Attachment 6 - Structural Drawings.pdf

o n e e ig h th i n c h o n e fo o t th re e i n c h e s o n e fo o t o n e a n d o n e h a lf i n c h e s o n e fo o t o n e i n c h o n e fo o t th re e q u a rt e rs i n c h o n e fo o t o n e h a lf i n c h o n e fo o t th re e e ig h th s i n c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

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Drawing Title Project Title

VA FORM 08-6231

Office of Facilities Management

U.S. Department of Veterans Affairs

STAMP

Date

Location

Building Number Checked Drawn Drawing Number

Project Number

REVIEW ONLY - NOT FOR CONSTRUCTION

Approved: Director

Approved: Associate Director

Approved: Assistant Director

Approved: Assoc. Director for Patient Care Service/Nurse Executive

Approved: Deputy Assoc. Director of Patient Care Services

Approved: Chief of Staff

Approved: Deputy Chief of Staff

Approved: Chief of Engineering

Approved:

Approved:

ARCHITECT/ENGINEER/CONSULTANTS:

Bancroft Project No.

SAVAHCS, TUCSON, AZ 85723

3300 Dundee Road

Northbrook, IL 60062

T: 847.952.9362 50

05/01/2023GENERAL NOTES EXPAND AND RENOVATE

EMERGENCY DEPARTMENT B50

JH HL

50-S001

678-331

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GR GENERAL REQUIREMENTS

GR-1 AS USED IN THESE GENERAL NOTES:

"DRAWINGS" MEANS THE LATEST STRUCTURAL DESIGN DRAWINGS, UON.

"SPECIFICATIONS" MEANS THE LATEST PROJECT SPECIFICATIONS, UON.

“CONTRACT DOCUMENTS” IS DEFINED AS THE DESIGN DRAWINGS AND THE SPECIFICATIONS

“SER” IS DEFINED AS THE STRUCTURAL ENGINEER OF RECORD FOR THE STRUCTURE IN ITS FINAL

CONDITION.

“DESIGN PROFESSIONALS” IS DEFINED AS THE OWNER’S ARCHITECT AND SER.

“MEP” INCLUDES, BUT IS NOT LIMITED TO MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION.

“CONTRACTOR” IS DEFINED TO INCLUDE ANY OF THE FOLLOWING: GENERAL CONTRACTOR AND THEIR

SUBCONTRACTORS, CONSTRUCTION MANAGER AND THEIR SUBCONTRACTORS, STRUCTURAL STEEL

FABRICATOR OR STRUCTURAL STEEL ERECTOR.

“BASE BUILDING STRUCTURE” IS DEFINED AS THE STRUCTURAL FRAME DESIGNED BY THORNTON

TOMASETTI.

“STRUCTURE IN ITS FINAL CONDITION” MEANS ALL STRUCTURAL ELEMENTS SHOWN ON THE STRUCTURAL

CONTRACT DOCUMENTS ARE INSTALLED AND COMPLETELY CONNECTED AND INSPECTED WITH NO

OUTSTANDING NON-COMPLIANCE ISSUES.

“DELEGATED DESIGN” MEANS A SCOPE OF WORK THAT MEETS PERFORMANCE CRITERIA ESTABLISHED IN THE CONTRACT DOCUMENTS AND IS TO BE COMPLETED BY THE CONTRACTOR’S LICENSED ENGINEER.

“SERVICE LEVEL” LOADS ARE DEFINED AS NOMINAL OR UNFACTORED LOADS TO BE COMBINED USING

ALLOWABLE STRESS LOAD COMBINATIONS

“STRENGTH LEVEL” LOADS ARE DEFINED AS FACTORED LOADS TO BE COMBINED USING STRENGTH DESIGN

LOAD COMBINATIONS

GR-2 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL WORK WITH THE ARCHITECTURAL, CIVIL, MEP CONTRACT DOCUMENTS, AS WELL AS ANY OTHER APPLICABLE TRADES.

GR-3 THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE UNTIL THE CONSTRUCTION OF

THE STRUCTURE REACHES ITS FINAL CONDITION.

GR-4 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND REMOVAL OF TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THE PROJECT WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE CONTRACTOR’S TEMPORARY SUPPORTS AND BRACES. CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED TO

DESIGN TEMPORARY BRACING AND CONSTRUCTION SUPPORTS.

GR-5 LATERAL LOAD RESISTANCE AND STABILITY OF THE STRUCTURE IN ITS FINAL CONDITION IS PROVIDED BY STEEL MOMENT FRAMES AND LATERAL STABILITY OF OTHER ELEMENTS IS PROVIDED THROUGH FLOOR

SLABS.

GR-6 THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN

CONJUNCTION WITH THE STRUCTURAL DRAWINGS.

GR-7 THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AND COORDINATE WITH THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER CONSULTANTS, PROJECT

SHOP DRAWINGS AND FIELD CONDITIONS.

GR-8 IN CASES OF CONFLICT BETWEEN DRAWINGS AND/OR SPECIFICATIONS AND OTHER DISCIPLINES OR EXISTING CONDITIONS, CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS AND OBTAIN CLARIFICATION PRIOR

TO BIDDING AND PROCEEDING WITH WORK.

GR-9 APPLY DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS WHERE CONDITIONS ARE SIMILAR TO THOSE

INDICATED BY DETAIL, DETAIL TITLE OR NOTE.

GR-10 ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS.

GR-11 ASSUME EQUAL SPACING BETWEEN ESTABLISHED DIMENSIONS, IF NOT INDICATED ON DRAWINGS.

GR-12 CENTERLINES OF COLUMNS AND FOUNDATIONS COINCIDE WITH GRID LINE INTERSECTIONS, UON.

GR-13 CENTERLINES OF GRADE BEAMS AND WALLS COINCIDE WITH CENTERLINES OF FOUNDATIONS, UON.

GR-14 CENTERLINES OF FRAMING MEMBERS COINCIDE WITH COLUMN CENTERLINES, UON.

GR-15 THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITIES FROM DAMAGE.

GR-16 THE CONTRACTOR SHALL VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THE CAPACITY OF THE

STRUCTURE AT THE TIME THE LOAD IS APPLIED.

GR-17 THE CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATIONS WITH THE AS-BUILT TOP

OF SUPPORT ELEVATIONS.

GR-18 THE CONTRACTOR SHALL VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHER DISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS REQUIRED. ADDITIONAL OPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATED ON THE DRAWINGS. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL

DRAWINGS MUST BE APPROVED BY THE SER.

GR-19 ELEVATIONS INDICATED ON STRUCTURAL DRAWINGS ARE BASED ON A PROJECT DATUM INDICATED ON THE

ARCHITECTURAL / CIVIL DRAWINGS.

GR-20 SEE ARCHITECTURAL, CIVIL, MEP, AND VERTICAL TRANSPORTATION, CONTRACT DOCUMENTS FOR ADDITIONAL INFORMATION RELATING TO THE COORDINATION OF STRUCTURAL COMPONENTS INCLUDING, BUT

NOT LIMITED TO:

CIVIL:

PROJECT DATUM

SITING OF BUILDING GRID LINES WITH RESPECT TO CITY BENCHMARKS

SITE PREPARATION

BACKFILLING MATERIALS AND REQUIREMENTS

PAVING AND SITE ELEMENTS OUTSIDE OF BUILDING ENVELOPE

NEW AND EXISTING SITE UTILITIES

ARCHITECTURAL:

PLAN DIMENSIONS AND PROJECT DATUM

SLAB EDGE DIMENSIONS

FINISH ELEVATIONS

WATERPROOFING AND DAMP-PROOFING DETAILS

RAMP GEOMETRY, PITS, SLAB SLOPES AND DEPRESSIONS

EMBEDMENTS, INSERTS, BLOCKOUTS, ETC.

EXACT OPENING SIZES FOR PIPES, DUCTS, ETC.

CONCRETE FINISHES AND TOPPING SLABS

CONCRETE CURBS AND HOUSEKEEPING PADS

INTERIOR NON-STRUCTURAL MASONRY PARTITIONS

FIRE RATINGS

MEP:

PIPE AND DUCT SIZES FOR OPENING AND SLEEVE COORDINATION

FLOOR DRAINS

UNDERFLOOR AND PERIMETER DRAINAGE SYSTEMS

EQUIPMENT CURBS

CONDUITS AND EMBEDMENTS IN WALLS AND SLABS

VERTICAL TRANSPORTATION:

INSERTS, HANGERS, TRENCHES, PITS, CONDUITS IN WALLS AND SLABS

EQUIPMENT SUPPORT, ELEVATOR DIVIDER BEAMS, EMBEDMENTS, AND ANCHOR RODS

CD CODES AND DESIGN CRITERIA

CD-1 PERFORM ALL CONSTRUCTION IN CONFORMANCE WITH THE BUILDING AND DESIGN CODES REFERENCED WITHIN THESE DOCUMENTS. THE PROJECT DOCUMENTS REFER TO THE FOLLOWING CODES AND STANDARDS, UON:

INTERNATIONAL BUILDING CODE, 2018 EDITION WITH CITY OF TUCSON AMENDMENTS

STRUCTURAL CONCRETE:

"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

THE AMERICAN CONCRETE INSTITUTE (ACI 318-14)

MASONRY:

"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"

THE AMERICAN CONCRETE INSTITUTE (TMS 402-2016/ACI 530-16/ASCE 5-16)

"SPECIFICATION FOR MASONRY STRUCTURES"

THE AMERICAN CONCRETE INSTITUTE (TMS 602-2016/ACI 530.1-16/ASCE 6-16)

STRUCTURAL STEEL:

"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, (AISC 360-16) CONFORMING TO THE PROVISIONS OF LOAD RESISTANCE FACTOR DESIGN, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC-LRFD)

DEPARTMENT OF VETERANS AFFAIRS STRUCTURAL DESIGN MANUAL FOR HOSPITAL PROJECTS DATED

FEBRUARY 1, 2014.

DEPARTMENT OF VETERANS AFFAIRS PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL DATED

OCTOBER 1, 2020 (REVISED SEPTEMBER 1, 2021).

DEPARTMENT OF VETERANS AFFAIRS SEISMIC DESIGN REQUIREMENTS DATED NOVEMBER 1, 2019 (REVISED

MAY 1, 2020)

UFC 4-023-03 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE DATED JULY 14, 2009 (REVISED

NOVEMBER 1, 2016)

CD-2 LIVE LOADS (SERVICE LEVEL):

LEVEL 1 100 PSF

2,000 LB POINT LOAD OVER 2.5 FT X 2.5 FT AREA

LEVEL 2 100 PSF

2,000 LB POINT LOAD OVER 2.5 FT X 2.5 FT AREA

FUTURE LEVEL 3 100 PSF

2,000 LB POINT LOAD OVER 2.5 FT X 2.5 FT AREA

FUTURE ROOF 150 PSF

LOW ROOF 20 PSF

CD-3 SUPERIMPOSED DEAD LOADS (SERVICE LEVEL):

TYPICAL 20 PSF

CD-4 RISK CATEGORY: IV

CONSTRUCTION TYPE TYPE II (111)

CD-5 SNOW LOADS (SERVICE LEVEL):

FLAT ROOF SNOW LOAD (Pf): 0 PSF GROUND SNOW LOAD (Pg) 0 PSF SNOW EXPOSURE FACTOR (Ce): 1.0 SNOW LOAD IMPORTANCE FACTOR (Is): 1.2 THERMAL FACTOR (Ct): 1.0

SNOW DRIFTING PER CODE

CD-6 WIND LOAD DESIGN DATA (STRENGTH LEVEL):

MAIN WIND FORCE RESISTING SYSTEM

BASIC WIND SPEED, V 115 MPH

EXPOSURE B

INTERNAL PRESSURE COEFFICIENT ± 0.18

DESIGN BASE SHEAR (CURRENT) 30 KIP E-W/60 KIP N-S

DESIGN BASE SHEAR (FUTURE) 85 KIP E-W/150 KIP N-S

COMPONENT AND CLADDING DESIGN PRESSURES a= 6’-6”

EFFECTIVE WIND AREA= 20 SF WALL= 25.5 PSF WALL END ZONE= 30.5 PSF

ROOF EFFECTIVE WIND AREA = 20 SF

ROOF= 40 PSF ROOF EDGE = 53 PSF ROOF CORNER= 70 PSF

CD-7 SEISMIC LOAD DESIGN DATA (STRENGTH LEVEL):

SEISMIC IMPORTANCE FACTOR (Is) 1.5 Ss 0.270 g S1 0.083 g SDS 0.285 g SD1 0.133 g

SITE CLASS D

SEISMIC DESIGN CATEGORY C

LATERAL SYSTEM DESCRIPTION STEEL ORDINARY MOMENT FRAMES

RESPONSE MODIFICATION FACTOR (R) 3.5

ANALYSIS PROCEDURE DESCRIPTION EQUIVALENT LATERAL FORCE

DESIGN BASE SHEAR (CURRENT) 110 KIPS

DESIGN BASE SHEAR (FUTURE) 185 KIPS

CD-9 IN CASES WHERE THE CONTRACTOR DETERMINES THAT SUSPENDED OR FLOOR MOUNTED EQUIPMENT LOADS EXIST WHICH EXCEED DESIGN LOADS INDICATED ON CONTRACT DOCUMENTS, CONTRACTOR SHALL SUBMIT LOAD DATA TO DESIGN PROFESSIONALS FOR REVIEW PRIOR TO PROCEEDING WITH WORK.

CD-10 DISTRIBUTE THE MAXIMUM LOAD HUNG FROM ANY STRUCTURAL MEMBER FOR DUCTWORK, PIPING ETC OVER THE MEMBER’S TRIBUTARY AREA IN A WAY THAT THE MEP DESIGN SUPERIMPOSED DEAD LOADS LISTED IN CONTRACT DOCUMENTS ARE NOT EXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADES AND PROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIRED TO ACHIEVE THE

ALLOWABLE LOAD DISTRIBUTION.

CD-11 STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT

ON VIBRATION ISOLATORS.

CD-12 SERVICEABILITY

LIVE LOAD DEFLECTION IS LESS THAN L/360

LONG-TERM TOTAL DEFLECTION IS LESS THAN L/240

EXTERIOR EDGE BEAMS HAVE BEEN DESIGNED TO LIMIT LIVE LOAD MIDSPAN VERTICAL DEFLECTION TO 1/360

OF THE SPAN OR 3/8", WHICHEVER IS LESS.

EXTERIOR EDGE BEAMS HAVE BEEN DESIGNED TO LIMIT DEAD PLUS SUPERIMPOSED DEAD LOAD MIDSPAN

VERTICAL DEFLECTION TO 1/240 OF THE SPAN OR 3/8”, WHICHEVER IS LESS.

LATERAL DRIFT DUE TO WIND LOADS IS LESS THAN OR EQUAL TO H/400

CD-13 VIBRATION OF THE NEW FLOOR FRAMING HAS BEEN ANALYZED ACCORDING TO AISC DESIGN GUIDE 11 – VIBRATIONS OF STEEL-FRAMED STRUCTURAL SYSTEMS DUE TO HUMAN ACTIVITY (2ND EDITION), WITH THE

FOLLOWING CRITERIA:

ALL ELEVATED LEVELS:

SURGERY FACILITIES

MAXIMUM FOOTFALL RATE: 2.1 HZ

DAMPING RATIO: 0.02

TOLERANCE LIMIT: 4,000 MIPS

CD-14 CONNECTIONS OF SYSTEMS DESIGNED BY CONTRACTOR’S ENGINEER SUCH AS, BUT NOT LIMITED TO, CLADDING, STAIRS, ELEVATORS, ESCALATORS, PRECAST, AND MEP LOADS ARE ASSUMED TO IMPOSE

VERTICAL AND/OR HORIZONTAL LOADS ON THE BASE BUILDING STRUCTURAL MEMBERS WITHOUT

GENERATING TORSION IN THE SUPPORTING STRUCTURAL MEMBERS. CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING ALL SUPPLEMENTARY BRACING MEMBERS AS REQUIRED TO PREVENT TORSION

ON THE BASE BUILDING STRUCTURE.

CD-15 FOR FIRE RATING AND FIREPROOFING ASSEMBLY EVALUATIONS, CONSIDER THE FOLLOWING ASSEMBLIES

RESTRAINED: COMPOSITE WIDE-FLANGE STEEL FRAMING

CONSIDER ALL OTHER ASSEMBLIES UNRESTRAINED.

CD-16 THERE HAVE BEEN NO LOAD RESTRICTION FACTORS APPLIED TO THE STRUCTURAL DESIGN FOR THE

PURPOSES OF SELECTING FIREPROOFING ASSEMBLIES.

DE DEMOLITION

DE-1 THE CONTRACTOR IS FULLY RESPONSIBLE FOR THE MEANS AND METHODS OF DEMOLITION AND THE INTEGRITY AND STABILITY OF THE EXISTING STRUCTURE DURING DEMOLITION UNTIL THE WORK IS COMPLETED. THE CONTRACTOR SHALL PROVIDE SHORING IN REQUIRED LOCATIONS WHERE EXISTING

CONSTRUCTION TO REMAIN WILL BE AFFECTED BY DEMOLITION. CONTRACTOR SHALL RETAIN A

PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED TO DESIGN SHORING.

DE-2 THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS TO ANY STRUCTURAL ELEMENTS WHICH ARE TO REMAIN AND THAT HAVE BEEN DAMAGED DURING THE DEMOLITION PROCESS TO THE COMPLETE SATISFACTION OF THE OWNER. THE REPAIRS SHALL BE AT NO EXPENSE TO THE OWNER. ALL REPAIR WORK SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED AND

SUBMITTED TO THE SER FOR REVIEW AND APPROVAL PRIOR TO COMMENCING REPAIR WORK.

DE-3 ALL EXISTING FRAMING IS INDICATED FOR REFERENCE ONLY AND IS TO BE FIELD VERIFIED BY THE CONTRACTOR. VERIFY THE EXACT EXTENT OF DEMOLITION AT THE SITE. DETERMINE THE NATURE AND EXTENT OF DEMOLITION THAT WILL BE NECESSARY BY COMPARING THE CONTRACT DOCUMENTS WITH THE EXISTING CONSTRUCTION. IMMEDIATELY NOTIFY THE DESIGN PROFESSIONALS OF ANY INCONSISTENCIES.

DE-4 THE CONTRACTOR SHALL USE THE STRUCTURAL CONTRACT DOCUMENTS IN CONJUNCTION WITH THE ARCHITECTURAL AND MEP DEMOLITION CONTRACT DOCUMENTS. IN THE EVENT OF CONFLICTS, THE

CONTRACTOR SHALL IMMEDIATELY NOTIFY THE DESIGN PROFESSIONALS.

DE-5 THE CONTRACTOR SHALL USE QUALIFIED, EXPERIENCED PERSONNEL FOR DEMOLITION AND REMOVAL OPERATIONS. PERFORM DEMOLITION AND REMOVAL OPERATIONS IN A CAREFUL AND ORDERLY MANNER TO PREVENT HAZARDS TO PERSONS, DAMAGE TO PROPERTY, AND THE SPREADING OF DUST AND DEBRIS.

DE-6 DO NOT PERMIT PORTIONS OF THE STRUCTURE TO FALL NOR DEBRIS TO DROP EXCEPT BY METHODS WHICH

WILL ENSURE INTEGRITY OF THE STRUCTURE.

DE-7 PRIOR TO THE START OF WORK, VERIFY THAT THE SCOPE OF DEMOLITION INDICATED ON THE CONTRACT DOCUMENTS SHALL NOT DAMAGE, CUT OR DISRUPT SERVICE OF ANY MECHANICAL SYSTEM, ELECTRICAL

SYSTEM OR UTILITY EMBEDDED IN THE EXISTING STRUCTURE.

DE-8 DO NOT REMOVE MORE OF THE EXISTING STRUCTURE THAN INDICATED ON CONTRACT DOCUMENTS. DO NOT

DAMAGE, MAR, CUT OR DEFACE THE REMAINING STRUCTURE OR MATERIALS TO BE REUSED.

DE-9 THE CONTRACTOR SHALL INCLUDE IN HIS BID THE COST OF REMOVING DEMOLISHED MATERIALS FROM THE

SITE IN ACCORDANCE WITH ALL APPLICABLE LAWS, CODES, AND REGULATIONS.

DE-10 WHERE NEW OPENINGS IN EXISTING CONCRETE SLABS OR WALLS ARE TO BE CREATED, THE DEMOLITION CONTRACTOR SHALL CORE HOLES AT THE OUTSIDE CORNERS OF THE NEW OPENING PRIOR TO DEMOLITION.

SAW-CUT AND DEMOLISH SLAB OR WALL ONLY AFTER THE INSTALLATION OF ALL REQUIRED NEW STRUCTURAL FRAMING AND/OR REINFORCEMENT IN PLAN OR SECTION, UON. SAW CUTTING SHALL BE STRAIGHT AND SHALL NOT EXTEND INTO EXISTING SLAB OR WALL TO REMAIN NOR BEYOND THE HOLES

CORED AT THE CORNERS OF THE NEW OPENING.

DI DELEGATED DESIGN ITEMS

DI-1 THE CONTRACTOR SHALL EMPLOY OR RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THIS PROJECT IS LOCATED TO DESIGN AND DETAIL DELEGATED DESIGN ITEMS TO MEET THE PERFORMANCE AND DESIGN CRITERIA ESTABLISHED AS PART OF THE BASE BUILDING STRUCTURE INDICATED IN THE

CONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED TO:

COLD-FORMED METAL FRAMING

PATIENT LIFTS

MECHANICAL / ELECTRICAL / PLUMBING EQUIPMENT ANCHORAGE

SU SUBMITTALS

SU-1 THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO DESIGN PROFESSIONALS.

THE CONTRACTOR IS TO STAMP EACH SUBMITTAL VERIFYING THAT THE FOLLOWING IS ADDRESSED:

1. THE SHOP DRAWING IS REQUESTED.

2. THE SHOP DRAWING IS BASED ON THE LATEST DESIGN.

3. THE DESIGN PROFESSIONALS’ COMMENTS FROM ANY PREVIOUS SUBMITTALS ARE ADDRESSED.

4. THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADES.

5. REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CIRCLING OR CLOUDS.

6. SUBMITTAL IS COMPLETE.

7. SUBMITTAL DOES NOT INCLUDE SUBSTITUTION REQUEST.

8. SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND LOCATION, SUBMITTAL NUMBER, SPECIFICATION SECTION NUMBER.

THE SER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICH THE CONTRACTOR HAS NOT STAMPED OR

WHICH DO NOT MEET THE ABOVE REQUIREMENTS.

SU-2 THE SER’S REVIEW OF SUBMITTALS SHALL BE FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO

WORK SHALL BE STARTED WITHOUT SUCH REVIEW.

SU-3 FOR COMPONENTS THAT REQUIRE ENGINEERING BY THE CONTRACTOR, PROVIDE A NOTE ON EACH SHOP DRAWING, WRITTEN AND SIGNED BY THE SUPPLIER'S ENGINEER, INDICATING THAT THE SHOP DRAWING IS IN

CONFORMANCE WITH THE CALCULATIONS OF THE CONTRACTOR'S ENGINEER.

SU-4 THE FOLLOWING ITEMS REQUIRE SUBMITTALS FOR STRUCTURAL REVIEW AS OUTLINED IN THE

SPECIFICATIONS:

033000 S CALC CONCRETE FORMWORK

033000 S CONCRETE REINFORCING LAYOUT

033000 CONCRETE MIX DESIGNS

033000 S CONCRETE CONSTRUCTION JOINT LAYOUT

042000 S MASONRY REINFORCEMENT LAYOUT

051200 S STRUCTURAL STEEL

051200 S CALC STRUCTURAL STEEL CONNECTIONS

051200 S SHEAR STUD LAYOUT

053600 S CALC STEEL COMPOSITE DECK

053100 S CALC STEEL ROOF DECK

316326 S CAISSON LAYOUT AND SIZE

S = SHOP DRAWINGS REQUIRED

CALC = SUPPORTING CALCULATIONS REQUIRED, SEALED AND SIGNED BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

SU-5 THE ITEMS IN THIS SECTION REFER TO LOADS IMPOSED BY CONTRACTOR DESIGNED SYSTEMS, SPECIFICALLY:

COLD-FORMED METAL FRAMING

EXTERIOR CLADDING SYSTEMS

ARCHITECTURAL ORNAMENTATION (FLAGPOLES, BANNERS, MASTS, ETC.)

ELEVATOR REACTIONS

WHERE CONTRACTOR LOADS IMPOSED DO NOT EXCEED AND/OR CONNECTION CONDITIONS DO NOT DIFFER FROM WHAT IS INDICATED IN THE STRUCTURAL DRAWINGS, SUBMIT FOR RECORD A LETTER SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED STATING

THE FOLLOWING:

“THE CONTRACTOR DESIGNED SYSTEM HAS BEEN DESIGNED TO IMPOSE LOADS ON THE BASE BUILDING STRUCTURE THAT ARE WITHIN THE LOAD LIMITS AND AT THE LOCATIONS INDICATED ON THE STRUCTURAL

DRAWINGS.”

WHERE CONTRACTOR LOADS IMPOSED FOR THE FOLLOWING ITEMS EXCEED AND/OR CONNECTION

CONDITIONS DIFFER FROM WHAT IS SHOWN IN THE STRUCTURAL DRAWINGS, SUBMIT FOR APPROVAL TO SER LOADS IMPOSED ON THE PRIMARY STRUCTURAL FRAME DUE TO THE DEAD, LIVE, AND WIND/SEISMIC LOADS

INDICATED ON THE CONTRACT DOCUMENTS.

SUBMITTAL SHALL LIST THE DESIGN LOADS USED AND BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. SUBMITTAL SHALL INCLUDE LOCATION, MAGNITUDE AND DIRECTION OF UNFACTORED IMPOSED LOADS, GRAPHICALLY REPRESENTED IN THEIR APPROPRIATE LOCATIONS ON A COPY OF THE CONTRACT DOCUMENT STRUCTURAL FRAMING PLANS OR ELEVATIONS AS APPROPRIATE. DETAIL REFERENCES IN THE CONNECTIONS APPLICABLE AT EACH

LOCATION SHALL BE NOTED ON THE SUBMITTAL DRAWINGS.

FOR EXTERIOR WALL ASSEMBLIES, THE LOADS IMPOSED SUBMITTAL SHALL BE COMPREHENSIVE INDICATING THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND SHALL INCLUDE THE REACTIONS BASED ON THE ACTUAL LOADS OF THE ENTIRE ASSEMBLY, INCLUDING BUT NOT LIMITED TO GLAZING, CLADDING, METAL

STUD BACKUP, AND MULLIONS.

FOR MEP SYSTEMS, THE LOADS IMPOSED SUBMITTAL SHALL BE COMPREHENSIVE INDICATING THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND SHALL INCLUDE THE REACTIONS BASED ON THE ACTUAL LOADS OF THE ENTIRE MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION SYSTEM, INCLUDING

BUT NOT LIMITED TO PIPING, DUCTS, ELECTRICAL RACEWAYS, AND EQUIPMENT WEIGHTS.

A SUBSTITUTION REQUEST MAY BE REQUIRED WHERE CONTRACTOR LOADS IMPOSED EXCEED AND/OR

CONNECTION CONDITIONS DIFFER FROM THE BASIS OF DESIGN.

FN FOUNDATIONS

FN-1 THE FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT BY TERRACON DATED JAN 21, 2022

(TERRACON PROJECT # 63215060) AND ADDENDUM NO. 1 DATED FEBRUARY 4, 2022.

FN-2 FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE FOLLOWING DESIGN VALUES FROM THE GEOTECHNICAL

REPORT (SERVICE LEVEL):

MINIMUM CAISSON DIAMETER 2 FT

ALLOWABLE END BEARING PRESSURE: 15,350 PSF (END BEARING BELOW 15 FT BELOW GRADE)

ALLOWABLE SKIN FRICTION: 300 PSF (BETWEEN 8 AND 15 FT BELOW GRADE)

700 PSF (BELOW 15 FT BELOW GRADE)

CAISSON SHALL BE DRILLED TO A MINIMUM OF 15 FT BELOW FINISHED GRADES OR 5 FT BELOW EXISTING

FILLS, WHICHEVER IS DEEPER.

CAISSON AXIAL AND LATERAL CAPACITY HAS BEEN REDUCED WHERE CAISSONS ARE CONSTRUCTED IN

GROUPS AS REQUIRED PER THE ABOVE REFERENCED GEOTECHNICAL REPORT.

ACCORDING TO THE ABOVE REFERENCED GEOTECHNICAL REPORT, SETTLEMENT OF THE CAISSONS

DESIGNED ACCORDING TO THE ABOVE VALUES ARE ANTICIPATED TO BE LESS THAN 1 INCH.

DESIGN VALUES SHALL BE FIELD VERIFIED BY QUALIFIED GEOTECHNICAL ENGINEER RETAINED BY THE

ARCHITECT.

FN-3 THE CONTRACTOR SHALL VERIFY FOUNDATION INSTALLATION AND CONSTRUCTION IS IN CONFORMANCE

WITH THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT.

FN-4 CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION. WHERE NECESSARY, SHEET AND SHORE THE EXCAVATION WITH ALL REQUIRED TIEBACKS AND BRACING AS DETERMINED BY

CONTRACTOR’S ENGINEER.

FN-5 PROVIDE BRACING FOR ALL WALLS PRIOR TO BACKFILLING, WHERE BACKFILLING IS REQUIRED.

THIS BRACING SHALL REMAIN IN PLACE UNTIL ALL SLABS AND BEAMS FRAMING INTO WALL HAVE BEEN

PLACED AND HAVE ATTAINED 100% OF THEIR DESIGN STRENGTH.

FN-6 DO NOT BACKFILL AGAINST CANTILEVER RETAINING WALLS UNTIL THE CONCRETE HAS ATTAINED 100% OF

ITS DESIGN STRENGTH.

CM CONCRETE MATERIALS

CM-1 CONCRETE STRENGTH SHALL MEET THE FOLLOWING 28-DAY COMPRESSIVE STRENGTHS (f' c), UON:

CAISSONS 4,000 PSI

CAISSON CAPS 4,000 PSI

GRADE BEAMS 4,000 PSI

NON-SHRINK GROUT 8,000 PSI

SLAB ON GRADE 5,000 PSI

CONCRETE ON STEEL DECK 4,000 PSI

CONCRETE HOUSEKEEPING PADS, AND FILL SLABS 4,000 PSI

CM-2 PROVIDE NORMALWEIGHT CONCRETE WITH CURED DENSITY OF 145 +/- 5 PCF, AND AGGREGATE CONFORMING TO ASTM C33, UON. WHERE INDICATED, PROVIDE LIGHTWEIGHT CONCRETE WITH CURED DENSITY OF

112+/-3 PCF AND AGGREGATE CONFORMING TO ASTM C330.

CM-3 THE USE OF CALCIUM CHLORIDE AND OTHER CHLORIDE CONTAINING AGENTS IS PROHIBITED. THE USE OF RECYCLED CONCRETE IS PROHIBITED. PLACEMENT WITHIN AND CONTACT BETWEEN ALUMINUM ITEMS, INCLUDING ALUMINUM CONDUIT, AND CONCRETE IS PROHIBITED.

CM-4 ALL CAST-IN-PLACE CONCRETE WILL EXPERIENCE DIFFERING VARIATIONS OF CRACKING. ANY ELEMENT EXPOSED TO DIRECT WEATHER AND/OR TEMPERATURE VARIATIONS DURING CONSTRUCTION OR IN THE FINAL CONDITION IS TO BE TREATED AND REGULARLY MAINTAINED TO PREVENT PROPAGATION OF CRACKS AND WATER PENETRATION. THE CONTRACTOR SHALL DEVELOP A REGULAR MAINTENANCE PROGRAM AND SUBMIT

IT TO THE OWNER.

Revisions: Date:

65% DESIGN DEVELOPMENT 11/29/2021

65% DESIGN DEVELOPMENT RESUBMISSION 02/28/2022

95% CONSTRUCTION DOCUMENTS SUBMISSION 06/30/2022

100% CONSTRUCTION DOCUMENTS SUBMISSION 10/7/2022

100% CONSTRUCTION DOCUMENTS SUBMISSION 12/07/2022

BID SET 05/01/2023

5/1/23

BID SET

VA FORM 08-6231

Revisions: Date:

BID SET 05/01/2023

5/1/23 o n e e ig h th i n c h o n e fo o t th re e i n c h e s o n e fo o t o n e a n d o n e h a lf i n c h e s o n e fo o t o n e i n c h o n e fo o t th re e q u a rt e rs i n c h o n e fo o t o n e h a lf i n c h o n e fo o t th re e e ig h th s i n c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

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Drawing Title Project Title

VA FORM 08-6231

Office of Facilities Management

U.S. Department of Veterans Affairs

STAMP

Date

Location

Building Number Checked Drawn Drawing Number

Project Number

REVIEW ONLY - NOT FOR CONSTRUCTION

Approved: Director

Approved: Associate Director

Approved: Assistant Director

Approved: Assoc. Director for Patient Care Service/Nurse Executive

Approved: Deputy Assoc. Director of Patient Care Services

Approved: Chief of Staff

Approved: Deputy Chief of Staff

Approved: Chief of Engineering

Approved:

Approved:

ARCHITECT/ENGINEER/CONSULTANTS:

Bancroft Project No.

SAVAHCS, TUCSON, AZ 85723

3300 Dundee Road

Northbrook, IL 60062

T: 847.952.9362 50

05/01/2023GENERAL NOTES EXPAND AND RENOVATE

EMERGENCY DEPARTMENT B50

JH HL

50-S002

678-331

8-

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A T

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RE CONCRETE REINFORCEMENT

RE-1 ALL CONCRETE SHALL INCLUDE REINFORCEMENT. IF REINFORCEMENT IS NOT SPECIFICALLY INDICATED ON

THE DRAWINGS VERIFY WITH THE SER.

RE-2 REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES UON:

DEFORMED BARS: ASTM A615 GRADE 60

WELDABLE DEFORMED BARS: ASTM A706

EPOXY COATED DEFORMED BARS: ASTM A615 / A775

WELDED WIRE REINFORCEMENT ASTM A1064

EPOXY COATED WELDED WIRE REINFORCEMENT ASTM A1064 / A884

RE-3 DETAIL REINFORCEMENT BASED ON THE PROJECT REQUIREMENTS, ACI-318 AND ACI-315, UON.

RE-4 WHERE A 90-DEG, 135 –DEG OR 180-DEG HOOK IS GRAPHICALLY INDICATED, PROVIDE CORRESPONDING ACI

STANDARD HOOKS UON.

RE-5 DOWELS SHALL MATCH SIZE AND SPACING OF MAIN REINFORCEMENT UON.

RE-6 REINFORCEMENT SHALL HAVE CONCRETE PROTECTION (CLEAR COVER) PER ACI 318 UNLESS OTHERWISE

INDICATED ON THE DRAWINGS.

RE-7 LAP REINFORCEMENT ONLY AT LOCATIONS AS SPECIFICALLY DETAILED ON THE DRAWINGS EXCEPT REINFORCEMENT MARKED AS CONTINUOUS CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR

USING TENSION LAP SPLICES (LTS). SEE LAP SPLICE AND EMBEDMENT SCHEDULE.

RE-8 UNLESS OTHERWISE NOTED ALL LAP SPLICES ARE TO BE TENSION LAP SPLICES PER LAP SPLICE AND

EMBEDMENT SCHEDULE.

RE-9 PROVIDE MECHANICAL SPLICES FOR BARS LARGER THAN #11 OR WHERE INDICATED. PROVIDE TENSILE, PRE-

QUALIFIED, WELDED OR THREADED MECHANICAL SPLICES UON.

RE-10 LAP WELDED WIRE REINFORCEMENT TWO PANEL SPACINGS, UON.

RE-11 PROVIDE LAP SPLICE LOCATIONS AS FOLLOWS, UON:

A. GRADE BEAM / WALL (TOP HORIZONTAL REINFORCEMENT): AT CENTER OF SPAN

B. GRADE BEAM / WALL (BOTTOM HORIZONTAL REINFORCEMENT): AT SUPPORTS

C. WALL INSIDE FACE (VERTICAL REINFORCEMENT): AT SUPPORT

D. WALL OUTSIDE FACE (VERTICAL REINFORCEMENT): AT SUPPORT

E. UNLESS OTHERWISE NOTED TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS.

RE-12 PROVIDE EPOXY COATED REINFORCEMENT AND ACCESSORIES IN AREAS OF DIRECT EXPOSURE TO THE

ENVIRONMENT, CHEMICALS, OR DE-ICING FOR THE AREAS INDICATED ON THE DRAWINGS.

CJ CONCRETE CONSTRUCTION JOINTS

CJ-1 PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318. SUBMIT SHOP DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATIONS, DETAILS AND THE PLACEMENT SEQUENCE FOR THE SER'S

APPROVAL PRIOR TO PROCEEDING WITH WORK.

CJ-2 UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS, HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED IN FOOTINGS, PILE CAPS, MAT FOUNDATIONS, GRADE BEAMS, BEAMS, UPTURNED BEAMS, SLABS, AND WALLS WITHOUT PRIOR WRITTEN APPROVAL FROM THE SER BEFORE CONSTRUCTION.

CJ-3 PLACE VERTICAL CONSTRUCTION JOINTS TO PROVIDE A 60 FT MAXIMUM LENGTH OF CONCRETE PLACEMENT

AND LOCATE AS FOLLOWS:

A. BEAMS AND GRADE BEAMS: WITHIN THE MIDDLE THIRD OF THE CLEAR SPAN AVOIDING LAP SPLICES, SUBJECT TO SER APPROVAL.

CJ-4 PROVIDE CONTINUOUS WATERSTOPS AT ALL CONSTRUCTION JOINTS EXPOSED TO SOIL OR WATER, AS DESCRIBED IN THE SPECIFICATIONS AND WHERE INDICATED IN THE ARCHITECTURAL DOCUMENTS.

MA MASONRY

MA-1 LOAD BEARING, NON-LOAD BEARING, AND BACKUP WALL CONCRETE MASONRY CONSTRUCTION SHALL

CONFORM TO THE FOLLOWING MATERIAL STANDARDS:

CONCRETE MASONRY UNITS: ASTM C90,NORMALWEIGHT (135 PCF) (MINIMUM NET AREA COMPRESSIVE

STRENGTH 2800 PSI FOR USE WITH TYPE S OR M MORTAR OR 3050 PSI FOR

USE WITH TYPE N MORTAR)

MORTAR: ASTM C270, TYPE S, M OR N

MORTAR USAGE

(UON ON DRAWINGS): USE TYPE S OR M MORTAR WHEN MASONRY IS IN DIRECT CONTACT WITH

SOIL; USE TYPE S MORTAR FOR ALL EXTERIOR AND INTERIOR LOAD-BEARING

WALLS; USE TYPE N MORTAR FOR ALL EXTERIOR AND INTERIOR NON-LOAD-

BEARING WALLS

GROUT: ASTM C476

REINFORCEMENT: ASTM A615, GRADE 60

JOINT REINFORCEMENT: ASTM A951, TRUSS OR LADDER TYPE

EXTERIOR JT REINF: GALVANIZE PER ASTM A153

INTERIOR JT REINF:

TYPICAL GALVANIZE PER ASTM A641

RELATIVE HUMIDITY >75% GALVANIZE PER ASTM A153

ADHESIVE ANCHORS: HILTI HIT-HY 270

MA-2 THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY (f' m) SHALL BE 2,000 PSI, UON ON DRAWINGS, DETERMINED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH THE ABOVE REFERENCED

SPECIFICATIONS.

MA-3 CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR OR GROUT.

MA-4 LAY MASONRY UNITS IN RUNNING BOND UON WITH UNITS DESIGNED TO ALIGN WITH WEBS IN EACH COURSE.

MA-5 ALL CELLS WITH REINFORCEMENT SHALL BE GROUTED SOLID. ALL CELLS WHERE MASONRY IS IN CONTACT

WITH SOIL SHALL BE GROUTED SOLID.

MA-6 GROUT MINIMUM OF ONE (1) CELL WITH REINFORCEMENT AT EACH SIDE OF ALL OPENINGS. SEE DRAWINGS

FOR ADDITIONAL REINFORCEMENT REQUIREMENTS.

SS STRUCTURAL STEEL

SS-1 STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS OTHERWISE

NOTED ON THE CONTRACT DOCUMENTS

ASTM A6 ROLLED W SHAPES AND CHANNELS: ASTM A572 OR A992, MIN YIELD STRENGTH 50 KSI

ANGLES FOR TRUSSES AND BRACES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI

MISCELLANEOUS ANGLES: ASTM A36, MIN YIELD STRENGTH 36 KSI

HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, MIN YIELD STRENGTH 46 KSI FOR

ROUND AND 50 KSI FOR RECTANGULAR HSS

PLATES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI

SS-2 CONNECTION MATERIAL SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS OR AS NEEDED FOR

CONNECTION DESIGN:

ANGLES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI UON

WTs: ASTM A572 OR A992, MIN YIELD STRENGTH 50 KSI

PLATES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI UON

BOLTS: ASTM F3125 GRADES A325 AND F1852 OR A490 AND F2280 OR AS INDICATED IN DETAILS

NUTS: ASTM A563

WASHERS: ASTM F436

ANCHOR RODS: ASTM F1554 GRADE 55 WITH WELDABILITY SUPPLEMENT S1, UON

HEADED STUDS ASTM A108, GRADE 1010 THROUGH 1020 HEADED STUD TYPE, COLD-FINISHED CARBON

STEEL, AWS D1.1, TYPE B 3/4” DIAMETER UON

WELD ELECTRODES: MIN TENSILE STRENGTH 70 KSI

SS-3 WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURAL CAMBER IS UPWARD AFTER

ERECTION.

SS-4 SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS

UNLESS APPROVED OTHERWISE BY THE SER IN WRITING.

SS-5 FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-DIPPED GALVANIZED FINISH

OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM.

SS-6 PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 1 1/8" DIA. AND SHALL BE GROUND SMOOTH.

THESE DRAINS MUST BE KEPT CLEAN AND OPEN.

SS-7 SHOW ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES ON THE SHOP DRAWINGS FOR APPROVAL BY THE DESIGN

PROFESSIONALS.

SS-8 FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE

DESIGN PROFESSIONALS.

SC STRUCTURAL STEEL CONNECTIONS

SC-1 ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AISC-LOAD AND RESISTANCE FACTOR DESIGN.

SC-2 ALL CONNECTIONS INDICATED ON STRUCTURAL DRAWINGS HAVE BEEN COMPLETELY DESIGNED.

SC-3 DETAILS INDICATED ON DRAWINGS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED

AND REMOVE THEM AFTER WORK IS COMPLETE.

SC-4 ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL BE CONSIDERED AS A SUBSTITUTION

REQUEST. SEE PROJECT SPECIFICATIONS.

SC-5 FOR CONNECTION DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UON.

SC-6 CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED UON.

SC-7 USE NO MORE THAN TWO BOLT DIAMETERS, ALL BOLTS OF THE SAME DIAMETER SHALL BE OF THE SAME

GRADE, SKIP ONE SIZE BETWEEN DIAMETERS. BOLTS FOR THIS PROJECT SHALL BE:

3/4” DIAMETER F3125 GRADE A325 OR F1852 OR 1” DIAMETER F3125 GRADE A490 OR F2280

SC-8 BEAM CONNECTION DESIGN NOTES:

SEE PLANS AND ELEVATIONS FOR BEAM REACTIONS AND MOMENTS. IF NO BEAM REACTION OR MOMENT IS SHOWN, CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS AND OBTAIN CLARIFICATION PRIOR TO

BIDDING AND PROCEEDING WITH WORK.

ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS SHOWN ACT CONCURRENTLY. UON, BEAM REACTIONS ACT IN GRAVITY DIRECTION WHILE AXIAL FORCES AND MOMENTS ARE TO BE CONSIDERED REVERSIBLE.

WHERE NO AXIAL FORCE IS SHOWN, ALL BEAM CONNECTIONS HAVE BEEN DESIGNED FOR A MINIMUM AXIAL

FORCE EQUAL TO 5% OF FACTORED DEAD LOAD PLUS LIVE LOAD VERTICAL BEAM SHEAR.

EXCEPT WHERE “SNUG TIGHT” INSTALLATION IS SPECIFICALLY PERMITTED ON DRAWINGS OR “SLIP CRITICAL” DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS.

AT A MINIMUM ALL BOLTED MOMENT AND AXIAL CONNECTIONS SHALL HAVE PRETENSIONED BOLTS IN STANDARD HOLES. SLIP CRITICAL FAYING SURFACES ARE ONLY REQUIRED WHERE SPECIFIED IN DETAILS.

BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS.

DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON

THE DRAWINGS OR APPROVED IN WRITING BY THE SER.

SC-9 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSI/AWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN

ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS.

SC-10 USE RUNOFF TABS AT ALL BEVEL AND COMPLETE JOINT PENETRATION WELDS. REMOVE RUNOFF TABS BY

NEAT CUTS AFTER WELD IS COMPLETED. GRIND SMOOTH WHERE REQUIRED BY DETAIL.

SC-11 WHERE REQUIRED BY DETAIL REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS

COMPLETED.

SD STEEL DECK GENERAL REQUIREMENTS

SD-1 THE MANUFACTURE AND ERECTION OF STEEL DECK AND ITS ANCHORAGE SHALL, AT A MINIMUM, BE IN ACCORDANCE WITH "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS" OF THE STEEL DECK INSTITUTE (SDI), CURRENT EDITION AND "SPECIFICATIONS FOR DESIGN OF LIGHT GAGE COLD FORMED STEEL STRUCTURAL MEMBERS" AS PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI), CURRENT EDITION.

SD-2 CONFIGURE ALL STEEL DECK USING THREE SPAN CONTINUOUS LAYOUTS WHEREVER POSSIBLE.

SD-3 CONFIGURE ALL STEEL DECK AS SHOWN ON THE DRAWINGS.

DK STEEL COMPOSITE DECK

DK-1 COMPOSITE DECK AND FORM DECK SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL

PROPERTIES:

ASTM A653-HOT-DIPPED GALVANIZED CONFORMING TO ASTM A924 G60,

OR

ASTM A1008, GRADE C WITH PHOSPHATE TREATED AND BAKED ON RUST-INHIBITIVE PAINT

FABRICATE STEEL DECK UNITS AND ACCESSORIES FROM STEEL SHEET CONFORMING TO ASTM A653

STRUCTURAL QUALITY GRADE 33, WITH A MINIMUM YIELD STRENGTH OF 33 KSI.

DK-2 FASTEN COMPOSITE FLOOR DECK UNITS AS FOLLOWS:

A. TO THE STEEL FRAMEWORK AT ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS: BY PUDDLE WELDS

NOT LESS THAN 3/4 INCH DIAMETER SPACED AT 12 INCHES ON CENTER MAXIMUM, UON. WHERE PRESENT, A HEADED STUD CAN REPLACE A PUDDLE WELD.

B. AT SIDE LAPS OF ADJACENT UNITS BETWEEN SUPPORTS AT INTERVALS NOT EXCEEDING 24 INCHES ON

CENTER UON.

DK-3 COMPOSITE FLOOR DECK HANGER TABS LOADS SHALL NOT EXCEED [60] LBS PER HANGER TAB. IN ADDITION LOADS ON HANGERS SHALL BE DISTRIBUTED IN SUCH A MANNER THAT THE TRIBUTARY LOADS FOR EACH

HANGER SHALL NOT EXCEED 5 POUNDS PER SQUARE FOOT.

DK-4 ALL STEEL BEAMS SUPPORTING COMPOSITE DECK OR CONCRETE SLABS SHALL HAVE 3/4 INCH DIAMETER HEADED SHEAR STUDS. SEE PLAN FOR STUD LAYOUT. DISTRIBUTE STEEL STUDS UNIFORMLY OVER BEAM

SPAN UNLESS OTHERWISE NOTED ON DRAWINGS.

DK-5 HEADED SHEAR STUDS SHALL EXTEND A MINIMUM OF 1 ½ INCHES ABOVE THE TOP OF STEEL DECK WITH A

MINIMUM CLEAR COVER OF ½ INCH FROM THE TOP OF SLAB.

DK-6 COMPOSITE DECKS ARE TO BE POURED-TO-THICKNESS OR AS INDICATED ON THE DRAWINGS.

RD STEEL ROOF DECK

RD-1 STEEL ROOF DECK SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES:

STEEL FOR DECK ASTM A653, MINIMUM YIELD STRENGTH OF 33 KSI

HOT-DIP GALVANIZING ASTM A653 G60

ROOF DECK SHALL BE HOT-DIP GALVANIZED, UON

RD-2 PROVIDE STEEL ROOF DECK WITH DEPTH AND MINIMUM GAGE INDICATED ON DRAWINGS. PROVIDE

ANCHORAGE TO SUPPORTING MEMBERS AS INDICATED ON DRAWINGS.

RD-3 ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS SHALL MEET THE FOLLOWING MINIMUM

FASTENING REQUIREMENTS

A. AT ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS: BY PUDDLE WELDS NOT LESS THAN 5/8 INCH

DIAMETER SPACED NOT MORE THAN 12 INCHES ON CENTER MAX.

B. SIDE LAPS OF ADJACENT UNITS: SHALL BE FASTENED BY SIDE SEAM WELDING OR SIDELAP SCREWS

SPACED PER MANUFACTURERS ENGINEERED CALCULATIONS WITH A MAXIMUM SPACING OF 24 INCHES ON

CENTER. ARC SEAM WELDS SHALL BE A MINIMUM OF 1-1/2 INCH BY 1/2 INCH.

RD-4 NO LOADS SHALL BE HUNG DIRECTLY FROM STEEL ROOF DECK WITHOUT PRIOR WRITTEN APPROVAL OF THE

DECK SUPPLIER AND REVIEW BY THE SER.

RD-5 DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FROM ARCHITECTURAL AND MEP CONTRACT DOCUMENTS, PROVIDE HEADER MEMBERS OR REINFORCEMENT AS REQUIRED BY TYPICAL DETAILS EVEN IF NOT SHOWN ON THE PLANS, AND SUBMIT PROPOSED OPENINGS THROUGH

SLAB/DECK FOR REVIEW BY THE DESIGN PROFESSIONALS.

SI SPECIAL INSPECTIONS

SI-1 FOR SCHEDULE OF SPECIAL TESTING AND/OR INSPECTIONS, SEE SHEET S003

AC ARCHITECTURAL CLADDING

AC-1 TYPICAL DETAILS INDICATE GENERAL CRITERIA FOR ASSUMED CONNECTIONS OF ARCHITECTURAL CLADDING TO BASE BUILDING STRUCTURE. PROVIDE DESIGNS THAT MEET INDICATED CRITERIA AND CONFORM TO LISTED CODES AND STANDARDS. REFER TO SUBMITTALS SECTION IN THESE GENERAL NOTES FOR

ADDITIONAL REQUIREMENTS.

PA POST-INSTALLED ANCHORS

PA-1 ADHESIVE ANCHOR SYSTEMS USED FOR DESIGN:

ADHESIVE: HILTI HIT-HY 200

THREADED ROD: HILTI HAS OR

THREADED ROD: HILTI HIT-Z

OVERHEAD AND/OR CONSTANT TENSION ADHESIVE ANCHOR INSTALLATIONS NOT SHOWN ON THE DRAWINGS SHALL NOT BE PERMITTED UNLESS EACH CONDITION IS REVIEWED AND APPROVED IN WRITING BY THE SER.

PA-2 PROOF TESTING OF ADHESIVE ANCHORS SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. UNLESS NOTED OTHERWISE, ADHESIVE ANCHOR PROOF TENSION LOADS SHALL BE PER

THE ADHESIVE ANCHOR PROOF SCHEDULES.

PA-3 FIELD DRILLED EXPANSION ANCHOR SYSTEMS USED FOR DESIGN:

HILTI KWIK BOLT TZ2

PA-4 PROOF TESTING OF EXPANSION ANCHORS SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. UNLESS NOTED OTHERWISE, EXPANSION ANCHOR PROOF TORQUE LOADS SHALL BE PER

THE EXPANSION ANCHOR PROOF SCHEDULES.

PA-5 FIELD DRILLED THREADED SCREW ANCHOR SYSTEMS USED FOR DESIGN:

HILTI KH-EZ

PA-6 ALTERNATIVE SYSTEM EQUIVALENT TO OR EXCEEDING THE PROPERTIES OF THE SYSTEMS ABOVE WILL BE

CONSIDERED AS A SUBSTITUTION REQUEST. SEE PROJECT SPECIFICATIONS.

PA-7 ANCHORS ARE TO BE MINIMUM 3/4” DIAMETER WITH A MINIMUM EMBEDMENT OF 6", UON.

PA-8 INSTALL ANCHORS TO MEET THE REQUIREMENTS INDICATED IN THE CONTRACT DOCUMENTS AND THE

CURRENT MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS (MPII).

PA-9 LOCATE, BY NON-DESTRUCTIVE MEANS, AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO INSTALLATION OF ANCHORS. IF EXISTING REINFORCING LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED ON THE DRAWINGS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE DESIGN PROFESSIONALS.

PA-10 INSTALL ANCHORS IN SOLID MASONRY OR IN HOLLOW MASONRY THAT HAS BEEN GROUTED SOLID AT LEAST

ONE COURSE ABOVE TO ONE COURSE BELOW THE ANCHOR, UON.

PA-11 SEE PROJECT SPECIFICATIONS FOR POST-INSTALLED ANCHOR INSPECTION REQUIREMENTS.

ABBREVIATION DESCRIPTION

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LSH LONG SLOTTED HOLE

LW LIGHTWEIGHT

LWC LIGHTWEIGHT CONCRETE

M MOMENT

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION(S)

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL,

PLUMBING, FIRE PROTECTION

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

NWC NORMALWEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG(S) OPENING(S)

OPP OPPOSITE

OSL OUTSTANDING LEG

PC PIECE

PCY POUNDS PER CUBIC YARD

PERP PERPENDICULAR

PG PLATE GIRDER

PJP PARTIAL JOINT PENETRATION

PL PLATE

PRC PRECAST

PRLL PARALLEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT OR POST-TENSION(ED)

OR (ING)

RAD RADIUS

REF REFERENCE

REINF REINFORCE(D) (ING) OR (MENT)

REQD REQUIRED

S&T SHRINKAGE AND

TEMPERATURE

SCHED SCHEDULE(D)

SDL SUPERIMPOSED DEAD LOAD

SECT SECTION

SER STRUCTURAL ENGINEER OF

RECORD

SF SQUARE FOOT (FEET)

SFRS SEISMIC FORCE RESISTING

SYSTEM

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SP SPACE

SPEC(S) SPECIFICATION(S)

STD STANDARD

STL STEEL

STR STRUCTURE

STRCTL STRUCTURAL

SYM SYMMETRICAL

T TENSION

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPERATURE OR

TEMPORARY

TEN TENSION

THK THICK OR THICKNESS

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WP WORK POINT

WPFG WATERPROOFING

WS WATERSTOP

WWR WELDED WIRE

REINFORCEMENT

ABBREVIATION DESCRIPTION

ADDL ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

APPRX APPROXIMATE

ARCH ARCHITECT OR

ARCHITECTURAL

B/ BOTTOM OF

B/B BACK TO BACK

BAL BALANCE

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BTWN BETWEEN

C COMPRESSION

C/C CENTER TO CENTER

CIP CAST-IN-PLACE

CJP COMPLETE JOINT

PENETRATION

CL CENTER LINE

CLR CLEAR OR CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSION

CONC CONCRETE

CONN CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

db REINFORCING BAR DIAMETER

DBL DOUBLE

DCW DEMAND CRITICAL WELD

DEG DEGREE(S)

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM(S) DIMENSION(S)

DL DEAD LOAD

DWG(S) DRAWING(S)

DWL DOWEL(S)

EA EACH

ECC ECCENTRICITY

EE EACH END

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXST, (E) EXISTING

EXT EXTERIOR

F/F FACE TO FACE

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FP FIREPROOF(ING)

FS FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GR GRADE

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

INTRM INTERMEDIATE

JST(S) JOIST(S)

JT JOINT

K KIPS (1,000 POUNDS)

KLF KIP PER LINEAR FOOT

KSF KIP PER SQUARE FOOT

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

Revisions: Date:

65% DESIGN DEVELOPMENT 11/29/2021

65% DESIGN DEVELOPMENT RESUBMISSION 02/28/2022

95% CONSTRUCTION DOCUMENTS SUBMISSION 06/30/2022

100% CONSTRUCTION DOCUMENTS SUBMISSION 10/7/2022

100% CONSTRUCTION DOCUMENTS SUBMISSION 12/07/2022

BID SET 05/01/2023

5/1/23

BID SET

VA FORM 08-6231

Revisions: Date:

Required Verification and Inspection of Post-Installed Concrete Anchors

2. Mechanical Anchor Systems

1. Adhesive Anchor Systems

a. Preparation of pre-drilled holes and installation of anchors.

a. Preparation of pre-drilled holes and installation of anchors.

---- X Manufacturer's Requirements

1704.13(3)

---- X Manufacturer's Requirements

1704.13(3)

Required Special Inspection and Tests of Concrete Construction

1. Inspect reinforcement, and verify placement. ___ X

ACI 318 Ch. 20, 25.2, 25.3, 26.5.1-26.5.3

1908.4

2. Reinforcing bar welding if used due to field fixes:

a. Verify weldability of reinforcing bars other than

ASTM A 706;

b. Inspect single-pass fillet welds, maximum 5/16"; and

c. Inspect all other welds.

AWS D1.4

ACI 318: 26.5.4

4. Inspect anchors post-installed in hardened concrete members.

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.

b. Mechanical anchors and adhesive anchors not defined in 4.a. X

ACI 318: 17.8.2.4

5. Verify use of required design mix. X ___ ACI 318: Ch. 19, 26.4.3, 26.4.4 1904.1, 1904.2, 1908.2, 1908.3

6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

X

____ ASTM C 172

ASTM C 31

ACI 318: 26.4.5, 26.12

1908.10

7. Inspect concrete and shotcrete placement for proper application techniques.

X ACI 318: 26.4.5

1908.6, 1908.7, 1908.8

8. Verify maintenance of specified curing temperature and techniques.

X ACI 318: 26.4.7-26.4.9 1908.9

3. Inspect anchors cast in concrete

X

X

___ ACI 318: 17.8.2

Required Verification and Inspection of Steel Construction Other Than Structural Steel

2. Inspection of welding:

1. Material verification of cold-formed steel deck:

a. Identification marking to conform to ASTM standards specified in the approved construction documents.

b. Manufacturer's certified test reports.

a. Cold -formed steel deck:

1) Floor and roof deck welds.

---- X

---- X

---- X

Applicable ASTM material standards

AWS D1.3

Required Verification and Inspection of Structural Steel Construction

MINIMUM INSPECTION

Frequency

Continuous Periodic Reference for CriteriaVerification and Inspection

MINIMUM INSPECTION

Frequency

Continuous Periodic Reference for CriteriaVerification and Inspection IBC Reference

MINIMUM INSPECTION

Frequency

Continuous Periodic Reference for CriteriaVerification and Inspection IBC Reference

Required Special Inspections and Tests of Soils

2. Verify excavations are extended to proper depth and have reached proper material

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity

---- X 1705.6

MINIMUM INSPECTION

Frequency

Continuous Periodic Reference for CriteriaVerification and Inspection IBC Reference

---- X 1705.6

3. Perform classification and testing of compacted fill materials

---- X 1705.6

4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill.

----X 1705.6

5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.

---- X 1705.6

STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL

9. Inspect formwork for shape, location and dimensions of the concrete member being formed.

X ACI 318: 26.10.1(b)

X

X

X

ACI 318: 17.8.2

1. Welding procedure specifications (WPSs) available

2. Manufacturer certifications for welding consumables available

3. Material identification (type/grade)

4. Welder identification system1

5. Fit-up of groove welds (including joint geometry)

a. Joint preparation

b. Dimensions (alignment, root opening, root face, bevel)

c. Cleanliness (condition of steel surfaces)

d. Tacking (tack weld quality and location)

e. Backing type and fit (if applicable)

6. Configuration and finish of access holes

7. Fit-up of fillet welds

a. Dimensions (alignment, gaps at root)

b. Cleanliness (condition of steel surfaces)

c. Tacking (tack weld quality and location)

8. Check welding equipment

PRIOR TO WELDING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.4-1 1705.2P

O

O

O

O

O ----

1. Use of qualified welders

2. Control and handling of welding consumables

a. Packaging

b. Exposure control

3. No welding over cracked tack welds

4. Environmental conditions

a. Wind speed within limits

b. Precipitation and temperature

5. WPS followed

a. Settings on welding equipment

b. Travel speed

c. Selected welding materials

d. Shielding gas type/flow rate

e. Preheat applied

f. Interpass temperature maintained (min./max.)

g. Proper position (F, V, H, OH)

6. Welding techniques

a. Interpass and final cleaning

b. Each pass within profile limitations

c. Each pass meets quality requirements

DURING WELDING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.4-2 1705.2

O

O

O

O

1. Welds cleaned

2. Size, length and location of welds

3. Welds meet visual acceptance criteria

a. Crack prohibition

b. Weld/base-metal fusion

c. Crater cross section

d. Weld profiles

e. Weld size

f. Undercut

g. Porosity

4. Arc strikes

5. k-area1

6. Backing removed and weld tabs removed (if required)

7. Repair activities

8. Document acceptance or rejection of welded joint or member

AFTER WELDING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.4-3 1705.2O

P P

P P

P P

P P

P P

P P

1. Manufacturer’s certifications available for fastener materials

2. Fasteners marked in accordance with ASTM requirements

3. Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

4. Proper bolting procedure selected for joint detail

5. Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

6. Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

7. Proper storage provided for bolts, nuts, washers and other fastener components

PRIOR TO BOLTING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.6-1 1705.2O P

O

O

O

O

P

O

O

P P

O

O

1. Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required

2. Joint brought to the snug-tight condition prior to the pretensioning operation

3. Fastener component not turned by the wrench prevented from rotating

4. Fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges

DURING BOLTING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.6-2 1705.2O

O

O

O

AISC 360 Table N5.6-2 1705.2

AISC 360 Table N5.6-2 1705.2

AISC 360 Table N5.6-2 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.6-1 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-3 1705.2

AISC 360 Table N5.4-2 1705.2

AISC 360 Table N5.4-2 1705.2

AISC 360 Table N5.4-2 1705.2

AISC 360 Table N5.4-2 1705.2

AISC 360 Table N5.4-2 1705.2

AISC 360 Table N5.4-1 1705.2

AISC 360 Table N5.4-1 1705.2

AISC 360 Table N5.4-1 1705.2

AISC 360 Table N5.4-1 1705.2

AISC 360 Table N5.4-1 1705.2

AISC 360 Table N5.4-1 1705.2

1. Document acceptance or rejection of bolted connections

AFTER BOLTING - MINIMUM INSPECTION

Inspection Type

QC QA

Reference for CriteriaVerification and Inspection

IBC

Reference

AISC 360 Table N5.6-3 1705.2P P

Notes:

1. QC - indicates inspection tasks shall be performed by the fabricator’s or erector’s quality control inspector (QCI), as applicable.

QA - indicates inspection tasks shall be performed by the quality assurance inspector

(QAI)

O - indicates the inspector observe these items on a random basis. Operations need not be delayed pending these inspections.

P - indicates the inspector perform these tasks for each welded joint or member.

2. The fabricator’s QCI shall inspect the fabricated steel to verify compliance with the details shown on the shop drawings, such as proper application of joint details at each connection. The erector’s QCI shall inspect the erected steel frame to verify compliance with the details shown on the erection drawings, such as braces, stiffeners, member locations and proper application of joint details at each connection.

3. The QAI shall be on the premises for inspection during the placement of anchor rods and other embedments supporting structural steel for compliance with the construction documents.