4-3-3E Drawing Set 17NOV23.pdf

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MASTER SUBSTATION

EXISTING DUCT

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EXISTING FEYNMAN

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EXISTING WILSON HALL

MAIN RING ROAD

PINE STREET

BOOSTER ROAD

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BUILDING 'A-1'

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BUILDING 'A-3'

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EXISTING WILSON HALL

EXISTING TRANSFER GALLERY

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BIKE PATH

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G-1 COVER SHEET

GENERAL DRAWINGS

WILSON ST.

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(NO ACCESS)

PINE ST...................6 AM TO 8 PM

KAUTZ RD................6 AM TO 6 PM

WILSON ST...............6 AM TO 6 PM

BATAVIA RD..............6 AM TO 8 PM

ENTRANCE

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Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering Services Section

4-3-3E G-1

CPB CDS PLATFORM

COVER SHEET

PROJECT

AREA

S-1 STRUCTURAL NOTES

S-2 IBC TESTING AND INSPECTIONS

S-3 ABBREVIATIONS AND SYMBOLS

SC-1 FOUNDATION PLAN

SS-1 LOW PLATFORM FRAMING PLAN

SS-2 PLATFORM FRAMING PLAN

SS-3 SECTIONS

SS-4 SECTIONS

SS-5 STEEL DETAILS

SS-6 STEEL DETAILS

SS-7 STEEL DETAILS

STRUCTURAL DRAWINGS

AutoCAD SHX Text D

AutoCAD SHX Text Y

AutoCAD SHX Text H

AutoCAD SHX Text T

AutoCAD SHX Text

INDIAN CREEK ROAD

GENERAL NOTES

1. "STRUCTURAL ENGINEER” IN THESE NOTES REFERS TO TYLK GUSTAFSON RECKERS WILSON

ANDREWS, LLC, THE STRUCTURAL ENGINEER OF RECORD.

2. “SPECIALTY ENGINEER” IN THESE NOTES REFERS TO AN ENGINEER LICENSED OR

REGISTERED TO PRACTICE STRUCTURAL ENGINEERING IN THE STATE IN WHICH THE PROJECT

IS LOCATED.

3. STRUCTURAL DRAWINGS ARE TO BE COORDINATED AND USED IN CONJUNCTION WITH THE

ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. SEE

MECHANICAL DRAWINGS FOR EQUIPMENT PADS, BASES, SUPPORTS, AND DUCT

PENETRATIONS.

4. TYLK GUSTAFSON RECKERS WILSON ANDREWS, LLC. SHALL NOT BE RESPONSIBLE FOR, NOR

HAVE CONTROL OR CHARGE OF CONSTRUCTION MEANS, METHODS, TECHNIQUES,

SEQUENCES OR PROCEDURES FOR THE SAFETY PRECAUTIONS AND PROGRAMS IN

CONNECTION WITH THIS PROJECT, AND SHALL NOT BE RESPONSIBLE FOR CONTRACTOR'S

FAILURE TO CARRY OUT HIS WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

5. TYLK GUSTAFSON RECKERS WILSON ANDREWS, LLC. SHALL NOT BE RESPONSIBLE FOR, NOR

HAVE CONTROL OVER, THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS,

ANY OF THEIR AGENTS, OR EMPLOYEES, OR ANY OTHER PERSONS PERFORMING ANY OF THE

WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE

WITH THE CONTRACT DOCUMENTS.

6. THE SUBCONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR ALL TEMPORARY SHORING

AND BRACING REQUIRED FOR THE CONSTRUCTION OF THIS PROJECT. ALL SHORING AND

BRACING MEMBERS AND CONNECTIONS SHALL BE OF SUFFICIENT STRENGTH TO SUPPORT

THE IMPOSED LOADS. TEMPORARY MEMBERS AND CONNECTIONS SHALL NOT BE REMOVED

UNTIL PERMANENT MEMBERS ARE IN PLACE AND FINAL CONNECTIONS ARE MADE.

7. SUBCONTRACTOR SHALL VERIFY IN FIELD ALL DIMENSIONS, ELEVATIONS AND MEMBER SIZES

AS SHOWN ON THE CONTRACT DRAWINGS FOR THE EXISTING CONSTRUCTION, PRIOR TO THE

DETAILING OR FABRICATION OF ANY NEW STRUCTURAL ELEMENT. SUBCONTRACTOR SHALL

DOCUMENT ANY CONSTRUCTION-RELATED DISCREPANCIES. CONTRACTOR SHALL FURNISH

THE ABOVE INFORMATION IN THE FORM OF DETAILED SKETCHES TO THE STRUCTURAL

ENGINEER FOR REVIEW (28) CALENDAR DAYS PRIOR TO THE SCHEDULED START OF ANY

DETAILING OR FABRICATION.

8. THE SUBCONTRACTOR SHALL PROVIDE ALL MEASURES AND PRECAUTIONS NECESSARY TO

PREVENT DAMAGE AND SETTLEMENT OF EXISTING OR NEW CONSTRUCTION INSIDE OR

OUTSIDE THE PROJECT LIMITS DURING EXCAVATION AND FOUNDATION CONSTRUCTION. ANY

DAMAGE TO NEW OR EXISTING CONSTRUCTION INSIDE OR OUTSIDE OF THE PROJECT LIMITS,

CAUSED BY CONSTRUCTION TECHNIQUES IS THE RESPONSIBILITY OF THE SUBCONTRACTOR.

9. NO FIELD MODIFICATIONS TO ANY STRUCTURAL COMPONENTS SHALL BE MADE WITHOUT

PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. THIS INCLUDES, BUT IS NOT LIMITED TO

REVISIONS DUE TO MISLOCATION, MISFIT, OR ANY OTHER CONSTRUCTION ERRORS.

10. NO OPENING SHALL BE PLACED IN ANY STRUCTURAL MEMBER (OTHER THAN AS INDICATED

ON APPROVED SHOP DRAWINGS) UNTIL THE LOCATION HAS BEEN APPROVED BY THE

STRUCTURAL ENGINEER.

11. PROVIDE SLEEVE LAYOUTS FOR ALL PENETRATIONS THROUGH STRUCTURAL MEMBERS (ALL

TRADES ARE INCLUDED). LAYOUTS ARE TO BE SUBMITTED TO THE STRUCTURAL ENGINEER

FOR REVIEW PRIOR TO CONSTRUCTION.

12. SUPPORT ALL ROOF MOUNTED EQUIPMENT OR EQUIPMENT SUSPENDED FROM FLOORS OR

THE ROOF ONLY ON/FROM BEAMS DESIGNATED FOR SUCH PURPOSE. IF NO SUPPORT HAS

BEEN DESIGNATED, OR IF A QUESTION ARISES, NOTIFY STRUCTURAL ENGINEER PRIOR TO

ERECTION OF EQUIPMENT.

13. ALL DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS ARE INTENDED TO BE TYPICAL FOR

SIMILAR SITUATIONS ELSEWHERE, UNLESS OTHERWISE NOTED. FOR DETAILS AND

DIMENSIONS NOT INDICATED ON THE STRUCTURAL DRAWINGS, SEE THE ARCHITECTURAL

DRAWINGS.

14. MATERIALS AND EQUIPMENT SHALL BE STORED AND TRANSPORTED IN A MANNER SO AS NOT

TO EXCEED THE ALLOWABLE FLOOR OR ROOF LOADING INDICATED IN THE "SCHEDULE OF

BUILDING DESIGN LOADS" ON THE CONSTRUCTION DOCUMENTS OR THE ALLOWABLE

CAPACITY OF THE CONSTRUCTED MEMBER, WHICHEVER IS SMALLER.

15. ALL MEMBERS SHOWN ON FRAMING PLANS BETWEEN COLUMN LINES/GRID LINES SHALL BE

EQUALLY SPACED, UNLESS NOTED OTHERWISE.

SHOP DRAWINGS

1. SUBCONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR

REVIEW AND APPROVAL.

2. ALL SHOP DRAWING SUBMITTALS SHALL BE AS DESCRIBED IN THE PROJECT SPECIFICATIONS

OR IN THESE NOTES IF THERE IS NO PROJECT SPECIFICATION.

3. SHOP DRAWINGS AND RELATED MATERIALS PREPARED BY SUPPLIERS AND

SUBCONTRACTORS SHALL BE REVIEWED BY THE GENERAL SUBCONTRACTOR PRIOR TO

SUBMITTING TO THE ARCHITECT/STRUCTURAL ENGINEER. THE GENERAL SUBCONTRACTOR

SHALL REVIEW ALL SUBMISSIONS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS,

MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OF CONSTRUCTION,

TECHNICAL CONTENT, COORDINATION OF TRADES, DIMENSIONAL ACCURACY, SAFETY

PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO, ALL OF WHICH ARE THE SOLE

RESPONSIBILITY OF THE GENERAL SUBCONTRACTOR. THE GENERAL SUBCONTRACTOR

SHALL APPROVE AND SO STAMP EACH SUBMISSION BEFORE SUBMITTING TO THE

ARCHITECT/STRUCTURAL ENGINEER.

4. THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS THE BACKGROUNDS FOR THE

PRODUCTION OF ANY SHOP DRAWINGS THAT ARE SUBMITTED FOR REVIEW.

5. ANY DEVIATIONS FROM THE STRUCTURAL DRAWINGS OR SPECIFICATIONS SHALL BE NOTED

AND BUBBLED ON THE SHOP DRAWINGS THAT ARE SUBMITTED FOR APPROVAL.

6. FOR SHOP DRAWINGS TO BE RESUBMITTED TO THE STRUCTURAL ENGINEER FOR A

SUBSEQUENT REVIEW, ALL CHANGES SHALL BE NOTED AND BUBBLED.

EXISTING BUILDING NOTES

1. EXISTING STRUCTURAL FRAMING ELEMENTS SHOWN ARE BASED ON ORIGINAL STRUCTURAL

DRAWINGS PREPARED BY TGRWA, DATED JULY 12, 2019.

2. SUBCONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, AND MEMBER SIZES

AS SHOWN FOR THE EXISTING CONSTRUCTION PRIOR TO THE DETAILING AND FABRICATION

OF ANY NEW STRUCTURAL FRAMING ELEMENT. SUBCONTRACTOR SHALL DOCUMENT ANY

CONSTRUCTION-RELATED DISCREPANCIES AND NOTIFY THE STRUCTURAL ENGINEER AND

ARCHITECT PRIOR TO THE START OF ANY DETAILING OR FABRICATION.

16. REFER TO THE TESTING AND INSPECTION SECTION OF THESE NOTES FOR THE

STRUCTURAL STEEL TESTING AND INSPECTION REQUIREMENTS.

STRUCTURAL LOADING CRITERIA

1. STRUCTURAL BUILDING CODE - INTERNATIONAL BUILDING CODE 2015 (IBC 2015)

2. PLATFORM LOADING:

A. SURFACE LIVE LOAD = 100PSF

B. EQUIPMENT LOAD = SEE PLAN

C. HANDRAIL LOAD - 200 LBS OR 50 LBS/LINEAR FT

3. INTERNAL WIND PRESSURE = 8PSF

4. SEISMIC CRITERIA:

SHORT PERIOD MAPPED SPECTRAL ACCELERATION Ss = 0.157

1-SECOND PERIOD MAPPED SPECTRAL ACCELERATION S1 = 0.166

SHORT PERIOD SITE COEFFICIENT Fa = 1.60 1-SECOND PERIOD SITE COEFFICIENT Fv = 2.40

SHORT PERIOD DESIGNN SPECTRAL RESPONSE ACCELERATION SDS = 0.166

1-SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION SD1 = 0.104

POST-INSTALLED ANCHORS

1. WHERE EPOXY SYSTEM IS INDICATED ON THE PLANS OR DETAILS, USE HILTI HIT-HY 200 V3

ADHESIVE IN CONCRETE AND SOLID GROUTED MASONRY UNLESS NOTED OTHERWISE.

THE CONTRACTOR MAY SUBMIT SUBSTITUTE EPOXY SYSTEMS FOR APPROVAL PROVIDED

THEY MEET OR EXCEED THE CAPACITY OF HILTI HIT-HY 200 V3 ADHESIVE.

2. DRILL HOLES TO EPOXY MANUFACTURER'S RECOMMENDED SIZE. CLEAN HOLES WITH A

CIRCULAR WIRE OR NYLON BRUSH AND BLOW OUT WITH COMPRESSED AIR.

3. WHERE MECHANICAL EXPANSION ANCHORS ARE INDICATED ON THE PLANS OR DETAILS,

USE HILTI KWIK BOLT TZ2 ANCHORS IN CONCRETE UNLESS NOTED OTHERWISE. THE

SUBCONTRACTOR MAY SUBMIT SUBSTITUTE EXPANSION ANCHOR SYSTEMS FOR

APPROVAL PROVIDED THEY MEET OR EXCEED THE CAPACITY OF HILTI KWIK BOLT TZ2

ANCHORS.

4. POST-INSTALLED ANCHORS MUST BE INSTALLED USING THE SPACING AND EDGE

DISTANCES GIVEN ON THE PLANS OR DETAILS. IF FIELD CONDITIONS DICTATE THAT THE

ANCHOR SPACING OR EDGE DISTANCES BE MODIFIED, THE SUBCONTRACTOR SHALL

SUBMIT A FIELD SKETCH TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO MAKING

ANY MODIFICATIONS.

5. REFER TO THE TESTING AND INSPECTION SECTION OF THESE NOTES FOR THE POST-

INSTALLED ANCHORS TESTING AND INSPECTION REQUIREMENTS.

STRUCTURAL STEEL

1. FURNISH STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE

DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND AISC

CODE OF STANDARD PRACTICE, LATEST EDITIONS.

2. THE STEEL FABRICATOR/ERECTOR SHALL VERIFY IN FIELD ALL DIMENSIONS, ELEVATIONS

AND MEMBER SIZES AS SHOWN ON THE CONTRACT DRAWINGS FOR THE EXISTING

CONSTRUCTION, PRIOR TO THE DETAILING OR FABRICATION OF ANY NEW STRUCTURAL

ELEMENT. THE STEEL FABRICATOR/ERECTOR SHALL DOCUMENT ANY CONSTRUCTION

RELATED DISCREPANCIES. THE STEEL FABRICATOR/ERECTOR SHALL FURNISH THE

ABOVE INFORMATION IN THE FORM OF DETAILED SKETCHES TO THE STRUCTURAL

ENGINEER FOR REVIEW. THERE SHALL BE RESOLUTION TO THE NOTED DISCREPANCIES

PRIOR TO FABRICATION OF ANY NEW STRUCTURAL ELEMENTS.

3. STRUCTURAL STEEL MATERIAL SHALL BE AS INDICATED BELOW UNO:

STRUCTURAL SHAPES ASTM SPECIFICATION

WIDE FLANGES........................................A992

CHANNELS................................................A572/A572M, GRADE 50

ANGLES.....................................................A36

STEEL PIPE...............................................A53, GRADE B

ROUND HSS..............................................A500, GRADE C

SQUARE & RECTANGULAR HSS............A500, GRADE C

PLATES......................................................A36

THREADED RODS.....................................A36

ANCHOR BOLT ASSEMBLIES..................HAS-V-36

4. ALL STRUCTURAL STEEL FRAMEWORK INCLUDED IN THESE DOCUMENTS ARE CLASSIFIED

AS NON-SELF-SUPPORTING. ALL CONNECTIONS SPECIFIED HEREIN ARE BASED ON

LOADING CONDITIONS OF THE FULLY COMPLETED STRUCTURE IN ITS ENTIRETY

INCLUDING THE FUNCTIONS OF THE COLUMN BASE PLATES AND ANCHOR BOLTS.

INSTABILITIES CAN BE EXPECTED DURING THE ERECTION PROCESS DUE TO LACK OF

INSTALLED ROOF, FLOOR, WALL AND SLAB DIAPHRAGMS AS WELL AS STEEL BRACING,

CONNECTION RIGIDITIES AND OTHER SUCH STABILIZING ELEMENTS. THE GENERAL

SUBCONTRACTOR SHALL IDENTIFY THE SEQUENCE AND SCHEDULING OF CONSTRUCTION

ITEMS AND COORDINATE THE ACTIVITIES OF ALL TRADES INCLUDING THE STEEL

FABRICATOR AND ERECTOR. THE ERECTOR SHALL SUBMIT AN ERECTION PLAN AND A

TEMPORARY BRACING SCHEME TO THE CONTRACTOR AND OWNER WHICH IS FOR

RECORD PURPOSES ONLY. THIS SUBMITTAL WILL NOT BE REVIEWED AND IS NOT A

DESIGN FUNCTION OF THE STRUCTURAL ENGINEER.

5. THE FABRICATOR/ERECTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER AND

ARCHITECT FOR REVIEW, ENGINEERED AND CHECKED DRAWINGS SHOWING

FABRICATION DETAILS, FIELD ASSEMBLY DETAILS AND ERECTION DIAGRAMS FOR ALL

STRUCTURAL STEEL ELEMENTS.

6. ALL BEAMS AND JOISTS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP. PROVIDE

FABRICATED CAMBERS AS INDICATED ON THE DRAWINGS.

7. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE,

AND OTHER FOREIGN MATERIALS. STEEL SHALL BE PRIMED AND PAINTED AS OUTLINED IN

THE PROJECT SPECIFICATIONS. STEEL TO RECEIVE SPRAY-ON FIREPROOFING SHALL NOT

BE PRIMED OR PAINTED.

8. WELDING SHALL BE PERFORMED WITH E70XX LOW HYDROGEN ELECTRODES. ALL

WELDING SHALL BE PERFORMED BY CERTIFIED/QUALIFIED WELDERS AND SHALL

CONFORM TO THE AWS D1.1, "STRUCTURAL WELDING CODE - STEEL," LATEST EDITION.

9. MINIMUM FILLET WELD SIZE SHALL COMPLY WITH THE AISC SPECIFICATION

REQUIREMENTS, BUT SHALL NOT BE LESS THAN 3/16 INCH UNLESS NOTED OTHERWISE.

10. ALL BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE REQUIREMENTS OF "AISC

SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS," LATEST

EDITION. ALL BOLT HOLES SHALL BE "SHORT SLOTTED", UNLESS NOTED OTHERWISE.

11. ALL STEEL BEAM AND GIRDER CONNECTIONS SHALL BE SIMPLE SHEAR CONNECTIONS

UTILIZING HIGH STRENGTH BOLTS IN BEARING-TYPE CONNECTIONS WITH THREADS

EXCLUDED FROM THE SHEAR PLANE UNLESS NOTED OTHERWISE. BOLTS ARE TO BE

TIGHTENED TO THE "SNUG TIGHT" CONDITION UNLESS NOTED AS "SLIP CRITICAL". BOLTS

DESIGNATED AS "SLIP CRITICAL" ARE TO BE TIGHTENED PER THE ABOVE MENTIONED

BOLT SPECIFICATION.

12. BOLTED CONNECTIONS SHALL USE A MINIMUM OF (2) 3/4"Ø BOLTS UNLESS NOTED

OTHERWISE.

13. PROVIDE CONNECTIONS AS DETAILED ON THE DESIGN DRAWINGS. ALTERNATE

CONNECTION DESIGNS MAY BE SUBMITTED BY THE SUBCONTRACTOR. THE ALTERNATE

DESIGNS MUST BE PROPERLY ENGINEERED AND SUBMITTED WITH CALCULATIONS

SIGNED AND SEALED BY A SPECIALTY ENGINEER. THE DESIGN BY THE SPECIALTY

ENGINEER AND THE REVIEW BY THE STRUCTURAL ENGINEER OF ANY ALTERNATE

CONNECTIONS WILL BE AT THE SUBCONTRACTOR'S EXPENSE.

14. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK

OF OTHER TRADES WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD.

15. STEEL WORK SHALL SLOPE IN ACCORDANCE WITH ELEVATIONS GIVEN ON STRUCTURAL

DRAWINGS.

NOT TO SCALE

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

S-1M WHITE

B. SEIUM STRUCTURAL NOTES11/17/23

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C HENRICHS 11/17/23

11/17/23

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SPECIAL INSPECTIONS AND TESTS (IBC 2015)

1. THE SUBCONTRACTOR SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF WORK SPECIFIED BELOW AND IDENTIFY THE APPROVED AGENCIES TO THE BUILDING OFFICIAL. FRA RESERVES THE RIGHT TO EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE ADDITIONAL SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION.

2. THE APPROVED AGENCIES SHALL PROVIDE WRITTEN DOCUMENTATION TO THE AUTHORITY HAVING JURISDICTION DEMONSTRATING THE COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING OF THE SPECIAL INSPECTORS WHO WILL PERFORM

THE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION.

3. THE CONSTRUCTION OR WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION OR TESTING PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL

INSPECTIONS OR TESTS.

4. APPROVED AGENCIES SHALL KEEP RECORDS OF SPECIAL INSPECTIONS AND TESTS. THE APPROVED AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE AUTHORITY HAVING JURISDICTION AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. REPORTS SHALL INDICATE THAT WORK INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE SUBCONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSTRUCTIONS AND TESTS, AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS OR TESTS, SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON PRIOR TO THE START OF WORK BY FERMILAB RESEARCH ALLIANCE OR THE FERMILAB RESEARCH ALLIANCE'S AUTHORIZED AGENT TO THE AUTHORITY HAVING

JURISDICTION.

5. REFER TO 2015 INTERNATIONAL BUILDING CODE FOR DEFINITION OF TERMS.

NOT TO SCALE

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

S-2M WHITE

B. SEIUM IBC TESTING AND INSPECTIONS11/17/23

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C HENRICHS 11/17/23

11/17/23

PRIOR TO WELDING (TABLE N5.4-1, AISC 360-10)

STRUCTURAL STEEL (IBC 1705.2.1, 1705.12.1 & 1705.13.1)

1. VERIFY WELDING PROCEDURES (WPS) AND CONSUMABLE CERTIFICATES ☒ CONTINUOUS ☐ PERIODIC

2. MATERIAL IDENTIFICATION ☐ CONTINUOUS ☒ PERIODIC VERIFY TYPE AND GRADE OF MATERIAL

3. WELDER IDENTIFICATION ☐ CONTINUOUS ☒ PERIODIC

A SYSTEM SHALL BE MAINTAINED BY WHICH A WELDER WHO HAS WELDED A JOINT OR

MEMBER CAN BE IDENTIFIED

4. FIT-UP GROOVE WELDS ☐ CONTINUOUS ☒ PERIODIC VERIFY JOINT PREPARATION, DIMENSIONS, CLEANLINESS, TACKING, AND BACKING.

5. ACCESS HOLES ☐ CONTINUOUS ☒ PERIODIC VERIFY CONFIGURATION AND FINISH.

6. FIT-UP OF FILLET WELDS ☐ CONTINUOUS ☒ PERIODIC

VERIFY ALIGNMENT, GAPS AT ROOT, CLEANLINESS OF STEEL SURFACES, AND TACK

WELD QUALITY AND LOCATION.

DURING WELDING (TABLE N5.4-2, AISC 360-10)

1. USE OF QUALIFIED WELDERS ☐ CONTINUOUS ☒ PERIODIC VERIFY THAT WELDERS ARE APPROPRIATELY QUALIFIED.

2. CONTROL AND HANDLING OF WELDING CONSUMABLES ☐ CONTINUOUS ☒ PERIODIC VERIFY PACKAGING AND EXPOSURE CONTROL.

3. CRACKED TACK WELDS ☐ CONTINUOUS ☒ PERIODIC VERIFY THAT WELDING DOES NOT OCCUR OVER CRACKED TACK WELDS.

4. ENVIRONMENTAL CONDITIONS ☐ CONTINUOUS ☒ PERIODIC VERIFY WIND SPEED IS WITHIN LIMITS AS WELL AS PRECIPITATION AND TEMPERATURE.

5. WPS FOLLOWED ☐ CONTINUOUS ☒ PERIODIC

VERIFY ITEMS SUCH AS SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, WELDING

MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS

TEMPERATURE MAINTAINED, AND PROPER POSITION.

6. WELDING TECHNIQUES ☐ CONTINUOUS ☒ PERIODIC

VERIFY INTERPASS AND FINAL CLEANING, EACH PASS IS WITHIN PROFILE LIMITATIONS,

AND QUALITY OF EACH PASS.

AFTER WELDING (TABLE N5.4-3, AISC 360-10)

1. WELDS CLEANED ☐ CONTINUOUS ☒ PERIODIC VERIFY THAT WELDS HAVE BEEN PROPERLY CLEANED.

2. SIZE, LENGTH, AND LOCATION OF WELDS ☒ CONTINUOUS ☐ PERIODIC

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA ☒ CONTINUOUS ☐ PERIODIC

VERIFY CRACK PROHIBITION, WELD/BASE METAL FUSION, CRATER CROSS SECTION,

WELD PROFILES, WELD SIZE, UNDERCUT, AND POROSITY ARE ALL ACCEPTABLE

4. ARC STRIKES ☒ CONTINUOUS ☐ PERIODIC

5. K-AREA ☒ CONTINUOUS ☐ PERIODIC

6. BACKING & WELD TABS REMOVED ☒ CONTINUOUS ☐ PERIODIC

7. REPAIR ACTIVITIES ☒ CONTINUOUS ☐ PERIODIC

8. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT/MEMBER ☒ CONTINUOUS ☐ PERIODIC

NONDESTRUCTIVE TESTING (SECTION N5.5, AISC 360-10)

1. CJP WELDS (RISK CAT. II) ☐ CONTINUOUS ☒ PERIODIC

ULTRASONIC TESTING SHALL BE PERFORMED 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. TESTING RATE MUST BE

INCREASED IF > 5% OF WELDS TESTED HAVE UNACCEPTABLE DEFECTS PER SECTION

N5.5F.

2. CJP WELDS (RISK CAT. III OR IV) ☒ CONTINUOUS ☐ PERIODIC

ULTRASONIC TESTING SHALL BE PERFORMED ON ALL CJP GROOVE WELDS IN BUTT, T-

AND CORNER JOINTS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN

MATERIALS 5/16 INCH THICK OR GREATER. A REDUCTION IN THE RATE OF ULTRASONIC

TESTING IS ALLOWED PER SECTION N5.5E.

3. ACCESS HOLES (FLANGE > 2") ☒ CONTINUOUS ☐ PERIODIC

MAGNETIC PARTICLE TESTING OR PENETRANT TESTING SHALL BE PERFORMED. ANY

CRACK SHALL BE DEEMED UNACCEPTABLE

4. WELDED JOINTS SUBJECT TO FATIGUE ☒ CONTINUOUS ☐ PERIODIC REFER TO APPENDIX 3, TABLE A-3.1.

NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED [ PER SECTION N5.6(1) OF AISC 360-10].

PRIOR TO BOLTING (TABLE N5.6-1. AISC 360-10)

1. CERTIFICATIONS OF FASTENERS ☒ CONTINUOUS ☐ PERIODIC

2. FASTENERS MARKED ☐ CONTINUOUS ☒ PERIODIC

VERIFY THAT FASTENERS HAVE BEEN MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS.

3. PROPER FASTENERS FOR JOINT ☐ CONTINUOUS ☒ PERIODIC

VERIFY GRADE, TYPE, AND BOLT LENGTH IF THREADS ARE EXCLUDED FROM THE

SHEAR PLANE.

4. PROPER BOLTING PROCEDURE ☐ CONTINUOUS ☒ PERIODIC VERIFY PROPER PROCEDURE IS USED FOR THE JOINT DETAIL.

5. CONNECTING ELEMENTS ☐ CONTINUOUS ☒ PERIODIC

VERIFY APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF

SPECIFIED, MEET REQUIREMENTS.

6. PRE-INSTALLATION VERIFICATION TESTING ☐ CONTINUOUS ☒ PERIODIC

OBSERVE AND DOCUMENT VERIFICATION TESTING BY INSTALLATION PERSONNEL FOR

FASTENER ASSEMBLIES AND METHODS USED. COMPONENTS.

7. PROPER STORAGE ☐ CONTINUOUS ☒ PERIODIC

VERIFY PROPER STORAGE OF BOLTS, NUTS, WASHERS, AND OTHER FASTENER

COMPONENTS.

OR TWIST-OFF TYPE TENSION CONTROL METHOD [ PER SECTION N5.6(2) OF AISC 360-10]

NOT REQUIRED FOR PRETENSIONED JOINTS USING TURN-OF-THE-NUT METHOD WITH MATCH-MARKING, DIRECT-TENSION-INDICATORS, NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED [ PER SECTION N5.6(1) OF AISC 360-10].

DURING BOLTING (TABLE N5.6-2, AISC 360-10)

STRUCTURAL STEEL (CONT) (IBC 1705.2.1, 1705.12.1 & 1705.13.1)

1. FASTENER ASSEMBLIES ☐ CONTINUOUS ☒ PERIODIC

VERIFY THAT FASTENER ASSEMBLIES ARE OF SUITABLE CONDITION, PLACED IN ALL

HOLES, AND WASHERS ARE POSITIONED AS REQUIRED.

2. SNUG-TIGHT PRIOR TO PRETENSIONING

' ☐ CONTINUOUS ☒ PERIODIC

VERIFY THAT JOINTS ARE BROUGHT TO SNUG-TIGHT CONDITION PRIOR TO

PRETENSIONING OPERATION.

3. FASTENER COMPONENT ☐ CONTINUOUS ☒ PERIODIC

VERIFY THAT FASTENER COMPONENT IS NOT TURNED BY WRENCH PREVENTED FROM

ROTATING.

4. PRETENSIONED FASTENERS ☐ CONTINUOUS ☒ PERIODIC

VERIFY THAT FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT

TOWARD THE FREE EDGES.

AFTER BOLTING (TABLE N5.6-3, AISC 360-10)

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS ☒ CONTINUOUS ☐ PERIODIC

OTHER STEEL INSPECTIONS (SECTION N5.7, AISC 360-10; TABLES J8-1 & J10-1, AISC 341-10)

1. STRUCTURAL STEEL DETAILS ☐ CONTINUOUS ☒ PERIODIC

ALL FABRICATED STEEL OR STEEL FRAMES SHALL BE INSPECTED TO VERIFY

COMPLIANCE WITH THE DETAILS SHOWN IN THE CONSTRUCTION DOCUMENTS, SUCH

AS BRACES, STIFFENERS, MEMBER LOCATIONS, AND PROPER APPLICATION OF JOINT

DETAILS AT EACH CONNECTION.

2. ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL ☐ CONTINUOUS ☒ PERIODIC

SHALL BE ON THE PREMISES DURING THE PLACEMENT OF ANCHOR RODS AND OTHER

EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH

CONSTRUCTION DOCUMENTS. VERIFY THE DIAMETER, GRADE, TYPE, AND LENGTH OF

THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT

PRIOR TO PLACEMENT OF CONCRETE.

3. REDUCED BEAM SECTIONS (RBS) ☒ CONTINUOUS ☐ PERIODIC

VERIFY CONTOUR AND FINISH AS WELL AS DIMENSIONAL TOLERANCES (SEE TABLE

J8-1 OF AISC 341-10).

4. PROTECTED ZONES ☒ CONTINUOUS ☐ PERIODIC

VERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS ARE MADE WITHIN THE

PROTECTED ZONE (SEE TABLE J8-1 OF AISC 341-10).

5. H-PILES ☒ CONTINUOUS ☐ PERIODIC

VERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS OCCUR WITHIN THE

PROTECTED ZONES OF PILING (SEE TABLE J10-1 OF AISC 341-10).

STEEL ELEMENTS OF COMPOSITE CONSTRUCTION (TABLE N6.1, AISC 360-10; TABLES J9-1 THRU J9-3, AISC 341-10)

1. PLACEMENT AND INSTALLATION OF STEEL DECK ☒ CONTINUOUS ☐ PERIODIC

2. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS ☒ CONTINUOUS ☐ PERIODIC

3. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS ☒ CONTINUOUS ☐ PERIODIC

4. REINFORCING STEEL ☐ CONTINUOUS ☒ PERIODIC

VERIFY APPROPRIATE REINFORCEMENT SIZE, SPACING, AND ORIENTATION; THAT IT

HAS NOT BEEN RE-BENT IN FIELD; THAT IT IS CORRECTLY TIED AND SUPPORTED; AND

THAT REQUIRED STEEL CLEARANCES HAVE BEEN PROVIDED.

5. COMPOSITE MEMBER SIZE ☐ CONTINUOUS ☒ PERIODIC VERIFY THAT COMPOSITE MEMBER IS THE REQUIRED SIZE.

POST-INSTALLED ANCHORS

CONCRETE CONSTRUCTION (IBC 1705.3 AND IBC CHAPTER 19)

1. CAST-IN ANCHORS & EMBEDS ☐ CONTINUOUS ☒ PERIODIC COMPLY WITH SECTIONS 1.9 & 17.8.2 OF ACI 318-14.

2. POST-INSTALLED ANCHORS (ADHESIVE) ☒ CONTINUOUS ☐ PERIODIC

ALL POST-INSTALLED ANCHORS/DOWELS SHALL BE SPECIALLY INSPECTED AS

REQUIRED BY THE APPROVED ICC-ES REPORT, AND SHALL COMPLY WITH SECTIONS

17.8.2, 26.7.2, AND 26.13.3.2&3 OF ACI 318-14.

3. POST-INSTALLED ANCHORS (NON-ADHESIVE) ☐ CONTINUOUS ☒ PERIODIC

ALL POST-INSTALLED ANCHORS/DOWELS SHALL BE SPECIALLY INSPECTED AS

REQUIRED BY THE APPROVED ICC-ES REPORT, AND SHALL COMPLY WITH SECTIONS

17.8.2, 26.7.2, AND 26.13.3.2&3 OF ACI 318-14.

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

S-3M WHITE

B. SEIUM ABBREVIATIONS AND SYMBOLS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

ABBREVIATIONS

SPAN DIRECTION OF TWO WAY

SLAB

SPAN DIRECTION OF ONE WAY

SLAB OR METAL ROOF DECK

RAMP SLOPE DOWN

RAMP SLOPE UP

SLAB STEP

ELEVATION TARGET

NORTH ARROW

REVISION CLOUD

REVISION

GENERAL SYMBOLS

P R

O

JE

C T

N O

R T H

E S

W

X

ADDL ADDITIONAL

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

ARCH ARCHITECT(URAL)

ASSY ASSEMBLY

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BRKT BRACKET

BW BOTH WAYS

C/C CENTER TO CENTER

CCD CHICAGO CITY DATUM

CIP CAST IN PLACE

CJ CONSTRUCTION JOINT, CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COORD COORDINATE, COORDINATION

CTR CENTER

CU FT CUBIC FOOT

CU YD CUBIC YARD

DEG DEGREE

DEMO DEMOLISH

DIA DIAMETER

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

DWGS DRAWINGS

(E) EXISTING

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBEDDED

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL, EQUIVALENT

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXP JT EXPANSION JOINT

EXT EXTERIOR

FF FINISHED FLOOR

FIN FINISH

FLR FLOOR

FDN FOUNDATION

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GYP GYPSUM

GYP BD GYPSUM BOARD

HORIZ HORIZONTAL

ID INSIDE DIAMETER

IN INCH(ES)

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

JST JOIST

JT JOINT

K KIPS

KSI KIPS PER SQUARE INCH

LAT LATERAL

LB POUND

LFH LONG FACE HORIZONTAL

LFV LONG FACE VERTICAL

LIN LINEAR

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSL LONG SLOT

LVL LAMINATED VENEER LUMBER

LW LIGHT WEIGHT

MAX MAXIMUM

MECH MECHANICAL

MED MEDIUM

MEP MECHANICAL ELECTRICAL PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MK MARK

MO MASONRY OPENING

MTL METAL

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP OPPOSITE

OPP HD OPPOSITE HAND

PC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PERIM PERIMETER

PREP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLUMB PLUMBING

PLYWD PLYWOOD

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST TENSIONED

QTY QUANTITY

RAD RADIUS

REBAR REINFORCING BAR

REF REFER, REFERENCE

REINF REINFORCE, REINFORCEMENT

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

SC SLIP CRITICAL

SCHED SCHEDULE

SE STRUCTURAL ENGINEER

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SPECS SPECIFICATIONS

SQ SQUARE

SQ YD SQUARE YARD

SS STAINLESS STEEL

SSL SHORT SLOT

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SYM SYMMETRICAL

T&B TOP & BOTTOM

T/ TOP OF

TEMP TEMPORARY

THRU THROUGH

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWF WELDED WIRE FABRIC

MARK DESIGNATIONS

Bx INDICATES BEAM TYPE. REFER TO BEAM SCHEDULE AND

DETAILS FOR ADDITIONAL INFORMATION.

BFx INDICATES BRACED FRAME TYPE. REFER TO BRACED FRAME

ELEVATIONS AND DETAILS FOR ADDITIONAL INFORMATION.

Cx INDICATES COLUMN TYPE. REFER TO COLUMN SCHEDULE

AND DETAILS FOR ADDITIONAL INFORMATION.

CCx INDICATES CAISSON CAP TYPE. REFER TO CAISSON CAP

SCHEDULE AND DETAILS FOR ADDITIONAL INFORMATION.

CSx INDICATES CAISSON TYPE. REFER TO CAISSON SCHEDULE

AND DETAILS FOR ADDITIONAL INFORMATION.

DPx INDICATES DRIVEN / DRIVEN / DRILLED PILE TYPE. REFER TO

DRILLED PILE SCHEDULE AND DETAILS FOR ADDITIONAL

INFORMATION.

Fx INDICATES SPREAD FOOTING TYPE. REFER TO FOOTING

SCHEDULE AND DETAILS FOR ADDITIONAL INFORMATION.

GBx INDICATES GRADE BEAM TYPE. REFER TO GRADE BEAM

SCHEDULE AND DETAILS FOR ADDITIONAL INFORMATION.

Jx INDICATES JOIST TYPE. REFER TO CONCRETE JOIST

SCHEDULE AND DETAILS FOR ADDITIONAL INFORMATION.

Lx INDICATES LINTEL TYPE. REFER TO LINTEL SCHEDULE AND

DETAILS FOR ADDITIONAL INFORMATION

Px INDICATES PIER TYPE. REFER TO PIER DETAILS FOR

ADDITIONAL INFORMATION.

PCx INDICATES PILE CAP TYPE. REFER TO PILE CAP DETAILS FOR

ADDITIONAL INFORMATION.

PCBx INDICATES PRECAST BEAM TYPE BY PRECAST

MANUFACTURER.

PCPx INDICATES PRECAST PLANK TYPE BY PRECAST

MANUFACTURER.

PTBx INDICATES POST TENSIONED BEAM TYPE. REFER TO POST

TENSIONED BEAM SCHEDULE AND DETAILS FOR ADDITIONAL

INFORMATION.

SWx INDICATES SHEAR WALL TYPE. REFER TO SHEAR WALL

ELEVATIONS AND DETAILS FOR ADDITIONAL INFORMATION.

SWBx INDICATES SHEAR WALL BEAM TYPE. REFER TO SHEAR WALL

BEAM SCHEDULE AND DETAILS FOR ADDITIONAL

INFORMATION.

PRECAST

GEOFOAM

CONCRETE MASONRY (ELEVATION)

CONCRETE MASONRY (PLAN)

WOOD

STEEL

CONCRETE

GROUT / SAND

GRAVEL

EARTH / NATIVE SOIL

HATCH PATTERNS

SPAN DIRECTION OF TWO WAY

SLAB

SPAN DIRECTION OF ONE WAY

SLAB OR METAL ROOF DECK

RAMP SLOPE DOWN

RAMP SLOPE UP

SLAB STEP

ELEVATION TARGET

NORTH ARROW

REVISION CLOUD

REVISION

GENERAL SYMBOLS

P R

O

JE

R T H

E S

W

X

ROOFTOP UNIT DESIGNATION

ROOF FALL ARREST

ROOF TIEBACK

ROOF DAVIT

COLUMN ABOVE

COLUMN SPLICE

STAIR CONNECTION

BEAM OPENING. REFER TO BEAM OPENING

SCHEDULE FOR ADDITIONAL INFORMATION.

SLIDE BEARING CONNECTION

SLIP CRITICAL CONNECTION

DRAG STRUT CONNECTION

MOMENT CONNECTION

STEEL FRAMING SYMBOLS

X

RTU#

XXX LBS

B

B'

A.9

SS-3

SS-4

PL1PL2

PLB

PLA

(E) 18" CONC SLAB

T/SLAB EL = 0' - 0"

6.

in

248.90 in

C1

C1C1

C1

C2

SS-4

SS-3

NOTES:

1. T/(E) SLAB-ON-GRADE EL = 0'-0" = 749.00 NAVD88

2. REFER TO SS-5 FOR COLUMN AND BASE PLATE SCHEDULE.

3. VERIFY ALL COLUMN LOCATIONS WITH FRA PRIOR TO

FABRICATION.

3'

3"

1'

3"

3'

1/

2"

9'

1/ 2"

3' - 5" 1' - 6" 10' - 6 3/4" 14' - 5 1/4"

25' - 0"

SS-5

TYP,

UNO

SS-5

5'

3" 2'

7"

1'

1/

2"

4 3/4"

PLATFORM ALIGNED WITH (E)

COLD BOX CDS INTERFACE

PER DRAWING F10209024.

STAIR LANDING SUPPORT POST

C4

(E) CMU WALL

(E) CONC FTG (TYP)

(E) WF COL (TYP)

(E) BRACE FRAME)

(E) PRECAST WALL

SS-5

3/8" = 1'-0"

1 5 7

SCALE FEET

30 2 4 6

P R

O J E

R

T H

E

S

W

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

3/8" = 1'-0"

SC-1M WHITE

B. SEIUM FOUNDATION PLAN11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: 3/8" = 1'-0"

LEVEL 01 PLAN AT PLATFORM

B

B'

A.9

SS-3

SS-4

PL1PL2

PLB

PLA

SS-4

SS-3

6.

in

248.90 in

3'

3"

1'

3"

3'

1/

2"

9'

1/ 2"

1' - 6" 10' - 6 3/4" 14' - 5 1/4"

25' - 0"

NOTES:

1. G1 - INDICATES 1 1/2"x1/4" 19W4 HOT DIP GALVANIZED BAR GRATING.

2. T/GRATING EL = 11'-8"

3. T/STEEL EL= 11'-6 1/2", UNO

4. VERIFY LOCATION OF ALL FRAMING SUPPORTING FERMILAB EQUIPMENT WITH

FRA PRIOR TO FABRICATION.

W14x34 [T/EL=8' - 7"]

W x3

[T /E

L= 8'

7"

W14x34 [T/EL=8' - 7"]

W x3

[T /E

L= 8'

7"

W12x22

G

W12x22

W14x48

W x3

W14x48

W x3

W14x34

4' - 4" 1' - 10 1/2"

3'

1/

2"

5'

3"

2'

7"

W12x22 W x3

W x2

W14x48

3' - 5" 11' - 8" 4 3/4"

PLATFORM ALIGNED WITH (E)

COLD BOX CDS INTERFACE

PER DRAWING F10209024.

2'

1/

2"

1 5/8"

5/

8"

1 1/2"1 1/2"

2' - 1 1/2"

2'

9" 3'

1/ 2"

1/

2"

7" 3' - 5"

(2)L5x5x3/8 VERTICAL BRACING

(TYP)

DEWAR CAN LOAD

= 1200LB

TEMPORARY GRATING

TO BE CUT AND

REMOVED PRIOR TO

EQUIPMENT

INSTALLATION

W12x22 - COORDINATE

LOCATION WITH FRA

SS-7 TYP @ 1 1/2"

GAURDRAIL

LADDER

1 1/2" METAL

GAURDRAIL (TYP)

SS-5 TYP

(E) WF COL (TYP)

(E) CMU WALL

SS-5

SS-5

3/8" = 1'-0"

1 5 7

SCALE FEET

30 2 4 6

P R

O J E

R

T H

E

S

W

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

3/8" = 1'-0"

SS-1M WHITE

B. SEIUM LOW PLATFORM FRAMING PLAN11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: 3/8" = 1'-0"

LOW PLATFORM FRAMING PLAN

B

B'

A.9

SS-3

SS-4

PL1PL2

PLB

PLA

6.

in

248.90 in

3'

3"

1'

3"

3'

1/

2"

9'

1/ 2"

1' - 6" 10' - 6 3/4" 14' - 5 1/4"

25' - 0"

3'

1/

2"

/2

1'

1/ 2"

5'

3"

C3

W24x104

W x1

W33x130 W/ PL WELDED

W x1

W x5

[T /E

L=

6"

W x5

[T /E

L=

6"

W x3

W x3

G1

SS-4

G1

G1

W33x130

W x3

W 8x

W 8x

HSS6x6x3/8

[T/EL=23' - 7"]

HSS6x6x3/8 [T/EL=23' - 7"]

W 8x

W 8x

2' - 5 1/2" 11 1/2" 12' - 0 3/4"

7'

2"

W8x18

W8x18

W8x18 W8x18

W8x18

W8x18

1' - 3"1' - 3"

W8x18

NOTES:

A. G1 - INDICATES 1 1/2"x1/4" 19W4 HOT DIP GALVANIZED BAR GRATING.

B. T/GRATING EL = 15'-0", UNO

C. T/STEEL EL= 14'-10 1/2", UNO

D. COORDINATE L4x4 ANGLE LOCATIONS AT CDS1 AND CDS2 WITH FRA.

E. SEE DETAILS FOR CHANNEL ORIENTATION.

1'

4" 1'

1/ 2"

1' - 5 1/2" 2' - 10 1/2" 5' - 9" 3' - 5 1/4"

L4x4x1/4 HORIZONTAL

BRACING (TYP)

3/ 4"

1 5/8"

3/

8"

DOUBLE ANGLE VERTICAL

BRACING (TYP)

PLATFORM ALIGNED

WITH (E) COLD BOX

CDS INTERFACE PER

DRAWING F10209024.

W8x18

W8x18

W8x18

CDS1

CDS2

CDS1 - INDICATES CDS MACHINE LOAD PER EACH ANCHOR PLATE OF

A. CASE 1:

Fx = -12.4K Fz = -7.9K My = -83.2K-FT

B. CASE 2:

Fx = 12.4K Fz = -3.6K My = 72.8K-FT

CDS2 - INDICATES CDS MACHINE LOAD PER EACH ANCHOR PLATE OF

A. CASE 1:

Fz = -4.2K My = 8.3K-FT

B. CASE 2:

Fz = -6.5K My = 18.3K-FT

(x DIRECTION - PROJECT EAST DIRECTION) (y DIRECTION - PROJECT NORTH DIRECTION) (z DIRECTION - UPWARD VERTICAL)

600 LB HANGING

LOAD

600 LB HANGING

LOAD

T/GRATING EL = 11' - 8"

/4

HSS COL BELOW

C x2 0.

C x2 0.

TEMPORARY GRATING TO BE

CUT AND REMOVED PRIOR TO

EQUIPMENT INSTALLATION

SS-6

TYP

SS-5

SS-6

SS-6

SS-7 TYP @ 1 1/2"

GAURDRAIL

LADDER

HSS8x8x1/2 [T/EL=11' - 6 1/2"]

SS-7 TYP @ 2 1/2"

GAURDRAIL

1 1/2" METAL GAURDRAIL

(TYP)

2 1/2" METAL GAURDRAIL

(TYP)

L6x4x3/8L6x4x3/8

L4x4x1/4 L4x4x1/4

L4x4x1/4

L4x4x1/4

L6x4x3/8

L6x4x3/8

SS-5

C8x11.5 [T/EL=11' - 6 1/2"]

1/2"

SWING GATE

SS-6

5/

8"

SS-6

2' - 2"

C12x20.7 [T/EL=11' - 10"]

(E) WF COL

(E) BRACE FRAME

W24x104

SS-5

SCALE: 3/8" = 1'-0"

PLATFORM FRAMING PLAN

3/8" = 1'-0"

1 5 7

SCALE FEET

30 2 4 6

P R

O J E

R

T H

E

S

W

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

3/8" = 1'-0"

SS-2M WHITE

B. SEIUM PLATFORM FRAMING PLAN11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23 y x z

LEVEL 01

0"

T/STEEL @ PLATFORM

14' - 10 1/2"

SS-4

T/STEEL @ LOW PLATFORM

11' - 6 1/2"

T/STEEL

13' - 6"

T/LOW STEEL

8' - 7"

PL1PL2

SS-4

EQUIPMENT

ANCHORAGE BY FRA

DVB TANK BY FRA

WF BEAM (TYP)

CUT TOP FLANGE AND WEB

TO PROVIDE RECESS FOR

EQUIPMENT

PROVIDE PL WELDED TO

WEB OF BEAM, SEE

METAL GRATING

(TYP)

WF COL (TYP)

HSS POST

HSS BEAM

METAL GUARD RAIL

(TYP)

7'

5"

EQUIPMENT

ANCHORAGE BY FRA

LADDER

SS-6

SS-7

SS-7

OPP HD

TYP

SWING GATE

2' - 6"

2' - 0" 5' - 3 1/2" 2' - 0"

/10 SS-6

LEVEL 01

0"

LOWER HOOK LIMIT

1' - 0"

T/STEEL @ PLATFORM

14' - 10 1/2"

SS-4

T/STEEL @ LOW PLATFORM

11' - 6 1/2"

T/STEEL

13' - 6"

T/LOW STEEL

8' - 7"

PL1PL2

SS-4

WF BEAM (TYP)

METAL GRATING

(TYP) EQUIPMENT

ANCHORAGE BY FRA

DVB TANK BY FRAMETAL GUARD RAIL

(TYP)

7'

5"

SS-7

OPP

HD

SS-7

TYP

3/8" = 1'-0"

1 5 7

SCALE FEET

30 2 4 6

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

3/8" = 1'-0"

SS-3M WHITE

B. SEIUM SECTIONS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: 3/8" = 1'-0" SC-1

2SECTION AT PLATFORM

SCALE: 3/8" = 1'-0" SC-1

1SECTION AT PLATFORM

SS-1, SS-2 SS-1, SS-2

LEVEL 01

0"

CB'

TOP OF CRANE RUNWAY

27' - 0"

T/STEEL @ PLATFORM

14' - 10 1/2"

SS-3

T/STEEL

13' - 6"

T/LOW STEEL

8' - 7"

PLBPLA

SS-3

EQUIPMENT

ANCHORAGE BY FRA

DVB TANK BY FRA

WF BEAM (TYP)

CUT TOP FLANGE AND WEB

TO PROVIDE RECESS FOR

EQUIPMENT

PROVIDE WELDED TO WEB

OF BEAM, SEE

METAL GRATING

(TYP)

KICKER ANGLE

7'

5"

METAL GUARD

RAIL

SS-6

SS-7

/10 SS-6

LEVEL 01

0"

CB'

TOP OF CRANE RUNWAY

27' - 0"

T/STEEL @ PLATFORM

14' - 10 1/2"

SS-3

T/STEEL @ LOW PLATFORM

11' - 6 1/2"

T/STEEL

13' - 6"

T/LOW STEEL

8' - 7"

PLBPLA

SS-3

WF BEAM

(TYP)

METAL GRATING

(TYP)

WF COL (TYP)

DOUBLE ANGLE

BRACE (TYP)

METAL GUARD

RAIL (TYP)

STAIR LANDING

SUPPORT POST

SS-6

SS-6

SS-7

1 4" MAX

SCALE: 3/8" = 1'-0" SC-1

2SECTION AT PLATFORM

SCALE: 3/8" = 1'-0" SC-1

1SECTION AT PLATFORM

3/8" = 1'-0"

1 5 7

SCALE FEET

30 2 4 6

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

3/8" = 1'-0"

SS-4M WHITE

B. SEIUM SECTIONS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SS-1, SS-2 SS-1, SS-2

COL

HIGH STRENGTH BOLTS IN

BEARING TYPE CONNECTION.

REFER TO SHEAR PLATE

CONNECTION SCHEDULE

FOR SIZE AND NUMBER.

WF BEAM (TYP)

WF COLUMN

NOTES:

1. SEE SHEAR PLATE CONNECTION SCHEDULE

FOR ADDITIONAL INFORMATION.

SHEAR PLATE

CONNECTION (TYP)

1/4

1/4

TYP

GIRDER

SHEAR PLATE

CONNECTION (TYP)

HIGH STRENGTH BOLTS IN

BEARING TYPE CONNECTION.

REFER TO SHEAR PLATE

CONNECTION SCHEDULE FOR

SIZE AND NUMBER.

WF BEAM (TYP)

1/4

1/4

TYP

NOTES:

1. SEE SHEAR PLATE CONNECTION SCHEDULE FOR

ADDITIONAL INFORMATION.

NOTES:

1. SEE SHEAR PLATE CONNECTION SCHEDULE

FOR ADDITIONAL INFORMATION.

COL

SHEAR PLATE

CONNECTION (TYP)

HIGH STRENGTH BOLTS IN

BEARING TYPE CONNECTION.

REFER TO SHEAR PLATE

CONNECTION SCHEDULE FOR

SIZE AND NUMBER

WF BEAM (TYP)

WF COLUMN

CJP (TYP)

1/4

1/4

TYP

CONTINUITY PLATE

THICKNESS TO MATCH

THICKNESS OF THICKER

BEAM FLANGE + 1/8" (TYP)

1/4

1/4 3-SIDES

TYP

WF COL

/4

N

O N

-S H

R

IN

K G

R O

U T

B A

S E

P L

/4

S

E T

T

IN

G P

L A

T E

(4) HAS GR36 THREADED ROD

W/ HILTI-HY200 ADHESIVE

L

W

E M

B E

D M

E N

T

1/4

TYP

2"

CL COL & BASE PL

(4) WASHER

PLATES

HSS COL

/4

N

O N

-S H

R

IN

K G

R O

U T

B A

S E

P L

/4

S

E T

T

IN

G P

L A

T E

(4) HAS THREADED ROD

W/ HILTI-HY200 ADHESIVE

E M

B E

D M

E N

T

1/4

TYP

2"

CL COL & BASE PL

W

L

(4) WASHER

PLATES

L3 1/2x2 1/2x3/8

(TYP)

WF BEAM (TYP)

(6) 3/4" DIA A325-X HIGH

STRENGTH BOLTS IN BEARING

TYPE CONNECTION

GIRDER

CJP (TYP)

HSS COL

GRATING

WF BEAM (TYP)

(4) A325-X BOLTS

1/4

W

L

B A

S E

P L

WF BEAM (TYP)

SHEAR PL

CONNECTION

PER

WF BEAM (TYP)

HIGH STRENGTH BOLTS IN

BEARING TYPE CONNECTION.

REFER TO SHEAR PLATE

CONNECTION SCHEDULE FOR

SIZE AND NUMBER

GIRDER

CJP (TYP)

/4 SS-5

HSS COL

WF BEAM

3/4" Ø A325-X BOLTS IN

SHORT SLOTTED HOLES

3/8" SHEAR

PLATE

1/4

1/4

NOTES:

1. SEE DETAIL 4/SS-5 FOR REQUIRED NUMBER OF BOLTS.

2. PROVIDE 3/8" CAP PLATE AT ROOF LOCATION UNLESS NOTED

OTHERWISE.

NOT TO SCALE

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

SS-5M WHITE

B. SEIUM STEEL DETAILS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: NTS SS-2

SHEAR PLATE BEAM

TO GIRDER

CONNECTION

SCALE: NTS

SHEAR PLATE BEAM

TO COLUMN FLANGE

CONNECTION

SCALE: NTS SS-1

SHEAR PLATE BEAM

TO COLUMN

WEB MOMENT

CONNECTION

SHEAR PLATE CONNECTION SCHEDULE

BEAM SIZE SHEAR PLATE SIZE SHEAR PLATE LENGTH BOLTS # OF BOLTS

W8, W10 3/8x3 1/2 6" 3/4" Ø A325-X 2

W12, W14 3/8x3 1/2 9" 3/4" Ø A325-X 3

W16, W18 3/8x3 1/2 12" 3/4" Ø A325-X 4

W21 3/8x3 1/2 15" 3/4" Ø A325-X 5

W24 3/8x3 1/2 18" 3/4" Ø A325-X 6

W27 3/8x3 1/2 21" 3/4" Ø A325-X 7

W30 3/8x3 1/2 24" 3/4" Ø A325-X 8

W33 3/8x3 1/2 27" 3/4" Ø A325-X 9

W36 3/8x3 1/2 30" 3/4" Ø A325-X 10

STEEL COLUMN SCHEDULE

MARK SIZE

BASE PLATE

(txWxL)

ANCHORS/BOLTS EMBED DETAIL

C1 W10x60 3/4x12x1'-6 1" DIA 9" 1/SS-5

C2 HSS6x6x3/8 3/4x14x1'-2 3/4" DIA 9" 2/SS-5

C3 HSS6x6x3/8 3/4x12x1'-2 3/4" DIA - 3/SS-5

C4 HSS8x8x3/8 3/4x16x1'-4 3/4" DIA 9" 2/SS-5

SCALE: NTS SC-1

WF COLUMN BASE

PLATE

SCALE: NTS SC-1

HSS COLUMN BASE

PLATE

SCALE: NTS SS-2

HSS COLUMN BASE

PLATE

SCALE: NTS SS-2

DOUBLE ANGLE

CONNECTION AT

CANTILEVERED BEAM

SCALE: NTS SS-1

BEAM TO BEAM

MOMENT

CONNECTION

SCALE: NTS SS-1

BEAM TO HSS

COLUMN SHEAR

PLATE CONNECTION

DETAIL

SS-6

SHEAR PL CONN

PER

BEAM

BRACE

BRACE

BEAM

WF BEAM

WF BEAM

HORIZ BRACE

(TYP)

/4 SS-5

SS-6

1" M

A X

BEAM

1/4

1/4

TYPWF BEAM

BRACE ANGLE (TYP)

PL 3/8x5x0'-5 (TYP) SHEAR PL CONN

PER /4 SS-5

1"

(2) 3/4" DIA A325-X @ 3" OC

(TYP)

WF BEAM (TYP)

KICKER ANGLE

PL 3/8x4x4 (TYP)

1/4

TYP

1/4

TYP

T/STEEL

EL = SEE PLAN

T/STEEL

EL = SEE PLAN

SHEAR PL CONN

PER (TYP)/4 SS-5

GRATING

(2)L4x4x3/8 W/ A325-SC

BOLTS, SEE

FOR BOLT QTY

/4 SS-5

WF BEAM (TYP)

EQUIPMENT

ANCHORAGE BY FRA

DVB TANK BY FRA

TEMPORARY GRATING TO BE

CUT AND REMOVED PRIOR TO

EQUIPMENT INSTALLATION

G

CJP

HSS BEAM

HSS COL

3/8" CAP PL

(3/16)

COL

2' - 6 "

PLA

WF COL

WF BEAM (TYP)

SHEAR PL CONN

PER /4 SS-5

GRATING

DOUBLE ANGLE BRACE

SHEAR PL CONN

PER /5 SS-5

1/4

1/4

1/4

TY

P

1/ 2"

C

LR

PL 3/8 (TYP)

METAL GAURD RAIL (TYP)

(2) 3/4" DIA A325-X

BOLT (TYP)

PL1x12x1'-6 W/

(4) 3/4" DIA

A325X BOLTS

1/4

WP 1/4

1 1/2" DIA METAL GAURD RAIL (TYP)

GRATING

PLB

WF COL

WF BEAM

(TYP)

C12 STAIR STRINGER

SHEAR PL CONN

PER (TYP)/4 SS-5

HSS BEAM

HSS COL

(2) 3/4" DIA A325-X

BOLTS ON EA SIDE

OF HSS COL

1/2x4x12 FACE PL

W/ 1/2 STIFFENER

1/4

1/4

TYP

SS-6

L3 1/2x3 1/2x3/8 W/ (3) 3/4" DIA

A325-X BOLTS (TYP)

PL1x12x1'-6 W/

(4) 3/4" DIA

A325X BOLTS

1/4

2"

TYP

9 1/2"

TY

P

5/

8"

1/4

(5/16)

TYP

CHANNEL (TYP)

1'

7" 1'

3'

6"

1 1/2" METAL HAND RAIL (TYP)

2'

(2)PL1x12x1'-2

PL3/8 (TYP)

1/4

3 SIDES 2' - 4"

SS-7

(TYP)

STEEL BAR GRATING

STAIR TREAD

STAIR STRINGER (TYP)

BAR GRATING SUPPORT

FRAMING PER BAR GRATING

STAIR TREAD MFR

STEEL BAR GRATING

STAIR LANDING

ADJACENT PLATFORM

AND STRUCTURE BY

FERMILAB

CHANNEL

PLATE

CJP

3/8 SHEAR PL W/ (2) 3/4"

DIA A325-X BOLTS

1/4

1/4

T/STEEL

EL = SEE PLAN

T/STEEL

EL = SEE PLAN

WF BEAM

PL3/4x6 (TYP)

WF BEAM TO

BE CUT

(3/8) 3-12

TYP

NOT TO SCALE

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

SS-6M WHITE

B. SEIUM STEEL DETAILS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: NTS SS-2

HORIZONTAL

BRACING

CONNECTION

SCALE: NTS SS-6

HORIZONTAL

BRACING

CONNECTION

SCALE: NTS SS-2

BRACE CONNECTION

DETAIL

SCALE: NTS SS-2

ANCHOR PLATE

SECTION

SCALE: NTS SS-2

HSS OUTRIGGER

CONNECTION

SCALE: NTS SS-4

VERTICAL BRACING

CONNECTION

SCALE: NTS SS-4

8STAIR STRINGER

SCALE: NTS SS-6

9STAIR TREAD DETAIL

SCALE: NTS SS-2

STAIR LANDING

DETAIL

SCALE: NTS SS-6

10BEAM REINF DETAIL

1/

2" 1'

6"

1'

6"

1 1/2" DIA GUARDRAIL POST

GRATING

WF BEAM

1 1/2" DIA HORIZONTAL RAIL (TYP)

3/16

TYP

SLEEVE

3'

1/

2"

9" 1'

1/ 2"

1'

0" 6"

1'

0" 1'

0"

6"

1'

9"

2 1/2" DIA GUARDRAIL POST

GRATING

WF BEAM

2 1/2" DIA HORIZONTAL

RAIL (TYP)

3/16

TYP

SLEEVE

8'

1/

2"

METAL GAURDRAIL POST W/ SLEEVE BASE,

PROVIDE 3 1/2" DIA SLEEVE FOR 2 1/2" POST

AND 2 1/2" DIA SLEEVE FOR 1 1/2" POST

WF BEAM

3"

1/4

SS-7

6"

GUARDRAIL POST

GRATING

WF BEAM

MOUNTING SLEEVE

W/ LOCKING PIN

3"

1 1/2" DIA GUARDRAIL POST

GRATING

STAIR STRINGER

1 1/2" DIA HORIZONTAL RAIL (TYP)

3/16

TYP

3'

6"

3/16

TYP

1 1/2" DIA HANDRAIL

3"

2'

NOT TO SCALE

4-3-3E

CPB CDS PLATFORM

REVISIONS

DATEREV. DESCRIPTIONS

DRAWING NO. REV.

SCALE:

CHECKED

DRAWN

DESIGNED

Fermilab Managed by Fermi Research Alliance for the U.S. Department of Energy Office of Science

Facilities Engineering

Services Section

SS-7M WHITE

B. SEIUM STEEL DETAILS11/17/23

/1

/2

C HENRICHS 11/17/23

11/17/23

SCALE: NTS SS-1

2GUARDRAIL DETAIL

SCALE: NTS SS-2

1GUARDRAIL DETAIL

SCALE: NTS

GUARDRAIL BASE

DETAIL

SCALE: NTS SS-7

GUARDRAIL BASE

DETAIL

SCALE: NTS SS-6

STAIR RAILING

DETAIL