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1. COMPLY WITH THE REQUIREMENTS IN CHAPTER 23 OF THE CODE AND AF&PA'S WCD 1, "DETAILS FOR CONVENTIONAL
<br />WOOD FRAME CONSTRUCTION," UNLESS OTHERWISE INDICATED.
<br />2. NOT USED.
<br />3. DIMENSIONAL LUMBER FRAMING:
<br />A. SPECIES, GRADE, AND MOISTURE CONTENT NOTED BELOW:
<br />4. GLUE-LAMINATED LUMBER:
<br />A. THE FABRICATION OF STRUCTURAL GLUE-LAMINATED TIMBER SHALL COMPLY WITH THE REQUIREMENTS OF THE
<br />NATIONAL DESIGN SPECIFICATION (NDS), LATEST EDITION, AS MODIFIED BY DIV III, CHAPTER 23 OF THE CODE. ALL
<br />FABRICATION AND WORKMANSHIP SHALL BE IN CONFORMANCE WITH THE
<br />CURRENT EDITION OF THE "STANDARD SPECIFICATIONS FOR STRUCTURAL GLUE-LAMINATED DOUGLAS FIR (COAST
<br />REGION) LUMBER" BY THE WEST COAST LUMBERMAN'S ASSOCATION, AND THE CURRENT EDITION OF "TIMBER
<br />CONSTRUCTION STANDARDS" BY THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (A.I.T.C.).
<br />B. ALL GLUE-LAMINATED MEMBERS SHALL BE DOUGLAS FIR 24F-V8. ALLOWABLE STRESS REQUIREMENTS ARE AS
<br />FOLLOWS:
<br />Fbxx = 2400 PSI TENSION IN TENSION ZONE
<br /> = 2400 PSI TENSION IN COMPRESSION ZONE
<br />COMPRESSION, Fcxx = 650 PSI
<br />SHEAR, Fvxx = 190 PSI
<br />Exx = 1.8x106 PSI
<br />C. THE MANUFACTURER SHALL SUBMIT COMPLETE SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR APPROVAL
<br />PRIOR TO ANY FABRICATION.
<br />D. PROVIDE CAMBERS AS NOTED ON THE DRAWINGS.
<br />E. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND INFORMATION.
<br />5. FASTENERS:
<br />A. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, PRESERVATIVE TREATED, FIRE
<br />RETARDANT TREATED, OR IN AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS WITH HOT-DIP ZINC COATING
<br />COMPLYING WITH ASTM A 153.
<br />B. NAILS: ASTM F1667, COMMON TYPE.
<br />6. WOOD CONNECTORS:
<br />A. PROVIDED BASIS OF DESIGN HANGERS, STRAPS, TIES, HOLD DOWNS, ETC, AS INDICATED ON THE DRAWINGS.
<br />B. WHERE CONNECTORS ARE IN EXPOSED, EXTERIOR APPLICATIONS OR IN CONTACT WITH PRESERVATIVE TREATED
<br />LUMBER, PROVIDE HOT-DIP GALVANIZED OR STAINLESS STEEL CONNECTORS.
<br />7. ALL LUMBER IN 2 HOUR FIRE RATED WALLS AND 3 HOUR FIRE SEPARATION WALLS SHALL USE FIRE RETARDANT
<br />TREATED WOOD PER CBC SECTION 2303.2. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATED WALL LOCATIONS AND
<br />DETAILS.
<br />8. WHERE POSTS OR MULTIPLE STUDS UNDER BEAMS OR HEADERS ARE CALLED FOR ON DRAWINGS THOSE POSTS OR
<br />MULTIPLE STUDS SHALL BE CARRIED TO THE FOUNDATION/PODIUM LEVEL U.N.O.
<br />9. JOIST BLOCKING AND BRIDGING:
<br />A. PROVIDE FULL DEPTH SOLID BLOCKING BETWEEN JOISTS OVER SUPPORT AND BELOW PARTITION WALLS.
<br />B. PROVIDE FULL DEPTH BRIDGING AT 8'-0" O.C. MAX, NOT MORE THAN 8'-0" FROM SUPPORT.
<br />10. PROVIDE DOUBLE JOISTS UNDER NON-BEARING WALLS RUNNING PARALLEL TO JOISTS.
<br />11. PROVIDE REQUIRED FIRE STOPPING, BACKING FOR INTERIOR FINISHES, NONBEARING WALLS, AND OTHER NON-
<br />STRUCTURAL FRAMING THAT ARE NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />12. ALL STRUCTURAL PLYWOOD SHEATHING SHALL BE DOUGLAS FIR STANDARD GRADE STRUCTURAL I WITH EXTERIOR
<br />GLUE CONFORMING TO THE LATEST EDITION OF PS1-09. ALL PANELS SHALL BEAR LEGIBLE DFPA STAMPS.
<br />13. ORIENTED STRAND BOARD (OSB) MAY BE SUBSTITUTED FOR PLYWOOD PROVIDED IT HAS THE SAME APA
<br />PERFORMANCE STANDARD RATING AND CONTAINS THE SAME NUMBER OF LAYERS AS THE PLYWOOD SPECIFIED.
<br />14. ALL SHEATHING SHALL BE LAID FACE GRAIN PERPENDICULAR TO FRAMING AND SHALL BE APPROVED BY THE BUILDING
<br />INSPECTOR BEFORE COVERING.
<br />15. ALL NAILING/SCREWING SHALL CONFORM TO THE APPLICABLE BUILDING CODE AND REGULATIONS.
<br />16. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED AND SHALL BE APPROVED BY THE BUILDING I
<br />NSPECTOR PRIOR TO COVERING.
<br />17. UNLESS OTHERWISE NOTED, ALL WOOD SILL PLATE UNDER BEARING, EXTERIOR OR SHEAR WALLS IN CONTACT WITH
<br />CONCRETE OR MASONRY SHALL BE PRESSURE TREATED AND BOLTED TO CONCRETE OR MASONRY WITH GALVANIZED
<br />OR STAINLESS STEEL ANCHORS AS INDICATED ON THE DRAWINGS.
<br />18. ALL BOLT HEADS AND NUTS WHICH BEAR AGAISNT THE FACE OF WOOD MEMBERS SHALL BE PROVIDED WITH METAL
<br />WASHERS (1/4"x3"x3" MIN).
<br />19. ALL 1/2" DIAMETER AND LARGER BOLTS CALLED OUT ON DRAWINGS, INCLUDING ANCHOR BOLTS (A.B.) SHALL HAVE
<br />STEEL SQUARE PLATE WASHERS AS LISTED BELOW UNDER THE HEAD AND/OR NUT BEARING ON WOOD. (ALL ANCHOR
<br />BOLTS SHALL BE 12" LONG, UNLESS NOTED OTHERWISE.
<br />20. ALL ANCHOR BOLTS OR ANY OTHER BOLT ANCHORING THE FOUNDATION SILL PLATE SHALL HAVE STEEL SQUARE PLATE
<br />WASHERS PER THE BELWO SCHEDULE BETWEEN THE FOUNDATION SILL PLATE AND THE NUT (UNO).
<br />21. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE (OR
<br />ENGINEER APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HARDWARE SHALL BE FULLY
<br />NAILED FOR MAXIMUM CAPACITY, UNLESS NOTED OTHERWISE.
<br />22. LAG BOLTS (LAG SCREWS): PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR
<br />SMOOTH SHANK PORTION.
<br />23. ALL NAILS CONNECTING WOOD MEMBERS SHALL BE COMMON NAILS. MINIMUM NAILING REQUIREMENTS OUTLINED IN
<br />TABLE 2304.10.1 SHALL BE FOLLOWED UNLESS OTHERWISE NOTED.
<br />24. RETIGHTEN BOLTS BEFORE CLOSING-IN
<br />25. ALL HOLD DOWN ANCHORS AND ALL OTHER ANCHORS AND MISCELLANEOUS METAL HANGERS ARE BY SIMPSON OR
<br />APPROVED EQUAL.
<br />DIMENSIONAL LUMBER
<br />USE SPECIES GRADE MOISTURE
<br />CONTENT
<br />LUMBER 2" TO 4" THICK x 5" OR WIDER
<br />(JOISTS/RAFTERS)
<br />DOUGLAS
<br />FIR-LARCH #2 & BETTER KD (15%)
<br />LUMBER 2" TO 3" THICK x 4" TO 6" WIDE
<br />(STUDS)
<br />DOUGLAS
<br />FIR-LARCH #2 & BETTER KD (15%)
<br />LUMBER 5x5 AND GREATER (BEAMS)DOUGLAS
<br />FIR-LARCH #1 S-DRY (19%)
<br />LUMBER 5x5 AND GREATER (POSTS)DOUGLAS
<br />FIR-LARCH #1 S-DRY (19%)
<br />WASHER - THICKNESS
<br />WASHER - WIDTH SQUARE
<br />BOLT DIAMETER
<br />5/16"5/16"
<br />3"
<br />1/2" 5/8"
<br />7/16"3/8"
<br />3 1/2"
<br />3/4" 7/8"
<br />1/2"
<br />4"
<br />1"
<br />3" 3"
<br />WASHER - THICKNESS
<br />WASHER - WIDTH
<br />BOLT DIAMETER
<br />2 3/4"
<br />5/16"1/4"
<br />2 1/2"
<br />1/2" 5/8"
<br />7/16"3/8"
<br />3"3 1/2"
<br />3/4" 7/8"
<br />1/2"
<br />4"
<br />1"
<br />WOODWOOD (CONT'D)
<br />1. DESIGN OF ANCHORAGE AND SEISMIC BRACING FOR ALL MEP EQUIPMENT ARE DELEGATED DESIGN.
<br />2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF VERTICAL GRAVITY
<br />SUPPORT, SEISMIC RESTRAINT, AND ANCHORAGE TO PRIMARY STRUCTURE OF ALL MEP EQUIPMENT,
<br />INCLUDING AIR TERMINAL UNITS AND SOUND TRAPS, EXCEPT AS OTHERWISE SPECIFIED ON THE CONTRACT
<br />DOCUMENTS. DESIGN SHALL BE CAPABLE OF MITIGATING VIBRATIONS AND RESISTING DEAD AND THERMAL
<br />LOADS, AS WELL AS THE LOAD AND RELATIVE DISPLACEMENT EFFECTS PRESCRIBED BY ASCE 7-16, CH. 13.
<br />RELEVANT SEISMIC PARAMETERS AND COEFFICIENTS ARE INDICATED ON THESE DRAWINGS. APPROPRIATE
<br />COMPONENT COEFFICIENTS SHALL BE DETERMINED BY THE CONTRACTOR PER ASCE 7-16, CH. 13. DESIGN
<br />SHALL BE SUBMITTED TO THE ARCHITECT FOR GENERAL CONFORMANCE REVIEW.
<br />3. CONTRACTOR SHALL VERIFY THAT ACTUAL PROCURED EQUIPMENT SPECIFICATIONS CONFORM TO DETAILS
<br />SHOWN ON THESE DRAWINGS (E.G. WEIGHT, SIZE, LOCATIONS, ETC.). WHEN DISCREPANCIES ARE DISCOVERED,
<br />CONTRACTOR SHALL NOTIFY ARCHITECT AND OWNER'S REPRESENTATIVE PRIOR TO FABRICATION OR
<br />INSTALLATION AND PROVIDE NEW EQUIPMENT SPECIFICATIONS TO ARCHITECT FOR DESIGN TEAM REVIEW AND
<br />APPROVAL.
<br />4. VERTICAL SUPPORT AND SEISMIC RESTRAINT OF UTILITY DISTRIBUTION SYSTEMS
<br />A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF COMPLETE VERTICAL
<br />GRAVITY SUPPORT, SEISMIC RESTRAINT, AND ANCHORAGE TO THE PRIMARY FRAME FOR ALL UTILITY
<br />DISTRIBUTION AND EQUIPMENT SYSTEMS IN CONFORMANCE WITH THE CODE AND ASCE 7-16, CH. 13,
<br />INCLUDING BUT NOT LIMITED TO:
<br />i. MECHANICAL DUCTWORK AND PIPING
<br />ii. ELECTRICAL CONDUIT
<br />iii. PLUMBING LINES
<br />iv. COMMUNICATION/INFORMATION TECHNOLOGY UTILITIES
<br />v. SPRINKLER SYSTEMS.
<br />B. DESIGN SHALL BE CERTIFIED BY A CIVIL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND
<br />COMPLETED IN CONFORMANCE WITH REQUIREMENTS INDICATED IN THE PROJECT SPECIFICATIONS,
<br />DRAWINGS, AND THE CODE, UTILIZING THE SEISMIC PARAMETERS AND COEFFICIENTS INDICATED ON
<br />THESE DRAWINGS AND SPECIFIED IN ASCE 7-16.
<br />C. DESIGN SHALL COMPLY WITH THE SEISMIC FORCES AND RELATIVE DISPLACEMENTS REQUIRED BY
<br /> ASCE 7-16, SECTION 13.3, UNLESS PRESCRIPTIVE REQUIREMENTS ARE FOLLOWED PER EXCEPTIONS
<br />LISTED FOR:
<br />i. CONDUIT, CABLE TRAY, AND RACEWAYS (ASCE 7-16, SECTION 13.6.5)
<br />ii. DUCT SYSTEMS (ASCE 7-16, SECTION 13.6.6)
<br />iii. PIPING AND TUBING SYSTEMS (ASCE 7-16, SECTION 13.6.7.3)
<br />D. IN-LINE DUCT COMPONENTS WEIGHING 75 LB OR LESS: SMALL TERMINAL UNITS, DAMPERS, LOUVERS,
<br />DIFFUSERS, ETC., THAT ARE NOT BRACED INDEPENDENTLY SHALL BE POSITIVELY ATTACHED WITH
<br />MECHANICAL FASTENERS TO THE RIGID DUCT ON BOTH SIDES. PIPING CONDUIT ATTACHED TO IN-LINE
<br />EQUIPMENT SHALL BE PROVIDED WITH ADEQUATE FLEXIBILITY TO ACCOMMODATE THE SEISMIC RELATIVE
<br />DISPLACEMENTS OF ASCE 7-16, SECTION 13.3.2.
<br />E. SPACING AND DETAILS OF THE SUPPORT AND BRACING OF FIRE SPRINKLER PIPING SHALL COMPLY WITH
<br />THE GOVERNING EDITION OF NFPA 13 AND ASCE 7-16, SECTION 13.6.7.2, AS MODIFIED BY THE CODE.
<br />F. BRACING AND ANCHORAGE DESIGN MAY BE REFERRED TO A PRE-APPROVED ANCHORAGE SYSTEM AND
<br />THE CONTRACTOR SHALL PROVIDE ENGINEERING DOCUMENTATION, INCLUDING INSTALLATION
<br />GUIDES/MANUALS FOR THE SELECTED PRE-APPROVED SYSTEM, TO THE ARCHITECT AND OWNER'S
<br />REPRESENTATIVE.
<br />G. POST-INSTALLED CONCRETE ANCHOR TYPES AND INSTALLATION REQUIREMENTS SHALL BE AS
<br />SPECIFIED ON THESE DRAWINGS.
<br />H. STORY DRIFT
<br />i. UTILITY DISTRIBUTION SYSTEMS, INCLUDING PIPING, DUCTWORK AND CONDUITS, SHALL BE
<br />DESIGNED TO ACCOMMODATE THE INTER-STORY DRIFT SPECIFIED ON THESE DRAWINGS (SEE
<br />DELEGATED DESIGN NOTES), AS REQUIRED PER ASCE 7-16, SECTION 13.3.2.
<br />ii. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING FLEXIBLE CONNECTIONS BETWEEN
<br />UTILITY LINES AND FIXED EQUIPMENT IN CONFORMANCE WITH EQUIPMENT MANUFACTURER'S
<br />RECOMMENDATIONS, AS REQUIRED TO ACCOMMODATE INTER-STORY DRIFT AND FLOOR LIVE
<br />LOAD DEFLECTIONS.
<br />iii. PIPES, DUCTS AND CONDUITS THAT ROUTE WITHIN EXTERIOR WALL FRAMING SHALL NOT IMPEDE
<br />THE DESIGN DRIFT AT EXTERIOR FRAMING SLIP JOINTS. PIPES, DUCTS AND CONDUITS THAT
<br />CROSS EXTERIOR FRAMING SLIP JOINTS SHALL BE DESIGNED AND DETAILED TO ALLOW THE
<br />EXTERIOR FRAMING TO ACCOMMODATE THE DESIGN DISPLACEMENT CRITERIA (SEE “DELEGATED
<br />DESIGN”) AND SHALL, THEMSELVES, ACCOMMODATE THESE DISPLACEMENTS IF THEY ARE
<br />ATTACHED TO ANY ELEMENT OF THE EXTERIOR FRAMING SYSTEM.
<br />EQUIPMENT ANCHORAGE
<br />2-16d AT EACH BEARING
<br />20d AT 32" (813mm) OC AT TOP AND BOTTOM AND
<br />STAGGERED 2-20d AT ENDS AND AT EACH SPLICE
<br />16d AT 24" (610mm) OC
<br />16d AT 16" (406mm) o.c. ALONG EACH EDGE
<br />8d AT 6" (152mm) OC
<br />16d AT 16" (406mm) OC
<br />16d AT 24" (610mm) OC
<br />4-8d, TOENAIL OR 2-16d, END NAIL
<br />3-16d PER 16"(406 mm)
<br />16d AT 16" (406mm) OC
<br />3. 1" X 6" (25mm X 152mm) SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL
<br />28. FIBERBOARD SHEATHING:
<br /> 1/2" (12.7mm) OR LESS
<br />27. PANEL SIDING (TO FRAMING) :
<br />1 1/8"-1 1/4" (29mm-32mm)
<br />7/8"-1" (22mm-25mm)
<br />3/4" (19mm) AND LESS
<br /> COMBINATION SUBFLOOR-UNDERLAYMENT (TO FRAMING):
<br />1 1/8"-1 1/4" (29mm-32mm)
<br />7/8"-1" (22mm-25mm)
<br />19/32"-3/4" (15mm-19mm)
<br />1/2" (12.7mm) AND LESS
<br /> SUBFLOOR AND WALL SHEATHING (TO FRAMING):
<br />26. WOOD STRUCTURAL PANELS AND PARTICLEBOARD:
<br />24. BUILT-UP GIRDER AND BEAMS
<br />23. BUILT-UP CORNER STUDS
<br />22. WIDER THAN 1" X 8" (25mm X 203mm) SHEATHING TO EACH BEARING, FACE NAIL
<br />21. 1" X 8" (25mm X 203mm) SHEATHING OR LESS TO EACH BEARING, FACE NAIL
<br />20. 1" (25mm) BRACE TO EACH STUD AND PLATE, FACE NAIL
<br />19. RAFTER TO PLATE, TOENAIL
<br />18. CEILING JOISTS TO PARELLEL RAFTERS, FACE NAIL
<br />17. CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL
<br />16. CONTINUOUS HEADER TO STUD, TOENAIL
<br />15. CEILING JOISTS TO PLATE, TOENAIL
<br />14. CONTINUOUS HEADER, TWO PIECES
<br />13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL
<br />12. RIM JOIST TO TOP PLATE, TOENAIL
<br />11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL
<br /> DOUBLE TOP PLATES, LAP SPLICE
<br />10. DOUBLE TOP PLATES, TYPICAL FACE NAIL
<br />9. DOUBLE STUDS, FACE NAIL
<br />7. TOP PLATE TO STUD, END NAIL
<br /> SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS
<br />6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL
<br />5. 2" (51mm) SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL
<br />4. WIDER THAN 1" X 6" (25mm X 152mm) SUBFLOOR TO EACH JOIST, FACE NAIL
<br /> 25/32" (20mm)
<br />29. INTERIOR PANELING
<br /> 3/8" (9.5mm)
<br /> 1/4" (6.4mm)
<br /> 1/2" (12.7mm)
<br /> 5/8" (16mm)
<br />25. 2" (51mm) PLANKS
<br />8. STUD TO SOLE PLATE
<br />7
<br />2. BRIDGING TO JOIST, TOENAIL EACH END
<br />1. JOIST TO SILL OR GIRDER, TOENAIL
<br />NAILING SCHEDULE
<br />4 5
<br />48d
<br />6d
<br /> 4d
<br />NO.16 ga
<br />11
<br />10
<br />9
<br />NO.11 ga
<br />NO.16 ga
<br />6d
<br /> NO.11 ga
<br />8d
<br />6d
<br />8
<br />9
<br />4
<br />8
<br />6
<br />6
<br />10d OR 8d
<br />8d
<br />6d
<br />10d OR 8d
<br />8d
<br />8d AND 6d
<br />4
<br />4 5
<br />5
<br />5
<br />5
<br />3
<br />3-8d
<br />6d
<br />3-8d
<br />3
<br />2-8d
<br />2-8d
<br />3-8d
<br />3-16d
<br />3-16d
<br />4-8d
<br />2-16d
<br />3-8d
<br /> 8-16d
<br />2-16d
<br />2-16d
<br /> 3-8d
<br />2-8d
<br />2-8d
<br />3-8d
<br />NAILING 1
<br />1. THIS NAILING SCHEDULE SHALL ONLY BE USED IF CONDITION IS NOT OTHERWISE DETAILED OR SPECIFIED ON THE
<br /> CONSTRUCTION DOCUMENTS. COMMON NAILS SHALL BE USED EXCEPT WHERE OTHERWISE STATED.
<br />2. NAILS SPACED AT 6 INCHES (152mm) ON CENTER AT EDGES, 12 INCHES(305mm) AT INTERMEDIATE SUPPORTS EXCEPT 6
<br />INCHES (152mm) AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES (1219mm) OR MORE. FOR NAILING OF WOOD
<br />STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTIONS OF THE CODE.
<br />3. COMMON OR DEFORMED SHANK.
<br />4. COMMON
<br />5. DEFORMED SHANK
<br />6. CORROSION-RESISTANT SIDING OR CASING NAILS CONFORMING TO THE REQUIREMENTS OF THE CODE.
<br />7. FASTENERS SPACED 3 INCHES (76mm) ON CENTER AT EXTERIOR EDGES AND 6 INCHES (152mm) ON CENTER
<br />AT INTERMEDIATE SUPPORTS.
<br />8. CORROSION-RESISTANT ROOFING NAILS WITH 7/16-INCH-DIAMETER (11mm) HEAD AND 1 1/2-INCH (38mm) LENGTH FOR 1/2"
<br /> INCH (12.7mm) SHEATHING AND 1 3/4-INCH (44mm) LENGTH FOR 25/32 -INCH (20mm) SHEATHING CONFORMING TO THE
<br /> REQUIREMENTS OF THE CODE.
<br />9. CORROSION-RESISTANT STAPLES WITH NOMINAL 7/16-INCH (11mm) CROWN AND 1 1/8-INCH (29mm) LENGTH FOR 1/2-
<br /> INCH (12.7mm) SHEATHING AND 1 1/2-INCH (38mm) LENGTH FOR 25/32 -INCH (20mm) SHEATHING CONFORMING TO
<br /> THE REQUIREMENTS OF THE CODE.
<br />10. PANEL SUPPORTS AT 16 INCHES (406mm) [20INCHES (508 mm) IF STRENGTH AXIS DIRECTION OF THE PANEL,
<br /> UNLESS OTHERWISE MARKED]. CASING OR FINISH NAILS SPACED 6 INCHES (152mm) ON PANEL EDGES, 12
<br /> INCHES (305mm) AT INTERMEDIATE SUPPORTS.
<br />11. PANEL SUPPORT AT 24 INCHES (610mm). CASING OR FINISH NAILS SPACED 6 INCHES (152mm) ON PANEL
<br /> EDGES, 12 INCHES (305mm) AT INTERMEDIATE SUPPORTS.
<br />CONNECTION
<br />STRUCTURAL OBSERVATION
<br />1.
<br />2.
<br />3.
<br />4.
<br />STRUCTURAL OBSERVATION SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF
<br />RECORD IN ACCORDANCE WITH SECTION 1704 OF THE CODE.
<br />STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND
<br />CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND
<br />THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND
<br />SPECIFICATION. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR
<br />THE INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.
<br />THE STRUCTURAL ENGINEER OF RECORD SHALL PERFORM THE STRUCTURAL OBSERVATION.
<br />THE CONTRACTOR SHALL COORDINATE AND CALL FOR A PRE-CONSTRUCTION MEETING
<br />BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN,
<br />STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY
<br />INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR
<br />STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL
<br />LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED
<br />OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST
<br />OBSERVATION REPORT SUBMITTED TO THE PROJECT INSPECTOR.
<br />CONSTRUCTION STAGES ELEMENTS/CONNECTIONS TO BE OBSERVED
<br />FOUNDATIONS
<br />CONCRETE WALLS
<br />STEEL ERECTION
<br />REINF/CONC/ANCHOR BOLTS
<br />REINF/EMBEDS
<br />FRAMING/CONNECTIONS
<br />9. ABANDONED ANCHORS AND ABANDONED ANCHOR HOLES:
<br />A.FILL ALL EMPTY ABANDONED ANCHOR HOLES WITH A DRY-PACK MORTAR.
<br />B.FOR ABANDONED EXPANSION ANCHORS WHICH CANNOT BE REMOVED WITHOUT DAMAGING
<br />THE SUBSTRATE, CUT/BURN OFF THE END OF THE BOLT FLUSH WITH THE FACE OF
<br />CONCRETE/MASONRY AND THEN DRIVE ABANDONED ANCHOR TO BOTTOM OF HOLE. FILL
<br />REMAINDER OF HOLE WITH A DRY-PACK MORTAR.
<br />C. FOR ABANDONED ADHESIVE OR UNDERCUT ANCHORS WHICH CANNOT BE REMOVED WITHOUT
<br />DAMAGING THE SUBSTRATE, BURN OFF THE END OF THE BOLT/ROD 1" BELOW THE SURFACE OF
<br />CONCRETE/MASONRY AND FILL REMAINDER OF HOLE WITH A DRY-PACK MORTAR.
<br />D. ABANDONED ANCHOR HOLES (WHETHER FILLED WITH DRY-PACK OR CONTAINING ABANDONED
<br />ANCHORS) MAY NOT BE LOCATED ANY CLOSER THAN 3x DIAMETER CENTER-TO-CENTER TO ANY
<br />ANCHOR IN SERVICE. ANCHORS NOT MEETING THIS MINIMUM SPACING MAY HAVE REDUCED
<br />CAPACITY AND SHALL BE REVIEWED WITH THE SEOR.
<br />LIMITATIONS OF USE OF POWER ACTUATED FASTENERS:
<br />PER SECTION 13.4.5 OF ASCE 7-16 POWER ACTUATED FASTENERS IN CONCRETE OR STEEL SHALL NOT BE
<br />USED FOR SUSTAINED TENSION LOADS OR FOR BRACE APPLICATIONS IN SEISMIC UNLESS APPROVED FOR
<br />SEISMIC LOADING. POWER ACTUATED FASTENERS IN MASONRY SHALL NOT BE PERMITTED UNLESS
<br />APPROVED FOR SEISMIC LOADING.
<br />EXCEPTION: POWER ACTUATED FASTENERS IN CONCRETE USED FOR SUPPORT OF ACOUSTICAL TILE OR
<br />LAY-IN PANEL SUSPENDED CEILING APPLICATIONS AND DISTRIBUTED SYSTEMS WHERE THE SERVICE
<br />LOAD ON ANY INDIVIDUAL FASTENER DOES NOT EXCEED 90 LB (400 N).
<br />TESTING CRITERIA FOR POST-INSTALLED ANCHORS IN CONCRETE
<br />1. CONDUCT TESTING OF POST- INSTALLED ANCHORS PER SECTION 1910 OF THE CODE.
<br />2. WHERE THE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR APPLICABLE ICC-ES EVALUATION
<br />SERVICES REPORT CALL FOR THE APPLICATION OF AN INSTALLATION TORQUE, THE SPECIFIED
<br />TORQUE SHALL BE APPLIED WITH A CALIBRATED TORQUE WRENCH. THE SPECIFIED INSTALLATION
<br />TORQUE SHALL NOT BE EXCEEDED.
<br />3. THE SPECIAL INSPECTOR SHALL BE ON THE JOBSITE DURING ANCHOR INSTALLATIONS AS REQUIRED
<br />PER CHAPTER 17 OF THE CODE, UNLESS OTHERWISE NOTED IN ICC-ES ESR, TO VERIFY ANCHOR,
<br />ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS,
<br />ANCHOR SPACING, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND INSTALLATION
<br />TORQUE.
<br />4. TEST LOAD: REQUIRED TEST LOADS SHALL BE DETERMINED BY ONE OF THE FOLLOWING METHODS:
<br />A.TWICE THE MAXIMUM ALLOWABLE TENSION LOAD OR ONE AND A QUARTER (1 1/4) TIMES THE
<br />MAXIMUM DESIGN STRENGTH PROVIDED BY THE ICC REPORT OR DETERMINED PER ACI 318. THE
<br />TENSION TEST LOAD NEED NOT TO EXCEED 80 PERCENT OF THE NOMINAL YIELD STRENGTH OF
<br />THE ANCHOR (0.8 As Fy). SEE STRUCTURAL DETAILS FOR DESIGN-BASED TENSION TEST LOADS
<br />FOR ADHESIVE ANCHORS.
<br />B.THE MANUFACTURER'S RECOMMENDED INSTALLATION TORQUE AS APPROVED BY THE ICC
<br />REPORT.
<br />5. TENSION OR TORQUE TESTING OF POST-INSTALLED ANCHORS SHALL BE DONE IN THE PRESENCE OF
<br />THE SPECIAL INSPECTOR AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE IOR
<br />AND ENFORCEMENT AGENCY.
<br />6. THE SPECIAL INSPECTOR SHALL SELECT ANCHORS FOR TESTING AT RANDOM.
<br />7. TEST FREQUENCY:
<br />APPLICATION QUANTITY
<br />STRUCTURAL 100% OF BOLTS
<br />NON-STRUCTURAL 50%; ALTERNATE BOLTS IN A GROUP
<br />(SUCH AS EQUIPMENT ANCHORAGE) (TEST AT LEAST HALF OF THE ANCHORS IN GROUP)
<br />8. TEST METHODS: TEST LOADS MAY BE APPLIED BY ANY METHOD THAT WILL EFFECTIVELY TRANSMIT A
<br />MEASURABLE TENSION LOAD TO THE ANCHOR. ACCEPTABLE METHODS INCLUDE:
<br />A. USE OF HYDRAULIC JACK, WHEREBY EITHER UNCONFINED OR CONFINED TESTING SHALL BE
<br />ACCEPTABLE;
<br />B.USE OF CALIBRATED SPRING LOADED DEVICES; OR
<br />C. USE OF A CALIBRATED TORQUE WRENCH FOR TORQUE-CONTROLLED EXPANSION ANCHORS.
<br />9. TEST ACCEPTANCE CRITERIA: ACCEPTANCE CRITERIA FOR POST-INSTALLED ANCHORS SHALL BE
<br />BASED ON THE ICC REPORT OR MANUFACTURER'S WRITTEN INSTRUCTION AS ACCEPTABLE TO
<br />OSHPD. FIELD TESTS SHALL SATISFY THE FOLLOWING MINIMUM REQUIREMENTS:
<br />A.HYDRAULIC RAM METHOD: ANCHORS TESTED WITH A HYDRAULIC JACK OR SPRING LOADED
<br />DEVICES SHALL MAINTAIN THE TEST LOAD FOR A MINIMUM OF 15 SECONDS AND SHALL EXHIBIT
<br />NO DISCERNABLE MOVEMENT DURING THE TENSION TEST, E.G. AS EVIDENCED BY LOOSENING OF
<br />THE WASHER UNDER THE NUT. SCREW ANCHORS MAY BE LOOSENED A MAXIMUM ONE FULL TURN
<br />TO FACILITATE THE POSITIONING OF A TENSION TEST COLLAR.
<br />B.TORQUE WRENCH METHOD: ANCHORS TESTED WITH A CALIBRATED TORQUE WRENCH MUST
<br />ATTAIN THE SPECIFIED TORQUE WITHIN HALF (1/2) TURN OF THE NUT.
<br />EXCEPTIONS:
<br />·WEDGE OR SLEEVE TYPE: ONE-QUARTER (1/4) TURN OF THE NUT FOR A 3/8 INCH ANCHOR ONLY.
<br />·THREADED TYPE: ONE-QUARTER (1/4) TURN OF THE SCREW AFTER INITIAL SEATING OF THE
<br />SCREW HEAD.
<br />10. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE, INSTALLED BY THE SAME
<br />TRADE, AND NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN
<br />RESUME INITIAL TEST FREQUENCY.
<br />SHEAR DOWELS 25% OF DOWELS (WHERE REQUIREMENTS OF THE
<br />2022 CBC ARE MET)
<br />1. ALL EXPANSION TYPE ANCHORS SHALL CONSIST OF HILTI KWIK BOLT TZ2 CONCRETE ANCHORS PER ICC ESR-4266
<br />REPORT. INSTALLATION SHALL BE IN CONFORMANCE WITH THE ICC REPORT.
<br />2. ALL EPOXY TYPE ANCHORS SHALL CONSIST OF HILTI HIT HY-200 HYBRID ADHESIVE USED IN CONJUNCTION WITH
<br />DEFORMED REINFORCING BARS PER ICC REPORT ESR-3187. INSTALLATION OF ANCHORS SHALL BE IN CONFORMANCE
<br />WITH THE ICC REPORT.
<br />3. WHEN INSTALLING DRILLED IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND
<br />CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.
<br />4. THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE PERIODICALLY DURING ANCHOR INSTALLATION TO VERIFY ANCHOR
<br />TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, PREDRILLED HOLE DIMENSIONS,
<br />ANCHOR SPACING, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT AND TIGHTENING TORQUE.
<br />5. TEST ALL POST-INSTALLED ANCHORS AS REQUIRED PER SECTION 1705 OF THE CODE.
<br />6. ALL WEDGE ANCHORS SHALL BE CARBON STEEL, UNO. USE STAINLESS STEEL ANCHORS IN EXTERIOR EXPOSURE AND
<br />DAMP ENVIRONMENTS.
<br />7. INSTALL POST-INSTALLED ANCHORS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AS DEFINED
<br />IN THE ASSOCIATED IAPMO UES ER OR ICC ESR.
<br />8. USE ONLY NON-REBAR CUTTING DRILL BITS TO DRILL HOLES IN CONCRETE, WHERE EXISTING CONCRETE IS DAMAGED
<br />AND/OR DRILLED HOLES ABANDONED, THE DAMAGED CONCRETE OR ABANDONED HOLES SHALL BE REPAIRED OR
<br />FILLED WITH NON-SHRINK GROUT, RESPECTIVELY, BRING EACH CONDITION TO THE ATTENTION OF THE ARCHITECT,
<br />SEOR, AND UNIVERSITY BEFORE IMPLEMENTING REPAIRS.
<br />POST INSTALLED CONCRETE ANCHORS
<br />1. THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL HAVE CONTINUOUS INSPECTION BY A
<br />PROJECT INSPECTOR APPROVED BY THE JURISDICTION.
<br />A. CONCRETE.
<br />B. BOLTS INSTALLED IN CONCRETE.
<br />C. PLACING OF REINFORCING STEEL.
<br />D. ALL STRUCTURAL WELDING, INCLUDING REINFORCING STEEL.
<br />E. EXPANSION ANCHORS.
<br />F. EPOXY ANCHORS.
<br />G. POWDER ACTUATED FASTENERS/SHOT PINS.
<br />H. HIGH STRENGTH BOLTS.
<br />I. SEE GEOTECHNICAL ENGINEER'S REPORT FOR SPECIFIC INSPECTION REQUIREMENTS
<br />BY A SOILS ENGINEER REPRESENTATIVE.
<br />J. INSTALLATION OF METAL DECK HEADED STUDS.
<br />K. NONDESTRUCTIVE TEST OF ALL CJP GROOVE WELDS.
<br />2. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE
<br />REQUIREMENTS OF SECTION 1704 OF THE CODE AND ANY ADDITIONAL REQUIREMENTS
<br />STATED IN THESE DRAWINGS AND/OR THE PROJECT SPECIFICATIONS.
<br />SPECIAL INSPECTIONS
<br />PROJECT
<br />COPYRIGHT LOC, INC
<br />ORIGINAL SHEET SIZE: 42" X 30"
<br />LOC
<br />CLIEN
<br />ARCHITEC
<br />CONSULTANT
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<br />2308
<br />GENERAL
<br />NOTES
<br />FEBRUARY 13, 2025
<br />PLAN CHECK
<br />SUBMITTAL 02
<br />S0.03
<br />SANTA ANA ZOO
<br />1801 E CHESTNUT AVE, SANTA ANA, CA
<br />92701
<br />KPFF
<br />STRUCTURAL ENGINEER
<br />LOC ARCHITECTS
<br />KPFF
<br />CIVIL ENGINEER
<br />BORDER
<br />LANDSCAPE ARCHITECT
<br />ABRARI AND ASSOCIATES
<br />MEP ENGINEER
<br />ASSOCIATED SOILS ENGINEERING
<br />GEOTECHNICAL ENGINEER
<br />700 S. FLOWER, SUITE 2100
<br />LOS ANGELES, CA 90017
<br />213 372 5111
<br />Ramzi.hodali@kpff.com
<br />700 S. FLOWER, SUITE 2100
<br />LOS ANGELES, CA 90017
<br />213 372 5111
<br />Sharad.Ganju@kpff.com
<br />724 S. SPRING ST, SUITE 701
<br />LOS ANGELES, CA 90014
<br />213 372 5111
<br />Darren@border-la.com
<br />1713 S. STANDARD AVE
<br />GLENDALE, CA 91201
<br />818 956 1900
<br />Telma@abrari.com
<br />2860 WALNUT AVE.
<br />SIGNAL HILL, CA 90755
<br />562 897 2749
<br />Ted@associatedsoils.com
<br />3203 E. 4TH ST
<br />LOS ANGELES, CA 90063
<br />213 537 0480
<br />Office@loc-arch.com
<br />1801 E. CHESTNUT AVE.
<br />SANTA ANA, CA 92701
<br />714 647 6575
<br />Efisher@santa-ana.org
<br />SANTA ANA ZOO
<br />EDUCATION
<br />HUB
<br />No.Description Date
<br />REGISTERED PROFESSIONAL ENGINEERRAMZI S . HODAL
<br />I
<br />STRUC T URALSTATE OF CAL IFORNIA
<br />2/13/2025
|