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REV1 APPROVED BLD BLD2023-0343+PLANS+5.17.2023_3.27.59_PM+3552161INTERNATIONAL BUILDING CODE (IBC) 2018 LOADINGS ROOF SNOW LOAD ..................................................... 25 PSF RESIDENTIAL LIVE LOAD ...................................... 40 PSF DECK, BALCONY, PLATFORM LIVE LOAD ....................... 60 PSF RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. 100 PSF OFFICE LIVE LOAD......................................................................... 50 PSF PARKING LIVE LOAD .................................. 40 PSF & 3000# WHEEL LOAD WIND CRITERIA BUILDING CLASSIFICATION ............................... II ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 98 MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1.0 SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... SPECTRAL RESPONSE COEFFICIENT, Ss .... 0.8 SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.4 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D DUCTILITY (R) ............................... 6.5 METHOD AND BASE SHEAR ............................... ELF FOUNDATION DESIGN INFORMATION 1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY: XX DEEP FOUNDATION SYSTEM: XX FOOTING BEARING PRESSURE: 2000 PSF ACTIVE/PASSIVE EARTH PRESSURE: 35 PCF 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. STRUCTURALSTEEL 7. STUD RAILS AND HEADED ANCHOR EMBED PLATES 8. WOOD FRAMING/ LUMBER PACKAGE 9. SEISMIC HOLDOWN 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. OF 5 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 NA 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. REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION 7)owlW. W cl�I` BUILDING OFFICIAL May 25 2023 APPROVED DATE ALL WORK SUBJECT APPROVED TO FIELD PLANS MUST BE INSPECTION FOR ON JOB SITE CODE COMPLIANCE ■ I ■ ■Special Inspection required for this project. Please provide the special inspection report to ■ the City Building Inspector at time of request. ■ ■ I ■ 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. DRAWING LIST SHEET NUMBER SHEET NAME ISSUE DATE S-0 GENERAL NOTES AND SPECIFICATIONS 05-15-23 S-1 BASEMENT PLAN & DETAILS 05-15-23 Grand total: 2 info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) REQUIRED? SPECIAL INSPECTIONS (PART 1) TYPE OF INSPECTION REQUIRED? SPECIAL INSPECTIONS (PART 2) TYPE OF INSPECTION At NO 1704.2.5 INSPECTION OF FABRICATORS PERIODIC NO 1705.4 MASONRY CONSTRUCTION C Verify fabrication/quality control procedures (A) Level A, B and C Quality Assurance: P �oF wASh,�S.A 1. Verify compliance with approved submittals P4 o�. N� 1705.1.1 SPECIAL CASES CONTINUOUS (B) Level B Quality Assurance: ' i (work unusual in nature, including but not limited to alternative materials and systems, unusual 1. Verification of f'm and f'AAC prior to construction PERIODIC ., design applications, materials and systems with special manufacturer's requirements) (C) Level C Quality Assurance: 1. Verification of f'm and f'AAC prior to construction and for every 5,000 SF during construction PERIODIC 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and CONTINUOUS ?&c 43789 ON grout other than sel NO 17Fabric for and erector doculments (Verify reports and certificates as listed in AISC 360, chapter EACH SUBMITTAL 33. Verify placeme tfof masonry ugnitgsout, as delivered to the project site PERIODIC ♦��SS1ONAL 10-4 N,paragraph 3.2 for compliance with construction documents D Levels B and C Quality Assurance: W p ) O Y in r- s 2. Material verification of structural steel PERIODIC 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered CONTINUOUS 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) CONTINUOUS to the project 4. Verify member locations, braces, stiffeners, and application of joint details at each connection PERIODIC 2. Verify compliance with approved submittals PERIODIC comply with construction documents 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons P4 5. Structural steel welding: 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and P4 a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) anchorages tasks listed in AISC 360, Table N5.4-1) 5. Verify construction of mortar joints P4 b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA OBSERVE (4) 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages LEVEL B - P4 tasks listed in AISC 360, Table N5.4-1) LEVEL C - CONTINUOUS c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) 7. Verify grout space prior to grouting LEVEL B - P4 tasks listed in AISC 360, Table N5.4-3) LEVEL C - CONTINUOUS d. Nondestructive testing (NDT) of welded joints: see Commentary 8. Verify placement of grout and prestressing grout for bonded tendons CONTINUOUS 1) Complete penetration groove welds 5/16" or greater in risk category III or IV PERIODIC 9. Verify size and location of structural masonry elements P4 BAU D E R 2) Complete penetration groove welds 5/16" or greater in risk category II PERIODIC 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural LEVEL B - PERIODIC 3) Thermally cut surfaces of access holes when material t > 2" PERIODIC members, frames, or other construction. LEVEL C - CONTINUOUS REMODEL 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 PERIODIC 11. Verify welding of reinforcement (see 1705.2.2) CONTINUOUS 5) Fabricator's NDT reports when fabricator performs NDT EACH SUBMITTAL (5) 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature P4 6. Structural steel bolting: below 40 F) or hot weather (temperature above 90 F) a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in OBSERVE OR PERFORM AS NOTED (4) 13. Verify application and measurement of prestressing force CONTINUOUS accordance with QA tasks listed in AISC 360, Table N5.6-1) 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF CONTINUOUS b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) OBSERVE (4) of AAC masonry) 1) Pre -tensioned and slip -critical joints 15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first LEVEL B - PERIODIC a) Turn -of -nut with matching markings PERIODIC 5000 SF of AAC masonry) LEVEL C - CONTINUOUS b) Direct tension indicator PERIODIC 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) CONTINUOUS c) Twist -off type tension control bolt PERIODIC 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) LEVEL B - PERIODIC d) Turn -of -nut without matching markings CONTINUOUS LEVEL C - CONTINUOUS e) Calibrated wrench CONTINUOUS 18. Prepare grout and mortar specimens LEVEL B - P4 1031 CAVE S 2) Snug -tight joints PERIODIC LEVEL C - CONTINUOUS , c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA PERFORM (4) 19. Observe preparation of prisms LEVEL B - P4 tasks listed in AISC 360, Table N5.6-3) LEVEL C- CONTINUOUS EDMONDS, WA 98020 7. Inspection of steel elements of composite construction prior to concrete placement in accordance OBSERVE OR PERFORM AS NOTED (4) NQ 1705.5 WOOD CONSTRUCTION with QA tasks listed in AISC 360, Table N6.1 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance PERIODIC with Section 1704.2.5 NQ 1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with P5 1. Material verification of cold -formed steel deck: approved building plans a. Identification markings PERIODIC 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail P5 b. Manufacturer's certified test reports EACH SUBMITTAL or staple diameter and length, number of fastener lines, and that spacing between fasteners in each 2. Connection of cold -formed steel deck to supporting structure: line and at edge margins agree with approved building plans a. Welding PERIODIC 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent PERIODIC b. Other fasteners (in accordance with AISC 360,Section N6) restraint/bracing are installed in accordance with the approved truss submittal package 1) Verify fasteners are in conformance with approved submittal PERIODIC 2) Verify fastener installation is in conformance with approved submittal and manufacturer's PERIODIC ND 1705.6 SOILS recommendations 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. PERIODIC 3. Reinforcing steel 2. Verify excavations are extended to proper depth and have reached proper material. PERIODIC a. Verification of weldability of steel other than ASTM A706 PERIODIC 3. Perform classification and testing of controlled fill materials. PERIODIC b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, CONTINUOUS 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of CONTINUOUS boundary elements of special concrete structural walls and shear reinforcement controlled fill c. Shear reinforcement CONTINUOUS 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared PERIODIC d. Other reinforcing steel PERIODIC properly 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 NO 1705.7 DRIVEN PILE FOUNDATIONS truss submittal package 1. Verify element materials, sizes and lengths comply with requirements CONTINUOUS 2. Determine capacities of test elements and conduct additional load tests, as required CONTINUOUS N� 1705.3 CONCRETE CONSTRUCTION 3. Observe driving operations and maintain complete and accurate records for each element CONTINUOUS 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) P1 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of CONTINUOUS DRAWING INFO 2. Inspection of prestressing steel installation PERIODIC blows per foot of penetration, determine required penetrations to achieve design capacity, record tip 3. Inspection of anchors cast in concrete where allowable loads have been increased per section CONTINUOUS and butt elevations and document any damage to foundation element 1908.5 or where strength design is used 5. For steel elements, perform additional inspections per Section 1705.2 SEE SECTION 1705.2 4. Verify use of approved design mix P1 6. For concrete elements and concrete -filled elements, perform additional inspections per Section SEE SECTION 1705.3 ISSUE DATE 05-1 5-23 5. Fresh concrete sampling, perform slump and air content tests and determine temperature of CONTINUOUS 1705.3 concrete 7. For specialty elements, perform additional inspections as determined by the registered design SEE CONST. DOCUMENTS 6. Inspection of concrete and shotcrete placement for proper application techniques CONTINUOUS professional in responsible charge ISSUED FOR PERMIT 7. Inspection for maintenance of specified curing temperature and techniques P4 8. Perform additional inspections and tests in accordance with the construction documents SEE CONST. DOCUMENTS 8. Inspection of prestressed concrete: a. Application of prestressing force CONTINUOUS NO 1705.8 CAST IN PLACE FOUNDATIONS PROJECT NO. 22273 b. Grouting of bonded prestressing tendons in the seismic -force -resisting system CONTINUOUS 1.Observe drilling operations and maintain complete and accurate records for each element CONTINUOUS 9. Erection of precast concrete members P4 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if CONTINUOUS a. Inspect in accordance with construction documents SEE CONST. DOCUMENTS applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata ENGINEER BB b. Perform inspections of welding and bolting in accordance with Section 1705.2 ACCORDING TO SECTION 1705.2 capacity. Record concrete or grout volumes 10. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete P4 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 SEE SECTION 1705.3 and prior to removal of shores and forms from beams and structural slabs 4. Perform additional inspections and tests in accordance with the construction documents SEE CONST. DOCUMENTS REVISION SCHEDULE 11. Inspection of formwork for shape, lines, location and dimensions P1 12. Concrete stren th testing and verification of compliance with construction documents P4 NO 1705.9 HELICAL PILE FOUNDATIONS NO. DATE DESCRIPTION 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque CONTINUOUS YES POST INSTALLED ANCHORS IN HARDENED CONCRETE and other data as required. Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole P2 OR AS REQUIRED 2. Perform additional inspections and tests in accordance with the construction documents SEE CONST. DOCUMENTS cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor BY THE APPROVED REPORT embedment and tightening torque NQ 1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE CONTINUOUS 1. Inspection of field gluing operations of elements of the main windforce-resisting system P5 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main INSPECTION NOTES: windforce-resisting system (1). The inspection and testing agent(s) 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 NO 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE interest must be disclosed to the BuildingOfficial prior to commencing work. The qualifications of ❑ 1.Ins ection during welding operations of elements of the main windforce-resisting system PERIODIC 9 p g g p g Y the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the PERIODIC Official and/or the Design Professional. main windforce-resisting system (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 NO 1705.10.3 WIND RESISTANCE INSPECTIONS approved in accordance with IBC Section 1704.2.5.2 1. Roof cladding PERIODIC (4). Observe on a random basis, operations need not be delayed pending these inspections. 2. Wall cladding PERIODIC 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 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE SEE AISC 341 GENERAL NOTE S when approved by the AHJ. Refer to AISC 360, N7. INSPECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH AISC 341 LEGEND: NQ 1705.11.2 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE AND C CONTINUOUS INSPECTION 1. Inspection of field gluing operations of elements of the seismic -force resisting system CONTINUOUS P1 PERIODIC INSPECTION PRIOR TO CONCRETE PLACEMENT 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic- P5 P2 PERIODIC INSPECTION PRIOR TO INSTALLATION OF ELEMENT force -resisting system SPECIFICATIONS P3 PERIODIC INSPECTION PRIOR TO USE ON PROJECT (ONCE ONLY) P4 PERIODIC INSPECTION AT LEAST ONCE ADAY N� 1705.11.3 COLD -FORMED STEEL LIGHT -FRAME CONSTRUCTION SPECIAL INSPECTIONS P5 PERIODIC INSPECTION AFTER ELEMENT IS IN PLACE FOR SEISMIC RESISTANCE S VERIFY WITH SOILS ENGINEER 1. Inspection during welding operations of elements of the seismic -force -resisting system PERIODIC S-0 T MATERIAL TEST REQUIRED 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the PERIODIC seismic -force -resisting system Copyright b2 Structural Engineers 2008 gsyartT �.vOaa6,VdTerO Co* G ZA ✓tr I 'f -A&ZIC ALA6i//i'/6 x dM 64 a G.CA.:�E BEA l7 /N G FAQ ji j/C7/V / A ,$ vA. S, /JB I't II //Z " 0 P/" I I 8 vaZLAUE �- con�c. apE'A.ti1 EXISTING JOIST AND SHEATHING TO REMAIN EXISTING BLOCKING TO REMAIN PROVIDE NEW 2X12 JOIST I / BLOCKING (NAILED TO EXISTING) STEEL CHANNEL EXISTING 6X10 SHOULD BE TIGHT BEAM TO REMAIN AGAINST THE JOIST 4 8., 4• I 4" i 6" 14" 6` W. 4" � 6" 4r -1 '¢" 6 i-¢-k- AND BLOCKING ITHR EEXI TIN Di'AI L i-1 )ETA/L. 2- 2 Dc j ,4/L 3-3 DE7A/L 4-4 DEj,4/L 5-5 DETAIL (o- 6 WBEAM WITH C8X11.5 NEW STEEL D Y � � •4 [ L CHANNEL; PROVIDE 5/8" THRU -- -_ -- - -- ----- - --- - .. _...- - --__ - -- ----.. _._� --- ..-- - --__--- __--- _-- -..-.-----------_.--___-_-_ _.. BOLT AT 12" WITH WASHER g , _ STAGGERED 16 MAX. HOLE) /®' 4. -- - - -- - --- -- -- -- -- -- - - - --- - - -- . -_-__ _ - -_ -_-_ - - - -�„.s EXISTING POST TO BE - -' /- ' _ _. _.—.� _ __ - K - -- REMOVED PROVIDE NOTES: -- .• 5 4 5 4 .� 4 2- /D �1 2 5,g 5- 4 5' 4 5- G' Z .6-.. TEMP. SHORING AND 5/8"X4" LAG BOLTS CAN BE USED IN LIEU Z o - - -- j'- - -E 2'8�- - ; JACKING AS REQUIRED) OF THRU BOLTS, WHERE THE EXISTING BEAM IS NOT ACCESIBLE I f SECTION 1 B c� I I — — - - -� I I --- -- _ _-- i a:/NE OF P.¢O E' `J:�%,/ AJ'SQVE ' � - � _-_ � A e i y---�-------- i I t• l�Uf{� pAVJN I I (o /25/N p0AZCED CCwC. WAL[- I 1 5/M7L4jZ M - - -- - - - - - - - - __ - -- - .� - I } W-*+ - - - I- L ¢'x /O" GEA•+1 ?yE/z L J " EXISTING JOIST AND 'K sMse,ru.Na' 1 I _ -- --- .. - - - - -- -- - -.-- -- --- { c,h ! SHEATHING TO REMAIN Y Al tiI �' z 2_1_ 2 I N i I I x L I O - I I C REC,2FA 86D 2bOn�r ' ED Rog Old _i' .o !►) b _!':0Al—J200M_' /Q¢_ , .l I / a 2 �) I+� - , 2yy' ! -• �I 1/ ! I h I I 1 ..\ .6E•:,lti.vB .mod tV ; Gn' ai�1 r1 .• ,r ---- -- c / PROVIDE NEW 2X12 JOIST 14 BLOCKING (NAILED TO EXIS TING) 2 EXISTING BLOCKING / \ TO REMAIN 5 E 0 P 107 I I N _ NEW FOOTING �� i .' I STEEL CHANNEL SHOULD BE f sr vs s�n¢.n+G /%�7�T� „ -- �<.. - - S C S OU f I 1 I-.s- 3 2.5'X2.5'X10" WITH 4 #5 I �, (- _ __----__-� -.-- - _ __ -- _----__-- - TIGHT AGAINST THE JOIST I, � ' E.W. T � • .: a d -•a.� - - _ ..� -- --, _ -- � AND BLOCKING a o EXISTING 6X10 BEAM TO REMAIN REINFORCE EXISTING BEAM 4oJ s,.E-v v 1� 20!/: I /N ?C!/,4tB/A/G j t �''F` r ,-)Q READING .�A=�[r/GN! WITH C8X11.5 NEW STEEL - CHANNEL; PROVIDE 5/8" THRU BOLT AT 12" WITH WASHER �h- -oF -- --- ; 1 - r-rJ: T. �?.. -_ :. --- --- STAGGERED (9/16" MAX. HOLE) _ I �. }- a Ti !_J EXISTING POST AND I o II f3A r u „ 105 T -- PROVIDE C8X11.5 -� I I CONNECTION TO NOTES: -- I '' I _.._----a // , . REINFORCING � REMAIN 5/8 X4' LAG BOLTS CAN BE USED IN LIEU CHANNEL TO --_ 1 °� I i OF THRU BOLTS, WHERE THE EXISTING � I� '- , ' S-1 - - - t - 2 EXISTING BEAM 6X10 ��. �i, ! I NON -SHRINK GROUT PACKED BEAM IS NOT ACCESIBLE / S-1 BOVE (B-1) i'- �; - s I �f I i UNDER THE EXISTING BASE __- -� _ _ ! �; I PLATE (8"X8"X1"THICK) 17FlurfNeffi, ! GNcY,YCA V Q CUT EXISTING SLAB ON GRADE TO BEARJti •s pae �,1 ' I 8 I i� I --- - �, I�' #4X12" REBAR (TOTAL OF 8) POUR NEW FOOTING 2500 PSI . ppvlL /'--24'x Lo- ( ) 6 TP, RA 6 E I 4 " aN e. 6 L A 43 O �F- AND NEW CONCRETE EXISTING FOOTING SHALL BE r- I I 61 G a2 ,4 Y E L < L ENCASEMENT FOR COLUMN REMOVED. PROVIDE VAPOR BARRIER 5_9 _G'o" 1'-4- I_.--�.------ ENCASEMENT �0'I 1,4Z 7. M- AND SEALANT AS REQUIRED .g\ (� I -� 2�7 /i- s.d. I; -a p a• c _ J', 1 .. - A . i s •! q t , .Q . y, I I i • d ° C.0 BED J20oM 03 ,-- ' I I , ^ I a^ d •, a° d e•� .• ,Q' ,°_ ;a• ° 'ad°,, tl °a °`°- .ad ,°. a d'a a -O % I �'4PLv �N I Ij t--t (All .lklA +4s F[R`------------i a� �- I --� , ' l T"-i — - - -- ..; .;•.,., �.. s °— —O. a d . r T 6� L� 1 j 1 1. _ SIL. a.� • tz,'.,.a� .. �'_."�.'.'.•.:'�el f�: �.— LJ - L ,—I lip.' L,].1 1 -- _ ,_ -- — —®' a•._ .'�, a, °;,° e,°'; a .-ice I r0or.,vvs q I u - �9 ¢ ° ; �o r,/vti L'Jo.4N / - i - 2 /2" Imo_` P �2 j 4 " a d a M ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH IN. OF MEDIUM DENSE NATIVE SOIL OR m D 2' 5" SQUARE I OMPACTED STRUCTURAL FILL (NO SOFT OR ORGAN Z I j 11 3 -I#5 E.W. MATERIALS). GEOTECHNICAL ENGINEER MAY B I i I _ REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. ! tJ ��° , " �= 2 o = 6, SECTION 2 " /5 =/a Ig" 5'-/%Z" �c'4" ,g',¢" 5 /� 5-0/2 5 ¢ 4 -_ "lO �� 9 o/ ,�E/ /Y F o,e c INC, n/o ; 6 - /, r)p'P/C 4 _ L/55 3/�' ; &'ir3'QC. I102/Zcl"7A LY �jNO {/E2 T/�A1GLrGaN ,4LL CONC. WALL$ j- Ae. NCrFP. A 2,C 55I D i IVCE r OQ L AP Ho2i Z, ,8�0p5 1'6" T l"6r s ,Ae e poueEe RX/04 `✓1 Q C M 2 S A �xl jO+C• aPU/Y'' yp DAN F.IL1....E1 \, A! ��1 �,.j �:iIrCoPrv�5s, i�i 420 BALL ST. E;✓v;0 N!ntF_ r ,2/CNA Z O .sTE /Z /V /19E 9/ TL.a" 4 ./,4ME5 N 2EiG F Of waste`'" s/ERED pRG�� 3,4 S E Mg N i (L able- ANC BASEMENT PLAN N.T.S. info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) �P5 of Msy/ S'.A �+fj PG 43789 RA L le /ONAL EN� BAUDER REMODEL 1031 C AVE S, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 05-15-23 ISSUED FOR PERMIT PROJECT N0. 22273 ENGINEER BB REVISION SCHEDULE NO. DATE DESCRIPTION REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BASEMENT PLAN &DETAILS S-1 Copyright b2 Structural Engineers 2008