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REVIEWED BLD BLD2024-0863+Structural Plans+7.1.2024_4.16.50_PM+4353563CONCRETE STRUCTURAL STEEL BUILDING CODE 2021 INTERNATIONAL BUILDING CODE DEAD LOAD 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 15 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.1 SLOPE FACTOR (Cs): NA WIND DESIGN DATA 1. BASIC WIND SPEED: 110 MPH 2. ALLOWABLE STRESS DESIGN WIND SPEED: 86 MPH 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BUILDING CATEGORY: II 3. WIND EXPOSURE: C 4. Kzt = 2.00 5. INTERNAL PRESSURE COEFFICIENT: NA 6. APPLICABLE WIND PRESSURE FOR COMPONENTS AND CLADDING: NA SEISMIC DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR: 1.0 SEISMIC USE GROUP: 1 2. SPECTRAL RESPONSE ACCELERATION (Ss): 129.9% G 3. SITE CLASS: D (ASSUMED) 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 103.9%G 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS 7. DESIGN BASE SHEAR: SEE CALCULATIONS 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.160 9. RESPONSE MODIFICATION FACTOR (R): 6.5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (F'c) SHALL BE: CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS DESIGNATION CONDITIONS EXPOSURE CLASS MIN. f'c (psi) HEATED: SLABS, BEAMS, GIRDERS, COLUMNS, INTERIOR CONC. & FO 2500 PIERS, AND BURRIED FOOTINGS FOOTINGS FOUNDATION WALLS, UN -HEATED: SLABS, FREEZING & THAWING BEAMS, GIRDERS, COLUMNS, PIERS, PILE CYCLES WITH LIMITED F1 3500 CAPS, SHEAR WALLS EXPOSURE TO WATER 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING PURPOSES ONLY. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS: RAIN DESIGN DATA EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 11A" EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" 1. RAIN INTENSITY: 1 IN./HOUR *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE FOUNDATIONS 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE 1806.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: ALLOW. SOIL BEARING = 1500 PSF SOIL FRICTION = .25 EQUIV. FLUID PRESSURES: *ACTIVE PRESSURE = 35 PCF PASSIVE PRESSURE = 150 PCF *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF 55 PCF). 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP REINFORCEMENT 6" MINIMUM. 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED OTHERWISE. 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. 116#K011101 � 11i�U3x.�y:/_1I�:liW:A\V/1172111■1►I_\KK9]:��L1�[y��JI�I:I_TQ=ff. 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318. CEMENT CONTENT F'c (PSI) LBS/CUBIC YARD (MIN.) SACKS PER CUBIC YARD (MIN.) NOTES 2500 470 5 NOTE A 3500 564 6 - NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR 3/4" AGGREGATE AN ENTRAINMENT OF 6% IS REQ'D. FOR Y2" AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D. NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI 318. C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. FRAMING LUMBER 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM -FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM -FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF %" EDGE DISTANCE ON ALL NAILS AND A Y8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 1562" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE 5-PLY FOR PANELIZED ROOFS). NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. SUB FLOORING TO BE %" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24 GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. 3. NAILING SHALL CONFORM TO TABLE 2304.10.2 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 6. RIM JOIST ARE 1Y4" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM. 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS. 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD UNLESS NOTED OTHERWISE. 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Y6" UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS. 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION) IN CONFORMANCE WITH AWPA U1. ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZED, OR Z-MAX COATING TO PROTECT FROM CORROSION. 12. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. PER IRC R317.1.1. 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS. 14. EXTERIOR STUD WALLS SHALL BE 2X6 @ 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 @ 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 @ 16" O.C. OR 3X4 @ 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 @ 24" O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES. 15. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL. APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER, 16. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS 17. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. 18. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. 19. BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND BEAMS. 20. ALL FRAMING NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE. PRESSURE TREATED LUMBER 1. LUMBER MARKED AS PRESSURE TREATED (PT) MUST BE TREATED WITH ONE OF THE FOLLOWING PRESERVATIVE CHEMICALS: ALKALINE COPPER QUATERNARY (ACQ-B, ACQ-C, ACQ-D) AMMONIACAL COPPER ZINC ARSENATE (ACZA) COPPER AZOLE (CA-B, CA-C, MCA, MCA-C) CHROMATED COPPER ARSENATE (CCA) CREOSOTE (CR, CR-S, CR-PS) COPPER NAPHTHENATE (CuN) PENTACHLOROPHENOL (PCP -A, PCP-C) 2. MEMBERS IN CONTACT WITH CONCRETE, SUCH AS SILL PLATES, POSTS EMBEDDED IN CONCRETE, ETC. SHALL BE PRESSURE TREATED AND HAVE AN AWPA USE CATEGORY OF UC4B OR UC4C. 3. MEMBERS EXPOSED TO WEATHER BUT NOT IN CONTACT WITH CONCRETE SHALL HAVE AN AWPA USE CATEGORY OF UC3B, UC4A, UC413, OR UC4C. 4. ALL CUTS AND NOTCHES SHALL BE TREATED WITH A COPPER NAPHTHENATE BASED END -CUT SOLUTION PER THE MANUFACTURER SPECIFICATIONS. 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A36 AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", LATEST EDITION. SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 2. HSS RECTANGULAR STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE C (Fy=50 KSI) UNLESS OTHERWISE NOTED ON PLANS. 3. STEEL W-SECTIONS SHALL CONFORM TO ASTM A992 (fy=50 KSI) UNLESS OTHERWISE NOTED ON THE PLANS. 4. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED. BOLTS INDICATED AS HIGH STRENGTH SHALL CONFORM TO ASTM A325. 5. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDED CONNECTIONS. ALL WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS TO BE DONE BY THE WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. ALL WELDING IS TO BE DONE BY ELECTRIC ARC PROCESS AND SHALL BE PERFORMED WITH APPROVED E70 ELECTRODES AS REQUIRED BY THE BUILDING CODE. 6. WELDING SHALL BE IN CONFORMANCE TO AWS D1.1. 7. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. 8. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE LOCATIONS AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS. 9. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. 10. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD PER AISC SPECIFICATION AND TABLE J2.4. 11. ALL STRUCTURAL STEEL, HARDWARE, AND MISC. STEEL EXPOSED TO EARTH OR WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 UNLESS OTHERWISE NOTED. DAMAGED GALVANIZED COATINGS AND STEEL DESIGNATED FOR ZINC PRIMING SHALL BE PROTECTED WITH A ZINC RICH PRIMER AND TOP COAT PER SSPC-PS SPECIFICATIONS. STEEL SHALL BE CLEANED PRIOR TO PRIMING. THE PRIMER SHALL BE CLASSIFIED AS INORGANIC WITH A 92-95% METALLIC ZINC IN DRY FILM. THE PRIMER SHALL BE APPLIED IN A CONTROLLED DRY ENVIRONMENT AND MAY CONSIST OF BRUSH OR SRAY COATING WITH A DRY FLIM THICKNESS BETWEEN 2.5-3.5 MILS. AN OUTER PROTECTIVE PAINT LAYER SHALL BE APPLIED OVER THE PRIMER. THE PRIMER AND TOP COAT(S) SHALL BE FULLY CURED PRIOR TO ERRECTION. THE OUTER COATING SHALL BE INSPECTED UPON ERECTION ON -SITE. ANY DAMAGE TO THE ZINC -RICH PAINT PRIMER SHALL BE SPOT COVERED ON -SITE. iN#:Zf\/l0:[]i1]:L•\TiYll�MV1ilis1 2 kVAl2 kTJYJ Fil►1j1_1»:Z6\9_1= W:j[�liri>■y_1:3:�NL��[�7►� 13. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS APPROVED BY THE BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE PROJECT STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR APPROVAL. GENERAL 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. 8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT NOT LIMITED TO RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC. Fa w Q C) v v O U N Ln OLn N N Q 1L.1 QQ - E O LLJ L V' \,Z Q N Q� N 7 O W m Ln V . L 77 O V J 0- W U z w 0 O w QD U� Q J CV �0 _J 0- _= 4--�> <9 Q co z cf) Q C) LLJ MAY 23, 2024 Drawn By: JIB Checked By: CCC Date: 05-24-2024 5DA JOB NO. 10035 5TRUCTU RAL NOTES/ DETAI LS 5-1.0 r U- N N 2'-7f2,, 6-0" - 10'-11" 2'-6/2,, - 30'-1 11'-0" MODIFIED 6'-1 m (E) 16" WIDE x 8" T K FT'G w/ 23" MIN. TALL STEM WALL [VERIFY] -------------------- ------------------, I ----- --- I -----------------------------------� I I \-HDU4(THROUGH) I I I I 4 S . TYP. KITCHEN NOOK j I DINING TILE TILE I I HARDWOOD I I j (N) 44 PT POST j I ALIGNED w/ POST ABOVE I I I I I I (N) 4 BC BASE L J I I � i I D� I (N) 12x12x8" w/ } 11/S I (E) FRAMING SPACE (2) #4 BARS E.W. Q I a 2°6$ � I PAD/STRIP FT'G NOT I I SHOWN [VERIFY] I I II I I I II I I I ii m I I � I I ii I I I SUNKEN LIVING (-6") ii I I HARDWOOD I I I I ENTRY TILE I I I I I I I o I I I I I I I I I I L------------------------------------------------ ----- -i I I ------------2247TUPTVV9-----5„477U----724PT6 PAWS----------------------- &•-•-•-•-•-•-•-•-•44••-•-•-•-•-•-•-•-•. I .•-•-•-•-•-•-•-•-•qjj.•-•-•-•-•-•-•-•-• NOTES: 1) SEE 3/S2.0 FOR STANDARD SHEARWALL CONSTRUCTION. FOUNDATION PLAN SCALE: 1"=V-0" 351611119001111 UNMODIFIED WOOD SHEARWALL PANEL (WSP) SCHEDULE STRUCTURAL PANELS - SHEATHING 8c STRUCTURAL PANEL 1 (DOC PS1 & PS2) FRAMING: PANEL SILL PLATE & SHEAR CLIPS ( 0.131x1Y2 NAILS PLATE CONN. TO RIMJOIST & BLOCKING (WHERE DETAILED; NOT RIMJOIST & MARK SHEATHING PANEL EDGE NAILING FIELD NAILING EDGES; BLOCKING; SILL; CONN. ©FND U.N.O.) INSTALLATION OVER OR REQUIRED WHEN SHEAR CLIPS BLOCKING & BOTTOM PLATE SHEATHING PERMITTED ARE PROVIDED) 3 15/32" CDX OR 7/6" OSB 10d C�? 4" o/c 10d C� 12" o/c / 2-2x w/ (2) ROWS OF 10d ®4 STAGGER 5/8"0 A.B. © 32" LTP5 © 6" o/c / SDWS22600 Ca? 8 o/c " 1Y4 THK LSL ONE FACE STAGGER o/c o/c + 1 ADD. A.B. A34 @ 6 o/c ONE FACE OR 2x HF/DF -OR- 3x FRAMING SHEARWALL NOTES 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED OTHERWISE ON PLANS. WOOD STRUCTURAL PANELS SHALL BE 4'x8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL PANEL EDGES AND ADJOINING PANEL EDGES SHALL BE BLOCKED. STUD SPACING SHALL NOT EXCEED 16" ON CENTER. 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTSIDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. ALL PANEL EDGE NAILING SHALL BE LOCATED AT LEAST %" FROM THE PANEL EDGE. FIELD NAILS SHALL MATCH THE NAILS USED FOR PANEL EDGE NAILING. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. OVERDRIVEN NAILS SHALL BE REPLACED WITH AN ADDITIONAL NAIL. 4. SIMPSON STRONG -TIE SDWS SCREWS SHALL BE STAGGERED AND OFFSET 1 j" BETWEEN ROWS. THE SDWS EDGE DISTANCE SHALL BE MAINTAINED AT %" OR GREATER. 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER OF THE POST. 6. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR BETTER. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE PLACED TO PROVIDE A MINIMUM SIDE OF 13/4" COVER. ANCHOR BOLTS SHALL BE LOCATED AT LEAST 9%" FROM WALL ENDS AND CORNERS. ANCHOR BOLTS SHALL BE SECURED TO THE SILL PLATE WITH 3x3x0.229" STEEL PLATE WASHERS. THE PLATE WASHERS EDGE SHALL BE PLACED WITHIN Y2" OF THE WALL SHEATHING. PLATE WASHERS WITH A DIAGONAL SLOTTED HOLE SHALL BE SECURED WITH A STANDARD CUT WASHER. 7. POST INSTALLED %"0 SIMPSON TITEN HD ANCHOR BOLTS MAY SUBSTITUTE CAST -IN PLACE ANCHOR BOLTS. POST INSTALLED ANCHOR BOLTS SHALL BE EMBEDDED 5j" INTO EXISTING CONCRETE. POST INSTALLED ANCHOR BOLTS SPACING SHALL BE REDUCED BY 50% (VALID FOR STEM WALLS 6" OR THICKER, f'c=2,500PS1, Qo=2.5, SIDS C OR HIGHER). 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORATE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. ALL NAILS SHALL BE COMMON OR GALVANIZED BOX PER ASTM F1667. SEE 'NAIL TYPE & SIZE SCHEDULE'. 9. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2021 AMERICAN WOOD COUNCIL SDPWS (SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC). THE SHEARWALL SCHEDULE IS NOT INTENDED FOR USE WITH LUMBER CONTAINING FIRE RETARDANT CHEMICALS UNLESS NOTED OTHERWISE. FOR DOUBLE SIDED SHEARWALLS, THE SHEATHING ON EACH FACE MUST HOLDOWN POST. SEE EXTEND CONTINUOUS BETWEEN HOLDOWN SCHEDULE OLDOWN POSTS AS SHOWN. OR PLAN FOR MINIMUM REQUIREMENTS OPENING PER PLAN � /# LOCATION OF HOLDOWN STHD14RJ TO BE INSTALLE VERTICAL HOLDOWN TO BE INSTALLED SHEARWALL DESIGNATION - SEE SHEARWALL SCHEDULE FOR FRAMING, NAILING AND ANCHORAGE REQUIREMENTS LATERAL MARKING LEGEND NAIL TYPE & SIZE SCHEDULE LENGTH (in.) x SHANK DIAMETER (in.) x HEAD DIAMETER (in.) PENNY SIZE COMMON NAIL ALTERATIVE GALVANIZED BOX NAIL 8d 2Y2x0.131 x0.281 2Y2x0.113x0.297 10d 3x0.148x0.312 3x0.128x0.312 16d 3Y2x0.162x0.344 3Y2x0.135x0.344 2'-7f2,, 30'-1" CS14 HORZ. STRAP w/ 2x WALL BILK TOP &-2'-7Y2"" BOTTOM; SHEATH ABOVE & BELOW OPENING w/' - - IT, ��• (N) 4x12 .� -HDU4(THR0U(-_H) LN) H2.5T @ A. RAFTER 11038 NANA WINDOW MODIFIED 6'-10" 0 6106" NANA DOOR & NAILERg i 46 TRIMMER w/ HSS3x2xY4" POST 46 TRIMMER w/ 2x4 KING STUD i w/ TOP & BOTTOM 2x4 KING STUD i END PLATE NO LOAD BEARING ON (E) WALL TO BE MODIFIED [VERIFY] Li KITCHEN NOOK DINING TILE TILE HARDWOOD RAISE HEADER INTO CEILING REMOVE WALL RETURNS NO LOAD BEARING ON (E) WALL TO BE I MODIFIED [VERIFY] - 2-2x POST I DN (N) 46 STRONGBACK Q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U u P o II C�d w � w ii m w > u I- `J I < II u SUNKEN LIVING (-6") z N II HARDWOOD Q w ENTRY wo F TILE 0Q J w J U U I I 224" TOP AWN 5"4$ PIC 224$ TOP AWN I I .-.-.-.-.-.-.-.-.O._._....... -. .-..-.-.-.-.-.-.-.-..-.-.-.-.-.-.-.-. ----------------------------------------- NOTES: 1 SEE 3/S2.0 FOR STANDARD SHEARWALL CONSTRUCTION. LOWER ROOF PLAN SCALE: 1"=V-0" HOLDOWN SCHEDULE *FOR HOLDOWNS INSTALLED IN EXISTING 8" WIDE STEM THRU BOLTS OR EMBEDMENT/ MINIMUM MODEL ANCHOR BOLT NAILS/SCREWS STRAP EDGE LENGTH DIST. HDU4-SDS2.5 J"O F1554 GR.36 w/ DOUBLE NUT & 4x4xi" A36 (10) jx2j SIDS IN DOUBLE NA (THROUGH 1" (THROUGH BOLT) STUD STEM & FT'G) 4 PLATE WASHER HDG HOLDOWN NOTES 1. ALL -THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c=2500 PSI. MINIMUM WALL THICKNESS IS 6". 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. WHERE HOLDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d SINKERS STAGGERED © 4" 0/C. 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. 7. ALL HOLDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF WALL. ®DOUBLE TOP PLATE W/ EDGE NAILING (STAGGER) © EDGES. WBLOCKING AT ALL EDGE I ALL PANELLING AT EDGES PANEL EDGES WHERE APPLICABLE. O WN PT (FUL HEGE IGHT) GHT)ASTAGG R INILING TO TO ODOUBLOES STUDSL QD STUDS © 16" ON CENTER EQ PRESSURE TREATED SILL PLATE WITH EDGE NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. FQ TOP PLATE SPLICE NAILING TO BE (8) 16d SINKERS (MIN). LAP 48" MINIMUM. CENTER SPLICE ON STUD. ©HOLDOWN PER SCHEDULE AND PLAN (HDQ8-SDS3 SHOWN) QH COORDINATE ALL STUD AND PLATE SIZES w SHEARWALL SCHEDULE REQ IREMENTS 0 EDGE NAILING TO POSTS, TRIM STUDS, AND KING STUDS 0 B�EMARIIING STUDFORHEADER ©AT ALLTSHEARWALIS 11 MIN THICKNESS STD. SHEARWALL ELEVATION W/ RIM SCALE: 3/4"=1'-0" 1'-1" UNMODIFIED DP►f�[il�7f�f��'. z O w CLI are w Q C) v V� V J � �--� 0 � U CV Ln O N N Q 1L.1 Q - Q E 0 LLJ N U > Q� 6� N ) O W m Ln L LLJ 0 ( ) LLJ U z W C) V J LLj n/ 0 CZ LLj CZ lLl QJ rr� V J Q <9 CV VJ0 CL_ s� �> (,9 co C) (clJ Z O C) l.0 POST PER PLAN HOLDOWN PER PLAN v A I (2-2x MIN) ��' O ANCHOR BOLT z BOTTOM PLATE PER HOLDOWN . PER SHEARWALL SCHEDULE SCHEDULE343 RIM JOIST PER PLAN. 1Y" MIN�NAL' WID�H AT SHEARWALLS. PRESSURE TREATED MAY 23, 2024 PLACE 2x6 SILL PLATE PER SQUASH BLOCK EA ZSHEARWALL SCHEDULE. SIDE OF JOIST. WHERE HD DOES NOT LINE UP OVER ° a SQUASOHSBLOCK T, USE ° Q a a Drawn By: JIB EQUAL TO WIDTH ° d Checked By: CCC OF HD POST a. d STEM WALL AND Date: 05-24-2024 ABOVE (4x MIN). d ° G FOOTING PER PLAN. ° a nd ° ° d 'A 5DA JOB NO. BEARING PLATE 1 0035 d . d ° 1.4. " °• . PER PLAN d a ® BACKFILL PER 5TRUCTURAL PLAN NOTES/ DETAI LS 4 HOEDOWN DETA w R MJO ST SCALE: 3/4"=1'-0" 5- 2 , 0 SDWS22600 © EA. PLATE TO RIM JOIST & BLOCKING JOIST/BLOCKING— 16d NAILS CONN. PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING TO BOTTOM ALLOWED @ 2x SLATES SHEARWALL EDGE NAILING TO BOTTOM PLATE. EXTEND SHEATHING CONT. TO SILL. PLATE. EXTEND SHEATHING CONT. TO SILL. FLOOR SHEATHING EDGE/BOUNDARY NAILING PRESSURE TREATED SILL PLATE AND ? FRAMING PER [MINIMUM: 10d @ 6" o/c] ANCHOR BOLT PER SHEARWALL SCHEDULE. SHEARWALL SCHEDULE: FRAMING PER SHEARWALL USE 2x6 w/ A.B. © 48" o.c. (MIN) (2) 2x_ SHOWN G SCHEDULE: (2) 2x_ SHOWN I \ V, SHEAR CLIP PER SCHEDUL4 E JOIST PER LTP5 ON EXTERIOR —OR— A34 ON INTERIOR PLAN JOIST PER PLAN U7 (I —JOIST SHOWN) SHEARWALL EDGE NAILING TO SILL PLATE (I —JOIST SHEARWALL EDGE NAILING TO SILL PLATE SHOWN) (2) 16d NAILS @ EA. JOIST 6" • I I PRESSURE TREATED SILL PLATE AND 6" ANCHOR BOLT PER SHEARWALL SCHEDULE. BLOCKING © 48" o.c. III—III—III=1 a [MINIMUM: 2x6 w/ A.B. @ 48" o.c.] w/ (3) 10d NAILS 8" WALL w/ t2� BARS ® 18" o.c.8 WALL w/ 4 BARS @ 18 o/c EACH WAY. ) 4 BARS ®TOP.EACH WAY. 2) #4 BARS © TOP. HOOK VERTICL AR S INTO FOOTING v Ln FROST DEPTH HOOK VERTIC L BAARS INTO FOOTING FROST DEPTH — ALTERNATE HOOK DIRECTION. (24" MIN) — ALTERNATE HOOK DIRECTION. (24" MIN) ° N a:Ln PER PLAN PER PLAN I II I I I II I; W — I B -�B Q> c) 0 4" 0 PERFORATED PLASTIC PIPE. 4" PERFORATED PLASTIC PIPE. POST PER PLAN STEEL POST 3 CENTER IN ONE CUBIC FOOT OF FREE PER FOOTING REINFORCING CENTER IN ONE CUBIC FOOT OF FREE PER FOOTING REINFORCING FT GPLAN w BC CAP �' 3 w PER PLAN/SCHEDULE DRAINING GRAVEL AND DRAIN TO PER PLAN DRAINING GRAVEL AND DRAIN TO PLAN APPROVED OUTFACE. PLAN PER PLAN/SCHEDULE / 1"� OoO o /6 �L Q APPROVED OUTFALL. SECURE BOTTOM — U > a PLATE w/ (�4) 3/$"0 �E� 8 THK CONC. N U EM WALL *BREAK SHEARWALL SHEATHING Q BOTTOM OF SILL PLATE �.a.L�° A307 THR AD ROD 2Ya PL6x6xY4 A36 w/ 6� & SET-3G EPDXY [6" [VERIFY] MIN. (4) 3/60 BOLT 7 EMBED.] (SPECIAL HOLE Q O N U? °� INSPECTION REQ.) SECTION B—B 0 JOISTS PERPENDICULAR JOISTS PARALLEL 3 CLR EXT. WALL EOU N D AT ON CONNECT ON APPLI CABLE FOR SH EAR WALLS 1 5 % POST E T G C O N N H S S POST BOTTOM PLATE L, 1 SCALE: 3/4»=1'-0» SCALE: %"=1'-0" CV V � � W � z CRIPPLE WALL ABOVE & MIRROR O BELOW OPENING TO MATCH ADJ. SHEARWALL 0 END z LENGTH 0 PER MFR n BLOCKING PER PLAN > ALIGNED WITH HEADER/SILL TO PERMIT INSTALLATION OF STRAP o. o .. ....0. ...o . .o m TOP CORNER CEILING JOIST & w STRAP PER PLAN RAFTER PER PLAN 8d Q 6" o/c o POST & HDR H2.5T @ EA. RAFTER PER PLAN Hii TOP PLATE; DO NOT SPLICE � BOTTOM CORNER STRAP PER PLAN STEEL W—SECTION HDR PER PLAN STEEL SECURE STEEL 1 "(TYP.)� W—SECTOIN PLATE TAB TO 3 „ . . . . . . . .0. . .o . 0 1„ o G HDR PER PLAN WOOD POST w/ I` /4 16d TOENAIL BOTH �--� 3 • • (4) sDs25300 „ 3x NAILER SECURED SECURE TOP STEEL POST PER ® �6 PL3x4xY4" A36 SIDES C�? 6 O/C U PLATE w� (4� 3/$"� PLAN w/ (4) 5/ "� 3/4" TO TOP FLANGE OF z A30 TH OUGH J SCRREW OLES• 2Y2" W—SECTION w Y"O MIRROR BOLTS 1 (TYP.) PL33/4x6xY4" A36 CENTER ON STEEL W—SECTION AL -]A w/ �4) '/16"O BOLT W—SECTION 3/6 HDR PER PLAN NELSON CFL TU�b @ W CORNER STRAP SHALL BE PLACED AT THE TOP AND BOTTOM HOL S WOOD POST STEEL PLATE TAB 16 O/c, NUTS, & C Cv CORNERS OF THE OPENING SPECIFIED IN THE PLAN. STRAP PER PLAN WASHERS — MAY RUN CONTINUOUS ACROSS THE HEADER/SILL. SECTION A —A V J 0 (n _jco 4 CORNER OPEN NG STRAP ETAO HSS POST TOP PLATE HSS POST TO WOOD POST W-SECT ON HDR z a- 6) SCALE: 3/4"=1'-0" O0 s< W <9 co l.0 =) Q co QD m0 2-2x6 LATERAL CEILING JOIST SUPPORT E)) BRACING BOTH SIDES 11J RAFTER PER PLANN 8d @ 6" o/c RAFTERS FROM TP OF STRONGBACK STRONGBACK C) H2.5T @ EA. RAFTER OF (N) STRONGBACK Q SOLID BLOCKING Q POST PER PLAN STRONGBACK STRONGBACK PER PLAN VENTILATION MAY BE CEILING JOISTS REQ'D AT BLOCKING. PANEL EDGE NAILING PER PLAN FLOOR JOISTS VERIFY METHOD WPER SHEARWALL PER PLAN a 15 co I�0 ENGINEER PRIO CONSTRUCTION.RBIRD SCHEDULE POST PER PLAN '��` �, 0 BLOCKING IS (N� CzEILING (N) THA213 SOLID 4x POST PER PLAN ACCEPTABLE. SHEARWALL PER PLAN JOISTS ER PLAN BLOCKING w/ BC CAP e RAFTER �TO�WALL �CONN� STRONGBACK CONNSTRONGBACK POST AL GNED POSTS 43 MAY 23, 2024 Drawn By: JIB Checked By: CCC Date: 05-24-2024 5DA JOB NO. 10035 5TRUCTU RAL NOTES/ DETAI LS 5-3.0