HomeMy WebLinkAbout(08) S3-0023
5
7
�i
N
EL
EL
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
of State and Local Codes
City of Camel (�
1 N"1630
0
9
11PJV.N�
SEE SPECIFICATIONS FOR MATERIAL, CONSTRUCTION, FABRICATION AND INSTALLATION REQUIREMENTS
SEE DELEGATED DESIGN SECTION FOR ADDITIONAL REQUIREMENTS.
ALL ROOF TRUSSES SHALL BEAR AT ELEVATION PROVIDED ON ROOF FRAMING PLANS AND TOP CHORDS SHALL SLOPE AS INDICATED
DEPTH OF TRUSSES TO BE DETERMINED BY TRUSS MANUFACTURER AS REQUIRED TO RESIST SPECIFIED LOADS.
ALL FLOOR TRUSSES SHALL HAVE A DEPTH OF 18 INCHES FROM TOP OF TOP CHORD TO BOTTOM OF BOTTOM CHORD; UNLESS
OTHERWISE NOTED.
ROOF TRUSSES SHALL BE DESIGNED WITH ALL FRAMING INTEGRAL W ITH MAIN SPAN CONFIGURATIONS REQUIRED TO SUPPORT THE
PARAPETS AND THEIR ASSOCIATED GRAVITY AND WIND LOADING. ALL REQUIRED KICKERS SHALL BE BUILT INTO THE TRUSS
CONFIGURATIONS WHICH WILL BE COVERED WITH ROOF SHEATHING TO FORM CRICKETS AROUND THE PERIMETER OF THE BUILDING
PARAPETS SHALL DESIGNED TO LIMIT VERTICAL DEFLECTION TO SPAN 1360 BASED ON 10-YEAR RECURRENCE INTERVAL ALLOWABLE
WIND: EQUIVALENTT076 MPH ULTIMATE 3-SECOND GUST WIND VELOCITY.
0140 0101217R•Y•9AaWlW,WAa.]MIL TAAa7A1071 C4IT, lOTKola 'ZYD71Kola IIIa7OIIIi R-11171aaI9iaq AA31a
ALL FLOOR TRUSSES SHALL BE SPACED ATA MAXIMUM OF 24" ON CENTER UNLESS NOTED OTHERWISE.
SHORT JACK TRUSSES SHALL BE USED AT THE PERIMETER SUPPORTED BY MULTIPLE TRUSSES (DOUBLE LINE INDICATED IN PLAN) TO
PROVIDE BOTTOM BEARING AT DOUBLE TOP PLATE OF WALL STUDS AND INTEGRAL PARAPET FRAMING.
ROOF AND FLOOR TRUSS LAYOUTS ON STRUCTURAL DRAWINGS ARE PROVIDED FOR SCHEMATIC REPRESENTATION. ACTUAL FINAL
DESIGN AND LAYOUT SHALL BE PROVIDED BY WOOD TRUSS SUPPLIER. THE DESIGN LAYOUT AND DETAILS MUST BE APPROVED
THROUGH SHOP DRAWINGS APPROVAL BY THE ENGINEER OF RECORD PRIOR TO DESIGN, PROCUREMENT, FABRICATION AND
INSTALLATION. WALLS MUST BE CONTINUOUS BETWEEN SUPPORT CONDITIONS FROM FLOOR -TO -FLOOR; EITHER BY BOTTOM
BEARING TRUSSES, BLOCKING OR THE ROOF DECK. NO HINGES OR SPLICES IN THE WALLS SHALL BE PROPOSED BY ALTERING THE
SUPPORT CONDITIONS WITHOUT SUFFICIENT BRACING DETAILED THAT MEETS APPROVAL BY THE ENGINEER OF RECORD.
TRUSS LAYOUT SHALL BE COORDINATED WITH THE MECHANICAL, ELECTRICAL, AND PLUMBING SUBCONTRACTORS PRIOR TO
SUBMISSION OF TRUSS SHOP DRAWINGS, FABRICATION AND INSTALLATION TO ENSURE THE PROPOSED LAYOUT PROVIDES
NECESSARY CLEARANCES FOR THE MECHANICAL, PLUMBING AND ELECTRICAL TRADE ELEMENTS, FIXTURES, DUCTING AND PIPING.
COORDINATE SIZE AND LOCATION OF ALL FLOOR OPENINGS WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
DESIGN LOADING (ALLOWABLE STRESS):
ROOF TRUSSES:
DESIGN ALL TRUSSES TO SU PPORT W EIGHT OF BUILT-UP ROOF OVER INSULATION.
DEAD LOAD = 25 PSF EXCLUDING SELF -WEIGHT OF TRUSSES. ALLOCATE LOADING; TOP CHORD 15 PSF, BOTTOM
CHORD 10 PSF.
LIVE LOAD = 20 PSF
BASIC ROOF SNOW LOAD = 20 PSF MINIMUM
SEE SNOW DRIFT DIAGRAM ON SHEET S2-115 FOR LOCATIONS, MAGNITUDES AND LENGTH OF LOADS THAT ARE IN
ADDITION TO THE MINIMUM ROOF SNOW LOAD OF 20 PSF.
FLOOR TRUSSES:
DESIGN FLOOR TRUSSES FOR 55 / 15 / 0 / 5 LOADING; LIVE LOAD, TOP CHORD DEAD LOAD, BOTTOM CHORD LIVE LOAD,
BOTTOM CHORD DEAD, UNLESS OTHERWISE NOTED.
DESIGN ROOF TRUSSES FOR ADDITIONAL 35 PSF LIVE LOAD TO ACCOUNT FOR AT LEAST 6INCHES OF WATER ACCUMULATION
AROUND ROOF DRAINS; THIS LOAD IS NOT IN ADDITION TO 20 PSF SNOW LOAD. THIS LOAD MAY BE REDUCED BY THE ROOF SLOPE
WITH DISTANCE FROM THE DRAIN.
DESIGN ALL ROOF TRUSSES FOR UPWARD AND DOWNWARD PRESSURES DUE TO WIND LOADS INCLUDING THE EFFECT OF PARAPETS
FOR ASCE 7-10 LOAD COMBINATIONS. SEE WIND NET UPLIFT DIAGRAM ON SHEET S2-115 FOR 0.6 x DEAD -0.6 x WIND UPLIFT LOAD
CASE (ALLOWABLE)
ALL ROOF AND FLOOR GIRDER TRUSSES SHALL BE DESIGNED WITHOUT THE REPETITIVE MEMBER STRESS INCREASE FOR BENDING,
REGARDLESS OF THE NUMBER OF PLIES MAKING UP THE TRUSS.
AT BUILDING PERIMETER WALLS AND SHEAR WALLS, WOOD SHEAR PANELS SHALL BE PROVIDED BETWEEN TRUSSES, EACH HAY,
UNLESS OTHERWISE NOTED. SHEAR PANELS SHALL BE DESIGNED FOR THE LOADS LISTED ON THE SHEAR WALL ELEVATION
SCHEDULE. SHEAR PANEL CONNECTIONS SHALL BE DESIGNED BY THE WOOD TRUSS SUPPLIER FOR SHEAR INDICATED.
TEMPORARYAND PERMANENT BRIDGING OF WOOD TRUSSES SHALL BE PROVIDED IN ACCORDANCE WITH THE TRUSS PLATE
INSTITUTE, INC. PUBLICATION HIB-91, BCSI, GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING, 6 BRACING OF
METAL PLATE CONNECTED WOOD TRUSSES. TEMPORARY BRIDGING SHALL BE FURNISHED BY THE SUPPLIER AS REQUIRED TO
MAINTAIN TRUSS STABILITY, SPACING AND PREVENT BUCKLING DURING ERECTION. THE FOLLOWING PERMANENT BRIDGING SHALL
BE PROVIDED:
BOTTOM CHORD: CONTINUOUS HORIZONTAL 2x4 AT 8'-0" ON CENTER, TYPICAL. IN ADDITION, PROVIDE HORIZONTAL DIAGONAL
BRIDGING AT 45 DEGREE ANGLE BETWEEN BRIDGING LINES AT END OF THE BUILDING AND LESS THAN 20'-0" INTERVALS
THROUGHOUT THE ROOF PLAN.
WEB MEMBERS: CONTINUOUS HORIZONTAL BRIDGING AT 12'-0" ON CENTER. IN ADDITION, PROVIDE HORIZONTAL DIAGONAL
BRIDGING AT 45 DEGREE ANGLE BETWEEN BRIDGING LINES AT END OF THE BUILDING AND LESS THAN 20'-0" INTERVALS
THROUGHOUT THE ROOF PLAN.
ADDITIONAL LOADS FROM SERVICES ON OTHER DISCIPLINES DRAWINGS; ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING
AND FIRE PROTECTION, SHALL BE INCLUDED IN THE DESIGN OF THE TRUSSES. CONTRACTOR SHALL COORDINATE THESE LOADS
WITH THE TRUSS SUPPLIER PRIOR TO DESIGN, FABRICATION AND INSTALLATION.
THE CONTRACTOR SHALL COORDINATE ANY LOADS DUE TO MECHANICAL EQUIPMENT, DUCTS, SPRINKLER LINES AND
MISCELLANEOUS LOADS HUNG FROM THE TRUSSES OR SECONDARY FRAMING (OR DECK) SUPPORTING THESE LOADS WITH THE
TRUSS MANUFACTURER PRIOR TO FABRICATION AND INSTALLATION. THESE LOADS SHALL INCLUDE LIGHTS AND KNOWN TENANT
IMPROVEMENT ITEMS.
WEB LEAVE -OUTS SHALL BE PROVIDED AS REQUIRED TO ALLOW FOR ROUTING OF MECHANICAL, ELECTRICAL, PLUMBING AND FIRE
PROTECTION SYSTEMS AS INDICATED ON DRAWINGS. CONTRACTOR SHALL COORDINATE THESE LOCATIONS W ITH THE TRUSS
SUPPLIER PRIOR TO DESIGN. FABRICATION AND INSTALLATION.
TRUSSES SHALL BE CONNECTED TO BUILDING SYSTEMS WITH SIMSPON STRONG -TIE HURRICANE CLIPS OR EQUIVALENT TO RESIST
UPLIFT FORCES AND SHEAR FROM OUT -OF -PLANE WALL LOADS.
DO NOT REMOVE OR CUT ANY TRUSS MEMBERS.
DELEGATED DESIGN AND DEFERRED SUBMITTALS ARE ITEMS DESIGNED BY OTHERS. SHOP DRAWINGS AND CALCULATIONS SHALL
BE GENERATED FOR THE DESIGN AND FABRICATION OF ALL DELEGATED DESIGN AND DEFERRED SUBMITTALS ITEMS INDICATED
BELOW. THESE DRAWINGS AND CALCULATIONS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER IN INDIANA. FOR
ITEMS INDICATED AS'DESIGNED BY THE CONTRACTOR" 'DESIGNED BY SUPPLIER" 'DESIGNED BY FABRICATOR' AND 'DESIGNED BY
INSTALLER", IF THESE ENTITIES ARE NOT PROVIDING THEIR OWN ENGINEERING WITH THEIR DESIGNS COMPLETED BY A
PROFESSIONAL ENGINEER WHO WILL SEAL AND SIGN THEIR SUBMITTALS THEN THESE ENTITIES WILL INDEPENDENTLY CONTRACT
THIRD PARTYTO PROVIDE THIS SERVICE ON THEIR BEHALF. UNLESS SPECIFIED ON THE DRAWINGS ORIN THE SPECIFICATIONS,
DELEGATED DESIGN ITEMS SHALL BE DESIGNED FOR ALL CODE DEFINED LOADS PLUS INDUSTRY STANDARD LOADS INCLUDING
GRAVITY LOADS AND LATERAL LOADS DUE TO WIND AND SEISMIC. SEETHE RELEVANT SECTIONS OF THE GENERAL NOTES SHEETS
FOR ADDITIONAL DESIGN REQUIREMENTS. CALCULATIONS SHALL INCLUDE REVIEW OF THE CAPACITIES OF ALL SUPPORTING
STRUCTURAL ELEMENTS INCLUDING LOCAL STRESSES DUE TO THE CONNECTION METHODS SELECTED. ADDITIONALLY, THE
CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE THE MAGNITUDES AND DIRECTIONS OF THE LOADS IMPARTED ON THE
SUPPORTING STRUCTURAL ELEMENTS. THE LOADING CRITERIA USED FOR DESIGN OF THE DELEGATED DESIGN SYSTEMS AND
COMPONENTS SHALL BE CLEARLY INDICATED ON THE DRAWINGS AND CALCULATIONS, REGARDLESS OF WHETHER THEY ARE
MANDATED BY THE ENGINEER OF RECORD BY WAY OF THE DRAWING AND SPECIFICATIONS OR DERIVED BY THE DESIGNER.
MECHANICAL, ELECTRICAL, PLUMBING AND FIRE PROTECTION COMPONENTS:
ROOF -TOP UNITS: DESIGN OF THE MECHANICAL UNIT CURB, CONNECTIONS OF THE UNITTO THE CURB AND CONNECTIONS OF
THE CURB TO STRUCTURE SHALL BE PROVIDED BY THE MECHANICAL UNIT CONTRACTOR. ADDITIONAL SUPPORT FRAMING
FOR SUPPORTING THE GRAVITY AND LATERAL LOADS SHALL BE DESIGNED, ENGINEERED AND PROVIDED IF IT IS NOT
INDICATED ON THE STRUCTURAL DRAWINGS. IF ADDITIONAL SUPPORT FRAMING IS PROVIDED, THE STRUCTURAL ADEQUACY
SHALL BE VERIFIED FOR ALL ASCE 7-10 LOAD COMBINATIONS. SHOPS DRAWINGS AND CALCULATIONS PROVIDED BY THE
MECHANICAL CONTRACTOR SHALL PROVIDE DETAILS INDICATING THESE CONNECTIONS. SUPPORTAND BRACING OF
DUCTWORK, PIPING, CONDUIT AND CABLE TRAYS ASSOCIATED WITH MECHANICAL, ELECTRICAL, PLUMBING AND FIRE
PROTECTION COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR INSTALLING THE COMPONENTS. SEE SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
SUPPORTS FOR INTERIOR FINISHES AND ACCOUTERMENTS:
INTERIOR PARTITIONS, SOFFITS AND STOREFRONT SYSTEMS NOT PART OF THE MAIN BUILDING SHELL SHALL BE DESIGNED BY
THE SUPPLIER. SUPPORTS AND CONNECTION TO STRUCTURE REQUIRED FOR ARTWORK, SPECIALTY LIGHTING SYSTEMS,
M ONITORSO, VIDEO EQUIPMENTAND PROJECTION SCREENS, TELEVISIONS AND ANY OTHER MISCELLANEOUS ITEMS SHALL BE
PROVIDED BY THE SUPPLIER.
WINDOWS, STOREFRONTS, GLAZING AND CURTAIN WALL SYSTEMS:
ALL EXTERIOR AND INTERIOR GLAZING SYSTEMS AND THEIR CONNECTIONS TO STRUCTURE SHALL BE DESIGNED BY THE
SUPPLIER. CONNECTION LOCATIONS SHALL BE CLEARLY INDICATED AND COORDINATED WITH ARCHITECTURAL AND
STRUCTURAL DETAILS. GLAZING SYSTEMS SHALL TRANSFER FORCES DUE TO PRESSURE FROM WIND TO THE HEAD, SILL,
AND JAMBS BASED ON THE TRIBUTARY AREA AS IF THE OPENING WAS A SOLID PANEL UNLESS NOTED OTHERWISE THESE
CONNECTIONS SHALL BE DESIGNED BY THE GLAZING SUPPLIER. GLAZING SUPPLIER SHALL COORDINATE THEIR DETAILS WITH
ARCHITECTURAL AND STRUCTURAL DRAWINGS, AND COMMUNICATE ANY DESIGN REQUIREMENTS NECESSARY FOR THE
INSTALLATION OF THEIR SYSTEMS PRIOR TO CONSTRUCTION.
SKYLIGHT FRAMING SYSTEMS:
THE GLAZING, GLAZING SUPPORT MEMBERS, CURBS AND THEIR ATTACHMENT TO THE MAIN STRUCTURAL SYSTEM SHALL BE
DESIGN BY THE SUPPLIER.
RAILING AND GUARDRAILS
THE INTERIOR AND EXTERIOR RAILING AND GUARDRAILS SHALL BE DESIGN BY THE FABRICATOR. UNLESS SPECIFICALLY
DETAILED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS, THE FABRICATOR SHALL DESIGN THE CONNECTIONS TO
STRUCTURE AND VERIFY THE CAPACITY OF THE RECEIVING STRUCTURAL ELEMENTS FOR LOADS DUE TO THEIR
CONNECTIONS.
PREFABRICATED WOOD TRUSSES:
FABRICATOR SHALL BE RESPONSIBLE FOR ALL MEMBER AND CONNECTION DESIGN AND DETAILING, AND FOR ALL
DIMENSIONING,COORDINATION, AND ERECTION OF TRUSSES. CONTRACT DOCUMENTS SHOW ONLY BASIC LOCATIONS AND
CONFIGURATIONS REQUIRED FOR TRUSSES. DETAILED POSITIONING AND SPACING OF TRUSSES IS THE RESPONSIBILITY OF
THE FABRICATOR. SEE GENERAL NOTES FOR DESIGN CRITERIA. WOOD ROOF TRUSS MANUFACTURER SHALL SUBMIT SHOP
DRAWINGS FOR REVIEW. THE SHOP DRAWINGS SHALL INCLUDE PLACING PLANS OF ALL TRUSSES CLEARLY LABELED, DETAILS
OF TRUSS CONNECTIONS AND ANCHORAGES DETAILS OF METAL CONNECTORS USED AT JOINTS AND ENGINEERING DESIGN
DATA. THE ENGINEERING DESIGN FOR EACH TYPE OF TRUSS SHALL INCLUDE; TRUSS LOCATION IDENTIFICATION, ALL LOADING
AND REACTIONS, WOOD SPECIES AND TRUSS GRADES, MEMBER STRESSES, JOINT CONNECTIONS, CONFIGURATION, TRUSS
TO TRUSS CONNECTIONS, BRACING FOR LATERAL STABILITY OF THE COMPLETED. FRAMING SYSTEM. THE TRUSS
MANUFACTURER/SUPPLIER SHALL SUPPLY DESIGN AND CONNECTION HARDWARE FOR ALL TRUSS CONNECTIONS. SHOP
DRAWINGS AND CALCULATIONS MUST BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED IN INDIANA.
SHOP DRAWINGS: SUBMIT SHOP DRAWINGS SHOWING SPECIES, SIZES AND STRESS GRADES OF LUMBER TO BE USED; PITCH SPAN,
CAMBER, CONFIGURATION AND SPACING FOR EACH TYPE OF TRUSS REQUIRED; TYPE, SIZE, MATERIAL, FINISH, DESIGN VALUE, AND
LOCATION OF METAL CONNECTOR PLATES; AND BEARING AND ANCHORAGE DETAILS. SUBMIT CALCULATIONS FOR TRUSS DESIGN.
SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PRACTICE IN
STATE WHERE THE PROJECT IS LOCATED.
TO THE EXTENT ENGINEERING DESIGN CONSIDERATIONS ARE INDICATED AS FABRICATOR'S RESPONSIBILITY, SUBM IT DESIGN
ANALYSIS AND TEST REPORTS INDICATION LOADING, SECTION MODULUS, ASSUMED ALLOWABLE STRESS, STRESS DIAGRAMS AND
CALCULATIONS, AND SIMILAR INFORMATION NEEDED FOR ANALYS IS AND TO ENSURE THAT TRU SSES COMPLY WITH REQUIREMENTS.
SPECIAL INSPECTION AS SPECIFIED IS REQUIRED OF THE MATERIALS, INSTALLATION, FABRICATION, ERECTION OR
PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH
APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. SPECIAL INSPECTORS SHALL MEET THE
MINIMUM QUALIFICATIONS OF INTERNATIONAL BUILDING CODE 2015 SECTION 1704.2.1. CERTIFICATION IN
ACCORDANCE WITH THE INTERNATIONAL CODE COUNCIL'S NATIONAL CERTIFICATION PROGRAM FOR SPECIAL
INSPECTION QUALIFIES AS HAVING MET THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE 2015,
SECTION 1704.2.1.
EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC -FORCE -RESISTING
SYSTEM, DESIGNATED SEISMIC SYSTEM ORA WIND -OR SEISMIC -RESISTING COMPONENT LISTED IN THE
STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING
OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S
STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE
STATEMENT OF SPECIAL INSPECTIONS;
2. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE
CONSTRUCTION DOCUMENTS APPROVED BY THE ENGINEER OF RECORD;
3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD
AND FREQUENCY OF REPORTING AND TH E DISTRIBUTION OF THE REPORTS; AND
4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR
POSITIONS) IN THE ORGANIZATION.
BEARING WALL SYSTEMS: TIMBER WALLS DESIGNATED AS SHEAR WALLS
MOMENT -RESISTING FRAME SYSTEM: FIRST FLOOR STEEL MOMENT FRAMES
VERIFYTHATALL DRAG STRUTS, COLLECTORS, HOLD DOWNS, AND OTHER ELEMENTS OF THE SEISMIC FORCE
RESISTING SYSTEMS ARE AS INDICATED ON THE DRAWINGS.
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL:
REQUIRED
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
YES
NO
MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK:
- CONFORMS TO QUALITY ASSURANCE INSPECTION
X
X
REQUIREMENTS OF SDI QA/QC
INSPECTION OF WELDING:
- COLD -FORMED STEEL DECK:
- CONFORMS TO QUALITY ASSURANCE
X
X
INSPECTION REQUIREMENTS OF SDI QA/QC
- REINFORCING STEEL:
-VERIFICATION OF WELDABILITY OF
REINFORCING STEEL OTHER THAN
X
X
ASTM A706.
- INSPECT PER AWS DlA SINGLE -PASS
X
X
FILLET WELDS 5/16" MAXIMUM
- INSPECTALL OTHER WELDS PER AWS DIA
X
X
-REINFORCING STEEL RESISTING FLEXURAL
AND AXIAL FORCES IN INTERMEDIATE AND
SPECIAL MOMENT FRAMES, AND BOUNDARY
X
X
ELEMENTS OF SPECIAL STRUCTURAL WALLS
OF CONCRETE AND SHEAR REINFORCEMENT.
- SHEAR REINFORCEMENT.
X
X
-OTHER REINFORCING STEEL.
X
X
THE SPECIAL INSPECTOR SHALL INSPECT WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS OF
THE GRADE AND THICKNESS SHOWN ON THE APPROVED BUILDING PLANS. ADDITIONALLY, THE SPECIAL INSPECTOR
MUST VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, THE NAIL DIAMETER AND
LENGTH, THE NUMBER OF FASTENER LINES AND THAT THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT
EDGE MARGINS AGREES WITH THE APPROVED CONSTRUCTION DOCUMENTS.
WHERE METAL -PLATE -CONNECTED WOOD TRUSSES SPAN 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL
VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT INDIVIDUAL TRUSS MEMBER
RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE.
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATIONS OF ELEMENTS OF THE MAIN
WIND OR SEISMIC FORCE -RESISTING SYSTEM. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING,
ANCHORING AND OTHER FASTENING COMPONENTS WITHIN THE MAIN WIND OR SEISMIC FORCE -RESISTING SYSTEM,
INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.
REQUIRED VERIFICATION AND INSPECTION OF ARCHRECTURAL. MECHANICAL
AND ELECTRICAL COMPONENTS:
REQUIRED
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
VES
NO
VERIFY THE FASTENING OF EXTERIOR CLADDING.
X
X
VERIFY THE ERECTION AND ATTACHMENT OF INTERIOR AND
X
X
EXTERIOR NONBEARING WALLS.
VERIFY THE ERECTION AND FASTENING OF INTERIOR AND
X
EXTERIOR VENEER.
X
VERIFY THE ANCHORAGE OF STORAGE RACKS.
X
X
VERIFY THE ANCHORAGE OF ACCESS FLOORS.
X
X
VERIFY THE ANCHORAGE OF ELECTRICAL EQUIPMENT FOR
X
X
EMERGENCY OR STANDBY POWER SYSTEMS.
VERIFY THE ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT.
X
X
VERIFY THE INSTALLATION OF PIPING SYSTEMS INTENDED
TO CARRY FLAMMABLE, COMBUSTIBLE OR HIGHLYTOXIC
X
X
CONTENTS AND THEIR ASSOCIATED MECHANICAL UNITS.
VERIFY THE INSTALLATION OF HVAC DUCTWORK THAT WILL
X
X
CONTAIN HAZARDOUS MATERIALS.
VERIFY THE INSTALLATION OF VIBRATION ISOLATION
SYSTEMS WHERE THE CONSTRUCTION DOCUMENTS
REQUIRE A NOMINAL CLEARANCE OF 1/4 INCHES OR LESS
X
X
BETWEEN THE EQUIPMENT SUPPORT FRAME AND
RESTRAINT.
VERIFY THE INSTALLATION OF COMPONENTS REQUIRING SPECIAL INSPECTIONS PER OTHER
X
PARTS OF THE STATEMENT OF SPECIAL INSPECTION.
VERIFY THE SEISMIC QUALIFICATION OF MECHANICAL AND ELECTRICAL EQUIPMENT. ALL
MECHANICAL AND ELECTRICAL EQUIPMENT MUST HAVE THEIR SEISMIC QUALIFICATION
X
VERIFIED.
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION:
REQUIRED
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
VES
NO
INSPECTION OF REINFORCING STEEL, INCLUDING
X
X
PRESTRESSING TENDONS, AND PLACEMENT.
INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE "REQUIRED VERIFICATION
AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL".
INSPECTION OF ANCHORS CAST IN CONCRETE.
X
X
INSPECTION OF ADHESIVE ANCHORS INSTALLED IN
X
X
HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS
INSPECTIONS OF OTHER MECHANICAL OR ADHESIVE ANCHORS
X
X
VERIFYING USE OF REQUIRED DESIGN MIX.
X
X
AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE
SPECIMENS FOR STRENGTH TEST, PERFORM SLUMP AND AIR
X
CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE
X
CONCRETE.
SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN
NOT LESS THAN:
- ONCE A DAY.
- ONCE FOR EACH 50 CUBIC YARDS.
- ONCE FOR EACH 2O00 SQUARE FEET OF SURFACE AREA FOR SLABS AND WALLS.
INSPECTION OF CONCRETE PLACEMENT FOR PROPER
X
X
APPLICATION TECHNIQUES.
INSPECTION FOR MAINTENANCE OF SPECIFIED CURING
X
X
TEMPERATURE AND TECHNIQUES.
VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR
TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND
X
X
STRUCTURAL SLABS.
INSPECT FORMWORK FOR SHAPE, LOCATION AND
X
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.
X
SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION
REQUIREMENTS OF AISC 360-10, SECTION N.
SUMMARY OF AISC 360-10, SECTIONS 145:
THIS IS A SUMMARY PROVIDED FOR CONVENIENCE ONLY AND SHALL NOT RELIEVE THE CONTRACTOR OR INSPECTOR OF ANY
REQUIREMENTS OF AISC 360-10:
OBSERVE (0): THE INSPECTOR SHALL OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE
DELAYED PENDING OBSERVATIONS.
PERFORM IF): THESE INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.
AISC 360-10, SECTION N5 -MINIMUM REQUIREMENTS FOR INSPECTION OF STRUCTURAL STEEL BUILDINGS:
AISC 360-10. TABLE N5.4-1:
INSPECTION TASKS PRIOR TO WELDING
QC
QA
WELDING PROCEDURE SPECIFICATIONS(WPSs) AVAILABLE
P
P
MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE
P
P
MATERIAL IDENTIFICATION(TYPE/GRADE)
O
0
WELDER IDENTIFICATION SYSTEM
O
0
FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY):
-JOINT PREPARATION
-DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)
O
0
-CLEANLINESS (CONDITION OF STEEL SURFACES)
-TACKING (TACK WELD QUALITVAND LOCATION)
- BACKING TYPE AND FIT (IF APPLICABLE)
CONFIGURATION AND FINISH OF ACCESS HOLES
FIT -UP OF FILLET WELDS
- DIMENSIONS (ALIGNMENT, GAPS AT ROOT)-
TO
CLEANLINESS (CONDITION OF STEEL SURFACES)
-TACKING (TACK WELD QUALITY AND LOCATION)
CHECK WELDING EQUIPMENT
AISC 36040, TABLE N5.4-2:
INSPECTION TASKS DURING WELDING
QC
CA
USE OF QUALIFIED WELDERS
O
0
CONTROL AND HANDLING OF WELDING CONSUMABLES
-PACKAGING
O
0
- EXPOSURE CONTROL
NO WELDING OVER CRACKED TACKS
O
0
ENVIRONMENTAL CONDITIONS
- WIND SPEED WITHIN LIMITS
O
0
- PRECIPITATION AND TEMPERATURE
WPS FOLLOWED
-SETTINGS ON WELDING EQUIPMENT
-TRAVEL SPEED
-SELECTED WELDING MATERIALS
O
0
-SHIELDING GAS TYPE/FLOW RATE
-PREHEATAPPLIED
- INTERPASS TEMPERATURE MAINTAINED (MIN/MAX)
- PROPER POSITION IF, V, H, OH)
WELDING TECHNIQUES
- INTERPASS AND FINAL CLEANING
O
0
- EACH PASS WITHIN PROFILE LIMITATIONS
- EACH PASS MEETS QUALITY REQUIREMENTS
AISC 360-10, TABLE N5.4-3:
INSPECTION TASKS AFTER WELDING
QC
CA
WELDS CLEANED
O
0
SIZE, LENGTH, AND LOCATION OF WELDS
P
P
WELDS MEET VISUAL ACCEPTANCE CRITERIA
- CRACK PROHIBITION
- WELD/BASE-METAL FUSION
- CRATER CROSS SECTION
P
P
- WELD PROFILES AND SIZE
-UNDERCUT
- POROSITY
ARC STRIKES
P
P
k-AREA (WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR
STIFFENERS HAVE BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB
P
P
k-AREA FOR CRACKS WITHIN 3INCHES OF THE WELD).
BACKING REMOVED AND WELD TABS REMOVED (IFREQUIRED)
P
P
REPAIR ACTIVITIES
P
P
DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER
P
P
NOT OF WELDED JOINTS:
CJP GROOVE WELD NDT
FOR STRUCTURES IN RISK CATEGORY III OR IV, ULTRASONIC TESTING (UT) SHALL BE PERFORMED BY QA ON
ALL CJP GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T-AND CORNER
JOINTS, IN MATERIALS 5116 INCH THICK OR GREATER. FOR STRUCTURES IN RISK CATEGORY II, UT SHALL BE
PERFORMED BY CA ON 10% OF CJP GROOVE WELDS IN BUTT, T- AND CORNER JOINTS SUBJECT TO
TRANSVERSELY APPLIED TENSION LOADING, IN MATERIALS 5/16 INCH THICK OR GREATER.
ACCESS HOLE NOT
THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED BY CA USING MAGNETIC PARTICLE TESTING
(MT) OR PENETRANT TESTING (PT), WHEN THE FLANGE THICKNESS EXCEEDS 2INCHES FOR ROLLED SHAPES,
OR WHEN THE WEB THICKNESS EXCEEDS 2INCHES FOR BUILT-UP SHAPES. ANY CRACK SHALL BE DEEMED
UNACCEPTABLE REGARDLESS OF SIZE OR LOCATION.
WELDED JOINTS SUBJECTED TO FATIGUE
CJP WELDED JOINTS REQUIRE WELD SOUNDNESS TO BE ESTABLISHED BY RADIOGRAPHIC OR UT AS REQUIRED
BY AISC 360-10, APPENDIX 3, TABLE A-3.1.
INCREASE IN RATE OF UT
WHERE THE INITIAL RATE OF UT IS 10%, THE NDT RATE FOR AN INDIVIDUAL WELDER OR WELDING OPERATOR
SHALL BE INCREASED TO 100%SHOULD THE REJECT RATE EXCEEDS 5%OF THE WELDS TESTED FOR THE
WELDER OR WELDING OPERATOR. A SAMPLING OF 20 COMPLETED WELDS FOR A JOB SHALL BE MADE PRIOR
TO IMPLEMENTING SUCH AN INCREASE. FOR CONTINUOUS WELDS OVER 3 FEET, EACH 12 INCH INCREMENT
SHALL BE CONSIDERED AS ONE WELD.
AISC 360-10, TABLE N5.6-1:
INSPECTION TASKS PRIOR TO BOLTING
QC
CA
MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS
O
P
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS
O
0
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH, IF
O
O
THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)
PROPER BOLTING PROCEDURE SELECTED FOR THE JOINT DETAIL
O
0
CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAVING SURFACE CONDITION AND
O
0
HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS
PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND
P
0
DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER
O
O
COMPONENTS
AISC 360.10. TABLE N5.64:
INSPECTION TASKS DURING BOLTING
QC
CA
FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND
O
0
WASHER (IF REQUIRED) ARE POSITIONED AS REQUIRED
JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING
O
O
OPERATION
FASTENER COMPONENT NOT TU FRED BY THE WRENCH PREVENTED FROM ROTATING
O
0
FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-
O
0
STRENGTH BOLTS, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT
TOWARD THE FREE EDGES
AISC 360-10, TABLE N5.6-3:
INSPECTION TASKS AFTER BOLTING
QC
CA
DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS
P
P
74,E
W00LG EUT
MCHITECTNE IENOINEw11NCjCECWATIAL
7635 Interactive Way
Suite 100
G Indianapolis, IN
46278
317.299.7500
FAX: 317.291.5805
F
E
u
u
u
I_1
E
U
�
J•�
_J
l�^' `/
W
U
K
v /
Of
O
o
�
�
L
Q)
€ o
my
�
U �
o a
:a —
L
N N
LOE
U
m
= U
wLlssuances-
Prom. No.: 074904
Date: 10/12/18
Sheet Name:
SPECIAL INSPECTION
R*111I1y�
DATE: 10/31/19