KRS Site Construction - Structural Drawings.pdf

LEVEL

SYMBOL

CAMBER

NUMBER OF STUDS

TOP ELEVATION OF STRUCTURAL ELEMENT

STEEL BEAM

STEEL JOIST

BRACE, BRACE FRAME STARTS AT THIS LEVEL

MOMENT CONNECTION

DRAG CONNECTION

BRACE, BRACE FRAME BELOW THIS LEVEL

PLATE CONNECTION

STIFFENER PLATE CONNECTION

COLUMN STARTS ON THIS LEVEL

COLUMN FINISHES BELOW THIS LEVEL

COLUMN HANGER

COLUMN POST

SLOPED COLUMN STARTS ON THIS LEVEL

SLOPED COLUMN FINISHES BELOW THIS LEVEL

SLOPED COLUMN CONTINUES THROUGH THIS LEVEL

SLAB DROP

SLAB SLOPE

CHANGE IN SLAB THICKNESS

GROUND

ONE WAY SPANNING SLAB

TWO WAY SPANNING SLAB

TOP OF SLAB ELEVATION

WELD TYPE

CONCRETE WALL (PLAN VIEW)

CONCRETE BEAM (PLAN VIEW )

SETTING OUT POINT/WORK POINT

LEVEL

DESCRIPTION

SYMBOLS

SPLICE

FFL FINISH FLOOR LEVEL

EMBEDMENTEMB

XS

XXS

EXTRA STRONG (PIPE)

DOUBLE EXTRA STRONG (PIPE)

IF INSIDE FACE

INTERIOR

JOINT

INT

JT

INSIDE DIAMETERID

INCHIN

TS STRUCTURAL STEEL TUBE

STRUCT STRUCTURAL

SSL SHORT SLOTTED (BOLT HOLE)

SOG SLAB ON GRADE

REBAR REINFORCING BAR

PARTIAL PENETRATION (WELD)PP

PERP PERPENDICULAR

OVS OVERSIZE (BOLT HOLE)

ON CENTEROC

NORMAL WEIGHTNW

NOMINALNOM

NEAR FACENF

MOMENT FORCEM

LW LIGHT WEIGHT

LIGHTLT

LONG SLOTTED (BOLT HOLE)LSL

POUNDLB

L LENGTH

HSS HOLLOW STRUCTURAL SECTION

HEIGHTHT

HEXAGON, HEXAGONALHEX

GRADEGR

YIELD STRESSFY

FAR FACEFF

EXISTINGE

DIAGONALDIAG

DEPTH, DEEP, DECKD

COMPLETE JOINT PENETRATION (WELD)CJP

CONSTRUCTIONCONST

COVERPLATE

CONTINUOUS

CPL

CONT

CONNECTION

CONCRETE

COLUMN

CONN

CONC

COL

CLEAR

CENTERLINE

CLR

CL

CTRL JT CONTROL JOINT

CHANNELC

BOTH FACESBF

STEELST

TOP & BOTTOM

VERIFY IN FIELD

WITH

TYP TYPICAL

WORK POINT

WELDED WIRE FABRICWWF

WP

WITHOUT

UNLESS OTHERWISE NOTED

VERTICAL (FORCE)

W/O

VIF

W/

UON

VERT, V

T/COL TOP OF COLUMN

TOP OF SLAB

TOP OF STEEL

TOP OF WALL

TOPPING

T/ST

T/WALL

T/SL

TOPG

THICKTHK

T&B

STIFFENER

SQUARE FOOT

SQUARE INCH

STANDARD

STAINLESS STEEL

STIFF

STD

SQ FT

SQ IN

SS

SIMILAR

SLAB

SIM

SL

REVISION

REINFORCE(ING)

POINT

RADIUS

REINF

REV

R

PT

POUNDS PER CUBIC FOOT

PLATE

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PL

PSF

PSI

PCF

OUTSIDE FACE

OPENING

DESCRIPTION

ABBREVIATIONS

ABV.

OD OUTSIDE DIAMETER

OPPOSITE HAND

OPPOSITE

OPNG

OPP

OF

OH

GAUGEGA

ALT ALTERNATE

ABV.

ABBREVIATIONS

DESCRIPTION

BM

BLDG

BET

BEAM

BUILDING

BETWEEN

BOT

BPL

B/FTG

BS

BASE PLATE

BOTTOM

BOTH SIDES

BOTTOM OF FOOTING

CANT

CJ CONSTRUCTION JOINT

CANTILEVER

DEMO DEMOLITION

DIA

DIM

DO

DL

DIAMETER

DITTO

DEAD LOAD

DIMENSION

DETAILDET

EF

EA

EL

EJ

EQ

EACH FACE

EACH

EQUAL

EXIST

EW

FT

EXT

EXP

FEET

EXTERIOR

EXPANSION

EXISTING

EACH WAY

DRAWINGDWG

ELEVATION

EXPANSION JOINT

FIN

FDN

FL FLOOR

FINISHED

FOUNDATION

FS

FTG FOOTING

FAR SIDE

GALV GALVANISED

HORIZ

HSB

HP

HIGH-STRENGTH BOLT

HIGH POINT

HORIZONTAL

KSF

K

KIPS PER SQUARE FOOT

KIP = 1000 LBS

LIN

LL

LP

LLV

LLH

LOW POINT

LONG LEG VERTICAL

LONG LEG HORIZONTAL

LIVE LOAD

LINEAR OR LINEAL

LONGLG

NIC

NO

NOT IN CONTRACT

NUMBER

NS

NTS

NEAR SIDE

NOT TO SCALE

MOMENT FRAMEMF

T/D TOP OF METAL DECK

SLABS

METAL DECKMD

AXIAL FORCE, SEE PH

SHEAR FORCEV

AXIAL FORCEP

BRACE FRAME

T/SL = X'-XX"

ISOLATION JOINTIJ

MOVEMENT JOINTMJ

DJ DOWEL JOINT

H

P

S

S

SS

B/ST BOTTOM OF STEEL

T/CONC TOP OF CONCRETE

MINIMUMMIN

MAXIMUMMAX

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

JU

N

E

, 2

:0 :1

P M

STRUCTURAL

DRAWING LIST, SYMBOLS &

ABBREVIATIONS

S-001

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

Sheet List

Sheet Number Sheet Name

S-001 STRUCTURAL DRAWING LIST, SYMBOLS & ABBREVIATIONS

S-002 STRUCTURAL GENERAL NOTES

S-100 STRUCTURAL SITE PLAN

S-200 STRUCTURAL DEMOLITION OVERALL PLAN

S-200A STRUCTURAL DEMOLITION PLAN WEST

S-200B STRUCTURAL DEMOLITION PLAN EAST

S-210 STRUCTURAL GROUND LEVEL PLAN

S-220 STRUCTURAL SUPERSTRUCTURE PLAN

S-400 STRUCTURAL ELEVATIONS

S-500 STRUCTURAL TYPICAL REINFORCEMENT DETAILS

S-501 STRUCTURAL TYPICAL CONCRETE DETAILS

S-502 STRUCTURAL TYPICAL CONCRETE DETAILS

S-510 STRUCTURAL TYPICAL STEEL DETAILS

S-550 STRUCTURAL REFERENCED SECTIONS & DETAILS

S-551 STRUCTURAL REFERENCED SECTIONS & DETAILS

1 06/19/25 90% FINAL DESIGN

http://www.arup.com

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

JU

N

E

, 2

:0 :1

P M

STRUCTURAL

GENERAL NOTES S-002

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

DESIGN BASIS

1. SUPERIMPOSED DEAD LOADS: CONTROL BUILDING GROUND LEVEL = 25 PSF

2. LIVE LOADS: CONTROL BUILDING GROUND LEVEL = 125 PSF

3. WIND LOADS:

PARAMETER VALUE

BASIC WIND SPEED, V 107 MPH

WIND IMPORTANCE FACTOR, I 1.00

WIND EXPOSURE CATEGORY C

RISK CATEGORY II

GUST FACTOR, G = 0.85 0.85

DIRECTIONALITY FACTOR, Kd = 0.85 0.85

4. SEISMIC LOADS:

PARAMETER VALUE

SEISMIC IMPORTANCE FACTOR, I 1.0

SITE CLASS D

SHORT PERIOD SITE COEFFICIENT, Fa 1 SEC PERIOD SITE COEFFICIENT, Fv SHORT PERIOD SPECTRAL RESPONSE ACCELERATION, Ss 0.136

1 SEC PERIOD SPECTRAL RESPONSE ACCELERATION, S1 0.066

Sms Sm1 Sds Sd1

RISK CATEGORY II

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE-RESISTING SYSTEM STEEL SYSTEM NOT

SPECIFICALLY DETAILED

RESPONSE MODIFICATION COEFFICIENT, R

SEISMIC RESPONSE COEFFICIENT, Cs

DESIGN BASE SHEAR, V

SYSTEM OVERSTRENGTH FACTOR, Ω0

DEFLECTION AMPLIFICATION FACTOR, Cd

ANALYSIS PROCEDURE

1. REFER TO ASCE 7-16 FIGURE 30.3-2B FOR EXTENT OF ROOF ZONES.

NOTES:

3r > 500 21.2 -41.9

3r 200 22.4 -53.4

3r 50 25.0 -80.0

3r <= 2 25.0 -80.0

3e > 500 19.8 -25.0 3e 200 21.2 -37.0 3e 50 25.0 -67.3

3e <= 2 25 -67.3

2r > 500 19.8 -25.0

2r 200 21.2 -37.0

2r 50 25.0 -67.3

2r <= 2 25.0 -67.3

2n > 500 19.8 -25.0

2n 200 21.2 -37.0

2n 50 25.0 -67.3

2n <= 2 25.0 -67.3

2e > 500 21.2 -14.4

2e 200 22.4 -28.1

2e 50 23.9 -46.2

2e <= 2 25.0 -46.2

1 > 500 21.2 -14.4

1 200 22.4 -28.1

1 50 23.9 -46.2

1 <= 2 25.0 -46.2

ZONE TRIBUTARY WIND

AREA (FT^2)

ULTIMATE WIND

PRESSURE

(PSF)

ULTIMATE WIND

SUCTION

(PSF)

GABLED ROOFS

3. THE DIMENSION 'a' IS 10 PERCENT OF THE LEAST HORIZONTAL DIMENSION, BUT NOT LESS THAN 3 FT

2. ZONE 4 IS THE PORTION OF WALL BOUNDED BY ZONES 5. REFER TO ASCE 7-16 FIGURE 28.3-1.

REFER TO ASCE 7-16 FIGURE 28.3-1.

1. ZONE 5 IS THE WALL EDGE ZONE, WHICH EXTENDS A DISTANCE 'a' FROM THE BLDG EDGE.

NOTES:

5 > 500 18.6 -20.8

5 200 20.1 -23.7

5 50 22.4 -28.2

5 <= 10 25.0 -33.5

4 > 500 18.6 -20.8

4 200 20.1 -22.2

4 50 22.4 -24.5

4 <= 10 25.0 -27.1

ZONE TRIBUTARY WIND

AREA (FT^2)

ULTIMATE WIND

PRESSURE

(PSF)

ULTIMATE WIND

SUCTION

(PSF)

WALLS

REINFORCING STEEL AND FIBERGLASS FOR CONCRETE AND MASONRY

1. REINFORCEMENT BARS SHALL BE AS FOLLOWS:

A. DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 UNO.

B. DEFORMED BARS CONFORMING TO ASTM A706 GRADE 60 FOR BARS TO BE WELDED AND WHERE NOTED ON DRAWINGS.

C. DEFORMED BARS CONFORMING TO ASTM A970 FOR HEADED BARS.

D. ASTM A185 FOR WELDED WIRE REINFORCEMENT (WELDED WIRE FABRIC). USE FLAT SHEETS ONLY.

E. FIBERGLASS BARS CONFORMING TO ASTM D7957/D7957M-17

2. MECHANICAL SPLICES SHALL BE TYPE 2 COUPLERS (UON) WITH A CURRENT ICC APPROVAL.

3. MINIMUM LAP OF WELDED WIRE REINFORCEMENT SHALL BE 6" OR ONE FULL MESH PLUS 2", WHICHEVER IS GREATER.

4. REINFORCING BARS SHALL BE LAP SPLICED PER THE LAP SPLICE LENGTH SCHEDULE. LAP SPLICES SHALL BE SECURELY TIED

AT ALL SIDE AND END LAPS.

5. REINFORCING BARS MARKED AS “CONTINUOUS” SHALL BE LAP SPLICED PER LAP SPLICE LENGTH SCHEDULE.

6. REINFORCING BAR SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. WHERE SPLICE LOCATIONS ARE NOT SHOWN ON THE DRAWINGS, THE CONTRACTOR SHALL SHOW THEIR PROPOSED SPLICE LOCATIONS ON THE SHOP

DRAWINGS.

7. ALL BARS AT NON-CONTINUOUS ENDS SHALL HAVE A STANDARD HOOK.

8. WELDING OF REINFORCING STEEL BARS SHALL BE IN ACCORDANCE WITH AWS D1.4. WELD REINFORCING BARS ONLY WHERE INDICATED ON THE DRAWINGS. TACK WELDING OR WELDING OF BARS TO PLATES, TEMPLATES, ETC. IS PROHIBITED, UNLESS

SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

9. DOWELS CONNECTING WALLS OR COLUMNS TO FOUNDATIONS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE

VERTICAL REINFORCING BARS IN THE WALLS OR COLUMNS, UNLESS NOTED OTHERWISE.

10. ALL DOWELS SHALL BE FULLY DEVELOPED IN TENSION UNLESS NOTED OTHERWISE.

11. ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AROUND ALL SLAB AND WALL OPENINGS AS SHOWN ON THE TYPICAL

DETAILS UNLESS NOTED OTHERWISE.

12. WHERE VERTICAL DOWELS FROM FOUNDATION INTERFERE WITH STEEL COLUMN BASE PLATE, THE CONTRACTOR SHALL

RELOCATE THESE DOWELS THREE (3) INCHES FROM EDGE OF BASE PLATE.

13. ALL WALLS SHALL BE INTERCONNECTED AT CORNERS AND INTERSECTIONS WITH DOWELS MATCHING HORIZONTAL

REINFORCEMENT PER TYPICAL DETAILS UNLESS NOTED OTHERWISE.

14. ALL FOUNDATION AND GRADE BEAM REINFORCEMENT SHALL BE CONTINUOUS THROUGH INTERSECTING FOUNDATIONS AND

GRADE BEAMS UNLESS NOTED OTHERWISE.

15. BARS SHALL NOT BE BENT OR TWISTED IN THE FIELD, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.

16. ALL REINFORCING BARS, INSERTS, EMBEDS ETC. SHALL BE SECURELY HELD IN PLACE TO MAINTAIN THEIR POSITIONS WHILE CONCRETE IS POURED. PROVIDE SUITABLE CHAIRS, TIES, SPACERS, ADDITIONAL BARS AND STIRRUPS AS REQUIRED.

STRUCTURAL STEEL WELDING

1. ALL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS.

2. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS.

3. WELDS SHALL BE MADE USING LOW-HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH OF 70 KSI (E70XX

ELECTRODES) UNLESS NOTED OTHERWISE.

4. WELD LENGTHS CALLED FOR ON DRAWINGS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE LENGTH OF WELD IS NOT

SHOWN IT SHALL BE THE FULL LENGTH OF JOINT.

5. WELDS THAT HAVE BEEN DEFINED ON THE DRAWINGS AS “DEMAND CRITICAL WELD” (DCW) REQUIRE HIGHER STANDARDS

FOR WELDING, TESTING AND INSPECTION PER AISC 341.

6. ALL GROOVE AND BUTT WELDS SHALL BE COMPLETE JOINT PENETRATION (CJP) WELDS UNLESS NOTED OTHERWISE.

7. ALL PARTIAL PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO THE EFFECTIVE THROAT

THICKNESS.

8. FILLET WELD SIZES SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON

PLATE THICKNESSES. THE MINIMUM FILLET WELD SIZE SHALL BE 3/16”.

9. PROJECT SPECIFIC WELDING PROCEDURE SPECIFICATION (WPS) FOR ALL SHOP AND FIELD WELDS ON THE PROJECT SHALL BE SUBMITTED FOR REVIEW AND ACCEPTANCE PRIOR TO STARTING FABRICATION OR ERECTION. THE WPS SHALL BE SUBMITTED TO OWNER’S TESTING LAB FOR REVIEW AND ACCEPTANCE PRIOR TO BEING SUBMITTED TO THE ARCHITECT.

10. THE CONTRACTOR SHALL DETERMINE THE SEQUENCE AND PROCEDURES OF WELDING TO MINIMIZE THE EFFECT WELD

SHRINKAGE, RESIDUAL STRESSES AND TO MAINTAIN ERECTION TOLERANCES.

11. ALL STEEL EXPOSED TO WEATHER SHALL HAVE ADDITIONAL SEAL WELDING TO PROTECT THE MEMBERS (PIPES, TUBES, BUILT-UPS) AND THE CONNECTIONS FROM MOISTURE INFILTRATION. THESE ADDITIONAL SEAL WELDS SHALL BE SHOWN ON

SHOP DRAWINGS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING UNLESS NOTED OTHERWISE:

SHAPE GRADE YIELD STRENGTH Fy (KSI)

WIDE FLANGE SHAPES ASTM A992 50

TEES ASTM A992 50

CHANNELS ASTM A36 36

ANGLES ASTM A36 36

PLATES ASTM A572 GRADE 50 50

BARS ASTM A500 GRADE 50 50

SQUARE & RECTANGULAR HSS ASTM A500 GRADE C 50

ROUND HSS ASTM A500 GRADE C 46

STEEL PIPE ASTM A53 GRADE B 36

2. HIGH-STRENGTH BOLTS SHALL CONFORM TO THE FOLLOWING UNLESS NOTED OTHERWISE:

BOLT TYPE REMARKS

ASTM A325 WHERE NOTED ON DRAWINGS

ASTM A490 WHERE NOTED ON DRAWINGS

ASTM A307 GRADE A MACHINE BOLTS WHERE NOTED ON DRAWINGS

3. WHERE NON-SLIP CRITICAL BOLTS ARE SPECIFIED, THEY SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION. SEE DETAILS

AND SCHEDULES FOR BOLT DIAMETERS AND SCHEDULES.

4. ALL BOLT HOLES SHALL BE STANDARD SIZE HOLES (1/16” LARGER IN DIAMETER THAN THE DIAMETER OF THE BOLT)

UNLESS NOTED OTHERWISE.

5. ALL BOLTS SPECIFIED AS SLIP CRITICAL BOLTS (A325-SC OR A490-SC) SHALL HAVE CLASS A FAYING SURFACES UNLESS

NOTED OTHERWISE.

6. AT ALL SLIP CRITICAL CONNECTIONS SLIP IS CHECKED AT THE FACTORED LOAD LEVEL UNLESS NOTED OTHERWISE.

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE FOLLOWING:

A. ALL ERECTION AIDS.

B. STEELWORK ERECTION SEQUENCE. IN DETERMINING THE ERECTION SEQUENCE THE CONTRACTOR SHALL TAKE

NECESSARY MEASURES TO MINIMIZE THE EFFECTS OF TEMPERATURE CHANGES AND DIFFERENTIAL TEMPERATURE EFFECTS (SUCH AS EXPOSURE TO STRONG SUN ON ONE SIDE OF THE BUILDING) WHILE MEETING AISC ACCEPTABLE

ERECTION TOLERANCES.

8. THE CONTRACTOR SHALL SUBMIT DETAILED, COORDINATED AND CHECKED SHOP DRAWINGS FOR ALL STRUCTURAL STEEL MEMBERS AND CONNECTIONS TO THE ARCHITECT FOR REVIEW PRIOR TO THE START OF FABRICATION AND ERECTION.

9. STRUCTURAL AND ARCHITECTURAL STEEL PERMANENTLY EXPOSED TO WEATHER SHALL BE CORROSION PROTECTED BY BEING HOT-DIPPED GALVANIZED AND/OR SUITABLY PRIMED AND PAINTED AS SHOWN ON ARCHITECTURAL DRAWINGS AND PER PROJECT SPECIFICATIONS. STEEL ELEMENTS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.

10. THE CONTRACTOR SHALL PROVIDE MINIMUM 4” CONCRETE COVER AROUND ALL STEEL MEMBERS OR COMPONENTS ADJACENT TO AND EXPOSED TO SOIL. MINIMUM REINFORCEMENT IN COVER CONCRETE SHALL BE #3 AT 12” ON CENTERS

EACH WAY.

11. ALL STEEL MEMBERS FRAMING INTO CONCRETE WALLS/COLUMNS/BEAMS SHALL BE DETAILED TO SUIT CONCRETE FIELD TOLERANCES. COORDINATE WITH CONCRETE CONTRACTOR AND/OR CONDUCT FIELD SURVEYS AS NECESSARY PRIOR TO

STEEL FABRICATION.

12. CUTTING AND DRILLING OF STRUCTURAL STEEL MEMBERS IN THE FIELD IS NOT PERMITTED.

13. NO OPENINGS AND/OR PENETRATIONS SHALL BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY SHOWN AND

DETAILED ON THE STRUCTURAL DRAWINGS.

14. ALL STEEL MEMBERS RELATED TO ELEVATORS SHALL BE COORDINATED WITH THE ELEVATOR CONTRACTOR PRIOR TO

FABRICATION.

15. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

FABRICATION, WELDING AND ERECTION OF AESS SHALL COMPLY WITH THE LATEST EDITION OF AISC CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

16. ALL EXPOSED STRUCTURAL STEEL SHALL BE HOT-DIPPED GALVANIZED UON.

METAL DECK AND GRATING

1. METAL DECK TYPES SHALL BE AS INDICATED IN THE METAL DECK SCHEDULE (SEE TYPICAL METAL DECK DETAILS) OR

EQUAL. ALL METAL DECK TYPES SHALL HAVE A CURRENT ICC CERTIFICATION.

2. MATERIALS FOR METAL DECK AND ACCESSORIES SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653-SS WITH GRADE AS INDICATED IN THE METAL DECK SCHEDULE AND ZINC COATING CONFORMING TO ASTM A653, G60 UNLESS

NOTED OTHERWISE.

3. METAL DECK ACCESSORIES SHALL BE THE SAME GAGE AS DECKING UNLESS NOTED OTHERWISE.

4. WELDING SHALL BE PER AWS D1.3 AND PERFORMED BY AWS CERTIFIED WELDERS.

5. DECK UNITS, WHETHER PARALLEL OR PERPENDICULAR TO SUPPORTS, SHALL BEAR A MINIMUM OF 2 INCHES ON

SUPPORTING MEMBERS.

6. DECK UNITS SHALL BE CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE FRAMING DOES NOT PERMIT.

7. ATTACHMENT OF DECK UNITS SHALL BE AS INDICATED IN THE TYPICAL DETAILS.

8. THE CONTRACTOR SHALL DESIGN AND PROVIDE EDGE FORMS, FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND COLUMNS AND AT ALL PERIMETER LOCATIONS REQUIRING CLOSURE FOR GRAVEL OR CONCRETE. COORDINATE ALL CLOSURES WITH ELEVATOR, STAIR AND OTHER ARCHITECTURAL DETAILS. COMPOSITE DECK INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVE CONCRETE FILL AS SHOWN ON THE DRAWINGS WITHOUT LEAKING.

1.6 2.4

0.217 0.158 0.145 0.105

0.048

10 KIPS

ELFP

TEMPORARY WORK

1. ALL TEMPORARY WORK, INCLUDING TEMPORARY WALL BRACING, SHALL BE DESIGNED, INSTALLED AND CARRIED OUT BY

THE CONTRACTOR IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT GOVERNING CODE(S).

2. THE DRAWINGS INDICATE THE COMPLETED STRUCTURE. THE CONTRACTOR IS FULLY RESPONSIBLE FOR ALL TEMPORARY

MEASURES NECESSARY FOR ERECTION.

3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE PROPER SHORING AND BRACING WHEREVER NECESSARY. ALL TEMPORARY SHORING/BRACING SHALL BE DESIGNED BY A CIVIL AND/OR STRUCTURAL ENGINEER REGISTERED IN ILLINOIS.

4. THE CONTRACTOR IS RESPONSIBLE FOR SUBMITTING THE SHORING DRAWINGS AND CALCULATIONS TO THE AUTHORITY

HAVING JURISDICTION AS REQUIRED.

5. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOADS PER SQUARE FOOT AS SHOWN ON THE DRAWINGS.

PROVIDE SHORING AND/OR BRACING WHERE THE STRUCTURE HAS NOT ATTAINED ITS DESIGN STRENGTH.

CODES AND STANDARDS

1. ALL WORK, INCLUDING THE PREFABRICATED BUILDING STRUCTURE, SHALL CONFORM TO THE REQUIREMENTS OF 2021

INTERNATIONAL BUILDING CODE (IBC) INCLUDING REFERENCE STANDARDS, ADDENDA AND APPENDICES.

2. IN ADDITION, THE FOLLOWING CODES, STANDARDS AND SPECIFICATIONS SHALL APPLY WHERE MORE STRINGENT AND AS

MODIFIED BY THE BUILDING CODE:

A. ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY.

B. AISC: STEEL CONSTRUCTION MANUAL, 15TH EDITION.

C. AISC 303-16: CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES.

D. ANSI/AISC 341-16: SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

E. ANSI/AISC 358-16 WITH ANSI/AISC 358S1-18: PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL

MOMENT FRAMES FOR SEISMIC APPLICATIONS.

F. ANSI/AISC 360-16: SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

G. AISI S100-16: NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

H. ASCE 7-16: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

I. AWS D1.1/D1.1M:2015: STRUCTURAL WELDING CODE - STEEL.

J. AWS D1.3/D1.3M:2008: STRUCTURAL WELDING CODE - SHEET STEEL.

K. AWS D1.4/D1.4M:2011: STRUCTURAL WELDING CODE - REINFORCING STEEL.

L. AWS D1.8/D1.8M:2009: STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT.

M. ACI 530-11: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

N. RCSC-2009: SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS.

O. ANSI/SDI RB-2017: STANDARD FOR STEEL ROOF DECK

3. THE ASTM STANDARDS REFERRED TO IN THE DRAWINGS AND SPECIFICATIONS AND USED IN DESIGN ARE THOSE INCLUDED AS REFERENCED STANDARDS TO THE PROJECT GOVERNING CODE(S). WHERE AN ASTM STANDARD HAS SUBSEQUENTLY BEEN REVISED, CONSTRUCTION SHALL COMPLY WITH BOTH THE LATEST EDITION OF THAT STANDARD AND THE EDITION OF THAT STANDARD REFERENCED IN DESIGN. WHERE IT IS NOT POSSIBLE TO SATISFY THE REQUIREMENTS OF BOTH EDITIONS OF THE STANDARDS DUE TO A CONFLICT BETWEEN THEM, NOTIFY THE ARCHITECT

AND ENGINEER BEFORE PROCEEDING.

NOTE: SEISMIC PARAMETERS MAY CHANGE BASED ON FUTURE BORINGS AND SITE CLASS DETERMINATION.

5. SNOW LOADS:

A. GROUND SNOW LOAD: Pg = 30 PSF

B. IMPORTANCE FACTOR: Is = 1.0

C. SNOW EXPOSURE FACTOR: Ce = 1.0

D. THERMAL FACTOR: Ct = 1.0

COMPONENTS AND CLADDING WIND LOADS:

SHEAR STUDS AND DEFORMED BAR ANCHORS

1. SHEAR STUDS SHALL BE AWS D1.1 "TYPE B" HEADED STUDS CONFORMING TO ASTM A108 WITH MINIMUM YIELD STRENGTH OF 51

KSI AND TENSIL STRENGTH OF 65 KSI

2. WELDED DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON D2L OR EQUAL CONFORMING TO ASTM A496 WITH A MINIMUM TIELD

STRENGTH OF 70 KSI.

3. STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END WELDED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS IN SUCH A MANNER AS TO PROVIDE COMPLETE FUSION BETWEEN THE END OF THE STUD AND THE STRUCTURAL MEMBER. THERE SHOULD BE NO POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE WELDED END OF THE STUD OR DBA AND THESTRUCTURAL MEMEBR. WELDING SHALL BE DONE ONLY BY QUALIFIED WELDERS APPROVED BY THE

WELDING INSPECTOR.

4. STUD AND DBA LENGTHS INDICATED ON THE DRAWINGS ARE LENGTHS AFTER WELDING

5. THE TYPE AND CAPACITY OF THE WELDING EQUIPMENT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS AND SHALL BE CHECKED BY THE INDEPENDENT TESTING AGENCY

STRUCTURAL MOVEMENTS

1. THE BUILDINGS ARE DESIGNED FOR THE SERVICEABILITY LIMITS INDICATED IN THE

TABLE BELOW:

STRUCTURAL DEFLECTION LIMITS

GRAVITY LOADS

FLOOR BEAMS TOTAL LOAD

LIVE LOAD

SPAN / 240

SPAN / 360

LATERAL LOADS

WIND GIRTS COMPONENTS AND CLADDING WIND LOAD SPAN / 400

STORY DRIFT

MWFRS WIND LOAD

SEISMIC LOAD

H / 400 H / 500

*WHERE H IS STORY HEIGHT

POST-INSTALLED ANCHORS

PA-1. POST-INSTALLED ANCHORS SHALL BE AS FOLLOWS OR APPROVED EQUAL, UNLESS OTHERWISE NOTED:

TYPE MANUFACTURER -

PRODUCT APPROVALS ACCEPTABLE ALTERNATIVE

PRODUCT

EXPANSION ANCHOR

IN CONCRETE

HILTI KWIK BOLT TZ2 ICC ESR-4266 DEWALT POWER-STUD+SD1

(ICC ESR-2818)

EXPANSION ANCHOR

IN MASONRY

HILTI KWIK BOLT TZ2

MASONRY ANCHOR ICC ESR-4561 DEWALT POWER-STUD+SD1

(ICC ESR-2966)

ADHESIVE ANCHOR HILTI HIT-RE 500 V3 ICC ESR-3814 DEWALT PURE110+

(ICC ESR-3298)

PA-2. IN CASE THE SPECIFIED ANCHOR IS NOT AVAILABLE, PROVIDE ANCHOR (WITH CURRENT ICC-ESR

REPORT) WITH THE SAME DIAMETER AND EQUAL OR GREATER TENSION AND SHEAR STRENGTH.

EMBEDMENT SHALL BE EQUAL OR GREATER THAN SPECIFIED.

PA-3. ALL ANCHORS SHALL MEET THE MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE AND SLAB

THICKNESS CRITERIA ESTABLISHED BY THEIR ICC REPORT.

PA-4. CONCRETE SHALL ATTAIN THE MINIMUM DESIGN STRENGTH PRIOR TO INSTALLATION OF THE

ANCHORS.

PA-5. INSTALL ANCHORS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND

INSTRUCTIONS AND THE ICC REPORT.

PA-6. PRIOR TO DRILLING FOR POST-INSTALLED ANCHORS IN CONCRETE OR MASONRY, THE CONTRACTOR

SHALL LOCATE EXISTING REINFORCEMENT BY NON-DESTRUCTIVE METHODS. NO REINFORCEMENT

SHALL BE DAMAGED AND/OR CUT BY DRILLING OPERATIONS. MAINTAIN A MINIMUM CLEARANCE OF 1"

BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHORS.

PA-7. UNLESS NOTED OTHERWISE, ALL EXPANSION ANCHORS SHALL BE:

A. CARBON STEEL FOR INTERIOR CONDITIONS

B. STAINLESS STEEL FOR EXTERIOR CONDITIONS

PA-8. TESTING OF ANCHORS SHALL BE PER THE PROJECT CODE REQUIREMENTS.

HOISTRAILS

1. HOIST RAILS ARE DELEGATED DESIGN BY OTHERS.

2. HOIST RAILS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ASME B30-11-2017 AS HUNG CRANE MONORAILS.

3. HOIST RAILS SHALL BE INSTALLED LEVEL TO WITHIN A TOLERANCE OF +/- 1/8".

4. HOIST RAILS FITTED WITH TROLLEY TO HAVE END STOPS FITTED TO BEAM ENDS.

5. HOIST RAILS SHALL BE FINISHED PAINTED A GOLDEN YELLOW IN ADDITION TO THE COATING SPECIFICATION.

6. PAINT SIGN ON BOTH SIDES OF EACH HOIST RAILS WEB INDICATING RATED CAPACITY - (EG 1/4 TON WORKING LOAD LIMIT) IN BLACK LETTERS 4" MINIMUM HIGH, IN A POSITION LEGIBLE FROM THE CONTROL BUILDING FLOOR.

7. HOIST RAILS SHALL BE DESIGNED FOR 100% WORKING LOAD LIMIT VERTICALLY, 20% LATERAL, AND 10% LONGITUDINAL LOADS

APPLIED AT BOTTOM FLANGE OF HOIST RAIL.

GENERAL NOTES

1. WHERE DRAWINGS, DIVISION 1 SPECIFICATIONS, AND TECHNICAL SPECIFICATIONS REFER TO “CONTRACTOR” OR “GENERAL

CONTRACTOR”, THESE ARE USED INTERCHANGEABLY AMD ARE BOTH DEEMED TO MEAN THE COMPANY SUBCONTRACTED BY FERMIFORWARD TO CONSTRUCT AND MANAGE CONSTRUCTION. FERMILAB RESPONSIBILITIES ARE DESCRIBED AS

“FERMILAB”, “FERMIFORWARD”, AND/OR “THE OWNER”.

2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. PROJECT GOVERNING CODE(S) AND STANDARDS.

B. DRAWINGS.

C. SPECIFICATIONS.

3. THE STRUCTURAL DRAWINGS ARE INTENDED TO WORK WITH AND BE COMPLEMENTARY TO THE PROJECT SPECIFICATIONS.

REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

4. IN THE EVENT THAT CERTAIN DETAILS OF THE CONSTRUCTION ARE NOT FULLY SHOWN OR NOTED ON DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME TYPE AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR NOTED, SUBJECT TO THE

STRUCTURAL ENGINEER’S APPROVAL.

5. ALL ELEVATIONS ARE RELATIVE TO REFERENCE DATUM OF 745’-0” UNLESS NOTED OTHERWISE.

6. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS BEFORE COMMENCING WITH THE WORK AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES WITH THE INFORMATION SHOWN ON THE DRAWINGS.

7. THE CONTRACTOR SHALL USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND ALL OTHER RELEVANT CONSULTANT DRAWINGS.

8. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

A. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED.

B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS, FAÇADE, LOUVERS ETC., EXCEPT AS

NOTED.

C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC., EXCEPT AS SHOWN.

D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN.

E. FLOOR AND ROOF FINISHES.

F. EDGE OF SLAB LOCATIONS AROUND THE PERIMETER AND AT INTERIOR OPENINGS, EXCEPT AS SHOWN.

G. DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

H. STAIRS EXCEPT AS SHOWN.

I. FIREPROOFING.

J. WATERPROOFING.

K. MISCELLANEOUS STEEL REQUIRED FOR SUPPORT OF ARCHITECTURAL ELEMENTS.

9. SEE MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR THE FOLLOWING:

A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES EXCEPT AS SHOWN OR NOTED.

B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS. CONDUITS SHALL NOT BE CAST IN CONCRETE

MEMBERS UNLESS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.

C. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR PLUMBING FIXTURES.

D. SIZE AND LOCATION OF EQUIPMENT PADS AND EQUIPMENT ANCHORAGE EXCEPT AS SHOWN OR NOTED.

E. ALL LIGHTNING PROTECTION AND/OR GROUND/EARTHING REQUIREMENTS INCLUDING ANY ASSOCIATED ITEMS

EMBEDDED IN OR ATTACHED TO STRUCTURE.

F. VERIFY AND COORDINATE ALL OPENINGS, EQUIPMENT PADS, SLEEVES AND INSERTS WITH REVIEWED SUBMITTALS, AND

NOTIFY THE STRUCTURAL ENGINEER USING HIGHLIGHTED DRAWINGS PRODUCED TO SCALE WHERE THESE DEVIATE IN

SIZE OR LOCATION FROM THE STRUCTURAL DRAWINGS.

10. OPENINGS, POCKETS, ETC., LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE SLABS, DECKS, WALLS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC. LARGER THAN 6" WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS BUT

WHICH ARE LOCATED IN STRUCTURAL MEMBERS.

11. DEPRESSIONS IN SLABS SHALL NOT BE PLACED UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW DEPRESSIONS WHICH ARE NOT SHOWN ON THE STRUCTURAL

DRAWINGS BUT WHICH ARE LOCATED IN STRUCTURAL SLABS.

12. ALL SUSPENDED LOADS (MEP SYSTEMS, ETC.) EXCEEDING 200 POUNDS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO INSTALLATION UNLESS SPECIFICALLY DETAILED ON THE DRAWINGS. THE CONTRACTOR SHALL SUBMIT ONE COMPOSITE PLAN PER FLOOR LEVEL WHICH INCLUDES ALL POINT LOADS OF ALL TRADES. ALL LOADS EXCEEDING 200

POUNDS SHALL BE INCLUDED IN THOSE PLANS.

13. THE INFORMATION SHOWN FOR NON-STRUCTURAL ELEMENTS/FINISHES IS GIVEN FOR REFERENCE ONLY, THE CONTRACTOR

SHALL REFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION.

14. SCALES NOTED ON STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED BY SCALING FROM THE DRAWINGS. THE CONTRACTOR SHALL VERIFY DIMENSIONS NOT NOTED WITH THE

ARCHITECT PRIOR TO PROCEEDING WITH WORK.

15. CLADDING/FAÇADE/STAIR CONNECTIONS TO THE STRUCTURE SHALL NOT INTRODUCE TORSION AND UNACCEPTABLE LOAD ECCENTRICITIES TO STRUCTURAL MEMBERS. SUCH CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER WHO MAY REQUIRE ADDITIONAL BRACING TO BE PROVIDED BY THE CLADDING/FAÇADE

CONTRACTOR AT NO ADDITIONAL COST TO THE CONTRACT.

16. THE STYROFOAM INDICATED ON DRAWINGS (FOR INSTANCE UNDER EQUIPMENT PADS) SHALL CONFORM TO ASTM C578, TYPE

VII, UNLESS NOTED OTHERWISE.

EXISTING STRUCTURAL SYSTEM

1. THE BASE BUILDING STRUCTURE HAS BEEN DESIGNED BY DANIEL URBAHN SEELY & FULLER - ARCHITECTURE, ENGINEERING

AND CONSULTING MANAGEMENT. THE DRAWINGS ARE DATED 02/01/1974. ADDITIONAL INFORMATION AND SUBSEQUENT

ADDITIONS WERE RECEIVED FROM FERMILAB ON AN AS-BUILT STRUCTURAL DRAWINGS SET.

2. TYPICAL STEEL AND CONCRETE PROPERTIES FOR EXISTING STRUCTURE ARE AS FOLLOWS:

- STRUCTURAL STEEL W SHAPES: ASTM A36, FY=36KSI

- CONCRETE: F’C = 3,000 PSI (NORMAL WEIGHT CONCRETE AND LIGHTWEIGHT CONCRETE)

3. THE CONTRACTOR IS TO INSPECT THE AS-BUILT EXISTING DRAWINGS ALONG THE CURRENT DRAWINGS SET AS NEEDED TO

COMPLETE THE WORKS.

4. CONTRACTOR SHALL FIELD VERIFY THE SIZE, LOCATION AND DIMENSIONAL CONTROL OF ALL EXISTING STRUCTURAL

ELEMENTS THAT ARE ADJACENT TO THE NEW STRUCTURE.

5. CONTRACTOR SHALL NOT DAMAGE EXISTING BELOW-GRADE CONDUITS, OR UTILITIES DURING NEW FOUNDATION

CONSTRUCTION, UNLESS EXPLICITLY NOTED ON THE ELECTRICAL OR CIVIL DRAWINGS.

FOUNDATIONS

1. FOUNDATION DESIGN SHOWN FOR REFERENCE ONLY. NO SITE-SPECIFIC GEOTECHNICAL INVESTIGATIONS (GI) HAVE

BEEN UNDERTAKEN TO DATE. FINAL FOUNDATION DESIGN IS PENDING FINAL GEOTECHNICAL REPORT INFORMATION AND

RECOMMENDATIONS. CURRENT INFORMATION SHOWN IS SUBJECT TO CHANGE.

2. THE FOLLOWING PARAMETERS WERE USED IN THE DESIGN OF FOUNDATIONS:

PARAMETER VALUE

ALLOWABLE BEARING PRESSURE FOR SPREAD FOOTINGS 3500 PSF

SUBGRADE MODULUS FOR SPREAD FOOTINGS 60 KIPS/FT3

3. THE FOLLOWING PARAMETERS WERE USED IN THE DESIGN OF WALLS RETAINING EARTH:

A. WALLS RESTRAINED AT THE TOP:

PARAMETER VALUE

HORIZONTAL EARTH PRESSURE COEFFICIENT 0.50

SOIL DENSITY 130 PCF

B. CANTILEVER RETAINING WALLS:

PARAMETER VALUE

HORIZONTAL EARTH PRESSURE COEFFICIENT 0.33

SOIL DENSITY 130PCF

4. REFER TO THE GEOTECHNICAL REPORT FOR INFORMATION ON GENERAL SUBSURFACE PROFILES, SOIL PROPERTIES, EXISTING SITE FEATURES AND ALL OTHER CONDITIONS AFFECTING FOUNDATION INSTALLATION.

5. REFER TO THE GEOTECHNICAL REPORT FOR REQUIREMENTS FOR EXCAVATIONS, GRADING, COMPACTION AND

BACKFILLING BEHIND WALLS RETAINING EARTH.

6. BACKFILLING AGAINST RETAINING/BASEMENT WALLS WHERE THERE IS GRADE ON BOTH SIDES OF THE WALL SHALL BE CARRIED OUT IN SUCH A MANNER THAT THE DIFFERENCE IN SOIL LEVEL IS NEVER MORE THAN 3.0 FEET. DO NOT PLACE BACKFILL BEHIND WALLS RETAINING EARTH BEFORE CONCRETE HAS ATTAINED FULL DESIGN STRENGTH UNLESS

TEMPORARY BRACING IS PROVIDED.

7. BACKFILL SHALL NOT BE PLACED AGAINST WALLS RETAINING EARTH (OTHER THAN CANTILEVER WALLS) UNTIL THE ATTACHING FLOORS/SLABS (AT TOP AND BOTTOM OF THE WALL) ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL

DESIGN STRENGTH.

8. NEW FOOTINGS WHICH ARE LOCATED IMMEDIATELY ADJACENT TO EXISTING FOOTINGS SHALL BE FOUNDED AT THE SAME ELEVATION AS THE EXISTING FOOTINGS UNLESS NOTED OTHERWISE. EXISTING ADJACENT FOOTINGS SHALL NOT BE

UNDERMINED BY EXCAVATION OR NEW CONSTRUCTION.

9. WATER SHALL NOT BE ALLOWED TO STAND IN TRENCHES BEFORE OR AFTER CONCRETE IS PLACED. IF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER BEFORE THE FOOTINGS ARE CAST, THE GEOTECHNICAL ENGINEER SHALL REVIEW THE CONDITIONS AND PROVIDE THE NECESSARY MITIGATION REQUIREMENTS TO THE CONTRACTOR.

10. ALL EXCAVATIONS, COMPACTIONS AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL

ENGINEER BEFORE PLACEMENT OF CONCRETE.

11. REFER TO PLUMBING AND/OR CIVIL DRAWINGS FOR UNDER-FLOOR AND PERIMETER WALL DRAINAGE SYSTEMS AND

SPECIAL GRANULAR FILL MATERIALS FOR SUCH DRAINAGE.

SUBMITTALS

1. PREFABRICATED BUILDING IS A DELEGATED DESIGN ITEM BY OTHERS. FINAL DESIGN OF STRUCTURAL MEMBERS

SUPPORTING THE PREFABRICATED BUILDING IS PENDING THE REACTIONS PROVIDED BY THE PREFABRICATED BUILDING

MANUFACTURER.

2. FOR DELEGATED DESIGN ITEMS THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS WITH BOTH SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER AS REQUIRED BY THE SPECIFICATIONS AND PLAN CHECK AUTHORITY.

3. ONLY SHOP DRAWINGS MARKED "NO EXCEPTIONS TAKEN", AND "MAKE CORRECTIONS NOTED, RESUBMITTAL NOT REQUIRED" MAY BE USED BY CONTRACTOR IN THE WORK. SHOP DRAWINGS MARKED "REJECTED" OR "REVISE AND RESUBMIT" SHALL BE CORRECTED AND COMPLETED AS REQUIRED AND RESUBMITTED TO THE ARCHITECT BEFORE THEY ARE USED IN THE WORK.

4. CONTRACTOR SHALL PREPARE AND MAINTAIN A SCHEDULE OF ALL SUBMITTALS INCLUDING INTENDED DATES OF

SUBMISSION AND NUMBER OF DRAWINGS TO BE SUBMITTED EACH WEEK.

5. THE CONTRACTOR SHALL BE AWARE THAT SUBMITTALS WILL BE REVIEWED IN THE ORDER IN WHICH THEY ARE RECEIVED.

THE CONTRACTOR SHALL PLAN ACCORDINGLY.

6. SUBMIT ALL ITEMS IN ACCORDANCE WITH THE SPECIFICATIONS. THE ENGINEER RESERVES THE RIGHT TO NOT REVIEW ANY

OTHER ITEMS.

7. CONTRACTOR SHALL DEVELOP AND SUBMIT AN INSTRUMENTATION AND MONITORING PLAN PER THE PROJECT

SPECIFICATIONS.

CONCRETE

1. STRUCTURAL CONCRETE STRENGTHS AND TYPES USED IN THIS PROJECT SHALL BE AS FOLLOWS:

LOCATION IN STRUCTURE f'c DENSITY EXPOSURE

CLASS

SHRINKAGE

LIMIT

FOUNDATIONS INCLUDING BUT NOT LIMITED TO

FOOTINGS, FOUNDATION PILASTERS, AND PILES 5000 PSI 150 PCF F2, S0, W1, C1 0.045

WALLS 5000 PSI 150 PCF F2, S0, W1, C1 0.045

EQUIPMENT PADS, CURBS, ETC. 5000 PSI 150 PCF F2, S0, W1, C1 0.045

ALL OTHER CONCRETE 5000 PSI 150 PCF F2, S0, W1, C1 0.045

f'c IS THE 28-DAY COMPRESSIVE STRENGTH AS DEFINED IN ACI 318.

2. ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE TYPICAL CONSTRUCTION JOINT DETAILS

SHOWN ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS.

3. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE CONSTRUCTION JOINT SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED. ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER SHALL BE REMOVED IMMEDIATELY BEFORE NEW CONCRETE IS PLACED. PROVIDE CLASS "B" SPLICE AT ALL REINFORCEMENT CROSSING CONSTRUCTION

JOINTS, TYPICAL UNLESS NOTED OTHERWISE.

4. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE WALLS/SLABS BEFORE PLACING CONCRETE.

DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. PIPES AND/OR CONDUITS SHALL NOT PASS-THROUGH COLUMNS AND

BEAMS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.

5. CORING OF CONCRETE AFTER PLACEMENT IS NOT PERMITTED.

6. CLEAR COVER OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS. ALL REINFORCEMENT INCLUDING

WWF SHALL BE CHAIRED UP.

LOCATION IN STRUCTURE FACES CLEAR COVER

WALLS (NOT CAST AGAINST EARTH) INTERIOR FACES

EXPOSED TO EARTH OR WEATHER

3/4”

1 1/2” (#5 OR SMALLER)

2” (#6 OR LARGER)

BEAMS, COLUMNS, PILASTERS (PRIMARY

REINF., TIES, OR STIRRUPS)

INTERIOR FACES

EXPOSED TO EARTH OR WEATHER

1 1/2”

1 1/2” (#5 OR SMALLER)

2” (#6 OR LARGER)

FOOTINGS, PILE CAPS, GRADE BEAMS TOP BARS

BOTTOM BARS & SIDE BARS

2" 3"

SLAB ON GRADE INTERIOR FACES

EXPOSED TO EARTH OR WEATHER

1 1/2” FROM TOP (INTERIOR SLAB)

2” FROM TOP (EXTERIOR SLAB U.N.O.)

FORMED SLABS INTERIOR FACES

EXPOSED TO EARTH OR WEATHER

3/4”

1 1/2” (#5 OR SMALLER) 2” (#6 OR

LARGER)

ALL CONCRETE CAST AGAINST EARTH ALL FACES 3”

7. COORDINATE EXPOSED COLD JOINTS WITH ARCHITECTURAL DRAWINGS.

8. ALL CONCRETE MIXES SHALL COMPLY WITH THE REQUIREMENTS OF THE PROJECT GOVERNING CODE(S). PREPARE AND SUBMIT MIX DESIGNS FOR EACH TYPE AND STRENGTH. COCNRETE MIX DESIGNS SHALL BE SEALED AND SIGNED BY A CIVIL

ENGINEER REGISTERED IN ILLINOIS AND HIRED BY THE CONTRACTOR.

9. ALL TRANSIT-MIXED CONCRETE SHALL BE PROVIDED BY A CONCRETE PLANT WHICH COMPLIES FULLY WITH THE REQUIREMENTS OF PROJECT GOVERNING CODE(S) AND HAS BEEN CERTIFIED BY AN AGENCY ACCEPTABLE TO THE BUILDING

DEPARTMENT SO THAT BATCH PLANT INSPECTION MAY BE WAIVED.

10. ARCHITECTURAL TOPPING SLABS SHALL BE PLACED AFTER CONCRETE FRAMING AND/OR CONCRETE FILL ON METAL DECK

HAS REACHED THE DESIGN COMPRESSIVE STRENGTH.

11. THE PROJECTING CORNERS OF COLUMNS, BEAMS, WALLS, ETC. SHALL BE FORMED WITH 3/4” CHAMFER, UNLESS NOTED

OTHERWISE ON ARCHITECTURAL DRAWINGS.

12. ALL CONCRETE ELEMENTS SHALL BE REINFORCED SINCE NO PLAIN CONCRETE IS PERMITTED. ALL CONCRETE ELEMENTS SHALL BE REINFORCED WITH A MINIMUM STEEL AREA OF 0.0018 TIMES THE CROSS-SECTIONAL AREA OF CONCRETE

ELEMENT CONTINUOUS IN EACH DIRECTION, TYPICAL UNLESS NOTED OTHERWISE.

13. THE CONTRACTOR SHALL NOTIFY THE TESTING AGENCY AND OWNER 48 HOURS BEFORE POURING OF CONCRETE FOR INSPECTION OF REINFORCEMENT LAYOUT. NO CONCRETE SHALL BE POURED UNLESS ALL REINFORCEMENT AND

INSTALLATIONS HAVE BEEN INSPECTED AND APPROVED BY THE TESTING AGENCEY.

14. LOCATION OF CONSTRUCTION JOINTS SHALL BE AS INDICATED ON STRUCTURAL DRAWINGS.

15. CONCRETE CAST ON SLOPED SURFACES SHALL BEGIN AT THE LOWEST ELEVATION AND CONTINUE MONOLITHICALLY

TOWARD THE HIGHER ELEVATION UNTIL THE INTENDED CAST IS COMPLETED.

16. THE DEPTH OF REVEALS IN CONCRETE WALLS SHALL NOT BE GREATER THAN 3/8”. WHERE REVEALS OCCUR IN CONCRETE

WALLS, ADD 3/8” TO THE CLEAR COVER TO REINFORCEMENT BARS SHOWN ABOVE.

17. NO ALUMINUM SHALL BE CAST IN CONCRETE.

18. REFER TO ARCHITECTURAL DRAWINGS FOR FINISHING OF ALL EXPOSED CONCRETE SURFACES.

P

OBJ

OBJ

T

PIPELINE

BRUSH BRUSH

BRUSH

BRUSH

84+00

86+00

85+00

87+00

88+00

Y:

Y:

X:102750

X:103000

X:103250

X:103500

Y: 96490.00 X:103346.52

740.25

739.50

739.50

Y=96490.00 X=103642.20

X:103843.09 Y: 96242.84

739.50

739.50

X:103175.37 Y: 96350.89

.5

SLOPE SLOPE

.5

SLOPESLOPE

X:103750

X:104000

X:103532.69 Y: 95990.55

X:103421.04 Y: 96048.64

3'-0" MANGATE

739.50

739.50

T-87 T-88 T-86

SWITCHGEAR

BUILDING

T-85

HARMONIC FILTER FND'S.

45° BEND

'R

(T

YP

BRUSH

BRUSH

BRUSH

KAUTZ

738.1

740.4

740.6

739.1

739.2

739.8

739.2

740.4

736.5 736.4

738.8

738.7

738.1

738.3

738.3

738.2

738.5

738.5

738.6

738.7

738.5

738.2

738.5

738.6

739.7

739.4

739.6

737.6

737.4

737.6

737.9

737.6

737.9

737.9

737.8

737.4

737.8 737.1

737.4 738.4

737.9

736.4

735.9

735.6

736.5

736.8

739.1

740.9738.7

739.9739.8

740.4

739.5

739.7

738.5

739.9

739.9

739.5

739.8

740.7

741.2

741.4

741.6

741.3

740.4

740.4

740.1

740.1

740.9

739.5

740.6

740.7

740.3

740.1

739.4

751.4

752.3

752.5

751.7

741.4

741.3

740.3

739.4

739.3

1.5

738.7

738.7

739.6

739.3

739.5

739.9

739.7

739.2

739.1

739.5 739.6

738.4

738.6

738.9

738.8

738.4

738.7

737.7

738.9

738.4

738.5

738.1

738.3

737.7

737.6

739.3

739.6

738.7

739.7

X

X

X

X

X

X

X

X

X X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X X

X X

X

X

X

X

X

X

X

X

X X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

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X

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X

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X X

X

X

X

X

X

X

X

X

C

X

X

X

X X

X

BOUNDARY OF STRUCTURAL SCOPE

SEE 3/S-210 FOR NEW CONCRETE PAD

FOR PERMANENT PREFABRICATED

STRUCTURE FOR FERMILAB SUPPLIED

PATCH PANEL FOR TERMINATION OF THE

FERMILAB AND CITY OF BATAVIA FIBER.

SEE 1/S-210 FOR GROUND LEVEL PLAN

AND 1/S-220 FOR SUPERSTRUCTURE PLAN

SEE 2/S-210 FOR HARMONIC FILTER PADS

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

TRUE

NORTH

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:0 :1

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STRUCTURAL

SITE PLAN S-100

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

1112 10 9 8 7 6 5 4 3 2 1

A

B

D

C

FOR CONTINUATION SEE SHEET S-200A

FOR CONTINUATION SEE SHEET S-200B

S-200A

S-200A

SHEET NOTES:

1. REFER TO SHEETS S-001 TO S-002 TO SYMBOLS, ABBREVIATIONS, AND GENERAL NOTES.

2. REFER TO SHEETS S-500 TO S502 FOR TYPICAL CONCRETE DETAILS.

3. REFER TO SHEET S-510 FOR TYPICAL STEEL DETAILS.

4. REFER TO SHEETS S-550 TO S-551 FOR REFERENCED DETAILS.

5. CONTRACTOR TO COORDINATE WITH MECHANICAL, ELECTRICAL, AND PLUMBING FOR ALL SLAB AND WALL PENETRATIONS.

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

TRUE

NORTH

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JU

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:0 :1

P M

STRUCTURAL

DEMOLITION OVERALL PLAN S-200

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

3/64" = 1'-0"

DEMOLITION OVERALL PLAN1

CONTRACTOR TO DESIGN AND PROVIDE

TEMPORARY SHORING TO RESTRAIN THE FULL

PERIMETER OF THE BASEMENT WALL BEFORE

REMOVAL OF EXISTING FLOOR. EXISTING STEEL

BASEMENT COLUMNS AND W8 SUPPORT BEAMS

TO BE EITHER REMOVED AND REPLACED OR

REUSED IF SHOWN TO HAVE ADEQUATE

CAPACITY. REPLACE WITH PREFABRICATED

BUILDING STRUCTURE BY PREFABRICATED

BUILDING MANUFACTURER.

DEMO EXISTING

CONCRETE LANDING

EXISTING MANHOLE RELOCATION

REQUIRED. REF CIVIL

1112 10 9 8 7 6 5 4 3 2 1

A

B

D

C

FOR CONTINUATION SEE SHEET S-200B

REMOVE EXISTING LIGHTING AND STATIC POLE.

REINSTALL AT LOCATION SPECIFIED ON 1/S-210

EXISTING BUS DUCT TO BE DEMOLISHED TYP.

EXISTING BUS DUCT STEEL STRUCTURE AND FOUNDATIONS TO BE REUSED IF SHOWN TO

HAVE ADEQUATE CAPACITY FOR NEW CABLE BUS PER FINAL GEOTECHNICAL REPORT, TYP.

FOR CABLE BUS ROUTING, REFER TO ELECTRICAL DRAWINGS, E-200 AND E-218. BASED ON

THE EXISTING STRUCTURAL DRAWINGS, 3-6-17 SC-2 REV 7, DATED 4/23/97, 2'-6" DIA X 12'-0" LG

PIER DESIGN CAPACITY IS 5 K HORIZ AND 60 K-FT MOMENT. THE REACTIONS SHALL BE

PROVIDED BY THE CABLE BUS MANUFACTURER FOR REVIEW PRIOR TO INSTALLATION.

THE CABLE BUS MANUFACTURER SHALL VERIFY AND VALIDATE THAT THE EXISTING SUPPORT

STRUCTURE, CONNECTIONS, AND ANCHORAGE ARE ADEQUATE FOR THE NEW CABLE BUS. IF

NECESSARY, THE MANUFACTURER SHALL DESIGN AND PROVIDE ANY UPGRADES TO THE

EXISTING SUPPORT STRUCTURE, INCLUDING FOUNDATIONS, TO SUPPORT THE NEW CABLE

BUS. THE CABLE BUS MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS SIGNED

AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF ILLINOIS. SEE

SPECIFICATION 260513.1 MEDIUM VOLTAGE CABLE BUS.

SEE NOTE ON S-210 AND S-220.

GROUND LEVEL UNDER PROPOSED NEW BUILDING.

REMOVE EXCESS SOIL FROM SITE PER CIVIL DRAWINGS

AND FINAL GEOTECHNICAL REPORT.

REMOVE AND REPLACE GRAVEL FILL IN TRANSFORMER PITS

TO ELEVATION SHOWN ON CIVIL DRAWINGS. CONTRACTOR

SHALL DESIGN AND INSTALL TEMPORARY BRACING FOR

THE CONTAINMENT PIT WALLS WHENEVER ADJACENT

BACKFILL MATERIAL IS REMOVED.

REF FOR HARMONIC FILTER

PADS PARTIAL DEMOLITION PLAN

2/S-200A

(E) SWITCH PAD TO BE DEMO

REMOVE THIS SECTION OF THE (E) OIL CONTAINMENT WALLREMOVE THIS SECTION OF (E) OIL CONTAINMENT WALL

EXISTING BUS DUCT AND STEEL STRUCTURE ASSUMED

TO BE REMOVED AND FOUNDATIONS ABANDONED IN

PLACE FOR T88 REPLACEMENT BY OTHERS.

EXISTING BUS DUCT TO BE DEMOLISHED.

STEEL STRUCTURE TO BE REMOVED.

FOUNDATIONS TO BE ABANDONED IN PLACE.

(E) GENERATOR PAD TO BE DEMO

SEE ELECTRICAL DRAWINGS FOR LOCATION

DEMO EXISTING 50'-0" x 28'-0" HARMONIC FILTER PAD CUT TOP OF CONCRETE PILE TO AT LEAST

6' - 0" BELOW GRADE. REMOVE EXISTING

LIGHTING AND STATIC POLE. REINSTALL

AT LOCATION SPECIFIED ON 1/S-210

SHEET NOTES:

1. REFER TO SHEETS S-001 TO S-002 TO SYMBOLS, ABBREVIATIONS, AND GENERAL NOTES.

2. REFER TO SHEETS S-500 TO S502 FOR TYPICAL CONCRETE DETAILS.

3. REFER TO SHEET S-510 FOR TYPICAL STEEL DETAILS.

4. REFER TO SHEETS S-550 TO S-551 FOR REFERENCED DETAILS.

5. CONTRACTOR TO COORDINATE WITH MECHANICAL, ELECTRICAL, AND PLUMBING FOR ALL SLAB AND WALL PENETRATIONS.

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

TRUE

NORTH

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JU

N

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, 2

5N

:0 :1

P M

STRUCTURAL

DEMOLITION PLAN WEST S-200A

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

3/32" = 1'-0"

DEMOLITION PLAN - WEST1

3/32" = 1'-0"2 DEMOLITION PLAN - HARMONIC FILTER PADS

FOR CONTINUATION SEE SHEET S-200A

EXISTING MOTOR OPERATED DISCONNECT

STRUCTURES TO BE REPLACED BY CONTRACTOR.

NEW MOTOR OPERATED DISCONNECT STRUCTURE

ASSUMED TO BE INSTALLED AND SUPPORTED BY THE

EXISTING FOUNDATION WITH NO CHANGE IN LOADING.

NEW MOTOR OPERATED DISCONNECT STRUCTURE

ASSUMED TO BE INSTALLED AND SUPPORTED BY THE

EXISTING FOUNDATION WITH NO CHANGE IN LOADING.

BASED ON THE EXISTING STRUCTURAL DRAWINGS,

3-6-17 SC-2 REV 7, DATED 4/23/97, 3'-0" DIA X 14'-0" LG

PIER DESIGN CAPACITY IS 5 K HORIZ AND 80 K-FT

MOMENT. EXISTING FOUNDATIONS TO BE REUSED IF

SHOWN TO HAVE ADEQUATE CAPACITY PER FINAL

GEOTECHNICAL ENGINEERING REPORT.

SHEET NOTES:

1. REFER TO SHEETS S-001 TO S-002 TO SYMBOLS, ABBREVIATIONS, AND GENERAL NOTES.

2. REFER TO SHEETS S-500 TO S502 FOR TYPICAL CONCRETE DETAILS.

3. REFER TO SHEET S-510 FOR TYPICAL STEEL DETAILS.

4. REFER TO SHEETS S-550 TO S-551 FOR REFERENCED DETAILS.

5. CONTRACTOR TO COORDINATE WITH MECHANICAL, ELECTRICAL, AND PLUMBING FOR ALL SLAB AND WALL PENETRATIONS.

35 East Wacker Drive Suite 1800 Chicago IL 60601 USA t: +1 312 849 5610 www.arup.com

REVISIONS

DESCRIPTIONSDATEREV.

PROJECT NO.

SHEET NO.

REVISION NO.

DESIGNED

DRAWN

CHECKED

APPROVED

CONCEPT

DISCIPLINE REVIEW

ENG. REVIEWED

ISD APPROVED

SUBMITTED

A/E CONSULTANT DATE FERMILAB DATE

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

Arup US, Inc.

UIP - SUBPROJECT 2

KAUTZ ROAD SUBSTATION REPLACEMENT

TRUE

NORTH

E

S

W

JU

N

E

, 2

5N

:0 :1

P M

STRUCTURAL

DEMOLITION PLAN EAST S-200B

JULIAN SAFAR

BRIAN RAINE

ARIF OZKAN

SYLVIA RICHARDSON 06/19/25

06/19/25

06/19/25

06/19/25

3-5-207

3/32" = 1'-0"

DEMOLITION PLAN - EAST1

S-400

S-400

S-400

S-400

EXISTING TRANSFORMER PAD, TYP

EXISTING OIL CONTAINMENT

WALL, TYP

WALL PENETRATIONS. REF

ELECTRICAL DRAWINGS

FOR LOCATION.

S-550

S-550

TYP

S-551

TYP

TYP WALL FOUNDATION

T.O. CONCRETE = 3'-0" MIN

BELOW ADJACENT GRADE

P1 P1

(E) BASEMENT COLUMNS AND BEAMS MAY BE UTILIZED FOR SUPPORT OF NEW

PREFAB BLDG FLOOR STUCTURE. PREFABRICATED BUILDING REACTIONS ON

COLUMNS SHALL NOT EXCEED A FACTORED COMPRESSIVE LOAD OF 28.8 KIPS.

THE PREFABRICATED BUILDING REACTIONS SHALL BE PROVIDED BY THE

PREFABRICATED BUILDING MANUFACTURER FOR REVIEW PRIOR TO INSTALLATION.

1112 10 9 8 7 6 5 4 3 2 1

A

B

D

C

S-550

ELECTRICAL DUCT BANK. REF

FOR STRUCTURAL DETAILS. REF

ELECTRICAL FOR LOCATION AND

ADD'L INFORMATION.

1/S-502

EXISTING OIL CONTAINMENT

WALL, TYP

6' - 0 5/8" 11' - 5" 11' - 5" 11' - 5" 12' - 6" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0"

P3

EL

EC

T R

EF

REF ELECT

NEW LIGHTING AND STATIC POLE FOUNDATION.

SEE . REUSE EXISTING SUPERSTRUCTURE

FROM EXISTING POLE TO THE NORTH. IF

NECESSARY, THE CONTRACTOR SHALL DESIGN

AND PROVIDE ANY UPGRADES TO THE EXISTING

LIGHTING AND STATIC POLE STRUCTURE.

LIGHTING AND STATIC POLE IS ASSUMED TO BE

INSTALLED AND SUPPORTED BY THE NEW

FOUNDATION WITH NO CHANGE IN LOADING.

REF 1/S-200A

F1

F1

PILASTER, TYP

SEE DETAIL

(E) BUS DUCT FOUNDATIONS, TYP. TO BE REUSED IF SHOWN TO HAVE

ADEQUATE CAPACITY FOR NEW CABLE BUS PER FINAL GEOTECH REPORT.

BASED ON THE EXISTING STRUCTURAL DRAWINGS, 3-6-17 SC-2 REV 7,

DATED 4/23/97, 2'-6" DIA X 12'-0" LG PIER DESIGN CAPACITY IS 5 K HORIZ AND

60 K-FT MOMENT. THE REACTIONS SHALL BE PROVIDED BY THE CABLE BUS

MANUFACTURER FOR REVIEW. SEE SPECIFICATION 260513.1 MEDIUM

VOLTAGE CABLE BUS.

SEE NOTE ON S-200A AND S-220

MOTOR OPERATED DISCONNECT

STRUCTURES BY CONTRACTOR.

BASED ON THE EXISTING STRUCTURAL

DRAWINGS, 3-6-17 SC-2 REV 7, DATED 4/23/97,

3'-0" DIA X 14'-0" LG PIER DESIGN CAPACITY IS

5 K HORIZ AND 80 K-FT MOMENT. EXISTING

FOUNDATIONS TO BE REUSED IF SHOWN TO

HAVE ADEQUATE CAPACITY PER FINAL

GEOTECHNICAL ENGINEERING REPORT.

1/S-501

W8x21 W8x21 (E) W8 (E) W8

(E) W8 (E) W8

(E) W8 (E) W8

(E) W8 (E) W8

(E) W8 (E) W8

(E) W8

(E) HSS4x4x3/16 TYP

BASEMENT ACCESS HATCH AND DETAILS BY

PREFABRICATED BUILDING MANUFACTURER. PROVIDE

HOIST BEAM ABOVE. COORDINATE WITH PREFABRICATED

BUILDING LEVEL 1 FRAMING. REF ARCH FOR LOCATION.

GROUND LEVEL PREFAB FLOOR SHALL LATERALLY SUPPORT TOP OF BASEMENT

WALL AND RESIST THE RESULTANT LOAD DUE TO SOIL PRESSURE BY THE WALL,

EQUAL TO AN FACTORED LINE LOAD AT TOP OF WALL OF 6 KIPS/FT MINIMUM.

CONCRETE LANDING

PAD, REF CIVIL

CONCRETE LANDING

PAD, REF CIVIL

CONCRETE LANDING PAD, REF CIVIL4

S-550

S-550

(E) W8

PERIMETER WALL, TYP PER

REINF CONT

THROUGH PILASTERS

4/S-501

S-501

F1

F1

S-501

TYP

12" PERIMETER WALL

DOWEL WALL AND FTG

HORIZ REBAR PER 8/S-501

7'

0"

3' - 0"

CL PIER AND COLUMN

CL

CLPIER AND COLUMN CL (E) CONCRETE WALL =

OF NEW CONCRETE WALL

STEP FOOTING

SEE NOTE 7.

STEP FOOTING

SEE NOTE 7.

NEW PERIMETER DRAIN TO CONNECT TO

EXISTING PERIMETER DRAIN REF CIVIL

P1

9'

0"

NEW OIL CONTAINMENT WALL, TYP

CL (E) CONCRETE WALL =

OF NEW CONCRETE WALL

9'

0"

NEW OIL CONTAINMENT WALL,

TYP

CL

3' - 0"

7'

0"

P1

S-501

SimSIM

S-551

S-551

S-551

SIM

S-551

S-551

SIM

S-551 3

S-551

24' - 1"

1' - 0"14' - 2"14' - 2"14' - 2"14' - 2"12' - 2"16' - 2"1' - 0" 1' - 0"15' - 3"15' - 3"15' - 0"15' - 0"12' - 3"12' - 3"1' - 0"

24' - 5"

8'

0"

8'

0"

P2 P2 P2 P2 P2

P2 P2 P2 P2 P2

P1

P2P2

FIREWALL AND FIREWALL

SUPPORT BY FIREWALL

MANUFACTURER

PIER AND COL.

FIREWALL AND FIREWALL

SUPPORT BY FIREWALL

MANUFACTURER

PIER AND COL.

P2 P2

P1

FIREWALL AND FIREWALL

SUPPORT BY FIREWALL

MANUFACTURER

(E) AUX TX PAD TO SUPPORT

NEW TRANSFORMER

(E) BUS DUCT FOUNDATIONS, TYP.

CONTRACTOR TO PROTECT BUS DUCT

FOUNDATIONS FOR INSTALLATION OF

NEW FOOTINGS. SEE NOTE 6.

BASEMENT ACCESS STAIRS BY OTHERS.

REF ARCH FOR LOCATION AND DETAILS.

BASEMENT ACCESS STAIRS BY OTHERS.

REF ARCH FOR LOCATION AND DETAILS.

FOUNDATION DESIGN SHOWN FOR REFERENCE ONLY. NO SITE

SPECIFIC GEOTECHNICAL INVESTIGATIONS (GI) HAVE BEEN

UNDERTAKEN TO DATE. FINAL FOUNDATION DESIGN IS PENDING

FINAL GEOTECHNICAL REPORT INFORMATION AND

RECOMMENDATIONS. CURRENT INFORMATION SHOWN IS

SUBJECT TO CHANGE.

TYP PILASTER FOUNDATION

T.O. CONCRETE = 1' - 0" MIN.

BELOW ADJACENT GRADE

3/S-502

NEW FIREWALL FOUNDATION, TYP.

SEE 3/S-502.

EXISTING TRANSFORMER PAD, TYP

PROVIDE NEW POST-INSTALLED ANCHORAGE FOR

NEW TRANSFORMERS PER MANUFACTURER

NEW PILE LOCATION SHALL BE COORDINATED WITH THE

EXISTING PILES AND COORDINATED WITH FINAL GEOTECHNICAL

REPORT RECOMMENDATIONS WHEN AVAILABLE.

NEW FIREWALL FOUNDATION, TYP.

SEE 3/S-502.

DOWEL WALL AND FTG

HORIZ REBAR PER 7/S-501

ASSUMED (E) BUS DUCT FOUNDATIONS

FOR T88 REPLACEMENT. CONTRACTOR

TO VIF.

(N) 12" THK MIN CONCRETE PAD, SEE 5/S-501

FOR NEW GENERATOR. SEE ELECTRICAL

DRAWINGS FOR LOCATION.

5'

5"

12' - 11"

53' - 0"

NEW 12" THK MIN HARMONIC FILTER FOUNDATION PAD W/

3/8" FIBERGLASS REINF AT 6" OC EW. REF ELECT FOR

LOCATION AND PENETRATIONS. COORDINATE ALL REQUIRED

PENETRATIONS PRIOR TO POURING CONCRETE. FINAL

DESIGN OF FOUNDATION PAD IS PENDING COORDINATION

WITH THE HARMONIC FILTER MANUFACTURER.

(E) HARMONIC FILTER FOUNDATION PADS

S-502

S-502

S-502

S-502

NEW LIGHTING AND STATIC POLE FOUNDATION. SEE

REUSE EXISTING SUPERSTRUCTURE FROM EXISTING

POLE TO THE NORTH. REF

IF NECESSARY, THE CONTRACTOR SHALL DESIGN

AND PROVIDE ANY UPGRADES TO THE EXISTING

LIGHTING AND STATIC POLE STRUCTURE. LIGHTING

AND STATIC POLE IS ASSUMED TO BE INSTALLED

AND SUPPORTED BY THE NEW FOUNDATION WITH

NO CHANGE IN LOADING.

REF ELEC

P3

1/S-200A

3/S-502

R

EF

E

LE

C

SHEET NOTES:

1. REFER TO SHEETS S-001 TO S-002 TO SYMBOLS, ABBREVIATIONS, AND GENERAL NOTES.

2. REFER TO SHEETS S-500 TO S502 FOR TYPICAL CONCRETE DETAILS.

3. REFER TO SHEET S-510 FOR TYPICAL STEEL DETAILS.

4. REFER TO SHEETS S-550 TO S-551 FOR REFERENCED DETAILS.

5. CONTRACTOR TO COORDINATE WITH MECHANICAL, ELECTRICAL, AND PLUMBING FOR ALL SLAB AND WALL PENETRATIONS.

6. DURING CONSTRUCTION OF THE NEW FOUNDATIONS, THE CONTRACTOR SHALL PROVIDE PROPER SHORING AND BRACING AS NECESSARY TO PROTECT

THE EXISTING FOUNDATIONS. THE FOLLOWING CONSTRUCTION SEQUENCING IS ASSUMED:

A. DEMOLISH EXISTING PREFABRICATED BUILDING. EXISTING BUILDING FOUNDATIONS TO REMAIN.

B. DEMOLISH EXISTING BUS DUCT. BUS DUCT FOUNDATIONS TO REMAIN.

C. EXCAVATION AND FOUNDATION WORKS FOR NEW BUILDING EXTENSION.

D. FOUNDATION WORKS FOR NEW FIREWALL STRUCTURE.

E. INSTALLATION OF NEW PREFABRICATED BUILDING AND FIREWALL.

F. INSTALLATION OF NEW CABLE BUS.

7. NEW FOUNDATION FOR EXTENDED CONTROL BUILDING IS PENDING FINAL GEOTECHNICAL REPORT RECOMMENDATIONS TO EVALUATE AND REDUCE ANY IMPACTS OF SURCHARGE LOADING ON EXISTING BASEMENT WALL. DEEP FOUNDATIONS (PILES) MAY BE AN APPROPRIATE BASELINE OPTION TO REDUCE IMPACT OF SURCHARGE LOADING ON EXISTING BASEMENT WALL PER PENDING GEOTECHNICAL REPORT RECOMMENDATIONS.

NEW 12" THK MIN CONCRETE PAD, SEE 5/S-501

FOR PERMANENT PREFABRICATED STRUCTURE.

PREFABRICATED BUILDING STRUCTURE FOR FERMILAB SUPPLIED PATCH PANEL

FOR TERMINATION OF THE FERMILAB AND CITY OF…