APPROVED BLD BLD2024-1376+Structural Plans+10.18.2024INTERNATIONAL BUILDING CODE (IBC) 2021 CONCRETE AND REINFORCING SPECIFICATIONS STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS DRAWING LIST structural
LOADINGS 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 SHEET NUMBER SHEET NAME ISSUE DATE •
ROOF SNOW LOAD ..................................................... 25 PSF ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95%
RESIDENTIAL LIVE LOAD ...................................... 40 PSF EXCEPT AS MODIFIED BELOW: ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. S-0 GENERAL NOTES AND 08-07-24
DECK, BALCONY, PLATFORM LIVE LOAD ....................... 60 PSF ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" info@b2engineers.com
RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. 100 PSF ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" -- SPECIFICATIONS
ACI305R "HOT WEATHER CONCRETING" 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: 425-318-7047 (0)
OFFICE LIVE LOAD......................................................................... 50 PSF TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) S-1 FRAMING PLANS 08-07-24
PARKING LIVE LOAD .................................. 40 PSF& 3000# WHEEL LOAD ACI-306R - "COLD WEATHER CONCRETING" WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 425-318-0031 (C)
ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy = 35 KSI.) S-2 FRAMING DETAILS 08-07-24
WIND CRITERIA
BUILDING CLASSIFICATION ............................... H 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 Grand total: 3
BEARING BOLTS: ASTM A325
ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 98 MPH SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS
WIND EXPOSURE ........................................... B LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS ANCHOR BOLTS: ASTM A307 (WOOD FRAMING)
TOPOGRAPHIC FACTOR, Kzt................. 1.0 FOOTING 3000 PSI (DESIGN BASED ON 2500 PSI CONCRETE) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING)
SEISMIC CRITERIA SLAB ON GRADE 3000 PSI (DESIGN BASED ON 2500 PSI CONCRETE) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD
SEISMIC RISK CATEGORY ............................... H FOUNDATION WALL 3000 PSI (DESIGN BASED ON 2500 PSI CONCRETE) INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
SPECTRAL RESPONSE COEFFICIENT, Ss.... 1.25 COLUMN NA
SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.45 POST TENSIONED BLDG SLAB NA 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3.
SEISMIC SITE CLASS ................................. D POST TENSIONED PARKING SLAB NA ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY
SEISMIC DESIGN CATEGORY ............................... D TOPPING NA
SHOTCRETE NA CERTIFIED WELDERS USING DRY E70XX ELECTRODES
DUCTILITY (R) ............................... 6.5 WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES,
METHOD AND BASE SHEAR ............................... ELF 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING BASED ON PLATE THICKNESS.
FOUNDATION DESIGN INFORMATION 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: XX REQUIRED? SPECIAL INSPECTIONS (PART 1) TYPE OF INSPECTION REQUIRED? SPECIAL INSPECTIONS (PART2) TYPE OF INSPECTION
FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED) ■ 1704.2.5 INSPECTION OF FABRICATORS PERIODIC 1705.4 MASONRY CONSTRUCTION
ACTIVE/PASSIVE EARTH PRESSURE: 35PCF ;The following documentation shall be available on NO NO
- site for the building inspector: � Verify fabrication/quality control procedures (A) Level A, B and C Quality Assurance:
2. ADDITIONAL NOTES/ REQUIREMENTS: ■ g p 1. Verify compliance with approved submittals P4
NA N� 1705.1.1 SPECIAL CASES CONTINUOUS (B) Level B Quality Assurance:
■ 1 (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
GENERAL CONDITIONS ; design applications, materials and systems with special manufacturer's requirements) (C) Level C Quality Assurance:
- ❑x COE APPROVED ARCHITECTURAL PLAN SET ! 1. Verification of f'm and f'AAC prior to construction and for every 5,000 SF during construction PERIODIC
1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE ■ 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and CONTINUOUS
STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING ; ❑ COE APPROVED STRUCTURAL PLAN SET NO 1705.2 STEEL CONSTRUCTION grout other than self -consolidating grout, as delivered to the project site
WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE - 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter EACH SUBMITTAL 3. Verify placement of masonry units PERIODIC
CONDITIONS BEFORE STARTING WORK. ■ ❑ COE REVIEWED CALCULATION PACKET N, paragraph 3.2 for compliance with construction documents) (D) Levels B and C Quality Assurance:
2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING - 2. Material verification of structural steel PERIODIC 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered CONTINUOUS
DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ■ 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) CONTINUOUS to the project
❑ ENERGY CREDIT WORKSHEET 4. Verify member locations, braces, stiffeners, and application of joint details at each connection PERIODIC 2. Verify compliance with approved submittals PERIODIC
ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. ; Y pp 1 Y p pp
3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND - ! comply with construction documents 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons P4
TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE ■ ❑ SITE PLAN 5. Structural steel welding: 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and P4
STRINGENT REQUIREMENT SHALL APPLY. ; a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) anchorages
4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION - ❑ CIVIL PLAN tasks listed in AISC 360, Table N5.4-1) 5. Verify construction of mortar joints P4
SHALL BE THE SAME AS FOR SIMILAR WORK. ■ 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
5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON - F]tasks listed in AISC 360, Table N5.4-1) LEVEL C - CONTINUOUS
THESE DRAWINGS. ■ 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
6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ; ❑ tasks listed in AISC 360, Table N5.4-3) LEVEL C - CONTINUOUS
ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE - ! d. Nondestructive testing (NDT) of welded joints: see Commentary 8. Verify placement of grout and prestressing grout for bonded tendons CONTINUOUS
STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 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 R I G S BY
7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY 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
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ) Y
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND 3 Thermal) cut surfaces of access holes when material t > 2" PERIODIC members, frames, or other construction. LEVEL C - CONTINUOUS
PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS 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 ELEVATOR
DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 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
8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE 6. Structural steel bolting: below 40 F) or hot weather (temperature above 90 F) ADDITION
GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 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
9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP 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
ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH b. Inspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) OBSERVE (4) of AAC masonry)
THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC) CITY O F EDMONDS 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
AND STANDARDS REFERENCED THEREIN. a) Turn -of -nut with matching markings PERIODIC 5000 SF of AAC masonry) LEVEL C - CONTINUOUS
10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT b) Direct tension indicator PERIODIC 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) CONTINUOUS
BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR BUILDING DIVISION 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
SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. d) Turn -of -nut without matching markings CONTINUOUS LEVEL C - CONTINUOUS
11. STRUCTURAL ENGINEER WILL PERFORM PERIODIC STRUCTURAL OBSERVATION DURING e) Calibrated wrench CONTINUOUS 18. Prepare grout and mortar specimens LEVEL B - P4 21813 86TH PLACE
CONSTRUCTION OF STRUCTURAL MEMBERS AND REVIEW OF REQUESTED SUBSTITUTIONS 2) Snug -tight joints PERIODIC LEVEL C - CONTINUOUS
APPROVED PLAN 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
SHOP DRAWINGS AND SUBMITTALS: tasks listed in AISC 360, Table N5.6-3) LEVEL C - CONTINUOUS WEST, EDMONDS, WA
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
THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL. 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 98026
CONTRACTOR SHALL ALLOW SUFFICIENT TIME FOR STRUCTURAL ENGINEER'S REVIEW: with Section 1704.2.5
1. SLAB CONDUIT LAYOUT 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
2. CONCRETE OR MASONRY MIX DESIGN 1. Material verification of cold -formed steel deck: approved building plans
3. CONCRETE OR MASONRY REINFORCING a. Identification markings PERIODIC 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail P5
4. CONCRETE POST TENSIONING SYSTEM b. Manufacturer's certified test reports EACH SUBMITTAL or staple diameter and length, number of fastener lines, and that spacing between fasteners in each
4. FORMWORK 2. Connection of cold -formed steel deck to supporting structure: line and at edge margins agree with approved building plans
5. CONCRETE CURING PROCEDURE a. Welding PERIODIC 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent PERIODIC
6. STRUCTURAL STEEL b. Other fasteners (in accordance with AISC 360,Section N6) restraint/bracing are installed in accordance with the approved truss submittal package
7. STUD RAILS AND HEADED ANCHOR EMBED PLATES 1) Verify fasteners are in conformance with approved submittal PERIODIC
8. WOOD FRAMING/ LUMBER PACKAGE 2) Verify fastener installation is in conformance with approved submittal and manufacturer's PERIODIC NIQ 1705.6 SOILS
9. SEISMIC HOLDOWN SYSTEM SUCH AS SIMPSON PRODUCTS 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
DEFERRED SUBMITTALS: 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
THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL: boundary elements of special concrete structural walls and shear reinforcement controlled fill
1. ANCHORAGE OF NONSTRUCTURAL COMPONENTS c. Shear reinforcement CONTINUOUS 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared PERIODIC
2. CANOPIES AND BALCONIES d. Other reinforcing steel PERIODIC properly
3. CURTAIN WALLS 4. Cold -formed steel trusses spanning 60 feet or greater
4. EXTERIOR CLADDING a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved PERIODIC NO 1705.7DRIVEN PILE FOUNDATIONS
5. HANDRAIL AND GUARDRAIL ASSEMBLIES truss submittal package 1. Verify element materials, sizes and lengths comply with requirements CONTINUOUS
6. HEAVY HUNG FIXTURES 2. Determine capacities of test elements and conduct additional load tests, as required CONTINUOUS
7. MECHANICAL EQUIPMENT SUPPORT, SEISMIC ANCHORAGE OR RESTRAINING SYSTEM 1705.3 CONCRETE CONSTRUCTION 3. Observe driving operations and maintain complete and accurate records for each element CONTINUOUS
8. STEEL STAIRS 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
9. WINDOW WASHING AND FALL PROTECTION SYSTEMS 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
LUMBER, ANCHOR BOLTING AND NAILING SPECIFICATIONS 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 08-07-24
1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD 5. Fresh concrete sampling, perform slump and air content tests and determine temperature of CONTINUOUS 1705.3
DIMENSIONAL LUMBER, BEARING STAMP OF WWPA. ALL EXPOSED LUMBER SHALL BE concrete 7. For specialty elements, perform additional inspections as determined by the registered design SEE CONST. DOCUMENTS
PRESSURE TREATED OR EXTERIOR GRADE 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
2. LUMBER GRADES TO BE (UNLESS NOTED OTHERWISE ON PLAN): 8. Inspection of prestressed concrete:
a. Application of prestressing force CONTINUOUS NO 1705.8 CAST IN PLACE FOUNDATIONS PROJECT NO. 24181
WALL STUDS, 2X, 3 X........ HF STUD GRADE 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
WALL PLATES, 2X, 3X........ HF STANDARD GRADE U.N.O 9. Erection of precast concrete members P4 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if CONTINUOUS
JOISTS, 2 X 6: ............. HF #2 a. Inspect in accordance with construction documents SEE CONST. DOCUMENTS applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata ENGINEER BB
JOISTS, 2 X 8 AND UP....... DF #2 b. Perform inspections of welding and bolting in accordance with Section 1705.2 ACCORDING TO SECTION 1705.2 capacity. Record concrete or grout volumes
BEAMS, HEADERS, 6X ........ DF #2 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
BEAMS, HEADERS, 4X......... DF #2, WWPA GRADING 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
POSTS, 4X, 6X............. DF #2 U.N.O 11. Inspection of formwork for shape, lines, location and dimensions P1
LUMBER NOT NOTED HERE... DF #2 U.N.O 12. Concrete strength testing and verification of compliance with construction documents P4 ND 1705.9 HELICAL PILE FOUNDATIONS NO. DATE DESCRIPTION
GLULAM BEAMS WESTERN SPECIES 24F-V4 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque CONTINUOUS
PSL/LVL BEAMS 2.0E OR HIGHER 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
3. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH OR cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor BY THE APPROVED REPORT
RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/ HEMFIR IN embedment and tightening torque NQ 1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE CONTINUOUS
ACCORDANCE TO WITH AWPA U1 (PLANT/SHOP TREATMENT) AND M4 (FIELD TREATMENT) 1. Inspection of field gluing operations of elements of the main windforce-resisting system P5
STANDARDS. ALL BEARING WALL PLATES SHALL HAVE 5/8" 0 x10" J-BOLTS PLACED AT MAXIMUM 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main
OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL INSPECTION NOTES: windforce-resisting system
SCHEDULE (MAXIMUM 48" OC SPACING). PROVIDE BP/BPS PLATE WASHER AT ALL FOUNDATION (1). The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and RECEIVED
SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE
FOR NON-SHEARWALL, PLACE ANCHORS AT 48". BOLTS IN WOOD SHALL NOT BE LESS THAN 7 interest must be disclosed to the Building Official prior to commencing work. The qualifications of 1.Inspection during welding operations of elements of the main windforce-resisting system PERIODIC Oct 18 2024
DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 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 CITY OF EDMONDS
Official and/or the Design Professional. main windforce-resisting system DEVELOPMENT SERVICES
4. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1. (2). The list of Special Inspectors may be submitted as a separate document, if noted so above. DEPARTMENT
(3). Special Inspections as required by Section 1704.2.5 are not required where the fabricator is ND 1705.10.3 WIND RESISTANCE INSPECTIONS
5. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED approved in accordance with IBC Section 1704.2.5.2 1. Roof cladding PERIODIC
PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD (4). Observe on a random basis, operations need not be delayed pending these inspections. 2. Wall cladding PERIODIC
SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 OZ OF ZINC PER SQ Perform these tasks for each welded joint, bolted connection, or steel element.
FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL SIMPSON Z-MAX CONNECTORS MEET THIS (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 NOTES
REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE when approved by the AHJ. Refer to AISC 360, N7. INSPECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH AISC 341
(E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS)
LEGEND: NQ 1705.11.2 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESIS7ANCE AND
6. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -DRY" C CONTINUOUS INSPECTION 1. Inspection of field gluing operations of elements of the seismic -force resisting system CONTINUOUS
AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NO MORE P1 PERIODIC INSPECTION PRIOR TO CONCRETE PLACEMENT 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic- P5
THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE P2 PERIODIC INSPECTION PRIOR TO INSTALLATION OF ELEMENT force -resisting system SPECIFICATIONS
STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 P3 PERIODIC INSPECTION PRIOR TO USE ON PROJECT (ONCE ONLY)
PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. P4 PERIODIC INSPECTION AT LEAST ONCE ADAY NO 1705.11.3 COLD -FORMED STEEL LIGH7-FRAME CONSTRUCTION SPECIAL INSPECTIONS
P5 PERIODIC INSPECTION AFTER ELEMENT IS IN PLACE FOR SEISMIC RESISTANCE
7. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL S VERIFY WITH SOILS ENGINEER 1. Inspection during welding operations of elements of the seismic -force -resisting system PERIODIC S-0
OF THE STRUCTURAL ENGINEER OF RECORD. T MATERIAL TEST REQUIRED 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the PERIODIC
seismic -force -resisting system
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(BOTH SIDES); PROVIDE 1/2" PLYWOOD SHEATHING W\
El
10d AT 6" AT EDGES AND 10d AT 12" FIELD NAILING
BOTH SIDES) SEE S-2 FOR ELEVATOR INSTALLATION &_ _ _ _ _ _ _ _ _ _ _
FRAMING DETAILS
ITEMIZED BEAM
SCHEDULE
ID, TYPE AND
GRADE
SIZE AND NOTES
ID
TYPE
GRADE
SIZE
NOTES
GLULAM
5.5X9
GLULAM
5.5X9
GLULAM
5.5X9
DIMENSIONAL LUMBER
4X8
DIMENSIONAL LUMBER
4X8
ISOLATED FOOTING SCHEDULE
ID TYPE I WIDTH I LENGTH I THICKNESS I COUNT I REINFORCEMENT
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). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO
ASSESS EXISTING SOIL CONDITIONS.
2
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.
3
FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING
AT EDGES & BLOCKING AND AT 12" AT FIELD
4
ROOF SHEATHING SHALL BE 112" PLYWOOD OR OSB WITH 8d AT 6" NAILING
AT EDGES & BLOCKING AND AT 12" AT FIELD
5
EXISTING BEARING WALL BELOW
6
EXISTING 2X12 JOIST AT 16" TO REMAIN
7
<varies>
8
EXISTING FLOOR BEAM TO REMAIN
9
2 - 2x12 BACKING BOARDS (2 LOCATIONS) AND 2 X 4 (BOTH SIDES); PROVIDE
1/2" PLYWOOD SHEATHING W/ 10d AT 6" AT EDGES AND 10d AT 12" FIELD
NAILING (BOTH SIDES) SEE S-2 FOR ELEVATOR INSTALLATION & FRAMING
DETAILS
10
EXISTING 2X10 JOIST AT 16" TO REMAIN
IMPORTANT NOTES ON DRAWING REVIEW. FIELD VERIFICATION. TEMPORARY SHORING
AND WATERPROOFING:
1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION &
NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH
ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS.
2. IN REMODEL/RETROFIT PROJECTS, CONTRACTOR MUST FIELD VERIFY & NOTIFY
DESIGN TEAM/OWNER OF EXISTING MECHANICAL, PLUMBING, AND ELECTRICAL LINES
THAT MAY INTERFERE WITH STRUCTURAL WORK PRIOR TO CONSTRUCTION.
STRUCTURAL DRAWINGS MAY NOT REFLECT ALL EXISTING FRAMING CONDITIONS DUE
TO LIMITED AVAILABLE INFORMATION.
3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING
PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS.
4. ENGINEER IS NOT RESPONSIBLE FOR WATERPROOFING SYSTEM OR DETAILS.
CONTRACTOR/OWNER SHALL CONSULT WITH QUALIFIED PROFESSIONALS AS REQUIRED
IMPORTANT NOTES ON FOUNDATION AND FRAMING:
1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS AT MIN. OF MEDIUM DENSE
NATIVE SOIL OR COMPACTED STRUCTURAL FILL TO AT LEAST 95% OF MAX. DRY
DENSITY BASED ON ASTM D1557. GEOTECHNICAL ENGINEER MAY INSPECT TO VERIFY
THAT THE FOUNDATION WILL BEAR ON SUITABLE MATERIAL.
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 S-XX
4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-XX
5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED
OTHERWISE ON PLAN
6. SLAB ON GRADE SHALL BE MIN. 4" THICK WITH #3 AT 18" EACH WAY (AT MID -DEPTH)
ON 6" COMPACTED CRUSHED ROCK. SAWCUT JOINT (1" DEEP) AT 15 FT MAX. SPACING
EACH WAY SHALL BE DONE WITHIN 4 TO 12 HOURS AFTER FINISHING, DEPENDING ON
WEATHER.
7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT
EDGES & BLOCKING AND AT 12" AT FIELD
8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES
& BLOCKING AND AT 12" AT FIELD
IMPORTANT NOTES ON TRUSS AND LUMBER PACKAGE/LUMBER PACKAGE REVIEW:
1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY. CONTRACTOR/
TRUSS SUPPLIER MUST SUBMIT TRUSS SHOP DRAWINGS INCLUDING TRUSS
TEMPORARY/ PERMANENT BRACING PLANS FOR ENGINEER'S REVIEW
2. TRUSS FRAMING PROFILE/ LAYOUT SHOULD CONFORM TO BOTH STRUCTURAL AND
ARCHITECTURAL DRAWINGS. ANY DEVIATIONS SHALL BE APPROVED BY ENGINEER/
ARCHITECT PRIOR TO TRUSS DESIGN WORK.
3. TRUSS DEFLECTION CRITERIAS:
FLOOR/DECK TOTAL LOAD = U480 ROOF TOTAL LOAD = L/240
FLOOR/DECK LIVE LOAD = L/600 ROOF SNOW LOAD = L/300
*' MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.0" IN ALL CASES
4. FLOOR/ROOF FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY
SUPPLIERS) MUST BE SUBMITTED FOR ENGINEER'S REVIEW PRIOR TO CONSTRUCTION
FRAMING SYMBOLS:
A SIMPSON WSW WOOD p CONTINOUS
S24 STRONG WALL (24" WIDE) POST
SW6 PLYWOOD n POST STOPS
SHEARWALL V BELOW THIS FLOOR
POST STARTS AT
A SHEARWALL HOLDOWN P THIS FLOOR
LEGEND AND NOTES
1 /4" = 1 '-0"
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
RIGSBY
ELEVATOR
ADDITION
21813 86TH PLACE
WEST, EDMONDS, WA
98026
DRAWING INFO
ISSUE DATE
ISSUED FOR
08-07-241
Ia11 moll VAIII
PROJECT NO. 24181
ENGINEER BB
REVISION SCHEDULE
NO. DATE I DESCRIPTION
RECEIVED
Oct 18 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FRAMING PLANS
S.1
Copyright b2 Structural Engineers 2008
(N) 2 X 4 OUTRIGGER @ 24" O.C.
(N) 2 X BLOCKING
(N) LTP4 TIE PER
SCHEDULE (AT
SHEATHING
JOINT ONLY)
(N) LTP4 TIE PER
SCHEDULE
(N) OSB/PLY SHEATHING
AND NAILING PER
SCHEDULE
(N) LTP4 TIE PER
SCHEDULE
(N) TENSION STRAP
PER PLAN
(N) OSB/PLY
SHEATHING AND
NAILING PER
SCHEDULE
(N) HOLDOWN
STRAP PER PLAN
d
-(N) 6" CONCRETE
-STEMWALL
1 Section 1
3/411 = 11-011
(N) ROOF SHEATHING AND
NAILING PER PLAN
(N) 2 X 4 BRACING
@ 24" O.C.
CONTINOUS DOUBLE
TOP PLATE (NO BREAK) TYP.
CONTINOUS DOUBLE
TOP PLATE (NO BREAK) TYP.
(N) 2 X 6 STUD WALL AT 16" O.C.
(TYP. AT EXTERIOR)
(N) 2 X 6 PT SILL PLATE & 5/8" X
10" A.B. WITH BP WASHER PER
SHEARWALL SCHEDULE
(N) 2 X ROOF JOISTS PER PLAN
BLKG AT THE ROOF RIDGE
(N) 2 X 6 CEILING JOISTS WITH
6 10d NAILS AT EACH END
JOIST PER PLAN
HEADER AND FRAMING
PER DETAIL 4/S-2
NEW SLAB -ON -GRADE
PER PLAN
8"
(N) #4 AT 12" DOWEL (36" LONG)
(N) CONCRETE SLAB -ON -GRADE PER PLAN
.........................................ill!'
1"I�I�I�1I•II1�'I•Ilin
•n �1I/I/1/1/I/I•I1'
'v! .V.=Y-.V�YTV�Y�V��TV�Y�Y�Y�YTb T�F�=`f��T�F�YTV�Y�V�Y�V�YTV��TV�YTV�Y�
••
0 '•
d
(N) LTP4I
SCHEDUL
SHEATHI�
JOINT ON
2X6 F
(N) OSB/PLY S
AND NAILING f
SCHEDULE
/nn n v nl AAI
EXISTING FLOOR JOIST TO REMAIN
III IAI III I� III IAI IAI III
u u u u Il
2 Section 2
3/411 = 1 1-011
TYPE
PLYWOOD OR OSB
SHEATHING (NOTE 7)
PANEL EDGE
NAILING (NOTE 4)
PANEL EDGE
STUDS AND BLKG
ANCHOR BOLTS AT
SILL PLATE (NOTE 8)
TOP/SILL PLATE TO
BLOCKING/ RIM (NOTE 9)
BOTTOM PLATE TO
BLOCKING/ RIM (NOTE 4)
CAPACITY (LRFD)
(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
2. NAIL SHEATHING TO INTERMEDIATE SUPPORTS/ FIELD NAILING 10d AT 12" O.C.
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
WITH 2 ROWS OF 16d COMMON AT 3" O.C. AT DOUBLE SHEATHED WALLS.
4. COM DENOTES COMMON NAILS. MIN. NAIL PENETRATION INTO PLATE, RIM OR BLOCKING SHALL BE 1 5/81
.
STAGGER BOTTOM PLATE NAILING
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. 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.
8. ALL FOUNDATION SILL PLATES SHALL BE PT MEMBERS AND THE ANCHOR BOLTS SHALL HAVE MIN. OF 7"
EMBEDMENT WITH SIMPSON'S BP/ BPS WASHER PLATE. END OF WALL ANCHOR BOLTS SHALL BE
LOCATED MAX 12" AND MIN 5" FROM END OF THE PLATE.
9. WHERE NOTED IN DETAILS, USE SIMPSON A35 IN LIEU OF LTP4 PLATES SPACE AT 2/3 OF LTP4 SPACING.
SIMPSON HOLDOWN SIMPSON CAST IN PLACE ANCHOR BOLTS' SIMPSON EPDXY ALL THREAD ANCHORS
HDU2 SSTB16 (5/8"ANCHOR WITH 12 5/8" MIN. EMBED.) 5/8" (12" EMBED WITH SET-3G)
HDU4 SB 5/8X 24 (5/8"ANCHOR WITH 18" MIN. EMBED.) 5/8" (14" EMBED WITH SET-3G)
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.)
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
16d NAILING PER SCHEDULE
PANEL EDGE
NAILING 10d
2x BOTTOM PLATE
SIMPSON STRAP
PER PLAN (MIN. OF
I
48" LONG)
SIMPSON LTP4
OR A35 CLIP
(SEE NOTE 9)
FLOOR JOIST
PANEL EDGE
RIM BOARD OR BLOCKING
NAILING TO UPPER
TOP PLATE
DOUBLE TOP PLATE
WALL REFERENCE X
PER PLAN AND
HOLDOWN PER PLAN (FOR
SCHEDULE
/ SIMPSON HDU, SEE ANCHOR
EMBED. DEPTH SCHEDULE)
PANEL EDGE
ANCHOR BOLT PER SCHEDULE
NAILING 10d
PLATE WASHER (NOTE 8)
FOUNDATION
P.T. SILL PLATE 2x OR 3x
PER SCHEDULE
=�T' EMBED MIN.
i
DBL STUD I
TRIMMER A
DROPPED
SEE SCHE[
FOR SIZE
2x
PROVIDE
BLOCKING
UNDER PO
ING
SB/PLY SHEATHING
NAILING PER
=DULE
!) 2X10 PER PLAN
US HANGER
STING BEAM
2x4 TO MATCH
AREA OF
"TUDS ABOVE
d
IEND
VIMER AND 2 KING STUD NAILED
_THER OR POST PER PLAN
=L
OPENING
HEADER
F
4X8 DF #2 U.N.O.
D
6'- 0" MAX
4X8 DF #2 U.N.O.
8'- 0" MAX
4X10 DF #2 U.N.O.
FE:
3TU D/PLATE
gNECTION, PROVIDE
3d TOENAIL OR
- 16d END NAIL
ELEVATION VIEW
61/2"x61/2" WALL
CUT-OUT FOR ACCESS
X
^ V
(DO OR HATCH
�DOOR
Sy.—vENTA)
w
51'[1331
"' y
U
U U
a U �K N r¢
o'
0
rOP FLOOR I I
LEVEL12
EMERG. LOWERING ACCESS
� DOOR LOCATION
6
3
F-
_
E
A& U
i& h
LE EL 1
NOTE: NO HABITABLE SPACE IS
PERMITTED ANYWHERE UNDER THE PIT
IS X
F, z o
A
REV A=INITIAL RELEASE. FOR ALL OTHERS SEE REVISION HISTORY (SHEET 6)
UNITS: MM [INCHES]
AR/25/2
utogold
REV.
SCALE: N.T.S. I TOLERANCES:
DIMENSIONAL ±3 [t1/8]ANGULAR f1'
I PROJECTION: * -e
I DATE
I DRN.BY
I CHK.BY
ELVORON MR iGOLDD-DRAWING
rn
RIGSBY RESIDENCE
21813 86TH PL WEST
EDMONDS WA 98026 PAGE 1 OF
7
D
MCI ELEVATOR
62j" [15881
PLAN VIEW
~FINISHED
2"x12" BACKING
HOISTWAY
BOARDS
33" [8381 CHAINS
2"X4" STUDS
165,
1
[422
[422]
ro
N_
LEVEL 1 r7/
v �ro
gin
�
RAILS
a
co
-�p F
cl' / STYLE 1 L
o o J r
w (40" x 54")
o_ o
r _
\
J > Ln
U O Z
LEVEL 2
DJ
U
54" [1372]
y z z
CLEAR LENGTH
?
w
lyU
1" [251 582 [1486]
3" [76]
RUNNING OVERALL CAB
RUNNING
CLEARANCE LENGTH
CLEARANCE
A
REV A=INITIAL RELEASE. FOR ALL OTHERS SEE REVISION HISTORY (SHEET 6) UNITS:
MM [INCHES]
AR/25/2
utogold
REV.
SCALE: N.T.S. TOLERANCES: DIMENSIONAL t3 [t1/8]ANGULAR fi' I PROJECTION:
4� -Ea
I DATE
IDRN.BY
CHK.BY
ELVORON MR iGOLDD-DRAWING
RIGSBY RESIDENCE
..
21813 86TH PL WEST
EDMONDS WA 98026 PAGE 2 OF
7
D
MCI ELEVATOR
BACKING DETAILS
I
I
�r
BOARDS(2x)
7z4" STUD @ EACH
I
iEND OF 2"x12" STUDS
II
I I
I
I
I
I
PREFERRED
RAIL BRACKET
CONSTRUCTION:
- MR
3/4" GRADE PLYWOOD
RECOMMENDED (G.W.B.
CAN BE CRUSHED DURING
TIGHTENING OF BRKT.
FASTENERS.)
PLYWOOD TO BE
FINISHED FLUSH
WITH CONCRETE PIT.
RAIL BRACKET
I
- HR, CPL, LULA
SCREWS OR NAILS @
6" GC FOR ALL POSSIBLE
STUD LOCATIONS.
STRUCTURAL ENGINEER TO ASSURE THAT BUILDING AND HOISTWAY STRUCTURES ARE CAPABLE OF SUPPORTING
LOADS IMPOSED
BY THE ELEVATOR EQUIPMENT. (REFER TO THESE LAYOUT DRAWINGS FOR LOADS IMPOSED)
A
REV A=INITIAL RELEASE. FOR ALL OTHERS SEE REVISION HISTORY (SHEET 6)
UNITS: MM [INCHES]
AR/25/2
utogold
REV.
SCALE: N.T.S. TOLERANCES: DIMENSIONAL t3 [31/8]ANGULAR ±1'
PROJECTION: }
DATE
DRN.BY
CHK.BY
^_
ELVORON MR iGOLDD-DRAWING
RIGSBY RESIDENCE
21813 86TH PL WEST
EDMONDS WA 98026
PAGE 7 OF 7
D
MCI ELEVATOR
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
RIGSBY
ELEVATOR
ADDITION
21813 86TH PLACE
WEST, EDMONDS, WA
98026
DRAWING INFO
ISSUE DATE 08-07-241
ISSUED FOR PERMIT
PROJECT NO. 24181
ENGINEER BB 1
REVISION SCHEDULE
NO. TDATE DESCRIPTION
RECEIVED
Oct 18 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FRAMING
DETAILS
n SHEARWALL SCHEDULE
N.T.S.
n TYP. WALL OPENING FRAMING DETAIL
N.T.S.
S-2
Copyright b2 Structural Engineers 2008