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APPROVED BLD BLD2022-1221+Structural Plans+10.10.2022_3.28.29_PM+31563020 B C D E F 2 3 0 5 J The following documentation shall be available on site for the building inspector: ector: 1771 I r.nF APPRC)\/F:n ARCH ITFC;TI 1 RAI PI AN .qFT Fj COE APPROVED STRUCTURAL PLAN SET ' R COE REVIEWED CALCULATION PACKET - ■ ■ Fj ENERGY CREDIT WORKSHEET ' SITE PLAN ' ■ CIVIL PLAN ■❑ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ' ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN ABBREVIATIONS @ AT 0 DIAMETER # POUND OR NUMBER AAC AUTOCLAVED AERATED CONCRETE AB ANCHOR BOLT ADJ ADJACENT AFF ABOVE FINISH FLOOR AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ANSI AMERICAN NATIONAL STANDARDS INSTITUTE ASD ALLOWABLE STRESS DESIGN ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY AWC AMERICAN WOOD COUNCIL BLKG BLOCKING BM BEAM BNDY BOUNDARY BN BOUNDARY NAILING BOT BOTTOM BRG BEARING BS BOTH SIDES BTWN BETWEEN CIP CAST -IN -PLACE CJ CONSTRUCTION/CONTROL JOINT CL CENTERLINE CLG CEILING CLR CLEAR CLT CROSS -LAMINATED TIMBER CMU CONCRETE MASONRY UNIT COL COLUMN CONIC CONCRETE CONT CONTINUOUS CONTR CONTRACTOR CSK COUNTERSINK CTR CENTER CVR COVER DBA DEFORMED BAR ANCHOR DBL DOUBLE DIAPH DIAPHRAGM DIM DIMENSION D DEEP DF DOUGLAS-FIR DLT DOWEL LAMINATED TIMBER DT PRE-ENGINEERED DRAG TRUSS EA EACH EL ELEVATION ELEV ELEVATOR EMBED EMBEDMENT EN END NAILING ENGR ENGINEER FOR ENGINEER OF RECORD EQ EQUAL EQUIV EQUIVALENT EA FACE EACH FACE EA SIDE EACH SIDE EA WAY EACH WAY (E) EXIST, EXISTING ESR ICC EVALUATION SERVICE REPORT EXP EXPANSION EXT EXTERIOR FDN FOUNDATION FF FINISH FLOOR FFE FINISH FLOOR ELEVATION FOC FACE OF CONCRETE FOM FACE OF MASONRY FOS FACE OF STUD FS FAR SIDE FT FEET FTG FOOTING FT -LB FOOT POUNDS GA GAGE GALV GALVANIZED GC GENERAL CONTRACTOR GL GLUE LAMINATED GLB GLUE LAMINATED BEAM GR GRADE GT PRE-ENGINEERED GIRDER TRUSS GWB GYPSUM WALL BOARD HGR HANGER HDR HEADER HF HEM -FIR HSS HOLLOW STRUCTURAL STEEL HT HEIGHT HORIZ HORIZONTAL IBC INTERNATIONAL BUILDING CODE ICF INSULATED CONCRETE FORM IN INCHES INT INTERIOR J Q SWEDISH HEALTH - EDMONDS MR1 SUITE 21601 76TH AVE W O a EDMONDS, WA 98026 V � o J PERMIT SET � 09/09/2022 6A JST JOIST JT JOINT K KIPS = 1000 LBS KSI KILOPOUNDS PER SQUARE INCH L ANGLE LBS POUNDS LVL LEVEL LVL LAMINATED VENEER LUMBER L&I LABOR & INDUSTRIES DEPARTMENT LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOC LOCATE, LOCATION LONGIT LONGITUDINAL LSL LAMINATED STRAND LUMBER MB MACHINE BOLT MECH MECHANICAL MTL METAL MFR MANUFACTURER MIN MINIMUM MC MOISTURE CONTROL MPH MILES PER HOUR NS NEAR SIDE NDS NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION NTS NOT TO SCALE NWT NORMAL WEIGHT OC ON CENTER OPP OPPOSITE HAND PAF POWDER ACTUATED FASTENER PC PRE -CAST PCF POUNDS PER CUBIC FOOT PERP PERPENDICULAR PL PLATE PLF POUNDS PER LINEAR FOOT PNL PANEL PRE-ENG PRE-ENGINEERED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PW PLYWOOD REF REFERENCE REINF REINFORCEMENT REQ'D REQUIRED RT PRE-ENGINEERED ROOF TRUSS SBC SEATTLE BUILDING CODE SCHED SCHEDULE SDI STEEL DECK INSTITUTE SDCI SEATTLE DEPARTMENT OF CONSTRUCTION & INSPECTIONS SER STRUCTURAL ENGINEER OF RECORD SF SQUARE FEET SHTG SHEATHING SIM SIMILAR SIMP SIMPSON STRONG -TIE SOG SLAB ON GRADE SPCG SPACING SRC SEATTLE RESIDENTIAL CODE SS STAINLESS STEEL STD STANDARD STIFF STIFFENER STRUC STRUCTURAL SW SHEAR WALL SQ SQUARE T&G TONGUE AND GROOVE THK THICK THIRD THREADED TMS THE MASONRY SOCIETY T&B TOP & BOTTOM TO TOP OF TOC TOP OF CONCRETE TOS TOP OF STEEL TRANSV TRANSVERSE TRTD TREATED TS TUBE STEEL TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD WABO WASHINGTON ASSOCIATION OF BUILDING OFFICIALS W WIDE w/ WITH w/o WITHOUT WF WIDE FLANGE WHS WELDED HEADED STUD WTS WELDED THREADED STUD WWF WELDED WIRE FABRIC GRAPHIC SYMBOL LEGEND CONCRETE WALL (ABOVE) CONCRETE WALL (BELOW) CMU WALL (ABOVE) CMU WALL (BELOW) WOOD/CFS SHEAR WALL (ABOVE) WOOD/CFS STUD WALL (ABOVE) ------ WOOD/CFS STUD WALL (BELOW) ❑ CONCRETE COLUMN (ABOVE) r, LJ CONCRETE COLUMN (BELOW) ® WOOD POST (ABOVE) WOOD POST (BELOW) o STEEL HSS COLUMN (ABOVE) STEEL HSS COLUMN (BELOW) I STEEL WIDE FLANGE COLUMN (ABOVE) _,_ STEEL WIDE FLANGE COLUMN (BELOW) BEAM/JOIST BRACED FRAME BEAM — — — GRID LINE CENTERLINE CONCRETE BY OTHERS (CUT) GRAVEL (CUT) EARTH (CUT) 7� SIMPSON TENSION TIE HOLDOWN NUMBER OF KINGS PLUS TRIMMERS JOIST SPAN w/ HANGER pile] NISI&IU_ilk I 1�1_� DECK SPAN e EXTENT OVERFRAMING +� BLOCKED DIAPHRAGM / CONCRETE COLUMN TYPE SURFACE SLOPE PER ARCHITECT DETAIL REFERENCE NO. # SECTION CALLOUT S#.## SHEET REFERENCE NO. DETAIL REFERENCE NO. # ELEVATION CALLOUT S#.## SHEET REFERENCE NO. DETAIL REFERENCE NO. # DETAIL CALLOUT s#.## SHEET REFERENCE NO. HIGH SIDE FOOTING STEP SHEET INDEX SHEET NUMBER SHEET NAME S1.1 STRUCTURAL TITLE SHEET S1.2 STRUCTURAL GENERAL NOTES S2.1 ENLARGED FRAMING PLAN - LEVEL 01 S2.2 ENLARGED ROOF FRAMING PLAN - LEVEL 02 S3.1 STRUCTURAL DETAILS °NY ov WA qJ'O tip' o �6 G�rU 4028��ti��a w4 O� 'AL B �SSIONAL 09 09 2022 101 � AHL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com H W W V v 0 z 0 75 0 W 1 J LU v N Q > 00 O w °' W Q� = cn F- 0 (z �O og N W PERMIT SET 09/09/2022 REVISIONS RECEIVED Oct 10 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 22-115-01 STRUCTURAL TITLE SHEET BLD2022-1221 S1.1 A B C D E F 21 31 3 � 51 a- 00 N Co 1P ,It GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of installation of new MRI equipment and foundation and roof top chiller unit as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. GOVERNING CODE All design and construction shall conform to the 2018 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DOCUMENTS Structural Documents shall be used in conjunction with Architectural Documents for all bidding and construction. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Existing structural information, designated as (E) on the Structural drawings, has been compiled from information furnished by various sources and is not necessarily field -verified by the Engineer. Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field -verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The Owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. DESIGN CRITERIA BUILDING CATEGORY Structural Risk Category II Importance factors for snow and seismic are listed with the loading criteria. LIVE LOADS - FLOOR AND ROOF Live loads indicated with * are reducible per IBC Partition loading has been added per IBC Miscellaneous: MRI Unit 8779 Ibs Chiller Unit 1860 Ibs Patient Table 529 Ibs LIVE LOADS - SNOW Numbering below is per IBC Section 1603.1.3: 1. Flat -Roof Snow Load: Pf = 22 psf 2. Snow Exposure Factor: Ce = 1.2 3. Snow Importance Factor: IS = 1.2 4. Thermal Factor: Ct = 1.1 Additional Items: Ground Snow Load: Pg = 20 psf Snow drifting load per IBC w/ ground snow load Minimum uniform roof snow load = 40 psf LATERAL LOADS - WIND Numbering below is per IBC Section 1603.1.4: 1. Ultimate Design Wind Speed (3-second gust): VUIt = 108 mph Nominal Design Wind Speed: Vasd = 85 mph 2. Risk Category: IV 3. Wind Exposure: B 4. Internal Pressure Coefficient = +/- 0.18 Additional Info 5. Topographic Factor: KZt = 1.0 6. Directionality Factor: Kd = 0.85 7. Ground Elevation Factor: Ke = 1.0 8. Enclosure classification: Enclosed 9. Gust Effect Factor: G = 0.85 10. Analysis Procedure: Directional LATERAL LOADS - EARTHQUAKE Numbering below is per IBC Section 1603.1.5: 1. Risk Category: IV 2. Seismic Component Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameters: Ss = 1.283 g; S, = 0.451 g 4. Site Class: C; FA = 1.2; Fv = 1.5 5. Design Spectral Response Acceleration Parameters: SIDS = 1.5 g; SDi = 1.5 g 6. Seismic Design Category: D 7. Design Base Shear: 2.65 kips 9. Seismic Response Coefficient: Cs = 0.307 Wp 10. Fp: R = 1.5, Ap = 1.0 Additional Items: Building Location: 47.8033727' N, 122.3356861° W CONTRACTOR PERFORMANCE REOU I REM ENTS DESIGN DOCUMENTS Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and/or coordinate all dimensioned openings shown on the contract documents. Some dimensions, openings and embedded items are shown on the Structural drawings. Others may be required. Refer to Architectural drawings for size and location of curbs, equipment pads, wall and floor openings, Architectural treatment, and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to Architect for review. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the Contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The Contractor uses them at their own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. CONTRACTOR -INITIATED CHANGES Contractor -initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. INSPECTIONS The Contractor shall coordinate with the building department for all building department required inspections. TEMPORARY SHORING AND BRACING The Contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The Contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The Contractor shall, at their discretion, employ the aid of a licensed Structural Engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The Contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing their work. For concrete construction refer to ACI 318 - Section 26.11.2 "Removal of Formwork". SAFETY PROCEDURES Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and/or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the Owner, Contractors, or other entities or persons at the project site. RENOVATIONS DEMOLITION Contractor shall verify all existing conditions before commencing any demolition. Shoring shall be installed to support existing construction as required and in a manner suitable to the work sequences. Demolition debris shall not be allowed to damage or overload the existing structure. Limit construction loading (including demolition debris) on existing floor systems to 40 psf. EXISTING CONCRETE Existing reinforcing shall be saved where and as noted on the plans. Saw cutting, if and where used, shall not cut existing reinforcing that is to be saved. • All new openings through existing walls, slabs and beams shall be accomplished by saw cutting wherever possible. • Contractor shall verify all existing conditions and location of members prior to cutting any openings. • Small round openings shall be accomplished by core drilling, if possible. • Where new reinforcing terminates at existing concrete, dowels epoxy grouted into existing concrete shall be provided to match horizontal reinforcing, unless noted otherwise on plans. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING & SUBMITTAL REVIEW (including Deferred Structural Components) The contractor must review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shopdrawings during this review do not relieve Contractor from compliance g 9 p with the requirements of the plans and specifications. Contractor responsible for: • Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER • Timing submittals to allow two weeks of review time for the SER and time for corrections and/or resubmittal • Conformance to requirements of the Contract Documents • Dimensions and quantities • Verifying information to be confirmed or coordinated • Information solely for fabrication, safety, means, methods, techniques and sequences of construction • Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. SUBSTITUTIONS Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re -engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and/or redesign shall be paid by the Contractor. Reviews and approvals shall not be made until authorization is received. SUBMITTALS Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. • Construction sequence description • Contractor quality control testing procedures when required in specifications • Concrete mix designs • Concrete construction joint plans • Concrete accessories material specification, size and location • Reinforcing bar shop drawings and placing plans • Reinforcing bar mill certificates shall be available upon request • Fabrication shop AISC Certification • Structural steel registration/certification or quality control inspection records • Structural steel shop and erection drawings • Welding Procedure Specifications • Deferred Structural Components listed below • Certificate of conformance for welding material, including supplemental notch toughness requirements DEFERRED STRUCTURAL COMPONENTS Components referred to as Deferred Structural Components shall comply with these notes. These elements have not been permitted under the base building application. The Contractor will be required to submit the component system documents to the building official for approval. The documents shall be stamped and signed by an Engineer licensed by the state where the project is located. The deferred structural components shall not be installed until the design and submittal documents have been approved by the building official. Prior to building department submittal, the deferred structural components submittals shall receive cursory review by SER for loads imposed on primary structure and general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Submittals of contractor -designed components shall include the designing professional engineer's stamp and signature, as noted above. The submittal shall be approved by the component vendor prior to review by the SER. The designing professional is responsible for code conformance and all necessary connections not specifically called out on Architectural or structural contract documents. Submittals shall include details of connections to primary structure that indicate magnitude and direction of all loads imposed at point of connection. Design criteria shall be provided with submittal and calculations shall be made available upon request. The following list includes the items that are defined as Deferred Structural Components. Refer to other discipline's contract documents for additional deferred components that may require structural design and details. Connections of these elements shall not induce torsion on structural members. Deferred Structural Components shall be manufactured, delivered, handled, stored, and field erected in conformance with instructions prepared by the component vendor. Deferred structural components: • Roof top unit curb and anchorage • MRI and patient table anchorage • Shielding and shielding supports INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 110 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the Owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, Structural Engineer, and building department shall be furnished with copies of all inspection reports and test results. Each contractor responsible for the construction of a seismic force resisting system, designated seismic system, or component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the Owner prior to the commencement of work on the system or component. The written statement shall be in accordance with IBC Section 1704.4. See IBC Chapter 17: "Special Inspections and Tests" for more detailed requirements. SPECIAL INSPECTIONS AND TESTS OF SOILS (PER IBC 1705.6) Frequency Verification and Inspection Reference Cont. Periodic Verify materials below shallow foundations are adequate to achieve the X design bearing capacity Verify that excavations are extended to proper depth and have reached X proper material Perform classification and testing of compacted fill materials X Verify use of proper materials, densities and lift thicknesses during X placement and compaction of compacted fill Prior to placement of compacted fill, observe subgrade and verify that X site has been prepared properly INSPECTIONS (cont'd SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (PER IBC 1705.3) Verification and Inspection Frequency Reference Cont. Periodic Inspect reinforcement and verify placement X IBC 1908.4 ACI 318: 20, 25.2-3, 26.6.1-3 Verifying use of required design mix X IBC 1904.1, 1904.2, 1908.2-3, ACI 318: 19, 26.4.3, 26.4.4 Prior to concrete placement, fabricate specimens for strength tests, X IBC 1908.10 perform slump and air content tests, and determine the temperature of ACI 318: 26.4, the concrete 26.12 ASTM C172, C31 Inspection of concrete placement for proper application techniques X IBC 1908.6-8 ACI 318: 26.5 Verify maintenance of specified curing temperature and techniques X IBC 1908.9 ACI 318: 26.5.3-5 Inspect formwork for shape, location and dimensions of the concrete X ACI 318: being formed 26.11.1.2(b) GEOTECHNICAL GENERAL CRITERIA Allowable soil pressure and lateral earth pressure are assumed and therefore must be verified by a Geotechnical Inspector or the building official. If soils are found to be other than assumed, notify the Structural Engineer for possible foundation redesign. Unless noted otherwise, footings shall be centered below columns or walls. INSPECTIONS All prepared soil -bearing surfaces shall be inspected by the Owners Geotechnical Inspector (or building official) prior to placement of reinforcing steel and concrete. Inspections shall be made per IBC Table 1705.6. BEARING VALUES All footings shall bear on undisturbed soil and shall be lowered to firm bearing if suitable soil is not found at elevations shown. Exterior footings shall bear a minimum of 18" below the finished ground surface. Footing elevations shown on plans (or in details) are minimum depths and for guidance only; the actual elevations of footings must be established by the Contractor in the field working with the Geotechnical Inspector. Allowable vertical bearing soil pressure = 1500 psf Allowable lateral bearing soil pressure = 150 psf SUBGRADE PREPARATION Prepare subgrade per the Geotechnical Report, summarized as follows: All footings shall be cast on undisturbed p 9 p p 9 firm natural soils that are free of organic materials. Footing excavation shall be free of loose soils, sloughs, debris and free of water at all times. If organic silt and/or fill material is encountered at subgrade elevations, overexcavate a minimum of 2'-0" below the design foundation subgrade elevation prior to placing footings. The overexcavated areas shall be backfilled with structural fill compacted to 95% proctor per ASTM D-1557 or a lean concrete mix. EXISTING UTILITIES The Contractor shall determine the location of all adjacent underground utilities prior to any excavation, shoring, pile driving, or pier drilling. Any utility information shown on the plans and details are approximate and not verified by the SER. Contractor is to provide protection of any utilities or underground structures during construction. DRAINAGE Drainage systems, including foundation, roof and surface drains, shall be installed as directed by the Geotechnical Report. Vapor retarder placed below slab -on -grade shall conform to ASTM E 1643 and ASTM E 745. CONCRETE CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C Slag cement (if used): ASTM C989 Lightweight aggregates: lightweight aggregates shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Flowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water- cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. CONCRETE STRENGTH REQUIREMENTS TABLE Exposure Categories Strength Max Max Total Air and Classes Location f'c WIC Agg Size Content (psi) Ratio F S W C Lean mix soil replacement under 1.5 Sack foundations 1,500 Sand Cement - F1 SO WO C1 Foundations, grade beams, stem walls 4,000 1" 0.44 4.5% F1 SO WO C1 Slab on grade, topping slab, stair tread (Interior) 3,000 3/4" 0.44 1% FO SO WO CO CONCRETE MIXTURES Mixes shall be proportioned to meet compliance requirements of ACI 318 Section 26.4.3. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor. Submit documentation of concrete mixture characteristics for review by the SER before the mixture is used and before making changes to mixtures already in use. Documentation shall comply with ACI 318 Section 26.4.4. All concrete, including slab on grade, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. Total air content shall be adjusted per ACI 318 for mix designs with smaller nominal aggregate size. The amount of entrained air shall be measured at the discharge end of the placing nozzle. Entrained air shall be as noted ± 1.0% by volume. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard -troweled finish. Trucks hauling plant -mixed concrete shall arrive on -site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. FORMWORK AND ACCESSORIES Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including testing procedures. See specifications and/or Architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. See Architectural drawings for exact locations and dimensions of door and window openings in all concrete walls See Mechanical drawings for size and location of mechanical openings through concrete walls. See Architectural drawings for all grooves, notches, chamfers, feature strips, color, texture, and other finish details at all exposed concrete surfaces, both cast -in -place and precast. See structural details for reinforcing around openings. Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before starting construction. Erico Lenton Formasaver (IAPMO-UES-ER-0129) may be used as an alternate to the roughened joint. All construction, control, and isolation joints for slabs on ground shall be in accordance with the typical details. Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Documents and suppliers' drawings before placing concrete. Wet -setting of anchor rods, reinforcing, hardware, etc. is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement. Refer to Architectural documents for waterstops, damp proofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to wall joints, curb to slabjoints, etc). CONCRETE (cont'd CURING AND FINISHES Protect and cure freshly placed concrete per ACI 305.1 in hot conditions, ACI 306.1 in cold conditions, and ACI 308.1 " Specification for Curing Concrete". All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with Architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. REINFORCEMENT IN CONCRETE REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi PROCEDURES Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO-certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. ANCHORAGE Post -installed anchors or reinforcing bar shall not be installed without prior approval of Engineer of Record unless noted otherwise on the plans. ADHESIVE ANCHORS Adhesive anchors (threaded rods or reinforcing bar) specified on the drawings shall be installed using "HIT-HY 200" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR-3187. Rods shall be ASTM F1554 Gr.55, unless noted otherwise. Special inspection of installation is required. EXPANSION ANCHORS Expansion anchors into concrete and concrete masonry units shall be "Kwik Bolt TZ" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report Number ESR-1917, including minimum embedment requirements. At concrete masonry or brick masonry applications, bolts shall be installed into fully -grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection of installation is required. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI/AISC 360, "Specification for Structural Joints Using High -Strength Bolts" AISC 348 and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 amended by the deletion of paragraph 4.4.1. FABRICATORS Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: • Registration in the Washington Association of Building Officials (WABO) Steel Fabricator Registration Program • Participation in the AISC quality certification program, designated as an AISC Certified Plant, Category BU. • Meeting the requirements of AISC 360 for structural steel buildings, appendix N and submitting plan documentation to the authority having jurisdiction, the Engineer of Record, and the Owner or Owner's designee. Quality assurance requirements of steel construction for wind and seismic (AISC 341, Chapter J) shall be included as required in Special Inspection section of the general notes, where applicable. Fabricator for structural steel must be registered and approved to perform work without special inspection. At completion of fabrication, the fabricator shall submit a certificate of compliance to the building official stating that the work was performed in accordance with the approved construction documents. FINISHING The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed or finished to a true plane as defined by AISC. Grind surface value equal to or less than 1,000 as defined by ANSI B46.2 (4-inch and thinner). STEEL COATINGS AND PROTECTION Coatings and protection (weather, fire, corrosion, etc.) shall be as specified by the architect. Galvanized steel members shall conform to ASTM A-123 and galvanized steel hardware shall conform to ASTM A-153. Guidelines outlined in ASTM A-384 shall be followed in order to safeguard against warping and distortion during hot -dip galvanizing of steel assemblies. Steel anchors and ties embedded in concrete and masonry shall be left unpainted SHOP PAINTING All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section M3 of the AISC "Specification" and Section 6.5 of the AISC "Code", unless noted otherwise. The surface preparation of the structural steel prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means of welds or bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be held back 3" from the faying surface or the joint to be welded. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification Fy Rolled wide -flange shapes A992 50 ksi Plates, channels, angles A36, Grade 36 36 ksi Threaded rods A36 36 ksi Welded threaded studs A108 - Anchor rods (hooked, headed, threaded & nutted) F1554, Grade 36 (UNO) 36 ksi Common bolts IA307, Grade A I- STEEL FRAMING The contractor shall be responsible for all erection aids and joint preparations that include, but are not limited to: erection angles, lift holes, and other aids; welding procedures; required root openings; root face dimensions; groove angles; backing bars; copes; surface roughness values; and tapers of unequal parts. WELDING All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders using E70XX Electrodes in accordance with AWS D1.1. Only Prequalified welds, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO Filler metal with a specified minimum Charpy V-notch toughness of 20 ft-lb at 0°F or lower shall be used at complete joint -penetration groove welds. Welds designated as demand critical shall be made with filler metals meeting the requirements specified in AWS D1.8 clause 6.3. Welding procedures shall be submitted to the Owner's testing agency for review prior to commencement of fabrication or erection. All complete -penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic particle tested. Field welds shown are Engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. BOLTS All high -strength bolts, not part of the Seismic Load Resisting System (SLRS), need only be tightened to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A-307 bolts shall be provided with lock washers under nuts or self-locking nuts. Connections, joints and fasteners that are part of the Seismic Load Resisting System (SLRS) shall be pretensioned (PT) high -strength bolts and shall meet the requirements for slip -critical (SC) joints, UNO. All faying surfaces shall be prepared as required for class A or better slip -critical joints. All high -strength bolts shall be installed, tightened and inspected in accordance with AISC 348. Slip -critical (SC) connections shall use compressible -washer -type direct tension indicators or twist -off -type tension -control bolts. be in accordance with RMI/ANSI MH 16.1 and seismic design shall be in accordance with Section 15.5.3 of ASCE 7. 0 0 Of J 0 M f wA"'*' ti ti- 71� 1 7 +� GAT 54028 G��41�1� �, URAL E� �SSIONAI- 'P, 09 022022 "" � SAHL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com 2 co Z O :2 J Q W 2 2 (n W 3: PERMIT SET 09/09/2022 REVISIONS O W °' Q Q�: = C) HD �Z -O Og 20 N W RECEIVED Oct 10 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 22-115-01 STRUCTURAL GENERAL NOTES S1.2 A 6 C D E F 2 3 0 5 / (E) CONC FTG --------- I - - - - -- -�---,--------T------------------- - - - - -- - --- - - - - - - ------------------------------------------------------------ ELECTRONIC CABINET / PER MFR SEE 10/S3.1 J FOR BACKING DETAIL FILED VERIFY TOP OF (E) CONC FTG / CONC SLAB ON i ELEVATION PRIOR TO (E) SLAB ON GRADE GRADE EDGE. SEE DEMOLITION AND NOTIFY ENGINEER OF ARCH FOR EXTENTS i CONFLICT. DO NOT DAMAGE (E) FTG SLAB ON GRADE PER NOTE 3.1 \ <-' ' a (E) THICKENED SLAB EDGE FOOTING 53.1 \ S3.1 =� \,r�.01 /00 ok \ 15 / ' 8" SLAB ON GRADE MID -DEPTH / / '� :a '`�-'�i \ \ �00, / / I� 01 r 00 / \ 15 .01 15 >>:� �i� y/ f \ PATIENT TABLE / A�� ' ;ti, V� AND ANCHORAGE / �� PER MFR \ % MRI EQUIPMENT f AND ANCHORAGE WALL PER I -' PER MFR SHIELDING SUPPLIER I II \ / 1, (E) THICKENED SLAB EDGE FOOTING, DEMO AS REQ'D WITHIN EXTENT OF SLAB ON GRADE PER PLAN ---------------- --------------------------------------------------------------------r------------------------------------------------------------------- ------------------------ L 30' - 0" 29' - 6" I. 0 ry J 0 0 0 �9 of WAsNI `r0 GAT 54028VX Gam' 0,, URAL � �SSIONAI_ 09 09 2022 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com W �A H 1 FOUNDATION PLAN NOTES �-- 1. GENERAL < 1.1. ELEVATION AT TOP OF SLAB SHALL BE PER ARCH, UNO. W FOOTING ELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. y FINAL ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION BY SOILS ENGINEER, BUT SHALL NOT BE SHALLOWER THAN THOSE SHOWN ON THIS PLAN. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. ' 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. Q (03:00 1.3. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. Uj Q < 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. Cl r� Z �O 1.5. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. rn o Ww WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, CONTRACTOR SHALL V, N CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 2. FOUNDATIONS 2.1. EXCAVATE, BACKFILL, AND PREPARE SOILS AS REQUIRED PER STRUCTURAL GENERAL NOTES AND GEOTECHNICAL REPORT. PERMIT SET 2.2. REFER TO MECHANICAL AND CIVIL DRAWINGS FOR LOCATIONS OF ALL UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS WITH PIPING. 09/09/2022 REVISIONS 3. SLABS RECEIVED 3.1. TYPICAL SLAB ON GRADE SHALL BE 4" THICK WITH #4 @ 12" OC EACH WAY. PLACE REINFORCEMENT AT ONE-THIRD DEPTH OF SLAB. Oct 10 2022 CITY OF EDMONDS 3.2. PROVIDE VAPOR BARRIER AND BASE COURSE BELOW SLAB AT INTERIOR SPACES PER GEOTECH DEVELOPMENT SERVICES DEPARTMENT REPORT. 3.3. PROVIDE CONTROL OR CONSTRUCTION JOINTS ON ALL COLUMN LINES, AT ALL RE-ENTRANT CORNERS, AND AT A MAXIMUM SPACING OF 30x SLAB THICKNESS. PLACE JOINTS IN A MANNER THAT DIVIDES THE SLAB INTO RECTANGULAR AREAS 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. ALL JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT PRIOR TO CONSTRUCTION. 22-115-01 REFER TO TYPICAL SLAB JOINT DETAIL. 4. WALLS ENLARGED FRAMING PLAN - 4.1. ALL SHIELDING SUPPORT WALLS AND CEILINGS AND THEIR BRACING SHALL BE BY THE LEVEL 01 SHIELDING SUPPLIER. SEE GENERAL NOTES FOR DEFERRED SUBMITTAL REQUIREMENTS. N Co 1p FRAMING PLAN, LEVEL 1 - NEW MRI ROOM Scale: 3/8" = V-0" 6 S2.1 North 2 3 0 30' - 0" I 29' - 6" oNY �q of WASNI `r0 �T o w 54028 G�w 0� URAL �SSIONAL 09 09 2022 10] � AHL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com H W ------ ------ ------ W U) ry 75 U) 0 Z O 75 n W ROOF FRAMING PLAN NOTES \ 1. GENERAL 1.1. REFERENCE ROOF ELEVATION SHALL BE PER ARCH, UNO. / J 1.2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. /r 1.3. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MECHANICAL EQUIPMENT. W 0 m 1.4. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. 1.5. EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED BY THE CONTRACTOR. WHERE DISCOVERED CONDITIONS VARY FROM THOSE SHOWN ON PLANS, CONTRACTOR SHALL ' CONTACT THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.co vJ N Q > O 00 W O Q Q W 2 C ~ Z � Z V ♦ N W PERMIT SET 09/09/2022 REVISIONS RECEIVED Oct 10 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT - - - - - - - - - - - - - - - - - - - 22-115-01 ENLARGED ROOF FRAMING PLAN - LEVEL 02 a N Co 1p ROOF FRAMING PLAN, LEVEL 2 — CHILLER Scale: 3/8" = 1'-0" 6 S2.2 North 2 3 0 �5 CHANNEL PER PLAN Channel to Channel Connection Scale: 1 1/2" = 1'-0" (E) ROOF METAL DECK SEE 13/S3.1 FOR CONN INFORMATION REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH DIAGRAMS The following conditions must be met in order to use the Reinforcing Bar Lap Splice & Development Length Tables (E) BEAI PL CH Channel to (E) Beam Connection Scale: 1 1/2" = 1'-0" Lap Splices Straight Bar Development Hooked Bar Development CLASS 1: Bars enclosed by db CLR (MIN) db CLR (MIN) column ties or beam stirrups O • EDGE OF CONC 17 REINF BAR EDGE OF CONC REINF BAR COL TIES OR SPLICED BAR COL TIES OR 2 1/2" BM STIRRUPS BM STIRRUPS CLR z (MIN) � CLASS 2: iv iv No enclosure 2db CLR (MIN) 2db CLR. (MIN) J V U o•T T EDGE OF CONC REINF BAR EDGE OF CONC REINF BAR � z STD HOOK N u - SPLICED BAR Where conditions for Classes 1 & 2 Multiply lengths shown in schedule by 1.5 Multiply lengths shown in schedule by 1.5 are not met MECH UNIT AND CONN BY OTHERS (E) ROOF METAL DECK CHANNEL PER PLAN (2) 7/8 O A325 BOLT (E) SLAB ON GRADE Joint at (E) Slab on Grade Scale: 1 1/2" = 1'-0" 15 S3.1 I" 3 CLR- HOOK DOWN FOOTING PER PLAN (CONTINUE TRANS REINF THROUGH CORNER, TYP Plan Typical Monolithic Footin Scale: 3/4" = 1'-0" REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 3,000 psi Grade 60 Reinforcinq Min Lap Splice Lengths Min Straight Bar Min Hooked Bar (Ls) Development Lengths Embedment Bar Size (Ld) Lengths Top Bars Other Bars Top Bars Other Bars (Ldh) #3 28" 22" 22" 17" 9" #4 38" 29" 29" 22" 11" #5 47" 36" 36' 28" 14" #6 56" 43" 43" 33" 17" ISOLATION JOINT PER ARCH SLAB ON GRADE AND REINF PER PLAN I — CONCRETE COVER FOR REINFORCING STEEL Reinforcing Bar Location Minimum Concrete Cover Unformed surfaces cast against and permanently exposed to earth 3" Formed surfaces exposed to earth or weather (#6 bars and larger) 2" Formed surfaces exposed to earth or weather (#5 bars and smaller) 1 1/2" Columns and beams w/ bars enclosed in stirrups, ties or spiral reinforcement 1 1/2" Slabs, joists and interior faces of walls (#11 bars and smaller) 3/4" 2-hour and 3-hour slabs (Refer to plan notes) Clear spacing between longitudinal bars in columns and boundary elements 1 1/2" or 1.5db Clear spacing between parallel bars in a layer 1" or db Clear spacing between (2) or more parallel layers 1" Notes: 1. Where a thickness of cover required for fire protection is greater than that specified in this table, the greater thickness shall be used. 2. Where two values are shown, the greater shall be used. Concrete Cover for Reinforcing Steel Scale: 3/4" = 1'-0" PER SUPPLIER PL 3/16" x l'-0" FASTEN ----------- — — — — — — — - TO (E) WALL w/ (2) #12 I I I SCREWS @ EA (E) STUD I I I I I BACKING PL I I I I I I I I I I I I CABINET PER SUPPLIER —Nil I I I I I I I I I I I I I I I I I I I I I I I I I I I w I I I I J I I I I a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I (E) CONC SLAB I I I I I I I I I I I I a4 a 1a _ Cabinet Backing Plate Scale: 3/4" = 1'-0" 24" 24" #4 x CONC SLAB ON TRANS @ 12" OC GRADE PER PLAN = 14 SLAB ON GRADE J 15 Vi PER PLAN S3.1 Ir b 1 III III III 1' - 0" (2) #5 CONT BOT, LONGIT LONGIT REINF PER PLAN TRANS REINF PER PLAN HOOK DOWN Typical Monolithic Footin Scale: 3/4" = 1'-0" REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 4,000 psi Grade 60 Reinforcinq Min Lap Splice Lengths Min Straight Bar Min Hooked Bar (Ls) Development Lengths Embedment Bar Size (Ld) Lengths Top Bars Other Bars Top Bars Other Bars (Ldh) #3 25" 19" 19" 15" 8" #4 32" 25" 25" 19" 10" #5 41" 31" 31" 24" 12" #6 49" 37" 37" 29" 15" Notes: 1. All bars shall be developed & all splices lapped per ACE 318 for tension, uno. Table may be used where conditions meet criteria noted in diagrams. 2. Tables are applicable for normal weight concrete, only. 3. Top bars are horizontal bars with more than 12" depth of concrete cast below them. (wall horizontal reinforcement is exempt). 4. Where bars of different size are lap spliced, splice length shall be the larger of: a. Developed length of larger bar b. Splice length of smaller bar 5. Where minimum straight bar development length cannot be achieved, use with standard hook. 6. Refer to concrete cover table for minimum concrete cover requirements. ��oNY �9� of WAsNI `r0 GAT 54028 G� 61 �SSIDNAL 09 09 2022 :IAHL 1201 First Avenue South, Suite 310 Seattle, Washington 98134 206-402-5156 www.lundopsahl.com H W C/i W U) ry 75 v! 0 Z 0 G 0 W 1 J W v � N Q > O 00 W O WQ _C F-o (z —O Og N W PERMIT SET 09/09/2022 REVISIONS RECEIVED Oct 10 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 22-115-01 STRUCTURAL DETAILS a O M 00 Reinforcing Bar La Scale: 1 1/2" = 1'-0" SDlice & DeveloDment Lenath Tables S3.1