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Killin S-dwgs 02-27-20-Updated StructuralCODE: INTERNATIONAL BUILDING CODE (IBC) 2015 LOADINGS FLOOR LIVE LOAD ..................................................... 40 PSF ROOF LIVE LOAD ..................................................... 20 PSF ROOF SNOW LOAD ..................................................... 25 PSF WIND CRITERIA BUILDING CLASSIFICATION ............................... II ULTIMATE WIND SPEED ..................................... 110 MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1.0 SEISMIC CRITERIA SEISMIC RISK CATEGORY .............................. II SPECTRAL RESPONSE COEFFICIENT, Sds .... 0.85 SPECTRAL RESPONSE COEFFICIENT, Sd1 .... 0.42 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D STRUCTURALSYSTEM STRUCTURAL DESIGN OF TWO STORY HOUSE UTILIZING CONVENTIONAL WOOD FRAMING, BEARING ON SHALLOW CONCRETE FOUNDATION 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. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW. FOUNDATION 1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY: N.A. FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED) LATERAL EARTH PRESSURE ON RETAINING WALLS N.A. 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT. DIMENSIONAL LUMBER 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF WWPA. 2. MINIMUM DIMENSIONAL LUMBER GRADES TO BE: WALL STUDS, 2X, 3 X........ DF STUD GRADE WALL PLATES, 2X, 3X........ DF STANDARD GRADE U.N.O JOISTS, 2 X 6: ............. DF #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 3. PROVIDE STANDARD CUT WASHERS FOR BOLT HEADS AND NUTS BEARING AGAINST WOOD 4. 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. ALL BEARING WALL PLATES SHALL HAVE 5/8" fd ANCHOR BOLTS PLACED A MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 4'-0" OC SPACING). PROVIDE 3" X 3" X 1/4" PLATE WASHERS AT ALL FOUNDATION SILL PLATE ANCHOR BOLTS PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. 5. BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 6. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1. 7. 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) 8. 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. 9. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. REQUIRED? (Y/N) MATERIAL / ACTIVITY EXTENT REQUIRED? (Y/N) MATERIAL / ACTIVITY EXTENT Y N 1704.2.5 Inspection of Fabricators Periodic 1705.4 Masonry Construction Verify fabrication/quality control procedures (A) Level A, B and C Quality Assurance: 15306 61 ST PLACE N E Y N 1. Verify compliance with approved submittals Periodic Y N 1705.1.1 Special Cases (work unusual in nature, including but not limited to alternative materials (B) Level B Quality Assurance: KENMORE, WA 98028 and systems, unusual design applications, materials and systems with special manufacturer's Y N 1. Verification of fm and f'AAC prior to construction Periodic requirements) (C) Level C Quality Assurance: (425) 296-2993 Y N 1. Verification of f'm and f'AAC prior to construction and for every 5,000 SF during construction Periodic Y N 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and Continuous info@b2engineers.com 1705.2 Steel Construction grout other than self -consolidating grout, as delivered to the project site Y N 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter N, Each submittal Y N 3. Verify placement of masonry units Periodic paragraph 3.2 for compliance with construction documents) (D) Levels B and C Quality Assurance: Pro'ect Contact: Y N 2. Material verification of structural steel Periodic Y N 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered to Continuous Y N 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) Continuous the project Principal: BB Y N 4. Verify member locations, braces, stiffeners, and application of joint details at each connection Periodic Y N 2. Verify compliance with approved submittals Periodic comply with construction documents Y N 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons Periodic Engineer: BB 5. Structural steel welding: Y N 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and Periodic Y N 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) Y N 5. Verify construction of mortarjoints Periodic Y N b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA Observe (4) Y N 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages Level B - Periodic tasks listed in AISC 360, Table N5.4-1) Level C - Continuous Y N c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA Observe or Perform as noted (4) Y N 7. Verify grout space prior to grouting Level B - Periodic tasks listed in AISC 360, Table N5.4-3) Level C - Continuous d. Nondestructive testing (NDT) of welded joints: see Commentary Y N 8. Verify placement of grout and prestressing grout for bonded tendons Continuous Y N 1) Complete penetration groove welds 5/16" or greater in risk category II I or IV Periodic Y N 9. Verify size and location of structural masonry elements Periodic Y N 2) Complete penetration groove welds 5/16" or greater in risk category II Periodic Y N 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural Level B - Periodic Y N 3) Thermally cut surfaces of access holes when material t > 2" Periodic members, frames, or other construction. Level C - Continuous Y N 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 Periodic Y N 11. Verify welding of reinforcement (see 1705.2.2) Continuous Y N 5) Fabricator's NDT reports when fabricator performs NDT Each submittal (5) Y N 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below Periodic WAS/, P Y N 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) Y N 40oF) or hot weather (temperature above 90oF) 13. Verify application and measurement of prestressing force Continuous �0F 2 accordance with QA tasks listed in AISC 360, Table N5.6-1) Y N 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of Continuous Y N b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) Observe (4) AAC masonry) 1) Pre -tensioned and slip -critical joints Y N 15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first 5000 Level B - Periodic 43789 Y N a) Turn -of -nut with matching markings Periodic SF of AAC masonry) Level C - Continuous o� CTURALENG Y N b) Direct tension indicator Periodic Y N 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) Continuous \�� �SS/ONAL ENG Y N c) Twist -off type tension control bolt Periodic Y N 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) Level B - Periodic Y N d) Turn -of -nut without matching markings Continuous Level C - Continuous Y N e) Calibrated wrench Continuous Y N 18. Prepare grout and mortar specimens Level B - Periodic 2) Snug -tight joints Periodic Level C - Continuous Y N c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA Perform (4) Y N 19. Observe preparation of prisms Level B - Periodic tasks listed in AISC 360, Table N5.6-3) Level C - Continuous Y N 7. Inspection of steel elements of composite construction prior to concrete placement in Observe or Perform as noted (4) 1705.5 Wood Construction accordance with QA tasks listed in AISC 360, Table N6.1 Y N 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance Periodic with Section 1704.2.5 1705.2.2 Steel Construction Other Than Structural Steel Y N 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with Periodic 1. Material verification of cold -formed steel deck: approved building plans Y N a. Identification markings Periodic Y N 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or Periodic Y N b. Manufacturer's certified test reports Each submittal staple diameter and length, number of fastener lines, and that spacing between fasteners in each line 2. Connection of cold -formed steel deck to supporting structure: and at edge margins agree with approved building plans Y N a. Welding Periodic Y N 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent Periodic Y N b. Other fasteners (in accordance with AISC 360,Section N6) restraint/bracing are installed in accordance with the approved truss submittal package Y N 1) Verify fasteners are in conformance with approved submittal Periodic KI LLI N Y N 2) Verify fastener installation is in conformance with approved submittal and manufacturer's Periodic 1705.6 Soils recommendations Y N 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. Periodic 3. Reinforcing steel Y N 2. Verify excavations are extended to proper depth and have reached proper material. Periodic RESIDENCE Y N a. Verification of weldability of steel other than ASTM A706 Periodic Y N 3. Perform classification and testing of controlled fill materials. Periodic Y N b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, Continuous Y N 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 Y N c. Shear reinforcement Continuous Y N 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly Periodic Y N d. Other reinforcing steel Periodic 4. Cold -formed steel trusses spanning 60 feet or greater 1705.7 Driven Deep Foundations Y N a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved Periodic Y N 1. Verify element materials, sizes and lengths comply with requirements Continuous truss submittal package Y N 2. Determine capacities of test elements and conduct additional load tests, as required Continuous Y N 3. Observe driving operations and maintain complete and accurate records for each element Continuous 1705.3 Concrete Construction Y N 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of Continuous Y N 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) Periodic. blows per foot of penetration, determine required penetrations to achieve design capacity, record tip 543 3RD AVE SOUTH, Y N 2. Inspection of prestressing steel installation Periodic and butt elevations and document any damage to foundation element Y N 3. Inspection of anchors cast in concrete where allowable loads have been increased per section 1908.5 or where strength design is used Continuous Y Y N N 5. For steel elements, perform additional inspections per Section 1705.2 6. For concrete elements and concrete -filled elements, additional inspections Section See Section 1705.2 See Section 1705.3 EDMONDS, WA 98020 perform per OY N 4. Inspection of anchors and reinforcing steel post -installed in hardened concrete: Per research Periodic or as required by the research report issued by an 1705.3 reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning approved source Y N 7. For specialty elements, perform additional inspections as determined by the registered design In accordance with construction documents procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment professional in responsible charge and tightening torque Y N 8. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents Y N 5. Verify use of approved design mix Periodic Y N 6. Fresh concrete sampling, perform slump and air content tests and determine temperature of Continuous 1705.8 Cast -in -Place Deep Foundations concrete Y N 1.Observe drilling operations and maintain complete and accurate records for each element Continuous Y N 7. Inspection of concrete and shotcrete placement for proper application techniques Continuous Y N 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if Continuous Y N 8. Inspection for maintenance of specified curing temperature and techniques Periodic applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata capacity. 9. Inspection of prestressed concrete: Record concrete or grout volumes Y N a. Application of prestressing force Continuous Y N 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 See Section 1705.3 Y N b. Grouting of bonded prestressing tendons in the seismic -force -resisting system Continuous Y N 4. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents 10. Erection of precast concrete members Y N a. Inspect in accordance with construction documents In accordance with construction documents 1705.9 Helical Pile Foundations Y N b. Perform inspections of welding and bolting in accordance with Section 1705.2 In accordance with Section 1705.2 Y N 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and Continuous Y N 11. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete Periodic other data as required. and prior to removal of shores and forms from beams and structural slabs Y N 2. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents Y N 12. Inspection of formwork for shape, lines, location and dimensions Periodic Y N 13. Concrete strength testing and verification of compliance with construction documents Periodic 1705.10.1 Structural Wood Special Inspections For Wind Resistance Y N 1. Inspection of field gluing operations of elements of the main windforce-resisting system Continuous Y N 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main Periodic 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 interest 1705.10.2 Cold -formed Steel Special Inspections For Wind Resistance must be disclosed to the Building Official prior to commencing work. The qualifications of the Y N 1.Inspection during welding operations of elements of the main windforce-resisting system Periodic Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official Y N 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the Periodic and/or the Design Professional. main windforce-resisting system DRAWING INFO 2. The list of Special Inspectors may be submitted as a separate document, if noted so above. 1705.10.3 Wind -resisting Components Y N 1. Roof cladding Periodic 3. Special Insepctions as required by Section 1704.2.5 are not required where the fabricator is Y N 2. Wall cladding Periodic ISSUE DATE 02-27-20 approved in accordance with IBC Section 1704.2.5.2 Y N 1705.11.1 Structural Steel Special Inspections for Seismic Resistance In accordance with AISC 341 4. Observe on a random basis, operations need not be delayed pending these inspections. Inspection of structural steel in accordance with AISC 341 ISSUED FOR PERMIT Perform these tasks for each welded joint, bolted connection, or steel element. 1705.11.2 Structural Wood Special Inspections for Seismic Resistance 5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator Y N 1. Inspection of field gluing operations of elements of the seismic -force resisting system Continuous PROJECT NO.17045 when approved by the AHJ. Refer to AISC 360, N7. Y N 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic -force- Periodic resisting system ENGINEER gg CONCRETE 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 Periodic 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS Y N 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the Periodic REVISION SCHEDULE EXCEPT AS MODIFIED BELOW: Y N seismic -force -resisting system ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" 1705.11.4 Designated Seismic Systems Verification NO. I DATE =DESCRIPTION ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" Inspect and verify that that the component label, anchorage or mounting conforms to the certificate of Periodic ACI-305R - "HOT WEATHER CONCRETING" compliance in accordance with Section 1705.12.3 ACI-306R - "COLD WEATHER CONCRETING" ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" 2. CONCRETE MIX SPECIFICATIONS LOCATION COMP. SRENGTH W/C RATIO AIR CONTENT REMARK FOOTING 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) SLAB ON GRADE 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) TOPPING N.A. a. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE ± 1 % AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. (AFTER PUMPING IF APPLICABLE). ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE AN APPROVED ADMIXTURE TO ENTRAIN AIR - 5% TOTAL AIR REQUIRED. CONCRETE THAT CAN BE SUBJECTED TO FREEZING AND THAWING DURING CONSTRUCTION SHALL BE AIR ENTRAINED. SHEET NUMBER S-0 DRAWING LIST SHEET NAME GENERAL NOTES ISSUE DATE 02-27-20 S-1 FRAMING PLANS 02-27-20 S-2 FRAMING PLANS 02-27-20 S-3 FRAMING PLANS 02-27-20 S-4 FRAMING PLANS 02-27-20 02-27-20 S-5 FRAMING DETAILS S-6 FRAMING DETAILS 02-27-20 GENERAL NOTES S-0 Copyright b2 Structural Engineers 2008 Grand total: 7 4X4 PT POSTS WITH W�wml T» 0 4X4 PT POSTS WITH 18" DIAMETER X 18" DEEP FOOTINGS FOUNDATION PLAN 1 /4" = 1'-0" 4"X24"X10" OOTING (F1-1) 24"X24"X10" FOOTING (F1-1) 4X4 9 i S-5 1'-6 I,—■��u.L��w 15306 61 ST PLACE NE KENMORE, WA 98028 00 (425) 296-2993 LSTHD8RJ _ LSTHD81RJ STHD14 info@b2engineers.com - (O zo 1 Project Contact: Principal: Checker Engineer: BB 24"X24"X10" FOOTING (F1-1) 5 S! LSTRJ 00 HD8 I LSTHD8 STHD14 10 S-5 r n n zl — — — — — — — IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 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, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 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 4" CONCRETE SLAB WITH #3 AT 18" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 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" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: SIMPSON WSW STRONG (p CONTINOUS SS24 WALL (24" WIDE) POST SW6 PLYWOOD © POST STOPS SHEARWALL b BELOW THIS FLOOR POST STARTS AT A SHEARWALL HOLDOWN P' THIS FLOOR n LEGEND AND NOTES 1 /411 = 1'-011 *Y\x\ B q Q, pF WASy7 S `! • 2 43789 �CTURA L ENGNG�C�� SS/ONAL E KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER BB REVISION SCHEDULE NO. i DATE I DESCRIPTION FRAMING PLANS S-1 Copyright b2 Structural Engineers 2008 SEE INS' DETAIL (2) 2X8 PT 4X8 PT MAIN FLOOR 1 /4" = 1'-0" J I rlu-IUKJ a I nu lumi 7 IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 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, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 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 4" CONCRETE SLAB WITH #3 AT 18" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 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" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: 15306 61 ST PLACE NE KENMORE, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: BB Engineer: BB Q, pF WAgy7 S 0 � � 2 �.Sj 'SSG 43789 �O� c;'URA L SS/ONAL E KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER BB REVISION SCHEDULE NO. i DATE I DESCRIPTION SIMPSON WSW STRONG p CONTINOUS <A WALL (24" WIDE) POST SW6 PLYWOOD POST STOPS SHEARWALL BELOW THIS FLOOR FRAMING PLANS POST STARTS AT A 1 SHEARWALL HOLDOWN THIS FLOOR LEGEND AND NOTES 1/4" = 1'-0" S-2 A TBC D E 1 UPPER FLOOR 1 /4" = 1 '-0" IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 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, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 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 4" CONCRETE SLAB WITH #3 AT 18" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 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" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: 15306 61 ST PLACE NE KENMORE, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: Checker Engineer: BB 6�\ e'q P of wasy� `r.A Q- �.A �'PL 43789 O CTURALENGN� �SS/ONAL E G KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER gg REVISION SCHEDULE NO. i DATE I DESCRIPTION SSI SIMPSON WSW STRONG WALL (24" WIDE) p CONTINOUS POST SW6 PLYWOOD T POST STOPSSHEARWALL BELOW THIS FLOOR FRAMING PLANS JA POST STARTS AT I SHEARWALL HOLDOWN P THIS FLOOR n LEGEND AND NOTES1/411 S-3 Copyright b2 Structural Engineers 2008 1.5 ROOF LEVEL 1/4" = 1'-0" IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 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, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 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 4" CONCRETE SLAB WITH #3 AT 18" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 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" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: 15306 61 ST PLACE NE KENMORE, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: BB Engineer: BASRI �Y'?,\ of WASy/ S� • 2 Q- �,A �G 43789 c�URA L ENG\ NAL ENG KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER BASRI REVISION SCHEDULE NO. DATE I DESCRIPTION SS24 SIMPSON WSW STRONG WALL (24" WIDE) p CONTINOUS POST SW 6 PLYWOOD SHEARWALL I POST STOPS BELOW THIS FLOOR FRAMING PLANS STARTS AT A SHEARWALL HOLDOWN THIS LEGEND AND NOTES 1 /4„ = 1'-011 S-4 Copyright b2 Structural Engineers 2008 HOLDOWN STRAP PLYWOOD & - NAILING PER SHEARWALL SCHEDULE 2X6 AT 16" FLOOR JOIST PER PLAN ROOF TRUSSES 8d AT 6" PER PLAN TRUSS OUTRIGGER 2X6 AT 24" PLYWOOD & NAILING PER SHEARWALL SCHEDULE LUS HANGER 2X6 AT 24" — JOIST BLOCKING FLOOR SHEATHING AND NAILING PER PLAN ° PT PLATE WITH TRUSS BLOCKING 5/8"X9" ANCHOR BOLT BETWEEN TRUSSES a AND BP1/2 WASHER (PROVIDE BY TRUSS H2.5 TIE AT PT 2X LEDGER PER SCHEDULE SUPPLIER ) EACH TRUSS BC POST CAP WITH 3/8"X6" -_ SHEATHING & LEDGERLOK AT 12" 3" ° NAILINGPT 4X4 PLATE WITH °- 44 AT 16" E.W. PER SCHEDULE 5 8' X9" ANCHOR BOLT BEAM PER PLAN - ABU POST BASE AND BP1/2 WASHER Q - WITH 5/8"X3" PER SCHEDULE 2X4 LUMBER ° WEDGE ALL STRAP (BOTH - ANCHOR #4 AT 12" E.W. SIDES OF POST) - n a - 4X4 PT POST A34 CLIP (BOTH SIDES) HOLDOWN 2X6 AT 16" STRAP SLAB ON GRADE a PT PLATE Q FLOOR JOIST REINFORCEMENT PER PLAN o °"° - " a WITH (2) 3/8"X6" (2) #5 1' - 6" PLYWOOD & PER PLAN a WEDGE ALL NAILING PER U SHEARWALL Co SCHEDULE 1' - 6" n Detail 0 n Detail 20 �' 3/4" = 1'-0" PROVIDE BLOCKING 10d AT 6" O.C. SHIM AS REQUIRED LTP4 PER FLOOR JOIST SHEARWALL SCHEDULE 2X AT 16" 14 Detail 12 U 3/4" = 1'-0" ROOF SHEATHING AND NAILING PER 8d AT 6" PLAN TRUSS OUTRIGGER 2X6 AT 24" ROOFTRUSS PER PLAN GABLE END TRUSS LTP4 PER SCHEDULE 10d AT 6" AT EDGES HOLDOWN STRAP PER PLAN WALL SHEATHING AND NAILING PER SCHEDULE 2X6 STUD WALL AT 16" PT PLATE WITH 5/8"X9" ANCHOR BOLT AND BP1/2 WASHER PER SCHEDULE - d 9 #4 AT 16" E.W. 8„ (2)#5 1,_6„ M Detail 1 3/4" = 1'-0" ROOF TRUSSES AT 24" 8d AT 6" TRUSS OUTRIG,3ERR A 2X6 AT 24" TRUSS BLOCKING (PROVIDED BY TRUSS SUPPLIER) LTP4 TIE PER H2.5 TIE AT SCHEDULE EACH TRUSS SHEATHING & NAILING PER SCHEDULE FLOOR JOIST, SHEATHING AND NAILING PER PLAN HOLDOWN STRAP PT PLATE WITH 5/8"X9" ANCHOR BOLT AND BP1/2 WASHER PER SCHEDULE d _ #4 AT 16" E.W. -4 4 o J 8„ M Detail 13 (2) #5 6" HEADER PER SCHEDULE 2X4 AT 24" •MUM= noff i-wii�ii�i ..•.••••..•.•• I rI n 'w"' m 'w'm w -W •. •. ........... 9- 3/4" = 1'-0" BLOCKING JOIST JOIST AND BLOCKING BEAM PER PLAN A34 CLIP (BOTH SIDES) 4X4 POST A34 CLIP 2X8 PT PLATE (BOTH SIDES) (12" LONG) WITH -4 (2) 3/8"X4" WEDGE ALL ANCHOR AT 8" 3-#4 E.W M 0 J U 0" SQUARE n Detail 5 3/4" = V-0" 2X6 CANT. AT 24" GABLE END TRUSS LTP4 PER SHEARWALL SCHEDULE NEW PLYWOOD SHEATHING PER SCHEDULE Detail 8 3/411 = 1'-0" HEADER PER PLAN D 2X6 CANT. AT 24" GABLE END TRUSS LTP4 PER - SHEARWALL SCHEDULE NEW PLYWOOD SHEATHING PER SCHEDULE I 8d AT 6" 10d AT 6" HEADER PER SCHEDULE 15306 61 ST PLACE NE KENMORE, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: Checker Engineer: BB Q, of wasy/ S•A o �'P 43789 �0, GCTURAL EN�'� /ONAL EN� 8d AT 6" PROVIDE 2X6 AT 16" 2X6 AT 16" #4 AT 12" E.W. - PAVEMENT 2X4 AT 24" BLOCKING BLOCKING OUTRIGGE NAILING PER �,, LSL RIM SHEATHING AND NAILING BLOCKING SLOPE DRAINAGE R. SHEARWALL PER SCHEDULE AT 48" ROCK SCHEDULE �, TENSION STRAP PER 8" PLAN LVL OR LSL °• RIM 10 MIL VAPOR— TRUSS GIRDER LUS JOIST LTP4 PER BARRIER WITH °' ° a" GABLE END TO SUPPORT HANGER SHEARWALL _ ° COMPACTED o TRUSS FLOOR JOISTS KI LLI N SCHEDULE FLOOR JOIST LTP4 PER 4�, CRUSHED ROCK SCHEDULE a NEW PLYWOOD AT 6" O.C. DIAGONAL SCREWS RESIDENCE 2X6 AT 16" 2X6 AT 16" SHEATHING -1' - 4" (2) #4 PER SIMPSON PER SCHEDULE WSW REQUIREMENT DETAIL A5 DETAIL A8 n DETAIL F1 Detail 17 Detail 9 16 U 3/4" = 1'-0" U 3/4" = 1'-0" U 3/4" = 1'-0" U 3/4" = 1'-0" U 3/4" = 1'-0" ROOF TRUSSES 8d AT 6" AT 24" TRUSS OUTRIGGER 2X6 AT 24" TRUSS BLOCKING BETWEEN TRUSSES (PROVIDE BY TRUSS SUPPLIER) LTP4 PER SCHEDULE PLYWOOD & NAILING - - PER SCHEDULE BLOCKING 8d AT 6" AT 48" O.C. H2.5 TIE 4X8 PROVIDE LUS HANGER HOLDOWN STRAP PER PLAN WALL SHEATHING AND NAILING PER SCHEDULE 3/8"X6" TIMBERLOK AT EACH STUD PROVIDE (4) 2X6 POST AT NEW 4X8 BEAM 2X6 STUD WALL AT 16" FLOOR JOIST, SHEATHING AND NAILING PER PLAN ° 4X4 POST ° PRE -FABRICATED ° STEEL RAILING & ° POST (BY OTHERS) °A35 JOIST BLOCKING CLIP (4) 3/8"X4" H2.5 TIE TIMBERLOK HU BEAM AT 48" PT PLATE WITH HANGER 5/8"X9" ANCHOR BOLT AND BP1/2 WASHER 4X4 PT POST AT 48" CONTINOUS PT PLATE WITH #4 AT 16" E.W. 5/8"X9" ANCHOR BOLT ABU 4X4 POST WITH a AND BP1/2 WASHER 1/2"X4" WEDGE PER SCHEDULE ALL ANCHOR 'j #4 AT 16" E.W. 6#4V WITH —I a ° = 2-#3 ROUND TIE I I 1 11 - - . - - a 4 N _ °- 1' - 6" (2) #5 °° N - — U 1 - 6" ROUND 8" M (2) #5 Detail 16 Detail 15 3/411 = 1'-0" 2X6 AT 16" 3/4" = 1'-0" FLAT BOTTOM TRUSS BY TRUSS SUPPLIER 8d AT 6" LTP4 TIE PER SCHEDULE ROOF OVERHANG 8d AT 6" O.C. SHEATHING AND NAILING PER PLAN NAILING & SHEATHING PER H2.5 TIE AT SHEARWALL — ROOF GABLE EACH TRUSS SCHEDULE END TRUSS PLYWOOD AND HEADER PER NAILING PER SCHEDULE SCHEDULE 17 Detail 18 3/A = 1'-0" LTP4 PER SHEARWALL SCHEDULE (AT SHEATHING JOINT ONLY) 2X6 AT 16" NAILING PER SCHEDULE 18 DETAIL A26 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER gg REVISION SCHEDULE NO. DATE DESCRIPTION FRAMING DETAILS S-5 Copyright b2 Structural Engineers 2008 ROOFTRUSS 8d AT 6" AT 24" LTP4 TIE PER SCHEDULE H2.5 TIE AT PLYWOOD & EACH TRUSS NAILING PER SHEARWALL H2.5 TIE SCHEDULE EACH TRI 8d A (PR( BLO, I I ROOF TRUSSES AT 24" I 8d AT 6" WITH BLOCKING I HEADE M SCHEE I 2-2X12 LEDGER WITH (3) 3/8"X6" LEDGERLOK AT EACH STUD TENSION STRAP 2X AT 16" PER PLAN I LSL RIM FLOOR JOIST PLYWOOD & NAILING PER SHEARWALL SCHEDULE LTP4 TIE PER SCHEDULE HOLDOWN STRAP FLOOR Jc PLYWOOD & NAILING PER 2X6 AT 16" SHEARWALL SCHEDULE 2X AT 16" 16d AT 6" FLOOR JOISTS, SHEATHING AND NAILING PER PLAN 2 ri AT - RA Trig inn LTP4 TIE PER _Jr SCHEDULE 4 PT PLATE WITH 5/8"X9" ANCHOR BOLT & BP1/2 WASHER PER SCHEDULE #4 AT 16" E.W. Qa d _ d. w J (2) #5 1- 6" Detail 4 3/411 = 1'-091 DBL STUD TRIMMER) SEE HEADEI SCHEDULE (2)2x6 SIL BLOCKING PT SILL PLATE & 5/8"X10" A.B. WITH BP WASHER AT 48" O.C. #4 AT 16" E.W. 2X6 PT WITH (2) 3/8"X6" WEDGE ALL ANCHOR AT 6" d d _ O J U p J U 245 E.W. (2) #5 8„ M 1'-6" Detail 19 3/411 = 1'-0" K4 TO MATCH REA OF TUDS ABOVE 1 1D ✓1MER AND 1 KING OR POST PER PLAN 1 OPENING HEADER 4 FT MAX. 4X8 DF #2 6 FT MAX. 4X10 DF #2 JD/PLATE ECTION, PROVIDE TOENAIL OR I END NAIL I I I I I I I I I I I 4,,,�4 POST CONTINUOUS 2'- 0" SQUARE SW SHEATHING (NOTE 14) PANEL EDGE NAILING (NOTE 4) PANEL EDGE STUDS AND BLKG ANCHOR BOLTS AT SILL PLATE (NOTE 10) TOP/SILL PLATE TO BLOCKING/ RIM (NOTE 13) BOTTOM PLATE TO BLOCKING/ RIM (NOTE 4 & 9) CAPACITY (LRFD) (SEISMIC/WIND) SW6 15/32" APA PLY 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" APA PLY 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" APA PLY 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" APA PLY 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" APA PLY 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" APA PLY 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" APA PLY 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 IMPORTANT NOTES: 1. ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. 2. NAIL SHEATHING TO INTERMEDIATE SUPPORTS AT 12" OC. 3. ALL NAILS INTO 3x MEMBERS SHALL BE STAGGERED. (2)2x STUDS MAY BE USED IN LIEU OF 3x STUDS AT PANEL JOINTS. NAIL STUDS TOGETHER W/2 ROWS 16d COMMON AT 6" O.C. AT SINGLE SIDE SHEATHING AND NAIL W/2 ROWS 16d COMMON AT 3" O.C. AT DOUBLE SHEATHED WALLS. 4. COM DENOTES COMMON NAILS. MIN. NAIL PENETRATION INTO STUDS SHALL BE 1 5/8" AT 10d NAILS. 5. FOR SHEARWALL SW4, ALL FRAMING MEMBERS RECEIVING EDGE NAILINGS FROM ABUTTING PANELS 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. 7. NARROW BLOCKING REFERS TO 1-1/2" LSL RIM OR BLOCKING. WIDE BLOCKING REFERS TO 3-1/2" LSL RIM OR BLOCKING. 8. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF WALLS NOTED ON PLAN. PROVIDE HOLDOWNS PER PLAN AT EACH END OF WALL, UNO. PROVIDE (2) 2X STUDS AT ENDS OF ALL SHEARWALL. FACE NAIL MULTIPLE STUDS WITH 16d AT 12" PROVIDE PANEL EDGE NAILING IN EACH HOLDOWN STUD AT END OF WALL. 9. STAGGER BOTTOM PLATE NAIL. 10. ALL FOUNDATION SILL PLATES SHALL BE P.T. MEMBERS AND THE ANCHOR BOLTS SHALL HAVE 1/4" x 3" x 3" ANCHOR BOLT PLATE WASHER OR SIMPSON'S BP/ BPS PLATE 11. EMBED ANCHOR BOLTS 7" MINIMUM INTO CONCRETE. 12. WHERE NOTED IN DETAILS, USE SIMPSON A35 IN LIEU OF LTP4 PLATES. SPACE AT 2/3 OF LTP4 SPACING. 13. END OF WALL ANCHOR BOLTS SHALL BE LOCATED MAX 12" AND MIN 5" FROM END OF THE PLATE. 14. SHEATHING SHALL BE RATED BY APA (AMERICAN PLYWOOD ASSOCIATION). NO SUBSTITUTION. SHEARWALL SCHEDULE 3/4" = V-0" ESR-2652 Most Widely Accepted and Trusted 16d NAILING PANEL EDGE NAILING \ 2x BOTTOM PLATE SIMPSON LTP4 t PANEL EDGE NAILING TO UPPER TOP PLATE WALL REFERENCE PER PLAN AND SCHEDULE PANEL EDGE NAILING FOUNDATION d d a 2[WSW3 — TWO-STORY STACKED ELEVATION FLOOR JOIST RIM OR BLOCKING TOP PLATE A. BOLT PER SCHEDULE 1/4"X3X3 PLATE OR SIMPSON BP/BPS PLATE P.T. SILL PLATE 2x OR 3x PER SCHEDULE 7" EMBED MIN. a Page 20 of 41 NOTES: 1, 1-"T STORY VVSW MUST BE THE SAME WIDTH AS THE 2" STORY WSW. 2, JOIST AND SHEATHING MAY BE ATTACHED TO WSVV WITH JOIST HANGER AND LEDGER, LOAD TRANSFER IS 7 H E RESPONSIBILITY OF THE DESIGN PROFESSIONAL OF RECORD, 3. WSW MULTI -STORY KIT (MSK) INCLUDES MSK BEARING BLOCK AND MSK HOLDOWN, LEGEND, • h, = i STORE' +NSW HEIGHT; TOP OF CONCRETE TO UNDERSIDE OF 18T STORY TOP PLATES (IN.) • h2 = TOTAL ASSEMBLY HEIGHT; TOP OF CONCRETE TO UNDERSIDE OF 2"" STORY TOP PLATES (IN.) 113 = h,-2" = 2'11 STORY WSVV HEIGHT; TOP OF BEARING BLOCK TD BOTTOM OF 2"c STORY TOP PLATES (IN.) + h4 = TOP OF 1 sT STORY TOP PLATES TO UNDERSIDE OF 2N13 STORY TOP PLATES (IN_) REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. FIGURE 4—STRONG-WALL WOOD SHEARWALL TWO-STORY STACKED DETAILS (2/WSW3) CMSTC16 STRAP T & B OF WINDOW OVEI SHEATHING (1 1/2" MIN OR 2" MAX FROM ROUGH OPENIN( SHEATHING AND NAILING (2) 2x6 BLKG PER SHEARWALL SCHEDULE HEADER PER OR FLAT BLOCKING ^ SCHEDULE BEHIND STRAP TYP. 2x6 FILLER TO R.O. AS REQUIRED PANEL EDGE NAILING ALONG KING STUD FULL LENGTH A -A ,) 2x6 SILL PLATE WITH ADDED FLAT BLOCKING BEHIND STRAP SHEAR WALL OPENING STRAPPING 3/4" = 1'-011 SIMPSON STRONG WALL PER PLAN N .. (2) #3 HAIRPIN SHEAR REINFORCEMENT l 1 EXTEND STRAP THE WHOLE LENGTH OF SHEARWALL 11/2"-2" CLR STRAP SILL FLAT 2x BLKG (USE 3x IF SPLITTING OCCURS SEC A -A 15306 61 ST PLACE NE KENMORE, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: Checker Engineer: BB e q 1411 Q, of wasy� S•A N � Q- �'f' 43789 <<� GCT�/RALENG\G\��� �SS/ONAL EN� CONCRETE STEMWALL KI LLI N HIGH -STRENGTH RESIDENCE COUPLER NUT (IF REQUIRED) 8„ I (8) #4 VERTICAL WSW-AB-1X36HS REBAR AT 4" O.C. BENT BAR n Detail 21 ` 3/411 — 1'-011 FOR 2x6 ANIDWIPER WALL FRAMING; CUT SLOTS IN TOP PLATES TO ALLOW MSK HOLDOWN TO PASS THROUGH. DO NOT NOTCH DOUBLE TOP PLATE. PLAN VIEW 6x FRAMING 2ND STORY STRONG -WALL" WOOD SHEARWALL PLACE 2ND STORY WSW OVERTHE MSK e HOLOOWN BOLT AND SECURE WITH HEX NUTS ... (PROVIDED). SNUG TIGHT FIT REQUIRED; ... DO NOT USE AN IMPACT WRENCH. + USE lYs" WRENCH FOR%" NUT ... • USE U$" WRENCH FOR y" NUT ... 1 8,� OR ALTERNATE wS,Prz wSwz ATTACH MSK HOLROWN TO FIRST STORY WSW PANEL USING 1Od xM" NAILS MIN. 1 ST STORY STRONG -WALL WOOD SHEARWALL. MSK • • BEARING • • BLOCK HEX NUT AND STRUCTURAL 1� WASHER Pane 21 of 41 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SECTION 4x FRAMING: SEE 6 & 71WSW2 FOR CONNECTION DETAILS SECTION 6x FRAMING: SEE 71WSW2 FOR CONNECTION DETAILS 3/WSW3 — TWO-STORY STACKED INSTALLATION FIGURE 4—STRONG-WALL WOOD SHEARWALL TWO-STORY STACKED DETAILS (Continued) (3/WSW3) 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER gg REVISION SCHEDULE NO. DATE DESCRIPTION FRAMING DETAILS TYP. WALL OPENING FRAMING -HEAVY 3/4" = 1'-0" SIMPSON WSW STRONG WALL 1 /2" = 1'-0" S-6 Copyright b2 Structural Engineers 2008