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WD PROJ. #DRAWN BY:CHECKED DATE
<br />23411 JA EG/SH
<br />WESTGROUP DESIGNS, INC.©
<br />ISSUED FOR:
<br />REGISTRATION/SIGNATURE:
<br />SHEET TITLE:
<br />SHEET NUMBER:
<br />S1.01
<br />REVISIONS:
<br />02/19/25
<br />STRUCTURAL NOTES
<br />No.3503
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<br />BEWLEY STREET
<br />RESIDENCE
<br />ILLUMINATION
<br />FOUNDATION
<br />918 BEWLEY STREET,
<br />SANTA ANA, CA 92703
<br />LONG BEACH • SAN DIEGO
<br />Project:
<br />LONG BEACH OFFICE
<br />3900 Cover Street, Long Beach
<br />CA 90808 • 562.985.3200
<br />S T R U C T U R A L E N G I N SREE
<br />23-0221-00
<br />02/19/251 DELTA 1
<br />02/19/25CITY APPROVAL
<br />03/24/252 DELTA 2
<br />FRAMING LUMBER:
<br />1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES
<br />(UNLESS NOTED OTHERWISE):
<br />A. PLATES, BLOCKING, 2X FRAMING AND 2X6 STUDS AND LARGER = NO. 2
<br />B. 2X4 STUDDING = CONSTRUCTION GRADE
<br />C. BEAMS, HEADERS, POSTS AND OTHER 4X OR LARGER MEMBERS (UNO) = NO. 1
<br />2.REDBUILT LAMINATED LUMBER SHALL BE SERIES LVL BEAM/JOIST AND INSTALLATIONS SHALL CONFORM TO ICC SR-2993.
<br />ALLOWABLE DESIGN VALUES SHALL BE:
<br />Fb = 2,900 PSI Fc = (PERPENDICULAR) = 750 PSI
<br />Fv = 265 PSI Fc = (PARALLEL) = 2,635 PSI
<br />Ft = 1,660 PSI E = 2x106 PSI
<br />3.STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-19
<br />EXPOSURE I, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.
<br />4.“STRUCTURAL WALLS” WHERE CALLED OUT IN THE DRAWINGS REFERS TO SHEAR WALLS, EXTERIOR WALLS, AND/OR
<br />BEARING WALLS.
<br />5.CONTRACTOR SHALL COORDINATE SPECIAL INSPECTIONS AND CONSTRUCTION SCHEDULE SO THAT ALL ELEMENTS
<br />REQUIRING SPECIAL INSPECTION MAY BE OBSERVED BY THE SPECIAL INSPECTOR PRIOR TO INSTALLATION OF COVERING
<br />MATERIAL.
<br />6.FRAMING ON WHICH THE DIAPHRAGM AND SHEAR WALL SHEATHING IS INSTALLED SHALL BE OF THE SIZE AND GRADE
<br />AND MOISTURE CONTENT SPECIFIED. WET LUMBER SHALL BE ALLOWED TO AIR DRY TO COMPLY WITH THE SPECIFIED
<br />MOISTURE CONTENT UNDER WHICH IT IS GRADED, PRIOR TO COVERING WITH SHEATHING. SPACING OF FRAMING
<br />MEMBERS SHALL BE AS SPECIFIED AND ACCURATELY MAINTAINED SO AS TO ENSURE ADEQUATE EDGE AND END
<br />DISTANCES. WHERE ADEQUATE EDGE OR END DISTANCES ARE NOT OBTAINED, THE FRAMING SHALL BE ADJUSTED OR
<br />THE SHEATHING TRIMMED TO SECURE PROPER END AND EDGE DISTANCES AND OTHER CLEARANCES. FRAMING
<br />OBSERVED TO HAVE BEEN SPLIT BY FASTENERS SHALL BE REPLACED AND THE SHEATHING REFASTENED.
<br />7.SHEATHING SHALL BE OF THE TYPE, THICKNESS AND GRADE CALLED FOR ON THE PLANS. ALTERNATE SHEATHING
<br />MATERIAL SHALL NOT BE USED WITHOUT THE WRITTEN AUTHORIZATION OF THE SEOR.
<br />8.FASTENERS USED TO CONNECT SHEATHING TO UNDERLYING FRAMING SHALL BE OF THE SIZE SPECIFIED ON THE PLANS,
<br />INSTALLED AT THE CENTER-TO-CENTER SPACING NOTED THEREIN. FASTENERS SHALL BE INSTALLED AT THE MINIMUM
<br />DISTANCE FROM THE EDGE OR END OF THE DIAPHRAGM OR SHEAR WALL SHEATHING. THE FASTENER HEAD SHALL BE
<br />DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. FASTENERS SHALL BE STAGGERED ALONG
<br />THE UNDERLYING FRAMING MEMBERS TO THE EXTENT PERMITTED BY EDGE AND END DISTANCE REQUIREMENTS.
<br />FASTENERS SHALL PENETRATE THROUGH THE SHEATHING AND INTO SOLID FRAMING OR BLOCKING BEHIND.
<br />INCORRECTLY FASTENED SHEATHING SHALL BE IDENTIFIED AND REPAIRED AS DIRECTED BY THE SEOR.
<br />9.BLOCKING CALLED FOR AT THE UNSUPPORTED EDGES OF PANEL SHEATHING AND ELSEWHERE, SHALL BE OF THE
<br />THICKNESS AND GRADE OF MATERIAL SPECIFIED AND/OR NOTED. BLOCKING BETWEEN WOOD MEMBERS SHALL BE
<br />SNUGLY FIT. BLOCKING OBSERVED TO HAVE BEEN SPLIT BY THE FASTENERS SHALL BE REPLACED AND SHEATHING
<br />REFASTENED.
<br />10.SPECIAL FASTENINGS SHOWN ON THE PLANS, SUCH AS HORIZONTAL DIAPHRAGM AND SHEAR WALL SHEATHING NAILING
<br />TO CHORDS, DRAG STRUTS, POST TIE-DOWNS AND BLOCKING ABOVE SHEAR WALLS, SHALL BE INSTALLED. SILLS SHALL
<br />BE SECURED AS SHOWN ON THE PLANS. SPECIAL CLIPS, STRAPS, TIE-DOWNS AND OTHER CONNECTIONS WITHIN OR
<br />BETWEEN DIAPHRAGMS AND SHEAR WALLS SHALL BE INSTALLED AS SHOWN ON THE PLANS. SPECIAL INSPECTION
<br />SERVICES SHALL BE SCHEDULED SO AS TO ALLOW ANY CORRECTIVE WORK TO BE ACCOMPLISHED WITHOUT
<br />INTERFERENCE WITH LATER SCHEDULED WORK.
<br />11.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THE
<br />SEOR.
<br />12.MAXIMUM MOISTURE CONTENT FOR 2X FRAMING SHALL NOT EXCEED 19 PERCENT (19%) AT TIME OF COVER-UP
<br />(COVER-UP INCLUDES APPLICATION OF PLYWOOD OR GYPBOARD). 2X FRAMING SHALL BE STAMPED “S-DRY” OR “KD”. FOR
<br />PROJECTS NOT GOVERNED BY DSA OR OSHPD, 2X FRAMING MAY BE STAMPED “S-GREEN”. MOISTURE CONTENT OF 2X
<br />FRAMING SHALL BE TESTED AND INSPECTED PER FRAMED LUMBER SPECIAL INSPECTION NOTES.
<br />13.BOLT HOLE DIAMETER SHALL BE THE DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS
<br />UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL BOLTS SHALL BE RE-TIGHTENED JUST
<br />PRIOR TO COVER-UP.
<br />14.PRESERVATIVE-TREATED WOOD (I.E. PROTECTED AGAINST DECAY OR INSECT ATTACK) SHALL BE USED FOR WOOD
<br />FRAMING MEMBERS WHICH FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR
<br />PERMANENT BUILDING APPURTENANCES WHEN SUCH MEMBERS ARE EITHER IN CONTACT WITH CONCRETE OR MASONRY
<br />OR ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER
<br />COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION ON THE SURFACE OR AT JOINTS BETWEEN MEMBERS.
<br />WHERE MEMBERS ARE FIELD CUT, DRILLED, NOTCHED OR OTHERWISE ALTERED IN THE FIELD, ALL AFFECTED SURFACES
<br />SHALL BE RE-TREATED.
<br />15.WOOD FRAMING TO BE PRESERVATIVE-TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE AWPA STANDARD U1
<br />AND APPLICABLE AWPA UC STANDARDS FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. THESE WOOD
<br />MEMBERS SHALL BEAR THE QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS CONTINUING SUPERVISION,
<br />TESTING AND INSPECTION OVER THE QUALITY OF THE PRESERVATIVE-TREATED WOOD.
<br />16.WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILY
<br />OCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT (19%) OR LESS BEFORE BEING COVERED WITH
<br />INSULATION, INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIALS.
<br />17.FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY
<br />"SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO
<br />INSTALLATION. NAIL OPTIONS THAT SIMPSON PROVIDES FOR FULL CONNECTOR VALUE OTHER THAN COMMON WIRE MAY
<br />BE USED.
<br />18.FASTENERS INCLUDING NUTS AND WASHERS IN INTERIOR LOCATIONS IN CONTACT WITH PRESERVATIVE-TREATED WOOD
<br />MEMBERS SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL (ASTM A-153), STAINLESS STEEL, SILICON BRONZE
<br />OR COPPER, EXCEPT THAT ANCHOR BOLTS MAY BE IN ADDITION OF MECHANICALLY DEPOSITED ZINC-COATED STEEL
<br />(ASTM B-695, CLASS 55 MINIMUM). WHERE FASTENERS IN INTERIOR LOCATIONS (EXCLUDING EXTERIOR WALL SILL
<br />PLATES) IN CONTACT WITH ZINC BORATE PRESERVATIVE-TREATED WOOD MAY BE PLAIN CARBON STEEL.
<br />19.NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667. NAILS SHALL BE COMMON WIRE (UNO) AND THE
<br />NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL BE PER THE PLANS AND DETAILS BUT NOT LESS THAN THE
<br />AMOUNTS SET FORTH IN TYPICAL WOOD FASTENING SCHEDULE IN THE DRAWINGS. GALVANIZED COMMON NAILS SHALL
<br />BE USED FOR ALL EXPOSED EXTERIOR WOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL
<br />PROPERTIES SCHEDULE BELOW:
<br />20.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTED
<br />APPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
<br />21.AT FLOORS AND ROOFS, PROVIDE FULL HEIGHT SOLID BLOCKING AT ENDS OF SAWN LUMBER JOISTS OR RAFTERS,
<br />ABOVE BEARING WALLS, BELOW BEARING WALLS WHERE JOISTS ARE PERPENDICULAR TO WALL AND AT INTERMEDIATE
<br />POINTS NOT TO EXCEED 8'-0" ON CENTER FROM BLOCK TO BLOCK; OR WHERE NONE OF THE ABOVE OCCURS PROVIDE,
<br />AT A MINIMUM, THE FOLLOWING:
<br />A.AT SPANS GREATER THAN 16'-0", PROVIDE TWO (2) ROWS OF CONTINUOUS FULL HEIGHT BLOCKING SPACED AT 1/3
<br />POINTS AND AT ENDS OF JOISTS OR RAFTERS.
<br />B.AT SPANS 16'-0" AND LESS, BUT GREATER THAN 8'-0", PROVIDE ONE (1) CONTINUOUS ROW OF FULL HEIGHT SOLID
<br />BLOCKING AT MID-SPAN AND AT END OF JOISTS OR RAFTERS.
<br />21.STITCH NAILING FOR DOUBLE SAWN JOISTS SHALL BE 16D NAILS AT 12" ON CENTER STAGGERED TOP AND BOTTOM.
<br />STITCH BOLTING FOR BUILT UP BEAMS (FOUR 2X MEMBERS MAXIMUM) SHALL BE 1/2" DIAMETER MACHINE BOLT AT 18" ON
<br />CENTER. STITCH BOLTING FOR FIVE 2X MEMBERS OR MORE SHALL BE 5/8" DIAMETER MACHINE BOLTS AT 18" ON CENTER
<br />STAGGERED TOP AND BOTTOM, UNLESS NOTED OTHERWISE.
<br />22.STITCH NAIL DOUBLE STUDS A MINIMUM OF 16D NAILS AT 16" ON CENTER, UNLESS NOTED OTHERWISE.
<br />23.ALL STUDDING SHALL BE CONTINUOUS BETWEEN POINTS OF LATERAL SUPPORT.
<br />24.PROVIDE A MINIMUM OF A DOUBLE STUD UNDER 4X AND LARGER (OR BUILT-UP BEAMS) UNLESS NOTED OTHERWISE ON
<br />PLAN.
<br />25.PRE-DRILL ALL LAG SCREW HOLES WITH DIAMETER (D) FOR UNTHREADED SHANK, 40% TO 70% OF D FOR THREADED
<br />PORTION. THE THREADED PORTION OF LAG SCREWS SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A
<br />WRENCH, NOT BY DRIVING WITH A HAMMER. PROVIDE SOAP OR LUBRICANT ON LAG SCREWS OR IN LEAD HOLE TO
<br />FACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREWS OR WOOD SCREWS.
<br />26.SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS.
<br />NAIL PROPERTIES SCHEDULE
<br />DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER
<br />6d 2"0.113"0.266"
<br />8d 2 1/2"0.131"0.281"
<br />10d 3"0.148"0.312"
<br />12d 3 1/4"0.148"0.312"
<br />16d 3 1/2"0.162"0.344"
<br />20d 4"0.192"0.406"
<br />NOTE: 10d COMMON SHORT (2 1/8" LONG) MAY BE USED AT 1/2" AND THINNER
<br />PLYWOOD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2 1/2" LONG). NAILING
<br />SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNS
<br />ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.
<br />POST-INSTALLED ANCHORS:
<br />1.POST INSTALLED ANCHOR NOTES IN THIS SECTION SHALL APPLY TO ALL ANCHORS (INCLUDING THREADED ROD OR
<br />REINFORCING BARS) INSTALLED INTO HARDENED CONCRETE OR MASONRY EXCEPT FOR POWDER DRIVEN FASTENERS,
<br />AS APPLICABLE, SEE POWDER DRIVEN FASTENER GENERAL NOTES FOR MORE INFORMATION.
<br />2.INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE EVALUATION REPORT
<br />AND SHALL BE INSTALLED BY PERSONNEL TRAINED TO INSTALL THE TYPE OF POST-INSTALLED ANCHOR BEING
<br />INSTALLED.
<br />3.LOCATE EXISTING REINFORCING BY NON-DESTRUCTIVE METHODS PRIOR TO DRILLING. EXISTING REINFORCING SHALL
<br />NOT BE CUT OR DAMAGED.
<br />4.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'C = 2500 PSI, BE A MINIMUM OF 21 DAYS OLD AND
<br />HAVE A MINIMUM TEMPERATURE OF 50 DEGREES FAHRENHEIT WHEN DRILLING OCCURS.
<br />5.HOLES FOR INSTALLATION OF THE POST-INSTALLED ANCHOR SHALL BE DRILLED USING A DRILL THAT HAS A
<br />CARBIDE-TIPPED BIT THAT COMPLIES WITH ANSI B212.15. A REBAR CUTTING DRILL BIT IS NOT ALLOWED.
<br />6.CONTRACTOR SHALL USE APPROPRIATE EQUIPMENT AND METHODS AS REQUIRED TO PROVIDE DRILLED HOLES FOR
<br />POST-INSTALLED ANCHORS IN ACCORDANCE WITH APPLICABLE STANDARDS, MANUFACTURER'S RECOMMENDATIONS,
<br />AND QUALIFYING (ICC) TEST REPORTS. CARE SHALL BE TAKEN TO PREVENT OVERSIZING, OVALING, AND/OR BLOW-OUT
<br />THROUGH THE BACK FACE OF THE DRILLED MEMBER. IF OVERSIZING, OVALING, AND/OR BLOW-OUT OCCURS, THE
<br />EMPLOYED EQUIPMENT AND METHODS SHALL BE DISCONTINUED. ADDITIONAL DRILLING SHALL NOT BE RESUMED UNTIL
<br />THE SEOR HAS PROVIDED APPROVED REPAIR PROCEDURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST
<br />OF ALL SUCH REPAIRS. WHEN RESUMING DRILLING, THE CONTRACTOR SHALL MODIFY THE PROCEDURES AS NECESSARY
<br />TO PREVENT FURTHER DAMAGE.
<br />7.HOLES SHALL BE CLEANED OF DUST AND DEBRIS, USING A WIRE BRUSH AND COMPRESSED AIR OR MANUFACTURER'S
<br />BLOW-OUT BULB (AS PER MANUFACTURER'S RECOMMENDATIONS) AS REQUIRED TO REMOVE PARTICULATE DEBRIS AND
<br />TO ACHIEVE A RELATIVELY DUST-FREE SURFACE.
<br />8.OIL, SCALE, AND RUST SHALL BE REMOVED FROM THE POST-INSTALLED ANCHOR AND HOLES SHALL BE DRY, PRIOR TO
<br />INSTALLATION.
<br />9.POST-INSTALLED EMBEDMENT DEPTHS NOTED ON THE PLANS OR DETAILS ARE NOMINAL (I.E. MEASURED FROM FACE OF
<br />CONCRETE OR MASONRY TO EMBEDDED TIP OF ANCHOR/REBAR). FOR CORRESPONDING HOLE DEPTH, REFER TO
<br />APPLICABLE EVALUATION REPORT.
<br />10.ANCHORS IN APPROVED ADHESIVE ANCHOR SYSTEMS SHALL HAVE MINIMUM Fy = 36 KSI AND SHALL BE ZINC
<br />ELECTROPLATED OR HOT-DIP GALVANIZED AS REQUIRED PER ESR.
<br />11.APPROVED ADHESIVE ANCHOR SYSTEMS AND EVALUATION REPORTS ARE AS FOLLOWS:
<br />A.CONCRETE:
<br />§HILTI HIT-RE 500 V3 ESR-3814
<br />§HILTI HIT-HY 200 V3 ESR-4868
<br />§DEWALT PURE 110+ESR-3298
<br />§DEWALT AC200+ESR-4027
<br />B.HORIZONTAL SLAB-ON-GRADE DOWELS:
<br />§HILTI HIT-RE 100 ESR-3829
<br />§HILTI HIT-HY 100 ESR-3574
<br />§DEWALT PURE 50+ESR-3576
<br />§SIMPSON SET-XP ESR-2508
<br />12.WHERE NOTED ON SPECIFIC DETAILS, INSTALLATION OF ADHESIVE ANCHORS SHALL BE BY PERSONNEL CERTIFIED BY AN
<br />APPLICABLE CERTIFICATION PROGRAM PER ACI 318 SECTION 17.8.2.2. CERTIFICATION SHALL INCLUDE WRITTEN AND
<br />PERFORMANCE TESTS IN ACCORDANCE WITH ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM.
<br />CERTIFICATION DOCUMENTS SHALL BE SUBMITTED TO THE SEOR AND AHJ FOR REVIEW AND ACCEPTANCE PRIOR TO
<br />INSTALLATION.
<br />13.APPROVED EXPANSION ANCHORS AND EVALUATION REPORTS ARE AS FOLLOWS:
<br />A.CONCRETE NOT EXPOSED TO WEATHER:
<br />§HILTI KWIK BOLT-TZ2 ANCHORS ESR-4266
<br />§DEWALT POWER-STUD+ SD2 ESR-2502
<br />§SIMPSON STRONG-TIE STRONG-BOLT 2
<br />WEDGE ANCHOR ESR-3037
<br />B.CONCRETE EXPOSED TO WEATHER:
<br />§STAINLESS STEEL HILTI KWIK BOLT-TZ2 ANCHORS ESR-4266
<br />§DEWALT POWER-STUD+ SD4 OR SD6 ESR-2502
<br />§STAINLESS STEEL SIMPSON STRONG-TIE
<br />STRONG-BOLT 2 WEDGE ANCHOR ESR-3037
<br />14.WHERE APPLICABLE, EXPANSION ANCHORS SHALL BE INSTALLED WITH THE MINIMUM TORQUE, USING A CALIBRATED
<br />TORQUE WRENCH. WEDGE OR SLEEVE TYPE ANCHORS MUST ATTAIN THE SPECIFIED TORQUE WITHIN ONE HALF TURN OF
<br />THE NUT, EXCEPT 1/4" AND 3/8” DIAMETER WEDGE OR SLEEVE TYPE ANCHORS MUST ATTAIN SPECIFIED TORQUE WITHIN
<br />ONE QUARTER TURN OF THE NUT.
<br />15.INSTALLATION TORQUES FOR EXPANSION ANCHORS SHALL BE AS NOTED BELOW:
<br />16.APPROVED SCREW ANCHORS AND EVALUATION REPORTS ARE AS FOLLOWS:
<br />A.CONCRETE:
<br />§HILTI KH-EZ OR KH-EZ P ANCHORS ESR-3027
<br />§DEWALT SCREW-BOLT+ESR-3889
<br />§DEWALT TAPPER+ESR-3068
<br />§SIMPSON TITEN HD ESR-2713
<br />§ITW RED HEAD TAPCON+ESR-3699
<br />B.SOLID-GROUTED CONCRETE MASONRY (CMU):
<br />§HILTI KH-EZ OR KH-EZ P ANCHORS ESR-3056
<br />§DEWALT SCREW-BOLT+ESR-4042
<br />§DEWALT ULTRACON+ESR-3196
<br />§SIMPSON TITEN HD ESR-1056
<br />17.INSTALLATION TORQUES FOR SCREW ANCHORS SHALL BE AS NOTED BELOW::
<br />18.SEE SPECIAL INSPECTION AND TESTING NOTES FOR INSPECTION REQUIREMENTS.
<br />EXPANSION ANCHOR MAXIMUM INSTALLATION
<br />TORQUE LOADS IN CONCRETE (FT-LB)
<br />NOMINAL
<br />ANCHOR
<br />DIAMETER
<br />HILTI KWIK
<br />BOLT TZ2
<br />DEWALT
<br />POWER
<br />STUD+ SD2,
<br />SD4, OR
<br />SD6
<br />SIMPSON
<br />STRONG
<br />BOLT 2
<br />1/4"4CS/6SS N/A 4
<br />3/8"30 20 30
<br />1/2"50CS/40SS 40 60
<br />5/8"40CS/60SS 60 90CS/ 80 SS
<br />3/4"110CS/125SS 110 150
<br />1"185 N/A N/A
<br />SCREW ANCHOR MAXIMUM INSTALLATION
<br />TORQUE LOADS IN CONCRETE (FT-LB)
<br />NOMINAL
<br />ANCHOR
<br />DIAMETER
<br />HILTI KH-EZ
<br />OR KH-EZ P DEWALT SCREW BOLT+SIMPSON
<br />TITEN HD
<br />ITW RED
<br />HEAD
<br />TAPCON+
<br />1/4"18 19 AT 1 5/8” EMBED /
<br />25 AT 2 1/2” EMBED 24 20
<br />3/8"
<br />40 (19
<br />AT EMBED
<br />< 1 5/8")
<br />25 AT 2” & 2 1/2” EMBED
<br />/ 40 AT 3 1/4” EMBED 50 50
<br />1/2"45 45 AT 2 1/2” & 3” EMBED /
<br />60 AT 4 1/4” EMBED 65 70
<br />5/8"85 60 100 N/A
<br />3/4"95 70 150 N/A
<br />STRUCTURAL OBSERVATION:
<br />1.THE STRUCTURAL ENGINEER OF RECORD (SEOR), OR HIS/HER DESIGNATED ENGINEER, SHALL PROVIDE VISUAL
<br />STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED
<br />CONSTRUCTION DOCUMENTS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF
<br />THE STRUCTURAL SYSTEM, AS REQUIRED BY CBC SECTION 1704 AND AS DEFINED IN CBC SECTION 1702. WRITTEN
<br />REPORTS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE OR HIS DESIGNEE FOR DISTRIBUTION TO THE
<br />SPECIAL INSPECTOR, CONTRACTOR AND BUILDING OFFICIAL.
<br />2.THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO THE GOVERNING AGENCY THAT THE SITE VISITS
<br />HAVE BEEN MADE. SUCH REPORTS SHALL IDENTIFY ANY OBSERVED DEFICIENCIES, WHICH TO THE BEST OF THE
<br />STRUCTURAL OBSERVER'S KNOWLEDGE HAVE NOT BEEN RESOLVED. AT THE COMPLETION OF THE STRUCTURAL SYSTEM
<br />THE STRUCTURAL OBSERVER SHALL PROVIDE A FINAL OBSERVATION REPORT INDICATING THAT TO THE BEST OF HIS/HER
<br />KNOWLEDGE ALL OBSERVED DEFICIENCIES HAVE BEEN RESOLVED AND THE STRUCTURAL SYSTEM GENERALLY
<br />CONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS.
<br />3.STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS BY THE BUILDING
<br />OFFICIAL AS REQUIRED BY THE CALIFORNIA ADMINISTRATIVE CODE, SPECIAL INSPECTIONS REQUIRED BY CBC SECTION
<br />1705, OR ANY OTHER INSPECTION REQUIRED BY OTHER SECTIONS OF THE CODE OR AS NOTED ELSEWHERE IN THE
<br />CONTRACT DOCUMENTS. THE STRUCTURAL OBSERVER DOES NOT HAVE THE AUTHORITY TO APPROVE COVERING OF
<br />CONSTRUCTION AND HIS/HER POSITIVE DISPOSITION OF THE OBSERVATION REPORT DOES NOT WARRANT THAT THE
<br />CONSTRUCTION WILL PASS THE BUILDING OFFICIAL'S INSPECTION.
<br />4.STRUCTURAL OBSERVATION FOR THIS PROJECT SHALL BE PROVIDED BY MHP STRUCTURAL ENGINEERS, INC.; 3900
<br />COVER STREET, LONG BEACH, CALIFORNIA, 90808; TELEPHONE (562) 985-3200; FAX (562) 985-1011.
<br />5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SCHEDULE AND SHALL NOTIFY THE STRUCTURAL
<br />OBSERVER NO LESS THAN THREE (3) BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS. FAILURE OF THE
<br />CONTRACTOR TO PROVIDE ADEQUATE NOTIFICATION MAY RESULT IN DELAYS DUE TO CORRECTIVE WORK OR REMOVAL
<br />OF SUBSEQUENT WORK TO ALLOW ADEQUATE OBSERVATION. REMOVAL AND REPLACEMENT OF ANY FINISHED WORK
<br />AND/OR FRAMING DAMAGED BY THE REMOVAL PROCESS OR AS REQUIRED FOR CORRECTIVE ACTION RESULTING FROM
<br />INADEQUATE NOTIFICATION SHALL BE AT THE CONTRACTOR'S EXPENSE.
<br />6.THE STRUCTURAL OBSERVER SHALL AS A MINIMUM PERFORM STRUCTURAL OBSERVATION AT THE FOLLOWING STAGES
<br />OF CONSTRUCTION (CONSTRUCTION STAGES AND ELEMENTS/CONNECTIONS TO BE OBSERVED):
<br />A.CONCRETE & REINFORCING STEEL
<br />AFTER EXCAVATION OR FORMING AND PLACEMENT OF REINFORCING STEEL (INCLUDING POST-TENSIONING
<br />HARDWARE AND TENDONS), PRIOR TO CLOSING FORMS AND PLACEMENT OF CONCRETE, FOR FIRST SIGNIFICANT
<br />POUR OF STRUCTURAL WORK.
<br />B.STEEL FRAMING
<br />FOLLOWING ERECTION AND COMPLETION OF REPRESENTATIVE SAMPLING OF CONNECTIONS (INCLUDING GUSSET
<br />PLATES AND BRACES), PRIOR TO COVERING CONNECTIONS.
<br />C.WOOD SHEAR WALLS
<br />REPRESENTATIVE SAMPLING OF SHEAR PANEL NAILING AND ANCHORAGE SYSTEMS, PRIOR TO COVERING.
<br />D.FLOOR/ROOF DIAPHRAGMS
<br />REPRESENTATIVE SAMPLING OF CONNECTION OF DIAPHRAGM (i.e. NAILING, POWER-DRIVEN FASTENERS OR WELDS)
<br />TO THE FRAMING SYSTEM.
<br />E.ANCHORS (EPOXY AND/OR MECHANICAL)
<br />REPRESENTATIVE SAMPLING OF ANCHORS EMBEDDED IN CONCRETE AND/OR MASONRY, PRIOR TO COVERING.
<br />F.COMPLETION OF STRUCTURAL SYSTEM
<br />SPECIAL INSPECTIONS:
<br />1.THE OWNER, OR THE OWNER'S AUTHORIZED AGENT (OTHER THAN THE CONTRACTOR AS APPLICABLE) SHALL EMPLOY
<br />ONE OR MORE SPECIAL INSPECTORS, INCLUDING AS APPLICABLE AN INSPECTOR OF RECORD (IOR), WHO SHALL PROVIDE
<br />SPECIAL INSPECTIONS DURING CONSTRUCTION FOR CERTAIN TYPES OF WORK WHEN SO SPECIFIED IN THE CONTRACT
<br />DOCUMENTS AND PROJECT SPECIFICATIONS. WHERE AN IOR IS REQUIRED BY THE GOVERNING AGENCY, THE IOR MAY
<br />PERFORM SPECIAL INSPECTIONS IF THAT PERSON IS QUALIFIED PER THE GOVERNING AGENCY'S STANDARDS FOR THE
<br />SPECIAL INSPECTION REQUIRED. WHERE AN IOR IS NOT REQUIRED, THESE SPECIAL INSPECTIONS SHALL BE IN ADDITION
<br />TO AND COMPLEMENTARY WITH THE INSPECTIONS PROVIDED BY THE GOVERNING AGENCY.
<br />2.THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON FROM AN APPROVED AGENCY CONFORMING TO ASTM C1077
<br />WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE ARCHITECT, STRUCTURAL ENGINEER OF
<br />RECORD AND THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION
<br />REQUIRING SPECIAL INSPECTION.
<br />3.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS,
<br />SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE REGULATIONS
<br />IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
<br />ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION AND THEN, IF UNCORRECTED, TO THE ATTENTION OF THE
<br />ARCHITECT, STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY. IT SHALL BE THE GENERAL
<br />CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE SPECIAL INSPECTOR AND SCHEDULE THE SPECIAL
<br />INSPECTIONS WITH ADEQUATE TIME TO ADDRESS ANY AND ALL POTENTIAL DISCREPANCIES PRIOR TO PROCEEDING WITH
<br />SUBSEQUENT WORK THAT COVERS OR OTHERWISE MAKES INACCESSIBLE ANY WORK IDENTIFIED AS DEVIATING FROM
<br />THE PROJECT REQUIREMENTS.
<br />4.THE SPECIAL INSPECTOR SHALL FURNISH REGULAR INSPECTION REPORTS TO THE ARCHITECT, STRUCTURAL ENGINEER
<br />OF RECORD AND THE GOVERNING AGENCY IDENTIFYING THE WORK INSPECTED AND ANY UNCORRECTED
<br />DISCREPANCIES FROM THE CONSTRUCTION DOCUMENTS. AT THE CONCLUSION OF THE PROJECT OR THE SPECIAL
<br />INSPECTORS ASSIGNED SCOPE OF WORK, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING
<br />WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS OR HER KNOWLEDGE, COMPLETED IN
<br />CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS (INCLUDING APPROVED RFI'S,
<br />ADDENDUMS, ETC.) AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE
<br />REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS.
<br />5.UNLESS NOTED OTHERWISE, SPECIAL INSPECTIONS INDICATED BELOW SHALL BE PROVIDED IN EITHER A CONTINUOUS
<br />OR PERIODIC CAPACITY, AS DEFINED BELOW, AS REQUIRED BY THE INDIVIDUAL CODE OR REFERENCED STANDARD.
<br />6.CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE
<br />INSPECTED IS BEING PERFORMED.
<br />7.PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO
<br />BE INSPECTED HAS BEEN OR IS BEING PERFORMED. FOR STRUCTURAL STEEL, PERIODIC INSPECTION IS FURTHER
<br />DEFINED SUCH THAT ITEMS ARE OBSERVED ON A RANDOM BASIS.
<br />8.FOR STRUCTURAL STEEL WELDING AND BOLTING, SPECIAL INSPECTION SHALL BE PROVIDED IN EITHER AN OBSERVE OR
<br />PERFORM CAPACITY AS DEFINED BELOW:
<br />·OBSERVE (O) - INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS
<br />·PERFORM (P) - INSPECTOR SHALL OBSERVE OR PERFORM SPECIFIED TASK FOR EACH WELDED OR BOLTED JOINT
<br />OR MEMBER
<br />9.QUALITY CONTROL (QC) INSPECTION TASKS SHALL BE PERFORMED BY THE FABRICATOR'S OR ERECTOR'S QC INSPECTOR
<br />(QCI) AS INDICATED. QUALITY ASSURANCE (QA) INSPECTION TASKS SHALL BE PERFORMED BY THE QA INSPECTOR (QAI)
<br />AS INDICATED. WHEN A TASK IS INDICATED TO BE PERFORMED BY BOTH THE QAI AND QCI, COORDINATION IS PERMITTED
<br />SO THAT THE INSPECTION FUNCTIONS ARE PERFORMED BY ONLY ONE PARTY. WHEN THE QAI RELIES ON THE QCI, THE
<br />APPROVAL OF THE SEOR AND AGENCY HAVING JURISDICTION IS REQUIRED.
<br />10.THE FOLLOWING CONSTRUCTION ELEMENTS AND MATERIALS SHALL BE INSPECTED AND EVALUATED BY A SPECIAL
<br />INSPECTOR IN ACCORDANCE WITH THE NOTED CBC SECTIONS AND REFERENCED STANDARDS, WHERE ELEMENTS AND
<br />MATERIALS ARE PRESENT ON THE PROJECT. SEE GENERAL NOTES FOR EACH MATERIAL FOR ADDITIONAL
<br />REQUIREMENTS, IN ADDITION TO TABLES AND NOTES BELOW:
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