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APPROVED BLD PLN RESUB1 BLD2023-0876+ARCHITECTURAL Plan+9.5.2023_2.47.13_PM+3764768n Deck -West ■STAIR RISERS SHALL BE 7 3/a" MAX. ■ (TREAD DEPTH SHALL BE 10" MIN. RISER HEIGHT AND TREAD DEPTH MUST NOT ■VARY BY MORE THAN 3/8". OPEN I RISERS MORE THAN 30" ABOVE GRADE ■ ■SHALL NOT ALLOW THE PASSAGE OF A �4" DIAMETER SPHERE. ■ _._._._._._._._._.J HANDRAILS ARE REQUIRED AT STAIRS WITH FOUR I OR MORE RISERS. ALL HANDRAILS TO BE LOCATED ■ �34" TO 38" ABOVE TREAD NOSING. OPEN SIDES OF I (STAIRS MORE THEN 30" ABOVE ADJACENT FLOOR ■ ■SHALL HAVE HANDRAILS &GUARDRAILS. THE I I HANDGRIP PORTION SHALL HAVE A CROSS ■ .SECTIONAL DIMENSION OF 1'/4" TO 2". I GUARDRAILS SHALL BE MIN. 36" IN HEIGHT I 'WHERE THE ADJACENT SURFACE OR ■ GRADE IS 30" OR MORE BELOW. RAILINGS I ■SHALL BE SPACED TO NOT ALLOW THE i PASSAGE OF A 4" SPHERE. � � � � a � �� a �- n Deck -North n Deck -South APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED BY PLANNING Sep 11 2023 ■ I (Special Inspection required for this permit. ■ I �1. Post installed anchors I 1 ■ City Of Edmonds Building Department Work DECK Address 1621 9TH AVE N Owner--�_-�_-�_-�_-�_-�_-�_-�_-�_-� LALLY ----------------------------- Approved Date 9/11/2023 Building Official Permit Number BLD2023-0876 REVISIONS DATE - PAGES - CHANGES REV1 REV2 REV3 REV4 REV5 RESUB Sep 05 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT CLIENT NAME: DESIGN S Amy May 206.902.792H amy(aamymaydesigns.com HELEN LALLY + LAURA JAUREQUAI 1621 9TH AVE N EDMONDS, WA 98020 No. Description Date AIMS SUBJECT TO FIELD ADJUSTMENTS AND COMPLIANCE_ WORK MUST COMPLY WITH LOCAL CODES AND SWELLING USE TYPE OCCUPANCIES_ Elevations PRINT DATE: 9/5/2023 1:52:14 PM INTERNATIONAL BUILDING CODE (IBC) LOADINGS ROOF SNOW LOAD ..................................................... RESIDENTIAL LIVE LOAD ...................................... DECK, BALCONY, PLATFORM LIVE LOAD ....................... RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. OFFICE LIVE LOAD....................................................................... PARKING LIVE LOAD .................................. WIND CRITERIA BUILDING CLASSIFICATION ............................... ll ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 98 MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1,p SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... ll SPECTRAL RESPONSE COEFFICIENT, Ss .... 1.25 SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.45 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D DUCTILITY (R) ............................... 6.5 METHOD AND BASE SHEAR ............................... ELF 2018 25 PSF 40 PSF 60 PSF 100 PSF 50 PSF 40 PSF & 3000# WHEEL LOAD FOUNDATION DESIGN INFORMATION 1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY: N/A DEEP FOUNDATION SYSTEM: N/A FOOTING BEARING PRESSURE: 1500 PSF ACTIVE/PASSIVE EARTH PRESSURE: 35PCF 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT. GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. 2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC) AND STANDARDS REFERENCED THEREIN. 10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. 11. STRUCTURAL ENGINEER WILL PERFORM PERIODIC STRUCTURAL OBSERVATION DURING CONSTRUCTION OF STRUCTURAL MEMBERS AND REVIEW OF REQUESTED SUBSTITUTIONS SHOP DRAWINGS AND SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL. CONTRACTOR SHALL ALLOW SUFFICIENT TIME FOR STRUCTURAL ENGINEER'S REVIEW: 1. SLAB CONDUIT LAYOUT 2. CONCRETE OR MASONRY MIX DESIGN 3. CONCRETE OR MASONRY REINFORCING 4. CONCRETE POST TENSIONING SYSTEM 4. FORMWORK 5. CONCRETE CURING PROCEDURE 6. STRUCTURAL STEEL 7. STUD RAILS AND HEADED ANCHOR EMBED PLATES 8. WOOD FRAMING/ LUMBER PACKAGE 9. SEISMIC HOEDOWN SYSTEM SUCH AS SIMPSON PRODUCTS DEFERRED SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL: 1. ANCHORAGE OF NONSTRUCTURAL COMPONENTS 2. CANOPIES AND BALCONIES 3. CURTAIN WALLS 4. EXTERIOR CLADDING 5. HANDRAIL AND GUARDRAIL ASSEMBLIES 6. HEAVY HUNG FIXTURES 7. MECHANICAL EQUIPMENT SUPPORT, SEISMIC ANCHORAGE OR RESTRAINING SYSTEM 8. STEEL STAIRS 9. WINDOW WASHING AND FALL PROTECTION SYSTEMS LUMBER. ANCHOR BOLTING AND NAILING SPECIFICATIONS 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER, BEARING STAMP OF WWPA. ALL EXPOSED LUMBER SHALL BE PRESSURE TREATED OR EXTERIOR GRADE 2. LUMBER GRADES TO BE (UNLESS NOTED OTHERWISE ON PLAN): WALL STUDS, 2X, 3 X........ HF STUD GRADE WALL PLATES, 2X, 3X........ HF STANDARD GRADE U.N.O JOISTS, 2 X 6:............. HF #2 JOISTS, 2 X 8 AND UP....... DF #2 BEAMS, HEADERS, 6X ........ DF #2 BEAMS, HEADERS, 4X......... DF #2, WWPA GRADING POSTS, 4X, 6X.............. DF #2 U.N.O LUMBER NOT NOTED HERE... DF #2 U.N.O GLULAM BEAMS WESTERN SPECIES 24F-V4 PSL/LVL BEAMS 2.0E OR HIGHER 3. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/ HEMFIR IN ACCORDANCE TO WITH AWPA U1 (PLANT/SHOP TREATMENT) AND M4 (FIELD TREATMENT) STANDARDS. ALL BEARING WALL PLATES SHALL HAVE 5/8" O x10" J-BOLTS PLACED AT MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 48" OC SPACING). PROVIDE BP/BPS PLATE WASHER AT ALL FOUNDATION SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. FOR NON-SHEARWALL, PLACE ANCHORS AT 48". BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 4. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1. 5. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 OZ OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) 6. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -DRY" AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NO MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 7. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. CONCRETE AND REINFORCING SPECIFICATIONS 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS EXCEPT AS MODIFIED BELOW: ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ACI-305R - "HOT WEATHER CONCRETING" ACI-306R - "COLD WEATHER CONCRETING" ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS FOOTING 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) SLAB ON GRADE 2500 PSI (MIN. OF5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) COLUMN NA POST TENSIONED BLDG SLAB NA POST TENSIONED PARKING SLAB ►�A TOPPING NA SHOTCRETE NA 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING 4. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE ± 1%AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE 5%TOTAL AIR REQUIRED. STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS 1. ALL EXPOSED STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95% ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy = 35 KSI.) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 BEARING BOLTS: ASTM A325 SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS ANCHOR BOLTS: ASTM A307 (WOOD FRAMING) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3. ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY CERTIFIED WELDERS USING DRY E70XX ELECTRODES WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. REQUIRED? SPECIAL INSPECTIONS (PART 1) TYPE OF INSPECTION N� 1704.2.5 INSPECTION OF FABRICATORS PERIODIC Verify fabrication/quality control procedures NO 1705.1.1 SPECIAL CASES CONTINUOUS (work unusual in nature, including but not limited to alternative materials and systems, unusual design applications, materials and systems with special manufacturer's requirements) NO 1705.2 STEEL CONSTRUCTION 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter EACH SUBMITTAL N, paragraph 3.2 for compliance with construction documents) 2. Material verification of structural steel PERIODIC 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) CONTINUOUS 4. Verify member locations, braces, stiffeners, and application of joint details at each connection PERIODIC comply with construction documents 5. Structural steel welding: a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-1) b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA OBSERVE (4) tasks listed in AISC 360, Table N5.4-1) c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-3) d. Nondestructive testing (NDT) of welded joints: see Commentary 1) Complete penetration groove welds 5/16" or greater in risk category III or IV PERIODIC 2) Complete penetration groove welds 5/16" or greater in risk category II PERIODIC 3) Thermally cut surfaces of access holes when material t > 2" PERIODIC 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 PERIODIC 5) Fabricator's NDT reports when fabricator performs NDT EACH SUBMITTAL (5) 6. Structural steel bolting: a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in OBSERVE OR PERFORM AS NOTED (4) accordance with QA tasks listed in AISC 360, Table N5.6-1) b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) OBSERVE (4) 1) Pre -tensioned and slip -critical joints a) Turn -of -nut with matching markings PERIODIC b) Direct tension indicator PERIODIC c) Twist -off type tension control bolt PERIODIC d) Turn -of -nut without matching markings CONTINUOUS e) Calibrated wrench CONTINUOUS 2) Snug -tight joints PERIODIC c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA PERFORM (4) tasks listed in AISC 360, Table N5.6-3) 7. Inspection of steel elements of composite construction prior to concrete placement in accordance OBSERVE OR PERFORM AS NOTED (4) with QA tasks listed in AISC 360, Table N6.1 NQ 1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL 1. Material verification of cold -formed steel deck: a. Identification markings PERIODIC b. Manufacturer's certified test reports EACH SUBMITTAL 2. Connection of cold -formed steel deck to supporting structure: a. Welding PERIODIC b. Other fasteners (in accordance with AISC 360,Section N6) 1) Verify fasteners are in conformance with approved submittal PERIODIC 2) Verify fastener installation is in conformance with approved submittal and manufacturer's PERIODIC recommendations 3. Reinforcing steel a. Verification of weldability of steel other than ASTM A706 PERIODIC b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, CONTINUOUS boundary elements of special concrete structural walls and shear reinforcement c. Shear reinforcement CONTINUOUS d. Other reinforcing steel PERIODIC 4. Cold -formed steel trusses spanning 60 feet or greater a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved PERIODIC truss submittal package ND 1705.3 CONCRETE CONSTRUCTION 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) P1 2. Inspection of prestressing steel installation PERIODIC 3. Inspection of anchors cast in concrete where allowable loads have been increased per section CONTINUOUS 1908.5 or where strength design is used 4. Verify use of approved design mix P1 5. Fresh concrete sampling, perform slump and air content tests and determine temperature of CONTINUOUS concrete 6. Inspection of concrete and shotcrete placement for proper application techniques CONTINUOUS 7. Inspection for maintenance of specified curing temperature and techniques P4 8. Inspection of prestressed concrete: a. Application of prestressing force CONTINUOUS b. Grouting of bonded prestressing tendons in the seismic -force -resisting system CONTINUOUS 9. Erection of precast concrete members P4 a. Inspect in accordance with construction documents SEE CONST. DOCUMENTS b. Perform inspections of welding and bolting in accordance with Section 1705.2 ACCORDING TO SECTION 1705.2 10. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete P4 and prior to removal of shores and forms from beams and structural slabs 11. Inspection of formwork for shape, lines, location and dimensions P1 12. Concrete strength testing and verification of compliance with construction documents P4 YES POST INSTALLED ANCHORS IN HARDENED CONCRETE Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole P2 OR AS REQUIRED cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor BY THE APPROVED REPORT embedment and tightening torque INSPECTION NOTES: (1). The inspection and testing agents) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspectors) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional. (2). The list of Special Inspectors may be submitted as a separate document, if noted so above. (3). Special Inspections as required by Section 1704.2.5 are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.2 (4). Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element. (5). NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N7. LEGEND: C CONTINUOUS INSPECTION P1 PERIODIC INSPECTION PRIOR TO CONCRETE PLACEMENT P2 PERIODIC INSPECTION PRIOR TO INSTALLATION OF ELEMENT P3 PERIODIC INSPECTION PRIOR TO USE ON PROJECT (ONCE ONLY) P4 PERIODIC INSPECTION AT LEAST ONCE ADAY P5 PERIODIC INSPECTION AFTER ELEMENT /S /N PLACE S VERIFY WITH SOILS ENGINEER T MATERIAL TEST REQUIRED DRAWING LIST SHEET NUMBER SHEET NAME ISSUE DATE S-0 GENERAL NOTES AND SPECIFICATIONS 09-05-23 S-1 FRAMING PLANS AND DETAILS 09-05-23 Grand total: 2 REQUIRED? SPECIAL INSPECTIONS (PART 2) N� 1705.4 MASONRY CONSTRUCTION (A) Level A, B and C Quality Assurance: 1. Verify compliance with approved submittals (B) Level B Quality Assurance: 1. Verification of f'm and f'AAC prior to construction (C) Level C Quality Assurance: 1. Verification of f'm and f'AAC prior to construction and for every 5,000 SF during construction 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and grout other than self -consolidating grout, as delivered to the project site 3. Verify placement of masonry units (D) Levels B and C Quality Assurance: 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered to the project 2. Verify compliance with approved submittals 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages 5. Verify construction of mortar joints 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages 7. Verify grout space prior to grouting 8. Verif lacement of rout and restressin rout for bonded tendons YP 9 p 9g 9. Verify size and location of structural masonry elements 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction. 11. Verify welding of reinforcement (see 1705.2.2) 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below 40 F) or hot weather (temperature above 90 F) 13. Verify application and measurement of prestressing force 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of AAC masonry) 15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first 5000 SF of AAC masonry) 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) 18. Prepare grout and mortar specimens 19. Observe preparation of prisms NQ 1705.5 WOOD CONSTRUCTION 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance with Section 1704.2.5 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with approved building plans 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or staple diameter and length, number of fastener lines, and that spacing between fasteners in each line and at edge margins agree with approved building plans 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package NQ 1705.E SOILS 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. 2. Verify excavations are extended to proper depth and have reached proper material. 3. Perform classification and testing of controlled fill materials. 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly N� 1705.7 DRIVEN PILE FOUNDATIONS 1. Verify element materials, sizes and lengths comply with requirements 2. Determine capacities of test elements and conduct additional load tests, as required 3. Observe driving operations and maintain complete and accurate records for each element 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element 5. For steel elements, perform additional inspections per Section 1705.2 6. For concrete elements and concrete -filled elements, perform additional inspections per Section 1705.3 7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge 8. Perform additional inspections and tests in accordance with the construction documents N� 1705.8 CAST IN PLACE FOUNDATIONS 1.Observe drilling operations and maintain complete and accurate records for each element 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata capacity. Record concrete or grout volumes 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 4. Perform additional inspections and tests in accordance with the construction documents N� 1705.9 HELICAL PILE FOUNDATIONS 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and other data as required. 2. Perform additional inspections and tests in accordance with the construction documents NQ 1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE 1. Inspection of field gluing operations of elements of the main windforce-resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system NO 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE 1.Ins ection durin weldin o erations of elements of the main windforce-resistin s stem p g g p g Y 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system N� 1705.10.3 WIND RESISTANCE INSPECTIONS 1. Roof cladding 2. Wall cladding N� 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INSPECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH AISC 341 NQ 1705.11.2 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection of field gluing operations of elements of the seismic -force resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic - force -resisting system N� 1705.11.3 COLD -FORMED STEEL LIGHT -FRAME CONSTRUCTION SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection during welding operations of elements of the seismic -force -resisting system 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic -force -resisting system TYPE OF INSPECTION PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS PERIODIC P4 P4 info@b2engineers.com 425-318-7047 (0) 425-318-0031 (G) �5�, g�� P of wasy� `�.A �`� Nc , i � �: o � 2 ��=- U' ` d F ��'� �rURA L ECG\ �� SSrONAL EN� P4 LEVEL 8 - P4 LEVEL C -CONTINUOUS LEVEL 8 - P4 LEVEL C -CONTINUOUS CONTINUOUS P4 JAU REQU I-LALLY LEVEL 8 -PERIODIC LEVEL C -CONTINUOUS CONTINUOUS DEC K P4 CONTINUOUS CONTINUOUS LEVEL 8 -PERIODIC LEVEL C -CONTINUOUS CONTINUOUS LEVEL 8 -PERIODIC LEVEL C -CONTINUOUS 1621 9TH AVE N LEVEL C -CONTINUOUS LEVELC-CONTINUOUS EDMONDS, WA 98020 PERIODIC P5 P5 PERIODIC PERIODIC PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS SEE SECTION 1705.2 SEE SECTION 1705.3 SEE CONST DOCUMENTS DRAWING INFO ISSUE DATE 09-05-23 SEE CONST. DOCUMENTS I ISSUED FOR REVIEW coNriNuous PROJECT N0. 23007 CONTINUOUS ENGINEER BB SEE SECTION 1705.3 SEECONST. DOCUMENTS REVISION SCHEDULE coNriNuous NO. DATE DESCRIPTION SEE CONST DOCUMENTS II CONTINUOUS P5 PERIODIC PERIODIC PERIODIC PERIODIC SEE AISC 341 GENERAL N � Sep 05 202 CONTINUOUS AND CITY OF EDMONDS P5 DEVELOPMENT SERVI S P E C I F I CAT I O��ENT PERIODIC S O PERIODIC Copyright b2 Structural Engineers 2008 FOOTING SCHEDULE ID AND TYPE SIZE COUNT AND REINFORCEMENT ID TYPE WIDTH LENGTH THICKNESS COUNT REINFORCEMENT F-1 ROUND 30" 30" 18" 3 8 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE F-2 ROUND 24" 24" 18" 3 5 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE F-3 ROUND 27" 27" 18" 2 6 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE F-4 ROUND 16" 16" 18" 2 4 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE PLAN CALLOUT AND DESCRIPTION NUMBER DESCRIPTION 1 PROVIDE SIMPSON MPBZ POST BASE (EMBEDED INTO CONCRETE) 2 PROVIDE SIMPSON CBSQ POST BASE (EMBEDED INTO CONCRETE) 3 PROVIDE SIMPSON CCO POST CAP 4 PROVIDE SIMPSON ECCQ POST CAP 5 PROVIDE SIMPSON ACE POST CAP (BOTH SIDES) 6 PROVIDE DTT1 Z TIE Qa 48" O.C. 7 NEW BEAM SHALL HAVE MIN 2 1/2" BEARING LENGTH ON INTERIOR POST PROVIDE LUS HANGER - TO EACH JOIST ALONG NEW DOUBLE RIM BOARD o N A Section A — NEW DOUBLE RIM BOARD AS A HEADER PROVIDE 2X10 LEDGER W/ SDWH27400G SCREW @ 6" O.C. STAGGERED PROVIDE LUS HANGER TO AC DEC J0 SIB T ,--� D CK SLOPE AND WATERPROOFING P ARCH. DWGS= NEW DECK JOISTS PER PLAN PROVIDE DTT1Z jl TIE @ 48" O.C. EXISTING STUD WALL TO REMAIN PROVIDE DOUBLE RIM BOARD - (FOR GUARDRAIL ATTACHMENT) W/ L70 ANGLE @EVERY JOIST NEW -£ANT. D DECK SLOPE AND - WATERPROOFING PER ARCH. DWGS PROVIDE BLOCKING BETWEEN EACH JOIST ABOVE BEAMS PROVIDE H1 TIE (OR SIMILAR) @ 32" O.C. NEW SLAB ON GRADE IN LEAU OF EXISTING, REF. TO PLAN FOR SIZE, REINFORCEMENT AND PREPARATIONS I EXISTING FOUNDATION WALL - WITH FOOTING TO REMAIN - � � III NEW POST PER PLAN _Z 0 NEW GUARDRAIL BY OTHERS L� � GUARDRAIL ATTACHMENT � PER GUARDRAIL MANUFACTURER NEW BEAM PER PLAN PROVIDE CCQ (ECCQ WHERE BEAM ENDS AT POST) POST CAP PROVIDE MPBZ POST BASE (EMBEDED INTO FOOTING) � DRAIN ROCK- n", d" � a -" a •,, aa, . J DRAIN U �� I��I �� SOIL PREPARATIONS MITI PER SCHEDULE +/- I I PER NOTES ON S-1 Section B 1 /2" = 1'-0" PROVIDE 2X10 LEDGER W/ SDWH27400G SCREW @ 6" O.C. STAGGERED —I I I" ' I I I" ' I I I" ' I I I" ' I I I" ' I I I" ' I I I- PROVIDE LUS HANGER TO EACH DECK JOIST �� DECK SLOPS AND z � � WATERPROOFING PE � + p ARCH. DWGS R P,LAN � �� iv 1 - � -CK SLOPE AND ATERPROOFING PER NCH. DWGS � `� \ NEW DECK JOISTS - PER PLAN PROVIDE LUS HANGER TO EACH DECK JOIST Section C „ 1/2 =1-0 NEW POST PER PLAN NEW GUARDRAIL BY OTHERS L� � % GUARDRAIL ATTACHMENT PER GUARDRAIL MANUFACTURER PROVIDE CCQ (ECCQ WHERE BEAM ENDS AT POST) POST CAP PROVIDE MPBZ POST BASE (EMBEDED INTO FOOTING) ° ("� �i ° DRAIN ROCK _a. - � ". U ` �- � DRAIN + I III a I I I� SOIL PREPARATIONS M PER SCHEDULE +/- +� N - NEW DECK JOISTS PER PLAN PROVIDE DTT1Z TIE @ 48" O.C. NEW SLAB ON GRADE AS ALTERNATIVE TO EXISTING, SEE PLAN FOR SIZE, REINFORCEMENT AND PREPARATIONS EXISTING FOUNDATION WALL WITH FOOTING TO REMAIN �� PER NOTES ONS-1 �� D Section D IMPORTANT NOTES ON DRAWING REVIEW, FIELD VERIFICATION, TEMPORARY SHORING AND WATERPROOFING: 1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION & NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS. 2. IN REMODEL/RETROFIT PROJECTS, CONTRACTOR MUST FIELD VERIFY &NOTIFY DESIGN TEAM/OWNER OF EXISTING MECHANICAL, PLUMBING, AND ELECTRICAL LINES THAT MAY INTERFERE WITH STRUCTURAL WORK PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS MAY NOT REFLECT ALL EXISTING FRAMING CONDITIONS DUE TO LIMITED AVAILABLE INFORMATION. 3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. 4. ENGINEER IS NOT RESPONSIBLE FOR WATERPROOFING SYSTEM OR DETAILS. CONTRACTOR/OWNER SHALL CONSULT WITH QUALIFIED PROFESSIONALS AS REQUIRED IMPORTANT NOTES ON FOUNDATION AND FRAMING: 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC MATERIALS). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE &HOEDOWN ANCHOR SIZE AND EMBEDMENT, PLEASE SEE S-XX (N/A) 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-XX (N/A) 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE MIN. 4" THICK WITH #3 AT 18" EACH WAY (AT MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. SAWCUT JOINT (1" DEEP) AT 15 FT MAX. SPACING EACH WAY SHALL BE DONE WITHIN 4 TO 12 HOURS AFTER FINISHING, DEPENDING ON WEATHER. 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES &BLOCKING AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES & BLOCKING AND AT 12" AT FIELD IMPORTANT NOTES ON TRUSS AND LUMBER PACKAGE/LUMBER PACKAGE REVIEW: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY. CONTRACTOR/ TRUSS SUPPLIER MUST SUBMIT TRUSS SHOP DRAWINGS INCLUDING TRUSS TEMPORARY/ PERMANENT BRACING PLANS FOR ENGINEER'S REVIEW 2. TRUSS FRAMING PROFILE/ LAYOUT SHOULD CONFORM TO BOTH STRUCTURAL AND ARCHITECTURAL DRAWINGS. ANY DEVIATIONS SHALL BE APPROVED BY ENGINEER/ ARCHITECT PRIOR TO TRUSS DESIGN WORK. 3. TRUSS DEFLECTION CRITERIAS: FLOOR/DECK TOTAL LOAD = L/480 ROOF TOTAL LOAD = L/240 FLOOR/DECK LIVE LOAD = L/600 ROOF SNOW LOAD = L/300 �� MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.0" IN ALL CASES 4. FLOOR/ROOF FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) MUST BE SUBMITTED FOR ENGINEER'S REVIEW PRIOR TO CONSTRUCTION FRAMING SYMBOLS_ SS24 SIMPSON WSW WOOD p CONTINOUS � STRONG WALL (24" WIDE) POST SW6 PLYWOOD Q POST STOPS � SHEARWALL �/ BELOW THIS FLOOR � POST STARTS AT A SHEARWALL HOEDOWN P THIS FLOOR � LEGEND AND NOTES info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) GJ�, e�� Q, �F WASiy� �'� �� . i • � � � y ��: `� N� F �.Sj `AU 43789 �<G� !� O� cr�RA L ENG� �� SS�ONA�. �N� JAUREQUI-LALLY DECK 1621 9TH AVE N EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 09-05-23 ISSUED FOR REVIEW PROJECT N0. 23007 ENGINEER BB REVISION SCHEDULE NO. DATE DESCRIPTION 1 Date 1 Revision 1 FRAMING PLQ�� AND D ETAI LSep 05 202 CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT S-1 Copyright b2 Structural Engineers 2008