POST INSTALLED ANCHORS & REBAR

ANCHOR TYPE

ADHESIVE ANCHORS /

REBAR IN CONC

REMARKS

ADHESIVE ANCHORS / REBAR

IN CONC W/ > 12" EMBEDMENT

PRODUCT

HILTI HIT - HY 200 V3

SIMPSON AT-XP

DEWALT AC200+

HILTI HIT - RE 500 V3

SIMPSON SET-3G

DEWALT PURE220+

ADHESIVE ANCHORS /

REBAR IN GROUT FOR

HOLLOW MASONRY

HILTI HIT - HY 270

SIMPSON SET-XP

DEWALT AC100+ GOLD

PROVIDE

MANUFACTURER'S

RECOMMENDED

SCREEN TUBES IN

HOLLOW MASONRY

---EXPANSION ANCHORS

IN CONC

HILTI KWIK BOLT TZ

SIMPSON STRONG BOLT 2

DEWALT POWER-STUD+

SD2

---EXPANSION ANCHORS IN

GROUTED MASONRY

HILTI KWIK BOLT 3

SIMPSON STRONG BOLT 2

DEWALT POWER-STUD+

SD1

---SCREW ANCHORS IN CONC

OR GROUTED MASONRY

SIMPSON TITEN HD

DEWALT SCREW-BOLT+

1/2" 1"0" 2"SCALE: FULL

XC1 R1

XN

XXNNN

XN

XXNNN

XN

XXNNN

F1 A

HSS 4X4X1/4

B1

20GA TYPE 'W3' MTL DECK

PC SPAN

HX R15:12

STRUCTURAL GENERAL NOTES SYMBOLS LEGEND

W--X--

(XXX'-XX")

ELEVATION

INDICATOR

CUT SECTION

INDICATOR

WALL

REINFORCING

INDICATOR

PC SPAN

IDENTIFIER

STEP TOP OF

WALL INDICATOR

COLUMN & PIER TAG INDICATOR

ROOF SLOPE

INDICATOR

STEP TOP OF

FOOTING

IDENTIFIER

MASONRY PIER

INDICATOR

CORNER REINF

INDICATOR

CONTINUOUS

BEAM

INDICATOR

MATCH LINE INDICATOR

PLAN NORTH ORIENTED 90°

TO THE SHEET W/ MAGNETIC

NORTH (OPTIONAL)

DETAIL BUBBLE

INDICATOR

DETAIL/SECTION/PLAN

BLOCK TITLE INDICATOR

EXT ELEVATION

INDICATOR

COLUMN

INDICATOR(S)

KEYNOTE

IDENTIFIER

REVISION

SYMBOL

FOOTING/PIER

IDENTIFIER

STEP

INDICATOR

HOLDOWN

INDICATOR

BEAM

INDICATOR(S)

MOMENT

INDICATOR

DECK INDICATOR

SHEAR WALL

INDICATOR

HEADER OR

MASONRY LINTEL

INDICATOR

RAFTER

INDICATOR

ASTERISK

INDICATOR

SLOPE

INDICATOR

WORK POINT

INDICATOR

XN

ELEVATION INDICATORSECTION

INDICATOR

COLUMN/FND

GRID INDICATOR

SLAB CONTROL JT &

CONSTRUCTION JT

INDICATOR

STRUCTURAL HATCH PATTERNS

BRICK

CONCRETE

NATIVE

UNDISTURBED SOIL

BACKFILL/FILL

ENGINEERED FILL

DRAINAGE COURSE

GYPSUM BOARD

WD- BLKG OR SHIM

PLYWD/OSB

/PARTICLE BD

WD- GLUED/LAMINATED

WD- CONT FRMG

INSUL/FIRE SAFING

METAL FLOOR GRATING

GROUT

RIGID INSUL/ICF/SIP

/EIFS SYSTEMS

METALS

MORTAR

CMU

ROUGH LOG

WALL

WOOD STUD BRG WALL

CONC WALL HOLDOWN

(BLOCKOUT)

STONE/ROCK WALL

C1

Hx

NTRUE

NORTH

CONT

MC-X

-xx"

/REF - ---

/REF - ---

INSULATED PRECAST WALL

SW

-X

SOLID PRECAST WALL

HSS 4X4X1/4

24" X 24" CONC PIER

TOP 102' - 6"

A

A

C JS J

MLX

STRUCTURAL SHEET INDEX

S001 GENERAL STRUCTURAL NOTES

S002 IBC INSPECTION TABLES

S101 PLATORM FRAMING PLAN

S102 DECKING AND RAILING PLAN

S401 FRAME ELEVATIONS

S501 DETAILS

S601 STANDARD DETAILS / SCHEDULES

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

OF

A

B

C

2 3 4

1 2 3 4

F0321.26001

DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S001

STRUCTURAL

GENERAL NOTES

01 07

1.

2.

3.

4.

5.

6.

7.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS. CONSULT THESE DOCUMENTS FOR INFORMATION NOT SHOWN ON

STRUCTURAL DRAWINGS.

ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE

PROCEEDING WITH THE AFFECTED PART OF THE WORK.

THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO

DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION

OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING (AND ACCOMPANYING

FOOTINGS), GUYS OR TIE-DOWNS.

ADDITIONAL OBSERVATIONS AS A RESULT OF REJECTION OF WORK COMPLETED

AND/OR ADDITIONAL OBSERVATIONS DUE TO THE DEFICIENCIES IN WORK OBSERVED

WILL BE AT THE EXPENSE OF THE CONTRACTOR.

ALL STRUCTURAL SHOP DRAWINGS TO BE REVIEWED BY JOB SUPERINTENDENT IN

ADDITION TO ALL PERSONNEL DEEMED NECESSARY BY CONTRACTOR PRIOR TO

SUBMITTAL TO ENGINEER FOR APPROVAL.

ALL SHOP DRAWINGS TO BE REVIEWED BY ALBERTSON ENGINEERING INC. SHALL

HAVE ELECTRONIC COPIES PROVIDED TO ALBERTSON ENGINEERING INC. FOR

REVIEW. AN ELECTRONIC MARKED SET OF THOSE DRAWINGS WILL BE RETURNED TO

THE CONTRACTOR. NO ADDITIONAL HARD COPIES OF THE SHOP DRAWINGS NEED TO

BE PROVIDED TO ALBERTSON ENGINEERING INC., ALTHOUGH OTHER PARTIES MAY

REQUIRE HARD COPIES OF THE MARKED UP DRAWINGS. THESE REQUIREMENTS ARE

IN ADDITION TO THE TYPICAL PROJECT SHOP DRAWING SUBMITTAL REQUIREMENTS

STATED IN THE PROJECT SPECIFICATIONS.

THE DESIGN OF THE STRUCTURE SHOWN IN THESE CONSTRUCTION DOCUMENTS IS

FOR THE ONE-TIME USE AT THE SPECIFIC SITE REFERENCED IN THE TITLEBLOCK.

1. SHALL BE ASTM F1554, GR. 36 ROD WITH THREADED ENDS.

1.

2.

3.

4.

5.

A.

6.

7.

STEEL SHALL CONFORM TO ASTM A992 (Fy=50 KSI) FOR ALL W-SHAPES, AND ASTM A36 (Fy=36 KSI) FOR ALL OTHER MISCELLANEOUS SHAPES AND PLATES.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B, TYPE "E" OR "S"

(Fy=35 KSI).

STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS.

ALL SHOP CONNECTIONS TO BE WELDED (UTILIZING E70XX ELECTRODES) AND FIELD

CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED. STEEL TO RECEIVE ONE

SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE

GALVANIZED IS INDICATED ON THE DRAWINGS.

WELDS FOR ALL EXPOSED STRUCTURAL STEEL SHALL BE GROUND SMOOTH UNLESS

NOTED OTHERWISE.

ALL BOLTED CONNECTIONS SHALL CONSIST OF 3/4" DIA. (MIN.) ASTM F3125 GRADE

F1852 (A325-TC) BOLTS, UNLESS NOTED OTHERWISE.

FAILURE OF A BOLT OR NUT DURING INSTALLATION PROCESS RESULTING IN A

CRACK IN THE BOLT OR NUT SHALL BE GROUNDS FOR REJECTION OF ALL THE

FAILED BOLTS OR NUTS COMING FROM THE SAME LOT. IF THE DOCUMENTATION

OF THE LOT OF ORIGIN FOR THE FAILED NUT(S) OR BOLT(S) DOES NOT EXIST, OR

IS NOT PROVIDED, THEN ALL OF THE BOLT(S) OR NUT(S) SHALL BE ASSUMED TO

COME FROM THE LOT CONTAINING THE FAILED NUT(S) OR BOLT(S).

CONTRACTOR SHALL MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL AND

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

ANCHOR BOLT HOLES IN STRUCTURAL STEEL SHALL BE OVERSIZED PER THE AISC

MANUAL.

THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED WITH THE

FOLLOWING SUPERIMPOSED LOADINGS BASED ON A RISK CATEGORY II:

DEAD LOAD SELF WEIGHT + 5 PSF

LIVE LOAD 100 PSF

NO SEISMIC LOADS REQUIRED FOR DESIGN CATEGORY A, USE NOTIONAL

LOADS = 0.01 X DEAD LOAD PER ASCE 7-16, SECTION 1.4.

GENERAL NOTES:

DESIGN LOADS:

ANCHOR RODS:

STRUCTURAL STEEL:

1. ANCHORING ADHESIVE SHALL BE A TWO-COMPONENT SOLID EPOXY BASED SYSTEM

SUPPLIED IN MANUFACTURER'S STANDARD SIDE-BY-SIDE CARTRIDGE AND

DISPENSED THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY THE MANUFACTURER.

EPOXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C-881 SPECIFICATION

FOR TYPE I, II, IV, AND V, GRADE 3, CLASS B, AC, AND D AND MUST DEVELOP A

MINIMUM 12,650 PSI COMPRESSIVE YIELD STRENGTH AFTER 7 DAY CURE. EPOXY

MUST HAVE A HEAT DEFLECTION TEMPERATURE OF A MINIMUM 136 FA (58 AC).

ADHESIVE SHALL BE EPOXY-TIE SET FROM SIMPSON STRONGTIE OR THE HILTI HIT

HY-200 ADHESIVE SYSTEM. ANCHORS SHALL BE INSTALLED PER THE

MANUFACTURERS INSTRUCTIONS.

HIGH STRENGTH EPOXY:

1.

2.

3.

4.

A.

B.

C.

D.

E.

5.

6.

ALL PERSONNEL INSTALLING POST-INSTALLED ANCHORS SHALL HAVE COMPLETED

INSTALLATION TRAINING FROM THE MANUFACTURER FOR ALL OF THE ANCHORING

PRODUCTS SPECIFIED. TRAINING MUST HAVE BEEN COMPLETED NO MORE THAN 5

YEARS FROM THE DATE OF PROJECT INITIATION. IF TRAINING HAS NOT BEEN

COMPLETED OR IF TRAINING OCCURRED MORE THAN 5 YEARS BEFORE THE DATE OF

PROJECT INITIATION, THE CONTRACTOR SHALL ARRANGE AN ANCHOR

MANUFACTURER'S REPRESENTATIVE TO PROVIDE ON-SITE INSTALLATION TRAINING.

CONTRACTOR SHALL SUBMIT DOCUMENT CONFIRMING THAT ALL PERSONNEL

INSTALLING ANCHORS HAVE PASSED THE TRAINING COURSE PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED INTO

CONCRETE THAT WILL SUPPORT SUSTAINED TENSION LOADS WILL BE MARKED WITH

(SUSTAINED) ON THE DRAWINGS. PERSONNEL WHO WILL INSTALL THESE ANCHORS

SHALL BE CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION

PROGRAM. CONTRACTOR SHALL SUBMIT A DOCUMENT CONFIRMING THAT PERSONNEL

HAVE PASSED THE CERTIFICATION PROGRAM PRIOR TO INSTALLING ANCHORS.

ALL POST INSTALLED ANCHORS AND REBAR SHALL BE INSTALLED ACCORDING TO

MANUFACTURER'S INSTALLATION INSTRUCTIONS.

THE FOLLOWING CONDITIONS MUST BE MET FOR ALL ADHESIVE ANCHORS AND

ADHESIVE ANCHORED REINFORCEMENT UNLESS WRITTEN APPROVAL IS RECEIVED

FROM THE ENGINEER PRIOR TO INSTALLATION.

DRY CONCRETE UNLESS NOTED OTHERWISE

CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST

BE WITHIN THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS. SEE MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS FOR ADHESIVE GEL AND CURE TIMES.

ANCHOR HOLES SHALL BE HAMMER DRILLED.

ANCHOR HOLES TO BE CLEANED PER MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTION PRIOR TO ADHESIVE INJECTION.

CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS.

THE LOCATION OF EXISTING REINFORCING STEEL BARS, POST-TENSIONED STEEL

STRANDS, OR PRE-TENSIONED STEEL STRANDS SHALL BE ESTABLISHED PRIOR TO

INSTALLING POST INSTALLED ANCHORS OR REINFORCEMENT. LOCATION SHALL BE

ESTABLISHED BY USING A SCANNER, GPR, X-RAY, CHIPPING OR OTHER MEANS.

EXISTING REINFORCEMENT OR STRAND SHALL NOT BE DAMAGED UNLESS PRIOR

APPROVAL IS GIVEN BY THE ENGINEER.

ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS AND

PRODUCT DATA SHOWING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH

THE RELEVANT BUILDING CODES, LOAD RESISTANCE, INSTALLATION CATEGORY,

CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE

SPECIFIED PRODUCT.

POST INSTALLED ANCHORS AND REBAR:

2021 INTERNATIONAL BUILDING CODE.

ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND

COMMENTARY.

AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND

OTHER STRUCTURES.

DESIGN CODES:

SEISMIC:

PALLET CART

(MODEL/STYLE)

5160 LBS

1.

2.

3.

4.

5.

6.

SPECIAL INSPECTION AND MINIMUM TESTING SHALL BE PERFORMED IN ACCORDANCE WITH 2021

IBC AND ALL REFERENCED MATERIALS AND TABLES.

INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING AGENCY HIRED AT THE OWNER'S

EXPENSE. AGENCY INSPECTION PERSONNEL SHALL MEET THE INSPECTOR QUALIFICATIONS FOR

EACH MATERIAL ITEM AS INDICATED IN THE SPECIFICATIONS.

ANY MATERIAL OR PLACEMENT DEVIATIONS FROM MINIMUMS SHOWN ON THE DRAWINGS OR IN

SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER.

IN ADDITION TO THE IBC INSPECTION TABLES, THE INSPECTOR SHALL VERIFY THAT ALL STEEL

MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL AND ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL WITHIN AISC'S CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES.

IN ADDITION TO THE CONCRETE AND MASONRY IBC INSPECTION TABLES, THE INSPECTOR SHALL

VERIFY THAT ALL CONCRETE AND MASONRY MAINTAIN TOLERANCES SPECIFIED IN ACI 117-10

STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.

TESTING - ANY FAILED FIELD TEST SHALL BE REPORTED TO ALBERTSON ENGINEERING INC

IMMEDIATELY.

SPECIAL INSPECTION AND TESTING:

AISC 360-16 TABLE N5.4-1

INSPECTION TASKS PRIOR TO WELDING

AISC 360-16 TABLE N5.4-2

INSPECTION TASKS DURING WELDING

AISC 360-16 TABLE N5.4-3

INSPECTION TASKS AFTER WELDING

AISC 360-16 TABLE N5.6-1

INSPECTION TASKS PRIOR TO BOLTING

AISC 360-16 TABLE N5.6-2

INSPECTION TASKS DURING BOLTING

AISC 360-16 TABLE N5.6-3

INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS PRIOR TO WELDING

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM (a)

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

CONFIGURATION AND FINISH OF ACCESS HOLES

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

CHECK WELDING EQUIPMENT

INSPECTION INTERVAL

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN/MAX)

• PROPER POSITION (F, V, H, OH)

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

(a) THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR

MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

P

P

O

O

O

O

O

O

O

O

O

O

O

O

WELDS CLEANED

SIZE, LENGTH AND LOCATION OF WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA:

CRACK PROHIBITION

WELD/BASE-METAL FUSION

CRATER CROSS SECTION

WELD PROFILES

WELD SIZE

UNDERCUT

POROSITY

ARC STRIKES

k-AREA(a)

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

O

P

P

P

P

P

P

O

(a)WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3" (75 mm) OF THE WELD.

(b) AFTER ROLLED HEAVY SHAPES (SEE SECTION A3.1c) AND BUILT-UP HEAVY SHAPES (SEE SECTION A3.1d) ARE WELDED, VISUALLY

INSPECT THE WELD ACCESS HOLE FOR CRACKS.

INSPECTION TASKS PRIOR TO BOLTING

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED

O

O

O

O

O

P

O

O

O

O

O

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF

THREADS ARE TO EXCLUDED FROM SHEAR PLANE)

CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND

HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

O-OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

P-PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE THE PRIMARY METHOD TO CONFIRM THAT THE MATERIALS, PROCEDURES AND WORKMANSHIP ARE IN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS.

FOR STRUCTURES IN RISK CATEGORY II (ASCE/SEI 7, TABLE 1.5-1), ULTRASONIC TESTING SHALL BE PERFORMED ON 10% OF COMPLETE- JOINT-PENETRATION GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T- AND CORNER JOINTS, IN

MATERIALS 5/16" (8 MM) THICK OR GREATER.

FOR STRUCTURES IN RISK CATEGORY III / IV (ASCE/SEI 7, TABLE 1.5-1), ULTRASONIC TESTING SHALL BE PERFORMED ON ALL COMPLETE- JOINT-PENETRATION GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T- AND CORNER JOINTS, IN

MATERIALS 5/16" (8 MM) THICK OR GREATER.

ALL NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL BE DOCUMENTED.

SEE AISC360-16 CHAPTER N FOR ADDITIONAL WELD INSPECTION REQUIREMENTS.

SEE AISC360-16 CHAPTER N FOR ADDITIONAL BOLT INSPECTION REQUIREMENTS.

EXPOSED CUT SURFACES OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS AND EXPOSED CORNERS OF RECTANGULAR HSS SHALL BE

VISUALLY INSPECTED FOR CRACKS SUBSEQUENT TO GALVANIZING.

INSPECTION SHALL OCCUR DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS, INCLUDING DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR

EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO THE CONCRETE.

FABRICATED STEEL AND ERECTED STEEL FRAMES, AS APPROPRIATE, SHALL BE INSPECTED FOR COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, INCLUDING BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER JOINT DETAIL APPLICATION.

INSPECTION TASKS DURING BOLTING

INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS DURING WELDING

INSPECTION TASKS AFTER WELDING

STEEL CONSTRUCTION

WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES (b)

NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF THE EOR

YES

PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS P

YES

WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS P YES

FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-JOINTS WITHOUT BACKING

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

P

REQUIRED ON PROJECT

YES

YES

YES

YES

YES

YES

YES

YES

REQUIRED ON PROJECTINSPECTION INTERVAL

REQUIRED ON PROJECTINSPECTION INTERVAL

YES

YES

YES

YES

YES

YES

O

O

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

INSPECTION INTERVAL REQUIRED ON PROJECT

INSPECTION INTERVAL REQUIRED ON PROJECT

INSPECTION INTERVAL REQUIRED ON PROJECT

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

OF

A

B

C

2 3 4

1 2 3 4

F0321.26001

DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S002

IBC INSPECTION

TABLES

02 07

A

1 2 3 4

1' 2'0' 4'SCALE: 12"=1'-0"1 PLATFORM FRAMING PLAN

B

C

D

E

S401

S401

S401

S401

1 2 3 4

W x1

B

C

D

E

A

PROFILE PRIOR TO FABRICATION

(E) CONCRETE ABUTMENT

W12x19 TOG = 99'-51 2"

C6X13 TOB = 99'-111

2"

(E) SHOTCRETE, VIFSIM

SIM

W6x15 TOB = 99'-111 2"

WALL PLATE W/ EPOXIED

THREADED RODS, SEE FRAMING

ELEVATION & DETAILS

6'-6" 6'-6" 6'-6"

2' -7

2'

-7

2' -7

2'

-7

19'-6"

'-4

VA

R

IE

S, V

IF

VA

R

IE

S, V

IF

1' -6

1 2" , V

AR

IE

S

G R

ID

S

2" T

YP

(E) DRIFT

1'-4", VIF 11'-8", VIF

(E) EXTENTS OF

ABUTMENT (BLW)

W12x19 TOG = 99'-51 2" W12x19 TOG = 99'-51

2" W12x19 TOG = 99'-51 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

W6x15 TOB = 99'-111 2"

S501

1' -0

1 2"

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

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SHEET TITLE:

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2 3 4

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FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S101

PLATFORM FRAMING

PLAN

03 07

PLATFORM FRAMING PLAN NOTES

SEE SHEET S001 FOR STRUCTURAL NOTES.

VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS WITH FIELD CONDITIONS

BEFORE CONSTRUCTION COMMENCES.

ELEVATIONS OF THE STRUCTURAL DRAWINGS REFER TO THE ADJACENT UTILITY DRIFT

ELEVATION SET AT 100'-0" (MAIN FLOOR).

ALL GIRDER TO WALL PLATE CONNECTIONS SHALL BE SHEAR TAB CONNECTIONS. SEE SHEAR

TAB CONNECTION SCHEDULE ON SHEET S-601, UNLESS OTHERWISE NOTED OR DETAILED.

TOB = "TOP OF BEAM" INDICATING THE TOP OF STEEL FOR INFILL BEAMS.

TOG = "TOP OF GIRDER" INDICATING THE TOP OF STEEL FOR GIRDERS.

SHEET NOTES

PLAN

NORTH

1' 2'0' 4'SCALE: 12"=1'-0"1 PLATFORM DECKING AND HANDRAIL PLAN

DECKING EDGE, TYP

A

1 2 3 4

B

C

D

E

1 2 3 4

B

C

D

E

A

(E) DRIFT

(E) SHOTCRETE, VIF PROFILE

PRIOR TO FABRICATION

FLOOR FASTENERS @ 8" OC

4'-0" 4'-0" 4'-0" 3'-51 2"

5' -1

VI

F

PR

IO

R

T O

F

AB

R

IC

AT

IO

N

6' -8

7 16

6' -8

7 16

VI

F

PR

IO

R T

O F

AB

R

IC

AT

IO

N

VI

F

PR

IO

R T

O F

AB

R

IC

AT

IO

N

19'-41

2" GUARDRAIL SECTION

5'-0" 5'-0" 5'-0" 4'-41 2"31

2"

'-9

" G U

AR

D

R

AI

L

SE

C

TI

O N

2' -7

2'

-7

2' -7

2'

-7

6'-6" 6'-6" 6'-6"

19'-6"

1' -5

4'-0"

POST BASE, SEE TYPICAL POST

BASE DETAIL ON SHEET S601

FOR ADD'L INFO, TYP

16"

16"

3"

TO DECK PLATE

100'-0"

8" GAP AT PLATE

JOINTS, TYP

T3 S601

T4 S601

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

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DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S102

PLATFORM DECKING

AND HANDRAIL PLAN

04 07

SHEET NOTES

DECK PLATE & GUARDRAIL PLAN NOTES

SEE SHEET S001 FOR STRUCTURAL NOTES.

VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS WITH FIELD CONDITIONS

BEFORE CONSTRUCTION COMMENCES.

ELEVATIONS OF THE STRUCTURAL DRAWINGS REFER TO THE TOP OF EXISTING FLOOR SLAB

CONCRETE REFERENCE ELEVATION SET AT 100'-0".

DECK PLATE TO BE 12" THICK ASTM A786 DECKING AND ARE TO HAVE CHECKERED (RAISED

DIAMOND) SURFACE FOR SLIP RESISTANCE.

MINIMUM TWO SPAN CONDITION REQUIRED FOR ALL DECK PLATE SECTIONS.

CONTRACTOR TO MAINTAIN A 18" MINIMUM SPACING BETWEEN SHEETS AT JOINTS.

EXISTING CONDITIONS ALONG THE DRIFT WALL SHALL BE VERIFIED BY THE CONTRACTOR PRIOR

TO DECK PLATE FABRICATION.

ALL DECK PLATES ARE TO BE FASTENED TO STRUCTURAL STEEL BEAMS WITH LFF050 FAST

FLOOR CLAMPS W/ M12 X 11

2" COUNTER SUNK SCREWS. PREP AND INSTALL FAST FLOOR

CLAMPS PER THE MANUFACTURERS REQUIREMENTS.

PLAN

NORTH

1' 2'0' 4'SCALE: 12"=1'-0"

FRAMING ELEVATION1

S401

A B C D E

(E) CONCRETE ABUTMENT

(E) SHOTCRETE, VIF PRIOR TO FABRICATION

(E) CONCRETE SLAB

DECKING, SEE PLAN & PLAN NOTES

(E) DRIFT

STL GIRDER, SEE PLAN

S501

W8X18 LOWER BRACE,

TYP @

ALL GIRDERS

S501

S501

CJP, TYP

4" X 41

2" X CONT TOE KICKER PLATE

WELDED TO POSTS @ SIM CONDITION

SIM

AT SIM CONDITION ONLY, GUARDRAIL SECTION TO CONSIST

OF 11

2" STD PIPE FOR ALL POSTS, MID AND TOP RAILS

1' -1

1'

-1

1' -5

3' -7

2'-7"

SEE PLAN

40° MIN

STL INFILL BEAM, SEE PLAN

TOG

SEE PLAN

TOB

SEE PLAN

4"

TO DECK PLATE

SEE PLAN

10'-3 7 16", VIF PRIOR TO FABRICATION

T2 S601

WEB STIFFENERS

S501

0' 5'1'SCALE: 3 8"=1'-0"

FRAMING ELEVATION2

S401

A B C D E

(E) SHOTCRETE, VIF PROFILE

PRIOR TO FABRICATION

DECKING, SEE PLAN & PLAN NOTES

(E) DRIFT

STL INFILL BEAM, SEE PLAN, TYP

S501

S501

S501

S501

40° MIN

TOG

SEE PLAN

TOB

SEE PLAN

STL GIRDER, SEE PLAN

3' -7

1' -5

1'

-1

1' -1

2'-7"

SEE PLAN

10'-3 7 16", VIF PRIOR TO FABRICATION

WEB STIFFENERS

S501

W8X18 LOWER BRACE,

TYP @

ALL GIRDERS

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

OF

A

B

C

2 3 4

1 2 3 4

F0321.26001

DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S401

FRAMING ELEVATIONS

05 07

BRACE MITERED AT ENDS W/ 12" CAP

PLATES EA FACE,

SECTION A-A

8" X 12" X 3 4" SEAT PLATE

(3) 3 4" STL GUSSET PLATES

1" Ø ALL THREAD ROD W/ 12" MIN

EMBED INTO ROCK W/ HILTI HIT-HY

200 V3 EPOXY OR APPROVED EQUAL

(E) SHOTCRETE

(E) DRIFT

16" X 16" X 1" THICK

STL WALL PLATE W/ 1"

NON-SHRINK GROUT

CL

1/4

1/4 1/4

3 SIDES

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL1

S501

1/4 ALL PARTS TO WALL PL

MITERED BRACE W/ 12" CAP PLATES

4" THICK STL GUSSET PL

4" THICK STL SEAT PLATE

PJP, TYP GUSSET TO PL1/4

12" MIN

1'-4" TYP

2" TYP

" T

YP

4"

3"

8"

STL GIRDER, SEE PLAN

SHEAR TAB CONNECTION, SEE

SHEAR TAB CONNECTION SCHEDULE

16" X 16" X 11

2" THICK STL

WALL PLATE W/ 1"

NON-SHRINK GROUT

DECKING, SEE PLAN & PLAN NOTES

(E) SHOTCRETE

(E) DRIFT

(E) CONCRETE SLAB

(E) CONCRETE BRIDGE

ABUTMENT

STL INFILL BEAM, SEE PLAN, TYP

FLOOR FASTENERS @ 8" OC, SEE

DECKING & RAILING PLAN

1" Ø ALL THREAD ROD W/ 13" EMBED

INTO FDN WALL W/ HILTI HIT-HY 200

V3 EPOXY OR APPROVED EQUAL

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL2

S501

TOB

SEE PLAN

TOG

SEE PLAN

TO DECK PLATE

SEE PLAN

(4) 3 4" Ø THRU BOLTS, TYP

2"

A

1'-01 2"6"

21 2"

STL GIRDER, SEE PLAN

SHEAR TAB CONNECTION, SEE

SHEAR TAB CONNECTION SCHEDULE

16" X 16" X 11

2" THICK STL WALL

PLATE W/ 1" NON-SHRINK GROUT

DECKING, SEE PLAN &

PLAN NOTES

STL INFILL BEAM, SEE PLAN, TYP

FLOOR FASTENERS @ 8" OC,

SEE DECKING & RAILING PLAN

1" Ø ALL THREAD ROD W/ 12" EMBED

INTO ROCK W/ HILTI HIT-HY 200 V3

EPOXY OR APPROVED EQUAL

(E) SHOTCRETE

(E) DRIFT

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL3

S501

PLATE EDGE SUPPORT BEAM, SEE

PLAN, C6X13 W/ (1) 3 4" DIA THRU BOLT

TO BM FLANGE @ SIM

TOB

SEE PLAN

TOG

SEE PLAN

TO DECK PLATE

SEE PLAN

A

1'-01 2"6"

CL

DECKING, SEE PLAN & PLAN NOTES

STL INFILL BEAM, SEE PLAN

FLOOR FASTENERS @ 8" OC, SEE

DECKING & RAILING PLAN

MAINTAIN 18" GAP @ SHEET BOUNDARIES

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL4

S501

@ ALL GUARDRAIL POSTS,

PROVIDE 516" Ø THRU HOLE FOR

4" Ø DOUBLE WIRE SAFETY PIN

POST BASE, SEE TYP POST BASE DTL

RAILING @ SIM CONDITION, SEE PLAN

& FRAMING ELEVATION

1/4 TYP

STL GIRDER, SEE PLAN

TOG

SEE PLAN

TOB

SEE PLAN

2"

31 2"

GRID

(4) 3 4" DIA THRU BOLTS

BRACE MITERED AT ENDS W/ 12" CAP

PLATES EA FACE, SEE DETAILS

DECKING, SEE PLAN & PLAN NOTES

STL INFILL BEAM, SEE PLAN

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL5

S501

FLOOR FASTENERS @ 8" OC, SEE

DECKING & RAILING PLAN

STL GIRDER, SEE PLAN

TOG

SEE PLAN

TOB

SEE PLAN

8" X FULL HEIGHT X FULL

WIDTH WEB STIFFENERS EA

SIDE OF WEB

CL

NOTE:

RAILING AT SIM

CONDITION NOT SHOWN

FOR CLARITY

TO DECK PLATE

SEE PLAN

GRID

2" 2"

16" 53

8"

8" 16"0" 32"SCALE: 3 4"=1'-0"

FRAMING DETAIL6

S501

4" X 41

2" X CONT TOE KICKER PLATE

TYP1/4

1/4DECKING, SEE PLAN & PLAN NOTES

INFILL BEAM, SEE PLAN

GIRDER, SEE PLAN

FLOOR FASTENERS @ 8" OC, SEE

DECKING & RAILING PLAN

RAILING, SEE PLAN &

FRAMING ELEVATION

TOB

SEE PLAN

TOG

SEE PLAN

TO DECK PLATE

SEE PLAN

(4) 3 4" Ø THRU BOLTS

31 2"

4"

4"

GRID

VIF PRIOR TO

FABRICATION

EA END

CHANNEL1/4

1/4

INFILL BEAM, SEE PLAN

INFILL BEAM, SEE PLAN

GIRDER, SEE PLAN

16" X 16" X 11

2" THICK STL WALL

PLATE W/ 1" NON-SHRINK GROUT

1" DIA ALL THREAD ROD W/ 12" MIN

EMBED INTO ROCK W/ EPOXY

(E) SHOTCRETE

(E) DRIFT

6" 1'0' 2'SCALE: 1"=1'-0"

FRAMING DETAIL7

S501

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

OF

A

B

C

2 3 4

1 2 3 4

F0321.26001

DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S501

DETAILS

06 07

12"

2"Ø SOLID STEEL ROD

W/ TAPER @ TOP

16"Ø THRU HOLE FOR

DBL WIRE PINS

2" 4"0" 8"SCALE: 3"=1'-0"

TYPICAL POST BASE DETAILT2

S601

5" 1"

31 2"

1"

2"

W W

STL BM, SEE PLAN

1/2" 2"

1 1/2"

1 1 /4"

3"

SP

AC

IN

G

1 1 /4"

4" WIDE PL, SEE SCHEDULE

FOR THICKNESS AND LENGTH

LE

NG

TH

PE

R

SC

HE

D

FO SUPPORT

COL OR BM

4"

ELEVATION

SHEAR TAB CONNECTION SCHEDULE

BEAM

W12 & 14

ADDITIONAL REMARKS:

SHOP WELD 'W'

LENGTH

8-1/2"

3/4"Ø BOLTS

F3125 GR F1852

CONNECTION PLATE

THICKNESS

3/8" (SEE DIAGRAM)

1.

2.

PLATE LENGTH AND NUMBER OF BOLTS ARE GOVERNED BY THE SMALLER BEAM WITHIN THE CONNECTION.

PROVIDE SHORT SLOTTED HORIZONTAL HOLES IN CONNECTION PLATE WHEN CONNECTION PLATE IS ATTACHED TO A SUPPORTING COLUMN. USE STANDARD HOLES WHEN ATTACHING TO SUPPORTING BEAM.

1/4" FILLET

DECKING, SEE PLAN & PLAN NOTES

DECKING JOINT

2" 4"0" 8"SCALE: 3"=1'-0"

TYPICAL FLOOR FAST INSTALLATIONT3

S601

2 FLANGE 9

16"

16" Ø BOLT HOLE1

8" TYP

16"Ø HOLE

INFILL BEAM, SEE PLAN

TO DECK PLATE

SEE PLAN

16" COUNTERSUNK Ø

GIRDER BELOW NOT

SHOWN, SEE PLAN &

FRAMING ELEVATIONS

CL

2" 4"0" 8"SCALE: 3"=1'-0"

TYPICAL FASTENER PLAN LAYOUTT4

S601

INFILL BEAM

16"

16"

COUNTERSUNK Ø, TYP

BOLT HOLE Ø, TYP

2" 8" 8"11

2"

8", TYP

INFILL BEAM FLANGE BELOW

9 16

T

YP

DECKING EDGE

CL

PROJECT NO:

CONSULTANT

PROJECT IDEN:

ISSUE BLOCK:

MANAGEMENT:

DRAWN BY:

CHECKED BY:

SHEET TITLE:

SHEET IDENTIFICATION:

OF

A

B

C

2 3 4

1 2 3 4

F0321.26001

DDL

SJK

NO ISSUE TYPE ISSUE DATE

FERMILAB

SOUTH CAVERN

PLATFORM

(4850L)

SANFORD UNDERGROUND

RESEARCH FACILITY

LEAD, SD

100 CD's 04/30/2026

S601

STANDARD DETAILS

07 07

SCALE: NTS

SCHEDULE - SHEAR TAB CONNECTIONT1

S601