|
A. CLASSES OF CONCRETE
<br />USAGE: ALL NEW CONCRETE
<br />1. PROVIDE f'c=4000 PSI 28 DAY MINIMUM COMPRESSIVE STRENGTH, NORMALWEIGHT
<br />CONCRETE, MAXIMUM WATER TO CEMENT RATIO OF 0.45, AND MAX AGGREGATE SIZE
<br />OF 3/4".
<br />2. NORMAL WEIGHT AGGREGATE SHALL BE NONREACATIVE AS DETERMINED BY ONE OF
<br />THE METHODS OF ASTM C33 APPENDIX XI: METHODS FOR EVALUATING POTENTIAL
<br />FOR DELETERIOUS EXPANSION DUE TO ALKAI REACTIVITY OF AN AGGREGATE.
<br />AGGREGATES DEEMED TO BE DELETERIOUS OR POTENTIALLY DELETERIOUS
<br />MAY BE USED WITH THE ADDITION OF A MATERIAL THAT HAS BEEN SHOWN TO
<br />PREVENT HARMFUL EXPANSION IN ACCORDANCE WITH APPENDIX XI OF ASTM C33,
<br />WHEN APPROVED BY THE BUILDING OFFICIAL.
<br />3. THE MAXIMUM PERCENTAGE OF POZZOLANS, INCLUDING FLY ASH AND SILICA FUME,
<br />AND SLAG CEMENT IN CONCRETE ASSIGNED TO ALL EXPOSURE CATEGORIES SHALL
<br />PER THE FOLLOWING:
<br />a) THE MAXIMUM PERCENTAGE LIMITS SHALL INCLUDE THE FLY ASH OR
<br />OTHER POZZOLANS, SLAB CEMENT, AND SILICA FUME USED IN THE
<br />MANUFACTURE OF ASTM C595 AND C1157 BLENDED CEMENTS.
<br />b) THE INDIVIDUAL LIMITS SHALL APPLY REGARDLESS OF THE NUMBER OF
<br />CEMENTITIOUS MATERIALS IN A CONCRETE MIX.
<br />LIMITS ON CEMENTITIOUS MATERIALS FOR CONCRETE
<br />4. THE CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY
<br />THE REGISTERED DESIGN PROFESSIONAL PRIOR TO FABRICATION AND INSTALLATION.
<br />B. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS
<br />1. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN ANY
<br />CONCRETE POURS UNLESS SHOWN ON THE DRAWINGS. THE ARCHITECT/ENGINEER
<br />SHALL APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN WRITING.
<br />C. REINFORCING STEEL
<br />1. ALL REINFORCING STEEL SHALL BE ASTM A 615 GRADE 60 UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS OR IN THESE NOTES.
<br />2. REINFORCING STEEL: PROVIDE REINFORCING STEEL CONFORMING TO ASTM
<br />A 706 FOR ALL REINFORCING STEEL REQUIRED TO BE WELDED AND WHERE
<br />NOTED ON THE DRAWINGS.
<br />3. HEADED STUD ANCHORS FOR EMBEDDED PLATES: AWS D1.1 TYPE A STUDS
<br />MANUFACTURED IN CONFORMANCE WITH SPECIFICATION ASTM A 108 WITH A
<br />MINIMUM TENSILE STRENGTH OF 61,000 PSI.
<br />D. REINFORCING STEEL COVERAGE
<br />1. REINFORCING STEEL COVERAGE SHOULD CONFORM TO THE
<br />COVER SPECIFIED ON DETAILS. COVER SPECIFIED SHALL BE CONSIDERED MINIMUMS
<br />THAT MAY REQUIRE INCREASING WHERE REINFORCING STEEL INTERSECTS FOR
<br />DIFFERENT MEMBER TYPES. COVER IN STRUCTURAL MEMBERS NOT SPECIFIED IN THE
<br />DETAILS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 UNLESS SPECIFIED
<br />OTHERWISE ON THE DRAWINGS.
<br />E. SPLICES AND HOOKS IN REINFORCING STEEL
<br />1. SPLICE LOCATION AND TYPE AND HOOKS FOR UNSCHEDULED BEAMS,
<br />SLABS AND WALLS:
<br />a. BEAMS AND SLABS. UNSCHEDULED BEAMS AND SLABS, INCLUDING
<br />GRADE BEAMS, SHALL HAVE CONTINUOUS TOP BARS LAPPED AT MIDSPAN
<br />BETWEEN SUPPORTS WITH A CLASS B TENSION SPLICE. BOTTOM BARS SHALL
<br />BE LAPPED AT THE SUPPORTS WITH A CLASS B TENSION SPLICE. ALL BEAM
<br />BARS SHALL BE HOOKED AT DISCONTINUOUS END, UNLESS NOTED
<br />OTHERWISE.
<br />FLY ASH OR OTHER POZZOLANS
<br />CONFORMING TO ASTM C618
<br />SLAG CEMENT CONFORMING TO ASTM
<br />C989
<br />SIICA FUME CONFORMING TO ASTM C1240
<br />TOTAL OF FLY ASH OR OTHER POZZOLANS
<br />AND SILICA FUME
<br />TOTAL OF FLY ASH OR OTHER POZZOLANS,
<br />SLAG CEMENT, AND SILICA FUME
<br />CEMENTITIOUS MATERIALS MAXIMUM PERCENT OF TOTAL
<br />CEMENTITIOUS MATERIALS BY MASS
<br />25
<br />50
<br />10
<br />35
<br />50
<br />R
<br />SHEET TITLE
<br />PROJECT
<br />FACILITY
<br />FAC NO:BLDG NO:FLOOR LEV:SECTION:
<br />KP PROJ. NO.
<br />MATTERPORT LINK:
<br />555 W. Fifth Street Suite 2950 | Los Angeles, CA 90013 USA
<br />ARCHITECT
<br />CONSULTANT
<br />ARCHITECT SEAL CONSULTANT SEAL
<br />KAISER FOUNDATION HOSPITALS
<br />NATIONAL FACILITIES SERVICES
<br />1800 HARRISON STREET OAKLAND,
<br />CALIFORNIA 94612
<br />ISSUE / REVISION LOG
<br />NO.ISSUED DATE
<br />0
<br />5'
<br />50
<br />'
<br />GR
<br />A
<br />P
<br />H
<br />I
<br />C
<br />
<br />S
<br />C
<br />A
<br />L
<br />E
<br />S
<br />:
<br />1/
<br />1
<br />6
<br />"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />0
<br />25
<br />'
<br />1/
<br />8
<br />"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />5'
<br />0
<br />12
<br />'
<br />1/
<br />4
<br />"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />1'
<br />0
<br />6'
<br />1/
<br />2
<br />"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />1'
<br />0
<br />2'
<br />1-
<br />1
<br />/
<br />2
<br />"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />0
<br />1'
<br />3"
<br />
<br />=
<br />
<br />1
<br />'
<br />-
<br />0
<br />"
<br />IF
<br />
<br />T
<br />H
<br />I
<br />S
<br />
<br />S
<br />H
<br />E
<br />E
<br />T
<br />
<br />I
<br />S
<br />
<br />N
<br />O
<br />T
<br />
<br />30
<br />"
<br />x
<br />4
<br />2
<br />"
<br />,
<br />
<br />I
<br />T
<br />
<br />I
<br />S
<br />
<br />A
<br />
<br />R
<br />E
<br />D
<br />U
<br />C
<br />E
<br />D
<br />
<br />PR
<br />I
<br />N
<br />T
<br />
<br />-
<br />
<br />S
<br />C
<br />A
<br />L
<br />E
<br />
<br />AC
<br />C
<br />O
<br />R
<br />D
<br />I
<br />N
<br />G
<br />L
<br />Y
<br />AGENCY APPLICATION NUMBER
<br />AGENCY APPROVAL STAMP
<br />THIS DOCUMENT IS THE PROPERTY OF THE OWNER AND IS
<br />NOT TO BE USED WITHOUT OWNER'S WRITTEN PERMISSION.
<br />HZ PROJ. NO.
<br />Phone 310.820.4600 | Fax 310.207.4215
<br />www.huitt-zollars.com
<br />S09.23018.00
<br />Autodesk Docs://S09-23018-00 Kaiser SAN 1st Fl GenRad/S09-23018-00 Kaiser SAN 1st Fl GenRad.rvt
<br />5/16/2024 11:56:34 AM
<br />S0-01
<br />GENERAL NOTES
<br />CA361 1
<br />CAP028060R314412.44
<br />A. GENERAL BUILDING CODE
<br />1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE
<br />REQUIREMENTS OF THE CALIFORNIA BUILDING CODE 2022.
<br />2. BUILDING OCCUPANCY CATEGORY: II (PER CBC TABLE 1604.5)
<br />B. SEISMIC DESIGN CRITERIA
<br />1. THE STRUCTURE AND COMPONENTS OF THE BUILDING HAVE BEEN
<br />DESIGNED IN ACCORDANCE WITH AFOREMENTIONED BUILDING CODE WITH
<br />THE FOLLOWING CRITERIA:
<br />a. 0.2 SEC. SPECTRAL ACCELERATION (SS): 1.287G
<br />b. 1 SEC. SPECTRAL ACCELERATION (S1): 0.459G
<br />c. SITE CLASS: D
<br />d. SITE COEFFICIENT, SHORT PERIOD (FA): 1.20
<br />e. SITE COEFFICIENT, 1 SEC. PERIOD (FV): 1.841
<br />f. 0.2 SEC SPECTRAL RESPONSE COEFF. (SDS): 1.029G
<br />g. 1 SEC SPECTRAL RESPONSE COEFF. (SD1): 0.57G
<br />h. RISK CATEGORY: IV
<br />i. OCCUPANCY IMPORTANCE FACTOR, I: 1.0
<br />j. SEISMIC DESIGN CATEGORY: D
<br />A. MATERIAL
<br />1. HOT ROLLED STRUCTURAL MEMBERS: ALL HOT ROLLED STEEL
<br />PLATES, SHAPES, SHEET PILING, AND BARS SHALL BE NEW STEEL
<br />CONFORMING TO ASTM SPECIFICATION A6.
<br />2. ASTM SPECIFICATION AND GRADE: CLEARLY MARK THE GRADE OF
<br />STEEL ON EACH PIECE, WITH A DISTINGUISHING MARK VISIBLE FROM FLOOR
<br />SURFACES, FOR THE PURPOSE OF FIELD INSPECTION OF PROPER GRADE OF
<br />STEEL. UNLESS NOTED OTHERWISE ON THE DRAWINGS, STRUCTURAL STEEL
<br />SHALL BE AS FOLLOWS:
<br />a. W- AND WT-SHAPES: ASTM A 992.
<br />b. C-SHAPES: ASTM A 36
<br />c. L-SHAPES: ASTM A 36 UNO.
<br />d. ROUND HSS: ASTM A 500, GRADE C (FY=46 KSI).
<br />e. RECTANGULAR HSS: ASTM A 500, GRADE C (FY=50 KSI).
<br />f. STEEL PIPES: ASTM A 53 (TYPES E OR S), GRADE B.
<br />g. BASE PLATES: ALL BASE PLATES SHALL CONFORM TO ASTM A
<br />36 UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br />h. CONNECTION MATERIAL:
<br />1) ALL CONNECTION MATERIAL, EXCEPT AS NOTED
<br />OTHERWISE HEREIN OR ON THE DRAWINGS, INCLUDING
<br />BEARING PLATES, GUSSET PLATES, STIFFENER PLATES, FILLER
<br />PLATES, ANGLES, ETC. SHALL CONFORM TO ASTM A 36 UNLESS
<br />A HIGHER GRADE OF STEEL IS NOTED ON OTHERWISE.
<br />i. OTHER STEEL: ANY OTHER STEEL NOT INDICATED OTHERW ISE
<br />SHALL CONFORM TO ASTM A 992 OR ASTM A 572, GRADE 50, EXCEPT
<br />PLATES AND ANGLES THAT SHALL BE ASTM A 36.
<br />B. STRUCTURAL BOLTS AND THREADED FASTENERS
<br />1. A 325 BOLTS: ALL BOLTS IN STRUCTURAL CONNECTIONS SHALL
<br />CONFORM TO ASTM A 325 TYPE 1, UNLESS INDICATED OTHERWISE ON THE
<br />DRAWINGS.
<br />2. THREADED ROUND STOCK: THREADED RODS SHALL CONFORM TO:
<br />a. ASTM A 36 UNO.
<br />3. ALL OFF-SITE FABRICATION OF STRUCTURAL STEEL COMPONENTS INCLUDING
<br />STEEL STAIRS AND PRE-CAST CONCRETE SHALL BE DONE IN AN APPROVED
<br />FABRICATOR SHOP AS REQUIRED BY CITY OF SANTA ANA.
<br />THE RECEIPT OF ANY SHIPMENT OF OFF-SITE FABRICATED ITEMS
<br />4. NOMINAL HOLE DIMENSIONS SHALL BE STANDARD SIZE PER AISC TABLE J3.3,
<br />UNLESS NOTED OTHERWISE.
<br />A. SUBMITTALS TO BE PROVIDED TO STRUCTURAL ENGINEER
<br />MEP EQUIPMENT DEFERRED SUBMITTALS
<br />STRUCTURAL STEEL
<br />PREQUALIFIED WELD PROCEDURES & WELDER CERTIFICATIONS
<br />CONCRETE RINFORCING STEEL
<br />CONCRETE MIX DESIGNS
<br />POST INSTALLED ANCHOR MANUFACTURER INFORMATION
<br />REINFORCEMENT SCAN AND LOCATIONS
<br />CONCRETE SAWCUT LAYOUT
<br />UNISTRUCT SYSTEMS AND PRODUCT DATA
<br />1. SUBMITTAL REQUIREMENTS:
<br />a. ALL SHOP DRAWINGS MUST BE REVIEWED AND
<br />ELECTRONICALLY STAMPED BY THE GENERAL CONTRACTOR PRIOR TO
<br />SUBMITTAL.
<br />b. CONTRACTOR SHALL PROVIDE THE SUBMITTAL IN ELECTRONIC
<br />PORTABLE DOCUMENT FORMAT (PDF).
<br />c. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIALS
<br />REQUIRED BY THE CONTRACT DOCUMENTS TO BE FURNISHED SHALL
<br />NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF
<br />FURNISHING AND INSTALLING SUCH MATERIALS, REGARDLESS OF
<br />WHETHER THE SHOP DRAWINGS HAVE BEEN REVIEWED AND
<br />APPROVED.
<br />B. REPRODUCTION
<br />1. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THESE
<br />CONTRACT DOCUMENTS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR,
<br />FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP
<br />DRAWINGS SIGNIFIES THEIR ACCEPTANCE OF ALL INFORMATION SHOWN
<br />HEREON AS CORRECT, AND OBLIGATES THEMSELVES TO ANY JOB EXPENSE,
<br />REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON.
<br />A. CONTRACT DOCUMENTS
<br />1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN
<br />ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH
<br />DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO
<br />THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL
<br />MEMBERS, AND ERECTION IN THE FIELD.
<br />2. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS
<br />REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY
<br />SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE
<br />CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE
<br />SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
<br />PROCEDURES, TECHNIQUES, AND SEQUENCE.
<br />B. DRAWING CONFLICTS
<br />1. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL
<br />AND STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN
<br />EACH SET OF DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO THE
<br />ARCHITECT AND ENGINEER PRIOR TO THE FABRICATION AND INSTALLATION OF
<br />ANY STRUCTURAL MEMBERS.
<br />C. CONFLICTS IN STRUCTURAL REQUIREMENTS
<br />1. WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE
<br />STRUCTURAL CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL
<br />NOTES, AND SPECIFICATIONS, THE STRICTEST REQUIREMENTS, AS INDICATED
<br />BY THE ENGINEER, SHALL GOVERN.
<br />D. EXISTING CONDITIONS
<br />1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
<br />CONDITIONS OF THE EXISTING BUILDING AT THE JOB SITE AND REPORT ANY
<br />DISCREPANCIES FROM ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO
<br />THE ARCHITECT AND ENGINEER PRIOR TO THE FABRICATION AND ERECTION
<br />OF ANY MEMBERS.
<br />2. WORK SHOWN ON THE DRAWINGS IS NEW, UNLESS NOTED AS
<br />EXISTING.
<br />3. EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS WAS OBTAINED
<br />FROM EXISTING CONSTRUCTION DOCUMENTS AND LIMITED SITE
<br />OBSERVATION. THESE DRAWINGS OF EXISTING CONSTRUCTION ARE
<br />AVAILABLE FOR CONTRACTOR USE. HOWEVER, THE AVAILABLE DRAWINGS OF
<br />EXISTING CONSTRUCTION ARE NOT NECESSARILY COMPLETE. THE
<br />CONTRACTOR SHALL FIELD VERIFY ALL PERTINENT INFORMATION.
<br />4. DEMOLITION, CUTTING, DRILLING, ETC. OF EXISTING WORK SHALL BE
<br />PERFORMED WITH GREAT CARE SO AS NOT TO JEOPARDIZE THE STRUCTURAL
<br />INTEGRITY OF THE EXISTING BUILDING. IF ANY ARCHITECTURAL, STRUCTURAL,
<br />OR MEP MEMBERS NOT DESIGNATED FOR REMOVAL INTERFERE WITH THE
<br />NEW WORK, THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY AND APPROVAL
<br />OBTAINED PRIOR TO REMOVAL OF THOSE MEMBERS.
<br />5. THE CONTRACTOR SHALL SAFELY SHORE EXISTING CONSTRUCTION
<br />WHEREVER EXISTING SUPPORTS ARE REMOVED TO ALLOW THE INSTALLATION
<br />OF NEW WORK. ALL SHORING METHODS AND SEQUENCING OF DEMOLITION
<br />SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND HIS ENGINEER.
<br />6. THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING
<br />UTILITIES PRIOR TO THE START OF CONSTRUCTION AND TAKE CARE TO
<br />PROTECT EXISTING UTILITIES THAT ARE TO REMAIN IN SERVICE.
<br />7. THE CONTRACTOR SHALL REPAIR ALL DAMAGE CAUSED DURING
<br />CONSTRUCTION WITH SIMILAR MATERIALS AND WORKMANSHIP TO RESTORE
<br />CONDITIONS TO LEVELS ACCEPTABLE TO THE ARCHITECT.
<br />PART I - DESIGN CRITERIA 01
<br />PART IV -STRUCTURAL STEEL 09
<br />PART III - CONCRETE ANCHORAGE 06
<br />PART VI - SUBMITTALS 12
<br />PART VII - MISCELLANEOUS 14
<br />A. NEW EXPANSION BOLTS SHALL BE HILTI KB-TZ2 (ICC ESR 4266) UNO.
<br />B. TESTING REQUIREMENTS SHALL BE IN ACCORDANCE WITH CBC 1901.3
<br />1. POST-INSTALLED ANCHOR TEST PROCEDURES SHALL BE BASED ON THE APPROVED
<br />ICC EVALUATION REPORT AND CRITERIA IN THIS SECTION. POST INSTALLED ANCHORS
<br />SHALL BE TENSION TESTED EXCEPT FOR TORQUE-CONTROLLED (EXPANSION)
<br />ANCHORS. REFER TO THE POST INSTALLED ANCHOR TABLES IN THIS SECTION FOR
<br />ANCHOR TYPE, TEST FREQUENCY, AND TEST LOADS. ANCHOR TESTS SHALL BE
<br />PERFORMED ONLY AFTER EPOXY AND ANCHORAGE BASE MATERIAL HAVE ACHIEVED
<br />FULL STRENGTH AND CURING TIME.
<br />2. TEST ACCEPTANCE CRITERIA SHALL BE BASED ON THE APPROVED ICC EVALUATION
<br />REPORT AND THE FOLLOWING MINIMUM REQUIREMENTS.
<br />a. HYDRAULIC RAM METHOD: ANCHORS TESTED WITH A HYDRAULIC JACK OR
<br />SPRING LOADED APPARATUS SHALL MAINTAIN THE TEST LOAD FOR A MINIMUM
<br />OF 15 SECONDS AND SHALL EXHIBIT NO DISCERNIBLE MOVEMENT DURING THE
<br />TENSION TEST. FOR ADHESIVE ANCHORS, WHERE OTHER THAN BOND IS
<br />BEING TESTED, THE TESTING APPARATUS SUPPORT SHALL NOT BE LOCATED
<br />WITHIN 1.5 TIMES THE ANCHORS EMBEDMENT DEPTH TO AVOID RESTRICTING
<br />THE CONCRETE SHEAR CONE TYPE FAILURE MECHANISM.
<br />b. TORQUE WRENCH METHOD: TORQUE-CONTROLLED POST-INSTALLED
<br />ANCHORS TESTED WITH A CALIBRATED TORQUE WRENCH SHALL ATTAIN THE
<br />SPECIFIED TORQUE WITHIN 1/2 TURN OF THE NUT, OR ONE QUARTER TURN OF
<br />NUT FOR A 3/8" SLEEVE ANCHOR ONLY.
<br />3. TESTING SHALL BE DONE IN THE PRESENCE OF THE SPECIAL INSPECTOR AND A
<br />REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE EOR. IF
<br />ANY ANCHOR FAILS TESTING THEN ALL ANCHORS OF THE SAME TYPE SHALL BE
<br />TESTED UNTIL 20 CONSECUTIVE ANCHORS PASS OR ALL ANCHORS HAVE BEEN
<br />TESTED, WHICHEVER IS LESS. TEST FREQUENCY AS NOTED IN THE
<br />ANCHOR TABLES BELOW CAN THEN BE RESUMED ON THE REMAINING ANCHORS.
<br />4. TESTING IS NOT REQUIRED FOR POWER ACTUATED FASTENERS USED TO ATTACH
<br />TRACKS OF INTERIOR NON-SHEAR WALL PARTITIONS FOR SHEAR ONLY AND WHERE A
<br />MINIMUM OF 3 FASTENERS ARE USED PER TRACK SEGMENT.
<br />5. TEST 50% OF ANCHORS
<br />C. WHEN INSTALLING DRILLED-IN ANCHORS AND/OR POWDER DRIVEN PINS IN EXISTING NON-
<br />PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR
<br />DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO EXISTING
<br />PRESTRESSED CONCRETE (PRE- OR POST TENSIONED) LOCATE THE PRESTRESSED TENDONS
<br />BY USING A NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE
<br />AND CAUTION TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATION.
<br />MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE
<br />DRILLED IN ANCHOR AND/OR PIN.
<br />5/8 2 3/4 5 10 4 1/2 40
<br />1/2 2 4 5 1/2 2 3/4 50
<br />3/8 2 4 4 3/8 2 1/2 30
<br /> DIA (IN)
<br />EFFECTIVE
<br />EMBED
<br />(IN)
<br />MIN.
<br />CONCRETE
<br />THICKNESS
<br />(IN)
<br />CRITICAL EDGE
<br />DISTANCE (IN)
<br />MIN. EDGE
<br />DISTANCE (IN)TEST REQUIRED TORQUE (FT-LB)
<br />HILTI KB-TZ2 CARBON EXPANSION ANCHOR - CONCRETE
<br />PART VIII -SPECIAL INSPECTIONS 16
<br />A. THE OWNER'S TESTING LABORATORY SHALL PROVIDE SPECIAL INSPECTIONS
<br />SERVICES IN ACCORDANCE WITH CALIFORNIA BUILDING CODE.
<br />B. STATEMENT OF SPECIAL INSPECTIONS
<br />1. THE TESTING LABORATORY SHALL SAMPLE AND TEST MATERIALS AS THEY ARE BEING
<br />INSTALLED FOR COMPLIANCE WITH SPECIFIED ACCEPTANCE CRITERIA. THE TESTING
<br />LABORATORY WILL REPORT AND INTERPRET THE TEST RESULTS. THE LABORATORY
<br />SHALL MONITOR AND REPORT ON THE INSTALLATION OF CONSTRUCTION WORK AND
<br />SHALL PERFORM TESTS ON THE COMPLETED CONSTRUCTION AS REQUIRED TO
<br />INDICATE CONTRACTOR’S COMPLIANCE WITH THE VARIOUS MATERIAL
<br />SPECIFICATIONS GOVERNING THIS WORK.
<br />2. TESTS AND INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH SPECIFIED
<br />REQUIREMENTS, AND IF NOT SPECIFIED, IN ACCORDANCE W ITH THE APPLICABLE
<br />STANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS OR OTHER
<br />RECOGNIZED AND ACCEPTED AUTHORITIES IN THE FIELD.
<br />3. SPECIAL INSPECTOR RESPONSIBILITIES:
<br />a. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO ASCERTAIN
<br />THAT, TO THE BEST OF HIS/HER KNOWLEDGE, IT IS IN CONFORMANCE WITH THE
<br />APPROVED DESIGN DRAWINGS.
<br />b. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE
<br />BUILDING OFFICIAL, THE ARCHITECT/ENGINEER, AND THE OWNER. ALL
<br />DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
<br />ARCHITECT/ENGINEER, CONTRACTOR, AND OWNER. A REPORT THAT THE
<br />CORRECTED WORK HAS BEEN INSPECTED SHALL BE SENT TO THE BUILDING
<br />OFFICIAL, THE ARCHITECT/ENGINEER, AND THE OWNER.
<br />C. QUALIFICATIONS:
<br />1. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE
<br />COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION
<br />OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION BEING INSPECTED.
<br />THE SPECIAL INSPECTOR SHALL MEET THE LEGAL QUALIFICATIONS OF THE BUILDING
<br />CODE HAVING JURISDICTION AND BE ON THE APPROVED LIST OF THE CITY OF SANTA ANA.
<br />2. THE TESTING LABORATORY SHALL MEET THE BASIC REQUIREMENTS OF ASTM E 329
<br />AND SHALL SUBMIT TO THE OWNER, ARCHITECT, AND ENGINEER EVIDENCE OF
<br />CURRENT ACCREDITATION FROM THE AMERICAN ASSOCIATION FOR LABORATORY
<br />ACCREDITATION, THE AASHTO ACCREDITATION PROGRAM OR THE “NIST” NATIONAL
<br />VOLUNTARY LABORATORY ACCREDITATION PROGRAM.
<br />3. THE SPECIAL INSPECTOR SHALL BE CERTIFIED WITH VALID AND CURRENT
<br />CERTIFICATIONS AND ON THE APPROVED LIST OF THE CITY OF SANTA ANA.
<br />4. QUALIFICATIONS OF WELDING INSPECTORS: INSPECTORS PERFORMING VISUAL WELD
<br />INSPECTION SHALL MEET THE REQUIREMENTS OF AWS D1.1 SECTION 6.1.4.
<br />INSPECTORS SHALL HAVE CURRENT CERTIFICATION AS AN AWS CERTIFIED WELDING
<br />INSPECTOR (CWI). ASSISTANT INSPECTORS, IF ANY, SHALL BE SUPERVISED BY AN
<br />INSPECTOR AND SHALL BE QUALIFIED BY TRAINING AND EXPERIENCE TO PERFORM
<br />THE SPECIFIC FUNCTIONS TO WHICH THEY ARE ASSIGNED.
<br />5. QUALIFICATIONS OF STEEL INSPECTORS: PERFORMED BY QUALIFIED TECHNICIANS
<br />WITH A MINIMUM OF TWO YEARS OF EXPERIENCE IN STRUCTURAL STEEL TESTING AND
<br />INSPECTION.
<br />D. TESTING REQUIREMENTS
<br />1. CONCRETE
<br />a. VERIFY ALL OPENINGS, SAWCUTS, AND CORING ARE THE CORRECT SIZE AND
<br />LOCATION. VERIFY THAT THE OPENINGS ARE SHOWN ON THE STRUCTURAL
<br />DRAWINGS AND NOTIFY THE ENGINEER IMMEDIATELY OF ANY OPENINGS IN THE
<br />FIELD THAT ARE NOT SHOWN ON THE DRAWINGS.
<br />2. ALL POST INSTALLED ANCHORS: VERIFY THAT THE ANCHOR IS INSTALLED IN
<br />ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTION AS
<br />WELL AS THE FOLLOWING DESIGN REQUIREMENTS:
<br />a. TESTING REQUIREMENTS IN ACCORDANCE WITH CBC 1910.5.
<br />b. ANCHOR MANUFACTURER AND PRODUCT, INCLUDING MATERIAL, IS IN
<br />ACCORDANCE WITH DESIGN DRAWINGS OR APPROVED SUBSTITUTION.
<br />c. ANCHOR DIAMETER, LENGTH AND INSTALLED EMBEDMENT DEPTH.
<br />d. DRILL BIT TYPE AND DIAMETER.
<br />e. ANCHOR EDGE DISTANCE AND SPACING.
<br />f. HOLE DIAMETER AND DEPTH.
<br />g. HOLE CLEANING PROCEDURE AND CLEANLINESS.
<br />3. STEEL
<br />a. THE TESTING LABORATORY SHALL PROVIDE TEST REPORTS OF INSPECTIONS. ALL
<br />TEST REPORTS SHALL INDICATE TYPES AND LOCATIONS OF DEFECTS FOUND
<br />DURING INSPECTION, THE MEASURES REQUIRED AND PERFORMED TO CORRECT
<br />SUCH DEFECTS, STATEMENTS OF FINAL APPROVAL OF WELDING AND BOLTING OF
<br />SHOP AND FIELD CONNECTIONS, AND OTHER FABRICATION AND ERECTION DATA
<br />PERTINENT TO THE SAFE AND PROPER WELDING AND BOLTING OF SHOP AND
<br />FIELD CONNECTIONS. WELD INSPECTION REPORTS SHALL BE SIGNED BY AN
<br />INSPECTOR WITH CURRENT CERTIFICATION AS AN AWS CERTIFIED WELDING
<br />INSPECTOR (CWI). IN ADDITION TO THE PARTIES LISTED IN THIS SPECIFICATION,
<br />THE FABRICATOR AND ERECTOR SHALL RECEIVE COPIES OF THE TEST REPORTS.
<br />b. REJECTION OF MATERIAL OR WORKSMANSHIP: THE OWNER, ARCHITECT,
<br />ENGINEER, AND TESTING LABORATORY RESERVE THE RIGHT TO REJECT ANY
<br />MATERIAL OR WORKSMANSHIP NOT IN CONFORMANCE WITH THE CONTRACT
<br />DOCUMENTS AT ANY TIME DURING THE PROGRESS OF THE WORK. HOWEVER,
<br />THIS PROVISION DOES NOT ALLOW WAIVING THE OBLIGATION FOR TIMELY, IN
<br />SEQUENCE INSPECTIONS.
<br />c. REVIEW FIELD WELDER QUALIFICATIONS BY CERTIFICATION OR VERIFY BY
<br />RETESTING. OBTAIN WELDER CERTIFICATES.
<br />4. WELD INSPECTION AND PROCESS MONITORING:
<br />a. WELDS PERFORMED IN THE FABRICATING SHOP MAY BE INSPECTED IN THE FIELD
<br />UNLESS CONTINUOUS MONITORING OF THE WELDING PROCESS IS HEREIN
<br />SPECIFIED OR IF ACCESS IN THE FIELD DUE TO OTHER WORK OR SHOP FINISHES
<br />MAKES FIELD INSPECTION IMPRACTICAL.
<br />b. APPROVE WELDING PROCEDURE SPECIFICATIONS SUBMITTED BY THE
<br />CONTRACTOR. APPROVE ANY CHANGES SUBMITTED BY THE CONTRACTOR TO ANY
<br />WPS THAT HAS ALREADY BEEN APPROVED. OBTAIN THE WELDING PROCEDURE
<br />QUALIFICATION RECORD (WPQR) FOR EACH SUCCESSFUL WPS QUALIFICATION.
<br />E. A FINAL INSPECTION REPORT FOR ALL ITEMS REQUIRING SPECIAL INSPECTION SHALL BE
<br />COMPLETED AND SUBMITTED TO THE CITY OF ANAHEIM INSPECTION DIVISION.
<br />PART II -REINFORCED CONCRETE 02
<br />3 3/4 2 1/2 3 4 1/2 110
<br />3/4 3 1/4 2 1/2 3 4 1/2 110
<br />4 2 1/2 3 4 1/2 40
<br />5/8 2 3/4 2 1/2 3 4 1/2 40
<br />3 1/4 2 1/2 3 4 1/2 50
<br />1/2 2 2 1/2 3 4 1/2 50
<br />2 1/2 2 1/2 3 4 1/2 30
<br />2 2 1/2 3 4 1/2 30
<br />3/8 1 1/2 2 1/2 3 4 1/2 30
<br /> DIA
<br />(IN)
<br />EFFECTIVE
<br />EMBEDMENT (IN)
<br />MINIMUM
<br />CONCRETE
<br />THICKNESS OVER
<br />METAL DECK (IN)
<br />MAXIMUM DEPTH
<br />OF METAL DECK
<br />(IN)
<br />MINIMUM WIDTH
<br />OF CELL
<br />BOTTOM (IN)
<br />REQUIRED
<br />TORQUE
<br />(FT LB)
<br />HILTI KB-TZ2 EXPANSION ANCHOR - SOFFIT OF CONCRETE FILLED DECK
<br />(f'c = 3,000 PSI MINIMUM)
<br />16
<br />INSPECT FORMWORK FOR SHAPE, LOCATION, AND
<br />DIMENSIONS OF THE CONCRETE MEMBER BEING
<br />FORMED
<br />PERIODIC ACI 318: 26.11.1.2(b)
<br />15 VERIFY MAINTENANCE OF SPECIFIED CONCRETE
<br />CURING TEMPERATURE AND TECHNIQUES PERIODIC ACI 318: 26.5.3-26.5.5
<br />14 INSPECT CONCRETE FOR PROPER APPLICATION
<br />TECHNIQUES CONTINUOUS ACI 318: 26.5
<br />13
<br />PRIOR TO CONCRETE PLACEMENT, FABRICATE
<br />SPECIMENS FOR STRENGTH TESTS, PERFORM
<br />SLUMP AND AIR CONTENT TESTS, AND DETERMINE
<br />THE TEMPERATURE OF CONCRETE
<br />CONTINUOUS
<br />ASTM C172
<br />ASTM C31
<br />ACI 318: 26.5, 26.12
<br />12 VERIFY USE OF REQUIRED CONCRETE DESIGN MIX PERIODIC ACI 318: 19, 26.4.3, 26.4.4
<br />11
<br />INSPECT POST-INSTALLED MECHANICAL ANCHORS
<br />AND ADHESIVE ANCHORS WHICH ARE NOT
<br />DEFINED IN (10)
<br />PERIODIC ACI 318: 17.8.2, 17.8.2.4
<br />10
<br />INSPECT POST INSTALLED ADHESIVE ANCHORS IN
<br />HORIZONTALLY OR UPWARDLY INCLINED
<br />ORIENTATIONS
<br />CONTINUOUS ACI 318: 17.8.2, 17.8.2.4
<br />9 INSPECT CONCRETE REINFORCEMENT AND VERIFY
<br />PLACEMENT PERIODIC ACI 318: 20, 25.2, 25.3,
<br />26.6-1-26.6-3
<br />CONCRETE TESTING AND INSPECTION (CBC TABLE 1705.3)
<br />8 WELDING SINGLE-PASS FILLET WELDS ≤ 5/16" PERIODIC AWS D1.1
<br />7 WELDING SINGLE-PASS FILLET WELDS > 5/16" CONTINUOUS AWS D1.1
<br />6 WELDING MULTI-PASS FILLET WELDS CONTINUOUS AWS D1.1
<br />5 WELDING COMPLETE AND PARTIAL PENETRATION
<br />GROOVE WELDS CONTINUOUS AWS D1.1
<br />4
<br />MATERIAL VERIFICATION OF WELD FILLER
<br />MATERIALS. IDENTIFICATION MARKINGS TO
<br />CONFORM TO AWS SPECIFICATION APPROVED IN
<br />CONSTRUCTION DOCUMENTS
<br />PERIODIC ANSI/AISC 360: A3.5
<br />WELDING TESTING AND INSPECTION (CBC SECTION 1705.2.1)
<br />3 STRUCTURAL STEEL CERTIFIED MILL TEST
<br />REPORTS PERIODIC ANSI/AISC 360: A3
<br />2
<br />STRUCTURAL STEEL IDENTIFICATION MARKINGS
<br />TO CONFORM TO ASTM STANDARDS SPECIFIED ON
<br />THE APPROVED CONSTRUCTION DOCUMENTS
<br />PERIODIC ANSI/AISC 360: A3
<br />1
<br />MATERIAL VERIFICATION OF BOLTS, NUTS, AND
<br />WASHERS. IDENTIFICATION MARKINGS TO
<br />CONFORM TO ASTM STANDARDS SPECIFIED IN THE
<br />APPROVED CONSTRUCTION DOCUMENTS
<br />PERIODIC ASTM
<br />ANSI/AISC 360: A3.3
<br />STRUCTURAL STEEL TESTING AND INSPECTION (CBC SECTION 1705.2.1)
<br />ITEM TESTING AND INSPECTION FREQUENCY CODE REFERENCE
<br />A. MATERIAL
<br /> 1. ALL UNISTRUT FRAMING MEMBERS SHALL BE EITHER A1011 SS GR33 OR SHALL BE
<br /> A653 GR 33 PER MANUFACTURER SPECIFICATIONS.
<br /> 2. ALL BOLTS AND NUTS SHALL HAVE UNIFIED COARSE SCREWS AND BE ASTM A576
<br />GR1015 OR A1011SS GR 45 PER MANUFACTURER SPECIFICATIONS UNLESS NOTED
<br />OTHERWISE ON PLANS AND DETAILS.
<br /> 3. ALL FITTINGS ARE PUNCH-PRESS FROM HOT ROLLED, PICKLED, AND OILED STEEL
<br />PLATES, STRIP OR COIL AND SHALL CONFORM TO ASTM A575, A576, A635, A1011 SS
<br />GR33, OR A36 PER MANUFACTURER SPECIFICATIONS.
<br />B. BOLT TORQUE VALUES SHALL BE ACHIEVED AS FOLLOWS PER THE UNISTRUT
<br />SPECIFICATIONS (UNLESS NOTED OTHERWISE ON PLAN):
<br /> 1. 1/4" BOLT = 6LB-FT MINIMUM, 7LB-FT MAXIMUM
<br /> 2. 5/16" BOLT = 11LB-FT MINIMUM, 15LB-FT MAXIMUM
<br /> 3. 3/8" BOLT = 19LB-FT MINIMUM, 25LB-FT MAXIMUM
<br /> 4. 1/2" BOLT = 50LB-FT MINIMUM, 70LB-FT MAXIMUM
<br /> 5. 5/8" BOLT = 100LB-FT MINIMUM, 125LB-FT MAXIMUM
<br /> 6. 3/4" BOLT = 125LB-FT MINIMUM, 135LB-FT MAXIMUM
<br />C. MANUFACTURER QUALIFICATIONS
<br />
<br /> 1. THE MANUFACTURER SHALL NOT HAVE HAD LESS THAN 10 YEAR'S EXPERIENCE IN
<br />MANUFACTURING STRUT SYSTEMS.
<br /> 2. THE MANUFACTURER MUST CERTIFY ALL COMPONENTS SUPPLIED HAVE BEEN
<br />PRODUCED IN ACCORDANCE WITH AN ESTABLISHED QUALITY ASSURANCE
<br />PROGRAM.
<br />D. INSTALLER QUALIFICATIONS
<br /> 1. INSTALL MUST BE A UNISTRUT TRAINED MANUFACTURER'S AUTHORIZED
<br />REPRESENTATIVE/INSTALLER WITH NOT LESS THAN 5 YEARS EXPERIENCE IN THE
<br />INSTALLATION OF STRUT SYSTEMS.
<br />E. DURING INSTALLATION, IT SHALL BE THE RESPONSIBILITY OF THE INSTALLER TO PROTECT
<br />THE UNISTRUT SYSTEM FROM DAMAGE. UPON THE COMPLETION OF INSTALLATION, IT IS
<br />THE GENERAL CONTRACTORS RESPONSIBILITY TO PROTECT THE UNISTRUT SYSTEM FROM
<br />DAMAGE DURING THE REMAINDER OF CONSTRUCTION UNTIL SUBSTANTIAL COMPLETION.
<br />PART V - UNISTRUT SPECIFICATIONS 11
<br />SANTA ANA MEDICAL OFFICES
<br />1900 E. 4TH ST.
<br />SANTA ANA, CA 92701
<br />SOCC 2023 R RAD SAN 1ST FLOOR
<br />GEN RAD REPLACEMENT (5284)
<br />CITY SUBMITTAL 04/19/2024
<br />BID SET 05/20/2024
<br />1900 E 4th St -
<br />1011190678/9/2024
|