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APPROVED BLD RESUB1 BLD2023-1663+Structural+2.21.2024_5.41.09_PM+4074645INTERNATIONAL 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 ............................... ULTIMATE WIND SPEED (3 SEC GUST) MPH...... WIND EXPOSURE ........................................... TOPOGRAPHIC FACTOR, Kzt................. SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... SPECTRAL RESPONSE COEFFICIENT, Ss .... SPECTRAL RESPONSE COEFFICIENT, S1 .... SEISMIC SITE CLASS ................................. SEISMIC DESIGN CATEGORY ............................... DUCTILITY (R) ............................... METHOD AND BASE SHEAR ............................... FOUNDATION DESIGN INFORMATION 2018 CONCRETE AND REINFORCING SPECIFICATIONS STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS DRAWING LIST structural25 PSF 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS 1. ALL EXPOSED STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER E SHEET NUMBER SHEET NAME ISSUE DATE 40 PSF EXCEPT AS MODIFIED BELOW: ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95% 60 PSF ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. S-0 GENERAL NOTES AND 02-19-24 Info@b2englneers.com 100 PSF ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" "HOT 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: SPECIFICATIONS 425-318-7047 (0) 50 PSF ACI-305R - WEATHER CONCRETING" "COLD TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) S-1 FRAMING PLANS 02-19-24 40 PSF & 3000# WHEEL LOAD ACI-306R - WEATHER CONCRETING" WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 425-318-0031 (C) ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" S-2 FRAMING PLAN 02-19-24 STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy - 35 KSI.) 11 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 S-3 FRAMING DETAILS 02-19-24 BEARING BOLTS: ASTM A325 98 MPH B LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS Grand total: 4 ANCHOR BOLTS: ASTM A307 (WOOD FRAMING) 1.0 FOOTING 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING) SLAB ON GRADE 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) 11 FOUNDATION WALL 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD COLUMN NA INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 1.25 0.45 POST TENSIONED BLDG SLAB NA POST TENSIONED PARKING SLAB NA 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3. D TOPPING NA ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY D SHOTCRETE NA CERTIFIED WELDERS USING DRY E70XX ELECTRODES 6.5 WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, ELF 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING BASED ON PLATE THICKNESS. 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. 1. STRUCTURAL DESIGN, DRAINAGE, SUBGRADE PREP. SHALL COMPLY WITH SOIL REPORT NA DEEP FOUNDATION SYSTEM: NA FOOTING BEARING PRESSURE: 1500 PSF ACTIVE/PASSIVE EARTH PRESSURE: 35 PCF 2. ADDITIONAL NOTES/ REQUIREMENTS: NA 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. ------------------------- ! Please obtain a separate ! plumbing permit from the City of ! Edmonds should this permit have ! plumbing work be a part of the I scope of work that is being done._------------------------------------ WABO certified Welder required for this project. L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ! ------------------------------------ Special Inspection required for this project: 1. Post installed anchors in hardened ' concrete L----------------------------------- ALL WORK SUBJECT OBTAIN ELECTRICAL APPROVED TO FIELD PERMIT FROM PLANS MUST BE INSPECTION FOR STATE LABOR & CODE COMPLIANCE INDUSTRIES ON JOB SITE ' The following documentation shall be available on site for the building inspector: ■ COE APPROVED ARCHITECTURAL PLAN SET ■ - X - F COE APPROVED STRUCTURAL PLAN SET ; COE REVIEWED CALCULATION PACKET ENERGY CREDIT WORKSHEET - SITE PLAN ; CIVIL PLAN El■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■ .,.,.,.,.,................................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: REQUIRED? SPECIAL INSPECTIONS (PART!) TYPE OF INSPECTION NO 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 NO 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 NO 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: REQUIRED? SPECIAL INSPECTIONS (PART 2) NO 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 fAAC prior to construction (C) Level C Quality Assurance: 1. Verification of f'm and fAAC 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. Verify placement of grout and prestressing grout for bonded tendons 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 NO 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 NO 1705.6 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 NO 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 NO 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 NO 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 n1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE (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 interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) 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 NO 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 NO when approved by the AHJ. Refer to AISC 360, N7. LEGEND: NO 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 IS IN PLACE NO S VERIFY WITH SOILS ENGINEER T MATERIAL TEST REQUIRED 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 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE 1.Inspection during welding operations of elements of the main windforce-resisting system 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system 1705.10.3 WIND RESISTANCE INSPECTIONS 1. Roof cladding 2. Wall cladding 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INSPECTION OF STRUCTURAL STEEL /N ACCORDANCE WITH AISC 341 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 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 P4 PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS PERIODIC P4 P4 P4 LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS CONTINUOUS P4 LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS P4 CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS PERIODIC P5 P5 PERIODIC PERIODIC PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS SEE SECTION 1705.2 SEE SECTION 1705.3 SEE CONST DOCUMENTS SEE CONST DOCUMENTS CONTINUOUS CONTINUOUS SEE SECTION 1705.3 SEE CONST DOCUMENTS CONTINUOUS SEE CONST. DOCUMENTS CONTINUOUS P5 PERIODIC PERIODIC PERIODIC PERIODIC SEE AISC 341 CONTINUOUS P5 ♦�■0■'■♦ Bq 1 BPS of wasy� S'A Z d) Q p ��L 43789 Q� cTORA L ENG\ SS/ONAL EN ♦♦*"11 VOLPENTEST CONVERSION 802 DRIFTWOOD LN, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-19-24 SSUED FOR PERMIT PROJECT NO. 23228 ENGINEER BB REVISION SCHEDULE NO. DATE DESCRIPTION BLD2023-1663 RESUB Feb 22 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT GENERAL NOTES AND SPECIFICATIONS PERIODIC S-0 PERIODIC Copyright b2 Structural Engineers 2008 (: ) ---------------------------- TING SLAB -ON-( (NO CHANGES FOUNDATION 1IA" = 1'-n" MAIN FLOOR 1 /4" = 1'-0" 1 2 S-3 EXIST. �p oD PROVIDE EN RGED FOOTING AT EXISTING STEEL N 1' - 4" COLUMNS WI H #4 REBARS AT 12" O.C. (MAX) EACHWAY ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH in AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC 1 - 2�� MATERIALS) NEW CRAWLSPACE 4X4 F-1 4X4 EXIST. JF-1E4 . 6X6 6X6 F- ® _ EXISTING CRAWLSPACE (NO CHANGES) EXISTING CRAWLSPACE (NO CHANGES) 2 1'-6"+/- 5'-11"+/- F� 4X4 F-3 4X4 PT 4 F- P 4X4 PT 5'-11"+/- 8' - 6" +/- P - P / F- P 4X4 PT 4X4 PT 4X4 PT A El rQEXIST. P n CUT EXISTING CONTINUOUS FOOTING AS REQ'D TO ' `��' POUR NEW 6X6 17 M zo F- 4X4 PT P EXISTING CRAWLSI (NO CHANGES ISOLATED FOOTING SCHEDULE ID TYPE WIDTH LENGTH THICKNESS COUNT REINFORCEMENT DF-1 ROUND 24" 24" 18" 1 10 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE DF-2 ROUND 18" 18" 18" 9 6 - #4 VERTICAL REBARS & 2 - #3 ROUND TIE F-1 RECTANGULAR 20" 20" 10" 3 3 - #4 E.W. F-2 RECTANGULAR 28" 28" 10" 1 3 - #4 E.W. F-3 RECTANGULAR 28" 20" 10" 1 3 - #4 E.W. PLAN CALLOUT AND DESCRIPTION NUMBER DESCRIPTION 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) 2 CUT EXISTING CONTINUOUS FOOTING AS REQ'D TO POUR NEW 3 PROVIDE ENLARGED FOOTING AT EXISTING STEEL COLUMNS WITH #4 REBARS AT 12" O.C. (MAX) EACH WAY 4 EXISTING WALL TO BE REMOVED; PROVIDE TEMPORARY SHORING AS REQ'D PRIOR TO WALL REMOVAL 5 NEW PT DECK JOISTS SHALL BE CUT AT BEVEL AND ATTACHED TO DOUBLE PT RIM BOARD WITH SIMPSON LS70 ADJUSTABLE ANGLE 6 REMOVE EXISTING WINDOW SILL PLATE TO CONVERT WINDOW INTO DOOR OPENING; CONTRACTOR TO FIELD VERIFY EXISTING HEADER SIZE AND REPORT TO THE ENGINEER 7 PROVIDE SIMPSON LUS HANGER TO EACH DECK JOIST 7.1 PROVIDE SIMPSON HUS HANGER FOR BEAM TO BEAM ATTACHMENT 7.2 PROVIDE SIMPSON HUC HANGER FOR BEAM TO RIM BOARD ATTACHMENT 8 INFILL EXISTING OPENING W/ 2X STUDS @ 16" O.C. 9 FOR COMMON HEADER SIZES AND FRAMING DETAILS, SEE B/S-3 10 EXISTING PONY WALL TO BE REMOVED 11 PROVIDE 2X PT RIM BOARD, NAILED TO EXISTING RIM W/ 4" TIMBERLOK AT 16" STAGGERED OR SCREWED TO EXISTING CMU WALL WITH 1/2"X3" TITEN HD SCREWS @ 16" O.0 STAGGERED. 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. LL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS AT MIN. OF MEDIUM DENSE TIVE SOIL OR COMPACTED STRUCTURAL FILL TO AT LEAST 95% OF MAX. DRY DENSITY BASED ON ASTM D1557. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE & HOLDOWN ANCHOR SIZE AND EMBEDMENT, PLEASE SEE A/S-3 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE B/S-3 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 FRAMING SYMBOLS: SS 24 SIMPSON WSW WOOD p CONTINOUS S STRONG WALL (24" WIDE) POST SS j6 PLYWOOD POST STOPS \' SHEARWALL BELOW THIS FLOOR 1 POST STARTS AT A ` SHEARWALL HOLDOWN THIS FLOOR LEGEND AND NOTES 1/4" = 1'-0" info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) ♦*"■s# 1 A ♦ BPS of gq WSy, o `� - �� 10 d) Q p �Q� 43789 OcF CTURA L ENG\ � ♦��''♦ SS/ONAL LNG ♦_ VOLPENTEST CONVERSION 802 DRIFTWOOD LN, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-19-24 ISSUED FOR PERMIT PROJECT NO. 23228 ENGINEER BB REVISION SCHEDULE NO. DATE DESCRIPTION 1 02/16/24 1 Revision 1 RESUB Feb 22 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT FRAMING PLANS S-1 Copyright b2 Structural Engineers 2008 EXISTING ROOF BEAM TO REMAIN EXISTING ROOF RAFTERS TO REMAIN— — IMPORTANT NOTES FOR CONTRACTOR: 1. PROVIDE TEMPORARY SHORING AS NECCESSARY PRIOR TO DEMOLITION WORKS 2. NOTIFY ENGINEER OF ANY DISCREPANCY IN COMPARISON WITH STRUCTURAL DOCUMENTS AND FIELD CONDITIONS CONTRACTOR NOTES U 1 /4" = V-0" CD' UPPER FLOOR / LOWER ROOF 1/4 11-019 _ EXIE RAF 1 2 m � � • • -- info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C ) PLAN CALLOUT AND DESCRIPTION NUMBER DESCRIPTION 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) 2 CUT EXISTING CONTINUOUS FOOTING AS REQ'D TO POUR NEW 3 PROVIDE ENLARGED FOOTING AT EXISTING STEEL COLUMNS WITH #4 REBARS AT 12" O.C. (MAX) EACH WAY 4 EXISTING WALL TO BE REMOVED; PROVIDE TEMPORARY SHORING AS REQ'D PRIOR TO WALL REMOVAL 5 NEW PT DECK JOISTS SHALL BE CUT AT BEVEL AND ATTACHED TO DOUBLE PT RIM BOARD WITH SIMPSON LS70 ADJUSTABLE ANGLE 6 REMOVE EXISTING WINDOW SILL PLATE TO CONVERT WINDOW INTO DOOR OPENING; CONTRACTOR TO FIELD VERIFY EXISTING HEADER SIZE AND REPORT TO THE ENGINEER 7 PROVIDE SIMPSON LUS HANGER TO EACH DECK JOIST 7.1 PROVIDE SIMPSON HUS HANGER FOR BEAM TO BEAM ATTACHMENT 7.2 PROVIDE SIMPSON HUC HANGER FOR BEAM TO RIM BOARD ATTACHMENT 8 INFILL EXISTING OPENING W/ 2X STUDS @ 16" O.C. 9 FOR COMMON HEADER SIZES AND FRAMING DETAILS, SEE B/S-3 10 EXISTING PONY WALL TO BE REMOVED 11 PROVIDE 2X PT RIM BOARD, NAILED TO EXISTING RIM W/ 4" TIMBERLOK AT 16" STAGGERED OR SCREWED TO EXISTING CMU WALL WITH 1/2"X3" TITEN HD SCREWS @ 16" O.0 STAGGERED. .%t"'.♦ gq. BPS OF WAS,,/, S'A ♦ 1 ' Z Q- p 43789 ♦ O� cTURA L ENG� ��SS/ONAL VOLPENTEST CONVERSION 802 DRIFTWOOD LN, EDMONDS, WA 98020 IMPORTANT NOTES ON DRAWING REVIEW, FIELD VERIFICATION, TEMPORARY SHORING AND WATERPROOFING: 1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION & DRAWING INFO NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS. ISSUE DATE 02-19-24 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 ISSUED FOR PERMIT TO LIMITED AVAILABLE INFORMATION. 3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. PROJECT NO. 23228 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: ENGINEER Designer REVISION SCHEDULE CALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS AT MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL TO AT LEAST 95% OF MAX. DRY DENSITY BASED ON ASTM D1557. NO. DATE DESCRIPTION 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 1 02/16/24 Revision 1 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE & HOLDOWN ANCHOR SIZE AND EMBEDMENT, PLEASE SEE A/S-3 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE B/S-3 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 RESU B EDGES & BLOCKING AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES Feb 22 2024 & BLOCKING AND AT 12" AT FIELD CITY OF EDMONDS DEVELOPMENT SERVICES FRAMING SYMBOLS: DEPARTMENT <SS24 SIMPSON WSW WOOD ��P CONTINOUS � STRONG WALL (24" WIDE) POST FRAMING PLAN SW6 PLYWOOD P! POST STOPS SHEARWALL BELOW THIS FLOOR POST STARTS AT p SHEARWALL HOLDOWN P THIS FLOOR S-2 � LEGEND AND NOTES J 1 /4" = 1'-0" Copyright b2 Structural Engineers 2008 VI c PREMANUFACTURED GUARDRAIL, ° z GUARDRAIL ATTACHMENT PER ° g GUARDRAIL MANUFACTURER n - ° H2.5 TIE AT 32" (TYP) o PT JOISTS PT BLOCKING @ o PER PLAN EACH SUPPORT PT BEAMS PER PLAN AC POST CAP DOUBLE PT RIM (BOTH SIDES) BOARD W/ L50 —ABU POST BASE W/ 5/8" X 5 1/2" PT POST ANGLE @EACH STRONG BOLT 2 PER PLAN JOIST FOR GUARDRAIL J Lu ATTACHMENT - CO z)_ J � -U- o —VERTICAL REBARS w 0 -z- _ -PER SCHEDULE z = U cUn U u) ~—W D�E—R•SO DIAMETER aROUND L PREPARATIONS TIES PER PER SCHEDULE --PER SCHEDULE- PER NOTES ON S 1 I I I I I 1 1 1 1 Section 1 1/2" = 1'-0" A PROVIDE BLOCKING BETWEEN STUDS W/ (3)10d END/TOE NAILS @ EACH STUD PROVIDE 15/32" PLYWOOD OR & 16d @ 6" O.C. TO EXISTING BEAM OSB WALL SHEATHING (2 SIDES), NAILING PER SCHEDULE 7t, EXISTING BEAM EXISTING ROOF TO REMAIN RAFTERS TO REMAIN NEW HEADER / PER SCHEDULE I\ I I I NEW 2X6 STUD WALL @ 24" O.C. (TYP. AT EXTERIOR) PROVIDE 15/32" PLYWOOD OR OSB WALL SHEATHING, REFER TO SCHEDULE FOR NAILING RIM BOARD NEW HOLDOWN — I I EXISTING STEEL COLUMN TO REMAIN PROVIDE 2X6 PT SILL PLATE W/ 5/8"X10" A.B. WITH BP WASHER PLATE, SPACING PER SCHEDULE EXISTING PARAPET D WALL TO REMAIN S-3 _ _ _ _ _ _ _ 6f EXISTING FLOOR EXISTING BEAM _ FRAMING TO REMAIN TO REMAIN NEW STEEL HL55 ANGLE W/ BEAM PER PLAN 1/2" THRU BOLTS EXISTING STEEL — COLUMN TO REMAIN NEW POST PER PLAN PROVIDE 2X PT RIM BOARD, NAILED TO EXISTING RIM W/ 4" TIMBERLOK AT 16" STAGGERED OR SCREWED TO NEW FLOOR JOISTS, 11 EXISTING CMU WALL WITH 1/2"X3"TITENHID SCREWS @ SHEATHING AND 16"O.0 STAGGERED. NAILING PER PLAN M — EXISTING FLOOR JOISTS TO REMAIN PLYWOOD OR OSB PANEL EDGE PANEL EDGE ANCHOR BOLTS AT TOP/SILL PLATE TO BOTTOM PLATE TO CAPACITY (LRFD) TYPE SHEATHING (NOTE 7) NAILING (NOTE 4) STUDS AND BLKG SILL PLATE (NOTE 8) BLOCKING/ RIM (NOTE 9) BLOCKING/ RIM (NOTE 4) (SEISMIC/WIND) SW6 15/32" PLY/OSB ONE SIDE 10d COM AT 6" 2x 5/8" AT 36" O.C.-2x SIMPSON LTP4 AT 24" O.C. 16d COM AT 6" O.C.-NARROW 496 PLF/ 696 PLF SW4 15/32" PLY/OSB ONE SIDE 10d COM AT 4" 2x (SEE NOTE 5) 5/8" AT 24" O.C.-2x SIMPSON LTP4 AT 16" O.C. 16d COM AT 4" O.C.-NARROW 736 PLF/ 1032 PLF SW3 15/32" PLY/OSB ONE SIDE 10d COM AT 3" 3x 5/8" AT 18" O.C.-2x SIMPSON LTP4 AT 12" O.C. 16d COM AT 3" O.C.-WIDE 960 PLF/ 1344 PLF SW2 15/32" PLY/OSB ONE SIDE 10d COM AT 2" 3x 5/8" AT 12" O.C.-2x SIMPSON LTP4 AT 8" O.C. 16d COM AT 2" O.C.-WIDE 1232 PLF/ 1724 PLF SW44 15/32" PLY/OSB TWO SIDES 10d COM AT 4" 2x 5/8" AT 18" O.C.-3x SIMPSON LTP4 AT 16" O.C. B.S. (2) 16d COM AT 4" O.C.-WIDE 1472 PLF/ 2064 PLF SW33 15/32" PLY/OSB TWO SIDES 10d COM AT 3" 3x 5/8" AT 16" O.C.-3x SIMPSON LTP4 AT 12" O.C. B.S. (2) 16d COM AT 3" O.C.-WIDE 1920 PLF/ 2688 PLF SW22 15/32" PLY/OSB TWO SIDES 10d COM AT 2" 3x 5/8"AT 12" O.C.-3x SIMPSON LTP4 AT 8" O.C. B.S. (2) 16d COM AT 2" O.C.-WIDE 2464 PLF/ 3448 PLF SHEARWALL SCHEDULE NOTES: 1. ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING AT WALLS 16d NAILING PER SCHEI 2. NAIL SHEATHING TO INTERMEDIATE SUPPORTS/ FIELD NAILING 10d AT 12" O.C. PANEL EDGE 3. ALL NAILS INTO 3x MEMBERS SHALL BE STAGGERED. NAILING 10d 2x BOTTOM PLATE (2)2x STUDS MAY BE USED IN LIEU OF 3x STUDS AT PANEL JOINTS. SIMPSON STRAP NAIL STUDS TOGETHER W/2 ROWS 16d COMMON AT 6" O.C. AT SINGLE SIDE SHEATHING AND NAIL WITH 2 ROWS OF 16d COMMON AT 3" O.C. AT DOUBLE SHEATHED WALLS. PER PLAN (MIN. OF 48" LONG) 4. COM DENOTES COMMON NAILS. MIN. NAIL PENETRATION INTO PLATE, RIM OR BLOCKING SHALL BE 1 5/8". STAGGER BOTTOM PLATE NAILING SIMPSON LTP4 , OR A35 CLIP 5. FOR SHEARWALL SW4, ALL FRAMING MEMBERS RECEIVING EDGE NAILINGS FROM ABUTTING PANELS (SEE NOTE 9) FLOOR JOIST SHALL BE 3X OR (2) 2X NAILED TOGETHER WITH 16d AT 6" 6. WHERE SHEATHING IS APPLIED TO BOTH SIDES OF WALL, OFFSET PANEL EDGES TO FALL ON DIFFERENT STUDS. PANEL EDGE RIM BOARD OR BLO NAILING TO UPPER 7. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF WALLS NOTED ON PLAN. TOP PLATE PROVIDE HOLDOWNS PER PLAN AT EACH END OF WALL, UNO. DOUBLE TOP PLATE PROVIDE (2) 2X STUDS AT ENDS OF ALL SHEARWALL. FACE NAIL MULTIPLE STUDS WITH 16d AT 12" WALL REFERENCE X PROVIDE PANEL EDGE NAILING IN EACH HOLDOWN STUD AT END OF WALL. PER PLAN AND HOLDOWN PER PLAP 8. ALL FOUNDATION SILL PLATES SHALL BE PT MEMBERS AND THE ANCHOR BOLTS SHALL HAVE MIN. OF 7" SCHEDULE j SIMPSON HDU, SEEEMBED. EMBEDMENT WITH SIMPSON'S BP/ BPS WASHER PLATE. END OF WALL ANCHOR BOLTS SHALL BE DEPTH SCHI LOCATED MAX 12" AND MIN 5" FROM END OF THE PLATE. PANEL EDGE ANCHOR BOLT PER! NAILING 10d 9. WHERE NOTED IN DETAILS, USE SIMPSON A35 IN LIEU OF LTP4 PLATES SPACE AT 2/3 OF LTP4 SPACING. PLATE WASHER (NOT SIMPSON HOLDOWN SIMPSON CAST IN PLACE ANCHOR BOLTS* SIMPSON EPDXY ALL THREAD ANCHORS* FOUNDATION j4 P.T. SILL PLATE 2x OR 3 HDU2 SSTB16 (5/8"ANCHOR WITH 12 5/8" MIN. EMBED.) 5/8" (12" EMBED WITH SET-313) HDU4 SB 5/8X 24 (5/8"ANCHOR WITH 18" MIN. EMBED.) 5/8" (14" EMBED WITH SET-3G) PER SCHEDULE HDU5 SB 5/8X 24 (5/8"ANCHOR WITH 18" MIN. EMBED.) 5/8" (16" EMBED WITH SET-3G) HDU8 SB 7/8X 24 (7/8"ANCHOR WITH 18" MIN. EMBED.) 7" EMBED MIN. HDU11 SB 1X 30 (1" ANCHOR WITH 24" MIN. EMBED.) * ALL ANCHORS SHALL BE 2.5" MIN. HDU14 SB 1X 30 (1" ANCHOR WITH 24" MIN. EMBED.) FROM EDGE OF CONCRETE WALL Fr SHEARWALL SCHEDULE N.T.S. DBL STUD B�' ^`"' TRIMMER A STRAP PER PLAN PROVIDE 6"X8"X3/8" STEEL PLATE W/ BLOCKING — EXISTING STUD (2) 1/2" X 5 112" STRONG BOLT 2 #4 @ 16" O.C. (FOR EACH EXISTING STEEL COLUMN) NEW BEAM PER PLAN WALL TO REMAIN EACH WAY AC POST CAP 1/4 „(BOTHo e —CUT EXISTING CONT. FOOTING + DRAIN ROCK AS REO'D TO POUR NEW SEE HEADEF ABU POST BASE W/ 5/8" X 4" _" SCHEDULE b STRONG BOLT 2 - DRAIN— if - d U SOIL PREPARATIONS— 6" `' III _SOIL PREPARATIONS PER— ENLARGED FOOTING (BEYOND) FOR PER NOTES ON S-11PER PER �'0 2x SILL NOTES ON S-1 STEEL COLUMN SUPPORTSCHEDULE SC U= V= LEEXISTING 1'- 2— I I I I I I I I I I „#4 co: I I I - PROVIDE Section 2 BLOCKING 2 1/2° = 1,-0„ UNDER PO; I IMPORTANT NOTE: EXISTING PARAPET l NOTIFY ENGINEER OF ANY DISCREPANCY WALL TO REMAIN IN COMPARISON WITH STRUCTURAL EXISTING BEAM DOCUMENTS AND FIELD CONDITIONS TO REMAIN 5" WIDE x 1/4" THICK STEEL PLATES WELDED TO FLAT STEEL PLATE & SCREWED TO EXISTING CMU & BRICK WALLS W/ TNT18114H SCREWS @ 4" O.C. _ CONTRACTOR TO FIELD VERIFY ATTACHMENT OF EXISTING FLOOR FRAMING TO CMU WALL AND NOTIFY E.O.R. OF FINDINGS LID 1/4" 2" @ 4" 10" WIDE x 3/8" THICK FLAT STEEL PLATE NEW STEEL WELDED TO STEEL BEAM 0 0 BEAM PER PLAN 0 1/4" / STEEL BEAM SECTION v 1" = 1'-0" B TYP. WALL OPENING FRAMING N.T.S. EXTENDED 24" INTO THE FOOTING (T & B) STEP FOOTING DETAIL N.T.S. F(l(lTlr\Ir,' RFIKIF tfr, AT 19" 2x4 TO MATCH AREA OF STUDS ABOVE 2 —r (5) 16d EACH END 1 TRIMMER AND 2 KING STUD NAILED TOGETHER OR POST PER PLAN LEVEL OPENING HEADER ALL 5 FT MAX. (2)2X8 DF #2 U.N.O. NOTE: AT STUD/PLATE CONNECTION, PROVIDE (4) 8d TOENAIL OR (2) 16d END NAIL info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) )ULE ♦♦■0■'■♦ ♦♦ 3KING ♦0 \�'\ B ♦ PS of wasy/�`s'A 02 t' (FOR ■ ■ `" ACHOR ■ ■ -DULE) >CHEDULE y N — Q- ♦ �c 43789 TORA E 8) L e' ♦♦.SS/ONAL ENS♦♦ K �I►"00 VOLPENTEST CONVERSION 802 DRIFTWOOD LN, EDMONDS, WA 98020 J M DRAWING INFO ISSUE DATE 02-19-24 ISSUED FOR PERMIT PROJECT N0. 23228 ENGINEER BB REVISION SCHEDULE NO. DATE I DESCRIPTION 1 02/16/24 1 Revision 1 RESUB Feb 22 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT FRAMING DETAILS S-3 Copyright b2 Structural Engineers 2008