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APPROVED BLD BLD2021-0841+Structural_Plan+6.16.2021_3.14.30_PM+2254169STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "International Building Code (IBC)", 2018 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Edmonds, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2018 IBC. Where other Standards are noted in the draw- ings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" — The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) — The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural Sys- tem. • "Submit for review" - Submit to the Architect/SER for review prior to fabrication or construction. • "Per Plan" — Indicates references to the structural plans, elevations and structural general notes. SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for information supplemental to these drawings. OTHER DRAWINGS: Refer to the architectural drawings for additional information including but not limited to: di- mensions, elevations, slopes, door finishes, drains, waterproofing and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. EXISTING CONDITIONS: Information shown on the drawings related to existing conditions represent the present knowledge, but without guarantee of accuracy. Report conditions that conflict with contract documents to the ar- chitect or SEOR. Do not deviate from the contract documents without written direction from the architect and/or SEOR. All existing dimensions and information shall be field verified prior to fabrication as required to coordinate with new construction. NEW CONSTRUCTION: The contractor shall remove all interfering items for new construction and shall repair or replace all removed items to match the existing conditions in accordance with the architectural drawings. New con- struction elements shall be designed and installed per current International Building Code 2018, hereafter referred to as IBC as allowed by IEBC. MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). The contractor is responsible for means and methods of construction related to the intermediate struc- tural conditions (i.e. movement of the structure due to moisture and thermal effects; construction sequence; tempo- rary bracing, etc). BRACING/SHORING DESIGN ENGINEER: The contractor shall at their discretion employ an SSE, a registered professional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work required in the con- struction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Contractor's SSE for Bracing/Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any load imposed onto the structure that differs from, or that is not documented on the original Contract Documents (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 100 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Submit plans to the Architect/Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail draw- ings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Refer- ence Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Con- tract Documents, the Contractor will be deemed to have included in the price the most expensive way of complet- ing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjust- ment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the work. DESIGN CRITERIA AND LOADS OCCUPANCY: Risk Category of Building per 2018 IBC Table 1604.5 = II WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM Ultimate Design Wind Speed, VuLT (MPH) 93 Exposure Category C Internal Pressure Coefficient Cpi = +/- 0.18 Topographic Factor Kzt = 1.0 Wind Analysis procedure used: Directional SNOW LOAD: (1) Flat Roof Snow Load, (PSF) P f = 25 (2) Snow Drift Loading required by Authority Having Jurisdiction? No Snow Load Importance Factor 1 g = 1.0 (3) Ground Snow Load, (PSF) p e = 20 Snow Exposure Factor C e = B Thermal Factor C t = 1.0 1) Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7-16 Section 7.10. 2) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. 3) Snow Load Importance Factor per ASCE 7-16 Table 1.5-2. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the indi- vidual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/ Engineer. SHOP DRAWING REVIEW: Once the contractor has completed their review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the sub- mittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the re- quirements of the structural drawings they shall be designed and stamped by the responsible SSE. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed their review of the SSE com- ponent drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calcula- tions. These elements include but are not limited to: INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with IBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS listed in these drawings. STRUCTURAL OBSERVATION: per IBC Section 1704.6 Structural Observation is the visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. It is not always required on a project, does not in- clude or waive the responsibility for the special inspections and tests required by a Special Inspector per IBC Chapter 17, is not continuous, and does not certify conformance with the approved construction documents. Structural Observation for this project is not required per IBC Section 1704.6. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. POST -INSTALLED ANCHORS (INTO CONCRETE) REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19 "Concrete" 2) ACI 318-14 "Building Code Requirements for Structural Concrete" POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post - Installed anchors types and locations shall be approved by the SER and shall have a current ICC-Evaluation Ser- vice Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre -approved anchor. Anchors shall be installed in strict accordance to ICC-ESR and the manufacturer's printed installation instructions MPII in conjunction with edge distance spacing and embedment depth as indicat- ed on the drawings. The contractor shall arrange for a manufacturer's field representative to provide installation training for all products to be used, prior to the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training shall be kept on site and be made available to the SER as re- quested. Adhesive anchors installed in horizontally or upwardly inclined orientation shall be performed by a certi- fied adhesive anchor installer (AAI) as certified through ACl/CRSI or approved equivalent. Proof of current certifi- cation shall be submitted to the engineer for approval prior to commencement of installation. No reinforcing bars shall be damaged during installation of post -installed anchors. Special inspection shall be per the TESTS and IN- SPECTIONS section. Anchor type, diameter and embedment shall be as indicated on drawings. 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE, as applicable and in accordance with corresponding current ICC ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, concrete temperature range, moisture condition, light weight concrete, and hole drilling and preparation requirements. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 days, unless otherwise specified in the ICC ESR report. a. HILTI "HIT-HY 200" — ICC ESR-3187 for anchorage to CONCRETE with embedment depth less than or equal to 20 bar diameters b. HILTI "HIT -RE 500 V3" — ICC ESR-3814 for anchorage to CONCRETE with any embedment depth STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: 1) IBC Chapter 22 — "Steel" 2) ANSI/AISC 303-16 — "Code of Standard Practice for Steel Buildings & Bridges" 3) AISC — "Manual of Steel Construction", Fifteenth Edition (2016) 4) ANSI/AISC 360-16 — "Specification for Structural Steel Buildings" 5) AWS D1.1:2015 — "Structural Welding Code — Steel" SUBMITTALS: Submit the following documents to the SER for review: (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency in electronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: (1) Fabricator's written Quality Control Manual that includes, as a minimum: a. Material Control Procedures b. Inspection Procedures c. Non-conformance Procedures (2) Steel & Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. (3) Fastener manufacturer's Certification documenting conformance with the specification. (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: a. Product specification compliance b. Recommended welding parameters c. Recommended storage and exposure requirements including baking d. Limitations of use (5) Weld Procedure Specifications (WPS's) for shop and field welding. (6) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). (7) Procedure Qualification Records (PQR's) for WPS's that are not prequalified in accordance with AWS. (8) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS standards and WABO standards as applicable for Washington State projects. MATERIALS: Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not limited to: Wide Flange (W), Tee (WT) Shapes....................ASTM A36, Fy = 36 ksi Channel (C) & Angle (L) Shapes ..........................ASTM A36, Fy = 36 ksi Structural Plate(PL).............................................ASTM A36, Fy = 36 ksi Hollow Structural Section — Round (HSS) ...........ASTM A500, Grade C, Fy = 46 ksi Heavy Hex Nuts...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 Washers (Hardened Flat or Beveled) ..................ASTM F436, Grade and Finish per RCSC Table 2.1 Anchor Rods (Anchor Bolts, typical) ....................ASTM F1554, Gr. 36 FABRICATION: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". 2) Quality Control (QC) shall conform to: a. AISC 360 Chapter N "Quality Control and Quality Assurance" and b. AISC 303 Section 8 "Quality Control". c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC 360 section N3, d. Fabricator shall perform self -inspections per AISC 360 section N5 to ensure that their work is per- formed in accordance with Code of Standard Practice, the AISC Specification, Contract Docu- ments and the Applicable Building Code. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabricators QA procedures provide the necessary basis for material control, inspection, and control of the workmanship expected by the Special Inspector. WELDING: 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 section J2. Welders shall be qualified in accordance with WABO requirements. 2) Use 70ksi strength, low -hydrogen type electrodes (E7018) or E71T as appropriate for the process select- ed. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. ERECTION: 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is performed in accordance with these requirements and the Contract Documents. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 4) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section II and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project specifications. 2) EXTERIOR STEEL: Exposed exterior steel shall be protected by: a. Paint with an exterior multi -coat system as per the project specifications. Field touch-up painting shall match top coat. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL: Steel identified by the Architect on the architectural drawings as Architecturally Exposed Structural Steel, (AESS) shall conform to AISC 303 Section 10. SPECIAL INSPECTION REQUIRED FOR: Epoxy Anchors Site Welding Shop Welding Provide all reports to the City for review. ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE BLD2021-0841 RECEIVED Jun 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT S�IONAL � GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested SPECIAL INSPECTIONS The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be performed for this project. Special Inspectors shall reference these plans and IBC Chapter 17 for all special inspection requirements. The owner shall retain a WABO accredited Special Inspections agency to provide special inspections for this project. Special Inspectors shall be qualified persons per IBC 1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all inspection reports to the Arch itect/Eng I nee r and the Authority Having Jurisdiction for review. In addition to special inspection reports and tests, submit reports and certificates noted in IBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per IBC 1704.2.4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special Inspections has been written with the understanding that the Building Official will: - Review and approve the qualifications of the Special Inspectors - Monitor the special inspection activity on the project site to assure that Special Inspectors are qualified and performing their duty as state within this statement. - Review all Special Inspection Reports submitted to them by the Special Inspector - Perform inspections as required by IBC Section 110.3. The following Special Inspections are applicable to this project: - Special Inspections for Standard Buildings (per IBC 1705.1) REQUIRED - Special Inspections for Seismic Resistance (per IBC 1705.12) NOT REQUIRED - Testing for Seismic Resistance (per IBC 1705.13) NOT REQUIRED - Special Inspections for Wind Resistance (per IBC 1705.11) NOT REQUIRED STRUCTURAL STEEL per IBC 1705.2.1 A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) procedures for com- pleteness and adequacy relative to AISC 360-16 Chapter N, AISC 303-16 Code of Standard Practice, AWS D1.1-2015 Structural Welding Code, and 2018 IBC code requirements for the fabricator's scope of work. o QA Agency providing Special Inspections shall provide personnel meeting the minimum qualifica- tion requirements for Inspection and Nondestructive Testing NDT per AISC 360 Section N4. o Verify Fabricator and Erector QC Program per AISC 360 Section N2. o Inspection of welds and bolts by both QC and QA personnel shall be per the Schedule of Special Inspections below. All provisions of AWS D1.1 Structural Welding Code for statically loaded struc- tures shall apply. o Nondestructive Testing (NDT) of welds: ■ Non -Destructive Testing (NDT) of welded joints per AISC 360 N5.5. ■ Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in the De- sign Criteria and Loads section of these General Requirements. • NDT performed shall be documented and reports shall identify the tested weld by piece mark and location of the piece. ■ For field work, the NDT report shall identify the tested weld by location in the structure, piece mark and location of the piece. POST -INSTALLED ANCHORS TO CONCRETE: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the de- sign requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approval by the SER and require substantiating calculations and current 2018 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compli- ance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SCHEDULES OF SPECIAL INSPECTIONS: TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPE- TYPE SPECIAL IN- CIAL INSPEC- REFERENCED IBC REFERENCE SPECTION TION STANDARD 1. Inspect anchors post -installed in hardened concrete members: a. Adhesive anchors installed in horizontally or upwardly in- clined orientations to resist sustained tension loads b. Mechanical anchors and adhe- _ X ACI 318: 17.8.2 sive anchors not defined in 4.a MINIMUM REQUIREMENTS FOR INSPECTIONS OF STRUCTURAL STEEL CONSTRUCTION INSPECTION TASKS QC QA REFERENCED STANDARD INSPECTION TASKS PRIOR TO WELDING 1. Welder qualification records and continuity P O AISC 360 TABLE N5.4-1 records 2. Welding procedure specifications (WPSs) P P AISC 360 TABLE N5.4-1 available 3. Manufacturing certifications for welding P P AISC 360 TABLE N5.4-1 consumables available 4. Material identification (type/grade) O O AISC 360 TABLE N5.4-1 5. Welder Identification system O O AISC 360 TABLE N5.4-1 6. Fit -up of groove welds (including joint geom- etry) • Joint preparation • Dimensions (alignment, root opening, root face, bevel) 0 O AISC 360 TABLE N5.4-1 • Cleanliness (condition of steel surfac- es) • Tacking (tack welding quality and location) • Backing type and fit (if applicable) 7. Fit -up of CJP groove welds of HSS T-, Y-, and K-joints without backing (including joint geometry) • Joint preparation • Dimensions (alignment, root open- P O AISC 360 TABLE N5.4-1 ing, root face, bevel) • Cleanliness (condition of steel sur- faces) • Tacking (tack welding quality and location) 8. Configuration and finish of access holes O O AISC 360 TABLE N5.4-1 9. Fit -up of fillet welds • Dimensions (alignment, gaps at root) • Cleanliness (condition of steel surfac- 0 O AISC 360 TABLE N5.4-1 es) • Tacking (tack weld quality and loca- tion) 10. Check welding equipment 0 - AISC 360 TABLE N5.4-1 INSPECTION TASKS DURING WELDING 1. Use of qualified welders O O AISC 360 TABLE N5.4-2 2. Control and handling of welding consuma- bles -Packaging O O AISC 360 TABLE N5.4-2 -Exposure control 3. No welding over cracked tack welds O O AISC 360 TABLE N5.4-2 4. Environmental conditions -Wind speed within limits O O AISC 360 TABLE N5.4-2 • Precipitation and temperature 5. WPS followed -Settings on welding equipment -Travel speed -Selected welding materials -Shielding gas type/flowrate O O AISC 360 TABLE N5.4-2 • Preheat applied • Interpass temperature maintained (min/ max) •Proper position (F, V, H, OH) 6. Welding techniques • Interpass and final cleaning AISC 360 TABLE N5.4 2 • Each pass within profile limitations O O • Each pass meets quality requirements INSPECTION TASKS AFTER WELD- ING 1. Welds cleaned O O AISC 360 TABLE N5.4-3 2. Size, length, and locations of welds P P AISC 360 TABLE N5.4-3 3. Welds meet visual acceptance criteria -Crack prohibition • Weld/base-metal fusion • Crater cross section AISC 360 TABLE N5.4-3 -Weld profiles P P -Weld size • Undercut • Porosity 4. Arc strikes P P AISC 360 TABLE N5.4-3 5. k-area P P AISC 360 TABLE N5.4-3 6. Weld access holes in rolled heavy shapes P P AISC 360 TABLE N5.4-3 and built-up heavy shapes 7. Backing removed and weld tabs removed (if P p AISC 360 TABLE N5.4-3 required) 8. Repair activities P P AISC 360 TABLE N5.4-3 9. Document acceptance or rejection of welded P p AISC 360 TABLE N5.4-3 joint or member 10. No prohibited welds have been added P P AISC 360 TABLE N5.4 3 without the approval of the FOR INSPECTION TASKS PRIOR TO BOLTING 1. Manufacturer's certifications available for O P AISC 360 TABLE N5.6-1 fastener materials 2. Fasteners marked in accordance with ASTM O O AISC 360 TABLE N5.6-1 requirements 3. Correct fasteners selected for the joint detail (grade, type, bolt length if threads are to be O O AISC 360 TABLE N5.6-1 excluded from shear plane) 4. Correct bolting procedure selected for joint O O AISC 360 TABLE N5.6-1 detail 5. Connecting elements, including the appropri- ate Paying surface condition and hole prepa- ration, if specified, meet applicable require- ments 6. Pre -installation verification testing by installa- tion personnel observed and documented for P O AISC 360 TABLE N5.6-1 fastener assemblies and methods used. 7. Proper storage provided for bolts, nuts, O O AISC 360 TABLE N5.6-1 washers and other fasteners components INSPECTION TASKS DURING BOLT- ING 1. Fastener assemblies, of suitable condition, placed in all holes and washers are posi- 0 O AISC 360 TABLE N5.6-2 tioned as required 2. Joint brought to the snug -tight condition prior O O AISC 360 TABLE N5.6-2 to the pre -tensioning operation 3. Fastener component not turned by the O O AISC 360 TABLE N5.6-2 wrench prevented from rotating 4. Fasteners are pre -tensioned in accordance with the RCSC Specification, progressing O O AISC 360-10 TABLE N5.6-2 systematically from the most rigid point toward the free edges INSPECTION TASKS AFTER BOLT- ING 1. Document acceptance or rejection of bolted P p AISC 360 TABLE N5.6 3 connections O - Observe these items on a random basis. Operations need not be delayed pending these inspections P - Perform these tasks for each welded joint or member, each bolted connection, or each steel element DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) I INDICATES WIDE FLANGE COLUMN P1 PILE CAP SYMBOL REFER TO ( ❑ INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR PILE CAP SCHEDULE) TUBE STEEL (TS) COLUMN TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL OA CONNECTION SYMBOL o SECTION (HSS) COLUMN OR (REFER TO CONNECTION DETAIL) STEEL PIPE COLUMN W6 SHEAR WALL SYMBOL (REFER TO 0 INDICATES WOOD POST SHEAR WALL SCHEDULE) Al REVISION TRIANGLE ■ INDICATES BUNDLED STUDS TILT-UP/PRECAST CONCRETE WALL 0 PANEL NUMBER (REFER TO TILT -UP/ INDICATES CONCRETE COLUMN PRECAST CONCRETE WALL ELEVATIONS) O CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING INDICATES CONCRETE PRECAST COLUMN SCHEDULE) 8 O CONTINUITY PLATE LENGTH ~ INDICATES MOMENT FRAME (REFER TO TYPICAL DETAIL) CONNECTION INDICATES DOUBLE SHEAR CONNECTION DS (REFER TO THE DOUBLE SHEAR PLATE INDICATES DRAG CONNECTION CONNECTIONS DETAIL) INDICATES NUMBER OF STUD RAIL SR REQUIRED AT COLUMN (REFER TO INDICATES A LEDGER STUD RAIL DETAILS) ROOF/FLOOR DIAPHRAGM NAILING INDICATES WOOD OR STEEL STUD 01 SYMBOL (REFER TO DIAPHRAGM WALL NAILING SCHEDULE) C1 0 STEEL COLUMN SYMBOL (REFER INDICATES MASONRY/CMU WALL TO STEEL COLUMN SCHEDULE) T/SLAB ELEVATION SYMBOL (T/ REFERS INDICATES CONCRETE/TILT-UP TO COMPONENT THAT THE CONCRETE WALL ELEVATION REFERENCES) STUD BUBBLE (INDICATES NUMBER INDICATES WOOD OR STEEL STUD ■ 3 OF STUDS REQUIRED IF EXCEEDS SHEAR WALL NUMBER SPECIFIED IN PLAN NOTE) INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN INDICATES BEARING WALL BELOW FOOTING DETAIL) DETAILS OR SECTION CUT X/SX.X (DETAIL NUMBER/SHEET NUMBER) s 5 INDICATES EXISTING WALL x sx.x DETAILS OR SECTION CUT IN PLAN POST -TENSION DEAD END (PLAN) VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE WALLS, SHEAR WALLS OR BRACED t'-- POST-TENSION STRESSING END (PLAN) X/SX.X FRAME ELEVATIONS STRUCTURAL EXTENT SYMBOL 3 POST -TENSION PROFILE (PLAN) SINGLE ARROW - END OF EXTENTS (IN INCHES) -D-� DOUBLE ARROW - CONTINUOUS EXTENT ALONG THE ELEMENT LINE UNTIL THE ELEMENT IS INTERRUPTED INTERMEDIATE STRESSING (PLAN) INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS L Angle FDN Foundation PSI Pounds Per Square AB Anchor Bolt FIN Finish Inch ADDL Additional FLR Floor PSL Parallel Strand ADH Adhesive FRP Fiberglass Lumber ALT Alternate Reinforced Plastic P-T Post -Tensioned ARCH Architectural FRT Fire Retardant Treated PT Pressure Treated B or BOT Bottom FTG Footing R Radius B/ Bottom Of F/ Face of RD Roof Drain BLDG Building GA Gage REF Refer/Reference BLKG Blocking GALV Galvanized REINF Reinforcing BMU Brick Masonry Unit GEOTECH Geotechnical REQD Required BP Baseplate GL Glue Laminated RET Retaining BRBF Buckling Restrained Timber SB Site -Built Braced Frame GWB Gypsum Wall Board SCBF Special Concentric BRIG Bearing HDR Header Braced Frame BTWN Between HF Hem -Fir SCHED Schedule C Centerline HGR Hanger SER Structural Engineer C Camber HD Hold-down of Record CB Castellated Beam HORIZ Horizontal SFRS Seismic Force- C'BORE Counterbore HP High Point Resisting System CIP Cast in Place HSS = TS (Hollow SHTHG Sheathing CJ Construction or Structural Section) SIM Similar Control Joint IBC International Building SLBB Short Leg CJP Complete Joint Code Back -to -Back Penetration ID Inside Diameter SMF Special Moment CLG Ceiling IE Invert Elevation Frame CLR Clear IF Inside Face SOG Slab on Grade CLT Cross -Laminated INT Interior SP Southern Pine Timber k Kips SPEC Specification CMU Concrete Masonry KSF Kips Per Square Foot SQ Square Unit LF Lineal Foot SR Studrail COL Column LL Live Load SF Square Foot CONIC Concrete LLBB Long Leg Back -to -Back SST Stainless Steel CONN Connection LLH Long Leg Horizontal STAGG Stagger/Staggered CONST Construction LLV Long Leg Vertical STD Standard CONT Continuous LP Low Point STIFF Stiffener C'SINK Countersink LONGIT Longitudinal STL Steel CTRD Centered LSL Laminated Strand Lumber STRUCT Structural 0 Diameter LVL Laminated Veneer Lumber SWWJ Solid Web Wood DB Drop Beam MAS Masonry Joist DBA Deformed Bar Anchor MAX Maximum SYM SyrrmetricaI DBL Double MECH Mechanical T Top DEMO Demolish MEZZ Mezzanine T/ Top Of DEV Development MFR Manufacturer T&B Top & Bottom DF Douglas Fir MIN Minimum TIC AX LID Top Chord DIAG Diagonal MISC Miscellaneous Axial Load DIST Distributed NIC Not In Contract TCX Top Chord Extension DL Dead Load NLT Nail -Laminated TDS Tie Down System DN Down Timber T&G Tongue & Groove DO Ditto NTS Not To Scale THKND Thickened DP Depth/Deep OC On Center THRD Threaded DWG Drawing OCBF Ordinary Concentric THRU Through (E) Existing Braced Frame TRANSV Transverse EA Each OD Outside Diameter TYP Typical EF Each Face OF Outside Face UNO Unless Noted EL Elevation OPNG Opening Otherwise ELEC Electrical OPP Opposite URM Unreinforced ELEV Elevator OWSJ Open Web Steel Joist Masonry Unit EMBED Embedment OWWJ Open Web Wood Joist VERT Vertical EQ Equal e Plate W Wide EQUIP Equipment PAF Powder Actuated Fastener W/ With EW Each Way PC Precast W/O Without EXP Expansion PERP Perpendicular WHS Welded Headed Stud EXP JT Expansion Joint PLWD Plywood WP Working Point EXT Exterior PJP Partial Joint Penetration WWF Welded Wire Fabric FB Factory -Built PREFAB Prefabricated f Plus or Minus FD Floor Drain PSF Pounds per Square Foot BLD2021-0841 RECEIVED Jun 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT S�IONAL � (E) CONC SLAB SPACER PL5/8x6x0'-6" CAP PI-3/8 (E) EMBED PL 1/4 6 SPACER PL 7---< a 1/4 TO EMBED PL �. HSS6x4x3/8 A STIFF PL1 /2x4 5/8 12 SLOPE PL1/2 FOR d ,/2»� DRAINAGE WELD TO HSS & PI-5/8 W/_______________________________________________________ 3/16 FILLET WELD ALL AROUND GLASS & CONNECTIONS PER ARCHITECT 3/16 BEAM PER PLAN SPLICE BEAM OVER WT AS REQD TAPERED WT PER PLAN SEE 4/S2.0 FOR DIMENSIONS. SECTION AT SOUTH TERRACE CANOPY 0 3/16�/ BEAM BELOW PER PLAN 1 Oh VERIFY r — ---- L--- —— I I I I RETURN PL 5" W/ ANCHOR AT 3" I I FROM CORNER. I I SCAN SLAB EDGE TO DETERMINE I I LOCATIONS OF I I I I EXISTING P—T I I TENDONS I I HSS PER PLAN TAPERED WT8x50 SCALE: 1 "=1'-0" 7" 1'-0" 2", ,—PL5/8x8x2'-71/2„ DETAIL AT SOUTH TERRACE CANOPY HSS PE rlra��:�yr DETAIL AT SOUTH TERRACE CANOPY STIFF PL1/2x4 5/8 (4) 5/8" 0 THIRD ROD ASTM F1554 GR36 W/ 10" EMBEDMENT AND HILTI HIT—HY 200 ADHESIVE SCALE: 1 "=1'—O" PL5/8x8x3'— 6" STIFF PL1/2x4 (4) 5/8"0 THRD ROD ASTM F1554 GR36 W/ 10" EMBEDMENT AND HILTI HIT—HY 200 ADHESIVE SCALE: 1 "=1'-0" SECTION AT SOUTH TERRACE CANOPY 01 00 Cfl (E) CONIC S c I Lf TAPERED WE EW CONN PL EW CONN PL _) EMBED PL I _) EMBED PL _) EMBED PL _) EMBED PL :) EMBED PL I SCALE: 1 "=1'-0" FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1 AND S1.2. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL RELEVANT EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. MAINTAIN A MINIMUM OF 2" CLEAR FROM NEW ANCHORS TO EXISTING TENDONS. SCAN SLAB AS NEEDED TO VERIFY EXISTING TENDON LOCATIONS. SOUTH TERRACE CANOPY PLAN SCALE: 1/4"=1'-0" HALLER ARCHITECTS LLC 12216 Coll Avenue North Seattle, WA 98133 TEL 206.235.0935 email: boyerscottl @gmail.com i E11GIflEEFt 818 Stewart Street, Suite 1000 Seattle, Washington 98101 l (206) 332-1900 www.dci-engineers.com CIVIL / STRUCTURAL © Copyright 06/2021 D'Amato Conversano Inc. All Rights Reserved This document, and the ideas and designs may not be reused, in whole or in part, without written permission from D'Amato Conversano Inc. D'Annoto Conversano Inc. disclaims any responsibility for its unauthorized use. PROJECT: Edmonds Mixed Use Building - South Terrace Canopy LOCATION: 201 Main Street Edmonds, WA 98020 PREPARED FOR: Edmonds 2020 LLC KEY MAP BLD2021-0841 RECEIVED Jun 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DATE REVISION 06/16/2021 Permit Submittal PROJECT DIRECTOR CS PROJECT MANAGER PROJECT ARCHITECT SG PROJECT TEAM MEMBER CHECK ENGINEER SLAIL Tinf STRUCTURAL LEVEL 2 SOUTH TERRACE CANOPY PROJECT NO. 10011-0079.01 DATE JUNE 6, 2021 PROJECT NETWORK PATH SHEET NUMBER S2mO SET