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SCALE12NAILING SCHEDULE -
<br />SCALE20STRUCTURAL NOTES -
<br />DESIGN CRITERIA
<br />1.THIS PROJECT HAS BEEN DESIGNED TO SUSTAIN, WITHIN THE LIMITATIONS SPECIFIED IN THE 2022 CALIFORNIA BUILDING CODE
<br />(CBC).
<br />GENERAL
<br />1.DETAILS AND DIMENSIONS OF CONSTRUCTION SHALL BE VERIFIED AT THE SITE BY THE CONTRACTOR AND ANY DISCREPANCY
<br />WITHIN THE PLANS, SECTIONS OR DETAILS SHALL BE PROMPTLY REPORTED TO THE STRUCTURAL ENGINEER OF RECORD. DO
<br />NOT SCALE DRAWINGS.
<br />2.PORTIONS OF THESE CONSTRUCTION DOCUMENTS ARE DIAGRAMMATIC ONLY. ITEMS INCLUDING, BUT NOT LIMITED TO,
<br />LOCATIONS, SIZES, QUANTITIES, ACCESSORIES AND CONNECTIONS ARE INDICATED IN A REPRESENTATIONAL MANNER AND
<br />MAY NOT BE COMPLETELY SHOWN. PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THE PROJECT AS
<br />REPRESENTED IN THE CONSTRUCTION DOCUMENTS.
<br />3.THESE DOCUMENTS ARE NOT TO BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT THE WRITTEN
<br />AUTHORIZATION OF AXIOM STRUCTURAL DESIGN INC.
<br />4.ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF LOCAL, COUNTY, STATE, OR FEDERAL AGENCIES HAVING
<br />JURISDICTION. AXIOM STRUCTURAL DESIGN INC ASSUMES NO RESPONSIBILITY FOR SUPERVISION OF CONSTRUCTION OR
<br />PROPER EXECUTION OF THE WORK SHOWN ON THESE DRAWINGS. SAFETY METHODS AND TECHNIQUES ARE THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR.
<br />5.ANY DEVIATIONS OR UNAUTHORIZED CHANGES TO THESE DRAWINGS ARE NOT THE RESPONSIBILITY OF AXIOM STRUCTURAL
<br />DESIGN INC. DEVIATIONS FROM THE ORIGINAL DRAWINGS MUST BE APPROVED IN WRITING PRIOR TO CONSTRUCTION. IT IS
<br />THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF THE PROGRESS OF THE PROJECT TO
<br />FACILITATE SITE VISITS, TO ANSWER QUESTIONS AND VIEW THE PROGRESS OF THE WORK.
<br />6.THE CONTRACTOR SHALL NOTIFY AXIOM STRUCTURAL DESIGN INC 48 HOURS PRIOR TO THE CLOSING OF ANY PHASE OF
<br />CONSTRUCTION.
<br />7.ALL STRUCTURAL MEMBERS SHOWN ON THE PLANS ARE DESIGNED AS IN THEIR FINAL LOCATION. AXIOM STRUCTURAL DESIGN
<br />INC DOES NOT PERFORM CONSTRUCTION ENGINEERING OR ENGINEERING NECESSARY TO PLACE ANY STRUCTURAL MEMBERS
<br />IN THEIR FINAL LOCATION.
<br />8.FEATURES OF CONSTRUCTION INDICATED ARE TYPICAL. WHERE FEATURES ARE NOT FULLY OR SPECIFICALLY INDICATED BY THE
<br />CONSTRUCTION DOCUMENTS, THEIR CONSTRUCTION SHALL BE AS INDICATED FOR IDENTICAL OR SIMILAR FEATURES
<br />ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. IF ANY CONDITIONS REQUIRE CONSTRUCTION DIFFERENT THAN THAT
<br />INDICATED ON THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER OF RECORD.
<br />9.STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THE STRUCTURAL CONSTRUCTION
<br />DOCUMENTS. IF STRUCTURAL ELEMENTS INTERFERE WITH THE WORK INDICATED IN ANY OTHER CONSTRUCTION DOCUMENTS,
<br />NOTIFY THE STRUCTURAL ENGINEER OF RECORD.
<br />10.THE CONSTRUCTION DOCUMENTS ARE NOT COMPLETE AND READY FOR CONSTRUCTION UNTIL THEY ARE APPROVED BY THE
<br />ENFORCEMENT AGENCY AND SIGNED BY THE STRUCTURAL ENGINEER OF RECORD.
<br />WOOD
<br />1.LUMBER SHALL BE GRADED IN ACCORDANCE WITH CBC SECTION 2303.1, CLASSIFICATION, DEFINITION, METHODS OF GRADING
<br />AND DEVELOPMENT OF DESIGN VALUES FOR ALL SPECIES OF LUMBER. SOLID SAWN LUMBER SHALL BE GRADE MARKED
<br />DOUGLAS FIR (NINETEEN PERCENT, 19%, MOISTURE CONTENT, MAXIMUM, AT THE TIME OF INSTALLATION) AS FOLLOWS:
<br />A)HORIZONTAL FRAMING MEMBERS (JOISTS, RAFTERS & BEAMS): D.F. NO. 2
<br />B)VERTICAL FRAMING MEMBERS (POSTS, 4X AND LARGER): D.F. NO. 2
<br />C)STUDS, 2x AND 3x: D.F. NO. 2
<br />2.PLYWOOD SHALL CONFORM TO THE CBC, CONSTRUCTION AND INDUSTRIAL PLYWOOD (5 PLY MINIMUM). PLYWOOD SHALL BE
<br />MANUFACTURED USING EXTERIOR GLUE. PLYWOOD DIAPHRAGMS AND SHEAR WALLS SHALL BE CONSTRUCTED WITH
<br />PLYWOOD SHEETS NOT LESS THAN 4 FEET BY 8 FEET, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM
<br />SHEET DIMENSION SHALL BE 24 INCHES UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING
<br />MEMBERS OR BLOCKING. FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN SHEAR
<br />WALLS. DIAPHRAGM SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN FLUSH BUT SHALL
<br />NOT FRACTURE THE SURFACE OF THE SHEATHING.
<br />3.LUMBER SHALL NOT BE CUT OR NOTCHED UNLESS DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED IN WRITING, BY
<br />THE STRUCTURAL ENGINEER OF RECORD.
<br />4.ALL FOUNDATION PLATES OR SILLS AND SLEEPERS ON A CONCRETE SLAB, AND SILLS WHICH REST ON CONCRETE OR
<br />MASONRY FOUNDATIONS, SHALL BE PRESSURE TREATED WOOD.
<br />5.FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO THE FOUNDATION OR FOUNDATION WALL WITH NOT LESS THAN 5 8 INCH
<br />NOMINAL DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST 7 INCHES INTO THE CONCRETE OR MASONRY AND SPACED NOT
<br />MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 9
<br />INCHES OF EACH END OF EACH PIECE. A PROPERLY SIZED NUT AND STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN
<br />0.229"x3" SQUARE (SEE SIMPSON BPS PLATES) SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE. THE HOLE IN THE PLATE
<br />WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3 16" LARGER THAN THE BOLT DIAMETER
<br />AND A SLOT LENGTH NOT TO EXCEED 13 4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND
<br />NUT. THE PLATE SHALL EXTEND TO WITHIN 1 2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. PER SDPWS
<br />SECTION 4.3.6.4.3.
<br />6.ENDS OF WOOD GIRDERS ENTERING MASONRY OR CONCRETE WALLS SHALL BE PROVIDED WITH A 1 2 INCH AIR SPACE ON TOPS,
<br />SIDES AND ENDS.
<br />7.THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET FORTH IN THE CBC
<br />8.ALL MACHINE BOLTS CONNECTING WOOD MEMBERS ON THE PLANS SHALL CONFORM TO ASTM A307, GRADE A. PLACE
<br />MALLEABLE IRON OR STEEL PLATE WASHERS UNDER THE HEADS AND/OR NUTS OF ALL BOLTS WHEN BEARING DIRECTLY ON
<br />WOOD. ALL BOLTS SHALL BE RETIGHTENED IMMEDIATELY PRIOR TO COVERING OR CLOSING IN.
<br />9.PRE-MANUFACTURED WOOD CONNECTORS SHALL BE MANUFACTURED FROM THE SIMPSON STRONG-TIE COMPANY, INC. NO
<br />SUBSTITUTIONS. ALL 4x4 AND LARGER POSTS SHALL HAVE SIMPSON CCQ OR ECCQ TYPE COLUMN CAPS UNLESS OTHERWISE
<br />NOTED ON THE PLANS.
<br />10.FASTENERS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT TREATED WOOD INCLUDING NUTS
<br />AND WASHERS SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FOR
<br />ADDITIONAL REQUIREMENTS SEE THE CBC.
<br />POST INSTALLED ANCHORS NOTES:
<br />1.THESE NOTES SHALL APPLY TO THE INSTALLATION, INSPECTION, AND TESTING OF ALL EXPANSION AND CHEMICAL ANCHORS.
<br />2.INSTALL PER REQUIREMENTS OF THE ICC-ES EVALUATION REPORT FOR THE SPECIFIC ANCHOR OR AS REQUIRED BY THE
<br />MANUFACTURER. ALL ANCHORS SHALL MEET THE MINIMUM EMBEDMENT, EDGE DISTANCE, SPACING, AND SLAB THICKNESS
<br />CRITERIA ESTABLISHED BY THE RELEVANT ICC-ES EVALUATION REPORT.
<br />3.WHEN INSTALLING DRILLED-IN ANCHORS AND/OR POWDER DRIVEN PINS IN EXISTING NON-PRESTRESSED REINFORCED
<br />CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING
<br />THEM INTO EXISTING PRE-STRESSED CONCRETE (PRE- OR POST-TENSIONED) LOCATE THE PRE-STRESSED TENDONS BY USING A
<br />NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR
<br />DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE
<br />REINFORCEMENT AND THE DRILLED-IN ANCHOR AND/OR PIN.
<br />4.POST INSTALLED ANCHORS INSTALL IN EXTERIOR & INTERIOR AREAS SUBJECT TO CORROSIVE AND WET CONDITIONS ARE TO
<br />BE STAINLESS STEEL ANCHORS, UNO.
<br />POST INSTALLED ANCHORS TESTING NOTES:
<br />1.TEST LOADS AND FREQUENCY SHALL BE IN ACCORDANCE WITH THE CBC.
<br />2.IF ANY ANCHOR(S) FAIL TESTING, ALL ANCHORS OF THE SAME TYPE SHALL BE TESTED, WHICH ARE INSTALLED BY THE SAME
<br />TRADE, NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN RESUME THE INITIAL TEST
<br />FREQUENCY.
<br />3.WHEN POST INSTALLED ANCHORS ARE USED FOR;
<br />A.SILL PLATE BOLTING APPLICATIONS, 10 PERCENT OF THE ANCHORS SHALL BE TESTED.
<br />B.OTHER STRUCTURAL APPLICATIONS, ALL SUCH ANCHORS SHALL BE TESTED.
<br />C.NONSTRUCTURAL APPLICATIONS SUCH AS EQUIPMENT ANCHORAGE, 50 PERCENT OR ALTERNATE BOLTS IN A GROUP,
<br />INCLUDING AT LEAST ONE-HALF THE ANCHORS IN EACH GROUP, SHALL BE TESTED.
<br />4.THE TESTING OF THE POST INSTALLED ANCHORS SHALL BE DONE IN THE PRESENCE OF THE SPECIAL INSPECTOR AND A REPORT
<br />OF THE TEST RESULTS SHALL BE SUBMITTED TO THE ENFORCEMENT AGENCY.
<br />EXCEPTIONS:
<br />A.UNDERCUT ANCHORS THAT ALLOW VISUAL CONFIRMATION OF FULL SET SHALL NOT REQUIRE TESTING.
<br />B.WHERE THE FACTORED DESIGN TENSION ON ANCHORS IS LESS THAN 100# AND THOSE ANCHORS ARE CLEARLY NOTED
<br />ON THE APPROVED CONSTRUCTION DOCUMENTS, ONLY 10 PERCENT OF THOSE ANCHORS NEED BE TESTED.
<br />C.WHERE ADHESIVE ANCHOR SYSTEMS ARE USED TO INSTALL REINFORCING DOWEL BARS IN HARDENED CONCRETE, ONLY
<br />25% OF THE DOWELS SHALL BE TESTED IF ALL THE FOLLOWING CONDITIONS ARE MET:
<br />a.THE DOWELS ARE USED EXCLUSIVELY TO TRANSMIT SHEAR FORCES ACROSS JOINTS BETWEEN EXISTING AND NEW
<br />CONCRETE.
<br />b.THE NUMBER OF DOWELS IN ANY ONE MEMBER EQUALS OR EXCEEDS TWELVE (12)
<br />c.THE DOWELS ARE UNIFORMLY DISTRIBUTED ACROSS SEISMIC FORCE RESISTING MEMBERS (SUCH AS SHEAR WALLS,
<br />COLLECTORS AND DIAPHRAGMS).
<br />d.ANCHORS TO BE TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL INSPECTOR / INSPECTOR OF RECORD
<br />(IOR).
<br />D.TESTING OF SHEAR DOWELS ACROSS COLD JOINTS IN SLABS ON GRADE, WHERE THE SLAB IS NOT PART OF THE LATERAL
<br />FORCE-RESISTING SYSTEM SHALL NOT BE REQUIRED.
<br />E.TESTING IS NOT REQUIRED OF POWER ACTUATED FASTENERS USED TO ATTACH TRACKS OF INTERIOR NON-SHEAR WALL
<br />PARTITIONS FOR SHEAR ONLY, WHERE THERE ARE AT LEAST THREE (3) FASTENERS PER SEGMENT OF TRACK.
<br />5.ACCEPTANCE CRITERIA FOR POST-INSTALLED ANCHORS SHALL BE BASED ON ICC-ESR OR MANUFACTURERS WRITTEN
<br />INSTRUCTION, ACCEPTABLE TO THE ENFORCEMENT AGENCY. FIELD TEST SHALL SATISFY THE FOLLOWING MINIMUM
<br />REQUIREMENTS.
<br />A.HYDRAULIC RAM METHOD: ANCHORS TESTED WITH A HYDRAULIC JACK OR SPRING LOADED DEVICES SHALL MAINTAIN
<br />THE TEST LOAD FOR A MINIMUM OF 15 SECONDS AND SHALL EXHIBIT NO DISCERNABLE MOVEMENT DURING THE
<br />TENSION TEST, E.G., AS EVIDENCED BY LOOSENING OF THE WASHER UNDER THE NUT
<br />FOR ADHESIVE ANCHORS, WHERE OTHER THAN BOND IS BEING TESTED, THE TESTING DEVICE SUPPORT SHALL NOT BE
<br />LOCATED WITHIN 112 TIMES THE ANCHOR'S EMBEDMENT DEPTH TO AVOID RESTRICTING THE CONCRETE SHEAR CONE
<br />TYPE FAILURE MECHANISM FROM OCCURRING.
<br />B.TORQUE WRENCH METHOD: ANCHORS TESTED WITH A CALIBRATED TORQUE WRENCH MUST ATTAIN THE SPECIFIED
<br />TORQUE WITHIN 1 2 TURN OF THE NUT.
<br />EXCEPTIONS:
<br />a.SLEEVE TYPE ANCHOR: ONE-QUARTER (1 4) TURN OF THE NUT FOR A 3 8"Ø ANCHOR ONLY.
<br />b.SCREW TYPE ANCHOR: ONE-QUARTER (14) TURN OF THE SCREW AFTER INITIAL SEATING OF THE SCREW HEAD.
<br />COLD-FORMED STEEL FRAMING
<br />1.ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AISI. "SPECIFICATION FOR THE DESIGN OF
<br />COLD-FORMED STEEL STRUCTURAL MEMBERS".
<br />2.ALL STUDS SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS OF 2020 AISI STANDARDS.
<br />3.ALL PRODUCTS SHALL BE MANUFACTURED BY CURRENT MEMBERS OF THE STEEL STUD MANUFACTURES ASSOCIATION (SSMA)
<br />PER ICC LEGACY REPORT ESR-3064P EXCEPT SLOTTED TRACK SHALL BE MANUFACTURED BY "CALIFORNIA EXPANDED METAL
<br />PRODUCTS COMPANY" PER ICC ESR-2012.
<br />a.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS CLIPS, WEB STIFFENERS, ANCHORS, FASTENING
<br />DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS
<br />RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED.
<br />4.ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED.
<br />5.ALL STEEL MEMBERS 18GA OR LIGHTER SHALL BE MANUFACTURED PER ASTM A653 S.S.,GRADE 33, AND 16GA OR HEAVIER PER
<br />ASTM A653 S.S., GRADE 50, CLASS I.
<br />6.THE MINIMUM UNCOATED STEEL THICKNESS AS DELIVERED TO THE JOBSITE SHALL BE: 20GA = 0.0329", 18GA = 0.0428", 16GA =
<br />0.0538", 14GA = 0.0677", 12GA = 0.0966", AND 10GA 0.1180"
<br />7.ALL STEEL MEMBERS SHALL HAVE THE MINIMUM EFFECTIVE STRUCTURAL SECTION PROPERTIES AS GIVEN IN SSMA.
<br />8.ALL STUDS/JOISTS SHALL HAVE WEB PUNCH-OUTS AT 24" O.C. AT MID-DEPTH. PUNCH-OUTS SHALL NOT EXCEED HALF THE
<br />MEMBER DEPTH (d/2) OR 21 2" IN WIDTH, WHICHEVER IS LESS, & 412" IN LENGTH.
<br />9.NO STUD "PUNCH-OUTS" ARE ALLOWED WITHIN THE TOP OR BOTTOM 12" OF ANY STUDS. STUDS W/ "PUNCH-OUTS" WITHIN
<br />THE TOP OR BOTTOM 12" ARE TO BE REMOVED AND REPLACED AT CONTRACTOR'S EXPENSE.
<br />10.TRACK SHALL MATCH STUD/JOIST DEPTH & GAGE, AND FLANGE WIDTH SHALL BE 11 4", UON. ALL TRACKS TO BE UNPUNCHED
<br />WITH SOLID WEBS.
<br />11.FASTENING OF FRAMING COMPONENTS SHALL BE WITH SELF-DRILLING SELF-TAPPING SCREWS OR WELDING. WHERE DETAILS
<br />CALL FOR SCREWS, THE MINIMUM SIZE SHALL BE AS FOLLOWS: #8 FOR 20GA MATERIAL, #10 FOR FOR 18 & 16GA MATERIAL, & #12
<br />FOR 14GA OR HEAVIER MATERIAL, UON. SCREW SIZE IS DETERMINED BY THE GA OF THE THICKEST PART BEING JOINED UON.
<br />INSTALL SCREWS WITH THE HEAD IN CONTACT WITH THE THICKEST PART BEING JOINED UON. AS AN ALTERNATE, STEEL
<br />MEMBERS 18GA OR HEAVIER MAY BE WELDED WITH A 12" LONG WELD (FILLET OR FLARE GROOVE) IN LIEU OF EACH SCREW, UON.
<br />12.SCREW SPACING AND EDGE DISTANCE SHALL NOT BE LESS THAN 3 x D (D = NOMINAL SCREW DIAMETER). PENETRATION OF
<br />SCREWS THROUGH JOINED MATERIALS SHOULD NOT BE LESS THAN 3 EXPOSED THREADS. ALL SCREW HEADS SHALL BE
<br />LOW-PROFILE TYPE.
<br />13.ALL SCREWS SHALL CONFORM WITH ASTM C1513 AND HAVE A CORROSION-RESISTANT COATING.
<br />14.ALL WELDING SHALL CONFORM WITH AWS DI.3. ALL WELDING TO STRUCTURAL STEEL SHALL ALSO CONFORM WITH AWS DI.I.
<br />THE ELECTRODES USED FOR WELDING SHALL HAVE A MINIMUM YIELD STRENGTH OF 60 KSI. ALL WELDS OF GALVANIZED STEEL
<br />SHALL BE COATED WITH A ZINC-RICH PAINT.
<br />15.FASTENING OF SHEATHING SHALL BE WITH SELF-DRILLING SELF-TAPPING SCREWS. #6 MIN FOR GYPSUM BOARD & #8 MIN FOR
<br />STRUCTURAL PANELS. ALL SCREW HEADS SHALL BE FLAT-PROFILE TYPE.
<br />EXISTING CONSTRUCTION NOTES:
<br />1.CAREFULLY EXAMINE THE CONSTRUCTION DOCUMENTS AND NOTIFY THE STRUCTURAL ENGINEER OF RECORD OF ANY
<br />CONFLICTS OR DISCREPANCIES WITHIN THE STRUCTURAL CONSTRUCTION DOCUMENTS AND BETWEEN ALL OTHER
<br />CONSTRUCTION DOCUMENTS AND THE EXISTING CONSTRUCTION.
<br />2.EXISTING CONSTRUCTION INDICATED IN THE CONSTRUCTION DOCUMENTS IS BASED UPON INFORMATION SHOWN ON
<br />AVAILABLE EXISTING DRAWINGS AND/OR LIMITED VISUAL OBSERVATIONS. THE EXISTING CONSTRUCTION MAY VARY FROM
<br />THAT INDICATED ON THE CONSTRUCTION DOCUMENTS. PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THE
<br />PROJECT AS REPRESENTED IN THE CONSTRUCTION DOCUMENTS.
<br />3.VERIFY ALL DIMENSIONS AND ELEVATIONS OF THE EXISTING CONSTRUCTION PRIOR TO STARTING CONSTRUCTION OR
<br />FABRICATION. DO NOT SCALE EXISTING DRAWINGS.
<br />4.EXISTING STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THE STRUCTURAL
<br />CONSTRUCTION DOCUMENTS. IF EXISTING STRUCTURAL ELEMENTS INTERFERE WITH THE WORK INDICATED IN ANY
<br />CONSTRUCTION DOCUMENT, OR IF UNCERTAIN THAT AN ELEMENT IS STRUCTURAL, NOTIFY THE STRUCTURAL ENGINEER OF
<br />RECORD.
<br />5.PROVIDE ALL MEASURES NECESSARY FOR PROTECTION OF THE EXISTING STRUCTURE AND SITE DURING DEMOLITION AND
<br />CONSTRUCTION. MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, PROVIDING ADEQUATE SHORING, BRACING, WEATHER
<br />PROTECTION AND DUST PROTECTION. THE REMOVAL OR MODIFICATION OF EXISTING STRUCTURAL ELEMENTS SHALL BE
<br />PERFORMED IN A MANNER TO PREVENT DAMAGE TO THOSE ELEMENTS TO REMAIN. SHOULD DAMAGE OCCUR TO ANY
<br />EXISTING ELEMENTS, THEY SHALL BE RESTORED TO THEIR ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER.
<br />6.EXISTING FOUNDATIONS THAT MAY BE AFFECTED BY ANY EXCAVATIONS REQUIRED FOR THIS PROJECT SHALL BE
<br />UNDERPINNED, SHORED OR SUPPORTED ADEQUATELY TO PREVENT SETTLEMENT AND LATERAL MOVEMENT.
<br />7.IF EXISTING STRUCTURAL ELEMENTS NOT INDICATED FOR REPLACEMENT OR REPAIR ARE DISCOVERED TO BE DAMAGED OR
<br />DIFFERENT THAN INDICATED ON THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER OF RECORD. SUCH
<br />DAMAGE OR DIFFERENCE SHALL INCLUDE, BUT NOT BE LIMITED TO, DRY-ROT, WATER DAMAGE, INSECT DAMAGE, POOR
<br />WORKMANSHIP OR FIT-UP, BUCKLING, EXCESSIVE DEFLECTION, SAGGING, TWISTING, WARPING, AND DIFFERENT SIZE,
<br />ORIENTATION, GRADE, QUALITY OR MATERIAL.
<br />POWDER ACTUATED FASTENERS (LOW VELOCITY)
<br />1.INSTALL PER REQUIREMENTS OF THE ICC-ES EVALUATION REPORT FOR THE SPECIFIC FASTENER OR AS REQUIRED BY THE
<br />MANUFACTURER. ALL FASTENERS SHALL MEET THE MINIMUM EMBEDMENT, EDGE DISTANCE, SPACING, AND SLAB THICKNESS
<br />CRITERIA ESTABLISHED BY THE RELEVANT ICC-ES EVALUATION REPORT.
<br />A.HILTI X-U HILTI ICC-ES ESR-2269
<br />B.PDP SIMPSON STRONG TIE ICC-ES ESR-2138
<br />2.SHOT PINS TO CONCRETE SHALL BE 0.157"Ø WITH 11 4" EMBEDMENT MIN INTO CONCRETE, TYP UNO.
<br />3.SHOT PINS TO STRUCTURAL STEEL SHALL BE 0.145"Ø W/ KNURLED SHANK DRIVEN INTO STEEL PER MANUFACTURER AND ICC-ES
<br />REPORT, TYP UNO.
<br />4.SHOT PINS MAY BE USED FOR SHEAR OR TENSION LOADS FOR ANCHORING ITEMS SUCH AS ACOUSTICAL CEILINGS, MECH.
<br />DUCTS, CONDUITS, ETC., UNLESS SPECIFICALLY DETAILED OTHERWISE. SHOT PINS SHALL NOT BE USED FOR CEILING DIAGONAL
<br />BRACING WIRES. ANY SHOT ANCHORS MUST HAVE AN ICC APPROVAL FOR THE TYPE OF CONCRETE USED ON THE JOB.
<br />5.SHOT PINS SHALL NOT BE USED IN CONCRETE CURBS.
<br />6.THE ALLOWABLE LOADS SHALL BE 80% OF ICC APPROVED VALUES.
<br />7.TESTING: THE OPERATOR, TOOL, & FASTENER SHALL BE PRE-QUALIFIED BY THE PROJECT INSPECTOR. HE SHALL OBSERVE THE
<br />TESTING OF THE FIRST 10 FASTENER INSTALLATIONS. A TEST "PULL-OUT" LOAD OF NOT LESS THAN TWICE THE DESIGN LOAD
<br />SHALL BE APPLIED TO THE PIN IN SUCH A MANNER AS NOT TO RESIST THE SPALLING TENDENCY OF THE CONCRETE
<br />SURROUNDING THE PIN. THEREAFTER, RANDOM TEST UNDER THE PROJECT INSPECTOR'S SUPERVISION SHALL BE MADE TO
<br />APPROXIMATELY 1 IN 10 PINS. IF ANY PIN FAILS, TEST ALL PINS OF THE SAME CATEGORY NOT PREVIOUSLY TESTED UNTIL 20
<br />CONSECUTIVE PASS, THEN RESUME THE INITIAL TESTING FREQUENCY.
<br />SEISMIC DESIGN CRITERIA
<br />SITE CLASS OCCUPANCY
<br />CATEGORY
<br />RISK
<br />CATEGORY
<br />SEISMIC
<br />DESIGN
<br />CATEGORY
<br />IMPORTANCE
<br />FACTOR, IE
<br />SS S1 SMS SDS
<br />D - DEFAULT II II D 1.0 1.293 0.461 1.551 1.034
<br />WIND DESIGN CRITERIA
<br />EXPOSURE
<br />BASIC
<br />WIND
<br />SPEED
<br />VELOCITY
<br />PRESSURE
<br />EXPOSURE
<br />COEFFICIENT,
<br />Kz & Kh
<br />TOPOGRAPHIC
<br />FACTOR, KZT
<br />DIRECTIONALITY
<br />FACTOR, Kd
<br />GROUND
<br />ELEVATION
<br />FACTOR, Ke
<br />VELOCITY
<br />PRESSURE, qh
<br />C 95 MPH 0.90 1.0 0.85 1.0 17.4 psf
<br />WEDGE ANCHORS IN CONCRETE 1,2
<br />NOMINAL SIZE / DIAMETER (inch)1/4 3/8 1/2 5/8 3/4 1
<br />DRILL BIT DIAMETER (inch)1 4 3 8 1 2 5 8 3 4 1
<br />MIN HOLE DEPTH 3 (inch)
<br />HILTI KWIK BOLT TZ2 +1 4 +1 4 +1 4 3.1 +12 +1 4 +3 8
<br />SIMPSON STRONG-BOLT 2 +18 +1 8 +1 4 +1 4 +1 4 +1 4
<br />INSTALLATION TORQUE 4 (ft-lb)
<br />HILTI
<br />KWIK BOLT TZ2
<br />CARBON STEEL 4 30 50 40 110 185
<br />STAINLESS STEEL 6 30 40 60 125 185
<br />SIMPSON STRONG-BOLT
<br />2
<br />CARBON STEEL 4 30 60 90 150 230
<br />STAINLESS STEEL 4 30 65 80 150 N/A
<br />FOOTNOTES:
<br />1.ANCHOR TYPE, SIZE, NOMINAL EMBEDMENT AND MATERIAL (CARBON VS STAINLESS) SHALL BE AS SPECIFIED IN THESE DRAWINGS.
<br />NO SUBSTITUTION SHALL BE ALLOWED WITHOUT WRITTEN CONSENT FROM THE S.E.O.R.
<br />1.1.HILTI ANCHORS SHALL BE INSTALLED PER THE REQUIREMENTS OF ICC-ES REPORT ESR-4266
<br />1.2.SIMPSON ANCHORS SHALL BE INSTALLED PER THE REQUIREMENTS OF ICC-ES REPORT ESR-3037
<br />2.CONCRETE STRENGTH (f'c) SHALL BE 3,000 psi MIN
<br />3.MINIMUM HOLE DEPTH SHALL BE MEASURED FROM THE BOTTOM OF THE SPECIFIED NOMINAL ANCHOR DEPTH
<br />3.1.SHALL BE +12 FOR ANCHORS WITH 33 4" NOMINAL EMBEDMENT
<br />4.INSTALLATION TORQUE SHALL SERVE AS THE TORQUE TEST VALUE
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-8
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-7
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-6
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-5 SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-1
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-2
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-3
<br />SCALENOT USED
<br />NOT
<br />
<br />U
<br />S
<br />E
<br />D
<br />-4
<br />FASTENING SCHEDULE 1
<br />DESCRIPTION OF BUILDING ELEMENT NUMBER AND TYPE SPACING AND LOCATION
<br />ROOF
<br />BLOCKING BETWEEN CEILING JOISTS,
<br />RAFTERS OR TRUSSES
<br />TO TOP PLATE OR OTHER FRAMING BELOW
<br />(3) 8d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />BOTH ENDS, TOENAIL
<br />BLOCKING BETWEEN RAFTERS OR TRUSSES
<br />NOT AT THE WALL TOP PLATE,
<br />TO RAFTER OR TRUSS
<br />(2) 8d; OR
<br />(2) 8d x 3"BOTH ENDS, TOENAIL
<br />(2) 16d; OR
<br />(3) 8d x 3"END NAIL
<br />FLAT BLOCKING
<br />TO TRUSS AND WEB FILLER
<br />16d @ 6" O.C.; OR
<br />8d x 3" @ 6" O.C.FACE NAIL
<br />CEILING JOIST
<br />TO TOP PLATE
<br />(3) 8d; OR
<br />(3) 10d BOX: OR
<br />(3) 8d x 3"
<br />EACH JOIST, TOENAIL
<br />CEILING JOIST
<br />NOT ATTACHED TO PARALLEL RAFTER,
<br />LAPS OR PARTITIONS (NO THRUST)
<br />(3) 16d; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />FACE NAIL
<br />CEILING JOIST
<br />ATTACHED TO PARALLEL RAFTER (HEEL JOINT)
<br />VARIES BY APPLICATION
<br />SEE CBC 2019 TABLE 2308.7.3.1 FACE NAIL
<br />COLLAR TIE
<br />TO RAFTER
<br />(3) 10d; OR
<br />(4) 10d BOX: OR
<br />(4) 8d x 3"
<br />FACE NAIL
<br />RAFTER OR ROOF TRUSS
<br />TO TOP PLATE
<br />(3) 10d; OR
<br />(3) 16d BOX; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />TOENAIL
<br />RAFTER
<br />TO RIDGE VALLEY OR HIP RAFTERS;
<br />OR ROOF RAFTER TO 2-INCH RIDGE BEAM
<br />(2) 16d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />END NAIL
<br />(3) 10d; OR
<br />(4) 16d BOX; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />TOENAIL
<br />WALL
<br />STUD TO STUD
<br />AT DOUBLE STUDS
<br />(NOT IN STRUCTURALLY SHEATHED WALLS)
<br />16d; OR
<br />10d BOX; OR
<br />8d x 3"
<br />FACE NAIL
<br />(2) ROWS @ 32" O.C.,
<br />STAGGERED
<br />(NET SPACING = 16" O.C.)
<br />STUD TO STUD
<br />AT DOUBLE STUDS
<br />IN STRUCTURALLY SHEATHED WALLS
<br />16d
<br />FACE NAIL
<br />(2) ROWS @ 16" O.C.,
<br />STAGGERED
<br />(NET SPACING = 8" O.C.)
<br />STUD TO STUD
<br />AT INTERSECTING WALL CORNERS
<br />(NOT IN STRUCTURALLY SHEATHED WALLS)
<br />16d; OR
<br />16d BOX; OR
<br />8d x 3"
<br />FACE TO EDGE NAIL
<br />16d @ 16" O.C.; OR
<br />ELSE @ 12" O.C.
<br />STUD TO STUD
<br />AT INTERSECTING WALL CORNERS
<br />IN STRUCTURALLY SHEATHED WALLS
<br />16d FACE TO EDGE NAIL
<br />8" O.C.
<br />BUILT-UP HEADER (2x TO 2x MEMBERS)16d; OR
<br />16d BOX
<br />FACE NAIL TO EDGE NAIL
<br />16d @ 16" O.C.; OR
<br />ELSE @ 12" O.C.
<br />CONTINUOUS HEADER TO STUD (4) 8d; OR
<br />(4) 10d BOX TOENAIL
<br />TOP PLATE TO TOP PLATE 16d
<br />FACE NAIL
<br />(2) ROWS @ 32" O.C.,
<br />STAGGERED
<br />(NET SPACING = 16" O.C.)
<br />TOP PLATE TO TOP PLATE
<br />LAPS AT CORNERS AND INTERSECTIONS
<br />(2) 16d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />FACE NAIL
<br />BOTTOM PLATE TO JOIST,
<br />RIM JOIST, BAND JOIST OR BLOCKING
<br />(NOT IN STRUCTURALLY SHEATHED WALLS)
<br />16d; OR
<br />16d BOX; OR
<br />8d x 3"
<br />FACE NAIL
<br />16d @ 16" O.C.; OR
<br />ELSE @ 12" O.C.
<br />BOTTOM PLATE TO JOIST,
<br />RIM JOIST, BAND JOIST OR BLOCKING
<br />IN STRUCTURALLY SHEATHED WALLS
<br />(2) 16d; OR
<br />(3) 16d BOX; OR
<br />(4) 8d x 3"
<br />FACE NAIL
<br />16" O.C.
<br />STUD TO TOP OR BOTTOM PLATE
<br />(4) 8d; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />TOE NAIL
<br />(2) 16d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />END NAIL
<br />(2x TOP OR BOTTOM PLATE)
<br />FLOOR
<br />JOIST TO SILL, TOP PLATE, OR GIRDER
<br />(3) 8d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />TOE NAIL
<br />RIM JOIST, BAND JOIST, OR BLOCKING
<br />TO TOP PLATE, SILL OR OTHER FRAMING
<br />BELOW
<br />8d; OR
<br />10d BOX; OR
<br />8d x 3"
<br />TOENAIL
<br />6" O.C.
<br />BUILT-UP GIRDERS AND BEAMS,
<br />2x LUMBER LAYERS
<br />20d; OR
<br />10d BOX; OR
<br />8d x 3"
<br />FACE NAIL
<br />TOP AND BOT, STAGGERED
<br />ON OPPOSITE SIDES
<br />20d @ 32" O.C.; OR
<br />ELSE @ 24" O.C.
<br />AND:
<br />(2) 20d; OR
<br />(3) 10d BOX; OR
<br />(3) 8d x 3"
<br />FACE NAIL
<br />ENDS AND AT EACH SPLICE
<br />LEDGER STRIP
<br />SUPPORTING JOISTS OR RAFTERS
<br />(3) 16d; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />FACE NAIL
<br />EACH JOIST OR RAFTER
<br />JOIST TO BAND JOIST OR RIM JOIST
<br />(3) 16d; OR
<br />(4) 10d BOX; OR
<br />(4) 8d x 3"
<br />END NAIL
<br />BRIDGING OR BLOCKING
<br />TO JOIST, RAFTER OR TRUSS
<br />(2) 8d; OR
<br />(2) 10d BOX; OR
<br />(2) 8d x 3"
<br />TOENAIL
<br />BOTH ENDS
<br />FOOTNOTES:
<br />1.NAILS SHALL BE COMMON WIRE NAILS, U.N.O.
<br />2.WHEN A SPECIFIC NUMBER OF FASTENERS IS SPECIFIED THEY SHALL BE INSTALLED EQUALLY SPACED ACROSS
<br />THE MEMBER(S)
<br />3.WHERE OTHER PLANS OR DETAILS ON THESE DRAWINGS SPECIFY DIFFERENT FASTENERS (SIZE, TYPE,
<br />QUANTITY, SPACING, ETC) THAN WHAT IS LISTED ABOVE FOR THE SAME APPLICATION THEY SHALL TAKE
<br />PRECEDENCE OVER THIS TABLE
<br />4.FOR ADDITIONAL APPLICATIONS (INCLUDING STRUCTURAL PANELS, SHEATHING, PLANKS, ETC) NOT LISTED
<br />ABOVE, REFER TO THE CBC
<br />LICENSED A RCHITECT
<br />STATEOF CALIFORNIA
<br />No. C 31423
<br />DR. BY:
<br />S 6026
<br />PROF
<br />ENGINEERREGISTERED
<br />ESSIONAL
<br />UCRTS
<br />TURAL
<br />EOF
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<br />PLOTSTAMP
<br />S0.1
<br />STRUCTURAL NOTES
|