA Where < 50% of existing luminaires in an NA interior space or parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration; include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration NA Where ≥ 50% of existing exterior lighting NA wattage is replaced; include all new and existing-to-remain luminaires in WSEC exterior lighting compliance reports; indicate proposed total exterior lighting wattage does not exceed maximum allowed NA Where < 50% of existing exterior lighting NA wattage is replaced; indicate total existing lighting wattage prior to alteration; include all new and existing-to-remain luminaires in WSEC interior exterior compliance reports; indicate proposed total exterior lighting wattage does not exceed total existing wattage prior to alteration NA C503.6.2 Interior lighting Where new wiring is installed to serve new NA wiring and circuiting interior luminaires and /or luminaires are alterations relocated to a new circuit; indicate manual and automatic lighting controls are provided (as applicable) - manual (C405.2.3); occupancy sensor (C405.2.1); light reduction (C405.2.3); daylight responsive (C405.2.4); specific application (C405.2.5) NA Where new wiring is installed to serve new NA exterior luminaires and /or luminaires are relocated to a new circuit; indicate automatic lighting controls are provided (C405.2.6) Page 7/10 Lighting, Motor and Electrical Requirements List, pg 8 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C503.6.3 Lighting panel Where a new interior and/or exterior lighting NA alterations panel is installed or an existing panel is moved (all new raceway and conductor wiring), indicate all applicable lighting controls requirements apply NA C503.6.4 Newly-created rooms Where interior space(s) is reconfigured NA (permanently installed walls or ceiling-height partitions) to create new enclosed spaces, indicate all applicable lighting controls requirements apply NA C504.2 Lighting repairs Identify existing luminaires being upgraded NA with bulb and / or ballast replacement; indicate fixture alteration does not increase existing fixture wattage NA C505.1 Change of interior Identify spaces on plans where the building NA space use area type or space use type is being changed from one type to another per Tables C405.4.2(1) or (2) NA Indicate compliance method (building area or NA space-by-space); include all new and existing- to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES YES C405.10 Controlled Identify all controlled and uncontrolled E2.41, E2.42 receptacles receptacles on electrical plans in each space in which they are required; include receptacle configuration such as spacing between controlled and uncontrolled, duplex devices, etc YES Provide schedule that lists the number of E6.01 controlled and uncontrolled receptacles in each space where controlled receptacles are required - classrooms, private offices, open office areas, conference rooms, copy rooms, break rooms and modular partitions/workstations YES Indicate on plans the method of automatic E6.01 control for each controlled receptacle zone (occupant sensor or programmable time-of- day control); indicate that each zone served by a single controller does not exceed 5,000 sf NA C405.2.5, Switched receptacles Indicate method of automatic off control of NA Item 2 in sleeping units all switched receptacles in sleeping units (vacancy or key card control) NA C503.6.6 Electrical receptacle Where new receptacles are added or replaced NA alerations within an alteration project that is 5,000 sf or larger, indicate receptacles are provided with automatic controls per C405.10, or exception taken MOTORS, TRANSFORMERS, ELECTRIC METERS, INTERIOR TRANSPORTATION Page 8/10 Lighting, Motor and Electrical Requirements List, pg 9 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.6 Electrical Include electrical transformer schedule on transformers electrical plans; indicate transformer type, size, efficiency, or exception taken YES C405.11 Feeders and branch Provide documentation that demonstrates circuits maximum voltage drop across feeders and branch circuits does not exceed 5% NA C405.7 Dwelling unit Indicate on electrical plans that each dwelling NA electrical energy unit in Group R-2 has a separate electrical consumption energy meter YES C405.8 Electric motor Include all motors, including fractional hp efficiency motors, in electric motor schedule on electrical plans; indicate motor type, horsepower, rpm, rated efficiency, or exception applied NA C405.9.1 Elevator cabs For luminaires in each elevator cab, provide SEE ELEVATOR calculations that demonstrate average efficacy SHOP DRAWINGS is not less than 35 lumens per watt YES For elevators that do not have an integral air See mechanical plans conditioning system, indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0.33 watts per cfm NA Indicate automatic controls that de-energize SEE ELEVATOR lighting and ventilation fans when elevator is SHOP DRAWINGS stopped and unoccupied for a period of 15 minutes or more NA C405.9.2 Escalators and Indicate escalators comply with ASME NA moving walks A17.1/CSA B44; automatic controls are configured to reduce operational speed to the minimum permitted when not in use NA C405.9.3 Regenerative drive Indicate all one-way down or reversible NA escalators are provided with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING (CX) YES C408.4 Scope of electrical Indicate that all electrical systems SEE power and lighting (receptacles, transformers, motors, vertical SPECIFICATIONS systems and horizontal transportation) for which the commissioning WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned YES Where total building lighting load is > 20 kW, SEE or where total lighting load of luminaires SPECIFICATIONS requiring daylight sensing and / or occupancy control > 10 kW, indicate that all automatic lighting control systems are required to be commissioned; or provide building lighting power calculation demonstrating eligibility for exception YES C405.13 Commissioning Indicate Cx requirements in plans and SEE C408.1.1 requirements in specifications for all applicable electrical and SPECIFICATIONS C408.1.2 construction lighting control systems per C408 C408.1.4.2 documents C103.6.3 Page 9/10 Lighting, Motor and Electrical Requirements List, pg 10 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C408.1.2 Commissioning Include general summary of Cx plan per SEE C408.1.2.1 requirements in C408.1.2 including: 1) Narrative description SPECIFICATIONS C408.1.4 construction of activities; 2) Responsibilities of the Cx C103.6.3 documents team; 3) Schedule of activities including verification of project close out documentation per C103.6; 4) Conflict of interest plan (if required) YES C408.1.2 Commissioning Include in general summary that a Cx project SEE C408.1.4 requirements in report and Compliance Checklist (Figure SPECIFICATIONS C103.6.3 construction C408.1.4.1) shall be completed by the documents Certified Cx Professional and provided to the owner prior to the final electrical inspection YES C408.4.1 Functional Identify in plans and specifications the SEE performance testing intended operation of all equipment and SPECIFICATIONS criteria controls during all modes of operation, including interfacing between new and existing-to-remain systems PROJECT CLOSE OUT DOCUMENTATION YES C103.6.3 Project close out Indicate in plans that project close out SEE documentation documentation is required including WSEC SPECIFICATIONS requirements lighting compliance reports that document all interior and exterior lighting area and / or surface types, lighting power allowances and installed densities If "no" is selected for any question, provide explanation. Page 10/10 Powered by TCPDF (www.tcpdf.org) Lighting, Motor and Electrical Requirements List, pg 1 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Snohomish County PUD North County Community Office, Office Building - 2018 WSEC 17601 59th Ave NE Arlington, WA 98223 Date: 2022-01-19 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes LIGHTING SCOPE NA C103.1 Construction For a shell & core or tenant space (first build- NA documents - General out) project, indicate if there is no lighting scope included in the project. NA C103.1 Construction For an alteration project, indicate if there is NA documents - General no lighting scope included in the project. LIGHTING CONTROLS YES C405.2 Lighting controls, For all lighting fixtures, indicate lighting E2.01, E2.02 general control method on plans for spaces and lighting zone(s) served, or exception taken NA C405.2, Luminaire level Indicate on plans all fixtures provided with NA Option 2 lighting controls LLLC in lieu of C405.2 lighting controls; (LLLC) provide description of control capabilities and performance parameters NA C405.2.5, Lighting in dwelling Indicate method of automatic control of all NA Item 3 units (dormitory, installed luminaires in dwelling units in C405.2.1.1 hotel and all other buildings other than multifamily (occupancy C405.2.3.1 than multifamily) or light reduction controls) NA C405.2.5, Lighting in sleeping Indicate method of automatic off control of NA Item 2 units all installed luminaires in sleeping units (vacancy or key card control); also refer to Receptacles YES C405.2.3 Manual controls Indicate on plans the method of manual E2.01, E2.01a, E2.02, C405.2.3.1 lighting control, location of manual control E2.02a C405.2.5 device and the area or specific application it serves YES C405.2.3.1 Manual interior light Indicate on plans which method of manual E2.01, E2.01a, E2.02, C405.2.1.1 reduction controls 50% lighting load reduction is provided, or E2.02a C405.2.4 indicate applicable exception YES C405.2.1 Method of automatic Indicate on plans the method of automatic E2.01, E2.01a, E2.02, C405.2.2.1 shut-off control shut-off control during unoccupied periods E2.02a C405.2.1, (occupancy sensor, time switch or digital Exception 3 timer switch) for all lighting zones YES C405.2.1 Occupant sensor Indicate on plans all luminaires that are E2.01, E2.01a, E2.02, controls controlled by occupant sensor controls; E2.02a indicate controls are configured to turn luminaires 100% off when the space is unoccupied YES C405.2.1 Occupant sensor Indicate if occupant sensor controls are E2.01, E2.01a, E2.02, C405.2.1.1 controls configured to be manual on or automatic on to E2.02a not more than 50% power; indicate spaces eligible for exception that allows automatic on to 100% power Page 1/10 Lighting, Motor and Electrical Requirements List, pg 2 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.2.1.2 Occupant sensor Indicate each aisleway and corridor within a E2.01, E2.01a, E2.02, controls - warehouses warehouse space are designated as separate E2.02a spaces zones that are independently controlled YES Indicate occupant sensors are configured to E2.01, E2.01a, E2.02, automatically reduce lighting power by 50% E2.02a when the zone is unoccupied and 100% off after the zone is unoccupied for over 20 minutes; indicate controls are configured to automatically restore lighting to full power when the zone or space is occupied YES C405.2.1.3 Occupant sensor For open plan office areas larger than 300 sf, E2.01, E2.01a, E2.02, controls - open plan indicate general lighting is provided with E2.02a office areas vacancy controls that reduce lighting power by not less than 80% and are configured to turn luminaires 100% off when the space is unoccupied; indicate that no individual control zone area exceeds 600 sf NA C405.2.1.4 Occupant sensor Indicate parking garage general lighting is NA controls - parking provided with vacancy controls that reduce garages lighting power by not less than 30% and are configured to turn luminaires 100% off when no vehicles or pedestrians are present, unless eligible for an exception; indicate that no individual control zone area exceeds 3,600 sf YES C405.2.1.5 Occupant sensor Indicate stairway lighting is provided with E2.01, E2.01a, E2.02, controls - enclosed vacancy controls that reduce lighting power by E2.02a fire-rated stairwells not less than 50% when the stairway in unoccupied YES C405.2.2.1 Automatic time Indicate spaces on plans where time switch E2.01, E2.01a, E2.02, switch controls controls turn luminaires 100% off during E2.02a unoccupied hours YES Indicate spaces on plans where time switch E2.01, E2.01a, E2.02, controls are configured to turn on lighting to E2.02a full power versus 50% power YES Indicate locations of override switches on E2.01, E2.01a, E2.02, plans and the lighting zone(s) served; indicate E2.02a that the area(s) served by each override switch does not exceeds 5,000 sf NA C405.2.1, Digital timer switch Indicate digital timer switch control includes: NA Exception 3 manual on/off, time delay, audible and visual indication of impending time-out YES C405.2.4.2 Daylight zones - Indicate primary and secondary sidelit E2.01, E2.01a, E2.02, C405.2.4.3 Sidelit and toplit daylight zone floor areas on plans E2.02a NA Indicate toplit daylight zone floor areas on E2.01, E2.01a, E2.02, plans E2.02a NA For small vertical fenestration assemblies NA (rough opening less than 10 percent of primary daylight zone floor area) where daylight responsive controls are not required, provide fenestration area to daylight zone floor area calculation(s) Page 2/10 Lighting, Motor and Electrical Requirements List, pg 3 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.2.4 Daylight responsive Indicate on plans lighting zone(s) served by E2.01, E2.01a, E2.02, controls daylight responsive controls; indicate that the E2.02a area served by each control device does not exceeds 2,500 sf YES Identify sidelit and toplit daylight zones that E2.01, E2.01a, E2.02, are not provided with daylight sensing E2.02a controls and the exception(s) that apply YES C405.2.4.1.1 Daylight responsive Indicate on plans the lighting load reduction E2.01, E2.01a, E2.02, controls method (continuous dimming, or stepped E2.02a dimming that provides at least two even steps between 0%-100% of rated power) YES C405.2.4.1 Daylight responsive Indicate that daylight sensing controls are E2.01, E2.01a, E2.02, controls configured to completely shut off all E2.02a controlled lights in the lighting zone YES C405.2.5 Additional controls - Identify spaces and lighting fixtures on plans E2.01, E2.01a, E2.02, Specific application that require specific application lighting E2.02a lighting controls controls per this section YES C405.2.5, Display and accent Indicate on plans that manual controls are E2.01, E2.01a, E2.02, Item 1 lighting provided that control display, accent lighting E2.02a and display case lighting independently from both general area lighting and other lighting applications within the same space YES Indicate manual and automatic (occupant E2.01, E2.01a, E2.02, sensor or time switch) lighting control E2.02a methods NA C405.2.5, Hotel/motel guest Indicate method of automatic control - NA Item 3 rooms vacancy or captive key control of all installed luminaires and switched receptacles in guest room YES C405.2.5, Supplemental task Indicate method and location of manual and E2.01, E2.01a, E2.02, Item 1 lighting automatic shut-off control (occupant sensor or E2.02a time switch) for supplemental task lighting, including under-shelf or under-cabinet lighting NA C405.2.5, Lighting equipment Indicate on plans that lighting equipment for NA Item 1 for sale or sale or demonstration are controlled demonstration independently from both general area lighting and other lighting applications within the same space NA Indicate manual and automatic (occupant NA sensor or time switch) lighting control methods NA C405.2.5, Lighting for non- Identify all eligible non-visual lighting NA Item 4 visual applications applications on plans; indicate that the area served by each control device does not exceeds 4,000 sf NA Indicate on plans that non-visual lighting are NA controlled independently from both general area lighting and other lighting applications within the same space Page 3/10 Lighting, Motor and Electrical Requirements List, pg 4 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA Indicate method of manual lighting control NA and applicable automatic lighting control YES C405.2.5, Means of egress Identify on plans egress fixtures that function E2.01, E2.02 Item 5 lighting as both normal and emergency means of egress illumination NA Provide calculation of lighting power density NA of total egress lighting NA If total egress lighting power density is greater NA than 0.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods YES Indicate method of automatic shut-off control E2.01, E2.02 NA C405.4.1 Lighting control of Indicate that exempt interior lighting NA C405.4.2 exempt interior equipment and lighting located within spaces lighting that are eligible for a lighting power exemption are controlled independently from non-exempt and general area lighting NA C405.2.6 Exterior lighting For decorative exterior lighting, indicate on NA controls plans automatic daylight shut-off controls, or exception taken YES For exterior lighting that is not decorative, E2.01, E2.02 indicate on plans automatic daylight or time- switch shut-off controls and setback controls; or indicate exception taken YES For lighting requiring setback controls, E2.01, E2.02 include control sequence that reduces lighting power by at least 30% between 12am-6am, or from 1 hour after closing to 1 hour before opening, or based upon motion sensor YES For building facade and landscape lighting, E2.01, E2.02 indicate control sequence for shut-off control is based on dawn-to-dusk and business opening/closing schedule; indicate whether automatic or time switch controls will be provided for this function YES C405.5.2 Lighting control of Indicate that exempt exterior lighting and E2.01, E2.02 exempt exterior lighting located within exterior areas/surfaces lighting that eligible for a lighting power exemption are controlled independently from non- exempt exterior lighting NA C405.5.4 Exterior gas-fired Indicate ignition system is a method other NA lighting appliances then continuously burning pilot light NA C405.2.7 Area controls - Indicate location(s) of master control NA Master control switch(es) intended to control multiple switches and circuit independent switches; circuit breaker may not power limit be used as a master control switch NA Verify that no 20 amp circuit controlled by a NA single switch or automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY CREDIT - ENHANCED INTERIOR LIGHTING CONTROLS Page 4/10 Lighting, Motor and Electrical Requirements List, pg 5 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.4 Enhanced digital To comply with additional efficiency credit, NA lighting controls indicate on plans that interior lighting fixtures are configured with all of the following control functions, as applicable: 1) Each fixture is individually addressed, or exception taken; 2) Fixtures are configured for continuous dimming; 3) No more than eight fixtures are controlled by a single daylight sensor; 4) In enclosed and open office areas, illumination levels of overhead general area lighting is configured to be individually adjusted by occupants NA Include calculations that demonstrate the total NA lighting power of all interior lighting fixtures configured with enhanced lighting controls is no less than 90% of the total interior lighting power for the area the enhanced lighting controls credit is being applied to INTERIOR LIGHTING POWER & EFFICACY YES C405.4.1 Total connected Include all luminaires in interior lighting E6.01 C405.4.2 interior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify spaces eligible for lighting power NA exemption on plans and in WSEC interior lighting compliance reports; indicate the exception applied NA Identify lighting equipment eligible for NA lighting power exemption in fixture schedule and in WSEC interior lighting compliance reports; indicate the exception applied NA C405.1 Lighting in dwelling For all installed luminaires, include lamp type NA C405.1.1 units (multifamily) and number of lamps in lighting fixture schedule; for lamps that are not LED, T-8 or small diameter fluorescent, indicate efficacy of other lamp types is 65 lumens per watt or greater NA For all installed luminaires, indicate in NA lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps NA For all installed luminaires, indicate in NA lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps INTERIOR LIGHTING POWER CALCULATION - INDICATE COMPLIANCE PATH TAKEN YES C405.4.2.1 Building Area Demonstrate that total proposed wattage per SEE COMPLIANCE Method building area does not exceed maximum FORMS allowed wattage per building area; identify locations of building areas on plans; provide WSEC exterior lighting compliance reports Page 5/10 Lighting, Motor and Electrical Requirements List, pg 6 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.4.2.2 Space-By-Space Demonstrate that total proposed wattage does NA Method not exceed maximum allowed wattage; identify locations of space types on plans, including retail display areas and areas with display, highlight and decorative lighting; provide WSEC exterior lighting compliance reports ADDITIONAL EFFICIENCY CREDITS - REDUCED INTERIOR LIGHTING POWER DENSITY YES C406.3.1 Reduced interior To comply with additional efficiency credit, SEE COMPLIANCE C406.3.2 lighting power demonstrate that total connected interior FORMS density lighting wattage is 10% or 20% less than the total maximum allowed lighting wattage for the area the reduced lighting power credit is being applied to; indicate whether lighting power allowance is based on the building area method or space-by-space method; provide WSEC exterior lighting compliance reports NA C406.3 Reduced interior For project with dwelling units, to comply NA lighting power with additional efficiency credit indicate in density - dwelling lighting fixture schedule that lamps within unit lamp efficacy installed interior luminaires have an efficacy rating of at least 65 lumens per watt; include number of lamps and provide calculations that demonstrate at least 95% of lamps have this efficacy rating EXTERIOR LIGHTING POWER & EFFICACY YES C405.5.2 Total connected Include all luminaires in exterior lighting E6.01 exterior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify exterior applications eligible for NA lighting power exemption on plans and in WSEC exterior lighting compliance reports; indicate exception applied YES C405.5.3(1) Exterior lighting zone Indicate building exterior lighting zone as SEE COMPLIANCE specified by the AHJ FORMS NA C405.5.1 Exterior building For building grounds fixtures rated at greater NA grounds lighting than 50 watts, indicate rated lamp efficacy (in lumens per watt) in fixture schedule EXTERIOR LIGHTING POWER CALCULATION YES C405.5.3 Tradable allowances Demonstrate that total proposed tradable SEE COMPLIANCE surface wattage does not exceed maximum FORMS allowed tradable surface wattage (including base site allowance); identify locations of tradable surfaces on plans; provide WSEC exterior lighting compliance reports Page 6/10 Lighting, Motor and Electrical Requirements List, pg 7 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Demonstrate that proposed wattage per non- NA tradable surface type does not exceed maximum allowed wattage per non-tradable surface type (including base site allowance remaining after tradable allowance calculation); identify locations of non-tradable surfaces on plans; provide WSEC exterior lighting compliance reports LIGHTING ALTERATIONS NA C503.6.1 Interior and parking Where ≥ 50% of existing luminaires in an NA garage lighting interior space or parking garage are replaced; fixture alterations indicate compliance path (building area or space-by-space method); include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path NA Where < 50% of existing luminaires in an NA interior space or parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration; include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration NA Where ≥ 50% of existing exterior lighting NA wattage is replaced; include all new and existing-to-remain luminaires in WSEC exterior lighting compliance reports; indicate proposed total exterior lighting wattage does not exceed maximum allowed NA Where < 50% of existing exterior lighting NA wattage is replaced; indicate total existing lighting wattage prior to alteration; include all new and existing-to-remain luminaires in WSEC interior exterior compliance reports; indicate proposed total exterior lighting wattage does not exceed total existing wattage prior to alteration NA C503.6.2 Interior lighting Where new wiring is installed to serve new NA wiring and circuiting interior luminaires and /or luminaires are alterations relocated to a new circuit; indicate manual and automatic lighting controls are provided (as applicable) - manual (C405.2.3); occupancy sensor (C405.2.1); light reduction (C405.2.3); daylight responsive (C405.2.4); specific application (C405.2.5) NA Where new wiring is installed to serve new NA exterior luminaires and /or luminaires are relocated to a new circuit; indicate automatic lighting controls are provided (C405.2.6) Page 7/10 Lighting, Motor and Electrical Requirements List, pg 8 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C503.6.3 Lighting panel Where a new interior and/or exterior lighting NA alterations panel is installed or an existing panel is moved (all new raceway and conductor wiring), indicate all applicable lighting controls requirements apply NA C503.6.4 Newly-created rooms Where interior space(s) is reconfigured NA (permanently installed walls or ceiling-height partitions) to create new enclosed spaces, indicate all applicable lighting controls requirements apply NA C504.2 Lighting repairs Identify existing luminaires being upgraded NA with bulb and / or ballast replacement; indicate fixture alteration does not increase existing fixture wattage NA C505.1 Change of interior Identify spaces on plans where the building NA space use area type or space use type is being changed from one type to another per Tables C405.4.2(1) or (2) NA Indicate compliance method (building area or NA space-by-space); include all new and existing- to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES YES C405.10 Controlled Identify all controlled and uncontrolled E2.41, E2.42 receptacles receptacles on electrical plans in each space in which they are required; include receptacle configuration such as spacing between controlled and uncontrolled, duplex devices, etc YES Provide schedule that lists the number of E6.01 controlled and uncontrolled receptacles in each space where controlled receptacles are required - classrooms, private offices, open office areas, conference rooms, copy rooms, break rooms and modular partitions/workstations YES Indicate on plans the method of automatic E6.01 control for each controlled receptacle zone (occupant sensor or programmable time-of- day control); indicate that each zone served by a single controller does not exceed 5,000 sf NA C405.2.5, Switched receptacles Indicate method of automatic off control of NA Item 2 in sleeping units all switched receptacles in sleeping units (vacancy or key card control) NA C503.6.6 Electrical receptacle Where new receptacles are added or replaced NA alerations within an alteration project that is 5,000 sf or larger, indicate receptacles are provided with automatic controls per C405.10, or exception taken MOTORS, TRANSFORMERS, ELECTRIC METERS, INTERIOR TRANSPORTATION Page 8/10 Lighting, Motor and Electrical Requirements List, pg 9 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.6 Electrical Include electrical transformer schedule on transformers electrical plans; indicate transformer type, size, efficiency, or exception taken YES C405.11 Feeders and branch Provide documentation that demonstrates circuits maximum voltage drop across feeders and branch circuits does not exceed 5% NA C405.7 Dwelling unit Indicate on electrical plans that each dwelling NA electrical energy unit in Group R-2 has a separate electrical consumption energy meter YES C405.8 Electric motor Include all motors, including fractional hp efficiency motors, in electric motor schedule on electrical plans; indicate motor type, horsepower, rpm, rated efficiency, or exception applied NA C405.9.1 Elevator cabs For luminaires in each elevator cab, provide SEE ELEVATOR calculations that demonstrate average efficacy SHOP DRAWINGS is not less than 35 lumens per watt YES For elevators that do not have an integral air See mechanical plans conditioning system, indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0.33 watts per cfm NA Indicate automatic controls that de-energize SEE ELEVATOR lighting and ventilation fans when elevator is SHOP DRAWINGS stopped and unoccupied for a period of 15 minutes or more NA C405.9.2 Escalators and Indicate escalators comply with ASME NA moving walks A17.1/CSA B44; automatic controls are configured to reduce operational speed to the minimum permitted when not in use NA C405.9.3 Regenerative drive Indicate all one-way down or reversible NA escalators are provided with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING (CX) YES C408.4 Scope of electrical Indicate that all electrical systems SEE power and lighting (receptacles, transformers, motors, vertical SPECIFICATIONS systems and horizontal transportation) for which the commissioning WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned YES Where total building lighting load is > 20 kW, SEE or where total lighting load of luminaires SPECIFICATIONS requiring daylight sensing and / or occupancy control > 10 kW, indicate that all automatic lighting control systems are required to be commissioned; or provide building lighting power calculation demonstrating eligibility for exception YES C405.13 Commissioning Indicate Cx requirements in plans and SEE C408.1.1 requirements in specifications for all applicable electrical and SPECIFICATIONS C408.1.2 construction lighting control systems per C408 C408.1.4.2 documents C103.6.3 Page 9/10 Lighting, Motor and Electrical Requirements List, pg 10 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by ©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C408.1.2 Commissioning Include general summary of Cx plan per SEE C408.1.2.1 requirements in C408.1.2 including: 1) Narrative description SPECIFICATIONS C408.1.4 construction of activities; 2) Responsibilities of the Cx C103.6.3 documents team; 3) Schedule of activities including verification of project close out documentation per C103.6; 4) Conflict of interest plan (if required) YES C408.1.2 Commissioning Include in general summary that a Cx project SEE C408.1.4 requirements in report and Compliance Checklist (Figure SPECIFICATIONS C103.6.3 construction C408.1.4.1) shall be completed by the documents Certified Cx Professional and provided to the owner prior to the final electrical inspection YES C408.4.1 Functional Identify in plans and specifications the SEE performance testing intended operation of all equipment and SPECIFICATIONS criteria controls during all modes of operation, including interfacing between new and existing-to-remain systems PROJECT CLOSE OUT DOCUMENTATION YES C103.6.3 Project close out Indicate in plans that project close out SEE documentation documentation is required including WSEC SPECIFICATIONS requirements lighting compliance reports that document all interior and exterior lighting area and / or surface types, lighting power allowances and installed densities If "no" is selected for any question, provide explanation. Page 10/10 Powered by TCPDF (www.tcpdf.org) 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Administered by: ©2022 NEEA, All rights reserved Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC For Building Department Use: Date: Jan 19, 2022 17601 59th Ave NE Project Address Project & Applicant Arlington, WA 98223 Information 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 New Building or Project Cond. Floor Area 26,763 Interior Lighting Alteration General Project Types New Building Addition Floors Above Grade 2 Exterior Lighting Lighting Scope Lighting Scope Compliance Method Compliance Method 1 - General Lighting Project Description Interior / Exterior LPA Calculation Project Type Luminaire Replacement Scope Compliance Method Compliance Verification Lighting Compliance Scope (Interior includes both interior & parking) Adjustment and Method New Building Interior Lighting Building area Reduced lighting power density option COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Efficiency Reduced lighting power density credit Options Included 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 Total Watts Allowed Total Proposed Watts Compliance Status by Building Areas Gross Interior Area (SF) LPA (Watts/SF) (SF x LPA x 0.8) By Building Area Building Area Office 26,176 0.64 13,402 8,862 COMPLIES Proposed Lighting Power Density Total Watts Watts per New or Quantity of Fixtures, CLDs or Total Linear Watts per Linear Proposed Fixture Type/Application Fixture ID Building Area Fixture, CLD or Existing-to-Remain Luminaires (#F) Feet (LF) Foot (WpLF) (#F x WpF) or Luminaire (WpF) (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 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 1/3 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC Date Jan 19, 2022 Proposed Fixtures Details NEW BUILDING - INTERIOR LIGHTING New or Fixture Type/Application Fixture ID Location in Documents Lamp Type Building Area 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 Total Watts Allowed Surface LPA Linear LPA Total Tradable Tradable Compliance Tradable Surface Tradable Surface Sub-Type (LPA x SF) or Area (SF) (Watts/SF) Feet (LF) (Watts/LF) Proposed Watts Status (LPA x LF) Building grounds Walkways < 10 feet wide 600 0.60 360 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 2/3 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 Building entrances and exits Pedestrian entrances & exits 45 21 945 Base Site Allowance 500 Totals 1,805 684 COMPLIES Proposed Tradable Lighting Power Density Watts or Total Watts Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixture Type Fixture ID Tradable Surface Type Fixtures (#F) per Fixture Feet (LF) Foot (WpLF) (#F x WpF) or (WpF) (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 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 3/3 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Administered by: ©2022 NEEA, All rights reserved Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC For Building Department Use: Date: Jan 19, 2022 17601 59th Ave NE Project Address Project & Applicant Arlington, WA 98223 Information 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 New Building or Project Cond. Floor Area 26,763 Interior Lighting Alteration General Project Types New Building Addition Floors Above Grade 2 Exterior Lighting Lighting Scope Lighting Scope Compliance Method Compliance Method 1 - General Lighting Project Description Interior / Exterior LPA Calculation Project Type Luminaire Replacement Scope Compliance Method Compliance Verification Lighting Compliance Scope (Interior includes both interior & parking) Adjustment and Method New Building Interior Lighting Building area Reduced lighting power density option COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Efficiency Reduced lighting power density credit Options Included 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 Total Watts Allowed Total Proposed Watts Compliance Status by Building Areas Gross Interior Area (SF) LPA (Watts/SF) (SF x LPA x 0.8) By Building Area Building Area Office 26,176 0.64 13,402 8,862 COMPLIES Proposed Lighting Power Density Total Watts Watts per New or Quantity of Fixtures, CLDs or Total Linear Watts per Linear Proposed Fixture Type/Application Fixture ID Building Area Fixture, CLD or Existing-to-Remain Luminaires (#F) Feet (LF) Foot (WpLF) (#F x WpF) or Luminaire (WpF) (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 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 1/3 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 Project Title Snohomish County PUD North County Community Office, Office Building - 2018 WSEC Date Jan 19, 2022 Proposed Fixtures Details NEW BUILDING - INTERIOR LIGHTING New or Fixture Type/Application Fixture ID Location in Documents Lamp Type Building Area 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 Total Watts Allowed Surface LPA Linear LPA Total Tradable Tradable Compliance Tradable Surface Tradable Surface Sub-Type (LPA x SF) or Area (SF) (Watts/SF) Feet (LF) (Watts/LF) Proposed Watts Status (LPA x LF) Building grounds Walkways < 10 feet wide 600 0.60 360 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 2/3 1/18/22, 6:54 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 Building entrances and exits Pedestrian entrances & exits 45 21 945 Base Site Allowance 500 Totals 1,805 684 COMPLIES Proposed Tradable Lighting Power Density Watts or Total Watts Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixture Type Fixture ID Tradable Surface Type Fixtures (#F) per Fixture Feet (LF) Foot (WpLF) (#F x WpF) or (WpF) (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 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9Nzk3NiZmdmk9MTgmcmVzZXQ9MQ==&debug=1 3/3 ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SNOHOMISH COUNTY PUD - NORTH COUNTY COMMUNITY OFFICE SEATTLE, WA 98104 PHONE (206)624-4222 OFFICE BUILDING FAX (206)624-4226 VICINITY MAP PROJECT TEAM SITE DRAWINGS SHEET INDEX - OFFICE BUILDING SHEET INDEX - OFFICE BUILDING N NTS OWNER SNOHOMISH COUNTY PUD PUBLIC UTILITIES DISTRICT ARCHITECTURAL GENERAL S7.21 TYPCIAL STEEL DETAILS 2320 CALIFORNIA STREET G0.01 COVER SHEET S7.22 TYPICAL STEEL DETAILS A0.01 GENERAL NOTES AND SYMBOLS EVERETT, WA 98201 A1.01 OVERALL SITE PLAN G0.02 GENERAL NOTES, ABBREVIATIONS, SYMBOLS S7.23 TYPICAL STEEL DETAILS CONTACT: DOUG WILSON drwilson@snopud.com A1.02 ENLARGED SITE PLAN - WEST G1.01 BUILDING CODE SUMMARY S7.30 BRACED FRAME DETAILS TEL: (425) 783-8078 A1.03 ENLARGED SITE PLAN - MIDDLE G1.02 CODE PLAN - LEVEL 1 S7.31 BRACED FRAME DETAILS A1.04 ENLARGED SITE PLAN - NORTHEAST G1.03 CODE PLAN - LEVEL 2 S7.32 BRACED FRAME DETAILS A1.05 ENLARGED SITE PLAN - SOUTHEAST A7.01 ENLARGED DETAILS G1.04 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS S7.40 ROOF FRAMING DETAILS ARCHITECT ROLLUDA ARCHITECTS A7.02 ENLARGED DETAILS G1.05 ENERGY CODE - SOLAR READINESS S7.41 ROOF FRAMING DETAILS 105 S MAIN ST, SUITE 323 SEATTLE WA, 98104 A7.03 ENLARGED DETAILS S7.45 MISCELLANEOUS ROOF FRAMING DETAILS CONTACT: KATHI WILLIAMS A7.04 ENLARGED DETAILS GEOTECHNICAL S7.50 TYPICAL METAL FRAMING DETAILS kathi@rolludaarchitects.com GI0.01 FOUNDATION GROUND IMPROVEMENT S7.51 TYPICAL EXTERIOR AND BEARING METAL FRAMING TEL: (206) 624-4222 SURVEY AT END OF SET DETAILS FAX: (206) 624-4226 SV.01 EXISTING CONDITIONS ARCHITECTURAL SV.01 EXISTING CONDITIONS A2.01 FLOOR PLAN - LEVEL 1 MECHANICAL / PLUMBING / FIRE PROTECTION STRUCTURAL REID MIDDLETON SV.01 EXISTING CONDITIONS A2.02 FLOOR PLAN - LEVEL 2 M0.01 MECHANICAL LEGEND AND SHEET INDEX 728 134TH STREET SW, SUITE 200 SV.01 EXISTING CONDITIONS A2.03 ROOF PLAN M0.02 GENERAL NOTES & ABBREVIATIONS EVERETT, WA 98204 SV.01 EXISTING CONDITIONS CONTACT: PAUL CROCKER SV.01 EXISTING CONDITIONS A2.04 REFLECTED CEILING PLAN - LEVEL 1 M2.03 MECHANICAL ROOF PLAN pcrocker@reidmiddleton.com SV.01 EXISTING CONDITIONS A2.05 REFLECTED CEILING PLAN - LEVEL 2 M2.04 HVAC FLOOR PLAN - LEVEL 1 TEL: (425) 741-3800 SV.01 EXISTING CONDITIONS A2.06 FINISH FLOOR PLAN - LEVEL 1 M2.05 HVAC FLOOR PLAN - LEVEL 2 SV.01 EXISTING CONDITIONS A2.07 FINISH FLOOR PLAN - LEVEL 2 M6.01 MECHANICAL SCHEDULES MECHANICAL HARGIS CIVIL AT END OF SET A2.08. FURNITURE PLAN - LEVEL 1 M6.02 MECHANICAL SCHEDULES 1201 3RD AVENUE, SUITE 600 A2.11 ENLARGED PLANS M6.11 REFRIGERANT RISER DIAGRAM SEATTLE, WA 98101 C1.0 COVER SHEET AND SITE PLAN A2.12 ENLARGED PLANS M7.01 MECHANICAL DETAILS CONTACT: BRIAN CANNON C2.0 TESCS & SITE PREP PLAN A2.13 ENLARGED PLANS M7.02 MECHANICAL DETAILS brian.cannon@hargis.biz C3.0 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN A3.01 ELEVATIONS M9.01 MECHANICAL CONTROLS AND SEQUENCES PROJECT TEL: (206)448-3376 C3.1 PAVING, CHANNELIZATION AND HORIZONTAL CONTROL PLAN C3.2 POLE YARD PAVING PLAN A3.02 ELEVATIONS M9.02 MECHANICAL CONTROLS AND SEQUENCES SITE C3.3 FENCING PLAN A3.03 ELEVATIONS M9.03 MECHANICAL CONTROLS AND SEQUENCES ELECTRICAL HARGIS C4.0 GRADING AND DRAINAGE PLAN A4.01 BUILDING SECTIONS M9.04 MECHANICAL CONTROLS AND SEQUENCES 1201 3RD AVENUE, SUITE 600 C4.1 GRADING AND DRAINAGE PLAN A4.02 BUILDING SECTIONS M9.05 MECHANICAL CONTROLS AND SEQUENCES SEATTLE, WA 98101 C4.2 POLE YARD GRADING AND DRAINAGE PLAN CONTACT: DOUG FORSLUND C4.3 63 RD AVE GRADING AND DRAINAGE PLAN A4.03 BUILDING SECTIONS P2.00 PLUMBING FOUNDATION PLAN doug.forslund@hargis.biz C4.4 DETAILED AREA GRADING A4.11 WALL SECTIONS P2.01 PLUMBING FLOOR PLAN - LEVEL 1 TEL: (206)448-3376 C4.5 ADA AND ACCESS GRADING A4.12 WALL SECTIONS P2.02 PLUMBING FLOOR PLAN - LEVEL 2 C4.6 GRADING, PAVING AND DRAINAGE DETAILS A4.13 WALL SECTIONS P2.03 PLUMBING ROOF PLAN C5.0 WATER AND SEWER PLAN AND DETAILS TRUE TELECOM/ HARGIS C5.1 WATER AND SEWER PLAN AND DETAILS A4.14 WALL SECTIONS P6.01 PLUMBING SCHEDULE SECURITY 1201 3RD AVENUE, SUITE 600 A4.15 WALL SECTIONS P6.11 PLUMBING RISER DIAGRAM PROJECT SITE SEATTLE, WA 98101 LANDSCAPE (FOR REFERENCE ONLY AT END OF SET) A5.01 ENLARGED PLANS/ SECTIONS - STAIR 01 (NORTH) P7.01 PLUMBING DETAILS N CONTACT - TELECOM: PAUL THOMAS ELEVATOR P7.02 PLUMBING DETAILS NTS paul.thomas@hargis.biz L1.01 HARDSCAPE PLAN A5.02 ENLARGED PLANS/ SECTIONS - STAIR 02 (SOUTH) TEL: (206) 448-3376 L1.02 HARDSCAPE DETAILS A5.03 ENLARGED PLANS/ SECTIONS - STAIRS TO ROOF ELECTRICAL L1.03 HARDSCAPE DETAILS CONTACT - SECURITY: SUJE ANTON L2.01 IRRIGATION PLAN A5.04 STAIR DETAILS E0.01 ELECTRICAL LEGEND AND ABBREVIATIONS PROPERTY LINE suje.anton@hargis.biz L2.02 IRRIGATION SCHEDULE AND NOTES A5.05 STAIR DETAILS E2.01 LIGHTING FLLOR PLAN - LEVEL 1 TEL: (206) 859-5374 L2.03 IRRIGATION DETAILS A5.06 STAIR DETAILS E2.01a LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 1 REVISION OFFICE BUILDING L3.01 LANDSCAPE PLAN - WEST A5.07 ELEVATOR DETAILS E2.02 LIGHTING FLOOR PLAN - LEVEL 2 L3.02 LANDSCAPE PLAN - EAST FIRE JENSEN HUGHES L3.03 PLANTING SCHEDULE AND LANDSCAPE NOTES A6.01 ROOM FINISH SCHEDULE E2.11 POWER FLOOR PLAN - LEVEL 1 WAREHOUSE PROTECTION 1220 CONCORD AVENUE, SUITE 400 L3.04 LANDSCAPE DETAILS A6.02 DOOR SCHEDULE & TYPES E2.12 POWER FLOOR PLAN - LEVEL 2 CONCORD, CA 94520 A6.03 WINDOW SCHEDULE E2.41 MECHANICAL POWER PLAN - LEVEL 1 DATE CONTACT: KEVIN TOOMEY A6.04 FURNITURE / EQUIPMENT SCHEDULE E2.42 MECHANICAL POWER PLAN - LEVEL 2 ktoomey@jensenhughes.com ELECTRICAL (FOR REFERENCE ONLY AT END OF SET) NO. A7.01 DETAILS - WALL ASSEMBLIES E2.43 MECHANICAL POWER ROOF PLAM TEL: (213) 338-8669 E0.01 LEGEND AND SHEET INDEX A7.10 DETAILS - EXTERIOR - WALL E5.01 ELECTRICAL ENLARGED PLANS E1.01 ELECTRICAL SITE PLAN A7.11 DETAILS - EXTERIOR - WALL E6.01 ELECTRICAL SCHEDULES CIVIL DAVID EVANS & ASSOCIATES E2.01 ELECTRICAL ENLARGED PLANS A7.20 DETAILS - EXTERIOR - DOOR E6.02 ELECTRICAL SCHEDULES 1620 W MARINE VIEW DR, SUITE 200 E6.01 ELECTRICAL SCHEDULES A7.30 DETAILS - EXTERIOR - WINDOW E6.03 ELECTRICAL SCHEDULES EVERETT, WA 98201 E6.11 ONE-LINE DIAGRAM CONTACT: John Smith E7.01 ELECTRICAL DETAILS A7.31 DETAILS - EXTERIOR - WINDOW E6.04 ELECTRICAL SCHEDULES HEATED PARKING JNS@deainc.com E7.02 ELECTRICAL DETAILS A7.40 DETAILS - EXTERIOR - ROOF E6.11 ELECTRICAL ONE-LINE DIAGRAM TEL: (425)259-4099 E7.03 ELECTRICAL DETAILS A7.41 DETAILS - EXTERIOR - ROOF E7.01 ELECTRICAL DETAILS FUEL ISLAND SCOPE OF WORK A7.45 DETAILS - EXTERIOR - CANOPY & SUNSHADE E7.02 ELECTRICAL DETAILS TELECOMMUNICATIONS / SECURITY (FOR REFERENCE ONLY AT END OF SET) A8.01 INTERIOR ELEVATIONS E7.03 ELECTRICAL DETAILS LANDSCAPE NAKANO ASSOCIATES OFFICE BUILDING SCOPE (BUILDING A.1): 853 HIAWATHA PL S TS0.01 TELECOMMUNICATIONS / SECURITY LEGEND AND GENERAL NOTES A8.02 INTERIOR ELEVATIONS SEATTLE, WA 98144 TS1.01 TELECOMMUNICATIONS / SECURITY SITE PLAN A8.03 INTERIOR ELEVATIONS TELECOMMUNICATIONS CONSTRUCTION OF A NEW 2-STORY 28,894 SF OFFICE CONTACT:PAULA GILMOUR TS5.01 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN A8.04 INTERIOR ELEVATIONS - RESTROOMS T0.01 TELECOM LEGEND BUILDING (19,255 SF FOOTPRINT, 9,639 SF SECOND FLOOR). pg@nakanoassociates.com TS5.02 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN A8.05 INTERIOR ELEVATIONS -LOCKERS/ SHOWERS T2.01 TELECOM DEVICE PLAN - LEVEL 1 OFFICE AREAS INCLUDE CUSTOMER SERVICE LOBBY AND TEL: (206)292-9392 TS5.03 TELECOMMUNICATIONS / SECURITY ENLARGED SITE PLAN SUPPORT SPACE, OPEN OFFICE AREAS, ENCLOSED TS6.01 TELECOMMUNICATIONS / SECURITY CONDUIT AND VAULT SCHEDULE A8.06 INTERIOR ELEVATIONS - SHOWERS/ MISCELLANEOUS T2.02 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 OFFICES, CONFERENCE ROOMS, A CREW ROOM, A BREAK TS6.02 TELECOMMUNICATIONS / SECURITY CONDUIT AND VAULT SCHEDULE A8.07 INTERIOR ELEVATIONS T2.03 TELECOM WIRELESS DEVICE PLAN - LEVEL 2 ROOM, LOCKER AND SHOWER ROOMS, STAFF AND PUBLIC AUDIO/VISUAL THE GREENBUSCH GROUP TS7.01 TELECOMMUNICATIONS / SECURITY DETAILS A8.12 DETAILS - INTERIOR T2.04 ENLARGED TELECOM DEVICE PLANS RESTROOMS, A LARGE PUBLIC CONFERENCE ROOM, AND 1900 W NICKERSON ST, SUITE 201 TS7.02 TELECOMMUNICATIONS / SECURITY DETAILS A8.13 DETAILS - INTERIOR T7.01 TELECOM DETAILS BUILDING SUPPORT SPACES. SEATTLE, WA 98119 TS7.03 TELECOMMUNICATIONS / SECURITY DETAILS CONTACT: ADAM JENKINS TS7.04 TELECOMMUNICATIONS / SECURITY DETAILS A8.14 DETAILS - INTERIOR T7.02 TELECOM DETAILS ARCHITECTURAL WORK CONSISTS OF CONSTRUCTION OF adamj@greenbusch.com TS7.05 TELECOMMUNICATIONS / SECURITY DETAILS A8.15 DETAILS - INTERIOR T7.03 TELECOM DETAILS EXTERIOR METAL STUD WALL SYSTEMS WITH METAL TEL: (206)378-0569 A8.16 DETAILS - INTERIOR T7.04 TELECOM DETAILS SIDING OR CMU VENEER; BATT AND RIGID INSULATION; SBS A8.17 DETAILS - CASEWORK MODIFIED ROOF SYSTEM; SHEET METAL FLASHING AND A8.18 DETAILS - INTERIOR DOORS / WINDOWS SECURITY TRIM; WOOD AND METAL SOFFITS; INTERIOR METAL STUD COST PRODIMS WALLS WITH GYPSUM BOARD AND PAINT, CERAMIC TILE, ESTIMATOR 520 KIRKLAND WAY, SUITE 301 SE0.01 SECURITY LEGEND AND GENERAL NOTES OR MISCELLANEOUS FINISHES AS NOTED ON DRAWINGS; KIRKLAND, WA 98033 STRUCTURAL SE2.01 SECURITY DEVICE PLAN - LEVEL 1 DOORS; RELITES; CASEWORK; TOILET PARTITIONS AND CONTACT: DENNIS TESCHLOG S0.01 GENERAL STRUCTURAL NOTES SE2.02 SECURITY DEVICE PLAN - LEVEL 2 ACCESSORIES; SUSPENDED ACP, GYPSUM BOARD dteschlog@prodims.com S0.02 GENERAL STRUCTURAL NOTES SE7.01 ACCESS CONTROL DETAILS CEILINGS; FOLDING PANEL PARTITION SYSTEM; AND TEL: (425)828-0500 S0.03 SPECIAL INSPECTION SCHEDULES SE7.02 ACCESS CONTROL DETAILS SPECIALTY FURNISHINGS AS NOTED ON PLAN. S0.04 SPECIAL INSPECTION SCHEDULES SE7.03 ACCESS CONTROL DETAILS STRUCTURAL WORK CONSISTS OF CONCRETE FOOTINGS S0.05 ABBREVIATIONS AND SYMBOLS SE7.04 ACCESS CONTROL DETAILS AND FOUNDATIONS; CONCRETE SLAB-ON GRADE; S2.01 FOUNDATION AND FIRST FLOOR PLAN SE7.05 VIDEO SECURITY DETAILS CONCRETE SUB-FLOOR OVER STRUCTURAL METAL DECK; S2.02 LEVEL 2 FRAMING PLAN SE7.06 VIDEO SECURITY DETAILS STRUCTURAL METAL ROOF DECK; STEEL FRAMING WITH TYPE OF CONSTRUCTION: IIB S2.03 ROOF FRAMING PLAN SE7.07 ACCESS CONTROL PANEL ELEVATION AND DETAILS STEEL COLUMNS, BEAMS, JOISTS, AND BRACED FRAMES. OCCUPANCY: B AND A-3 S3.01 BRACED FRAME ELEVATIONS SE9.01 SECURITY SCHEDULES MECHANICAL WORK CONSISTS OF PLUMBING FIXTURES, S4.01 PARTIAL PLANS HVAC EQUIPMENT AND DUCTING, FIRE SPRINKLER SYSTEM, TOTAL BUILDING AREA: 28,894 SF S5.20 TYPICAL CMU SECTIONS AND DETAILS FIRE PROTECTION AND UTILITIES. REFERENCE G1.01-G1.05 FOR ADDITIONAL CODE S7.00 TYPICAL CONCRETE DETAILS FP0.01 FIRE SPRINKLER COVER SHEET SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 ELECTRICAL WORK CONSISTS OF POWER AND LIGHTING. INFORMATION S7.01 TYPICAL CONCRETE DETAILS FP0.02 FIRE SPRINKLER SITE PLAN PROJECT: S7.20 TYPICAL STEEL DETAILS FP1.01 LEVEL 1 FIRE SPRINKLER PLAN BUILDING IDENTIFIER: ADDITIONAL WORK INCLUDES TELECOM AND SECURITY FP1.02 LEVEL 2 FIRE SPRINKLER PLAN SYSTEMS, AND AUDIO-VISUAL SYSTEMS, AS NOTED IN FP2.01 BUILDING SECTION AND DETAILS DRAWINGS. FP2.02 SEISMIC DETAILS AND CALCULATIONS A.1 FA1.00 FIRE ALARM COVER SHEET FA2.02A FIRE ALARM - LEVEL 1 FA2.02B FIRE ALARM - LEVEL 2 SHEET TITLE: COVER SHEET FA3.01 FIRE ALARM DETAILS AUDIO-VISUAL AV0.01 LEGEND , ABBREVIATIONS AND NOTES AV2.01 AV DEVICE LAYOUT PLAN - LEVEL 1 LEAD: KW/RM AV2.02 AV DEVICE REFLECTED CEILING PLAN - LEVEL 1 DRAFTER: MM/VP AV3.01 AV ELEVATIONS DATE: 01/21/22 AV3.02 AV ELEVATIONS SHEET: AV4.01 AV SECTIONS VIEW FROM NORTH DRIVE VIEW FROM SOUTH DRIVE AV6.01 AV BLOCK DIAGRAMS G0.01 1 2 AV7.01 AV - DETAILS NTS NTS SHEET OF AV7.02 AV - DETAILS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ABBREVIATIONS GENERAL NOTES REFERENCE SYMBOLS TRUE AC ASPHALTIC CONCRETE, ALTERNATING GA GAUGE SHTHG SHEATHING 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE CURRENT GALV GALVANIZED SIM SIMILAR OVERALL SCOPE OF WORK. CONTRACTORS SHALL XX XX XX N N ACC ACCESSIBLE GEN GENERAL, GENERATOR SPEC SPECIFIED, SPECIFICATION FIELD VERIFY EXISTING CONDITIONS AND ALERT THE AX.XX AX.XX AX.XX ACP ACOUSTICAL CEILING PANEL GFRP GLASS-FIBER REINFORCED SPK SPRINKLER, SPEAKER ARCHITECT TO ANY CONFLICTS BEFORE BEGINNING ACST ACOUSTICAL PLASTIC SQ SQUARE WORK. BUILDING SECTION INDICATOR WALL SECTION INDICATOR NORTH ARROW AD AREA DRAIN GL GLASS SS SERVICE SINK, SANITARY 2. (E) OR 'EXIST. INDICATES EXISTING CONDITION, ADDM ADDENDUM GYP GYPSUM SEWER, STAINLESS STEEL DIMENSION OR DATUM. VERIFY ALL EXISTING XX ADJ ADJUSTABLE GYP BD GYPSUM BOARD STC SOUND TRANSMISSION CONDITIONS AND DIMENSIONS ON PROJECT PRIOR TO AX.XX XX AFF ABOVE FINISHED FLOOR COEFFICIENT COMMENCEMENT OF WORK. AX.XX XX AHU AIR HANDLING UNIT H HIGH STD STANDARD 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL ALT ALTERNATE HB HOSE BIB STL STEEL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ALUM ALUMINUM HC HOLLOW CORE STOR STORAGE ACTUAL FIELD MEASUREMENTS. NOTIFY THE ANOD ANODIZED HD HAND DRYER, HEAD STRUCT STRUCTURAL ARCHITECT OF ANY DISCREPANCIES WITH DRAWINGS. ENLARGED DETAIL INDICATOR SECTION DETAIL INDICATOR WINDOW INDICATOR APPROX APPROXIMATELY HDBD HARDBOARD SUSP SUSPENDED 4. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE XX XX APT APARTMENT HDW HARDWARE NOT INDICATED EVERYWHERE THEY OCCUR ON ARCH ARCHITECTURAL HDWD HARDWOOD T TREAD PLANS, ELEVATIONS, AND SECTIONS. REFER TO XX AUTO AUTOMATIC HM HOLLOW METAL T&G TONGUE AND GROOVE DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS AX.XX AX.XX XX AX.XX XX AV AUDIO VISUAL HO HOLD OPEN TEL TELEPHONE IF DRAWN IN FULL. AWP ACOUSTICAL WALL PANEL(S) HORIZ HORIZONTAL TEMP TEMPERATURE, TEMPORARY 5. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO HR HOUR TER TERRAZZO PERMIT AN INSTALLATION IN VIOLATION OF XX BB BULLETIN BOARD HT HEIGHT THK THICK APPLICABLE CODES. ALL WORK PERFORMED UNDER EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR BD BOARD HVAC HEATING, VENTILATING, AND AIR TMPD TEMPERED THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH BLDG BUILDING CONDITIONING TO TOP OF THE LATEST RULES, REGULATIONS, RESTRICTIONS, BLKG BLOCKING TPD TOILET PAPER DISPENSER REQUIREMENTS, AND CODES OF THE GOVERNING AX.X.X BO BOTTOM OF ID INSIDE DIAMETER TSTAT THERMOSTAT JURISDICTIONS. MATCH LINE X BOT BOTTOM INCL INCLUDE, INCLUDING TV TELEVISION 6. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING SEE XX/AX.XX BRG BEARING INFO INFORMATION TYP TYPICAL AND ENERGY CODES. BRZ BRONZE INSUL INSULATED, INSULATION 7. GENERALLY PLAN DIMENSIONS SHOWN ARE TO FACE WALL TYPE INDICATOR BUR BUILT UP ROOFING INT INTERIOR UG UNDERGROUND OF CONCRETE, FACE OF CMU, AND FACE OF STUD, MATCH LINE INDICATOR DRAWING REVISION INDICATOR (REFER TO A7.01 FOR LEGEND) IWD INDIRECT WASTE DRAIN UNFIN UNFINISHED UNLESS NOTED OTHERWISE. CAB CABINET UNO UNLESS NOTED OTHERWISE 8. ADHESIVES, CAULKING AND SEALANTS. USE PRIMERS X.X X.X X.X CB CATCH BASIN JAN JANITOR AS REQUIRED BY MANUFACTURER. BACKING RODS OR CEM CEMENT, CEMENTITIOUS JT JOINT VERT VERTICAL TAPE AS RECOMMENDED BY MANUFACTURER AND PER CER CERAMIC VEST VESTIBULE SPECIFICATIONS. X.X CFCI CONTRACTOR FURNISHED KIT KITCHEN VIF VERIFY IN FIELD 9. CONTRACTOR SHALL VERIFY LOCATION OF ALL CONTRACTOR INSTALLED VNR VENEER EXISTING UTILITIES AND PROTECT AS REQUIRED COLUMN GRIDLINE INDICATOR KEYNOTE & FLAGNOTE CFOI CONTRACTOR FURNISHED OWNER L LONG VR VAPOR RETARDER PRIOR TO COMMENCEMENT OF WORK. MATERIAL INSTALLED LAM LAMINATE, LAMINATED VWC VINYL WALLCOVERING 10. CONTRACTOR TO VERIFY ALL DIMENSIONS, CG CORNER GUARD LAU LAUNDRY MEASUREMENTS AND CONDITIONS BEFORE XX'-XX" EL XXX.XX EL. XXX'-XX" CH COAT HOOK LAV LAVATORY W WEST, WASTE BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR MAT XXXXXXX CI CAST IRON LT LIGHT W/ WITH OMISSIONS TO BE BROUGHT TO THE ATTENTION OF X'-X" CIP CAST-IN-PLACE LTG LIGHTING W/O WITHOUT THE ARCHITECT/ DISTRICT IMMEDIATELY. HEIGHT CJ CONTROL JOINT WC WATER CLOSET 11. UNLESS OTHERWISE NOTED, ALL ANGLES TO BE RIGHT DATUM INDICATOR/WORK POINT SPOT ELEVATION INDICATOR CEILING HEIGHT/MATERIAL INDICATOR CL CENTERLINE MAS MASONRY WD WOOD ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO CLG CEILING MATL MATERIAL WH WALL HYDRANT BE PARALLEL, AND ALL ITEMS WHICH APPEAR EXXXX EQUIPMENT INDICATOR CLO CLOSET MAX MAXIMUM WP WEATHERPROOF CENTERED ARE TO BE CENTERED. CONTRACTOR TO ROOM (NON-RATED PARTITION) XXXXX FIXTURE INDICATOR CLR CLEAR MECH MECHANICAL WR WATER RESISTANT BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, NAME CMU CONCRETE MASONRY UNIT MED MEDIUM WT WEIGHT LEVEL, PLUMB, AND SQUARE. F XXXX FURNITURE INDICATOR (1-HOUR RATED PARTITION) XXXX CO CLEAN OUT MEMB MEMBRANE WWF WELDED WIRE FABRIC 12. CONTRACTOR SHALL MAINTAIN CURRENT RECORD G XXXX GRAPHIC/SIGNAGE INDICATOR (2-HOUR RATED PARTITION) COL COLUMN MEZZ MEZZANINE DRAWINGS FOR ARCHITECT'S PERIODIC REVIEW. MISCELLANEOUS INDICATORS ROOM INDICATOR COMM COMMUNICATIONS MGT MANAGEMENT XFMR TRANSFORMER 13. SHOP DRAWINGS. PROVIDE SHOP DRAWINGS FOR THE CONC CONCRETE MFL MAXIMUM FORESEEABLE LOSS ARCHITECT/DISTRICT APPROVAL AND AS REQUIRED BY CONN CONNECTION MFR MANUFACTURE, MANUFACTURER THE SPECIFICATIONS AND LOCAL JURISDICTION PRIOR CONST CONSTRUCTION MH MANHOLE TO CONSTRUCTION. XX CONT CONTINUOUS MIN MINIMUM 14. SEE DIVISION 1 SPECIFICATIONS FOR PHASING AND CORR CORRIDOR MISC MISCELLANEOUS ACCESS REQUIREMENTS. REVISION CPT CARPET MO MASONRY OPENING 15. CONTRACTOR TO COORDINATE ALL OPERATIONS WITH (DOOR) OPENING INDICATOR PARTITIONS (AS NOTED ON CODE PLANS) CSWK CASEWORK MS MOP SINK DISTRICT, INCLUDING: SITE ACCESS, MATERIALS CT CERAMIC TILE MTD MOUNTED STORAGE, AND STAGING, INTERRUPTION OF CTR CENTER MTL METAL ELECTRICAL AND MECHANICAL SERVICES AND TIMING PLAN SYMBOLS CU CUBIC MVBL MOVABLE OF NOISY AND DISRUPTIVE OPERATIONS. DATE CONTRACTOR TO VERIFY SEQUENCE OF WORK WITH D DEEP, DEPTH, DRAIN N NORTH DISTRICT. NO. DBL DOUBLE NIC NOT IN CONTRACT DEMO DEMOLISH, DEMOLITION NO NUMBER DF DRINKING FOUNTAIN NOM NOMINAL FE DIA DIAMETER NTS NOT TO SCALE NEW DIAG DIAGONAL, DIAGRAM MOUNTED TO WALL WITH DIV DIVISION OC ON CENTER BRACKET DMPF DAMPPROOF, DAMPPROOFING OD OUTSIDE DIAMETER DN DOWN OFCI OWNER FURNISHED CONTRACTOR DR DOOR INSTALLED DS DOWNSPOUT OFOI OWNER FURNISHED OWNER FE DTL DETAIL INSTALLED FUTURE AS NOTED ON PLANS IN WALL-MOUNTED DW DISHWASHER OH OVERHANG, OVERHEAD CABINET DWG DRAWING OPNG OPENING DWR DRAWER OPP OPPOSITE ORD OVERFLOW ROOF DRAIN E EAST OTS OPEN TO STRUCTURE ABOVE TYPE OF WORK FIRE EXTINGUISHERS EFIS EXTERIOR FINISH AND INSULATION SYSTEM PBD PARTICLE BOARD EJ EXPANSION JOINT PCC PRE-CAST CONCRETE EL GRADE ELEVATION PD PLANTER DRAIN ELEC ELECTRIC, ELECTRICAL PERF PERFORATED ELEV ELEVATOR, ELEVATION PERP PERPENDICULAR ENCL ENCLOSURE PLAM PLASTIC LAMINATE EP ELECTRICAL PANEL PLAS PLASTER EQ EQUAL PLYWD PLYWOOD EQUIP EQUIPMENT PNL PANEL ESCAL ESCALATOR PNT PAINT, PAINTED EXH EXHAUST PL PROPERTY LINE EXP EXPANSION, EXPOSED PR PAIR EXIST EXISTING PREFIN PREFINISHED PRKG PARKING FA FIRE ALARM PROP PROPERTY FD FLOOR DRAIN, FIRE DEPARTMENT PT POINT, PRESSURE TREATED FDC FIRE DEPARTMENT CONNECTION PTN PARTITION FE FIRE EXTINGUISHER FEC FIRE EXTINGUISHER CABINET R RADIUS FH FIRE HYDRANT RCP REFLECTED CEILING PLAN FHC FIRE HOSE CABINET RD ROOF DRAIN FIG FIGURE REF REFERENCE, REFRIGERATOR FIN FINISH, FINISHED REINF REINFORCED, REINCFORCING FLEX FLEXIBLE REQD REQUIRED FLR FLOOR REV REVISED, REVISION FLUOR FLUORESCENT RFG ROOFING FDN FOUNDATION RM ROOM FO FACE OF RO ROUGH OPENING SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 FP FIRE PROTECTION, FIREPROOF RT RIGHT PROJECT: FR FRAME, FIRE RATED FRMG FRAMING S SOUTH BUILDING IDENTIFIER: FRT FIRE RETARDANT TREATED SCWD SOLID CORE WOOD FT FOOT, FEET SCHED SCHEDULE FTG FOOTING SD STORM DRAIN A.1 FUT FUTURE SECT SECTION FVC FIRE HOSE VALVE CABINET SF SQUARE FEET FWC FABRIC WALL COVERING SGL SINGLE SHEET TITLE: FWP FABRIC WRAPPED PANEL(S) SHT SHEET GENERAL NOTES, ABBREVIATIONS, SYMBOLS LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: G0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 REVISION DATE ALLOWABLE AREA CALCULATIONS NO. 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 " /2 1 5 - ' 1 2 1 E V E " V /4 E " V /8 32 EV 3 - 22' - 10 7/8" 0 ' 1 4 - 2 ' V 3 A N 2 19' - 11 3/8" " /8 3 0 14' - 9 7/8" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1 " -' " /8 PROJECT: 3 /2 3 1 1 9 BUILDING IDENTIFIER: 1 2 - 16' - 11 1/2" 11' - 5 5/8" - ' ' 8 7 4 1 7' - 2 7/8" 13' - 10 7/8"14' - 5 1/8" A.1 SHEET TITLE: BUILDING CODE 75' - 3" 106' - 6 3/4" SUMMARY 97' - 0 7/8" 37' - 8 5/8" 17' - 9 3/8" LEAD: KW/RM DRAFTER: AM DATE: 01/21/22 SHEET: G1.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C C.8 D E F G H J K 487 SF 15 36" 33 BREAK ROOM 32" 32" 36" 107 31 31 1834 SF 1 141 SF 150 111 SF 258 SF 1815 SF 130 SF 15 0 15 13 15 300 10 36" 0 18 OPEN OFFICE FLEX/ " 121 1 OFFICE / CONF 9 ADMIN/ FOREMEN/ - ' 79 SF 36" ENTRY VEST CONF ROOM ROOM 4 LARGE CONFERENCE CONF ROOM SERVICEMEN 3 150 32" 110 115 119 ROOM STOR 118 32" 60 103 108 1 33 55 SF 0 MOTHERS ROOM 2 112 1410 SF 31 30 0 63 SF 895 SF 15 32" 32" PUBLIC 300 0 RESTROOM 94 1 0 20'-7" 36" 36" 106 CREW ROOM 72 SF ELEV ROOM CORRIDOR 121 0 55 SF STAIR 01 114 117 3 0 155 SF 0 ST-1 254 SF 54 SF 36 SF 198 SF 539 SF ENTRY VEST 300 937 SF 0 0 48 0 0 48 15 50 122 1 150 PUBLIC 0 0 0 14 11 51'-8" 32" 32" CONF ROOM 7 RESTROOM MEN'S RESTROOM ADA SHOWER SHOWER STOR LOBBY 105 OFFICE / CONF 135 MEN'S LOCKER 131 130 ROOM ROOM 36" 36" 102 101 117 SF 116 134 72" 32" 89 4 15 86 32" 36" 50'-6" 70'-0" 69'-6" 37'-8" 22'-8" 8 5 185 SF 183 SF 0 OFFICE/ CONF 29 32" 36" 145 SF ROOM 190 SF 15 180 SF 167 SF 150 0 145 0 1592 SF 13 0 300 CORRIDOR 1 78 SF 0 150 180 SF 0 1 CONFERENCE 111 CASH COUNTING 150 0 ENTRY VEST 11 ROOM CORRIDOR CUST/ UTIL 109 1 STAIR 02 100 CSR LOBBY/ 144 0 123 WH CLOSET ST-2 OFFICE 88'-6" PRIVACY ROOM 124 REVISION RESTROOMS 143 113 VEST 1 32" 48" 140 6 32'-10" 149 SF DATE 1238 SF 38 SF 20'-0" 53 SF 69'-8" 37 SF 414 SF 104 373 SF 300 150 0 0 0 300 2 32" 36" NO. 50 9 32" 2 1 0 20'-3" 0 0 8 7 OPEN OFFICE ENTRY VEST 20'-3" ADA SHOWER SHOWER ELECTRICAL SPRINKLER/ ENG/ DES 36" WOMEN'S ROOM MECH ROOM 139 132 129 LOCKER ROOM 125 149 SF 141 126 133 15 262 SF 8 0 10 0 12 OFFICE/ CONF ROOM WOMEN'S 32" 142 RESTROOM 258 SF 508 SF 842 SF 136 300 50 50 36" 1 11 17 COMM/ FIBER WELLNESS WELLNESS ROOM AEROBICS WEIGHT/ EQUIP 138 137 128 A B C C.9 D E F G H K TRUE CODE PLAN LEVEL ONE N LEGEND MEANS OF EGRESS REQUIREMENTS 1 SCALE: 3/32" = 1'-0" LEVEL 1 FLOOR AREA XX SF FLOOR AREA PER OCCUPANT TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: OCCUPANT XX TOTAL OCCUPANTS OCCUPANT LOAD - LEVEL 1 OCCUPANT LOAD - LEVEL 1 LOAD TAG ALLOWED PROVIDED (CONT'D) XX ROOM NAME OCCUPANCY A-3 75' (SPRINKLERED) N/A ROOM NET AREA PER OCCUPANT ROOM NET AREA PER OCCUPANT TEXT ROOM NUMBER NUMBER ROOM NAME OCCUPANCY CLASSIFICATION AREA OCCUPANT LOAD NUMBER ROOM NAME OCCUPANCY CLASSIFICATION AREA OCCUPANT LOAD OCCUPANCY B 100' (SPRINKLERED) 88'-6" 100 ENTRY VEST UNOCCUPIED 190 SF 0 SF 126 ELECTRICAL ROOM MECHANICAL 414 SF 300 SF 2 XX 101 LOBBY BUSINESS 937 SF 150 SF 7 128 WELLNESS WEIGHT/ EQUIP EXERCISE ROOMS 842 SF 50 SF 17 REQUIRED CAPACITY WIDTH (BASED ON EGRESS CAPACITY FACTOR (0.15" X TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: 102 CONF ROOM STOR STORAGE 155 SF 300 SF 1 129 SHOWER UNOCCUPIED 37 SF 0 SF OCCUPANT, WITH SPRINKLER SYSTEM) PER 103 LARGE CONFERENCE ROOM ASSEMBLY - UNCONCENTRATED 1815 SF 15 SF 121 130 SHOWER UNOCCUPIED 36 SF 0 SF REQUIRED IBC SECTION 1005.3.2, EXCEPTION 1, BUT ALLOWED PROVIDED 105 PUBLIC RESTROOM UNOCCUPIED 55 SF 0 SF 131 ADA SHOWER UNOCCUPIED 54 SF 0 SF CAPACITY NOT LESS THAN 32" PER IBC SECTION OCCUPANCY A-3 250' (SPRINKLERED) 34'-9" 106 PUBLIC RESTROOM UNOCCUPIED 55 SF 0 SF 132 ADA SHOWER UNOCCUPIED 53 SF 0 SF WIDTH AT XX" XX" XX 1010.1.1 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 107 BREAK ROOM ASSEMBLY - UNCONCENTRATED 487 SF 15 SF 33 133 WOMEN'S LOCKER ROOM LOCKER ROOMS 373 SF 50 SF 8 NON-STAIR OCCUPANCY B 300' (SPRINKLERED) 139'-0" NUMBER OF OCCUPANTS USING EXIT/PATH LOCATIONS PROJECT: 108 CONF ROOM STOR STORAGE 130 SF 300 SF 1 134 MEN'S LOCKER ROOM LOCKER ROOMS 539 SF 50 SF 11 PROVIDED CLEAR WIDTH (REFER TO DOOR BUILDING IDENTIFIER: 109 CASH COUNTING BUSINESS 145 SF 150 SF 1 135 MEN'S RESTROOM UNOCCUPIED 254 SF 0 SF SCHEDULE FOR PANEL SIZE) 110 ENTRY VEST UNOCCUPIED 111 SF 0 SF 136 WOMEN'S RESTROOM UNOCCUPIED 262 SF 0 SF 111 CORRIDOR UNOCCUPIED 185 SF 0 SF 137 WELLNESS AEROBICS EXERCISE ROOMS 508 SF 50 SF 11 OCCUPANT OCCUPANTS LOAD AT XX A.1 112 MOTHERS ROOM BUSINESS 79 SF 150 SF 1 138 COMM/ FIBER ROOM MECHANICAL 258 SF 300 SF 1 EGRESS KEYPLAN 113 PRIVACY ROOM BUSINESS 78 SF 150 SF 1 139 ENTRY VEST UNOCCUPIED 38 SF 0 SF TRAVEL DISTANCE 114 ELEV ROOM MECHANICAL 63 SF 300 SF 1 140 RESTROOMS VEST UNOCCUPIED 180 SF 0 SF SHEET TITLE: PATH OF XX' 115 CONF ROOM ASSEMBLY - UNCONCENTRATED 258 SF 15 SF 18 141 OPEN OFFICE ENG/ DES BUSINESS 1238 SF 150 SF 9 EGRESS CODE PLAN - LEVEL 1 116 OFFICE / CONF ROOM ASSEMBLY - UNCONCENTRATED 198 SF 15 SF 14 142 OFFICE/ CONF ROOM ASSEMBLY - UNCONCENTRATED 149 SF 15 SF 10 117 CORRIDOR UNOCCUPIED 895 SF 0 SF 143 CSR LOBBY/ OFFICE BUSINESS 1592 SF 150 SF 11 EMERGENCY E FIRE 118 OPEN OFFICE FLEX/ ADMIN/ BUSINESS 1834 SF 150 SF 13 144 CONFERENCE ROOM ASSEMBLY - UNCONCENTRATED 183 SF 15 SF 13 LIGHT EXTINGUISHER FE FOREMEN/ SERVICEMEN 145 OFFICE/ CONF ROOM ASSEMBLY - UNCONCENTRATED 117 SF 15 SF 8 LEAD: KW/RM 119 OFFICE / CONF ROOM ASSEMBLY - UNCONCENTRATED 141 SF 15 SF 10 ST-1 STAIR 01 UNOCCUPIED 139 SF 0 SF FIRE ALARM ILLUMINATED DRAFTER: AM/VP 121 CREW ROOM ASSEMBLY - UNCONCENTRATED 1410 SF 15 SF 94 ST-2 STAIR 02 UNOCCUPIED 201 SF 0 SF EXIT SIGN PULL STATION F 122 ENTRY VEST UNOCCUPIED 72 SF 0 SF Total 17256 SF 419 DATE: 01/21/22 SHEET: 123 CORRIDOR UNOCCUPIED 180 SF 0 SF FIRE 1 HOUR 124 CUST/ UTIL CLOSET STORAGE 167 SF 300 SF 1 EXTINGUISHER G1.02 CABINET FEC RATED WALL 125 SPRINKLER/ MECH ROOM MECHANICAL 149 SF 300 SF 1 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C C.8 D E F G H H.1 J K SUNSHADE BELOW 1 CANOPY BELOW 2 STAIR 01 ST-1 67 SF 8527 SF 3 0 150 70-8" 151 SF 0 57 300 UP UP ROOF ACCESS FUTURE OFFICE 1 203 200 CANOPY BELOW ELEC/ COMM CANOPY BELOW 202 4 29 32" 36" 155'-0" 35'-0" 5 172 SF 300 REVISION STAIR 02 1 ST-2 MAINTENANCE STORAGE UP DATE 201 6 UP NO. 7 CANOPY BELOW 8 SUNSHADE BELOW SUNSHADE BELOW A B C C.9 D E F G H H.1 J K TRUE CODE PLAN LEVEL TWO N LEGEND MEANS OF EGRESS REQUIREMENTS 1 SCALE:3/32" = 1'-0" LEVEL 2 FLOOR AREA XX SF FLOOR AREA PER OCCUPANT TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: OCCUPANT XX TOTAL OCCUPANTS OCCUPANT LOAD - LEVEL 2 ALLOWED PROVIDED LOAD TAG XX ROOM NAME OCCUPANCY B 100' (SPRINKLERED) 70'-8" ROOM NUMBER ROOM NAME OCCUPANCY CLASSIFICATION NET AREA AREA PER OCCUPANT OCCUPANT LOAD TEXT ROOM NUMBER 200 FUTURE OFFICE BUSINESS 8527 SF 150 SF 57 XX 201 MAINTENANCE STORAGE STORAGE 172 SF 300 SF 1 REQUIRED CAPACITY WIDTH (BASED ON TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: 202 ELEC/ COMM MECHANICAL 151 SF 300 SF 1 EGRESS CAPACITY FACTOR (0.15" X 203 ROOF ACCESS UNOCCUPIED 67 SF 0 SF OCCUPANT, WITH SPRINKLER SYSTEM) PER ALLOWED PROVIDED Total 8918 SF 59 REQUIRED IBC SECTION 1005.3.2, EXCEPTION 1, BUT OCCUPANCY B 300' (SPRINKLERED) 225'-8" CAPACITY NOT LESS THAN 32" PER IBC SECTION WIDTH AT XX" XX" XX 1010.1.1 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 NON-STAIR NUMBER OF OCCUPANTS USING EXIT/PATH LOCATIONS PROJECT: PROVIDED CLEAR WIDTH (REFER TO DOOR BUILDING IDENTIFIER: SCHEDULE FOR PANEL SIZE) OCCUPANT OCCUPANTS LOAD AT XX A.1 EGRESS KEYPLAN TRAVEL DISTANCE SHEET TITLE: PATH OF XX' CODE PLAN - EGRESS LEVEL 2 EMERGENCY E FIRE LIGHT EXTINGUISHER FE LEAD: KW/RM ILLUMINATED FIRE ALARM EXIT SIGN PULL STATION F DRAFTER: AM/VP DATE: 01/21/22 SHEET: FIRE 1 HOUR EXTINGUISHER G1.03 CABINET FEC RATED WALL SHEET OF AIR BARRIER / ENVELOPE PERFORMANCE REQUIREMENTS 2 4 6 8 ROLLUDA ARCHITECTS, INC. 1. INSTALL A CONTINUOUS BUILDING AIR BARRIER SYSTEM OVER THE ENTIRE EXTERIOR ENVELOPE (ROOF, WALLS, AND 105 S MAIN ST, #323 FLOOR) SEPARATING THE INTERIOR CONDITIONED AIR FROM THE EXTERIOR UNCONDITIONED AIR. THE CONTINUOUS SEATTLE, WA 98104 PHONE (206)624-4222 AIR BARRIER SYSTEM INCLUDES AIR TIGHT CONNECTIONS TO ANY PENETRATIONS, WINDOWS, DOORS, LOUVERS, AND FAX (206)624-4226 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. 3 3 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 OWNER 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 " T.O. BEAM REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING 5 - OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. T.O BEAM. ' 2 2 6. IF THE TESTED RATE EXCEEDS 0.40 CFM/FT , CORRECTIVE ACTIONS MUST BE MADE AND THE TEST COMPLETED AGAIN. 28' - 0" 1 A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED. 1 3 2018 WASHINGTON STATE ENERGY CODE - SECTION C402 BUILDING ENVELOPE REQUIREMENTS FUTURE 1. NEW BUILDING UNDER 2018 WSEC, COMMERCIAL PROVISIONS, TO ADHERE TO COMPONENT PERFORMANCE OFFICE ALTERNATIVE MEASURES FOR INSULATIVE VALUES (WSEC C402.1.5) AIR BARRIER KEYNOTES 200 CLIMATE ZONE: SNOHOMISH COUNTY MARINE 4C T.O BEAM 1 EXTERIOR WALL - APPLIED AIR / WRB SYSTEM 13' - 6" TABLES C402.1.3 & C402.1.4 ENVELOPE / INSULATION PRESCRIPTIVE PATH: MINIMUM R VALUE MAXIMUM U FACTOR 2 EXTERIOR WALL - STOREFRONT AIR BARRIER SYSTEM 1 ROOFS: INSULATION ENTIRELY ABOVE DECK R-38ci U-0.027 3 ROOF - SELF-ADHERED AIR / VAPOR BARRIER SYSTEM WALLS: STEEL FRAMED R-13 + R-10ci U-0.055 SLAB ON GRADE FLOORS - UNHEATED R-10 FOR 24" VERTICAL F-0.54 4 FLOOR - CONCRETE SLAB AIR / VAPOR BARRIER SYSTEM OPAQUE DOORS - NON-SWINGING R-4.75 U-0.34 OPAQUE DOORS - SWINGING N/A U-0.37 LEVEL 1 0' - 0" OPAQUE DOORS - GARAGE < 14% GLAZING N/A U-0.31 LEGEND 4 TABLE C402.4 ENVELOPE FENESTRATION: SHGC: PF < 0.2 BUILDING AIR BARRIER CREW ROOM MEN'S WELLNESS SEW N MAXIMUM U FACTOR PRESSURE BOUNDARY CORRIDOR WOMEN'S FIXED 0.38 0.51 U-0.38 121 LOCKER WEIGHT/ 117 LOCKER ENTRANCE DOORS - SWINGING, GLASS 0.38 0.51 U-0.60 ROOM ADA SHOWER ADA SHOWER ROOM EQUIP GLAZED OPERABLE (SLIDING) ENTRANCE 0.38 N/A U-0.40 FULLY CONDITIONED 134 131 132 128 133 C402.4 MAX VERTICAL FENESTRATION AREA: = 19% < 30% (NO GREATER THAN 30% OF TOTAL BUILDING GROSS ABOVE-GRADE-WALL AREA) CROSS SECTION - CREW ROOM GENERAL NOTES 1 STEEL CANOPY AND SUNSCREEN SUPPORT CI PENETRATIONS = 1.85 SF < 0.04% OF OPAQUE WALL AREA (14,510 SF) SCALE: 1/8" = 1'-0" SEE WSEC COMPLIANCE FORMS FOR ADDITIONAL INFORMATION. 1. THESE PLANS AND SECTIONS ARE DIAGRAMMATIC AND INTENDED ONLY TO SHOW SEE SHEET A6.02 FOR DOORS; A6.03 FOR WINDOWS; A7.01 FOR ASSEMBLIES; A7.04 FOR ROOF. 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. A B C C.8 C.9 D E F G H H.1 J K REVISION STAIR DATE 3 3 ST-6 NO. T.O BEAM 13' - 6" 1 1 1 COMM/ FIBER ELECTRICAL 1 ROOM ROOM 138 126 LEVEL 1 0' - 0" WELLNESS 4 CSR LOBBY/ OFFICE/ CONF 4 WELLNESS WEIGHT/ OFFICE ROOM AEROBICS EQUIP 143 142 137 LONGITUDINAL SECTION - SOUTH SIDE 128 2 SCALE: 1/8" = 1'-0" A B C C.8 C.9 D E F G H H.1 J K 3 FUTURE T.O. BEAM. 40' - 0" OFFICE 200 3 1 1 STAIR-2 LANDING T.O BEAM. 28' - 0" 1 3 STAIR-2 LANDING SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: T.O BEAM BUILDING IDENTIFIER: 13' - 6" 1 A.1 2 ENTRY VEST LOBBY 100 101 CORRIDOR ENTRY VEST 2 SHEET TITLE: 117 122 ENERGY CODE - LEVEL 1 0' - 0" BUILDING ENVELOPE REQUIREMENTS 4 LEAD: Designer DRAFTER: Author LONGITUDINAL SECTION - WEST & EAST ENTRY DATE: 01/21/22 3 SHEET: SCALE:1/8" = 1'-0" G1.04 SHEET OF A B C C.8 D E F G H H.1 J K ROLLUDA ARCHITECTS, INC. 204' - 3" 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 25' - 0" 25' - 0" 17' - 7" 6' - 5" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 1' - 6" 24' - 8" 10' - 3" FAX (206)624-4226 SUNSHADE 8' - 2" 30' - 11 1/4" BELOW " 1 0 - ' 4 " CANOPY 0 -' BELOW 103' - 4 3/4" 13' - 5 1/4" 5 " 0 " - 9 ' -' " 4 8 9 3 -' 2 6 3 " 4' - 0" 0 - ' 5 " " 0 3 /4 -' 1 6 4 3 - 9' - 4" 7' - 2 1/2" ' 3 2 12' - 2" 30' - 3" " " 6 3 -' -' 4 5 0 2 1 " 0 4 - ' 4 5 " DSD 0 - ' F DSD 2 1,310 SF F INVERTER " 9 0 AREA - ' 3 3 8' - 6" 64' - 0" CURB FOR " 0 FUTURE - ' " DOAS UNIT 5 6 CANOPY BELOW - " ' 4 " " 0 -' 0 0 4 23' - 4 1/2" 6' - 6" 9 -' 3' - 0" - 2 ' 4 6 " 0 - ' 5 " CANOPY /2 BELOW 1 "0 485 SF 3 CANOPY -' -' 8 3 7 BELOW 2 " 4 - ' 9 8 REVISION SUNSHADE BELOW 21' - 10" 24' - 0" 14' - 4" 58' - 0" 22' - 4 1/4" DATE SUNSHADE BELOW NO. LEGEND AREA DESIGNED TO BE SOLAR READY A B C C.9 E F G H H.1 J K USEABLE SOLAR AREA UNUSABLE DUE TO SHADING PER C411.5 OR MAINTENANCE ACCESS ROOF PLAN - SOLAR ZONE AREAS SOLAR READINESS REQUIREMENTS 1 SCALE: 3/32" = 1'-0" 2018 WASHINGTON STATE ENERGY CODE - SECTION C411 SOLAR READINESS 2018 WASHINGTON STATE FIRE CODE - SECTION 1204 SOLAR PV POWER SYSTEMS C411.1 GENERAL 1204.3.1 PERIMETER PATHWAYS - CLEAR PERIMETER AROUND ROOF EDGES: - SOLAR ZONE SHALL BE LOCATED ON THE ROOF OF THE BUILDING OR ON ANOTHER STRUCTURE ELSEWHERE ON THE SITE. ALLOWED PROVIDED - SOLAR ZONE SHALL BE IN ACCORDANCE WITH SECTION C411 AND THE STATE FIRE CODE. MIN. 4 FT WIDTH MIN. 4 FT PER EXCEPTION (N-S AXIS = 116 FT 6 IN) C411.2 SOLAR ZONE MINIMUM AREA: (IF EITHER BUILDING AXIS IS MAX. 250 FT) SOLAR READINESS PROJECT WIDE ROOF AREAS OFFICE BUILDING OFFICE BUILDING OFFICE BUILDING 1204.3.2 INTERIOR PATHWAYS - PROVIDED BETWEEN ARRAY SECTIONS TO MEET THE FOLLOWING REQUIREMENTS: ROOF AREA (GROSS) MIN. SOLAR ZONE PROVIDED 1. PATHWAYS SHALL BE PROVIDED AT INTERVALS THROUGHOUT THE LENGTH AND WIDTH OF THE ROOF: 19,045.17 SF x 40% = 7,618.06 SF 5,581.96 SF ALLOWED PROVIDED (DIFFERENCE PROVIDED MAX. 150 FT MAX. 150 FT ROOF AREA (Gross): BY WAREHOUSE & LOADING DOCK SOLAR ZONE) C411.3 CONTIGUOUS AREA 2. PATHWAY IN A STRAIGHT LINE TO ROOF STANDPIPES OR VENTILATION HATCHES: BUILDING MIN. SOLAR ZONE USEABLE SOLAR AREA (Gross – Shading) SOLAR ZONE CAN BE COMPRISED OF SEPARATED SUB-ZONES. EACH SUB-ZONE TO BE MIN. 5 FT WIDE ALLOWED PROVIDED WAREHOUSE – 39,438.94 SF x 40% = 15,775.58 SF 21,953.90 SF IN THE NARROWEST DIMENSION. MIN. 4 FT WIDTH N/A - NO ROOF STANDPIPES OR VENTILATION HATCHES OFFICE – 19,045.17 SF x 40% = 7,618.06 SF 5,581.96 SF C411.5 SHADING 1. SOLAR ZONE TO BE SET BACK FROM OBJECTS OR BUILDINGS THAT IS LOCATED SOUTH, EAST, OR WEST 3. PATHWAY AROUND ROOF ACCESS HATCHES, WITH AT LEAST ONE SUCH PATHWAY TO A PARAPET OR HEATED PARKING – 2,323.59 SF x 40% = 929.44 SF 1,161.80 SF - ZONE AREA WILL BE ON WAREHOUSE OF SOLAR ZONE AT LEAST 2X THE OBJECT'S HEIGHT ABOVE THE NEAREST POINT ON THE ROOF SURFACE. ROOF EDGE. 2. NO PORTION OF SOLAR ZONE TO BE ON ROOF SLOPE GREATER THAN 2:12 THAT FACES WITHIN ALLOWED PROVIDED FUEL ISLAND – 432 SF x 40% = 172.8 SF 300 SF - ZONE AREA WILL BE ON WAREHOUSE 45 DEGREES OF TRUE NORTH. MIN. 4 FT WIDTH N/A - NO ROOF ACCESS HATCHES TOTAL: 61,239.70 SF x 40% = 24,495.88 SF 28,997.66 SF C411.7 STRUCTURAL INTEGRITY 1204.6 SIZE OF PHOTOVOLTAIC ARRAY - SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1. PV SYSTEM ARRAY ASSUMED DEAD LOAD - SOLAR ZONE SHALL ACCOMMODATE FUTURE PV SYSTEM 1. EACH PHOTOVOLTAIC ARRAY SHALL BE LIMITED TO 150 FT BY 150 FT. MULTIPLE ARRAYS SHALL BE PROJECT: ARRAYS AT AN ASSUMED DEAD LOAD OF 4 PSF IN ADDITION TO OTHER REQUIRED LIVE AND DEAD LOADS. SEPARATED BY A 3 FT WIDE CLEAR ACCESS PATHWAY. BUILDING IDENTIFIER: NOTE: WHERE PV SYSTEMS ARE INSTALLED IN THE SOLAR ZONE, STRUCTURAL ANALYSIS SHALL BE BASED C411.2 SOLAR ZONE MINIMUM AREA (THE SMALLER OF): UPON CALCULATED LOADS, NOT UPON THE ASSUMED LOADS. 1. 40% OF ROOF AREA = 24,496 SF ALLOWED PROVIDED 2. 20% OF ELECTRICAL SERVICE SIZE = 32,796 SF MIN. 4 PSF 5 PSF A.1 KEYPLAN 2. INVERTERS - MIN. AREA LOCATION: LOCATON TO BE EITHER WITHIN OR ADJACENT TO THE SOLAR ZONE. MINIMUM AREA OF 2 SF / 1000 SF OF SHEET TITLE: SOLAR ZONE AREA. ENERGY CODE - ALLOWED PROVIDED SOLAR (2 SF/1000 SF)*5,638.87 SF = 11.28 SF 15 SF READINESS 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. LEAD: Designer NOTE: WHERE PV SYSTEMS ARE INSTALLED IN THE SOLAR ZONE, STRUCTURAL ANALYSIS SHALL BE BASED DRAFTER: Author UPON CALCULATED LOADS, NOT UPON THE ASSUMED LOADS. DATE: 01/21/22 ALLOWED PROVIDED SHEET: MIN. 175 PSF 175 PSF G1.05 SHEET OF A B C C.8 D E F G H H.1 J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 HALEY & ALDRICH, INC. 3131 ELLIOTT AVENUE, #600 SEATTLE, WA 98121 1 PHONE (206)324-9530 WWW.HALEYALDRICH.COM 2 20 S4.01 1/20/2022 3 SEE NOTES 1 THROUGH 3 FOR SUBGRADE PREPARATION RE4UIREMENTS FOR ALL FOOTINGS 11 S7.01 4 5 11 S7.01 19 S4.01 1 GI0.01 REVISION 6 6 DATE NO. 7 8 A B C C.9 D E F G H H.1 J K FOUNDATION AND FIRST FLOOR PLAN 1/8" = 1'-0" FLOOR SLAB (SEE STRUCTURAL) EXAMPLE FOOTING (SEE STRUCTURAL) 15 MIL VAPOR RETARDER NOTES: COMPACTED GRAVEL BORROW 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 4-IN CAPILLARY BREAK SOILS EXIST AT THE FOUNDATION LOCATIONS, AS DETERMINED BY THE PROJECT MIN. 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 1-FT MIN. 1-FT MIN. RELATIVE COMPACTION (ASTM D1557). COMPACT SUBGRADE BELOW 3. THE 2 FEET OF COMPACTED BASE COURSE SHOULD EXTEND A MINIMUM OF 1 FOOT CAPILLARY BREAK TO A FIRM OUTWARDS FROM THE EDGE OF ALL FOOTINGS, IN EACH DIRECTION. AND NONYIELDING CONDITION SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE OFFICE BUILDING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: 18-IN BUILDING IDENTIFIER: A.1 KEYPLAN SHEET TITLE: FOUNDATION 6-IN GROUND CRUSHED SURFACING BASE COURSE IMPROVEMENT [WSDOT SECTION 9-03.9(3)A] NATIVE SUBGRADE LOWER SIX INCHES MAY CONSISTS OF COMPACTED NATIVE SUBGRADE AT ENGINEER'S DISCRETION (SEE NOTE 1) LEAD: PNC DRAFTER: RLC DATE: 1/18/2022 SHEET: BUILDING A.1 FOUNDATION SUBGRADE PREPARATION 1 GI0.01 SCALE: NOT TO SCALE GI0.01 SHEET OF (SEPARATE PERMIT) (SEPARATE PERMIT) (SEPARATE PERMIT) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SIGN ELEMENTS SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 2 A7.04 3 A7.04 4" CMU WALL 1' - 0" BELOW, SEE LANDSCAPE 8' - 0" 2' - 4" MONUMENT SIGN PLAN 1 N SCALE:1/2" = 1'-0" CLEAR ANODIZED ARCH ALUM LETTERING, STAND OFF WALL MIN 1" 6' - 0" 3' - 0" 6" GRADE PER CIVIL MONUMENT SIGN - FRONT ELEVATION 2 REVISION SCALE:1/2" = 1'-0" DATE NO. 1' - 0" 3' - 0" 4" GRADE PER CIVIL MONUMENT SIGN - SECTION 3 SCALE:1/2" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICE17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: ENLARGED SITE DETAILS LEAD: KW/RM DRAFTER: ES DATE: 01/21/22 SHEET: A7.04 SHEET 10 OF 10 A B C C.8 D E F G H J K 2 1 2 1 3 4 A4.11 A4.02 A4.02 A3.01 A4.02 A4.02 ROLLUDA ARCHITECTS, INC. CONTINUED 105 S MAIN ST, #323 SUNSHADE ABOVE 204' - 3" SEATTLE, WA 98104 PHONE (206)624-4222 25' - 0" 25' - 0" 17' - 7" 6' - 5" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" FAX (206)624-4226 19' - 7" 3' - 4" 6' - 10" 12' - 8" 12' - 8" 6' - 10" 11' - 3" 6' - 5" 3' - 4" 26' - 2" 10' - 3" RO RO RO 11 A8.14 FO CMUFO CMU FO CMU FO CMU FO CMU FO CMU FO CMU 1 103D 103E A8.0.6 5' - 4" A8.0.6 1 18 7 6" A10.0.6 A5.01 A8.14 A7.30 @ CMU BELOW CANOPY 6' - 8" 1' - 5" ABOVE A8.0.6 2' - 9" 2' - 9" 2' - 9" 2' - 9" A8.0.6 BREAK ROOM 5' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 4' - 11" A1.1.6S 5' - 4" 107 FACE OF 1 WAREHOUSE A4.03 LARGE 107B 6' - 11" 4' - 0" 6' - 6" 11" 2' - 7 3/8" ALIGN CONFERENCE 6' - 8" 38' - 9" ROOM 110B 2 10 FT HIGH MOVABLE 103 PARTITION WALL ENTRY VEST 115A A18.0.# 3 3 A18.0.# 11 A8.0.6 1 A18.0.# 52' - 0" 107A 110 A8.14 SIM A8.14 14' - 4" A8.15 6' - 3" 5' - 4" SIM A8.15 SIM A1.0.3S A1.0.8S 107C 110A CONF ROOM OFFICE / CONF 6' - 8" ALIGN 103C A1.1.3S 108A CORRIDOR CONF ROOM DEMOUNTABLE 6' - 6" STOR 112A PARTITION ROOM 103A 103B 111 115 108 SYSTEM, OFOI 119 CREW ROOM 102A A1.0.6S 121 A1.1.3S MOTHERS 3' - 9" 5" STAIR 01 A3.0.3S 3 ROOM OPEN OFFICE A18.0.# 10' - 6" PUBLIC ST-1 A1.0.3S 2' - 10 1/2" 2' - 10 1/2" 112 FLEX/ ADMIN/ 10' - 6" 36' - 0" CONF ROOM A1.1.3S RESTROOM FOREMEN/ 1 STOR 106 A1.0.3S 13 106A ELEV ROOM SERVICEMEN A4.01 102 A8.15 114A OFFICE / CONF 118 1 A1.1.3S ALIGN CASH PRIVACY 114 6' - 5" A8.0.6 105A COUNTING ROOM 6' - 0" 6' - 6" A5.02 FO CONC ROOM 1 LOBBY 116 ENTRY VEST 9 5 109 113 15' - 6" 1 A8.14 A1.0.3S A1.0.6S A1.0.3S 25' - 3" A1.1.3S 101 PUBLIC A2.1.6S 1 121A 121B 122 A7.31 A7.31 A2.12 4 104' - 6" RESTROOM 113A A4.0.1S A8.14 SIM 6 1/2" 109A A4.0.1S AT MP-2 AT CMU ENTRY VEST 105 101A 2 3' - 5" 13' - 11"100A 100 15' - 11 3/8" 10' - 8" 116A 2' - 4" CORRIDOR SHOWER 2 1' - 0" A8.14 10' - 1 1/2" 13' - 3 1/2" 1 122B 122A ALIGN 101B 117 3' - 9" A4.01 2' - 5 3/8" 8' - 1 1/8" 4 A1.0.3S 130 A2.13 5' - 0" 1' - 1" A8.14 5 CLR CUST/ UTIL ST-2A FO CONC 2 DEMOUNTABLE ST-2B 3' - 6" 143A MEN'S CLOSET 2' - 5" A8.14 PARTITION OFFICE/ CONF 134A ADA SHOWER 131A 130A UP FO CONC 2 10 SYSTEM, OFOI ROOM 135A RESTROOM MEN'S 124 EQ 131 2 3 A7.31 A7.31 A6.0.2 135 145 LOCKER 134B 123B A3.02 A3.03 3' - 5" CONFERENCE OPEN OFFICE RESTROOMS CSR LOBBY/ ROOM 124A ROOM 1 ENG/ DES VEST 1 A16.0.# SIM OFFICE A2.11 134 CORRIDOR 19' - 11" 33' - 0" 4 144 141 A6.0.2S 140 A3.02 SEE 1/A7.31 143 26' - 0" A3.03 5' - 0" 123 DEMOUNTABLE 3 STAIR 02 1 1' - 11" 3' - 5" PARTITION A1.0.6S REVISION A8.14 140A 136A WH ST-2 A4.13 SYSTEM, OFOI ENTRY VEST CANOPY EQ TYP, UNO WOMEN'S 133B ABOVE 4 11 139 FO CMUFO CMU A7.11 A7.31 2 ALIGN RESTROOM 132A 129A SPRINKLER/ 125A 1' - 6" FO CMU A3.0.3S A4.0.3S 1' - 5" 133A ALIGN A4.15 A18.0.# 136 MECH ROOM DATE A1.0.6S6' - 5 3/4" 6 139A 125 6 FACP 1 12 NO. 3 A8.0.6 A8.15 A8.15 142A A8.0.6 6' - 6" 2' - 9" 6' - 6" 6' - 6" 3' - 7" 3' - 0" 4' - 10" 128B 138A ALIGN 137A A4.01 OFFICE/ CONF RO RO A8.0.6 WOMEN'S ADA SHOWER SHOWER ALIGN 6' - 2 1/2" A16.0.# ROOM 2' - 9" LOCKER A1.1.6S 14' - 6" CANOPY A3.0.8S RO 132 129 126A 126B ABOVE 18' - 4" SEE 4/A7.31 142 6' - 6" 2' - 9" COMM/ FIBER A1.0.3S ROOM A1.0.8S 9 A16.0.# 1' - 2" 1 2 ROOM 133 WELLNESS 1' - 3" 1' - 3 1/2" ALIGN WELLNESS A1.1.8S ELECTRICAL TYP, UNO A8.16 A4.0.3S A3.03 A3.03 138 WEIGHT/ 3' - 9" AEROBICS 2' - 4" 21' - 6" 17' - 1 1/2" ROOM 23' - 0" 7 EQUIP CANOPY 137 126 A8.0.6 3' - 0"3' - 0" 3 ABOVE 1' - 10" 19 128 A16.0.# 1' - 3 1/2" 19 A8.14 11 2' - 8 1/2" FO SHTG / RO RO A8.15 SIM A8.0.6 A8.15 FO CONC 6' - 6" 2' - 9" 6' - 6" 6' - 6" 3' - 9" 11' - 0 1/2" 1' - 3" A8.0.6 A8.14 A8.0.6 TYP, UNO 1' - 3" 63' - 8" 137B 8 TYP, UNO 1 2' - 9" SIM A8.15 CONTINUED SUNSHADE 1' - 3" 9' - 5" 2' - 5" 6' - 10" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 11 ABOVE TYP, UNO RO A8.15 2' - 9" SIM 2' - 9" CONTINUED SUNSHADE 2 ABOVE A3.01 FO SHTGFO CONC 62' - 3" 48' - 2" A B C C.9 D E F G H J K TRUE FLOOR PLAN LEVEL ONE 1 N SCALE:1/8" = 1'-0" NOTE: 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. SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 3. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. PROJECT: 4. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. BUILDING IDENTIFIER: 5. REFERENCE SHEET A6.03 FOR WINDOW SCHEDULE AND TYPES. 6. REFERENCE SHEET A7.01 FOR WALL TYPES. A.1 KEYPLAN SHEET TITLE: FLOOR PLAN - LEVEL 1 LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.01 SHEET OF A B C C.8 D E F G H H.1 J K 1 2 1 2 3 4 ROLLUDA ARCHITECTS, INC. A3.01 105 S MAIN ST, #323 A4.11 A4.02 A4.02 A4.02 A4.02 SEATTLE, WA 98104 PHONE (206)624-4222 204' - 3" FAX (206)624-4226 25' - 0" 25' - 0" 24' - 0" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" CONTINUED SUNSHADE BELOW 1 CANOPY BELOW 2 A5.01 2' - 9" 2' - 9" 2' - 9" 2' - 9" 4' - 11" 5' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 6' - 6" 1' - 3" 1 RO RO RO RO RO RO RO RO RO TYP, UNO A4.03 O " N 3 U -' , 38' - 9" 1 P 2 " ST-1A Y 5 T - ' " 6 A8.0.6 SIM 3 A1.0.6S - ' " " " 6 8 O 6 6- O -' R -' ' R 6 0 6 2 FUTURE " /8 OFFICE " 5 1 6 3 6- STAIR 01 200 A8.0.6 SIM -' A3.03 ' 0 STAIR 04 8 1 36' - 0" " ROOF ACCESS /2 1 203B STAIR 03 1 /- 203 9 + A4.01 - " 203A ' 6 O 6 - 2 A1.0.6S ' R 6 A5.02 5' - 6 1/2" 1' - 3" 6' - 6" " 25' - 3" O A2.1.6S /2 104' - 6" " N TYP, UNO RO A4.0.3S 1 4 3 U 6 -' , 1 P " Y A1.0.3S 9 2 T ST-2C - MECH ' A4.01 A8.0.6 SIM 3' - 6" 7' - 0" CHASE A1.1.6S 3 A22.1.6S 6' - 7 1/2" 5 "9 A4.0.3S DN "5 COVERED WALKWAY - A4.0.3S A1.0.3S - CANOPY ' 3' - 6" UP ' 3 " 2 FUTURE FUTURE FUTURE DATA 6 ELEC/ COMM 92' - 0" "6 A4.0.3S SHOWER RESTROOM ROOM -' 2 - O 31 202 ' R A3.02 6 FUTURE MEN'S RESTROOM 202A A1.1.6S 1 33' - 0" A3.02 MAINTENANCE A1.0.8S 1 STORAGE STAIR 02 REVISION " 201 "6 A1.0.3S A4.13 6 O - CANOPY BELOW " -' R ' " 9 6 FUTURE FUTURE FUTURE 31 STAIR05 /2 40' - 6" -' A8.0.6 SIM WOMEN'S SHOWER RESTROOM A8.0.6 SIM 7 19 3 RESTROOM - O 201B " A3.03 ' " N 201A 0- 7 DATE 3- U ' 6 ' , 1 1 P NO. Y 3 T 6' - 6" 2' - 9" 6' - 6" 6' - 6" 3' - 7" A4.01 1' - 3" RO RO RO CANOPY 4' - 4 1/2" TYP, UNO 2' - 9" BELOW 2' - 9" 2' - 9" 6' - 6" 6' - 6" 2' - 9" 6' - 6" 12' - 0" 1 2 RO RO RO STAIR06 A3.03 A3.03 2' - 9" 23' - 0" 7 CANOPY BELOW 8 CONTINUED SUNSHADE BELOW CONTINUED 2' - 2" SUNSHADE BELOW 2 A3.01 A B C C.9 D E F G H H.1 J K TRUE FLOOR PLAN LEVEL TWO 1 N SCALE:1/8" = 1'-0" NOTE: 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. SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 3. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. PROJECT: 4. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. BUILDING IDENTIFIER: 5. REFERENCE SHEET A6.03 FOR WINDOW SCHEDULE AND TYPES. 6. REFERENCE SHEET A7.01 FOR WALL TYPES. A.1 KEYPLAN SHEET TITLE: FLOOR PLAN - LEVEL 2 LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.02 SHEET OF A B C C.8 D E F G H H.1 J K 1 1 2 3 4 ROLLUDA ARCHITECTS, INC. A3.01 105 S MAIN ST, #323 A4.02 A4.02 A4.02 A4.02 SEATTLE, WA 98104 SUNSHADE PHONE (206)624-4222 BELOW FAX (206)624-4226 204' - 3" EDGE OF LOADING 25' - 0" 25' - 0" 24' - 0" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" DOCK CANOPY 5 A7.10 1 5 A7.10 CANOPY BELOW 1/4" / 1'-0" 1/4" / 1'-0" 1 PARAPET COPING, FALL PROTECTION A7.10 TYP " 1 7 - ' A4.03 9 5 2 A7.10 ROOF WALK PADS, TYP 1/2" / 1'-0" FALL PROTECTION " 0 -' 1/2" / 1'-0" 1/2" / 1'-0" 4 6 1/2" / 1'-0" 1/2" / 1'-0" 13' - 6" 1 "9 " 1/2" / 1'-0" 4 5 A7.10 3 0'- A3.03 1" / 1'-0" ROOF 3 1" / 1'-0" A7.40 1" / 1'-0" +/- 1 /" ROOF ASSEMBLY A 1 /41 STAIR 9,077 SF A4.01 ST-4 5 " A7.10 ROOF ACCESS 6 - 1 LADDER ST-7 ' 4 4 0 1/4" / 1'-0" 1/4" / 1'-0" 1/4" / 1'-0"A7.10 1 ROOF 1 ROOF ASSEMBLY A 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 6,421 SF 1/2" / 1'-0" 2 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" A4.01 1/2" / 1'-0"1/2" / 1'-0" 1 " 0 5 1/4" / 1'-0" 1/4" / 1'-0" A7.10 -' 9 6 ROOF ASSEMBLY A 6 " 2 1 1/4" / 1'-0" 1/4" / 1'-0" 1/2" / 1'-0" 0 A3.02 1/4" / 1'-0" A3.03 -' 1/2" / 1'-0"1/2" / 1'-0" A7.10 2 9 1 1/8" / 1'-0" 1/4" / 1'-0" CURB FOR ROOF 4 A3.02 FUTURE 20 DOAS UNIT 295 SF 1/4" / 1'-0" 1/4" / 1'-0" 5 CANOPY BELOW REVISION " FALL PROTECTION 1/4" / 1'-0" TYP A7.40 1/4" / 1'-0" 1/4" / 1'-0" A7.10 6 STAIR FALL PROTECTION - ON WALK PADS ' 0 FALL "0 8 ST-6 4 '- PROTECTION A7.40 1 /" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 9' - 0 1/4" DATE " /4 9 1 6 " NO. /2 3 5 1 6 A4.01 A7.10 -' CANOPY 1 8 BELOW 5 A7.10 1/4" / 1'-0" 1 2 8 "0 A7.10 - A3.03 A3.03 ROOF ASSEMBLY A A7.40 ' 3 1/2" / 1'-0" 1/2" / 1'-0" 3' - 7 5/8" ROOF 2 2 7 1/4" / 1'-0" 1/4" / 1'-0" ROOF WALK 5 2,089 SF PADS, TYP A7.10 5 CANOPY BELOW 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" 1/2" / 1'-0" A7.10 8 SUNSHADE FALL PROTECTION BELOW 5 A7.10 SUNSHADE 2 BELOW A3.01 A B C C.9 E F G H H.1 J K TRUE ROOF PLAN 1 N SCALE: 1/8" = 1'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 KEYPLAN SHEET TITLE: ROOF PLAN LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.03 SHEET OF A B C C.8 D E F G H J K 1 2 1 2 A3.01 3 4 ROLLUDA ARCHITECTS, INC. A4.11 A4.02 TRACK FOR A4.02 105 S MAIN ST, #323 A4.02 A4.02 SEATTLE, WA 98104 MOVABLE PARTITION PHONE (206)624-4222 FAX (206)624-4226 204' - 3" 25' - 0" 25' - 0" 24' - 0" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" 1 " A8.13 0 SUNSHADE TYP - ' 3 C 1 S S P P GYP P 3' - 0" 7' - 1" 19' - 9 7/8" 2' - 10" 2' - 10" 19' - 8" 3' - 0" CANOPY 1 2 M M 107 1 C 4 C A8.17 MTYP 10 A8.13 103 A8.13 MTL TYP P 10' - 0" A8.13 TYP 1 C " A4.03 GYP GYP GYP GYP 9 ACP 10' - 0" 10' - 0" 10' - 0" 10' - 0" - WD " 10' - 0" ' 10' - 0" 83 /4 S ACP ACP 1 2 12' - 0" 12' - 0" 7 P P - M P ' C P 9 110 M M 2 GYP ACP 2 10' - 0" 10' - 0" 2 M 2 2 M GYP M " M 2 119 10' - 0" 0 CANOPY -' 115 M 118 M 3 C 108 112 ST-1 GYP 111 121 " 8' - 0" 0 3 GYP - 106 10' - 0" ' C ACP 6 WD 3 10' - 0" 9' - 0" M 9 M M ACP ACP 1 102 ACP A8.13 M ACP 109 C 9' - 0" 9' - 0" 10' - 0" 10' - 0" A4.01 ACP P 101 ACP M 114 2 WD 10' - 0" ACP 9' - 0" 10' - 0" " 9' - 0" "6 3 2 A8.13 GYP 1 GYP - -' GYP TYP 10' - 0" 116 GYP 9' - 0" ' 4 5 12' - 0" GYP 2 A8.17 2 105 GYP 7' - 1" 0 ACP 2 9' - 0" 4 1 GYP 113 9' - 0" 9' - 0" 2 8' - 0" P 2 WD C GYP 122 100 M WD 10' - 0" 2 ? ACP 2 A8.13 9' - 0" 10' - 0" M M GYPM ACPM GYP M M 9' - 0" A4.01 9' - 0" 9' - 0" 9' - 0" 3 GYP GYP WD A8.13 TYP 9' - 0" 10' - 0" 10' - 0" 5 C " 130 " 2 GYP M 0 - 9' - 0" - GYP ' ' 9' - 0" 1 ACP M MTL 29 M M 9' - 0" 10' - 0" M 2 2 135 ACP MRGWB MRGWB " 144 9' - 0" 8' - 0" 8' - 0" OTS 0 A3.02 12 140 GYP 124 - CANOPY 145 9' - 0" ' GYP ACP 11 1' - 3 1/4" M 131 123 OTS 33 1 10' - 0" P 10' - 0" A8.13 ACP A3.02 A8.13 M 141 M 134 C SIM MRGWB 9' - 0" 143 ACP 139 ACP 8' - 0" 1 10' - 0" 9' - 0" GYP ST-2 REVISION MRGWB " A4.13 12 9' - 0" 8' - 0" C UNDERSIDE 6 2 ACP ACP -' A8.13 9' - 0" 9' - 0" 133 132 129 OF STAIRS 0 M ABOVE 4 P GYP 136 M 125 10' - 0" DATE 6 OTS 6 NO. M M C C C 3 GYP GYP GYP 10' - 0" 10' - 0" 10' - 0" A4.01 ACP MTL ACP 2 10' - 0" GYP 10' - 0" 10' - 0" 2 10' - 0" P ACP " 1 2 M M 10' - 0" M 0 P - 142 126 ' C C A3.03 A3.03 137 32 7 128 138 OTS M CANOPY OTS M 2 P P 2 GYP GYP GYP 10' - 0" 10' - 0" 10' - 0" C S 8 10 C SUNSHADE A8.13 TYP SUNSHADE GYP GYP 10' - 0" 10' - 0" 2 A3.01 A B C C.9 E F G H J K TRUE RCP SYMBOLS REFLECTED CEILING PLAN - LEVEL 1 1 N SCALE: 1/8" = 1'-0" STANDARD LIGHT FIXTURES CEILING HEIGHT/ CEILING-MOUNTED MISC ITEMS MATERIAL INDICATOR HVAC DIFFUSERS CEILING-MOUNTED MATERIAL (SIZE AND TYPE PER 2'X2' LIGHT FIXTURE MECHANICAL DRAWINGS) CEILING-MOUNTED MAT HVAC RETURNS/EXHAUSTS 2'X4' LIGHT FIXTURE X'-X" (SIZE AND TYPE PER HEIGHT MECHANICAL DRAWINGS) CEILING-MOUNTED SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1'X4' LIGHT FIXTURE CEILING-MOUNTED ACCESS PANEL PROJECT: 12x12 UNO. (24X24 AT RMS 105 & 135) BUILDING IDENTIFIER: PENDANT -MOUNTED LIGHT FIXTURE CEILING FINISHES M OCCUPANCY SENSOR WALL-MOUNTED OTS P PHOTO SENSOR A.1 STRIP LIGHT FIXTURE KEYPLAN GYP BD SOUND CANCELATION DEVICE DOWNLIGHT SHEET TITLE: ACP SD SMOKE DETECTOR REFLECTED SCONCE-TYPE CEILING PLAN - (WALL-MOUNTED) WD CLNG S SPEAKER LEVEL 1 LIGHT MTL C SECURITY CAMERA CEILING-MOUNTED EXIT LIGHT LEAD: KW/RM FIRE SPRINKLER DRAFTER: VP WALL-MOUNTED EXIT LIGHT FIRE ALARM DATE: 01/21/22 SHEET: WIFI A2.04 SHEET OF C C.8 D E F G H H.1 J K 1 2 3 4 ROLLUDA ARCHITECTS, INC. A3.01 105 S MAIN ST, #323 A4.02 A4.02 A4.02 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 154' - 3" 24' - 0" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" 2 ST-1 OTS " 5 0 3 -' A3.03 6 3 1 203 A4.01 200 OTS OTS MECH " CHASE 0 - ' 9 6 4 2 A4.01 5 202 OTS ST-2 2 " A3.02 FUTURE MEN'S OTS 0 - RESTROOM ' 3 1 3 A3.02 201 OTS C REVISION FUTURE WOMEN'S RESTROOM DATE 6 6 NO. J K 4 2 A4.01 C C.9 E F G H H.1 2 A3.01 TRUE REFLECTED CEILING PLAN - LEVEL 2 ST-2 OTS 1 N SCALE:1/8" = 1'-0" C RCP SYMBOLS STANDARD LIGHT FIXTURES CEILING HEIGHT/ CEILING-MOUNTED MISC ITEMS MATERIAL INDICATOR 6 HVAC DIFFUSERS CEILING-MOUNTED MATERIAL (SIZE AND TYPE PER 2'X2' LIGHT FIXTURE MECHANICAL DRAWINGS) CEILING-MOUNTED MAT HVAC RETURNS/EXHAUSTS 2'X4' LIGHT FIXTURE X'-X" (SIZE AND TYPE PER REFLECTED CEILING TRUE HEIGHT MECHANICAL DRAWINGS) SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CEILING-MOUNTED PLAN - LEVEL 2 1'X4' LIGHT FIXTURE CEILING-MOUNTED ACCESS PANEL 2 N PROJECT: 12x12 UNO. (24X24 AT RMS 105 & 135) SCALE:1/8" = 1'-0" BUILDING IDENTIFIER: PENDANT -MOUNTED LIGHT FIXTURE CEILING FINISHES M OCCUPANCY SENSOR WALL-MOUNTED OTS P PHOTO SENSOR A.1 STRIP LIGHT FIXTURE KEYPLAN GYP BD SOUND CANCELATION DEVICE DOWNLIGHT SHEET TITLE: REFLECTED ACP SD SMOKE DETECTOR SCONCE-TYPE CEILING PLAN - (WALL-MOUNTED) LEVEL 2 WD CLNG S SPEAKER LIGHT MTL C SECURITY CAMERA CEILING-MOUNTED EXIT LIGHT LEAD: KW/RM FIRE SPRINKLER DRAFTER: VP WALL-MOUNTED EXIT LIGHT FIRE ALARM DATE: 01/21/22 SHEET: WIFI A2.05 SHEET OF A B C C.8 D E F G H J K 2 2 3 4 A4.11 A4.02 A4.02 A4.02 ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1 9 BREAK ROOM 107 ENTRY VEST 12 A8.01 10 110 1 11 RUBBER STAIR 1 4 A8.02 2 TREADS A4.03 LARGE CONFERENCE 3 ROOM 2 103 1 6 TYP CONF ROOM OFFICE / CONF A8.18 10 FT HIGH 115 OPEN OFFICE FLOOR BOX, 4 A8.03 2 ROOM FACE OF MOVABLE CONF ROOM CORRIDOR FLEX/ ADMIN/ TYP. WAREHOUSE PARTITION WALL 119 STOR 111 9 FOREMEN/ 3 108 SERVICEMEN CREW ROOM 118 121 12 A8.02 10 WAREHOUSE 3 PUBLIC 19 A8.02 STAIR 01 CANOPY ABOVE RESTROOM FD ST-1 5 CONF ROOM 13 A8.03 11 17 106 STOR 1 ELEV ROOM 13 8 A8.03 6 A4.01 102 MOTHERS 21 A8.02 18 LOBBY 5 114 ROOM 101 16 A8.02 14 7 6 112 12 A8.07 10 20 TYP ENTRY VEST 4 1 8 A8.02 6 A8.18 122 5 15 FD 11 4 A8.01 2 7 MEN'S 8 A8.01 6 PUBLIC RESTROOMS MEN'S LOCKER 2 VEST RESTROOM CORRIDOR ROOM SHOWER 3 RESTROOM CASH A4.01 ENTRY VEST 7 COUNTING OFFICE / CONF 140 135 117 134 130 105 5 100 109 ROOM PRIVACY 116 ADA SHOWER CUST/ UTIL ROOM CLOSET 131 113 FD 124 CSR LOBBY/ 10 9 OFFICE OPEN OFFICE 6 FD FD CORRIDOR 143 ENG/ DES A8.18 TYP FD 123 13 A8.06 11 FD FD 12 A8.03 10 141 1 1 FD STAIR 02 RUBBER REVISION 12 WH ST-2 STAIR TREADS A4.13 11 4 A8.07 2 ENTRY VEST 2% SLOPE SPRINKLER/ 139 FD TYP MECH ROOM A8.07 13 FD 3 DATE 125 6 NO. 3 16 WOMEN'S 18 ADA SHOWER A4.01 WOMEN'S SHOWER RESTROOM ELECTRICAL OFFICE/ CONF LOCKER 132 129 ROOM 19 A8.06 17 136 21 A8.03 19 14 ROOM ROOM 126 142 COMM/ FIBER 133 WELLNESS 18 ROOM 20 17 A8.03 15 7 WEIGHT/ 138 WELLNESS EQUIP AEROBICS 128 16 137 8 A B C C.9 E F G H K TRUE FINISH PLAN LEVEL ONE N 1 SCALE: 1/8" = 1'-0" FLOOR FINISHES SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 SEALED CONCRETE PROJECT: BUILDING IDENTIFIER: WALK OFF CARPET TILE CERAMIC TILE A.1 KEYPLAN CARPET TILE SHEET TITLE: FINISH FLOOR RUBBER FLOOR PLAN - LEVEL 1 HETEROGENEOUS VINYL ROLL (LVT-4) LEAD: KW/RM HETEROGENEOUS VINYL ROLL (LVT-2) DRAFTER: VP/NH DATE: 01/21/22 HETEROGENEOUS VINYL ROLL (LVT-3) SHEET: A2.06 CONCRETE SHEET OF A B C C.8 D E F G H H.1 J K 2 1 2 3 4 ROLLUDA ARCHITECTS, INC. A4.11 A4.02 A4.02 A4.02 A4.02 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 204' - 3" 25' - 0" 25' - 0" 24' - 0" 21' - 10" 24' - 0" 24' - 0" 24' - 0" 36' - 5" SUNSHADE BELOW 1 CANOPY BELOW RUBBER STAIR TREADS 1 " A4.03 9 - ' 8 3 2 STAIR 01 FUTURE ST-1 OFFICE 3 200 9 A8.07 8527 SF 1 UP UP STAIR A4.01 ST-3 " STAIR 3 - ST-4 ' 4 5 2 2 MECH A4.01 CHASE STAIR 02 5 ST-2 FUTURE MEN'S FUTURE FUTURE FUTURE DATA ELEC/ COMM RESTROOM SHOWER RESTROOM ROOM 202 FD 9 CANOPY BELOW CANOPY BELOW 125 A8.03 10 1 RUBBER STAIR TREADS FD REVISION " A4.13 MAINTENANCE 8 A8.07 116 6 - ' 0 FUTURE FUTURE FUTURE STORAGE 4 WOMEN'S SHOWER RESTROOM 7 201 RESTROOM UP DATE 6 NO. UP 3 STAIR A4.01 ST-6 STAIR ST-5 CANOPY 7 BELOW SUNSHADE BELOW 8 SUNSHADE BELOW A B C C.9 D E F G H H.1 J K FINISH PLAN LEVEL TWO TRUE 1 SCALE:1/8" = 1'-0" N FLOOR FINISHES SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 SEALED CONCRETE PROJECT: BUILDING IDENTIFIER: WALK OFF CARPET TILE CERAMIC TILE A.1 KEYPLAN CARPET TILE SHEET TITLE: FINISH FLOOR RUBBER FLOOR PLAN - LEVEL 2 HETEROGENEOUS VINYL ROLL (LVT-4) LEAD: KW/RM HETEROGENEOUS VINYL ROLL (LVT-2) DRAFTER: VP/NH DATE: 01/21/22 HETEROGENEOUS VINYL ROLL (LVT-3) SHEET: A2.07 CONCRETE SHEET OF A B C C.8 D E F G H J K 2 1 2 1 3 4 A4.11 A4.02 A4.02 A3.01 A4.02 A4.02 ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1 FACE OF WAREHOUSE 1 BREAK ROOM CONF ROOM A4.03 LARGE 107 115 CONFERENCE ROOM 2 103 ENTRY VEST OFFICE / CONF 110 ROOM 119 CONF ROOM CORRIDOR STOR 111 108 CREW ROOM MOTHERS 121 STAIR 01 3 ROOM ST-1 CONF ROOM 112 OPEN OFFICE PUBLIC STOR 10 FT HIGH FLEX/ ADMIN/ 1 MOVABLE RESTROOM ELEV ROOM 102 FOREMEN/ A4.01 PARTITION WALL 106 114 SERVICEMEN 118 LOBBY ENTRY VEST 101 122 ENTRY VEST PUBLIC 4 100 CASH PRIVACY OFFICE / CONF CORRIDOR 2 RESTROOM ADA SHOWER SHOWER COUNTING ROOM ROOM 117 130 A4.01 105 131 113 116 109 5 CUST/ UTIL MEN'S CLOSET UP RESTROOM 124 2 3 WOMEN'S 135 MEN'S A3.02 A3.03 CSR LOBBY/ RESTROOMS LOCKER LOCKER OFFICE VEST ROOM 1 4 OPEN OFFICE ROOM CORRIDOR A3.02 143 140 133 ENG/ DES 134 A3.03 123 141 STAIR 02 1 REVISION SHOWER WH ST-2 A4.13 WOMEN'S 129 SPRINKLER/ 2 RESTROOM ADA SHOWER MECH ROOM A4.15 136 132 DATE 125 6 FACP 6 NO. 3 ENTRY VEST A4.01 139 WELLNESS WEIGHT/ 1 2 EQUIP A3.03 A3.03 COMM/ FIBER 128 ELECTRICAL ROOM WELLNESS ROOM 7 138 AEROBICS 126 137 OFFICE/ CONF ROOM 142 8 2 A3.01 A B C C.9 D E F G H J K TRUE FURNITURE PLAN LEVEL ONE 1 N SCALE: 1/8" = 1'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 KEYPLAN SHEET TITLE: FURNITURE PLAN -LEVEL 1 LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A2.08 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 C C.8 1' - 0" A1.1.6S A1.1.6S LARGE A1.0.3S CONFERENCE ROOM A1.1.8S CORRIDOR " 111 0 103 1 - ' 6 A1.0.3S A1.1.3S CONF ROOM A2.0.3S " STOR 6 - ' 108 1 " 6 R - L ' C " 1 9 - ' 3 PUBLIC A1.1.6S 2' - 1" RESTROOM FD 19 A8.02 106 REVISION 3 1 MOTHERS ROOM 4 A8.04 2 DATE " 112 2 - A22.1.3S 13 A8.03 ' A1.0.3S NO. 4 3 A1.1.3S " 6 R - L A1.0.3S ' C 1 A1.0.3S Q E LOBBY " A1.0.6S 6- 101 A8.04 5 ' A1.0.3S 6 Q PRIVACY E A1.0.3S ROOM CASH A1.0.3S 113 COUNTING 109 A1.0.3S " 5 12 A8.07 10 6 R - L ' C 1 8 A8.02 6 11 PUBLIC A6.0.3S 7 RESTROOM " 7 105 1' - 6" - ' 7 6 FD A1.0.3S 9 A8.04 7 " 1' - 6" 6 R - L ' C 8 1 " 2 -' 4 1 A6.0.2S A1.0.3S A6.0.2S A1.0.3S SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: 4' - 8 3/4" 1' - 3" 3" 10' - 4" 8' - 0" A.1 KEYPLAN SHEET TITLE: ENLARGED PLAN - PUBLIC RESTROOMS ENLARGED PLANS 1 SCALE:1/2" = 1'-0" LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.11 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 F 2 SIM A8.14 EQ 3' - 0" 3' - 0" EQ 1' - 6" EQ EQ 1' - 6" A1.0.3S ALIGN A1.0.3S A2.0.6S " 5 /2 1 A1.0.3S 2 - ' EQ EQ 1 EQ A1.0.3S " 13 6 ALIGN - ' A1.0.3S 7 MEN'S 12 A8.04 11 16 A8.04 14 RESTROOM 18 A8.04 17 " 6 135 - ' 15 OFFICE/ CONF 4 4' - 3 1/2" 10 1/2" 3' - 0" CLR 3' - 1" 3' - 1" 3' - 1" ROOM 145 A1.0.6S A1.0.3S R L A6.0.2S A1.0.6S C IN M" Q 1 E - ' 5 A8.04 10 " 1' - 6" 6 " - 0 ' 2 CLR EQ EQ EQ EQ EQ EQ EQ EQ - 1 6" 3' - 0" ' 2 " 6 OPEN OFFICE RESTROOMS ENG/ DES VEST A6.0.3 141 140 R L Q E " C 0 IN - REVISION ' 4 M " 1 - ' 5 DATE " NO. 0 4' - 3 1/2" 10 1/2" 3' - 0" CLR 3' - 1" 3' - 1" 3' - 1" 1- ' 1 A1.0.3S 1 A1.0.3S 21 " 9 -' 22 A8.05 21 6 24 A8.05 23 24 A8.04 22 6 WOMEN'S A8.07 13 A8.14 RESTROOM 23 136 A1.0.8S ENTRY VEST 139 A1.0.3S " 6 /2 " 1 6 8 A1.0.6S - ' 1 13 A1.0.8S 7 A7.20 A7.30 5 A1.0.6S A8.17 BALLET BARRE 2' - 0" 3' - 0" 3' - 0" 6' - 9 1/2" 5' - 8" 4' - 3 1/2" 13' - 9 1/2" COMM/ FIBER ROOM WELLNESS 138 AEROBICS 137 ENLARGED PLAN - RESTROOMS 1 SCALE: 1/2" = 1'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 KEYPLAN SHEET TITLE: ENLARGED PLANS LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.12 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 G H 9 TYP 10 TYP A8.17 A8.17 LOCKER FILLER PANEL, TYP AT CORNERS AND FINISHED END PANELS 3' - 5 1/2" 4' - 0" 3' - 2" 8" 2' - 7 1/2" 4' - 0" 4' - 9 1/2" " A1.0.3S 0 - ' 3 A1.0.6S " 2 - ' A1.0.3S 6 1 A1.0.3S A1.0.3S A1.0.3S 4 A8.05 2 MEN'S 6 A8.05 5 A1.0.3S RESTROOM 3 SHOWER 135 A1.0.3S 11 13 TYP 130 " A8.17 13 /2 "7 17 1 - 12 A8.17 7- ' 7 16 A8.05 14 ' 1 A8.17 4 20 A8.05 18 A1.0.3S 15 ADA SHOWER CUST/ UTIL 19 131 CLOSET 124 A4.0.3S A5.0.3S A4.0.3S A4.0.6S " 2 MEN'S - FD ' LOCKER 3 ROOM " A5.0.3S A5.0.3S 7 134 FD - ' 5 A4.0.3S FD A5.0.3S 9 A8.06 1 A5.0.3S A5.0.3S A1.0.3S A5.0.6S " A5.0.3S /2 1 5 A4.0.3S FD -' 3 A4.0.3S A4.0.3S A5.0.3S CORRIDOR A1.0.3S 123 REVISION ADA SHOWER 5 1 132 A1.0.3S 8 A8.06 6 4 A8.06 2 " A1.0.3S 4 DATE A1.0.6S A1.0.3S -' 7 4 NO. 3 SHOWER A1.0.3S A1.0.3S 129 " 2 7 - ' A1.0.6S 9 ALIGN WOMEN'S A1.0.3S WOMEN'S 10 A8.05 8 LOCKER R A1.0.3S RESTROOM L ROOM C " " 136 133 9 IN 0- 0- 14 ' ' M" 5 5 A8.14 3 12 A8.05 11 '- 4 A1.0.3S " " 0 4 -' 6 " 3 " 6 A1.0.6S 6 - - ' ' 1 A6.0.1S 1 9 A1.0.3S A1.0.3S A6.0.1S A8.17 10' - 2 1/2" 24' - 0" 12' - 1" " /8 1 2 BALLET BARRE -' 6 WELLNESS WELLNESS WEIGHT/ AEROBICS EQUIP 137 128 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 ENLARGED PLAN - LOCKERS / SHOWERS 1 PROJECT: SCALE: 1/2" = 1'-0" BUILDING IDENTIFIER: A.1 KEYPLAN SHEET TITLE: ENLARGED PLANS LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: A2.13 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 PARAPET CAP - COLOR TO MATCH MP-3, TYP K J H.1 H G F E D C.8 C B A FLASHING - COLOR TO MATCH MP-2 PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-1 4 3 2 BUILDING IDENTIFICATION 1 ROOF ACCESS PARAPET CAP - COLOR LADDER ST-7 A4.02 A4.02 A4.02 SIGNAGE A4.02 TO MATCH MP-3, TYP MP-1 METAL PANEL FLASHING - COLOR TO MP-2 METAL PANEL MATCH MP-2 T.O PARAPET MP-3 METAL PANEL MP-2 METAL PANEL 33' - 6" ALIGN MP-3 METAL PANEL LIGHT FIXTURE SEE ELEC CANOPY FACE OF WAREHOUSE W74 W75 W76 W77 W78 W79 W80 W81 W82 W83 W84 W85 W86 W87 W88 W89 W90 W91 W94 W95 CANOPY BUILDING W92 W93 T.O. PARAPET 19' - 0" " 0 - FF LEVEL ' 8 W28 14' - 0" 2 W19 W23 W20 W W01 W02 W03 W04 W05 W06 W07 W08 W09 W10 W11 W12 W13 W14 W15 W16 W17 W18 W21 W22 124 W24 W25 W26 W27 LEVEL 1 0' - 0" CMU VENEER EL 135.00 CANOPY OVERFLOW NOZZLE COVERED WALKWAY CONTINUOUS SUNSHADE (BIDDER DESIGN) PEDESTAL CARD POWER OUTLET READER AND ADA SECURITY CAMERA PUSH BUTTON RAIN LEADER NORTH ELEVATION 1 SCALE:1/8" = 1'-0" REVISION PARAPET CAP - COLOR TO MATCH MP-3, TYP DATE FLASHING - COLOR TO NO. MATCH MP-1 J A B C C.8 C.9 D E F G H H.1 K PARAPET CAP - COLOR TO MATCH MP-3, TYP FLASHING - COLOR TO MATCH MP-2 ROOF ACCESS LADDER ST-7 MP-1 METAL PANEL PARAPET CAP - COLOR TO CONTINUOUS SUNSHADE MP-3 METAL PANEL 1 2 3 4 MATCH MP-3, TYP. BREAK MTL ALUM PARAPET CAP - COLOR A4.02 A4.02 A4.02 A4.02 FLASHING - COLOR TO LIGHT FIXTURE TO MATCH MP-3, TYP LIGHT FIXTURE MATCH MP-2 SEE ELEC SEE ELEC LIGHT FIXTURE MP-3 METAL PANEL T.O PARAPET 33' - 6" MP-2 METAL PANEL BREAK MTL ALUM MP-2 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP FACE OF NEW WAREHOUSE FLASHING - COLOR TO W W W W W W W W W96 W97 W98 W99 W W BUILDING MATCH MP-2 100 101 104 105 106 107 108 109 102 103 T.O. PARAPET 19' - 0" CANOPY CANOPY FF LEVEL W42 14' - 0" CMU VENEER W43 PEDESTAL CARD READER AND W29 W30 W31 W32 W33 W34 W35 W36 W37 W38 W39 W40 W41 W44 W45 W46 W47 W48 W49 W50 W51 W52 ADA PUSH BUTTON LEVEL 1 0' - 0" SECURITY CAMERA OVERFLOW NOZZLE CONTINUOUS EL 135.00 COVERED WALKWAY POWER OUTLET CANOPY SUNSHADE (UNDER DESIGN) OVERFLOW NOZZLE RAIN LEADER OVERFLOW WALL HYDRANT NOZZLE OVERFLOW SECURITY CAMERA PEDESTAL CARD NOZZLE BUILDING IDENTIFICATION READER AND ADA SIGNAGE PUSH BUTTON SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: SOUTH ELEVATION 2 SCALE:1/8" = 1'-0" A.1 SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: MM/VP DATE: 01/21/22 SHEET: A3.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ROOF ACCESS LADDER ST-7 BEYOND PARAPET CAP - COLOR 8 6 2 1 PARAPET CAP - COLOR TO 3 TO MATCH MP-3, TYP A4.01 2 1 1 MATCH MP-3, TYP FLASHING - COLOR A4.01 A4.01 A4.03 FLASHING - COLOR TO MATCH MP-1 TO MATCH MP-1 MP-1 METAL PANEL MP-1 METAL PANEL MP-3 METAL PANEL BREAK MTL ALUM MP-2 METAL PANEL MP-3 METAL PANEL PARAPET CAP - COLOR FLASHING - COLOR TO MATCH MP-3, TYP TO MATCH MP-2 T.O PARAPET 33' - 6" PARAPET CAP - COLOR FLASHING - COLOR TO MATCH MP-3, TYP. TO MATCH MP-2 CANOPY LIGHT FIXTURE MP-2 METAL PANEL SEE ELEC LIGHT FIXTURE SEE ELEC ELECTRICAL ENCLOSURE W W W W SUNSHADE BEYOND 111 112 113 130 W W W W T.O. PARAPET SEE ELEC 114 115 116 117 19' - 0" SUNSHADE T.O BEAM W54 13' - 6" CMU VENEER W53 W55 W60 OVERFLOW W56 W57 W58 W59 NOZZLE BEYOND W61 W62 W63 LEVEL 1 0' - 0" SECURITY CANOPY EL 135.00 CAMERA CARD READERS POWER OVERFLOW OUTLET NOZZLE RAIN LEADER PEDESTAL CARD READER CARD READER AND ADA PUSH BUTTON PEDESTAL CARD READER AND ADA PUSH BUTTON EAST ELEVATION 1 SCALE:1/8" = 1'-0" REVISION ROOF ACCESS LADDER ST-7 PARAPET CAP - COLOR TO MATCH MP-3, TYP DATE WH BLDG BEYOND FLASHING - COLOR TO NO. 1 2 3 5 MATCH MP-2 7 8 PARAPET CAP - COLOR TO MATCH MP-3, TYP 6 2 MP-2 METAL PANEL FLASHING - COLOR TO 1 1 3 A4.01 MATCH MP-1 A4.03 A4.01 A4.01 MP-1 METAL PANEL T.O. PARAPET. 45' - 0" BRAKE MTL ALUM LIGHT FIXTURE MP-3 METAL PANEL SEE ELEC MP-1 METAL PANEL PARAPET CAP - COLOR TO MATCH MP-3, TYP MP-2 METAL PANEL T.O PARAPET MP-3 METAL PANEL 33' - 6" PARAPET CAP - COLOR FLASHING - COLOR TO TO MATCH MP-3, TYP. MATCH MP-2 BUILDING IDENTIFICATION SIGNAGE FLASHING - COLOR TO MATCH MP-2 SUNSHADE W W W W W W 118 119 120 121 122 123 T.O. PARAPET 19' - 0" SUNSHADE 17601 W70 CMU VENEER W64 W65 W66 W67 W68 W69 W71 W72 W73 LEVEL 1 0' - 0" BLDG ADDRESS EL 135.00 BLDG SIGNAGE OVERFLOW CANOPY NOZZLE CMU VENEER PEDESTAL CARD READER AND ADA POWER OUTLET PUSH BUTTON SECURITY CAMERA SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: WEST ELEVATION BUILDING IDENTIFIER: 2 SCALE: 1/8" = 1'-0" A.1 SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: MM/VP DATE: 01/21/22 SHEET: A3.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 3 3 2 A4.01 A4.01 A4.11 7 6 7 8 A A FACE OF WH BLDG MP-3 METAL PANEL T.O PARAPET T.O PARAPET 33' - 6" 33' - 6" PARAPET CAP - COLOR PARAPET CAP - COLOR TO MATCH MP-3, TYP PARAPET CAP - COLOR TO TO MATCH MP-3, TYP PARAPET CAP - COLOR FLASHING - COLOR FLASHING - COLOR MATCH MP-3, TYP. TO MATCH MP-3, TYP. TO MATCH MP-2 TO MATCH MP-2 FLASHING - COLOR TO MP-2 METAL PANEL MATCH MP-2 MP-2 METAL PANEL CANOPY MP-2 METAL PANEL CANOPY MP-2 METAL PANEL BREAK MTL ALUM T.O. PARAPET T.O. PARAPET T.O. PARAPET T.O. PARAPET 19' - 0" 19' - 0" 19' - 0" 19' - 0" SECURITY CAMERA LIGHT FIXTURE CANOPY SUNSHADE T.O BEAM T.O BEAM SUNSHADE 13' - 6" 13' - 6" CMU VENEER MP-3 METAL PANEL ON-1 BEYOND POWER OUTLET W W W 132 131 125 CMU VENEER LEVEL 1 LEVEL 1 LEVEL 1 LEVEL 1 0' - 0" 0' - 0" 0' - 0" 0' - 0" CARD READER POWER OUTLET REVISION PARTIAL ELEVATION - WEST PARTIAL ELEVATION - WEST PARTIAL ELEVATION - SOUTH PARTIAL ELEVATION - NORTH DATE 1 2 3 4 SCALE:1/8" = 1'-0" SCALE:1/8" = 1'-0" SCALE:1/8" = 1'-0" SCALE:1/8" = 1'-0" NO. 1 1 2 3 2 A4.03 A4.01 A4.14 A4.01 A4.15 1 2 3 4 4 5 6 6 WH BLDG BEYOND PARAPET CAP - COLOR T.O. PARAPET. T.O. PARAPET. TO MATCH MP-3, TYP 45' - 0" 45' - 0" FLASHING - COLOR TO MATCH MP-1 ROOF ACCESS LADDER ST-7 PARAPET CAP - COLOR TO MATCH MP-3, TYP. BREAK MTL ALUM MP-1 METAL PANEL PARAPET CAP - COLOR FLASHING - COLOR TO MATCH MP-1 MP-3 METAL PANEL TO MATCH MP-3, TYP T.O PARAPET MP-2 PANEL T.O PARAPET 33' - 6" MP-2 METAL PANEL 33' - 6" LIGHT FIXTURE T.O. PARAPET. LIGHT FIXTURE 45' - 0" MP-1 METAL PANEL WALL HYDRANT WALL HYDRANT FACE OF WH BLDG STAIR WALL HYDRANT PARAPET CAP - STAIR FINISHED ROOF COLOR TO MATCH ST-6 ST-4 W W MP-3, BEYOND 118 119 FINISHED ROOF T.O BEAM T.O BEAM. T.O BEAM 13' - 6" 28' - 0" 13' - 6" OVERFLOW NUZZLE / RAIN LEADER SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: PARTIAL ELEVATION - LEVEL 2 WEST PARTIAL ELEVATION - LEVEL 2 STAIRTOWER - WEST PARTIAL ELEVATION - LEVEL 2 EAST A.1 5 6 7 SCALE:1/8" = 1'-0" SCALE:1/8" = 1'-0" SCALE:1/8" = 1'-0" SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A3.03 SHEET OF K J H G F E D C.8 C B A H.1 ROLLUDA ARCHITECTS, INC. ROOF ACCESS 105 S MAIN ST, #323 T.O. PARAPET. LADDER ST-7 SEATTLE, WA 98104 45' - 0" PHONE (206)624-4222 FAX (206)624-4226 4 3 2 1 A4.02 A4.02 A4.02 REFERENCE SHEETS A4.02 A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS T.O PARAPET 33' - 6" T.O BEAM. 28' - 0" STAIR STAIR FUTURE OFFICE ST-3 ST-4 W94 W95 200 T.O BEAM 13' - 6" CONF ROOM ELEV ROOM STOR 114 102 LEVEL 1 0' - 0" OPEN OFFICE CREW ROOM FLEX/ ADMIN/ CASH 121 OFFICE / CONF CORRIDOR MOTHERS LOBBY FOREMEN/ COUNTING ROOM 111 ROOM 101 SERVICEMEN 109 LONGITUDINAL SECTION - NORTH SIDE 116 112 1 118 SCALE:1/8" = 1'-0" A B C C.8 D E F G H H.1 K 2 C.9 J A4.14 T.O. PARAPET. 45' - 0" 1 2 3 FUTURE 4 A4.02 A4.02 A4.02 OFFICE A4.02 200 T.O PARAPET STAIR-2 33' - 6" LANDING T.O BEAM. 28' - 0" 2 A4.13 STAIR-2 T.O. PARAPET LANDING REVISION 19' - 0" T.O BEAM 13' - 6" DATE NO. ENTRY VEST LOBBY 100 101 CORRIDOR ENTRY VEST 117 122 LEVEL 1 0' - 0" LONGITUDINAL SECTION - WEST & EAST ENTRY 2 SCALE:1/8" = 1'-0" A B C C.8 D E F G H H.1 J K C.9 REFERENCE SHEETS ROOF A3.01, A3.02 AND A3.03 ACCESS ST-7 FOR EXTERIOR T.O. PARAPET. MATERIALS 45' - 0" 1 2 3 4 A4.02 A4.02 A4.02 LIGHT FIXTURE 1 A4.02 A7.11 T.O PARAPET 33' - 6" LIGHT FIXTURE SEE ELEC 14 A7.10 11 A7.11 STAIR W W W W W W W96 W97 W98 W99 W W ST-6 T.O. PARAPET 100 101 W W 104 105 106 107 108 109 19' - 0" 102 103 17 T.O BEAM A7.45 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 13' - 6" PROJECT: BUILDING IDENTIFIER: COMM/ FIBER ELECTRICAL 7 W35 W36 W37 W38 W39 W40 ROOM ROOM A7.30 A.1 138 126 LEVEL 1 0' - 0" SHEET TITLE: BUILDING SECTIONS WELLNESS CSR LOBBY/ OFFICE/ CONF WELLNESS WEIGHT/ 10 13 OFFICE ROOM AEROBICS EQUIP A7.11 A7.20 143 142 137 LONGITUDINAL SECTION - SOUTH SIDE LIGHT FIXTURE BALLET BARRE MIRRORS 128 LEAD: KW/RM 3 DRAFTER: MM/VP SCALE: 1/8" = 1'-0" DATE: 01/21/22 SHEET: A4.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR ROOF ACCESS MATERIALS LADDER ST-7 1 2 3 4 5 6 7 8 7 5 4 3 2 1 6 1 1 2 3 3 2 1 1 A4.03 A4.01 A4.01 A4.01 A4.01 A4.01 A4.01 A4.03 T.O. PARAPET. 45' - 0" REFERENCE SHEETS A3.01, A3.02 AND A3.03 FOR EXTERIOR MATERIALS T.O PARAPET T.O PARAPET 33' - 6" 33' - 6" 2 A7.10 T.O BEAM. 28' - 0" 11 1 1 1 A7.10 A4.14 1 A4.12 A7.11 FUTURE A4.11 OFFICE T.O. PARAPET W W W W T.O. PARAPET 19' - 0" 120 121 122 123 19' - 0" 3 200 6 A7.10 A7.10 T.O BEAM T.O BEAM OPP OPP 13' - 6" 13' - 6" 11 A7.10 LARGE CONFERENCE LOBBY CSR LOBBY/ 11 CORRIDOR W62 W63 ROOM 101 OFFICE A7.45 111 W61 103 143 LEVEL 1 LEVEL 1 0' - 0" 0' - 0" OPEN OFFICE ENG/ DES CORRIDOR ENTRY VEST 141 117 110 CROSS SECTION - LARGE CONFERENCE ROOM / CSR CROSS SECTION - OPEN OFFICE 1 2 SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" REVISION DATE NO. ROOF ACCESS LADDER ST-7 2 4 8 2 4 8 ROOF ACCESS LADDER ST-7 6 6 1 2 1 2 3 A4.01 A4.01 A4.01 A4.01 A4.01 T.O. PARAPET. 3 T.O. PARAPET. 45' - 0" A4.01 45' - 0" 3 1 3 19 A4.14 OPP A4.15 A4.15 A7.10 T.O PARAPET T.O PARAPET 33' - 6" 33' - 6" 2 RL 2 T TEMP HEATER PER MECH A4.12 C ID FUTURE A 6 " R R O 2'- G OFFICE L T T.O. PARAPET T.O. PARAPET FUTURE 3 T C 4 1 A 200 "2 ID 19' - 0" 19' - 0" OFFICE '- R 0 G 200 1 T.O BEAM T.O BEAM 13' - 6" 13' - 6" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 LEVEL 1 LEVEL 1 PROJECT: 0' - 0" 0' - 0" BUILDING IDENTIFIER: OPEN OFFICE CREW ROOM MEN'S WELLNESS A.1 CORRIDOR WOMEN'S FLEX/ ADMIN/ RESTROOMS 121 LOCKER WEIGHT/ ENTRY VEST 117 LOCKER FOREMEN/ CORRIDOR VEST ROOM ADA SHOWER ADA SHOWER EQUIP 139 ROOM SHEET TITLE: SERVICEMEN 117 140 134 131 132 128 BUILDING 133 118 SECTIONS CROSS SECTION - SOUTH ENTRY CROSS SECTION - CREW ROOM 3 4 SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" LEAD: KW/RM DRAFTER: MM/VP DATE: 01/21/22 SHEET: A4.02 SHEET OF 2 1 D A4.02 C.8 C B A4.02 A ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 5 FAX (206)624-4226 A7.11 T.O PARAPET 33' - 6" 2 PROVIDE BLOCKING A7.10 FOR SIGNAGE STAIR T.O. PARAPET 10 19' - 0" A7.10 ST-4 T.O BEAM 2 10 13' - 6" SIM @ A7.11 A7.11 MP-1 LARGE BREAK ROOM CONFERENCE 4 107 ROOM A7.10 103 LEVEL 1 0' - 0" LONGITUDINAL SECTION - LARGE CONFERENCE RM/ BREAK RM 1 SCALE: 1/8" = 1'-0" REVISION DATE NO. SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: BUILDING SECTIONS LEAD: Designer DRAFTER: Author DATE: 01/21/22 SHEET: A4.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1 1 REVISION 5 9 A7.10 SHEET METAL PARAPET COPING A7.10 SHEET METAL PARAPET COPING DATE OPP NO. T.O. PARAPET T.O. PARAPET 19' - 0" 19' - 0" A12.0.6 TYPICAL PARAPET WALL ASSEMBLY A12.0.6 TYPICAL PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY TYPICAL ROOF ASSEMBLY T.O BEAM T.O BEAM 13' - 6" 13' - 6" 5 A4.0.3S TYPICAL SOFFIT WALL ASSEMBLY 5 A7.45 A7.45 TYPICAL METAL SIDING WALL ASSEMBLY A8.0.6 SUSPENDED GWB CEILING SUSPENDED CEILING SUNSHADE TYPICAL METAL SIDING WALL ASSEMBLY SUNSHADE A8.0.6 LARGE A4.0.1S TYPICAL COLUMN WRAP WALL ASSEMBLY 9 CONFERENCE A7.20 OPP 15 ROOM LARGE A7.10 103 CONFERENCE 10 ROOM OPP A7.20 A4.0.1S TYPICAL COLUMN WRAP WALL ASSEMBLY 103 COLUMN BEYOND COLUMN BEYOND A10.0.6 TYPICAL MASONRY VENEER WALL ASSEMBLY 12 TYPICAL FLOOR LEVEL 1 ASSEMBLY SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 A7.20 PROJECT: 20 16 TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 A7.10 OPP FOOTING PER STRUCTURAL BUILDING IDENTIFIER: FOOTING PER STRUCTURAL OPP LEVEL 1 LEVEL 1 0' - 0" 0' - 0" " A.1 0 - ' 2 " SHEET TITLE: 0 WALL SECTIONS - ' 2 LEAD: KW/RM WALL SECTION - LARGE CONFERENCE ROOM / SUNSHADE WALL SECTION - LARGE CONFERENCE ROOM EXIT DOOR DRAFTER: MM/VP 1 2 DATE: 01/21/22 SCALE:1/2" = 1'-0" SCALE:1/2" = 1'-0" SHEET: A4.11 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 7 8 9 REVISION 9 A7.10 A7.10 SHEET METAL PARAPET COPING OPP SHEET METAL PARAPET COPING OPP T.O. PARAPET T.O. PARAPET DATE 19' - 0" 19' - 0" NO. A12.0.6 TYPICAL PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY A12.0.6 TYPICAL PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY T.O BEAM T.O BEAM 13' - 6" 13' - 6" A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY 9 A7.45 SUSPENDED GWB CEILING 5 A7.45 SUNSHADE SUSPENDED GWB CEILING CSR LOBBY/ OFFICE SUNSHADE 143 WELLNESS A4.0.1S TYPICAL COLUMN WRAP WALL ASSEMBLY WEIGHT/ EQUIP 4 128 A7.31 OPP TYPICAL MASONRY VENEER WALL ASSEMBLY WITH LOW WALL 2 A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY A16.0.# A8.16 16 TYPICAL FLOOR LEVEL 1 ASSEMBLY 12 TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.10 A7.10 SLOPED SIDE OPP FOOTING PER STRUCTURAL WALK BEYOND FOOTING PER STRUCTURAL SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 LEVEL 1 LEVEL 1 PROJECT: 0' - 0" 0' - 0" BUILDING IDENTIFIER: " A.1 0 - " ' 0 2 -' SHEET TITLE: 2 WALL SECTIONS WALL SECTION - CSR OFFICE / SUNSHADE WALL SECTION - WELLNESS / SUNSHADE 1 2 SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" LEAD: Designer DRAFTER: Author DATE: 01/21/22 SHEET: A4.12 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A A 9 9 A7.10 OPP A7.10 REVISION OPP SHEET METAL PARAPET COPING SHEET METAL PARAPET COPING T.O. PARAPET T.O. PARAPET 19' - 0" 19' - 0" DATE 6 6 NO. A7.10 A12.0.6 TYPICAL PARAPET WALL ASSEMBLY A7.10 A12.0.6 TYPICAL PARAPET WALL ASSEMBLY OPP OPP 8 TYPICAL ROOF ASSEMBLY A7.45 12 7 12 7 TYPICAL ROOF ASSEMBLY A7.45 A7.10 A7.45 A7.10 OPP OPP T.O BEAM T.O BEAM 13' - 6" 13' - 6" 20 A7.45 AT BEAM INTERSECTION A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY 2 A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY A7.10 SUSPENDED ACT CEILING 4 17 SUSPENDED GWB CEILING 14 A7.45 A7.30 A7.31 10 A7.31 CSR LOBBY/ 9 ENTRY VEST OFFICE A7.31 100 143 2 A7.31 TYPICAL FLOOR LEVEL 1 ASSEMBLY A16.0.# TYPICAL MASONRY VENEER WALL ASSEMBLY 5 A7.31 16 2 FOOTING PER STRUCTURAL A7.10 A8.16 OPP TYPICAL FLOOR LEVEL 1 ASSEMBLY LEVEL 1 LEVEL 1 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 0' - 0" 0' - 0" PROJECT: FOOTING PER STRUCTURAL BUILDING IDENTIFIER: " " 0 0 -' - A.1 2 ' 2 SHEET TITLE: WALL SECTIONS WALL SECTION - CSR LOBBY WALL SECTION - WEST ENTRY 1 2 SCALE: 1/2" = 1'-0" SCALE:1/2" = 1'-0" LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A4.13 SHEET OF 9 ROLLUDA ARCHITECTS, INC. A7.10 K SHEET METAL PARAPET COPING 105 S MAIN ST, #323 SEATTLE, WA 98104 OPP PHONE (206)624-4222 T.O. PARAPET. FAX (206)624-4226 45' - 0" A12.1.6 ST-2 PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY T.O. BEAM. 40' - 0" 6 9 SHEET METAL PARAPET COPING A7.10 OPP T.O PARAPET 33' - 6" A12.0.6 PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY A8.1.6 TYPICAL ST-2 METAL SIDING WALL ASSEMBLY 2 A8.0.6 SIM METAL SIDING WALL ASSEMBLY 9 REVISION SHEET METAL PARAPET COPING A7.10 OPP FUTURE T.O. PARAPET OFFICE 19' - 0" DATE 200 ST-2 NO. A12.0.6 TYPICAL PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY TYPICAL FLOOR LEVEL 2 ASSEMBLY T.O BEAM T.O BEAM T.O BEAM 13' - 6" 13' - 6" 13' - 6" CANOPY 11 11 A8.1.6 TYPICAL ST-2 METAL SIDING WALL ASSEMBLY A7.45 A7.45 A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY 17 A7.45 7 7 17 SUSPENDED GWB CEILING 11 SUSPENDED GWB CEILING 7 A7.45 A7.45 A7.45 1 HR RATES SUSPENDED GWB CEILING AT ST-2 A7.45 A7.45 A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY CANOPY ENTRY VEST 110 ENTRY VEST ENTRY VEST 139 122 A4.0.1S TYPICAL COLUMN WRAP WALL ASSEMBLY COLUMN BEYOND 15 FOOTING PER STRUCTURAL 8 FOOTING PER STRUCTURAL TYPICAL FLOOR LEVEL 1 ASSEMBLY A7.30 A7.10 OPP TYPICAL FLOOR LEVEL 1 ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY OPP FOOTING PER STRUCTURAL LEVEL 1 LEVEL 1 LEVEL 1 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 0' - 0" 0' - 0" 0' - 0" PROJECT: BUILDING IDENTIFIER: " " "0 A.1 0 0 - - - ' ' ' 2 2 2 SHEET TITLE: WALL SECTIONS WALL SECTION - NORTH ENTRY CANOPY WALL SECTION - EAST ENTRY WALL SECTION - SOUTH ENTRY 1 2 3 SCALE: 1/2" = 1'-0" LEAD: KW/RM SCALE:1/2" = 1'-0" SCALE: 1/2" = 1'-0" DRAFTER: VP/NH DATE: 01/21/22 SHEET: A4.14 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 2 C 6 SHEET METAL PARAPET COPING SHEET METAL PARAPET COPING 1 9 9 TYP A7.10 A7.10 SHEET METAL PARAPET COPING A7.10 OPP OPP T.O PARAPET T.O PARAPET T.O PARAPET 33' - 6" 33' - 6" 33' - 6" A12.0.6 PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY 10 A12.0.6 PARAPET WALL ASSEMBLY TYP A7.40 A12.0.6 PARAPET WALL ASSEMBLY TYPICAL ROOF ASSEMBLY TYPICAL ROOF ASSEMBLY T.O BEAM. T.O BEAM. 28' - 0" 28' - 0" STRUCTURAL BRACED FRAME A8.0.6 SIM METAL SIDING WALL ASSEMBLY A8.0.6 SIM METAL SIDING WALL ASSEMBLY STOREFRONT ALUMINUM WINDOW, TYP STOREFRONT ALUMINUM WINDOW, TYP FUTURE OFFICE A8.0.6 SIM METAL SIDING WALL ASSEMBLY FUTURE 200 OFFICE 200 FUTURE OFFICE REVISION 8 TYP 200 A7.40 8 A8.0.6 SIM METAL SIDING WALL ASSEMBLY A7.40 TYPICAL FLOOR - LEVEL 2 ASSEMBLY DATE TYPICAL FLOOR LEVEL 2 ASSEMBLY TYPICAL FLOOR LEVEL 2 ASSEMBLY NO. T.O BEAM T.O BEAM T.O BEAM 13' - 6" 13' - 6" 13' - 6" A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY 9 A7.30 TYPICAL CEILING SOFFIT ASSEMBLY A4.0.1 SUSPENDED CEILING SUSPENDED GWB CEILING 2 A4.0.1S TYPICAL METAL SIDING WALL ASSEMBLY A7.30 A1.0.3S TYPICAL INTERIOR WALL ASSEMBLY CREW ROOM CSR LOBBY/ OPEN OFFICE WELLNESS 121 OFFICE ENG/ DES WEIGHT/ WOMEN'S 16 TYP 143 141 EQUIP LOCKER A7.30 128 ROOM 133 A8.0.6 TYPICAL METAL SIDING WALL ASSEMBLY A6.0.2 TYPICAL BRACED FRAME ASSEMBLY SUSPENDED CEILING 12 TYP A7.10 A4.0.3S TYPICAL LOCKERS BASE WALL ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY TYPICAL FLOOR LEVEL 1 ASSEMBLY TYPICAL FLOOR - LEVEL 1 ASSEMBLY LEVEL 1 LEVEL 1 LEVEL 1 0' - 0" 0' - 0" 0' - 0" FOOTING PER STRUCTURAL " 0 - ' 2 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 WALL SECTION - CREW ROOM WALL SECTION - OPEN OFFICE 2ND FLR SHEET TITLE: 1 WALL SECTION - CSR / OPEN OFFICE 3 WALL SECTIONS SCALE:1/2" = 1'-0" 2 SCALE:1/2" = 1'-0" SCALE: 1/2" = 1'-0" LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A4.15 SHEET OF 2' - 8" 3 4 8 3 4 8 C.8 A5.01 D A5.01 A5.01 A5.01 D A5.01 A5.01 ROLLUDA ARCHITECTS, INC. " 105 S MAIN ST, #323 1 SEATTLE, WA 98104 1- 2' - 0" A8.0.6 A8.0.6 7 PHONE (206)624-4222 ' 5 6 5 6 FAX (206)624-4226 7 2 A5.01 A5.01 2 A5.01 A5.01 A5.01 4 " 4 - ' 2 " T.O PARAPET 2 2 2 T.O PARAPET 33' - 6" -' 33' - 6" A1.0.3S 9" 8' - 11" 6" 1 A12.0.6 ENTRY VEST 4 3' - 8" CLR 3' - 8" CLR 5 110 A5.05 "1 5 1 DN A5.01 - A5.01 ' A1.0.3S UP 7 T.O BEAM. A8.0.6 5 " 1' - 1" 3' - 0" 0 " 28' - 0" - 1 A1.0.6S A5.05 ' - 1 ' 1 0 " A2.1.6S 1 4 = -' " S = 9 A22.1.6S 8- D S 1 6 ' 6 A D E A5.01 3 A5.01 E A R "6 12 T & 13 RR 11 T & 12 R E " A1.0.6S R U - T R 9- A T ' 0 Q T ' EL C 2 E Q 4 U 1 ) E 1 C R A1.0.6S 2 ) = "8 T A5.06 (1 1 S - S (1 T.O. PARAPET R " ST-3 ' 2 M A1.0.6S 19' - 0" E /8 1 O CORRIDOR A8.0.6 SIM IS 3 R R 3 F - 111 STAIR 01 STAIR 01 "7 1 QE ' 7 FF LEVEL 3 ST-1 2 - A5.03 ) 14' - 0" ST-1 ALIGN ' 3 6" A5.04 8' - 11" A5.04 6" 4 (1 A8.0.6 A1.0.3S T.O BEAM " T.O BEAM 6 13' - 6" 13' - 6" A1.1.3S STAIR " 1 HR RATED " 1 GWB CEILING A1.0.6S A1.0.6S 1 /2 ST-3 - 1 UP ' 4 ELEV ROOM 9 UP - A1.1.3S ' 114 6 ST-4 A2.1.6S ACT CEILING A1.0.6S A22.1.6S A2.1.6S A1.1.3S A1.0.3S EXIT LIGHT SUSPENDED GWB ENTRY VEST CORRIDOR CEILING A2.1.6S " A22.1.6S A2.1.6S 11 110 111 7 -' 7 ELEVATOR PIT " 2 7 A5.01 /2 1 A5.01 A5.06 LADDER 1 A2.1.6S 8 A4.0.3S - A8.0.6 ' 8 LEVEL 1 A22.1.6S LEVEL 1 0' - 0" 0' - 0" EL 135.00 " 4 4 7 A22.1.6S A22.1.6S 1' - 0" 4' - 10" 10' - 8" 4" 3" 4 8 A5.01 A5.01 A22.1.6S PLAN - ST-1 LVL 1 PLAN - ST-1 LVL 2 ENTRY VESTIBULE SECTION 1 ST-1 & ELEVATOR SECTION 2 1 2 3 4 REVISION SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" DATE 3 4 8 3 4 8 3 4 8 NO. C.8 A5.01 D A5.01 A5.01 C.8 A5.01 D A5.01 A5.01 7 6 5 C.8 A5.01 D A5.01 A5.01 4 A5.01 3 A5.01 2 A5.01 T.O PARAPET T.O PARAPET T.O PARAPET T.O PARAPET 33' - 6" 33' - 6" 33' - 6" 33' - 6" A12.0.6 A12.0.6 A12.0.6 T.O BEAM. T.O BEAM. 28' - 0" 28' - 0" A8.0.6 A8.1.6 SIM A2.1.6S A8.0.6 A22.1.6S A1.0.6S A22.1.6S A1.0.6S 3 A8.0.6 SIM A5.07 A1.0.6S ST-3 T.O. PARAPET 19' - 0" 4 A2.1.6S A5.07 T.O BEAM T.O BEAM T.O BEAM 13' - 6" 13' - 6" 13' - 6" A4.0.3S A2.1.6S A1.0.6S 3 A22.1.6S A5.07 GWB CEILING A1.0.6S ELEV ROOM A4.0.1S 114 A4.0.1S A2.1.6S A8.0.6 = A1.0.6S S R " A1.0.3S E /8 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 IS 5 R 8 PROJECT: - Q ' 1 BUILDING IDENTIFIER: 5 E 6 ) A5.07 2 A5.04 LEVEL 1 LEVEL 1 LEVEL 1 (1 LEVEL 1 0' - 0" 0' - 0" 0' - 0" 0' - 0" A.1 SHEET TITLE: ENLARGED PLANS/ SECTIONS - STAIR 01 (NORTH) ELEVATOR LEAD: KW/RM DRAFTER: VP ENTRY & ST-1 STAIR SECTION 4 ENTRY & ELEVATOR SECTION 5 ST-1 & ELEVATOR SECTION 6 DATE: 01/21/22 5 ENTRY VESTIBULE SECTION 2 6 7 8 SHEET: SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" A5.01 SHEET OF 7 6 J K A5.02 A5.02 T.O. PARAPET. ROLLUDA ARCHITECTS, INC. 45' - 0" 105 S MAIN ST, #323 J K SEATTLE, WA 98104 7 6 7 6 PHONE (206)624-4222 7 6 A12.0.6 A12.1.6 FAX (206)624-4226 J A5.02 A5.02 K J A5.02 A5.02 K 10 A5.02 A5.02 2 A8.15 A8.1.6 A8.1.6 A8.1.6 A8.15 A4.0.3S T.O. BEAM. 40' - 0" A8.1.6 A8.1.6 A4.1.1S A4.1.1S A4.0.3S 14 4 " 4 "1 4 5- - " ' ' 2 ST-2D ROOF ACCESS A4.0.1S " 2 DOOR 4 "7 A8.07 7- /4 4 " 4 - ' 1 /4 A4.1.1S STAIR 02 GWB CEILING ' 5 4- A5.02 2 ' A5.02 31 A5.02 " ST-2 STAIR 02 ENTRY VEST 6 - 9' - 5 1/2" "8 1- "8 LANDING A1.1.3S ' 8 - ' DN - A1.0.3S 122 ' 6 ' 0 0 3' - 10" CLR 3' - 10" CLR 1 1 STAIR 02 DN STAIR 02 5 A8.06 ST-2 ST-2 A5.05 " 4 A1.1.6S 8 " UP "8 - 14 A5.05 0 - ' 4 A8.1.6 1 ' 1' - 3" 2' - 9" -' 41 1 " A8.1.6 UP 2 = 1 S - CUST/ UTIL " ELEC/ COMM 1 D ' 0 3 " = A8.1.6 A 1 CLOSET - 202 01 S E A4.1.1S ' - D " A8.1.6 R = 124 8 " ' AE /4 T S = A8.1.6 8 21 R 3 Q DA S - 14 T & 15 R 3- E E STAIR 02 D ' 9 T ' A4.1.6S 16 T & 17 R) 11 T & 12 RR LANDING A 1 Q 0 6 FUTURE E E 1 1 (1 T 1 HR RATED STAIR LANDING R " ) Q A1.1.6S T 4- 4 A5.06 E OFFICE Q ' (1 9 )1 E 3 200 EAST ENTRY CANOPY ) (1 (9 A8.03 10 CONNECTING " " 5 5 MAINTENANCE /2 5 /4 CANOPY 1 11 3' - 10" CLR 3' - 10" CLR 19 A5.02 A5.02 STORAGE 6" 5 4 6" 6 A5.02 - -' ' T.O BEAM WH 201 A5.04 A5.04 4 4 13' - 6" " " 6 6 5 A5.03 A8.0.6 A8.1.6 A1.1.6S SPRINKLER/ A8.1.6 A1.0.3S MECH ROOM A8.0.6 ST-5 " " 6 125 4 -' - A8.0.6 ST-6 2 CORRIDOR ENTRY VEST ' 6 1 6 6 117 122 LEVEL 1 PLAN - ST-2 LVL 1 PLAN - ST-2 LVL 2 PLAN - ST-2 LVL 3 0' - 0" 1 2 3 SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" 7 6 J A5.02 A5.02 K ST-2 SECTION 1 4 REVISION SCALE: 1/4" = 1'-0" 5 4 4 5 6 A5.02 A5.02 4 4 A5.02 A5.02 6 DATE T.O. PARAPET. T.O. PARAPET. T.O. PARAPET. NO. 45' - 0" 45' - 0" 45' - 0" A12.0.6 A12.0.6 A12.0.6 A12.0.6 A12.0.6 A12.0.6 T.O. BEAM. T.O. BEAM. T.O. BEAM. 40' - 0" 40' - 0" 40' - 0" A8.1.6 A8.1.6 A8.1.6 GWB CEILING A8.1.6 = A4.1.6S " GWB CEILING " SR 6 6 -' - E " 7 A8.1.6 ' 7 IS 7 A8.1.6 - R ' Q 9 E ) 7 A12.0.6 (1 " 4 - ' T.O BEAM. 2 T.O BEAM. T.O BEAM. 28' - 0" 28' - 0" 28' - 0" A8.1.6 A1.1.6S = S R E " STAIR "3 IS 9 = ST-6 -' R -' 1 HR RATED 1 HR RATED S 7 Q 6 RE " E STAIR LANDING STAIR LANDING /4 )2 IS 3 R 4 (1 - Q ' T.O BEAM T.O BEAM E 8 T.O BEAM ) 13' - 6" 13' - 6" 5 13' - 6" (1 SPRINKLER/ SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 A1.1.3S ENTRY VEST MECH ROOM A1.1.6S PROJECT: SPRINKLER/ 122 125 BUILDING IDENTIFIER: MECH ROOM ENTRY VEST 1 A1.1.6S 125 A5.04 122 = S A.1 R " A1.1.6S E /4 IS 1 R 7 9 SHEET TITLE: - Q ' A5.06 A1.1.6S ENLARGED E 5 ) PLANS/ 0 LEVEL 1 (1 LEVEL 1 LEVEL 1 SECTIONS - 0' - 0" 0' - 0" 0' - 0" STAIR 02 (SOUTH) LEAD: KW/RM DRAFTER: VP DATE: 01/21/22 SHEET: ST-2 SECTION 2 ST-2 SECTION 3 ST-2 SECTION 4 5 6 7 A5.02 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET OF NOTE: 1) STAIR IS BIDDER-DESIGNED 2) USE PLANK GRATING, STAIR TREAD PLANK, GRIP STRUT, C.8 C.9 D 14GA GALV STEEL, SERRATED SURFACE, 45% OPEN AREA J K ROLLUDA ARCHITECTS, INC. 7 105 S MAIN ST, #323 SEATTLE, WA 98104 4' - 0" 11" 11" 5' - 6 3/4" A5.03 PHONE (206)624-4222 FAX (206)624-4226 11" 11" 11" 4' - 0" 5' - 2" 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL AT TOP ) SEE NOTE #2 STAIR X STAIR A 7 Q ST-5 E M" DOOR TRESHOLD LEVEL ST-6 A3.03 (9 "0 UP LANDING LANDING " " - 2- /4 ' 5 ' 1 6 5 IF V A5.03 UP LANDING LANDING Q E 2 UP 6 A5.03 SIDE ELEVATION ROOF LEVEL ST-4 STAIR FACP " 1 ST-3 1 UP 11" 5' - 4" BASES, TYP ENLARGED PLAN STAIRS ST-4 AND ST-3 ENLARGED PLAN STAIRS ST-5 AND ST-6 1 5 SCALE:1/2" = 1'-0" SCALE:1/2" = 1'-0" 3 " A5.01 0 - ' UP 4 C.8 C.9 D J K T.O BEAM. T.O BEAM. 28' - 0" 28' - 0" SEE NOTE #2 LIGHT FIXTURE PLAN STAIR ST-4 STRUCTURE 3 SCALE:3/4" = 1'-0" REVISION NOTE: 1' - 0" 1) STAIR IS BIDDER-DESIGNED 1' - 1" 11" 2) USE PLANK GRATING, STAIR TREAD PLANK, GRIP STRUT, EXTENSION DATE EXTENSION EXTENSION 14GA GALV STEEL, SERRATED SURFACE, 45% OPEN AREA NO. STAIR STAIR STAIR STAIR ST-5 ST-6 ST-4 ST-3 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL AT TOP ) SEE NOTE #2 X T.O BEAM A T.O BEAM Q 13' - 6" E M" DOOR TRESHOLD LEVEL 13' - 6" (9 " /4 1 IF V Q E SIDE ELEVATION ROOF LEVEL SECTION - STAIR ST-4 AND ST-3 3'-10" SECTION EAST STAIRS TO ROOF 2 6 SCALE: 1/2" = 1'-0" BASES, TYP SCALE:1/2" = 1'-0" 6 " 2 - ' 5 SEE NOTE #2 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: STAIR " ST-6 1 1 A.1 UP SHEET TITLE: ENLARGED PLANS/ SECTIONS - STAIRS TO ROOF 3' - 0" T.O BEAM 13' - 6" PLAN LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 STAIR ST-6 STRUCTURE SECTION STAIR ST-6 SHEET: 4 7 SCALE: 3/4" = 1'-0" SCALE: 1/2" = 1'-0" A5.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 2" 2" 2" 2" 2 " NON-SLIP RUBBER TREAD WITH INTEGRAL RISER WALK-OFF CARPET AT BENT METAL RISER 1 1/4" TREAD DEPTH PER PLANS LANDINGS NON-SLIP RUBBER UNDERLAP " CARPET STAIR NOSING 2 BENT METAL RISER WALK-OFF CARPET AT LANDINGS STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH METAL DECK AND CONCRETE STEEL CHANNEL STRINGER, INTEGRAL RISER TOPPING, SEE STRUCTURAL SEE STRUCTURAL STEEL CHANNEL STRINGER, STEEL ANGLE LANDING STEEL POST, SEE STEEL CHANNEL STRINGER, SEE STRUCTURAL SUPPORTS, SEE STRUCTURAL STRUCTURAL SEE STRUCTURAL S STEEL CHANNEL AT FRONT N STEEL ANGLE TREAD SUPPORT A EDGE OF LANDING, SEE L STRUCTURAL P R E METAL DECK AND NON-SLIP RUBBER TREAD WITH P INTEGRAL RISER T CONCRETE TOPPING, H SEE STRUCTURAL R BENT METAL PAN TREAD WITH E IS STEEL ANGLE LANDING CONCRETE FILL R SUPPORTS, SEE STRUCTURAL BENT METAL RISER STEEL POST, SEE STRUCTURAL DETAIL - TYPICAL TREAD DETAIL - TYPICAL LANDING TO T.O. STAIR-01 DETAIL - TYPICAL LANDING TO B.O. STAIR-01 1 2 3 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" REVISION DATE NO. 2" 2" 2" 2" NON-SLIP RUBBER TREAD WITH INTEGRAL RISER WALK-OFF CARPET AT BENT METAL RISER LANDINGS NON-SLIP RUBBER UNDERLAP " CARPET STAIR NOSING 2 BENT METAL RISER WALK-OFF CARPET AT LANDINGS STEEL CHANNEL AT FRONT EDGE OF LANDING, SEE STRUCTURAL NON-SLIP RUBBER TREAD WITH METAL DECK AND CONCRETE INTEGRAL RISER TOPPING, SEE STRUCTURAL STEEL CHANNEL STRINGER, SEE STRUCTURAL STEEL ANGLE LANDING SUPPORTS, SEE STRUCTURAL STEEL CHANNEL AT FRONT STEEL CHANNEL EDGE OF LANDING, SEE STRINGER, SEE STRUCTURAL STRUCTURAL SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: METAL DECK AND CONCRETE TOPPING, A.1 SEE STRUCTURAL STEEL ANGLE LANDING SHEET TITLE: SUPPORTS, SEE STAIR DETAILS STRUCTURAL LEAD: KW/RM DRAFTER: Author DATE: 01/21/22 DETAIL - TYPICAL LANDING TO T.O. STAIR-02 DETAIL - TYPICAL LANDING TO B.O. STAIR-02 SHEET: 4 5 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" A5.04 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 1/2" THICK STEEL FLAT BAR SEATTLE, WA 98104 1/2" THICK STEEL FLAT BAR PHONE (206)624-4222 TOP RAIL, WELDED TO TOPS OF 2 2" TOP RAIL, WELDED TO TOPS OF 2 1/2" FAX (206)624-4226 1/2" THICK STEEL FLAT BAR CLR FLAT BAR RAIL SUPPORTS. FLAT BAR RAIL SUPPORTS. A5.05 TOP RAIL, WELDED TO TOPS OF FLAT BAR RAIL SUPPORTS. 1 1/2" (1.90" O.D.) STEEL PIPE (2) 1/2" THICK STEEL FLAT BAR HANDRAIL. BRACKET BOLTED 2" RAIL SUPPORTS. 1 1/2" (1.90" O.D.) STEEL PIPE TO FLAT BAR RAIL SUPPORTS. HANDRAIL. BRACKET BOLTED 1 1/2" (1.90" O.D.) STEEL PIPE TO FLAT BAR RAIL SUPPORTS. STEEL WIRE MESH PANELS HANDRAIL, WELDED TO SUPPORT BRACKET. " WITH U-EDGING. TABS WELDED " 4 9 3 ' - TO SIDE OF EDGING FOR 0 " T STEEL WIRE MESH PANELS " ATTACHMENT TO FLAT BAR YP /4 WITH U-EDGING. TABS WELDED " RAIL SUPPORTS. " 3 6 TO SIDE OF EDGING FOR 3 /87 /-+ 3 ATTACHMENT TO FLAT BAR " 1 STEEL MESH PANELS BOLTED A5.05 RAIL SUPPORTS. /2 TO FLAT BAR RAIL SUPPORTS 1 1 THROUGH WELDED TABS ) 1/2" G (2) 1/2" THICK STEEL FLAT BAR T IN 1/2" THICK HANDRAIL BRACKET. RAIL SUPPORTS, BOLTED TO 2 ) H S WELDED TO STEEL PIPE " G IG O STEEL TEE AT BOTTOM. TABS T IN E N HANDRAIL, AND BOLTED TO WELDED TO SIDE FOR H S H IR FLAT BAR RAIL SUPPORTS. ATTACHMENT OF STEEL MESH IG O IL A PANELS " E N A T 6 H IRA RD ST STEEL MESH PANELS BOLTED IL T R A TO FLAT BAR RAIL SUPPORTS STEEL TEE WELDED TO TOP OF " A S A STEEL CHANNEL STRINGER 2 RD T U DE THROUGH WELDED TABS N A G" R A D 6 U STEEL CHANNEL STRINGER, ) H E -' SA " R SEE STRUCTRUAL G 0 U 3 E ) T IN -' S (M H S 3 A G IG O E T IN E N (M H S O H IR IG IL A E N A T STEEL FLAT BAR RAIL H IR R S SUPPORTS BOLTED TO STEEL IL AT D T (2) 1/2" THICK STEEL FLAT BAR A R A TEE. R S A D RAIL SUPPORTS, BOLTED TO D T U E STEEL TEE AT BOTTOM. TABS NA A G" R WELDED TO SIDE FOR STEEL TEE WELDED TO TOP OF D 6 U H E -' S ATTACHMENT OF STEEL MESH STEEL CHANNEL STRINGER " R A 0 U 3 E PANELS - S ' A (M STEEL CHANNEL STRINGER, 3 E SEE STRUCTRUAL (M STEEL CHANNEL STRINGER, SEE STRUCTRUAL 1 A5.04 SECTION - TYPICAL RAIL DETAIL - TYPICAL RAIL 2 3 SCALE: 1 1/2" = 1'-0" SCALE: 3" = 1'-0" ELEVATION - TYPICAL RAIL 1 SCALE:1 1/2" = 1'-0" REVISION DATE NO. 1' - 7 5/8" +/- 1/2" THICK STEEL ANGLE, 1' - 0" 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR WELDED TO STEEL FLAT BAR 3 1/2" HANDRAIL EXTENSION RAIL SUPPORTS, AND BOLTED RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. OF GUARDRAIL. 1 1/2" (1.90" O.D.) STEEL PIPE 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, TURNS DOWN TO HANDRAIL, TURNS DOWN TO FLOOR. FLOOR. ) G (2) 1/2" THICK STEEL FLAT BAR RAIL T IN ) SUPPORTS, BOLTED TO STEEL TEE H S G AT BOTTOM. IG O T IN E N H S H IR IG O TABS WELDED TO BOTH U-EDGING 1/2" THICK STEEL FLAT BAR IL A E N 1/2" THICK STEEL FLAT BAR OF MESH PANELS AND STEEL FLAT A T H IR R S A BAR, AND BOLTED TOGETHER (2) 1/2" THICK STEEL FLAT BAR D T IL T (2) 1/2" THICK STEEL FLAT BAR RAIL SUPPORTS, BOLTED TO R A A S RAIL SUPPORTS, BOLTED TO HANDRAIL BRACKET, BOLTED A D R T TO FLAT BAR RAIL SUPPORTS, STEEL WIRE MESH PANELS WITH U- STEEL TEE AT BOTTOM. U E DN A STEEL TEE AT BOTTOM. WELDED TO BOTTOM OF EDGING. TABS WELDED TO SIDE OF G" R A D 6 U E HANDRAIL. EDGING FOR ATTACHMENT TO FLAT 1/2" THICK STEEL ANGLE, 1/2" THICK STEEL ANGLE, - S H" R 1/2" THICK STEEL ANGLE, BAR RAIL SUPPORTS. WELDED TO STEEL FLAT WELDED TO STEEL FLAT BAR ' 3 A 0 U WELDED TO STEEL FLAT BAR E -' S BAR RAIL SUPPORTS, AND RAIL SUPPORTS, AND BOLTED (M 3 A RAIL SUPPORTS, AND BOLTED RETURN HANDRAIL TO FLOOR BOLTED TO STEEL FLAT TO STEEL FLAT BAR AT ENDS E TO STEEL FLAT BAR AT ENDS BAR AT ENDS OF OF GUARDRAIL. (M OF GUARDRAIL. GUARDRAIL. STEEL TEE WELDED TO TOP OF STEEL TEE WELDED TO TOP OF STEEL CHANNEL STEEL CHANNEL 1/2" THICK STEEL FLAT STEEL ANGLE WELDED TO TOP BAR WALK-OFF CARPET AT WALK-OFF CARPET AT OF STEEL CHANNEL. 7 LANDINGS LANDINGS A5.05 1 1/2" (1.90" O.D.) STEEL PIPE METAL DECK AND CONCRETE HANDRAIL, TURNS DOWN TO TOPPING, SEE STRUCTURAL FLOOR. STEEL CHANNEL STRINGER, 6 SEE STRUCTURAL A5.05 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 METAL DECK AND CONCRETE PROJECT: TOPPING, SEE STRUCTURAL BUILDING IDENTIFIER: THICKENED REINFORCED SLAB STEEL WIDE FLANGE BEAM, FOOTING AT STAIR STRINGER, SEE STRUCTRUAL. SEE STRUCTURAL. A.1 STEEL CHANNEL STRINGER, ANCHOR BOLTS, SEE SEE STRUCTURAL STRUCTURAL. SHEET TITLE: STAIR DETAILS SECTION - GUARD/HANDRAIL AT B.O. STAIR PLAN - GUARD/HANDRAIL AT T.O. STAIR ELEVATION - GUARD/HANDRAIL AT T.O. STAIR SECTION - GUARD/HANDRAIL AT T.O. STAIR 4 5 6 7 SCALE: 1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" LEAD: Designer DRAFTER: Author DATE: 01/21/22 SHEET: A5.05 SHEET OF STEEL CHANNEL STRINGER, SEE STRUCTURAL STEEL WIRE MESH PANELS WITH U- ROLLUDA ARCHITECTS, INC. EDGING. TABS WELDED TO SIDE OF 105 S MAIN ST, #323 EDGING FOR ATTACHMENT TO FLAT SEATTLE, WA 98104 PHONE (206)624-4222 BAR RAIL SUPPORTS. FAX (206)624-4226 (2) 1/2" THICK STEEL FLAT BAR RAIL TABS WELDED TO BOTH U-EDGING SUPPORTS, BOLTED TO OF MESH PANELS AND STEEL STEEL TEE AT BOTTOM. FLAT BAR, AND BOLTED TOGETHER 1/2" THICK STEEL FLAT BAR 1/2" THICK STEEL ANGLE, WELDED HANDRAIL, ABOVE. TO STEEL FLAT BAR RAIL CONTINUOUS BETWEEN SUPPORTS, AND BOLTED TO FLIGHTS OF STAIRS. STEEL FLAT BAR AT ENDS OF GUARDRAIL. HANDRAIL BRACKET, ABOVE. 2 A5.06 3 4 5 A5.06 A5.06 A5.06 PLAN - INNER GUARD/HANDRAIL TRANSITION 1 SCALE:1 1/2" = 1'-0" " 1/2" THICK STEEL ANGLE, 1/2" THICK STEEL ANGLE, 3 WELDED TO STEEL FLAT BAR WELDED TO STEEL FLAT BAR RAIL SUPPORTS, AND BOLTED RAIL SUPPORTS, AND BOLTED TO STEEL FLAT BAR AT ENDS TO STEEL FLAT BAR AT ENDS OF GUARDRAIL. OF GUARDRAIL. 2" 1 1/2" (1.90" O.D.) STEEL PIPE 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, CONTINUOUS HANDRAIL, CONTINUOUS 3 1/2" BETWEEN FLIGHTS OF STAIRS. BETWEEN FLIGHTS OF STAIRS. (OPENING) 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR HANDRAIL BRACKET, BOLTED HANDRAIL BRACKET, BOLTED RAIL SUPPORTS, AND BOLTED TO FLAT BAR RAIL SUPPORTS, TO FLAT BAR RAIL SUPPORTS, TO STEEL FLAT BAR AT ENDS WELDED TO BOTTOM OF WELDED TO BOTTOM OF OF GUARDRAIL. HANDRAIL. HANDRAIL. 1 1/2" (1.90" O.D.) STEEL PIPE HANDRAIL, CONTINUOUS BETWEEN FLIGHTS OF STAIRS. HANDRAIL BRACKET, BOLTED ) TO FLAT BAR RAIL SUPPORTS, 1/2" THICK STEEL ANGLE, 1/2" THICK STEEL ANGLE, G WELDED TO BOTTOM OF WELDED TO STEEL FLAT BAR WELDED TO STEEL FLAT BAR T IN RAIL SUPPORTS, AND BOLTED RAIL SUPPORTS, AND BOLTED H S HANDRAIL. O TO STEEL FLAT BAR AT ENDS TO STEEL FLAT BAR AT ENDS IG " E N 1/2" THICK STEEL FLAT BAR 2 OF GUARDRAIL. OF GUARDRAIL. H IR IL AT (2) 1/2" THICK STEEL FLAT BAR (2) 1/2" THICK STEEL FLAT BAR A 1/2" THICK STEEL ANGLE, R S RAIL SUPPORTS, BOLTED TO RAIL SUPPORTS, BOLTED TO D T WELDED TO STEEL FLAT BAR STEEL TEE AT BOTTOM. STEEL TEE AT BOTTOM. N A RAIL SUPPORTS, AND BOLTED A D E TO STEEL FLAT BAR AT ENDS STEEL TEE WELDED TO TOP OF H" R OF GUARDRAIL. 0 U STEEL CHANNEL -' S 3 A (2) 1/2" THICK STEEL FLAT BAR E RAIL SUPPORTS, BOLTED TO WALK-OFF CARPET AT (M STEEL TEE AT BOTTOM. LANDINGS STEEL TEE WELDED TO TOP OF STEEL CHANNEL REVISION WALK-OFF CARPET NOT SHOWN FOR CLARITY. STEEL CHANNEL AT FRONT METAL DECK AND CONCRETE EDGE OF LANDING, SEE DATE TOPPING, SEE STRUCTURAL STRUCTURAL NO. STEEL ANGLE LANDING 6" (STEEL TEE) STEEL CHANNEL STRINGER, SUPPORTS, SEE STRUCTURAL SEE STRUCTURAL EQ EQ STEEL CHANNEL STRINGER, 8" SEE STRUCTURAL (SPACE BETWEEN STRINGERS) ELEVATION - INNER GUARD/HANDRAIL TRANSITION SECTION - INNER RAIL AT ASCENDING STAIR SECTION - INNER RAIL BETWEEN STAIRS SECTION - INNER RAIL AT DESCENDING STAIR 2 3 4 5 SCALE: 1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" 4" MAX 4" MAX OPENING OPENING 6 8 A5.06 A5.06 1/2" THICK STEEL ANGLE, WELDED TO STEEL FLAT BAR STEEL HSS POST, SEE RAIL SUPPORTS, AND BOLTED STRUCTURAL FACE OF WALL TO STEEL FLAT BAR AT ENDS FACE OF WALL OF GUARDRAIL. STEEL CHANNELS AT LANDING, STEEL CHANNELS AT LANDING, SEE STRUCTURAL SEE STRUCTURAL STEEL TEE WELDED TO TOP OF STEEL TEE WELDED TO TOP OF STEEL CHANNEL STEEL CHANNEL STEEL CHANNELS AT LANDING, STEEL CHANNELS AT LANDING, SEE STRUCTURAL SEE STRUCTURAL TYPICAL GUARDRAIL TYPICAL GUARDRAIL SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 HANDRAIL, ABOVE. HANDRAIL, ABOVE. PROJECT: BUILDING IDENTIFIER: HANDRAIL BRACKET, ABOVE. HANDRAIL BRACKET, ABOVE. A.1 1/2" THICK STEEL ANGLE, STEEL ANGLE LANDING STEEL ANGLE LANDING WELDED TO STEEL FLAT BAR SUPPORTS, SEE STRUCTURAL SUPPORTS, SEE STRUCTURAL RAIL SUPPORTS, AND BOLTED STEEL HSS POST, SEE SHEET TITLE: TO STEEL FLAT BAR AT ENDS STRUCTURAL FACE OF WALL FACE OF WALL STAIR DETAILS OF GUARDRAIL. TOP OF STEEL HSS POST, SEE STRUCTURAL STEEL HSS POST, SEE STRUCTURAL LEAD: Designer DRAFTER: Author DATE: 01/21/22 DETAIL - LANDING CORNER RAIL STAIR-01 - PLAN DETAIL - LANDING CORNER RAIL STAIR-01 - SECTION DETAIL - LANDING CORNER RAIL STAIR-02 - PLAN DETAIL - LANDING CORNER RAIL STAIR-02 - SECTION SHEET: 6 7 8 9 A5.06 SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF 1' - 4" WALL ASSEMBLY PER PLANS CLR MIN NOTES: D " IN /2 M 1. LADDER MUST SUPPORT MIN. ROLLUDA ARCHITECTS, INC. 1 R 300 LBS. 4 L 105 S MAIN ST, #323 C SEATTLE, WA 98104 2. COORDINATE AND VERIFY METAL FASCIA PHONE (206)624-4222 FAX (206)624-4226 LADDER WITH CAR AND PLAN OPERATION CLEARANCES 4 1/2" CLR MIN 1' - 4" CLR MIN LOCATION FOR SUMP PUMP, SEE PLUMBING " MAINTAIN CLEAR AREA ON WALL DOOR HARDWARE/TRACK PER 2 FOR LADDER ACCESSIBILITY. ELEVATOR MANUFACTURER. IN COORDINATE WITH ADJACENT COORDINATE REQUIRED M CONSTRUCTION BLOCKING. R L C" 3/8" X 2" FLAT BAR ON SIDES 0 '- ELEVATOR PIT LADDER 4 ALIGN DOOR PER ELEVATOR LANDING FIN FLR MANUFACTURER 1" DIAMETER RUNGS WITH BRAKE METAL HEAD AND JAMB S KNURLING, DIMPLING, OR SKID- LINER N RESISTANT COATING. A L P HOT-ROLLED ANGLE AS R 4 E REQUIRED . DETAIL - ELEVATOR DOOR HEAD P H .C MOUNT WITH 1/2" DIAMETER 3 T O P EXPANSION ANCHOR WITH MIN. 4" SCALE: 3" = 1'-0" P " Y E 0 T - EMBEDMENT AT CONCRETE, OR TO D ' 1 BLOCKING AT FRAMED ASSEMBLY. IT P S TOP, MIDDLE, AND BOTTOM (MIN 6 FLOOR SLAB, PER STRUCTURAL IE ATTACHMENTS REQUIRED) R A V PIT FLR D BRAKE METAL JAMB LINER ELEVATION DOOR PER ELEVATOR MANUFACTURER ELEVATOR PIT PLAN DETAIL - PIT LADDER 1 2 THRESHOLD PER ELEVATOR SCALE: 1/2" = 1'-0" SCALE: 3/4" = 1'-0" MANUFACTURER SUPPORT ANGLE, WELDED TO PLATE EMBEDDED IN SLAB EDGE WALL ASSEMBLY PER PLANS DETAIL - ELEVATOR DOOR THRESHOLD (2ND LEVEL) 4 REVISION SCALE:3" = 1'-0" FLOOR FINISH PER FINISH PLANS DATE NO. FLOOR SLAB, PER STRUCTURAL BRAKE METAL JAMB LINER DOOR PER ELEVATOR MANUFACTURER THRESHOLD PER ELEVATOR MANUFACTURER SUPPORT ANGLE, WELDED TO PLATE EMBEDDED IN SLAB EDGE FOUNDATION WALL, PER STRUCTURAL DETAIL - ELEVATOR DOOR THRESHOLD (1ST LEVEL) 5 SCALE:3" = 1'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: ELEVATOR DETAILS LEAD: KW/RM DRAFTER: Author DATE: 01/21/22 SHEET: A5.07 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ROOM FINISH SCHEDULE Floor Wall Ceiling N E S W Number Name Material Finish Base Finish Material Finish Material Finish Material Finish Material Finish Material Finish Comments 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 / PT-1 ON GYP BD WD 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 / GYP BD PT-1 / GYP BD PT-1 ACP/ GYP BD / PT-1 ON GYP BD ACP TO MATCH CLG PLANS ACOUSTICAL ACOUSTICAL WD 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/ 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 FOREMEN/ SERVICEMEN 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/ CONCRETE CPT TILE 6" RB GYP BD PT-1 GYP BD PT-1 - - GYP BD PT-1 ACP ACP TO MATCH CLG PLANS SERVICEMEN 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 REVISION 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 DATE 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 NO. 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 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 (AT LANDING) RISERS. TREAD AND RISER IN A SINGLE RUBBER STAIR PIECE. CONTRAST STRIP FOR VISUALLY TREADS & RISERS IMPAIRED ST-2 STAIR 02 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 RUBBER CONTRASTING STAIR TREADS AND (AT LANDING) RISERS. TREAD AND RISER IN A SINGLE RUBBER STAIR PIECE. CONTRAST STRIP FOR VISUALLY TREADS & RISERS 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 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 NOTE: PROJECT: BUILDING IDENTIFIER: - ALL EXPOSED COLUMN TO BE PAINTED - TO MATCH WALL COLOR - ALL EXPOSED PIPES, CONDUITS TO BE PAINTED - TO MATCH WALL COLOR A.1 SHEET TITLE: ROOM FINISH SCHEDULE LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A6.01 SHEET OF DOOR SCHEDULE DOOR HARDWARE GROUPS DOOR HARDWARE GROUPS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 Door Frame Details SEATTLE, WA 98104 Fire Hardware Hardware Group #1 Hardware Group #11 PHONE (206)624-4222 FAX (206)624-4226 Mark Width Height Thickness Type Material Finish Rating Glazing U Value Type Material Finish Relite Head Jamb Sill Set Comments 2 ea. Cylinders 1E74 w/Brass Construction Cores 3 ea. Hinges FBB179NRP 4.5 x 4.5 Balance of Hardware By Door Manufacturer 1 ea. Passage Latch 45H0N 15M 630 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 1 ea. Closer QDC115 689 101A 14' - 0" 7' - 6" 0" E ALUM FF TG 0.4 MAX 6 ALUM FF ITG - - - 1 DEADLOCK & LEVER; EXIT INDICATOR; EGRESS LETTERING Hardware Group #2 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 101B 3' - 6" 7' - 0" 1 3/4" A WD CLR - 3 HM PT TG - - - 2 ELECTRIC LOCK - FAIL SECURE; CARD READER, NOTE 1 1 ea. Wall Stop 409 US32D 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 3 ea. Hinges FBB168NRP 4.5 x 4.5 1 ea. Gasket S88D (Head & Jambs) 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 1 ea. Electrified Hinge CC8-FBB168 4.5 x 4.5 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 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 1 ea. Final Core 1C72 Hardware Group #12 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 1 ea. Closer QDC115 689 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/ 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 2 ea. Hinges FBB179NRP 4.5 x 4.5 A7.20 1 ea. Wall Stop 409 US32D 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 103E 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 1 ALUM FF - 9/A7.20 10/A7.20,16/ 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM 3 ea. Silencers 608 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core A7.20 1 ea. Final Core 1C72 Hardware Group #3 1 ea. Closer QDC115 689 105A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 106A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 6 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Wall Stop 409 US32D 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 2 ea. Flush Bolts 555 1 ea. Gasket S88D (Head & Jambs) 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/ 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; PANIC HARDWARE, MANUAL OPERATED 1 ea. Floor Strike 570 1 ea. Power Supply By Access Control Contractor A7.20 SHADE SYSTEM 1 ea. Lockset 45H7D 15M 630 w/Brass Construction Core 1 ea. Door Position Switch By Access Control Contractor 1 ea. Final Core 1C72 1 ea. Card Access Reader By Access Control Contractor 107C 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 2 ea. Overhead Stops 1-x36 630 108A 5' - 0" 7' - 0" 1 3/4" D WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 3 CLASSROOM LOCK 2 ea. Silencers 608 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 Hardware Group #4 Hardware Group #13 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 2 ea. Hinges FBB179NRP 4.5 x 4.5 3 ea. Hinges FBB179NRP 4.5 x 4.5 110B 3' - 0" 7' - 0" 2 1/4" C ALUM FF ITG 1 ALUM FF - 9/A7.20 10/A7.20,11/ 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; CARD READER 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 1 ea. Passage Latch 45H0N 15M 630 A7.20 1 ea. Electrified Exit Device TS-MLR-2103A x 1703A 1 ea. Closer QDC115 689 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 1 ea. Cylinder 12E72 w/Brass Construction Core 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 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 1 ea. Final Core 1C72 1 ea. Wall Stop 409 US32D 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 1 ea. Closer QDC115 689 3 ea. Silencers 608 115A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 1 ea. Wall Stop 409 US32D 116A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 10 PASSAGE LATCH 1 ea. Gasket S88D (Head & Jambs) Hardware Group #14 121A 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 2 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 1 ea. Power Supply By Access Control Contractor 121B 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 2 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 1 ea. Door Position Switch By Access Control Contractor 3 ea. Hinges FBB179NRP 4.5 x 4.5 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/ 12/A7.20 9 ELECTRIC LOCK - FAIL SECURE; CARD READER 1 ea. Card Access Reader By Access Control Contractor 1 ea. Lockset 45H7R 15M 630 w/Brass Construction Core A7.20 1 ea. Final Core 1C72 1 ea. Wall Stop 409 US32D 122B 3' - 0" 7' - 0" 1 3/4" A WD CLR - - 3 HM PT TG 1/A6.02 2/A6.02 - 13 PASSAGE LATCH Hardware Group #5 3 ea. Silencers 608 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 10 ea. Hinges FBB179NRP 4.5 x 4.5 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 1 ea. Flush Bolt 555-48†Hardware Group #15 1 ea. Flush Bolt 555-12†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 1 ea. Floor Strike 570 3 ea. Hinges FBB168NRP 4.5 x 4.5 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 1 ea. Passage Latch 45H0N 15M 630 1 ea. Electrified Hinge CC8-FBB168 4.5 x 4.5 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 2 ea. Overhead Stops 9-x36 630 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 129A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 2 ea. Silencers 608 1 ea. Final Core 1C72 130A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 1 ea. Closer QDC115 689 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 131A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK Hardware Group #6 1 ea. Wall Stop 409 US32D 132A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 7 PRIVACY LOCK 1 ea. Gasket S88D (Head & Jambs) 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 1 ea. Continuous Hinge CFM-HD 1 ea. Power Supply By Access Control Contractor 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 1 ea. Exit Device 2101 630 (Exit Only) 1 ea. Door Position Switch By Access Control Contractor 1 ea. Closer QDC115 689 1 ea. Card Access Reader By Access Control Contractor 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 1 ea. Overhead Stop 6-x36 630 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 1 ea. Threshold 272A FHSL14 135A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH 1 ea. Door Bottom 315CN Hardware Group #16 136A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 18 PASSAGE LATCH 1 ea. Weather Strip By Frame Manufacturer 3 ea. Hinges FBB199NRP 4.5 x 4.5 US32D 137A 3' - 0" 7' - 0" 1 3/4" B WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 13 PASSAGE LATCH 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D 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/ 12/A7.20 6 EXIT ONLY - PANIC HARDWARE, MANUAL OPERATED SHADE SYSTEM Hardware Group #7 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core REVISION A7.20 1 ea. Final Core 1C72 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 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 ea. Closer/Stop Arm QDC113 689 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/ 12/A7.20 6 EXIT ONLY - PANIC HARDWARE 1 ea. Privacy 45H0LF 15M 630 VIN 1 ea. Threshold 172A FHSL14 A7.20 1 ea. Mop Plate K1050 6†x 1†LTDW 4BE630 1 ea. Door Bottom 315CN 140A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 3 HM PT TG 1/A6.02 2/A6.02 13 PASSAGE LATCH 1 ea. Wall Stop 409 US32D 1 ea. Weather Strip S88D (Head & Jambs) DATE 3 ea. Silencers 608 1 ea. Rain Guard 346C 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 1 ea. Power Supply By Access Control Contractor NO. 143A 12' - 0" 7' - 6" 0" E ALUM FF TG 6 ALUM FF TG 1 DEADLOCK & LEVER; EXIT INDICATOR; EGRESS LETTERING, NOTE 1 1 ea. Door Position Switch By Access Control Contractor 201A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 - 14 CLASSROOM LOCK Hardware Group #8 1 ea. Card Access Reader By Access Control Contractor 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 2 ea. Hinges FBB179NRP 4.5 x 4.5 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 1 ea. Electrified Hinge CC8-FBB179 4.5 x 4.5 Hardware Group #17 203A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 1/A6.02 2/A6.02 14 PRIVACY LOCK 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core 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 1 ea. Final Core 1C72 2 ea. Hinges FBB199NRP 4.5 x 4.5 US32D ST-1A 3' - 0" 7' - 0" 1 3/4" A WD CLR - 1 HM PT - 11 PASSAGE LATCH 1 ea. Closer QDC115 689 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core ST-2A 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT - 11 PASSAGE LATCH 1 ea. Wall Stop 409 US32D 1 ea. Final Core 1C72 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 1 ea. Sound Seals S773 (Head & Jambs) 1 ea. Closer/Stop Arm QDC113 689 ST-2C 3' - 0" 7' - 0" 1 3/4" A WD CLR 45 MIN. - 1 HM PT - 11 PASSAGE LATCH 1 ea. Automatic Door Bottom 4301CRL 1 ea. Threshold 172A FHSL14 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 1 ea. Power Supply By Access Control Contractor 1 ea. Door Bottom 315CN 1 ea. Door Position Switch By Access Control Contractor 1 ea. Weather Strip S88D (Head & Jambs) 1 ea. Card Access Reader By Access Control Contractor 1 ea. Rain Guard 346C 1 ea. Power Supply By Access Control Contractor DOOR TYPES 1 ea. Door Position Switch By Access Control Contractor Hardware Group #9 1 ea. Card Access Reader By Access Control Contractor 1 ea. Continuous Hinge CFM-HD-CPT WIDTH WIDTH 1 ea. Power Transfer Device CEPT-10 WIDTH DOOR WIDTH 1 ea. Electrified Lockset 45HW7DEU 15M 630 w/Brass Construction Core Hardware Group #18 WIDTH 6" 6" "0 5" 5" 1 ea. Final Core 1C72 - ' " 1 ea. Closer QDC115 689 3 ea. Hinges FBB179NRP 4.5 x 4.5 1 5 1 ea. Overhead Stop 6-x36 630 1 ea. Push Plate 70C 630 " T 1 ea. Threshold 272A FHSL14 1 ea. Pull Plate 110 x 70C 630 6- H 1 ea. Door Bottom 315CN 1 ea. Closer QDC115 689 T T ' T T IG H H 2 H H E 1 ea. Weather Strip By Frame Manufacturer 1 ea. Mop Plate K1050 6†x 1†LTDW 4BE630 IG IG IG IG H 1 ea. Power Supply By Access Control Contractor 1 ea. Kick Plate K1050 10†x 2†LTDW 4BE 630 E E " E "0 E R 1 ea. Door Position Switch By Access Control Contractor 1 ea. Wall Stop 409 US32D H H 6 H - H O - ' O 1 ea. Card Access Reader By Access Control Contractor 3 ea. Silencers 608 ' 1 D 3 FINISHED FLOOR Hardware Group #10 Hardware Group #19 A B C D E FLUSH PANEL VISION LITE FULL LITE DOUBLE FLUSH AUTOMATIC SLIDING DOOR 3 ea. Hinges FBB179NRP 4.5 x 4.5 3 ea. Hinges FBB179NRP 4.5 x 4.5 PANEL REFERENCE SPECIFICATION SECTION 08 42 29 FOR 1 ea. Passage Latch 45H0N 15M 630 1 ea. Passage Latch 45H0N 15M 630 DOOR AND SIDELITE CONFIGURATION AND DIMENSIONS 1 ea. Wall Stop 409 US32D 1 ea. Wall Stop 409 US32D 3 ea. Silencers 608 1 ea. Sound Seals S773 (Head & Jambs) 1 ea. Automatic Door Bottom 4301CRL FRAME WIDTH FRAME TYPES (DOOR WIDTH PLUS 3-1/2") TRANSOM BY (2 EQ SPACES) AUTOMATIC ENTRANCE MANUFACTURER 2" 1' - 6" 2" 1' - 0" 2" 2" 2" 2" 2" 2" 2" 2" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 WIDTH WIDTH WIDTH WIDTH PROJECT: "2 "2 T " BUILDING IDENTIFIER: H 7 " " 2 2 IG E T T T H H TH H H TH E IG A.1 M E IG IG IG IG A H E E E E R DOOR SCHEDULE - NOTES H H H H F R " " O SHEET TITLE: 6 6 O D 1. ALL WOOD DOORS TO BE SOLID CORE. DOOR SCHEDULE FINISHED FLOOR & TYPES 1 3/4" 1 3/4" 2. VERIFY ALL ROUGH OPENINGS AND JAMB DEPTHS PRIOR TO ORDERING. TYPE 1 TYPE 2 TYPE 3 TYPE 5 TYPE 6 SINGLE DOOR SINGLE DOOR DOUBLE DOOR AUTOMATIC ENTRANCE SYSTEM 3. U VALUE OF ALL EXTERIOR HM DOORS TO BE .37 OR BETTER. WITH SIDE LITE WITH SIDE LITE 4. LOCATE DOORS 4" FROM ADJACENT WALL AT HINGE SIDE TYPICAL UNO. LEAD: KW/RM DRAFTER: AM/VP 5. AUTO OPENER W/ SENSOR & BREAK AWAY PANELS. DATE: 01/21/22 DOOR AND FRAME TYPES 6. COORDINATE/ PROVIDE SECURITY & LOW VOLTAGE WIRING / KEY CARD ACCESS AT CARD READERS. SHEET: SCALE: 1/4" = 1'-0" A6.02 SHEET OF WINDOW SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE - NOTES Window Details Window Details Frame U-Valu Frame U-Valu 1. ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF ROLLUDA ARCHITECTS, INC. Mark Type Material Glazing e Width Height Jamb Sill Head Comments Mark Type Material Glazing e Width Height Jamb Sill Head Comments THE GLAZING IS WITHIN A 24" ARC, OR EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND 105 S MAIN ST, #323 WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60" ABOVE THE WALKING SURFACE SHALL BE SEATTLE, WA 98104 TEMPERED. PHONE (206)624-4222 W01 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 107 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 GLAZING SUBCONTRACTOR TO VERIFY LOCATION(S) OF ALL SAFETY GLAZING. FAX (206)624-4226 W02 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 W03 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 2. GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE DESCRIBED W04 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 IN ITEM 1 ABOVE, THAT MEETS ALL OF THE FOLLOWING CRITERIA: A. EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 9 SF. W05 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/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 B. EXPOSED BOTTOM EDGE GREATER THAN 36" ABOVE THE FLOOR. W06 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/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 C. EXPOSED TOP EDGE GREATER THAN 36" ABOVE THE FLOOR. W07 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 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 D. ONE OR MORE WALKING SURFACES WITH 26" ABOVE THE FLOOR. W08 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 W09 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 3. CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. W10 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 W11 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 4. CONTRACTOR TO VERIFY ALL WINDOW SIZES. W12 A ALUMINUM IG 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 W13 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 5. ALL EXTERIOR STOREFRONT FRAMES TO BE THERMALLY BROKEN. W14 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/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 6. ALL EXTERIOR WINDOWS TO RECEIVE ELECTRIC WINDOW SHADE SYSTEM. W15 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/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 W16 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/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 W17 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/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 W18 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 W 125 K ALUMINUM ITG 0.38 6' - 5" 9' - 6" 2/A7.31, 10/A7.31, 15/A7.31 13/A7.30 W19 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 2/A7.30, 3/A7.30 9/A7.20 7/A7.45 14/A7.31 W20 C ALUMINUM ITG 0.38 2' - 8" 9' - 6" 10/A7.20, 2/A7.30 15/A7.30 7/A7.45 W 126 K ALUMINUM TG - 5' - 2" 9' - 6" W21 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 6/A7.30, 1/A7.31 4/A7.30 9/A7.30 W 127 F ALUMINUM G - 14' - 0" 2' - 6" W22 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 6/A7.30, 1/A7.31 4/A7.30 9/A7.30 W 129 M ALUMINUM TG - 18' - 6" 9' - 6" W23 B ALUMINUM IG 0.38 3' - 4" 2' - 2" 3/A7.30, 6/A7.30 15/A7.30 7/A7.45 W 130 G ALUMINUM ITG 0.38 3' - 4" 10' - 0" 6/A7.30 16/A7.30 9/A7.30 W24 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 10/A7.20, 3/A7.30, 15/A7.30 7/A7.45 W 131 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 6/A7.30, 1/A7.31 W 132 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 W25 C ALUMINUM ITG 0.38 3' - 0" 9' - 6" 6/A7.30, 7/A7.30 15/A7.30 7/A7.45 W 133 F ALUMINUM G - 11' - 10" 2' - 6" 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, 16/A7.30 1/A7.45 10/A7.20 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 REVISION 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 DATE 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 NO. 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 WIDTH 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 " 0 W64 D2 ALUMINUM IG 0.38 3' - 0" 7' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 1- 1/A7.31 ' 5 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 01 - W70 F ALUMINUM IG 0.38 14' - 0" 2' - 6" 14/A7.31 13/A7.31 13/A7.30 ' T 5 W71 L ALUMINUM IG 0.38 23' - 4" 6' - 6" 2/A73.1, 10/A7.31, 4/A7.30 13/A7.30 WIDTH WIDTH H 11/A7.31 IG WIDTH WIDTH WIDTH WIDTH WIDTH EQ EQ WIDTH WIDTH E W72 D ALUMINUM IG 0.38. 3' - 0" 6' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 H W73 D ALUMINUM IG 0.38 3' - 0" 6' - 6" 3/A7.30, 6/A7.30, 4/A7.30 9/A7.30 T " T "0 G " " H 0 0 4 H 1 IN W74 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 1 1 -' Q -' D IG -' -' 1 E IGE 1 N W75 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 E 1 T 1 H A W76 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 T H H T L. H IG H Q W77 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 IG T E IG T E TH TH .O E H H E H T W78 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 H IG H IG IG IG M W79 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 "0 E E " E E O 1 H H " 6 H H R W80 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 -' 2- -' " F" " 7 ' 7 01 0 01 W81 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 "6 "6 5 "0 - 1- - W82 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 - " - "6 1 " ' 1 ' 1 ' 1 ' 3 6 ' 3 - " "6 -' 6 W83 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 ' 2 6 1 - ' FINISHED FLOOR 1 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 TYPE A TYPE B TYPE C TYPE D TYPE D2 TYPE E TYPE F TYPE G TYPE H TYPE J 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 WIDTH WIDTH WIDTH W88 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 EQ EQ EQ EQ 10' - 7 1/4" 7' - 8 3/4" EQ EQ W89 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 3 EQ SPACES 2 EQ SPACES W90 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 10/A7.20, 6/A7.30 16/A7.30 9/A7.30 " " 4 4 W91 A ALUMINUM ITG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 -' -' SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 W92 G ALUMINUM ITG 0.38 3' - 4" 10' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 2 T 2 PROJECT: H W93 G ALUMINUM ITG 0.38 2' - 8" 10' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 BUILDING IDENTIFIER: IG W94 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 T E T H H H W95 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 IG IG E E W96 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 H H A.1 W97 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 " 4 EQ SPACES W98 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 6 - SHEET TITLE: W99 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 ' 3 "6 WINDOW W 100 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 FINISHED FLOOR SCHEDULE W 101 A ALUMINUM IG 0.38 3' - 0" 6' - 0" 2/A7.30, 3/A7.30 16/A7.30 9/A7.30 TYPE K TYPE L TYPE M W 102 H ALUMINUM ITG 0.38 3' - 1" 8' - 0" 2/A7.30, 7/A7.30 16/A7.30 9/A7.30 INTERIOR FIXED W 103 H ALUMINUM ITG 0.38 5' - 2" 8' - 0" 2/A7.30, 3/A7.30, 16/A7.30 9/A7.30 WINDOW 10/A7.30 LEAD: KW/RM 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 WINDOW TYPES DRAFTER: VP/NH DATE: 01/21/22 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" SHEET: A6.03 SHEET OF SPECIALTY EQUIPMENT SCHEDULE ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 Type Mark Keynote Description Manufacturer Model Comments SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 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 Sony Professional FW-55BZ40H OFOI - CONTRACTOR TO PROVIDE BACKING / BLOCKING BRAVIA FW-55BZ40H combines bright 4K HDR image quality with easy operation, flexible networking/control and extensive integration options. 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 REVISION DATE NO. SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: FURNITURE / EQUIPMENT SCHEDULE LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A6.04 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 WALL LEGEND TYPICAL PARTITION CONFIGURATION NOTES SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 WALL TYPE FIRE RATING CORE THICKNESS STRUCTURE 1. THE PARTITION TYPE DESIGNATION IS A 4 DIGIT 3. ALSO SEE EXTERIOR WALL SECTIONS AND 6. ALL GYPSUM BOARD IS TO BE 5/8" THICK, TYPE 10. SEE STRUCTURAL FOR SIZE, GAUGE AND/OR CORE MATERIAL ASSEMBLY # CODE THAT INCLUDES THE CORE TYPE & DETAILS FOR ADDITIONAL WALL/PARTITION "X", UNO. REINFORCEMENT. ASSEMBLY CONFIGURATION, FIRE RATING FRAMING NOT SPECIFICALLY IDENTIFIED ON A MTL STUD # (SEQUENTIAL 0 NOT RATED 1 1 5/8" FRAMING STUDS AND GWB, WHERE OCCURS, (WHERE APPLICABLE), & CORE THICKNESS. AN 'S' THE FLOOR PLANS. 7. SEE PROJECT SPECIFICATIONS FOR LIGHT 11. REFER TO SHEET A8.17 FOR TYP FRAMING AT # FOR WALL CONTINUOUS TO UNDERSIDE OF AT THE END OF THE CODE INDICATES AN GAGE METAL SUPPORT FRAMING AND DOORS. ASSEMBLY) 1 1 HOUR 2 2 1/2" FRAMING STRUCTURE ACOUSTICAL WALL ASSEMBLY 4. ALL FIRE RATED ASSEMBLIES ARE BASED ATTACHMENT, GYPSUM BOARD, THERMAL BRACE WHERE REQUIRED. BRACING UPON IBC/ICC, UL, US GYPSUM AND CURRENT INSULATION, ACOUSTIC TREATMENT, TRIM, 12. PROVIDE COMPENSATION CHANNEL AT TOP 3 3 5/8" FRAMING NOT ALLOWED WHEN STRUCTURE IS CORE TYPE & ASSEMBLY EDITION OF GYPSUM ASSOCIATION FIRE AND ACCESSORIES. OF WALL WHEN ATTACHED DIRECTLY TO OPEN TO VIEW IN PUBLIC AREAS FIRE RATING RESISTANCE DESIGN MANUAL GA-600. FIRE STRUCTURAL FRAMING/DECK. 6 6" FRAMING UNO. CORE THICKNESS RATED PARTITIONS ARE TO BE CONSTRUCTED 8. BLOCKING / BACKING IS REQUIRED AT THE CEILING AS SCHEDULED IN ACCORDANCE WITH THE REQUIREMENTS FOLLOWING LOCATIONS: 8 8" FRAMING 'S' INDICATES OF THE TESTING AGENCY(IES) LISTED. REFER A. WALL MOUNTED CABINETS ACOUSTICAL INSULATION TO SPECIFIC TEST REPORTS FOR REQUIRED B. WALL MOUNTED ACCESSORIES AND # OR AS NOTED, SEE PARTITION CONSTRUCTION TYPES WALL TYPE TAG: A#.#.#S COMPONENTS AND ASSEMBLY. EQUIPMENT SEE DETAIL C. WALL MOUNTED DOORSTOPS 5. ALL NON-STRUCTURAL PARTITIONS ARE TO BE D. WALL MOUNTED DOOR HOLD-OPEN FLOOR 2. PARTITION TYPE INDICATORS ARE NOTED ON CONSTRUCTED IN ACCORDANCE WITH THE DEVICES AND OR CLOSERS FLOOR PLANS. SEE CODE PLANS FOR REQUIREMENTS OF THE SPECIFICATIONS, E. OTHER LOCATIONS AS REQUIRED BY LOCATION AND EXTENT OR LIMITS OF RATED MATERIALS MANUFACTURER, AND INDUSTRY THE ARCHITECT AND INDUSTRY PARTITIONS. STANDARDS. STANDARDS. F. HANDRAILS PER PLAN CORE GA FILE NO. WP 1072 CORE CORE CORE CORE COREVARIESCORE (AT 1 HOUR RATED) 5/8" GWB 5/8" GWB TWO LAYERS OF 5/8" GWB 5/8" GWB 5/8" GWB ACOUSTICAL INSULATION, ACOUSTICAL INSULATION, ACOUSTICAL INSULATION, ACOUSTICAL INSULATION, ACOUSTICAL INSULATION, ACOUSTICAL INSULATION, AS NOTED AS NOTED AS NOTED AS NOTED AS NOTED AS NOTED MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. (2) LAYERS OF 5/8" FIRE SHIELD (2) LAYERS OF 5/8" FIRE SHIELD 5/8" GWB 5/8" GWB GYPSUM BOARD (NATIONAL GYPSUM BOARD (NATIONAL MTL STUDS @ 16" O.C. FINISH PER SCHEDULE GYPSUM COMPANY) WITH GYPSUM COMPANY) WITH TIE STUDS TOGETHER AT 4' FINISH PER SCHEDULE LAMINATING COMPOUND PER LAMINATING COMPOUND PER O.C. HORIZONTALLY OR UL V497 UL V497 VERTICALLY WHEN STUDS ARE LESS THAN 3-5/8" IN DEPTH FINISH PER SCHEDULE FINISH PER SCHEDULE FINISH PER SCHEDULE UL NUMBER: V497 (1-HOUR RATED) UL NUMBER: V497 (1-HOUR RATED) WALL TYPE A1 WALL TYPE A2 WALL TYPE A3 WALL TYPE A4 WALL TYPE A5 WALL TYPE A6 SCALE: 1" = 1'-0" SCALE:1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE:1" = 1'-0" SCALE: 1" = 1'-0" GA FILE NO. WP 8007 (AT 1 HOUR RATED) PER PLAN CORE CORE METAL PANEL PER ELEVATION CORE METAL PANEL PER ELEVATION CORE METAL PANEL PER ELEVATION CORE VARIES CORE 4" NOM. CMU METAL FURRING METAL FURRING 4" NOM. CMU METAL FURRING 2" AIR SPACE (2" @ MP-1 & MP-2, 1" @ MP-3) (2" @ MP-1 & MP-2, 1" @ MP-3) 2" AIR SPACE (2" @ MP-1 & MP-2, 1" @ MP-3) 2" THERMAL SPACER CLIP 2" THERMAL SPACER CLIP 2" THERMAL SPACER CLIP 2" THERMAL SPACER CLIP 2" THERMAL SPACER CLIP XPS RIGID INSULATION (R-10) XPS RIGID INSULATION (R-10) XPS RIGID INSULATION (R-10) XPS RIGID INSULATION (R-10) XPS RIGID INSULATION (R-10) AIR/ WRB REVISION AIR/ WRB AIR/ WRB AIR/ WRB AIR/ WRB 1/2" GYPSUM SHEATHING 1/2" GYPSUM SHEATHING (5/8" TYPE X 1/2" GYPSUM SHEATHING 1/2" GYPSUM SHEATHING 1/2" GYPSUM SHEATHING BATT INSULATION (R-21 MIN.) AT RATED WALL) MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. MTL STUDS @ 16" O.C. VAPOR RETARDER MTL STUDS @ 16" O.C. BATT INSULATION (R-21 MIN.) BATT INSULATION (R-21 MIN.) BATT INSULATION (R-21 MIN.) 6" MTL STUDS @ 16" O.C. BATT INSULATION (R-21 MIN.) VAPOR RETARDER 5/8" GWB 1/4" VERTICAL SUBSTRATE BOARD DATE 3 5/8" MTL STUDS @ 16" O.C. VAPOR RETARDER 5/8" GWB (NIC PART OF FUTURE TI) FINISH PER SCHEDULE 2" POLYISO INSULATION 5/8" GWB NO. SBS MODIFIED BITUMEN BASE FLASHING 5/8" TYPE 'X' GWB FINISH PER SCHEDULE ENERGY CODE INFORMATION: ENERGY CODE INFORMATION: ENERGY CODE INFORMATION: ENERGY CODE INFORMATION: 0.68 INTERIOR AIR FILM 0.68 INTERIOR AIR FILM 0.68 INTERIOR AIR FILM 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.5625 5/8" GWB 0.14 VAPOR RETARDER 0.5625 5/8" GWB 0.14 VAPOR RETARDER 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.14 VAPOR RETARDER 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL 0.45 1/2" GYPSUM SHEATHING 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 0.1689 AIR/ WRB 0.1689 AIR/ WRB 0.1689 AIR/ WRB 10.0 RIGID INSULATION 0.45 1/2" GYPSUM SHEATHING 0.45 1/2" GYPSUM SHEATHING 10.0 RIGID INSULATION 0.0 METAL PANEL 10.0 RIGID INSULATION 10.0 RIGID INSULATION 0.0 METAL PANEL 0.17 EXTERIOR AIR FILM 0.80 4" CMU 0.80 4" CMU 0.17 EXTERIOR AIR FILM 0.17 EXTERIOR AIR FILM 0.17 EXTERIOR AIR FILM 18.9589 SYSTEM R-VALUE 19.5214 SYSTEM R-VALUE 0.05275 SYSTEM U-VALUE 20.3214 SYSTEM R-VALUE 21.4003 SYSTEM R-VALUE 0.0512 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT 0.0492 SYSTEM U-VALUE 0.0467 SYSTEM U-VALUE 0.055 PRESCRIPTIVE REQUIREMENT 0.055 PRESCRIPTIVE REQUIREMENT 0.055 PRESCRIPTIVE REQUIREMENT WALL TYPE A8 WALL TYPE A8 SIM WALL TYPE A10 WALL TYPE A12 WALL TYPE A16 SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE:1" = 1'-0" SCALE: 1" = 1'-0" PER PLAN PER PLAN METAL PANEL PER ELEVATION CORE CORE CORE CORE VARIES CORE METAL FURRING (2" @ MP-1 & MP-2, 1" @ MP-3) 5/8" GWB 2" THERMAL SPACER CLIP 1" GYP SHAFT LINER PANEL ACOUSTICAL INSULATION, XPS RIGID INSULATION (R-10) AS NOTED ACOUSTICAL INSULATION, AIR/ WRB AS NOTED 3 5/8" MTL STUDS @ 16" O.C. 1/2" GYPSUM SHEATHING (2) LAYERS OF 5/8" FIRE SHIELD 6" MTL STUDS @ 16" O.C. C-H STUDS @ 16" O.C. GYPSUM BOARD (NATIONAL GYPSUM COMPANY) WITH 3 5/8" MTL STUDS @ 16" O.C. LAMINATING COMPOUND PER BATT INSULATION (R-21 MIN.) 5/8" GWB UL V497 VAPOR RETARDER FINISH PER SCHEDULE 5/8" GWB SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1-HR ASSEMBLY FIRE TESTED AS HORIZONTAL PROJECT: ENERGY CODE INFORMATION: ASSEMBLY AER-09038 (1-HOUR) UL V497 BUILDING IDENTIFIER: 0.68 INTERIOR AIR FILM 0.5625 5/8" GWB 0.14 VAPOR RETARDER A.1 7.35 6" METAL STUD @ 16" O.C. WITH R-21 BATT INSUL. 0.91 UNVENTILATED AIR CAVITY 0.45 1/2" GYPSUM SHEATHING SHEET TITLE: 0.1689 AIR/ WRB DETAILS -WALL 10.0 RIGID INSULATION ASSEMBLIES 0.0 METAL PANEL 0.17 EXTERIOR AIR FILM 20.6003 SYSTEM R-VALUE 0.0485 SYSTEM U-VALUE LEAD: KW/RM 0.055 PRESCRIPTIVE REQUIREMENT DRAFTER: MM/VP DATE: 01/21/22 WALL TYPE A18 WALL TYPE A19 WALL TYPE A22 SHEET: SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" A7.01 SHEET OF SIMPLEX NAILS PREFIN STANDING SIMPLEX NAILS PREFIN STANDING SIMPLEX NAILS PREFIN STANDING @8" O.C. SEAM PARAPET CAP @8" O.C. SEAM PARAPET CAP @8" O.C. SEAM PARAPET CAP 3/4" PLYWD EXT GRADE 3/4" PLYWD EXT GRADE 3/4" PLYWD EXT GRADE SLOPE ROOFING SEALANT SLOPE ROOFING SEALANT SLOPE ROOFING SEALANT T.O. PARAPET T.O. PARAPET T.O. PARAPET ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 /- POLYISO INSUL /- /- SEATTLE, WA 98104 POLYISO INSUL +" +" POLYISO INSUL +" PHONE (206)624-4222 2X BLOCKING FAX (206)624-4226 2X BLOCKING /4 /4 2X BLOCKING /4 " 3 " 3 " 3 4 SAM 3 4 SAM 3 4 SAM 3 " " " 8 8 8 1X BLOCKING 1X BLOCKING 1X BLOCKING GASKETED HEX CONT MTL GASKETED HEX HEAD HEAD SCREWS " " SCREWS @18" O.C. " 3 FLASHING OVER 3 3 PERF CLEAT CONT MTL CLEAT CONT MTL CLEAT AIR / WRB AIR / WRB GASKETED HEX HEAD 20GA PERF 20GA PERF Z-CLOSURE 1/2" SCREWS @18" O.C. " Z-CLOSURE " 6 6 WALL CAP FLASHING CONT MTL CONT MTL BEYOND " " 3 FLASHING OVER 3 FLASHING OVER THERMAL SPACER SYSTEM PERF CLEAT PERF CLEAT 1" VERT Z-GIRT 2" VENTED HORIZ HAT 2" VENTED HORIZ 1/2" CHANNEL 1/2" HAT CHANNEL MP-3 METAL PANEL THERMAL SPACER SYSTEM MP-2 METAL PANEL 22GA 4" WIDE CONT THERMAL SPACER SYSTEM MP-1 METAL PANEL HORIZ GALV MTL STRAP 22GA 4" WIDE CONT 24GA 4" WIDE CONT HORIZ WALL ASSEMBLY, PER SECTION WALL ASSEMBLY, PER SECTION WALL ASSEMBLY, PER SECTION AIR / WRB HORIZ GALV MTL STRAP GALV MTL STRAP SBS MODIFIED BITUMEN SBS MODIFIED BITUMEN SBS MODIFIED BITUMEN WALL CAP @ MP-3 BASE FLASHING WALL CAP @ MP-2 BASE FLASHING WALL CAP @ MP-1 BASE FLASHING 9 5 1 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" MP-3 METAL PANEL MP-1 METAL PANEL MP-1 METAL PANEL 4" 2" PREFIN JAMB TRIM W/ 2" 2" PREFIN JAMB TRIM W/ 2" 2" PREFIN JAMB TRIM 1'-0" MIN PREFIN CORNER PREFIN CORNER HEMMED EDGE HEMMED EDGE W/ HEMMED EDGE & TRIM W/ HEMMED TRIM W/ HEMMED Z-CLOSURE TYP 4" 1/2" JOINT W/ SEALANT 1/2" JOINT W/ SEALANT EDGE EDGE & BACKER ROD & BACKER ROD 1/2" JOINT W/ SEALANT & 4" BACKER ROD MP-3 METAL PANEL W/ MP-2 METAL PANEL MP-2 METAL PANEL FOAM CLOSURE " ADHERED IN SEALANT /4 3 1 " " N N 4 4 A " A L N 2 L A P L P E E E P " E S E 2 S VERTICAL REINFORCING VERTICAL REINFORCING , ES " , STRIP AIR / WRB STRIP AIR / WRB YL , /2 YL B Y 1 B CENTERED ON CORNER, CENTERED ON CORNER, M LB M 12" EA SIDE 12" EA SIDE E E S M S 2" VENTED HORIZ S E S 2" VENTED HORIZ A SS " A HAT CHANNEL HAT CHANNEL 6 L L L AL L THERMAL SPACER SYSTEM A L A THERMAL SPACER SYSTEM W A W W MP-1 METAL PANEL MP-2 METAL PANEL AIR / WRB 2" VENTED HORIZ 1" VERT. Z-GIRT AIR / WRB HAT CHANNEL THERMAL SPACER SYSTEM VAPOR RETARDER THERMAL SPACER SYSTEM VAPOR RETARDER 1" VERT Z-GIRT 2" VENTED HORIZ 2" VENTED HORIZ HAT THERMAL SPACER SYSTEM HAT CHANNEL CHANNEL AIR / WRB AIR / WRB AIR / WRB WALL ASSEMBLY, PER PLAN VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER WALL ASSEMBLY, PER PLAN WALL TRANSITION HORIZ @ EAST STAIR WALL TRANSITION HORIZ @ MP-1 / MP-3 WALL TRANSITION HORIZ @ MP-1 / MP-2 WALL CORNER OUTSIDE @ MP-2 WALL CORNER OUTSIDE @ MP-1 18 14 10 6 2 REVISION SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" MP-2 METAL PANEL MP-2 METAL PANEL MP-2 METAL PANEL MP-3 METAL PANEL VERTICAL REINFORCING VERTICAL REINFORCING VERTICAL REINFORCING AIR/WRB 2" 2" PREFIN JAMB TRIM W/ STRIP AIR / WRB CENTERED STRIP AIR / WRB CENTERED DATE STRIP AIR / WRB CENTERED THERMAL SPACER SYSTEM HEMMED EDGE ON CORNER, 12" EA SIDE ON CORNER, 12" EA SIDE ON CORNER, 12" EA SIDE 2" VENTED HORIZ HAT 1/2" JOINT W/ SEALANT 2" VENTED HORIZ AIR / WRB NO. AIR / WRB CHANNEL & BACKER ROD HAT CHANNEL THERMAL SPACER SYSTEM PREFIN CORNER TRIM THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE STRIP MP-2 METAL PANEL 1 1/2" HEMMED EDGE 2" VENTED HORIZ PERF SS VENTED CLOSURE 2" FASTENED W/ SEALANT 2" HAT CHANNEL 2" VENTED HORIZ FLUID APPLIED MEMBRANE STRIP PREFIN JAMB TRIM PREFIN CORNER TRIM HAT CHANNEL OVER THRU-WALL FLASHING N HEMMED EDGE HEMMED EDGE A 2" PREFIN MTL SILL FLASHING L MP-3 METAL PANEL W/ MP-2 METAL PANEL PREFIN CORNER TRIM " HEMMED DRIP EDGE W/ (+) P HEMMED EDGE 4 " E " FOAM CLOSURE ADHERED " SLOPE & UPTURNED E 2 IN SEALANT 2 FASTENED W/ SEALANT /41 FOLDED END DAMS EA END S , SBS MODIFIED BITUMEN DIM PT YL N BASE FLASHING B N AL PRECAST CONC M A "3 Q E L P E 1" SILL W/ DRIP EDGE S P R S R E " P WEEP @ EVERY 24" 6 A E , L P Y L , L Q A Y B " E CMU W/ GROUT W LB M 2 E M S E S 24 GA SS THRU-WALL S S A FLASHING W/ SOLDERED END 2" VENTED HORIZ L A L DAMS AT ENDS & 1/4" HEMMED HAT CHANNEL L A L DRIP EDGE 1" VERT Z-GIRT A W W 22GA 4" WIDE CONT HORIZ THERMAL SPACER SYSTEM 1 3/4" GALV MTL STRAP WALL ASSEMBLY, PER PLAN AIR / WRB AIR / WRB VAPOR RETARDER THERMAL SPACER SYSTEM 1" VERT Z-GIRT VAPOR RETARDER WALL CORNER INSIDE @ MP-2/PARAPET WALL TRANSITION VERT @ MP-2,CMU WALL TRANSITION HORIZ @ MP-2 / MP-3 WALL CORNER INSIDE @ MP-2, MP-3 WALL CORNER INSIDE @ MP-2 (M-1SIM) 19 15 11 7 3 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" AIR / WRB OVERLAP SELF XPS INSUL WALL ASSEMBLY, PER PLAN ADHERED FLASHING WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN AIR / WRB OVERLAP SELF WALL ASSEMBLY, PER PLAN AIR / WRB OVERLAP SELF GROUT AIR / WRB OVERLAP SELF ADHERED FLASHING ADHERED FLASHING CMU ADHERED FLASHING CMU MASONRY VENEER ANCHOR THERMAL SPACER SYSTEM THERMAL SPACER SYSTEM MP-3 METAL PANEL DAMPPROOFING FLUID APPLIED MEMBRANE 2" VENTED HORIZ 2" VENTED HORIZ STRIP OVER THRU-WALL FLASHING THERMAL SPACER SYSTEM HAT CHANNEL HAT CHANNEL MORTAR NET MP-2 METAL PANEL FLUID APPLIED FLUID APPLIED MEMBRANE STRIP 24 GA SS THRU-WALL FLASHING MEMBRANE STRIP FLUID APPLIED PERF SS VENTED 1 1/2" HEMMED DRIP EDGE W/ (+) SLOPE & SOLDERED END DAMS AT ENDS " 2" VERT Z-GIRT " MEMBRANE STRIP " CLOSURE 0 0 0 XPS INSUL -' -' -' MP-1 METAL PANEL W/ 1 PERF SS VENTED 1 PERF SS VENTED 1 FOAM CLOSURE " GROUT CLOSURE SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 4 CLOSURE ADHERED IN SEALANT VERT WEEPS IN MORTAR PROJECT: @24" O.C. MAX SS HEMMED DRIP FLASHING SS HEMMED DRIP FLASHING SS HEMMED DRIP FLASHING BUILDING IDENTIFIER: LEVEL 1 " W/ (+) SLOPE & UPTURNED " W/ (+) SLOPE & UPTURNED " W/ (+) SLOPE & UPTURNED SUBGRADE W/ (+) SLOPE 4 " FOLDED END DAMS AT ENDS 4 " FOLDED END DAMS AT ENDS 4 " FOLDED END DAMS AT ENDS /4 /4 /4 1 1 1 RIVER ROCK LEVEL 1 LEVEL 1 LEVEL 1 A.1 SS HEMMED COVER SS HEMMED COVER SS HEMMED COVER FLASHING W/ (+) SLOPE FLASHING W/ (+) SLOPE FLASHING W/ (+) SLOPE & SOLDERED END & SOLDERED END & SOLDERED END SHEET TITLE: DAMS AT ENDS DAMS AT ENDS DAMS AT ENDS DETAILS - RIVER ROCK PER CONC PAVING PER CIVIL RIVER ROCK EXTERIOR - WALL LANDSCAPE SUBGRADE W/ (+) SLOPE SUBGRADE W/ (+) SLOPE SUBGRADE W/ (+) SLOPE XPS INSUL XPS INSUL 1/4" CONT SELF ADHERED FLASHING, EXTEND 9" DN VERT XPS INSUL SELF ADHERED FLASHING, SELF ADHERED FLASHING, LEAD: KW/RM SEALANT FACE OF FDN, APPLY SECOND SHEET EXTEND 9" DN VERT FACE EXTEND 9" DN VERT FACE 3" XPS INSUL EXTENDING UNDER SS THRU-WALL FLASHING, CONT 1/4" SEALANT SELF ADHERED FLASHING, CONT 1/4" SEALANT OF FDN CONT 1/4" SEALANT OF FDN DRAFTER: MM CONC FDN/ SLAB EXTEND 9" DN VERT FACE WRAPPING OVER GROUT & CMU CONC FDN & SLAB CONC FDN & SLAB DAMPPROOFING CONC FDN & SLAB DAMPPROOFING DATE: 01/21/22 PER STRUCT OF FDN CONC FDN/ SLAB PER STRUCT PER STRUCT PER STRUCT PER STRUCT SHEET: WALL BASE @ CMU, FTG WALL BASE @ CMU WALL BASE @ MP-3 DAMPPROOFING WALL BASE @ MP-2 (MP-1 SIM) WALL BASE @ MP-1, (MP-2 SIM) A7.10 20 16 12 8 4 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, SEE PLAN MP-3 METAL PANEL MP-1 METAL PANEL MP-1 METAL PANEL 1" VERT Z-GIRT 2" HORIZ HAT TRACK 2" HORIZ HAT TRACK ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 THERMAL SPACER SYSTEM THERMAL SPACER SYSTEM THERMAL SPACER SYSTEM SEATTLE, WA 98104 PHONE (206)624-4222 FLUID APPLIED FAX (206)624-4226 FLUID APPLIED FLUID APPLIED MEMBRANE STRIP MEMBRANE STRIP MEMBRANE STRIP CONT PERF SS VENTED CLOSURE CONT PERF SS VENTED CONT PERF SS VENTED " FOAM CLOSURE 4 CLOSURE CLOSURE " " " ADHERED IN SEALANT /41 WINDOW RO /41 WINDOW RO /41 WINDOW RO " 1 PREFIN SHEET MTL DRIP PREFIN SHEET MTL DRIP PREFIN SHEET MTL DRIP FLASHING W/ (+) SLOPE & FLASHING W/ (+) SLOPE & FLASHING W/ (+) SLOPE & WALL ASSEMBLY, PER PLAN UPTURNED FOLDED END UPTURNED FOLDED END UPTURNED FOLDED END DAMS AT ENDS DAMS AT ENDS DAMS AT ENDS PREFIN MTL CLEAT CONT SEALANT CONT SEALANT CLOSED CELL BRAKE METAL BRAKE METAL CONT PERF SS SPRAY FOAM MIN VENTED CLOSURE 1.5" THICK XPS INSUL XPS INSUL BRAKE METAL METAL PANEL AIR / WRB AIR / WRB AIR / WRB AIR / WRB WALL TRANSITION VERT @ MP-3 WALL TRANSITION VERT @ MP-2 WALL TRANSITION VERT @ MP-1 DRIP FLASHING 9 5 1 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SEAL PENETRATION PERIMETER W/ POLYURETHANE SEALANT AIR / WRB AIR / WRB AIR / WRB BRAKE METAL BRAKE METAL BRAKE METAL FLUID APPLIED MEMBRANE STRIP FLUID APPLIED FLUID APPLIED CONT PERF SS VENTED MEMBRANE STRIP MEMBRANE STRIP CLOSURE CONT PERF SS VENTED CONT PERF SS VENTED PREFIN SHEET MTL CLOSURE CLOSURE HEMMED DRIP FLASHING PIPE PER MECH W/ (+) SLOPE & " " PREFIN SHEET MTL 4 " UPTURNED FOLDED END 4 PREFIN SHEET MTL /4 DAMS AT ENDS " " HEMMED DRIP FLASHING 1 /41 HEMMED DRIP FLASHING /41 W/ (+) SLOPE & W/ (+) SLOPE & UPTURNED FOLDED END " " " UPTURNED FOLDED END " DAMS AT ENDS OVERLAPPED /4 2 2 DAMS AT ENDS 2 PENETRATION COVER 1 PREFIN SHEET MTL DRIP 1/2" FLUID APPLIED FLASHING 1/2" CONT PERF MTL CLEAT PREFIN SHEET MTL DRIP MEMBRANE, FLASHING EXTENDING MIN 3" 1/2" ONTO PIPE & MIN 4" FOAM CLOSURE 2" VERT Z-GIRT MTL Z-CLOSURE SET ONTO AIR/WRB IN ALL ADHERED IN SEALANT IN SEALANT DIRECTIONS THERMAL SPACER 2" HORIZ VENTED 2" HORIZ VENTED SYSTEM HAT TRACK HAT TRACK THERMAL SPACER THERMAL SPACER SYSTEM MP-3 METAL PANEL SYSTEM MP-2 METAL PANEL MP-1 METAL PANEL WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN PIPE PENETRATION VERT @ MP-1 WALL TRANSITION VERT @ MP-3 WALL TRANSITION VERT @ MP-2 WALL TRANSITION VERT @MP-1 14 10 6 2 REVISION NTS SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" BRAKE METAL SEALANT & BACKER ROD 1/2" JT EA SIDE DATE PREFIN JAMB TRIM W/ HEMMED EDGE NO. CLOSED CELL WINDOW RO WINDOW RO MP-3 METAL PANEL W/ SPRAY FOAM MIN FOAM CLOSURE ADHERED N 1.5" THICK IN SEALANT A L P PIPE PER MECH 6" 1" VERT Z-GIRT R E THERMAL SPACER SYSTEM P FLUID APPLIED , Y MEMBRANE, AIR / WRB L B EXTENDING MIN 3" M VAPOR RETARDER E ONTO PIPE & MIN 4" S ONTO AIR/WRB IN ALL S A DIRECTIONS " N L 6 A L L A P W R E P , Y L B M E AIR / WRB S S METAL PANEL A L L A SEAL PENETRATION W PERIMETER W/ POLYURETHANE SEALANT PIPE PENETRATION HORIZ @ MP-1 WALL TRANSITION HORIZ @ MP-3 15 11 NTS SCALE: 3" = 1'-0" WALL ASSEMBLY PER PLAN WALL ASSEMBLY, PER PLAN CMU MP-3 METAL PANEL LINE OF PRECAST CONC SILL ABOVE AIR / WRB AIR / WRB DRIP FLASHING DRIP FLASHING WINDOW RO URETHANE FOAM URETHANE FOAM N SEALANT SEALANT AL SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 AIR / WRB P " PROJECT: R /4 E 1 BUILDING IDENTIFIER: P 6 , Y L B M A.1 E S S LIGHT FIXTURE, LIGHT FIXTURE, A VERTICAL LL REINFORCING 6 SHEET TITLE: PER ELEC PER ELEC A STRIP AIR / WRB ID DETAILS - OVERLAPPED OVERLAPPED W CENTERED ON R EXTERIOR - WALL " G PENETRATION COVER PENETRATION COVER CORNER, 2/ O 12" EA SIDE 1 T MOUNTING BOCK MOUNTING BOCK 2 D '- U 1 T S LEAD: KW/RM . DRAFTER: VP/NH .O F VAPOR RETARDER DATE: 01/21/22 SHEET: LIGHT FIXTURE @ MP-3 LIGHT FIXTURE @ MP-1, MP-2 WALL CORNER INSIDE @ CMU A7.11 20 16 4 NTS NTS SCALE:3" = 1'-0" SHEET OF MP-2 METAL PANEL WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN GLAZING AS SCHEDULED AIR / WRB AIR / WRB 3 1/2" 2" VENTED HORIZ. MP-2 METAL PANEL MP-1 METAL PANEL HAT CHANNEL 1/2" JOINT W/ SEALANT ALUMINUM 2" VENTED HORIZ. 2" VENTED HORIZ. DOOR RO & BACKER ROD STOREFRONT FRAME HAT CHANNEL HAT CHANNEL THERMAL SPACER SYSTEM THERMAL SPACER SYSTEM ROLLUDA ARCHITECTS, INC. PREFIN MTL JAMB TRIM 105 S MAIN ST, #323 FLASHING, WET SET IN CONT BED FLUID APPLIED FLUID APPLIED SEATTLE, WA 98104 WINDOW RO PHONE (206)624-4222 OF SEALANT & STRIP IN EDGES MEMBRANE STRIP MEMBRANE STRIP FAX (206)624-4226 W/ FLUID APPLIED MEMBRANE ALUMINUM BRAKE METAL FLUID APPLIED MEMBRANE FLUID APPLIED MEMBRANE THERMAL SPACER SYSTEM PANEL ADHERED IN PREFIN HEAD FLASHING PREFIN HEAD FLASHING AIR / WRB SEALANT W/ MTL ANGLE W/ (+) SLOPE, AND W/ (+) SLOPE, AND SUPPORT FASTENED DOOR UPTURNED FOLDED END UPTURNED FOLDED END FLUID APPLIED MEMBRANE " 8 FRAME DAMS FULLY EXTEND DAMS FULLY EXTEND " /4 OVER TOP OF SF OVER TOP OF SF BATT INSULATION 1 FLASHING @ BOTH SIDE FLASHING @ BOTH SIDE ALUM DOOR & GLAZING DOOR RO DOOR RO DOOR RO AS SCHEDULED EDGE OF MTL JAMB ALUMINUM STOREFRONT EDGE OF MTL JAMB TRIM BEYOND DOOR FRAME TRIM BEYOND PERF SS VENTED 1/2" WIDE JT CONT PERF SS VENTED INTERMITTENT SHIM CLOSURE SEALANT & BACKER CLOSURE FLUID APPLIED MEMBRANE STRIP ROD EA SIDE OF FRAME PERF SHT MTL CLEAT CONT SEALANT ALUMINUM STOREFRONT PERF SHT MTL CLEAT BACKER ROD & SEALANT, DOOR FRAME NOTES: BACKER ROD & SEALANT, 1/2" WIDE JT W/ WEEPS @ 1. OUTSIDE FACE OF GLAZING TO 1/2" WIDE JOINT CONT 1/2" WIDE JT W/ WEEPS @ 12" OC DOOR & GLAZING AS ALIGN WITH OUTSIDE FACE OF STUD SEALANT & BACKER ROD 12" OC SCHEDULED HM DOOR PANEL 2. ELIMINATE GWB ON FACE OF EA SIDE OF SHIM HM DOOR PANEL STUDS ON 2ND FLOOR, EXCEPT VAPOR RETARDER WHERE NOTED HM DOOR FRAME HM DOOR FRAME AUTOMATIC SL DOOR HEAD ALUM DOOR JAMB @ MP-2, HINGE ALUM DOOR HEAD HM DOOR HEAD @ MP-2 HM DOOR HEAD @ MP-1 17 13 9 5 1 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" MP-2 METAL PANEL ALUMINUM BRAKE METAL WALL ASSEMBLY, PER PLAN AIR / WRB PANEL ADHERED IN MP-1 METAL PANEL 2" VENTED HORIZ. MP-3 METAL PANEL SEALANT W/ MTL ANGLE HAT CHANNEL SUPPORT FASTENED DOOR 1" VERT Z-GIRT 2" VENTED HORIZ. 12" MIN DOOR RO DOOR RO DOOR RO PREFIN MTL JAMB TRIM FLASHING, FRAME HAT CHANNEL 2" WET SET IN CONT BED OF THERMAL SPACER SYSTEM SEALANT & STRIP IN EDGES W/ 2" AIR / WRB BATT INSUL FLUID APPLIED FLUID APPLIED MEMBRANE MEMBRANE STRIP PREFIN MTL JAMB TRIM 6" THERMAL SPACER SYSTEM FLUID APPLIED MEMBRANE FLASHING S N AIR / WRB 1/2" WIDE JT CONT PREFIN HEAD FLASHING A THERMAL SPACER L FLUID APPLIED MEMBRANE SEALANT & BACKER W/ (+) SLOPE, AND SYSTEM P ROD EA SIDE OF FRAME " UPTURNED FOLDED END N R 4 DAMS FULLY EXTEND A BACKER ROD & E P OVER TOP OF SF L SEALANT, 1/2" WIDE JT , P Y FLASHING @ BOTH SIDE R L E B P M , E ALUM DOOR & GLAZING DOOR RO Y S L S 4" AS SCHEDULED EDGE OF MTL JAMB P A M L ALUMINUM STOREFRONT TRIM BEYOND E L DOOR & GLAZING AS S A DOOR FRAME SCHEDULED PERF SS VENTED S HM DOOR PANEL W INTERMITTENT SHIM CLOSURE A L ALUMINUM L FLUID APPLIED STOREFRONT FRAME A HM DOOR FRAME MEMBRANE STRIP PERF SHT MTL CLEAT W FLUID APPLIED CONT SEALANT BACKER ROD & SEALANT, NOTE 1: GLAZING AS SCHEDULED MEMBRANE 1/2" WIDE JT W/ WEEPS @ OUTSIDE FACE OF 1/2" WIDE JOINT CONT 12" OC GLAZING TO ALIGN SEALANT & BACKER ROD ALUMINUM HM DOOR PANEL CONT WITH OUTSIDE FACE EA SIDE OF SHIM STOREFRONT FRAME SEALANT OF STUD VAPOR RETARDER HM DOOR FRAME ALUM DOOR JAMB @ MP-2 ALUM DOOR JAMB @ BRAKE METAL HM DOOR HEAD @ MP-3 HM DOOR JAMB @ MP-1 14 10 6 2 REVISION SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" GLAZING AS SCHEDULED 3/4" MP-3 METAL PANEL MP-1 METAL PANEL NOTE 1: NOTE 1: MP-2 METAL PANEL ALUMINUM OUTSIDE FACE OF AIR / WRB OUTSIDE FACE OF 2" VENTED HAT CHANNEL DATE STOREFRONT FRAME GLAZING TO ALIGN PREFIN MTL JAMB TRIM GLAZING TO ALIGN PREFIN MTL JAMB TRIM FLASHING, 2" VENTED HORIZ. LINE OF SILL WITH OUTSIDE FACE DOOR RO FLASHING, WET SET IN CONT WITH OUTSIDE FACE DOOR RO WET SET IN CONT BED OF DOOR RO HAT CHANNEL NO. 1/2" WIDE JT CONT FLASHING BELOW 2" OF STUD BED OF SEALANT & STRIP IN OF STUD SEALANT & STRIP IN EDGES W/ AIR / WRB SEALANT & BACKER ROD 2" EDGES W/ FLUID APPLIED FLUID APPLIED MEMBRANE EA SIDE OF FRAME MEMBRANE THERMAL SPACER SYSTEM PREFIN MTL JAMB TRIM FLUID APPLIED 2" VENTED Z-GIRT AIR / WRB FLASHING MEMBRANE THERMAL SPACER SYSTEM S FLUID APPLIED MEMBRANE N THERMAL SPACER MINERAL WOOL INSUL N FLUID APPLIED MEMBRANE A SYSTEM A L L P N " P R A BACKER ROD & /4 R E L " 3 E P P SEALANT, 1/2" WIDE JT /8 P , 5 , Y RE FO CONC 2 Y L P L B B M 4" , Y M ALUM DOOR & GLAZING E ALUM DOOR & GLAZING L E S B ALUMINUM CORNER S 4" AS SCHEDULED S AS SCHEDULED M S ALUMINUM STOREFRONT A E MULLION A L S L DOOR FRAME L ALUMINUM STOREFRONT S HM DOOR PANEL L A A INTERMITTENT SHIM W DOOR FRAME A LINE OF SILL L W L HSS PER STRUCT FLASHING BELOW FLUID APPLIED INTERMITTENT SHIM A HM DOOR FRAME MEMBRANE STRIP W FLUID APPLIED LINE OF BACK STOP OF CONT SEALANT MEMBRANE STRIP FLUID APPLIED SOLDERED THRESHOLD NOTE 2: NOTE 2: CONT SEALANT MEMBRANE PAN FLASHING 2 5/8" ELIMINATE GWB ON 1/2" WIDE JOINT CONT ELIMINATE GWB ON FO CONC SEALANT & BACKER ROD 1/2" WIDE JOINT CONT FACE OF STUDS ON FACE OF STUDS ON CONT GLAZING AS SCHEDULED EA SIDE OF SHIM SEALANT & BACKER ROD 2ND FLOOR, EXCEPT 2ND FLOOR, EXCEPT SEALANT EA SIDE OF SHIM LINE OF FRAMING ABOVE WHERE NOTED VAPOR RETARDER WHERE NOTED VAPOR RETARDER AUTOMATIC SL DOOR JAMB ALUM DOOR JAMB @ MP-3 ALUM DOOR JAMB @ MP-1 HM DOOR JAMB @ MP-2 19 15 11 3 SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" CMU DOOR FRAME BEYOND 4" HM DOOR FRAME DOOR PANEL BEYOND CONT SEALANT PREFIN MTL JAMB TRIM FLASHING, MTL JAMB TRIM BEYOND HM DOOR PANEL CMUDOOR RO ALIGN W/ FACE OF TRIM ABOVE, FULLY SOLDERED SS " WET SET IN CONT BED OF 4 MTL JAMB TRIM BEYOND THRESHOLD PAN SET IN SEALANT & STRIP IN EDGES W/ CONT SEALANT, STRIP IN SS THRESHOLD PAN SET FLUID APPLIED MEMBRANE IF SIDE FLANGES TO AIR/WRB V IN CONT SEALANT, STEP N AIR / WRB W/ FLUID APPLIED FLASHING, IN SIDE FLANGES TO AL FLUID APPLIED MEMBRANE SEE DETAIL 8/A7.20 AIR/WRB W/ FLUID P 1/2" JOINT SEALANT & VIF APPLIED FLASHING, SEE R BACKER ROD SELF ADHERED FLASHING, DETAIL 8/A7.20 EP EXTEND 9" DN VERT FACE "6 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 , OF FDN (+)SL PROJECT: Y L ALUM THRESHOLD SET B ALUM THRESHOLD SET BUILDING IDENTIFIER: " IN SEALANT W/ EXP M "4 2 IN SEALANT W/ EXP E / " FASTENERS S 1 FASTENERS /4 S A ALUM DOOR & GLAZING LEVEL 1 1 LEVEL 1 L A.1 L AS SCHEDULED A EXPANSION JT W/ EXPANSION JT W/ W ALUMINUM STOREFRONT " BACKER ROD & SEALANT " BACKER ROD & SEALANT DOOR FRAME 4 4 SHEET TITLE: CONC PAVING CONC PAVING INTERMITTENT SHIM DETAILS - PER LANDSCAPE PER LANDSCAPE EXTERIOR - FLUID APPLIED XPS INSUL NOTE: MODIFY AS NECESSARY XPS INSUL DOOR MEMBRANE STRIP TO TIGHTLIGHTLY CONFORM TO 1/2" WIDE JOINT CONT FIELD CONDITIONS SEALANT & BACKER ROD SELF ADHERED EA SIDE OF SHIM FLASHING, EXTEND 9" DN LEAD: KW/RM CONT SEALANT VERT FACE OF FDN DRAFTER: MM CONC FDN & SLAB CONC FDN & SLAB VAPOR RETARDER DAMPPROOFING DAMPPROOFING DATE: 01/21/22 PER STRUCT PER STRUCT SHEET: AUTOMATIC SL DOOR THRESHOLD ALUM DOOR JAMB @ CMU ALUM DOOR THRESHOLD AXO DOOR THRESHOLD FLASHING HM DOOR THRESHOLD @MP-1,MP-2,MP-3 A7.20 20 16 12 8 4 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SHEET OF AIR / WRB AIR / WRB WALL ASSEMBLY, PER PLANS AIR / WRB WALL ASSEMBLY PER PLANS AIR / WRB 4" MP-3 METAL PANEL MP-2 METAL PANEL MP-4 METAL PANEL MP-4 METAL PANEL 1" VERT Z-GIRT FLUID APPLIED THERMAL SPACER 4" FLUID APPLIED THERMAL SPACER SYSTEM MEMBRANE STRIP SYSTEM MEMBRANE STRIP FLUID APPLIED THERMAL SPACER SYSTEM FLUID APPLIED ROLLUDA ARCHITECTS, INC. FLUID APPLIED MEMBRANE MEMBRANE STRIP MEMBRANE STRIP 2" HORIZ HAT TRACK 105 S MAIN ST, #323 FLUID APPLIED MEMBRANE FLUID APPLIED MEMBRANE SEATTLE, WA 98104 WINDOW SHIM FLUID APPLIED MEMBRANE PHONE (206)624-4222 EDGE OF MP-2 BEYOND EDGE OF MP-2 BEYOND FAX (206)624-4226 WINDOW SHIM PERF SS VENTED WINDOW SHIM PERF SS VENTED V I CLOSURE PERF SS VENTED CLOSURE F CLOSURE PERF SS VENTED CLOSURE PERF SHT MTL HEMMED PERF SHT MTL DRIP " " PERF SHT MTL DRIP " PERF SHT MTL DRIP " 4 DRIP FLASHING W/ (+) 4 4 FLASHING W/ (+) SLOPE 4 FLASHING " (+)SL " SLOPE FLASHING " " /4 /4 /4 /4 1 WINDOW RO 1 WINDOW RO 1 WINDOW RO 1 WINDOW RO (+) SL STRIP IN SIDE & BACK PERF SHT MTL CLEAT, PERF SHT MTL CLEAT, WET SET IN PERF SHT MTL CLEAT, WET EDGES W/ FLUID APPLIED WET SET IN CONT BED OF CONT BED OF SEALANT & STRIP PERF SHT MTL CLEAT, WET SET IN CONT BED OF SEALANT MEMBRANE & LAP 4" W/ SEALANT & STRIP IN W/ IN W/ FLUID APPLIED MEMBRANE SET IN CONT BED OF & STRIP IN W/ FLUID APPLIED V IF ADJACENT SILL FLASHING FLUID APPLIED SEALANT & STRIP IN W/ MEMBRANE 1/2" WIDE JOINT CONT SEALED W/ 2 CONT MEMBRANE FLUID APPLIED MEMBRANE SEALANT & BACKER ROD 1/2" WIDE JOINT CONT BEADS OF SEALANT 1/2" WIDE JOINT CONT EA SIDE OF SHIM SEALANT & BACKER ROD 1/2" WIDE JOINT CONT SEALANT & BACKER ROD EA SIDE OF SHIM PREFIN SHEET MTL SILL FLASHING ALUMINUM STOREFRONT SEALANT & BACKER ROD EA SIDE OF SHIM W/ HEMMED DRIP EDGE, WET SET NOTE: NOTE: FRAME W/ COMPENSATING NOTE: EA SIDE OF SHIM NOTE: WINDOW SHIM IN CONT BED OF FLUID APPLIED OUTSIDE FACE ALUMINUM STOREFRONT OUTSIDE FACE OF RECEPTOR OUTSIDE FACE OF VAPOR RETARDER OUTSIDE FACE OF VAPOR RETARDER MEMBRANE, FASTEN @3" O.C. OF GLAZING TO FRAME W/ COMPENSATING GLAZING TO ALIGN VAPOR RETARDER GLAZING TO ALIGN GLAZING TO ALIGN WINDOW FRAME WINDOW FRAME STAGGERED, STRIP IN BACK EDGE BE 3/4" FROM RECEPTOR WITH OUTSIDE FACE WITH OUTSIDE FACE WITH OUTSIDE FACE CONT SEALANT W/ FLUID APPLIED MEMBRANE, LAP OUTSIDE FACE OF STUD OF STUD CONT SEALANT OF STUD CONT SEALANT VAPOR RETARDER GLAZING AS SCHEDULED SHINGLE FASHION W/ JAMB OF STUD GLAZING AS SCHEDULED GLAZING AS SCHEDULED GLAZING AS SCHEDULED WINDOW SHADE SYSTEM FLASHING WINDOW SHADE WINDOW SHADE WHERE OCCURS SYSTEM SYSTEM STOREFRONT HEAD @ MP-4, VEST 100 STOREFRONT HEAD @ MP-4, CSR WINDOW HEAD @ MP-3 WINDOW HEAD @ MP-2 AXO WINDOW SILL FLASHING @ CMU 17 13 9 5 1 SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" MP-2 METAL PANEL 2" VENTED HORIZ MP-2 METAL PANEL MP-1 METAL PANEL NOTE 1: NOTE 1: HAT CHANNEL 2" VENTED HORIZ. OUTSIDE FACE OF OUTSIDE FACE OF 2" VENTED HORIZ. ALUMINUM BRAKE METAL 1/2" WIDE JT CONT GLAZING TO ALIGN HAT CHANNEL GLAZING TO ALIGN HAT CHANNEL PANEL ADHERED IN SEALANT & BACKER ROD WITH OUTSIDE FACE PREFIN MTL JAMB TRIM WITH OUTSIDE FACE PREFIN MTL JAMB TRIM WINDOW RO WINDOW RO SEALANT WINDOW RO PREFIN MTL JAMB TRIM OF STUD 3 1/2" WINDOW RO FLASHING, WET SET IN OF STUD WINDOW RO FLASHING, WET SET IN 7" FLASHING, WET SET IN 2" 2" CONT BED OF SEALANT & CONT BED OF SEALANT & BATT INSUL CONT BED OF SEALANT & STRIP IN EDGES W/ FLUID STRIP IN EDGES W/ FLUID STRIP IN EDGES W/ FLUID APPLIED MEMBRANE APPLIED MEMBRANE 6" APPLIED MEMBRANE S THERMAL SPACER SYSTEM S THERMAL SPACER SYSTEM THERMAL SPACER SYSTEM N N A AIR / WRB A AIR / WRB AIR / WRB L L FLUID APPLIED MEMBRANE P FLUID APPLIED MEMBRANE P FLUID APPLIED MEMBRANE " R R /4 E E 3 P P 2 , , Y Y L L B B M M 4" E E S GLAZING AS SCHEDULED S GLAZING AS SCHEDULED S 4" S GLAZING AS SCHEDULED A A L L L L WINDOW FRAME A WINDOW FRAME A WINDOW FRAME WINDOW SHIM W WINDOW SHIM W WINDOW SHIM GLAZING AS SCHEDULED FLUID APPLIED FLUID APPLIED FLUID APPLIED MEMBRANE STRIP MEMBRANE STRIP MEMBRANE STRIP ALUMINUM STOREFRONT FRAME NOTES: 1/2" WIDE JOINT CONT NOTE 2: 1/2" WIDE JOINT CONT NOTE 2: 1/2" WIDE JOINT CONT 1. OUTSIDE FACE OF GLAZING TO SEALANT & BACKER ROD ELIMINATE GWB ON SEALANT & BACKER ROD ELIMINATE GWB ON SEALANT & BACKER ROD ALUMINUM ALIGN WITH OUTSIDE FACE OF STUD EA SIDE OF SHIM FACE OF STUDS ON STL POST PER EA SIDE OF SHIM FACE OF STUDS ON EA SIDE OF SHIM STOREFRONT FRAME 2. ELIMINATE GWB ON FACE OF STRUCT, WHERE CONT SEALANT 2ND FLOOR, EXCEPT CONT SEALANT 2ND FLOOR, EXCEPT CONT SEALANT STUDS ON 2ND FLOOR, EXCEPT OCCURS WHERE NOTED WHERE NOTED WHERE NOTED VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER STOREFRONT JAMB WINDOW JAMB @ MP-2 WINDOW JAMB @ MP-2 WINDOW JAMB @ MP-1 14 10 6 2 REVISION SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" ALUM BRAKE METAL STOREFRONT FRAME ALUM BRAKE METAL ALUM BRAKE METAL NOTE 1: NOTE 1: OUTSIDE FACE BATT INSULATION OUTSIDE FACE DATE OF GLAZING TO XPS INSUL XPS INSUL OF GLAZING TO XPS INSUL ALIGN WITH BRAKE METAL PANEL ALIGN WITH NO. OUTSIDE FACE WINDOW RO WINDOW RO AIR / WRB ADHERED IN SEALANT WINDOW RO WINDOW RO AIR / WRB OUTSIDE FACE WINDOW RO WINDOW RO AIR / WRB 6" OF STUD 1/4" SEALANT & MTL JAMB TRIM BEYOND OF STUD ANGLE SUPPORT BACKER ROD ANGLE SUPPORT ANGLE SUPPORT STOREFRONT FRAME & SILL " " /4 FLUID APPLIED /4 6" FLUID APPLIED MEMBRANE EXT SEALANT & BACKER 3 MEMBRANE FLUID APPLIED MEMBRANE 3 ROD W/ WEEPS @12" O.C. 2 1' - 3" +/- 2 FULLY SOLDERED SS SILL PAN " 6 W/ CONT BACK STOP & END WINDOW FRAME " DAMS, SET IN CONT SEALANT, " /2 STRIP-IN SIDE FLANGES TO 6 1 1 AIR/WRB W/ FLUID APPLIED " FLASHING, SEE DETAIL 8/A7.20 /4 1 LEVEL 1 GLAZING AS SCHEDULED GLAZING AS SCHEDULED EXPANSION JT W/ GLAZING AS SCHEDULED ALUMINUM BACKER ROD & SEALANT ALUMINUM STOREFRONT FRAME " WINDOW SHIM STOREFRONT FRAME 6 CONC PAVING WINDOW SHIM PER LANDSCAPE 1/2" WIDE JOINT CONT WINDOW SHIM XPS INSUL SEALANT & BACKER ROD 1/2" WIDE JOINT CONT NOTES: EA SIDE OF SHIM 1/2" WIDE JOINT CONT SEALANT & BACKER ROD SELF ADHERED FLASHING, 1. OUTSIDE FACE OF GLAZING SEALANT & BACKER ROD NOTE 2: EA SIDE OF SHIM EXTEND 9" DN VERT FACE TO ALIGN WITH OUTSIDE FACE CONT SEALANT NOTE 2: EA SIDE OF SHIM ELIMINATE GWB ON OF FDN OF STUD ELIMINATE GWB ON FACE OF STUDS ON CONT SEALANT 2. ELIMINATE GWB ON FACE OF VAPOR RETARDER FACE OF STUDS ON CONT SEALANT 2ND FLOOR, EXCEPT 2ND FLOOR, EXCEPT DAMPPROOFING STUDS ON 2ND FLOOR, WHERE NOTED VAPOR RETARDER STL COLUMN PER STRUCT WHERE NOTED VAPOR RETARDER EXCEPT WHERE NOTED CONC FDN & SLAB WINDOW JAMB @ BRAKE MTL STOREFRONT SILL PER STRUCT WINDOW JAMB @ BRAKE MTL WINDOW JAMB @ BRAKE MTL 8 15 7 3 SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" WINDOW FRAME WINDOW FRAME FLUID APPLIED MEMBRANE, FLUID APPLIED MEMBRANE, WINDOW FRAME INTERMITTENT SHIM INTERMITTENT SHIM FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP EXTEND UP L-MTL & STRIP EXTEND UP L-MTL & STRIP INTERMITTENT SHIM OVER SILL FLASHING SEALANT & BACKER ROD, OVER SILL FLASHING SEALANT & BACKER ROD, OVER SILL FLASHING SEALANT & BACKER ROD, 1/2" JT W/ WEEPS @12" O.C. 1/2" JT W/ WEEPS @12" O.C. BACKER ROD & SEALANT @ BACKER ROD & SEALANT BACKER ROD & SEALANT 1/2" JT W/ WEEPS @12" O.C. 1/4" WIDE JT @ 1/4" WIDE JT PREFIN SHT MTL SILL FLASHING @ 1/4" WIDE JT PREFIN SHT MTL SILL FLASHING W/ W/ HEMMED DRIP EDGE, (+) 1 1/2"X1 1/2" SS L-MTL BACK 1 1/2"X1 1/2" SS L-MTL BACK 1 1/2"X1 1/2" SS L-MTL BACK HEMMED DRIP EDGE, (+) SLOPE & SLOPE & END DAMS, SET IN SET IN CONT BEAD OF FLUID SET IN CONT BEAD OF FLUID SET IN CONT BEAD OF FLUID END DAMS, SET IN CONT SEALANT, CONT SEALANT, SECURE W/ APPLIED MEMBRANE APPLIED MEMBRANE APPLIED MEMBRANE SECURE W/ LOW PROFILE LOW PROFILE SCREWS @3" 1 1/4" PLAM STOOL SCREWS @3" O.C. STAGGERED W/ 1 1/4" PLAM STOOL O.C. STAGGERED W/ FLUID 1 1/4" PLAM STOOL PERF SHT MTL SILL FLASHING SET ALIGN FLUID APPLIED MEMBRANE, LAP ALIGN APPLIED MEMBRANE, LAP ALIGN IN CONT SEALANT WITH HEMMED SHINGLE FASHION W/ JAMB SHINGLE FASHION W/ JAMB SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 DRIP EDGE, SEE DETAIL 1/A7.30 " FLASHING FLASHING " PROJECT: /41 SL SL " /41 " WINDOW RO " 2 WINDOW RO " DIM PT BUILDING IDENTIFIER: /4 /4 /4 3 " " 3 3 PRECAST CONC 2 2 1 SILL W/ DRIP EDGE CONT PERF SS CLEAT " A.1 " CONT SS CLEAT WEEP @ EVERY 24" 6 1/2" ALUMINUM REVEAL TRIM ELIMINATE GWB ON ALUMINUM REVEAL TRIM ELIMINATE GWB ON ALUMINUM REVEAL TRIM SHEET TITLE: DETAILS - FACE OF STUDS ON FACE OF STUDS ON EXTERIOR - 2ND FLOOR, EXCEPT 2ND FLOOR, EXCEPT 24 GA SS THRU-WALL WINDOW VAPOR RETARDER WHERE NOTED VAPOR RETARDER WHERE NOTED VAPOR RETARDER FLASHING W/ HEMMED DRIP 22GA 4" WIDE CONT EDGE, (+) SLOPE & SOLDERED MP-3 METAL PANEL MP-2 METAL PANEL HORIZ GALV MTL END DAMS AT ENDS, EXTEND THERMAL SPACER STRAP BACK TO EXT SHEATHING PLANE LEAD: KW/RM THERMAL SPACER SYSTEM SYSTEM 1 3/4" TO TIE-INTO AIR / WRB DRAFTER: MM WALL ASSEMBLY, PER PLAN WALL ASSEMBLY PER PLAN WALL ASSEMBLY, PER PLAN CMU W/ GROUT DATE: 01/21/22 SHEET: WINDOW SILL @ MP-3 WINDOW SILL @ MP-2 WINDOW SILL @ CMU A7.30 16 12 4 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF MP-2 METAL PANEL AIR / WRB CMU 2" HORIZ. HAT CHANNEL LINE OF PRECAST CONT SEALANT LINE OF PRECAST CONC SILL ABOVE CONC SILL BELOW CMU PREFIN MTL JAMB TRIM FLASHING, ALIGN W/ 1/2" WIDE JT CONT 1/2" WIDE JT CONT FACE OF TRIM ABOVE, ROLLUDA ARCHITECTS, INC. SEALANT & BACKER ROD SEALANT & BACKER ROD 105 S MAIN ST, #323 WET SET IN CONT BED PREFIN SHEET MTL PREFIN SHEET MTL SEATTLE, WA 98104 OF SEALANT & STRIP IN PHONE (206)624-4222 CORNER FLASHING, WET "2 CORNER FLASHING, WET EDGES W/ FLUID APPLIED FAX (206)624-4226 N SET IN CONT BED OF SET IN CONT BED OF A MEMBRANE L SEALANT &^ STRIP IN SEALANT &^ STRIP IN P EDGES W/ FLUID APPLIED EDGES W/ FLUID APPLIED R AIR / WRB E MEMBRANE MEMBRANE P FLUID APPLIED MEMBRANE , FO CONC FO CONC Y L B M E S AIR / WRB S A L GLAZING AS SCHEDULED L GLAZING AS SCHEDULED GLAZING AS SCHEDULED A ALUMINUM ALUMINUM W ALUMINUM STOREFRONT STOREFRONT FRAME STOREFRONT FRAME FRAME INTERMITTENT SHIM INTERMITTENT SHIM INTERMITTENT SHIM FLUID APPLIED FLUID APPLIED MEMBRANE STRIP MEMBRANE STRIP 1/2" WIDE JOINT CONT CONT SEALANT RO CONT SEALANT RO NOTES: SEALANT & BACKER ROD VAPOR VAPOR 1. OUTSIDE FACE OF GLAZING TO RO EA SIDE OF SHIM 1/2" WIDE JOINT CONT 1/2" WIDE JOINT CONT RETARDER RETARDER ALIGN WITH OUTSIDE FACE OF STUD SEALANT & BACKER ROD WINDOW 9" SEALANT & BACKER ROD WINDOW 9" CONT SEALANT 2. ELIMINATE GWB ON FACE OF EA SIDE OF SHIM EA SIDE OF SHIM WINDOW STUDS ON 2ND FLOOR, EXCEPT FLUID APPLIED MEMBRANE FLUID APPLIED MEMBRANE VAPOR RETARDER WHERE NOTED STOREFRONT JAMB @ MP-2 STOREFRONT JAMB @ CMU STOREFRONT JAMB @ CMU 9 5 1 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" 3/4" GLAZING AS SCHEDULED ALUM BRAKE METAL ALUMINUM 1/2" WIDE JOINT CONT STOREFRONT FRAME LINE OF SILL SEALANT & BACKER ROD 5 ALUM BRAKE METAL 5 1/2" WIDE JT CONT FLASHING BELOW EA SIDE OF SHIM WINDOW RO 1' - 6 1/4" WINDOW RO ID WINDOW RO 1' - 6 1/4" WINDOW RO ID SEALANT & BACKER ROD R R EA SIDE OF FRAME INTERMITTENT SHIM VIF " G 1/2" WIDE JOINT CONT VIF " G /2 O 2/ O 1 T SEALANT & BACKER ROD 1 T FLUID APPLIED ALUMINUM 0 D EA SIDE OF SHIM 0 D MEMBRANE STOREFRONT FRAME '- U ' 1 U 1 T T S INTERMITTENT SHIM S MINERAL WOOL INSUL . . .O .O " F " F /4 " " 3 /4 /43 3 /8 5 FO CONC 2 " " /4 /4 GLAZING AS SCHEDULED 3 3 ALUMINUM CORNER LINE OF FRAMING ABOVE LINE OF FRAMING ABOVE MULLION 2 5/8" CONT CONT SEALANT GLAZING AS SCHEDULED SEALANT 1/2" WIDE JT CONT ALUMINUM LINE OF SILL SEALANT & BACKER ROD STOREFRONT FRAME HSS PER STRUCT FLASHING BELOW LINE OF PRECAST LINE OF PRECAST CONC SILL ABOVE WALL ASSEMBLY, PER PLAN CONC SILL GLAZING AS SCHEDULED LINE OF SILL FLASH NOTE: CMU 1/2" 1. OUTSIDE FACE OF WINDOW GLAZING TO LINE OF FRAMING ABOVE FO CONC ALUM WINDOW FRAME ALIGN WITH OUTSIDE FACE OF STUD, U.N.O. GLAZING AS SCHEDULED STOREFRONT JAMB @ SW CORNER STOREFRONT/WINDOW JAMB @ BRAKE METAL STOREFRONT JAMB @ CMU 14 10 2 REVISION SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE:3" = 1'-0" GLAZING AS SCHEDULED FLUID APPLIED MEMBRANE, EXTEND UP GLAZING AS SCHEDULED WINDOW FRAME 2-PIECE BACKSTOP L-MTL & STRIP OVER SILL FLASHING LINE OF PRECAST SOLDERED SS SILL STRIP OF BACKER ROD & SEALANT @ INTERMITTENT SHIM DATE STOREFRONT CONC SILL FLASHING LAPPED FRAME & SILL FLUID APPLIED 1/4" WIDE JT SEALANT & BACKER ROD, AROUND HSS MEMBRANE 1 1/2"X1 1/2" SS L-MTL BACK 1/2" JT W/ WEEPS @12" O.C. NO. FLUID APPLIED EXT SEALANT & BACKER LINE OF SILL FLASH SET IN CONT BEAD OF FLUID FLUID APPLIED MEMBRANE MEMBRANE ROD W/ WEEPS @12" O.C. 1/4" SEALANT & APPLIED MEMBRANE STRIP OVER THRU-WALL BACKER ROD WINDOW RO 1 1/4" PLAM STOOL FLASHING FULLY SOLDERED SS SILL VIF 6" MTL STUDS @16" O.C. 2" 4" 4" PAN W/ (+) SLOPE, SET IN CONT SEALANT, STRIP-IN N ALUM WINDOW FRAME " 3 5/8" MTL STUDS GALV STRAP @ (2) LCTNS A SIDE FLANGES TO AIR/WRB L /4 @16" O.C. W/ FLUID APPLIED FLASHING, P PREFIN MTL JAMB TRIM 1 PERF SHT MTL SILL FLASHING SET R FLASHING, WET SET IN 6 IN CONT SEALANT WITH HEMMED SEE DETAIL 19/A7.31 E ALIGN " P CONT BED OF SEALANT & SL DRIP EDGE, SEE DETAIL 1/A7.30 /2 , EXPANSION JT W/ 1 " YL STRIP IN EDGES W/ FLUID " WINDOW RO 1 4 B APPLIED MEMBRANE /43 BACKER ROD & SEALANT M PRECAST CONC LEVEL 1 E 1/2" WIDE JOINT CONT S ALUMINUM 1" SILL W/ DRIP EDGE S SEALANT & BACKER ROD 6 AL EA SIDE OF SHIM ID REVEAL TRIM CONC PAVING L R WEEP @ EVERY 24" PER LANDSCAPE A " G "6 W INTERMITTENT SHIM 2/ O VAPOR "2 1 T RETARDER 2 D XPS INSUL '- U 1 T 24 GA SS THRU-WALL FLASHING W/ S 22GA 4" WIDE . HEMMED DRIP EDGE, (+) SLOPE & FULLY SOLDERED SS SILL FLASHING @ CORNER CONT HORIZ GALV SELF ADHERED NOTE: .O SOLDERED END DAMS AT ENDS, TRANSITION W/ HSS PENETRATION. MIN 4" LAPS F MTL STRAP FLASHING, EXTEND 9" 1. OUTSIDE FACE OF WINDOW GLAZING TO ALIGN EXTEND BACK TO EXT SHEATHING SET IN TWO CONT BEADS OF SEALANT. FULLY DN VERT FACE OF FDN WITH OUTSIDE FACE OF STUD. 9 5/8" PLANE TO TIE-INTO AIR / WRB SEAL ALL JOINTS & LAPS W/ FLUID APPLIED CONC FDN & SLAB VAPOR RETARDER 2. SEE BALANCE OF NOTES PER DETAIL 10/A7.30 SIM MEMBRANE. SEAL TOP OF SS TUBE TO HSS W/ FLUID APPLIED MEMBRANE DAMPPROOFING PER STRUCT AXO CORNER FLASHING @ WEST ENTRY STOREFRONT SILL @ WEST ENTRY WINDOW JAMB @ MP-2 WINDOW SILL @ CMU, FURRED (CSR) 19 15 11 3 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" FLUID APPLIED MEMBRANE, EXTEND UP L-MTL & STRIP WINDOW FRAME FLUID APPLIED MEMBRANE, EXTEND UP WINDOW FRAME FLUID APPLIED MEMBRANE, EXTEND UP OVER SILL FLASHING WINDOW FRAME L-MTL & STRIP OVER SILL FLASHING L-MTL & STRIP OVER SILL FLASHING INTERMITTENT SHIM INTERMITTENT SHIM BACKER ROD & SEALANT @ BACKER ROD & SEALANT @ BACKER ROD & SEALANT @ INTERMITTENT SHIM 1/4" WIDE JT SEALANT & BACKER ROD, SEALANT & BACKER ROD, 1/4" WIDE JT 1/4" WIDE JT SEALANT & BACKER ROD, 1 1/2"X1 1/2" SS L-MTL BACK 1/2" JT W/ WEEPS @12" O.C. 1/2" JT W/ WEEPS @12" O.C. 1 1/2"X1 1/2" SS L-MTL BACK 1 1/2"X1 1/2" SS L-MTL BACK 1/2" JT W/ WEEPS @12" O.C. SET IN CONT BEAD OF FLUID PREFIN SHT MTL SILL SET IN CONT BEAD OF FLUID SET IN CONT BEAD OF FLUID FLUID APPLIED MEMBRANE APPLIED MEMBRANE PREFIN SHT MTL SILL FLASHING W/ FLASHING W/ HEMMED DRIP APPLIED MEMBRANE EDGE, (+) SLOPE & END DAMS, APPLIED MEMBRANE STRIP OVER THRU-WALL 1 1/4" PLAM STOOL HEMMED DRIP EDGE, (+) SLOPE & END DAMS, SET IN CONT SEALANT, 1 1/4" PLAM STOOL SET IN CONT SEALANT, 1 1/4" PLAM STOOL FLASHING 6" MTL STUDS @16" O.C. SECURE W/ LOW PROFILE 6" MTL STUDS @16" O.C. SECURE W/ LOW PROFILE 6" MTL STUDS @16" O.C. SCREWS @3" O.C. STAGGERED W/ SCREWS @3" O.C. STAGGERED GALV STRAP @ (2) LCTNS ALIGN GRID FLUID APPLIED MEMBRANE, LAP ALIGN GRID W/ FLUID APPLIED MEMBRANE, GRID ALIGN SHINGLE FASHION W/ JAMB LAP SHINGLE FASHION W/ PERF SHT MTL SILL FLASHING SET SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 FLASHING JAMB FLASHING IN CONT SEALANT WITH HEMMED PROJECT: SL SL " SL DRIP EDGE, SEE DETAIL 1/A7.30 " WINDOW RO " 2 WINDOW RO " WINDOW RO BUILDING IDENTIFIER: /4 /4 /4 3 " 3 3 2 PRECAST CONC CONT PERF SS CLEAT 1" SILL W/ DRIP EDGE A.1 " CONT SS CLEAT 6 FLUID APPLIED EMBRANE MTL Z-CLOSURE SET 2 1/2" MTL STUDS @16" O.C. 2 1/2" MTL STUDS @16" O.C. ALUMINUM REVEAL TRIM WEEP @ EVERY 24" STRIP OVER PERF SS CLEAT IN SEALANT SHEET TITLE: " VAPOR RETARDER VAPOR RETARDER 2 1/2" MTL STUDS 2 DETAILS - MP-1 METAL PANEL @16" O.C. EXTERIOR - ALUMINUM REVEAL TRIM ALUMINUM REVEAL TRIM THERMAL SPACER SYSTEM WINDOW VAPOR RETARDER 24 GA SS THRU-WALL FLASHING W/ ELIMINATE GWB ON FACE OF ELIMINATE GWB ON FACE OF HEMMED DRIP EDGE, (+) SLOPE & STUDS ON 2ND FLOOR, STUDS ON 2ND FLOOR, FLUID APPLIED EMBRANE 22GA 4" WIDE CONT MP-3 METAL PANEL SOLDERED END DAMS AT ENDS, EXCEPT WHERE NOTED EXCEPT WHERE NOTED STRIP OVER SS CLEAT HORIZ GALV MTL STRAP THERMAL SPACER EXTEND BACK TO EXT SHEATHING LEAD: KW/RM 7 5/8" 1' - 2 1/2" SYSTEM 7 5/8" 1' - 2 1/2" 7 5/8" 1' - 2 1/2" PLANE TO TIE-INTO AIR / WRB DRAFTER: VP/NH WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN GROUT DATE: 01/21/22 CMU SHEET: WINDOW SILL @ MP-3, FURRED (BRACE FRAME) WINDOW SILL @ MP-1, FURRED (BRACE FRAME) WINDOW SILL @ CMU, FURRED (BRACE FRAME) A7.31 16 12 4 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF VIBRATION ISOLATION CURB ASSEMBLY, PER MFR 2 1/2" CAP SHEET A/WRB MTL PANEL LINE OF PARAPET WALL INTERPLY WD FILLER, AS NECESSARY ZEE FLASHING EDGE BEYOND BASE SHEET ROOF SEALANT INSUL CLIP WHERE OCCURS STEP PAD, TYP 1/4" COVER BOARD ROLLUDA ARCHITECTS, INC. GASKETED FASTENER 105 S MAIN ST, #323 MTL PANEL FURRING R-38 MIN RIGID SEATTLE, WA 98104 " PREFIN SHT MTL SKIRT PHONE (206)624-4222 3 INSULATION INSTALLED FAX (206)624-4226 FLASHING E OVER CONDITIONED INT L FRT WD BLOCKING U ) SPACE, INCLUDE 2X4 BLOCKING, PER D X E A TAPERED INSULATION AS LADDER ASSEMBLY, IN CURB MFR H SAM STRIP NECEESSARY TO PER BIDDER-DESIGN C M" IN M" TYP ROOF FLASHING & (9 ACHIEVE MIN SLOPES PER M SL PREFIN FLASHING ) A " /2 CANT DET, SEE 3/A7.40 L Y PLAN CONNECTION PL, 6 1 A W/ (2) CONT BEADS OF IF L 7 V B PER BIDDER-DESIGN 6" MIN W SEALANT @ FLANGE (" M 1/4" VERT SUBSTRATE EE FOR REFERENCE 4 ES PIPE SUPPORT SAM /- S A S + PER STRUCT BASE CURB ASSEMBLY, YL A ENERGY CODE INFORMATION: VAPOR RETARDER/ F PER MFR B PREFIN COVER SET O TEMP ROOF REINFORCED FLUID M IN MASTIC @ BOTH ENDS O APPLIED FLASHING A E R 0.17 EXTERIOR AIR FILM 5/8" SUBSTRATE BOARD Y 2" POLYISO INSUL S L S ENTRY CANOPY ROOF 0.33 BUILT-UP ROOFING B M FASTENER, AF 0.23 1/4" COVER BOARD METAL DECK, PER STRUCT E PER CURB MFR O 2" POLYISO INSUL 38 RIGID INSULATION (R-38 MIN.) S BEAM S O 0.56 5/8" SUBSTRATE BOARD PER STRUC A LN OF SUPPORT R 1/4" VERT SUBSTRATE BD 0 METAL DECK F O STRUCTURE, PER STRUC 0.61 INTERIOR AIR FILM (HORIZONTAL) FLASHING REINFORCING O R WD SHIM BETWEEN ROOF DECK & SUPPORT STRUCTURE PLY 39.9 SYSTEM R-VALUE BEAM PER STRUCT FLASHING SURFACE PLY 0.0251 SYSTEM U-VALUE FILL CAVITY W/ BATT INSUL 0.027 PRESCRIPTIVE REQUIREMENT LADDER SUPPORT EQUIP CURB-VIBRATION ISOLATION PARAPET WALL EDGE ROOF LEVEL TRANSITION ROOF ASSEMBLY A 17 13 9 5 1 SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" 'CU' & 'HP' EQUIP, PER MECH FLASHING REINFORCING 4" WIDE 22 GA GALV HORIZ SEALING MATERIAL, PER MFR PLATFORM PLATE, PLY, WRAP UP OVER STRAP MTL SECURED TO HOOD ASSEMBLY, PER MECH PER BIDDER DESIGN PARAPET OVER FACE STUDS, PRIOR TO ROOF DRAIN AND OF WALL INSTALLATION OF HEX HEAD GASKETED OVERFLOW DRAIN ) FLASHING SURFACE PLY, EXT SHEATHING SCREWS @12" O.C. ASSEMBLY R CONNECTION PLATE, F WRAP UP OVER PARAPET SECURE VERT INSUL & PREFIN SHT MTL SKIRT PER BIDDER DESIGN M CAP W/ SEALANT ALONG SUBSTRATE BD W/ SCREWS FLASHING AS NECESSARY IP LEADING EDGE TO MIN 3" COVER OVER TOP "3 U AND PLATES PER PROJ Q UPLIFT REQUIREMENTS OF EDGE OF BASE FLASHING PIPE SUPPORT, E PER STRUCT - EXTEND / TYP ROOF FLASHING FLASHING REINFORCING PLY IN AIR / WRB . TO TOP OF BEAM W & CANT DETAIL,SEE 3/A7.40 M" IN Y FLASHING SURFACE PLY 8 IF METAL PANEL M" REINFORCED FLUID R TYP ROOF FLASHING & 8 E PER WALL TYPE APPLIED FLASHING V CANT DETAIL, SEE 3/A7.40 (" " 2 1/4" VERT SUBSTRATE 0 RUN VAPOR BARRIER 1 A BD - UP SIDES OF PIPE YL ' 5 B A 2" POLYISO Y M L E INSUL B S A S ME BEAM PER STRUCT YL A MTL PANEL FURRING S FRT WD CURB B F PER WALL TYPE S M O A E O F S R INSUL CLIP O S O WHERE OCCURS R A F O A/WRB O 2' - 6" 1' - 8" 2' - 6" R MTL DECK, PER STRUCT MTL DECK, PER STRUC SEE WALL SCHEDULE VIF VAPOR RETARDER/ FOR REFERENCE ANGLE FRAMING TEMP ROOF CURB SUPPORT(?) TYP ROOF DRAIN-PLAN MECH EQUIPMENT SUPPORT PARAPET WALL TO ROOF MULTIPLE PIPE PENETRATIONS 18 14 10 2 REVISION NTS SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" AIR/WRB, OVERLAP VAPOR RETARDER/TEMP ROOF DATE INSUL CLIP METAL PANEL NO. 4" WIDE 22 GA GALV HORIZ STRAP FLASHING MTL SECURED TO STUDS, PRIOR TO FLUID APPLIED MEMBRANE SURFACE PLY WALL ASSEMBLY, PER PLAN INSTALLATION OF EXTERIOR STRIP OVER THRU-WALL SHEATHING DOOR LEAF & FRAME FLASHING FLASHING LINE OF REINFORCED FLUID REINFORCING SECURE VERT INSUL & SUBSTRATE APPLIED MEMBRANE PAN PLY BD W/ SCREWS & PLATES PER FLASHING, UPTURNED PROJECT UPLIFT REQUIREMENTS @ ROUGH OPENING & TURN 3" @ SIDE CORNER 4" WIDE 22GA GALV STRAP ROOFING MEMBRANES, SECURED TO STUDS SEE ROOF ASSEMBLY INTERIOR STAIRS, PRIOR TO INSTALL OF PER DETAIL 1/A7.40 C L REINFORCED FLUID BY OTHERS EXT SHEATHING 2" 4" ADJACENT TO WALL ADJACENT TO FIELD ROOF APPLIED FLASHING 1/2"X1/2" MTL ANGLE PERFORATED SS BACK STOP VENTED CLOSURE MTL DECK PLATE INTERMITTENT SHIM 22GA GALV SHT MTL 2" POLYISO INSUL Z-TRANSITION 2X WD BLOCKING PREFIN SHT MTL DRIP 1/4" VERT SUBSTRATE BD THRESHOLD ON BED OF FLASHING W/ (+) SLOPE & SEALANT ON BOTH SIDES FIBERBOARD CANT STRIP UPTURNED FOLDED END FLASHING REINFORCING 8" MIN DAMS AT ENDS PLY " " SEALANT & BACKER ROD /4 4 FLASHING SURFACE W/ WEEPS @6" O.C. B.O.MTL PANEL 1 PLY A CONSTANT, VIF 4 Y SECURE TOP OF PREFIN S-LOCK " L B MEMBRANE W/ SCREWS & 2-PC FLASHING W/ UPTURNED M SMALL PLATES @ 9" OC FOLDED END DAMS AT ENDS TYP ROOF FLASHING & CANT E S 3 S BIDDER-DESIGN STAIR SECURE TOP OF SCALE: 3" = 1'-0" A MEMBRANE W/ SCREWS & F O SMALL PLATES @ 9" OC O IN R FLUID APPLIED MEMBRANE M" REINFORCED FLUID FLASHING 2 1 APPLIED MEMBRANE THRESHOLD PAN IN 1/4" VERT SUBSTRATE BD PIPE M" 6" TYP ROOF FLASHING 8 TYP ROOF FLASHING & REINFORCED FLUID & CANT DETAIL, CANT DETAIL,SEE 3/A7.40 APPLIED FLASHING SEE 3/A7.40 SEAL VAPOR MTL DECK, PER O RETARDER/TEMP A A N STRUCT Y YL U ROOF TO PIPE L DRAIN ASSEMBLY B B IN M ME M E " NOTES: S S 8 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 SEAL AROUND ROOF DRAIN S S 1. PIPE SURFACES ASSEMBLY FROM INTERIOR A A PROJECT: F F MUST BE FREE OF W/ CLOSE CELL SPRAY O O ALL RUST, GREASE, BUILDING IDENTIFIER: FOAM INSUL, EA LIFT A O O WALL ASSEMBLY R R INSULATION, ETC. MAX OF 1 1/2" THK Y 2. PIPE MUST BE L A.1 B ANCHORED TO RAIN LEADER PIPE MTL DECK, PER STRUCT M ENSURE STABILITY E BEAM WHERE 2" POLYISO INSUL S 2" POLYISO INSUL SEE WALL SCHEDULE S SHEET TITLE: OCCURS, PER A 3. DO NOT USE WHEN DETAILS - STRUCT FOR REFERENCE MTL DECK, PER STRUCT F SERVICE LINE TEMP VAPOR RETARDER/ O EXTERIOR - TEMP ROOF VAPOR RETARDER/ O EXCEEDS 180° F ROOF R CONC SLAB WHERE TEMP ROOF OCCURS, SEE STRUCT LINE OF CONC SLAB ON MTL DECK WHERE LEAD: Designer OCCURS, SEE STRUCT DRAFTER: Author DATE: 01/21/22 SHEET: TYPICAL ROOF DRAIN DOOR THRESHOLD @ ROOF WALL BASE @ ROOF PIPE PENETRATION A7.40 20 12 8 4 SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF PREFIN FLASHING W/ 3" UPTURN @ BACK ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 PREFIN PARAPET END FAX (206)624-4226 CAP W/ 2 BEADS OF SEALANT @ PARAPET CAP OVERLAPPED PREFIN CORNER TRIM FLASHING PREFIN CORNER TRIM PREFIN PARAPET CAP, PREFIN CONT MTL FLASHING, MP-2 MTL PANEL ( SEE DET 5/A7.10) PARAPET CAP TO WALL 1 NTS PREFIN FLASHING W/ 3" UPTURN @ BACK PREFIN MP-2 CORNER TRIM PREFIN PARAPET END CAP W/ 2 BEADS OF SEALANT @ PARAPET CAP OVERLAPPED MP-2 METAL PANEL PREFIN MP-2 END TRIM PREFIN CORNER TRIM FLASHING PREFIN MP-1 END TRIM PREFIN PARAPET CAP, PREFIN CONT MTL FLASHING, MP-1 MTL PANEL ( SEE DET 5/A7.10) PARAPET CAP TO WALL CORNER 2 REVISION NTS DATE NO. SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: DETAILS - EXTERIOR - ROOF LEAD: Designer DRAFTER: Author DATE: 01/21/22 SHEET: A7.41 SHEET OF Ë™"Ë / Ë! $"Ë›Ë !! # !Ëš+Ë›!Ë™ !$%!%˛˚!% Ë›% Ë%!& "Ë› Ë› ËË›$Ë "#Ë! %Ë™ $!Ë%"Ë™"Ë%Ë™ Ë™"Ë/ Ë™! Ëš"Ë™ & ˇ %#Ë™ %"Ë™+ ËË›$Ë$Ë›! %#Ë™"Ë ,#˘ ˛˚"# Ë%!ˆ& "Ë› %#%!Ë› Ë%! & #˘#Ë!Ë™!+ Ë! #Ë› ËË›$Ë Ë‡ & ˇ !Ë™Ë5 %Ë™ $!Ë%"Ë™ Ë™"Ë ,%Ë™"+! %Ë™5!! "Ë› %#Ë™"Ë ,#˘ Ë™"Ë %Ë™"Ë›" ˛˛" %Ë™"Ë›" !$%!% ' %Ë™ $! ˛˚"#%Ë™ $!Ë%"Ë™ $Ë™ ## ˛˙ Ë! $"Ë›ËË› Ë›"!!$Ë›%ËË +%Ë™ ËË›$Ë&!$% #%Ë™ Ë+) !$%!% Ë!" Ë !" ˇ Ë! # ËË!+ˆ SECURITY CAMERA ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 A W 5 A SS COLUMN / PT-1 5 EXIT SIGN SEATTLE, WA 98104 127 SECURITY CAMERA W PHONE (206)624-4222 126 FAX (206)624-4226 GYP BD / PT-1 RB 100 ENTRY VESTIBULE - NORTH 100 ENTRY VESTIBULE - EAST 100 ENTRY VESTIBULE - SOUTH 100 ENTRY VESTIBULE - WEST 1 2 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" EXIT SIGN GYP BD / PT-1 GYP BD / PT-1 HVAC GRILLS PER MECH, TYP PROVIDE MOUNTING BRACKET PER AV HVAC GRILL PER MECH B DRAWINGS B 3 4 5 W W 5 3 129 133 3' - 9" EQ EQ EQ 3' - 9" SECURITY CAMERA EQ EQ Q CARD READERS E Q E CT-5 E 008 GYP BD / WD GYP BD / WD E 005 E 006 GYP BD / PT-1 " 6 GYP BD / PT-1 - ' 3 CARD READER PEDESTAL CARD READER RB RB RB RB SS COLUMN / PT-1 101 LOBBY - NORTH 101 LOBBY - EAST CG 101 LOBBY- SOUTH 101 LOBBY - WEST 5 6 7 8 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" REVISION MANUAL OPERATED DOOR SHADE MOUNTED ON DOOR PROVIDE BACKING FOR DATE WHITEBOARDS EXIT SIGN NO. FOLDING PANEL PARTITION SECURITY CAMERA A B C HVAC GRILLS SECURITY DEVICE USB CAMERA 1 PER MECH, TYP 2 PROVIDE BACKING FOR PROVIDE BACKING FOR USB CAMERA CG WHITEBOARDS 3' - 5" EQ EQ 4' - 10" WHITEBOARDS Q E SECURITY DEVICE AWP, TYP WHERE F 002 E 010 WINDOW SHADE SHOWN SYSTEM, TYP Q EQ EQ E GYP BD / PT-1 EXIT SIGN CARD READER F 002 E 008 F 002 MANUAL OPERATED ALIGN DOOR SHADE MOUNTED ON DOOR PANIC BAR CG F 002 E 010 GYP BD / PT-1 RB PANIC BAR CG 14 RB CHAIR RAIL TOP, TYP CG CHAIR RAIL TOP A8.17 103 LARGE CONFERENCE ROOM - NORTH 103 LARGE CONFERENCE ROOM - EAST 9 10 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" HVAC GRILL HVAC GRILLS PER MECH, TYP PER MECH, TYP C B A 1 3' - 5" 9' - 0" 9' - 0" 3' - 5" Q E 12' - 4" 11' - 4" 3' - 5" Q E SECURITY CAMERA GYP BD / PT-1 Q Q E 008 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 E E GYP BD / WINDOW SHADE PROJECT: PT-1 SYSTEM, TYP BUILDING IDENTIFIER: P-LAM STOOL, TYP GYP BD / WD GYP BD / WD CHAIR RAIL TOP, TYP A.1 CG RB RB SHEET TITLE: INTERIOR ELEVATIONS CHAIR RAIL TOP, TYP AWP, TYP WHERE SHOWN EXIT LIGHT SECURITY DEVICES LEAD: KW/RM 103 LARGE CONFERENCE ROOM - SOUTH 103 LARGE CONFERENCE ROOM - WEST DRAFTER: VP/NH 11 12 DATE: 01/21/22 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET: A8.01 SHEET OF MANUAL OPERATED DOOR SHADE MOUNTED ON DOOR WINDOW SHADE SECURITY CAMERA PROVIDE MOUNTING SECURITY CAMERA SYSTEM, TYP BRACKET PER AV 1 ROLLUDA ARCHITECTS, INC. C.8 1 2 C.8 DRAWINGS 2 1 105 S MAIN ST, #323 A8.17 SEATTLE, WA 98104 WINDOW SHADE EXIT SIGN SECURITY PHONE (206)624-4222 SYSTEM, TYP CAMERA FAX (206)624-4226 " 3' - 0" 3' - 0" 3 UPPER CABINET, GYP BD / PT-1 3' - 0" - E 008 ' TYP PROVIDE E 003 3 P-LAM STOOL, TYP BACKING FOR SOLID SURFACE F 001 E 002 " COUNTER TOP GYP BD / PT-1 TACK BOARD 6 GYP BD / PT-1 CG CT-6 -' E 005 2 " GYP BD / PT-1 6 RB - ' RB 1 GYP BD / PT-1 " RB 9 E 004 - E 001 E 001 OPEN ' 2 E 004 2' - 0" 3' - 0" 2' - 0" 3' - 0" PANIC BAR BASE CABINET, CG RB RB SECURITY DEVICE 1' - 6" 1' - 6" TYP CG 107 BREAK ROOM - NORTH 107 BREAK ROOM - EAST 107 BREAK ROOM - SOUTH 107 BREAK ROOM - WEST 3 4 2 109 CASH COUNTING - NORTH 1 2 3 4 A8.17 A8.17 A8.17 5 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" 4 4 E 2 E PROVIDE MOUNTING PROVIDE BRACKET PER AV WINDOW SHADE BACKING FOR DRAWINGS SYSTEM, TYP TACK BOARD & WHITEBOARD F 001 F 004 GYP BD / PT-1 E 008 PROVIDE P-LAM STOOL CHAIR RAIL TOP BACKING FOR GYP BD / PT-1 TACK BOARD GYP BD GYP BD / PT-1 F 001 / PT-1 12"X12" ACCESS RB RB RB PANEL / PT-1 RB GYP BD / PT-1 GYP BD / PT-1 E 005 E 005 CHAIR RAIL TOP RB 109 CASH COUNTING - EAST 109 CASH COUNTING - SOUTH 109 CASH COUNTING - WEST 115 CONF ROOM - NORTH 115 CONF ROOM - EAST 115 CONF ROOM - SOUTH 6 7 8 9 10 11 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" PROVIDE 2 E 4 E 4 BACKING FOR PROVIDE BACKING WHITEBOARD FOR TACK BOARD PROVIDE MOUNTING E 005 E 005 BRACKET PER AV E 008 E 008 DRAWINGS GYP BD / PT-1 AWP REVISION CHAIR RAIL GYP BD / PT-1 F 003 GYP BD / PT-1 RB TOP CG RB RB GYP BD / PT-1 DATE GYP BD / PT-1 RB F 001 NO. 14 A8.17 115 CONF ROOM - WEST 116 OFFICE / CONF ROOM - NORTH 116 OFFICE / CONF ROOM - EAST 116 OFFICE / CONF ROOM - SOUTH 116 OFFICE / CONF ROOM - WEST 12 13 14 15 16 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SPEAKER, TYP WINDOW SHADE F G SYSTEM, TYP 2 4 3 STRUCTURAL BRACED FRAME 12"X12" FIRE CG E 008 RATED ACCESS P-LAM STOOL PANEL / PT-1 1' - 10" DEMOUNTABLE DEMOUNTABLE PARTITION SYSTEM, OFOI PARTITION RB 12"X12" ACCESS SYSTEM, OFOI PANEL / PT-1, TYP GYP BD / PT-1 OPEN " 0 GYP BD / PT-1 -' GYP BD / PT-1 4 RB RB RECESSED RACEWAY RB 118 OPEN OFFICE FLEX / ADMIN / FOREMEN / SERVICEMEN- NORTH 118 OPEN OFFICE FLEX / ADMIN / FOREMEN / SERVICEMEN - EAST 108 CONF ROOM STOR - WEST 17 18 19 SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" J H.1 H G F 4 2 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CG CG PROJECT: BUILDING IDENTIFIER: E 008 A.1 GYP BD / PT-1 GYP BD / PT-1 OPEN SHEET TITLE: INTERIOR ELEVATIONS RB LEAD: KW/RM RB DRAFTER: NH DATE: 01/21/22 117 CORRIDOR - SOUTH 118 OPEN OFFICE FLEX / ADMIN / FORMEN / SERVICEMEN - WEST SHEET: 20 21 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" A8.02 SHEET OF ROLLUDA ARCHITECTS, INC. G 2 G 2 H H.1 J 105 S MAIN ST, #323 WINDOW SHADE SEATTLE, WA 98104 WINDOW SHADE PROVIDE BACKING FOR SYSTEM, TYP PHONE (206)624-4222 FAX (206)624-4226 SYSTEM, TYP WHITEBOARD DEMOUNTABLE DEMOUNTABLE E 005 E 005 PROVIDE MOUNTING PARTITION PROVIDE BACKING PARTITION BRACKET PER AV SYSTEM, OFOI FOR TACK BOARD SYSTEM, OFOI DRAWINGS P-LAM STOOL F 002 RB RB GYP BD / PT-1 GYP BD / PT-1 GYP BD / PT-1 F 001 P-LAM STOOL, TYP CG RB 119 OFFICE / CONF ROOM - NORTH 119 OFFICE / CONF ROOM - EAST 119 OFFICE / CONF ROOM - SOUTH 119 OFFICE / CONF ROOM - WEST 121 CREW ROOM - NORTH 1 2 3 4 5 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" PROVIDE BACKING FOR TACK BOARD EXIT SIGN 2 USB CAMERA 4 J 1 H.1 H SOLID SURFACE USB CAMERA PROVIDE MOUNTING E 003 4 2 A8.17 COUNTER TOP EXIT SIGN BRACKET PER AV DRAWINGS WINDOW SHADE SYSTEM, TYP 3' - 0" 3' - 0" 1' - 6" 3' - 0" E 005 STRUCTURAL GYP BD / PT-1 GYP BD / PT-1 E 008 BRACED FRAME E 002 CG P-LAM STOOL CT-6 CG E 004 RB 12"X12" ACCESS E 004 PANEL / PT-1, TYP GYP BD / PT-1 E 005 E 010 E 005 F 001 F 002 RB F 002 OPEN E 001 E 001 3' - 0" 2' - 0" 3' - 0" 2' - 0" E 007 CG PROVIDE MOUNTING CG RB PROVIDE BACKING AV CONTROL BRACKET PER AV 1' - 6" 1' - 6" 1' - 6" FOR WHITEBOARDS TOUCH PANEL DRAWINGS 121 CREW ROOM - EAST 121 CREW ROOM - SOUTH 2 4 3 121 CREW ROOM - WEST 6 7 A8.17 A8.17 A8.17 8 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" J J STRUCTURAL STRUCTURAL FRAMING FRAMING 3 PROVIDE BACKING FOR TACK BOARD F 005 E 008 GYP BD / PT-1 WH, SEE MECH WH, SEE MECH FRP GYP BD / PT-1 GYP BD / PT-1 REVISION GYP BD / PT-1 EYE WASH PER GYP BD / PT-1 RB PLUMBING RB " 0 MOP SINK PER E 009 - ' PLUMBING 4 DATE NO. 2' - 0" RB RB RB 112 MOTHER ROOM - WEST 13 124 CUST UTIL CLOSET - NORTH 124 CUST UTIL CLOSET - EAST 124 CUST UTIL CLOSET - SOUTH 124 CUST UTIL CLOSET - WEST SCALE:1/4" = 1'-0" 9 10 11 12 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" WINDOW SHADE SYSTEM, TYP PROVIDE MOUNTING SECURITY CAMERA BRACKET PER AV H H.1 8 H.1 H 8 DRAWINGS EXIT SIGN 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" ALIGN E 008 CARD READER " E 005 2 BALLET - GYP BD / PT-1 ' BARRE 5 GYP BD / PT-1 " GYP BD / PT-1 0 GYP BD / PT-1 - ' 2 MIRROR P-LAM STOOL, TYP CG RB SURFACE MOUNTED RB RB RB RACEWAY 128 WELLNESS WEIGHT EQUIP - NORTH 128 WELLNESS WEIGHT EQUIP - EAST 128 WELLNESS WEIGHT EQUIP - SOUTH 128 WELLNESS WEIGHT EQUIP - WEST 14 15 16 17 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SECURITY WINDOW SHADING CAMERA G EXIT SIGN 8 G SYTEM, TYP 8 NOISE SOUNDER EXIT SIGN 3' - 8 1/2" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 3' - 8 1/2" MIRROR PROVIDE MOUNTING MANUAL OPERATED SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 E 008 BRACKET PER AV DOOR SHADE MOUNTAED CARD PROJECT: BALLET BARRE DRAWINGS ON DOOR READER BUILDING IDENTIFIER: BRACKET, TYP P-LAM STOOL, TYP E 005 PANIC BAR GYP BD / PT-1 BALLET " BARRE 2 CG SURFACE MOUNTED A.1 - ' 7 RB RACEWAY GYP BD / PT-1 RB GYP BD / PT-1 RB SHEET TITLE: INTERIOR ELEVATIONS CG 16 RB RB A8.17 137 WELLNESS AEROBICS - NORTH 137 WELLNESS AEROBICS - EAST 137 WELLNESS AEROBICS - SOUTH 137 WELLNESS AEROBICS - WEST LEAD: KW/RM 18 19 20 21 DRAFTER: NH SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" DATE: 01/21/22 SHEET: A8.03 SHEET OF ROLLUDA ARCHITECTS, INC. 3 3 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 CHANGING TABLE LIGHT FIXTURE PER ELEC GB-3 GB-1 E CT-5 CT-1 GB-3 CT-3 RU CT-1 CHANGING TABLE CT-1 MIR-1 T PTD / WR TPD / WR GB-2 GB-2 IX E 006 " F GB-1 0 T TPD -' H CT-1 7 IG SCD L F TPD SCD O P O T 9" TYP SINK MOUNTED AUTO PTD / WR SOAP DISPENSER 106 PUBLIC RESTROOM - NORTH 106 PUBLIC RESTROOM - EAST 106 PUBLIC RESTROOM - SOUTH 106 PUBLIC RESTROOM - WEST 101 LOBBY - EAST 105 PUBLIC RESTROOM - NORTH 1 2 3 4 5 6 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" 4 LIGHT FIXTURE PER ELEC GYP BD / PT-1 ALIGN GYP BD / PT-1 12"X12" ACCESS PANEL, GB-1 E R ALIGN WITH TILE GRID GYP BD / PT-1 GB-3 UT MIR-1 CT-3 CT-1 CT-1 GB-1 GB-2 CHANGING IX E 006 " FT GB-3 CHANGING TABLE TABLE CT-1 0 CT-1 - H OPEN ' GB-2 7 IG L RB F O SCD TPD SND P TPD O T COUNTER MOUNTED PTD / WR AUTO SOAP DISPENSER 105 PUBLIC RESTROOM - EAST 105 PUBLIC RESTROOM - SOUTH 105 PUBLIC RESTROOM - WEST 140 RESTROOM VEST - EAST 135 MEN'S RESTROOM - EAST 1 135 MEN'S RESTROOM - WEST 1 7 8 9 10 11 12 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" F CT-4 LIGHT FIXTURE F LIGHT FIXTURE PER ELEC TYP PER ELEC 12"X12" ACCESS PANEL, ALIGN WITH TILE GRID GB-3 P GYP BD / PT-1 GYP BD / PT-1 E GYP BD / PT-1 CT-1 GYP BD / PT-1 GYP BD / PT-1 GYP BD / PT-1 GYP BD / PT-1 R GB-1 F YT U CT-1 O , T GB-2 P T CT-1 MIR-1 MIR-1 MIR-1 CT-1 IX CT-1 CT-1 REVISION O H F GB-1 TPD, TYP CT-1 T G CG T / IN " H OPEN " GB-1 W N 4- IG 4- SCD SCD SCD SCD " N E ' L ' CG OPEN 01 OPEN P 7 F 7 - IG ' L O O 5 DATE A" & M TPD TPD TPD 2 R O SCD '- O T NO. 7 T O O D COUNTER MOUNTED B PTD / WR 5 AUTO SOAP DISPENSER CG A8.17 SOLID SURFACE COUNTER TOP 135 MEN'S RESTROOM - NORTH 135 MEN'S RESTROOM - EAST 135 MEN'S RESTROOM - SOUTH 135 MEN'S RESTROOM - WEST 135 MEN'S RESTROOM - EAST 2 135 MEN'S RESTROOM - WEST 2 13 14 15 16 17 18 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" F 6 F LIGHT FIXTURE PER ELEC 6 GYP BD / PT-1 SOLID SURFACE COUNTER TOP GB-3 ,TYP SOLID SURFACE LIGHT FIXTURE, COUNTER TOP GYP BD / PT-1 PER ELEC GYP BD / PT-1 CT-1 GYP BD / PT-1 GYP BD / PT-1 GB-3, TYP SND, TYP SOLID SURFACE CG MIR-1 MIR-1 MIR-1 MIR-1 CT-1 GB-2, TYP COUNTER TOP CT-4 PTD / WR CT-1 " " 4 TPD, TYP 4 GB-1, TYP -' SCD SCD SCD SCD OPEN -' OPEN 7 7 TPD SCD CT-1 GB-1, TYP SND 5 6 GB-1 CG A8.17 A8.17 136 WOMEN'S RESTROOM - NORTH 136 WOMEN'S RESTROOM - EAST 136 WOMEN'S RESTROOM - SOUTH 136 WOMEN'S RESTROOM - WEST 21 SCALE:1/4" = 1'-0" 22 SCALE:1/4" = 1'-0" 23 SCALE:1/4" = 1'-0" 24 SCALE:1/4" = 1'-0" 3' - 0" 9" MAX CLR CLR 6" CLR " R 6 L " " C 6 R 1 TPD -' LC SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 -' 1 2 IN PROJECT: M BUILDING IDENTIFIER: IN R IN R -3 L M L B M" C SPOUT OUTLET " C G 8 " 7 1 2 1 A.1 IN 24"-42" FROM " IN X SPOUT OUTLET 5' - 0" M SCD R T E /2 E E REAR WALL L M A " T " LT D 11 RL M 8- N 0- U X "8 N GB-1 36" C "3 SHEET TITLE: ' E ' A " " A 4 A " 4 XA INTERIOR 3 C R 4 " D 04 04 O M" H 04 GB-2 42" " - " E " /2 A P 0 " O 43 IN M" 4 ELEVATIONS - @ "6 T /2 1 IS 4 4 T 6 -' RESTROOMS - N 1 72 @" D 2 M" 3 2 ' 1 E 7 4 @ 8 " C 1 2 @ DISP OUTLET TO BOTTOM OF REFLECTIVE SURFACE 18" MIN TO DISPENSER OUTLET 3 FINISHED FLR 6 R @ - L PTD / WR ' 1 C LEAD: KW/RM LIGHT SWITCH POWER OUTLET ADA RESTROOM SANITARY NAPKIN SEAT COVER SOAP PAPER TOWEL MIRROR TOILET PAPER FIRE EXTINGUISHER GRAB BARS DRAFTER: NH 2' - 0" SIGNAGE DISPOSAL (SND) DISPENSER DISPENSER DISPENSER / WASTE (MIR-1) DISPENSER CABINET (FEC) (GB-1, GB-2, GB-3) DRINKING FOUNTAIN CHANGING TABLE (DF) DATE: 01/21/22 (SCD) (SD) RECEPTACLE (TPD) SHEET: (PTD / WR) TYP ADA RESTROOM LAYOUT MOUNTING HEIGHTS A8.04 25 26 SCALE: 1/2" = 1'-0" SCALE:1/2" = 1'-0" SHEET OF ROLLUDA ARCHITECTS, INC. G H H.1 H.1 H LOCKER FILLER PANEL, G 105 S MAIN ST, #323 TYP AT CORNER AND SEATTLE, WA 98104 PHONE (206)624-4222 FINISHED END PANEL FAX (206)624-4226 GYP BD / PT-1 " 6 - ' GYP BD / PT-1 1 " 0 - ' 3 MTL LOCKER GYP BD / PT-1 OPEN MTL LOCKER " WD BENCH 0 - ' 3 CT-2 BASE " 6 - ' 1 WD BENCH CG CT- 2 BASE ADA WD BENCH CT-2 BASE AND BRACKET 134 MEN'S LOCKER ROOM - NORTH 134 MEN'S LOCKER ROOM - EAST 134 MEN'S LOCKER ROOM - SOUTH 1 2 3 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" G H H.1 GYP BD / PT-1 GYP BD / PT-1 GYP BD / PT-1 OPEN GYP BD / PT-1 OPEN GYP BD / PT-1 CT-2 BASE CT-2 BASE CG CT-2 BASE CT-2 BASE GYP BD / PT-1 ADA WD BENCH AND BRACKET 134 MEN'S LOCKER ROOM - WEST 134 MEN'S LOCKER ROOM - EAST 1 134 MEN'S LOCKER ROOM - WEST 1 133 WOMEN'S LOCKER ROOM - NORTH 4 5 6 7 SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" 6 H.1 H G 6 6 6 GWB / PT-1 GYP BD / PT-1 GYP BD / PT-1 GWB / PT-1 MTL LOCKER REVISION GYP BD OPEN WD BENCH GYP BD / PT-1 OPEN / PT-1 CT-2 BASE CT-2 BASE CT-2 BASE CT-2 BASE CT-2 BASE DATE NO. ADA WD BENCH CG AND BRACKET 133 WOMEN'S LOCKER ROOM - EAST 133 WOMEN'S LOCKER ROOM - SOUTH 133 WOMEN'S LOCKER ROOM - WEST 133 WOMEN'S LOCKER - EAST 133 WOMEN'S LOCKER - WEST 8 9 10 11 12 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" H H H.1 CT-1 ADA SHOWER STALL WD BENCH ADA WD BENCH CT-1 SHOWER STALL CT-1 AND BRACKET CT-1 CT-2 BASE ADA SHOWER CT-1 ADA WD BENCH CT-1 STALL AND BRACKET ADA SHOWER SEAT 131 ADA SHOWER - NORTH 131 ADA SHOWER - EAST 131 ADA SHOWER- SOUTH 131 ADA SHOWER - WEST 130 SHOWER - NORTH 130 SHOWER - EAST 13 SCALE:1/4" = 1'-0" 14 SCALE:1/4" = 1'-0" 15 SCALE: 1/4" = 1'-0" 16 SCALE:1/4" = 1'-0" 17 SCALE: 1/4" = 1'-0" 18 SCALE:1/4" = 1'-0" H.1 6 6 6 6 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: GYP BD / GYP BD / PT-1 GYP BD / PT-1 GYP BD / PT-1 PTD / WR, TYP PT-1 CT-1 CT-1 A.1 GB-1, TYP CT-1 SHOWER STALL CT-1 CT-1 OPEN CT-1 WD BENCH OPEN SHEET TITLE: WD BENCH INTERIOR ELEVATIONS TPD -LOCKERS/ SHOWERS LEAD: KW/RM DRAFTER: NH DATE: 01/21/22 130 SHOWER - SOUTH 130 SHOWER - WEST 136 WOMEN'S RESTROOM - EAST 2 136 WOMEN'S RESTROOM - WEST 2 136 WOMEN'S RESTROOM - EAST 1 136 WOMEN'S RESTROOM - WEST 1 SHEET: 19 20 21 22 23 24 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" A8.05 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 H H H.1 H.1 FAX (206)624-4226 CT-1 ADA SHOWER CT-1 CT-1 ADA BENCH AND STALL CT-1 SHOWER STALL ADA SHOWER CT-1 SHOWER STALL CT-1 BRACKET CT-1 ADA WD BENCH STALL AND BRACKET WD BENCH WD BENCH ADA SHOWER SEAT 132 ADA SHOWER - NORTH 132 ADA SHOWER - EAST 132 ADA SHOWER - SOUTH 132 ADA SHOWER - WEST 129 SHOWER - NORTH 129 SHOWER - EAST 129 SHOWER - SOUTH 1 2 3 4 5 6 7 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" LIGHT FIXTURE C C.8 C.9 D E PER ELEC GYP BD / PT-1 DEMOUNTABLE E 006 CG PARTITION OPEN RB OPEN SYSTEM, OFOI GYP BD / PT-1 CT-1 GYP BD / PT-1 ELEVATOR WD BENCH RB 12"X12" ACCESS PANEL / PT-1, TYP CARD READER CG RB 129 SHOWER - WEST 123 CORRIDOR - WEST 117 CORRIDOR - NORTH 141 OPEN OFFICE ENG / DES - EAST 8 9 10 11 SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" STRUCTURAL BRACED FRAME E D C.9 C.8 C 6 5 STRUCTURAL BRACED P-LAM STOOL FRAME, PT-2 EXIT SIGN K D C.9 P-LAM STOOL CG 12"X12" ACCESS REVISION PANEL / PT-1, TYP GYP BD / PT-1 RB GYP BD / PT-1 DATE NO. CG RB RECESSED RACEWAY RB 141 OPEN OFFICE ENG / DES - SOUTH ACCESS PANEL / PT-1 141 OPEN OFFICE ENG / DES - WEST 12 13 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" ST-2 STAIR - SOUTH 110 ENTRY VEST - SOUTH 14 15 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" WINDOW SHADE SYSTEM, TYP SECURITY CAMERA 6 7 7 C.9 D PROVIDE MOUNTING BRACKET PER AV EXIT SIGN E 011 E 011 DRAWINGS P-LAM STOOL P-LAM STOOL GYP BD / PT-1 GYP BD / GYP BD / PT-1 RB PT-1 RB RB RB RB GYP BD / PT-1 GYP BD / PT-1 CG 142 OFFICE / CONF ROOM - NORTH 142 OFFICE / CONF ROOM - EAST 142 OFFICE / CONF ROOM - SOUTH 142 OFFICE / CONF ROOM - WEST 110 ENTRY VEST - NORTH 16 17 18 19 20 SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: INTERIOR ELEVATIONS - SHOWERS/ MISCELLANEOUS LEAD: KW/RM DRAFTER: NH DATE: 01/21/22 SHEET: A8.06 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 WINDOW SHADE SYSTEM EXIT LIGHT B EXIT LIGHT C 6 7 GYP BD / PT-1 4 OPEN A8.16 TYP OPEN GYP BD / PT-1 GYP BD / PT-1 RB CG RB P-LAM STOOL 143 CSR LOBBY / OFFICE - EAST 143 CSR LOBBY / OFFICE - NORTH 2 1 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" J STRUCTURAL SECURITY CAMERA WINDOW SHADE BRACED FRAME B SYSTEM, TYP A 7 6 WINDOW SHADE SYSTEM, TYP E 008 GYP BD / PT-1 P-LAM STOOL GYP BD / PT-1 P-LAM STOOL, TYP FRP MOP SINK RECESSED RACEWAY RB GYP BD / PT-1 RECESSED RACEWAY RB 2' - 0" RB 12"X12" ACCESS 8 PANEL / PT-1, TYP A8.16 143 CSR LOBBY / OFFICE - SOUTH TYP 143 CSR LOBBY / OFFICE - WEST 201 MAINTENANCE STORAGE - NORTH 3 4 5 SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" REVISION 4 3 2 DATE 6 J 6 STRUCTURAL FRAMING NO. STRUCTURAL FRAMING GYP BD / PT-1 CARD READER GYP BD / PT-1 FRP GYP BD / PT-1 RB RB 2' - 0" RB 201 MAINTENANCE STORAGE - EAST 201 MAINTENANCE STORAGE - SOUTH 201 MAINTENANCE STORAGE - WEST 200 FUTURE OFFICE ROOF ACCESS - WEST 6 7 8 9 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" C.8 6 K SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: E 008 SECURITY CAMERA A.1 GYP BD / PT-1 12"X12" ACCESS GYP BD / PT-1 GYP BD / PT-1 CG GYP BD / PT-1 GYP BD / PANEL / PT-1 RB PT-1 RB RB SHEET TITLE: RB INTERIOR ELEVATIONS LEAD: KW/RM DRAFTER: NH 113 PRIVACY ROOM - EAST 113 PRIVACY ROOM - SOUTH 113 PRIVACY ROOM - WEST 139 ENTRY - EAST 122 ENTRY VEST - NORTH DATE: 01/21/22 10 SCALE:1/4" = 1'-0" 11 12 SCALE: 1/4" = 1'-0" 13 SCALE: 1/4" = 1'-0" 14 SCALE: 1/4" = 1'-0" SHEET: SCALE: 1/4" = 1'-0" A8.07 SHEET OF COMPRESSION STRUT @ 12'-0" O.C. MAX (FIRST SPLAYED BRACE WIRE PER POINT WITHIN STRUCTURAL FRAMING ABOVE ROLLUDA ARCHITECTS, INC. DETAIL 9/THIS SHEET 6'-0" OF EACH 105 S MAIN ST, #323 COMPRESSION STRUT SEATTLE, WA 98104 WALL) ° PHONE (206)624-4222 0 0 FAX (206)624-4226 5.0 12 GA VERT HANGER ATTACH STRUCT TO 4 4 5. WIRE @ 4'-0" O.C. WITH FRAMING ABOVE WITH 0 0 MIN (4) TIGHT TURNS IN CLIPS 0 ° 1-1/2" ° 0 COMPRESSION STRUCT - EMT 0 0 CONDUIT, SEE BELOW FOR SIZES . 4 ) 5 5 T.O. STOREFRONT 4 ° X 12 GA SPLAY WIRE ( A B.O. CEILING FIN M M BRACING IN PLANE OF A ( X ° 2" MAX 5 EACH RUNNER - VERT ) CEILING PER ANGLE @ 45° (TYP) MIN 4 2" MAX PLAN, SEE 4 TIGHT TURNS IN 1-1/2" CROSS RUNNER @ 2'-0" O.C. EDGE DETAIL BOTH ENDS OF WIRE 2" MAX FROM THIS SHEET (TYP) BRACE WIRES HEAVY DUTY MAIN RUNNER, ATTACH STRUCT TO RUNNER PER MFR TO CROSS @ 2'-0" O.C. INSTALLATION INSTRUCTIONS HEAVY DUTY MAIN RUNNER RUNNERS ENTRY VEST LOBBY CROSS RUNNER 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 CEILING @ ENTRY VEST/ LOBBY TYPICAL ACP CEILING BRACING TYPICAL ACP GRID LAYOUT ACP COMPRESSION STRUT, TYP. 13 9 5 1 SCALE:3" = 1'-0" NTS NTS SCALE: 3" = 1'-0" FACE OF WALL FACE OF WALL WALL ASSEMBLY, PER PLANS PERIMETER PERIMETER 8" MAX HANGER WIRE 8" MAX HANGER WIRE SEISMIC CLIP, SEISMIC CLIP, ATTACH TO ATTACH TO WALL WALL PER MFR PER MFR INSTALLATION INSTALLATION INSTRUCTION. INSTRUCTION. DO NOT ATTACH DO NOT ATTACH " TO RUNNER 4 TO RUNNER RUNNER RUNNER T.O. ALUM STOREFRONT T.O. ALUM STOREFRONT 3/4" B.O. ACP CEILING FIN B.O. ACP CEILING FIN ACP ACP CSR LOBBY / EXT LOBBY CSR LOBBY OFFICE FASTENER ANGLE TRIM ANGLE TRIM 15/16" MIN NOTE: SYSTEM SEISMIC NOTE: SYSTEM SEISMIC DESIGN PER ESR-2631 DESIGN PER ESR-2631 ACP CEILING TO WALL - ACP CEILING TO WALL - CEILING @ CSR LOBBY/ EXTERIOR CEILING @ LOBBY/ CSR LOBBY ATTACHED END, TYP. FREE END, TYP. REVISION 14 10 6 2 SCALE:3" = 1'-0" SCALE: 3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" WALL ASSEMBLY, PER PLANS DATE NO. 12 GA VERTICAL HANGER, TYP, 4'-0" O.C. MAX 1-1/2" HOT ROLLED 8" MAX FACE OF STUD CHANNEL (MAIN RUNNER) 8" MAX #10 S.M.S. EACH STUD 7/8" FURRING HAT CHANNEL T.O. ALUM STOREFRONT T.O. ALUM STOREFRONT (CROSS 3/4" CLR MIN RUNNER) B.O. ACP CEILING FIN B.O. ACP CEILING FIN WALL ANGLE, FLOATING END, 2" ENTRY VEST EXT SCREW & SCREW GYP BD TO SCREW GYP BD TO MIN HORIZ LEG ENTRY VEST CSR LOBBY TAPE SEAM CROSS RUNNER AT CROSS RUNNER LOCATE TO 12" O.C. DO NOT SCREW RECEIVE MAIN OR TAPE 4" MIN RUNNER 6" MAX FIXED END FLOATING END CEILING @ ENTRY VEST/ EXTERIOR CEILING @ ENTRY VEST/ CSR LOBBY SUSPENDED GYP BD CLNG CROSS RUNNER AT PERIMETER, TYP. 15 11 7 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" TOP DECKING WHERE INDICATED PER STRUCTURAL FRAMING PER STRUCTURAL (2X6 AT 16" O.C. WHERE NONE INDICATED) SADDLE TIE TO 12 GA VERTICAL MAIN RUNNER WITH HANGER, TYP, 4'-0" FACE OF STUD 16# WIRE, TYP. O.C. MAX 5/8" TYPE 'X' GWB TO UNDERSIDE 8" MAX OF STRUCTURE SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 #10 S.M.S. 1-1/2" HOT ROLLED PROJECT: EACH STUD CHANNEL (MAIN 3/4" CLR MIN BUILDING IDENTIFIER: RUNNER) WEIGHING 1.12 PSF GRID ATTACHED A.1 ALONG TWO ADJACENT WALL ANGLE, EDGES TAPE SEAM FLOATING END, 2" SHEET TITLE: 7/8" FURRING HAT CHANNEL DO NOT SCREW MIN HORIZ LEG DETAILS - (CROSS RUNNER) 25 GA OR TAPE 6" MAX LOCATE TO INTERIOR GALV, 2'-0" O.C. MAX 4" MIN RECEIVE MAIN 5/8" GYP BD (MOISTURE RESISTANT 6" MAX RUNNER AT TOILET ROOMS) FIXED END FLOATING END CEILING FINISH PER ROOM LEAD: KW/RM SCHEDULE BOTTOM DRAFTER: VP DATE: 01/21/22 SHEET: A8.12 GYP BD CEILING SUSPENDED GYP BD CLNG MAIN RUNNER AT PERIMETER, TYP. 12 8 SHEET OF SCALE:3" = 1'-0" SCALE: 3" = 1'-0" A B STL FRAMING PER FACE OF WALL STRUCT T.O BEAM 12 GA VERTICAL HANGER, 13' - 6" TYP, 4'-0" O.C. MAX T.O. BEAM T.O BEAM ROLLUDA ARCHITECTS, INC. SADDLE TIE TO MAIN RUNNER 13'-6" 13' - 6" 105 S MAIN ST, #323 SEATTLE, WA 98104 PERIMETER HANGER WIRE PERIMETER PHONE (206)624-4222 FURRING HAT CHANNEL METAL DECK, HANGER WIRE FAX (206)624-4226 (CROSS RUNNER) PER STRUCT RUNNER 1-1/2" HOT ROLLED CHANNEL DUCTWORK PER (MAIN RUNNER) MECHANICAL 12'-0" AFF STRUCT BEAM SUPPORT POST, B.O. CLNG PER STRUCT METAL STUDS FRAMING ACOUSTICAL 1/2" PER BIDDER DESIGN CLNG PANEL B.O. CLNG 3 5/8" METAL STUDS STRUCT FRAMING, VERTICAL HANGER PER STRUCT & SEISMIC BRACING 5/8" GYP BD SOFFIT B.O. CLNG PER BIDDER DESIGN 10'-0" AFF 10'-0" AFF ALIGN WALL ANGLE, FLOATING BATT INSULATION B.O. CLNG ACOUSTICAL CLNG PANEL END, 2" MIN HORIZ LEG 5/8" GYP BD LOCATE TO RECEIVE MAIN RUNNER 5/8" GYP BD CLNG DUCTWORK PER 1 5/8" METAL STUDS MECHANICAL FRAMING @ 16" O.C J-MOLD TRIM SCREEN PER AV DRAWINGS NOTE: WOOD CLNG NOTE: BRACED FRAME PER SEE A8.12 FOR CLNG ATTACHEMENTS SEE A8.12 FOR CLNG ATTACHEMENTS STRUCTURAL SEE 10/A8.13 FOR FLUSH SOFFIT FRAMING HANGER RODS AND SOFFIT DETAIL @ BRACE FRAME CLNG DETAIL @ CREW ROOM SEISMIC BRACING BY CLNG DETAIL @ LARGE CONF ROOM 13 9 PARTITION 1 SCALE:3" = 1'-0" SCALE:1" = 1'-0" MANUFACTURER SCALE:1" = 1'-0" 5/8" GYP BD TURN 5" GATE HANGER BRACKET BY MANUFACTURER 3 5/8" METAL STUDS VERTICAL T.O BEAM HANGER & SEISMIC BRACING 13' - 6" 7 STEEL TRACK AND PER BIDDER DESIGN STEEL BALLBEARING PERIMETER HANGER WIRE TROLLEYS STL FRAMING PER STRUCT 5/8" GYP BD 3 1/2" SOUND BATT RUNNER INSULATION, 12'-0" AFF EXTEND TO EDGE B.O. CLNG ACOUSTICAL CLNG PANEL OFGWB SUFFIT, BOTH SIDES VERTICAL HANGER, 3 5/8" METAL STUDS 10'-0" AFF TYP, 4'-0" O.C. MAX VERTICAL HANGER & SEISMIC BRACING B.O. CLNG 5/8" GYP BD PER BIDDER DESIGN ALIGN 3 5/8" METAL STUDS FRAMING 1 5/8" METAL STUDS B.O. CLNG PER BIDDER DESIGN FRAMING @ 16" O.C 10'-0" 5/8" GYP BD CLNG 10'-0" AFF SOFFIT TRIM PAN B.O. CLNG WOOD CLNG WALL ASSEMBLY, NOTE: PER PLAN VINYL TOP SEAL SEE A8.12 FOR CLNG ATTACHEMENTS NOTE: SEE A8.12 FOR CLNG ATTACHEMENTS GUIDE RAIL ANGLES, 10 3/8" +/- BOTH SIDES SOFFIT TRIM PAN TYP CLNG DETAIL CLNG DETAIL @ LOBBY REVISION 10 2 SCALE:1" = 1'-0" SCALE:1" = 1'-0" 5 4 DATE NO. T.O BEAM T.O BEAM 13' - 6" 13' - 6" 3 5/8' MTL STUDS SEISMIC BRACING PER BIDDER DESIGN STL BEAM PER STRUCT STL FRAMING PER STRUCT MTL STUDS VERTICAL HANGER & SEISMIC BRACING PER BIDDER DESIGN PERIMETER HANGER WIRE PERIMETER HANGER WIRE 3 5/8" METAL STUDS DUCTWORK PER MECHANICAL VERTICAL HANGER PER BIDDER DEISGN 10'-0" AFF B.O. CLNG B.O. CLNG FLOATING DOOR 10'-0" AFF SEAL ACOUSTICAL CLNG ACOUSTICAL CLNG PANEL PANEL 9'-0" AFF B.O. CLNG B.O. CLNG 9'-0" AFF FINISHED FLR ALIGN 5/8" GYP BD CLNG 3 5/8" METAL STUDS NOTE: ACOUSTICAL FRAMING @ 16" O.C SEE A8.12 FOR CLNG ATTACHEMENTS CLNG PANEL 5/8" GYP BD CLNG CLNG DETAIL @ CORRIDOR FOLDING PANEL - SECTION DETAIL TYP CLNG DETAIL 11 SCALE:1" = 1'-0" 7 3 SCALE:1" = 1'-0" SCALE: 3" = 1'-0" C B MTL STUDS SEISMIC BRACING PER BIDDER DESIGN T.O BEAM 13' - 6" T.O BEAM 13' - 6" STL BEAM PER STRUCT PERIMETER PERIMETER HANGER WIRE HANGER WIRE BRACE FRAME BEYOND DUCTWORK PER MECHANICAL SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 B.O. CLNG PROJECT: 3 5/8" ROTATED MTL STUDS FRAMING PER BIDDER DESIGN. 12'-0" AFF BUILDING IDENTIFIER: PROVIDE CROSSED BRACING HORIZONTALLY AND ACCOUSTICAL 6 VERTICALLY AT 24" O.C. CLNG PANEL A8.12 A.1 3 5/8" MTL STUDS FRAMING TYP STL FRAMING PER BIDDER DESIGN PER STRUCT P SHEET TITLE: Y 5/8" GYP BD T" 10'-0" AFF DETAILS - 6 B.O. CLNG INTERIOR B.O. CLNG 10'-0" AFF ACOUSTICAL CLNG PANEL 3 5/8" MTL STUDS ALIGN FRAMING PER BIDDER 9'-0" AFF DEISGN LEAD: KW/RM 1' - 2" B.O. CLNG 1 5/8" MTL STUDS DRAFTER: VP/NH 5/8" GYP BD NOTE: PER BIDDER DESIGN DATE: 01/21/22 NOTE: SHEET: SEE A8.12 FOR CLNG ATTACHEMENTS WD CLNG SEE A8.12 FOR CLNG ATTACHEMENTS A8.13 CLNG DETAIL @ CSR LOBBY CLNG @ LARGE CONF RM - MIDDLE 12 4 SHEET OF SCALE:1" = 1'-0" SCALE:1" = 1'-0" F B G 1 5/8" MTL STUDS @ EDGE OF LAVATORY F STL COLUMN PER 16" O.C 11 1/4" COUNTER, SEE PLAN STRUCTURAL A4.0.1S 5/8" GYP BD 1' - 5 1/2" 2 1/2" X 2 1/2" X 4' CLR 1 5/8" MTL STUDS @ 8 3/4" 8 3/4" ROLLUDA ARCHITECTS, INC. N WD BENCH 16" O.C CORNER GUARD (CG) 105 S MAIN ST, #323 A L SEATTLE, WA 98104 P 5/8" GYP BD PHONE (206)624-4222 R 11 1/4" FAX (206)624-4226 E 5/8" GYP BD P " , /8 YL 3 9 CONDUITS PER B STL COLUMN PER STL COLUMN PER Q M STRUCTURAL STRUCTURAL E ELECTRICAL AND E TELECOMMUNICA- S S " TIONS A /8 L 7 " L 5 2 A 6 - 6 -' 4 W ' 1 1 ELECTRICAL BOX " PER ELECTRICAL ALIGN /8 Q ALIGN STL COLUMN PER 5 E A4.0.2S 3 MTL LOCKER STRUCTURAL - ' 2 " /2 5/8" GYP BD 1 3 - 1 5/8" MTL STUDS @ ' 1 1 5/8" MTL STUDS @ 16" O.C 1 16" O.C 2 1/2" MTL STUDS @ 16" O.C A4.0.1S 2 1/2" X 2 1/2" X 4' (G4 SIMILAR) " CLR CORNER GUARD 7 (CG) INTERIOR COLUMN WRAP @ GRID F & 4 1 SCALE:3" = 1'-0" C , Y A4.0.1S L 1' - 2" B N ALIGN W/ 1' - 0 3/8" A4.0.1S 1' - 0 3/8" M A EQ EQ E L BATHROOM WALL S S P 2' - 2" ALIGNING WITH R O R A E L P L 2 1/2" X 2 1/2" X 4' CLR A W CORNER GUARD (CG) NOTE: SEE SHEET A7.31 FOR WINDOW FLASHING 5/8" GYP BD " STL COLUMN PER 9 STRUCTURAL " INTERIOR COLUMN WRAP @ GRID B & 1 INTERIOR COLUMN WRAP @ GRID G & 6 INTERIOR COLUMN WRAP @ GRID F & 6 4 - ' 18 14 6 1 5 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" A4.0.1S C.8 1 5/8" MTL STUDS @ G " 16" O.C 1' - 3 1/2" 7 7" 1' - 7 3/8" WALL ASSEMBLY, PER PLAN 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD 9CG) A4.0.1S N A L 1 5/8" MTL STUDS @ P 16" O.C. R (F2 & G2 SIMILAR) E P , Y L INTERIOR COLUMN WRAP @ GRID C & 5 REVISION " B 2 7 M E SCALE: 3" = 1'-0" S 5/8" GYP BD S A L C.9 L DATE 8 A A4.0.1S 1 5/8" MTL STUDS @ W 1' - 5 1/2" 16" O.C NO. 8 3/4" 8 3/4" A4.0.1S 5/8" GYP BD " /8 7 7 STL COLUMN PER STRUCTURAL 1 5/8" MTL STUDS N A CONDUITS PER @ 16" O.C. A4.0.1S L ELECTRICAL AND P R TELECOMM ROOF LEADER PER E PLUMBING P N , A Y ROOF LEADER PER L L 6 P B PLUMBING R 1 M E E P S , S YL HSS COLUMN PER A A4.0.2S B STRUCTURAL L " L M 7 A E W S S STL COLUMN PER AL 5/8" GYP BD STRUCTURAL L A W 2 1/2" X 2 1/2" X 4' CLR 2 1/2" MTL STUDS @ CORNER GUARD (CG) A4.0.1S 16" O.C NOTE: SEE SHETT A7.11 FOR ROOF LEADER 1' - 0" WALL ASSEMBLY, PER PLAN PIPE PENETRATION DETAILS INTERIOR COLUMN WRAP @ GRID G & 8 INTERIOR COLUMN WRAP @ GRID C.8 & 1 INTERIOR COLUMN WRAP @ GRID C.9 & 6 19 11 3 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" D 2 1/2"X2 1/2"X4' CLR CORNER GUARD (CG) 1 5/8" MTL STUDS @ 16" O.C. HSS COLUMN PER STRUCT SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: " BUILDING IDENTIFIER: 7 A4.0.1S A.1 " 2 N -' AL 4 1 P R SHEET TITLE: E DETAILS - P , INTERIOR " Y 7 L B M E S S A LEAD: KW/RM L L DRAFTER: VP/NH A 7" W DATE: 01/21/22 A4.0.1S SHEET: A8.14 INTERIOR COLUMN WRAP @ GRID D & 4 4 SHEET OF SCALE: 3" = 1'-0" WALL ASSEMBLY, PER PLAN J A A1.0.3S B , Y L B ROLLUDA ARCHITECTS, INC. M N 105 S MAIN ST, #323 A 1' - 0 1/2" E L SEATTLE, WA 98104 5/8" GYP BD S P PHONE (206)624-4222 S R N FAX (206)624-4226 EQ EQ 1 5/8" MTL STUDS A E A L P L @ 16" O.C. LA P R W E P , HSS COLUMN Y L A6.0.1S PER STRUCT B " M 4 E S S 3 Y A L L B L M N A E AL W S S P A R L E L P A W N A 1 5/8" MTL STUDS @ 16" O.C. L P R E STL COLUMN PER STRUCTURAL P , Y L 5/8" GYP BD B M E S S INTERIOR COLUMN WRAP @ GRID B & 3 A 6 L 13 L SCALE:3" = 1'-0" A W " 7 A4.1.1S A4.0.1S 5/8" GYP GB A4.0.1S 3 5/8" MTL STUDS @ A4.0.3S 16" O.C. 7" WALL ASSEMBLY, PER PLAN 4 INTERIOR COLUMN WRAP @ GRID A & 6 " 1 1/2" MTL STUDS @ 16" O.C. 1 7 SCALE:3" = 1'-0" STL COLUMN PER STRUCTURAL N A L 2 1/2" X 2 1/2" X 4' CLR P A4.0.1S CORNER GUARD (CG) R E 7" 9" P 1 5/8" MTL STUDS @ , Y 16" O.C. L B INTERIOR COLUMN WRAP @ GRID J & 4 M E 10 S SCALE:3" = 1'-0" S A H 2 1/2" X 2 1/2" X 4' CLR LL 7" A4.0.1S CORNER GUARD (CG) A W REVISION 5/8" GYP BD 1 5/8" MTL STUDS @ 16" O.C. A4.0.1S " 7 5/8" GYP BD DATE " /8 STL COLUMN PER 7 NO. 7 STRUCTURAL 8 4 A4.0.1S " A4.0.1S /8 5 5 HSS COLUMN PER STRUCTURAL 2 1/2" X 2 1/2" X 4' CLR CORNER GUARD (CG) 7" 1 5/8" MTL STUDS @ A4.0.1S N 16" O.C. K WALL ASSEMBLY, PER PLAN A L P R E INTERIOR COLUMN WRAP @ GRID K & 4 P , 2 Y SCALE:3" = 1'-0" L B M E 1' - 0" WALL ASSEMBLY, PER PLAN S A4.0.1S S A L L A W A4.0.1S " 7 INTERIOR COLUMN WRAP @ GRID H & 8 11 SCALE: 3" = 1'-0" C 7 WALL ASSEMBLY, PER PLAN 1 5/8" MTL STUDS @ 16' O.C. A4.0.1S Y ROOF LEADER PER L B PLUMBING M N E A L S S P 5/8" GYP BD " A R 7 L E L P HSS COLUMN PER SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 A W STRUCTURAL PROJECT: A4.0.1S N BUILDING IDENTIFIER: A4.0.1S A L P 6 R E P A.1 , Y L " 5/8" GYP BD B 7 M SHEET TITLE: E S DETAILS - 1 5/8" MTL STUDS @ 16" O.C. S A INTERIOR L L STL COLUMN PER STRUCT A W A4.0.1S 2 1/2" X 21/2" X 4' CLR 7" LEAD: KW/RM CORNER GUARD (CG) DRAFTER: VP/NH NOTE: SEE SHEET A7.31 FOR ROOF LEADER PIPE DATE: 01/21/22 WALL ASSEMBLY, PER PLAN PENETRATION DETAILS SHEET: INTERIOR COLUMN WRAP @ GRID C & 6 INTERIOR COLUMN WRAP @ GRID 7 A8.15 12 3 SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" SHEET OF WALL ASSEMBLY, PER PLAN A WALL ASSEMBLY, PER PLAN ROLLUDA ARCHITECTS, INC. BACKER ROD & 105 S MAIN ST, #323 SEALANT SEATTLE, WA 98104 P-LAM STOOL PHONE (206)624-4222 FAX (206)624-4226 BRACED FRAME PER STRUCTURAL 5 3/4" MTL STUDS 1/4" BACKER ROD & SEALANT 1 1/4" P-LAM STOOL ALIGN WITH RB BEYOND MTL STUDS FRAMING BRACED FRAME PER STRUCTURAL 1/4" SURFACEMOUNTED WINDOW RO 3000 SERIES RACEWAY PER ELECTRICAL " 6 FINISHED FLOOR LEVEL 1 4 A8.16 P-LAM STOOL PLAN @ BRACE FRAME P-LAM STOOL SECTION @ BRACE FRAME WIREMOLD DETAIL @ WELLNESS CENTER 9 4 1 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:3" = 1'-0" WALL ASSEMBLY, PER PLAN 5/8" GYP BD 2 1/2" MTL STUDS 6" MTL STUDS 3 5/8" MTL STUDS BLOCKING AS NEEDED RB BEYOND ALIGN ALIGN " 6 RACEWAY PER ELECTRICAL LEVEL 1 FINISHED FLOOR TYP WIREMOLD DETAIL @ SILL WALL REVISION 2 SCALE: 3" = 1'-0" DATE NO. NOTE: ACCESS PANEL TO BE CENTERED ON AREA OF BRACED. COORDINATE LOCATION W/ BRACED FRAME 7 STL COLUMN PER STRUCTURAL WALL ASSEMBLY, PER PLAN BRACE FRAME PER STRUCTURAL 12"X12"ACCESS PANEL, PT-1 GUSSET PLATE PER STRUCTURAL RB ALIGN RACEWAY WITH RB BEYOND FINISHED FLOOR PER FINISH SCHEDULE 2" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONC SLAB PER STRUCTURAL PROJECT: BUILDING IDENTIFIER: A.1 LEVEL 1 SHEET TITLE: DETAILS - INTERIOR LEAD: KW/RM 1' - 8" DRAFTER: VP/NH DATE: 01/21/22 SHEET: A8.16 TYP WIREMOLD DETAIL @ BRACED FRAME 8 SHEET OF SCALE:3" = 1'-0" WALL ASSEMBLY, 1' - 6" WALL ASSEMBLY, 2' - 0" WALL ASSEMBLY, 2' - 0" PER PLAN PER PLAN PER PLAN WALL ASSEMBLY, MTL LOCKER FINISH PER ELEVATION WALL ASSEMBLY, PER PLAN 5/8" GYP BD PORCELAIN TILE PER PER PLAN ELEVATION FAUCET / SOAP DISPENSER, 3 5/8" METAL STUDS FRAMING 3/4" PLYWD ON TOP PER PLUMBING ROLLUDA ARCHITECTS, INC. FINISH PER ELEVATION 105 S MAIN ST, #323 POLYMER MODIFIED GROUT AND FACE. PAINT SOLID SURFACE COUNTER TOP SEATTLE, WA 98104 VERTICAL FACE " 7'-2" AFF PHONE (206)624-4222 1 FAX (206)624-4226 BLACK " 2'-9" AFF 5/4" X 3 1/2" HARD WD. 5/4"X 2 1/2" HARD WD. /2 1' - 0" 5/8" GYP BD SOFFIT MORTAR BOND COAT 1' - 0" EASE TOP EDGES EASE TOP EDGE 11 " 5/4" X 3 1/2" HARD WD. 5 1/2" EASE TOP EDGES 1" 2"X4" WD BLOCKING AND 1'-6" AFF 1'-6" AFF SOLID SURFACE TRIM 1/2" TYP SIMPSON WBAC CONNECTORS ADJUSTABLE SHELF GYPSUM TILE BACKER BOARD UNDER COUNTER MOUNTED SINK, " (FOR NON-WET AREA) FLATHEAD COUNTERSUNK 6 PER PLUMBING - SCREW, TYP ' PLAM EXPOSED SURFACE / EDGE 10"X3"X5" SURFACE 2 BAND, TYP " 5/4" X 2 1/2" HARD WD. MOUNTED BRACKET 6 EASE TOP EDGES 1' - 0" - @ 16" O.C. MIN ' 1 10"X3'X5" SURFACE WD BLOCKING AND CABINET DOOR HANDLE MOUNTED BRACKET @ 18"X20" BRACKET @ 16" O.C. MIN SIMPSON WBAC 16" O.C. MIN UNDER CABINET LIGHT FIXTURE, CONNECTORS FINISH PER ELEVATION SEE ELEC LEVEL 1 LEVEL 1 4'-6" AFF WD BLOCKING AND " 3 5/8" MTL STUDS 2 SIMPSON WBAC FRAMING & SEISMIC CONNECTORS 1' - 0" BRACING @ 16" O.C. LEVEL 1 FINISH PER ELEVATION BASE PER ELEVATION TILE WORK @ BREAK & CREW RMWALLS TYP BENCH INSTALLATION LOCKER BASE & BENCH INSTALLATION TYP COUNTER TOP INSTALLATION TYP UPPER CABINET 17 13 9 5 1 SCALE: 3" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" WALL ASSEMBLY, 1' - 4 7/8" WALL ASSEMBLY, 2' - 0" 1" TYP PER PLAN FINISH PER ELEVATION PER PLAN WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, 1' - 11" FINISH PER ELEVATION AWP PER ELEVATION PORCELAIN TILE PER PER PLAN ELEVATION SOLID SURFACE COUNTER TOP SOLID SURFACE COUNTER TOP W/ SELF EDGE 3/4" X 5 1/2" CONTINUOUS FINISH PER ELEVATION POLYMER MODIFIED GROUT MAPLE TRIM 5/4" X 3 1/2" HARD WD. 2"X4" WD BLOCKING AND EASE TOP EDGES SIMPSON WBAC CONNECTORS 5/4" X 5 1/2" HARD WD. " 2'-9" AFF 2'-9" AFF /2 EASE TOP EDGES 1 " MORTAR BOND COAT 1 " FLATHEAD COUNTERSUNK 5 /4 Q 1 SCREW, TYP E WATERPROOFING MEMBRANE 1'-6" AFF 3'-0" AFF " SOLID SURFACE TRIM Q /2 E GLASS MAT FACED TILE 15 12"X14" BRACKET @ 16" O.C. MIN BACKER BOARD Q DRAWER DOOR HANDLE, TYP 1' - 9 1/2" X 1' - 3 1/2" E @ 16" O.C. MIN WD BLOCKING AND FINISH PER ELEVATION PLAM EXPOSED SURFACE / EDGE SIMPSON WBAC " BAND, TYP COUNTERSUNK SCREW, 1 CONNECTORS 1 FILL W/ WOOD PUTTY 2"X4" WD BLOCKING LEVEL 1 RB AS SCHEDULED 2"X5" WD BLOCKING AND SIMPSON WBAC CONNECTORS " 4 LEVEL 1 LEVEL 1 3" TYP TILE WORK @ RESTROOM WALLS TYP CHAIR RAIL TOP INST DETAIL TYP ADA BENCH INSTALLATION GROOMING COUNTER DETAIL TYP DRAWERS @ BASE CABINET REVISION 18 14 10 6 2 SCALE:3" = 1'-0" SCALE:3" = 1'-0" SCALE:1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" SCALE:1 1/2" = 1'-0" WALL ASSEMBLY, 2' - 0" 1" TYP PER PLAN DATE WALL ASSEMBLY, 6" MTL LOCKER 1' - 6" WALL ASSEMBLY, 1' - 11" FINISH PER ELEVATION PER PLAN PER PLAN NO. FINISH PER ELEVATION SOLID SURFACE COUNTER TOP 3/4" PLYWD ON TOP AND FACE. PAINT VERTICAL FACE 5/4" X 3 1/2" HARD WD. EASE TOP 2"X4" WD BLOCKING AND PORCELAIN TILE PER PLAN MIRROR PER ELEVATION BLACK EDGES SIMPSON WBAC CONNECTORS MORTAR BED 2'-9" AFF WIRE REINF 16 GAUGE, 2"X2" 5/4" X 3 1/2" HARD WD. 5/4" X 5 1/2" HARD WD. EASE TOP 3/4" X 3 1/2" CONTINUOUS " " GALV, WIELDED MESH EASE TOP EDGES EDGES /2 /4 MAPLE TRIM 1 1 WATERPROOFING MEMBRANE 1/2" 5 1 3/4" DIAMETER WOOD POLYMER MODDIFIED GROUT 1'-6" AFF 1'-6" AFF BARRE " /2 DRAWER DOOR HANDLE 5/4"X 2 1/2" HARD 1 CONCRETE SLAB 5 WD. EASE TOP EDGE CABINET DOOR HANDLE 3' - 2" AFF 10"X3"X5" SURFACE ADJUSTABLE SHELF MOUNTED BRACKET 1' - 0" 1' - 9 1/2" X 1' - 3 1/2" BRACKET @ "0 " 1 @ 16 " O.C. MIN 6- 16" O.C. MIN - ' ' WD BLOCKING AND 1 1 PLAM EXPOSED SURFACE / EDGE WALL BRACKET SIMPSON WBAC WD BLOCKING AND SIMPSON BAND, TYP WBAC CONNECTORS CONNECTORS 2"X4" WD BLOCKING 3 1/4"X3 1/4" MOUNTING LEVEL 1 LEVEL 1 RB AS SCHEDULED PLATE 3 5/8" MTL STUDS FRAMING & SEISMIC " BOLT AND COVER CAPS 4 BRACING @ 16" O.C. LEVEL 1 BASE PER ELEVATION 3" 2"X4" WD BLOCKING AND TYP TILE WORK @ RESTROOM FLOORS SIMPSON WBAC CONNECTORS BENCH AND LOCKER INSTALLATION TYP BASE CABINET DETAIL 19 11 3 SCALE: 3" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" MIRROR PER ELEVATION WALL ASSEMBLY, 2' - 0" 1" TYP PER PLAN FAUCET, PER PLUMBING MTL LOCKER 1' - 6" 1' - 6" FINISH PER ELEVATION SOLID SURFACE COUNTER TOP 3/4" PLYWD ON TOP AND FACE. 2"X4" WD BLOCKING AND PAINT VERTICAL FACE BLACK SIMPSON WBAC CONNECTORS SINK, PER PLUMBING 2'-9" AFF 5/4" X 3 1/2" HARD WD. EASE " TOP EDGES /2 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 5/8" GYP BD 1 PROJECT: 1/2" 1/2" 5 BUILDING IDENTIFIER: 1'-6" AFF 1'-6" AFF 8" MIN REMOVABLE PLAM EXPOSED RB AS SCHEDULED FLATHEAD COUNTERSUNK " SURFACE PANEL, SECURED TO SCREW, TYP /2 ADJACENT CASEWORK A.1 1 5/4"X 2 1/2" HARD WD. EASE 0 1 1' - 0" 1' - 0" TOP EDGE -' SHEET TITLE: 1 FINISHED FLOOR 10"X3"X5" SURFACE MOUNTED DETAILS - POWER OUTLET PER ELEC BRACKET PER MFR CASEWORK KNEE CLR WD BLOCKING AND SIMPSON CASEWORK (BEYOND) WBAC CONNECTORS 2"X4" WD BLOCKING LEVEL 1 LEVEL 1 RB AS SCHEDULED LEAD: KW/RM 3 5/8" MTL STUDS FRAMING & WRAP BASE AROUND ADJACENT DRAFTER: VP/NH SEISMIC BRACING @ 16" O.C. " CASEWORK (BEYOND) LEVEL 1 4 DATE: 01/21/22 BASE PER ELEVATION LEVEL 1 SHEET: 5" 1'-7" MIN A8.17 BALLET BARRE INSTALLATION DETAIL LOCKER BASE AND BENCH INSTALLATION ADA SINK CABINET 16 12 4 SHEET OF SCALE: 3" = 1'-0" SCALE: 1 1/2" = 1'-0" SCALE: 1 1/2" = 1'-0" WALL ASSEMBLY, PER PLAN WALL ASSEMBLY, PER PLAN 5/8" GYP BD EACH SIDE ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEALANT@ PERIMETER SEATTLE, WA 98104 OF FRAME PHONE (206)624-4222 FAX (206)624-4226 HM DOOR DOOR / FRAME 5/8" GYP BD EACH SIDE NEOPRENE SETTING BLOCK SEALANT@ PERIMETER OF FRAME 5/8" TYP 5/8" TYP HM DOOR FRAME " " 2 2 DOOR AS SCHEDULED JAMB BEYOND GLAZING AS SCHEDULED JAMB BEYOND TYP INTERIOR RELITE HEAD TYP INTERIOR DOOR HEAD 5 SCALE: 3" = 1'-0" 1 SCALE:3" = 1'-0" 5/8" GYP BD EACH SIDE JAMB BEYOND DOOR AS SCHEDULED DOOR AS SCHEDULED N A L 1 1/2" EXTRUDED ALUM P R ADA TRANSITION STRIP E P AT CHANGE IN MATERIAL , Y L FLOOR FINISH PER B FINISH SCHEDULE M E S S HM DOOR FRAME A CONC SLAB PER STRUCT L L A W P DOUBLE STUDS @ JAMB Y 2" T" /8 5 SEALANT@ PERIMETER OF FRAME TYP INTERIOR DOOR SILL TYP INTERIOR DOOR JAMB REVISION 6 2 SCALE:3" = 1'-0" SCALE:3" = 1'-0" DATE NO. DOOR AS SCHEDULED NEOPRENE SETTING BLOCK GLAZING AS SCHEDULED HM DOOR / WINDOW FRAME HM FRAME BEYOND 2" TYP INTERIOR DOOR / RELITE JAMB 3 SCALE:3" = 1'-0" EDGE OF WALL BEYOND JAMB BEYOND GLAZING AS SCHEDULED NEOPRENE SETTING SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 BLOCK PROJECT: BUILDING IDENTIFIER: HM DOOR / FRAME SHIM AS NEEDED A.1 SEALANT AND BACKER ROD SHEET TITLE: " DETAILS - 6 FINISHED FLOOR INTERIOR DOORS / WINDOWS LEAD: KW/RM DRAFTER: VP/NH DATE: 01/21/22 SHEET: A8.18 TYP INTERIOR RELITE SILL 4 SHEET OF SCALE:3" = 1'-0" GENERAL: WIND DESIGN DATA: SUBMITTALS: 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 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OR DESIGN. SLUMP SHALL CONFORM TO ASTM C94. WIND BASE SHEAR VW (N-S) = 75 KIPS ROLLUDA ARCHITECTS, INC. OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS V CONSTRUCTION OF THESE ITEMS: 105 S MAIN ST, #323 W (E-W) = 50 KIPS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES PRIOR TO SEATTLE, WA 98104 TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF BEAMS AND METAL PHONE (206)624-4222 CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27 MASONRY REINFORCING STRUCTURAL STEEL DECK DURING PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDED OFF LEVEL. FAX (206)624-4226 (GRID LAYOUTS, SITE COORDINATES, ETC). AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2) CONCRETE MIX DESIGN STEEL JOISTS 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 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1D) CONCRETE REINFORCING STEEL DECK TOTAL DEFLECTION EXCEEDS 1". CAMBERED BEAMS ARE DESIGNED TO BE APPROXIMATELY FLAT WHEN RISK CATEGORY IV SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF SUPPORTING THE WEIGHT OF WET CONCRETE. NOT ALL BEAMS ARE DESIGNED WITH CAMBER. EMBEDDED ITEMS IN CONCRETE 728 134th Street SW Suite 200 CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND ENGINEER. EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3) Everett, Washington 98204 Ph: 425.741.3800 INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1) CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES MASS CONCRETE: CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE www.reidmiddleton.com ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE DIMENSIONS EXCEEDS 2'-6" SHALL BE CONSIDERED MASS CONCRETE AND SHALL BE SUBJECT TO THE APPLICABLE ©Copyright 2022 Reid Middleton, Inc. CONTRACT AND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE ENCLOSURE CLASSIFICATION ENCLOSED (ASCE 7 SECTION 26.10.1) FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW REQUIREMENTS OF ACI 301, CHAPTER 8. INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. A MINIMUM OF 10 WORKING DAYS FOR REVIEW. DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1) HAN CR AT O ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF N F WASH C TOPOGRAPHIC FACTOR Kzt = 1.0 (ASCE 7 SECTION 26.8) L O IN K HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, U E G E T T R SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF A CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR A O P OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES T N APPROVAL AT LEAST 10 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1) SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER S SPECIAL CONCENTRICALLY CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE S ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT. P T R REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. R R E R U E FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS O C 37358 N E F T GI E IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT ES URAL EN IN SIO ENG NAL 2 CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. COMPONENTS AND CLADDING WIND PRESSURES DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER 1/21/2 CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT REQUIRED TO PERFORM WORK. OR BE LESS THAT 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT COMPONENTS AND CLADDING PRESSURE VALUES NOTED BELOW ARE BASED ON A 10 SQUARE-FOOT AREA. ACTUAL DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR DESIGN ELEMENTS MAY VARY AND SHOULD BE VERIFIED BASED ON SUPPLIER REQUIREMENTS. SEE DEFERRED THE WASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE HOT-WEATHER AND COLD-WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL SUBMITTAL REQUIREMENTS FOR ADDITIONAL INFORMATION. DESIGN, SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW OF GENERAL CONFORMANCE WITH THE SHALL NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE: ROOF ZONE 1: 16/-43 PSF (ASCE 7 FIGURE 30.5-1) FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. ROOF ZONE 1': 16/-28 PSF (ASCE 7 FIGURE 30.5-1) CURTAIN WALL AND STOREFRONT SYSTEMS DESIGN-BUILD STEEL STAIR SYSTEMS ROOF ZONE 2: 16/-54 PSF (ASCE 7 FIGURE 30.5-1) SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND THE TEST RESULTS INCLUDING HEAT OF ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY DESIGN-BUILD PRECAST STAIR SYSTEMS HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASS CONCRETE. ROOF ZONE 3: 16/-71 PSF (ASCE 7 FIGURE 30.5-1) OPEN-WEB STEEL JOISTS AND CALCULATIONS THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. HORIZONTAL ZONE 4: 28/-29 PSF (ASCE 7 FIGURE 30.5-1) SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND FIXTURES SHOTCRETE WHERE SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1908. HORIZONTAL ZONE 5: 28/-34 PSF (ASCE 7 FIGURE 30.5-1) HANDRAILS AND GUARDRAILS METAL ROOFTOP MECHANICAL SCREENS REINFORCING LAP SPLICES SHALL BE DETAILED ON SHOP DRAWINGS AS NON-CONTACT LAP SPLICES WITH A DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS MINIMUM OF 2 INCHES CLEARANCE BETWEEN BARS. STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR EARTHQUAKE DESIGN DATA: SHALL NOTIFY THE ARCHITECT AND ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO SHOTCRETE MAY BE USED IN LIEU OF OTHER CAST-IN-PLACE CONCRETE WALLS NOT SPECIFICALLY CALLED OUT SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND AS SHOTCRETE WALLS, WHERE APPROVED. SHOTCRETE WILL NOT BE PERMITTED ON PILASTERS OR COLUMNS. PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL SEISMIC-FORCE-RESISTING SYSTEM: BUCKLING RESTRAINED BRACED FRAME (BRBF) DIRECTIONS OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR SHOTCRETE WILL NOT BE PERMITTED AT OTHER HEAVILY REINFORCED CONCRETE UNLESS TEST PANELS ARE STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. ANALYTICAL PROCEDURE: LINEAR DYNAMIC ANALYSIS BIDDER-DESIGNED COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. APPROVED. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF SHOTCRETE WALLS FOR REVIEW. SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS. SEISMIC BASE SHEAR: VE(N-S) = 312 KIPS (STRENGTH LEVEL) SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE (ASCE 7 SECTION 12.9.1) VE(E-W) = 292 KIPS (STRENGTH LEVEL) FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAWINGS SHALL BE DESIGNED BY A REGISTERED WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, EMBEDDED ITEM PLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. SEISMIC RESPONSE COEFFICIENT: CS(N-S) = 0.113 CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR ALL COSTS NON-BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. (ASCE 7 SECTION 12.8.1.1) Cs (E-W) = 0.113 RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF THEIR SYSTEMS. BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE SEISMIC IMPORTANCE FACTOR Ie 1.5 (OCCUPANCY CATEGORY IV, ASCE 7 TABLE 1.5-2) NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING CONCRETE: ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULES. SITE CLASS D (ASCE 7 SECTION 11.4.2) RISK CATEGORY IV (ASCE TABLE 1.5-1) NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6. REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING LESS THAN THE MATERIAL ON WHICH IT IS PLACED UPON. SS = 0.960 (GEOTECHNICAL REPORT TABLE 1) DOCUMENTS, EXCEPT AS MODIFIED BELOW: S1 = 0.936 (GEOTECHNICAL REPORT TABLE 1) FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM SDS= 0.60 (ASCE 7 SECTION 21.4) CODES: SD1= 0.72 (ASCE 7 SECTION 21.4) ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE " 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. BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6) DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE" CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION THE STATE OF WASHINGTON. RESPONSE MODIFICATION COEFFICIENT, R = 8 (ASCE 7 TABLE 12.2-1) JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY SYSTEM OVERSTRENGTH FACTOR, AND ΩO= 2.5 (ASCE 7 TABLE 12.2-1) ACI 311 "GUIDE FOR CONCRETE INSPECTION" ROUGHENED CONSTRUCTION JOINT DEFINED BY THE FOLLOWING: DEFLECTION AMPLIFICATION FACTOR Cd= 5 (ASCE 7 TABLE 12.2-1) STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED REDUNDANCY FACTOR Ï = 1.3 ACI SP-15 * "FIELD REFERENCE MANUAL" IN THE 2018 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR. THE LFRS WILL CONSISTS OF A FLEXIBLE, UNTOPPED METAL ROOF DECK DIAPHRAGM, RIGID CONCRETE * A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES. REVISION FILLED METAL DECK 2ND FLOOR DIAPHRAGM, AND STEEL BUCLING-RESTRAINED BRACED FRAMES. DESIGN CRITERIA EXPOSED AGGREGATE SHALL PROTRUDE LST2 MATERIALS: 1/4" MINIMUM. FLOOR AND ROOF DESIGN DATA : GEOTECHNICAL CEMENT ASTM C150, C595 LST3 JOINT SURFACE SHALL BE CLEANED AND DATE SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT * AGGREGATES ASTM C33 LAITANCE REMOVED. IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN: AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. ADMIXTURES ASTM C260, C494, C1017 NO. * * FLY ASH ASTM C618, CLASS F OR C JOINT SHALL BE WETTED AND STANDING LST4 WATER REMOVED IMMEDIATELY BEFORE CONCENTRATED SUPERIMPOSED GEOTECHNICAL REPORT REFERENCE: GEOTECHNICAL ENGINEERING DESIGN STUDY, * AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33 NEW CONCRETE IS PLACED. UNIFORM LIVE LIVE LOAD DEAD LOAD REDUCIBLE NORTH COUNTY DEVELOPMENT, ARLINGTON, WASHINGTON, PROJECT 19583-00, BY HART CROWSER, APPENDIX XI SHALL NOT BE USED. 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75. LOAD (PSF) (LBS) (PSF) (SEE NOTE) DATED JANUARY 15, 2021 SUBMIT CONSTRUCTION JOINT LAYOUT LST5 * * MAXIMUM LOSS ON IGNITION SHALL BE 1%. PLAN TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. ASSEMBLY AREAS, PLATFORMS 100 - 5 NO FOOTINGS SHALL BE FOUNDED AT LEAST 18 INCHES BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. MOVEABLE SEATS / LOBBIES THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION / PREPARATION 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 ] COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND PRIOR TO PLACEMENT OF ALL FOOTINGS. FOOTING DEPTHS AND ELEVATIONS SHOWN ON DRAWINGS ARE CORRIDORS (UNO) 100 - 5 YES FOR REVIEW BY ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED WINDOW OPENINGS IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN FIELD. BACKFILL THE FOLLOWING CRITERIA : MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL ADMINISTRATIVE SPACES 80 2,000 5 YES BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER OFFICE PARTITIONS 15 - - NO SPECIFIED FINISH DETAILS AT EXPOSED CONCRETE SURFACES. SOIL PROFILE TYPE SITE CLASS "D" COMPRESSIVE MAXIMUM EXPOSURE CLASS STAIRS 100 300 5 YES STRENGTH (f'c) WATER/CEMENT (ACI 318-14 TABLES ROOF SOLAR - 100 5 NO ALLOWABLE VERTICAL DESIGN PRESSURE 3,000 PSF TYPE OF CONSTRUCTION AT 28 DAYS, UNO RATIO 19.3.1.1 AND 19.3.2.1) ROOF MECHANICAL SEE PLAN - - NO LATERAL EARTH PRESSURE, LEVEL BACKFILL: WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2 CONCRETE EXPOSED TO WEATHER 4,500 PSI 0.45 F2, S0, W0, C1 UNRESTRAINED (ACTIVE) 35 PCF (EXTERIOR FOUNDATION WALLS, EXTERIOR SNOW DESIGN DATA: FOOTINGS WITHIN 1'-6" OF FINISHED GRADE), RESTRAINED (AT-REST) 55 PCF EXTERIOR SLABS-ON-GRADE GROUND SNOW LOAD Pg = 20 PSF (ASCE 7 FIGURE 7-1) SEISMIC SURCHARGE 6H (PSF) BELOW-GRADE CONCRETE (INTERIOR 4,000 PSI 0.55 F1, S0, W0, C1 FOUNDATIONS AND EXTERIOR FOOTINGS FLAT - ROOF SNOW LOAD Pf = 25 PSF MINIMUM UNIFORM SNOW (MINIMUM SNOW ALLOWABLE PASSIVE PRESSURE 325 PCF, FS = 1.5 BELOW 1'-6" FROM FINISHED GRADE) IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010) ALLOWABLE FRICTION COEFFICIENT 0.40, FS = 1.5 MISCELLANEOUS EXTERIOR CONCRETE 4500 PSI 0.45 F2, S0, W0, C1 SNOW EXPOSURE FACTOR Ce = 0.9 (ASCE 7 TABLE 7-2) (SLABS, SIDEWALKS AND SITE WALLS) SNOW LOAD IMPORTANCE FACTOR Is = 1.2 (RISK CATEGORY IV, ASCE 7 SECTION 7.3.3) INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * * F0, S0, W0, C1 THERMAL FACTOR Ct = 1.0 (ASCE 7 TABLE 7-3) BEAMS, ELEVATED SLABS, TOPPING ON 4,000 PSI 0.40 * * F0, S0, W0, C0 COMPOSITE METAL DECKING RAIN LOAD DATA: * * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED. RAIN INTENSITY 1 IN/HR (IBC FIGURE 1611.1) RAIN LOAD 18 PSF (IBC FIGURE 1611.1) 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 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY PROJECT: FOR SPECIFIED PERFORMANCE. BUILDING IDENTIFIER: 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 A.1 CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED. ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING SHEET TITLE: WITH ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. GENERAL TESTS FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN STRUCTURAL ACCORDANCE WITH ASTM C173. NOTES 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. LEAD: PNC DRAFTER: RLC MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH NOMINAL MAX, BUT NOT MORE THAN 3/4 TIMES THE CLEAR DATE: 1/21/2022 DISTANCE BETWEEN REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF SHEET: FORMS. MAXIMUM AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS. S0.01 SHEET OF CONCRETE REINFORCEMENT: STEEL: STEEL JOISTS: REFERENCE STANDARDS: STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS ROLLUDA ARCHITECTS, INC. FOLLOWING DOCUMENTS: OF THE STEEL JOIST INSTITUTE, LATEST EDITION, AND IBC SECTION 2207. SEE PLANS AND DETAILS FOR LOADING 105 S MAIN ST, #323 OF THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW: REQUIREMENTS. IN ADDITION, ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT A SINGLE 500 LB. SEATTLE, WA 98104 PHONE (206)624-4222 AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" DOWNWARD POINT LOAD FROM ANY TOP OR BOTTOM CHORD PANEL POINT TO ACCOUNT FOR MISCELLANEOUS FAX (206)624-4226 ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" ARCHITECTURAL AND MECHANICAL ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL ACI SP-66 "ACI DETAILING MANUAL" AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS OTHERWISE NOTED. JOIST ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AWS D1.1 "STRUCTURAL WELDING CODE-STEEL" MANUFACTURER SHALL CHECK ROOF JOISTS AND JOIST GIRDERS AND PROVIDE UPLIFT BRIDGING AS REQUIRED CRSI "PLACING REINFORCING BARS" AISC 348 "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES CRSI "MANUAL OF STANDARD PRACTICE" AISC 358 "PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT (SEE PLAN NOTES FOR UPLIFT FORCES). CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST 728 134th Street SW Suite 200 FRAMES FOR SEISMIC APPLICATIONS" Everett, Washington 98204 MSP-1 WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK OR OTHER MISCELLANEOUS ITEMS. SIZE JOISTS Ph: 425.741.3800 MATERIALS: AND JOIST GIRDERS TO MEET THE DEFLECTION REQUIREMENTS PER THE SPECIFICATIONS AND CAMBER IN www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. MATERIALS: ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. TYPE OF MEMBER ASTM SPECIFICATION YIELD DEFORMED BARS ASTM A615, GRADE 60 JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE ATHAN CR SEISMIC DEFORMED BARS * ASTM A706, GRADE 60 LOW ALLOY N F WA O WIDE FLANGES (W), A992 50 KSI SH C BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' L O IN K SMOOTH WELDED WIRE ASTM A185, Fy = 56KSI (W1.2 AND SMALLER) U E G E T T R STRUCTURAL TEES (WT) A WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A307 BOLTS FOR K-SERIES JOISTS AND A O P (65 KSI FOR W1.4 AND LARGER) T N (2) 3/4" DIAMETER A307 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST S DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD PLATES, ANGLES, CHANNELS, A36 36 KSI S SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-0" IN LENGTH WHERE WIDE P T R R R E R THREADED RODS (TR) AND BARS U E DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO DIRECTIONS. O C 37358 N E F T GI E BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1 ES URAL EN IN SPECIAL SHAPES A572 50 KSI SIO ENG NAL 2 WELDED HEADED STUDS ASTM A108 1/21/2 (NOTED GRADE 50 ON DRAWINGS) 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 * SEISMIC DEFORMED BARS SHALL BE USED FOR LONGITUDINAL REINFORCEMENT IN COLUMNS, PILES, STEEL PIPES A53 (TYPE E OR S, GRADE B) 35 KSI CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER. STRUT MEMBERS, COUPLING BEAMS, VERTICAL REINFORCEMENT IN SHEAR WALLS, AND MOMENT FRAMES. HOLLOW STRUCTURAL STEEL (HSS) A500 (GRADE B) 46 KSI ASTM A615, GRADE 60 BARS MAY BE USED IF: MACHINE BOLTS (MB) A307 - BUCKLING RESTRAINED BRACED FRAMES (BRBs) ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED STRENGTH BY MORE A325 - BUCKLING RESTRAINED BRACES ARE TO BE TESTED PER THE PROVISIONS OF AISC 341-16. SUPPLIER TO SUBMIT THAN 18 KSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3 KSI) AND RATIO CONNECTION BOLTS (HSB) PROOF OF EACH BRACE'S COMPLIANCE WITH THE QUALIFIED LOAD AND STRAIN RANGES. OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. F1554, GRADE 55, WELDABLE - ANCHOR RODS (AR) Pu GIVEN IS THE GOVERNING CODE LEVEL FORCE IN THE BRACE, USING LRFD FORCE LEVELS. F1852 - IF MILL TEST REPORTS ARE NOT AVAILABLE, LST2 TENSION CONTROL BOLTS Pu ≤ 0.9 Asc Fymin. REINFORCEMENT SHALL BE TESTED PER THE F959, TYPE A325 - SPECIFICATIONS AT THE CONTRACTOR S EXPENSE. LOAD-INDICATING WASHERS 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. REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED CAMBER UPWARDS, UNLESS BRACE STIFFNESS Keff TO BE KF x Asc x E/Lwp-wp ±10%, WHERE THE VALUES FOR STIFFNESS MODIFICATION FACTOR SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT NOTED OTHERWISE. CAMBER INDICATED ON DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. (KF) AND Asc ARE TAKEN FROM THE BRACE ELEVATIONS AND BRACE DESIGNATIONS IN DRAWINGS AND "Lwp-wp" IS WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE. CONTRACTOR SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING. CONTRACTOR SHALL BE THE WORKPOINT - WORKPOINT LENGTH OF THE BRACE. RESPONSIBLE FOR ALL ERECTION AIDS INCLUDING ERECTION ANGLES AND LIFT HOLES. BRACE ELONGATION TO BE CALCULATED AS 2 x Cd x Pservice / Keff, WHERE Pservice = Pu/(ÏI) LAP SPLICE ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER (Ï = CODE REDUNDANCY FACTOR AND I = CODE IMPORTANCE FACTOR) DEVELOPMENT LENGTH SCHEDULE, SHEET S5.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING ASTM A123. ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" β AND ω SHALL BE PER VALUES SHOWN IN THE SCHEDULES ON THE BRACED BAY DETAILS SHEETS. CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL BOLTS AND ANCHOR RODS EXPOSED TO OR 8" WHICHEVER IS GREATER. WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A153. PROJECT DESIGNED AROUND COREBRACE BRB BRACES OR EQUAL. IF THE CONTRACTOR PROPOSES A "BRB" NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED PRODUCT THAT DOES NOT CONFORM TO THE DESIGN AND PERFORMANCE REQUIREMENTS, CONTRACTOR MUST ON THE DRAWINGS OR APPROVED BY THE ENGINEER. BOLTED CONNECTIONS NOT SPECIFIED AS SLIP-CRITICAL NEED ONLY BE TIGHTENED TO AISC SUBMIT A COST IMPACT EVALUATION, AND MUST PAY THE ARCHITECT'S AND DESIGN TEAM'S FEES ASSOCIATED SNUG-TIGHT CRITERIA, UNLESS NOTED OTHERWISE. CONNECTION PLATES SHALL HAVE AISC STANDARD WITH THE REVIEW OF THE NON-CONFORMING "BRB" PRODUCT AND REDESIGN OF BUILDING ASSOCIATED IMPACTED ROUND HOLES UNLESS NOTED OTHERWISE. ALL OVERSIZED OR SLOTTED HOLES SHALL HAVE WASHERS BY NON-CONFORMING BRBs. WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER PROVIDED IN ACCORDANCE WITH AISC 360, UNLESS NOTED OTHERWISE. BARS OR TO PLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE MASONRY: WELDING IS APPROVED, IT SHALL BE DONE BY AWS /WABO CERTIFIED WELDERS USING E9018 ELECTRODES. PRETENSIONED OR SLIP-CRITICAL CONNECTIONS SHALL USE LOAD-INDICATING WASHERS OR TENSION WELDING PROCEDURES SHALL COMPLY WITH AWS-D1.4. CONTROL BOLTS SUCH AS BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC. REFERENCE STANDARDS: MASONRY SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR CLASS A FAYING SURFACES. DOCUMENTS: 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: WELDING: ALL WELDS SHALL COMPLY WITH AWS D1.1. WELDS SHALL BE MADE USING LOW HYDROGEN TMS 402-13 / ACI 530-13 / ASCE 5-13 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" E70XX ELECTRODES. ONLY AWS PREQUALIFIED WELDED JOINTS SHALL BE USED. SHOP DRAWINGS SHALL TMS 602-13 / ACI 530.1-13 / ASCE 6-13 "SPECIFICATIONS FOR MASONRY STRUCTURES" SHOW ALL WELDING WITH AWS A2.4 STANDARD SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM LENTON STANDARD, LENTON LOCK, LENTON FORMSAVER, DAYTON SUPERIOR BAR LOCK L-SERIES, DAYTON SUPERIOR DBDI MECHANICAL SPLICE SYSTEM. SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS. WELDS NOT SPECIFIED MASONRY CONSTRUCTION SHALL COMPLY WITH IBC SECTION 2104. MASONRY SHALL BE LAID IN RUNNING SHALL BE CONTINUOUS 1/4" FILLET WELDS. BOND UNLESS NOTED OTHERWISE. MASONRY NOT LAID IN RUNNING BOND SHALL BE FULLY GROUTED AND SHALL BE CONSTRUCTED OF HOLLOW OPEN-ENDED UNITS. MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE ICC OR ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V-NOTCH TOUGHNESS IAPMO EVALUATION REPORTS. 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 ASSEMBLY STRENGTH: CONCRETE MASONRY SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH CONSTRUCTION. f'm = 1,900 PSI. COMPRESSIVE STRENGTH SHALL BE VERIFIED BY UNIT STRENGTH METHOD, IN CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE: ACCORDANCE WITH IBC SECTION 2105 AND TMS 602/ACI 530.1/ASCE 6 ARTICLE 1.4 B.2. 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 ELEVATED SLABS 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) WELDED IN ORDER TO FACILITATE STEEL ERECTION. CONCRETE MASONRY UNITS SHALL BE MEDIUM-WEIGHT AND SHALL COMPLY WITH ASTM C90 WITH NET SLABS ON GRADE 2" BOTTOM AREA COMPRESSIVE STRENGTH OF 1,900 PSI. UNITS SHALL BE PROTECTED FROM EXPOSURE TO MOISTURE INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) NO. DATE REVISION CONTRACTOR SHALL BE RESPONSIBLE FOR ALL JOINT PREPARATIONS AND WELDING PROCEDURES, PRIOR TO CONSTRUCTION. EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER) INCLUDING ROOT OPENINGS AND FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, TAPERS, FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES) AND SURFACE ROUGHNESS. BEAMS, COLUMNS 1 1/2" (ALL REINFORCEMENT INCLUDING TIES, SPIRALS, STIRRUPS) 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. WELDER CERTIFICATION: AWS OR WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO). MASONRY CEMENT SHALL NOT BE USED. AGGREGATE SHALL COMPLY WITH ASTM C144. CONCRETE ANCHORAGE: ANCHOR RODS SHALL BE INSTALLED TO AISC SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK WASHERS OR GROUT SHALL CONFORM TO ASTM C476, IBC SECTION 2103.3 AND TMS 602 / ACI 530.1 / ASCE 6 ARTICLE 2.2 EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S JAM NUTS AT THE TOP. AT THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, TACK-WELDED NUT OR DOUBLE NUT. AND 2.6B. GROUT STRENGTH BASED ON 28-DAY TESTS SHALL BE 2,000 PSI, MINIMUM. MORTAR SAND SHALL INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NO HEATING OR BENDING OF ANCHOR RODS IS PERMITTED. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING NOT BE USED. GROUT SHALL BE POURED IN MAXIMUM LIFTS OF 5'-4". GROUT SHALL BE VIBRATED DURING NOTED BELOW, UNLESS NOTED OTHERWISE. IS NOT PERMITTED. BASE PLATE HOLES FOR ANCHOR RODS SHALL BE AS SHOWN BELOW 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 HILTI KWIK BOLT TZ (ESR-1917) ANCHOR ROD MAXIMUM HOLE MINIMUM WASHER MINIMUM WASHER SHALL BE GROUTED SOLID, UNLESS NOTED OTHERWISE. 3/8" EXPANSION BOLTS 2 5/16" DIAMETER DIAMETER DIAMETER THICKNESS 1/2" EXPANSION BOLTS 3 5/8" 5/8" EXPANSION BOLTS 4 7/16" 5/8" 1 1/16" 1 1/2" 3/16" REINFORCING STEEL DEFORMED BARS SHALL BE ASTM A615, GRADE 60. LAP BARS 48 DIAMETERS AT 3/4" EXPANSION BOLTS 5 9/16" 3/4" 1 5/16" 2" 1/4" SPLICES, UNLESS NOTED OTHERWISE. MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: 7/8" 1 9/16" 2 1/2" 5/16" SIMPSON STRONG-BOLT 2 (ESR 3037) 1" 1 13/16" 3" 3/8" 6" WALLS #4 @ 48" VERT (2) #4 @ 48" HORIZ 3/8" EXPANSION BOLTS 2 7/8" 8" WALLS #5 @ 48" VERT (2) #5 @ 48" HORIZ 1/2" EXPANSION BOLTS 3 7/8" STEEL DECK SIZE, TYPE, GAGE, AND ATTACHMENTS SHALL BE PROVIDED AS INDICATED IN THE DRAWINGS. 5/8" EXPANSION BOLTS 5 1/8" STEEL DECK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. CEILINGS, LIGHT PROVIDE (2) #5 VERTICAL FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, AT WALL 3/4" EXPANSION BOLTS 5 3/4" FIXTURES, DUCTS, AND OTHER ITEMS SHALL NOT BE SUSPENDED FROM NON-COMPOSITE DECKS. STEEL DECK CORNERS AND INTERSECTIONS, AND AT FREE ENDS OF WALLS. PROVIDE (2) #5 HORIZONTAL AT ELEVATED GAGES SHOWN ON THE DRAWINGS ARE BASED ON UNSHORED CONDITIONS. HEAVIER DECK GAGES MAY BE FLOOR AND ROOF LINES, AT TOPS OF WALLS, AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL DEWALT POWER STUD+ SD2 (ESR 2502) REQUIRED FOR SOME SPECIAL CONDITIONS. DECK SUPPLIER SHALL VERIFY DECK CAPACITY BASED ON ACTUAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2'-0" 3/8" EXPANSION BOLTS 2 3/8" BEYOND FACE OF OPENING, OR AS FAR AS POSSIBLE, AND HOOK. PROVIDE CORNER BARS TO MATCH 1/2" EXPANSION BOLTS 3 3/4" DECK LAYOUT AND SPAN CONDITIONS. CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL HORIZONTAL REINFORCING AT WALL CORNERS AND INTERSECTIONS. SEE DRAWINGS FOR ADDITIONAL 5/8" EXPANSION BOLTS 4 7/8" MISCELLANEOUS LIGHT GAGE METAL NECESSARY TO COMPLETE THE WORK. REINFORCING REQUIREMENTS. 3/4" EXPANSION BOLTS 5 3/4" WELDED HEADED STUDS (WHS) AND DEFORMED BAR ANCHORS (DBA): STUDS SHALL BE HEADED STUDS EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING: COMPLYING WITH ASTM A108 GR.1010 THROUGH 1020 WITH MINIMUM TENSILE STRENGTH OF 60 KSI. HEADED MASONRY ANCHORAGE: HILTI HIT-RE 500-V3 (ESR 3814), HILTI HIT-HY200 (ESR-3187), SIMPSON SET-XP (ESR 2508), OR DEWALT STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF AWS CHAPTER 7. DEFORMED BAR PURE110+ (ESR-3298). INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES ANCHORS SHALL COMPLY WITH ASTM A496. STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY POST-INSTALLED MASONRY ANCHORS INTO SOLID GROUTED MASONRY SHALL BE INSTALLED PER REPORTS. EMBEDMENT DEPTHS SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. END WELDED WITH EQUIPMENT RECOMMENDED BY THE MANUFACTURER. LENGTHS SHOWN ON DRAWINGS ARE MANUFACTURER'S INSTRUCTIONS AND NOTED ICC-ES REPORTS. SUBSTITUTES PROPOSED BY FINAL LENGTHS AFTER WELDING. 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: 3/8" ROD OR #3 BAR 4" 1/2" ROD OR #4 BAR 5" AT NON-BRACED/MOMENT FRAME AND NON-STRUT CONNECTIONS, A706 GRADE 60 REINFORCING BARS OF 5/8" ROD OR #5 BAR 7" AN EQUAL DIAMETER AND LENGTH OF THE SPECIFIED DBA's MAY BE USED PROVIDED THEY ARE WELDED TO EXPANSION ANCHORS SHALL BE SIMPSON WEDGE-ALL (ESR-1396), HILTI KWIK BOLTS (ICC-ESR 3785), OR 3/4" ROD OR #6 BAR 9" THE SUPPORTING STEEL WITH E80XX ELECTRODES IN ACCORDANCE WITH AWS D1.4 AND THE TABLE BELOW: DEWALT/POWERS POWER-STUD + SD1 (ESR-2966). 7/8" ROD OR #7 BAR 12" 1" ROD OR #8 BAR 15" BAR SIZE ALL-AROUND FILLET WELD SIZE ADHESIVE ANCHORS SHALL BE SIMPSON SET (ESR-1772), HILTI HY-70 (ESR-2682), OR DEWALT/POWERS AC100+ GOLD (ESR-3200). #4, 1/2" DIA 1/4" HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), #5, 5/8" DIA 5/16" DEWALT SCREW-BOLT+ (ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027). #6, 3/4" DIA 3/8" HEAVY DUTY SCREW ANCHORS INTO MASONRY SHALL BE SIMPSON TITEN HD (ESR-1056), SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 DEWALT SCREW-BOLT+ (ESR-4042) OR HILTI KWIK HUS-EZ (ESR-3056). PROJECT: DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD BUILDING IDENTIFIER: HILTI XU LOW VELOCITY (ESR-2269), OR DEWALT POWER ACTUATED FASTENERS (ESR-2024). 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. UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR A.1 POWERS ATOMIC+ UNDERCUT ANCHOR (ESR-3067). 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. POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR ALL COLD-FORMED FRAMING SHALL ALSO CONFORM TO THE A.I.S.I. 'SPECIFICATION FOR THE DESIGN OF COLD-FORMED SHEET TITLE: REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. STEEL STRUCTURAL MEMBERS'. ALL STUDS, TRACKS, AND JOISTS SHALL BE GALVANIZED PER ASTM A924, G60. GENERAL FASTENINGS NOT SHOWN ON DRAWINGS SHALL BE AS RECOMMENDED BY THE MANUFACTURER. STRUCTURAL PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO NOTES OR ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. 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. NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES ALTERNATE CONNECTORS MANUFACTURED AND TESTED IN ACCORDANCE WITH ICC-AC261, THAT MEET OR LEAD: PNC SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. EXCEED THE SPECIFIED CONNECTORS' CAPACITY MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE DRAFTER: RLC STRUCTURAL ENGINEER. MILL CERTIFICATIONS, SUBSTANTIATING TEST DATA, AND A LIST STATING THE DATE: 1/21/2022 ITEM-FOR-ITEM SUBSTITUTION AND CAPACITY COMPARISONS MUST BE SUBMITTED TO THE STRUCTURAL SHEET: 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 S0.02 INSTRUCTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE-DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. SHEET OF SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON S0.01 FOR SEISMIC-FORCE RESISTING-SYSTEMS. BOLTING SEISMIC STEEL INSPECTION TASK SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ROLLUDA ARCHITECTS, INC. ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE- INSPECTION TASKS PRIOR TO BOLTING REFERENCED IBC QC QA REFERENCED IBC 105 S MAIN ST, #323 RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES. STANDARD REFERENCE OTHER INSPECTION TASKS STANDARD REFERENCE SEATTLE, WA 98104 TASK DOC TASK DOC PHONE (206)624-4222 INSPECTION TASKS PRIOR TO BOLTING QC QA FAX (206)624-4226 MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P RBS REQUIREMENTS, IF APPLICABLE STRUCTURAL STEEL SPECIAL INSPECTION FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O - CONTOUR AND FINISH P D P D AISC 341 CH. J 1705.12.1 SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION. - DIMENSION TOLERANCES PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF O O THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) PROTECTED ZONE, NO HOLES AND UNAPPROVED ATTACHMENTS MADE 728 134th Street SW Suite 200 TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK. P D P D Everett, Washington 98204 DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O BY BY FABRICATOR OR ERECTOR, AS APPLICABLE Ph: 425.741.3800 AISC 360 CH. N 1705.2.1 www.reidmiddleton.com THE CONTRACT DOCUMENTS. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION ©Copyright 2022 Reid Middleton, Inc. O - THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS O O OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED INACCORDANCE WITH THE APPLICABLE DOCUMENTS. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED P O HAN CR AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED SEISMIC COMPOSITE CONSTRUCTION AT O P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. N F WASH C L O IN K QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. U E G E PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER QC QA T T R A O O INSPECTION OF COMPOSITE STRUCTURES REFERENCED IBC A O P QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. COMPONENTS T N PRIOR TO CONCRETE PLACEMENT TASK DOC TASK DOC STANDARD REFERENCE S S P T R REFERENCED IBC R R E R INSPECTION TASKS DURING BOLTING U E O C 37358 N E STEEL DETAILS STANDARD REFERENCE MATERIAL IDENTIFICATION OF REINFORCING STEEL (TYPE / GRADE) O - O - F T GI E ES URAL EN IN SIO ENG INSPECTION TASKS DURING BOLTING QC QA DETERMINATION OF CARBON EQUIVALENT FOR REINFORCING STEEL NAL 1/22 REFERENCED O - O - 1/2 INSPECTION TASKS QC QA OTHER THAN ASTM A706 STANDARD FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS O O (IF REQUIRED) ARE POSITIONED AS REQUIRED PROPER REINFORCING STEEL SIZE, SPACING AND ORIENTATION O - O - INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, QC QA AISC 360 CH. N JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION O O AISC 360 CH. N 1705.2.1 REINFORCING STEEL HAS NOT BEEN REBENT IN THE FIELD O - O - AISC 341 CH. J 1705.12.1 MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O O REINFORCING STEEL HAS BEEN TIED AND SUPPORTED AS REQUIRED O - O - FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, REQUIRED REINFORCING STEEL CLEARANCE HAVE BEEN PROVIDED O - O - O O PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES COMPOSITE MEMBER HAS REQUIRED SIZE O - O - WELDING REFERENCED IBC INSPECTION TASKS AFTER BOLTING QC QA STANDARD REFERENCE INSPECTION OF COMPOSITE STRUCTURES REFERENCED IBC REFERENCED IBC INSPECTION TASKS PRIOR TO WELDING STANDARD REFERENCE INSPECTION TASKS AFTER BOLTING QC QA DURING CONCRETE PLACEMENT TASK DOC TASK DOC STANDARD REFERENCE AISC 360 CH. N 1705.2.1 INSPECTION TASKS PRIOR TO WELDING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P CONCRETE: MATERIAL IDENTIFICATION (MIX DESIGN, COMPRESSIVE O D O D WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE P P STRENGTH, MAXIMUM LARGE AGGREGATE SIZE, MAXIMUM SLUMP) MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P LIMITS ON WATER ADDED AT THE TRUCK OR PUMP O D O D AISC 341 CH. J 1705.12.1 MATERIAL IDENTIFICATION (TYPE / GRADE) O O COMPOSITE CONSTRUCTION PROPER PLACEMENT TECHNIQUES TO LIMIT SEGREGATION O - O - WELDER IDENTIFICATION SYSTEM 1 O O QC QA REFERENCED IBC INSPECTION OF COMPOSITE STRUCTURES AFTER REFERENCED IBC INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, AISC 360 CH. N STANDARD REFERENCE CONCRETE PLACEMENT STANDARD REFERENCE 1705.2.1 TASK DOC TASK DOC DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS AND AWS D1.1 (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), O O INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE QC QA ACHIEVEMENT OF MINIMUM SPECIFIED CONCRETE COMPRESSIVE BACKING TYPE AND FIT (IF APPLICABLE) PLACEMENT - D - D AISC 341 CH. J 1705.12.1 STRENGTH AT SPECIFIED AGE AISC 360 CH. N CONFIGURATION AND FINISH OF ACCESS HOLES O O PLACEMENT AND INSTALLATION OF STEEL DECK P P 1705.2.1 AND AWS D1.1 FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS P P O O (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS P P COLD-FORMED STEEL DECKS CHECK WELDING EQUIPMENT O - REFERENCED IBC INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT QC QA REFERENCED IBC INSPECTION TASKS DURING WELDING STANDARD REFERENCE STANDARD REFERENCE INSPECTION TASKS DURING WELDING QC QA OPEN-WEB STEEL JOISTS AND JOIST GIRDERS VERIFY COMPLIANCE OF MATERIALS (DECK AND DECK ACCESSORIES) WITH CONSTRUCTION P P DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS SDI-QA / QC-2011 1705.2.2 USE OF QUALIFIED WELDERS O O REFERENCED IBC DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES P P CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL O O VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE REFERENCED IBC NO WELDING OVER CRACKED TACK WELDS O O 1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT QC QA STANDARD REFERENCE ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND AISC 360 CH. N O O 1705.2.1 SJI SPECIFICATIONS LISTED 1705.5.2.3, VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION TEMPERATURE AND AWS D1.1 a. END CONNECTIONS - WELDING OR BOLTED X P P IN IBC SECTION 2207.1 2207.1 DOCUMENTS WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS O O b. BRIDGING - HORIZONTAL OR DIAGONAL VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH SDI-QA / QC-2011 1705.2.2 N/A P TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM), PROPER POSITION (F , V , H , OH) THE CONSTRUCTION DOCUMENTS SJI SPECIFICATIONS LISTED 1705.5.2.3, WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE 1) STANDARD BRIDGING X DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES P P O O IN IBC SECTION 2207.1 2207.1 LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS 2) BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS 1705.5.2.3, QC QA REFERENCED IBC REFERENCED IBC X INSPECTION OR EXECUTION TASKS PRIOR TO WELDING STANDARD REFERENCE INSPECTION TASKS AFTER WELDING LISTED IN IBC SECTION 2207.1 2207.1 STANDARD REFERENCE WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE O O INSPECTION TASKS AFTER WELDING QC QA MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE O O WELDS CLEANED O O SDI-QA / QC-2011 1705.2.2 MATERIAL IDENTIFICATION (TYPE / GRADE) O O SIZE, LENGTH AND LOCATION OF WELDS P P SEISMIC BOLTING CHECK WELDING EQUIPMENT O O WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL NO. DATE REVISION P P QC QA FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY REFERENCED IBC REFERENCED IBC AISC 360 CH. N VISUAL INSPECTION TASK PRIOR TO WELDING INSPECTION OR EXECUTION TASKS DURING WELDING QC QA 1705.2.1 TASK DOC TASK DOC STANDARD REFERENCE STANDARD REFERENCE ARC STRIKES P P AND AWS D1.1 k-AREA 2 P P PROPER FASTENERS SELECTED FOR THE JOINT DETAIL O - O - USE OF QUALIFIED WELDERS O O BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O - O - CONTROL AND HANDLING OF WELDING CONSUMABLES O O SDI-QA / QC-2011 1705.2.2 REPAIR ACTIVITIES P P CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) O O FAYING SURFACE CONDITION AND HOLE PREPARATION, IF O - O - DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P SPECIFIED, MEET APPLICABLE REQUIREMENTS WPS FOLLOWED O O AISC 341 CH. J 1705.12.1 REFERENCED IBC 1 THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA STANDARD REFERENCE MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE. PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND P D P D METHOD USED VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS P P 2 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS WELDS MEET VISUAL ACCEPTANCE CRITERIA P P THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES OF WELD. O - O - SDI-QA / QC-2011 1705.2.2 AND OTHER FASTENER COMPONENTS VERIFY REPAIR ACTIVITIES P P QC QA REFERENCED IBC DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P VISUAL INSPECTION TASK DURING BOLTING TASK DOC TASK DOC STANDARD REFERENCE REFERENCED IBC REQUIRED VERIFICATION AND INSPECTION OF SOILS INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA REFERENCE STANDARD FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER O - O - REFERENCE IBC (IF REQUIRED) ARE POSITIONED AS REQUIRED MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS O O VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE JOINT BOUGHT TO THE SNUG TIGHT CONDITION PRIOR TO PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION O O SDI-QA / QC-2011 1705.2.2 O - O - 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO THE PRETENSIONING OPERATION - X - 1705.6 AISC 341 CH. J 1705.12.1 PROPER STORAGE FOR MECHANICAL FASTENERS O O ACHIEVE THE DESIGN BEARING CAPACITY FASTENER COMPONENT NOT TURNED BY THE WRENCH O - O - REFERENCED IBC 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE PREVENTED FROM ROTATING INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA - X - 1705.6 STANDARD REFERENCE REACHED PROPER MATERIAL BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY O - O - FASTENERS ARE POSITIONED AS REQUIRED O O 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL FROM THE MOST RIGID POINT TOWARD THE FREE EDGES SDI-QA / QC-2011 1705.2.2 MATERIALS - X - 1705.6 FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS O O QC QA VISUAL INSPECTION TASK AFTER BOLTING REFERENCED IBC REFERENCED IBC TASK DOC TASK DOC STANDARD REFERENCE INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA STANDARD REFERENCE 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X - - 1705.6 DURING PLACEMENT AND COMPACTION OF COMPACTED FILL DOCUMENT ACCEPTED AND REJECTED CONNECTIONS P D P D AISC 341 CH. J 1705.12.1 CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS P P 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND - X - 1705.6 CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS P P VERIFY THAT SITE HAS BEEN PREPARED PROPERLY CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS P P SDI-QA / QC-2011 1705.2.2 VERIFY REPAIR ACTIVITIES P P DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS P P SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: SPECIAL INSPECTION SCHEDULES LEAD: PNC DRAFTER: RLC DATE: 1/21/2022 SHEET: S0.03 SHEET OF MASONRY CONSTRUCTION SEISMIC WELDING SPECIAL INSPECTION OF CONCRETE CONSTRUCTION ROLLUDA ARCHITECTS, INC. QC QA REFERENCED IBC REFERENCED IBC 105 S MAIN ST, #323 MINIMUM VERIFICATION VISUAL INSPECTION TASK PRIOR TO WELDING STANDARD REFERENCE VERIFICATION AND INSPECTION CONTINUOUS PERIODIC STANDARD 1 REFERENCE SEATTLE, WA 98104 TASK DOC TASK DOC PRIOR TO CONSTRUCTION, VERIFY CERTIFICATES OF COMPLIANCE USED IN MASONRY CONSTRUCTION. PHONE (206)624-4222 FAX (206)624-4226 MATERIAL IDENTIFICATION (TYPE / GRADE) O - O - 1. INSPECT REINFORCEMENT AND PLACEMENT ACI 318: CH. 20, 25.2, REFERENCED STANDARD - X 1908.4 IBC WELDER IDENTIFICATION SYSTEM O - O - 25.3, 26.6.1 - 26.6.3 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC TMS 402 / ACI TMS 602 / ACI REFERENCE 2. REINFORCING BAR WELDING: 530 / ASCE 5 530.1 / ASCE 6 FIT-UP OF GROOVE (INCLUDING JOINT GEOMETRY) a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN 1. VERIFY COMPLIANCE WITH THE APPROVED - JOINT PREPARATION - X 728 134th Street SW Suite 200 X ART. 1.5 1705.4 ASTM A706 Everett, Washington 98204 SUBMITTALS AWS D1.4 - DIMENSION (ALIGNMENT, ROOF OPENING, ROOT FACE, BEVEL) - Ph: 425.741.3800 b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" - X ACI 318: 26.6.4 www.reidmiddleton.com 2. AS MASONRY CONSTRUCTION BEGINS, VERIFY P / O * * - O - THAT THE FOLLOWING ARE IN COMPLIANCE: - CLEANLINESS (CONDITION OF STEEL SURFACES) ©Copyright 2022 Reid Middleton, Inc. c. INSPECT ALL OTHER WELDS X - AISC 341 CH. J , a. PROPORTIONS OF SITE-PREPARED MORTAR X ART. 2.1, 2.6A 1705.4 - TACKING (TACK WELD QUALITY AND LOCATION) AWS D1.1 , AND 1705.12.1 3. INSPECT ANCHORS CAST IN CONCRETE - X ACI 318: 17.8.2 - AWS D1.8 HAN CR b. CONSTRUCTION OF MORTAR JOINTS X ART. 3.3B 1705.4 NAT A O - BACKING TYPE AND FIT (IF APPLICABLE) 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE F W SH C L O IN K 2 U E G E c. GRADE AND SIZE OF PRESTRESSING MEMBERS T T R A CONFIGURATION AND FINISH TO ACCESS HOLES O - O - A O X ART. 2.4B, 2.4H 1705.4 P TENDONS AND ANCHORAGES T N a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR S FIT-UP OF GROOVE (INCLUDING JOINT GEOMETRY) S d. LOCATION OF REINFORCEMENT, CONNECTORS UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED X - ACI 318: 17.8.2.4 - P T R R R E R U E X ART. 3.4, 3.6A 1705.4 O C 37358 N E AND ANCHORAGES - DIMENSION (ALIGNMENT, GAPS OF ROOT) TENSION LOADS F T GI E ES URAL EN IN P / O * * - O - SIO ENG e. PRESTRESSING TECHNIQUE X ART. 3.6B 1705.4 - CLEANLINESS (CONDITION OF STEEL SURFACES) b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT NAL 1/22 - X ACI 318: 17.8.2 - 1/2 DEFINED IN 4a f. PROPERTIES OF THIN-BED MORTAR X 1 X 2 ART. 2.1C 1705.4 - TACKING (TACK WELD QUALITY AND LOCATION) FOR ACC MASONRY 5. VERIFY USE OF REQUIRED DESIGN MIX 1904.1, QC QA REFERENCED IBC 1904.2, 3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING VISUAL INSPECTION TASK DURING TO WELDING ACI 318: 1908.2, ARE IN COMPLIANCE: TASK DOC TASK DOC STANDARD REFERENCE - X CH. 19, 26.4.3, 26.4.4 1908.3, a. GROUT SPACE X ART. 3.2D, 3.2F 1705.4 WPS FOLLOWED 1908.10 - SETTINGS ON WELDING EQUIPMENT 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS ASTM C 172 b. GRADE, TYPE, AND SIZE OF REINFORCEMENT SECTIONS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT X - ASTM C 31 1908.10 AND ANCHOR BOLTS X 6.1, 6.2.1, ART. 2.4, 3.4 1705.4 - TRAVEL SPEED TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 318: 26.4, 26.12 6.2.6, 6.2.7 - SELECTED WELDING MATERIALS 1908.6, c. PLACEMENT OF REINFORCEMENT, CONNECTORS SECTION ART. 3.2, 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION X - ACI 318: 26.5 1908.7, AND ANCHORAGES X 6.1 E, 3.4, 3.6A 1705.4 TECHNIQUES - SHIELDING GAS TYPE / FLOW RATE O - O - 1908.8 d. PROPORTION OF SITE-PREPARED GROUT AND ART. 2.6B, 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE X 1705.4 - PREHEAT APPLIED - X ACI 318: 26.5.3-26.5.5 1908.9 PRESTRESSING GROUT FOR BOUNDED TENDONS 2.4 G.1.b AND TECHNIQUES - INTERPASS TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM) e. CONSTRUCTION OF MORTAR JOINTS X ART. 3.3B 1705.4 9. INSPECT PRESTRESSED CONCRETE FOR: - PROPER POSITION (F , V , H , OH) a. APPLICATION OF PRESTRESSING FORCES X - 4. VERIFY DURING CONSTRUCTION: ACI 318: 26.10 - - INTERMIX OF FILTER METALS AVOIDED UNLESS APPROVED b. GROUTING OF BONDED PRESTRESSING TENDONS X - a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X ART. 3.3F 1705.4 CONFIGURATION AND FINISH TO ACCESS HOLES O - O - AISC 341 CH. J , 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS - X ACI 318: 26.8 - b. TYPE, SIZE AND LOCATION OF ANCHORS, SECTIONS CONTROL AND HANDLING OF WELDING CONSUMABLES AWS D1.1 , AND 1705.12.1 11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF INCLUDING OTHER DETAILS OF ANCHORAGE OF X 6.1.4.3, 1705.4 AWS D1.8 TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL - X ACI 318: 26.11.2 - MASONRY TO STRUCTURAL MEMBERS, FRAME, - PACKAGING O - O - 6.2.1 OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS OR OTHER CONSTRUCTION - EXPOSURE CONTROL 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF 2 c. PREPARATION, CONSTRUCTION, AND PROTECTION - X ACI 318: 26.11.1.2 - ENVIRONMENTAL CONDITIONS THE CONCRETE MEMBER BEING FORMED OF MASONRY DURING COLD WEATHER - WIND SPEED WITHIN LIMITS O - O - X ART 1.8C, 1.8D 1705.4 1 WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR (TEMPERATURE BELOW 40° F (4.4° C)) - PRECIPITATION AND TEMPERATURE SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN OR HOT WEATHER ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED (TEMPERATURE ABOVE 90° F (32.2° C)) WELDING TECHNIQUES 5. OBSERVE PREPARATION OF GROUT SPECIMENS, ART. 1.4 2 SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED MORTAR SPECIMENS, AND / OR PRISMS - INTERPASS AND FINAL CLEANING BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. B.2.a.3, O - O - X 1.4 B.2.b.3, 1.4 1705.4 - EACH PASS WITHIN PROFILE LIMITATIONS B.2.c.3, 1.4 NON-STRUCTURAL COMPONENTS SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS B.3, 1.4 B.4 - EACH PASS MEET QUALITY REQUIREMENTS REFERENCED IBC NO WELDING OVER CRACKED TACKS O - O - VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCED QC QA 1. DESIGNATED SEISMIC SYSTEM 1 REFERENCED IBC VISUAL INSPECTION TASK AFTER TO WELDING TASK DOC TASK DOC STANDARD REFERENCE a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING X ASCE 7 1705.12.4 CONFORMS TO THE CERTIFICATE OF COMPLIANCE SECTION 13.2 WELDS CLEANED O - O - 2. ARCHITECTURAL COMPONENTS SIZE, LENGTH, AND LOCATION OF WELDS P - P - a. ERECTION AND FASTENING OF WELDS MEET VISUAL ACCEPTANCE CRITERIA b. EXTERIOR CLADDING 2 X - 1705.12.5 - CRACK PROHIBITION b. ERECTION AND FASTENING OF INTERIOR AND 2 X - 1705.12.5 - WELDS MEET VISUAL ACCEPTANCE CRITERIA EXTERIOR NON-BEARING WALLS c. ERECTION AND FASTENING OF INTERIOR AND - CRATER CROSS SECTION P D P D EXTERIOR VENEER 2 X - 1705.12.5 - WELD PROFILES AND SIZE AISC 341 CH. J , NO. DATE REVISION AWS D1.1 , AND 1705.12.1 d. ANCHORAGE OF ACCESS FLOORS X - 1705.12.5.1 - UNDERCUT AWS D1.8 2 e. ROOF COVERINGS X - 1705.12.5 - POROSITY f. SUSPENDED CEILING SYSTEMS X - 1705.12.5 2 PLACEMENT OF REINFORCING OR CONTOURING 3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS P D P D FILLET WELDS (IF REQUIRED) a. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR BACKING REMOVED, WELD TABS REMOVED AND FINISHED, X - 1705.12.6 P D P D EMERGENCY AND STANDBY POWER SYSTEMS AND FILLET WELDS ADDED (IF REQUIRED) b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X - 1705.12.6 REPAIR ACTIVITIES P - P D c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM * * FOLLOWING PERFORMANCE OF THIS INSPECTION TASK FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DESIGNED TO CARRY HAZARDOUS MATERIALS AND X - 1705.12.6 THERE ASSOCIATED MECHANICAL UNITS 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 d. INSTALLATION AND ANCHORAGE OF DUCTWORK X - 1705.12.6 THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED DESIGNED TO CARRY HAZARDOUS MATERIALS TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL e. INSTALLATION AND ANCHORAGE OF VIBRATION PERFORM THE INSPECTION TASKS LISTED. ISOLATION SYSTEM WHERE THE NOMINAL CLEARANCE X - 1705.12.6 BETWEEN THE EQUIPMENT SUPPORT FRAME AND RESTRAIN IS 1/4 INCH OR LESS COLD-FORMED STEEL LIGHT GAUGE CONSTRUCTION 4. STORAGE RACK REFERENCED IBC VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER STANDARD REFERENCE X - 1705.12.7 IN HEIGHT 1. WELDING OF SEISMIC OR WIND ELEMENTS X - 1705.12.3 1 THE LATERAL FORCE RESISTING SYSTEM SHALL INCLUDE THE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS, 2. SCREW ATTACHMENT, BOLTING, ANCHORING AND FASTENING 1705.11.2, INCLUDING WELDS AND BOLTS. THE LATERAL FORCE RESISTING SYSTEM SHALL ALSO INCLUDE STRUTS AND THEIR OF SHEAR WALLS, BRACES, DIAPHRAGMS, COLLECTORS / DRAG X - CONNECTIONS. 1705.12.3 STRUTS AND HOLDOWNS 2 THE EXCEPTION PROVIDED IN SECTION 1705.12.5 SHALL NOT BE APPLIED TO ARCHITECTURAL ELEMENTS NOTED. INSPECTION IS REQUIRED FOR THESE ELEMENTS. SEISMIC REQUIREMENTS FOR WOOD CONSTRUCTION HIGH LOAD WOOD DIAPHRAGMS REFERENCED IBC VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE REFERENCED IBC VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE 1. FIELD GLUING OF SEISMIC ELEMENTS X AF AND PA SDPWS - 2015 1705.12.2 1. HIGH LOAD DIAPHRAGMS PER IBC SECTION 2306.2: 2. NAILING BOLTING, ANCHORING AND FASTENING OF WOOD AF AND PA SHEAR WALLS, WOOD DIAPHRAGM, COLLECTORS / DRAG X SDPWS - 2015 1705.12.2 a. CONFIRM SHEATHING IS OF THE GRADE AND THICKNESS AS X AF AND PA 1705.5 STRUTS, BRACES, SHEAR PANELS AND HOLDOWNS SHOWN ON THE APPROVED BUILDING PLANS SDPWS - 2015 b. VERIFY NOMINAL SIZE OF FRAMING AT PANEL EDGES X AF AND PA SDPWS - 2015 1705.5 c. VERIFY NAIL OR STAPLE DIAMETER AND LENGTH X AF AND PA SDPWS - 2015 1705.5 d. VERIFY NUMBER OF FASTENER LINES, THE SPACING AF AND PA X 1705.5 BETWEEN FASTENERS IN EACH LINE AND AT EDGE SDPWS - 2015 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 TESTS PROJECT: BUILDING IDENTIFIER: CONCRETE a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12. A.1 b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED. SHEET TITLE: c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f 'c, IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE SPECIAL PER SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE. INSPECTION GEOTECHNICAL SCHEDULES MASONRY LEAD: PNC a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE DRAFTER: RLC WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT. DATE: 1/21/2022 SHEET: S0.04 SHEET OF ABBREVIATIONS ROLLUDA ARCHITECTS, INC. & AND d PENNYWEIGHT (NAILS) GA GAGE, GAUGE NF NEAR FACE SCHED SCHEDULE 105 S MAIN ST, #323 @ AT (d) DROPPED BEAM GALV GALVANIZED NIC NOT IN CONTRACT SECT SECTION SEATTLE, WA 98104 AB ANCHOR BOLT DB DIVIDER BEAM GB, GR BM GRADE BEAM NLG NAILING SHT SHEET PHONE (206)624-4222 FAX (206)624-4226 ABV ABOVE D-B DESIGN-BUILD GEN GENERAL NOM NOMINAL SHTHG SHEATHING ACI AMERICAN CONCRETE INSTITUTE DBA DEFORMED BAR ANCHOR GL, GLU LAM GLUE LAMINATED WOOD NO, # NUMBER SIM SIMILAR ADDL ADDITIONAL DBL DOUBLE GLB GLUE LAMINATED BEAM N-S NORTH-SOUTH SJI STEEL JOIST INSTITUTE ADJ ADJACENT, ADJUSTABLE DEG, ° DEGREE GRD GIRDER NS NEAR SIDE SOG SLAB ON GRADE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION DEMO DEMOLISH, DEMOLITION GRND GROUND NTS NOT TO SCALE SPC SPACE, SPACED, SPACING 728 134th Street SW Suite 200 AISI AMERICAN IRON AND STEEL INSTITUTE DET DETAIL GSN GENERAL STRUCTURAL NOTES SPEC SPECIFICATION Everett, Washington 98204 ALT ALTERNATE DETS DETAILS SPRT SUPPORT Ph: 425.741.3800 OC ON CENTER www.reidmiddleton.com ANCH ANCHOR DF DOUGLAS FIR SQ SQUARE APA AMERICAN PLYWOOD ASSOCIATION DIA DIAMETER HD HOLDOWN OD OUTSIDE DIAMETER SST STAINLESS STEEL ©Copyright 2022 Reid Middleton, Inc. HDR HEADER O.F. OUTSIDE FACE APPROX APPROXIMATE DIAG DIAGONAL SSH SHORT SLOTTED HOLE HGR HANGER OPNG OPENING AR ANCHOR ROD DIAPH DIAPHRAGM STAG STAGGER, STAGGERED HK HOOK OPP OPPOSITE ATHAN CR ARCH ARCHITECT, ARCHITECTURAL DICA DRILLED-IN CONCRETE ANCHOR STD STANDARD N F WASH OC HORIZ HORIZONTAL OSB ORIENTED STRAND LUMBER L O IN K ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS DIM DIMENSION STIFF STIFFENER U E G E T T R HPT HIGH POINT OSH OVERSIZED HOLE A O A ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS DIST DISTANCE STIR STIRRUP P T N AWS AMERICAN WELDING SOCIETY DL DEAD LOAD HSB HIGH STRENGTH BOLT OWJ OPEN WEB JOIST STL STEEL S HSS HOLLOW STRUCTURAL SECTION S P T R DN DOWN STRUCT STRUCTURAL R R E R U E HT HEIGHT O C 37358 N E DO DITTO PA POWDER ACTUATED SW SHEAR WALL F T GI E B/ BOTTOM OF ES URAL EN IN DP DEEP PCC PRECAST CONCRETE SWS SHEAR WALL SCHEDULE SIO ENG NAL 2 BAL BALANCE DS DRAG STRUT SYMM SYMMETRICAL, SYMMETRY 1/21/2 IBC INTERNATIONAL BUILDING CODE PCF POUNDS PER CUBIC FOOT BC BOTTOM CHORD DWG DRAWING ID INSIDE DIAMETER PEN PENETRATION BF BRACED FRAME DWL DOWEL I.F. INSIDE FACE PERP PERPENDICULAR BLDG BUILDING DWLS DOWELS IJ ISOLATION JOINT PL PLATE, PROPERTY LINE T/ TOP OF BLKG BLOCKING IN, " INCH PLCS PLACES T&B TOP AND BOTTOM BM BEAM INCL INCLUDE PLF POUNDS PER LINEAR FOOT T&G TONGUE AND GROOVE BMS BEAMS (E), EXIST EXISTING EA EACH, EPOXY (ADHESIVE) ANCHOR INFO INFORMATION PLWD PLYWOOD TBD TO BE DETERMINED BOF BOTTOM OF FOOTING EE EACH END INT INTERIOR PNL PANEL TC TOP CHORD BOT BOTTOM PP, PJP PARTIAL JOINT PENETRATION TEMP TEMPERATURE BP, B PL BASE PLATE EF EACH FACE PRCST PRECAST THK THICK, THICKNESS BR BRACE EJ EXPANSION JOINT JST JOIST PREFAB PREFABRICATED THP TENDON HIGH POINT BRB BUCKLING RESTRAINED BRACED FRAMES EL ELEVATION JSTS JOISTS PS PRESTRESSED CONCRETE THRU THROUGH BRG BEARING ELEC ELECTRICAL JT JOINT ELEV ELEVATOR PSF POUNDS PER SQUARE FOOT TOC TOP OF CONCRETE BTWN BETWEEN PSI POUNDS PER SQUARE INCH TOF TOP OF FOOTING BU BUILT-UP EMBED EMBEDMENT ENGR ENGINEER K KIP (1,000 LB) PSL PARALLEL STRAND LUMBER TOS TOP OF STEEL EQ EQUAL KSF KIPS PER SQUARE FOOT P-T POINT, PRESSURE TREATED TOW TOP OF WALL C CAMBER, CHANNEL KSI KIPS PER SQUARE INCH PT POST-TENSIONED TR THREADED ROD CA CONCRETE (EXPANSION) ANCHOR EQUIP EQUIPMENT PVC POLYVINYL CHLORIDE TRANS TRANSVERSE CANTIL CANTILEVER ES EACH SIDE ETC ET CETERA L LENGTH, ANGLE TYP TYPICAL CAP CAPACITY CC CENTER-TO-CENTER E-W EAST-WEST LB, # POUND R, RAD RADIUS TWS THREADED WELDED STUD CDF CONTROL DENSITY FILL EW EACH WAY LEV LEVEL RD ROOF DRAIN CG CENTER OF GRAVITY EXP EXPANSION LF LINEAL FOOT REBAR REINFORCING STEEL BARS CIP CAST-IN-PLACE EXT EXTERIOR LL LIVE LOAD REF REFERENCE UNO UNLESS NOTED OTHERWISE CJ CONTROL JOINT, CONSTRUCTION JOINT EXT GR EXTERIOR GRADE LLBB LONG LEGS BACK TO BACK REINF REINFORCE, REINFORCING CJP, CP COMPLETE JOINT PENETRATION LLH LONG LEG HORIZONTAL REM REMAINDER CL CENTERLINE FB FLUSH BEAM LLV LONG LEG VERTICAL REQD REQUIRED VERT VERTICAL CLR CLEAR FD FLOOR DRAIN LOC LOCATION, LOCATE RM BD RIM BOARD CMU CONCRETE MASONRY UNIT FDN FOUNDATION LOCS LOCATIONS RTN RETURN W/ WITH COL COLUMN FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY LONGIT LONGITUDINAL W WIDTH, WIDE FLANGE COLS COLUMNS FF FINISH FLOOR LP LOW POINT WF WIDE FLANGE CONC CONCRETE FIN FINISH LPT LOW POINT WD WOOD CONN CONNECTION FLR FLOOR LSH LONG SLOTTED HOLE WHS WELDED HEADED STUD CONST CONSTRUCTION FLG FLANGE LSL LAMINATED STRAND LUMBER WIJ WOOD I-JOIST CONT CONTINUE, CONTINUOUS FOS FACE OF STUD LVL LAMINATED VENEER LUMBER W/O WITHOUT CONTR CONTRACTOR FS FAR SIDE WP WORK POINT COORD COORDINATE FT, ' FEET MATL MATERIAL WT WEIGHT CRSI CONCRETE REINFORCED STEEL INSTITUTE FTG FOOTING MAX MAXIMUM WWR WELDED WIRE REINFORCEMENT CTR CENTER, CENTERED FTGS FOOTINGS MB MACHINE BOLT CU YD CUBIC YARD MECH MECHANICAL MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR MTL METAL SYMBOLS NO. DATE REVISION CONNECTORS DETAIL IDENTIFIERS CONCRETE SYMBOLS GENERAL SYMBOLS FX FOOTING TYPE PLAN SECTION SECTION / DETAIL / ELEVATION NUMBER E GRID BUBBLE (xx'-xx") FOOTING ELEVATION PER PLAN SHEET NUMBER WHERE DRAWN CONCRETE ANCHOR BOLT CONCRETE CURB / PARTIAL HEIGHT WALL GRID LINE INDICATES DIRECTION OF CUTTING PLANE DRILLED IN CONCRETE ANCHOR CONCRETE WALL BELOW THIS LEVEL SEE X/SX.XX X/SX.XX SOIL BOLT FOR ADDL INFO CONCRETE COLUMN BELOW THIS LEVEL SHEET NUMBER WHERE TEXT NOTATION SECTION GRAVEL NAIL SECTION IS SHOWN E EPOXY COATED REBAR #5 NUMBER OF SECTION, DETAIL OR ELEVATION STEEL SYMBOLS OPENING IN FLOOR OR WALL (SEE "TYPICAL STEEL FRAMING SYMBOLS" DETAIL FOR ADDITIONAL INFORMATION) X X REFERENCE LINE, EXISTING OR SX.XX SX.XX BEAM / GIRDER ARCHITECTURAL ELEMENTS SHEET NUMBER WHERE SHEET NUMBER WHERE COLUMN STARTING AT THIS LEVEL ELEVATION DATUM ELEVATION IS SHOWN DETAIL IS SHOWN ELEVATION DETAIL COLUMN BELOW THIS LEVEL WP WORKPOINT BEAM / COLUMN SPLICE SLOPE STEEL IN CROSS SECTION SURFACE - SLOPE UP BM SURFACE - SLOPE DOWN DIAGONAL BRACING SURFACE - SLOPE TWO WAYS BRACING SURFACE - STEPPED SURFACE - STEPPED AND SLOPED RAISED SLAB CHANGE OF SLAB THICKNESS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 DIRECTION OF FRAMING SPAN PROJECT: BUILDING IDENTIFIER: LIMIT OF SPAN A.1 CONTINUOUS EXTENT SHEET TITLE: DIRECTION OF DECK OR FLOOR ABBREVIATIONS AND SYMBOLS LIMIT OF DECK OR FLOOR CONTINUOUS DECK OR FLOOR LEAD: PNC LIMIT OF DECK OR FLOOR DRAFTER: RLC DATE: 1/21/2022 SHEET: S0.05 SHEET OF A B C C.8 D E F G H H.1 J K 204'-3" 25'-0" 25'-0" 17'-7" 6'-5" 21'-10" 24'-0" 24'-0" 24'-0" 1'-6" 24'-8" 10'-3" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 TYP AT CMU VENEER, COORD EXTENTS WITH ARCH PHONE (206)624-4222 3 FAX (206)624-4226 HSS4x4x5/16 S7.01 2 HSS4x4x5/16 2'-6" W x 1'-0" DP EXT, SEE 2/S7.01HSS4x4x5/16 HSS4x4x5/16 S7.01 HSS4x4x5/16 ( -1'-4" ) 2'-6" CONT CONC FTG AT ( -1'-4" ) ( -1'-4" ) 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 1 www.reidmiddleton.com HSS4x4x5/16 HSS4x4x5/16 O ©Copyright 2022 Reid Middleton, Inc. HSS4x4x5/16 F5.5 ( -1'-4" ) N F5.5 ( -1'-4" ) ( -1'-4" ) F5.5 U HSS8x8x3/8 HSS8x8x3/8 ( -1'-4" ) F5.5 HSS8x8x3/8 PY T HSS8x8x3/8 2'-6" W x 1'-0" DP CONT CONC ,1 ATHAN CRO .0 N F WASH C FTG AT EXT, SEE 2/S7.01 7 L O IN K HSS10x5x3/8 TYP ALONG U E G E /S A T T R A O PERIMETER, TYP P 4 TYP AT CANOPY 5 T N 1'-4" W x 1'-4" DP THICKENED SOG, SEE BREAK ROOM ( -1'-4" )HSS10x5x3/8 EE S 2'-6" W x 1'-0" DP CONT CONC S7.01 COLUMNS, TYP 4'-0" EACH 5 S, P ST R 9/S7.01, TYP EACH WAY BTWN FTGS 107 7'-8 1/2" 8 T R R E R S7.01 U E FTG AT EXT, SEE 2/S7.01, TYP SIDE, TYP UNO TYP X O C 37358 N E F T GI E AT WEST FACE HSS8x8x3/8 S7.01 E ES URAL EN IN T SIO ENG A NAL 1/22 LARGE 10'-3 1/2" F5 2'-0" W x 1'-0" DP CONT CONC FTG 1/2 ( -1'-4" ) CONFERENCE 38'-9" ROOM 2 2 103 F5.5 ENTRY VEST HSS8x8x3/8 F6 S7.01 HSS8x8x3/8 HSS6x8x1/2 F6 F4C HSS8x8x3/8 110 BF-6 20 6/S3.01 STAIR PARTIAL PLAN S4.01 CONF ROOM OFFICE / CONF CORRIDOR CONF ROOM STOR ROOM 111 115 108 119 CREW ROOM HSS8x8x3/8 121 MOTHERS F5.5 STAIR 01 3 ROOM OPEN OFFICE BF-7 PUBLIC ST-1 FLEX/ ADMIN/ 7/S3.01 36'-0" F6 112F6 1'-4" W x 1'-4" DP THICKENED SOG, SEE CONF ROOM HSS8x8x3/8 RESTROOM FOREMEN/ 9/S7.01, TYP EACH WAY BTWN FTGS HSS8x8x3/8 STOR 106 ELEV ROOM 5" THK SLAB ON GRADE W/ SERVICEMEN F7C 102 2" DEPRESSED SLAB, 114 OFFICE / CONF #4 @ 16" EACH WAY MID DEPTH 118 HSS3x3x1/4 HSS3x3x1/4 LOC PER ARCH, SEE CASH PRIVACY ELEV SUMP ROOM SEE NOTE 1 FOR ADDL INFO 15 TYP 18/S7.01 FOR REINF COUNTING ROOM BELOW S7.01 LOBBY 116 ENTRY VEST PUBLIC 109 113 10 HSS8x8x3/8 HSS8x8x3/8 HSS8x8x3/8 HSS8x8x3/8 122 25'-3" 11 101 104'-6" OPP RESTROOM S7.00 F8 F8 F8 F8 HSS8x8x3/8 S7.01 F5 ENTRY VEST SIM, TYP AT INT 105 4 100 HSS3x3 LOCS DEPRESSED SLAB, CORRIDOR SHOWER HSS8x8x3/8 11 HSS8x8x3/8 HSS8x8x3/8 SEE 18/S7.01 FOR T/ FTG EL = -1'-4" , 117 130 TYP UNO F5.5 S7.01 F6 F7C 3'-6" REINF, LOC PER ARCH HSS3x3x1/4 ( -4'-0" ) BF-3 10'-8" 5 3/S3.01 CUST/ UTIL BF PLINTH PER 11/S7.30, MEN'S CLOSET HSS3x3x1/4 (2) LOC AT BF-3 OFFICE/ CONF -2" ADA SHOWER 92'-0" 11 -2" RESTROOM MEN'S 124 HSS6x8x1/2 ROOM F4C 131 S7.01 145 135 LOCKER CONFERENCE OPEN OFFICE RESTROOMS CSR LOBBY/ ENG/ DES ROOM 10'-4" ROOM VEST HSS6x8x1/2 33'-0" OFFICE 134 144 141 140 CORRIDOR 143 BF-2 26'-0" 2/S3.01 123 STAIR 02 19 BF-5 STAIR PARTIAL PLAN 5/S3.01 S4.01 DEPRESSED SLAB, ST-2 F6C ENTRY VEST ( -4'-0" ) SEE 18/S7.01 FOR ( -1'-4" ) 4/S3.01 139 -2" WOMEN'S HSS8x8x3/8 REINF, LOC PER ARCH BF PLINTH PER 11/S7.30, BF-4 RESTROOM F7 SPRINKLER/ (2) LOC AT BF-2 F4C HSS6x8x1/2 -2" HSS8x8x3/8 F7 136 MECH ROOM ( -1'-4" ) 6 125 6 2'-0" F5C HSS6x8x1/2 F7 F6 ( -1'-4" ) HSS6x6x1/2 HSS8x8x3/8 WOMEN'S ADA SHOWER SHOWER ( -1'-4" ) OFFICE/ CONF ( -1'-4" ) 2'-11 1/2" 2'-0" P F7 HSS8x8x3/8 2'-6" W x 1'-0" DP CONT CONC HSS6x8x1/2 LOCKER YT 132 129 8'-9 1/2" 14'-6" BF-1/S3.01 ROOM FTG AT EXT, SEE 2/S7.01 7'-3" COMM/ FIBER ROOM ,1 NO. DATE REVISION 1 .0 HSS4x4x5/16 HSS8x8x3/8 HSS8x8x3/8 142 ROOM 133 7 WELLNESS F5.5 ( -1'-4" ) ( -1'-4" ) F5.5 10 ( -3'-0" ) WELLNESS /S ELECTRICAL 10 TYP AT 138 5E WEIGHT/ 23'-0" TYP AT S7.01 AEROBICS E ROOM S7.01 ELEC ROOM 7 S EQUIP SEE ARCH FOR EDGE COMM/FIBER 137 ,T 126 F5.5 ( -1'-4" ) ROOM X 128 ( -3'-0" ) OF SLAB LOCATION, ( -1'-4" ) ( -1'-4" ) ( -1'-4" ) HSS8x8x3/8 HSS4x4x5/16 T E HSS4x4x5/16 TYP AT PERIMETER HSS4x4x5/16 1.0 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 HSS4x4x5/16 A HSS4x4x5/16 HSS4x4x5/16 7 SEE NOTE 5 AT CANOPY AND GT 2 HSS4x4x5/16 /S HSS4x4x5/16 SUN SHADE POSTS, TYP 2'-0" ( -1'-4" ) HSS4x4x5/16 2'-0" W x 1'-0" DP CONT CONCF HSS4x4x5/16 ( -1'-4" ) HSS4x4x5/16 2 2'-0" 8 S7.01 E ES 9'-11" F5 , 2'-2" ( -3'-0" ) ( -3'-0" ) F5 ( -1'-4" ) T ( -1'-4" ) F5 4 X HSS8x8x3/8 ( -1'-4" ) F5 HSS4x4x5/16 ( -1'-4" ) F5 F5 ( -1'-4" ) HSS8x8x3/8 E S7.01 T ( -1'-4" ) A 14'-7" HSS8x8x3/8 2'-0" 10 HSS8x8x3/8 HSS8x8x3/8 2'-0" 10 2'-0" HSS8x8x3/8 G TYP AT TF S7.01 2'-0" S7.01 SUNSHADE 2'-6" W x 1'-0" DP CONT CONC TYP AT A SUPPORT B C C.9 D E F G H H.1 ELEC ROOM J K COLS, TYP TRUE FOUNDATION AND FIRST FLOOR PLAN N 1/8" = 1'-0" FOOTING SCHEDULE TOP BOTTOM MARK WIDTH LENGTH DEPTH REMARKS REINFORCING REINFORCING LEGEND PLAN NOTES: F3 3'-0" 3'-0" 1'-2" - (4) #5 EACH WAY - FX FOOTING MARK PER FOOTING SCHEDULE 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. F5 5'-0" 5'-0" 1'-6" - (7) #6 EACH WAY - (x'-xx") TOP OF FOOTING ELEVATION 2. SEE GEOTECHNICAL REPORT AND SHEET G10.01 FOR SUB-GRADE PREPARATION, FOOTING ELEVATION STEP F5.5 5'-6" 5'-6" 1'-6" - (8) #6 EACH WAY - INCLUDING 2'-0" MINIMUM OF COMPACTED STRUCTURAL FILL BELOW FOOTINGS, [H] [L] HIGH [H] AND LOW [L] CAPILLARY BREAK AND VAPOR BARRIER. F6 6'-0" 6'-0" 1'-6" - (7) #7 EACH WAY - WIDE FLANGE COLUMN THIS LEVEL 3. TOP OF FOOTING ELEVATION INDICATES TOP OF FOOTING ELEVATIONS RELATIVE TO THE F7 7'-0" 7'-0" 2'-0" (8) #5 EACH WAY (8) #8 EACH WAY - TOP OF SLAB ELEVATION. REFERENCE ELEVATION 0'-0" = 135.00' PER CIVIL. HSS COLUMN THIS LEVEL F8 8'-0" 8'-0" 2'-6" (11) #5 EACH WAY (11) #8 EACH WAY - 4. CONTRACTOR SHALL VERIFY FLOOR AND WALL PENETRATIONS AND DIMENSIONS WITH BM ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR AT DOOR AND (7) #9 LONGIT (7) #7 LONGIT BRACED FRAME F5C 5'-0" PER PLAN 3'-0" 17/S7.30 WINDOW LOCATIONS AND WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER #5 @ 9" TRANS #5 @ 9" TRANS BRACED FRAME ELEVATION MARK IMPLEMENT PASSES THROUGH THE FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL (9) #9 LONGIT (6) #7 LONGIT 17/S7.30 BF-X DETAILS FOR FRAMING AT THESE LOCATIONS. F6C 6'-0" PER PLAN 3'-0" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 X/S3.01 BRACED FRAME ELEVATION PER S3.01 #5 @ 9" TRANS #5 @ 9" TRANS BF-2, SEE 11/S7.30 PROJECT: 5. COORDINATE CANOPY AND SUN SHADE POST LOCATIONS WITH ARCHITECTURAL ROUGH (15) #9 LONGIT (9) #7 LONGIT 17/S7.30 BUILDING IDENTIFIER: F7C 7'-0" PER PLAN 3'-0" OPENING DIMENSIONS. #5 @ 6" TRANS #5 @ 6" TRANS BF-3, SEE 11/S7.30 6. SEE SHEET S5.20 FOR TYPICAL CMU DETAILS. A.1 7. SEE SHEETS S7.00 THROUGH S7.01 FOR TYPICAL CONCRETE AND FOUNDATION DETAILS. KEYPLAN 8. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. SHEET TITLE: FOUNDATION AND 9. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS AND SHEET FIRST FLOOR S7.33 FOR TYPICAL MOMENT FRAME DETAILS. PLAN 10. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. 11. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. LEAD: PNC DRAFTER: RLC 12. SEE S7.50 AND S7.51 AND S7.52 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS DATE: 1/21/2022 SHEET: S2.01 SHEET OF A B C C.8 D E F G H H.1 J K 204'-3" 25'-0" 25'-0" 17'-7" 6'-5" 21'-10" 24'-0" 24'-0" 24'-0" 1'-6" 24'-8" 10'-3" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 (2) EQ SPACES @ 8'-0" HSS POST BELOW, TYP BIDDER-DESIGNED SUN SHADE (8) LOC AT SUNSCREEN, 16 SEE NOTE 5 FOR ADDL INFO S7.40 COL BELOW, 728 134th Street SW Suite 200 TYP UNO Everett, Washington 98204 Ph: 425.741.3800 1 www.reidmiddleton.com W16x26 W16x26 W18x35 ©Copyright 2022 Reid Middleton, Inc. HSS10x6x5/8 W10x19, ALIGN WITH FALL PROTECTION HAN CR L4x3x3/8 (LLV) (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" (3) EQ SPACES NAT A O F W SH C W16x26 W16x26 L O IN K W18x50 W18x50 U E G E (2) EQ SPACES (2) EQ SPACES T T R A A O P W10x19 T N 1 1/2" x 18 GA MTL W18x35 1 1/2" x 18 GA MTL DECK TYP AT CANOPY S S DECK AT ROOF P T R R R E R U E STRUT W16x26 L4x3x3/8 (LLV), TYP (2) SIDES SEE 4/S7.41 O C 37358 N E 13 F T GI E DO DO HSS POST TYP ES URAL EN IN [13'-6"] TYP UNO S7.21 SIO ENG W10x19 BELOW, TYP (4) NAL 1/22 W10x26W10x19 W10x26 1/2 W8x15, TYP AT MECH UNIT LOC AT CANOPY 5'-8" SUPPORTS, COORD W/ 1 1/2" x 18 GA MTL DECK AT ROOFSTRUT 38'-9" BM BRACE PER 8/S7.32 W21x73 W21x122MECH (MAX WT 10,000 LBS) W21x68 2 DO DO W16x26 W16x26 W21x68 W21x68 (24) W21x68 (24) W21x68 (30) STRUT (6) (30) STRUT (5) EQ SPACES @ 7'-9" W8x15, TYP AT MECH UNIT W14x22 3'-2 1/2"STRUT BF-6 6/S3.01 14 SUPPORTS, COORD W/ - W16x26 (10) S7.40 MECH (MAX WT 1,500 LBS 15 STAIR PARTIAL BM BRACE 12'-10" W16x26 PER MECH UNIT) W16x26 S4.01 FRAMING PLAN PER 5/S7.32 SEE 17/S7.23 BM BRACE PER 8/S7.32W14x22 FOR SLOPE ON UNDERSIDE 5 OF BEAM S7.40 3" DIA STD STL PIPE, TYP(2) LOC AT STAIRS, COORD LOC WITH BIDDERDESIGNED STAIR LAYOUT, SEE 3/S7.22 3 W21x57 W18x50 DO DO DO DO DO DO DO DO HSS COL W18x35 7/S3.01BF-7 36'-0" W16x26(12) W21x44 (48)W21x83 (48) W21x44 (48) W21x44 (48) BELOW BEAM W21x50 (48) EQ 1 W10x19 W8x15 W8x15 DO 19 W8x15 S7.41 SIM SEE 11/S7.41 TYP W8x15 W21x57 BM BRACE EQ 1 W14x22 (6) 3'-2 1/2" W8x15 W8x15 AT HSS3x3 LOCS W14x22 W21x50 PER 5/S7.32 5'-3" 8 TYP, W10x19 S7.22 8 OPP EQ EQ EQ 25'-3" W14x22 COL 104'-6" 1 1/2" x 18 GA MTL DECK AT ROOF W8x18 W14x22 W14x22 4'-3 1/4" TYP S7.21 8 W10x45 W8x15 DO DO DO DO DO W8x18 1'-3" TYPW8x18 W8x18 W14x22 W14x22 W14x22W14x22 BELOW HSS6x6x1/2 W10x26 S7.41 7'-4 3/8" 2 W10x19 W10x19W12x40W14x22 W14x22 W21x73 (30) W21x73 (30) W21x73 (30) W21x101 (40) 4 W10x19 3" DIA STD STL PIPE, TYP (12) LOC AT W21x73 (30) W16x31 W16x26 EQUIP, COORD LOC WITH BIDDER- W21x44 (10) 20 (10) W10x19 19 DESIGNED EQUIP PLATFORMS, SEE 3/S7.22 (12) BF-3 (10) (10) W16x26 W10x19, ALIGN WITH 6'-9" 2 HSS COL W12x16 W8x18W16x31 3/S3.01 SIM STRUT STRUTW8x15 W16x31 6'-5 3/8" S7.22 TYP W10x19 FALL PROTECTION BELOW BEAM S7.41 SEE 11/S7.41 TYP AT HSS3x3 LOCS STRUT W16x31 (16) (10) W14x22 W14x22 (10) SEE 9/S7.41 FOR CONN OF 5 17 W21x57 W18x46 BM BRACE W8x15 CANOPY/SUNSHADE COL SEE 17/S7.23 W8x15 S7.40 PER 5/S7.32 EQ EQ W10x26 FOR SLOPE HSS6x6 PARAPET POST, EQ EQ @ EQ SPC W16x31 92'-0" W8x15W10x19 1 ON UNDERSIDE SEE 19/S7.41, TYP (11) LOC BM BRACE (16) OF BEAM PER 5/S7.32 3'-10 1/4" HSS POST S7.41 W10x19 SEE 20/S7.21 FOR ADDED FRAMING OVER WALL BELOWBM BRACE PER 5/S7.32BELOW, TYP W10x19 W10x19 BM BRACE PER 8/S7.32 @ EQ SPC W14x2220 DO DO DO DO DO DO DO DO DO DO (3) LOC AT W21x50W10x19 1 1/2" x 18 GA MTL DECK 33'-0" W10x45 W10x19W12x40 W14x22W14x22 W21x44 (48) -DESIGNED STAIR AND LANDING -DESIGN STIAR SUPPLIERCANOPY TYP AT CANOPY W10x19 S7.41 BM BRACE W21x44 (48) W21x44 (48) DO DO DO DO BF-5 W10x26 26'-0" 1 1/2" x 18 GA W10x19 SEE 17/S7.41, TYP AT BF-2 PER 5/S7.32 5/S3.01 2/S3.01 @ EQ SPC EQ EQ L4x3x3/8 (LLV), SEE 4/S7.41 MTL DECK TYP 20 STOREFRONT WALLS W21x44 (48) W21x44 (48)W21x68 (48)W16x36 (36) W21x68 (48) 3" x 18 GA MTL DECK W/ 3" CONC TOPPING (6" TOTAL THK), SEE NOTE 11 BIDDERABOVE, COORD WITH ARCH AND BIDDER (4) EQ SPACESAT CANOPY S7.41 BIDDER-DESIGNED STAIR AND LANDING ABV, COORD WITH ARCH AND BIDDER-DESIGN STIAR SUPPLIER STRUT 14 STAIR PARTIAL W21x57 (48)W16x26 W12x16 STRUT SIM SIM SEE MECH DWGS FOR LOC & SIZE OF SHAFT OPNGS, SEE 20/S7.21 FOR ADDED FRAMING S4.01 FRAMING PLAN 5 W10x19 BM BRACE PER 8/S7.32 S7.40 L4x3x3/8 W8x15 HSS6x6x1/2 W8x15 W8x15 4/S3.01 W16x31 (10) (LLV), W16x26 (10) 8 P STRUT BF-4 STRUT SEE W21x62 W8x15 S7.21 Y W21x57 W21x147 1'-3"T W21x62 (30) 4/S7.41 (30) W21x62 (30) 1'-3" TYPW21x62 (30) W21x68 (30) W8x15 W21x111 (30) W14x22 (10)W8x15 6 6 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 W8x18 BF-1 W8x18 W10x19 W8x18 HSS6x6x1/2 W8x18 SEE 17/S7.23 FOR SLOPE 16 1/S3.01 SEE 3/S7.22 BIDDER-DESIGNED STAIR AND LANDING 4'-9" L4x3x3/8 (LLV), SEE 4/S7.41 17 ON UNDERSIDE OF BEAM S7.40 DO DO DO DO DO DO DO DO 3'-2 1/2" W10x26W10x19 ABOVE, COORD WITH ARCH AND NO. DATE REVISION 14'-6" W12x16 2 W12x16 S7.40 BIDDER-DESIGN STIAR SUPPLIER 16 1 1/2" x 18 GA MTL DECK TYP AT CANOPY S7.41 BM BRACE PER 8/S7.32 S7.40 W10x19, ALIGN WITH FALL PROTECTION 3" DIA STD STL PIPE, COORD LOC WITH BIDDER- DO DO DO DO DO DO DO DO DO DO DO HSS8x6x5/8 W14x22 DO W14x22DESIGNED STAIR LAYOUT, SEE 3/S7.22 23'-0" 7 W14x22 W14x22 W14x22 HSS POST BELOW, TYP (3) LOC AT CANOPY 1 1/2" x 18 GA MTL DECK AT ROOF, SEE NOTE 10 5 5 SIM S7.40 SIM S7.41 COL 14 3" DIA STD STL PIPE, TYP (8) LOC AT EQUIP, BELOW, S7.40 COORD LOC WITH BIDDER-DESIGNED EQUIP HSS POST BELOW, TYP 3'-2 1/2" TYP UNO TYP AT SUN SHADES W14x22 W16x26 W16x26 W16x26 W14x22 PLATFORMS, SEE 3/S7.22 (6) LOC AT SUNSCREEN, 8 BIDDER-DESIGNED SUN SHADE SEE NOTE 5 FOR ADDL INFO 2'-2" W8x15, TYP AT MECH UNIT SUPPORTS, COORD W/ MECH 9'-5" 5 (2) EQ SPACES (3) EQ SPACES @ 6'-3" (3) EQ SPACES @ 6'-3" (2) EQ SPACES S7.41 HSS POST BELOW, TYP (10) LOC AT SUNSCREEN, BIDDER-DESIGNED 3" DIA STD STL PIPE, TYP SEE NOTE 5 FOR ADDL INFO SUN SHADE (8) LOC AT EQUIP, COORD LOC A B C C.9 D E F WITH BIDDER-DESIGNED EQUIP G H H.1 J K PLATFORMS, SEE 3/S7.22 TRUE PLAN NOTES: LEGEND 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION LEVEL 2 FRAMING PLAN N NOT SHOWN. WIDE FLANGE COLUMN THIS LEVEL 1/8" = 1'-0" 2. MECHANICAL UNIT LOADS SHOWN INCLUDES EACH ELEMENT OF UNIT HSS COLUMN THIS LEVEL 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 COLUMN BELOW THIS LEVEL FABRICATION. BM BRACED FRAME 3. CANOPY TOP OF STEEL ELEVATION = 11'-2". BRACED FRAME ELEVATION MARK BF-X 4. CONTRACTOR SHALL VERIFY FLOOR, ROOF, AND WALL PENETRATIONS X/S3.01 BRACED FRAME ELEVATION PER S3.01 AND DIMENSIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR AT DOOR AND WINDOW LOCATIONS AND WHERE ANY (X) NUMBER OF SHEAR STUDS DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL DETAILS FOR SPAN DIRECTION OF METAL DECK FRAMING AT THESE LOCATIONS. [x'-xx"] TOP OF STEEL ELEVATION 5. COORDINATE CANOPY AND SUN SHADE POST LOCATIONS WITH ARCHITECTURAL ROUGH OPENING DIMENSIONS. COORDINATE TOP OF BM HIGH LOAD CONNECTION STEEL ELEVATION AT BEAMS WITH ARCHITECTURAL WINDOW DIMENSIONS. PER 19/S7.20 AND 20/S7.22 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 6. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. BM MOMENT CONNECTION PER 11, 15, 16, PROJECT: AND 20/S7.23 AND 3 AND 7/S7.41 BUILDING IDENTIFIER: 7. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS BM BEAM TO PERPENDICULAR BRACED FRAME AND SHEET S7.33 FOR TYPICAL MOMENT FRAME DETAILS. OR STRUT BEAM CONNECTION PER 4/S7.32 8. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. A.1 KEYPLAN 9. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. SHEET TITLE: 10. SEE S7.50 AND S7.51 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS. LEVEL 2 FRAMING PLAN 11. SEE 10/S7.20 FOR TYPICAL DECK REINFORCING AND DETAILING AND 1/S7.21 FOR ADDED REINFORCING AT BEAM LOCATIONS. LEAD: PNC DRAFTER: RLC DATE: 1/21/2022 SHEET: S2.02 SHEET OF A B C C.8 D E F G H H.1 J K 204'-3" 25'-0" 25'-0" 17'-7" 6'-5" 21'-10" 24'-0" 24'-0" 24'-0" 1'-6" 24'-8" 10'-3" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 1 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K 1'-6" U E G E T T R A (3) EQ SPACES (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" (3) EQ SPACES @ 8'-0" A O P T N S 7'-2" (2) EQ SPACES S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN [30'-6"] TYP ALONG 10 SIO ENG NAL 2 THIS LINE TYP 1/21/2 S7.40 38'-9" 2 W16x31 W16x31 W16x31 W16x31 BF-6 TYP 6'-0" 6/S3.01 20 W8x15 S7.40 BEAM BRACE PER LOW ROOF BELOW 8/S7.32, TYP UNO 3 W12x30 HOIST BEAM, T/ STL DO DO DO DO DO DO DO DO DO DO BF-7 36'-0" W21x44 W21x44 7/S3.01 ELEVATION AT -2" BELOW BOTTOM OF MTL DECK 20LH (400/200)20LH (400/200) 20LH (400/200) 20LH (400/200) ELEVATION FOR ELEV HOIST BM TURN TYP MTL DECK SPAN DIRECTION OVER ELEV (COORD LOC W/ ELEV SUPPLIER) 3" DIA STD STL PIPE, TOP OF STL EL AT BOTTOM OF DECK EL, (2) EQ SPACES TYP (20) LOC AT EQUIP, W16x31 TYP (4) LOC BTWN GRIDS D AND E COORD LOC WITH 20 1 HIGH ROOF W12x30 6 1 ROOF SLOPE PER ARCH BIDDER-DESIGNED H TYP S7.40 S2.03 PARTIAL PLAN 7 D D 25'-3" W12x30 11 S7.40 S7.40 W8x15, TYP AT MECH UNITSUPPORTS, COORD W/ MECHEQUIP PLATFORMS, H 104'-6" S7.40 S7.40 W16x26 STRUT STRUT SEE 3/S7.22 SW W12x30 HD W18x35 W18x35 W18x50 W18x60 [27'-7"] W18x50 4 [ 28'-0" ] [27'-7"] [27'-7"] [27'-7"] W16x31 (10) EQ EQ HSS6x6x1/2 BF-3 6'-0" SEE 3/S7.22 W16x26 3/S3.01 1 5'-9" W8x15 W16x26 W8x15 W8x15 W8x15 S7.40 COORD WITH PROPOSED 5 TYP (3) SIDES 5 W16x26 (10) S7.52 W8x15 W8x15 W8x15 W8x15 W8x15 FUTURE UNIT LOC EQ [ 29'-3" ] TYP AT STAIR 20 TYP FRAMING, UNO 92'-0" 3" DIA STD STL EQ , TYP S7.40 PIPE, TYP (2) LOC SW AT STAIRS, 5 STAIR FRAMING DO DO COORD LOC WITH SW W16x26 W16x26 W16x26 W16x26 W16x31 W8x21W16x31W8x21 W16x40W8x21W16x40W8x21 W16x40W8x21 W16x31 BIDDER-DESIGNED BELOWW16x31 S4.01 PARTIAL PLAN 33'-0" OPEN TO 20LH (450/225)20LH (400/200) 1 1/2" x 18 GA MTL DECKSTAIR LAYOUT W16x50 STRUT 26'-0" BF-2 BF-5 EQ HSS6x6x1/2 EQ , TYP 2/S3.01 5/S3.01 H COORD WITH D SEE 3/S7.22 HD PROPOSED W16x31 FUTURE UNIT W8x15 W8x15 W8x15 W8x15 W8x15 W8x15 LOC (MAX WT W16x31 W16x31 H D D BEAM BRACE PER 4/S3.01 10,000 LBS) W16x31 H 8/S7.32, TYP UNO BF-4 EQ , TYP W16x31 6'-0" W16x26 W16x31 [27'-7"] [27'-7"] [27'-7"] W16x31 (40) W16x31 (40) W16x31 (40) 6 6 TYP SEE MECH FOR ROOF (3) EQ SPACES @ 8'-0" (2) EQ SPACES TYP [ 28'-0" ], TYP UNO W8x15, TYP (3) LOC AT STAIR SUPPORT FRAMING, 15 PENETRATIONS NOT SHOWN, S7.40 TYP AT MECH UNITS 9 COORD LOC WITH BIDDER-DESIGN STAIR LAYOUT (MAXIMUM WEIGHT 10,000 LBS) S7.40 NO. DATE REVISION 14'-6" 23'-0" LOW ROOF BELOW 7 8 2'-2" LEGEND WIDE FLANGE COLUMN THIS LEVEL A B C C.9 D E F G H H.1 J K HSS COLUMN THIS LEVEL COLUMN BELOW THIS LEVEL PLAN NOTES TRUE 20LH (XXX/XXX) (TOTAL LOAD/LIVE LOAD) 1. SEE ARCHITECTURAL FOR LAYOUT, DIMENSION, AND FINISH INFORMATION BM ROOF FRAMING PLAN N NOT SHOWN. BRACED FRAME 1/8" = 1'-0" J K 2. MECHANICAL UNIT LOADS SHOWN INCLUDES EACH ELEMENT OF UNIT BRACED FRAME ELEVATION MARK BF-X INSTALLATION INCLUDING UNIT OPERATING WEIGHT, CURB AND MOUNTING X/S3.01 BRACED FRAME ELEVATION PER S3.01 HARDWARE WEIGHT, AND OTHER ELEMENTS OF THE INSTALLATION. UNIT AND INSTALLATION INFORMATION SHOULD BE VERIFIED PRIOR TO (X) NUMBER OF SHEAR STUDS FABRICATION. SUREBOARD WALL SHTHG,TYP (4) SIDES 3. CONTRACTOR SHALL VERIFY FLOOR, ROOF, AND WALL PENETRATIONS SPAN DIRECTION OF METAL DECK OF STAIR PENTHOUSE AND DIMENSIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. 3" DIA STD STL PIPE, OPENINGS OCCUR AT DOOR AND WINDOW LOCATIONS AND WHERE ANY [x'-xx"] TOP OF STEEL ELEVATION TYP (2) LOC AT STAIRS, 4 DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE COORD LOC WITH W14x22 FLOOR, ROOF, OR WALL. SEE TYPICAL STRUCTURAL DETAILS FOR HIGH LOAD CONNECTION BM BIDDER-DESIGNED W14x22, TYP (3) LOC FRAMING AT THESE LOCATIONS. PER 19/S7.20 AND 20/S7.22 STAIR LAYOUT W14x22 AT STAIR SUPPORT FRAMING, COORD LOC 4. SEE SHEETS S7.20 THROUGH S7.23 FOR TYPICAL STEEL FRAMING DETAILS. BM MOMENT CONNECTION PER 11, 15, 16, W14x22 AND 20/S7.23 AND 7 AND 8/S7.41 WITH BIDDER-DESIGN W14x22 STAIR LAYOUT 5. SEE SHEETS S7.30 THROUGH S7.32 FOR TYPICAL BRACED FRAME DETAILS BEAM TO PERPENDICULAR BRACED FRAME AND SHEET S7.33 FOR TYPICAL MOMENT FRAME DETAILS. BM W14x22 OR STRUT BEAM CONNECTION PER 4/S7.32 1 1/2" x 18 GA MTL DECK 6. SEE S7.40 AND S7.42 FOR TYPICAL ROOF FRAMING DETAILS. BM VERTICALLY OFFSET BEAM SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONNECTION PER 20/S7.20 W16x26 7. SEE S7.45 FOR TYPICAL BRACING AT FALL PROTECTION. PROJECT: W16x26W14x22 HD INDICATES HOLDOWN PER 17/S7.50 (3) EQ SPACES BUILDING IDENTIFIER: 8. SEE S7.50, S7.51 AND S7.52 FOR TYPICAL LIGHT-GAUGE FRAMING DETAILS. SW INDICATES SHEAR WALL PER 18/S7.50 W14x22 [38'-11"], TYP A.1 KEYPLAN SHEET TITLE: ROOF FRAMING PLAN 6 EDGE OF BLDG BELOW ,TYP LEAD: PNC DRAFTER: RLC TRUE DATE: 1/21/2022 SHEET: PARTIAL HIGH ROOF FRAMING PLAN N S2.03 1/8" = 1'-0" 1 SHEET OF 6 5 C C.8 E C.9 ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 MTL DECK PER PLAN, TYP 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. 7 6 W16x50 W16x50 W16x50 BM PER PLAN, TYP UNO HAN CR AT O N F WASH C L O IN K B U E G E T T R A R B A O B P (8 ) R T N " G B ( G) S S IN B ) 8 S R " IN S Q A B G S S P T R C N Q A R R E R C ( I O U 37358 E E AS Q 8 S C C F CT IN E IN S " S A A Q E URAL ENG IN G 8" Q C SIN " S SSI ENG ) ( C Q 8 ONAL 1/22 RB A S G) B ( 1/2 B " S 8 R IN ( B G B ) R B 10 10 10 S7.32 S7.30 MTL DECK W/ S7.30 CONC TOPPING PER PLAN, TYP W12x45 W18x40 (28) BM PER PLAN, W21x44 (18) W21x57 (30) TYP UNO B ) R G B N ( ) I 8 G B S " R A S IN B B ) B S ) R C Q A (1 G R G B Q C C 0 N B IN (8 S A Q " I ( S " S S S S 8 A S " " Q A " Q (8 IN W10x45 0 C C S C C 1 A Q Q B G B ( S Q W10x68 S A W10x68 W10x45R ) W10x68 R IN W10x68 W10x68 S C W10x68 8" S B B G " A ( IN ) (8 S B G IN R ) B G B R B ) FTG PER PLAN, TYP UNO A BF-4 A NOTE: B BF-1 B BF-2 A A A BF-3 A 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND NOTE: NOTE: NOTE: 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND BRACE FRAME ELEVATION 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 4 1/4" = 1'-0" 4 BRACE FRAME ELEVATION BRACE FRAME ELEVATION BRACE FRAME ELEVATION 1/4" = 1'-0" 1 1/4" = 1'-0" 2 1/4" = 1'-0" 3 6 5 F G 2 NO. DATE REVISION 20 TYP S7.32 W16x50 W16x50 W16x50 BM PER PLAN, TYP UNO B ) R B G ( IN ) 8" S BR B G S A B ) RB IN Q C (8 ING ( S C Q " S 8 A A " S SQ A " S Q C S (8 C Q C Q S IN A S C " G B S 8" A (8 ) BR IN 10 ( S B G TYP B IN R ) S7.32 BR G B ) 10 TYP S7.30 W21x44 (45) W21x62 (24) W21x83 (48) BM PER PLAN, TYP UNO ) ) B G) B G G R IN R IN B B ( S B ( S R IN 1 A 1 A B ( AS 0 Q C 0" Q C 8 C " S S SQ S " S Q Q 10" C W10x68 8" Q C W10x68 W10x68 " S C W10x68 W10x68 B ( AS W10x68 ( 0 AS R IN B A 1 B G R S ( IN ) B IN B G G BR ) ) 10 TYP S7.31 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: SHEET NOTES: A.1 1. SEE SCHEDULE 20/S7.30 FOR BRACE SHAPES, CASINGS AND CONNECTIONS. SHEET TITLE: 2. SEE ELEVATIONS AND SHEET S7.31 FOR BASE PLATE DETAILS. BRACED FRAME ELEVATIONS FTG PER PLAN, TYP 3. SEE PLAN FOR FOUNDATION INFORMATION. 4. ALL BEAM CONNECTIONS AT BRACED FRAMES ARE HIGH-LOAD A BF-5 A A BF-6 A C BF-7 C CONNECTIONS, SEE 19/S7.20 FOR ADDITIONAL INFORMATION. LEAD: PNC NOTE: NOTE: NOTE: 5. SEE 17/S7.31 FOR PROTECTED ZONES WHERE WELDED, BOLTED, SCREWED DRAFTER: RLC AND DRIVE PIN ATTACHMENTS ARE PROHIBITED. DATE: 1/21/2022 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION AND 1. SEE SHEET NOTES FOR ADDITIONAL INFORMATION. 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 7/S3.01 FOR TYPICAL CONNECITON REFERENCES. 6. SEE 18/S7.32 WHERE BRB BRACING CASING OCCURS BELOW THE SLAB. SHEET: 7. INDICATES BASE PLATE TYPE PER DETAIL 20/SX 7.31. S3.01 BRACE FRAME ELEVATION BRACE FRAME ELEVATION BRACE FRAME ELEVATION 1/4" = 1'-0" 5 1/4" = 1'-0" 6 1/4" = 1'-0" 7 SHEET OF J SEE S2.02 FOR K FLOOR BEAMS, TYP ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 DOWN 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K C15x40 STRINGER U E G E DOWN A T T R TYP A O C15x40 STRINGERC15x40 STRINGER P T N 4 S S P T R S7.42 R R E R U E O C 37358 N E C15x40 F T GI E ES URAL EN IN STRINGER UP C15x40 STRINGER SIO ENG 1 1/2" x 18 GA MTL DECK W/ NAL 1/22 C15x40 2 1/2" CONC TOPPPING 1/2 (TOTAL THK 4") REINF W/ 6x6-W2.1xW2.1,TOP OF STEEL 8 LANDING ELEVATION PER ARCH S7.42 C15x40 C15x40 STRINGER TYP HSS3x3x3/8, BELOW FOR 9 STAIR (2 LOCATIONS) S7.42 SEE S2.02 FOR FLOOR BEAMS, TYP NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. STAIR-02 LEVEL 2 TO ROOF PARTIAL FRAMING PLAN 1/4" = 1'-0" 5 J K D SEE S2.02 FOR FLOOR BEAMS, TYP C12x30 STRINGER DOWN UP C12x30 DOWN STRINGER SEE S2.02 FOR FLOOR BEAMS, TYP C15x40 STRINGERC15x40 STRINGER TYP 4 S7.42 C12x30 10 STRINGER TYP S7.42 UP DOWN SEE S2.02 UP C12x30 STRINGERDOWNC12x30 STRINGER C15x40 1 1/2" x 18 GA MTL DECK W/ C15x40 FOR FLOOR STRINGER C15x40 STRINGER C15x40 2 1/2" CONC TOPPPING BEAMS, TYP (TOTAL THK 4") REINF W/ NO. DATE REVISION STAIR 02 STAIR 01 6x6-W2.1xW2.1,TOP OF STEEL 8 LANDING ELEVATION PER ARCH C15x40 8 C12x30 C12x30 S7.42 C12x30 S7.42 TYP TYP 1 1/2" x 18 GA MTL DECK W/ 9 2 1/2" CONC TOPPPING S7.42 9 (TOTAL THK 4") REINF W/ SEE S2.02 FOR FLOOR BEAMS, TYP S7.42 6x6-W2.1xW2.1,TOP OF STEEL NOTES: LANDING ELEVATION PER ARCH NOTES: 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. STAIR-02 STAIR-01 LEVEL 1 TO LEVEL 2 PARTIAL FRAMING PLAN LEVEL 1 TO LEVEL 2 PARTIAL FRAMING PLAN 1/4" = 1'-0" 14 1/4" = 1'-0" 15 D J K THICKENED SLAB AT STAIR, SEE 12/S7.01, EXTEND 12" PAST 12 EDGE OF STAIR ON EACH SIDE ENTRY VEST S7.01 110 12 sdvDG S7.01 HSS COL PER S2.01 C12x30 C12x30 STRINGER STRINGER C15x40 STRINGER HSS4x4x1/4 COL TO F3 F3 SUPPORT STAIR C15x40 FRAMING, COORD SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 STRINGER THICKENED SLAB AT STAIR, LOC WITH ARCH SEE 12/S7.01, EXTEND 12" PAST STAIR DIMENSIONS, PROJECT: EDGE OF STAIR ON EACH SIDE TYP (4) LOCATIONS BUILDING IDENTIFIER: STAIR 01 AT STAIR ST-1 A.1 F3 F3 HSS COL PER S2.01 STAIR 02 ( -1'-4" ) ( -1'-4" ) HSS4x4x5/16 COL TO F3 F3 SHEET TITLE: ST-2 SUPPORT STAIR PARTIAL PLANS FRAMING, TYP (2) LOCATIONS AT STAIR ELEV ROOM 114 NOTES: NOTES: LEAD: PNC 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. 1. SEE S7.42 FOR TYPICAL STAIR FRAMING DETAILS. DRAFTER: RLC DATE: 1/21/2022 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. 2. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL LAYOUT AND DIMENSIONAL INFORMATION. SHEET: STAIR-02 STAIR-01 S4.01 FOUNDATION PARTIAL PLAN FOUNDATION PARTIAL PLAN 1/4" = 1'-0" 19 1/4" = 1'-0" 20 SHEET OF CROSS-HATCHED AREAS INDICATED ARE RESTRICTED ZONES, NO EXPANSION BOLT OR HD SCREW INSTALLATION THIS AREA, TYP MORTAR JOINT, TYP ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 HEAD JOINT, TYP SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 TYP 1 3/ 16"1 3/8" ABOVE MORTAR JT, 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. 1 3/ 16" HAN CR TYP AT O N F WASH C L O IN K CMU WALL U E G E 1 3/8" BELOW MORTAR JT, T T R A A O 1 3/ 16" P 1 3/8" EACH SIDE T N OF HEAD JT, TYP S S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SIO ENG NAL 2 1/21/2 NOTE: 1. NOTIFY ENGINEER FOR DIRECTION PRIOR TO INSTALLATION IF EXPANSION BOLT OR HOLDOWN SCREW LOCATIONS FALL WITHIN RESTRICTED ZONES. EXPANSION BOLT AND HEAVY DUTY SCREW LOCATIONS IN CMU 3/4" = 1'-0" 5 LENGTH, Ls VERTICAL BAR ALL OTHER BARS BAR SIZE CENTERED IN WALL (2" CLEAR MINIMUM) #4 20" 25" #5 30" 40" NOTE: 1. SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT POURS EXCEEDING 5'-0" IN HEIGHT. MASONRY SPLICE AND DEVELOPMENT SCHEDULE1 NTS 10 NO. DATE REVISION (2) #5 VERT UNO (2) #5 x TO WALL REINF PER PLAN MATCH HORIZ REINF, TYP OR SCHED Ls PER SPLICE SCHEDULE PLAN AT 8" CMU WALLS TYPICAL REINFORCING AT JAMBS AND FREE ENDS1 3/4" = 1'-0" 15 CENTER VERT REINF IN CELL REINF PER SCHED, TYP HORIZ REINF PER SCHED SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PLAN WITH VERTICAL REINFORCING AT 8" CMU WALLS PROJECT: BUILDING IDENTIFIER: HORIZONTAL VERTICAL TYPE THICKNESS REINFORCEMENT REINFORCEMENT A.1 W-1 8" (1) #5 @ 16" #5 @ 16" CENTERED - - - - SHEET TITLE: TYPICAL CMU SECTIONS AND DETAILS NOTES: 1. INSTALL CONTINUOUS HORIZONTAL BOND BEAM BELOW SILL OF WINDOW AND LOUVER OPENINGS. LEAD: PNC DRAFTER: RLC 2. REFER TO PLANS AND DETAILS FOR ADDITIONAL REINFORCING REQUIREMENTS. DATE: 1/21/2022 SHEET: S5.20 MASONRY WALL REINFORCING SCHEDULE 3/4" = 1'-0" 20 SHEET OF #4 CONT SOG, SEE PLAN FOR REINF Ld 3" MIN5/ 16" CLEAN SURFACE PRIOR TO CONC POUR TYP 1'-0" MAX CONC PAD f'c=3,000 PSI 9" MAX SEE ARCH, #4 @ 12" EW 1 MECH, & ELEC 8" 3/ 8" 6 " 24" ROLLUDA ARCHITECTS, INC. 5/ 16" #4 x @ 18"24 Ld 105 S MAIN ST, #323 8" 5/ SEATTLE, WA 98104 TYP STEP HEIGHT ≤ 4" PHONE (206)624-4222 (1) #4 EA NOSE FAX (206)624-4226 LR 3/ 16" 6" C #4 CONT SOG, SEE PLAN FOR REINF 2" YP #4x @ 18" AROUND PERIMETER OF PAD, DRILL 3'-0" DIA MAX T 3 1/2" & GROUT W/ NON-SHRINK GROUT INTO SLAB, TYP #4 @ 18" EW 728 134th Street SW Suite 200 EQUIPMENT PAD 1 Everett, Washington 98204 24" 1 Ph: 425.741.3800 REINF TO MATCH SOG REINF 24" www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. 1/ 44" " TYP 6" TO 8", SEE ARCH, 9" TO 1'-6", SEE ARCH, T 2" CLR Y MECH & ELEC MECH & ELEC 4" ≤ STEP HEIGHT ≤ 1'-0" P HAN CR AT O 1 3/ 16" N F WASH C L O IN K (1) #4 CONT SOG, SEE PLAN FOR REINF U E G E 1'-6" MIN T T R A A O 3/ 8" 3/ 4" P T N (1) BAR ES, TYP (1) BAR 2LdDIAG (2) #5 BARS, TYP #4 @ 18" DRILL (2) #4 CONT S S AT MID-DEPTH, TYP 1'-0" MAX SEE ARCH, P T R & GROUT W/ R R E R U E (2) #4 BOTTOM O C 37358 N E NOTES: MECH, & ELEC, TYP NON-SHRINK #4 CONT F T GI E 24" E URAL EN IN PLAN 1/ 2" GROUT INTO SLAB SEEPLAN SSIO ENG #4 x 8" @ 12" 6" NAL 1/22 1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY. 3/ 8" 1/2 NOTES: 8"3/ 16" MIN 2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT WITH A 3/ 16" NOTE: 1. BAR SIZE TO MATCH SLAB REINFORCING. STANDARD HOOK. 6" 8" 3 1/2" TYP 1/ 4" 3/ 8" 3" CLR 1. SEE ARCHITECTURAL DRAWINGS FOR STAIR TREAD AND RISER INFORMATION. 2. IF TWO LAYERS OF STEEL IN SLAB, PROVIDE OPENING REINFORCEMENT FOR EACH LAYER. 3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE PENETRATIONS. EQUIPMENT CURBS 1'-0" ≤ STEP HEIGHT ≤ 2'-0" TYPICAL REINFORCING AT SLAB ON GRADE OPENING TYPICAL REINFORCING AT PIPE PENETRATION IN WALL TYPICAL CURB AND PAD ON CONCRETE SLAB DETAILS TYPICAL SLAB ON GRADE STEP DETAILS TYPICAL STAIR ON GRADE DETAIL NTS 1 NTS 2 NTS 3 NTS 4 NTS 5 3xD OR 6" CLR PIPE SLEEVES: . (WHICHEVER IS GREATER) ID OF SLEEVE SHALL BE 2" MIN LARGER MIN BTWN ADJ PIPE SLEEVES L7x4x3/8x0'-10" LLV THAN OD OF PIPE W/ (2) 3/4" DIA x 6" WHS @ 6" OC FTG REINF TO BE CONT PROVIDE L @ 3'-0" OC MIN (3) L FDN WALL AS REQD BY #4 CONT 1'-6" TRENCH ELEV SUPPLIER #4 x @ 12" 3" TO 1/ 8" 1/ 8" CL STUD SOG 1/ 16" SEE PLAN 3" CLRMIN 1'-6" 8"5/ 16" TYP D NO PIPE SHALLPASS THRU FTG #4 DWL x @ 16" 3/ 16" 4" #4 CONT BENT PL3/8 WATERSTOP 4" MIN SOG, SEE PLAN FOR REINF 1'-6" OR L FULL WIDTH OF PIT SEE ARCH, TYP 4'-0"2" #4 CONT T&B SLAB IS INTEGRAIL #4 x @ 12", TYP GALV GRATING 3/16 6 W/ FTG AT FTG LOCATIONS 1'-6" 3/ 4" 1" 2'-0"MAX EXT GR T/ SLAB 5/ 16"8", 3/16 6 2'-0" SEE PLAN TYP #4 @ 10" CONT, TYP 10" 2", TYP 1/ 8" 5/ 16" OPTIONAL 6" MIN 9" 1'-6" 2 . Lb Lb 5/ 16" CONST JT MIN MIN 1/ 8" 1'-6" 1" 1 1 SEE PLAN #4 x 2'-0"1" SIZE & QUANTITY FTG PER PLAN 2 TYP 8" 3" CLR, TO MATCH FTG REINF SECTION 1'-0" MIN 3/ 8" L4x3x1/4 LLV @ ES ELEVATION #5 @ 12" EW . OF SUMP W/ 1/2" DIA 8"5/ 16" TYP EXCAVATION FOR NOTES: BLOCK OUT SLAB AS EXP BOLTS @ 9" OC PIPE TRENCH PARALLEL REQD AT PLUNGER EMBED 2 3/8" MIN TO FTG NOT ALLOWED 1. PIPE MUST RUN PERPENDICULAR THROUGH WALL. BELOW THIS LINE (4) #4 x EW NOTES: SEE PLAN FOR 2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8". 1. VERIFY SUMP AND PIT DIMENSIONS WITH 2'-0" x 2'-0" x 2'-0" SUMP LOC ELEVATOR SUPPLIER PRIOR TO FABRICATION. TYPICAL PIPE ENCASEMENTAT FOOTING TYPICAL EDGE OF SLAB ON GRADE DETAIL TYPICAL ELEVATOR PIT NTS 7 NTS 8 NTS 10 MINIMUM STRAIGHT DEVELOPMENT LENGTH (Lb) I f'c = 4,000 to 5,000 PSI NO. DATE REVISION BAR SIZE TOP BARS OTHER BARS ADD (2) #4 WHERE # 3 19" 15" IJ, SEE 11/S7.00 TYP CJ OR CONST JT # 4 25" 19" DOES NOT OCCUR # 5 31" 24" IJ W/ PREMOLDED # 6 37" 29" STL COL WALL JT FILLER # 7 54" 42" BASE PL BELOW PER PLAN # 8 62" 48" WALL WALL OR COL IJ, SEE 11/S7.00 TYP # 9 70" 54" CONC SOG LR STL COL FILL W/ CONC " C P STL COL 3" # 10 79" 61" 3 Y PER PLAN AFTER FLR CL CONC SOG T SLAB POURED PER PLAN TY R #4 x 4'-0" DWL BAR @ 16" 1/8" MIN SAWCUT OR FORMED # 11 87" 67" BACKER ROD & JOINT FILLER P INSTALL FLUSH AGAINST CONST JT TO BE FILLED BASE PL EXPANSION JOINT MATERIAL 1 1 UNDERSIDE OR PERP SLAB REINF W/ JOINT FILLER "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH BELOW IJ W/ PREMOLDED 1 CJ OR CONST JT 1 FILL W/ CONC AFTER OF CONCRETE CAST BELOW THEM. JT FILLER, TYP (2) #4 TYP BASE PL 1 SEE 19/S7.00, TYP FLR SLAB POURED (2) #4 TYP BELOW 1 IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE CJ OR CONST JT FILL W/ CONC 3" CONC SOG SEE PLAN FOR BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR SOG AFTER FLR (2) #4 TYP T CL IJ "t" SLAB REINF DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. SEE 19/S7.00, TYP Y R W/ PREMOLDED SLAB POURED P SEE PLAN JT FILLER SUB BASE PER 2" CLR, TYP SOIL REPORT MINIMUM LAP SPLICE LENGTHS (Lb) (CLASS B) I I CONSTRUCTION JOINT f'c = 4,000 to 5,000 PSI PLAN AT INTERIOR COLUMN PLAN AT EXTERIOR COLUMN PLAN AT CORNER COLUMN BAR SIZE TOP BARS OTHER BARS NOTE: # 3 25" 19" # 4 33" 25" 1. SEE 15/S7.01 FOR GEOMETRY AT TIE BEAM LOCATIONS. 1/8" MIN SAWCUT OR FORMED # 5 40" 31" CJ TO BE FILLED # 6 48" 37" TYPICAL ISOLATION JOINT TYPICAL STEEL COLUMN ISOLATION JOINT DETAILS DEPTH W/ JOINT FILLER # 7 71" 54" 1/4" SLAB NTS 11 NTS 13 # 8 81" 62" # 9 91" 70" # 10 103" 79" # 11 114" 87" LLbt Lbt 1.5H MIN L SUB BASE PER CUT HALF OF REINF AT CJ INTERSECTING BAR SOIL REPORT Lbt "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH MATCH FTG W/ STD HOOK. OF CONCRETE CAST BELOW THEM. UP TO 2'-0" TO 4'-0" CORNER BAR BOT REINF Lbt. 2'-0" CONTROL JOINT 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%. H 2'-0" MAX NOTES: SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 bt H LL Lbt 1. CONSTRUCTION JOINT MAY BE USED AT ANY CONTROL JOINT AT CONTRACTORS OPTION. MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS PROJECT: I I I L D #3 @ 8" TYP WALL STL 2. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING. BUILDING IDENTIFIER: MIN W/ 180º HOOKS W/ 180° HOOKS BAR SIZE f'c = 4,000 to 5,000 PSI 1/ 8" 3. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF # 3 6" DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL SHALL # 4 7" A.1 NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS # 5 9" SEE STRUCT UP TO 2'-0" TO 4'-0" CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. # 6 10" D NOTES FOR 2'-0" # 7 12" SHEET TITLE: B/ FTG FTG THK COVER 4. CONTRACTOR SHALL SUBMIT A PROPOSED CONTROL JOINT PLAN FOR REVIEW. # 8 14" TYPICAL SEE S0.01 FOR SUBMITTAL REQUIREMENTS. # 9 15" CONCRETE # 10 17" DETAILS 5. TIE BEAM REINFORCING SHALL NOT BE INTERRUPTED AT JOINT LOCATIONS. SEE PLAN # 11 19" Lb AND 15/S7.01 FOR ADDITIONAL INFORMATION. L 1/ 4" T Y P END BAR TYP bt NOTES: D 1.5H MIN LL LEAD: PNC MIN 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2". DRAFTER: RLC STEEP AS POSSIBLE #3 @ 8" TYP WALL STL DATE: 1/21/2022 W/ 180° HOOKS 2. END COVER FOR 90 DEGREE HOOKS MUST BE EQUAL TO OR GREATER THAN 2". SHEET: S7.00 TYPICAL STEPPED FOOTING DETAIL TYPICAL CONCRETE WALL PLAN DETAILS TYPICAL SLAB ON GRADE JOINT DETAILS DEVELOPMENT AND SPLICE LENGTH TABLES NTS 16 NTS 18 NTS 19 NTS 20 SHEET OF GRID 2" 6" 3" COORD CAPILLARY BREAK AND GRID SEE ARCH FOR SLAB PARTIAL EDGE ALIGNMENT 2" , TYP VAPOR BARRIER WITH THE PENETRATION GEOTECHNICAL REPORT & ARCH (2) #5 CONT, TOP GRID SOG & REINF PER PLAN, ROLLUDA ARCHITECTS, INC. VENEER CMU PER EMBED PL1/2x11x1'-2" W/ 105 S MAIN ST, #323 HOOK AT EDGE OF SLAB RIGID INSULATION PER ARCH SEATTLE, WA 98104 ARCH AND S5.20 (4) 5/8" DIA x 4" WHS, PHONE (206)624-4222 OFFSET FOR CURB EXT GRADE OR PAVING FAX (206)624-4226 EL PER PLAN PER CIVIL / LANDSCAPE 5/16 2'-0" SEE CIVIL FOR EXT GRADE AND EXT GRADE OR PAVING LANDSCAPE FOR SIDEWALK 5/16 4A SECTION PER CIVIL / LANDSCAPE #4 x 6'-0" @ 12" INTO WALKWAY (10) #4 x @ 6" AT EACH EL PER PLAN PAVING, COORD W/ CIVIL FTG, #4 x @ 12", UNO 728 134th Street SW Suite 200 EL PER PLAN #5 @ 12" HORIZ Everett, Washington 98204 Ph: 425.741.3800 HSS COL PER PLAN FTG PER 1'-6" MIN www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. PLAN BEYOND 4A SECTION EL PER PLAN STEM WALL & FTG PER ADJ DETAILS SEE PLAN EL PER PLAN HAN CR AT O N F WASH C L O IN K FTG PER PLAN BEYOND U E G E T T R A (4) #5 CONT A O P EQ 12" EQ T N SEE PLAN FTG BEYOND PER PLAN 1/4 8" S MIN S P T R WHERE OCCURS R R E R #4 @ 12" HORIZ U E EL PER PLAN SEE PLAN O C 37358 N E F T GI E ES URAL EN IN (5) #5 CONT SIO ENG 6" 12" NOTES: NAL 1/22 8" 1/2 MIN #4 @ 12" HORIZ SEE PLAN 1. SEE 3/S7.01 AT DOORWAY LOCATIONS. COORDINATE WITH ARCHITECTURAL. NOTE: NOTES: NOTE: 2. SEE 2/S7.01 AT CMU VENEER LOCATIONS. COORDINATE WITH ARCHITECTURAL. 1. SEE 5/S7.01 FOR INFORMATION NOT SHOWN . 1. SEE 3/S7.01 AT DOORWAY LOCATIONS. COORDINATE WITH ARCHITECTURAL. 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. 3. SEE 8 AND 13/S7.10 FOR REINFORCING CONTINUITY AT FOOTING LOCATIONS. 2. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. HSS COLUMN EXTERIOR THICKENED SLAB STEM WALL EXTERIOR THICKENED SLAB STEM WALL AT DOORWAYS BASE CONNECTION AT CANOPY AND SUNSHADE EXTERIOR THICKENED SLAB STEM WALL 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 3/4" = 1'-0" 5 2" 6" 3" GRID PARTIAL STL COL PER PLAN W/ (2) #4 CONT ADDED, 2" , TYP PENETRATION BASE PL PER 20/S7.01 EXCEPT EXTEND 2'-0" PAST OPNG W/ OFFSET AR AS SHOWN 2'-6" MAX, TYP 1'-0" T/ SOG EMBED PL1/2x11x1'-2" W/ SEE 13/S7.00 FOR COL ISOLATION JT (4) 5/8" DIA x 4" WHS, OFFSET FOR CURB 5/16 SEE 5/S7.01 SIM FOR STEM WALL INFO AND REINF NOT NOTED, TYP 5/16 (11) #4 x @ 3" AT FACE OF 4A SECTION 4 1/2" EACH FTG, #4 x @ 6", UNO SOG & REINF PER PLAN HSS COL PER PLAN 4A SECTION 1'-0" EL PER PLAN SEE PLAN INCOMING CONT FTG 1/4 SHOWN DASHED (5) #6 CONT, LAP 3'-0" AS REQD, HOOK AT ENDS EL PER PLAN ALIGNMENT OF HOOKED ANCHORS CONTINUE REINF AT FTG BEYOND, SEE 15/S7.01 OF ADJ FDN THRU SEE PLAN FTG SIZE & REINF PER PLAN SEE NOTE 3 ON S1.01 FOR SOIL BEARING REQUIREMENTS NOTE: EXT FACE OF FTG, SEE PLAN NOTE: NOTE: 1. SEE 15/S7.01 AND 17/S7.30 SIMILAR FOR END CONNECTIONS AT FOOTINGS. 1. SEE 3/S7.01 FOR INFORMATION NOT SHOWN . UTILITY OPNG, COORD WITH MECH & ELEC, TYP 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. HSS COLUMN BASE CONNECTION AT CANOPY AND SUNSHADE EXTERIOR STEM WALL AT SPREAD FOOTING TIE BEAM SECTION UTILITY OPENING DETAIL 3/4" = 1'-0" 7 3/4" = 1'-0" 8 3/4" = 1'-0" 9 3/4" = 1'-0" 10 BASE PL & ANCHOR STL COL PER PLAN GRID ROD PER 20/S7.01 CL SLAB REINF CL COL & FTG 1/4 STL COL PER BF EL R PER PLAN BASE PL & ANCHOR SLAB IS CONT AT WHERE OCCURS E ROD PER 20/S7.01 STL COL PER PLAN EMBED PL5/8x10x0'-10 1/2" W/ ILA SLAB REINF SIM NO. DATE REVISION SIM LOCATIONS T PER PLAN TIE BEAM AT SOME LOC, (4) 1/2" DIA x 4" WHS E 9/S7.01(5) #6 x 5'-0" ISOLATION JT SEE 13/S7.00 SIM FOR DL SEE PLAN & 9/S7.01 FOR 9/S7.01 PER 13/S7.00, TYP COL ISOLATION JT TS ADDL INFO STRINGER PER PLAN 1'-4" COORD W/ SEE 5/S7.01 SIM FOR STEM WALL SLAB & REINF PER PLAN, TYP THREE ROWS OF (3) #6 x INFO AND REINF NOT NOTED 3/16 (9 TOTAL) 6" 3/16 1 1/2" PL5/8x4xREQD W/ (2) 3" LSH 11A SECTION (2) 3/4" DIA ANCHOR BOLTS , DRILL & T / FTG EL 1'-4" PER PLAN CONC SLAB EDGE EPOXY 3 12" MIN DEPTH 3" , TYP 1'-0" 2'-0" SQ PLINTH 2" EE CTRD BELOW COL S, EQ EQ HSS COL IN MULLION SOG PER PLAN D ROUGHEN TOP 11A/S7.01 (8) #8 VERT 3'-6" E PLAN OF FTG TO 1/4" H C DEPTH PERS AMPLITUDE AT #4 x @ 4" TIE BEAM, TYP (ADDL TIE AT TOP @ 2" OC) L T / FTG EL REINF PER FTG 11A/S7.01 1'-4" O PER PLAN C SCHED, SEE PLAN 3" CLR IM (2) #5 x 36" S THICKENED SLAB FTG UNDER T STAIR STRINGER, COORD SIZE, 3" CLR, TYP A 2 5/8" (VERIFY W/ ARCH), L P POST IS CENTERED ON PL AT SIM LOC #4 @ 8" OC 2'-6" MIN & LOC W/ STAIR LAYOUT NOTE: FTG SIZE PER SCHED N O NOTE: EACH WAY. 1. FOR ADDITIONAL SEE PLAN R BF FTG & REINF PER PLAN & 17/S7.30 DEVELOP REINF PER ADJ INFORMATION AND NOTES: T EQ EQ C 1. DETAIL DEPICTS PERIMETER NOTE: FDN 2'-6" MIN INTO BF FTG REINFORCING NOT IS NOTED SEE 15/S7.01. 1. TIE BEAM CONNECTION IS SIMILAR AT TYPICAL BRACED FRAME FOOTINGS. SEE 17/S7.30. 2 5/8" (VERIFY W/ ARCH),TS LOCATION. INTERIOR LOCATIONS FTG SIZE PER SCHED, SEE PLAN O ARE SIMILAR. 1. FOR ADDITIONAL INFORMATION AND REINFORCING P EXTERIOR 2. SEE 14/S7.01 AT PLINTH LOCATIONS, INCLUDING BRACED FRAME PLINTH LOCATIONS. NOT NOTED SEE 5/S7.01 AND 17/S7.30. HSS AT STORE FRONT CORNER THICKENED SLAB AT STAIR STEM WALL AT EXTERIOR BRACED FRAME FOOTING FOOTING PLINTH SPREAD FOOTING DETAIL 3/4" = 1'-0" 11 3/4" = 1'-0" 12 3/4" = 1'-0" 13 3/4" = 1'-0" 14 3/4" = 1'-0" 15 L L L CL CL CL 1 1/2" TYP 1/4 W CL W W CL CL 1/2" C 1 1/2" TYP 1" DIA HOLES, TYP 1 1/2" TYP 1/2" 1 1/2" TYP O 1/2" #4 x 2'-6" @ 16" L CONT (1) #4 R O PLAN - TYPICAL PLAN - EDGE PLAN - CORNER SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 2'-0" 2'-0" @ 16" F SEE CIVIL FOR GRADE #4 x H PROJECT: EQ C R BUILDING IDENTIFIER: A SOG PER PLAN 2" MAX RECESSE 6" ES HSS OR PIPE COL PER PLAN CL COL BASE PLATE SCHEDULE EQ COLUMN PLATE SIZE PLATE THICK A.1 2 (4) 3/4" DIA AB W/ 9" EMBED, TYP SIZE LxW "t" PER PLANEXT SOGPER PLAN 2 1 HSS4x4 10"x10" 3/4" SHEET TITLE: 1" NON-SHRINK GROUT 1 CONT (1) #4 EA CORNER 1'-0" "t" PER SCHED HSS5x5 12"x12" 3/4" TYPICAL 1" CONCRETE CONT (2) #5 BOT #4 x 1'-0" @ 16" T/ FTG HSS6x6 12"x12" 1" DETAILS 3" CLR HSS7x7 13"x13" 1 1/4" TYP PER EMBED HSS8x8 14"x14" 1 1/4" PLAN HSS12x12 & LEAD: PNC 18"x18" 1 1/2" HSS 12" ROUND DRAFTER: RLC DATE: 1/21/2022 HSS 16" ROUND 20"x20" 1 1/2" SHEET: DBL HEX NUT AT EMBEDDED END, TYP S7.01 EXTERIOR SLAB ON GRADE SECTION RECESS IN SLAB ON GRADE SECTION TYPICAL BASE PLATE DETAIL 3/4" = 1'-0" 17 NTS 18 NTS 20 SHEET OF SHEAR CONNECTOR PER # OF STUDS, SEE 2/S7.20 CAMBER AT MID-SPAN PLAN WHERE OCCURS SHEAR CONNECTOR PER DIFFERENT GR OF STL T/ STL EL PLAN WHERE OCCURS NOTIFY ENGINEER BM SIZE 8" MAX 8" MAX CL NOTIFY ENGINEER CL IF EXCEEDED COL BELOW THIS LEVEL (X) STUDS EQ SPC PER DECK IF EXCEEDED ROLLUDA ARCHITECTS, INC. SEE PLAN FOR NUMBER OF STUDS NOTES PER DECK "L" 105 S MAIN ST, #323 W18x35 * (22) C=7/8" [-3"] SPECIAL MOMENT NOTES SEATTLE, WA 98104 RESISTING CONN "L" 10" MAX PHONE (206)624-4222 MOMENT OR DRAG CONN 32" 18" MAX #3 x SPC 32" FAX (206)624-4226 3/4" DIA HEADED STUDS, TYP #3 x SPC PER * SCHED BELOW PER * SCHED BELOW (3/4" CLR FROM TOP OF SLAB) (3/4" CLR FROM TOP OF SLAB) #4 CONT WHERE #4 CONT WHERE COL STARTS A1, X 4" #3 HOOKS OCCUR #3 HOOKS OCCUR 728 134th Street SW Suite 200 Everett, Washington 98204 AT THIS LVL W21x44 W16x26 Ph: 425.741.3800 BM PEN SEE 10/S7.21 UNO www.reidmiddleton.com BM BOT FLG BRACE MTL DECKHT + 1 1/2", (X) = TOTAL NUMBER OF STUDS PER PLAN DECK & TOPPING PER PLAN ©Copyright 2022 Reid Middleton, Inc. DECK & TOPPING PER PLAN EDGE FORM BY MTL DECK EDGE FORM BY MTL DECK SUPPLIER THICK ENOUGH SUCH SUPPLIER THICK ENOUGH SUCH SLOPED BM TYPICAL BEAM HAN CR 3 THAT SHORING IS NOT REQD THAT SHORING IS NOT REQD NAT A O T/ STL EL BM PER PLAN F W SH C BM PER PLAN L O IN K U E G E T T R A A O P T N DECK SPAN DIRECTION S [-14 1/2"] SPECIAL CONN DET: NOTES: S P T R R R E R U E 3 # OF BOLTS IN CONN IF NOT STD O C 37358 N E * SPACING SCHEDULE * SPACING SCHEDULE F T GI E 1. CENTER CONNECTORS OVER BEAMS AND GIRDERS, TYPICAL. ES URAL EN IN SPECIAL CONN DET: 4/2 DOUBLE LINE CONN SIO ENG L < 6" OMIT #3 BAR L < 4" OMIT #3 BAR NAL 1/22 FULL-HT PL CONN 6D DOUBLE PL CONN 1/2 2. WHERE DECK FLUTES ARE PERPENDICULAR TO BEAMS, USE (2) STUDS PER FLUTE @ 3" OC 6" < L < 10" 32" OC 4" < L < 8" 32" OC 6DL DOUBLE L CONN WHERE NUMBER OF STUDS EXCEEDS NUMBER OF FLUTES. 10" < L < 18" 24" OC 8 < L < 12" 24" OC 6DLE DOUBLE L EMBED PL CONN 6SC # OF BOLTS IN "SLIP CRITICAL" CONN 3. SEE GENERAL STRUCTURAL NOTES FOR STUD REQUIREMENTS. STEEL FRAMING SYMBOLS COMPOSITE HEADED STUDS COMPOSITE DECK EDGE PERPENDICULAR COMPOSITE DECK EDGE PARALLEL NTS 1 NTS 2 NTS 3 NTS 4 PUDDLE WELD 6x6 W1.4 x W1.4 WWR LOCATIONS 3/4" CLR NOTES: 3" NOTES: PUDDLE WELD LOCATIONS 1. MAXIMUM DECK SPAN = 8'-6" OC TO OC (TWO OR MORE CONTINUOUS SPANS) USE HEAVIER GAGE 3" WHERE DECK REQUIRED FOR SINGLE SPAN CONDITIONS OVER 7'-0" OC TO OC. 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. 1 1/2" 2. PROVIDE (7) 1/2" DIA EFFECTIVE PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO 4 1/2" MIN DECK FLUTES. 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 3. PROVIDE (2) ROWS OF 1/2" DIA EFFECTIVE PUDDLE WELDS AT 12" OC TO ALL STRUTS AND BRACED TYPE = ASC 3W OR VERCO W3 FORMLOK, G60 TO ALL SUPPORTS PARALLEL TO FLUTES. 1 3/4" MIN FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK ORIENTATION CHANGES. PROVIDE GALVANIZED W/ FOLLOWING MIN PROPERTIES: 1/2" DIA EFFECTIVE PUDDLE WELDS @ 24" OC TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 3. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 36" OC. TYPE = ASC DGB-36 OR VERCO PLB-36, G60 Fy = 38 KSI, PANEL WIDTH = 36" GALVANIZED W/ FOLLOWING MIN PROPERTIES: 4. CONNECT DECK SEAMS AT 12" OC WITH THE PUNCHLOK SYSTEM FOR VERCO DECK OR THE DELTAGRIP 4. DECK MUST STRICTLY MEET CRITERIA LISTED INCLUDING ICC-ES RESEARCH REPORT SYSTEM FOR ASC DECK, UNO PER PLAN. ALLOWABLE SUPERIMPOSED LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO 20 GA 18 GA 16 GA BEGINNING SHOP DRAWINGS. Fy = 38 KSI, PANEL WIDTH = 36" 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING CURRENT ICC-ES RESEARCH REPORT I = 0.896 IN4 I = 1.203 IN4 I = 1.509 IN4 ALLOWABLE SHEAR CAPACITY REQUIRED = 907 PLF UNO ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP S = + 0.534 / - 0.564 IN3 S = + 0.767 / - 0.767 IN3 S = + 0.960 / - 0.960 IN3 5. REINFORCE DECK OPENINGS PER 20/S7.21, UNO DECK OPENINGS MAY NOT BE SHOWN ON DRAWINGS. PLAN, SEE ARCHITECTURAL AND MECHANICAL FOR ADDITIONAL INFORMATION. 20 GA 18 GA 6. REINFORCE DECK OPENINGS PER 4/S7.21, UNO. DECK OPENINGS MAY NOT BE SHOWN ON PLAN, SEE 6. SEE 9/S7.21 FOR CONSTRUCTION JOINTS. 3" TOPPING ARCHITECTURAL, MECHANICAL, ELECTRICAL FOR ADDITIONAL INFORMATION. I = 0.216 IN4 I = 0.302 IN4 S = + 0.235 / - 0.246 IN3 S = + 0.321 / - 0.335 IN3 20 GA 18 GA 16 GA 7. SEE DRAWINGS FOR LOCATIONS WHERE ACOUSTIC DECK IS REQUIRED PERFORATED AT WEBS ONLY, UNO. SEE SPECIFICATIONS FOR ACOUSTIC REQUIREMENTS. SINGLE SPAN CONDITIONS 9'-0" 11'-0" 12'-0" DOUBLE SPAN CONDITIONS 10'-0" 12'-0" 13'-0" TRIPLE SPAN CONDITIONS 11'-0" 13'-0" 14'-0" 1 1/2" METAL ROOF DECK 3" FLOOR DECK WITH 3" CONCRETE TOPPING NTS 7 NTS 10 HIGH LOAD BEAM CONNECTION SCHEDULE "B" STANDARD BOLTED BEAM CONNECTION SCHEDULE "A" NO. DATE REVISION BEAM NUMBER AND SIZE CONNECTION WELD SIZE BEAM NUMBER AND SIZE OF CONNECTION PLATE WELD SIZE SIZE OF PLATE W SIZE A325N BOLTS THICKNESS W A325N-SC BOLTS THICKNESS W8, W10 (2) 7/8" DIA 3/8" 1/4" W8, W10 (4) 7/8" DIA 1/2" 5/16" W12, W14 (3) 7/8" DIA 3/8" 1/4" W12, W14 (6) 7/8" DIA 1/2" 5/16" W16 (4) 7/8" DIA 3/8" 1/4" W16 (8) 7/8" DIA 1/2" 5/16" W18, W21 (5) 7/8" DIA 3/8" 1/4" W18, W21 (10) 7/8" DIA 1/2" 5/16" W24 (6) 7/8" DIA 3/8" 1/4" W27 (7) 7/8" DIA 3/8" 1/4" W24 (12) 7/8" DIA 1/2" 5/16" W30 (8) 7/8" DIA 3/8" 1/4" W27 (14) 7/8" DIA 1/2" 5/16" NOTES: W30 (16) 7/8" DIA 1/2" 5/16" 1. <X> ON PLAN, INDICATES NUMBER OF BOLTS IN CONNECTION, IF DIFFERENT NOTES: FROM SCHEDULE "A". 1. ON PLAN, INDICATES HIGH LOAD CONNECTION TYPE SHOWN ON 2. SEE 5/S7.21 AT SKEWED BEAM TO BEAM CONNECTIONS. 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. FACE OF SUPPORTING MEMBER 1" GAP, TYP FACE OF SUPPORTING MEMBER WT8x22.5x0'-5" 1 3/4", TYP W 3", TYP W 1" GAP, TYP SEE SCHED "A" SEE SCHED "B" W W 1/ 16"1 1/2" MAX WT TO . 1 3/4" TYP 1 1/2" MAX1/ 16" GIRDER 5/16 1 1/4" 1 1/2" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 3" TYP 3", TYP PROJECT: 2" (2) SPC @ 3" AT W16 LOC,(1) PSC @ 3" AT W12 LOC BUILDING IDENTIFIER: 1 1/2" TYP COPE FLG COPE FLG A.1 1 1/4"1 1/2" PL PER SCHED (GR 50) WHERE REQD 1 1/2", TYP WHERE REQD CONN PL AND BOLTS PER SCHED "A", TYP SHEET TITLE: SLIP CRITICAL BOLTS PER SCHED "B" IN STD ROUND HOLES TYPICAL STEEL STD ROUND HOLES IN PL, DETAILS EXCEPT AS NOTED NOTE: 1. SEE 20/S7.20 FOR ADDITIONAL INFORMATION NOT NOTED. LEAD: PNC BEAM TO COLUMN BEAM TO BEAM BEAM TO COLUMN BEAM TO BEAM DRAFTER: RLC DATE: 1/21/2022 SHEET: S7.20 VERTICALLY OFFSET BEAM CONNECTION HIGH LOAD CONNECTION 7/8" BOLT TYPICAL BEAM CONNECTION 7/8" BOLT NTS 18 NTS 19 NTS 20 SHEET OF DECK SPAN DIRECTION L3x3x3/16 AROUND COL FOR DECK SUPPORT L5x3x1/4 (NOT REQD AT SIDES WHERE WP PER PLAN DECK & TOPPING PER PLAN INCOMING BEAMS OCCUR) ROLLUDA ARCHITECTS, INC. (LLV) (LLV) BACKING BAR AS REQD 105 S MAIN ST, #323 LAY OUT DECK TO PROVIDE #4 x 6'-0" @ 12" 48" MAX L4x3x1/4 L4x3x1/4 SEATTLE, WA 98104 #4 x 6'-0" @ 12" 3" MIN CONTACT BETWEEN LOW (CENTERED ON BM) PHONE (206)624-4222 FAX (206)624-4226 (CENTERED ON BM) FLUTE AND FLG OR CUT DECK L5x3x1/4 CP HIGH FLUTE AND INSTALL PLAN VIEW JST PL & CONN PER 20/S7.20 SHEAR FILLER PLATES AS REQD BTWN OR WF L5x3x1/4 (PER 19/S7.20 AT HIGH LOAD CONNS) JST OR WF CONNECTORS ADJACENT LOW FLUTES PER PLAN 3/4" CLR TO TOP BAR 3/4" CLR TOTOP BAR ES DECK PER PLAN 728 134th Street SW Suite 200 L3x3x1/4 Everett, Washington 98204 ORIENTATION VARIES L5x3x1/4 Ph: 425.741.3800 www.reidmiddleton.com TOPPING PER PLAN 36" MAX ©Copyright 2022 Reid Middleton, Inc. 3/16 2-6 WHERE OCCURS PLAN VIEW (3) #4 @ 12" CONT (3) #4 LONGIT 3/16 CONT (CENTERED HAN CR AT O IN LOW FLUTES) N F WASH C L O IN K U E G E 5" T T R BEAMS PER PLAN A A O ° 5 4 P T N S S P T R BM PER PLAN BM PER PLAN R R E R TYP O U 37358 E E CT IN E 3/16 F G STL COL PER PLAN COPE BM FLANGES AS REQD ES URAL EN IN SIO ENG TYP (HSS WHERE OCCURS) SECTION NAL 1/22 1/2 DECK PERPENDICULAR TO BEAM DECK PARALLEL TO BEAM 3/16 NOTES: 1. WELD DECK TO ANGLES WITH 1/2" DIA PUDDLE WELDS @ 6" OC ALL AROUND OPENING. PLAN WHERE L IS EXCEEDS 60° 2. NO REINFORCING REQUIRED FOR SINGLE OPENINGS 6" DIAMETER OR 6" SQUARE OR LESS. WELD PL ES W/ FILLET WELD PER 20/S7.20 SECTION (PER 19/S7.20 AT HIGH LOAD CONN) 3. LARGER OPENINGS MUST BE COORDINATED WITH ARCHITECT AND ENGINEER. ADDITIONAL REINFORCING AT EXPOSED SLABS METAL DECK TO STEEL COLUMN CONNECTION DETAIL REINFORCING AT MISC ROOF DECK OPENINGS SKEWED BEAM TO BEAM CONNECTION NTS 1 NTS 3 NTS 4 NTS 5 D/3 DIA HOLES MAX, TYP 1" RADIUS CORNERS, TYP D/4 MAX D/3 MAX LAY OUT DECK TO PROVIDE CL "D" DECK & TOPPING PER PLAN 3" MIN CONTACT BETWEEN 3/16 LOW FLUTE & FLG OR CUT CJ LOCATIONS TO BE DETERMINED BY CONTR, - DECK HIGH FLUTE & INSTALL SUBMIT PROPOSED LOCATIONS FOR REVIEW & FILLER PLATES AS REQD APPROVAL PRIOR TO POURING CONC TOPPING SHEAR CONNECTORS 2/3 D MAX BTWN ADJACENT LOW FLUTES DECK & TOPPING PER PLAN 1'-0" MIN PER PLAN & 2/S7.20 D/4 MAX (ORIENTATION VARIES) OR 2.5 x HOLE SIZE #4 x 4'-0" @ 18", CTR ON JT OR NOTES: 1/2" EXTEND REINF PER PLAN FOR FULL LAP SPLICE LENGTH 1. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF ALL BEAM PENETRATIONS WITH PL1/4x3x0'-6" (WHICHEVER IS GREATER REINF) MECHANICAL DRAWINGS. ALL PENETRATIONS LARGER THAN 2" DIA SHALL BE SHOWN ON SHOP 3/4" CLR DRAWINGS OR SKETCHES AND SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. FIELD CUTTING NOT PERMITTED WITHOUT APPROVAL. EACH END 3/16 2 2. OPENINGS MAY OCCUR IN MIDDLE HALF OF BEAM LENGTH ONLY. L3 1/2 x 3 1/2 x 5/16 @ 8'-0" MAX BEAM PER PLAN 3. NO CUTTING SHALL OCCUR IN TOP OR BOTTOM QUARTER OF BEAM DEPTH. WHERE NOTED ON PLAN BM PER PLAN, TYP LAP WWR PER 8" 4. ADJACENT OPENINGS SHALL BE SPACED AT THE LESSER OF 1'-0" OR 2.5 x LARGER OPENING GSN, TYP SIZE, EDGE TO EDGE. DECK PERPENDICULAR TO BEAM DECK PARALLEL TO BEAM NOTE: 5. MAXIMUM SIZES OF OPENINGS SHALL BE D/3 DIA OR D/3 x 2/3 D. 1. FOR ADDITIONAL INFORMATION NOW SHOWN, SEE 13/S7.21. 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. METAL DECK OVER COMPOSITE BEAMS EXTERIOR FLOOR FRAMING DETAIL CONTROL JOINT IN COMPOSITE DECK BEAM PENETRATION DETAIL NTS 7 NTS 8 NTS 9 NTS 10 GRID NO. DATE REVISION 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. MATCH CONT BENT PL1/4x SLAB 2. FOR HOLES GREATER THAN 4" UP TO 8" DIAMETER OR 8" SQUARE: PROVIDED HOLES ARE NOT CLOSER THAN 3'-0" OC. W/ 1/2" DIA x 18" DBA @ 18" 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. 3/16 2-12 DECK & TOPPING PER PLAN (ORIENTATION VARIES) 2 1/2" VERTICLIP SLB600 BY THE STEEL #4 TRIM BAR (4 SIDES) 1" CLR MIN NETWORK W/ (3) #12 SCREWS TO EXTEND 2'-0" BEYOND OPNG EACH STUD & (3) 0.14 DIA DRIVE PINS TO BENT PL, CLIPS REQ EACH SIDE AT JAMB STUDS EXTERIOR WALL STUDS PER LEVEL BELOW, 1/2" SEE 15/S7.51 6" STUDS MAIN BEAM TYP BM TO BM CONN PER 20/S7.20 "C" HOLE 3/4" DIA PUDDLE CONN PER 20/S7.20 WELDS, TYP C8x11.5 PER BM PER PLAN OR ARCH BF ELEVATIONS C6x8.2 C6x8.2 MTL DECK METAL STUDS TO DECK EDGE CONNECTION 1'-7 9/ 16" SPAN DIRECTION NTS 13 C8x11.5 20A SECTION 2 CELLS FOR C = 8" TO 14" OR 3 CELLS FOR C = 14" TO 24" (TYP) MAIN BEAM BM PER PLAN WHERE OCCURS, EXTEND L2x2 SAME AS OPP END 20B SECTION WHERE NO BM OCCURS PARTIAL PLAN SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 #4 TRIM BAR (4 SIDES) PROJECT: 1/2" DIA PUDDLE WELDS EXTEND 2'-0" BEYOND OPNG BUILDING IDENTIFIER: @ 6" OC ALL AROUND HOLE A.1 SHEET TITLE: TYPICAL STEEL LOC C8 AT FIRST LOW DETAILS 24" MAX FLUTE NEAREST CONN PER 2/S7.23 EDGE OF OPNG (W8 CONDITION) 3" 3" 3" MAXMA X MA X3" MAX LEAD: PNC DRAFTER: RLC 20A SECTION 20B SECTION DATE: 1/21/2022 SHEET: S7.21 REINFORCING AT MISCELLANEOUS COMPOSITE SLAB OPENINGS NTS 20 SHEET OF CL BM & COL ROLLUDA ARCHITECTS, INC. STL COL PER PLAN 105 S MAIN ST, #323 5/16 SEATTLE, WA 98104 PER 19/S7.20 PHONE (206)624-4222 AT INCOMING HIGH FAX (206)624-4226 1/4 CONN PER 3/S7.22 LOAD CONN CL BM & COL CP FLANGES 1/4 1/4 BM PER PLAN BM PER PLAN 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 STL COL OR POST, PER PLAN www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. 3A SECTION BM PER PLAN HAN CR AT O WHERE OCCURS 1/4 N F WASH C L O IN K U E G E T T R A A O P BM PER PLAN T N STIFF PL3/8x3 ES (CONN PER 20/S7.20 S S P T R AT INCOMING BMS, PER 19/S7.20 AT R R E R U E CONN PER 8/S7.22 O C 37358 N E HIGH LOAD CONN, EXCEPT EXTEND F T GI E ES URAL EN IN CONN TO T&B FLG AS SHOWN) BOLTED CONN PER 20/S7.20 SIO ENG NAL 2 1/21/2 STL COL PER PLAN STIFF PL3/8 EACH SIDE (W/ BOLTS PER 20/S7.20 WHERE BMS OCCUR) BM PER PLAN 3A SECTION COLUMNS BEARING ON BEAM STEEL COLUMN TO BEAM CONNECTION BEAM SPLICE NTS 3 NTS 4 NTS 5 BM PER PLAN CL INCOMING BM PER PLAN STIFF PL1/4x3 ES WHERE SUPPORTED CONN PER 20/S7.20 EXCEPT BM IS W14 OR DEEPER EXTEND DOWN AS SHOWN TYP STIFF PL AT (2) BOLTS AT BM GA (4) BOLTS AT BM GA SIDES WHERE NO TYP 3/16 (5/8" DIA MIN) (5/8" DIA MIN) STL COL PER PLAN INCOMING BM OCCURS CAP PL1/2 AT TOP OF COLS UNO 1/4 BM PER PLAN 1 1/ 2" 8A SECTION AT INCOMING 1 1/ 2"1 1/2" 1 1/2" TYP BEAMS WITH STANDARD CONNECTIONS AT INCOMING BEAMS BM PER PLAN PL THK & BOLTING PER 19/S7.20 SEE 8A OR 8B SECTION CL EXCEPT EXTEND DOWN AS SHOWN PL SIZE & BOLTING PER 20/S7.20 TYP BRG PL1/2 BRG PL1/2 BM PER PLAN (PER 19/S7.20 AT HIGH LOAD 3/16 BOTH SIDES CONNECTIONS WHERE INDICATED WHERE OCCURS P E R 9/ S 5. 30 ON PLAN OR DETAILS) TYP STIFF PL AT TYP STL COL PER PLAN, TYP 1/4 SIDES WHERE NO PER 19/S7.20 INCOMING BM OCCURS PER 20/S7.20 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS) PER 19/S7.20 WHERE BEAM STOPS WHERE BEAM CONTINUOUS 8B SECTION AT INCOMING BEAMS WITH HIGH LOAD CONNECTIONS BEAM TO STEEL BEAM CONNECTIONS WF BEAM TO WF COLUMN (FLANGE) NTS 8 NTS 10 NOTE: NO. DATE REVISION 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 3" BE KERFED DUE TO PERPENDICULAR KERF PLATE CONNECTION. BENT PL1/4 x CONT OFFSET BENT PL & WELD TO BM FLG BM PER PLAN BM PER PLAN WHERE VERT LEG IS 4" OR LESS 3/16 2-12 VARIES WHERE OCCURS L3x3x1/4 CONT 8" MAX PL1/2 AT HIGH LOAD 1" TYP CONNECTIONS (OMIT WHERE HSS NOMINAL SHEAR PL PER 19/S7.20 WALL THK EXCEEDS 3/8") CONN PER 20/S7.20 STL COL PER PLAN 3/16 2-12 OR BF EL WHERE OCCURS 3/16 2-12 BENT PL1/4x x CONT BM PER PLAN 4" KERF PL CONN PER SECT 1" TYP DECK ABOVE TOP FLANGE DECK BETWEEN FLANGE DECK BELOW BOTTOM FLANGE PL1 1/2 (GR 50), EXTEND 1" (PER BF CONN DETAIL WHERE OCCURS) ABOVE & BELOW SHEAR PL PER 19/S7.20 PER 19/S7.20 PLAN VIEW PLAN VIEW PLATE TO STEEL BEAM CONNECTION DETAIL NTS 12 PL SIZE & BOLTING PER 20/S7.20 CAP PL1/4 AT TOP OF COL, UNO (CONN SIM TO 5/S7.21 WHERE SKEWED BEAMS OCCUR) HIGH LOAD CONN PER 19/S7.20 WHERE PER 20/S7.20 INDICATED ON PLAN OR DETAILS AT STD CONN PER 19/S5.20 (SEE DETAIL AT LEFT WHERE HIGH LOAD STRUT BM PER PLAN ES CONNS OCCUR ON OPP SIDES OF COL) BM PER PLAN SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 KERF PL SIZE & BOLTING SHEET TITLE: PL PER PLAN VIEW PER HIGH LOAD CONN TYPICAL STEEL SCHED OF 19/S7.20 STL COL PER PLAN DETAILS STL COL PER PLAN 1" AT TOP & BOT WHERE HIGH LOAD CONNECTION OCCUR ON OPPOSITE SIDES OF A HSS OR PIPE COLUMN TYPICAL LEAD: PNC DRAFTER: RLC DATE: 1/21/2022 SHEET: S7.22 BEAM TO HSS COLUMN CONNECTIONS NTS 20 SHEET OF SUPPORTING BM BM PER PLAN, TYP BOLTED CONN PER 20/S7.20 PER PLAN, TYP (NUMBER OF BOLTS PER HSS GUIDERAIL SUPPORT (3) SIDES COL PER PLAN 1/4 PLAN WHERE INDICATED) 1" ROLLUDA ARCHITECTS, INC. (3) SIDES 105 S MAIN ST, #323 BM PER PLAN 1/4 SEATTLE, WA 98104 1/4 PHONE (206)624-4222 FAX (206)624-4226 3/16 BASE PL3/8x4x1'-0" BM PER PLAN PER 20/S7.20 2" STIFF PL5/16 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 1 1/2" 4" (3) SIDES, www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. TYP 1/4 4" L STRUT 2" TO JT 3/16 2 1 1/2" HAN CR AT O N F WASH C L O IN K U E G E T T R A PL3/8 ES W/ (2) 5/8" DIA A O P (3) SIDES T N PL1/2 x 3 1/2 x 0'-7" A307 THRU BOLT IN LSH 1/4 S S P T R W/ (2) 3/4" DIA BOLTS @ 3" OC R R E R U E O C 37358 N E F T GI E HSS GUIDERAIL L6x5x3/8x1'-0" (LLV) 3/4" MAX ES URAL EN IN SIO ENG NAL 2 5/16 SUPPORT COL PER PLAN W/ (2) 5/8" DIA A307 BOLTS @ 6" OC 1/21/2 IN 3/4" x 2" VERT SLOTS ROOF CONDITION AT OFFSET BEAM AT C6, W6, W8 AND W10 BEAMS JST PER PLAN L4x4x1/4 STRUT PERP TO ROOF SLOPE BEAM TO BEAM AT DIFFERING ELEVATION ELEVATOR GUIDERAIL POST CONNECTION NTS 2 NTS 4 AT STEEL BAR JOISTS TYP AT T&B FLANGE SEE 10/S7.30 FOR PL STEEL COL PER PLAN (WF COL WHERE OCCURS) FULL PENETRATION 1'-0" , UNO AT CONTRACTOR'S OPTION PROVIDE CAP PL1/4 AT TOP OF COL INTERNAL SLEEVE & ERECTION BOLTS ROOF DECK PER PLAN, WELD SEE 17/S7.23 FOR PL 1/2" PL1/2x4x1'-7" STL COL PER PLAN COL CONT WHERE OCCURS 17/S7.23 FOR PL 1 1/2" , TYP TO L STRUT PER DECK NOTES T/ STL BM 3 1/2" MEMBER ES WHERE OCCURS 1/4 (1/4) STL COL PER PLAN W/ CAP PL1/4 (PER BF EL WHERE OCCURS) ALT CONN IF OVERSIZED BOLT HOLES ARE USED PL1 1" 3/16 OR IF BOLTS CONFLICT BM PER PLAN 3/16 W/ WINDOW PLACEMENT BM PER PLAN BM PER PLAN FULL PENETRATION PL3/8 x HSS BM WIDTH W/ (2) 3/4" DIA A307 BOLTS BOLTED CONN PER 20/S7.20 (1/4) L4x4x1/4 STRUT 1 3/4" PERP TO ROOF SLOPE PL3/4x1'-0" EA SIDE BM PER PLAN STIFF PL3/8 (FULL DEPTH) STIFF PL & CONN PER 8/S7.22 STL COL PER PLAN CONN PER 2/S7.23, TYP 1/4 NOTE: 1/4 NOTES: AT WF JOISTS 1. OFFSET BOLTS VERTICALLY AS REQUIRED WHERE HSS OCCURS ON TWO ADJACENT SIDES OF COLUMN OR WHERE BEAM CONNECTION OCCURS ON OPPOSITE SIDE. COL PER PLAN 1. LOCATE COLUMN SPLICES AT MID-HEIGHT BETWEEN FLOORS. NOTE: 2. USE 7/S7.23 FOR BRACED FRAME COLUMN SPLICES. 1. SEE 17/S7.23 FOR SLOPING BEAM INFORMATION. MOMENT CONNECTION AT CANOPY HSS TO HSS CONNECTION BEAM BEARING ON COLUM CONNECTION HSS COLUMN SPLICE COLUMN BRACING DETAIL NTS 6 NTS 7 NTS 8 NTS 9 NTS 10 NOTE: NO WELDING TO SUPPORTING BM FLG NO. DATE REVISION SIZE PER SCHED NOTE: NO WELDING TO SUPPORTING BM FLG W/ 1" RETURN "L" "L" BM PER PLAN & SCHED 15A SECTION 15B SECTION MOMENT CONNECTION SCHEDULE TYP AT T&B TYP AT CONN PER 20/S7.20 BEAM FLANGE PL (GR 50) WELD FLANGE T&B FLANGE BM PER PLAN SIZE "L" SIZE SUPPORTING BM PER PLAN TOP BOTTOM HSS BM PER PLAN SEE 20/S7.20 (SLIP CRITICAL BOLTS) W8, W10 5/8" x 3" 3/8" x 5" 6" 5/16" T/ BM AT CANOPY T/ BM AT CANOPY EL = 11'-6" "L" "L" W12 1/2" x 3" 1/2" x 5" 6" 5/16" EL = 11'-6" W12x40 1/2" x 6" 1/2" x 9" 10" 5/16" 1/2" RAD, TYP HOLE FOR FLG PL IN WEB "L" "L" SIZE PER W/ 1/4" CLR ON ALL SIDES W14 3/4" x 4" 5/8" x 6" 8" 5/16" CONN PL PER 20/S7.20 SCHED BM PER PLAN BM PER PLAN (SLIP CRITICAL BOTLS) 15B SECTION 15A SECTION FLG PL PER SCHED, TYP W16 5/8" x 5" 5/8" x 7" 8" 5/16" 1/2 PL3/4x10x0'-10 1/8" W18 5/8" x 5" 5/8" x 7" 10" 5/16" BEAM AND SUPPORTING BEAM DEPTHS VARY W21 3/4" x 5" 5/8" x 8" 12" 5/16" BEAM AND SUPPORTING BEAM SAME DEPTH NOTE: 1. SEE SAME DEPTH CONDITIONS FOR CALL OUTS IN COMMON. HSS BEAM TO WF BEAM MOMENT CONNECTION BEAM TO BEAM MOMENT CONNECTION BEAM TO BEAM MOMENT CONNECTION NTS 11 NTS 12 NTS 15 SEE ARCH FOR CANOPY DIMENSION STIFF PL 5/16 TO COL STIFF PL WEB TO 5/16 TO COL CL COL = CL BM UNO 5/8 FLANGE PL BM PER PLAN 4" SHEAR TAB SHEAR TAB TO 5/16 TO T&B PL CAP PL1/2 PER 20/S7.20 TYP AT T&B 1/4 T&B STIFF PL (PER 19/S7.20 AT HIGH 10" FLANGE PLAN VIEW PLAN VIEW LOAD CONNECTIONS) PL1/2" AT T&B FLANGE CONN PL PER 20/S7.20 FACE OF SUPPORTING SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 (SLIP CRITICAL BOLTS) MEMBER PER 20/S7.20 PROJECT: T/ BM AT CANOPY FACE OF SUPPORTING BUILDING IDENTIFIER: EL = 11'-0" MEMBER PER 19/S7.20 STIFF PL EACH SIDE OF PL SIZE & BOLTING PER 20/S7.20 PL 5/8 x 6 1/2 x REQD BM, SEE 8/S7.22, SIM TRIM BM FOR SLOPE CP, FLANGE BM PER PLAN OR EL BM PER PLAN OR ELEVATION A.1 TO FLANGE PL (BOTH SIDES WHERE OCCUR) BM PER PLAN PL SIZE & BOLTING PER 20/S7.20 1/4 COL CONN SEE 8/S7.23 (PER 19/S7.20 AT HIGH LOAD CONNECTIONS SHEET TITLE: 1/4 COL PER PLAN WHERE INDICATED ON PLAN OR DETAILS) TYPICAL STEEL DETAILS ALIGN WITH FACE OF ARCH FINISH STIFF PL3/4 (GR 50) BOT SEE ARCH FOR CANOPY DIMENSTION AT TOP OF COLUMNS PL SIZE & BOLTING PER 19/S7.20 AT PER 20/S7.20 "k" LEAD: PNC HIGH LOAD CONNECTIONS WHERE INDICATED ON PLAN OR DETAILS DRAFTER: RLC HSS COL PER PLAN STIFF PL3/4 (GR 50) T&B DATE: 1/21/2022 PER 19/S7.20 SHEET: S7.23 XXXX SLOPE BOTTOM FLANGE DETAIL AT HIGH LOAD CONNECTIONS AT STANDARD CONNECTIONS WIDE FLANGE BEAM TO WIDE FLANGE COLUMN (WEB) NTS 16 3/4" = 1'-0" 17 NTS 20 SHEET OF CL COL ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 3/4" DIA A325-N ERECTION BOLTS PER SCHED CL PHONE (206)624-4222 SOG NOT SHOWN FOR CLARITY FAX (206)624-4226 IN HORIZ SHORT SLOTTED HOLES 6" CJP T&B FLG TYP (DEMAND CRITICAL) CONTINUITY PLATES PER 9/S7.31, TYP PER SCHED (AT TOP OF COL, PROVIDE CAP PL WITH SIM CONTINUITY PLATES (DEMAND CRITICAL) SHAPE, WELDED PER STRONG AXIS CONDITION) 728 134th Street SW Suite 200 Everett, Washington 98204 CLOSED TIES, TYP PER 9/S7.31, TYP PL TO MATCH THICKNESS OF BM Ph: 425.741.3800 D INCOMING BM CONN www.reidmiddleton.com E FLG (ROUND UP TO NEAREST 1/8") ©Copyright 2022 Reid Middleton, Inc. BM PER PLAN, CH WHERE OCCURS, CJP T&B FLANGE 3" VERT TO PLINTH WHERE OCCURS S BM PER BF ELEVATION EXTEND TO CONTINUITY (DEMAND CRITICAL) R EDGE, TYP 1 1/2" ,TYPPL DEPTHPE PLATES AS SHOWN HAN CR AT O N F WASH C D L O IN K E U E G E SHEAR PL WELD T T R A ROUGHEN INTERFACE TO 1/4" AMPLITUDE H A O P C T N PER SCHED 1" 2"2" S S (DEMAND CRITICAL) DEPTHR S T/ FOOTING EL TYP AT E P T R R R E R P O U 37358 E E PER PLAN CT IN E FLANGE 7/16 FE G S URAL EN IN SIO ENG HIGH LOAD CONN PER 19/S7.20 WHERE NAL 2 WELD PER 1/21/2 OCCURS PER PLAN THIS SIDE SIZE PER SCHED 2" (DEMAND CRITICAL) (DEMAND CRITICAL) tw = THICKNESS INCOMING BM CONN WHERE GR 50 PL PER SCHED OF COLUMN WEB 2" 1/2" MIN RADIUS AT COPE IN PL, TYP OCCURS, EXTEND TO CONTINUITY 3/4 tw (ROUND UP TO NEAREST 1/16") PLATES AS SHOWN COL PER BF ELEVATION THE BACKER BAR MAY BE DISCONTINUED AT THE BRACED FRAME GUSSET PLATES, WELD ACCESS HOLES PER AWS D1.8 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 TYPICAL STRONG AXIS CONNECTION STRONG AXIS CONNECTION AT TOP OF COLUMN TYPICAL WEAK AXIS CONNECTION 11A SECTION (SEE TYPICAL CONDITION FOR CALLOUTS IN COMMON) (SEE STRONG AXIS CONDITION FOR CALLOUTS IN COMMON) 3" CLR, TYP CL COL SOG PER PLAN SEE 20/S7.31 FOR ADDL INFO 6" TYP 11A SECTION SHEAR PLATE CONNECTION SCHEDULE PLATE PLATE TO PLATE TO PLATE NUMBER OF BOLTS BEAM SIZE THICKNESS COLUMN BEAM NOTES: DEPTH (EQUALLY SPACED) (GRADE 50) WELD SIZE WELD SIZE 2" 1. ALL WELDING SHOWN THIS DETAIL IS CLASSIFIED AS "DEMAND CRITICAL" SEE GENERAL STRUCTURAL NOTES FOR SPECIAL W12 7" 5/8" 7/16" 7/16" 2 (20) #7 VERTS EQUALLY SPACED W/ WELD FILLER MATERIAL REQUIREMENTS. STANDARD HOOKS AT ENDS W14 9" 5/8" 7/16" 7/16" 2 2. WELD ACCESS HOLES SHALL CONFORM TO AWS D1.8 SECTION 6.10.1.2 AND SECTION 6.10.2. #5 x @ 4" CLOSED TIES, (ADDL CLOSED TIE AT TOP @ 2") W16 11" 3/4" 1/2" 9/16" 3 EXTEND ANCHOR RODS INTO FTG, TYP 3. STEEL BACKING BARS AT BEAM BOTTOM FLANGE WELD SHALL BE REMOVED, BACKGOUGED, AND BACKWELDED PER ANSI / AISC 358-10 SECTION 3.3.2. W18 13" 3/4" 1/2" 9/16" 3 4. STEEL BACKING BARS AT BEAM TOP FLANGE WELD MAY BE LEFT IN PLACE PROVIDED THAT THE BACKING BAR IS WELDED W21 15" 3/4" 1/2" 9/16" 3 PLINTH BELOW BF COLUMNT/ FOOTING EL TO THE COLUMN ON THE UNDERSIDE WITH A 5/16" FILLET WELD. W24 18" 7/8" 9/16" 11/16" 4 PER PLAN W27 21" 7/8" 9/16" 11/16" 4 1'-0" W30 24" 1" 5/8" 3/4" 5 NOTE: BRACED FRAME BEAM - COLUMN CONNECTION 1. FOR ADDITIONAL INFORMATION SEE 17/S7.30. 3/4" = 1'-0" 10 2. ALTERNATE HOOK DIRECTIONS AT CROSS TIE LOCATIONS. NO. DATE REVISION BRACED FRAME FOOTING PLINTH AT BF-2 AND BF-3 NTS 11 CL COL PRELIMINARY BRB CONNECTION SCHEDULE LEFT/RIGHT BRACE CORE MINIMUM CONNECTION AT LOWER END OF BRACE CONNECTION AT UPPER END OF BRACE BRACED STIFF MOD Dwg Dwsg db SQUARE PROVIDE (4) SETS OF TIES ON FRAME # BRB # SIDE OF LEVEL AREA FACTOR STROKE CASING SIZE tg Wb Lwb Wc Lwc Lgb Lgc tg Wb Lwb Wc Lwc Lgb Lgc FRAME (SQ INCHES) (INCHES) (1/16 INCH) (1/16 INCH) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) EACH SIDE OF BASE PL AS SHOWN BRB-2.0 LEFT 1 2.00 1.35 2.00 4 5 5/8 8" x 8" 5/8 1/4 8 1/4 24 10 26 5/8 1/4 11 - - 12 12 BF-1 BRB-2.0 RIGHT 1 2.00 1.35 2.00 4 5 5/8 8" x 8" 5/8 1/4 8 1/4 24 10 26 5/8 1/4 11 - - 12 12 BRB-2.0 LEFT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 18 - - 19 12 5/8 1/4 11 1/4 10 13 12 BRB-2.0 RIGHT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 18 - - 19 12 5/8 1/4 11 1/4 10 13 12 BF-2 BRB-2.75 LEFT 1 2.75 1.40 2.00 5 5 5/8 10" x 10" 5/8 1/4 12 5/16 18 14 20 5/8 1/4 20 - - 21 14 TOP LONGIT BARS PER SCHED, SEE PLAN BRB-2.75 RIGHT 1 2.75 1.40 2.00 5 5 5/8 10" x 10" 5/8 1/4 12 5/16 18 14 20 5/8 1/4 20 - - 21 14 TRANSVERSE BARS T&B PER BRB-2.0 LEFT 2 2.00 1.35 2.00 4 5 5/8 8" x 8" 5/8 1/4 14 - - 15 12 5/8 1/4 9 1/4 13 11 15 SCHED WITH STD HOOKS, TYP BRB-2.0 RIGHT 2 2.00 1.35 2.00 4 5 5/8 8" x 8" 5/8 1/4 14 - - 15 12 5/8 1/4 9 1/4 13 11 15 BF-3 BRB-2.50 LEFT 1 2.50 1.45 2.00 5 5 5/8 8" x 8" 5/8 1/4 10 1/4 22 12 24 5/8 1/4 15 - - 16 13 BRB-2.50 RIGHT 1 2.50 1.45 2.00 5 5 5/8 8" x 8" 5/8 1/4 10 1/4 22 12 24 5/8 1/4 15 - - 16 13 BOT LONGIT BARS PER SCHED, SEE PLAN BRB-2.0 LEFT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 17 - - 18 12 5/8 1/4 10 1/4 10 12 12 BRB-2.0 RIGHT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 17 - - 18 12 5/8 1/4 10 1/4 10 12 12 BF-4 BRB-4.0 LEFT 1 4.00 1.30 2.00 5 7 5/8 8" x 8" 3/4 1/4 11 3/8 19 13 21 3/4 5/16 19 - - 20 14 BRB-4.0 RIGHT 1 4.00 1.30 2.00 5 7 5/8 8" x 8" 3/4 1/4 11 3/8 19 13 21 3/4 5/16 19 - - 20 14 BRB-2.0 LEFT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 18 - - 19 12 5/8 1/4 11 1/4 10 13 12 BRB-2.0 RIGHT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 18 - - 19 12 5/8 1/4 11 1/4 10 13 12 BF-5 BRB-2.25 LEFT 1 2.25 1.35 2.00 5 5 5/8 8" x 8" 5/8 1/4 10 1/4 16 12 18 5/8 1/4 18 - - 19 12 8" 8" 8" 1'-6" 1'-6" 8" 8" 8" BRB-2.25 RIGHT 1 2.25 1.35 2.00 5 5 5/8 8" x 8" 5/8 1/4 10 1/4 16 12 18 5/8 1/4 18 - - 19 12 BRB-2.0 LEFT 2 2.00 1.25 2.00 4 5 5/8 8" x 8" 5/8 1/4 16 - - 17 12 5/8 1/4 9 1/4 11 11 13 17A SECTION BRB-2.0 RIGHT 2 2.00 1.25 2.00 4 5 5/8 8" x 8" 5/8 1/4 16 - - 17 12 5/8 1/4 9 1/4 11 11 13 BF-6 BRB-3.50 LEFT 1 3.50 1.40 2.00 5 7 5/8 10" x 10" 3/4 1/4 12 3/8 20 14 22 3/4 1/4 21 - - 22 15 CL COL BRB-3.50 RIGHT 1 3.50 1.40 2.00 5 7 5/8 10" x 10" 3/4 1/4 12 3/8 20 14 22 3/4 1/4 21 - - 22 15 BRB-2.0 LEFT 2 2.00 1.25 2.00 4 5 5/8 8" x 8" 5/8 1/4 21 - - 22 12 5/8 1/4 13 1/4 10 15 12 BRB-2.0 RIGHT 2 2.00 1.30 2.00 4 5 5/8 8" x 8" 5/8 1/4 25 - - 26 11 5/8 1/4 15 1/4 9 17 11 SOG PER PLAN BF-7 BRB-3.75 LEFT 1 3.75 1.30 2.00 6 7 5/8 10" x 10" 3/4 5/16 12 3/8 15 14 17 3/4 1/4 28 - - 29 13 SEE 20/S7.31 FOR ADDL INFO BRB-3.75 RIGHT 1 3.75 1.30 2.00 6 7 5/8 10" x 10" 3/4 5/16 12 3/8 15 14 17 3/4 1/4 28 - - 29 13 17A SECTION NOTES: SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 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. BUILDING IDENTIFIER: 2. BRB SUPPLIER SHALL DESIGN BRACE CONNECTIONS IN ACCORDANCE WITH AISC 360-16 AND 341-16. T/ FOOTING EL PER PLAN 3. BRB SUPPLIER SHALL PROVIDE TEST RESULTS FOR SIMILAR BRACES IN ACCORDANCE WITH AISC 341-16. A.1 TOP LONGIT BARS PER SCHED, SEE PLAN 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. SHEET TITLE: TRANSVERSE BARS T&B PER N 5. FOR GUSSET GEOMETRY NOTATIONS, SEE DETAILS OF SHEET S7.31 AND S7.32. BRACED FRAME SCHED WITH STD HOOKS (8) SETS OF LA DETAILS (4) #5 x @ 8" PE 6. GUSSET AND WELD SIZES SHOWN ARE APPROXIMATE VALUES. FINAL VALUES TO BE COORDINATED WITH BRB MANUFACTURER. ALIGN WITH E S BOT LONGIT BARS PER STIRRUP LOCS 7. STIFFNESS MODIFICATION FACTORS (Kf) ARE DESIGN VALUES. ACTUAL VALUES TO BE WITHIN +/- 10%. ACTUAL STIFFNESS WORKPOINT-TO-WORKPOINT (Keff) CALCULATED AS: SCHED, SEE PLAN Keff = Kf * Asc * E / Lwp, WHERE Lwp IS THE WORKPOINT-TO-WORKPOINT LENGTH AND Asc IS THE SPECIFIED CORE AREA. FTG DEPTH PER SCHED, LEAD: PNC 2 1/2" CLR 8. MINIMUM STROKE TO OCCUR AT EACH END OF BRACE IN TENSION AND COMPRESSION DIRECTIONS. CORE EXTENSION TO REMAIN STABLE OVER 2x THIS LENGTH. DRAFTER: RLC DATE: 1/21/2022 SHEET: (8) #5 x @ 8" OC RETAINER PL PER 18/S7.31 S7.30 FTG WIDTH PER SCHED, SEE PLAN BRACED FRAME FOOTING BRB BRACE AND CONNECTION SCHEDULE NTS 17 NTS 20 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R Wc Lwc R R E R U E STEEL COL PER PLAN O C 37358 N E F T GI E ES URAL EN IN STIFF PL AS REQD SIO ENG NAL 2 STIFF PL EACH SIDE AS 1/21/2 BY BRB MFR,TYP REQD BY BRB MFR GR 50 CONTINUITY PLATES PER NOTES BRB PER ELEVATION GR50 CONTINUITY GUSSET THICKNESS tg k + 1 1/2" ,TYP PLATES PER NOTES, PER SCHED TYP k + 1/2", TYP . Lgc Lgb SIZE = 3/4 x PL BASE PL & ANCHOR ROD Wb Lwb THICKNEESS PER ELEVATION AND S7.31 ROUNDED UP TO NEAREST T / FTG 1/16", TYP WP STRONG AXIS WEAK AXIS 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 RETAINER PLATE PER 18/S7.31 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 COLUMN STRONG AXIS 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. NOTE: 4. ALL WELDING SHOWN THIS DETAIL IS CLASSIFIED AS " DEMAND CRITICAL" SEE GENERAL STRUCTURAL NOTES FOR SPECIAL WELD FILLER MATERIAL 1. SEE DETAIL 20/S7.32 FOR ADDITIONAL INFORMATION. REQUIREMENTS. CONTINUITY PLATES FOR BF BEAM - COLUMN CONNECTION WELDED BRB BASE GUSSET NTS 9 NTS 10 NO. DATE REVISION BEAM PER PLAN PROTECTED ZONES, TYP WF COL GRID GRID * * WEBS 5/16 4" 4" 4" 4" 4" 4" 4" 4" BUCKLING RESTRAINED BRACE (BRB) 4" 4" WP NOTE 2 5" 5" COLUMN PER PLAN COLUMN PER PLAN * * CJP PLATE WASHER PER 20/S7.31 FLANGES 5" 5" GUSSET PLATE PER 10/S7.31 2 3/4" DIA 4" 2 3/4" DIA 4" BASE PLATE PER DETAILS HOLES, TYP HOLES, TYP BASE PL2 1/4 GR 50 2" GROUT BASE PL1 3/4 GR 50 W/ (8) 1 3/4" DIA F1554 GR 55 GUSSET PL GUSSET PL W/ (6) 1 3/4" DIA F1554 GR 55 WELDABLE ANCHOR RODS AND PROTECTED ZONES, TYP PER SCHED MIN PL5/8x0'-4" CIRCULAR OR PER SCHED WELDABLE ANCHOR RODS AND MIN PL5/8x0'-4" CIRCULAR OR SQUARE WASHERS LEVELING NUTS, TYP TYPE TYPE SQUARE WASHERS A B EXTEND ANCHOR RODS WITHIN SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 6" FROM BOT OF FTG, TYP BEAM PER PLAN PROJECT: GRID BUILDING IDENTIFIER: 4" 4" 4" 4" A.1 SHADED AREAS INDICATE PROTECTED ZONE. BRB PROTECTED ZONES SHALL 6" RETAINER PL1, GR 36 3 1/4" DIA NOTES: INCLUDE THE STEEL CORE AND CONNECTION ELEMENTS AND SHALL SATISFY THE 2" TYP HOLES, TYP REQUIREMENTS OF SECTION F4.5c OF AISC 341. ADDITIONALLY, ATTACHMENTS WHICH BOTTOM OF FTG (3" AT 2 1/4" RODS) 4" 1. SEE DETAIL 18/S7.31 FOR ADDITIONAL INFORMATION AT ALL BRACED FRAME BASE PLATES. SHEET TITLE: PENETRATE THE CASING (SCREWS, PAF, ETC) OR ANY ATTACHMENT SUPPORTING BRACED FRAME 5" OVER 50 LBS SHALL BE APPROVED BY THE ENGINEER OF RECORD AND COREBRACE. 2. UNLESS NOTED OTHERWISE, EMBED ALL ANCHOR RODS TO WITHIN 6" OF BOTTOM OF FOOTING. DETAILS 5" NOTE: NOTES: 4" 3. SEE 18/S7.31 FOR TYPICAL COLUMN WELDS TO BASE PLATES. 1. PROTECTED ZONES SHALL BE PAINTED ORANGE AND THE TEXT "PROTECTED 1. * * COLUMN WELDS TO BASE PLATE ARE CLASSIFIED AS "DEMAND CRITICAL" SEE GENERAL 4. PROVIDE PLATE WASHERS AT ALL ANCHOR RODS. ZONE - NO WELDING, SCREWS, DRILLING, SHOP PINS, OR OTHER ATTACHMENTS STRUCTURAL NOTES FOR SPECIAL WELD FILLER MATERIAL REQUIREMENTS. LEAD: PNC ARE PERMITTED" SHALL BE STENCILED AT 2'-6" MAXIMUM ON-CENTER. THIS BASE PL2 GR 50 DRAFTER: RLC GUSSET PL W/ (8) 2" DIA F1554 GR 55 SHALL BE PERFORMED BY THE FABRICATOR AND VERIFIED BY THE SPECIAL 2. SEE 17/S7.31 FOR BRBF PROTECTED ZONES. PER SCHED DATE: 1/21/2022 INSPECTOR. THESE MARKS SHALL BE RE-MARKED IF THE ORIGINAL MARKS ARE WELDABLE ANCHOR RODS AND MIN PL3/4x0'-5" CIRCULAR OR SHEET: OBSCURED BY FIREPROOFING OR OTHER MARKINGS ON THE STEEL. SQUARE WASHERS S7.31 BRB PROTECTED ZONES BRB TO COLUMN BASE TYPE C BRACED FRAME BASE PLATES NTS 17 NTS 18 3/4" = 1'-0" 20 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 TYP PHONE (206)624-4222 3/16 3 MIN FAX (206)624-4226 SEE 19/S7.20 FOR DIM13/ 16" 1 5/ 16" 2 5/ 8" 1 3/ 8" 1 1/2" MAX DECK & TOPPING PER PLAN FULL DEPTH STIFF PL1/2 THK 728 134th Street SW Suite 200 GR 50, EACH SIDE OF BM WEB Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. (3) SIDES, FULL DEPTH STIFF PL1/2 TYP 5/16 THK GR 50, EACH SIDE x3/8 HAN CR L4x4 AT O OF BM WEB N F WASH C L O IN K U E G E T T R (3) SIDES, A A O P T N BM PER PLAN BM PER PLAN TYP 5/16 (3) SIDES, S TYP 5/16 S P T R R R E R U E BM PER BRACED O C 37358 N E 1" MAX F T GI E FRAME ELEVATION ES URAL EN IN SIO ENG NOTES: BM PER PLAN NAL 1/22 1/2 1. FOR ADDITIONAL INFORMATION REFER TO 19/S7.20. NOTE: 2. INDICATED ON PLAN BY 1. TOP AND BOTTOM BRACE CONNECTION OMITTED FOR CLARITY. BRB FRAME OR STRUT BEAM-TO-BEAM CONNECTION BRACED FRAME BEAM BRACE NTS 4 NTS 5 BM PER BF ELEVATION TYP LDblr 5/16 3 MIN 4'-3 9/ 16" DECK PER PLAN FULL DEPTH STIFF PL1/2 PER 5/S7.32 WP FULL DEPTH STIFF PL1/2 THK GR 50, EACH SIDE 4x3/8 DOUBLER PL AS OF BM WEB L4x REQD BY BRB MFR (3) SIDES, Lgb STIFF PL AS REQD BY BRB MFR, TYP TYP 5/16 (3) SIDES, TYP 3" TYP 5/16 Wb 2* Lwb Lgc BM PER BRACED 1" MAX STIFF PL AR REQD BY BRB MFR, TYP LOC OF STIFF PL AS REQD BY BRB MFR, TYP FRAME ELEVATION BM/LLH JOIST PER PLAN BRB PER ELEVATION GUSSET PL NOTES: THICKNESS STIFF PL 1/2 EACH PER SCHED 1. TOP AND BOTTOM BRACE CONNECTION OMITTED FOR CLARITY. SIDE OF GUSSET 2. t = GAGE OF MATERIAL CONNECTED. TYP AT ALL NOTES: 5/16 APPLICABLE SIDES 1. SEE DETAIL 20/S7.32 FOR ADDITIONAL INFORMATION. BRACED FRAME BEAM BRACE 2. LDblr = LENGTH OF DOUBLER PLATE WELDED BRB CHEVRON GUSSET CONNECTION NTS 8 NTS 10 NO. DATE REVISION STIFF PL (GR 50) ON TOP OF GUSSET TO MATCH WIDTH & THICKNESS OF BF BEAM FLG STIFF PL (GR 50) EACH SIDE OF GUSSET TO CJP T&B STIFF PL MATCH WIDTH & THICKNESS OF BF BEAM FLG (DEMAND CRITICAL) COL CAP PL PER 10/S7.30 Lgb (3) SIDES, TYP 5/16 APPROX STRUT OR BEAM PER PLAN STIFF PL EACH SIDE AS REQD BY BRB MFR HIGH LOAD CONN PER 19/S7.20 BOLTED CONN PER 19/S7.20 EXCEPT AS SHOWN WHERE OCCURS PER PLAN THIS SIDE BM PER BF ELEVATION 5 1/2" WP Wb Lwb CONTINUITY PLATES FULL-HT GUSSET (SUPER GUSSET) & PER 9/S7.31, TYP ATTACHMENT DESIGN BY BRB MFR, GUSSET THICKNESS tg PER SCHED Lgc TYP Wc Wb Lwb TYP STIFF PL AS REQD BY BRB MFR Dwsg BRB PER ELEVATION TYP Wc Lwc ERECTION BOLTS, dbPER SCHED TYP STEEL COL PER BF ELEVATION ALIGN GUSSET EDGES WHERE REQD SO THEY ALIGN TOP & BOTTOM OF BM 1 TYP " * Dwg 1" STIFF PL AS REQD BY BRB MFR, TYP 1 1" " T/ CONC T/ CONC T/ CONC SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: NOTES: BUILDING IDENTIFIER: " 3 * SEE SCHEDULE OF 20/S7.30 FOR THE FOLLOWING (UNIQUE TO EACH BRACE): * " 3 1. Wb, Lwb: SIZE AND LENGTH OF GUSSET WELD TO BEAM/BASE PLATE AND AT CHEVRON AND INVERTED CHEVRON GUSSETS A.1 " 3 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 SHEET TITLE: WIDTH OF HALF GUSSET (FROM EDGE OF GUSSET TO CENTERLINE OF STIFFENER). BRACED FRAME PROVIDE LOW-DENSITY EXPANDED DETAILS POLYSTYRENE (BEAD BOARD) 1" THK 4. Lgc: APPROXIMATE HEIGHT OF GUSSET. AT SIDES AND 3" THK AT END WHERE BURIED IN CONC, TYP 5. tg: GUSSET PLATE THICKNESS (ASTM A572 GR 50). 6. Dwg: SIZE OF WELD OF BRB CORE PLATE TO GUSSET. LEAD: PNC NOTE: DRAFTER: RLC 7. Dwsg: SIZE OF WELD OF BRB STIFFENER TO GUSSET. DATE: 1/21/2022 1. * MAINTAIN 1" AT SIDE AND 3" AT END CLEARANCE BETWEEN CASING AND CONCRETE, TYPICAL. SHEET: 8. SEE 17/S7.31 FOR BRBF PROTECTED ZONES. S7.32 CASING BURIED IN CONCRETE WELDED BRB GUSSET CONNECTION NTS 18 NTS 20 SHEET OF CL BM 4 MTL DECK PER PLAN GRID ROLLUDA ARCHITECTS, INC. TIE PL3/16 TO 6" STUDS 105 S MAIN ST, #323 (ORIENTATION VARIES) L5 & JOIST 4" SEATTLE, WA 98104 1/2" GAP, MAX B/ DECK EL PER PLAN SEE 15/S7.51 FOR STUDS PHONE (206)624-4222 FAX (206)624-4226 1/4 1/4 4 PER DECK NOTES L5 TO BM 1/4 JST SEAT TO BM 1/4 4 CONC FILL ON MTL 1/4" 1/4" TIE PL3/16x3x1'-4" PLAN VIEW 1/8 TIE PL3/16 TO DECK, SEE PLAN BENT PL & CONN PER 2/S7.40 5" L5 & JOIST 1/4 1/2" BENT PL1/4 x BTWN JSTS, 5" MTL ROOF DECK, 728 134th Street SW Suite 200 SEE PLAN Everett, Washington 98204 MAX ROOF SLOPE MTL DECK HOLD 6" CLR OF JST CL AT EE PLAN VIEW Ph: 425.741.3800 1/4 2-12 PER PLAN, COORD JST LOC W/ JST MFR COORD HT OF FILLER PL www.reidmiddleton.com PER ARCH CONT L5x5x5/16 TYP W/ JST SEAT HEIGHTS JST SEAT PER 1/S7.40 ©Copyright 2022 Reid Middleton, Inc. 2 1/2" BRG 3/16 2-12 PER 1/S7.40 AT CL BM MIN, TYP 5" AT CL BM HAN CR AT O STL FLR BM, SEE PLAN W8 WALL SUPPORT BM, N F WASH C PER . L O IN K SEE PLAN U E G E T T R A 19/S7.20 A O P T N STL BM PER PLAN S STL BM PER PLAN S JST PER PLAN P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SEE PLAN SIO ENG JST PER PLAN, TYP NAL 1/22 BEAM PER PLAN JOIST PER PLAN NOTE: (NOTE 1) 1/2 (COPE AS REQD) WHERE K-JOISTS ALIGN BOTH SIDES NOTE: STIFF PL1/4 1. BENT PLATE FILLER REQUIRED FOR BEAMS DENOTED "SFRS" OR "STRUT" (ON PLAN), BRACED STL BM PER PLAN PL SIZE & BOLTING FRAME BEAMS, AND PERIMETER ROOF BEAMS THAT ARE SET DOWN FOR JOIST SUPPORT. 1. CENTERLINE OF W8 IS INTENDED TO ALIGN WITH FACE OF PER 20/S7.20 BENT PLATE FILLER ALSO REQUIRED WHERE DECK ORIENTATION CHANGES. WHERE JOISTS ARE OFFSET STUD WALL AND WITH TRANSITION BETWEEN DECK TYPE. BEAM PER PLAN VERIFY DIMENSION PRIOR TO FABRICATION SLOPING JOIST AND STRAIGHT BEAM AT ADJACENT SPANS FILLER PLATE BETWEEN JOISTS JOIST OFFSET SUPPORT DETAIL K-JOISTS SUPPORT DETAIL SECOND FLOOR DECK TRANSITION DETAIL NTS 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 3/4" = 1'-0" 5 GRID PER ARCH 4 4 GRID CONT 18 GA TRACK L5 TO HSS COL 1/4 SEE 2/S7.40 FOR BENT PLATE BTWN BEAMS EL PER ARCH TIE PL3/16 TO BENT PL1/4x 5" CONT TIE PL3/16x3x1'-4" L5 & BEAM 3/16 1/4 4 L5 TO BENT PL1/4x CONT5" 1/4 4 BEAM 1/4 2-12 1/4" 1/4" CONT L5x5x5/16 SEE 2/S7.40 FOR FILLER MTL DECK PL (NOT SHOWN FOR CLARITY) ROOF SLOPE PER PLAN, TYP ROOF SLOPE 3/16 3-12 1/4" 1/4" 5'-6" MAX 1/2" VERTCLIP SLB600 BY THE PER ARCH CONT L5x5x5/16 PER ARCH ROOF DECK PER PLAN STEEL NETWORK W/ SEE ARCH FOR SLOPE (ORIENTATION VARIES PER PLAN) 1" (3) #12 SCREWS (BY MFR) TO 5" AT CL OF BM STUD AND (3) 0.14" DIA DRIVE T/ STL T/ STL ELEVATION PINS TO BENT PL, CLIP REQD EL PER PLAN PER PLAN EACH SIDE AT JAMB STUDS 1" 3/16 3-12 SEE ARCH FOR SHTHG CAP PL1/2 BM PER PLAN WHERE OCCURS PER SEE 15/S7.51 FOR STUDS BEAM PER PLAN W/ CONN PER 20/S7.20 ARCH COL PER PLAN BEAM L5 TO PL SIZE AND BOLTING PER PLAN 1/4 2-12 BEAM BM PER PLAN OR BF ELEVATION HEADER ABOVE NOTE: PER 20/S7.20, TYP OPNG PER 2/S7.51 1/2" MAX, PER NOTE: 1. SEE 1/S7.40 FOR ADDITIONAL INFORMATION NOT NOTED. PER 20/S7.20, TYP TYP HSS COL PER PLAN ARCH 6" STUDS SEE ARCH FOR 1. SEE 15/S7.40 FOR ADDITIONAL GLASS AND GLAZING INFORMATION NOT NOTED. OPENING WHERE OCCURS WHERE OCCURS SLOPING JOIST SLOPING BEAM AND STRAIGHT BEAM AT ADJACENT SPANS AND STRAIGHT BEAM AT ADJACENT SPANS PARAPET FRAMING DETAIL AT BEAM PARAPET FRAMING AT SLOPING ROOF NTS 6 NTS 7 3/4" = 1'-0" 9 3/4" = 1'-0" 10 GRID CONT 18 GA TRACK GRID PER 1'-0" 0"1/4" MIN, TYP 1'-0" 0"1/4" MIN, TYP 9/ 16" 9/ 16" EL PER ARCH ARCH EL PER ARCH MIN MIN NO. DATE REVISION GRID RIDGE PL 20GA CONT 18 GA TRACK SEE 2/S7.40 FOR 1/8 3-12 TYP BENT PL & CONN TYP 1/8 3-12 BENT PL1/4x CONT5" SEE 15/S7.51 FOR STUDS 1/4 2-12 BENT PL1/4x CONT5" VERTCLIP SLB600 BY THE JOIST PER PLAN L5x5x5/16 BTWN STEEL NETWORK W/ 1/4" TYP JOIST SEATS, TYP 3/16 3-12 (3) #12 SCREWS (BY MFR) TO HIP BM 1/4 2 1/2" TYP MTL DECK PER PLAN 5'-6" MAX 1/2" VERTCLIP SLB600 BY THE 1/2" STUD AND (3) 0.14" DIA DRIVE 5'-6" MAX TYP PER PLAN ROOF DECK PER PLAN 1/4 2 BENT PL1/4 BENT PL1/4 STEEL NETWORK W/ ROOF DECK PER PLAN PINS TO BENT PL, CLIP REQD (ORIENTATION VARIES PER PLAN) 1" (3) #12 SCREWS (BY MFR) TO 1/2" EACH SIDE AT JAMB STUDS P RIDGE BM STUD AND (3) 0.14" DIA DRIVE 5" Y T T/ STL ELEVATION PINS TO BENT PL, CLIP REQD T/ JOIST MTL DECK PER PLAN EACH SIDE AT JAMB STUDS 5" PER PLAN PER PLAN FOR SIZE, 1" GA & DIRECTION TYP 1'-0" 1'-0" 3/16 3-12 MIN9/ 16" 9/ 16" SEE 15/S7.51 FOR STUDS MIN BM PER PLAN SEE ARCH FOR SHTHG WHERE OCCURS W/ PL SIZE & BOLTING PER 20/S7.20, TYP CONN PER 20/S7.20 PER SEE ARCH FOR SHTHG PER ARCH CAP PL1/2 BEAM PER PLAN PER ARCH BM PER PLAN OR BF ELEV ARCH JOIST PER BEAM PER PLAN BEAM PER PLAN (COPE AS REDQ) VALLEY PER PLAN PL 20GA HEADER ABOVE ARCH B/ CEILING PER 20/S7.20, TYP OPNG PER 2/S7.51 BENT PL1/4 HEADER ABOVE PER ARCH SEE ARCH FOR OPNG PER 2/S7.51 COL PER PLAN VALLEY BM GLASS AND GLAZING SEE ARCH FOR WHERE OCCURS WHERE OCCURS OPENING GLASS AND GLAZING WHERE OCCURS WHERE OCCURS OPENING BEAMS AND JOISTS OVER HSS COLUMN METAL DECK TO RIDGE, HIP AND VALLEY BEAMS PARAPET FRAMING AT BEAM - OVER OPENINGS PARAPET FRAMING AT FLAT ROOF JOISTS NTS 11 NTS 13 3/4" = 1'-0" 14 3/4" = 1'-0" 15 GRID SEE PLAN FOR CL OF BM, FACE OF WALL & FACE OF L GRID GRID AT SIM PER PER 6 PER PER ARCH ARCH 1'-3" ARCH ARCH EL PER ARCH EL PER ARCH 1/8 6" SEE ARCH FOR SHTHG CONT 18 GA TRACK SEE 15/S7.51 FOR STUDS CONT 18 GA TRACK #4 x 2'-6" AT 18" OC ASTM A706 WELDABLE GRADE VERTCLIP SLB600 BY THE BENT PL1/4x CONT5" STEEL NETWORK W/ CONT L6x3x3/8 BENT PL1/4x CONT5" VERTCLIP SLB600 BY THE CONC FILL ON MTL (3) #12 SCREWS (BY MFR) TO CL BM STEEL NETWORK W/ MTL DECK PER PLAN 1/2" 5'-6" MAX DECK, SEE PLAN 1" CLR 1/2" (3) #12 SCREWS (BY MFR) TO SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1/2" STUD AND (3) 0.14" DIA DRIVE MTL DECK PER PLAN 5'-6" MAX PROJECT: PINS TO BENT PL, CLIP REQD 1/4 2-12 MTL DECK PER PLAN 1/2" STUD AND (3) 0.14" DIA DRIVE 1" EACH SIDE AT JAMB STUDS 1" PINS TO BENT PL, CLIP REQD BUILDING IDENTIFIER: EACH SIDE AT JAMB STUDS T/ STL ELEVATION MTL DECK PER PLAN 1/2" 1/2" CONT BENT PL 1/4 x 5" PER PLAN 1" CONT L5x5x5/16 BTWN JOISTS T/ STL ELEVATION A.1 BM PER PLAN PER PLAN SEE ARCH FOR SHTHG 1/4 2-12 BM PER PLAN 1/2" 1/4 2-12 SEE ARCH FOR SHTHG SHEET TITLE: SEE 15/S7.51 FOR STUDS PER ARCH BM PER PLAN SEE 15/S7.51 FOR STUDS ROOF FRAMING PER DETAILS ARCH BM PER PLAN PER PER ARCH BM PER PLAN B/ CEILING CL OF BM BM PER PLAN JOIST PER PLAN ARCH PER ARCH HEADER ABOVE NOTES: B/ CEILING OPNG PER 2/S7.51 HEADER ABOVE PER ARCH LEAD: PNC SEE ARCH FOR 1. CENTERLINE OF W8 IS INTENDED TO ALIGN WITH FACE OF STUD WALL AND WITH OPNG PER 2/S7.51 GLASS AND GLAZING TRANSITION BETWEEN DECK TYPE. VERIFY DIMENSION PRIOR TO FABRICATION. DRAFTER: RLC WHERE OCCURS WHERE OCCURS SEE ARCH FOR DATE: 1/21/2022 OPENING 2. COORDINATION WITH ARCHITECTURAL FOR SIMILAR LOCATIONS. GLASS AND GLAZING SHEET: WHERE OCCURS WHERE OCCURS OPENING S7.40 PARAPET FRAMING - WF BEAM PARALLEL SECOND FLOOR DECK TRANSITION DETAIL ROOF DECK AT EDGE PARAPET FRAMING - LH JOISTS PARALLEL 3/4" = 1'-0" 16 3/4" = 1'-0" 17 3/4" = 1'-0" 18 3/4" = 1'-0" 20 SHEET OF AT SIM LOC 1/4 GRID BENT PL1/4x CONT5" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 STL ANGLE, SEE PLAN CONT 18 GA TRACK SEATTLE, WA 98104 SEE 9/S7.41 AT T/ 3" TO FACE OF STUD 3/16 3-12 PHONE (206)624-4222 POST LOCATIONS, VERTCLIP SLB600 BY THE FAX (206)624-4226 BEYOND, TYP ROOF DECK PER PLAN 1/2" STEEL NETWORK W/ 9" GRIND SMOOTH BACKING 1/4 CORNER (ORIENTATION VARIES PER PLAN) 1" (3) #12 SCREWS (BY MFR) TO 1/2 PL3/4xREQD, TYP T+1/4 AS REQD STUD AND (3) 0.14" DIA DRIVE PER ARCH T/ STL ELEVATION PINS TO BENT PL, CLIP REQD WT9x23x0'-6" 728 134th Street SW Suite 200 HSS BM PER PLAN PER PLAN EACH SIDE AT JAMB STUDS Everett, Washington 98204 T/ STL SEE ARCH FOR ROOFING SIMPSON XDNI AT Ph: 425.741.3800 GRIND SMOOTH EL PER PLAN www.reidmiddleton.com 6" OC (2 ROWS) 1/2 1" ©Copyright 2022 Reid Middleton, Inc. SUNSHADE AND BACKING 3/16 3-12 CONT 600S162-43 CONN PER SUNSHADE AS REQD T+1/4 SUPPLIER, TYP BM PER PLAN B/ STL BM WHERE OCCURS W/ ATHAN CR CP, PL TO HSS HSS PER PLAN SEE ARCH FOR SHTHG N F WASH OC 10'-0" FROM FF CONN PER 20/S7.20 PER L O IN K WT9x23 BACKING AS REQD, TYP U E G E MTL DECK PER PLAN BM PER PLAN OR T T R A STL BM, SEE PLAN A O P ARCH BF ELEVATION T N #10 SCREWS PER ARCH S 1/2" MIN HSS COL PER PLAN SEE 15/S7.51 FOR STUDS S P T R AT 6" OC ES R R E R U E THROAT O C 37358 N E F T GI E ES URAL EN IN BM PER PLAN 6" 3'-0" NOTE: SIO ENG CONT T600S162 NAL 2 HEADER ABOVE 1/21/2 MAX NOTE: OPNG PER 2/S7.51 1. "T" INDICATES HSS BEAM WALL THICKNESS. 1. "T" INDICATES HSS BEAM WALL THICKNESS. SEE ARCH FOR GLASS AND GLAZING WHERE OCCURS WHERE OCCURS OPENING CANOPY EDGE DETAIL CONNECTION SUPPORT SUNSHADE HSS BEAM / COLUMN MOMENT CONNECTION EDGE ANGLE CONNECTION DETAIL WALL FRAMING AT BEAM - OVER OPENINGS 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 3/4" = 1'-0" 5 1/4 CL CL 1/4 1'-0" FULL PENETRATION BACKING GRIND SMOOTH T+1/4 AS REQD BACKING BEAM PER PLAN T+1/4 AS REQD CAP PL1/4 BM PER PLAN 2" SLOTTED HOLE IN BEAM (VERTICALLY LONG SLOTTED) 2" T/ STL EL PER PLAN 2" BACKING PL3/8x4x0'-4" AS REQD T+1/4 1" HSS3x3x1/4 BACKING 2" FULL PENETRATION PL1/2x6x0'-9" W/ (2) 3/4" DIA BOLTS GRIND SMOOTH AS REQD T+1/4 HSS PER PLAN 2" SHIM AS REQD 1" PL1/2x7x0'-8" W/ PL3/8x4x0'-7" BM PER PLAN HSS COL PER PLAN 3/4" DIA THRU BOLT IN VERTICALLY LONG NOTE: SLOTTED HOLE NOTE: 1. "T" INDICATES HSS BEAM WALL THICKNESS. 1/4 HSS6x4x1/4 (LLV) SLOTTED TO RECEIVE PLATE BM TO PL 1. "T" INDICATES HSS BEAM WALL THICKNESS. 1/4 CORNER CONNECTION AT CANOPY HSS BEAM / COLUMN SUPPORT - FOR CANOPY HSS BEAM / COLUMN SUPPORT - FOR CANOPY CANOPY/SUNSHADE COLUMN SUPPORT 3/4" = 1'-0" 6 3/4" = 1'-0" 7 3/4" = 1'-0" 8 3/4" = 1'-0" 9 NO. DATE REVISION CL BM BM PER PLAN STIFF PL5/16, TYP 3 SIDES 3/16 TYP PL TO BM, TYP 2" 1/4 3/4" , GAP 3/4" DIA THRU-BOLT IN VERTICALLY LONG SLOTTED HOLE HSS PER PLAN STORE-FRONT HSS COLUMN SUPPORT TO BEAM 1 1/2" = 1'-0" 11 A CL CAP PL1/4 A 2'-0" CL 2'-0" 1/2" MAX. TYP PL3/8x6x1'-6" TYP HSS6x6x3/8 @ 6'-8" OC MAX (COORD W/ BM LOC PER PLAN) MTL DECK PER PLAN W8x15 AT STUD WALL 19A SECT 1/4 STIFF PL3/8 EACH SIDE MTL DECK PER PLAN HSS6x6x3/8 19B SECT PL5/8x7x0'-7" MTL DECK PER PLAN STIFF PL3/8 EACH SIDE 1/4 5'-0" MAX BM PER PLAN SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONT C6x8.2 FLAT 1/4 1/2" CLR L4x4x3/8x0'-6" 1/4 1/4 PROJECT: MTL DECK PER PLAN MTL DECK BUILDING IDENTIFIER: 1/4 1/4 19B SECTION BM PER PLAN PER PLAN 6" STUDS CONT T600S162 BM PER PLAN 1/4 STIFF PL3/8 1/4 A.1 1/4 CONT T600S162-43 EACH SIDE PL SIZING AND 1/8 2-8 6" STUDS SEE ARCH FOR SHTHG 1/4 L4x4x3/8 @ 6'-3" OC MAX SIMPSON XDNI AT 6" OC BOLTS PER 20/S7.20 1/4 #10 SCREWS EACH SHEET TITLE: 1/4 STIFF PL3/8 EACH SIDE LINE UP W/ BM SIDE EACH STUD T&B W8x15 BM AT 6'-0" OC TO 1/4 ROOF FRAMING ALT COPE AS REQD, TYP SEE ARCH 6" PER ARCHSEE 15/S7.51 FOR STUDS BM PER PLAN #10 SCREWS AT MATCH HSS6x6 POSTS ABOVE BM PER PLAN DETAILS FOR SHTHG 6" OC ES,T YP (4) #10 SCREWS L3x3x1/4 AT 32" OC STIFF PL3/8 EACH SIDE L3x3x1/4 AT 6'-8" OC (COPE AS REQD) (4) #10 SCREWS SEE 11/S7.50 FOR SIMPSON XDNI @ 6" OC #10 SCREWS EACH STUD EACH SIDE (COPE AS REQD) LINE UP W/ DEFLECTION TRACK CONT 18 GA TRACK TOP AND BOTTOM (2) SCREWS THROUGH (2 ROWS) T&B PER ARCH POST ABOVE PER PLAN LEAD: PNC SEE 15/S7.51 FOR STUDS BOTTOM TRACK INTO #10 SCREWS EACH #10 SCREWS EACH DRAFTER: RLC SEE ARCH FOR STOREFRONT EACH METAL DECK FLUTE CONT 18 GA TRACK SEE ARCH FOR SHTHG STUD EACH SIDE STUD EACH SIDE NOTE: DATE: 1/21/2022 SEE ARCH FOR STOREFRONT SHEET: CONT 18 GA TRACK TOP AND BOTTOM 1. SEE 19/S7.41 FOR ADDITIONAL INFORMATION NOT SHOWN. SEE ARCH FOR STOREFRONT S7.41 CHANNEL TO ROOF BEAM CONNECTION STOREFRONT PERPENDICULAR TO FRAMING 19A SECTION ROOF PARAPET AT LOBBY STOREFRONT ROOF PARAPET AT GRID A 3/4" = 1'-0" 16 3/4" = 1'-0" 17 3/4" = 1'-0" 19 3/4" = 1'-0" 20 SHEET OF STRINGER PER PLAN ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 CJP PHONE (206)624-4222 FAX (206)624-4226 STRINGER PER PLAN PLAN VIEW AT CORNER 728 134th Street SW Suite 200 CJP Everett, Washington 98204 CHANNEL Ph: 425.741.3800 CONC FILL, TYP STRINGER PER PLAN www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. PL1/4xREQD HAN CR AT O N F WASH C TREAD TO L O IN K U E G E T T R STRINGER, TYP A 3/16 2 @ 4 A O P T N S S P T R TREAD EDGE TO R R E R U E O C 37358 N E 3/16 2 @ 4 TREAD FACE, TYP F T GI E ES URAL EN IN SIO ENG NAL 2 1/21/2 BENT PL 3/16 TREADS, DIMENSIONS ARCH, TYP NOTE: 1. SEE ARCHITECTURAL FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMMATION. ELEVATION VIEW AT BEND TYPICAL TREADS TO STAIR STRINGER TYPICAL MITERED STRINGER CONNECTION 1 1/2" = 1'-0" 3 1 1/2" = 1'-0" 4 1/2" DIA DBA x 2'-6" @ 12" DECK AND TOPPING PER PLAN DECK AND TOPPING PER PLAN COORD DECK EDGE CAP PL1/4 W/ STAIR BM AT LANDING, SEE PLAN GEOMETRY STAIR STRINGER COORD DECK EDGE L2 1/2 x 2 1/2 x 1/4 LEDGER SEE PLAN W/ STAIR GEOMETRY 4" ANGLE MAX BENT PL3/16 TO CHANNEL 1/4 3 @ 6 SEE 20/S7.22 SIM FOR CONN, TYP CHANNEL PER PLAN 1/8 3 @ 6 HSS COL PER PLAN CHANNEL PER PLAN NOTE: NOTE: NOTE: 1. SEE 3/7.20 FOR ADDITIONAL INFORMATION. 1. SEE 3/7.20 FOR ADDITIONAL INFORMATION. 1. SEE 4/S7.20 FOR ADDITIONAL INFORMATION. TYPICAL STAIR STRINGER TYPICAL RECESSED LANDING TO STAIR CONNECTION TYPICAL LANDING-TO-STAIR TRANSITION TYPICAL LANDING SUPPORT AT STAIR AND LANDING BEAM TO HSS COLUMN 1 1/2" = 1'-0" 7 1 1/2" = 1'-0" 8 1 1/2" = 1'-0" 9 3/4" = 1'-0" 10 1 1/2" TYP NO. DATE REVISION 2" PL3/8xREQD (ALIGN PL ON OPP 3 SIDES, TYP 5/16 1/4 SIDE OF STRINGER FROM RISERS) SEE 4/S7.42 FOR STRINGER BEND PL3/4x7x0'-10" W/ PY END PL1/4 1 1/2"T (4) 3/4" DIA A325N BOLTS 15A SECTION 1/8 BEAM PER PLAN 5/16 1/4 LOWER STRINGER CONNECTION 1/4 ELEVATION VIEW AT BEND NOTE: NOTE: 15A SECTION 1. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMATION. 1. SEE ARCHITECTURAL AND PLAN FOR ADDITIONAL GEOMETRY AND DIMENSIONAL INFORMATION. HSS COL PER PLAN LOWER STRINGER CONNECTION UPPER STRINGER CONNECTION TYPICAL HSS KING POST AT STAIRS 1 1/2" = 1'-0" 13 1 1/2" = 1'-0" 14 3/4" = 1'-0" 15 1 1/2" TYP 1/4 STRINGER PER PLAN PL 3/4 x 6 1/2 x 1'-0" W/ PY 1 1/2"T (4) 3/4" DIA A325N BOLTS 14A SECTION SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1/8 7/8" DIA TR, CP WELD TO BM MTL DECK AND CONC PROJECT: TOPPING PER PLAN BUILDING IDENTIFIER: CONC FILL ON MTL #4x2'-6" @ 16" ASTM A706 DECK, SEE PLAN 1"WELDABLE GRADE CONT L6x6x1/2 A.1 1/4" WRAP STRINGER AND PL W/ SHEET TITLE: 1 1/2" THIKC COMPRESSABLE 1/4 2-12 TYPICAL STAIR MATERIAL AT CONC FILL 1/2" FRAMING DETAILS PL5/8xREQD W/ (1) 3" LSH STIFF PL3/8 1/4 EACH SIDE 1/4 STL BM, SEE PLAN BEAM PER PLAN LEAD: PNC 14A SECTION DRAFTER: RLC 3 SIDES, TYP 1/4 STIFF PL3/8, ES OF BM DATE: 1/21/2022 HSS COL PER PLAN SHEET: S7.42 STRINGER CONNECTION AT LEVEL 2 TYPICAL HSS KING POST AT STAIR - 2ND FLOOR 3/4" = 1'-0" 19 3/4" = 1'-0" 20 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SIO ENG NAL 2 1/21/2 LOAD PER PLAN OR DETAILS ROOF JST PER PLAN ADDL WEB MEMBER AS REQD BY JST MFR ADDITIONAL WEB AT STEEL JOISTS NTS 10 NO. DATE REVISION JST PER PLAN (BM WHERE OCCURS) FALL ARREST ANCH PER D-RING PER FALL PROTECTION FALL PROTECTION MAXIMUM IMPACT LOAD PER FALL PROTECTION 20A SECTION 20B SECTION ROOF BM PER PLAN (3) SIDES, TYP (SLOPE VARIES) 5/16 COORD WITH FALL (2) STIFF PL3/8x3 EACH SIDE PROTECTION ANCHOR WIDTH NOTE: PLAN 1. SEE FALL PROTECTION PLAN FOR LOCATIONS AND QUANTITIES OF ANCHORS. DETAIL DETAIL 1 2 AT WF BEAMS AT JOISTS CL ANCHOR PER PLAN SEE DETAIL 1 SIM 1/4 JST MFR SHALL DESIGN JST TO SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 SUPPORT 1.6 K POINT LOAD IN PROJECT: L6x6x1/2x0'-4" EITHER DIRECTION AT EA C6 1'-6" CTR ON C6 WEB ROOF DECK BUILDING IDENTIFIER: PER PLAN 1'-6" MAX 20A SECTION A.1 SHEET TITLE: " MISCELLANEOUS ROOF JST PER PLAN 4 1/4 5/16 ROOF FRAMING (BM WHERE OCCURS) HSS6x4x1/2 CTR DETAILS ADD FIELD INSTALLED WEB C6x8.2 BTWN BTWN ROOF JST MEMBER PER JST FABRICATOR'S ROOF JOISTS, TYP 1/2" MAX RECOMMENDATIONS, SEE 10/S7.45 3'-0" LEAD: PNC DRAFTER: RLC DATE: 1/21/2022 20A SECTION 20B SECTION SHEET: S7.45 TYPICAL ROOF DECK ANCHOR DETAIL NTS 20 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 t 1 1/2-36 PHONE (206)624-4222 CONN TRACK TO JAMB STUDS FAX (206)624-4226 WHERE STUDS OR JST BEYOND PER 7/S7.50 TRACK TO MATCH TOTAL ARE SHOWN TO ABUT, JAMB STUDS WELD AS SHOWN STUD WIDTH, EACH SIDE PER 4/S7.50 AND 5/S7.50 AND MTL FRAMING NOTES JAMB STUDS 728 134th Street SW Suite 200 4" LONG STUD PIECE PER 4/S7.50 AND 5/S7.50 Everett, Washington 98204 Ph: 425.741.3800 FASTENED TO JAMB STUD AND MTL FRAMING NOTES www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. (ALT-USE CLIP L) HEADER TRACK CUT FLG & BEND WEB HAN CR JAMB STUDS NAT WA O F SH C TO FORM A 4" OVERLAP W/ L O IN K PER 4/S7.50 AND 5/S7.50 U E G E T T R (2) SCREWS EACH SIDE A A O P AND MTL FRAMING NOTES t 1 1/2-36 T N S SCREWS @ 2'-0" OC S PLAN P T R R R E R TYP (6) PLCS O U 37358 E E CT IN E F G (1) SCREW EACH SIDE ES URAL EN IN SIO ENG NAL 2 NOTES: SCREWS @ 2'-0" OC 1/21/2 TYP (4) PLCS SILL TRACK SAME AS HEADER 1. t = GAGE OF MATERIAL CONNECTED. TRACK WHERE OCCURS HEADER TRACK PLAN HEADER TRACK 2. THIS DETAIL APPLIES WHERE (2) OR MORE STUDS ARE GROUPED TOGETHER. TYPICAL NON-BEARING HEADER CONNECTION TYPICAL NON-BEARING HEADER CONNECTION TYPICAL NON-BEARING HEADER CONNECTION TYPICAL WELDED STUD GROUP TYPICAL STUD GROUP WITH SCREWS NTS 1 NTS 2 NTS 3 NTS 4 NTS 5 STUDS, PER PLAN OR PER 4/S7.50 AND 5/S7.50 4'-0" MAX L16 GA x 1 1/2 x 1 1/2 L 1 1/2 x 1 1/2, SAME GA AS STUD, BRIDGE CLIP, TYP LENGTH = STUD WIDTH LESS 1/2" METAL STUD WALL TYPES OR STUD MAX WALL STUD DRIVE PIN SPACE (4) SCREWS TRACK STUD TYPE DEPTH HEIGHT SPACING AT TRACKS, UNO SAME GA AS STUD 1/S7.502/S7.503/S7.50 W/ 1" WIDE FLG MIN 16" OC 162S125-33 1 5/8" 8'-0" 10" OC TYP STUDS, PER NOTES 24" OC (2) 162S125-33 METAL FRAMING NOTES: 16" OC (2) 162S125-33 10'-0" 8" OC 24" OC (2) 162S125-33 1. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE USE (3) SCREWS 16" OC (2) 162S125-33 GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE. - - TO ATTACH L TO WEB STUD GROUP, EACH SIDE OF 12'-0" 24" OC (2) 162S125-33 6" OC 16 GA 1-(3) SIDES OPNG PER 4/S7.50 AND 5/S7.50 16" OC (2) 162S125-33 2. METAL FRAMING AND STRAP BRACING SHALL BE GALVANIZED UNLESS NOTED OTHERWISE 18 GA BRIDGING 14'-0" 5" OC CONFORMING AS FOLLOWS: 24" OC (2) 162S125-33 CHANNEL @ 4'-0" OC 16" OC 250S125-33 12, 14, 16 GAGE ASTM A653, QUALITY SQUARE GRADE 50, CLASS 1 VERT MAX, TYP NOTES: 2 1/2" 8'-0" 10" OC 18, 20 GAGE ASTM A653, QUALITY SQUARE GRADE 33. 24" OC 250S125-33 1. STUD WEBS SHALL BEAR AGAINST TRACK WEBS. 16" OC 250S125-33 10'-0" 8" OC 3. ALL STUDS AND STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK 24" OC 250S125-43 AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD. WALLS WHICH NOTES: 2. ATTACH ANGLE TO TRACK WITH SCREWS WHERE POSSIBLE. WHERE TRACKS IS ON 16" OC 250S125-43 HAVE SHEATHING CONNECTED ON ONE SIDE ONLY SHALL HAVE UNSHEATHED FLANGES CONCRETE OR AGAINST STEEL, SHOOT (2) .138 MINIMUM DIA DRIVE PINS THROUGH 12'-0" 6" OC HEADER & SILL SEE 1/S7.50, 2/S7.50 OR 3/S7.50 24" OC (2) 250S125-33 LATERALLY SUPPORTED PER DETAIL. 1. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING IS ATTACHED TO BOTH EACH ANGLE INTO CONCRETE OR STEEL. 16" OC (2) 250S125-33 FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND 14'-0" 5" OC 24" OC (2) 250S125-43 4. TRACK SECTIONS SHALL BE UNPUNCHED WITH GAGE MATCHING STUDS, AND HAVE LEAST RESISTANCE TO BOTH ROTATIONAL AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. 3. ALL STUDS SUBJECT TO WIND LOADING SHALL BE ATTACHED TO TOP AND BOTTOM TRACKS AS SHOWN. 16" OC 362S137-33 1" FLANGES. 3 5/8" 8'-0" 10" OC 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN. 24" OC 362S137-33 5. WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL 16" OC 362S137-33 10'-0" 8" OC BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. 24" OC 362S137-43 TYPICAL BRIDGING DETAILS TYPICAL FIXED TRACK CONNECTION TYPICAL OPENING IN NON-BEARING WALL 16" OC 362S162-43 6. SCREWS TO BE #8 SIZE, UNLESS NOTED OTHERWISE. 12'-0" 6" OC NTS 6 NTS 7 NTS 8 24" OC 362S162-68 16" OC 362S162-68 7. WALL FRAMING: 14'-0" 5" OC 24" OC 362S200-68 TWO STUD MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH 16" OC 400S137-33 SIDE OF ALL OPENINGS. SEE DETAIL FOR FRAMING OF OPENINGS, UNLESS NOTED 4" 8'-0" 10" OC OTHERWISE. 24" OC 400S137-33 8. SEE DETAIL FOR REQUIRED BRIDGING. NO. DATE REVISION 16" OC 400S162-33 10'-0" 8" OC SIM 24" OC 400S200-43 9. SEE ARCHITECTURAL FOR SIZING AND DETAILING OF INTERIOR NON-BEARING WALLS. 20 20 20 16" OC 600S137-33 S7.50 S7.50 S7.50 CONT 400T125-43 FOR SDS < 1.45, 400T125-45 6" 10'-0" 8" OC FOR 1.45 < SDS< 1.95 (2) #10 SMS @ EACH STUD 24" OC 600S137-33 10. TRACK CONNECTED TO CONCRETE OR STRUCTURAL STEEL SHALL BE FASTENED DEFLECTION TRACK 16" OC 600S137-33 WITH .138" MINIMUM DIAMETER DRIVE PINS AT SPACING PER TABLE BELOW. 12'-0" 6" OC ATTACH DEFLECTION 24" OC 600S137-33 TRACK STRUCTURE 16" OC 600S162-33 14'-0" 6" OC 24" OC 600S200-43 GAP TO ALL FOR DEFLECTION ENGINNER OF RECORD 16" OC 600S200-43 16'-0" 5" OC VERIFY GAP DEPTH 24" OC 600S200-68 16" OC 800S137-33 1 3 / 4 " 8" 8'-0" 10" OC 24" OC 800S137-33 16" OC 800S137-33 DIAG BRACE PER NOTE 1 @ 48" 10'-0" 8" OC BRIDGING MAXIMUM 24" OC 800S137-33 OC W/ (4) #10 SMS @ EA END 12" BELOW DO NOT SCREW DEFLECTION 16" OC 800S137-43 FOR 6'-0" < "L" < 10'-0" USE DIAG 1:1 CROSS 3" STRAP 12'-0" 6" OC DEFLECTION TRACK WEB TRACK TO WALL STUDS 24" OC 800S137-43 DOUBLE STUD PER DETAIL A BRACING (MATCH STUD GAGE) OR ATTACH FINISH TO W/ (2) #10 SMS TO EACH STUD 16" OC 800S137-43 14'-0" 6" OC DEFLECTION TRACK "L 24" OC 800S162-33 " WALL STUD STUDS PER NOTE 1 @ 16" OC W/ (2) #10 SMS @ EACH STUD TO STUD CONNECTION (4) #10 SMS A DIAG BRACE 7'-0" MAX TO VERT STUD CONN, TYP DEFLECTION TRACK METAL FRAMING NOTES NTS 11 NTS 15 DIAG 1:1 CROSS 3" STRAP BRACING (MATCH STUD GAGE) ALTERNATE BRACE 33 ML MIN BARE METAL DECK 33 ML MIN BARE METAL DECK W/ (2) #10 SMS TO EACH STUD CONFIGURATION TOP TRACK PER 9 & 18/S7.50 W/ CONT STUD PER (2) #10 SMS INTO Z-CLIP, SEE NOTE 1 FIRE PROOFING WHERE OCCURS, 1 1/2" TYP NOTE 1 W/ (2) #10 FOR METAL DECK W/ FIRE TOP TRACK PER 9 & 18/S7.50 W/ (2) 4" FIRE PROOFING WHERE OCCURS, SMS EACH STUD PROOFING 54 ML x 4" FLAT STRAP #10 SMS INTO Z-CLIP, SEE NOTE 1 FOR METAL DECK W/ FIRE PROOFING 54 ML x 4" FLAT STRAP CAN BE USED IN LIEU OF Z-CLIP CAN BE USED IN LIEU OF Z-CLIP FINISHED CEILING 10"MIN 1 1/ 2"1 1/2" 1 1/ 2"1 1/2" 10"MIN 1 1/2" 1 1/2" STUDS PER NOTE 1 @ 16" OC W/ (2) #10 SMS @ EACH STUD (3) #10 SMS TYP UNO x 54 MIL W/ (2) #10 SMS x 54 MIL W/ (2) #10 SMS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 TO STUD CONNECTION 1'-0" MAXDISTANCE PARTITION WALL STUD TO BOTTOM FLUTE OF DECK; TO BOTTOM FLUTE OF DECK; @ 16" OC MAX PER @ 32" OC @ PART WALL CONDITION "A" & "B" PARTITION WALL STUD @ 32" OC @ PART WALL CONDITION "A" & "B" PROJECT: 3'-0" MAX SCHED SEE 15/S7.50 @ 16" OC @ PART WALL CONDITION "C" & "D" @ 16" OC MAX PER @ 16" OC @ PART WALL CONDITION "C" & "D" BUILDING IDENTIFIER: SCHED SEE 15/S7.50 USE MIN 400T100-33 FOR NOTES: ANCHORAGE TO METAL RF DECK ANCHORAGE TO METAL RF DECK SDS< 1.45 & 400T100-43 (FLUTES PARALLEL TO PARTITION WALL) A (FLUTES PARALLEL TO PARTITION WALL) B A.1 FOR 1.45 < SDS< 1.95 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, NOTES: SHEET TITLE: EQUIPMENT OR CABINETS. TYPICAL 1. SEE TOP CONNECTION DEMAND SCHEDULE ON S7.50 NON-BEARING #10 SMS @ METAL FRAMING 10" OC, TYP 2. RPD IN RESPONSIBLE CHARGE TO EVAULTE STEEL DECK FOR CAPACITY. DETAILS DOUBLE STUD BRACE 3. SEE SX.XX FOR TYPICAL PARTITION WALL CONDITIONS. A LEAD: PNC 4. CONNECTION SPACING SHOWN ABOVE REPRESENTS MAXIMUM SPACING. DECREASE DRAFTER: RLC SPACING AS REQUIRED TO COORDINATE WITH METAL DECK FLUTE SPACING. DATE: 1/21/2022 SHEET: 5. DETAIL APPLIES TO ALL PARTITION WALL CONDITIONS AND ALL SDSCATERGORIES. S7.50 DOUBLE STUD CONNECTION ANCHORAGE TO METAL ROOF DECK NTS 18 NTS 20 SHEET OF STUDS PER STL BM PER PLAN DETAILS & 15/S7.51 ATTACH TRACK W/ (CONC SLAB WHERE OCCURS) #8 SCREWS @ 4" OC STAGGER (2) ROWS OF 0.14" DIA DRIVE PINS (3) #12 SCREWS SUPPLIED @ 32" OC TO BM OR SLAB ABOVE 16 GA TRACK W/ VERTICLIP, INSTALL 1" FROM ROLLUDA ARCHITECTS, INC. CONT 16GA TRACK W/ BM PER PLAN TOP OF 1 1/2" VERT SLOTS IN CLIP 105 S MAIN ST, #323 t 1 1/2-36 SEATTLE, WA 98104 #8 SCREWS @ 6" OC, TYP 2" FLANGES, SPLICE PER 20/S7.51 (CONC SLAB WHERE OCCURS) SEE ARCH FOR JT LOC PHONE (206)624-4222 DEFECTION TRACK PER DETAIL AT LEFT WHERE STUDS OR JST FAX (206)624-4226 DEFECTION HEADER PER SCHED ALLOWANCE 3/4" ALLOWANCE 3/4" ARE SHOWN TO ABUT, OPTIONAL THIRD TRACK & WELD AS SHOWN ATTACHMENT AS REQD PER SCHED DRIFTCLIP DSL800 BY THE STL NETWORK ES OF JAMB STUDS #8 SCREWS ATTACH TO BM ABOVE W/ 10"8" @ 6" OC, TYP . CONNECT SILL TO JAMB STUDS 10" MIN FOR ≤ 15'-0" 728 134th Street SW Suite 200 16 GA TRACK W/ (3) 0.14" DIA DRIVE PINS AT CL Everett, Washington 98204 BEYOND W/ CLIPS PER 8/S7.51 T&B OF BUILT-UP SECTION 2" MIN LEGS HORIZ LEG @ 3" OC MIN (USE (3) Ph: 425.741.3800 OPENING #10 SCREWS TO TRACK ABOVE www.reidmiddleton.com ©Copyright 2022 Reid Middleton, Inc. FOR 15'-0" < H ≤ 31'-0" WHERE NO BM OCCURS ) HEADER PER 2/S7.51 UNO STUDS 14 GA TRACK W/ OPTIONAL SECOND TRACK IF HEADER CONT 16 GA TRACK W/ (3) #10 @ 2" OC EACH SIDE 2" MIN LEGS HAN CR REQUIRES (3) TRACKS PER SCHED 2" FLANGES, SPLICE PER 20/S7.51 BRIDGING JAMB STUDS PER 8/S7.51 NAT A O F W SH C WELD PER 5/S7.51 L O IN K PER 10/S7.51 U E G E T T R CLIPS PER 8/S7.51 t 1 1/2-36 A O CONT 16 GA STUD W/ 2" FLANGES A P T N S T&B TO JAMB STUD 9" JAMB STUDS PER ARCH & (NO SPLICES), CONNECT TO TRACK PLAN S 15/S7.51 (WELD PER 5/S5.75) W/ #8 SCREWS @ 6" OC EACH SIDE HEADER & SILL SECTION P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN HEADER HEADER NUMBER OF TYPICAL WALL STUDS 12" STUDS AND JAMB STUDS SIO ENG NAL 2 TYPE TYPE TRACKS 1/21/2 TYPICAL JAMB CONNECTION NOTES: >2'-0" (2) 362S162-68 (3) NOTE: (SEE 19/S7.51 AT CONNECTION TO STEEL COLUMNS) 2'-0" TO 4'-0" (2) 400S200-68 (2) 1. t = GAGE OF MATERIAL CONNECTED. 1. CONNECTIONS SHOWN THIS DETAIL APPLY TO THE TOP OF TYPICAL SIMPLE 4'-0" TO 8'-0" (2) 600S200-68 (2) SPANNING WALL STUDS WHERE DEFECTION ALLOWANCE OCCURS. 8'-0" TO 10'-0" (2) 800S200-68 (2) 2. THIS DETAIL APPLIES WHERE (2) OR MORE STUDS ARE GROUPED TOGETHER. 10'-0" TO 12'-0" (2) 1200S200-68 (2) HEADER TO JAMB STUD CONNECTION1 HEADER AND SILL SECTION1 NON-LOAD BEARING METAL STUD CONNECTION1 TYPICAL WELDED STUD GROUP NTS 1 NTS 2 NTS 4 NTS 5 NO PUNCHOUT SHALL USE (3) #8 SCREWS TO MULTI STUD POST & JAMB STUDS OCCUR WITHIN 12" FROM STUD PER PLAN OR DET ATTACH ANGLE TO WEB PER 6/S7.51, WELD PER 5/S7.51 L16 GA x 1 1/2 x 1 1/2 END OF STUDS, TYP BRIDGE CLIP, TYP BLKG (SAME MATL AS STUDS) 1 0.14 DIA DRIVE PINS W/ SPACING @ 6'-0" OC HORIZ AND AT STRAP LOC (4) SCREWS S7.51 STUDS MUST BE PER 15/S7.51 TO STL OR CONC CLIP L 1 1/2 x 1 1/2 x 16 GA FULLY SEATED SPRT (EMBED 1 1/2" AT CONC) LENGTH = STUD WIDTH LESS 1/2" GYPSUM WALL BEND WEB OF BLKG & CONN CLIP EACH SIDE TO EA STUD W/ (2) SCREWS AGAINST TRACK, TYP ATTACH W/ (2) ROWS OF BOARD PER ARCH AT JAMB STUDS #8 SCREWS @ 16" OC TO MTL TRACK PER 15/S7.51 2 OR WOOD FRAMING SUPPORTS S7.51 TRACK PER 15/S7.51 W/ W/ 1" MIN LEGS (16 GA MIN) - - 16 GA 1/2 HDR PER 1" MIN LEGS (16 GA, MIN) 2/S7.51, SEE ARCH FOR LOC 150u50-54 BRIDGING CHANNEL @ 4'-0" OC SILL ARCH MAX VERTICALLY, TYP (4) SCREWS REQD AT EACH BLKG MEMBER #8 SCREW ES (2) 0.14 DIA DRIVE PINS TO STL OR CONC 1 1/2" x 20 GA CONT STRAPS @ 2'-0" OC VERT, CONN TO EACH SUPPORTS (EMBED 1 1/2" AT CONC) ATTACH W/ STUD W/ (1) SCREW & TO EACH BLK MEMBER W/ (4) SCREWS TYP STUDS PER NOTES (3) #8 SCREWS TO MTL OR WD FRAMING SUPPORTS NOTES: TYPICAL WALL STUDS MULTI-STUD POSTS / JAMB STUDS AND 12" STUDS PLAN 1. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING IS ATTACHED TO BOTH JAMB STUDS EACH SIDE OF 1/ 8" FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND OPNG, SEE ARCH FOR NOTES: RESISTANCE TO BOTH ROTATIONAL AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. LOCATION OF OPENINGS, WELD TOGETHER PER 5/S7.51, TYP 1. CONNECTIONS SHOWN ON THIS DETAIL APPLY TO THE TOP OR BOTTOM OF TYPICAL SIMPLE SPANNING 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN. WALL STUDS SUBJECT TO WIND LOADING. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS TYPICAL OPENING IN EXTERIOR WALL1 OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. STUD CONNECTION TO BOTTOM TRACK1 FLANGE BRACING WHERE ONE SIDE SHEATHED TYPICAL BRIDGING DETAILS NTS 6 NTS 8 NTS 9 NTS 10 STRUCTURE ABOVE, SEE 20/S7.50 FOR METAL STUD WALL TYPES APPROPRIATE B STUD MAX WALL STUD DRIVE PIN SPACE CONNECTION DETAILS STUD TYPE 54 MIL UNPUNCHED OUTER TRACK DEPTH HEIGHT SPACING AT TRACKS, UNO NO. DATE REVISION W/ 2" FLANGES ATL: 16" OC 400S137-33 PROVIDE VERTICALLY 4" 8'-0" 10" OC 24" OC 400S137-33 "X" SLOTTED TOP TRACK PER B 16" OC 400S162-33 10'-0" 8" OC 10" MIN NOTES: 24" OC 400S200-43 16" OC 600S137-33 TO FIRST PUNCH (2) ROWS OF 6" 10'-0" 8" OC 1. DO NOT CONNECT OUTER TO INNER TRACK OR STUD (DETAIL A ONLY). 24" OC 600S137-33 (4) #12 SCREWS "X" 16" OC 600S137-33 INNER DEEP LEG TRACK TO 2. DO NOT CONNECT WALL FINISH TO OUTER TRACK (DETAIL A & B). EACH SIDE OF SPLICE 12'-0" 6" OC 24" OC 600S137-33 MATCH WALL STUD SIZE @ GAGE 16" OC 600S162-33 3. GAP "X" - BY RDP IN RESPONSIBLE CHARGE, 1/2" MIN. TO 3/4" MAX. 14'-0" 6" OC TRACK 24" OC 600S200-43 PARTITION WALL STUDS @ 16" OC MAX PER SCHEDULE, SEE XXX 4. RDP IN RESPONSIBLE CHARGE TO VERIFY "UL" RATING FOR HEAD OF WALL 16'-0" 16" OC 600S200-43 5" OC FOR LATERAL BRACING ASSEMBLY. APPROVED FIRE RESISTANT ASSEMBLY REQUIRED. 24" OC 600S200-68 REQUIREMENTS SEE 18/S7.50 SHTHG WHERE OCCURS METAL FRAMING NOTES: 5. DETAIL B TO BE USED WHERE ONLY VERTICAL SLIP REQUIRED. WHERE NESTED TOP TRACK A HORIZONTAL, IN PLANE SLIP IS REQUIRED, USE DETAIL A, DO NOT USE DETAIL B. 1. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE. DO NOT USE DETAIL B FOR SXXX. 2. METAL FRAMING AND STRAP BRACING SHALL BE GALVANIZED UNLESS NOTED OTHERWISE CONFORMING AS FOLLOWS: UNPUNCHED STUD 12, 14, 16 GAGE ASTM A653, QUALITY SQUARE GRADE 50, CLASS 1 (1) #10 SMS @ EACH "X" 6. SEE TOP CONNECTION DEMAND SCHEDULE ON SXXXX. GAGE TO MATCH TRACK 18, 20 GAGE ASTM A653, QUALITY SQUARE GRADE 33 STUD @ EACH SIDE 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 T/ GYP BOARD "X" 7. LATERAL BRACING ONLY REQUIRED IF GYP BOARD IS NOT FULL HEIGHT ON CONNECTED ON (1) SIDE ONLY SHALL HAVE UNSHEATHED FLANGES LATERALLY SUPPORTED PER DETAIL. BOTH SIDES OF PARTITION WALL SEE SXXX, SXXX AND SXXXX. 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. 54 MIL VERTICALLY 8. DETAIL APPLIES TO ALL PARTITION WALL CONDITIONS & ALL SDSCATERGORIES. 6. SCREWS TO BE #8 SIZE, UNLESS NOTED OTHERWISE. SLOOTED TOP TRACK 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. PARTITION WALL STUDS ALT: PROVIDE NESTED 8. SEE DETAIL FOR REQUIRED BRIDGING. @ 16" OC MAX PER SCHED, SEE 15/S7.50 TOP TRACK PER A 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. VERTICALLY SLOTTED TOP TRACK B SLOTTED TOP TRACK AND TOP TRACK TYPICAL TOP TRACK SPLICE CONNECTION METAL FRAMING NOTES NTS 12 NTS 13 NTS 15 CLIP PER 8/S7.51, TYP ATTACH SUREBOARD ATTACH SUREBOARD SILL PER 2/S7.51 DBL STUD BACK-TO-BACK, STUD GA TO MATCH WALL PANELS TO STUDS W/ DBL STUD BACK-TO-BACK, 3" PANELS TO STUDS W/ PANEL EDGE STUD GAGE TO MATCH WALL PANEL EDGE STUDS (16 GA MIN) FASTENING TO EACH STUDS (16 GA MIN) FASTENING TO EACH MTL DECK PER PLAN STUD, STAGGERED STUD, STAGGERED HDU HOLDOWN PER PLAN SCREW TO BLKG @ 8" OC W/ SCREWS PER MFR PER 2/S7.52 HDU HOLDOWN PER PLAN PER 2/S7.50 L50 OR S/S50 W/ (6) SCREWS W/ SCREWS PER MFR SCREWS @ 6" OC T&B HEAVY HEX NUT FOR HD ANCHOR ROD END STUD 2"2"2"2"2" TYP HEAVY HEX NUT FOR SILL CONNECTION AT STEEL COLUMNS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 THREADED ROD W/ HD ANCHOR ROD DBL HEX NUT, ROD DIA 1/2"1/2" MAX PROJECT: THREADED ROD W/ WALL BOT TRACK ALIGN JST W/ WALL BUILDING IDENTIFIER: PER HOLDOWN MFR WALL BOT TRACK DBL HEX NUT, ROD DIA PL 16 GA x TRACK WIDTH W/ (2) ROWS @ 4" OC PER DETAILS 16 GA TRACK, CONNECT TO COL PER DETAILS PER HOLDOWN MFR OF (6) #8 SCREWS, CTRD ON SPLICE W/ DRIVE PINS @ 4" OC STAGGERED END OF CONC WALL T/ STEM WALL T/ STEM WALL OR FOOTING OR FOOTING 24" (3) #8 @ 2" OC EACH SIDE A.1 * (2) #5 x 18" 1'-4" 1'-4" (2) #5 VERT * SHEET TITLE: JST PER PLAN TRACK PER DETAILS, TYP TYPICAL EXTERIOR AND (2) #5 VERT EACH SIDE* JST BLKG @ 48" OC TRACK SPLICE WHERE REQD SHALL BE LOCATED BEARING METAL 2" MAX CONN TO WALL TRACK AT MIDSPAN OF HEADERS OR SILLS FRAMING DETAILS 2" MAX BELOW W/ (2) SCREWS MIN STUD WALL PER 5/S7.51 NOTE: NOTE: LEAD: PNC 2/S7.51, UNOCLIPS PER 8/S7.51 HSS COL PER PLAN DRAFTER: RLC 1. * REINFORCING SHOWN IS IN ADDITION TO REINFORCING 1. * REINFORCING SHOWN IS IN ADDITION TO REINFORCING HEADER PER REQUIRED BY OTHER FOUNDATION DETAILS. REQUIRED BY OTHER FOUNDATION DETAILS. DATE: 1/21/2022 SHEET: HEADER CONNECTION AT STEEL COLUMNS S7.51 HOLDOWN MID-WALL CONDITION HOLDOWN END/CORNER CONDITION EXTERIOR WALL TO PARALLEL JOIST CONNECTION HEADER TO STEEL COLUMN CONNECTION DETAIL1 TRACK SPLICE DETAIL1 NTS 16 NTS 17 NTS 18 NTS 19 NTS 20 SHEET OF STL STUD TRACK,TRACK CONN PER 13/S7.51, TRACK TO ATTACH SUREBOARD MATCH STUD GAGE & WIDTH & HAVE 2" FLANGE MIN, BUTT DBL STUD BACK-TO-BACK, 3" PANELS TO STUDS W/ WELD TRACK AT SPLICE STUD GAGE TO MATCH WALL PANEL EDGE BACK TO BACK STUD FASTENING TO EACH AT BOUNDARIES ROLLUDA ARCHITECTS, INC. STUDS (16 GA MIN) 105 S MAIN ST, #323 STUD, STAGGERED SEATTLE, WA 98104 PHONE (206)624-4222 SIMPSON S/HDU11 W/ TYP FAX (206)624-4226 1/8 2@6 SCREWS PER MFR TYP #12 SELF TAPPING SEE 3/S7.52 FOR END STUD GA (3) SIDES TYP WALL STUD SCREWS @ 3" OC, TYP SW INFO, TYP SUREBOARD SERIES 7/8" DIA WHS W/ STL STUD PER PLAN, TYP 728 134th Street SW Suite 200 200 SHTHG (IAPMO MTL DECK OCCURS HEAVY HEX NUT Everett, Washington 98204 REPORT 126), BLOCK AT SOME LOCATION Ph: 425.741.3800 BOT TRACK PER DETAILS PANEL EDGES www.reidmiddleton.com PL3/8xREQDxREQD ©Copyright 2022 Reid Middleton, Inc. TYPICAL CONT BRIDGING AS REQD BY MANUFACTURER 3/8" HAN CR AT O 1/4 2@6 N F WASH C HSS POST OR COL, SEE PLAN SW SHTHG (WHERE SW OCCURS) L O IN K #10 SCREWS @ 3" OC U E G E T T R A A O P AT PANEL EDGES STUD TO T N AND 12" OC FIELD SCREWS TO MATCH SHEAR WALL S 3/16 10 TRACK, TYP S PANEL EDGE CONNECTION, SEE P T R STIFF PL3/8 @ 16" OC, R R E R U E O C 37358 N E STL BM, SEE PLAN 17/S7.50, TYP EACH SIDE OF HSS (3) SIDES, TYP TYP EACH SIDE F T GI E STL STUD TRACK, TRACK CONN 1/4 ES URAL EN IN SIO ENG NAL 2 TRACK TO MATCH STUD GAGE STL BM PER PLAN 1/21/2 NOTES: & WIDTH & HAVE 2" FLG, MIN NOTE: 1. SEE 18/S7.50 FOR TYPCAL SHEAR WALL SHEATHING AND WALL CONSTRUCTION. #10 SELF-TAPPING SCREWS W/ NOTE: 3x3x0'-1/4" THK WASHER @ 3"OC 1. SEE 3/S7.22 FOR HSS BOTTOM CONNECTION, TYPICAL. 2. SEE 19/S7.50 AT HSS POST LOCATIONS WITHIN SHEAR WALLS. HD PER 17/S7.50 1. BLOCK ALL PANEL EDGES. TYPICAL HOLDOWN DETAIL TYPICAL SHEAR WALL DETAIL TYPICAL HSS CONNECTION IN SHEAR WALL SHEAR WALL SUPPORT SECTION 3/4" = 1'-0" 2 12" = 1'-0" 3 12" = 1'-0" 4 1" = 1'-0" 5 NO. DATE REVISION SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: TYPICAL EXTERIOR AND BEARING METAL FRAMING DETAILS LEAD: PNC DRAFTER: RLC DATE: 1/21/2022 SHEET: S7.52 SHEET OF GENERAL PIPING SPECIALTIES SPECIALTY PIPING SYSTEM DUCTWORK FIRE DAMPERS BDD NEW MECHANICAL WORK UNION X"PW PUMPED WASTE BACKDRAFT DAMPER FIRE DAMPER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 MATCHLINE OR PROPERTY FLANGE VOLUME DAMPER FIRE/SMOKE DAMPER SEATTLE, WA 98104 LINE PHONE (206)624-4222 REFRIGERANT PIPING SYSTEM FLEXIBLE CONNECTION TO FAX (206)624-4226 ENLARGED PLAN BOUNDARY FLEX CONNECTOR SMOKE DAMPER MECHANICAL EQUIPMENT 1 THERMAL/SEISMIC FLEXIBLE TRANSITION - FROM DETAIL/PLAN IDENTIFIER LOOP X"RLL REFRIGERANT LIQUID LINE RECTANGULAR TO ROUND CEILING FIRE DAMPER M1.01 TRANSITION - FROM ROUND E THERMAL EXPANSION JOINT X"RSL REFRIGERANT SUCTION LINE TO RECTANGULAR J 1 REFRIGERANT HEAT RECOVERY RISE IN DUCT INLETS AND OUTLETS SECTION IDENTIFIER STRAINER X"RHL M1.01 LINE R (D=DROP IN DUCT) STRAINER WITH BLOW OFF DUCT SIZE (CLEAR INSIDE GRILLE REGISTER OR 16x8 VALVE DIMENSION) DIFFUSER TYPE REVISION DEFINITION AREA, AREA ENCIRCLED CONTAINS 16x8 24x24 RUNOUT SIZE (INCHES) PIPE ANCHOR A CHANGES MADE 500 SUBSEQUENT TO PREVIOUS RECTANGULAR DUCT UP AIR QUANTITY (CFM) ISSUE ALIGNMENT GUIDE 1 REVISION CALLOUT T/P RECTANGULAR DUCT DN CEILING DIFFUSER 1201 third avenue, ste 600 TEMPERATURE/PRESSURE TEST PORT seattle, wa 98101 1 FLAG NOTE CALLOUT ROUND DUCT UP 1-WAY DIRECTION FLOW 206.448.3376 THERMOMETER AHU-01 MECHANICAL EQUIPMENT TAG ROUND DUCT DN 2-WAY DIRECTION FLOW www.hargis.biz PRESSURE GAGE FLEXIBLE DUCTWORK 3-WAY DIRECTION FLOW NORTH ARROW TRANSITION OR REDUCER (FOT=FLAT ON TOP, FOB=FLAT PUMPS ON BOTTOM) TRANSITION - ECCENTRIC RETURN/RELIEF AIR GRILLE INVERT ELEVATION OR POC INLINE PUMP 45° ELBOW, EXHAUST AIR GRILLE R/D OR R/W=1.5 XX-1 PLUMBING FIXTURE TAG CIRCULATING PUMP ("XX" INDICATES TYPE) 90° ELBOW, LINEAR DIFFUSER/GRILLE R/D OR R/W=1.5 ELECTRICAL PROVISIONS FOR MECHANICAL WORK STORM DRAINAGE PIPING SYSTEM SUPPLY GRILLE SQUARE CORNER ELBOW WITH LOCATION OF STARTER, TURNING VANES DISCONNECT & CONTROLS RETURN/EXHAUST GRILLE ROOF DRAIN 90° TAKE-OFF WITH 45° TAPER TRANSFER GRILLE OVERFLOW ROOF DRAIN ACCESS, EXCAVATION, AND BACKFILLING RETURN/EXHAUST AIRFLOW X"RL RAIN LEADER 45° TAKE-OFF ACCESS DOOR (SPECIFIED OR SUPPLY AIR FLOW X"ORL OVERFLOW RAIN LEADER AS SHOWN ON DWGS) WYE FITTING MECHANICAL ACCESS CONTROLS (PLAN VIEW) SOIL AND WASTE WATER PIPING SYSTEM (SPECIFIED OR AS SHOWN ON DWGS) RADIUS TEE THERMOSTAT OR TEMPERATURE SANITARY SEWER/WASTE T SENSOR UNDERGROUND SQUARE TEE WITH TURNING FLAT PLATE TEMPERATURE SANITARY SEWER/WASTE S VANES SENSOR PIPING ABOVE GROUND CO2 CARBON DIOXIDE SENSOR X"IW INDIRECT WASTE BULLHEAD TEE 1"CW PIPE SIZE AND SYSTEM TYPE VENT PIPING M 1"CW X"VTR SECTION THRU RECTANGULAR MOTORIZED DAMPER VENT THRU ROOF SUPPLY AIR DUCT PIPE ELBOW UP OR PIPE TEE (INCLUDE SIZE) F UP AND DOWN FLOOR DRAIN/FUNNEL FLOOR SECTION THRU RECTANGULAR AIRFLOW MEASURING UNIT PIPE ELBOW DOWN DRAIN RETURN OR OUTSIDE AIR DUCT DSD FLOOR SINK PIPE TEE UP DUCT SMOKE DETECTOR SECTION THRU RECTANGULAR EXHAUST AIR DUCT HUB DRAIN T PIPE TEE DOWN SECTION THRU ROUND SUPPLY AIR DUCT TEMPERATURE TRANSMITTER CO CLEANOUT PIPE RISE SECTION THRU ROUND RETURN P CLEANOUT - FREE STANDING OR OUTSIDE AIR DUCT PIPE CAP WALL MOUNTED PRESSURE TRANSMITTER SECTION THRU ROUND EXHAUST CLEANOUT - FLUSH WITH AIR DUCT DP REVISION PIPE PLUG FLOOR DIFFERENTIAL PRESSURE SENSOR FLOW DIRECTION DP DOMESTIC WATER PIPING SYSTEM M DIFFERENTIAL PRESSURE PIPE BREAK MONITOR DATE DOMESTIC COLD WATER PIPE CONNECTION DDC DIRECT DIGITAL CONTROL PANEL NO. DOMESTIC HOT WATER S SWITCH BY MECHANICAL X DOMESTIC HOT WATER VALVES CIRCULATION VALVE: GATE, BALL, X"T TEMPERED WATER BUTTERFLY (REFER TO SPECIFICATIONS) TEMPERED WATER X"TWC GLOBE VALVE CIRCULATING X"TP TRAP PRIMER WATER CHECK VALVE W WATER METER BALANCING VALVE BASKET STRAINER PRESSURE REDUCING VALVE REDUCED PRESSURE HOSE BIBB/WALL HYDRANT BACKFLOW ASSEMBLY TRAP PRIMER BOX PRESSURE RELIEF VALVE TEMPERATURE AND PRESSURE SAFETY RELIEF VALVE SAFETY RELIEF VALVE NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL LEGEND LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: M0.01 SHEET OF ABBREVIATIONS GENERAL NOTES - MECHANICAL SHEET METAL NOTES NON-STRUCTURAL MECHANICAL COMPONENT NOTES ROLLUDA ARCHITECTS, INC. ø DIAMETER, PHASE FPS FEET PER SECOND RV SAFETY RELIEF VALVE 1. COORDINATE MECHANICAL WORK WITH THAT OF OTHER 1. VOLUME DAMPERS: PROVIDE A MANUAL VOLUME 1. THE COMPONENT IMPORTANCE FACTOR (Ip) FOR ALL NON- 105 S MAIN ST, #323 FS FLOOR SINK TRADES (ELECTRICAL, ARCHITECTURAL, STRUCTURAL, DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST STRUCTURAL COMPONENTS SHALL BE: SEATTLE, WA 98104 A AIR, AMPS FT FEET, FIN TUBE S SENSOR CIVIL, AND LANDSCAPE). REFER TO ELECTRICAL, OPENING, LOCATED AS FAR UPSTREAM AS POSSIBLE PHONE (206)624-4222 ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE FROM THE OPENING. PROVIDE A MANUAL VOLUME Ip = 1.5 FAX (206)624-4226 AAV AUTOMATIC AIR VENT FV FACE VELOCITY SA SUPPLY AIR DRAWINGS AND SPECIFICATIONS. COORDINATION DAMPER FOR BRANCH MAINS SERVING MORE THAN ONE ABV ABOVE SAT SUPPLY AIR TEMPERATURE SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, OPENING. AC AIR CONDITIONER GA GAGE SCFM STANDARD CUBIC FEET PER MINUTE AND/OR INSTALLATION OF ALL WORK. 2. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE ACU AIR CONDITIONING UNIT GAL GALLONS SENS SENSIBLE 2. BACKDRAFT DAMPERS: PROVIDE ADJACENT TO 2018 INTERNATIONAL BUILDING CODE AND FROM THE 2. COORDINATE PIPING AND HVAC SYSTEMS ROUTING LOUVERS UNLESS MOTOR OPERATED DAMPERS AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) AD ACCESS DOOR GALV GALVANIZED SF SUPPLY FAN, SQUARE FOOT PRIOR TO INSTALLATION. DURING LAYOUT PROVIDED. STANDARD 7. THE CONTRACTOR SHALL REFER TO THE ADA AMERICANS WITH DISABILITIES ACT GC GENERAL CONTRACTOR SG SUPPLY GRILLE, SIGHT GLASS WITH MOISTURE COORDINATION, DUCTWORK TAKES PRECEDENCE OVER ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND AF AIRFOIL GPF GALLONS PER FLUSH INDICATOR PIPING, INCLUDING FIRE PROTECTION SYSTEMS. 3. ACCESS DOORS: PROVIDE AT DUCT SMOKE FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL AFF ABOVE FINISHED FLOOR GPH GALLONS PER HOUR SIM SIMILAR DETECTORS, BACKDRAFT DAMPERS, MOTOR OPERATED ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE AFS AIRFLOW MEASURING STATION GPM GALLONS PER MINUTE SO SCREENED OPENING 3. UNLESS OTHERWISE SPECIFIED, THE GENERAL DAMPERS, BOTH SIDES OF DUCT MOUNTED COILS, AND INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATION AFUE ANNUAL FUEL UTILIZATION EFFICIENCY GRD GRILLES, REGISTERS, AND DIFFUSERS SOV SHUTOFF VALVE CONTRACTOR (GC) SHALL BE RESPONSIBLE FOR PLENUMS. SECTION 230550. PAINTING, CUTTING, AND PATCHING OF EXISTING AG ABOVE GROUND GV GATE VALVE, GLOBVE VALVE SP STATIC PRESSURE FLOORS, WALLS, AND PARTITIONS IN THE EXISTING 4. PROVIDE 12" LONG, ½" WIDE FLUORESCENT ORANGE 3. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, AHJ AUTHORITY HAVING JURISDICTION GWB GYPSUM WALLBOARD SPKR SPRINKLER BUILDINGS. TAPE AT CONCEALED VOLUME DAMPER LOCATIONS. ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT AHU AIR HANDLING UNIT SPS STATIC PRESSURE STATION ARE PERMANENTLY ATTACHED TO STRUCTURES AND 1201 third avenue, ste 600 AL ACOUSTIC LINED (DUCT) H HUMIDISTAT, HEIGHT SS STAINLESS STEEL, SANITARY SEWER 4. REFER TO STRUCTURAL DRAWINGS FOR ALLOWABLE THEIR SUPPORTS AND ATTACHMENTS SHALL BE seattle, wa 98101 AMB AMBIENT HB HOSE BIBB ST SOUND TRAP METHODS/LOADS FOR HANGING PIPING/DUCTS FROM ENERGY CODE NOTES DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS 206.448.3376 STRUCTURAL MEMBERS. OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, AP ACCESS PANEL HD HEAD, HUB DRAIN EXCLUDING CHAPTER 14 AND APPENDIX 11A. APD AIR PRESSURE DROP HGL REFRIGERANT HOT GAS LINE T TEMPERED WATER PIPING 1. MOTORS: COMPLY WITH MINIMUM FULL LOAD www.hargis.biz 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ARCH ARCHITECT HORIZ HORIZONTAL TCV TEMPERATURE CONTROL VALVE EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB 4. 2018 IBC, 1704.4, CONTRACTOR RESPONSIBILITY: THE AHJ. ASHRA AMERICAN SOCIETY OF HEATING, REFRIGERATION HP HORSEPOWER, HEAT PUMP TD TRENCH DRAIN, TEMPERATURE DIFFERENCE SITE. OWNER ASSUMES NO RESPONSIBILITY FOR CONTRACTOR SHALL BE RESPONSIBLE FOR THE E AND AIR-CONDITIONING ENGINEERS, INC. HRU HEAT RECOVERY UNIT TDH TOTAL DYNAMIC HEAD PROTECTION OF PROPERTIES AGAINST FIRE, THEFT, 2. PIPING AND DUCT INSULATION: COMPLY WITH CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, ASSY ASSEMBLY HTG HEATING TEMP TEMPERATURE AND ENVIRONMENTAL CONDITIONS. THICKNESSES AND TYPES LISTED IN ENERGY CODE DESIGNATED SEISMIC SYSTEM, OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL ATM ATMOSPHERE HVAC HEATING, VENTILATING, AND AIR CONDITIONING TG TRANSFER GRILLE ENFORCED BY AHJ UNLESS MORE STRINGENT INSPECTIONS AND SHALL SUBMIT A WRITTEN STATEMENT HW HOT WATER PIPING TOD TOP OF DUCT REQUIREMENTS ARE SPECIFIED. OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE BDD BACK DRAFT DAMPER HWC HOT WATER CIRCULATING PIPING TOF TOP OF PIPE MECHANICAL EQUIPMENT INSTALLATION NOTES 3. DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND OWNER PRIOR TO THE COMMENCEMENT OF WORK ON BF BELOW FLOOR HWR HOT WATER RETURN TOP TOP OF STEEL LONGITUDINAL SEAMS PER ENERGY CODE ENFORCED THE SYSTEM OR COMPONENT. THE CONTRACTOR'S BHP BRAKE HORSE POWER HWS HOT WATER SUPPLY TOS TOP OF FOOTING 1. ACCESS CLEARANCES FOR MAINTENANCE AND BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: BLW BELOW HX HEAT EXCHANGER TSP TOTAL STATIC PRESSURE REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF SPECIFIED. BOD BOTTOM OF DUCT HZ HERTZ TSTAT THERMOSTAT EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES A. ACKNOWLEDGEMENT OF AWARENESS OF THE CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL 4. RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER BOP BOTTOM OF PIPE TU TERMINAL UNIT SPECIAL REQUIREMENTS CONTAINED IN THE WORK AND WORK OF OTHER TRADES TO PROVIDE PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. BOT BOTTOM IAQ INDOOR AIR QUALITY TYP TYPICAL ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE. STATEMENT OF SPECIAL INSPECTIONS; BTUH BRITISH THERMAL UNIT PER HOUR ID INDIRECT DRAIN 5. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE BV BALL VALVE IE INVERT ELEVATION UG UNDERGROUND THE BUILDING OWNER PER ENERGY CODE ENFORCED CONSTRUCTION DOCUMENTS APPROVED BY THE IN. INCH UH UNIT HEATER PIPING NOTES BY THE LOCAL AHJ. BUILDING OFFICIAL; C CONDENSATE PIPING IN. WG INCHES WATER COLUMN UNO UNLESS NOTED OTHERWISE C. PROCEDURES FOR EXERCISING CONTROL WITHIN 6. SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER CA AIR COMPRESSOR IRR IRRIGATION PIPING 1. DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR ENERGY CODE ENFORCED BY THE LOCAL AHJ AND THE CONTRACTOR'S ORGANIZATION, THE METHOD CAP CAPACITY IW INDIRECT WASTE PIPING V VENT PIPING, VOLT FLANGES AT PIPING CONNECTIONS TO EQUIPMENT, SUBMIT A WRITTEN REPORT TO THE BUILDING OWNER. AND FREQUENCY OF REPORTING AND THE COILS, TRAPS, CONTROL VALVES, AND OTHER DISTRIBUTION OF THE REPORTS; CBV CIRCUIT SETTING BALANCING VALVE VA VALVE REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, COMPONENTS TO ALLOW DISASSEMBLY FOR D. IDENTIFICATION AND QUALIFICATIONS OF THE CD CEILING DIFFUSER, CONDENSATE DRAIN kW KILOWATT VAV VARIABLE AIR VOLUME MAINTENANCE. ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. PERSON(S) EXERCISING SUCH CONTROL AND THEIR CFM CUBIC FEET PER MINUTE VD VOLUME DAMPER POSITION(S) IN THE ORGANIZATION. 7. MECHANICAL SYSTEMS COMMISSIONING AND CG CEILING GRILLE L LENGTH VEL VELOCITY 2. REFRIGERANT PIPING: PROVIDE SIZING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO CKV CHECK VALVE LAT LEAVING AIR TEMPERATURE VENT VENTILATION, VENTILATOR INSTALLATION IN STRICT ACCORDANCE WITH ENSURE THAT BUILDING SYSTEMS HAVE BEEN 5. DIVISION 22, 23 RESPONSIBILITIES: MANUFACTURER'S INSTRUCTIONS AND IN SUCH A WAY CLG CEILING, COOLING LBS POUND VFD VARIABLE FREQUENCY DRIVE DESIGNED, INSTALLED, AND FUNCTION PROPERLY, AS TO BE INCONSPICUOUS AND FREE FROM ANY A. HANGERS AND SEISMIC BRACING FOR MECHANICAL CO CLEANOUT, CO SENSOR LD LINEAR DIFFUSER VOLT VOLTAGE POSSIBLE CONDENSATION. PIPE SIZES NOTED ARE FOR EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE SYSTEMS SHALL BE DESIGNED AND SPECIFIED BY WITH THE CONTRACT DOCUMENTS IN ORDER TO CO2 CO2 SENSOR LR LINEAR RETURN VRF VARIABLE REFRIGERANT FLOW REFERENCE AND SHALL BE PROVIDED PER DIVISION 22, 23. DIVISION 22, 23 SHALL REFER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND COND CONDENSER, CONDENSATE LRA LOCKED ROTOR AMPS VTR VENT THRU ROOF MANUFACTURERS RECOMMENDATIONS. CONTRACTOR OPERATIONAL REQUIREMENTS PER ENERGY CODE THE MECHANICAL DRAWINGS FOR LOCATIONS OF CONN CONNECTOR LVR LOUVER SHALL PROVIDE CONTROL WIRING BETWEEN ENFORCED BY THE LOCAL AHJ. REFER TO EQUIPMENT AND HUNG MECHANICAL SYSTEMS AS EQUIPMENT FOR AN OPERATIONAL SYSTEM. STRUCTURAL DRAWINGS DO NOT SHOW THE CONT CONTINUE, CONTROL LWCD LOW WATER CUT-OFF W WASTE, WATT, WIDE, WATER SPECIFICATIONS FOR ADDITIONAL COMMISSIONING LOCATIONS OF MECHANICAL EQUIPMENT, COP COEFFICIENT OF PERFORMANCE LWR LOW WALL RETURN W/ WITH REQUIREMENTS 3. PRESSURE/TEMPERATURE TEST PORTS: PROVIDE AT DUCTWORK, PIPING, AND OTHER COMPONENTS. COTG CLEANOUT TO GRADE LWS LOW WALL SUPPLY WB WET BULB (TEMPERATURE) ALL SUPPLY AND RETURN PIPING CONNECTIONS TO B. DIVISION 22, 23 SHALL COORDINATE THE SUPPORT 8. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN CR CONDENSATE RECEIVER, CONDENSER WATER LWT LEAVING WATER TEMPERATURE WC WATER CLOSET, WATER COLUMN EQUIPMENT. SYSTEMS AND DESIGN LOADS FOR HUNG PIPING DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED RETURN WCO WALL CLEANOUT AND OTHER MECHANICAL SYSTEMS (INCLUDING BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR CS CONDENSER WATER SUPPLY MAV MANUAL AIR VENT WG WATER GAGE 4. PROVIDE AN INSULATED COPPER TRACER WIRE OR CORRECT INSTALLATION OF ENERGY CONSERVATION COMBINED MULTIPLE PIPE RUNS) WITH THE CU CONDENSING UNIT, CUBIC WH WATER HEATER, WALL HYDRANT OTHER APPROVED CONDUCTOR ADJACENT TO MEASURES. GENERAL CONTRACTOR AND THE STEEL AND MAX MAXIMUM UNDERGROUND NONMETALLIC (PLASTIC) PIPING. WOOD JOIST MANUFACTURERS IN ADDITION TO CV CONSTANT VOLUME MBH THOUSAND BTU PER HOUR WHA WATER HAMMER ARRESTOR ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR OTHER TRADES THAT MAY BE IMPACTED. Cv FLOW COEFFICIENT MC MECHANICAL CONTRACTOR WM WATER METER THE TRACER WIRE SHALL TERMINATE ABOVE GROUND CW COLD WATER PIPING MCA MINIMUM CIRCUIT AMPACITY WSEC WASHINGTON STATE ENERGY CODE AT EACH END OF THE PIPING. THE TRACER WIRE SHALL MECH MECHANICAL WSFU WATER SUPPLY FIXTURE UNIT NOT BE LESS THAN NO. 18 AWG AND THE INSULATION D DRAIN WT WEIGHT TYPE SHALL BE SUITABLE FOR BURIAL. MERV MINIMUM EFFICIENCY REPORTING VALVE DB DRY BULB (TEMPERATURE) MIN MINIMUM 5. PROVIDE 12" LONG, ½" WIDE FLUORESCENT ORANGE dB DECIBEL MOCP MAXIMUM OVERCURRENT PROTECTION TAPE AT CONCEALED VALVE LOCATIONS. DCVA DOUBLE CHECK VALVE ASSEMBLY MOD MOTOR OPERATED DAMPER REVISION DDCV DOUBLE DETECTOR CHECK VALVE MPC MEDIUM PRESSURE CONDENSATE RETURN DEG DEGREE PLUMBING NOTES MSAC MINI SPLIT AIR CONDITIONER DFU DRAINAGE FIXTURE UNIT MSCU MINI SPLIT CONDENSING UNIT DH DUCT HEATER 1. WATER HAMMER ARRESTORS: PROVIDE AT THE END OF HOT AND COLD WATER LINES SERVING TWO OR MORE DI DUCTILE IRON NA NOT APPLICABLE FIXTURES. SIZE IN ACCORDANCE WITH PLUMBING AND DATE DIA DIAMETER NC NORMALLY CLOSED, NOISE CRITERIA DRAINAGE INSTITUTE (PDI) REQUIREMENTS. DIM DIMENSION NIC NOT IN CONTRACT NO. DISC LOCATION OF STARTER, DISCONNECT AND 2. REDUCED PRESSURE BACKFLOW PREVENTERS (RPBP): NO NORMALLY OPEN, NITROUS OXIDE CONTROLS PROVIDE INDIRECT DRAIN PIPING FROM RPBP TO NO. NUMBER DISCH DISCHARGE NEAREST DRAIN. INSTALL FUNNEL AT RPBP IF NTS NOT TO SCALE REQUIRED. DN DOWN DOAS DEDICATED OUTDOOR AIR SYSTEM OA OUTDOOR AIR 3. ACCESS PANELS: PROVIDE IN NON ACCESSIBLE DPV DIFFERENTIAL PRESSURE VALVE CEILINGS AND WALLS FOR VALVES, WATER HAMMER OBD OPPOSED BLADE DAMPER DV DRAIN VALVE ARRESTERS, CLEANOUTS, AND OTHER ITEMS THAT OC ON CENTER DWGS DRAWINGS REQUIRE ACCESS TO PROPERLY MAINTAIN OR SERVICE OD OUTSIDE DIMENSION OR DIAMETER THE BUILDING. REFER TO SPECIFICATIONS. ORD OVERFLOW ROOF DRAIN EA EXHAUST AIR ORL OVERFLOW RAIN LEADER 4. CLEANOUTS: PROVIDE AT THE BASE OF SANITARY EAT ENTERING AIR TEMPERATURE DRAINAGE, AND RAINLEADER CONDUCTORS. OSA OUTDOOR SUPPLY AIR EER ENERGY EFFICIENCY RATIO OV OUTLET VELOCITY EF EXHAUST FAN EFF EFFICIENCY P PUMP, PRESSURE, PLUMBING FIXTURE EG EXHAUST GRILLE, ENGINE GENERATOR PD PRESSURE DROP, PUMPED DRAIN EL ELEVATION PH PHASE ELEC ELECTRIC PIV POST INDICATOR VALVE EMCS EMERGENCY MANAGEMENT AND CONTROL SYSTEM POC POINT OF CONNECTION EQUIV EQUIVALENT PRV PRESSURE REDUCING VALVE ESP EXTERNAL STATIC PRESSURE PSIG POUNDS PER SQUARE INCH GAGE ET EXPANSION TANK PW PUMPED WASTE EVAP EVAPORATOR, EVAPORATIVE EWT ENTERING WATER TEMP QTY QUANTITY EXH EXHAUST EXT EXTERIOR, EXTERNAL RA RETURN AIR, RELIEF AIR RD ROOF DRAIN F FAHRENHEIT, FIRE MAIN PIPING REF REFERENCE, RETURN/EXHAUST FAN F/S FIRE/SMOKE DAMPER REG REGISTER FCO FLOOR CLEANOUT RF RELIEF FAN FCU FAN COIL UNIT RG RETURN GRILLE FD FIRE DAMPER, FLOOR DRAIN, DRY SPRINKLER RI&C ROUGH IN AND CONNECT ROUTING RL RAIN LEADER FDC FIRE DEPARTMENT CONNECTION RLA RATED LOAD AMPS FF FOULING FACTOR, FLAT FILTER, FINISHED FLOOR RLL REFRIGERANT LIQUID LINE FFD FUNNEL FLOOR DRAIN RO ROUGH IN AND CONNECT FLA FULL LOAD AMPS RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY FLEX FLEXIBLE RPBP REDUCED PRESSURE BACKFLOW PREVENTER FLR FLOOR RPM REVOLUTIONS PER MINUTE FLTR FILTER RSL REFRIGERANT SUCTION LINE FMS FLOW MEASUREMENT STATION (HVAC, PLUMBING) RTU ROOFTOP UNIT FPM FEET PER MINUTE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL GENERAL NOTES AND ABBREVIATIONS LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: M0.02 SHEET OF ENERGY CODE NOTES: FAN EFFICIENCY GRADE (FEG) ROLLUDA ARCHITECTS, INC. 1 MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN THE ENERGY CODE ENFORCED BY AHJ. IMPELLER MINIMUM PEAK TOTAL MINIMUM PEAK TOTAL 105 S MAIN ST, #323 DIAMETER (IN) EFFICIENCY (%) EFFICIENCY (%) SEATTLE, WA 98104 2 PIPING AND DUCT INSULATION: COMPLY WITH THICKNESS AND TYPES LISTED IN THE ENERGY CODE ENFORCED (NOTE 1) (NOTE 2) PHONE (206)624-4222 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 8 49 52 FAX (206)624-4226 3 DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER THE ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 10 52 57 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 12 56 60 BY AHJ. 6 SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER THE ENERGY CODE ENFORCED BY AHJ AND SUBMIT 14 58 62 WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. 16 60 63 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 18 61 64 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 20 62 65 SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. 1201 third avenue, ste 600 22 62 65 8 ENERGY METERING: COMPLY WITH ENERGY SOURCE AND END-USE METERING REQUIREMENTS LISTED IN THE seattle, wa 98101 ENERGY CODE ENFORCED BY AHJ. 206.448.3376 24+ 63 66 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 www.hargis.biz MEASURES. NOTES: 10 FANS: COMPLY WITH THE MINIMUM PEAK TOTAL EFFICIENCY REQUIREMENTS AS INDICATED ON THE FAN 1. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS EFFICIENCY GRADE (FEG) SCHEDULE. OVER 5 HP CORRESPOND TO FEG 67 PER AMCA 205 AS REQUIRED BY SECTION 11 DUCT CONSTRUCTION REQUIREMENTS: DUCT CONSTRUCTION SHALL COMPLY WITH SMACNA STANDARDS PER C403.8.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 15% PROJECT SPECIFICATIONS, UNO. DUCTWORK SHALL MEET AIR LEAKAGE REQUIREMENTS PER PROJECT OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SPECIFICATIONS, UNO (EQUAL OR MORE STRINGENT THAN 2018 WSEC C402.5). SECTION NOTED ABOVE. 12 DUCT PRESSURE CLASSIFICATION REQUIREMENTS: CONSTRUCT DUCT TO PRESSURE CLASSIFICATION AS 2. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS INDICATED IN PROJECT SPECIFICATIONS. CONDUCT DUCT LEAKAGE TESTING AS INDICATED IN PROJECT OVER 1 HP CORRESPOND TO FEG 71 PER AMCA 205 AS REQUIRED BY SECTION SPECIFICATIONS. SUBMIT COMPLETE DUCT LEAKAGE TESTING REPORT TO A/E AS INDICATED IN PROJECT C406.2.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 10% SPECIFICATIONS. OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN 13 PIPE PROTECTION: WHERE INDICATED PROVIDE FACTORY APPLIED WEATHERABLE JACKET PER PROJECT SECTION FROM NOTE #1. SPECIFICATIONS, UNO. C404.3 EFFICIENT HEATED WATER SUPPLY PIPING DUCT SYSTEMS INSULATION SCHEDULE 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 DUCT SYSTEM TYPE LOCATION OF DUCT DUCT CONFIGURATION INSULATION TYPE MINIMUM R-VALUE, INSULATION THICKNESS NOTES 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 WITHIN CONDITIONED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC THAN 1.5 GPM. WATER HEATERS, CIRCULATING WATER SYSTEMS, AND HEAT TRACE TEMPERATURE SPACE, UPSTREAM OF MAINTENANCE SYSTEMS SHALL BE CONSIDERED SOURCES OF HEATED WATER. AUTOMATIC SHUTOFF R-16 1,2 DAMPER, AND UNIT SUPPLY DUCT WRAP OR RECTANGULAR (CONCEALED), AIR >/= 2800 CFM ELASTOMERIC ROUND, AND OVAL NOMINAL PIPE SIZE (IN) VOLUME (LIQUID OUNCES MAXIMUM PIPING LENGTH (FEET) PER LINEAR FOOT) (NOTE 2) (NOTE 1) WITHIN CONDITIONED RIGID BOARD OR PUBLIC LAVATORY FAUCETS OTHER FIXTURES AND SPACE, DOWNSTREAM OF RECTANGULAR (EXPOSED) ELASTOMERIC APPLIANCES OUTDOOR AIR AUTOMATIC SHUTOFF R-8 [CLIMATE ZONE 4C] 1 DAMPER TO HVAC UNIT OR R-12 [CLIMATE ZONE 5B] 1/4 0.33 6 50 ROOM, AND UNIT SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR >/= 2800 CFM ROUND, AND OVAL ELASTOMERIC 5/16 0.5 4 50 RIGID BOARD OR 3/8 0.75 3 50 WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC AND UNIT SUPPLY AIR < 2800 R-7 1 1/2 1.5 2 43 CFM RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 5/8 2 1 32 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN UNCONDITIONED R-6 3 3/4 3 0.5 21 SPACE RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 7/8 4 0.5 16 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC OUTSIDE THE BUILDING R-8 [CLIMATE ZONE 4C] 1 5 0.5 13 - ENVELOPE R-12 [CLIMATE ZONE 5B] SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR OR RETURN AIR ROUND, AND OVAL ELASTOMERIC 1 1/4 8 0.5 8 1 1/2 11 0.5 6 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN CONDITIONED SPACE 2 OR LARGER 18 0.5 4 FUNCTIONING AS PART OF SEE NOTES 4 REVISION BUILDING ENVELOPE RECTANGULAR (CONCEALED), DUCT WRAP OR NOTES: ROUND, AND OVAL ELASTOMERIC 1. SECTION C404.3.2: THE MAXIMUM VOLUME OF WATER, AS MEASURED FROM THE NEAREST SOURCE OF HEATED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE, SHALL BE AS FOLLOWS: 2 OUNCES FOR PUBLIC SUPPLY AIR WITHIN CONDITIONED SPACE R-3.3 5,6 DATE LAVATORY FAUCET AND 0.5 GALLONS FOR OTHER PLUMBING FIXTURES OR PLUMBING APPLIANCES. RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 2. SECTION C404.3.1: THE MAXIMUM ALLOWABLE PIPING LENGTH, AS MEASURED FROM THE NEAREST SOURCE OF NO. HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE. WHERE PIPING CONTAINS MORE T HAN ONE WITHIN CONDITIONED RIGID BOARD OR SIZE OF PIPE, THE LARGEST SIZE OF PIPE WITHIN THE PIPING SHALL BE USED FOR DETERMINING THE MAXIMUM RECTANGULAR (EXPOSED) SPACE, DOWNSTREAM OF ELASTOMERIC ALLOWABLE LENGTH. RETURN AIR AN ENERGY RECOVERY R-8 [CLIMATE ZONE 4C] - OR EXHAUST AIR MEDIA, UPSTREAM OF AN R-12 [CLIMATE ZONE 5B] AUTOMATIC SHUTOFF RECTANGULAR (CONCEALED), DUCT WRAP OR DAMPER ROUND, AND OVAL ELASTOMERIC RIGID BOARD OR WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC RELIEF AIR AND DOWNSTREAM OF R-16 - OR EXHAUST AIR AUTOMATIC SHUTOFF DAMPER RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL 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 INSIDE BUILDING ENVELOPE FIBERGLASS ALL SIZES 1" THICK - 1"THICK OR COLD PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1, 4 MULTIPLE LAYERS FOR 1-1/2" TOTAL THICKNESS IF NOTE 1 APPLIES IN TRENCHES AND UTILIDORS CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 1-1/4 INCH AND SMALLER 1" THICK - INSIDE BUILDING ENVELOPE FIBERGLASS 1-1/2 INCH AND LARGER 1-1/2" THICK - HOT PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 1, 4 IN TRENCHES, UTILIDORS, CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 OR UNDERGROUND SLEEVES 3/4 INCH AND SMALLER 1" THICK 4 REFRIGERANT SUCTION AND ALL LOCATIONS ELASTOMERIC LIQUID LINES 1-1/2" THICK OR SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1 INCH AND LARGER 4 MULTIPLE LAYERS FOR 2" TOTAL THICKNESS PROJECT: BUILDING IDENTIFIER: 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. A.1 3. INCLUDE MULTI-PLY LAMINATE JACKET. 4. INCLUDE FACTORY APPLIED WEATHERABLE JACKET OR MANUFACTURER RECOMMENDED COATING. SHEET TITLE: MECHANICAL ENERGY CODE NOTES LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: M0.03 SHEET OF A B C C.8 C.9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz R 2 2 0 ' - 0 " RLL/SL VTR 2 2 P7.02 OSA 4 3 DOAS-01 " RLL/SL DN - 0 ' 0 2 EA R 1 5 RLL RSL M7.01 M7.01 RHL VTR 2 5 1 M7.01 M7.01 HP-04 CU-01 1 3 HP-01 M7.02 HP-05 RLL RSL R 4 RHL 2 0 HP-02 ' - 0 " RLL RSL HP-03 3 3 5 EA OSA VTR 2 - 0" 1 0' 2 R REVISION VTR 2 EA OSA OSA EA DOAS-02 DOAS-03 2 P7.02 DATE 6 NO. RLL 1 1 RLL RSL M7.01 M7.01 RSL CU-03A CU-02A CU-02B CU-03B 7 8 TRUE MECHANICAL ROOF PLAN N 1 SCALE:1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 FUTURE DOAS UNIT LOCATION. PROVIDE FACTORY DETAILS. ROOF CURB FOR FUTURE INSTALLATION OF DOAS UNIT. ESTIMATED WEIGHT OF FUTURE UNIT IS 8,400 LBS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR ROOFING DETAILS. 2 VTR LOCATIONS SHOWN FOR REFERENCE ONLY. SEE 3. MAINTAIN A MINIMUM 20 FEET BETWEEN SANITARY VENTS AND ALL SHEET P2.03 FOR FURTER INFORMATION. OUTSIDE AIR INTAKES. NOT ALL MECHANICAL VENTS ARE SHOWN ON ROOF PLAN. REFER TO PLUMBING FLOOR PLANS FOR 3 FUTURE HEAT PUMP LOCATION. ADDITIONAL LOCATIONS. 4 EXTERIOR DDC SENSORS. 4. MAINTAIN A MINIMUM OF 10 FEET BETWEEN ALL HVAC EQUIPMENT AND ROOF EDGES AND ROOF ACCESS OPENINGS. 5. LOCATE ALL EXTERIOR OUTSIDE AIR, CO2, PHOTOCELL, ETC. ON SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 NORTH FACE OF EXTERIOR BUILDING WALL OR ROOFTOP EQUIPMENT. COORDINATE EXACT LOCATIONS WITH A/E. PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL ROOF PLAN LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: M2.03 SHEET OF A B C C.8 C.9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 BREAK ROOM 107 22x22 F 740 10ø 14x12 A 380 (TYP 3) MOTHERS 1 ROOM 36x12 1201 third avenue, ste 600 112 seattle, wa 98101 FCU-107 206.448.3376 18x6 CORRIDOR G 350 LARGE BDD 111 OPEN OFFICE www.hargis.biz (TYP 6) 32x14 CONFERENCE 12x12 FLEX/ ADMIN/ ENTRY VEST ROOM FOREMEN/ OFFICE / CONF 110 103 CONF ROOM SERVICEMEN ROOM 22x10 8x8 119 F 118 10ø 400 22x10 115 A F T 250 T VAV-107 FCU-118B FCU-107 (TYP 3) 14x14 VAV-103B 12x12 2 12x12 CO2 CONF ROOM CO2 T 30x12 S EUH-01 TFCU-115 FCU-118C J J 16x12 STOR 32x16 EUH-01 12ø 760 FCU-103B 6"ø A (TYP 2) (TYP 2) 108 BDD STAIR 01 385 F 10x10 32x14 8x6 (TYP 6) 16x12 100 6ø ST-1 BDD BDD 14x14 FCU-119 CO2 CO2 A 115 7 14x14 FCU-118B 20x8 T F 22x10 TFCU-103A FCU-103B T 12ø 320 14"ø 18x14 UP FCU-112 A 8 CO2 380 16x12 BDD T 20x8 22x22 FCU-119 BDD FCU-112 F 22x10 10x8 F 16x12 36x12 335 FCU-121A 18x14 12"ø FCU-113 22x10 24x12 UP F 32x14 36x12 320 CREW ROOM 6x6 T 3 PUBLIC F 20x16 AC-01 FCU-115 22x10 6ø VAV-1R 12x8 F FCU-118C 32x14 32x14 121 A F 22x10 600 BDD BDD 115 FCU-103A RESTROOM 12x8 FCU-118A FCU-121B (TYP 2) FCU-109 VAV-119 CONF ROOM 4 (TYP) 106 ELEV ROOM AC-01 14x7 VAV-116 BDD BDD VAV-1E DSD 10ø 8"ø LOBBY F 114 A 335 6"ø VAV-115 12x8 8x6 A 10ø STOR PUBLIC 22x22 250 F 890 7 14x7 12x10 CORRIDOR 102 101 RESTROOM 10ø (TYP 2) 14x12 36x12 14x12 36x12 2 A T CO2 BDD 235 123 105 OFFICE / CONF F 22x22 FCU-121B M9.04 CO2 (TYP 2) 740 3"RLL UP ROOM 14x7 22x22 F 22x10 22x10 P T FCU-116 (TYP 2) F 840 F 3"RSL UP 10x10 FCU-116 12x8 VAV-121 3"RHL UP F 100 116 16x14 RLL UP VAV-118A 12x10 6ø 10x10 22x10 16x12 B 140 F 5 T F 280 16x12 RSL UP 14x12 VAV-118B CO2 FCU-109 T T ENTRY VEST 18x6 FCU-118A RHL UP FCU-112A 4 G 24x12 100 200 J 6x6 T CORRIDOR 12x10 (TYP 4) 800 2 1 RLL/SL UP FCU-113 ADA SHOWER 8x6 BC-04 ENTRY VEST 12x10 VAV-101 16x12 20x16 PRIVACY 117 VAV-141 1 10x8 T T VAV-113 131 122 12x8 14x12 FCU-143C 14x12 FCU-141A 18x14 FCU-141C 20x16 18x22 UP 18x16 UP VAV-3.1E 14"ø 8x8 ROOM 16x14 UP S CASH BC-03 T 22x22 EUH-02 5 20x16 UP 22x22 113 FCU-141C F F COUNTING 10x8 14x8 10ø 185 530 T BC-02 CO2 A FCU-134 22x22 14x10 300 F 335 109 22x10 S EUH-02 8x8 12x10 F 400 12ø SHOWER EUH-03 10x10 BC-01 32x12 MEN'S 6 22x18 10x8 8x8 A 380 14x12 EUH-03 16x14 16x14 130 12ø BDD T 8"ø FCU-141A BDD 8x6 A FCU-101 FCU-101 16x12 RESTROOM 10x10 6x4 J 435 36x12 CO2 135 MEN'S (TYP 4) FCU-134 7 14x12 VAV-143 A 6ø F 22x10 BDD LOCKER 10x10 CUST/ UTIL 12x6 FCU-143C 140 335 24x12 12ø 18x12 F 50 J 150 CSR LOBBY/ 5 A BDD VAV-142 (TYP 3) 22x10 380 ROOM (TYP 4) CLOSET STAIR 02 F OFFICE 22x22 530 BDD 24x12 F 134 124 ST-2 REVISION 16x8 143 16x10 12x8 14x14 8ø 20x12 WH 6"ø 8 OPEN OFFICE A 220 T 18x16 24x1226x9 12x10 14x12 FCU-143A FCU-142 FCU-141B (TYP 3) ENG/ DES F 22x10 12ø DDC DDC S 400 10x8 22x22 A 3 EUH-04 141 10x10 F 150 365 FCU-133 VAV-103A 8"ø S 22x22 12"ø 24x12 EUH-05 A 10ø 8x8 F 530 EUH-04 7 DATE 300 VAV-3R VAV-136 48x12 14"ø T FCU-143B FCU-133 6 22x22 20x10 BDD 14x10 NO. F SPRINKLER/ 1130 (TYP) 8 10x8 14x10 T T A 12ø T AC-03A AC-02A/B 365 FCU-128 SHOWER MECH ROOM 14x14 22x10 RESTROOMS 14x10 FCU-141B BDD F 280 VEST AC-02A 129 125 22x22 RLL UP F CO2 OFFICE/ CONF EUH-05 140 AC-02B VAV-128 ADA SHOWER 10"ø T ROOM BDD 47x16 47x12 FCU-142 BC-05 132 (TYP 5) 142 RLL UP 10ø ENTRY VEST RSL UP 12x8 32x12 RSL UP 7 48x12 A 310 WOMEN'S 16x10 T T 139 VAV-137 AC-03A/B 7 RESTROOM BDD 36x12 T 7 FCU-137 VAV-134 ELECTRICAL 10ø T 136 4 A FCU-143B 345 FCU-137 AC-03B ROOM (TYP 4) COMM/ FIBER VAV-123 126 24x10 18x16 P FCU-128 ROOM VAV-133 8 138 14ø 22x22 A 10ø 14x12 A F 810 14x12 12x8 265 2 530 22x22 (TYP 4) F (TYP 4) 22x10 M9.04 740 F 16x14 325 WOMEN'S 22x22 LOCKER F 1310 WELLNESS WELLNESS ROOM AEROBICS WEIGHT/ 137 EQUIP 133 128 TRUE HVAC FLOOR PLAN - LEVEL 1 N 1 SCALE: 1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT 8. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, 1 TERMINATE PLENUM OPENING WITH 1/2" HARDWIRE DETAILS. DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL ALL MESH. PLENUMS BEHIND LOUVERS SHALL BE A MINIMUM OF 36 INCHES 2. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND DEEP UNLESS OTHERWISE NOTED. ALL PLENUMS BEHIND SUPPLY, 2 BALANCE TO 470 CFM. INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, RETURN, AND EXHAUST AIR GRILLES SHALL BE A MINIMUM OF 24 DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL INCHES DEEP OR THE SIZE OF THE DUCT, WHICHEVER IS LARGER 3 DDC CONTROL PANEL. COORDINATE FINAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT UNLESS OTHERWISE NOTED. INSTALLATION LOCATION WITH DIVISION 26 & 28. DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. 9. REFER TO SECTION 233100 FOR AIR DISTRIBUTION SOUND LINING 4 FILTER ACCESS PULL CLEARANCE. COORDINATE WITH REQUIREMENTS. OTHER DISCIPLINES TO ENSURE UNOBSTRUCTED 3. PROVIDE REMOTE CABLE CONTROL SYSTEM FOR ALL VOLUME FILTER PULL (TYP). DAMPERS LOCATED ABOVE HARD CEILINGS. PROVIDE ACCESS PANEL AND LOCATE CONTROLLER(S) ABOVE CEILING UNLESS 5 REFRIGERANT LINES TO VRF SYSTEM IN BUILDING. SEE OTHERWISE NOTED. MAXIMUM CABLE LENGTH FROM REFRIGERANT RISER PLAN ON M6.11 FOR SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONTROLLER TO DAMPER(S) SHALL NOT EXCEED 15’-0â€. GROUP CONTINUATION. ALL CONTROLLERS TOGETHER AS MUCH AS POSSIBLE. PROJECT: 6 DUCTWORK AND REFRIGERANT PIPING ROUTING UP BUILDING IDENTIFIER: 4. PROVIDE A MANUAL VOLUME DAMPER FOR EACH SUPPLY, WITHIN CHASE. RETURN, AND EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE OPENING UNLESS OTHERWISE NOTED. NOT 7 AVOID ROUTING VRF REFRIGERANT PIPING OVER OR ALL VOLUME DAMPERS ARE SHOWN ON PLANS. THROUGH THIS SPACE. A.1 5. DIVISION 23 SHALL REVIEW VAV BOX LOCATIONS AND COORDINATE 8 SOUND LINED DUCT TERMINATED ABOVE CEILING WITH WITH OTHER DISCIPLINES TO ENSURE VAV BOX ACCESS IS 1/2" HARDWIRE MESH (TYP). MAINTAINED. TYPICAL ALL VAV BOX LOCATIONS. CONTRACTOR SHALL PROVIDE MOCK-UP OF ONE VAV FOR REVIEW PRIOR TO SHEET TITLE: INSTALLATION OF ALL EQUIPMENT TO ENSURE DESIGN INTENT IS HVAC FLOOR MET. PLAN - LEVEL 1 6. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. 7. PROVIDE ACCESS DOORS IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS LEAD: BC FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE DRAFTER: SF/RR/JS 24â€x24†UNLESS OTHERWISE NOTED. REFER TO DETAILS. DATE: 1/21/22 SHEET: M2.04 SHEET OF A B C.8 C.9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 2 FUTURE OFFICE STAIR 01 200 EUH-07 ST-1 EUH-09 T EUH-07 RLL UP 12x6 RSL UP G RHL UP 240 T (TYP 2) EUH-09 12x10 VAV-3.1 16x18 DN 4 18x22 DN RLL DN 20x16 22x18 RSL DN 30x12 UP 30x12 UP RHL DN 16x14 30x12 UP 30x12 UP 5 DSD ELEC/ COMM 20x16 DN F DSD 202 8x8 F 16x14 DN VAV-3.2E 6x6 8x6 J 50 8x6 18x16 J 100 EUH-06 8x6 STAIR 02 T EUH-06 ST-2 REVISION 22x18 FUTURE T MAINTENANCE RESTROOMS EUH-08 EUH-08 STORAGE FUTURE DUCT LOCATION UP TO 201 DATE FUTURE DOAS UNIT. 6 NO. 7 8 TRUE HVAC FLOOR PLAN - LEVEL 2 N 1 SCALE:1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 TBD. DETAILS. 2. 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. 3. 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 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONTROLLER TO DAMPER(S) SHALL NOT EXCEED 15’-0â€. GROUP ALL CONTROLLERS TOGETHER AS MUCH AS POSSIBLE. PROJECT: BUILDING IDENTIFIER: 4. 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. A.1 5. 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 SHEET TITLE: INSTALLATION OF ALL EQUIPMENT TO ENSURE DESIGN INTENT IS HVAC FLOOR MET. PLAN - LEVEL 2 6. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. 7. PROVIDE ACCESS DOORS IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS LEAD: BC FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE DRAFTER: SF/RR/JS 24â€x24†UNLESS OTHERWISE NOTED. REFER TO DETAILS. DATE: 1/21/22 8. REFER TO SECTION 233100 FOR AIR DISTRIBUTION SOUND LINING SHEET: REQUIREMENTS. M2.05 SHEET OF VRF HEAT PUMP SCHEDULE - INDOOR UNITS MARK AREA SERVED MANUFACTURER / MODEL NO. TYPE VRF HEAT SUPPLY FAN HEATING COOLING CONDENSATE ELECTRICAL PHYSICAL MOUNTING DETAIL / CONTROL NOTES MARK PUMP AIRFLOW (CFM) CAPACITY OA EAT TOTAL SENS CAP EAT, DB EAT, WB (DIA) V/Ø MCA MOCP LxWxH WEIGHT / SUPPORT DIAGRAM DIAGRAM / REFERENCE SEQUENCE (MBH) TEMP. (DEG F) CAP (MBH) (MBH) (DEG F) (DEG F) (INxINxIN) (LBS) ROLLUDA ARCHITECTS, INC. (DEG F) 105 S MAIN ST, #323 SEATTLE, WA 98104 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 PHONE (206)624-4222 FAX (206)624-4226 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 1201 third avenue, ste 600 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 seattle, wa 98101 206.448.3376 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 www.hargis.biz 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. VARIABLE AIR VOLUME UNIT SCHEDULE MARK AREA SERVED MANUFACTURER / MODEL NO. DOAS UNIT MIN MAX INLET DUCT OUTLET INLET OUTLET ELECTRICAL PHYSICAL MOUNTING / DETAIL / CONTROL NOTES MARK (CFM) (CFM) (IN DIA) DUCT (INxIN) SP (IN SP V/Ø LxWxH WEIGHT SUPPORT DIAGRAM DIAGRAM / WC) (IN WC) (INxINxIN) (LBS) REFERENCE SEQUENCE 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 REVISION 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 DATE 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 NO. 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. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: DOAS UNIT SCHEDULE BUILDING IDENTIFIER: MARK LOCATION AREA SERVED MANUFACTURER / ASSOCIATED VRF MIN OA MAX OA SUPPLY FAN MOTOR EXHAUST FAN MOTOR HEATING COOLING ELECTRICAL PHYSICAL MOUNTING DETAIL / CONTROL NOTES MARK MODEL NO. HEAT PUMP (CFM) (CFM) TYPE MAX FLOW ESP RPM RPM HP/QTY BHP/QTY TYPE MAX FLOW ESP RPM HP/QTY BHP/QTY DX EAT LAT MAX TOTAL DX SENSIBLE EAT EAT LAT DB LAT MAX MCA MOP V/Ø LxWxH WEIGHT / SUPPORT DIAGRAM DIAGRAM / REFERENCE SEQUENCE (CFM) (IN WC) (CFM) (IN WC) CAPACITY (DEG F) (DEG F) APD CAPACITY DX DB WB (DEG F) WB APD (INxINxIN) (LBS) (MBH) (IN WC) (MBH) CAPACITY (DEG F)(DEG F) (DEG F)(IN WC) A.1 (MBH) 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 SHEET TITLE: 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 MECHANICAL SCHEDULES 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 LEAD: BC 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. DRAFTER: SF/RR/JS 2. SEE HEAT RECOVERY UNIT SCHEDULE FOR DETAILS. DATE: 1/21/22 3. SYSTEM SHALL COMPLY WITH WSEC SECTION 403.6 DEDICATED OUTDOOR AIR SYSTEM REQUIREMENTS. 4. PROVIDE WITH HEAT WHEEL BYPASS FOR ECONOMIZER OPERATION. SHEET: 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. M6.01 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. SHEET OF ELECTRIC UNIT HEATER SCHEDULE AIR DEVICE SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. TYPE AIRFLOW ELECTRICAL PHYSICAL MOUNTING / CONTROL NOTES MARK MARK MANUFACTURER / MODEL NO. SUPPLY / DESCRIPTION TYPE NECK SIZE FACE SIZE AIRFLOW FRAME TYPE FINISH MATERIAL ACC. NOTES MARK (CFM) V/Ø TOTAL LxWxH WEIGHT SUPPORT DIAGRAM / RETURN / (BORDER TYPE) (LxW) (LxW) RANGE CAPACITY (INxINxIN) (LBS) SEQUENCE EXH (IN) (IN) < 25 NC ROLLUDA ARCHITECTS, INC. (KW) 105 S MAIN ST, #323 A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 6" DIA 24x24 0 - 150 1 WHITE STEEL 4 WAY 1 A SEATTLE, WA 98104 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 PHONE (206)624-4222 A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 8" DIA 24x24 170 - 220 1 WHITE STEEL 4 WAY 1 A FAX (206)624-4226 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 A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 10" DIA 24x24 250 - 350 1 WHITE STEEL 4 WAY 1 A EUH-03 STAIR STAIR QMARK AWH4507F RECESSED 100 277/1 4.8 20x16 30 WALL 1/M9.03 1,2 EUH-03 A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 12" DIA 24x24 375 - 475 1 WHITE STEEL 4 WAY 1 A EUH-04 SPRINKLER/ MECH ROOM SPRINKLER/ MECH ROOM QMARK / HBB758 BASEBOARD - 208/1 0.75 34x4x9 25 WALL 1/M9.03 1 EUH-04 A TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 14" DIA 24x24 500 - 650 1 WHITE STEEL 4 WAY 1 A 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 B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 6" DIA 12x12 0 - 150 1 WHITE STEEL 4 WAY 1 B 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 B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 8" DIA 12x12 0 - 220 1 WHITE STEEL 4 WAY 1 B 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 B TITUS OMNI SUPPLY SQUARE CEILING DIFFUSER HARD OR LAY-IN 10" DIA 12x12 250 - 450 1 WHITE STEEL 4 WAY 1 B 1201 third avenue, ste 600 seattle, wa 98101 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-09 206.448.3376 NOTES: F TITUS 8R RET/EXH EGGCRATE RETURN GRILLE HARD OR LAY-IN 10x10 12x12 UP TO 450 1 WHITE ALUMINUM PFA 2 F www.hargis.biz 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. 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 HEAT RECOVERY UNIT HEAT EXCHANGER SCHEDULE MARK ASSOCIATED TYPE HEAT EXCHANGER HP V/Ø MARK DOAS UNIT SUPPLY EXHAUST MAX MAX FV W SA W SA LAT W EA WINTER EFF. S SA LAT S SA LAT S EA EAT SUMMER G TITUS 300RL SUPPLY DBL DEFLECTION SUPPLY GRILLE SIDEWALL PER PLANS - - 1 WHITE STEEL 3 G (CFM) (CFM) APD (FPM) EAT (DEG (DEG F) EAT (DEG (%) (DEG F) (DEG F) (DEG F) EFF. (%) (IN WC) F) F) J TITUS 33RL RET/EXH HEAVY DUTY RETURN GRILLE SIDEWALL SIDEWALL - - 1 WHITE STEEL 3 J 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 NOTES: 1. ADJUSTABLE DISCHARGE, PLASTER TRIM. 2. WITH PLASTER FRAME. 3. PROVIDE WITH FACTORY CUSTOM COLOR FINISH. COORDINATE COLORS WITH ARCHITECT. GENERAL NOTES: 1. REFER TO DOAS UNIT SCHEDULE FOR APPLICABLE NOTES 2. HEAT WHEEL IS POWERED BY DOAS UNIT SINGLE POINT ELECTRICAL CONNECTION . VRF HEAT PUMP SCHEDULE - BC CONTROLLER MARK LOCATION MANUFACTURER / MODEL NO. ASSOCIATED UNIT ELECTRICAL PHYSICAL DETAIL / NOTES MARK V/Ø MAX CAP. MCA MOCP LxWxH WEIGHT DIAGRAM PER PORT (INxINxIN) (LBS) REFERENCE 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. MINI SPLIT SYSTEM AIR CONDITIONING SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN COOLING COOLING SEER ECM FAN WATTS ELECTRICAL PHYSICAL DETAIL / CONTROL NOTES MARK REVISION FLOW TOTAL CAP SENS CAP MOTOR MCA MOCP V/Ø LxWxH WEIGHT DIAGRAM DIAGRAM / (CFM) (MBH) (MBH) (FLA) (INxINxIN) (LBS) REFERENCE SEQUENCE 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 DATE 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 NO. 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 - OUTDOOR UNITS MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. HEATING COOLING ELECTRICAL PHYSICAL MOUNTING DETAIL / CONTROL NOTES MARK CAPACITY OA TOTAL OA TEMP. V/Ø RLA MCA MOCP LxWxH WEIGHT / SUPPORT DIAGRAM DIAGRAM / REFERENCE SEQUENCE (MBH) TEMP. CAP (MBH) (DEG F) (INxINxIN) (LBS) (DEG F) 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.. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 2. PROVIDE REFRIGERANT PIPING SIZED TO MANUFACTURER'S RECOMMENDATION. REFER TO M6.11 FOR BASIS OF DESIGN SYSTEM SIZING. PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL SCHEDULES LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: M6.02 SHEET OF 1. S+EE7 NO7ES 1. 5EF5,*E5AN7 P,PE S,=,N* AN' 48AN7,7< S+OWN ,S %ASE' ON %AS,S OF 'ES,*N 5OLL8'A A5C+,7EC7S,NC MAN8FAC785E5 S,=,N* 5E48,5EMEN7S AN' 1 S MA,N S7 2 ,N7EN'E' 7O ,LL8S75A7E S<S7EM P,P,N* SEA77LE WA 1 LA<O87 ONL<. ',9,S,ON 2 S+ALL P5O9,'E P,PE P+ONE 26 SPO7 WEL' 1 FLAN*E OF PE5FO5A7E' S+EE7 '8C7 S8PPO57 SEC85E 7O ME7AL ',9,'E5 7O %O7+ S,'ES OF PLEN8M %O; 5OLL8'A A5C+,7EC7S,NC 7OP C+O5' OF 758SS O5 SE,SM,C 5ES75A,N7 SEC85E 7O 7OP 16‘ ON 1 S7A**E5E' CEN7E5S PLEN8M %O; S8PPO57 2 PE5 PLEN8M 1 S MA,N S7 2 %O; ,N'OO5 8N,7. SEE NO7E 1 5OLL8'A A5C+,7EC7S,NC 95F +EA7 P8MP O87'OO5 8N,7 1 S MA,N S7 2 FAN *8A5' 7<P 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 A B C C.8 C.9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 4"RL POC. SEE CIVIL FOR CONTINUATION. I.E. = 132.0' 6,430 SF ROOF AREA 1 1201 third avenue, ste 600 seattle, wa 98101 BREAK ROOM 206.448.3376 4"RL 107 www.hargis.biz LARGE CONFERENCE 2"W UP 6"W POC. SEE CIVIL FOR ROOM ENTRY VEST CONTINUATION. I.E. = 129.0' 103 110 3"RL UP 4"RL 2 6"W UP CONF ROOM TO AG-1 STOR CONF ROOM OFFICE / CONF PUBLIC 108 115 ROOM RESTROOM 4"W 119 106 4"RL UP 4"W UP 4"RL UP TO WCO 2"W UP OPEN OFFICE 2"V UP FLEX/ ADMIN/ FOREMEN/ STAIR 01 SERVICEMEN CREW ROOM 4"W UP 3 ST-1 MOTHERS 118 121 TO FCO CONF ROOM 4"W UP ROOM STOR 2"W UP 6"W 102 TO FD 2"W UP 112 ELEV ROOM PUBLIC CORRIDOR 114 MEN'S 1 RESTROOM 2"W UP PRIVACY 111 6"W 4"W LOCKER FFE=135'-0" 105 2"V UP ROOM 2"PW DN MEN'S ROOM TO SP-01 2"W UP 113 2 RESTROOM 134 2"W UP TO FCO SP-01 3"RL UP P7.02 2"W UP 135 LOBBY TO FD ENTRY VEST 101 4 100 4"W UP 2"W CORRIDOR SHOWER ENTRY VEST TO WCO 2"W UP 2"W UP 6"W 4"W UP 117 4"W UP 130 122 TO FCO 5 CASH 2"W UP 2"W UP 2"W UP OFFICE / CONF 3"W TO FD 1 TO AG-1 COUNTING 2"W UP 2"W UP ROOM 2"W 4"W UP 2"W 3"RL UP TO FD TO FCO 109 116 2"W CUST/ UTIL 4"W UP 3"W UP OPEN OFFICE TO WCO 2"W UP CLOSET 2"CW POC TO FUTURE GUARDHOUSE. 3"W UP SEE CIVIL FOR CONTINUATION. ENG/ DES 2"W UP 124 I.E.=131.0' 141 RESTROOMS 2"V UP TO FD 2"W UP STAIR 02 2-1/2"CW POC TO WAREHOUSE. TO FCO VEST SEE CIVIL FOR CONTINUATION. 2"W UP 2"W UP ST-2 I.E.=131.0' REVISION 140 4"W UP TO FD WH 2"CW POC TO HEATED PARKING. 2"V UP SEE CIVIL FOR CONTINUATION. 4"W UP 2"V UP I.E.=131.0' 2"V UP 4"RL UP (TYP 5) 2"W UP 3"CW POC TO DOMESTIC SERVICE. 2"W UP 2"W 2"W UP SEE CIVIL FOR CONTINUATION. 2"V UP DATE TO FD TO FD I.E.=131.0' 6 NO. CSR LOBBY/ WOMEN'S OFFICE OFFICE/ CONF 3"RL UP ADA SHOWER 4"RL UP 4"W UP ROOM RESTROOM SHOWERCORRIDOR SPRINKLER/ TO FS 3"RL UP 143 136 132 MECH ROOM 4"W UP 142 2"W UP 123 TO FCO 129 4"RL UP WOMEN'S WELLNESS ELECTRICAL 125 ENTRY VEST 6"W UP TO 7 COMM/ FIBER LOCKER WEIGHT/ ROOM TEST DRAIN P7.01 139 ROOM ROOM EQUIP 4"RL UP 126 7 138 133 128 4"RL UP 4"RL UP 4"RL POC. SEE CIVIL 8 FOR CONTINUATION. I.E. = 132.0' 3,175 SF ROOF AREA WELLNESS 6"RL POC. SEE CIVIL AEROBICS FOR CONTINUATION. I.E.=132.0' 137 9,630 SF ROOF AREA TRUE PLUMBING FOUNDATION PLAN N 1 SCALE:1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 CONNECT CANOPY RAIN LEADER TO CIVIL STORM DETAILS. DRAINAGE. COORDINATE EXACT LOCATIONS WITH CIVIL. TYP ALL CANOPY DRAINS. 2. SEE CIVIL DRAWINGS FOR CONTINUATION OUTSIDE OF BUILDING. 3. SLOPE ALL WASTE AND VENT PIPING A MINIMUM OF 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. 4. 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. 5. PLUMBING FIXTURES AND FLOOR PLAN ABOVE ARE SHOWN ON FOUNDATION PLAN FOR REFERENCE. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 INVERT ELEVATIONS ARE SHOWN FOR REFERENCE ONLY. PROJECT: 6. CONTRACTOR SHALL COORDINATE FINAL INVERT ELEVATIONS IN BUILDING IDENTIFIER: THE FIELD WITH CIVIL CONTRACTOR. 7. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS SHALL BE SERVED FROM THE CLOSEST TRAP PRIMER. A.1 8. SEE STRUCTURAL DRAWINGS FOR PIPE SLEEVE DETAILS AT FOOTINGS AND GRADE BEAMS FOR PIPE ROUTING THROUGH STRUCTURE. SHEET TITLE: PLUMBING FOUNDATION PLAN LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: P2.00 SHEET OF A B C C.8 C.9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 5 HB-1 (TYP) ON-1 4"ORL DN P7.02 1 1201 third avenue, ste 600 seattle, wa 98101 LARGE 1"C DN 206.448.3376 CONFERENCE BREAK ROOM 107 www.hargis.biz ROOM SS-1 IH-1 103 FCU-107 SB-1 3"RL UP/DN 4 HB-1 CONF ROOM 2 STOR FCU-103B ENTRY VEST AG-1 OFFICE / CONF FCU-119 2"V 110 MOTHERS 3"V ROOM 108 4"RL DN ROOM 1"C 119 PUBLIC 4"ORL UP 112 4"ORL UP 4"RL UP 4"RL UP 4"RL DN RESTROOM CORRIDOR 4"ORL DN CONF ROOM 106 5 111 CONF ROOM OPEN OFFICE 1"C STOR 8 115 FLEX/ ADMIN/ 102 ON-1 3"V UP FOREMEN/ FCU-118B WC-2 STAIR 01 ON-1 FCU-103A 1"HW AC-01 SS-2 SERVICEMEN CREW ROOM 3 ST-1 ACCP-01 2"FD-1 1"C 118 121 TP-1 FCU-118C FCU-121A 1"C LV-2 HB-1 LOBBY FCU-115 FCU-112 FCO 3"RL UP ELEV ROOM FCU-118A 101 3"ORL UP DF-1 114 OFFICE / CONF 3"V 3"VTR MEN'S FCU-121B CUST/ UTIL ROOM 2"PW FROM LOCKER CLOSET ELEVATOR SUMP PIT 6 116 ROOM SHOWER 124 LV-2 3/4"CW UP MEN'S 134 130 3"RL DN 4 FCO 2"FD-1 3 RESTROOM SB-1 1"C FCU-109 FCU-113 SS-3 135 FCU-116 1"C 1"C WC-2 ENTRY VEST 4 100 PRIVACY 1/2"CW UP ENTRY VEST 5 1 1/2"HW CORRIDOR 3"V UP ADA SHOWER 2 1/2"CW (TYP) AG-1 4"RL UP ROOM LV-1 UR-1 1"HW 122 P7.01 117 131 1 1/2"HW 113 2"V UP 5 1 1/2"HW 3"RL UP/DN 4 CASH RESTROOMS TP-1 CORRIDOR COUNTING FCU-141C VEST WC-1 2"W UP 123 3"W UP 2"V UP/DN TO FD-1 FCO SH-2 1"C 109 140 2"FD-1 FCU-101 FCU-143C 2"FD-1 2"V FCU-134 PUBLIC 2"V UP SH-1 ET-01 RESTROOM OPEN OFFICE FCU-141A WC-2 1 DF-1 EWH-01 WCO P7.01 105 ENG/ DES 2"V 8 2"FD-1 7 DWCP-01 3"RL UP DF-1 141 2"CW 1 STAIR 02 10 3"ORL UP DOMESTIC WATER FCU-143A 1"C ST-2 ENTRANCE P7.01 REVISION 1 1/2"HW FCU-141B 1"C FCU-133 1"HW 2"V UP FCO WH HB-1 4"ORL UP WC-2 4"ORL UP CSR LOBBY/ FCU-142 1 1/2"CW WC-1 4"RL UP/DN 2"FD-1 4"RL UP OFFICE 2"CW DN 143 2"FD-1 4"FS-1 DATE 4"ORL UP 2"FD-1 2-1/2"CW DN 5 FCO MS-1 3"CW DN 6 EW-1 ON-1 NO. ON-1 FCU-143B 2"W UP 4"ORL DN ON-1 TO FD-1 SHOWER EUH-04 SPRINKLER/ 3"RL DN 4 OFFICE/ CONF WOMEN'S ADA SHOWER 4"RL DN 4 3"RL UP/DN ENTRY VEST LV-1 129 MECH ROOM 4"ORL UP ROOM LOCKER 3/4"CW UP AC-03A 1"C 132 TO HB 4"ORL UP 4"RL UP 139 6 WOMEN'S 125 4"RL UP 4"RL DN 142 ROOM 1"C 3/4"C DN 3/4"C AC-02A RESTROOM WELLNESS ELECTRICAL 133 6 FIRE SPRINKLER 4"ORL DN ACCP-02 136 WEIGHT/ FCU-128 ACCP-03 ROOM RISER COMM/ FIBER AC-02B 6"FIRE SPRINKLER 7 EQUIP 126 7 TEST RECEPTOR P7.01 ROOM FCU-137 128 2 4"RL DN 4"ORL UP 4"RL UP 3/4"C 138 AC-03B HB-1 ON-1 4"ORL UP 4"RL DN 4"RL UP 4"ORL DN 5 (TYP) P7.02 2 8 ON-1 ON-1 HB-1 4"ORL UP 4"RL DN 4"RL UP WELLNESS AEROBICS 137 TRUE PLUMBING FLOOR PLAN - LEVEL 1 N 1 SCALE:1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT 8. REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN FIXTURES MOUNTING HEIGHTS. 1 4"W AND 3"V STUBBED UP TO DETAILS. SECOND FLOOR FOR FUTURE 9. ROUTE HW CIRCULATION LOOP FULL SIZE IN WALL TO PUBLIC RESTROOMS. 2. SLOPE ALL WASTE PIPING A MINIMUM OF 1/4 INCH PER FOOT LAVATORY BRANCH RUNOUT OR BANK OF PUBLIC LAVATORIES. UNLESS OTHERWISE NOTED. MAXIMUM ALLOWABLE LENGTH OF PIPING FROM LOOP TO 2 PROVIDE 2" HIGH SHEET METAL FIXTURES PER STATE ENERGY CODE OR 2 FEET, WHICHEVER IS DRAIN PAN BENEATH RAIN LEADER 3. SLOPE ALL RAIN LEADER AND STORM DRAIN PIPING A MINIMUM OF MORE STRINGENT. AND OVERFLOW RAIN LEADER 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. PIPING IN THIS ROOM. CONNECT TO 10. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS 3/4"DRAIN AND ROUTE DRAIN TO 4. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW SHALL BE SERVED FROM CLOSEST TRAP PRIMER. TERMINATE ABOVE DOOR SWING. GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE 11. PROVIDE STAINLESS STEEL LOCKING ACCESS DOOR FOR ALL 3 2" ELEVATOR SUMP PUMPED WASTE. THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION TRAP PRIMERS, WATER HAMMER ARRESTORS, VALVES, ETC. ROUTE TO DISCHARGE INDIRECTLY VALVES FOR ALL HOSE BIBBS, TOILET ROOMS, AND FIXTURES LOCATED IN OCCUPIED AREAS. COORDINATE FINAL LOCATION INTO MS-1. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 WITHOUT STOPS (MOP SINKS, DRINKING FOUNTAINS AND WITH A/E. REFER TO INTERIOR ELEVATIONS ON ARCHITECTURAL SHOWERS). PLANS. 4 PROVIDE PVC DRAIN PIPING FOR ALL PROJECT: EXTERIOR CANOPY RAIN LEADER BUILDING IDENTIFIER: 5. SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR AND OVERFLOW RAIN LEADER FIXTURE SERVICE CONNECTION SIZES. PIPING PER SECTION 221300. ALL OTHER RAIN LEADER AND 6. PROVIDE WALL CLEANOUT BELOW EACH LAVATORY AND SINK. OVERFLOW RAIN LEADER PIPING PROVIDE WALL CLEANOUTS FOR WATER CLOSETS AND INSTALL SHALL BE CAST IRON. (TYP) A.1 MINIMUM 6 INCHES ABOVE FLOOD RIM OF FIXTURES ADJACENT TO WCO. COORDINATE WCO LOCATION WITH GRAB BARS IN ADA 5 1"C DOWN TO WYE FITTING ON SINK ACCESIBLE STALLS. TAILPIECE. PROVIDE WYE FITTING ON LAVATORY. SHEET TITLE: 7. DO NOT ROUTE ANY PIPING OVER ELECTRICAL, IDF, MDF, OR PLUMBING ELEVATOR MACHINE ROOMS UNLESS PIPING IS SERVING 6 PROVIDE AC UNIT CONDENSATE EQUIPMENT IN THE ROOM. PUMP. LITTLE GIANT MODEL VCC-20 FLOOR PLAN - ULS, 1/30 hp, (2) INLET OPENINGS, 20 LEVEL 1 FT HD, 120V/1, WITH 3-PRONG PLUG. 7 SUMP PUMP CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION AND WIRING LEAD: BC REQUIREMENTS WITH DIVISION 26 & DRAFTER: SF/RR/JS 28. DATE: 1/21/22 8 REFER TO ARCHITECTURAL DRAWINGS FOR FINAL FLOOR DRAIN SHEET: LOCATION (TYP). P2.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 4"V UP TO VTR 3"V DN STAIR 01 ST-1 3/4"CW DN 3/4"CW TO HB-1 FUTURE ON LOW ROOF OFFICE 4"RL DN 200 2 4"RL UP P2.02 4"ORL UP 4"ORL UP 4"RL UP TP-1 4"ORL UP 4"RL UP 1/2"CW DN 3"V DN 2"FD-1 3"V DN 2"FD-1 2"V DN 4"V UP TO VTR 2"V DN 4"RL DN 1 STAIR 02 4"ORL DN 1-1/2"HW DN ST-2 MS-1 REVISION 1 1"HWC DN 2 2 2-1/2"CW DN EW-1 4"RL UP 4"RL UP 2"FD-1 2"FD-1 4"VTR CW UP 4"ORL UP 4"ORL DN 4"ORL UP TO HB 4"ORL DN 3/4"CW DN 4"RL DN 2-1/2"CW CAPPED FOR DATE FUTURE TI 1"HWC NO. CAPPED FOR FUTURE TI MAINTENANCE 1-1/2"HW STORAGE CAPPED FOR 4"RL UP 201 FUTURE TI 4"ORL UP 3/4"CW TO HB-1 ON LOW ROOF TRUE PLUMBING FLOOR PLAN - LEVEL 2 N 1 SCALE: 1/8" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO P.700 SERIES SHEETS FOR STANDARD DETAILS NOT 8. REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN FIXTURES MOUNTING HEIGHTS. 1 WASTE AND VENT PIPING STUBBED UP THROUH FLOOR DETAILS. AND CAPPED FOR FUTURE TI (TYP). 9. ROUTE HW CIRCULATION LOOP FULL SIZE IN WALL TO PUBLIC 2. SLOPE ALL WASTE PIPING A MINIMUM OF 1/4 INCH PER FOOT LAVATORY BRANCH RUNOUT OR BANK OF PUBLIC LAVATORIES. 2 REFER TO ARCHITECTURAL DRAWINGS FOR FINAL UNLESS OTHERWISE NOTED. MAXIMUM ALLOWABLE LENGTH OF PIPING FROM LOOP TO FLOOR DRAIN LOCATION (TYP). FIXTURES PER STATE ENERGY CODE OR 2 FEET, WHICHEVER IS 3. SLOPE ALL RAIN LEADER AND STORM DRAIN PIPING A MINIMUM OF MORE STRINGENT. 1/4 INCH PER FOOT UNLESS OTHERWISE NOTED. 10. ALL FLOOR DRAINS, FLOOR SINKS, AND AIR GAP DRAIN TRAPS 4. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW SHALL BE SERVED FROM CLOSEST TRAP PRIMER. GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE 11. PROVIDE STAINLESS STEEL LOCKING ACCESS DOOR FOR ALL THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION TRAP PRIMERS, WATER HAMMER ARRESTORS, VALVES, ETC. VALVES FOR ALL HOSE BIBBS, TOILET ROOMS, AND FIXTURES LOCATED IN OCCUPIED AREAS. COORDINATE FINAL LOCATION SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 WITHOUT STOPS (MOP SINKS, DRINKING FOUNTAINS AND WITH A/E. REFER TO INTERIOR ELEVATIONS ON ARCHITECTURAL SHOWERS). PLANS. PROJECT: 3"ORL UP BUILDING IDENTIFIER: 5. SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR 3"RL UP FIXTURE SERVICE CONNECTION SIZES. 6. PROVIDE WALL CLEANOUT BELOW EACH LAVATORY AND SINK. PROVIDE WALL CLEANOUTS FOR WATER CLOSETS AND INSTALL A.1 MINIMUM 6 INCHES ABOVE FLOOD RIM OF FIXTURES ADJACENT TO WCO. COORDINATE WCO LOCATION WITH GRAB BARS IN ADA ACCESIBLE STALLS. HB-1 SHEET TITLE: 7. DO NOT ROUTE ANY PIPING OVER ELECTRICAL, IDF, MDF, OR PLUMBING ELEVATOR MACHINE ROOMS UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. FLOOR PLAN - LEVEL 2 PLUMBING FLOOR PLAN - LEVEL 2 - ENLARGED LEAD: BC 2 SCALE: 1/8" = 1'-0" DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: P2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 3"RD-2 4"VTR 4"RD-1 4"RD-1 4"ORD-1 4"ORD-1 DOAS-01 2 P7.02 4"VTR 3"RD-2 3"ORD-2 HB-1 4"RD-1 2 4"ORD-1 4"RD-1 P7.02 4"RD-1 4"ORD-1 4"ORD-1 4"VTR ON-1 4"RD-1 4"ORD-1 3"RD-2 ON-1 DOAS-02 DOAS-03 3"RD-2 3"ORD-2 FUTURE DOAS 4"VTR REVISION 4"RD-1 4"RD-1 HB-1 4"ORD-1 4"ORD-1 4"RD-1 DATE 4"ORD-1 NO. 3"RD-2 HB-1 4"RD-1 4"RD-1 4"ORD-1 4"ORD-1 4"RD-1 4"RD-1 4"RD-1 4"ORD-1 4"ORD-1 4"ORD-1 TRUE PLUMBING ROOF PLAN N 1 SCALE:1/8" = 1'-0" SHEET NOTES 1. REFER TO P7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN DETAILS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR ROOFING DETAILS. 3. 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. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: PLUMBING ROOF PLAN LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: P2.03 SHEET OF PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE MARK FIXTURE TYPE WASTE VENT RL ORL CW HW NOTES MARK ROLLUDA ARCHITECTS, INC. (IN) (IN) (IN) (IN) (IN) (IN) 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 WC-1 WATER CLOSET 4" 2" - - 1-1/4" - 2 WC-1 FAX (206)624-4226 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 1201 third avenue, ste 600 seattle, wa 98101 IH-1 INSTA-HOT - - - - - 1/2" 1 IH-1 206.448.3376 SH-1 SHOWER 2" 1-1/2" - - 1/2" 1/2" - SH-1 www.hargis.biz 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 WATER HAMMER ARRESTOR SIZING SCHEDULE GENERAL NOTES: A. MAKE FINAL CONNECTION TO ALL PLUMBING FIXTURES UNLESS NOTED OTHERWISE. MARK SYSTEM SERVED MANUFACTURER / MODEL NO. FIXTURE UNIT SIZE DETAIL / NOTES MARK B. PIPE SIZES LISTED MAY BE DIFFERENT THAN THE ACTUAL FIXTURE CONNECTION. PROVIDE BRANCH PIPE OF LISTED SIZE AND ALL PIPE MIN MAX DIA (IN) DIAGRAM FITTINGS AND OFFSETS REQUIRED FOR COMPLETE INSTALLATION. REFERENCE C. PROVIDE FINAL CONNECTIONS TO ALL FIXTURES. D. PROVIDE WALL CLEANOUTS FOR ALL SINKS. A-1 DOMESTIC WTR J.R. SMITH / HYDROTROL 5005 0 11 3/4 3/P7.01 1 A-1 NOTES: 1. COORDINATE ELECTRICAL CONNECTIONS WITH DIV 26. A-2 DOMESTIC WTR J.R. SMITH / HYDROTROL 5010 12 32 1 3/P7.01 1 A-2 2. ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. A-3 DOMESTIC WTR J.R. SMITH / HYDROTROL 5020 33 60 1 3/P7.01 1 A-3 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. REVISION A-4 DOMESTIC WTR J.R. SMITH / HYDROTROL 5030 61 113 1 3/P7.01 1 A-4 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. A-5 DOMESTIC WTR J.R. SMITH / HYDROTROL 5040 114 154 1 3/P7.01 1 A-5 7. PLUG INTO DIVISION 26, 120V RECEPTACLE. NOTES: DATE 1. INSTALL IN ACCORDANCE WITH PLUMBING DRAINAGE INSTITUTE STANDARD P.D.I. WH-201 OR ASSE 1010 RECOMMENDATIONS. NO. TRAP PRIMER SCHEDULE MARK MANUFACTURER / MODEL NO. NUMBER OF PIPE CONNECTIONS V/Ø REMARKS OUTLETS OUTLETS INLET ELECTRONIC TRAP PRIMER MANIFOLD. PROVIDE WITH RECESSED MOUNT INSTALLATION IN FRAMED WALLS IN ALL FINISHED SPACES INCLUDING STORAGE ROOMS AND CUSTODIAL TP PPP / PRIME-TIME 4 - 16 3/4" 1/2" 120/1 ROOMS, UNO ON PLUMBING PLANS. QUANITTY OF OUTLETS AS REQUIRED FOR PRIMED DRAINS PLUS 2 ADDITIONAL SPARES. ELEVATOR SUMP PUMP SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. PUMP MOTOR PHYSICAL VFD MOUNTING / DETAIL / CONTROL NOTES MARK TYPE FLOW HEAD RPM HP V/Ø LxWxH WEIGHT (Y/N) SUPPORT DIAGRAM DIAGRAM / REFERENCE SEQUENCE (GPM) (FT) (INxINxIN) (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. DOMESTIC WATER EXPANSION TANK SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. TYPE TANK ACCEPTANCE SYSTEM PHYSICAL MOUNTING DETAIL / NOTES MARK VOLUME VOLUME (GAL) CONN (IN) SIZE WEIGHT / SUPPORT DIAGRAM (GAL) REFERENCE (DIAxL) (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. PLUMBING PUMP SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. PUMP MOTOR PHYSICAL VFD MOUNTING / DETAIL / CONTROL NOTES MARK TYPE FLOW HEAD RPM HP V/Ø LxWxH WEIGHT (Y/N) SUPPORT DIAGRAM DIAGRAM / REFERENCE SEQUENCE (GPM) (FT) (INxINxIN) (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 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 NOTES: PROJECT: 1. PROVIDE WITH BRONZE BODY CONSTRUCTION. BUILDING IDENTIFIER: A.1 ELECTRIC WATER HEATER SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. TYPE THERMAL TANK SIZE RECOVERY CONNECTION SIZES ELECTRICAL PHYSICAL MOUNTING / DETAIL / CONTROL NOTES MARK SHEET TITLE: EFFICIENCY (GAL) AT 60F WATER DRAIN V/Ø FLA TOTAL KWELEMENTS DIAxH WEIGHT SUPPORT DIAGRAM DIAGRAM / (%) (GAL/HR) (IN) (IN) (#) (INxIN) (LBS) REFERENCE SEQUENCE PLUMBING SCHEDULES 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. LEAD: BC DRAFTER: SF/RR/JS DATE: 1/21/22 SHEET: P6.01 SHEET OF 5OLL8'A A5C+,7EC7S,NC 1 S MA,N S7 2 SEA77LE WA 1 P+ONE 26 MAN8AL A,5 EL,M,NA7O5 9AL9E. POWE5 S8PPL<. SEE ELEC 'W*S 5OLL8'A A5C+,7EC7S,NC SEE NO7E 1 S MA,N S7 2 S+87OFF 9AL9E NC SP A%O9E + ; = '5A,N PAN ,NC+ES ,NC+ES ,NC+ES ,NC+ES W* 1 2 1 5OLL8'A A5C+,7EC7S,NC 2 1. 6. 1 S MA,N S7 2 2 SEA77LE WA 1 P+ONE 26 GENERAL NOTES ABBREVIATIONS GENERAL POWER ONE-LINE DIAGRAM ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 1. PERFORM WORK IN ACCORDANCE WITH APPLICABLE A AMPERE M METER EXISTING ELECTRICAL TO BE REMOVED SWITCHBOARD/SWITCHGEAR EQUIPMENT ENCLOSURE SEATTLE, WA 98104 NATIONAL AND STATE CODES AS AMENDED LOCALLY AC AIR CONDITIONING; ALTERNATING CURRENT; MAN METROPOLITAN AREA NETWORK PHONE (206)624-4222 AND ENFORCED BY THE AHJ. ABOVE COUNTER MAX MAXIMUM EXISTING ELECTRICAL TO REMAIN PANELBOARD, FLUSH-MOUNTED BUS FAX (206)624-4226 AF AMP FUSE; AMP FRAME MC MAIN CROSS CONNECT; METAL CLAD (CABLE) 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR AFC AVAILABLE FAULT CURRENT MCB MAIN CIRCUIT BREAKER NEW ELECTRICAL WORK PANELBOARD, SURFACE-MOUNTED WIRE INSTALLATION OF WORK. ARRANGE AND SCHEDULE FOR REFERENCE ONLYAFF ABOVE FINISHED FLOOR MCC MOTOR CONTROL CENTER REQUIRED INSPECTIONS. AG ABOVE GRADE MDF MAIN DISTRIBUTION FRAME MATCHLINE OR PROPERTY LINE T (FRONT) TERMINAL / LUG TRANSFORMER AHJ AUTHORITIES HAVING JURISDICTION 3. COORDINATE WITH UTILITY COMPANIES FURNISHING MDP MAIN DISTRIBUTION PANEL AHU AIR HANDLING UNIT SERVICES TO PROJECT. INSTALLATION OF UTILITY MFR MANUFACTURER ENLARGED PLAN BOUNDARY MOTOR CONNECTION CONNECTION SERVICES SHALL BE IN ACCORDANCE WITH UTILITY AIC AMPERE INTERRUPTING CURRENT MH MANHOLE REQUIREMENTS. VERIFY APPLICABLE INSTALLATION AL ALUMINUM MIN MINIMUM DISCONNECT SWITCH, NON-FUSED DELTA STANDARDS AND REQUIREMENTS. PROVIDE AND ANSI AMERICAN NATIONAL STANDARDS INSTITUTE 1 MLO MAIN LUGS ONLY DETAIL/PLAN IDENTIFIER SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR AS AMP SWITCH E1.1 MM MULTIMODE DISCONNECT SWITCH, FUSED WYE APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO AT AMP TRIP MPOE MAIN POINT OF ENTRY ORDERING EQUIPMENT. A ATM ASYNCHRONOUS TRANSFER MODE MPOP MAIN POINT OF PRESENCE SECTION IDENTIFIER B ENCLOSED CIRCUIT BREAKER CURRENT TRANSFORMER ATS AUTOMATIC TRANSFER SWITCH E1.1 1201 third avenue, ste 600 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER MTD MOUNTED AV AUDIO VISUAL seattle, wa 98101 TRADES. REFER TO MECHANICAL, ARCHITECTURAL, MTS MANUAL TRANSFER SWITCH VFD VARIABLE FREQUENCY DRIVE A 206.448.3376 STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND AWG AMERICAN WIRE GAUGE ELEVATION IDENTIFIER TRANSFER SWITCH SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR E1.1 S MANUAL MOTOR STARTER WITH THERMAL (N) NEW M OVERLOADS www.hargis.biz TO FABRICATION, PURCHASE, AND INSTALLATION OF BAS BUILDING AUTOMATION SYSTEM N NEUTRAL REVISION DEFINITION AREA, AREA ENCIRCLED WORK. BATT BATTERIES NAC NOTIFICATION APPLIANCE CIRCUIT CONTAINS CHANGES MADE SUBSEQUENT TO COMBINATION STARTER/DISCONNECT CIRCUIT BREAKER, FIXED BIL BASIC IMPULSE INSULATION LEVEL PREVIOUS ISSUE 5. COMPLETION OF WORK SHALL BE EXECUTED IN NEC NATIONAL ELECTRICAL CODE ACCORDANCE WITH THE PROJECT SCHEDULE. BKBD BACKBOARD NATIONAL ELECTRICAL MANUFACTURERS MAGNETIC STARTER CIRCUIT BREAKER, DRAWOUT NEMA SCHEDULE INSTALLATION WITH OTHER TRADES TO BKR BREAKER ASSOCIATION 1 REVISION CALLOUT ENSURE PROJECT MILESTONES ARE MET. BLDG BUILDING NF NON-FUSED EQUIPMENT CONNECTION - CONFIRM CONNECTION DISCONNECT SWITCH NIC NOT IN CONTRACT 1 FLAG NOTE TAG WITH EQUIPMENT MANUFACTURER 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW C CONDUIT; DEGREES CELSIUS NL NIGHT LIGHT FUSED SWITCH ALL COMPONENTS REQUIRED FOR A COMPLETE CAB CABINET 1 DEMOLITION NOTE TAG J FIRE/SMOKE DAMPER INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR F/S 01/18/2022 CAT CATEGORY OFC OPTICAL FIBER CABLE FUSE COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND CATV COMMUNITY ANTENNA TELEVISION OHL OVERHEAD LINE 1 EQUIPMENT TAG PUSHBUTTON CONTROLLER SIMILAR ITEMS. CB CIRCUIT BREAKER OL OVERLOAD (SINGLE OR MULTIPLE BUTTONS) FUSED CUTOUTS CCTV CLOSED CIRCUIT TELEVISION OS OCCUPANCY SENSOR AHU-01 MECHANICAL EQUIPMENT TAG CIRCUIT BREAKER WITH GROUND FAULT 7. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR CLG CEILING OSP OUTSIDE PLANT EMERGENCY POWER OFF PUSHBUTTON GF PROTECTION ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE CM CEILING-MOUNTED INSTALLATION, INCLUDING BUT NOT LIMITED TO CO CONDUIT ONLY P POLE N NORTH ARROW ST CIRCUIT BREAKER WITH SHUNT TRIP OPERATOR CABLING, TELECOMMUNICATION PATHWAYS AND COW COMPUTER ON WHEELS PBX PRIVATE BRANCH EXCHANGE SPACES, AND EXACT LOCATION OF HORIZONTAL AND RECEPTACLES CR CONTROLLED RECEPTACLE PF POWER FACTOR K CIRCUIT BREAKER WITH KIRK KEY BACKBONE CABLING WITH LOCATIONS OF FIXED LOCATION WHERE PICTURE WAS TAKEN AND CASEWORK AND BUILDING CONDITIONS AFFECTING CT CURRENT TRANSFORMER PH PHASE 1 DIRECTION P1A-12 THE WORK OF THIS CONTRACT. CU COPPER PIR PASSIVE INFRARED DEVICE SUBSCRIPTS GF PIV POST INDICATING VALVE +42" GF (CIRCUIT NUMBER) FUSED SWITCH WITH GROUND FAULT PROTECTION 8. COORDINATE TELECOMMUNICATIONS WORK WITH D DEDICATED PNL PANEL LIGHTING (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) THAT OF OTHER TRADES. REFER TO ELECTRICAL, A (NON-STANDARD MOUNTING HEIGHT OR AC) DDC DIRECT DIGITAL CONTROL PP PATCH PANEL MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, DEMARC DEMARCATION POINT PT POTENTIAL TRANSFORMER DEVICE SUBSCRIPTS SPECIAL RECEPTACLE MOTOR CONNECTION AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. a (LIGHT FIXTURE TYPE) DISC DISCONNECT PVC POLYVINYL CHLORIDE 12 COORDINATION SHALL OCCUR PRIOR TO FABRICATION, (SWITCHLEG) PURCHASE, AND INSTALLATION OF WORK. DIST DISTRIBUTION (CIRCUIT NUMBER) DUPLEX RECEPTACLE G GENERATOR DSL DIGITAL SUBSCRIBER LINE RCP REFLECTED CEILING PLAN 9. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND DWG DRAWING REC RECEPTACLE FOURPLEX RECEPTACLE X METERING DEVICE RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND REF REFER TO (M = METER) LIGHTING FIXTURES (WH = WATT HOUR METER) SLOTS OF FIRE RATED CONSTRUCTION FOR (E) EXISTING REV REVISION (REFER TO LIGHTING FIXTURE SCHEDULE SPLIT WIRED DUPLEX RECEPTACLE (A = AMMETER) HORIZONTAL AND INTRABUILDING PATHWAYS AND RM ROOM FOR ADDITIONAL INFORMATION) (V = VOLTMETER) EA EACH SPACES. EF EXHAUST FAN REINFORCED THERMORESETTING RESIN SIMPLEX RECEPTACLE RTRC CONDUIT ST SHUNT TRIP 10. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EIA ELECTRONIC INDUSTRIES ASSOCIATION RU RACK UNIT STRIP LIGHTING FIXTURE CORD DROP CORD RECEPTACLE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ELEV ELEVATION ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" EM EMERGENCY GF GROUND FAULT PROTECTION BEFORE ENTERING A FREE STANDING RACK UTILIZING SB STANDBY WALL-MOUNTED LIGHTING FIXTURE RETRACTABLE CORD REEL RECEPTACLE EMT ELECTRICAL METALLIC TUBING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. SHT SHEET EPM ELECTRONIC POWER METER ENCL ENCLOSURE SLC SIGNALING LINE CIRCUIT EPM ELECTRONIC POWER METER 11. CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SM SINGLEMODE SPD SURGE PROTECTIVE DEVICE SPACING OF 12" FROM ELECTRICAL FEEDERS AND EPO EMERGENCY POWER OFF RACEWAYS AND BOXES SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY EQUIP EQUIPMENT SMR SURFACE METAL RACEWAY GROUND SYSTEM CABLING. ETR EXISTING TO REMAIN EMERGENCY LIGHTING FIXTURES SONET SYNCHRONOUS OPTICAL NETWORK J JUNCTION BOX EWC ELECTRIC WATER COOLER (REFER TO LIGHTING FIXTURE SCHEDULE 12. PRIOR TO STARTING TELECOMMUNICATIONS SP SERVICE PROVIDER FOR ADDITIONAL INFORMATION) 12,241 AVAILABLE FAULT CURRENT (SYMMETRICAL) TAG INSTALLATION, CAREFULLY INSPECT INSTALLED WORK SPD SURGE PROTECTIVE DEVICE J FURNITURE WALL FEED OUTLET BOX F FUSE; DEGREES FAHRENHEIT F OF OTHER TRADES AND VERIFY THAT SUCH WORK IS SPEC SPECIFICATIONS 225 FEEDER TAG REVISION FA FIRE ALARM PULL BOX COMPLETE TO THE POINT WHERE WORK MAY SPST SINGLE POLE SINGLE THROW PB FAAP FIRE ALARM ANNUNCIATOR PANEL (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ST SHUNT TRIP XX ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL FACP FIRE ALARM CONTROL PANEL STP SHIELDED TWISTED PAIR POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HANDHOLE PAD-MOUNT TRANSFORMER TO THE PROPER AND TIMELY COMPLETION OF THE FBO FURNISHED BY OWNER HH FURNISHED BY OWNER INSTALLED BY SVGA SUPER VIDEO GRAPHICS ARRAY HEADS AS INDICATED XX (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) WORK. FOIC CONTRACTOR SW SWITCH DATE 13. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION FOIO FURNISHED BY OWNER INSTALLED BY OWNER SWBD SWITCHBOARD DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE VAULT 480V (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) UNTIL ALL UNSATISFACTORY CONDITIONS ARE FSD FIRE SMOKE DAMPER XX TRANSFORMER NO. RESOLVED. BEGINNING WORK CONSTITUTES TBB TELECOMMUNICATIONS BONDING BACKBONE LIGHTING TRACK WITH FIXTURES FLOORBOX (WHERE INDICATED, SUBSCRIPT INDICATES FLOOR 208Y 120V ACCEPTANCE OF CONDITIONS AS SATISFACTORY. G GROUND TEL TELEPHONE A BOX TYPE) SELF-CONTAINED BATTERY-POWERED EMERGENCY GB GROUND FAULT CIRCUIT BREAKER TELCO TELEPHONE COMPANY LIGHTING FIXTURE POKE-THRU (WHERE INDICATED, SUBSCRIPT INDICATES 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY GF GROUND FAULT CIRCUIT INTERRUPTER TGB TELECOMMUNICATIONS GROUNDING BUSBAR A POKE-THRU TYPE) TELECOMMUNICATIONS INDUSTRY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL GFP GROUND FAULT PROTECTION TIA EXIT SIGN, UNIVERSAL MOUNTING PANELBOARD - MAIN LUGS ONLY ASSOCIATION POWER POLE, FLOOR TO CEILING PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS GND GROUND TELECOMMUNICATIONS MAIN GROUNDING (SHADED AREA INDICATES ILLUMINATE SIDE TMGB SYSTEMS PER THE SCOPE OF WORK INDICATED ON BUSBAR ARROW INDICATES CHEVRON DIRECTION) GRS GALVANIZED RIGID STEEL THE CONSTRUCTION DRAWINGS AND BID TP TAMPERPROOF SURFACE METAL RACEWAY EXIT SIGN, WALL-MOUNTED SPECIFICATIONS. TR TELECOMMUNICATIONS ROOM (SHADED AREA INDICATES ILLUMINATE SIDE HC HORIZONTAL CROSS CONNECT TTB TELEPHONE TERMINAL BOARD ARROW INDICATES CHEVRON DIRECTION) RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS)PANELBOARD - MAIN CIRCUIT BREAKER HID HIGH INTENSITY DISCHARGE TV TELEVISION HP HORSEPOWER LIGHTING CONTROL TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION RACEWAY RUN BELOW FLOOR OR BELOW GRADE HTR HEATER TYP TYPICAL SWITCH, AS DEFINED BY SUBSCRIPT NON-STRUCTURAL ELECTRICAL NOTES Hz HERTZ # = SWITCH LOCATED WITHIN THE SPACE IT IS CONTROLLING FLEXIBLE RACEWAY a = SWITCH LOCATED REMOTE FROM THE SPACE IT IS CONTROLLING IBC INTERNATIONAL BUILDING CODE UG UNDERGROUND MW = LINE VOLTAGE THREE-WAY OR FOUR-WAY RACEWAY (CIRCLE DENOTES VERTICAL GROUNDING 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM UL UNDERWRITERS LABORATORIES OSD = OCCUPANCY SENSOR OR VACANCY SENSOR WITH DIMMER TRANSITION) IC INTERMEDIATE CROSS CONNECT OS = OCCUPANCY SENSOR OR VACANCY SENSOR THE 2018 INTERNATIONAL BUILDING CODE AND FROM UON UNLESS OTHERWISE NOTED K = KEYED LH = LIGHTED HANDLE IDF INTERMEDIATE DISTRIBUTION FRAME THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) UPS UNINTERRUPTIBLE POWER SUPPLY P = PILOT LIGHT T = TIMER RACEWAY CONTINUATION G GROUNDING CONDUCTOR INSTITUTE OF ELECTRICAL AND ELECTRONIC STANDARD 7. THE CONTRACTOR SHALL REFER TO THE IEEE ENGINEERS USB UNIVERSAL SERIAL BUS ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, SEE SWITCH SCHEDULE FOR ADDITIONAL RACEWAY STUB WITH BUSHING IG ISOLATED GROUND UTP UNSHIELDED TWISTED PAIR GROUND ROD AND FURTHER DESCRIPTIONS. THE CONTRACTOR INFORMATION SHALL ADHERE TO REQUIREMENTS AND AS SUCH, IMC INTERMEDIATE METALLIC CONDUIT UV UNIT VENTILATOR ISDN INTEGRATED SERVICES DIGITAL NETWORK RACEWAY SLEEVE WITH BUSHING GROUNDING BUSBAR SHALL BE INCLUDED WITHIN BID. ALSO REFER TO REFER TO LIGHTING ZONE CONTROL PLAN FOR SPECIFICATIONS. V VOLTS OCCUPANCY SENSOR OR VACANCY SENSOR J JUNCTION VA VOLT AMPERES REQUIREMENTS. FIRE STOPPING SLEEVE EQUIPMENT GROUNDING CONNECTION 2. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, VFD VARIABLE FREQUENCY DRIVE OCCUPANCY/VACANCY SENSOR, CEILING-MOUNTED M CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL WHERE INDICATED, SUBSCRIPT INDICATES TYPE GROUNDING STRAP K KIRK KEY X OTHERWISE NOTED COMPONENTS THAT ARE PERMANENTLY ATTACHED TO KCMIL THOUSAND CIRCULAR MILS W WATT; WIRE STRUCTURES AND THEIR SUPPORTS AND M OCCUPANCY/VACANCY SENSOR, WALL-MOUNTED ATTACHMENTS SHALL BE DESIGNED AND kVA KILOVOLT AMPERE W/ WITH CABLE TRAY, OVERHEAD LADDER TYPE CONSTRUCTED TO RESIST THE EFFECTS OF KVAR KILOVOLT AMPERE REACTIVE W/O WITHOUT P PHOTOSENSOR FIRE ALARM SYSTEM EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, kW KILOWATT WA WORKSTATION AREA HOMERUN TO PANEL EXCLUDING CHAPTER 14 AND APPENDIX 11A. WAN WIDE AREA NETWORK X HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) LIGHTING CONTROL TAG LAN LOCAL AREA NETWORK # - # FACP FIRE ALARM CONTROL PANEL WG WIRE GUARD 3. ASCE 7 CONTRACTOR RESPONSIBILITY : #10 LCP LIGHTING CONTROL PANEL WH WATT HOUR METER THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10 FC LIGHT LEVEL SET POINT TAG (GAUGE OF WIRE OTHER THAN AWG#12) J FIRE/SMOKE DAMPER CONSTRUCTION OF A SEISMIC-FORCE-RESISTING LEC LOCAL EXCHANGE CARRIER WP WEATHERPROOF NUMBER OF CONDUCTORS F/S LT LIGHT (GROUND CONDUCTOR) SYSTEM, DESIGNATED SEISMIC SYSTEM, OR (PHASE CONDUCTORS) LCP LIGHTING CONTROL PANEL (NEUTRAL CONDUCTOR) S DUCT SMOKE DETECTOR COMPONENT LISTED IN THE QUALITY ASSURANCE LTG LIGHTING XMFR TRANSFORMER PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY M METER RC ROOM CONTROLLER Y WYE AUTHORITY HAVING JURISDICTION AND TO THE OWNER MAN METROPOLITAN AREA NETWORK PRIOR TO THE COMMENCEMENT OF WORK ON THE Z IMPEDANCE NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGMENT OF AWARENESS OF THE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 SPECIAL REQUIREMENTS CONTAINED IN THE PROJECT: QUALITY ASSURANCE PLAN; B. ACKNOWLEDGMENT THAT CONTROL WILL BE BUILDING IDENTIFIER: EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C. PROCEDURES FOR EXERCISING CONTROL A.1 WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND SHEET TITLE: D. IDENTIFICATION AND QUALIFICATIONS OF THE ELECTRICAL PERSON(S) EXERCISING SUCH CONTROL AND LEGEND, THEIR POSITION(S) IN THE ORGANIZATION. ABBREVIATIONS, AND GENERAL NOTES LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K S4A S4A 1 +7'-6" 1 +7'-6" 1 +7'-6" +7'-6" L11 X P P X 2b SUSPEND L3D ZDa,b1 (e,f) 1 ZDa,b FIXTURES AT +8'-6" AFF 1201 third avenue, ste 600 (c,d) L11 +11'-0" 2b P S4 seattle, wa 98101 (a,b) 6 206.448.3376 L3D L3D L3D L3D L3D 1(a)a 2(b)a 2(c)a 2(e)a 1(e)a L6D L3D L3D OSb,c2c 2(b)a 2(a)a www.hargis.biz M M L11 OPEN OFFICE 2b M FLEX/ ADMIN/ FOREMEN/ OFFICE / CONF LARGE P SERVICEMEN ROOM CONFERENCE EXTERIOR SIGNAGE (a,b) L3D L3D +7'-6" L6D L6D ENTRY VEST CONF ROOM 119 ROOM 2(b)a 2(a)a 1 1 118 BREAK ROOM X 115 SUSPEND L3HD L3D L3D L3D 103 L3D 110 FIXTURES AT +8'-6" AFF 1 107 1 8 2(a)b 2(b)b 2(d)b 2(f)b X 2 SUSPEND L3D FIXTURES AT +10'-0" AFF L9-6 1 P P L3D 5 M L6 L3HD (a,b) 01/18/2022 ZDa,b ZDOa M P (a) P 4(a) (a) 1a 5 (a,b) M M L3HD ZDOa,b L3D L3D L3D L3D ZDOa 2(a)b L3HD 1(a)a 4(a)a 4(a)b 1(a)b 4(a) M ZDe X OS 1 M L3HD L3D M L3D L3D L3D L3D L3D L5D L3HD CONF ROOM 2(a)b 6(a)g CREW ROOM 2(a)b 2(b)b 1b 1b 2b 1e M 4(a) STOR L4 L5D 121 CONF ROOM2 6e STAIR 01 SUSPEND L3HD M M L3D L3D L3D 102 ZDa,b ZDa,b CORRIDOR FIXTURES AT +8'-6" AFF STOR ZDO ZDO 4(b)a 4(b)b 4(c)b L9 FIXTURE WALL ST-1 L3HD OS 111 MOUNTED AT 6'-8" AFF 108 2(a)a 3 L4D L9-8 SUSPEND L7 SUSPEND L3D L6D L6D L6D L6D L9-2 2 5 FIXTURE AT +9'-0" FIXTURES AT +8'-6" AFF L4 2 2 PUBLIC 2 2 2 L4 AFF L3D 2 6(b)g 2 OS M L6D M RESTROOM M ELEV ROOM L3D L3D L3D L3D 6 L5D L3HD OFFICE / CONF 4a 4b 4(d)b 4(c)b 106 1e 114 2 M L1D L1D MOTHERS ROOMOS ROOM SUSPEND L3D 2 2 L6D L4D L4D L7 FIXTURES AT +8'-6" AFF SUSPEND L3D FIXTURES P L6D 2 2 112M 2 L3HD AT +8'-6" AFF (c,d) ENTRY VEST L4 1 116 SUSPEND L1D FIXTURES 2 2 2 L1D AT +10'-0" AFF 1 L4D 100 OS ZDO SUSPEND L3HD L3D L3D L3D L3D L3D L3D ZO 2 L10 FIXTURES AT +8'-6" AFF 6g X 1a 4a 4b 4(d)b 1(c)b X LOBBY L9-2 GL-31 MEN'S ZDa,b ENTRY VEST L1D 2 L5D L10 1 1 L6D L6 L6 101 2 6e GL-31 L3HD RESTROOM L11 L6 L11 L11 122 1 1(a) 2(a) PUBLIC 2 L6 4c 4d 4c 4c L6 ZDO ZDe,f,g 135 ZDa,b 6e OSc,d 6e P L1D RESTROOM ZDO ZDO ZO 4 1 X (a) X M ZD CASH COUNTING X X 1 1 105 CORRIDOR1 L6D L6D L6 L6 M L6D L5D M L5D L5D M L5D L5D M L5D L5D M L5D L5D L5D L5D L5D 1 L6 1 1 1 2(a) 1(a) X M 6e 1e 109 6e 1e 6e 1e 6e 1e 6e 1e 6e 1e 1 L9 FIXTURE WALL L6D 1e 117 X X 1 ZDe M MOUNTED AT 6'-8" AFF 2 1 SUSPEND L3HD X 5 1 FIXTURES AT +8'-6" AFF ZDO ZO X SUSPEND L7 1 L6 FIXTURES AT M L6 L6D X L3HD PRIVACY ROOM L9-8 L9-8 MEN'S LOCKER 6e +10'-0" AFF 7 X 1 1 1 L6 4 4 L5D L5D L5D L5D L5D 7 L6D 113 1 X 1 4 ROOM4 4 1 L7 ZDO 6e X M 1 M M ZDO 4 SUSPEND L3D FIXTURES L3HD AT +8'-6" AFF M 4 1 OS L9 FIXTURES WALL 134 OS OS L12 ZDO L3D L3D L5D MOUNTED AT 6'-8" AFF 1 X CUST/ UTIL L6D L6D L6D ZDO L3HD RESTROOMS1e ZDO L12 1 6 2 6f 1(e)f L3HD L9-16 1 L12 L5D CLOSET 6 6 L3D L3D L3D L3D L6D VEST 1 1 1(a) 2(a) 2(b) 2 6e 4 M L5D L5D L12 4 P CSR LOBBY/ SUSPEND L3HD SUSPEND L3D OFFICE/ CONF 4 4 124 STAIR 02 FIXTURES AT +8'-6" FIXTURES AT +8'-6" 140 4 L7 (a,b) OFFICE M M ROOM L6 OS 4 L6D AFF, TYPICAL AFF, TYPICAL 4 ST-2 L12 6 143 L3HD L6D 145 L5D L9-8 2 6e L9-16 4 L12 CORRIDOR 7 SPRINKLER/ REVISION 1e ZDe ZDe,f X 1 L12 L12 4 WH L6D L6D 1 L9 FIXTURES WALL 1 1 123 MECH ROOM 6 6 L3D L3D MOUNTED AT 6'-8" AFF ZDO X 1(e)f 6(e)f OS WOMEN'S OS OS OS 125 1 M LOCKER ROOM SUSPEND L7 FIXTURES +7'-6" L6 ZO ZDO L5D S4A L6 X AT +10'-0" AFF L3D L3D P 1 1 L9-3 1 133 M 4 ZDO 1 DATE 6(d)f 1(d)f (e) X 4 L9-12 L7 L7 X 1 4 L2 L2 L2 L2 4 1 1 4 1 4 4 6 NO. L3HD M M 2 +11'-0" S4 ENTRY VEST WELLNESS ZDO X ELECTRICAL A B 6 L7 WELLNESS X 1 139 L6D 1 AEROBICS 1 WEIGHT/ EQUIP ROOM OS SUSPEND L3D OPEN OFFICE 1 L7 128 OS 126 +7'-6" L3D L3D L3D FIXTURES AT +8'-6" WOMEN'S 4 L5D 137 L5D L5D L5D L5D L7 L7 X S4A P 1(a)f 6(b)f 6(c)f OFFICE/ CONF ZDOAFF, TYPICAL ENG/ DES ZDO ZDO 1 1 1 RESTROOM 4(a) 1(a) 1(a) 4(a) 1(a) 4 OS (a,b) ROOM M M M P L3HD 141 136 (c,d) 142 2 +11'-0" L7 7 COMM/ FIBER S4 L7 4 L5D L5D L5D L5D L5D SUSPEND L7 FIXTURES 6 4 4(a) 4(a) 4(a) 4(a) 4(a) AT +10'-0" AFF ROOM M 138 3 M L7 L7 E5.01 SUSPEND L7 FIXTURES L5D P L5D L5D P L5D L5D 4 4 AT +8'-8" AFF 1(a) (a,b) 4(a) 4(a) (a,b) 4(a) 4(a) ZDOX 1 8 +11'-0" S3 S4A +11'-0" S3 6 +7'-6"1 1 TRUE 1 LIGHTING FLOOR PLAN - LEVEL 1 N E2.01 SCALE: 1/8" = 1'-0" SWITCH LEGEND LIGHT FIXTURE LEGEND SHEET NOTES FLAG NOTES L1D 1. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS 10. ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE OS LINE VOLTAGE ON/OFF WALL SWITCH/VACANCY SENSOR. OTHERWISE NOTED. CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL 1 J-BOX FOR CONTROLLED CIRCUIT FOR ILLUMINATED SENSOR SWITCH PART NO. WSX PDT FIXTURE CONFIGURED WITH DIMMING (IF NEEDED) INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT SIGNAGE. PROVIDE HARDWIRED CONNECTION TO FIXTURE TYPE 2. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01 FOR (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). REMOTE TRANSFORMER. COORDINATE FINAL LOCATION ZDO WALL MOUNT SWITCH STATION . SUBSCRIPT INDICATES IF STATION IS CONFIGURED WITH 5A(x)y FIXTURE SPECIFICATIONS. PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE OF REMOTE TRANSFORMER AND EXACT PATHWAY DIMMING OR OCCUPANCY SENSING. 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 3 ON BETWEEN REMOTE TRANSFORMER AND SIGNAGE WITH DELTA ENTILIZONE WALL STATION PART NO. EZNT-T100 LOCAL MANUAL ON/OFF CONTROL (IF NEEDED) 3. WALL SWITCH TYPE OCCUPANCY SENSORS SHALL BE SHEET E7.01 FOR FURTHER INFORMATION. SIGN INSTALLER PRIOR TO ROUGH-IN. REFER TO STATION CONFIGURED WITH OCCUPANCY SENSOR (IF NEEDED) PHOTOSENSOR DIMMING & ON/OFF INPUT (IF NEEDED) CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION ARCHITECTURAL DETAILS FOR ADDITIONAL STATION CONFIGURED WITH DIMMING (IF NEEDED) OCCUPANCY SENSOR DESIGNATION (WHEN MULTIPLE UNLESS OTHERWISE NOTED. PROVIDE DUAL-TECHNOLOGY (IR & 11. NORMAL 277V LIGHTING FED FROM PANEL 'NHA' CIRCUITS 2,4,6,8. INFORMATION. OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON ULTRASONIC) TYPE. M WIRED DUAL TECH OCCUPANCY/VACANCY SENSOR. SUBSCRIPT INDICATES ZONE WHEN MULTIPLE MANUAL CONTROL) 12. EMERGENCY 277V LIGHTING FED FROM PANEL 'X' CIRCUIT 1. A OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON MANUAL CONTROL. 4. CEILING MOUNTED OCCUPANCY SENSORS SHALL BE CONFIGURED NORMAL BRANCH CIRCUIT SENSOR SWITCH PART NO. CM-PDT-9-R FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS 13. EXIT SIGNS MOUNTED ABOVE DOORS SHALL BE CENTERED ON OTHERWISE NOTED. ALL CEILING MOUNTED OCCUPANCY DOOR FRAME. P PHOTOSENSOR. SERVODAN PART NO. 43-197. EMERGENCY LIGHT FIXTURE LEGEND SENSORS ARE WIRELESS. ALL SWITCHES IN CEILING OCCUPANCY SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 CONTROLLED ROOMS SHALL BE WIRELESS. 14. REFER TO LIGHTING CONTROL DETAIL 1/E7.03 FOR ADDITIONAL PROJECT: INFORMATION. L1D 5. ALL DEVICES WITHIN CEILING TO BE CENTERED WITHIN CEILING BUILDING IDENTIFIER: TILE. FIXTURE CONFIGURED WITH DIMMING (IF NEEDED) FIXTURE TYPE 5/1A(x)y 6. REFER TO LIGHTING CONTROL SCHEDULES ON SHEET E6.01 FOR ADDITIONAL CONTROL INFORMATION. A.1 LOCAL MANUAL ON/OFF CONTROL (IF NEEDED) 7. PROVIDE UNSWITCHED HOT CONDUCTOR TO EXIT SIGNS. PHOTOSENSOR DIMMING & ON/OFF INPUT (IF NEEDED) OCCUPANCY SENSOR DESIGNATION (WHEN MULTIPLE 8. CONFIRM LOCATION OF ALL EXIT SIGNS WITH ARCHITECT. SHEET TITLE: OCCUPANCY SENSOR ZONES ARE CONTROLLED BY A COMMON PROVIDE DIRECTIONAL ARROWS TO CORRESPOND WITH EGRESS MANUAL CONTROL) PATHWAY. LIGHTING FLOOR NORMAL SENSING BRANCH CIRCUIT PLAN - LEVEL 1 EMERGENCY BRANCH CIRCUIT 9. 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 LEAD: DF SHOP DRAWINGS WITH ALL PROPOSED DEVICE LOCATIONS FOR ENGINEER REVIEW. DRAFTER: TC DATE: 12/06/2021 SHEET: E2.01 SHEET OF LIGHTING CONTROL ZONES: ROLLUDA ARCHITECTS, INC. LOCAL LINE VOLTAGE SWITCH ZONE VACANCY SENSOR 'MANUAL ON' ZONE OCCUPANCY SENSOR ZONE TIMECLOCK ZONE 105 S MAIN ST, #323 (ELECTRICAL/TELECOMMUNICATIONS ROOMS) (OFFICE/CONFERENCE/STORAGE) (RESTROOMS/STAIRS) (OFFICE/CONFERENCE/STORAGE) SEATTLE, WA 98104 PHONE (206)624-4222 • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'MANUAL ON' / • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'AUTOMATIC ON' • LIGHT FIXTURES ENABLED/DISABLED VIA TIMECLOCK IN LIGHTING FAX (206)624-4226 LOCAL LINE VOLTAGE SWITCH. 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. CONTROL PANEL. • NOT CONTROLLED VIA THE LIGHTING CONTROL PANEL. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V • AN AFTER HOURS, 2-HOUR OVERRIDE SWITCH IS LOCATED AT DIMMING CONTROL WHERE INDICATED ON PLANS. DIMMING CONTROL WHERE INDICATED ON PLANS. ACCESSIBLE LOCATION. FOR REFERENCE ONLY• WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES • AFTER HOURS OVERRIDE ZONE SHALL NOT EXCEED 5,000 SQUARE SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS FEET. THAT REDUCE LIGHTING. THAT REDUCE LIGHTING. • LIGHT FIXTURES SHALL BE CONFIGURED FOR MULTI-LEVEL CONTROL. • WHERE ADJACENT TO VERTICAL FENESTRATIONS, LIGHT FIXTURES SHALL HAVE MANUAL DAYLIGHTING OVERRIDE DAYLIGHTING ZONE 3 (PRIMARY) CONTROLS THAT REDUCE LIGHTING BY A MINIMUM OF 50 A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, PERCENT. P1 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED OFF CONTROL. B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. DAYLIGHTING ZONE 3 (PRIMARY) PROVIDE APPROPRIATE DEADBANDS TO PREVENT A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CYCLING. P2 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED OFF CONTROL. 1201 third avenue, ste 600 DAYLIGHTING ZONE 3 (SECONDARY) B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. STAIRCASE OCCUPANCY SENSOR seattle, wa 98101 A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, PROVIDE APPROPRIATE DEADBANDS TO PREVENT S1 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED • OCCUPANT SENSOR CONTROLS SHALL BE CONFIGURED TO CYCLING. 206.448.3376 OFF CONTROL. AUTOMATICALLY REDUCE LIGHTING POWER BY NOT LESS THAN 50 B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PERCENT WHEN NO OCCUPANTS HAVE BEEN DETECTED IN THE DAYLIGHTING ZONE 3 (SECONDARY) www.hargis.biz PROVIDE APPROPRIATE DEADBANDS TO PREVENT STAIRWAY FOR A PERIOD NOT EXCEEDING 20 MINUTES AND A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CYCLING. RESTORE LIGHTING TO FULL POWER WHEN OCCUPANTS ENTER S2 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED THE STAIRWAY. OFF CONTROL. • ALL PORTIONS OF STAIRWAYS SHALL REMAIN ILLUMINATED TO B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. MEET THE REQUIREMENTS OF SECTION 1009 OF THE PROVIDE APPROPRIATE DEADBANDS TO PREVENT INTERNATIONAL BUILDING CODE WHEN THE LIGHTING POWER IS CYCLING. REDUCED. 01/18/2022 A B C C.8 C.9 D E F G H J K 1 P1 P1 S1 P1 P1 S1 S1 S1 S1 P1 BREAK ROOM 2 LARGE 107 ENTRY VEST CONFERENCE ROOM 110 P1 S1 P1 P1 P1 P1 P1 P1 103 CORRIDOR OFFICE / CONF CONF ROOM ROOM STOR 111 119 108 P1 S1 S1 S1 S1 PUBLIC STAIR 01 CONF ROOM MOTHERS ROOM CREW ROOM REVISION 3 RESTROOM ST-1 115 112 121 106 CONF ROOM ELEV ROOM OPEN OFFICE STOR LOBBY S1 P1 114 FLEX/ ADMIN/ DATE 102 101 OFFICE / CONF FOREMEN/ CASH COUNTING ROOM SERVICEMEN NO. 109 116 118 PUBLIC PRIVACY ROOM RESTROOM 113 105 P2 4 ENTRY VEST CORRIDOR ENTRY VEST 100 117 122 5 MEN'S MEN'S LOCKER CUST/ UTIL RESTROOM ROOM CLOSET 135 134 ADA SHOWERSHOWER 124 P2 S2 131 130 RESTROOMS OPEN OFFICE VEST CSR LOBBY/ ENG/ DES STAIR 02 S1 S1 140 CORRIDOR OFFICE 141 ST-2 ADA SHOWER 123 143 SHOWER 132 WOMEN'S WOMEN'S 129 P1 P1 RESTROOM LOCKER ROOM SPRINKLER/ ENTRY VEST MECH ROOM 136 133 139 S1 S1 125 6 OFFICE/ CONF ROOM P1 S1 142 S1 S1 S1 S1 ? WELLNESS P1 P1 ? AEROBICS ELECTRICAL COMM/ FIBER WELLNESS ROOM ROOM 137 WEIGHT/ EQUIP 7 126 138 128 P1 P1 P1 P1 8 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: TRUE A.1 1 LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 1 N E2.01a SCALE: 1/8" = 1'-0" SHEET TITLE: LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 1 LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.01a SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz X X 2 9'-0" M 3 01/18/2022 L7 5 3 L7 L7 L7 L7 3 3 3 3 3 7'-6" S4A 1 X L7 3 3 FUTURE OFFICE SUSPEND L7 FIXTURES AT +11'-0" AFF 200 X 4 X X X 3 3 3 3 L7 7 M 5 ELEC/ COMM L7 202 L7 3 3 L7 L7 L7 L7 3 3 3 3 3 E2.02 MAINTENANCE STORAGE REVISION 201 L7 7 L7 3 7'-6" S4A 1 X DATE 3 6 NO. 7'-6" S4A 7'-6" S4A 7'-6" S4A 1 1 1 7 8 TRUE 1 LIGHTING FLOOR PLAN - LEVEL 2 N J K E2.02 SCALE: 1/8" = 1'-0" J K SHEET NOTES FLAG NOTES 4 4 1. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS 10. ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE OTHERWISE NOTED. CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL 1 TBD. 7'-6" X INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT S4A L7 5 5 2. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E0.02 FOR (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). 1 FIXTURE SPECIFICATIONS. PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 4 ON 5 5 3. WALL SWITCH TYPE OCCUPANCY SENSORS SHALL BE SHEET E8.02 FOR FURTHER INFORMATION. CONFIGURED FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS OTHERWISE NOTED. PROVIDE DUAL-TECHNOLOGY (IR & 11. NORMAL 277V LIGHTING FED FROM CIRCUITS PNL-CKT,CKT,CKT. ULTRASONIC) TYPE. SEE DETAIL 1 ON SHEET E8.02 FOR MORE INFORMATION. 12. NORMAL 120V LIGHTING FED FROM CIRCUITS PNL-CKT,CKT,CKT. 4. CEILING MOUNTED OCCUPANCY SENSORS SHALL BE CONFIGURED 13. EMERGENCY 277V LIGHTING FED FROM CIRCUITS PNL- FOR 'MANUAL ON' AND 'AUTOMATIC OFF' OPERATION UNLESS CKT,CKT,CKT. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 OTHERWISE NOTED. ALL CEILING MOUNTED OCCUPANCY PROJECT: SENSORS ARE WIRELESS. ALL SWITCHES IN CEILING OCCUPANCY CONTROLLED ROOMS SHALL BE WIRELESS. BUILDING IDENTIFIER: 5. ALL DEVICES WITHIN CEILING TO BE CENTERED WITHIN CEILING TILE. L7 5 6. REFER TO LIGHTING CONTROL SCHEDULES ON SHEET E0.03 FOR A.1 ADDITIONAL CONTROL INFORMATION. 7. PROVIDE UNSWITCHED HOT CONDUCTOR TO EXIT SIGNS. SHEET TITLE: 8. CONFIRM LOCATION OF ALL EXIT SIGNS WITH ARCHITECT. LIGHTING FLOOR UPPER ROOF LIGHTING PLAN PROVIDE DIRECTIONAL ARROWS TO CORRESPOND WITH EGRESS PLAN - LEVEL 2 3 PATHWAY. E2.02 SCALE: 1/8" = 1'-0" 9. PROVIDE QUANTITY OF LIGHTING CONTROL DEVICES BASED ON LIGHTING CONTROL SYSTEM FUNCTIONAL REQUIREMENTS AND J K MANUFACTURER REQUIREMENTS. HEAD-END EQUIPMENT, MULTI- RELAY PANELS, AND OTHER DEVICES NOT EXCLUSIVELY SERVING LEAD: DF THE LIGHTING IN THE ROOM IN WHICH IT IS LOCATED SHALL NOT BE LOCATED IN TELECOM OR MECHANICAL ROOMS. PROVIDE DRAFTER: TC SHOP DRAWINGS WITH ALL PROPOSED DEVICE LOCATIONS FOR ENGINEER REVIEW. DATE: 12/06/2021 SHEET: E2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 LIGHTING CONTROL ZONES: FOR REFERENCE ONLY LOCAL LINE VOLTAGE SWITCH ZONE VACANCY SENSOR 'MANUAL ON' ZONE OCCUPANCY SENSOR ZONE TIMECLOCK ZONE (ELECTRICAL/TELECOMMUNICATIONS ROOMS) (OFFICE/CONFERENCE/STORAGE) (RESTROOMS/STAIRS) (OFFICE/CONFERENCE/STORAGE) • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'MANUAL ON' / • LIGHT FIXTURES IN EACH ROOM CONTROLLED VIA 'AUTOMATIC ON' • LIGHT FIXTURES ENABLED/DISABLED VIA TIMECLOCK IN LIGHTING LOCAL LINE VOLTAGE SWITCH. 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. / 'AUTOMATIC OFF' LOCAL OCCUPANCY SENSOR. CONTROL PANEL. • NOT CONTROLLED VIA THE LIGHTING CONTROL PANEL. • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V • SPACE SHALL BE CONTROLLED BY ON/OFF SWITCH. PROVIDE 0-10V • AN AFTER HOURS, 2-HOUR OVERRIDE SWITCH IS LOCATED AT DIMMING CONTROL WHERE INDICATED ON PLANS. DIMMING CONTROL WHERE INDICATED ON PLANS. ACCESSIBLE LOCATION. • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES • WHERE ADJACENT TO VERTICAL FENESTRATION, LIGHT FIXTURES • AFTER HOURS OVERRIDE ZONE SHALL NOT EXCEED 5,000 SQUARE SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS SHALL HAVE AUTOMATIC DAYLIGHTING OVERRIDE CONTROLS FEET. THAT REDUCE LIGHTING. THAT REDUCE LIGHTING. • LIGHT FIXTURES SHALL BE CONFIGURED FOR MULTI-LEVEL CONTROL. • WHERE ADJACENT TO VERTICAL FENESTRATIONS, LIGHT 1201 third avenue, ste 600 FIXTURES SHALL HAVE MANUAL DAYLIGHTING OVERRIDE DAYLIGHTING ZONE 3 (PRIMARY) seattle, wa 98101 CONTROLS THAT REDUCE LIGHTING BY A MINIMUM OF 50 A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, PERCENT. 206.448.3376 P1 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED OFF CONTROL. www.hargis.biz B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. DAYLIGHTING ZONE 3 (PRIMARY) PROVIDE APPROPRIATE DEADBANDS TO PREVENT A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CYCLING. P2 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED OFF CONTROL. DAYLIGHTING ZONE 3 (SECONDARY) B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. STAIRCASE OCCUPANCY SENSOR A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, PROVIDE APPROPRIATE DEADBANDS TO PREVENT S1 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED • OCCUPANT SENSOR CONTROLS SHALL BE CONFIGURED TO CYCLING. OFF CONTROL. AUTOMATICALLY REDUCE LIGHTING POWER BY NOT LESS THAN 50 B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. PERCENT WHEN NO OCCUPANTS HAVE BEEN DETECTED IN THE DAYLIGHTING ZONE 3 (SECONDARY) PROVIDE APPROPRIATE DEADBANDS TO PREVENT STAIRWAY FOR A PERIOD NOT EXCEEDING 20 MINUTES AND A. DAYLIGHT CONTROL TYPE = CLOSED LOOP, CYCLING. RESTORE LIGHTING TO FULL POWER WHEN OCCUPANTS ENTER S2 CONTINUOUS DIMMING (0 - 10V) WITH FULL SWITCHED THE STAIRWAY. OFF CONTROL. • ALL PORTIONS OF STAIRWAYS SHALL REMAIN ILLUMINATED TO B. DAYLIGHT CONTROL SET POINT SHALL BE 50fc. 01/18/2022 MEET THE REQUIREMENTS OF SECTION 1009 OF THE PROVIDE APPROPRIATE DEADBANDS TO PREVENT INTERNATIONAL BUILDING CODE WHEN THE LIGHTING POWER IS CYCLING. REDUCED. A B C C.8 C.9 D E F G H J K 1 2 REVISION P1 P1 DATE NO. S1 S1 3 S1 P1 4 5 P1 S1 S1 P1 P1 6 7 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: 8 A.1 SHEET TITLE: TRUE LIGHTING CONTROL ZONE FLOOR PLAN - 1 LIGHTING CONTROL ZONE FLOOR PLAN - LEVEL 2 N LEVEL 2 E2.02a SCALE: 1/8" = 1'-0" LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.02a SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K NLA-1 UPSB-10 UPSB-8 NLA-3 WP,GF N,GF,+42" 1 U N,CR U N,CR NLA-66 NLA-54 N,CR U U N,CR NLA-3 N,CR N,CR N,GF,+42" NLA-1 UPSB-8 UPSB-10 NLA-3 NLA-64 NLA-54 NLA-54 1201 third avenue, ste 600 NLA-1 UPSB-12 NLA-5 FSR FSR UPSB-12 NLA-5 N,CR NLA-62 seattle, wa 98101 U N,CR U N,CR N,CR N,GF,+42" 206.448.3376 N,CR NLB-31 FSR FSR UPSB-10 N,GF www.hargis.biz NLA-54 UPSB-8 U NLA-60 N,CR U N,GF,+42" CONF ROOM OFFICE / CONF UPSB-14 NLA-7 UPSB-14 NLA-7 NLA-3 BREAK ROOM U N,CR U N,CR NLA-58 ROOM N,CR N,GF 107 115 NLA-1 13 119 FSR FSR NLA-56 13 UPSB-29 UPSB-18 UPSB-20 N,CR N CORRIDOR WP,GF U WP,GF U,CM U,CM UPSB-10 1 NLA-54 111 4 U J 2 UPSB-8 LARGE 4 NLA-44 N NLA-36 NLA-79 NLA-69 N,CR NLA-69 N,CR NLA-71 N,CR FW N,CR J J J UPSB-16 NLA-9 CONFERENCE UPSB-16 NLA-9 NLA-54 NLA-54 NLA-38 N,CR FW NLA-77 N,CR FW FW N,CR NLA-79 UPSB-38,40 01/18/2022 WP,GF U ENTRY VEST 3 U N,CR ROOM U N,CR N,CR,+72" N,CR,+72" 5 N,CR 13 N,CR 3 UPSB-48,50 3 UPSB-42,44 3 UPSB-29 NLA-18,20 103 UUPSB-10 110 NLA-38 NLA-28,30 NLA-22,24 U CREW ROOM NLA-71 FSR FSR NLA-1 NLA-36 NLA-36 UPSB-52,54 NLA-69 STAIR 01 N,CR 121 N,CR N,CR NLA-32,34 FSR N,CR N,CR N,CR NLA-44 N,CR NLA-79 NLA-67 NLA-67 NLA-1 CONF ROOM ELEVATOR ST-1 N,CR NLA-77 NLA-79 NLA-79 N,CR N N,CR FSR FSR STOR CONTROLLER NLA-38 FSR N,CR,+72" NLA-79 UPSB-17 UPSB-17 N,CR U U N,CR U N,CR NLA-77 U U UPSB-8 UPSB-10 NLA-3 ELEV ROOM NLA-44108 8 ELEVATOR MAIN N,CR UPSB-35 N,CR N,CR UPSB-19 NLA-71 NLA-11 NLA-11 NLA-11 DISCONNECT 114 N,CR 3 NLA-75 N,CR U N N N N NLA-48 N,CR,+72" N,CR,+72" NLA-36 N,CR N,CR J U N,CR,+72" NLA-65 N,CR NLA-65 CM N,CR NLA-26 NLA-26 4 UPSB-21 3 MOTHERS ROOM NLA-46 FW UPSB-19 WP,GF NLA-11 N,GF NLA-38 U U NLA-36 UPSB-42,44 UPSB-15 FSR UPSB-15 FSR U,+72" 112 UPSB-35 UPSB-35 FSR FSR UPSB-19 U U CONF ROOM NLA-15 N,GF UPSB-46 U UPSB-46 U NLA-22,24 NLA-75 NLA-71 N NLA-46 NLA-40 U N,CR,+72" N,CR STOR 5 LOBBY PUBLIC N N N N,CR NLA-42 NLA-77 RESTROOM N,GF G N,CR OFFICE / CONF UPSB-23 N,CR N,CR 102 N,CR NLA-44 UPSB-39 ROOM N,CR U NLA-63 NLA-63 NLA-11 101 UPSB-39 NLA-40 N,CR,+72" OPEN OFFICE 106 U N G PANEL GDP U N,+72" NLA-48 9 NLA-42 N,CR NLA-77 116 FLEX/ ADMIN/ NLA-69 UPSB-13 FSR UPSB-13 FSR NLA-48 NLA-46 U U U NLA-71 UPSB-41 FOREMEN/ N,CR NLA-40 N,CR N,CR N,CR UPSB-41 N,GF UPSB-39 N,CR NLA-46 FSR SERVICEMEN NLA-11 U U NLA-44 GL-29 U N NLA-15 N N,CR U -45 -47 -49 -51 -59 -53 -55 -57 ENTRY VEST UPSB-39 118 NLA-11 N NLA-48 N N,CR,+72" UPSB-39 122 N,CR NLA-42 NLA-77 NLA NLAN,CRN,GF,+44"NLAN,GF,+44"NLANLA NLANLANLAN,+72" N,CR NLA-48 G,GF N,CR N,CR N N N,GF N,GF,+44"N,GF,+44"N,GF,+44" ENTRY VEST GL-31 NLA-40 N,CR N,CR N,CR NLA-72 13 NLA-74 13 PUBLIC NLA-11 4 N NLA-77 NLA-77 N 100 RESTROOM NLA-44 PRIVACY ROOM N CORRIDOR 13 NLA-73 NLA-70 13 NLA-68 105 UPSB-30,32 CASH COUNTING 113 N 117 N N NLA-10,12 NLA-77 NLA-77 NLA-77 NLA-11 N 5 109 10 J N N,GF,+42" NLA-21 N,GF,42" N N N 3 J NLA-17 NLA-17 NLA-17 MEN'S NLA-6 FW N,CR MEN'S LOCKER N,CR NLA-26 U RESTROOM 10 J NLA-44 N N NLA-21 ROOM N CONFERENCE UPSB-30 FSR 135 N,CR N,CR U CUST/ UTIL ROOM N,CR,72" U UPSB-46 U N 134 N N,CR CLOSET USPB-28 U 144 U NLA-8 2 FSR OPEN OFFICE 124 RESTROOMS 1 ENG/ DES WP,GF U VEST N,GF N,CR,72" STAIR 02 NLA-6 3 141 N 2 UPSB-34 140 CORRIDOR N,CR WOMEN'S ST-2 REVISION U RESTROOM N,GFWH 3 FF UPSB-30 123 NLA-21 N,CR 13 136 USPB-24 USPB-28 N,CR N WOMEN'S U NLA-4 N,CR NLA-8 UPSB-36 NLA-14 N SPRINKLER/ WP,GF FF CSR LOBBY/ NLA-44 1 J LOCKER ROOM MECH ROOM USPB-24 U N,CR U N,CR U N,CR U N,CR U N,CR U N,CR U 6 NLA-19 NLA-19 DATE NLA-4 OFFICE UPSB-30 NLA-8 NLA-19 NLA-19 133 N,GF,+42" N 125 NLA-50 N N N,GF,+42" NLA-21 6 NO. 143 N,CR 13 NLA-6 N,CR NLA-50 N,CR NLA-25 NLA-23 NLA-27 NLA-29 NLA-27 NLA-50 NLA-50 UPSB-36 UPSB-36 UPSB-34 UPSB-34 N N N N N 1 NLA-44 N,CR U NLA-16 NLA-16 NLA-14 NLA-14 UPSB-34 WP,GF N,CR UPSB-41 NLA-16 UUSPB-28 26- 22- 22- 22- 22- FSR ENTRY VEST NLA-23 NLA-25 U -2 -2 -2 -2 N,CR UPSB-41 139 NLA-50 COMM/ FIBER N WELLNESS N WELLNESS ELECTRICAL NLA-6 USPB 1 USPBNLA USPBNLA USPBNLA USPBNLA N ROOM AEROBICS U,+60" NLA-29 WEIGHT/ EQUIP ROOM N,CR U U N,CR U N,CR U N,CR U N,CR U 4 N N,CR,48" N,CR,48" OFFICE/ CONF 7 ROOM E5.01 138 137 128 NLA-27 126 142 NLA-25 U,+60" N WP,GF NLA-23 N NLA-23 NLA-27 1 N,CM N N,CM 1 1 N N N N N N N N N N N NLA-23 NLA-25 8 WP,GF NLA-31 NLA-39 NLA-43 WP,GF 1 NLA-33 NLA-41 NLA-45 E5.01 NLA-35 NLA-47 NLA-37 TRUE 1 POWER FLOOR PLAN - LEVEL 1 N E2.11 SCALE: 1/8" = 1'-0" CONTROLLED RECEPTACLE LEGEND: FLOOR OUTLET DEVICE LEGEND: DEVICE POWER LEGEND: SHEET NOTES FLAG NOTES CONTROLLED RECEPTACLE PER SEATTLE ENERGY CODE. RECEPTACLES 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT DESIGNATED WITH "CR" SHALL BE CONTROLLED RECEPTACLES IN PROVIDE MULTI-SERVICE FSR FL-500P-4 SERIES N N DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. 1 PROVIDE WIREMOLD 6000 SERIES, DIVIDED, POWER/COMM SURFACE MOUNTED RACEWAY. , DEVICE POWER SUPPLIED BY NORMAL POWER ACCORDANCE WITH WASHINGSTON STATE ENERGY CODE C405.10. FOR ALL RECESSED FLOORBOX. TWO COMPARTMENT FLUSH CONTROLLED RECEPTACLES PROVIDE CONTROLLED RECEPTACLE MARKING FSR FLOORBOX WITH HINGED LID.COORDINATE WITH 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS 2 PROVIDE CONNECTION TO POWER FURNITURE PARTITION. VERIFY EXACT POWER FEED PER NEC 406.3(E). TELECOMMUNICATIONS AND AV AND PROVIDE ALL U U OTHERWISE NOTED. LOCATION. FURNITURE POWER WHIP BY FURNITURE VENDOR. PROVIDE INDIVIDUAL FLUSH , DEVICE POWER SUPPLIED BY UPS REQUIRED MOUNTING PLATES AND ADAPTERS FOR A FLOOR BOX WITH FLUSH CONDUIT ADAPTER COVER. CR SPLIT CONTROLLED DUPLEX RECEPTACLE. REFER TO COMPLETE AND OPERATIONAL SYSTEM. REFER TO 3. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT DETAILS 2/E7.03 AND 3/E7.03 FOR ADDITIONAL G G TO STRUCTURE. 3 BOTH NORMAL AND UPS CIRCUITS FEED SUPPLY TO POWERED FURNITURE. COORDINATE DETAIL 4 ON SHEET E7.01. DEVICE POWER SUPPLIED BY GENERATOR INFORMATION. WIRING AND REQUIREMENTS WITH FURNITURE VENDOR. REFER TO DETAILS 5/E7.02 AND CR FULLY CONTROLLED DUPLEX RECEPTACLE. REFER TO 4. COORDINATE MANUFACTURER AND CIRCUIT CONFIGURATION OF 6/E7.02 FOR ADDITIONAL INFORMATION. PROVIDE COMBINATION ELECTRICAL AND MODULAR FURNITURE WITH FURNITURE INSTALLER PRIOR TO DETAIL 5 ON SHEET E7.01. FF TELECOMMUNICATION FURNITURE FEED FLOOR BOX. MOUNT FLUSH WITH CEILING, COORDINATE EXACT LOCATION WITH ARCHITECT. INSTALLATION. BRANCH CIRCUITING IS SHOWN AS (4) CIRCUIT 4 CR PROVIDE LEGRAND RFB4 SERIES WITH FPFFTC POWERED FURNITURE. TERMINATE ALL (4) BRANCH CIRCUITS AND FULLY CONTROLLED QUAD RECEPTACLE. REFER TO FURNITURE FEED COVER ASSEMBLY. (8) CONDUCTORS TO ALL MODULAR FURNITURE SYSTEM 5 WALL-MOUNTED MONITOR, VERIFY MOUNTING HEIGHT WITH ARCHITECT. DETAIL 6 ON SHEET E7.01. CONDUCTORS. REFER TO DETAILS 6 & 7 ON SHEET E8.1 FOR ADDITIONAL INFORMATION. 6 PROVIDE RECESSED JUNCTION BOX WITH COVERPLATE. PROVIDE 2"C WITH PULLSTRING TO ACCESSIBLE CEILING SPACE. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 5. POWERED PARTITION CIRCUIT HOMERUN SHALL INCLUDE A SHARED NEUTRAL. PANELBOARD CIRCUIT BREAKERS SHALL 7 POWER FOR INSTA-HOT. PROJECT: INCLUDE MULTI-POLE HANDLE TIE TO COMPLY WITH NEC 605.7. 8 PROVIDE CONNECTION TO ELEVATOR SHUNT-TRIP MAIN DISCONNECT. REFER TO E9.01 FOR BUILDING IDENTIFIER: ELEVATOR CONDUIT AND CONDUCTOR SIZE. 9 PROVIDE CONNECTION TO ELEVATOR CAB LIGHTING AND POWER. COORDINATE REQUIRMENTS WITH ELEVATOR SUPPLIER. REFER TO DETAIL 3/E8.01 FOR ADDITIONAL INFORMATION. A.1 10 PROVIDE JUNCTION BOX ABOVE ACCESSIBLE CEILING SPACE. MAKE POWER CONNECTION TO MODULAR POWER BOX. MODULAR POWER BOX PROVIDED BY MANUFACTURER. MAKE ALL SHEET TITLE: PLUG AND PLAY POWER CONNECTIONS BETWEEN DIRTT PRE-WIRED DEVICES AND MODULAR POWER BOX. COORDINATE REQUIREMENTS WITH DIRTT VENDOR. POWER FLOOR PLAN - LEVEL 1 11 RECEPTACLE INTEGRAL TO DIRTT MODULAR FURNITURE SYSTEM. 12 PROVIDE RECESSED CLOCK STYLE OUTLET. COORDINATE EXACT CLOCK MOUNTING HEIGHT WITH ARCHITECTURAL ELEVATIONS PRIOR TO ROUGH-IN. 13 PROVIDE CONNECTION TO AUTOMATIC DOOR OPERATOR. PROVIDE INTERCONNECTIONS TO LEAD: DF ADA PUSHBUTTONS. DRAFTER: TC DATE: 12/06/2021 SHEET: E2.11 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 2 01/18/2022 3 N FUTURE OFFICE 200 4 2 E5.01 5 ELEC/ COMM 202 N MAINTENANCE N STORAGE REVISION 201 N N DATE 6 NO. 7 8 TRUE 1 POWER FLOOR PLAN - LEVEL 2 N E2.12 SCALE: 1/8" = 1'-0" RECEPTACLE POWER LEGEND: SHEET NOTES 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT N N SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 , EQUIPMENT POWER SUPPLIED BY NORMAL POWER DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. PROJECT: 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS U U BUILDING IDENTIFIER: , EQUIPMENT POWER SUPPLIED BY UPS OTHERWISE NOTED. 3. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. A.1 SHEET TITLE: POWER FLOOR PLAN - LEVEL 2 LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.12 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1 BREAK ROOM 1201 third avenue, ste 600 FCU-107 seattle, wa 98101 107 206.448.3376 NLB-18,20 www.hargis.biz M LARGE J CONFERENCE ROOM 103 2 ENTRY VEST CONF ROOM EUH-01 01/18/2022 MOTHERS ROOM CONF ROOM 110 115 STOR 112 OFFICE / CONF PUBLIC NHB-2 M RESTROOM 108 M NLB-6,8 M ROOM J NLB-6,8 CORRIDOR FCU-118B 119 106 FCU-119 111 FCU-103B OFFICE / CONF M NLB-18,20 ROOM J J J J J CONF ROOM GL-1 1 NLB-18,20 STAIR 01 116 OPEN OFFICE STOR GL-1,3 J FCU-115 FLEX/ ADMIN/ M M 3 FCU-103A GL-3 M ST-1 NLB-6,8 NLB-6,8 102 NLB-6,8 FOREMEN/ M TP-1 M NLB-6,8 GL-3 2 FCU-118C SERVICEMEN NLB-6,8 FCU-121B FCU-112 FCU-118A FCU-121A NLB-18,20 AC-01 118 M LOBBY NLB-6,8 M 4 CREW ROOM NLB-14,16 J 101 M NLB-21,23 121 J M FCU-109 GL-1 1 FCU-113 NLB-18,20 NLB -18,20 ENTRY VEST FCU-116 GL-3 2 SP-01 NLB-6,8 122 4 PUBLIC GL-7 GL-5 NLB-29 ENTRY VEST RESTROOM CASH COUNTING PRIVACY ROOM NLB-29 CORRIDOR NLB-29 2 1 NHB-4 105 109 113 BC-03 117 BC-04 100 GL-5,7 NLB-10,12 EUH-02 5 GL-7 CORRIDOR FCU-101 BC-01 TP-1 J CUST/ UTIL EUH-03 MEN'S MEN'S LOCKER 123 CLOSET NHB-6 NLB-14,16 M J ROOM NLB-27 RESTROOM M NLB-27 J 124 NLB-27 J M 135 134 FCU-141A GL-5 GL-5 EWH-01 BC-02 NLB-14,16 NLB-10,12 1 1 FCU-134 NHB-31,33,35 M STAIR 02 J J J NLB-14,16 M NLB-10,12 NLB-25 J ST-2 NLB-10,12 SPRINKLER/ 5 M REVISION FCU-143A FCU-141B J MECH ROOM OPEN OFFICE RESTROOMS 5 NLB-10,12 J DWCP-01 M NLB-14,16 ENG/ DES VEST 125 CSR LOBBY/ ENTRY VEST WOMEN'S WOMEN'S FCU-133 NLB-17,19 141 140 OFFICE LOCKER ROOM 14 16 139 RESTROOM GL-7 - - M NLB-14,16 143 FCU-142 133 DATE NHB-8 136 2 UPSA-14,16 EUH-05 EUH-04 UPSAUPSA 6 NO. FCU-143B AC-02A J J 4 M NLB-10,12 OFFICE/ CONF 4 AC-03A ROOM COMM/ FIBER 4 AC-02B FCU-137 WELLNESS M NLB-10,12 1 142 ROOM WEIGHT/ EQUIP ELECTRICAL E5.01 7 WELLNESS 128 ROOM 138 4 AC-03B AEROBICS FCU-128 126 137 8 TRUE 1 MECHANICAL POWER PLAN - LEVEL 1 N SHEET NOTES FLAG NOTES E2.41 SCALE: 1/8" = 1'-0" 1. COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. 1 PROVIDE CONNECTION TO FLUSH VALVE TRANSFORMER. COORDINATE LOCATION AND 2. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 REQUIREMENTS WITH DIVISION 22. FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. 2 PROVIDE CONNECTION TO ELECTRONIC FAUCET 3. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. TRANSFORMER. COORDINATE LOCATION AND COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL REQUIREMENTS WITH DIVISION 22. EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT 3 BRANCH CIRCUIT SIZED PER MECHANICAL EQUIPMENT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL SCHEDULE ON SHEET E6.01. TAP BRANCH CIRCUIT EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM FROM FEEDER. STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF EQUIPMENT CLEAR SPACE. 4 PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND 4. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT CONDUCTORS REQUIRED FOR INSTALLATION. TO STRUCTURE. CONDUIT SERVING ROOF-MOUNTED EQUIPMENT COORDINATE INTERCONNECTION WITH DIVISON 23. SHALL BE ROUTED THROUGH ROOF CURB. WHEN ROOF CURB IS NOT PRESENT, PROVIDE NEW ROOF PENETRATION WITH 5 PROVIDE CONNECTION TO DDC PANEL. COORDINATE LANDLORD APPROVED PIPE FLASHING AND SEALANT METHODS. LOCATION, MOUNTING HEIGHT WITH DIVISION 23. CONDUITS SHALL NOT BE ROUTED HORIZONTALLY ON ROOF WITHOUT PRIOR APPROVAL FROM ENGINEER SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL POWER PLAN - LEVEL 1 LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.41 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 2 01/18/2022 NBH-16,18,20 3 FUTURE OFFICE 200 EUH-07 2 E5.01 4 ELEC/ COMM 202 5 NHB-10,12,14 REVISION EUH-06 NBH-22,24,26 DATE EUH-08 6 NO. MAINTENANCE STORAGE 201 7 8 TRUE 1 MECHANICAL POWER PLAN - LEVEL 2 N SHEET NOTES E2.42 SCALE: 1/8" = 1'-0" 1. COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. 2. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. 3. 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. 4. 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. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: MECHANICAL POWER PLAN - LEVEL 2 LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.42 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 2 01/18/2022 NHB-1,3,5 NLB-41 1 NLB-2,4 N,WP,GF 3 DOAS-01 NHB-19,21,23 NLB-9,11 NLB-13,15 HP-04 CU-01 HP-01 NLB-41 N,WP,GF NLB-1,3 NLB-5,7 NHB-25,27,29 4 HP-02 HP-05 HP-03 NHB-7,9,11 NHB-13,15,17 5 NLB-2,4 1 1 NLB-2,4 DOAS-02 DOAS-03 NLB-2,4 NLB-41 N,WP,GF NLB-41 N,WP,GF REVISION DATE 6 NO. NLB-41 GL-2,4 GL-10,12 N,WP,GF N,WP,GF NLB-41 CU-02A CU-03A NLB-41 GL-6,8 GL-14,16 7 CU-02B CU-03B 8 TRUE 1 MECHANICAL POWER ROOF PLAN N E2.43 SCALE: 1/8" = 1'-0" RECEPTACLE POWER LEGEND: SHEET NOTES FLAG NOTES 1. COORDINATE ELECTRICAL WITH ALL OTHER PROJECT DISCIPLINE N N , EQUIPMENT POWER SUPPLIED BY NORMAL POWER DOCUMENTS TO AVOID CONFLICTS. 1 PROVIDE CONNECTION TO COMMUNICATIONS CONTROL BOX AT DOAS UNIT. 2. REFER TO MECHANICAL EQUIPMENT SCHEDULE ON SHEET E6.01 U U , EQUIPMENT POWER SUPPLIED BY UPS FOR MECHANICAL RACEWAY AND CONDUCTOR SIZES. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 3. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL PROJECT: EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR BUILDING IDENTIFIER: 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. A.1 4. 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 SHEET TITLE: NOT PRESENT, PROVIDE NEW ROOF PENETRATION WITH MECHANICAL LANDLORD APPROVED PIPE FLASHING AND SEALANT METHODS. CONDUITS SHALL NOT BE ROUTED HORIZONTALLY ON ROOF POWER ROOF WITHOUT PRIOR APPROVAL FROM ENGINEER PLAN 5. LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E2.43 SHEET OF SHEET NOTES 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT ROLLUDA ARCHITECTS, INC. DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. 105 S MAIN ST, #323 SEATTLE, WA 98104 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS PHONE (206)624-4222 OTHERWISE NOTED. FAX (206)624-4226 3. COORDINATE WITH ARCHITECTURAL FOR EXACT LOCATION OF ALL FOR REFERENCE ONLY WALL MOUNTED DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY ARCHITECT PRIOR TO ROUGH-IN. 4. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT TO STRUCTURE. 5. PROVIDE TELECOMMUNICATIONS AND SECURITY OUTLET ROUGH- IN, SLEEVES AND RACEWAYS PER TELECOM AND SECURITY DRAWINGS. 6. CONDUIT HOME RUN CONDUCTOR MARKS ARE FOR REFERENCE ONLY. PROVIDE ALL LINE, NEUTRAL, GROUND AND CONTROL CONDUCTORS NECESSARY FOR COMPLETE INSTALLATION . 1201 third avenue, ste 600 seattle, wa 98101 FLAG NOTES 206.448.3376 www.hargis.biz MDF ROOM DEVICE SCHEDULE 1 MOUNT BOTTOM OF FIXTURE AT 8'-8". LIGHT FIXTURES SHOWN FOR REFERENCE FOR COORDINATION OF CABLE TRAY. LIGHT FIXTURE CIRCUTING INFORMATION TAG RACK DEVICE BRANCH BRANCH CIRCUIT MOUNTING SHOWN ON THE LIGHTING FLOOR PLAN. TYPE CIRCUIT VOLTAGE PHASE MOCP RACEWAY PHASE N G LOCATION 2 PROVIDE CONNECTION TO SECURITY PANEL. A1 RACK 1 L6-30R UPSA1-1,3 208 1 30 3/4" 2#10 - 1#10 LEFT SIDE TOP OF RACK COORDINATE EXACT LOCATION, MOUNTING HEIGHT, AND CONNECTION REQUIREMENTS WITH SECURITY A2 RACK 1 L6-30R UPSB1-1,3 208 1 30 3/4" 2#10 - 1#10 RIGHT SIDE TOP OF RACK VENDOR. A3 RACK 2 L6-30R UPSA1-5,7 208 1 30 3/4" 2#10 - 1#10 LEFT SIDE TOP OF RACK 3 PROVIDE CONNECTION TO FACP. COORDINATE EXACT A4 RACK 2 L6-30R UPSB1-5,7 208 1 30 3/4" 2#10 - 1#10 RIGHT SIDE TOP OF RACK LOCATION, MOUNTING HEIGHT, AND CONNECTION 01/18/2022 REQUIREMENTS WITH FIRE ALARM INSTALLER. A5 RACK 3 L6-30R UPSA1-9,11 208 1 30 3/4" 2#10 - 1#10 LEFT SIDE TOP OF RACK 4 PROVIDE CONNECTION TO LIGHTING CONTROL PANEL. A6 RACK 3 L6-30R UPSB1-9,11 208 1 30 3/4" 2#10 - 1#10 RIGHT SIDE TOP OF RACK 5 PROVIDE CONNECTION TO DDC PANEL. COORDINATE NOTES: EXACT LOCATION WITH DIVISION 23. 1. PROVIDE DEDICATED CIRCUIT FOR EACH RECEPTACLE. 6 PROVIDE CONNECTION TO AV HEADEND. COORDINATE EXACT LOCATION, MOUNTING HEIGHT, AND J K CONNECTION REQUIREMENTS WITH FIRE ALARM INSTALLER. 7 LOCATE MULTI-POLE CONTACTORS ABOVE PANELBOARD FOR LOAD SHEDDING. REFER TO LOAD SHED SCHEDULE ON SHEET E6.01. NLA-81 F N 5 5 F PANEL 'UPSB1' PANEL 'UPSA1' USPA-13 USPA-14 USPA-16 3 UPSA1-21 PANEL 'UPSB' PANEL 'UPSA' 6 UPSA1-23 2 FACP USPA-13,14,16 U U XFMR 'T-UPS A' AND 'T-UPS B' STACKED NETWORK UPSA1-23,25 T INTERFACE 1 CONTROLLER OS NLA-81 UPSA1-25 UPSA1-17,19,21 N ATS-2 "OPTIONAL STAND-BY) N A6 U GENERATOR DISTRIBUTION PANEL 'GDP' UPSA1-17 2 1 A5 UPSA1-21 MAIN GENERATOR PANEL 'MGP' CAM LOCK CONNECTION ENCLOSURE UPSB1-19 2 A4 A3 GENERATOR UPSA1-21 ANNUNCIATOR UPSB A2 USPA-18 4 RECEPTACLE CONTROL U A1 PANEL REVISION 1 METER ENCLOSURE #1 AND #2 2 1 M DIST. PANEL 'NL' E7.01 TYP DATE SNOPUD UTILITY METER MAIN SWITCHBOARD 'MSB' MAINTENANCE BYPASS PANEL NO. 'UPSB-MBP' XFMR 'T-NL' ZDO UPSA1-21 8 7 7 U 8 T 8 PANEL 'NLA' PANEL 'NLB' PANEL 'NHA' PANEL 'NHB' 4 ENLARGED POWER PLAN - COMM/FIBER ROOM 138 3 ENLARGED LIGHTING PLAN - COMM/FIBER ROOM 138 1 ENLARGED POWER PLAN - ELECTRICAL ROOM 126 E5.01 SCALE: 1/4" = 1'-0" E5.01 SCALE: 1/4" = 1'-0" E5.01 SCALE: 1/4" = 1'-0" J 4 ATS-1 "LIFE SAFETY" PANEL 'X' PANEL 'NLC' XFMR 'T-GL' PANEL 'GL' PANEL 'GH' LTG CONTROLS PANEL 'UPSB2' SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PANEL 'UPSA2' PROJECT: 'UPSA' BUILDING IDENTIFIER: N A.1 TELECOMMUNICATIONS CONDUITS SHEET TITLE: MAINTENANCE BYPASS ELECTRICAL PANEL 'UPSA-MBP' ENLARGED PLANS 2 ENLARGED POWER PLAN - ELECTRICAL ROOM 202 LEAD: DF E5.01 SCALE: 1/4" = 1'-0" DRAFTER: TC DATE: 12/06/2021 SHEET: E5.01 SHEET OF ROLLUDA ARCHITECTS, INC. MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE LIGHT FIXTURE SCHEDULE 105 S MAIN ST, #323 SEATTLE, WA 98104 UNIT ELEC. CHARACTERISTICS FEEDER (COPPER) DISCONNECT SWITCH UNIT TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS UNIT DESCRIPTION NOTES QTY TYPE VOLTS WATTS PHONE (206)624-4222 NUMBER KW HP FLA VOLT PHASE MCA MOCP DESCRIPTION SIZE FUSE NUMBER FAX (206)624-4226 DOAS-01 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-01 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 FOR REFERENCE ONLYDOAS-02 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-02 3168 LM DOAS-03 DOAS UNIT - - - 480 3 8 15 3/4"C, 3#12, 1#12 N, 1#12 GND 30 - 2 DOAS-03 L2 2X4' RECESSED TROFFER SIGNIFY 2-STX-G-48L-835-4-D-UNV-DIM INC LED UNV 41 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 DAYBRITE 3500K 4800 LM 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 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 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 3721 LM 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 L4 1X4' RECESSED TROFFER SIGNIFY 1-STX-G-30L-835-4-D-UNV-DIM INC LED UNV 26 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 (L4D) DAYBRITE 3500K 3000 LM 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 1201 third avenue, ste 600 L5D 2x2' RECESSED TROFFER SIGNIFY 2-STX-G-38L-835-2-D-UNV-DIM INC LED UNV 34 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 seattle, wa 98101 DAYBRITE 3500K 3800 LM 206.448.3376 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 L6 6" D ROUND RECESSED DOWNLIGHT ACUITY ENGINE: L6-13LM-35K-MVOLT-G4-80CRI-GZ1 INC LED UNV 11.8 www.hargis.biz (L6D) INDY REFLECTOR: HM-CD 3500K 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 1300 LM 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 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 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 (L7D) 48" SYMMETRIC RELECTOR WITH UPLIGHT, 0-10V DIMMING DRIVER REFLECTOR: ZLR L48 SYM UPL WH 3500K ACCESSORIES: HC36 (CHAIN HANG KIT) 3000 LM 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 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 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 1240 LM/FT 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 L10 4' SUSPENDED LINEAR LED, FROSTED POLYCARBONATE LENS, VAPOR TIGHT, BEGHELLI BS100LED-4-HT-LO-WT35-120-277V-CH INC LED UNV 50 1 01/18/2022 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 (L10D) WET RATED, CHAIN HANG KIT SUSPENDED ILLUMINIA ACCESSORIES: CH (CHAIN HANG KIT) 3500K FIXTURE TO BE MOUNTED AT +15' AFF. 5512 LM 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 L11 24" SURFACE MOUNTED UNDERCABINET FIXTURE AIREY 13L-N-35K-24-2-3-D11 INC LED UNV 9 FROSTED LENS, WHITE FINISH 3500K 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 1090 LM 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 L12 6" D ROUND RECESSED DOWNLIGHT, WET LOCATION ACUITY ENGINE: L6-08LM-35K-MVOLT-G4-80CRI-GZ1 INC LED UNV 11.8 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 (L12D) INDY REFLECTOR: HM-CD-WET 3500K 1300 LM 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 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 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 GLASS SECONDARY LENS, TYPE 3 DISTRIBUTION, VAPOR TIGHT, WET RATED, 4000K INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 4500 LM 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 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 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 INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 4500 LM 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 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 - 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 GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED, 4000K INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 3000 LM 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 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 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 GENERAL NOTES: 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 A. COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B. MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. 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 REMARKS: 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 1. VERIFY MOUNTING HEIGHT WITH ARCHITECT AND COORDINATE CORRESPONDING SUSPENDED MOUNTING HARDWARE LENGTH WITH FIXTURE MANUFACTURER 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 2. EXIT SIGNS. PROVIDE ALL DIRECTIONAL ARROWS, DOUBLE FACEPLATES, OR BLANK FACEPLATES AS REQUIRED TO CLEARLY IDENTIFY PATH OF EGRESS. 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 OFFICE LIGHTING CONTROL SCHEDULE 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 AUTO AUTO 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 ROOM/SPACE CONTROL SYSTEM AUTO CONTROL MANUAL CONTROL AUTO OFF AUTO ON DAYLIGHTING RECEPTACLE NOTES CONTROL CONTROLS 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 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 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 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 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 REVISION CSR OFFICE DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 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 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 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 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 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 PRIVACY ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% NO YES 1,2 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 CASH COUNTING ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% NO YES 1,2 DATE OPEN OFFICE DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 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 CREW ROOM DELTA CONTROLS OCCUPANCY SENSOR ON/OFF/DIMMING YES 50% YES YES 1,2 NO. 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 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 TP TRAP PRIMER PANEL - 3 120 1 3.75 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 TP 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 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 FLOOR 2 OPEN OFFICE LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 IH-1 INSTA- HOT - - 6.5 120 8.125 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 5 IH-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 DWCP-01 DOMESTIC WATER CIRCULATION PUMP - 1/6 120 0 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 DWCP-01 ELECT/MECH ROOMS LOCAL CONTROLS OCCUPANCY SENSOR ON/OFF YES 100% NO NO 1 EXTERIOR BUILDING 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 MOUNTED AND CANOPY DELTA CONTROLS TIMECLOCK NONE YES 100% NO NO 4 NOTES: NOTES: 1. PROVIDE MOTOR RATED TOGGLE SWITCH WITH THERMAL OVERLOADS. 2. PROVIDE LOCAL DISCONNECTING SWITCH SIZED AND RATED FOR ASSOCIATED EQUIPMENT. 1. LIGHTS TURN OFF AUTOMATICALLY AFTER NO DETECTION FOR 20 MINUTES. 3. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. 2. OCCUPANCY DETECTION TURNS LIGHTS AUTOMATICALLY TO 50% ILLUMINATION. REQUIRES MANUAL CONTROL FOR HIGHER LEVELS. 4. PROVIDE CONNECTION TO FACTORY INSTALLED DISCONNECT. 3. PROVIDE SCENE SELECTOR SWITCH CONTROL PER PLANS. PROVIDE PARTION SENSOR, BOTH ROOMS OPERATE IN PARALLEL WHEN PARTITION IS OPEN. 5. INSTA-HOT POWERED BY 120V OUTLET. REFER TO SHEET E-301. 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. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: ELECTRICAL SCHEDULES LEAD: DF DRAFTER: CT DATE: 12/06/2021 SHEET: E6.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 01/18/2022 REVISION DATE NO. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: PANEL SCHEDULE LEGEND A.1 MSB NHA NHB SHEET TITLE: ELECTRICAL SCHEDULES NL NLA NLC NLB - - LEAD: Designer DRAFTER: Author DATE: 12/06/2021 SHEET: E6.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 01/18/2022 REVISION DATE NO. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: PANEL SCHEDULE LEGEND A.1 UPSB UPSB1 UPSB2 SHEET TITLE: ELECTRICAL SCHEDULES MGP GDP UPSA - UPSA1 UPSA2 LEAD: Designer DRAFTER: Author DATE: 12/06/2021 SHEET: E6.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 01/18/2022 REVISION DATE NO. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: PANEL SCHEDULE LEGEND A.1 GH GL X SHEET TITLE: ELECTRICAL SCHEDULES - - - - - - LEAD: Designer DRAFTER: Author DATE: 12/06/2021 SHEET: E6.04 SHEET OF SHEET NOTES FLAG NOTES ROLLUDA ARCHITECTS, INC. 1. PROVIDE ARC FLASH LABEL ON ALL NEW SWITCHBOARDS, PANEL 105 S MAIN ST, #323 FEEDER SCHEDULE BOARDS, UPS, TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT 1 PROVIDE SURGE PROTECTIVE DEVICE ADJACENT TO SEATTLE, WA 98104 CALCULATIONS. REFER TO SPECIFICATIONS. PANEL. COORDINATE LOCATION TO PROVIDE MAXIMUM PHONE (206)624-4222 CONDUCTOR LENGTH FROM CIRCUIT BREAKER OF 18". FAX (206)624-4226 COPPER CONDUCTORS 2. ALL ELECTRICAL EQUIPMENT SHORT CIRCUIT RATINGS SHALL REFER TO DETAIL 1 ON DRAWING E7.01 FOR EXCEED AVAILABLE FAULT CURRENTS. PROVIDE SHORT CIRCUIT INSTALLATION REQUIREMENTS. TAG QUANTITY RACEWAY CONDUCTORS CALCULATIONS TO DETERMINE AVAILABLE FAULT CURRENT BASED OF SETS SIZE PHASE NEUTRAL GND(NOTE 2) FOR REFERENCE ONLY ON FIELD CONDITIONS. 2 EUSERC RATED CT ENCLOSURE WITHIN SWITCHBOARD, POWER METER, AND METER COMMUNICATION 20N 1 3/4" 3#12 1#12 1#12(#10) 3. COORDINATE FEEDER TAPS SUCH THAT LENGTH DOES NOT ENCLOSURE PER SNOHOMISH COUNTY PUD EXCEED 25' PER NEC REQUIREMENTS. EQUIPMENT GROUNDING STANDARDS. 30N 1 3/4" 3#10 1#10 1#10(#8) CONDUCTORS OF TAPS SHALL BE SAME SIZE AS FEEDER EQUIPMENT GROUNDING CONDUCTOR OR SAME SIZE AS TAP 3 SECONDARY CONDUCTORS SHALL NOT BE GREATER 70 1 1-1/4" 3#4 - 1#8 PHASE CONDUCTOR, WHICHEVER IS SMALLER. THAN 25' PER NEC 240.22(C)(6). 4. REFER TO DETAIL 1/E7.02 FOR ELECTRICAL SERVICE GROUNDING 4 FOR REFERENCE ONLY. REFER TO WAREHOUSE ONE- 70N 1 1-1/4" 3#4 1#4 1#8(#8) REQUIREMENTS. LINE DIAGRAM. 100N 1 1-1/2" 3#1 1#1 1#8(#6) 5 PROVIDE BUSSMAN OR EQUIVLANET SHUNT TRIP 125 1 2" 3#1/0 - 1#6 FAULT CURRENT RATINGS: FUSIBLE SWITCH AND CONTROL MODULE. SEE DETAIL 1/E7.02 FOR ADDITIONAL INFORMATION. COORDINATE 1201 third avenue, ste 600 THE FOLLOWING SYMBOL INDICATES REQUIRED FAULT CURRENT EXACT SIZE OF SHUNT TRIP WITH ELEVATOR SHOP 125N 1 2" 3#1/0 1#1/0 1#6(#6) DRAWINGS AND REQUIREMENTS AND PROVIDE/REVISE seattle, wa 98101 RATING, 3Ø SYMMETRICAL. AS REQUIRED. SEE SPECIFICATION SECTION 262816 FOR 206.448.3376 200 1 2-1/2" 3#3/0 - 1#6 XX,YYY ADDITIONAL INFORMATION. www.hargis.biz 200N 1 2-1/2" 3#3/0 1#3/0 1#6(#4) EQUIPMENT SHALL BE FULLY RATED AT AIC (AMPERE 6 PROVIDE 400A CAM LOCK CONNECTOR MOUNTED TO INTERRUPTING CURRENT) RATING EXCEEDING INDICATED VALUE. THE EXTERIOR OF BUILDING. PROVIDE BERTHOLD 225N 1 2-1/2" 3#4/0 1#4/0 1#4(#2) PROVIDE HIGHER RATINGS WHERE SHOWN ON DIAGRAM. WHERE ELECTRIC PART NO. W-04-5-S-M. FAULT CURRENT IS NOT INDICATED ON DRAWINGS, UON, PROVIDE 250N 1 3" 3#250kcmil 1#250kcmil 1#4(#2) MINIMUM RATING OF 14,000 AIC FOR 277/480V EQUIPMENT AND 7 PROVIDE SPLIT-CORE CT'S ON INDICATED FEEDER. 10,000 AIC FOR 120/208V EQUIPMENT. PROVIDE WIRING IN CONDUIT BACK TO METER 400N 2 2-1/2" 3#3/0 1#3/0 1#2(#1/0) ENCLOSURE. CT'S SHALL BE SIZED APPROPRIATELY AND BY SAME MANUFACTURER AS POWER 500N 2 3" 3#250kcmil 1#250kcmil 1#2(#2/0) METER. 600N 2 3" 3#350kcmil 1#350kcmil 1#1(#2/0) 8 PROVIDE VERIS MODEL E50C2 POWER METER FOR EACH PANELBOARD INDICATED. REFER TO DETAIL 1200N 4 3" 3#350kcmil 1#350kcmil 1#3/0(#3/0) 3/E7.02 FOR ADDITIONAL INFORMATION. 01/18/2022 9 PROVIDE (1) VERIS MODEL A8810 DATA LOGGER. PROVIDE POWER SUPPLY FOR DATA LOGGER. REF NOTES: MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR MORE INFORMATION. 1. COPPER FEEDERS ARE BASED ON COPPER CONDUCTORS 10 PROVIDE ENCLOSURE FOR METERS AND DATA LOGGER. WITH THWN/THHN INSULATION. CONDUCTOR DERATING PROVIDE ALL ACCESSORIES AS REQUIRED FOR PROPER OPERATION OF METERS. REF FLOOR PLAN FOR IS BASED ON THWN/THHN CONDUCTORS WITH 90 LOCATION AND CONTROL POWER CIRCUITING 400A/3P INFORMATION. G DEGREES C RATING. 400N 11 PROVIDE PROVISIONS FOR FUTURE PV WITHIN SWITCHBOARD. PROVIDE 225A SPACE FOR FUTURE N GENERATOR 'GEN-1' BREAKER AND PRODUCTION METER. 2. GROUND CONDUCTOR (BONDING JUMPER) SIZE SHALL BE 250KW G MAIN GENERATOR TO UTILITY 480/277V, 3PH, 4W PANEL 'MGP' INCREASED FOR FEEDERS FROM THE SOURCE OF A 400A #2 480V, 3PH, 4W 400/3P SEPARATELY DERIVED SYSTEM TO THE FIRST 12.5kV UTILITY XFMR DISCONNECTING MEANS PER NEC 250.30(A). SIZE AS EV01 480V INDICATED IN PARENTHESES. 400/3P 60/3P 400/3P 400N EXTERIOR SNOPUD 1200N UTILITY METER CAM LOCK 6 CONNECTION ENCLOSURE 70N 400N M 2 ATS-2 MAIN SWITCHBOARD 'MSB' "OPTIONAL STANDBY" 1200A, 480/277V, 3PH, 4W 400A 4-POLE BYPASS ISOLATION TYPE EUSERC METERING SECTION GF 1200/3P 400N GENERATOR DISTRIBUTION PANEL 'GDP' N REVISION 400A, 480V, 3PH, 3W 20/3P 200/3P 100/3P 250/3P 200/3P 60/3P 400/3P 30/3P G SPD 7 7 7 400/3P #2/0 225A/3P SPACE 11 400N DATE 20N 200 100N 250N 200 20/3P 70/3P 200/3P 70/3P 200/3P 70N NO. 7 7 7 7 480V XFMR 20N 200 'T-NL' 70 200N 70N 200 200 208Y 150KVA 120V UPSB BATTERY CABINET UPSA BATTERY #2/0 80KW 480V 80KW CABINET PANEL PANEL ATS-1 XFMR ELEVATOR 480V, 3PH, 3W 480V, 3PH, 3W TO METER ENCLOSURE #1 'NHA' 'NHB' "LIFE SAFETY" T-GL CONTROL 3 500N MODULE #1 100A 250A 60A 208Y 45KVA LIGHTING MECHANICAL 4-POLE 120V 5 DIST. PANEL 'NL' #6 PANEL 500A ST 'GH' 70N ST 480V, 3PH, 4W 200A 500/3P 70N TO METER ENCLOSURE # 2125N GENERAL 7 ELEVATOR 20/3P #1 225/3P250/3P 250/3P 250/3P 30/3P 7 7 7 125 30HP 125 60/3 125/3 SPD 30A 250N 250N 250N 200/3P 200/3P PANEL PANEL 125/3P 30N 'X' 'GL' 125/3P 60A 125A A/B A B A/B A B EM LIGHTING GENERAL K K K K K K 125/3P 125/3P BYPASS BYPASS SOLENOID SOLENOID 30/3 TO METER ENCLOSURE #1 PANEL PANEL PANEL 'NLA' 'NLB' 'NLC' 250A 250A 250A MAINTENANCE PANEL MAINTENANCE RECEPTACLE MECHANICAL MECHANICAL BYPASS PANEL 'UPSB-MBP' 'X2' BYPASS PANEL 'UPSA MBP' 125 125 480V, 3PH, 3W, 200A 30A 480V, 3PH, 3W, 200A 480V 480V XFMR XFMR TYP TYP T-UPSB T-UPSA DATA LOGGER PANEL LOCATED AT THE WAREHOUSE 8 8 208Y 75KVA 208Y 75KVA 120V 120V 9 DIGITAL FROM 20A BREA KER AT MSB DIGITAL FROM 20A BREA KER AT 'GDP' #2 #2 PANEL 'NHA' AM VM XFMR 'T-GL' AM VM DIGITAL DIGITAL 225N 3 225N PANEL 'NHB' AM VM PANEL 'GH' AM VM DIGITAL 10 DIGITAL 10 UPSB AM VM ELEVATOR #1 AM VM DIGITAL FROM 20A BREA KER AT PANEL 'NL' DIGITAL 225/3 225/3 PANEL 'NLA' AM VM UPSA AM VM 1 SPD 1 SPD 30A 100A 125A 100A 125A DIGITAL DIGITAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PANEL 'NLB' AM VM PANEL 'X' AM VM PANEL PANEL PROJECT: DIGITAL 100N UPSB 125N 100N 'UPSA' 125N 30N BUILDING IDENTIFIER: PANEL 'NLC' AM VM METER ENCLOSURE # 2 225A 225A METER ENCLOSURE #1 GENERAL 30/3 A.1 PANEL PANEL PANEL PANEL PANEL SHEET TITLE: UPSB1 UPSB2 'UPSA1' 'UPSA2' 'UPSA3' ELECTRICAL 100A 125A 100A 125A 30A MDF 2ND FLOOR MDF 2ND FLOOR ONE-LINE DIAGRAM PANEL LOCATED AT THE WAREHOUSE LEAD: DF ELECTRICAL ONE-LINE DIAGRAM DRAFTER: TC 1 DATE: 12/06/2021 E6.11 SHEET: E6.11 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 PANELBOARD SEATTLE, WA 98104 SEE PLANS AND RISER PHONE (206)624-4222 DIAGRAM FAX (206)624-4226 PROVIDE 30A/3P BREAKER FOR CONNECTION OF SPD DEVICE TO PANELBOARD INDICATED. ADJUST LOCATION AS REQUIREFOR REFERENCE ONLYD FOR CLOSEST POSSIBLE PROXIMITY TO NEUTRAL BUS 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz EGRESS CIRCUIT NORMAL CIRCUIT NORMAL SENSING PROVIDE SPD NEUTRAL AND GROUND CONNECTIONS LIGHTING CONTROL CIRCUIT DIRECTLY TO NEUTRAL AND GROUND BUS AT PANEL PANELBOARD RELAY UL924 01/18/2022 NORMALLY OPEN ELECTRICAL SENSING TRANSFER PANEL JUNCTION BOX SWITCHLEG DEVICE. LVS 20A RRU-2-227 OR LINE/HOT (L) 1-#12 CU EQUIVALENT. SURGE SUPPRESSION DEVICE (SPD). 20A INSTALL AS CLOSE TO BREAKER REFER TO LINE/HOT (L) 1-#12 CU SERVING DEVICE AS POSSIBLE. NO MANUFACTURERS 90 DEGREE BENDS IN CONNECTING WIRING DIAGRAM CONDUIT ALLOWED. PROVIDE FOR SPECIFICS NEUTRAL (N) 1-#12 CU SHORTEST POSSIBLE WIRING N LENGTH FOR CONNECTION, GROUND (G) 1-#12 CU MAXIMUM OF 18". SEE 5-WIRE UL924 G SPECIFICATIONS FOR ADDITIONAL TRANSFER 0-10V CONTROLLED REQUIREMENTS. DEVICE DIMMING PROVIDE FLUSH MOUNTING ADAPTER WHEN ADJACENT TO FLUSH MOUNTED PANEL. SWITCHED LINE/HOT (L) 1-#12 CU DEDICATED RACEWAY SYSTEM 20A RELAY WITHIN LIGHTING SPLIT EGRESS LIGHTING CONTROL PANEL CONTROLLED DUPLEX RECEPTACLE 1 SPD DEVICE INSTALLATION DETAIL 3 TYPICAL DIAGRAM - EMERGENCY LIGHTING CONTROL 4 CONTROLLED SPLIT CONTROLLED DUPLEX RECEPTACLE WIRING DETAIL E7.01 E7.01 E7.01 ELECTRICAL PANEL JUNCTION BOX 20A REVISION LINE/HOT (L) 1-#12 CU THREADED ROD TO STRUCTURE. TYPICAL. ROUTE CONDUITS CLEAR OF CABLE NEUTRAL (N) 1-#12 DATE N TRAY DIRECTLY UP CU TO STRUCTURE. TY P. GROUND (G) 1-#12 G THREADED ROD TO CU NO. STRUCTURE. TYP TYPICAL. 1 SWITCHED LINE/HOT (L) 1-#12 CABLE TRAY CU CONTROLLED 20A RECEPTACLE SURFACE RACEWAY 2 20A RELAY WITHIN LIGHTING LADDER RACK CONTROL PANEL LADDER RACK 5 CONTROLLED DUPLEX RECEPTACLE WIRING DETAIL E7.01 SCALE: NONE ELECTRICAL PANEL JUNCTION BOX 20A LINE/HOT (L) 1-#12 CU NEUTRAL (N) 1-#12 CU N GROUND (G) 1-#12 CU G SWITCHED LINE/HOT (L) 1-#12 CU CONTROLLED CONTROLLED 20A RECEPTACLE 20A RECEPTACLE FLAG NOTES: 20A RELAY WITHIN LIGHTING QUAD 1 SECURE WIREMOLD 6000 SURFACE RACEWAY TO UNISTRUT. CONNECT UNISTRUT TO RECEPTACLE CONTROL PANEL THREADED ROD. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 2 MOUNT SURFACE RACEWAY EQUIDISTANT FROM TOP OF RACK AND BOTTOM OF CABLE TRAY. CONTROLLED QUAD RECEPTACLE WIRING DETAIL PROJECT: 6 BUILDING IDENTIFIER: E7.01 SCALE: NONE NOTES: A.1 1. NEW RACKS, CABLES TRAY, PDU'S AND ASSOCIATED SUPPORTS ARE BY OTHERS. REFER TO TELECOM. SHEET TITLE: 2. PROVIDE LATERAL BRACING FOR THREADED ROD SUPPORTING SURFACE RACEWAY. ELECTRICAL DETAILS 2 SURFACE RACEWAY MOUNTING DETAIL E7.01 LEAD: DF DRAFTER: TC DATE: 12/06/2021 SHEET: E7.01 SHEET OF DETAIL NOTES: 1. PROVIDE TELEPHONE LINE TO ELEVATOR AND DIAL TELEPHONE IN ELEVATOR ROLLUDA ARCHITECTS, INC. MACHINE ROOM. SYSTEM SHALL FUNCTION AS FOLLOWS: 105 S MAIN ST, #323 A) ELEVATOR SUPPLIER SHALL PROVIDE A NON-DIAL PHONE AND DIALER SEATTLE, WA 98104 WITH ELEVATOR. WHEN RECEIVER IN ELEVATOR CAB IS REMOVED, A PHONE (206)624-4222 CALL SHALL AUTOMATICALLY BE PLACED TO A 24 HOUR MONITORING FAX (206)624-4226 SERVICE. ELEV. ELEV. PIT.TYPICAL TOP B) PHONE IN ELEVATOR MACHINE ROOM SHALL HAVE THE CAPABILITY TO SHUNT TRIP POWER NOTES 3,8 FOR REFERENCE ONLY(TYP) MACH FLOOR OF PLACE A CALL TO THE PHONE IN THE ELEVATOR. INDICATING LIGHT RM. ELEV. SHAFT. FIRE C) COORDINATE WIRING AND EQUIPMENT REQUIREMENTS WITH LOBBY ALARM NOTES 6,9 ELEVATOR SUPPLIER AND PROVIDE ALL REQUIRED WIRING. PANEL. CONTROL H H H 2. LOCATE PIT LIGHTS AND RECEPTACLES AS RECOMMENDED BY ELEVATOR TRANSFORMER INSTALLER. LIGHTS AND RECEPTACLE IN PIT SHALL BE NEMA 4 RATED. REVISE SIZE OF STRUCTURE AS ELEVATOR MAIN S S S MINIMUM LIGHT LEVEL IS 10 FOOTCANDLES. REQUIRED TO ACCOMMODATE ALL DISCONNECT EQUIPMENT 3. PROVIDE HEAT DETECTORS IN ELEVATOR MACHINE ROOM AND ELEVATOR SHAFT. (NOTE 5) ELEVATOR CONTROLLER NOTE 6 ELECTRICAL VERIFY REQUIREMENTS WITH ELEVATOR INSPECTOR. INTERLOCK SHUNT TRIP ST DISCONNECT SWITCH ELECTRICAL PANEL BREAKER SUPPLYING ELEVATOR POWER WITH THESE DETECTORS. OR PANELBOARD (NEMA 3R) LOCATED IN ELECTRICAL ROOM 4. CONNECT FOR ELEVATOR RECALL THROUGH PRIMARY AND SECONDARY FIRE ALARM 1201 third avenue, ste 600 RELAYS. CONNECT ELEVATOR ALARM SIGNAL RELAY TO ELEVATOR CONTROLLER. seattle, wa 98101 PROVIDE SUPPORTING 206.448.3376 MEANS PER 260529 GFI 5. MOUNT ELEVATOR MAIN DISCONNECT IMMEDIATELY ADJACENT TO DOOR (STRIKE R R R SIDE). PROVIDE POWER TO HEAT DETECTORS & SHUNT TRIP. PROVIDE AUX, DRY www.hargis.biz CONTACTS FOR AUTOMATIC CAB LOWERING FEATURE. COORDINATE REQUIREMENTS GFI RECEPTACLE WITH NOTE WITH ELEVATOR INSTALLER. WEATHERPROOF COVER 4 NOTE NOTE 7 GFI 2 6. PROVIDE SMOKE DETECTOR. CONNECT TO FIRE ALARM SYSTEM. ELECTRICAL RACEWAY 7. CIRCUITS ARE TO BE USED FOR THE CAB LIGHTS/RECEPTACLE AND FAN; EXACT (TYP) T LOCATION TO BE COORDINATED WITH ELEVATOR INSTALLER. TO TTB J J TEL TEL 8. PROVIDE FIXED-RATE 135°F HEAT DETECTOR, INSTALL WITHIN 12" OF SPRINKLER SECURE SUPPORTING MEANS TO NOTE NOTE HEAD. BUILDING STRUCTURE PER PROVIDE ROOF 1 1 TAMPER SWITCHES AT 9. PROVIDE DEVICE/MODULES FOR CONNECTION TO FLASHING FIRE HAT. ARCHITECTURAL AND STRUCTURAL FLASHING, AS REQUIRED SHUT-OFF VALVES FOR DOCUMENTS SPRINKLER HEADS. 10. PROVIDE ALL FIRE ALARM, TELEPHONE AND OTHER WIRING AS REQUIRED FOR A 01/18/2022 COMPLETE INSTALLATION. 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. 12. REFER TO OTHER CONTRACT DRAWINGS & SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2 DETAIL - ROOFTOP MOUNTED EQUIPMENT 1 DETAIL - ELEVATOR ELECTRICAL INTERFACE DIAGRAM E7.02 E7.02 TELECOMMUNICATIONS MAIN GROUNDING BUSBAR (TMGB) INSTALL AND CONNECT CT'S PROVIDED AS PART OF N L1 L2 L3 PROVIDE NETWORKING CONNECTION METERING PACKAGE GROUNDING BUS, LOCATED IN MAIN TO OTHER METERS AND ENERGY S1 ELECTRICAL ROOM MANAGEMENT SYSTEM PER GROUNDING BUS AT ELECTRICAL SERVICE ENTRANCE (DESIGNER OPTION, IF INCLUDED MANUFACTURER'S REQUIREMENTS EQUIPMENT, PROVIDE SEPARATE GROUNDING ADD ELECTRICAL GROUND BUSBAR ELECTRODE CONDUCTOR TO EACH SERVICE ENTRANCE ASSEMBLY DETAIL) S2 S1 TO OTHER METERS/HEAD END S2 S1 TO OTHER METERS/HEAD END PROVIDE SUPPLEMENTAL S2 - + - + - + 1 2 1 2 + - S GROUNDING ELECTRODES, AS REQUIRED, TO ACHIEVE GROUND A B C PHASE ENERGY RS 485 RESISTANCE PER SPECIFICATION CT INPUTS LOSS PULSE 260526 ALARM 3-POLE CONTROL BREAKER VOLTAGE INPUTS POWER REVISION COLD WATER PIPING PER BUILDING STEEL PER BY DIV 26 A B C N G 1 2 NEC 250.52(A)(1) NEC 250.52(A)(2) NATURAL GAS PIPING SPRINKLER PIPING PER 20' LENGTH COPPER PER NEC 250.104(B) CONDUCTOR IN FOOTING NEC 250.104(B) PER NEC 250.52(A)(3) DATE NO. DETAIL NOTES: ELECTRICAL PANEL BEING MONITORED DETAIL NOTES: 1. ALL GROUNDING ELECTRODE CONDUCTORS SHALL BE PROTECTED WHERE 1. CONNECTIONS SHOWN ARE FOR VERIS #E50 SERIES POWER EXPOSED TO PHYSICAL DAMAGE PER REQUIREMENTS OF NEC 250.64(B) . METERING PRODUCTS. PROVIDE AS REQUIRED FOR PANELBOARD OR BRANCH CIRCUIT METERING PRODUCTS SPECIFIC FOR THIS PROJECT. 2. ALL CONDUCTORS TO BE SIZED PER NEC, UO N. 4 ELECTRICAL SERVICE GROUNDING DETAIL 3 POWER MONITORING WIRING DETAIL E7.02 E7.02 CR D C CR B B CR D C CR A A N2 WHITE/RED N1 WHITE/BLACK CR D C G2 GREEN/YELLOW CR B G1 GREEN B Hd PINK (NORMAL 2) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 Hc BLUE (NORMAL 1) PROJECT: CR D BUILDING IDENTIFIER: C Hb RED (UPS 2) CR A Ha BLACK (UPS 1) A A.1 J F SHEET TITLE: C,D (NORMAL SWITCHED CIRCUITS) N H N H N H N H FURNITURE WALL FEED G G G G ELECTRICAL OR FLOORBOX FEED DETAILS AN BN CN DN A,B (UPS CIRCUITS) DETAIL NOTE: PER WASHINGTON STATE ENERGY CODE, CIRCUITS C AND D 2 GENERAL PURPOSE UPS + 2 GENERAL PURPOSE NORMAL ARE SWITCHED CIRCUITS. LEAD: Designer TYPICAL FOUR CIRCUIT POWERED FURNITURE CIRCUITING REQUIREMENTS DRAFTER: Author 6 5 FURNITURE FEED 8-WIRE WIRING HARNESS DETAIL DATE: 12/06/2021 E7.02 E7.02 SHEET: E7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 FOR REFERENCE ONLY LEGEND FIELD CONNECTIONS POWER WIRING NETWORK HVAC WHITE 2C#18 (EACH) LIGHTING ROOM CONTROL UNIT (RCU) CONFERENCE ROOM (WHERE APPLICABLE) 1201 third avenue, ste 600 HVAC REFER TO seattle, wa 98101 1/2"C IN SLAB FOR LINE DECORA BLANK INSERTS FSR PLATE CONFIGURATION 4 MECHANICAL DIMMER SIGNALS (1) 206.448.3376 NOTE: NOT A VAV BOX VOLTAGE CONDUCTORS. PART NO. LEVITION 80414 -WHITE (COMPATIBLE WITH ELECTRONIC DIMMING LED DRIVERS) LIGHTING RELAY ( 2) www.hargis.biz MAX 3 XFMR TO NEXT RCU 120 VACPER 120 VAC LCD SWITCH PER DRAWINGS CIRCUIT EZNT-T100 XFMR BLUE 2C#18 2C#24 TWO DUPLEX 120V,20A (PSMN500A) WHITE 2C#18 (EACH) RECEPTACLES EXITS FOR NON-CONTROLLED DOORS 1-100VA ALL POWER CONDUITS SHALL EXTERIOR DOOR CONTACTS CIRCUIT PER RCU ENTER THE 'POWER SIDE' OF FLOOR BOX. YELLOW 2C#18(EACH) MOTION 01/18/2022 PURPLE 4C#18 (EACH) SEPARATION BARRIER BETWEEN CLASS 1 AND CLASS 2 WIRING PROVIDE TELECOM OR AV DEVICE MOUNTING 1-100VA PLATE AND HINGED COVER. COORDINATE CIRCUIT PER RCU NETWORK NETWORK (MS/TP) TELECOMMUNICATIONS AND AV INTERFACE ORANGE 2C#18 SHIELDED REQUIREMENTS WITH TELECOM DRAWINGS. XFMR CONTROLLER (NIC) NOT ALL FLOOR BOX LOCATIONS RECEIVE (PSMN500A) TELECOM OR AV CABLING. 120 VAC ALL TELECOM / AV CONDUITS SHALL ENTER 'LOW VOLTAGE SIDE' OF FLOOR BOX. NETWORK INTERFACE POWER SUPPLY UPS CIRCUIT CONTROLLED RECEPTACLES FSR PLATE CONFIGURATION 4 RECEPTACLE LINE VOLTAGE DRAWING SYMBOL FSR-500-4" CONCRETE FLOORBOX CONTROL RELAY CONTROLLED FSR PANEL DCS RECEPTACLES PER PLAN DETAIL NOTES: 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. REVISION 2 DUAL SERVICE FLUSH FLOORBOX DETAIL 1 LIGHTING CONTROL ROOM DETAIL E7.03 E7.03 DATE NO. DETAIL NOTES: 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. SLAB-ON-GRADE FLOOR BOX PER PLAN POUR PAN NOTE 5 TYP 3 SLAB ON GRADE FLOORBOX DETAIL E7.03 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: ELECTRICAL DETAILS LEAD: Designer DRAFTER: Author DATE: 12/06/2021 SHEET: E7.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 CABLING COLORS GENERAL GROUNDING ABBREVIATIONS GENERAL NOTES FAX (206)624-4226 A AMPERE SP SERVICE PROVIDER FOR REFERENCE ONLYEXISTING ELECTRICAL TO BE REMOVED G GROUNDING CONDUCTOR ABV ABOVE STP SHIELDED TWISTED PAIR 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR SCADA A, POS ORANGE AC AIR CONDITIONING SW SWITCH ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE SCADA B BLUE INSTALLATION, INCLUDING BUT NOT LIMITED TO EXISTING ELECTRICAL TO REMAIN GROUND ROD ACD ACCESS CONTROL DOOR VOICE/DATA WHITE CABLING, TELECOMMUNICATION PATHWAYS AND AFF ABOVE FINISHED FLOOR TBB TELECOMMUNICATIONS BONDING BACKBONE TRAINING GREEN SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK GROUNDING BUSBAR AG ABOVE GROUND TEL TELEPHONE FIRE RED BACKBONE CABLING WITH LOCATIONS OF FIXED AHJ AUTHORITIES HAVING JURISDICTION TELCO TELEPHONE COMPANY CASEWORK AND BUILDING CONDITIONS AFFECTING SECURITY YELLOW MATCHLINE OR PROPERTY LINE EQUIPMENT GROUNDING CONNECTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE TGB TELECOMMUNICATIONS GROUNDING BUSBAR THE WORK OF THIS CONTRACT. AV EQUIPMENT BLACK AV AUDIO VISUAL TELECOMMUNICATIONS INDUSTRY BUILDING CONTROLS GRAY OR LIGHT GRAY TIA ENLARGED PLAN BOUNDARY AWG AMERICAN WIRE GAUGE ASSOCIATION 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE DISPATCH RADIO PURPLE GROUNDING STRAP TELECOMMUNICATIONS MAIN GROUNDING NATIONAL AND STATE CODES AS AMENDED LOCALLY TMGB BUSBAR AND ENFORCED BY THE AHJ. BAS BUILDING AUTOMATION SYSTEM 1 TELECOMMUNICATIONS SYSTEM TR TELECOMMUNICATIONS ROOM 1201 third avenue, ste 600 T1.1 DETAIL/PLAN IDENTIFIER BC BONDING CONDUCTOR seattle, wa 98101 TYP TYPICAL 3. COORDINATE TELECOMMUNICATIONS WORK WITH BLDG BUILDING THAT OF OTHER TRADES. REFER TO ELECTRICAL, 206.448.3376 A FLUSH MOUNT/FURNITURE DEVICE BKBD BACKBOARD UON UNLESS OTHERWISE NOTED MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, SECTION IDENTIFIER AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. www.hargis.biz T1.1 UPS UNINTERRUPTIBLE POWER SUPPLY (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) C CONDUIT COORDINATION SHALL OCCUR PRIOR TO FABRICATION, (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) UTP UNSHIELDED TWISTED PAIR CAB CABINET PURCHASE, AND INSTALLATION OF WORK. A (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) ELEVATION IDENTIFIER (B = BLANK COVER PLATE.) CAT CATEGORY T1.1 WAN WIDE AREA NETWORK 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED X (F = MODULAR FURNITURE DEVICE.) CATV COMMUNITY ANTENNA TELEVISION WAP WIRELESS ACCESS POINT IN WALL, CEILINGS, AND BELOW RAISED FLOOR REVISION DEFINITION AREA, AREA ENCIRCLED Y (POS = POINT OF SALE.) CCTV CLOSED CIRCUIT TELEVISION CONTAINS CHANGES MADE SUBSEQUENT TO (S = SURFACE MOUNT.) WP WEATHERPROOF SPACES UNLESS OTHERWISE NOTED ON THE (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) CLG CEILING DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES PREVIOUS ISSUE CO CONDUIT ONLY SHALL BE INSTALLED AS OPEN CABLING NEAR V VOLTS WAP STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED CEILING MOUNTED WIRELESS DATA DEVICE 1 REVISION CALLOUT X DEMARC DEMARCATION POINT ON DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) REQUIREMENTS. DSL DIGITAL SUBSCRIBER LINE 1 FLAG NOTE TAG POKE THRU DEVICE DS INTERCOM DOOR STATION X (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND 1 DEMOLITION NOTE TAG FIRE RESISTANT 3/4" PLYWOOD BACKBOARD (E) EXISTING SLOTS OF FIRE RATED CONSTRUCTION FOR EEO EMERGENCY EXIT ONLY HORIZONTAL AND INTRABUILDING PATHWAYS AND 1 EQUIPMENT TAG TWO-POST EQUIPMENT RACK EIA ELECTRONIC INDUSTRIES ALLIANCE SPACES. EMT ELECTRICAL METALLIC TUBING AHU-01 EQUIPMENT TAG 6. INTRABUILDING OPTICAL FIBER CABLING SHALL BE 6" DOUBLE-SIDED VERTICAL MANAGEMENT ENCL ENCLOSURE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, 1 EPO EMERGENCY POWER OFF EQUIPMENT TAG ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" AHU 6" SINGLE-SIDED VERTICAL MANAGEMENT ER EQUIPMENT ROOM BEFORE ENTERING A FREE STANDING RACK UTILIZING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT FACP FIRE ALARM CONTROL PANEL N NORTH ARROW FBO FURNISHED BY OWNER 7. MAINTAIN A MINIMUM SPACING OF 12" FROM 3.65" SINGLE-SIDED VERTICAL MANAGEMENT FURNISHED BY OWNER INSTALLED BY ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING FOIC AND 12" FROM AUXILIARY SYSTEM CABLING. CONTRACTOR LOCATION WHERE PICTURE WAS TAKEN AND 1 DIRECTION FLOOR MOUNTED SERVER ENCLOSURE FOIO FURNISHED BY OWNER INSTALLED BY OWNER 8. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS MOTOR DRIVEN EQUIPMENT AND RACEWAYS AND BOXES WALL MOUNTED ENCLOSURE TRANSFORMERS SHALL BE 6'-0". SPACING HC HORIZONTAL CROSS-CONNECT REQUIREMENTS SHALL APPLY TO OPEN CABLING 900D VOICE FRAME PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE J JUNCTION BOX IC INTERMEDIATE CROSS-CONNECT SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN IG ISOLATED GROUND ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH 110 BLOCK WITH LEGS J FURNITURE WALL FEED OUTLET BOX IMC INTERMEDIATE METALLIC CONDUIT WALLS AND FLOORS DID NOT EXIST. EXCEPTION: F ISDN INTEGRATED SERVICES DIGITAL NETWORK BUILDING CONSTRUCTION THAT RESULTS IN PULL BOX 66 BLOCK PB CONTINUOUS METALLIC BARRIER BETWEEN XX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL V TV OUTLET (RG6 COAX), WALL MOUNTED J-BOX JUNCTION BOX MANHOLE BE CONSIDERED AS SUITABLE SEPARATION. (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) XX KCMIL THOUSAND CIRCULAR MILS 9. PRIOR TO STARTING TELECOMMUNICATIONS C# HANDHOLE INSTALLATION, CAREFULLY INSPECT INSTALLED WORK LAN LOCAL AREA NETWORK OF OTHER TRADES AND VERIFY THAT SUCH WORK IS FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO LCP LIGHTING CONTROL PANEL COMPLETE TO THE POINT WHERE WORK MAY A SUBSCRIPT, SEE SPECIFICATIONS) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL MAN METROPOLITAN AREA NETWORK A SUBSCRIPT, SEE SPECIFICATIONS) TO THE PROPER AND TIMELY COMPLETION OF THE MAX MAXIMUM WORK. POWER POLE, FLOOR TO CEILING MC MAIN CROSS-CONNECT MH MANHOLE 10. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION REVISION SURFACE METAL RACEWAY MIN MINIMUM UNTIL ALL UNSATISFACTORY CONDITIONS ARE MM MULTIMODE RESOLVED. BEGINNING WORK CONSTITUTES RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) MPOE MAIN POINT OF ENTRANCE ACCEPTANCE OF CONDITIONS AS SATISFACTORY. MPOP MAIN POINT OF PRESENCE RACEWAY RUN BELOW FLOOR OR BELOW GRADE MTD MOUNTED 11. ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED DATE CROSS-CONNECT PER THE IDENTIFICATION LABEL AT EACH TELECOMMUNICATIONS WORKSTATION DEVICE. NO. FLEXIBLE RACEWAY (N) NEW TERMINATE ALL CABLES ON 48-PORT PATCH PANELS RACEWAY (CIRCLE DENOTES VERTICAL NEC NATIONAL ELECTRIC CODE ON RACKS UNLESS OTHERWISE NOTED. TRANSITION) NIC NOT IN CONTRACT 12. ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR RACEWAY CONTINUATION SERVING TELECOMMUNICATIONS ROOM UNLESS OFC OPTICAL FIBER CABLE NOTED OTHERWISE. TERMINATE ALL CABLES ON WALL OOBM OUT OF BAND MANAGEMENT RACEWAY STUB WITH BUSHING MOUNTED F-CONNECTOR PATCH PANELS. OSP OUTSIDE PLANT 13. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL RACEWAY SLEEVE WITH BUSHINGS PBX PRIVATE BRANCH EXCHANGE CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY PP PATCH PANEL SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL EZ-PATH FIRE STOPPING SLEEVE PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS PVC POLYVINYL CHLORIDE SYSTEMS PER THE SCOPE OF WORK INDICATED ON CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS THE CONSTRUCTION DRAWINGS AND BID OTHERWISE NOTED REC RECEPTACLE SPECIFICATIONS. RMFC RACK MOUNT FIBER CABINET CABLE TRAY, OVERHEAD LADDER TYPE RU RACK UNIT 14. CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS SHALL BE PROVIDED BY THE ELECTRICAL HOMERUN TO PANEL SM SINGLEMODE CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) SMR SURFACE METAL RACEWAY FLOOR SPACES SHALL BE PROVIDED BY THE TELECOMMUNICATIONS CONTRACTOR. SONET SYNCHRONOUS OPTICAL NETWORK #10 (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS (GROUND CONDUCTOR) (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: TELECOM LEGEND LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T0.01 SHEET OF 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 ROLLUDA ARCHITECTS, INC. CONDUITS. 105 S MAIN ST, #323 SEATTLE, WA 98104 2. UTILIZE OPEN CABLING SUPPORT METHODS IN THIS AREA. THE SUPPORT METHODS PHONE (206)624-4222 FAX (206)624-4226 SHALL CONSIST OF J-HOOKS AND CABLE SADDLE BAGS SUPPORTED ON DEDICATED HANGERS SPACED 5'-O" APART. TRANSITION CABLE SUPPORTS FROM J-HOOKS TO FOR REFERENCE ONLY 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 A B C C.8 C.9 D E F G H J K 5 5 1 1 1 2 2 2 2 3 1 3 3 1 2 2 1 3 5 MOUNTED IN 2 WIREMOLD 6000 PROVIDE 1.5" CONDUIT FROM 5 LARGE PROVIDE 1.5" CONDUIT FROM SERIES, DIVIDED CEILING SPACE TO WIREMOLD 2 3 CONFERENCE 3 CEILING SPACE TO WIREMOLD RACEWAY. PROVIDED PROVIDE 1.5" CONDUIT FROM TO SUPPORT MODULAR PROJ 1 FURNITURE (TYP UON) PROVIDE 6 EA. CATEGORY 6 4 ROOM 4 TO SUPPORT MODULAR BY ELECTRICAL, TYP CEILING SPACE TO WIREMOLD 2 2 BREAK ROOM CABLES IN CEILING SPACE PROJ FURNITURE (TYP UON) TO SUPPORT MODULAR 2 103 2 WITH 40' OF SLACK COILED 107 FURNITURE (TYP UON) 1 5 ABOVE CEILING ON J-HOOKS 2 1 J J 2 2 2 2 (1) EZ-PATH 4" 2 2 2 ENTRY VEST 2 2 PENETRATION CONF ROOM 2 2 2 2 5 +72" +72" AFF 1 110 2 AFF V LCD 115 2 2 1 +72" COORDINATE LOCATION AND LCD ELEVATION WITH ARCHITECT 3 3 1 2 3 CONF ROOM 2 2 2 2 +72" 1 1 STOR LCD 3 2 2 5 5 STAIR 01 2 2 2 2 2 2 108 COORDINATE 1 4 1 CREW ROOM 2 LCD ST-1 LOCATION AND 1+72" AFF PROJ ELEVATION WITH J +72" 1 3 2 3 121 PUBLIC ARCHITECT OFFICE / CONF V AFF 1 +72" AFF FIELD COORDINATE 3 RESTROOM MOTHERS ROOM +72" +72" ROOM LCD 1 3 EXACT LOCATION LCD LCD 2 2 2 CONF ROOM 106 112 WITH ELEVATOR 1 2 1 2 2 2 2 2 +72" V 119 +72" AFF STOR PROVIDER 2 1 COORDINATE LOCATION AND LCD 1 LCD 2 ELEV LCD ELEVATION WITH ARCHITECT, 102 1+72" AFF 2 PHONE OFFICE / CONF V +72" 3 2 +72" 1 COORDINATE 2 2 AFF TYP OF 2 V +72" (3) EZ-PATH 4" CASH COUNTING 2 CORRIDOR ELEV ROOM 2 ROOM LOCATION AND AFF PENETRATION 111 114 116 1 ELEVATION WITH OPEN OFFICE 2 2 109 2 1 3 1 ARCHITECT FLEX/ ADMIN/ PUBLIC 2 2 PROVIDE 1.5"C FROM CEILING 18" X 4" BASKET-STYLE TRAY 2 FOREMEN/ RESTROOM PRIVACY ROOM SPACE TO J-BOX TO SUPPORT TO SUPPORT COMMON 2 2 SERVICEMEN LOBBY 1 MODULAR FURNITURE CABLING PATHWAYS 105 113 +72" 2 2 2 2 2 2 LCD OPEN CABLING 118 101 ENTRY VEST 2 PATHWAYS (TYP) J 4 4 REVISION 100 PROVIDE 6 EA. CATEGORY 6 CABLES IN CEILING SPACE 2 ENTRY VEST WITH 40' OF SLACK COILED ABOVE CEILING ON J-HOOKS 122 PROVIDE 6 EA. 5 J J CATEGORY 6 CABLES IN J 1 5 CEILING SPACE WITH 40' W/P DATE RESTROOMS CUST/ UTIL PROVIDE 1.5"C TO OF SLACK COILED ABOVE 24" X 4" BASKET- CEILING SPACE 2 2 2 2 CEILING ON J-HOOKS VEST STYLE TRAY CLOSET NO. 1 2 140 MEN'S LOCKER 2 MEN'S 124 ROOM ADA SHOWER RESTROOM SHOWER OPEN OFFICE 134 131 2 ENG/ DES 135 130 CORRIDOR 141 123 STAIR 02 MOUNTED IN ST-2 PRINTER 2 WIREMOLD 6000 ADA SHOWER SHOWER WH OSP PATHWAY. SEE 4 2 2 SERIES, DIVIDED 132 129 TS1.01 FOR ADDITIONAL PROVIDE 1.5"C FROM 4 RACEWAY. PROVIDED WOMEN'S WOMEN'S INFORMATION, TYP OF 2 CEILING SPACE TO BY ELECTRICAL, TYP RESTROOM LOCKER ROOM SPRINKLER/ 4 SUPPORT FURNITURE 2 W W W W W ENTRY VEST 133 MECH ROOM 4 2 2 2 2 2 136 PRINTER 2 139 125 6 W/P 6 1 (2) 4" CONDUITS TO 18" X 4" BASKET-STYLE TRAY 1 W/P MOUNTED IN ACESSIBLE CEILING SPACE TO SUPPORT COMMON CSR LOBBY/ OFFICE/ CONF WIREMOLD 6000 CABLING PATHWAYS SERIES, DIVIDED OFFICE 2 ROOM RACEWAY. PROVIDED 143 2 142 COMM/ FIBER BY ELECTRICAL, TYP ROOM W W W W W 138 WELLNESS (2) 4" CONDUITS FROM 2 2 2 2 2 +60" +60" 2 2 2ND FLOOR COMM ROOM LCD LCD AEROBICS LCD LCD 7 1 1 +72" AFF 1 1+72" AFF TO 1ST FLOOR 7 137 WELLNESS ACCESSIBLE CEILING +72" V V SPACE PROVIDE 1.5"C FROM CEILING AFF +72" WEIGHT/ EQUIP COORDINATE LOCATION AND 1 AFF ELECTRICAL SPACE TO FEED WIREMOLD SUPPORTING MODULAR ELEVATION WITH ARCHITECT 128 T5.01 ROOM OFFICE FURNITURE 126 8 8 A B C C.8 C.9 D E F G H J K SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 1 TELECOM DEVICE PLAN - LEVEL 1 SHEET TITLE: T2.01 SCALE: 1/8" = 1'-0" TELECOM DEVICE PLAN - LEVEL 1 LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T2.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 1 1 P P ZDa,b ZDa,b P BREAK ROOM WAP OSb,c 2 M M 107 LARGE M CONFERENCE P ROOM 103 2 2 P P ZDa,b ZDOa ENTRY VESTM P P M MWAP 110 ZDOa,b OFFICE / CONF ZDOa V WAP WAP 2 2 ROOM M 2 2 ZDe OS CONF ROOMM 119 M WAP CONF ROOM M 115 2 STOR WAP M M ZDa,b ZDa,b ZDO ZDO 108 CREW ROOM OS STAIR 01 PUBLIC OPEN OFFICE V 121 3 RESTROOM MOTHERS ROOM ST-1 FLEX/ ADMIN/ 3 CONF ROOM 106 112 FOREMEN/ V OS M STOR M M SERVICEMEN ELEV ROOM M 102 OS 118 V V CORRIDOR 114 OFFICE / CONF P M WAP LOBBY CASH COUNTING 111 ROOM 2 PUBLICOS PRIVACY ROOMZDO 116 FAAPZO 101 109 WAP RESTROOM 113 2 ZDa,b 105 2 WAP WAP 2 ZDO ZDe,f,g ZDa,b OSc,d 4 PENTRY VEST ZDO ZDO ZO 4 M ZD2 WAP CORRIDOR 100 ENTRY VEST M M M M 117 M M 122 ZDe 5 ZDO ZO 5 REVISION MEN'S M OFFICE/ CONF RESTROOM M ZDO ROOM 135 M M ZDO M OS MEN'S LOCKER OS OS ZDO 2 145 ROOM ADA SHOWER ZDO CUST/ UTIL DATE OPEN OFFICE WAP RESTROOMS ZDO 134 SHOWER CLOSET VESTM 131 CONFERENCE ENG/ DES 130 CORRIDOR 124 NO. P 140 ROOM M 141 M 123 OS STAIR 02 144 ST-2 ZDe ADA SHOWERSHOWER ZDe,f WAP WH 2 ZDO WOMEN'S 132 129 CSR LOBBY/ OS WOMEN'S OS OS SPRINKLER/ OS RESTROOMM LOCKER ROOM OFFICE ZO ZDO MECH ROOM P ENTRY VEST 133M ZDO 143 136 125 139 6 FACP 6 ZDO M M OFFICE/ CONF WAP ROOM OS WAP OS 2 WELLNESS P ZDO 142 ZDO ZDO 2 AEROBICS OS M M WELLNESS M P 137 WEIGHT/ EQUIP ELECTRICAL 128 ROOM 7 7 M V V 126 WAP WAP M 2 P P 2 ZDO 8 8 COMM/ FIBER ROOM 138 A B C C.8 C.9 D E F G H J K SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: 1 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 T2.02 SCALE: 1/8" = 1'-0" A.1 SHEET TITLE: TELECOM WIRELESS DEVICE PLAN - LEVEL 1 LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 A B C C.8 C.9 D E F G H J K 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 1 1 2 2 M STAIR 01 3 ST-1 3 ROOF ACCESS FUTURE OFFICE 203 200 4 4 M 5 5 REVISION ELEC/ COMM 202 DATE NO. STAIR 02 MAINTENANCE ST-2 STORAGE 201 6 6 7 7 8 8 A B C C.8 C.9 D E F G H J K SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: 1 TELECOM WIRELESS DEVICE PLAN - LEVEL 2 T2.03 SCALE: 1/8" = 1'-0" A.1 SHEET TITLE: TELECOM WIRELESS DEVICE PLAN - LEVEL 2 LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T2.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C C.8 C.9 D E F G H J K 1 1 2 2 REVISION 3 3 DATE NO. 4 4 5 5 6 6 7 7 8 8 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A B C C.8 C.9 D E F G H J K A.1 SHEET TITLE: TELECOM 1 TELECOM WIRELESS DEVICE PLAN - ROOF WIRELESS T2.04 SCALE: 1/8" = 1'-0" DEVICE PLAN - ROOF LEVEL LEAD: TV DRAFTER: TV DATE: 1/21/2022 SHEET: T2.04 SHEET OF 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 ROLLUDA ARCHITECTS, INC. MANAGEMENT PANELS, PATCH PANELS, ETC., UNLESS NOTED OTHERWISE. GROUND 105 S MAIN ST, #323 EQUIPMENT TO NEAREST NEC RECOGNIZED GROUNDING ELECTRODE SUBSYSTEM SEATTLE, WA 98104 WITH #6 AWG COPPER, STRANDED, GREEN GROUNDING CONDUCTOR. PHONE (206)624-4222 FAX (206)624-4226 F F F 2. ASSEMBLE EQUIPMENT RACKS SO RACK UNIT 1 IS NEAREST TO THE FLOOR AND NUMBERS INCREASE VERTICALLY. FOR REFERENCE ONLYELECRICAL PANEL B ELECTRICAL PANELS SHOWN ELECRICAL PANEL A RACK REQUIREMENTS: FOR REFERENCE ONLY R01 PROVIDE L5-20 RECEPTACLE ABOVE RACKS AS INDICATED. ROUTE POWER TO DESIGNATED POWER PANEL WITHIN COMMUNICATIONS ROOM. R05 FACEPLATES FOR ELECTRICAL SHALL BE PAINTED WITH DESIGNATED CIRCUIT COLOR: "A" = YELLOW, "B" = BLUE. 36" CLEARANCE 36" CLEARANCE R02 ORTRONICS 6"W X 7'-0"H VERTICAL MANAGEMENT PANEL WITH LATCHES. 1201 third avenue, ste 600 TYP. R02 A R03 ORTRONICS MIGHTY MO 6 19" EQUIPMENT RACK. seattle, wa 98101 R01 B 206.448.3376 TYP. R03 WIREMOLD 6000 R04 PROVIDE 3/4" FIRE RETARDANT PLYWOOD BACKBOARD SECURED TO WALL A R06 FROM +6" AFF TO +8'-6" AFF. www.hargis.biz R01 B R05 10" TGB SECURED TO WALL 6" BELOW OVERHEAD CABLE TRAY. SEE DETAIL 3 A ON SHEET T5.3 FOR ADDITIONAL INFORMATION. SECURITY BACKBOARD R01 B COMM/ FIBER COMM/ FIBER ROOM A R06 18"W X 4"H B-LINE REDI-RAIL LADDER-STYLE CABLE TRAY MOUNTED AT +7'-6" COMM/ FIBER ROOM 138 AFF (UON). PROVIDE #6 AWG BONDING CONDUCTOR TO BOND EACH ROOM R01 B 138 SECTION OF TRAY TOGETHER. 7 138 7 7 7 7 7 R07 4"C SLEEVE TO ACCESSIBLE CEILING SPACE. SEE FLOOR PLAN ON SHEET R17 T2.1 FOR ADDITIONAL INFORMATION. R08 ELECTRICAL PANEL SHOWN FOR REFERENCE ONLY. R09 ELECTRICAL TRANSFORMAER SHOWN FOR REFERENCE ONLY. TELECOM DEMARCATION BACKBOARD R10 FIRE CONTROL PANELS SHOWN FOR REFERENCE ONLY. R11 CATEGORY 6 24/48-PORT PATCH PANEL. 8 8 8 8 8 8 R12 2-RU HORIZONTAL CABLE MANAGEMENT PANEL. R13 NETWORK SWITCH, BY OWNER (NIC). F F F 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. 1 ENLARGED PLAN - RACK/EQUIPMENT PLAN 2 ENLARGED PLAN - OVERHEAD TRAY 3 ENLARGED PLAN - ELECTRICAL COORDINATION T5.01 SCALE: 1/4" = 1'-0" T5.01 SCALE: 1/4" = 1'-0" T5.01 SCALE: 1/4" = 1'-0" R17 SECURITY ENCLOSURE. R11 TO WALL MOUNTED TELECO DEMARC REVISION FIBER/EQUIP PATCH/EQUIP EQUIP RACK 1 RACK 2 RACK 3 DATE 96 STRAND DISTRICT TYP. R11 FIBER (BY OTHERS) (3/2/1) R14 NO. R12 TYP. R15 INPUT FROM TV SERVICE IN OUT 1 2 3 4 5 6 7 8 9 10 11 12 1314 15161718 192021222324 V 1 5 V V 2 6 V V 3 7 V V 4 8 R13 5 DETAIL - COAXIAL DISTRIBUTION ONE-LINE DIAGRAM T5.01 (0/1/2) R14 18 17 R11 16 Clatayts3 050SEREISXL 15 14 RACK PANEL BULKHEAD PORTS CABLE TYPE DESIGNATION R13 13 1 1 1-6 - 96 STRAND MULTIMODE 50/125 FIBER DISTRICT FIBER 12 11 1 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (WAREHOUSE) 10 9 1 2 2 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (VEHICLE) CUSTOMER 8 3 - 12 ST MULTIMODE 50/125 FIBER 12-STRAND MM FIBER TO REMOTE IDF (MODULAR) EQUIPMENT 7 1 2 4-5 - 24 STRAND MULTIMODE 50/125 FIBER FUTURE 2ND FLOOR IDF 6 5 2 1-24 - CAT5 COPPER 25 PAIR CAT5 TO TELCO WALL FIELD 4 2 1 1-24 - CAT6 HORIZONTAL CABLE WORKSTATION CABLING 3 2 1 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 NOTE: PROJECT: 1. SEPARATE TERMINATIONS BY TYPE. SECURITY, WAPS, OPERATIONS, BUILDING IDENTIFIER: AND FACILITIES SHOULD EACH TERMINATE ON SEPARATE PATCH PANELS. A.1 SHEET TITLE: 4 ENLARGED COMM/FIBER ROOM RACK ELEVATION WALL MOUNTED NETWORK RACK (TYPICAL FOR T5.01 ENLARGED 6 REMOTE BUILDINGS UNLESS NOTED OTHERWISE) TELECOM DEVICE T5.01 PLANS LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T5.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 INSULATED 1/0 AWG TO BUILDING STEEL INSULATED 1/0 AWG ROUTED TO EACH 10" TGB AS APPLICABLE INSULATED 3/0 AWG ROUTED THREADED ROD TO STRUCTURE (TYP) ALONG OVERHEAD CABLE TRAY 250 KCMIL TO MGN GROUND 1201 third avenue, ste 600 seattle, wa 98101 INSULATED 3/0 AWG 206.448.3376 1/4"D x 2"W x 10"L COPPER ROUTED ALONG GROUND BAR WITH WALL OVERHEAD CABLE TRAY www.hargis.biz MOUNTING BRACKETS AND OVERHEAD CABLE TRAY WIREMOLD INSULATORS DOUBLE LUG, DOUBLE RACEWAY CRIMPED FITTING (TYP) 1/4"D x 4"W x 20"L COPPER GROUND BAR WITH WALL TWO HOLE COMPRESSION MOUNTING BRACKETS AND GROUND LUG (TYP) INSULATORS 1/0 AWG BARE COPPER TO TMGB 1/0 AWG BARE COPPER TO BUILDING STEEL UNI-STRUT TRAPEZE SUPPORT BRACKET (TYP) PROVIDE MOUNTING BRACKETS AS NECESSARY FOR WIREMOLD INSTALLATION NOTE: NOTE: NOTES: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A THE DETAIL ABOVE IS FOR VISUAL PURPOSES ONLY. SEE POWER COORDINATION DETAIL x ON SHEET COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE T3.x FOR EXACT RECEPTACLE TYPE, QUANTITY AND LOCATION INFORMATION. ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. TERMINATIONS ON BOTH ENDS. DETAIL - TELECOMMUNICATIONS GROUND DETAIL - TELECOMMUNICATIONS GROUND 1 BUSBAR ASSEMBLY - 10" 2 BUSBAR ASSEMBLY - 20" 3 DETAIL - CABLE TRAY MOUNTED POWER RECEPTACLE INSTALLATION T7.01 T7.01 T7.01 REVISION DATE NO. 9 GROUNDING AND BONDING NOTES: 1 20" TMGB 2 10" TGB 3/4" PLYWOOD BACKBOARD SECURED TO WITHIN 3 250 KCMIL TO MGN GROUND ENCLOSURE 24"x24"x8" WEATHER 4 INSULATED 1/0 AWG ROUTED TO BUILDING STEEL. 9 SEALED ENCLOSURE 5 INSULATED 3/0 AWG ROUTED BELOW OVERHEAD CABLE TRAY IN MDF ROOM AND DISTRICT CAUTION: FIBER ROOM GREEN SHEATHED STRANDED #6 AWG CONDUCTORS BONDED TO IT FROM EACH EQUIPMENT RACK POSITION AND CONDUIT SLEEVE AS NOTED ON SHEET T412. CABLE ORIGINATION AND FIBER OPTIC CABLE DESTINATION INFORMATION 6 INSULATED 1/0 AWG BETWEEN GROUND BARS COMM/FIBER ROOM 7 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM EACH GROUP OF CONDUIT SLEEVES WITHIN THIS ROOM TO TGB WITHIN THIS ROOM. BOND EACH CONDUIT TIGHT BUFFER, OFNP TYPE 9 SLEEVE TO #6 AWG. COUNT 12-ST 50/125 OM3 #6 AWG 8 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM TGB WITHIN THIS ROOM CABLE TYPE AND COUNT TO OVERHEAD CABLE TRAY WITHIN THIS ROOM. 5-20 DUPLEX RECEPTACLE IN SURFACE MOUNT BOX MOUNTED TO PLYWOOD BACKBOARD WITHIN 6 9 GREEN SHEATHED STRANDED #6 AWG ENCLOSURE 4-PORT DEVICE IN SURFACE MOUNT BOX MOUNTED TO 5 RECEPTACLE TO BE FED VIA MC PLYWOOD BACKBOARD 2 CABLING ROUTED WITHIN 4"C AS WITHIN ENCLOSURE SHOWN 8 7 3 4 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 4"C TO FLOOR BELOW (TYP). FUTURE CONDUITS TO CONFIGURATIONS MAY VARY. PROVIDE MANUFACTURER ACP PART NO. VCT-200. ROOFTOP DISH LOCATIONS 24" MIN. 2. REFER TO TELECOMMUNICATIONS RISER DIAGRAM AND TERMINATION SCHEDULES FOR CABLE ORIGINATION AND DESTINATION LOCATIONS, CABLE TYPES AND STRAND/PAIR COUNTS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 1 PROJECT: BUILDING IDENTIFIER: 8 7 3 4 A.1 SHEET TITLE: DETAIL - OPTICAL FIBER CABLE TELECOM DETAILS 4 MARKER DETAIL 5 DETAIL - BROADBAND ROOF ENCLOSURE INSTALLATION 6 TELECOMMUNICATIONS GROUNDING AND BONDING DIAGRAM T7.01 T7.01 T7.01 LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T7.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 CABLING ROUTED IN ACCESSIBLE CEILING SPACE USING OPEN CABLING SUPPORTS (TYP) SLAB ABOVE 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 CEILING GRID www.hargis.biz WALL (TYP.) FLUSH MOUNTED 2 PROJECTOR DEVICE LCD SCREEN DEVICE AS PROJ FACEPLATE APPLICABLE. SEE FLOORPLANS FOR ADDITIONAL INFORMATION PATCH CORD BY OTHERS +108" OWNER PROVIDED, CONTRACTOR INSTALLED CEILING SPEAKER PROJECTOR AND MAST BY WITH CABLING TO COMPUTER OTHERS, NIC. CART FLOORBOX (2) 1-1/4"C ROUTED (2) 1-1/4"C ROUTED WITHIN WALL WITHIN WALL TO TO NEAREST ACCESSIBLE NEAREST ACCESSIBLE CEILING SPACE CEILING SPACE TERMINATE CABLING ON FEMALE RJ45 MODULE IN C FLOORBOX 5 4 FLOOR SLAB 6 (1) 1-1/4"C ROUTED IN SLAB FLOORBOX BELOW TABLE, BY OTHERS. FSR BETWEEN FLOORBOXES PART NUMBER: RFL4.5-Q2G. SEE DETAIL 5 ON THIS SHEET FOR ADDITIONAL INFORMATION 1 DETAIL - TYPICAL DEVICE WITH SCADA CONNECTIVITY T7.02 REVISION DATE NO. FSR PLATE CONFIGURATION 4 FSR PLATE CONFIGURATION 4 TELECOMMUNICATIONS ROOM ALL POWER CONDUITS SHALL ENTER ALL POWER CONDUITS SHALL ENTER RACK DESIGNATION THE 'POWER SIDE' OF FLOOR BOX. THE 'POWER SIDE' OF FLOOR BOX. PATCH PANEL DESIGNATION PORT DESIGNATION DECORA BLANK INSERTS DECORA BLANK INSERTS PART NO. LEVITION 80414-WHITE PART NO. LEVITION 80414-WHITE PROVIDE TELECOM OR AV DEVICE PROVIDE TELECOM OR AV DEVICE MOUNTING PLATE AND HINGED COVER. MOUNTING PLATE AND HINGED COVER. SEPARATION BARRIER BETWEEN SEPARATION BARRIER BETWEEN COORDINATE TELECOMMUNICATIONS COORDINATE TELECOMMUNICATIONS CLASS 1 AND CLASS 2 WIRING CLASS 1 AND CLASS 2 WIRING OX136-2-1-01 AND AV REQUIREMENTS WITH AND AV REQUIREMENTS WITH TELECOM DRAWINGS. NOT ALL FLOOR TELECOM DRAWINGS. NOT ALL FLOOR BOX LOCATIONS RECEIVE TELECOM OR BOX LOCATIONS RECEIVE TELECOM OR AV CABLING. AV CABLING. DATA ICON "WHITE" (TYP) CABLE FOR THIS MODULE ROUTED TO COMPUTER CART FLOORBOX. SEE CATEGORY 6, 8P8C, DETAILS 1 AND 2 ON THIS SHEET FOR MODULE "WHITE" (TYP) ADDITIONAL INFORMATION ALL TELECOM / AV CONDUITS SHALL ALL TELECOM / AV CONDUITS SHALL ENTER 'LOW VOLTAGE SIDE' OF FLOOR ENTER 'LOW VOLTAGE SIDE' OF FLOOR BOX. BOX. BLANK MODULE "WHITE" (TYP) FSR PLATE CONFIGURATION 4 FSR PLATE CONFIGURATION 4 COMPUTER CART 3/4"C IN SLAB FOR LOW VOLTAGE 3/4"C IN SLAB FOR LOW VOLTAGE CONDUCTORS. CONDUCTORS. 55 PROJ 2 DRAING SYMBOL DRAING SYMBOL DRAING SYMBOL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 6 4 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: TELECOM DETAILS LEAD: PT DETAIL - ORGANIZATION, ICON, AND LABELING DETAIL - ORGANIZATION, ICON, AND LABELING DRAFTER: NS FOR TYPICAL 'COMP CART BOX' FOR TYPICAL 'CONFERENCE TABLE' DATE: 1/21/2022 2 DETAIL - TYPICAL PROJECTOR ORGANIZATION, ICON, AND LABELING 3 4 SHEET: T7.02 T7.02 T7.02 T7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 CONDUIT ELBOW, MINIMUM RADIUS PER FOR REFERENCE ONLY SPECIFICATIONS EXTEND CONDUIT TO ACCESSIBLE CEILING PLASTIC BUSHING SPACE HORIZONTAL DEVICE CABLES NOTCH CEILING TILE (WHERE APPLICABLE) TO AREA SERVING TELECOMMUNICATIONS ROOM PROVIDE 10'-0" SERVICE LOOP ABOVE DEVICE IN SUSPENDED CEILING (WHERE APPLICABLE) ACCESSIBLE CEILING OR CABLE TRAY AS APPLICABLE 1201 third avenue, ste 600 SEE FLOORPLAN SHEETS FOR seattle, wa 98101 CONTINUATION TO 206.448.3376 TELECOMMUNICATIONS ROOM CONDUIT (NOTES 1, 2 AND 3) www.hargis.biz J-HOOK (TYP) HORIZONTAL STATION ACCESSIBLE CEILING GRID 4" X 4" X 2-1/8" CABLING AS APPLICABLE OUTLET BOX NOTE: 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. 4" X 4" X 5/8" SINGLE- WALL MODULAR FURNITURE PROVIDE FACEPLATE FLUSH WITH GANG MUD RING 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE PANEL FINISHED WALL FOR FUTURE AND PROVIDED WHERE NECESSARY. NEW CONDUIT SHALL DATA / VOICE CABLING. PROVIDE BE ROUTED TO NEAREST AVAILABLE CEILING SPACE. BLANK COVERPLATE WITH GROMMETED OPENING. 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED SURFACE MOUNTED ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO WORKSTATION DEVICE NEAREST AVAILABLE CEILING SPACE. WORK SURFACE 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING DUAL GANG MUD-RING FURNITURE CABLING FEED MISCELLANEOUS APPURTENANCES. SEE ELEVATION - A WALL LOW PROFILE FACEPLATE ELEVATION - A FLOOR CATEGORY 6 MODULE OR BLANK MODULE. NOTE: PROVIDE BLANKS TO FILL SPARE SPACES 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. DRAING SYMBOL 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. REVISION 1 DETAIL - TYPICAL MODULAR FURNITURE WALL FEED INSTALLATION 2 DETAIL - DEVICE OUTLET ASSEMBLY T7.03 T7.03 DATE NO. CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS EXTEND CONDUIT TO ACCESSIBLE CEILING PLASTIC BUSHING SPACE HORIZONTAL DEVICE CABLES TO AREA SERVING TELECOMMUNICATIONS ROOM PULL STRING TO CEILING SPACE OR STRUCTURE LOW PROFILE FACEPLATE 4" X 4" X 2-1/8" NOTE: OUTLET BOX 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 SCREW ON SINGLE GANG AND PROVIDED WHERE NECESSARY. 4" X 4" X 5/8" SINGLE- MUD-RING GANG MUD RING 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. CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES DOUBLE GANG FLUSH MOUNT FACEPLATE WITH 2" GROMMETED OPENING SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: TELECOM DETAILS 3 DETAIL - OUTLET MUD-RING MOUNTING 4 DETAIL - TYPICAL MODULAR FURNITURE WALL FEED INSTALLATION T7.03 T7.03 LEAD: PT DRAFTER: NS DATE: 1/21/2022 SHEET: T7.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM 3' - 7 3/16"0' - 5 5/8" RACK DESIGNATION RACK DESIGNATION RACK DESIGNATION 1201 third avenue, ste 600 seattle, wa 98101 PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION 206.448.3376 PORT DESIGNATION PORT DESIGNATION PORT DESIGNATION www.hargis.biz HANGER FOR PHONE (TYP) OX136-2-1-01 OX136-2-1-01,02 OX136-2-1-01,02 DATA ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" PHONE ICON "WHITE" CATEGORY 6, 8P8C, RG6 F-CONNECTOR CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, MODULE "WHITE" MODULE "WHITE" (TYP) MODULE "WHITE" (TYP) MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) OX136-2-1-01 PORT DESIGNATION OX136-2-1-03 PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM TV DRAWING SYMBOL W DRAWING SYMBOL 1 V DRAWING SYMBOL 2 DRAWING SYMBOL 3 DETAIL - ORGANIZATION, ICON, AND DETAIL - ORGANIZATION, ICON, AND DETAIL - ORGANIZATION, ICON, AND DETAIL - ORGANIZATION, ICON, AND 1 LABELING (W) 2 LABELING (1) 3 LABELING (2) 4 LABELING (3) T7.04 T7.04 T7.04 T7.04 REVISION DATE NO. TELECOMMUNICATIONS ROOM RACK DESIGNATION PATCH PANEL DESIGNATION PORT DESIGNATION ORTRONICS SURFACE MOUNT BOX PART NUMBER: OR-404TJ4 OX136-2-1-01,02 PORT DESIGNATION PATCH PANEL DESIGNATION RACK DESIGNATION TELECOMMUNICATIONS ROOM DATA ICON "WHITE" PHONE ICON "WHITE" OX136-2-1-01,02 OX136-2-1-03 CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) TOP VIEW DATA ICON "WHITE" (TYP) PHONE ICON "WHITE" CATEGORY 6, 8P8C, MODULE BLANK MODULE "WHITE" (TYP) "WHITE" (TYP) OX136-2-1-03,04 FRONT VIEW F SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 DRAWING SYMBOL 3 DRAWING SYMBOL 4 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: TELECOM DETAILS LEAD: PT DETAIL - ORGANIZATION, ICON, AND DETAIL - TYPICAL SURFACE MOUNTED MODULAR DRAFTER: NS LABELING (4) FURNITURE DEVICE DATE: 1/21/2022 5 6 SHEET: T7.04 T7.04 T7.04 SHEET OF GENERAL SECURITY SYSTEM SECURITY NOTES GENERAL NOTES ABBREVIATIONS EXISTING MECHANICAL TO BE REMOVED ACP ACCESS CONTROL PANEL 1. PROVIDE TAMPER SWITCH FOR SOFTWARE HOUSE 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE ABV ABOVE S CR ENCLOSURES AND POWER SUPPLIES WITH CONNECTION TO SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, AC ACCESSIBLE CEILING MOUNTED EXISTING ELECTRICAL TO REMAIN CARD READER IN / OUT ROLLUDA ARCHITECTS, INC. TAMPER INPUT OF AN I8 INPUT MODULE. INCLUDING BUT NOT LIMITED TO CABLING, SECURITY PATHWAYS (BR - BIOMETRIC READER) ACM ACCESS CONTROL MODULE 105 S MAIN ST, #323 AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK (CR - CARD READER) AFF ABOVE FINISHED FLOOR SEATTLE, WA 98104 (CR/M - CARD READER, MULLION MOUNT) 2. PROVIDE CONNECTION TO COMMON FIRE ALARM OUTPUT RELAY BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AFG ABOVE FINISHED GRADE PHONE (206)624-4222 (CR/P - CARD READER WITH PIN) (BY OTHERS) TO EACH LOCK POWER SUPPLY. AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS FAX (206)624-4226 MATCHLINE OR PROPERTY LINE CONTRACT. AG ABOVE GRADE DAR DURESS ALARM RECEIVER 3. PROVIDE CONNECTIONS FROM A GENERAL ALARM OUTPUT AHJ AUTHORITIES HAVING JURISTICTION FOR REFERENCE ONLYENLARGED PLAN BOUNDARY RELAY (PROVIDED AND INSTALLED BY OTHERS) TO A SOFTWARE 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE COUNTRY ALR ALARM S DOOR POSITION SWITCH, RECESSED HOUSE INPUT. A FIRE SYSTEM ALARM NOTIFICATION SHALL BE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. ANSI AMERICAN NATIONAL STANDARDS INSTITUTE GENERATED AT THE SOFTWARE HOUSE HEAD END UPON 1 DETAIL/PLAN IDENTIFIER ACTIVATION OF ANY FIRE ALARM. 3. COORDINATE SECURITY WORK WITH THAT OF OTHER TRADES. AUX AUXILIARY LOCAL NOISE (SOUNDER), WALL MOUNTED E1.01 S AWG AMERICAN WIRE GAUGE REFER TO ARCHITECTURAL, ELECTRICAL, AND 4. PROVIDE CONNECTION TO SYSTEM CONTROLLER POWER FAIL TELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. WDR WIRELESS DURESS ALARM BUTTON SECTION IDENTIFIER INPUT FROM POWER SUPPLIES WITH CAPABILITY TO INTITIATE COORDINATION SHALL OCCUR PRIOR TO FABRICATION, BC BONDING CONDUCTOR 1 POWER FAIL SIGNAL. AN ALARM EVENT SHALL BE GENERATED PURCHASE, AND INSTALLATION OF WORK. BKBD BACKBOARD E1.01 EL ELECTRIFIED LOCKSET / EXIT DEVICE UPON FAILURE OF ANY POWER SUPPLY. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL BLDG BUILDING 5. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT TO 10'-0" AND CEILING SPACES UNLESS OTHERWISE NOTED ON THE BLK BLACK ELEVATION IDENTIFIER ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED ABOVE FINISHED FLOOR, EXCEPT WHERE CONCEALED WITHIN DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE BLU BLUE 1 MICRO SWITCH AN ACCESSIBLE CEILING SPACE. ALL SECURITY DEVICE CABLING INSTALLED WITHIN OPEN CABLING SUPPORTS NEAR E1.01 1201 third avenue, ste 600 SHALL BE IN CONDUIT WHERE THE SECURITY DEVICE CABLING STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON FA FIRE ALARM CONTACT C CONDUIT / COMMON / CONDUCTOR seattle, wa 98101 TRAVELS OUTSIDE THE SECURE TENANT PERIMETER. SEE ALSO DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT CAB CABINET 206.448.3376 REVISION DEFINITION AREA, AREA ENCIRCLED GENERAL NOTES 4 AND 5. REQUIREMENTS. CONTAINS CHANGES MADE SUBSEQUENT TO HUA HOLD UP ALARM CAT CATEGORY www.hargis.biz PREVIOUS ISSUE 6. PROVIDE SECURITY CABLE LABEL AT EACH END OF EACH CABLE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY CFCI CONTRACTOR FURNISHED, CONTRACTOR INSTALLED IP VIDEO SECURITY AND INTERCOM SYSTEM JACKET. LABELING SHALL BE SECURELY FASTENED TO CABLE SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE CFR "C" FORM RELAY JACKET AND LOCATED WITHIN 6" OF CABLE TERMINATION. SEE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING 1 REVISION CALLOUT X MULTI-LENS CAMERA, MOUNTED W/ BRACKET CLG CEILING SPECIFICATION FOR LABELING REQUIREMENTS. PATHWAYS AND SPACES. C (W - WALL BRACKET MOUNTED) CMG COMMUNICATIONS MULTIPURPOSE CABLE, GENERAL (PO - POLE MOUNTED) 1 KEYNOTE TAG (HC - HARD CEILING MOUNTED) 7. PROVIDE 6'-6" SERVICE LOOP AT DEVICE END AND 10'-0" SERVICE 6. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL CMP COMMUNICATIONS MULTIPURPOSE CABLE, PLENUM (0# - PLAN VIEW NOTE LOOP FOR TERMATION AT HEADEND PANEL. FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM CO CONDUIT ONLY (S0# - DOOR ELEVATION DETAIL NOTES) 360 DEGREE CAMERA, CEILING MOUNTED (G0# - SCOPE DELINEATION NOTES) X AUXILIARY SYSTEM CABLING. COND CONDUCTOR C (AC - ACCESSIBLE CEILING MOUNTED) 8. PROVIDE PULL-STRING IN ALL CONDUITS TO FACILITATE CABLING 1 DEMOLITION NOTE TAG (HC - HARD CEILING MOUNTED) INSTALLATION. 7. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS CPU CENTRAL PROCESSING UNIT (ST - STRUCTURE MOUNTED / BEAM MOUNTED) CU COPPER (P - PENDANT MOUNTED) MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 1 EQUIPMENT TAG (T - CABLE TRAY MOUNTED) 9. PROVIDE WIRE AND CABLE INSTALLATION PER LOCAL CODES. 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME DPDT DOUBLE POLE, DOUBLE THROW AHU-01 MECHANICAL EQUIPMENT TAG X CAMERA, CEILING MOUNTED 10. SPLICING OF CABLING IS NOT PERMITTED. ANY LOCATION THAT FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT C (AC - ACCESSIBLE CEILING MOUNTED) REQUIRES WIRE CONNECTIONS PRIOR TO TERMINATION SHALL TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT (HC - HARD CEILING MOUNTED) (E) EXISTING BE SOLDERED AND CRIMPED WITH AN APPROPRIATE LOW EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN 1 MECHANICAL EQUIPMENT TAG (ST - STRUCTURE MOUNTED / BEAM MOUNTED) EBG EMERGENCY BREAK GLASS (P - PENDANT MOUNTED) VOLTAGE CONNECTOR. CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL AHU (T - CABLE TRAY MOUNTED) APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS EMT ELECTRICAL METALLIC TUBING 11. ALL DEVICES SHALL INCLUDE LINE SUPERVISION WITH RESISTOR SUITABLE SEPARATION. EOL END OF LIFE NORTH ARROW X CAMERA, WALL MOUNTED PACKS INSTALLED. ER EQUIPMENT ROOM C (IB - I-BEAM / COLUMN MOUNTED) 8. PRIOR TO STARTING SECURITY INSTALLATION, CAREFULLY (LPR - LICENSE PLATE READER) (M - MULLION MOUNTED) 12. INSTALLATION OF ALL WIRING, CABLING AND DEVICES SHALL BE INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT GND GROUND (S - SURFACE MOUNTED) PER MANUFACTURER'S RECOMMENDATIONS. SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY 1 LOCATION WHERE PICTURE (PO - POLE MOUNTED) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER GRN GREEN WAS TAKEN AND DIRECTION (W - WALL BRACKET MOUNTED) GRY GRAY 13. EMERGENCY EXIT DOOR DEVICES SHALL TERMINATE TO IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND SOFTWAREHOUSE I/O MODULES AS A STANDARD OF DESIGN. TIMELY COMPLETION OF THE SECURITY INSTALLATION. DS INTERCOM DOOR STATION, WALL MOUNTED RACEWAY AND BOXES H HEIGHT 14. GLASS BREAK SENSORS SHALL BE CONFIGURED FOR 24-HOUR 9. DO NOT BEGIN SECURITY INSTALLATION UNTIL ALL MS INTERCOM MASTER STATION, DESK MOUNTED COVERAGE WITH CONNECTION TO DEDICATED INPUTS OF AN I8 UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING HC HARD CEILING MOUNTED J JUNCTION BOX INTRUSION DETECTION SYSTEM INPUT MODULE. PIR MOTION DETECTOR SHALL BE CONFIGURED WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS FOR STANDARD BUSINESS HOURS WITH CONNECTION TO SATISFACTORY. IB I-BEAM MOUNTED / COLUMN MOUNTED / INPUT PB PULL BOX DEDICATED INPUTS OF AN I8 INPUT MODULE. MOTION SHALL BE BOARD XX G X GLASS BREAK DETECTOR (WHERE INDICATED, SUBCRYPT INDICATES PULL BOX NUMBER) DISABLED DURING NORMAL HOURS. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, IDF INTERMEDIATE DISTRIBUTION FRAME (AC - ACCESSIBLE CEILING MOUNTED) (HC - HARD CEILING MOUNTED) OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. IDP INTRUSION DETECTION PANEL MANHOLE (IB - I-BEAM / COLUMN MOUNTED) 15. PROVIDE WALL MOUNT BRACKET FOR WALL MOUNTED MOTION FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) (S - SURFACE MOUNTED) IMC INTERMEDIATE METALLIC CONDUIT DETECTOR. ALL SECURITY SYSTEMS PER THE SCOPE OF WORK INDICATED (ST - STRUCTURE MOUNTED / BEAM MOUNTED) ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. IP INTERNET PROTOCOL (P - PENDANT MOUNTED) HH HANDHOLE (T - CABLE TRAY MOUNTED) 16. ALARM HORNS SHALL BE CONFIGURED WITH A SOLID ISC INTELLIGENT SYSTEM CONTROLLER XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) CONTINUOUS ALARM TONE. 11. ALL CARD READERS SHALL BE MOUNTED TO THE ACTIVE LEAF SIDE ON BOTH SIDES OF THE DOOR. J-BOX JUNCTION BOX RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) L LENGTH RACEWAY RUN BELOW FLOOR OR BELOW GRADE CABLE LEGEND LAN LOCAL AREA NETWORK LPR LISENCE PLATE READER RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) DEVICE TYPE CABLE ID MANUFACTURE PART NUMBER CABLE DESCRIPTION COND. AWG SHIELD CABLE TYPE ACD [SE-01] BELDEN 6304FE 18 AWG-6C OA SHIELDED 6 18 OVERALL PLENUM MAX MAXIMUM RACEWAY TURNING DOWN [SE-02] BELDEN 6500FE 22AWG-2C OA SHIELDED 2 22 OVERALL PLENUM MDF MAIN DISTRIBUTION FRAME [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED 4 22 OVERALL PLENUM MIN MINIMUM RACEWAY CONTINUATION [SE-04] BELDEN 6300UE 18 AWG-2C 2 18 NO PLENUM MTD MOUNTED CAM [SE-05] CATAGORY 6 4-PAIR UTP CABLING BY 27 11 00. 8 23 NO PLENUM RACEWAY STUB WITH BUSHING COORDINATE WITH TELECOM CONTRACTOR (N) NEW REVISION RACEWAY SLEEVE WITH BUSHINGS HUA [SE-06] BERK-TEK 6O4P24 OSP CATAGORY 6 4-PAIR UTP CABLING BY 227 11 00. 4 23 NO PLENUM N/A NOT APPLICABLE COORDINATE WITH TELECOM CONTRACTOR NC NORMALLY CLOSED EEO [SE-07] BELDEN 6504FE 22AWG-6C OA SHIELDED 6 22 OVERALL PLENUM FIRE STOPPING SLEEVE NEC NATIONAL ELECTRIC CODE [SE-05] CATAGORY 6 4-PAIR UTP CABLING BY 27 11 00. 8 23 NO PLENUM NESC NATIONAL ELECTRICAL SAFETY CODE DS COORDINATE WITH TELECOM CONTRACTOR CABLE TRAY, OVERHEAD SIZED AS NOTED NIC NOT IN CONTRACT DATE [SE-08] BELDEN 18 AWG-4C 4 18 NO PLENUM NO NORMALLY OPEN LADDER RACK, OVERHEAD SIZED AS NOTED NO. OC ON CENTER EQUIPMENT TAGS SECURITY DEVICE LABELING ABBREVIATIONS OFC OPTICAL FIBER CABLING OFCI OWNER FURNISHED, CONTRACTOR INSTALLED ACD ACCESS CONTROL DOOR HUA HOLD UP ALARM GENERAL SECURITY DEVICE TAGS OFOI OWNER FURNISHED, OWNER INSTALLED ACP ACCESS CONTROL PANEL IB INPUT BOARD SECURITY DEVICE TYPE OSDP OPEN SUPERVISED DEVICE PROTOCOL --- ADO AUTO OPERATOR IC INTERCOM STATION AT VEHICLE BARRIER ARM / (SEE SECURITY DEVICE LABELING ABBREVIATIONS) OSP OUTSIDE PLAN SE###.#/# CAM CAMERA INTERCOM CONTACT ### DETAIL SHEET/NUMBER CR CARD READER (FOR TEST READER SEE "TR") LN LOCAL NOISE (SOUNDER) SE-## XX-##-### PCB PRINTED CIRCUIT BOARD DAR DURESS ALARM RECEIVER MS MASTER INTERCOM STATION PO POLE MOUNTED SECURITY CABLE LABELING DC DOOR CONTACT / DOOR POSITION SWITCH OB OUTPUT BOARD POE POWER OVER ETHERNET DS INTERCOM DOOR STATION OUTSIDE ROOM OR OPR MOTORIZED DOOR OPERATOR (MOTOR OPERATIORS DEVICE ID PP PATCH PANEL BUILDING ENRTY / INTERCOM CONTACT AT COILING / ROLL UP DOORS AND MOTORIZED SLIDE SECURITY CABLE IDENTIFICATION GATES) PVC POLYVINYL CLORIDE EEO EMEGENCY EXIT ONLY SECURITY DOOR TAGS EL ELECTRONIC LOCK RX REQUEST TO EXIT PWR POWER SD SUPERVISED DOOR / TELCO CLOSET / MECH CLOSET DOOR TYPE ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX --- (ACD - ACCESS CONTROLLED DOOR) WDR WIRELESS DURESS ALARM REC RECEPTACLE SE30#.#/# GB GLASS BREAK DETECTOR (EO - EXIT ONLY) REX REQUEST TO EXIT #### (EEO - EMERGENCY EXIT ONLY) (MD - MONITORED DOOR) RMFC RACK MOUNT FIBER CABINET (SD - SUPERVISED DOOR) RU RACK UNIT DETAIL SHEET/NUMBER DOOR NUMBER S SURFACE MOUNTED (FORMATED PER ARCHITECT) SPD SURGE PROTECTION DEVICE SECURITY CAMERA TAGS ST STRUCTURE MOUNTED / BEAM MOUNTED SW SWITCH CAM CAMERA SE500.#/# CAM-##-### DETAIL SHEET/NUMBER TD TAILGATE DETECTOR TGIC TRIGLYCIDYL ISOCYANURATE CAM-FLOOR-DEVICE ID TP TWISTED PAIR TR LOBBY TEST READER / TELECOMMUNICATIONS ROOM SECURITY CABLE LABELING SCHEME TYP TYPICAL IDF #### CR-01-01 U.V. ULTRA VIOLET DEVICE TERMINATION LOCATION UON UNLESS OTHERWISE NOTED DEVICE ID UPS UNINTERRUPTIBLE POWER SUPPLY FLOOR ID UTP UNSHIELDED TWISTED PAIR SECURITY DEVICE TYPE ID (SEE SECURITY DEVICE LABELING ABBREVIATIONS) V VOLT / VOLTAGE VAC ALTERNATING CURRENT VOLTAGE VDC DIRECT CURRENT VOLTAGE VR VOLTAGE REGULATOR W WIDTH WHT WHITE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: A.1 SHEET TITLE: SECURITY LEGEND AND GENERAL NOTES LEAD: SA DRAFTER: NS DATE: 1/21/22 SHEET: NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SE0.01 SHEET OF A B C C.8 C9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 NETWORK SWITCH CAM SE7.05/ 3 016 17 9 8 W 9' - 6" AFF C S S 1 S S 1 COMM/FIBER 138 COMM/FIBER 138 EEO EEO 16 SE7.01/ 1 16 SE7.01/ 1 1201 third avenue, ste 600 103D 103E seattle, wa 98101 BREAK ROOM 206.448.3376 NETWORK SWITCH NETWORK SWITCH 107 www.hargis.biz CAM HC CAM HC 15 SE7.05/ 2 C C COMM/FIBER 138 017 LARGE SE7.05/ 2 ACD 015 COMM/FIBER 138 8 10 SE7.02/ 1 16 CONFERENCE ACD 110B NETWORK SWITCH 16 SE7.02/ 1 S ROOM CAM S 107B CR 8 10 15 COMM/FIBER 138 SE7.05/ 4 C ACD 103 020 S ELR 9' - 6" AFF S ELR 16 SE7.01/ 3 CR 103A S 2 S 2 NETWORK SWITCH COMM/FIBER 138 CR CAM COMM/FIBER 138 ACD S SE7.05/ 4 C ACD SE7.01/ 3 S 014 S ENTRY VEST OFFICE / CONF 16 SE7.02/ 2 COMM/FIBER 138 107A ELR 9' - 6" AFF CONF ROOM 102A ACD 110 ROOM NETWORK SWITCH 16 SE7.01/ 3 COMM/FIBER 138 CORRIDOR 115 119 103B CAM ACD S SE7.06/ 2 SE7.02/ 2 CONF ROOM 111 S 019 CR 108A CR S ELR S ELR STOR STAIR 01 17 9 8 C S S S S S S 108 S CR CR PUBLIC ST-1 3 10' - 0" AFF CONF ROOM ELR ELR RESTROOM 3 STOR C NETWORK SWITCH 102 HC 106 MOTHERS ROOM CAM NETWORK SWITCH CREW ROOM SE7.05/ 2 CAM 112 ELEV ROOM 018 SE7.05/ 1 C OFFICE / CONF 121 013 AC 114 COMM/FIBER 138 ROOM OPEN OFFICE DR CASH COUNTING COMM/FIBER 138 SE7.04/ 3 116 FLEX/ ADMIN/ NETWORK SWITCH COMM/FIBER 138 DR 109 COMM/FIBER 138 FOREMEN/ CAM ACD SE7.04/ 3 007 CR ACD SE7.05/ 4 ENTRY VEST SE7.02/ 3 PRIVACY ROOM S SE7.01/ 3 SERVICEMEN 011 008 PUBLIC 113A COMM/FIBER 138 143A DR 15 122 ACD RESTROOM 113 S 118 SE7.02/ 1 16 COMM/FIBER 138 ENTRY VEST 11 2 DR ACD ELR ELR 122A 16 SE7.02/ 3 105 4 S 100 S 4 100A S 19 C DOOR 100A LOBBY COMM/FIBER 138 ELR CR S CORRIDOR COMM/FIBER 138 S ELR DS ACD CORRIDOR ACD 10 9' - 6" AFF S CR 15 SE7.01/ 3 SE7.02/ 3 101 SE7.01/ 3 S 117 S 8 10 100A S DS HC CR 101B CR S COMM/FIBER 138 117 124A CR 13 S ACD 5 C R 5 S S SE7.01/ 3 NETWORK SWITCH 13 109A MEN'S ADA SHOWER CUST/ UTIL CAM CSR LOBBY/ ELR CLOSET S COMM/FIBER 138 SE7.05/ 2 RESTROOM MEN'S LOCKER 131 SD OFFICE S 001 COMM/FIBER 138 CR S 135 ROOM 124 1/ SE7.01 COMM/FIBER 138 143 ACD ST-2B DR SE7.01/ 3 134 SE7.04/ 3 143C OPEN OFFICE SHOWER ELR 001 RESTROOMS CR S W NETWORK SWITCH NETWORK SWITCH ENG/ DES 130 S STAIR 02 9' - 6" AFF CAM CAM VEST SE7.05/ 3 SE7.05/ 1 141 ST-2 C 009 021 140 COMM/FIBER 138 CORRIDOR 8 9 17 COMM/FIBER 138 DR NETWORK SWITCH SHOWER S REVISION DR 2 2 DR SE7.04/ 3 123 WH 10' - 0" AFF CAM C SE7.04/ 3 006 129 SE7.05/ 4 004 DR AC 010 2 AC NETWORK SWITCH ENTRY VEST WOMEN'S WOMEN'S SPRINKLER/ NETWORK SWITCH DR C CAM COMM/FIBER 138 RESTROOM LOCKER ROOM ELR CAM 2 ACD MECH ROOM COMM/FIBER 138 SE7.05/ 1 SE7.05/ 1 DR AC C 16 SE7.02/ 1 139 ADA SHOWER ACD 024 026 136 133 S AC 139A 125 SE7.01/ 3 DATE C 132 CR 125A 6 ELR CR 6 S NETWORK SWITCH C S 8 10 CAM S NO. 2 2 ELR C NETWORK SWITCH C NETWORK SWITCH C S NETWORK SWITCH SE7.05/ 1 ELR CAM S CAM 10 CAM OFFICE/ CONF S SE7.05/ 4 CR 10' - 0" AFF 023 CR S SE7.05/ 4 9' - 6" AFF SE7.05/ 4 DR 15 10 8 S S 9' - 6" AFF 006 007 S COMM/FIBER 138 ROOM 008 DR DR CR S ELR COMM/FIBER 138 COMM/FIBER 138 SE7.04/ 3 142 ACD COMM/FIBER 138 ELR ACD S 003 C C NETWORK SWITCH 6 1 SE7.01/ 3 WELLNESS ACD S SE7.01/ 3S S ACP NETWORK SWITCH CAM 138A SE7.01/ 3 CR 126B NETWORK SWITCH 10' - 0" AFF SE7.07 WEIGHT/ EQUIP CAM CAM AC C SE7.06/ 2 COMM/ FIBER 128B 8 10 SE7.05/ 1 SE7.05/ 1 C 003 7 6 5 FA ACP ROOM 128 7 022 002 7 COMM/FIBER 138 COMM/FIBER 138 DR NETWORK SWITCH 138 WELLNESS ACD ELECTRICAL CAM SE7.01/ 3 SE7.04/ 3 8 COMM/FIBER 138 AEROBICS SE7.06/ 1 EEO 126A ROOM 002 005 9 SE7.01/ 1 137 126 COMM/FIBER 138 T 137B DR 17 C S 8 8 SE7.04/ 3 S 005 17 9 8 C W NETWORK SWITCH A B C C.8 C9 D E 10' - 0" AFF F G H J K CAM SE7.05/ 1 NETWORK SWITCH 025 CAM SE7.05/ 3 004 1 SECURITY DEVICE PLAN - LEVEL 1 SE2.01 SCALE: 1/8" = 1'-0" GENERAL NOTES FLOOR PLAN KEYNOTES # SHEET LEGEND 16 GENERAL CONTRACTOR SHALL PROVIDE (1) 1-1/2" CONDUIT CONTINUOUSLY FROM SECURITY JUNCTION SECURITY SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS 2 DURESS ALARM SHALL BE MOUNTED TO THE UNDER SIDE OF SECURITY DESK. BOX TO NEAREST CABLE TRAY. TO AVOID CONFLICTS. ACP ACCESS CONTROL PANEL X MULTI-LENS CAMERA, MOUNTED W/ BRACKET 5 FIRE ALARM RELAY FOR INTEGRATION WITH ACCESS CONTROL SYSTEM. 17 GENERAL CONTRACTOR SHALL PROVIDE (1) 3/4" CONDUIT CONTINUOUSLY FROM CAMERA BACK BOX TO C (W - WALL BRACKET MOUNTED) 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL WALL MOUNTED S CR CARD READER IN / OUT (PO - POLE MOUNTED) NEAREST CABLE TRAY. (HC - HARD CEILING MOUNTED) DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER (BR - BIOMETRIC READER) REPRESENTATIVE PRIOR TO ROUGH-IN COMPLETION. 6 PROVIDE (2) DETICATED 120VAC, 20 AMPS CIRCUIT AND HARDWIRED CONNECTION TO ACCESS CONTROL (CR - CARD READER) X 360 DEGREE CAMERA, CEILING MOUNTED SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 POWER SUPPLIES. 19 SECURITY JUNCTION BOX MOUNTED ABOVE THE ACCESS PANEL. (CR/M - CARD READER, MULLION MOUNT) (CR/P - CARD READER WITH PIN) C (AC - ACCESSIBLE CEILING MOUNTED) PROJECT: 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL (HC - HARD CEILING MOUNTED) CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT 7 FIRE RATED PLYWOOD BACKBOARD FOR SECURITY ENCLOSURES ARE PROVIDED BY DAR DURESS ALARM RECEIVER (ST - STRUCTURE MOUNTED / BEAM MOUNTED) BUILDING IDENTIFIER: ROUGH-IN. TELECOMMUNICATIONS CONTRACTOR. SECURITY CONTRACTOR SHALL COORDINATE WITH (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) TELECOMMUNICATIONS CONTRACTOR PRIOR TO INSTALLATION. S DOOR POSITION SWITCH, RECESSED 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING X CAMERA, CEILING MOUNTED SPACE UON. C (AC - ACCESSIBLE CEILING MOUNTED) A.1 8 PROVIDE UV RATED SEALANT AROUND SECURITY DEVICE TO CREATE A WEATHERTIGHT SEAL. LOCAL NOISE (SOUNDER), WALL MOUNTED S (HC - HARD CEILING MOUNTED) 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. (ST - STRUCTURE MOUNTED / BEAM MOUNTED) WIRELESS DURESS ALARM BUTTON (P - PENDANT MOUNTED) PROVIDE DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED ≤4'-0" INTERVAL. OPEN 9 CAMERA SHALL BE FLUSH MOUNTED TO A OCTAGONAL WEATHER PROOF BOX. WDR (T - CABLE TRAY MOUNTED) SHEET TITLE: 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 10 PROVIDE (1) 3/4" EMT CONDUIT CONTINUOUSLY FROM CARD READER BACKBOX TO SECURITY JUNCTION X CAMERA, WALL MOUNTED SECURITY EXISTING CONDITIONS. ON THE SECURED SIDE OF THE DOOR. EL ELECTRIFIED LOCKSET / EXIT DEVICE C (IB - I-BEAM / COLUMN MOUNTED) DEVICE PLAN - (LPR - LICENSE PLATE READER) LEVEL 1 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE (M - MULLION MOUNTED) ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED DEVICE END. 11 PROVIDE (1) 2" EMT CONDUIT FROM DESK, UP THROUGH NEAREST WALL CAVITY, TO ACCESSIBLE CEILING MICRO SWITCH (S - SURFACE MOUNTED) (PO - POLE MOUNTED) SPACE FOR FUTURE SECURITY UPGRADE. CONDUIT SHALL BE STUBBED UP 6" AFF UNDER THE DESK. (W - WALL BRACKET MOUNTED) 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND FA FIRE ALARM CONTACT LEAD: SA CONNECTIONS TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. 13 CARD READER SHALL BE MOUNTED TO PEDESTAL. PROVIDE (1) 2" CONDUIT FROM PEDESTAL TO NEAREST DS INTERCOM DOOR STATION, WALL MOUNTED ACCESSIBLE CEILING SPACE INSIDE THE BUILDING. CONDUIT SHALL BE STUBBED UP 8" AFG INSIDE THE HUA HOLD UP ALARM DRAFTER: NS 8. FOR CABLE REQUIREMENTS REFER TO CABLE LEGEND ON SHEET SE0.01 FOR ADDITINAL PEDESTAL CAVITY. MS INTERCOM MASTER STATION, DESK MOUNTED DATE: 1/21/22 INFORMATION. SHEET: 15 AUTO OPERATOR PROVIDED BY OTHER, SECURITY CONTRACTOR SHALL PROVIDE INTEGRATION BETWEEN AUTO OPERATOR AND SECURITY SYSTEM. SE2.01 SHEET OF A B C C.8 C9 D E F G H J K ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 1 1 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz 2 ELR 2 COMM/FIBER ROOM138 S ACD CR S SE7.01/ 3 ST-1A STAIR 01 3 ST-1 3 ELR COMM/FIBER ROOM138 ACD S SE7.01/ 3 S 200 CR 4 COMM/FIBER ROOM138 4 ACD ELR SE7.01/ 3 S ST-2C S CR 5 5 STAIR 02 ELEC/ COMM ST-2 202 COMM/FIBER ROOM138 CR ACD S SE7.01/ 3 S 202A ELR FUTURE OFFICE MAINTENANCE S NETWORK SWITCH C 10' - 0" AFF CAM REVISION STORAGE SE7.05/ 4 200 001 201 CR S ELR S S CR DATE 6 ELR S 6 COMM/FIBER ROOM138 ACD NO. SE7.01/ 3 201B COMM/FIBER ROOM138 ACD SE7.01/ 3 201A 7 7 8 8 A B C C.8 C9 D E F G H J K 1 SECURITY DEVICE PLAN - LEVEL 2 SE2.02 SCALE: 1/8" = 1'-0" GENERAL NOTES FLOOR PLAN KEYNOTES # SHEET LEGEND SECURITY SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID CONFLICTS. ACP ACCESS CONTROL PANEL X MULTI-LENS CAMERA, MOUNTED W/ BRACKET C (W - WALL BRACKET MOUNTED) 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL WALL MOUNTED S CR CARD READER IN / OUT (PO - POLE MOUNTED) (HC - HARD CEILING MOUNTED) DEVICES. FINAL WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER (BR - BIOMETRIC READER) REPRESENTATIVE PRIOR TO ROUGH-IN COMPLETION. (CR - CARD READER) X 360 DEGREE CAMERA, CEILING MOUNTED SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 (CR/M - CARD READER, MULLION MOUNT) (CR/P - CARD READER WITH PIN) C (AC - ACCESSIBLE CEILING MOUNTED) PROJECT: 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL (HC - HARD CEILING MOUNTED) CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT DAR DURESS ALARM RECEIVER (ST - STRUCTURE MOUNTED / BEAM MOUNTED) BUILDING IDENTIFIER: ROUGH-IN. (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) S DOOR POSITION SWITCH, RECESSED 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING X CAMERA, CEILING MOUNTED SPACE UON. C (AC - ACCESSIBLE CEILING MOUNTED) A.1 LOCAL NOISE (SOUNDER), WALL MOUNTED S (HC - HARD CEILING MOUNTED) 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. (ST - STRUCTURE MOUNTED / BEAM MOUNTED) WIRELESS DURESS ALARM BUTTON (P - PENDANT MOUNTED) PROVIDE DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED ≤4'-0" INTERVAL. OPEN WDR (T - CABLE TRAY MOUNTED) SHEET TITLE: 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 X CAMERA, WALL MOUNTED SECURITY EXISTING CONDITIONS. EL ELECTRIFIED LOCKSET / EXIT DEVICE C (IB - I-BEAM / COLUMN MOUNTED) DEVICE PLAN - (LPR - LICENSE PLATE READER) LEVEL 2 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE (M - MULLION MOUNTED) ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED (S - SURFACE MOUNTED) DEVICE END. MICRO SWITCH (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND FA FIRE ALARM CONTACT LEAD: SA CONNECTIONS TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. DS INTERCOM DOOR STATION, WALL MOUNTED DRAFTER: NS HUA HOLD UP ALARM 8. FOR CABLE REQUIREMENTS REFER TO CABLE LEGEND ON SHEET SE0.01 FOR ADDITINAL MS INTERCOM MASTER STATION, DESK MOUNTED DATE: 1/21/22 INFORMATION. SHEET: SE2.02 SHEET OF GENERAL NOTES: 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR AA AA AA ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR UNSECURE SIDE UNSECURE SIDE UNSECURE SIDE POSITION AND SWING. - - AA UNSECURE SIDE - ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 - 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. SEATTLE, WA 98104 PHONE (206)624-4222 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FAX (206)624-4226 FOR REFERENCE ONLY FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. ELR ELR ELR COMONENTS: SECURITY CONTRACTOR (SC) S0# CR CR S S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S S S S S S S 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 1201 third avenue, ste 600 REFER TO FLOOR PLAN FOR REFER TO FLOOR PLAN FOR DOOR FRAME. seattle, wa 98101 SOUNDER PLACEMENT SOUNDER PLACEMENT 206.448.3376 S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. www.hargis.biz S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. BB BB BB SECURE SIDE SECURE SIDE SECURE SIDE BB - - SECURE SIDE - - S07 S07 COMONENTS: GENERAL CONTRACTOR (GC) G0# 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. REVISION 6" 6" G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS 44" INDICATED ON THE FLOOR PLAN. 44" G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR DATE CONTACT. NO. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. ELEVATION - AA ELEVATION - AA ELEVATION - AA G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR UNSECURE SIDE UNSECURE SIDE ELEVATION - AA UNSECURE SIDE HARDWARE. UNSECURE SIDE G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. COMONENTS: ELECTRIFIED HARDWARE E0# 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. G05 S01 G05 S01 G05 S01 E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE G05 S01 THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. G02 G02 G02 G02 S02 S02 SECURITY DEVICE ABBREVIATIONS -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED 4" 4" 4" SIDE 4" -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE S03 G06 S03 G06 S03 G06 MOUNTED S03 G06 BR BIOMETRIC READER G07 G07 CR CARD READER IN G07 E04 E01 G13 E02 E03 E04 E01 G13 E02 E03 DBL DOUBLE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 E04 E01 G13 E02 E03 DC DOOR CONTACT / DOOR POSITION SWITCH G14 G14 DD DOOR DETECTIVE (ANTI-TAILGATING) PROJECT: G14 DR DOOR BUILDING IDENTIFIER: DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON A.1 EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX LN LOCAL NOISE SHEET TITLE: OH OVERHEAD ACCESS OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR CONTROL PED PEDESTAL DETAILS PRE PRECAST ELEVATION - BB ELEVATION - BB ELEVATION - BB RU ROLLUP SECURE SIDE SECURE SIDE ELEVATION - BB SECURE SIDE SGL SINGLE SECURE SIDE SJB SECURITY JUNCTION BOX LEAD: SA SSF SINGLE STOREFRONT DRAFTER: NS WN WINDOW DATE: 1/21/22 1 DETAIL - SGL DR - DC, LN 2 DETAIL - SGL DR - DC, ELR 3 DETAIL - SGL DR - CR-IN, DC, ELR 4 DETAIL - SGL DR - CR-IN, DC, ELR, LN SHEET: SE7.01 SE7.01 SE7.01 SE7.01 SE7.01 SHEET OF GENERAL NOTES: 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR AA AA AA ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR UNSECURE SIDE UNSECURE SIDE UNSECURE SIDE UNSECURE SIDE POSITION AND SWING. - - - ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. SEATTLE, WA 98104 PHONE (206)624-4222 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FAX (206)624-4226 FOR REFERENCE ONLY FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. ELR ELR ELR ELR CR SCR S DS COMONENTS: SECURITY CONTRACTOR (SC) S0# CR S S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S S S S S S S 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 1201 third avenue, ste 600 REFER TO FLOOR PLAN FOR REFER TO FLOOR PLAN FOR DOOR FRAME. seattle, wa 98101 SOUNDER PLACEMENT SOUNDER PLACEMENT 206.448.3376 S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. www.hargis.biz S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. BB BB BB SECURE SIDE SECURE SIDE SECURE SIDE - - - G23 G23 S07 COMONENTS: GENERAL CONTRACTOR (GC) G0# S07 S07 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. REVISION 6" G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS 44" INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR DATE CONTACT. NO. ROUTE CONDUIT TO ROUTE CONDUIT TO G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. BUILDING INTERIOR BUILDING INTERIOR ELEVATION - AA ELEVATION - AA ELEVATION - AA G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR UNSECURE SIDE UNSECURE SIDE UNSECURE SIDE HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. G23 PEDESTAL PROVIDED BY OWNER. COMONENTS: ELECTRIFIED HARDWARE E0# 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. G05 S01 G05 S01 G05 S01 E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. G02 G02 G02 S02 S02 SECURITY DEVICE ABBREVIATIONS -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED 4" 4" 4" SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE S03 G06 S03 G06 S03 G06 MOUNTED ACTIVE ACTIVE ACTIVE ACTIVE BR BIOMETRIC READER G07 LEAF LEAF LEAF LEAF CR CARD READER IN E04 E01 G13 E02 E03 G13 E02 E03 G13 E02 E03 G13 E02 E03 G13 E02 E03 DBL DOUBLE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 DC DOOR CONTACT / DOOR POSITION SWITCH G14 G07 G07 G07 G07 DD DOOR DETECTIVE (ANTI-TAILGATING) PROJECT: DR DOOR BUILDING IDENTIFIER: DS DOOR STATION INTERCOM G14 G14 G14 G14 DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON A.1 E04 E01 E01 E04 E04 E01 E01 E04 EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX LN LOCAL NOISE SHEET TITLE: OH OVERHEAD ACCESS OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR CONTROL PED PEDESTAL DETAILS PRE PRECAST ELEVATION - BB ELEVATION - BB ELEVATION - BB RU ROLLUP SECURE SIDE SECURE SIDE SECURED SIDESECURE SIDE SGL SINGLE SJB SECURITY JUNCTION BOX LEAD: SA DETAIL - EXT - SGL - CR-IN, DC, ELR, LN, SSF SINGLE STOREFRONT DRAFTER: NS WN WINDOW PED. DATE: 1/21/22 1 2 DETAIL - DBL DR - CR-IN, (2)DC, ELR 3 DETAIL - EXT - DBL- CR-IN, DS, (2) DC, PED. SHEET: SE7.02 SE7.02 SE7.02 SE7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FOR REFERENCE ONLY FAX (206)624-4226 GENERAL CONTRACTOR TO PROVIDE (1) 3/4"C PROVIDED BY GENERAL 1/2" DIA OPENING CENTERED IN THE CONTRACTOR. ROUTE CONDUIT TO SJB MULLION. OPENING HEIGHT TO BE ABOVE DOOR OR AS INDICATED ON THE COORDINATED. FLOOR PLAN. ROUTE CABLE TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 COORDINATECABLE ROUTING THROUGH www.hargis.biz MULLION WITH STOREFRONT/CURTAIN WALL MANUFACTURER GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE R40/RK40 CARD READER MULLION AT 44" AFF. RP15 CARD READER WALL STOREFRONT/CURTAIN WALL MULLION FLOOR FLOOR DRAWING SYMBOL S CR DRAWING SYMBOL S CR/P DRAWING SYMBOL S CR/M REVISION 1 DETAIL - CARD READER ROUGH-IN - RECESS WALL MOUNTED 2 DETAIL - CARD READER ROUGH-IN - MULLION MOUNTED SE7.03 SE7.03 DATE NO. ROUTE CONDUIT TO SJB ABOVE DOOR ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. OR AS INDICATED ON THE FLOOR PLAN. WALL STUDS WALL STUDS DOOR FRAME DOOR FRAME FLOOR FLOOR SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: DRAWING SYMBOL EL DRAWING SYMBOL EL A.1 DRAWING SYMBOL ELR DRAWING SYMBOL ELR SHEET TITLE: ACCESS CONTROL DETAILS LEAD: SA DRAFTER: NS DATE: 1/21/22 SHEET: 3 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - WELDED JUNCTION BOX 4 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - FLEX TO WELDED JUNCTION BOX SE7.03 SE7.03 SE7.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ROUTE CONDUIT TO J-BOX OR AS FOR REFERENCE ONLY INDICATED ON THE FLOOR PLAN RESISTOR PACK 1KΩ BLU BLK 1KΩ BLU BLK 4" DOOR STATION BACK BOX EQ EQ BLU BLU BLK WHT TO ACP SEE DETAILS 1201 third avenue, ste 600 DOOR STATION BACK BOX 1/SE400.6 & 2 GRY BLU BLK WHT seattle, wa 98101 DOOR STATION 206.448.3376 RED DOUBLE GANG BACK BOX DOOR POSITION SWITCH www.hargis.biz BLK RP40/RPK40 CARD READER SINGLE DOOR 47" (1194mm) PEDESTAL, SEE ARCHITECTURAL PEDESTAL, SEE ARCHITECTURAL DRAWINGS DRAWINGS 42" (1066mm) PROVIDE (1) 8 1/2""x4" ACCESS HOLE ON BACK SIDE OF PEDESTAL 36" (914mm) RESISTOR PACK 1KΩ PROVIDE (1) 8 1/2""x4" ACCESS BLU BLK HOLE ON BACK SIDE OF 1KΩ BLU BLK PEDESTAL 3/4" DIAMETER SWITCH BLU BLU BLK WHT TO ACP SEE DETAILS 1/SE400.6 & 2 GRY BLU BLK WHT WHT WHT RED DOOR FRAME BLK DOOR 3/4" (38mm) CONDUIT TO BUILDING FOR TELECOM CABLES 3/4" DIAMETER MAGNET 1 1/2" (38mm) CONDUIT TO BUILD DOUBLE DOOR 1 1/2" (38mm) CONDUIT TO DOOR POSITION BUILDING FOR SECURITY CABLES SWITCH (TYP) DRAWING SYMBOL S DETAIL - CARD READER ROUGH-IN - PEDESTAL MOUNTED WITH DOOR REVISION 1 STATION AND ADA BUTTONS 2 DETAIL - DOOR POSITION SWITCH SE7.04 SE7.04 DATE NO. 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. J 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 ACCESSIBLE CEILING GRID 4"x4"x2-1/8" [100x100x50mm] BACK BOX WITH BLANK COVER 3/4" [21mm] FLEX CONDUIT SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 PLATE MOUNTED ON SECURED TO FURNITURE PROJECT: UNDERSIDE OF DESK BEHIND WITH 2-HOLE CLIPS THE HOLD UP ALARM. BUILDING IDENTIFIER: HOLD UP ALARM ON UNDERSIDE OF DESK AT 4"x4"x2-1/8" FRONT EDGE [100x100x50mm] JUNCTION A.1 BOX WITH BLANK COVER PLATE FLOOR SLAB SHEET TITLE: ACCESS CONTROL DETAILS SAW CUT (E) FLOOR AND PROVIDE (1)1" LEAD: SA [53mm] CONDUIT FROM DESK, UP THROUGH NEAREST WALL CAVITY, TO DRAFTER: NS ACCESSIBLE CEILING SPACE DATE: 1/21/22 SHEET: 3 DETAIL - DURESS ALARM UNDER DESK ROUGH-IN SE7.04 SE7.04 SHEET OF GENERAL NOTES: 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH ROLLUDA ARCHITECTS, INC. FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 STRAIN RELIEF STRAIN RELIEF POWDER ACTUATED PIN FOR REFERENCE ONLYJ-HOOK ASSEMBLY POWDER ACTUATED PIN J-HOOK ASSEMBLY PROVIDED BY GENERAL PROVIDED BY GENERAL CONTRACTOR (TYP) CONTRACTOR (TYP) 1/4" ALL THREAD ROD 1/4" ALL THREAD ROD 1-1/2" J-HOOK PROVIDED BY 1-1/2" J-HOOK PROVIDED BY SECURITY CONTRACTOR SECURITY CONTRACTOR 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 SLAB ABOVE SLAB ABOVE www.hargis.biz PLASTIC BUSHING PROVIDED PLASTIC BUSHING PROVIDED BY BY GENERAL CONTRACTOR GENERAL CONTRACTOR GENERAL CONTRACTOR SHALL GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW-VOLTAGE ROUTE CONDUIT TO LOW-VOLTAGE CABLE TRAY OR AS INDICATED ON CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN THE FLOOR PLAN ATTACHED SUPPORT WIRE FROM BRIDGE TO STRUCTURE PROVIDED BY GENERAL CONTRACTOR BACK BOX WITH MUD RING BACK BOX WITH MUD RING PROVIDED BY GENERAL PROVIDED BY GENERAL CONTRACTOR CONTRACTOR FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA FIXED DOME CAMERA PROVIDED BY SCHEDULE FOR CAMERA TYPE SECURITY CONTRACTOR. SEE CAMERA SCHEDULE FOR CAMERA TYPE. ACCESSIBLE CEILING TILE DRAWING SYMBOL C HC HARD CEILING DRAWING SYMBOL C AC C DRAWING SYMBOL HC DRAWING SYMBOL C DRAWING SYMBOL C AC HC REVISION 1 DETAIL - CAMERA - CEILING MOUNT - SURFACE (ACCESSIBLE CEILING) 2 DETAIL - CAMERA - CEILING MOUNT - SURFACE (HARD LID) SE7.05 SE7.05 DATE NO. 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. GENERAL CONTRACTOR SHALL ROUTE CONDUIT TO LOW-VOLTAGE CABLE TRAY OR AS INDICATED ON THE FLOOR PLAN EXTERIOR WALL ACCESSIBLE CEILING TILE ACCESSIBLE CEILING WALL MOUNT BRACKET BACK BOX WITH MUD RING PROVIDED BY GENERAL CONTRACTOR. CONDUIT AND BACK BOX PROVIDED BY GENERAL CONTRACTOR. CENTER OF THE BACK BOX SHALL BE MOUNTED 10'-0" AFF,UON. SEE FIXED DOME CAMERA PROVIDED BY FLOOR PLAN FOR ADDITIONAL SECURITY CONTRACTOR, SEE INFORMATION. CAMERA SCHEDULE FOR CAMERA TYPE WALL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEOFFICE BUILDING17601 59TH AVE NEARLINGTON, WA 98223 FLOOR PROJECT: BUILDING IDENTIFIER: FIXED DOME CAMERA PROVIDED BY SECURITY CONTRACTOR, SEE CAMERA SCHEDULE FOR CAMERA TYPE A.1 W SHEET TITLE: DRAWING SYMBOL C VIDEO SECURITY DRAWING SYMBOL C S DETAILS DRAWING SYMBOL C S LEAD: SA DRAFTER: NS DATE: 1/21/22 SHEET: 4 DETAIL - INTERIOR CAMERA - WALL MOUNT - SURFACE SE7.05 3 DETAIL - EXTERIOR CAMERA - WALL MOUNT