|
SHEET REFERENCE:
<br />SHEET: OF
<br />SHEET INFO:
<br />REVISION DATE:
<br />ME
<br />R
<br />C
<br />U
<br />R
<br />Y
<br />
<br />I
<br />N
<br />S
<br />U
<br />R
<br />A
<br />N
<br />C
<br />E
<br />,
<br />
<br />I
<br />N
<br />C
<br />.
<br />PR
<br />O
<br />J
<br />E
<br />C
<br />T
<br />:
<br />CL
<br />I
<br />E
<br />N
<br />T
<br />:
<br />CA
<br />H
<br />O
<br />-
<br />0
<br />0
<br />2
<br />5
<br />0
<br />9
<br />9
<br />4
<br />SHEET TITLE:
<br />JE
<br />R
<br />R
<br />Y
<br />
<br />N
<br />G
<br />O
<br />JOB NO.
<br />SCALE:
<br />DATE:
<br />DESIGNER: BS
<br />25-0001
<br />01/17/25
<br />DRAFTER: AG
<br />PR
<br />O
<br />P
<br />E
<br />R
<br />T
<br />
<br />C
<br />L
<br />A
<br />I
<br />M
<br />S
<br />
<br />A
<br />D
<br />J
<br />U
<br />S
<br />T
<br />E
<br />R
<br />10
<br />4
<br />8
<br />
<br />I
<br />R
<br />V
<br />I
<br />N
<br />E
<br />
<br />A
<br />V
<br />E
<br />N
<br />U
<br />E
<br />,
<br />
<br />S
<br />U
<br />I
<br />T
<br />E
<br />
<br />1
<br />0
<br />8
<br />7
<br />NE
<br />W
<br />P
<br />O
<br />R
<br />T
<br />
<br />B
<br />E
<br />A
<br />C
<br />H
<br />,
<br />
<br />C
<br />A
<br />
<br />9
<br />2
<br />6
<br />6
<br />0
<br />PH
<br />O
<br />N
<br />E
<br />:
<br />
<br />9
<br />4
<br />9
<br />-
<br />2
<br />5
<br />9
<br />-
<br />6
<br />0
<br />8
<br />0
<br />BR
<br />Y
<br />A
<br />N
<br />@
<br />S
<br />T
<br />R
<br />E
<br />G
<br />E
<br />S
<br />T
<br />R
<br />U
<br />C
<br />T
<br />U
<br />R
<br />A
<br />L
<br />.
<br />C
<br />O
<br />M
<br />ST
<br />R
<br />E
<br />G
<br />E
<br />S
<br />T
<br />R
<br />U
<br />C
<br />T
<br />U
<br />R
<br />A
<br />L
<br />.
<br />C
<br />O
<br />M
<br />12
<br />2
<br />2
<br />
<br />S
<br />O
<br />U
<br />T
<br />H
<br />
<br />L
<br />I
<br />N
<br />D
<br />A
<br />
<br />W
<br />A
<br />Y
<br />213
<br />S-3
<br />SPECIFICATIONS
<br />SHEET 3
<br />CONCRETE
<br />REINFORCEMENT
<br />WOOD (CONTINUED)
<br />WOOD FRAMING CONNECTORS
<br />1. ALL WOOD FRAMING CONNECTORS SHALL BE SIMPSON "STRONG-TIE" OR
<br />MITEK/USP (OR EQUIVALENT). INSTALLATION PROCEDURES AHALL BE IN
<br />ACCORDANCE WITH MANUFACTURED PRODUCT AND CURRENT
<br />INSTRUCTION MANUAL/CATALOG.
<br />CONNECTOR CODE REPORT REFERENCE:
<br />SIMPSON PRODUCT MITEK.USP PRODUCT SUBSTITION
<br />ITEM ICC-ES IAPMO LARR- ITEMESR-IAPMO LARR-ESR-
<br />ICC-ES
<br />A35/LTP4 2606 - 25716 MPA1/MP_F 3455 - 25745
<br />LTP5 - ER-112 25814 MP_F 3455 - 25745
<br />CBSQ - - - - - -LEGACY
<br />ER-5952
<br />CCQ/ECCQ/AC/ACE
<br />CMST/CMSTC/CS/ST/
<br />MST/MSTA
<br />HTT
<br />IUS
<br />MASA
<br />PA/HPA/PAI/MPAI
<br />U/HU/HUC
<br />HUCQ
<br />HDU/HDQ/HHDQ
<br />SDS
<br />SSTB
<br />PB
<br />PC
<br />2604
<br />2330
<br />-
<br />2552
<br />2555
<br />2604
<br />2236
<br />2611
<br />2549
<br />2552
<br />2105
<br />LEGACY
<br />ER-5708
<br />LEGACY
<br />NER-443
<br />-
<br />-
<br />-
<br />-
<br />-
<br />ER-130
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />25713
<br />-
<br />-
<br />25714
<br />25720
<br />25818
<br />25801
<br />25851
<br />25714
<br />25711
<br />25827
<br />25807
<br />25801
<br />KCCQ/KECCQ/PBS/PBES
<br />PHDA/PHD/UPHD
<br />HTT
<br />THF MAX
<br />FA4
<br />CMST/CMSTC/RS/ST/
<br />KST/MSTA
<br />PCM
<br />WS
<br />STB
<br />SUH/HD/HDIF
<br />3449
<br />3455
<br />3847
<br />3445
<br />2787
<br />3449
<br />2761
<br />2266
<br />3445
<br />-
<br />ER-0200
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />-
<br />25779
<br />25954
<br />26048
<br />25843
<br />26017
<br />25779
<br />25850
<br />25992
<br />25843
<br />25745
<br />2. MINIMUM NAILING TO CONNECT WOOD MEMBERS SHALL BE AS
<br />SPECIFIED IN CBC TABLE 2304.10.1.
<br />3. PLATE NAILING FROM BLOCKING TO WALL TOP PLATE SHALL BE 16D
<br />COMMON AT 8 INCHES ON-CENTER MAXIMUM UNLESS NOTED
<br />OTHERWISE ON SHEAR WALL SCHEDULE.
<br />4. A COPY OF THE JURISDICTION RESEARCH REPORT AND/OR CONDITIONS
<br />OF LISTING, IF ANY SHALL BE MADE AVAILABLE AT THE JOB SITE.
<br />5. SOLE PLATE NAILING FROM WALL SOLE PLATE TO JOIST OR BLOCKING
<br />BELOW SHALL BE 16D COMMON AT 8 INCHES ON-CENTER MAXIMUM
<br />UNLESS NOTED OTHERWISE ON SHEAR WALL SCHEDULE.
<br />6. DEPUTY INSPECTION IS REQUIRED FOR ALL HOLD DOWN ANCHOR BOLTS.
<br />7. ALL HOLD DOWN ANCHOR NUTS SHALL BE TIGHTENED JUST PRIOR TO
<br />COVERING WALL FRAMING. (LEAVE ENOUGH SPACE BETWEEN THE SILL
<br />AND THE HD TO ALLOW FOR SOME SLIP AT POST CONNECTION WHEN
<br />TIGHTENING). HOLD DOWN CONNECTOR BOLTS INTO WOOD FRAMING
<br />REQUIRE APPROVED PLATE WASHER THAT IS IN ACCORDANCE WITH THE
<br />LOCAL JURISDICTION.
<br />8. FOR LAG BOLTS: PROVIDE LEAD HOLES 40% TO 70% OF SHANK DIA. AND
<br />FULL DIA, FOR SHANK PORTION. SOAP, PARAFFIN, OR OTHER APPROVED
<br />LUBRICANT SHALL BE USED ON THREADS. INSTALLATION SHALL BE BY
<br />SCREWING, NO HAMMERING. CARE SHALL BE TAKEN TO AVOID OVER
<br />TORQUING OF THE BOLT.
<br />9. ALL MULTI-STUDS ARE TO BE LAMINATED WITH 16D AT 8" O.C.
<br />10. ALL BALLOON FRAMED WALLS SHALL BE BRACED TO CONFORM TO CBC
<br />TABLE 2308.5.1.
<br />11. PROVIDE PRE-DRILLING WHERE NECESSARY TO AVOID SPLITTING.
<br />12. ONLY COMMON NAILS SHALL BE USED FOR ALL WOOD SHEAR WALLS
<br />AND SHEAR TRANSFER CONNECTIONS. NAIL GUNS USING "CLIPPED
<br />HEADS" OR "SINKER" NAILS ARE NOT ACCEPTABLE.
<br />13. PROVIDE MINIMUM OF 1/2" EDGE DISTANCE FOR ALL PLYWOOD
<br />BOUNDARY NAILING IN SHEAR WALLS, ALL PLYWOOD EDGES SHALL BE
<br />BLOCKED. MIN. WIDTH OF BLOCKING TO RECEIVE PLYWOOD NAILING
<br />MUST NOT BE LESS THAN THE THICKNESS OF BOUNDARY MEMBER AS
<br />SPECIFIED ON SHEAR WALL SCHEDULE.
<br />14. OMIT SHEATHING B.N. UNDER CMST STRAP. INSTALL CMST OVER
<br />SHEATHING, U.N.O.
<br />15. TOE NAILING SHALL NOT BE USED IN A SHEAR CONNECTION.
<br />16. HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION
<br />INSPECTION.
<br />STRUCTURAL STEEL & METAL
<br />1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN
<br />ACCORDANCE WITH THE LATEST AISC SPECIFICATIONS AND THE CODE
<br />OF STANDARD PRACTICE. LICENSED FABRICATORS SHALL BE APPROVED
<br />BY THE JURISDICTION.
<br />2. ALL STEEL EXCEPT PIPE, TUBE & W ASTM A-36
<br />PIPE ASTM A-53, TYPE E / S, GRADE B
<br />ROUND HSS ASTM A-500, GRADE B
<br />RECTANGULAR HSS ASTM A-500, GRADE B
<br />W-SHAPE ASTM A-992
<br />3. BOLTS
<br />x HIGH STRENGTH BOLTS ASTM A325
<br />x ALL OTHER BOLTS ASTM A307
<br />4. THREADED RODS
<br />x HIGH STRENGTH RODS ASTM A193 GR. B7 OR A449
<br />x ALL OTHER RODS ASTM A36
<br />5. ANCHOR RODS
<br />x HIGH STRENGTH ASTM A193 GR. B7 OR ASTM A449
<br />x ALL OTHER RODS ASTM A307 OR ASTM F1554 GR.36
<br />6. BOLT HOLES
<br />x MINIMUM EDGE DISTANCE AISC TABLE J3.5
<br />x MINIMUM SPACING 3 BOLT DIAMETER
<br />x HIGH STRENGTH BOLTS FRICTION TYPE W/ CLASS A
<br />FAYING SURFACE
<br />7. MINIMUM FILLET WELD AISC TABLE J2.4
<br />8. ALL FIELD WELDING TO BE CONTINUOUSLY INSPECTED BY A SPECIAL
<br />INSPECTOR QUALIFIED IN WELDING. FIELD WELDERS MUST BE
<br />APPROVED BY THE JURISDICTION.
<br />9. ALL SHOP WELDS SHALL BE PERFORMED BY A LICENSED FABRICATOR'S
<br />SHOP APPROVED BY THE JURISDICTION.
<br />10. ALL UNEXPOSED STEEL STEEL STRUCTURES PAINTING
<br />COUNCIL SPECIFICATION 15-687
<br />11. EXPOSED STEEL GALVANIZED
<br />12. EXPANSION BOLTS (RED HEAD) ICC RESEARCH
<br />RECOMMENDATION #1821
<br />13. SELF-DRILLING ANCHORS ICC RESEARCH
<br />RECOMMENDATION #1372
<br />14. POWDER ACTUATED FASTENERS 0.145" DIAM. PER ICC-ES
<br />ESR-2379 (COLA RR#25708)
<br />(HILTI OR APPROVED EQ.)
<br />0.157" DIAM. PER ICC-ES
<br />ESR-2269 (COLA RR#25675)
<br />(HILTI OR APPROVED EQ.)
<br />15. ALL WALLS SHALL HAVE FASTENERS PLACED AT 6" FROM ENDS OF SILL
<br />PLATES. INSTALL PER ICC REPORT REQUIREMENTS & MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />16. LIGHT GAGE COLD-FORMED STEEL MEMBERS SHALL CONFORM TO
<br />ASTM-A-441, U.N.O.
<br />17. WHERE HIGH-STRENGTH (H.S.) BOLTS ARE SPECIFIED ON THE PLANS,
<br />THEY SHALL BE FRICTION TYPE CONFORMING TO ASTM A 325 (SC) WITH A
<br />CLASS A FAYING SURFACE. THERE SHALL BE NO PAINT, OIL, LACQUER OR
<br />GALVANIZING ON THE CONTACT SURFACES.
<br />18. ALL GROUT UNDER STEEL BEARING PLATES SHALL BE SOLID DRYPACK
<br />OR NON-SHRINK GROUT. F'c=4,000 PSI.
<br />19. METAL FLOOR DECK: FLOOR:PLN (CATALOG VF2-P.90)
<br />ROOF:PLN-24 (CATALOG VR1-P.29)
<br />MFR. BY VERCO MANUFACTURING CO.
<br />(ASTM A-653, LARR #23789)
<br />STRUCTURAL STEEL & METAL (CONTINUED)
<br />CONCRETE QUALITY: SHALL BE AS SHOWN BELOW:
<br />CONCRETE USE (MIN.)
<br />-
<br />STRENGTH
<br />(KSI) AT 28
<br />DAYS
<br />SLUMP W/C RATIO
<br />(MAX.)
<br />FLY ASH
<br />(% MAX.)
<br />MAX
<br />AGGREGATE
<br />MAX.
<br />SHRINKAGE
<br />%
<br />- - - - - -
<br />GENERAL NOTES:
<br />*USE f 'c=4500 PSI TYPE V CONCRETE WITH WATER CEMENT RATIO=0.45 IF
<br />CONCRETE IS PLACED IN EXPOSURE CLASS S2 OR S3
<br />**SHRINKAGE CHARACTERISTIC SHALL MEET OR EXCEED SLAB LEVEL MIX
<br />DESIGN.
<br />CONCRETE WEIGHT: ALL CONCRETE SHALL BE REGULAR WEIGHT OF 145
<br />POUNDS PER CUBIC FOOT UNLESS NOTED OTHERWISE. MAXIMUM IN-PLACE
<br />DENSITY OF NON-STRUCT. LIGHTWEIGHT CONCRETE FLOOR TOPPING IS TO BE
<br />100#/CU.FT.
<br />AGGREGATE: SIZE OF AGGREGATE SHALL CONFORM TO ASTM C33-85
<br />3/4" ASTM SIZE #67
<br />1" ASTM SIZE #57
<br />1.1/2" ASTM SIZE #4
<br />CEMENT: PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE II, U.N.O.
<br />CONCRETE AGE: NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN
<br />CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY
<br />TESTING AGENCY.
<br />WET SET: REINFORCEMENT MAY NOT BE WET SET IN CONCRETE POURS.
<br />INSERTS: ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING,
<br />DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY
<br />POSITIONED IN THE FORMS BEFORE PLACING OF CONCRETE.
<br />ROUGHENED SURFACES: WHERE INDICATED ON THE DRAWINGS, ROUGHENED
<br />SURFACES SHALL BE PROVIDED BY MEANS OF HEAVY RAKING OR GROOVING.
<br />OTHER METHODS MAY BE ACCEPTABLE PENDING WRITTEN DIRECTION BY THE
<br />ENGINEER. ALL INTERFACING SURFACES MUST BE CLEAN AND FREE OF LOOSE
<br />MATERIALS.
<br />ADMIXTURES: NO ADMIXTURES SHALL BE ADDED TO THE CONCRETE MIX
<br />WITHOUT THE WRITTEN DIRECTION OF THE ENGINEER, UNLESS NOTED
<br />OTHERWISE.
<br />CHLORIDES: GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE
<br />USED.
<br />DEBRIS: REMOVE ALL DEBRIS FROM FORMS BEFORE POURING.
<br />SEGREGATION OF AGGREGATES: CONCRETE SHALL NOT BE DROPPED
<br />THROUGH REINFORCING STEEL (AS IN WALLS, COLUMNS AND DROP CAPITALS)
<br />SO AS TO CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR
<br />TRUNKS OF VARYING LENGTH SO THAT THE FREE UNCONFINED FALL OF
<br />CONCRETE SHALL NOT EXCEED SIX FEET, AND A SUFFICIENT NUMBER SHALL
<br />BE USED TO ENSURE THAT THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
<br />CONSTRUCTION JOINTS: THE CONTRACTOR SHALL OBTAIN THE ENGINEER'S
<br />APPROVAL OF CONSTRUCTION JOINT LOCATION IN SLABS AND BEAMS.
<br />SPLICES: SPLICE BARS IN MEMBERS SUCH AS SPANDRELS, BEAMS, ETC., AS
<br />FOLLOWS: TOP BARS AT CENTERLINE OF SPAN, BOTTOM BARS AT THE
<br />SUPPORT. ALL REINFORCING STEEL SHALL BE SECURELY WIRED AND
<br />PROPERLY SUPPORTED ABOVE GROUND AND AWAY FROM THE FORMS. DRAG
<br />REINF TO HAVE TYPE II MECH CONNECTOR, U.N.O. ON PLANS.
<br />TEMPERATURE AND SHRINKAGE REINFORCEMENT: SHALL HAVE A LAP OF
<br />THIRTY (30) BAR DIAMETERS, BUT NOT LESS THAN 18 INCHES, AND THE
<br />SPLICES IN ADJACENT BARS SHALL BE OFFSET NOT LESS THAN FIVE (5) FEET
<br />APART.
<br />REBAR GRADES: ALL REINFORCING STEEL SHALL BE NEW STOCK DEFORMED
<br />BARS CONFORMING TO ASTM A615 AS FOLLOWS:
<br />#3 & SMALLER BARS GRADE 40, U.N.O.
<br />#4 & LARGER BARS GRADE 60, U.N.O.
<br />REBAR COVER: MINIMUM REBAR COVER FOR CONCRETE SHALL BE AS SHOWN
<br />IN THIS TABLE, U.N.O.
<br />REINFORCEMENT (CONTINUED)
<br />TOLERANCE (±)MINUMUM
<br />COVEREXPOSURE CONDITION
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3.0 3/8"
<br />EXPOSED TO EARTH OR WEATHER:
<br />NO. 5 AND SMALLER BARS
<br />NO. 6 AND LARGER BARS
<br />1.1/2"
<br />2"
<br />1/4"
<br />1/4"
<br />NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:
<br />ROOF SLAB
<br />STRUCTURAL SLABS & WALLS
<br />STRUCTURAL SLABS (RATED ASSEMBLY)
<br />MID SPAN
<br />END SPAN
<br />BEAMS AND COLUMNS (COVER TO TIES, STIRRUPS & SPIRALS)
<br />SLAB ON GRADE 1.1/2" 1/4"
<br />1"
<br />1"
<br />SEE SLAB
<br />NOTES
<br />1.1/2"
<br />1/8"
<br />1/8"
<br />1/8"
<br />1/8"
<br />1/8"
<br />1/8"
<br />TOLERANCES FOR LONGITUDINAL LOCATION OF BENDS AND ENDS OF
<br />REINFORCEMENT SHALL BE ± TWO (2) INCHES, EXCEPT AT DISCONTINUOUS
<br />ENDS OF MEMBERS WHERE TOLERANCES SHALL BE ± 1/2 INCH.
<br />STRUCTURAL OBSERVATION
<br />1. WHEN REQUIRED BY THE CODE, OWNER OR THE OWNER'S AUTHORIZED
<br />AGENT SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO
<br />PERFORM STRUCTURAL OBSERVATIONS AS DEFINED IN CBC SECTION
<br />1702 AND 1704.6.
<br />2. STRUCTURAL OBSERVER SHALL PERFORM VISUAL OBSERVATION OF THE
<br />STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND AT
<br />COMPLETION OF THE STRUCTURAL SYSTEM.
<br />3. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE
<br />STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A
<br />WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND
<br />IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE
<br />STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.
<br />4. STRUCTURAL OBSERVATION PROGRAM
<br />WOOD CONSTRUCTION - PRIOR TO COVERING TO WOOD FRAMING,
<br />REPRESENTATIVE SECTIONS OF THE FOLLOWING ARES TO BE
<br />OBSERVED:
<br />x CONCRETE EMBEDS SUCH AS HOLD DOWN ANCHORS AND ANCHOR
<br />BOLTS
<br />x SHEAR WALL
<br />x HOLD DOWN CONNECTIONS BETWEEN FLOORS
<br />x BLOCKED FLOOR/ROOF DIAPHRAGM NAILING
<br />CONCRETE AND MASONRY CONSTRUCTION - PRIOR TO CONCRETE
<br />PLACEMENT, REPRESENTATIVE SECTIONS OF THE FOLLOWING AREAS TO
<br />BE OBSERVED:
<br />x GRADE BEAM AND ITS REINFORCEMENT
<br />x CONCRETE/MASONRY SHEAR WALL REINFORCEMENT
<br />x P.T. LAYOUT/SLAB REINFORCEMENT
<br />SPECIAL INSPECTION
<br />1. REFER TO SECTION 1702 OF BUILDING CODE FOR DEFINITION OF WORDS
<br />AND TERMS.
<br />2. OWNER'S RESPONSIBILITY
<br />THE OWNER AND THE OWNER'S AUTHORIZED AGENT, OTHER THAN
<br />THE CONTRACTOR (THE CONTRACTOR IS PERMITTED WHERE THE
<br />CONTRACTOR IS ALSO THE OWNER), SHALL EMPLOY ONE OR MORE
<br />APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND
<br />TESTS DURING CONSTRUCTION ON THE TYPES OF WORK
<br />SPECIFIED BELOW AND IDENTIFY THE APPROVED AGENCIES TO
<br />THE BUILDING OFFICIAL.
<br />3. CONTRACTOR'S RESPONSIBILITY
<br />a. NOTIFY THE SPECIAL INSPECTOR IN ADVANCE FOR INDIVIDUAL
<br />INSPECTIONS FOR ITEMS SPECIFIED ON THE APPROVED PLAN AND
<br />ITEMS LISTED IN SECTIONS 1704 AND 1705.
<br />b. RETAIN SPECIAL INSPECTION RECORDS AT JOB SITE AND PROVIDE
<br />THESE RECORDS FOR REVIEW BY THE BUILDING DEPARTMENT
<br />INSPECTOR UPON REQUEST.
<br />c. SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN
<br />ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN SECTION
<br />1704.4, TO THE BUILDING OFFICIAL AND THE OWNER OR THE
<br />OWNER AUTHORIZED AGENT PRIOR TO THE COMMENCEMENT OF
<br />WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY
<br />SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE
<br />SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF
<br />SPECIAL INSPECTIONS AND THE MINIMUM REQUIREMENT
<br />SPECIFIED IN CBC CHAPTER 17.
<br />4. APPROVED AGENCY'S RESPONSIBILITY
<br />a. PERFORM ON-SITE PERIODIC AND CONTINUOUS INSPECTIONS FOR
<br />CONFORMANCE WITH THE BUILDING DEPARTMENT APPROVED
<br />PLANS AND PER THE REQUIREMENT SPECIFIED IN SECTION 1704
<br />AND 1705.
<br />b. PERFORM PERIODIC AND CONTINUOUS INSPECTION FOR OFFSITE
<br />FABRICATION OF STRUCTURAL MEMBERS.
<br />EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED FOR
<br />OFF-SITE FABRICATION WORK PERFORMED ON PREMISES OF
<br />A FABRICATOR REGISTERED AND APPROVED TO PERFORM
<br />SUCH WORK WITHOUT SPECIAL INSPECTION.
<br />c. MAINTAIN SPECIAL INSPECTION AND TEST RECORDS AND FURNISH
<br />RECORDS TO CONTRACTOR, OWNER AND DESIGN PROFESSIONAL
<br />IN RESPONSIBLE CHARGE.
<br />d. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE
<br />CONTRACTOR FOR CORRECTIONS. IF NOT CORRECTED IN A TIMELY
<br />MANNER, BRING TO THE ATTENTION OF THE BUILDING OFFICIAL
<br />AND THE DESIGN PROFESSIONALS PRIOR TO THE COMPLETION OF
<br />THAT PHASE OF THE WORK.
<br />e. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS
<br />AND TESTS, AND CORRECTIONS OF ANY DISCREPANCIES NOTED IN
<br />THE INSPECTIONS OR TESTS, SHALL BE SUBMITTED AT A POINT IN
<br />TIME AGREED UPON PRIOR TO THE START OF WORK BY THE
<br />OWNER OR THE OWNER'S AUTHORIZED AGENT TO THE BUILDING
<br />OFFICIAL.
<br />5. THE FOLLOWING WORK/ITEMS, IF CHECKED, MUST BE INSPECTED/
<br />VERIFIED BY THE APPROVED AGENCIES TO ENSURE THAT THE
<br />WORKMANSHIP AND QUALITY OF WORK/ITEMS IS A CONFORMANCE WITH
<br />THE DESIGN INTENT AND THE CORRESPONDING REFERENCED
<br />STANDARD LISTED IN CHAPTER 17 OF THE BUILDING CODE.
<br />CONCRETE CONSTRUCTION
<br />TYPE SPECIAL
<br />CONTINUOUS
<br />INSPECTION
<br />SPECIAL
<br />PERIODIC
<br />INSPECTION
<br />INSPECT REINFORCEMENT, INCLUDING PRESTRESSING
<br />TENDONS, AND VERIFY PLACEMENT X
<br />REINFORCING BAR WELDING
<br />x VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN
<br />ASTM A706
<br />x INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"
<br />x INSPECT ALL OTHER WELDS
<br />X
<br />X
<br />X
<br />INSPECT ANCHORS CAST IN CONCRETE
<br />INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE
<br />MEMBERS:
<br />x ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
<br />UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED
<br />TENSION LOADS
<br />x MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT
<br />DEFINED AS ABOVE.
<br />X
<br />X
<br />VERIFY USE OF REQUIRED DESIGN MIX X
<br />PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR
<br />STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS,
<br />AND DETERMINE THE TEMPERATURE OF THE CONCRETE.
<br />X
<br />INSPECT CONCRETE AND/OR SHOTCRETE PLACEMENT FOR
<br />PROPER APPLICATION TECHNIQUES.X
<br />VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND
<br />TECHNIQUES.X
<br />INSPECT PRE-STRESSED CONCRETE FOR:
<br />x APPLICATION OF PRESTRESSING FORCES
<br />x GROUTING OF BONDED PRESTRESSING TENDONS
<br />X
<br />X
<br />VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF
<br />TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO
<br />REMOVAL OF SHORES AND FORMS FROM BEAMS AND
<br />STRUCTURAL SLABS.
<br />INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF
<br />THE CONCRETE MEMBER BEING FORMED.
<br />X
<br />X
<br />SPECIAL INSPECTION (CONTINUED)
<br />SOILS INSPECTION
<br />TYPE SPECIAL
<br />CONTINUOUS
<br />INSPECTION
<br />SPECIAL
<br />PERIODIC
<br />INSPECTION
<br />XVERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE
<br />TO ACHIEVE THE DESIGN BEARING CAPACITY
<br />XVERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
<br />REACHED PROPER MATERIAL
<br />PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL
<br />MATERIALS X
<br />VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT
<br />THICKNESSES DURING PLACEMENT AND COMPACTION OF
<br />COMPACTED FILL
<br />PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE
<br />AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X
<br />X
<br />WOOD FRAMING
<br />TYPE SPECIAL
<br />CONTINUOUS
<br />INSPECTION
<br />SPECIAL
<br />PERIODIC
<br />INSPECTION
<br />(*) NAILING, BOLTING, ANCHOR AND OTHER FASTENING OF:
<br />XxSHEAR WALL
<br />XxBLOCKED FLOOR AND ROOF DIAPHRAGM
<br />XxDRAG STRUT
<br />XxSEISMIC BRACE
<br />XxSHEAR PANEL
<br />XxHOLD DOWN ASSEMBLY
<br />X
<br />HIGH LOAD DIAPHRAGM
<br />x INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO
<br />ASCERTAIN WHETHER GRADE AND THICKNESS IS AS SHOWN ON
<br />APPROVED CONSTRUCTION DOCUMENTS.
<br />x VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT
<br />ADJOINING PANEL EDGES, NAIL DIAMETER AND LENGTH, THE
<br />NUMBER OF FASTENER LINES AND THAT THE SPACING
<br />BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS
<br />AGREES WITH THE APPROVED CONSTRUCTION DOCUMENTS.
<br />(*) SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS
<br />MORE THAN 4 INCHES ON CENTER.
<br />(*) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THE SEISMIC FORCE-RESISTING SYSTEMS OF
<br />STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY A OR B.
<br />OTHER COMPONENTS
<br />TYPE SPECIAL
<br />CONTINUOUS
<br />INSPECTION
<br />SPECIAL
<br />PERIODIC
<br />INSPECTION
<br />(**) ARCHITECTURAL COMPONENTS (INSTALLED 30' ABOVE GRADE
<br />PLANE) ERECTION AND FASTENING OF:
<br />XxEXTERIOR CADDING (IF > 5 PSF)
<br />XxVENEER (IF > 5 PSF)
<br />XxNON BEARING WALL (IF > 15 PSF)
<br />MECHANICAL COMPONENTS - SEE MECHANICAL DRAWINGS AND
<br />SPECS.
<br />ELECTRICAL COMPONENT - SEE ELECTRICAL DRAWINGS AND SPECS.
<br />(**) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THE SEISMIC FORCE-RESISTING SYSTEMS OF
<br />STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY A, B, OR C.
<br />GE
<br />R
<br />A
<br />L
<br />D
<br />
<br />N
<br />O
<br />R
<br />M
<br />A
<br />N
<br />FI
<br />E
<br />L
<br />D
<br />
<br />P
<br />R
<br />O
<br />P
<br />E
<br />R
<br />T
<br />Y
<br />
<br />C
<br />L
<br />A
<br />I
<br />M
<br />S
<br />
<br />S
<br />P
<br />E
<br />C
<br />I
<br />A
<br />L
<br />I
<br />S
<br />T
<br />NBG
<br />#C 82777
<br />E
|