Attachment 3 - 556-402 SPS 100CD Drawings 29NOV22-r14JUN24 2-8.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

556-402

11/29/2022

EXPAND STERILE PROCESSING

SERVICE (SPS)

100% CONSTRUCTION

DOCUMENTS

Captain James A. Lovell Federal Healthcare Center 3001 Green Bay Road, North Chicago, IL 60064

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard St Omaha, Nebraska 68102 Phone: (402) 455-7698 incandescence life safety, inc.

3575 Ringsby Ct Unit 408, Denver, CO 80216 Phone: (720) 722-3010

IMEG Corp.

263 Shuman Blvd. Suite 550 Naperville, IL 60563 Phone: (630) 527-2320

Calibre Engineering, Inc.

9090 S Ridgeline Blvd #105, Highlands Ranch, CO 80129 Phone: (303) 730-0434

Force Protect Security Cons.

10901 Front Beach Road, Suite 1415 Panama City Beach, FL 32407

A u to d e s k D o c s /2

-2

-4

V

A E x p a n d S te ri le P ro c e s s in g S e rv ic e s

S P

S

D e s ig n /R

-2

V

A

-4

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/2

:0

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P M

GI001

COVER

MP

133CA

C A P T. J A M E S A. L O V E L L F E D E R A L H E A L T H C A R E C E N T E R

EXPAND STERILE PROCESSING SERVICE (SPS)

NORTH CHICAGO, ILLINOIS, 60064

SITE LOCATION

VA Contract Number: 36C77622C0002

VA Point of Contact:

Daniel J. Lid, D: (224) 610-3567, Contracting Officer's Representative (COR)

Mark Revisions: Date: 07/05/2023 REVISIONS

11/29/2022

REV 6/14/2024

Volume 2 of 8

ISSUED 11/29/2022

SET REV 06/14/2024

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

556-402

11/29/2022

EXPAND STERILE PROCESSING

SERVICE (SPS)

100% CONSTRUCTION

DOCUMENTS

Captain James A. Lovell Federal Healthcare Center 3001 Green Bay Road, North Chicago, IL 60064

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard St Omaha, Nebraska 68102 Phone: (402) 455-7698 incandescence life safety, inc.

3575 Ringsby Ct Unit 408, Denver, CO 80216 Phone: (720) 722-3010

IMEG Corp.

263 Shuman Blvd. Suite 550 Naperville, IL 60563 Phone: (630) 527-2320

Calibre Engineering, Inc.

9090 S Ridgeline Blvd #105, Highlands Ranch, CO 80129 Phone: (303) 730-0434

Force Protect Security Cons.

10901 Front Beach Road, Suite 1415 Panama City Beach, FL 32407

A u to d e s k D o c s /2

-2

-4

V

A E x p a n d S te ri le P ro c e s s in g S e rv ic e s

S P

S

D e s ig n /R

-2

V

A

-4

.r v t

/2

/2

:1

:3

P

M

GI002

INDEX OF DRAWINGS

MP

133CA

INDEX OF DRAWINGS

SHEET

NO. SHEET NAME

GENERAL

GI001 COVER

GI002 INDEX OF DRAWINGS

GI101 PHASING PLANS

GI102 FLOW DIAGRAMS

GI103 BID ALTERNATE 1 & 2

GI104 BID ALTERNATE 3 & 4

LIFE SAFETY

LS000 CODE COMPLIANCE SUMMARY PLAN

LS100 PIPE BASEMENT - LIFE SAFETY PLAN

LS101 BASEMENT FLOOR - LIFE SAFETY PLAN

LS102 FIRST FLOOR - LIFE SAFETY PLAN

LS103 EGRESS PHASING COMPLIANCE PLAN - BASEMENT

HAZARDOUS MATERIALS

HA101 BASEMENT FLOOR PLAN – ASBESTOS ABATEMENT

CIVIL

CD100 DEMOLITION PLAN PHASE 1

SP100 SITE PLAN PHASE 1

CS500 SITE DETAILS PHASE 1

CS501 SITE DETAILS PHASE 1

CG100 GRADING PLAN PHASE 1

CU100 OVERALL UTILITY PLAN PHASE 1

CU101 SANITARY SEWER PLAN & PROFILE PHASE 1

CU104 STORM SEWER PLAN AND PROFILE PHASE 1

CU500 STORM SEWER DETAILS PHASE 1

CU501 STORM SEWER DETAILS PHASE 1

STRUCTURAL

SG001 STRUCTURAL GENERAL NOTES

SD1PB.1 PIPE BASEMENT FLOOR - PARTIAL DEMO PLAN & ELEV - PHASE 1

SD100.1 BASEMENT FLOOR - PARTIAL DEMO PLAN & ELEVATION - PHASE 1

SD100.2 BASEMENT FLOOR - DEMO PLAN & ELEVATION - PHASE 2

SD100.3 BASEMENT FLOOR - PARTIAL DEMO PLAN & ELEV - PHASE 3

SD100.4 BASEMENT FLOOR - PARTIAL DEMO PLAN - PHASE 4

SB1PB.1 PIPE BASEMENT FLOOR - FNDN. & MUD SLAB PLAN - PHASE 1

SB1PB.2 PIPE BASEMENT FLOOR - FOUNDATION & MUD SLAB - PHASE 2

SB301 STRUCTURAL SECTIONS

SB501 FOUNDATION DETAILS & SCHEDULES

SB502 FOUNDATION DETAILS

SF100.1 BASEMENT FLOOR FRAMING PLAN - PHASE 1

SF100.2 BASEMENT FLOOR FRAMING PLAN - PHASE 2

SF100.3 BASEMENT FLOOR - FRAMING PLAN - PHASE 3

SF101.2 FIRST FLOOR - MECHANICAL PENTHOUSE FRAMING PLAN - PHASE 2

SF102.2 SECOND FLOOR - ROOF FRAMING PLAN - PHASE 2

SF401 ELEVATIONS & DETAILS

SF402 STRUCTURAL RETROFIT ELEVATIONS IN BUILDING 133-C

SF501 FRAMING DETAILS

SF502 FRAMING DETAILS

SF503 FRAMING DETAILS

SF504 FRAMING DETAILS

SF510 LIGHT GAGE FRAMING STRUCTURAL DETAILS

SF511 WALL SECTIONS -LIGHT GAGE INFORMATION

SF600 LIVE LOAD DIAGRAM - BASEMENT FLOOR

SF601 LIVE LOAD DIAGRAM - FIRST FLOOR

ARCHITECTURAL

AG001 ARCHITECTURAL ABBREVIATIONS, LEGENDS AND NOTES

AD1PB.2 PIPE BASEMENT FLOOR - DEMOLITION PLAN - PHASE 2

AD100.1 BASEMENT FLOOR - DEMOLITION PLAN - PHASE 1

AD100.2 BASEMENT FLOOR - DEMOLITION PLAN - PHASE 2

AD100.3 BASEMENT FLOOR - DEMOLITION PLAN - PHASE 3

AD100.4 BASEMENT FLOOR - DEMOLITION PLAN - PHASE 4

AD101.2 FIRST FLOOR - DEMOLITION PLAN - PHASE 2

AD102.2 SECOND FLOOR - DEMOLITION PLAN - PHASE 2

AE1PB.2 PIPE BASEMENT FLOOR - FLOOR PLAN - PHASE 2

AE100.1 BASEMENT FLOOR - FLOOR PLAN - PHASE 1

AE100.2 BASEMENT FLOOR - FLOOR PLAN - PHASE 2

AE100.3 BASEMENT FLOOR - FLOOR PLAN - PHASE 3

AE100.4 BASEMENT FLOOR - FLOOR PLAN - PHASE 4

AE101.2 FIRST FLOOR - MECHANICAL PENTHOUSE PLAN - PHASE 2

AE102.2 SECOND FLOOR - ROOF PLAN - PHASE 2

AE110.1 BASEMENT FLOOR - REFLECTED CEILING PLAN - PHASE 1

AE110.2 BASEMENT FLOOR - REFLECTED CEILING PLAN - PHASE 2

AE110.3 BASEMENT FLOOR - REFLECTED CEILING PLAN - PHASE 3

AE110.4 BASEMENT FLOOR - REFLECTED CEILING PLAN - PHASE 4

AE201 EXTERIOR ELEVATIONS

AE301 BUILDING SECTIONS

AE302 WALL SECTIONS

AE303 WALL SECTIONS

AE304 WALL SECTIONS

AE401 ENLARGED PLANS AND ELEVATIONS

AE402 ENLARGED PLANS AND ELEVATIONS

AE501 EXTERIOR DETAILS

AE502 WALL SECTIONS & DETAILS

AE503 EXPANSION JOINT DETAILS

AE504 PLAN DETAILS

AE505 PLAN DETAILS

AE531 CEILING DETAILS

AE601 ROOM PROGRAM SCHEDULE

AE602 DOOR SCHEDULES AND DETAILS

AE801 WALL TYPES

AE901 EXTERIOR RENDERINGS AND INTERIOR 3D VIEWS

AE902 BASEMENT FLOOR - FUNCTIONAL AREA PLAN

INDEX OF DRAWINGS

SHEET

NO. SHEET NAME

INTERIORS

IN100.1 BASEMENT FLOOR - INTERIORS PLAN - PHASE 1

IN100.2 BASEMENT FLOOR - INTERIORS PLAN - PHASE 2

IN100.3 BASEMENT FLOOR - INTERIORS PLAN - PHASE 3

IN100.4 BASEMENT FLOOR - INTERIORS PLAN - PHASE 4

IN100.41 BASEMENT FLOOR - INTERIORS PLAN - PHASE 4 - BID ALTERNATE 1

IN100.42 BASEMENT FLOOR - INTERIORS PLAN - PHASE 4 - BID ALTERNATE 2

IN100.43 BASEMENT FLOOR - INTERIORS PLAN - PHASE 4 - BID ALTERNATE 3

IN100.44 BASEMENT FLOOR - INTERIORS PLAN - PHASE 4 - BID ALTERNATE 4

IN101.2 FIRST FLOOR - INTERIORS PLAN - PHASE 2

IN501 INTERIORS DETAILS

IN601 ROOM FINISH SCHEDULE

IN602 ROOM FINISH SCHEDULE - BID ALTERNATES

IN603 SIGNAGE SCHEDULE

EQUIPMENT

QH100.2C BASEMENT FLOOR - EQUIPMENT PLAN - PHASE 2 AREA C

QH100.2D BASEMENT FLOOR - EQUIPMENT PLAN - PHASE 2 AREA D

QH100.4A BASEMENT FLOOR - EQUIPMENT PLAN - PHASE 4 AREA A

QH100.4B BASEMENT FLOOR - EQUIPMENT PLAN - PHASE 4 AREA B

QH101.2D FIRST FLOOR - EQUIPMENT PLAN - PHASE 2 AREA D

QH601 EQUIPMENT JSN SCHEDULES

FIRE PROTECTION

FA000 FIRE ALARM NOTES AND DETAILS

FA101 BASEMENT - FIRE ALARM PLAN

FA102 FIRST FLOOR - FIRE ALARM PLAN

FX000 FIRE SUPPRESSION NOTES AND DETAILS

FX101 BASEMENT - FIRE SUPPRESSION PLAN

FX102 FIRST FLOOR - FIRE SUPPRESSION PLAN

PLUMBING

P000 PLUMBING COVERSHEET

PD1PB.2 PIPE BASEMENT DEMOLITION - PLUMBING - PHASE 2

PD1PB.4 PIPE BASEMENT DEMOLITION - PLUMBING - PHASE 4

PD100.4 BASEMENT DEMOLITION - PLUMBING - PHASE 4

P1PB.0 PIPE BASEMENT - PLUMBING - ALL PHASES

P1PB.2 PIPE BASEMENT - PLUMBING - PHASE 2

P1PB.3 PIPE BASEMENT - PLUMBING - PHASE 3

P1PB.4 PIPE BASEMENT - PLUMBING - PHASE 4

P1PB.44 PIPE BASEMENT – PLUMBING – PHASE 4 – BID ALTERNATE 4

P100.0 BASEMENT - PLUMBING - ALL PHASES

P100.2 BASEMENT - PLUMBING - PHASE 2

P100.3 BASEMENT - PLUMBING - PHASE 3

P100.4 BASEMENT - PLUMBING - PHASE 4

P100.44 BASEMENT – PLUMBING – PHASE 4 – BID ALTERNATE 4

P101.0 FIRST FLOOR - PLUMBING - ALL PHASES

P101.2 FIRST FLOOR - PLUMBING - PHASE 2

P102.0 SECOND FLOOR - PLUMBING - ALL PHASES

P102.2 SECOND FLOOR - PLUMBING - PHASE 2

P200 PLUMBING ENLARGED PLAN

P300 D.I. WATER FLOW DIAGRAM

P301 PLUMBING SANITARY-VENT RISER DIAGRAM - PHASE 2

P302 PLUMBING DOMESTIC WATER RISER DIAGRAM - PHASE 2

P303 PLUMBING RISER DIAGRAM - PHASE 4

P304 DI WATER RISER DIAGRAM - PHASE 2

P400 PLUMBING DETAILS

P401 PLUMBING DETAILS

P500 PLUMBING SCHEDULES

MECHANICAL

M000 MECHANICAL COVERSHEET

MD2PB.2 PIPE BASEMENT DEMOLITION - PIPING - PHASE 2

MD100.1 BASEMENT DEMOLITION - VENTILATION - PHASE 1

MD100.2 BASEMENT DEMOLITION - VENTILATION - PHASE 2

MD100.3 BASEMENT DEMOLITION - VENTILATION - PHASE 3

MD100.4 BASEMENT DEMOLITION - VENTILATION - PHASE 4

MD101.2 FIRST FLOOR DEMOLITION - VENTILATION - PHASE 2

MD101.4 FIRST FLOOR DEMOLITION - VENTILATION - PHASE 4

MD102.4 SECOND FLOOR DEMOLITION – VENTILATION – PHASE 4

MD103.4 THIRD FLOOR DEMOLITION – VENTILATION – PHASE 4

MD104.4 FOURTH FLOOR DEMOLITION – VENTILATION – PHASE 4

MD200.4 BASEMENT DEMOLITION - PIPING - PHASE 4

M1PB.2 PIPE BASEMENT - VENTILATION - PHASE 2

M2PB.2 PIPE BASEMENT - PIPING - PHASE 2

M100.0 BASEMENT - VENTILATION - ALL PHASES

M100.1 BASEMENT - VENTILATION - PHASE 1

M100.2 BASEMENT - VENTILATION - PHASE 2

M100.3 BASEMENT - VENTILATION - PHASE 3

M100.4 BASEMENT - VENTILATION - PHASE 4

M100.41 BASEMENT – VENTILATION – PHASE 4 - BID ALTERNATE 1

M100.42 BASEMENT – VENTILATION – PHASE 4 - BID ALTERNATE 2

M100.43 BASEMENT – VENTILATION – PHASE 4 - BID ALTERNATE 3

M100.44 BASEMENT – VENTILATION – PHASE 4 - BID ALTERNATE 4

M101.0 FIRST FLOOR - VENTILATION - ALL PHASES

M101.2 FIRST FLOOR - VENTILATION - PHASE 2

M101.4 FIRST FLOOR - VENTILATION - PHASE 4

M102.0 SECOND FLOOR - VENTILATION - ALL PHASES

M102.2 SECOND FLOOR - VENTILATION - PHASE 2

M200.0 BASEMENT - PIPING - ALL PHASES

M200.2 BASEMENT - PIPING - PHASE 2

M200.4 BASEMENT - PIPING - PHASE 4

M200.44 BASEMENT – PIPING – PHASE 4 – BID ALTERNATE 4

M201.0 FIRST FLOOR - PIPING - ALL PHASES

M201.2 FIRST FLOOR - PIPING - PHASE 2

INDEX OF DRAWINGS

SHEET

NO. SHEET NAME

M300 MECHANICAL DETAILS

M301 MECHANICAL DETAILS

M302 MECHANICAL DETAILS

M303 MECHANICAL DETAILS

M304 AHU COMPONENT PLAN

M305 AIRFLOW MAP

M306 AIRFLOW MAP

M307 STEAM FLOW DIAGRAM

M400 MECHANICAL DIAGRAMS

M401 MECHANICAL DIAGRAMS

M402 MECHANICAL DIAGRAMS

M403 MECHANICAL DIAGRAMS

M600 MECHANICAL SCHEDULES

M601 MECHANICAL SCHEDULES

ELECTRICAL

E000 ELECTRICAL COVERSHEET

ED100.1 BASEMENT DEMOLITION - ELECTRICAL- PHASE 1

ED100.2 BASEMENT DEMOLITION - ELECTRICAL - PHASE 2

ED100.3 BASEMENT DEMOLITION - ELECTRICAL - PHASE 3

ED100.4 BASEMENT DEMOLITION - ELECTRICAL - PHASE 4

E1PB.2 SUB BASEMENT - ELECTRICAL - PHASE 2

E100.0 BASEMENT - POWER - ALL PHASES

E100.1 BASEMENT - POWER - PHASE 1

E100.2 BASEMENT - POWER - PHASE 2

E100.3 BASEMENT - POWER - PHASE 3

E100.4 BASEMENT - POWER - PHASE 4

E100.41 BASEMENT - POWER - PHASE 4 - ALTERNATE 1

E100.42 BASEMENT - POWER - PHASE 4 - ALTERNATE 2

E100.43 BASEMENT - POWER - PHASE 4 - ALTERNATE 3

E100.44 BASEMENT - POWER - PHASE 4 - ALTERNATE 4

E101.0 BASEMENT - LIGHTING - ALL PHASES

E101.1 BASEMENT - LIGHTING - PHASE 1

E101.2 BASEMENT - LIGHTING - PHASE 2

E101.3 BASEMENT - LIGHTING - PHASE 3

E101.4 BASEMENT - LIGHTING - PHASE 4

E101.41 BASEMENT - LIGHTING - PHASE 4 - ALTERNATE 1

E101.42 BASEMENT - LIGHTING - PHASE 4 - ALTERNATE 2

E101.43 BASEMENT - LIGHTING - PHASE 4 - ALTERNATE 3

E101.44 BASEMENT - LIGHTING - PHASE 4 - ALTERNATE 4

E200 FIRST FLOOR - POWER - PHASE 2

E201 FIRST FLOOR - LIGHTING - PHASE 2

E301 FIRST FLOOR OVERALL AND ENLARGED ELECTRICAL PLANS

E400 ELECTRICAL DIAGRAMS

E601 ELECTRICAL DETAILS

E602 ELECTRICAL DETAILS

E603 ELECTRICAL DETAILS

E701 ELECTRICAL PANEL SCHEDULES

TECHNOLOGY

T001 TECHNOLOGY COVERSHEET

TD100.1 BASEMENT DEMOLITION - TECHNOLOGY- PHASE 1

TD100.2 BASEMENT DEMOLITION - TECHNOLOGY- PHASE 2

TD100.3 BASEMENT DEMOLITION - TECHNOLOGY- PHASE 3

TD100.4 BASEMENT DEMOLITION - TECHNOLOGY - PHASE 4

T002 OVERALL PLANS - TECHNOLOGY

T003 OVERALL PLANS - TECHNOLOGY

T100.1 BASEMENT - TECHNOLOGY - PHASE 1

T100.2 BASEMENT - TECHNOLOGY - PHASE 2

T100.3 BASEMENT - TECHNOLOGY - PHASE 3

T100.4 BASEMENT - TECHNOLOGY - PHASE 4

T100.41 BASEMENT - TECHNOLOGY - PHASE 4 - ALTERNATE 1

T100.42 BASEMENT - TECHNOLOGY - PHASE 4 - ALTERNATE 2

T100.43 BASEMENT - TECHNOLOGY - PHASE 4 - ALTERNATE 3

T100.44 BASEMENT - TECHNOLOGY - PHASE 4 - ALTERNATE 4

T200 TECHNOLOGY ROOM ENLARGEMENTS

T300 TECHNOLOGY DETAILS

T301 TECHNOLOGY DETAILS

T600 TECHNOLOGY SCHEDULES

Mark Revisions: Date:

VOL. 1

VOL. 2

VOL. 3

VOL. 4

VOL. 4

VOL. 5

VOL. 6

VOL. 6

VOL. 7

VOL. 8

ISSUED 11/29/2022

SET REV 06/14/2024

GENERAL STRUCTURAL NOTES

DESIGN CRITERIA:

APPLICABLE BUILDING CODE: 2018 IBC (WITH VA AMENDMENTS)

SELECT REFERENCED STANDARDS:

ACI 301-16: CODE OF STANDARD PRACTICE FOR REINFORCED CONCRETE BUILDINGS

ACI 318-14: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

TMS 402-13 (FORMERLY ACI 530-13): BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES

AISC 303-16: CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS

AND BRIDGES

AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

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

STRUCTURES, INCLUDING SUPPLEMENT NO. 1 AND 2, EXCLUDING CHAPTER 14 AND

APPENDIX 11A

AWS D1.1-04: STRUCTURAL STEEL WELDING CODE – STEEL

AWS D1.3-08: STRUCTURAL STEEL WELDING CODE – SHEET STEEL

AWS D1.4-11: STRUCTURAL STEEL WELDING CODE –REINFORCING STEEL

VA PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL, 1 OCT. 2020, REV 1

MARCH 2022

VA SEISMIC DESIGN REQUIREMENTS, H-18-8, 1 NOV. 2019; REV. 1 MAY 2020

VA STRUCTURAL DESIGN MANUAL FOR HOSPITAL…PROJECTS, 1 FEB. 2014

PG 18-12: DESIGN GUIDE 285: STERILE PROCESSING SERVICES, 1 OCT. 2015

OTHER SELECT REFERENCED STANDARDS MAY BE INDICATED ELSEWHERE IN THE

CONTRACT DOCUMENTS, AS APPLICABLE.

THE PROVISIONS OF THE REFERENCED BUILDING CODE AND ALL REFERENCED

STANDARDS THEREIN SHALL APPLY TO THIS PROJECT. WHERE THERE IS A

CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE

SPECIFIC REQUIREMENT SHALL BE APPLICABLE. TYPICALLY, THE LATEST EDITION OF

CONSTRUCTION STANDARDS SHALL BE UTILIZED, AS APPROVED BY THE AUTHORITY

HAVING JURISDICTION.

STRUCTURAL SYSTEMS HAVE BEEN DESIGNED (OR SHALL BE DESIGNED FOR

DELEGATED DESIGN ITEMS) TO RESIST THE FOLLOWING DESIGN LOADS IN THEIR

FINAL, IN-PLACE CONDITION:

CONSTRUCTION LOADING IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

DEAD LOAD:

WEIGHT OF ALL MATERIALS OF FINAL BUILDING CONSTRUCTION, INCLUDING BUILT-IN

PARTITIONS AND FIXED EQUIPMENT.

FLOOR LIVE LOAD*,** (BOTH PERMANENT AND TEMPORARY):

CART HOLDING AREAS = 100 PSF

CASE CART ASSEMBLY AREAS = 100 PSF

COMMUNICATIONS CLOSETS = 80 PSF

CORRIDORS = 100 PSF

JANITOR'S CLOSETS = 100 PSF

LOCKER ROOMS = 100 PSF

MECHANICAL AND ELECTRICAL

EQUIPMENT ROOMS = 150 PSF

OFFICES (INDIVIDUAL) = 50 PSF

ADMINISTRATIVE AREAS

(OPEN OFFICES) = 80 PSF

RESTROOMS = 50 PSF

STAIRWAYS, EXIT WAYS, LOBBIES,

ASSEMBLY AREAS AND

ELEVATOR LOBBIES = 100 PSF

SPS STAFF AND CENTRAL

STORAGE (LIGHT) = 150 PSF

STERILE PROCESSING SERVICE = 60 PSF (PLUS FIXED EQUIPMENT, WHICH

IS INCLUDED AS A DEAD LOAD)

TEMP. SPACE (FUTURE USE) = 80 PSF

*IN AREAS WHERE DESIGN LOAD IS LESS THAN 100 PSF, AN ADDITIONAL LOAD OF 20

PSF WAS USED FOR PARTITIONS. IN AREAS WHERE DESIGN LIVE LOAD IS 100 PSF OR

GREATER, ONLY WEIGHT OF PARTITIONS IN AREA WAS INCLUDED IN LOADING (AS A

DEAD LOAD). FIXED WALLS (E.G., METAL STUDS) ARE CONSIDERED A DEAD LOAD.

**IN ACCORDANCE WITH SECTION 106.1 OF IBC, APPROVED DURABLE (ALLOWABLE)

LIVE LOAD POSTING SIGNS SHALL BE PROVIDED PROMINENTLY IN ALL PORTIONS OF

BUILDING WHERE LIVE LOAD ABOVE EXCEEDS 50 PSF.

LIVE LOAD REDUCTIONS HAVE BEEN MADE PER BUILDING CODE.

INTERIOR WALLS:

5 PSF LATERAL LOAD IN ABSENCE OF ANY WIND LOAD EFFECTS

SNOW LOAD:

GROUND SNOW LOAD Pg = 30 PSF FLAT ROOF SNOW LOAD* Pf = 25.2 PSF MINIMUM SNOW LOAD Pm = 24.0 PSF

SNOW EXPOSURE FACTOR Ce = 1.0 SNOW THERMAL FACTOR Ct = 1.0 SNOW IMPORTANCE FACTOR Is = 1.2

RISK CATEGORY IV

RAIN ON SNOW (ON SLOPES =<1/2:12) = 0 PSF (N/A)

*PARTIAL, UNBALANCED, AND DRIFT SNOW LOADING HAVE BEEN APPLIED IN

ACCORDANCE WITH BUILDING CODE AND ASCE 7.

SNOW LOADS ARE NOT REDUCIBLE.

WIND LOAD:

ULTIMATE WIND SPEED Vult = 119 MPH (3-SECOND GUST) ASD WIND SPEED Vasd = 89 MPH (3-SECOND GUST) DRIFT WIND SPEED (10-YEAR MRI) Vdrift = 76 MPH (3-SECOND GUST)

GUST EFFECT FACTOR G = 0.85

WIND EXPOSURE CATEGORY B

RISK CATEGORY IV

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18

FOR COMPONENTS & CLADDING ULTIMATE WIND PRESSURE FOR APPLICABLE

DELEGATED DESIGN, SEE

SEISMIC LOAD:

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 0.102 S1 = 0.057

DESIGN SPECTRAL RESPONSE COEFFICIENTS

Sds = 0.109 Sd1 = 0.091

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SEISMIC DESIGN CATEGORY C

SEISMIC SITE CLASS D

BASIC SEISMIC-FORCE-RESISTING SYSTEM: STRUCTURAL STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR R = 3.0

DESIGN BASE SHEAR V = 107 KIPS

SEISMIC RESPONSE COEFFICIENT Cs = 0.054

LONG-PERIOD TRANSITION PERIOD TL = 12 SEC

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE

ALL NON-STRUCTURAL COMPONENTS AND EQUIPMENT SHALL BE SEISMICALLY

BRACED (DELEGATED DESIGN) PER VA H-18-8, CHAPTER 13 OF ASCE 7, AND THE

PROJECT REQUIREMENTS. “SPECIAL SEISMIC CERTIFICATION” SHALL BE REQUIRED

ON ALL COMPONENTS AND EQUIPMENT PER VA H-18-8, CHAPTER 13 OF ASCE 7, AND

THE PROJECT REQUIREMENTS.

ROOF LIVE LOAD:

20 PSF TYPICAL

ROOF LIVE LOAD REDUCTIONS HAVE BEEN MADE PER BUILDING CODE.

PHYSICAL SECURITY: MISSION CRITICAL FACILITIES

DELEGATED DESIGN ITEMS

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS

(PERFORMED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF

ILLINOIS):

- COLD-FORMED STEEL FRAMING - SEE SPECIFICATION SECTION 05 40 00

- METAL STAIRS - SEE SPECIFICATION SECTION 05 51 00

- HANDRAILS AND GUARDRAILS - SEE SPECIFICATION SECTION 05 51 00

- NON-STRUCTURAL AT/FP RESTRAINTS - SEE SPECIFICATIONS

- GRATING - SEE SPECIFICATION 05 50 13

- ALL SHORING, UNDERPINNING, PERMANENT AND TEMPORARY SHEET PILING, ETC.

- STEAM PIPING STRUCTURAL SUPPORTS (E.G., ANCHORS, ROLLERS, ETC.)

- MISCELLANEOUS EQUIPMENT SUPPORTS (E.G., FOR HANGING EQUIPMENT)

- COMPONENTS AND CLADDING AND EQUIPMENT (INCLUDING

CONNECTIONS/ATTACHMENTS) TO RESIST WIND AND SEISMIC EFFECTS

- POST-TENSIONED TIE-BACKS

- TEMPORARY RAMP NORTH OF EXISTING BUILDING 133-C (PHASE 1)

-LOUVERS (INCLUDING FRAMES AND CONNECTIONS TO SUPPORTING STRUCTURE)

MEETING BLAST-RESISTANCE PER VA-PSRDM AND SPEC.

2. FOR ALL ITEMS LISTED AS DELEGATED-DESIGN ITEMS, STAMPED ENGINEERING

CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT THE SAME TIME THAT RELATED SHOP

DRAWINGS ARE SUBMITTED FOR REVIEW.

CONTRACTOR'S RESPONSIBILITES

1. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY

THE CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION. THERE ARE NUMEROUS

DISCREPANCIES ON EXISTING BUILDING DRAWINGS THAT MAY REQUIRE ADJUSTMENTS

AFTER FIELD VERIFICATION.

2. THE ARCHITECT SHALL BE NOTIFIED IN WRITING OF ANY EXISTING CONDITIONS WHICH

DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS.

3. THE ARCHITECT AND CONTRACTING OFFICER'S REPRESENTATIVE (COR) WILL NOT

ACCEPT SHOP DRAWINGS WITHOUT FIRST BEING REVIEWED AND SIGNED BY THE

CONTRACTOR. ALL CHANGES SHALL BE FLAGGED AND NOTED AS DEVIATING FROM THE

CONTRACT DOCUMENTS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF THE NEW AND

EXISTING BUILDINGS DURING THE EXECUTION OF THE CONTRACT.

5. ALL CONSTRUCTION SHALL BE COORDINATED WITH THE OWNER TO MINIMIZE

DISRUPTION.

6. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING

TO PROTECT THE EXISTING STRUCTURE AND UNFINISHED NEW CONSTRUCTION.

7. AN ENGINEER REGISTERED IN THE STATE OF ILLINOIS SHALL PERFORM THE DESIGN OF

ALL SHORING.

SPECIAL INSPECTIONS:

1. PROVIDE SPECIAL INSPECTIONS AS REQUIRED IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE, THESE CONTRACT DOCUMENTS, AND THE SCHEDULE

AND STATEMENT OF SPECIAL INSPECTIONS FOR THE FOLLOWING: SOILS AND

FOUNDATIONS, REINFORCED CONCRETE, STRUCTURAL MASONRY, STRUCTURAL STEEL,

AND METAL DECK. STRUCTURAL OBSERVATIONS BY THE STRUCTURAL OBSERVER (HIRED

BY THE GOVERNMENT) (OR THEIR DESIGNATED REPRESENTATIVE) ARE ALSO REQUIRED.

2. PROVIDE THE SPECIAL INSPECTOR 48 HOURS PRIOR NOTICE FOR THE SPECIAL

INSPECTIONS AND PROVIDE THE STRUCTURAL OBSERVER 14 DAYS' PRIOR NOTICE FOR

STRUCTURAL OBSERVATIONS.

FOUNDATIONS AND FOOTINGS:

1. FOUNDATIONS ARE DESIGNED FOR A BEARING PRESSURE OF 3,250 PSF FOR

CONTINUOUS FOOTINGS AND 3,250 PSF FOR ISOLATED SPREAD FOOTINGS. BASEMENT

WALLS ARE DESIGNED FOR AN AT-REST, EQUIVALENT FLUID PRESSURE OF 65 PCF. SITE

RETAINING WALLS ARE DESIGNED FOR AN ACTIVE, EQUIVALENT FLUID PRESSURE OF 45

PCF. A PASSIVE, EQUIVALENT FLUID PRESSURE OF 180 PCF WAS USED FOR LATERAL

(SLIDING) RESISTANCE. ALL VALUES ARE AS RECOMMENDED IN THE GEOTECHNICAL

ENGINEERING REPORT PREPARED BY TTL ASSOCIATES, INC. SOILS CONSULTANT, DATED

FEBRUARY 14, 2022, (PROJECT #2154202). ALL RECOMMENDATIONS CONTAINED IN THE

REPORT SHALL BE FOLLOWED UNLESS SPECIFIED OTHERWISE IN THE CONTRACT

DOCUMENTS.

2. IF THE CONTRACTOR DISCOVERS POOR SOIL CONDITIONS UPON EXCAVATION, THE

COR SHALL BE NOTIFIED IN WRITING.

3. A GEOTECHNICAL ENGINEER, REGISTERED IN THE JURISDICTION OF THE PROJECT,

SHALL INSPECT THE SOIL EXCAVATION AFTER THE FOOTINGS ARE EXCAVATED AND

VERIFY THE ASSUMED BEARING PRESSURE BEFORE THE FOOTINGS ARE POURED. IF THE

ALLOWABLE BEARING PRESSURE IS LESS THAN THE ASSUMED BEARING PRESSURE, THE

COR SHALL BE NOTIFIED IN WRITING BEFORE PROCEEDING WITH THE PLACEMENT OF THE

FOOTINGS.

4. THE CONTRACTOR SHALL NOTIFY THE SOILS SPECIAL INSPECTOR AT LEAST 48 HOURS

PRIOR TO THE INSPECTION.

5. ALL FOOTINGS SHALL BE PLACED ON EITHER UNDISTURBED PREVIOUSLY COMPACTED

CONTROLLED FILL OR UNDISTURBED NATIVE SOILS AS RECOMMENDED IN THE

GEOTECHNICAL ENGINEERING REPORT.

6. FOOTINGS SUBJECT TO FROST SHALL HAVE A MINIMUM OF 40 INCHES BETWEEN

FINISHED GRADE AND THE BOTTOM OF FOOTINGS. ELEVATIONS OF BOTTOM OF ALL

FOOTINGS HAVE BEEN ESTIMATED BASED ON AVAILABLE INFORMATION AND SHALL NOT

BE CONSTRUED AS WAIVING ANY OF THE MINIMUM REQUIREMENTS.

7. REMOVE ALL DEBRIS FROM THE EXCAVATION BEFORE THE CONCRETE IS POURED.

8. ALL OVER-EXCAVATION SHALL BE FILLED WITH CONCRETE, ENGINEERED FILL

APPROVED BY THE SOILS SPECIAL INSPECTOR, OR FLOWABLE FILL.

9. ALL FORMS AND ORGANIC DEBRIS SHALL BE REMOVED PRIOR TO BACKFILLING.

10.THE CONTRACTOR SHALL BRING THE BACKFILL UP EQUALLY ON BOTH SIDES OF THE

FOUNDATION WALLS AND BEAMS BELOW GRADE SO AS NOT TO CREATE AN UNBALANCED

LOADING.

11.FOR WALLS RETAINING SOIL ON ONE SIDE, THE CONTRACTOR SHALL NOT BACKFILL

THE WALLS UNTIL THE SUPPORTING FLOOR SLAB IS IN PLACE AND SECURED AND THE

CONCRETE FLOOR SLAB HAS ACHIEVED ITS DESIGN STRENGTH.

CONCRETE AND REINFORCING STEEL:

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, UNLESS

NOTED OTHERWISE.

2. CONCRETE CLASSES AND USAGES:

A. FOOTINGS AND STRUCTURAL STOOP SLABS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 30% OF TOTAL

AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

B. INTERIOR SLABS-ON-GRADE:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 40% OF TOTAL

AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

C. INTERIOR “MUD” SLABS-ON-GRADE:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 3/4” NOMINAL, 40% OF TOTAL

AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

- MACRO-SYNTHETIC FIBERS AT DOSAGE OF 4 POUNDS PER CUBIC YARD

D.CONCRETE FILL OVER METAL DECK (INTERIOR SLABS) AND CONC. OVER GEOFOAM:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER CEMENTITIOUS MATERIALS RATIO; 0.45

- SAND/GRAVEL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

E. FOUNDATION WALLS, RETAINING WALLS, PIERS, PILASTERS, AND BEAMS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 3/4” NOMINAL, 30% OF TOTAL

AGGREGATE

- SLUMP RANGE BETWEEN 2” AND 4”

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

F. NON-STRUCTURAL TOPPING:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER CEMENTITIOUS MATERIALS RATIO; 0.45

- SAND/GRAVEL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

G. SHOTCRETE:

- MINIMUM COMPRESSIVE STRENGTH: 4500 PSI AT 28 DAYS

- REMAINER PER SPEC. 03 37 13

3. FLY ASH MAY BE USED UP TO 25%, BY WEIGHT, OF CEMENTITIOUS MATERIAL. FLY ASH

SHALL NOT BE USED IN WALLS, COLUMNS, OR SLABS WITH EXPOSED CONCRETE FINISH,

EXCEPT MAY BE USED WHEN EXPOSED ONLY WITHIN PIPE BASEMENTS.

4. NON-SHRINK GROUT SHALL BE CEMENTITIOUS STRUCTURAL GROUT AND SHALL NOT

CONTAIN METALLIC MATERIAL OR CHLORIDES. MINIMUM COMPRESSIVE STRENGTHS

SHALL BE AS FOLLOWS, 3,000 PSI AT 1 DAY, 5,000 PSI AT 7 DAYS AND 6,000 PSI AT 28 DAYS.

5. SURFACE ACCEPTING EXPANDABLE BENTONITE WATERSTOP SHALL BE SMOOTH AND

SHALL HAVE EITHER A FORMED FINISH OR A FLOAT FINISH. ANY IRREGULARITIES IN THE

CONCRETE SURFACE THAT WILL INTERFERE WITH THE WATERSTOP BEING PLACED IN

INTIMATE CONTACT WITH THE CONCRETE SURFACE SHALL BE GROUND SMOOTH PRIOR

TO INSTALLATION.

6. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL MECHANICAL AND ELECTRICAL

SLEEVES AND ALL UTILITY LOCATIONS PRIOR TO PLACEMENT OF CONCRETE.

7. ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60, EXCEPT REINFORCING TO

BE WELDED SHALL BE ASTM A-706, UNLESS NOTED OTHERWISE. WELDING SHALL USE

E80XX ELECTRODES IN CONFORMANCE WITH AWS D1.4.

8. WELDED STEEL WIRE FABRIC SHALL BE ASTM A-185, PLAIN TYPE AND FINISH, FLAT

SHEETS.

9. ALL REINFORCING SHALL BE CONTINUOUS OR SHALL LAP AS SCHEDULED FOR TENSION

LAP SPLICES UNLESS NOTED OTHERWISE.

10.HEADED DEFORMED BARS SHALL CONFORM TO ASTM A-615, GRADE 60 AND ASTM A970

INCLUDING ANNEX A1 REQUIREMENTS FOR CLASS HA HEAD DIMENSIONS. OBSTRUCTIONS

OR INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN

2 BAR DIAMETERS FORM THE BEARING FACE OF THE HEAD.

11. DEFORMED BAR ANCHORS SHALL BE NEW AND CONFORM TO ASTM A706. WELDING OF

DEFORMED BAR ANCHORS SHALL BE DONE WITH E80XX ELECTRODES IN CONFORMANCE

WITH THE AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE -

REINFORCING STEEL" AWS D1.4 - LATEST EDITION.

12. HEADED SHEAR STUDS SHALL CONFORM TO A.W.S. D1.1 - LATEST EDITION

REQUIREMENTS FOR STANDARD HEADED STUDS.

13.PROVIDE CORNER BARS AND LAP CORNER BARS WITH MAIN REINFORCEMENT FOR ALL

HORIZ. REINFORCEMENT.

14.ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL BE 5” THICK AND SHALL BE

REINFORCED WITH #4@16” c/c EACH WAY, UNLESS NOTED OTHERWISE. ALL INTERIOR

CONCRETE “MUD” SLABS-ON-GRADE SHALL BE 3” THICK AND SHALL BE REINFORCED WITH

MACRO-SYNTHETIC FIBERS AT DOSAGE OF 4 POUNDS PER CUBIC YARD.

15. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL HAVE CONTROL JOINTS ON

COLUMN LINES AND AS NECESSARY TO NOT TO EXCEED 10 FEET O.C., UNLESS SPECIFIED

OTHERWISE. “MUD” SLABS-ON-GRADE DO NOT REQUIRE ANY CONTROL JOINTS.

16.FLOOR FINISH TOLERANCES FOR SLABS-ON-GRADE SHALL BE IN ACCORDANCE WITH

ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION

AND MATERIALS. THE F-NUMBER SYSTEM SHALL BE USED WITH A FLATNESS OF 30 AND A

LEVELNESS OF 20 MEASURED IN ACCORDANCE WITH ASTM E 1155-87. “MUD SLABS” SHALL

BE LEVEL TO WITHIN ¼” USING A 3-FOOT YARDSTICK.

17. A VAPOR BARRIER SHALL BE USED AT ALL INTERIOR SLABS-ON-GRADE AND “MUD”

SLABS-ON-GRADE. THE THICKNESS SHALL BE AT LEAST 15 MILS.

18. THE PLACEMENT OF THE SLAB-ON-GRADE VAPOR BARRIER AND “MUD SLAB-ON-

GRADE VAPOR BARRIER ARE EACH DEPENDENT UPON THE POTENTIAL FOR WETTING THE

SUBGRADE. IF THE SLAB AND GRANULAR FILL ARE PLACED UNDER A WATERTIGHT ROOF,

THE VAPOR BARRIER SHALL BE PLACED UNDER THE GRANULAR FILL. IF THE ROOF IS NOT

IN PLACE, THE VAPOR BARRIER SHALL BE PLACED DIRECTLY UNDER THE SLAB-ON-GRADE

(OR “MUD” SLAB-ON-GRADE).

19.PROVIDE 2 ADDITIONAL #5 REINFORCING BARS AT ALL SIDES OF OPENINGS IN

CONCRETE WALLS THAT ARE GREATER THAN 1'- 6" IN ANY DIRECTION. EXTEND THE BARS

2'-O" PAST EDGES OF THE OPENING (HOOK BARS IF NECESSARY).

20. WHERE THE SPACING OF SLAB REINFORCING IS CALLED OUT AS "ON CENTER (O.C.)",

PLACE THE FIRST BAR 3" FROM THE EDGE OF THE SLAB.

21. ALL REINFORCING STEEL SHALL BE EITHER CONTINUOUS OR DOWELED THROUGH

CONSTRUCTION JOINTS. DOWELS SHALL BE THE SAME SIZE AND SPACING AS SCHEDULED

REINFORCING AND SHALL LAP AS SCHEDULED.

22. CONCRETE PROTECTION FOR REINFORCING SHALL BE AS FOLLOWS UNLESS NOTED

OTHERWISE:

MINIMUM COVER (INCHES)

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH --------------------------- 3

EXPOSED TO EARTH OR WEATHER

#5 BARS AND SMALLER --------------------------------------------------------------- 1 ½ #6 THROUGH #18 BARS ----------------------------------------------------------------- 2

NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH,

SLABS, WALLS AND JOISTS

#11 BARS AND SMALLER ----------------------------------------------------------- ¾ #14 AND #18 BARS ---------------------------------------------------------------------- 1 ½

BEAMS, GIRDERS AND COLUMNS (PRINCIPAL REINFORCEMENT,

STIRRUPS OR SPIRALS) -------------------------------------------------------------------------- 1 ½

23. THE CONTRACTOR SHALL SUBMIT CONCRETE REINFORCING STEEL SHOP DRAWINGS TO

THECOR.

24. PROVIDE ¾-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, EXCEPT WHERE

MASONRY WALLS ARE LAID FLUSH WITH THE WALL, COLUMN, OR BEAM FACE.

25. EXPOSED CONCRETE WALLS TO HAVE VERTICAL CONTROL JOINTS (FILLED WITH JOINT

SEALER) AT 20’-0” O.C. MAX., EXTENDING DOWN TO TOP OF FOUNDATION. DO NOT CUT OR

STOP HORIZONTAL BARS. VERTICAL CONSTRUCTION JOINTS TO BE DETERMINED BY

CONTRACTOR AS REQUIRD AND PER . HORIZONTAL CONSTRUCTION JOINTS ONLY

PERMITTED AS DETAILED.

26. FORMWORK SHALL BE ADJUSTED BEFORE AND AFTER CONCRETE PLACING OPERATIONS

(PRIOR TO INITIAL SET) TO COMPENSATE FOR FORMWORK DEFLECTION, IN ADDITION TO ANY

CAMBER SPECIFIED ON THE DRAWINGS.

27. LAP GRADE BEAM TOP BARS AT MIDSPAN, BOTTOM BARS AT SUPPORTS, UNLESS

DETAILED OTHERWISE.

28. NON-CONTINUOUS ENDS OF TOP BARS IN BEAMS AND SLABS SHALL TERMINATE WITH A

STANDARD 90-DEGREE OR 180 DEGREE HOOK, UNLESS SPECIFICALLY NOTED OTHERWISE.

BARS, HOOKS AND TIES SHALL COMPLY WITH CURRENT ACI STANDARDS AND .

CONCRETE AND BRICK MASONRY:

1. CONCRETE MASONRY UNITS SHALL BE STANDARD WEIGHT. HOLLOW UNITS SHALL

CONFORM TO ASTM C 90 AND SOLID UNITS SHALL CONFORM TO ASTM C 55, GRADE N.

MASONRY COMPRESSIVE STRENGTH (f'm) SHALL NOT BE LESS THAN 2000 PSI. NET AREA

COMPRESSIVE STRENGTH OF MASONRY UNITS SHALL BE 2,800 PSI.

2. ALL MORTAR SHALL CONFORM TO ASTM C-270, TYPE S.

3. FULL MORTAR COVERAGE SHALL BE MADE ON THE FACE SHELLS AND ON THE WEBS

SURROUNDING CELLS TO BE GROUTED.

4. GROUT SHALL CONFORM TO ASTM C-476.

5. GROUT FOR FILLING BLOCK CELLS SHALL BE COURSE AGGREGATE GROUT MEETING ASTM

C476, WITH A MINIMUM STRENGTH OF 2,000 PSI AT 28 DAYS AND A SLUMP RANGE BETWEEN 8"

AND 10".

6. GROUT OR MORTAR ADMIXTURES ARE NOT ALLOWED WITHOUT APPROVAL OF THE

ENGINEER.

7. THE CONTRACTOR MAY USE EITHER LOW LIFT OR HIGH LIFT GROUTING PROCEDURES IN

ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS (NOTE: IN NO CASE SHALL THE

VERTICAL DROP OF GROUT BE GREATER THAN 5 FEET):

LOW LIFT GROUTING

WITH GROUTING LIFTS 5 FEET OR LESS IN HEIGHT: THE WALL SHALL STAND A MINIMUM

OF 24 HOURS BEFORE GROUTING. THE GROUT POUR SHALL STOP 1" BELOW THE TOP OF

THE LAST COURSE TO ACT AS A SHEAR KEY BETWEEN THIS LIFT AND THE LIFT ABOVE.

THE GROUT SHALL BE VIBRATED WHEN PLACED AND VIBRATED AGAIN A FEW MINUTES

LATER TO REMOVE AIR POCKETS.

HIGH LIFT GROUTING

WITH GROUTING LIFTS GREATER THAN 5 FEET IN HEIGHT: WHERE ACCESS FROM THE

TOP IS POSSIBLE, THE WALL MAY BE LAID FULL HEIGHT OR TO HORIZONTAL BOND

BEAMS, WHICHEVER IS LESS. CLEAN OUT HOLES SHALL BE PROVIDED IN THE BOTTOM

COURSE AT EVERY VERTICAL GROUTED CELL. VERTICAL REINFORCEMENT SHALL BE

SECURED AGAINST DISPLACEMENT WITH GALVANIZED WIRE POSITIONERS AT 8'-0" O.C.

MAX.

8. ALL MASONRY WALLS SHALL BE REINFORCED WITH # __ VERTICAL REINFORCEMENT AT __

INCHES O.C. IN GROUTED CELLS, UNLESS NOTED OTHERWISE. USE (1) # __ FULL HEIGHT IN

EACH OF TWO CELLS ADJACENT TO OPENINGS AND CORNERS AND ENDS OF WALLS. ALL

MASONRY WALLS SHALL HAVE GALVANIZED HORIZONTAL JOINT REINFORCEMENT AT 16" O.C.

VERTICAL SPACING. REINFORCEMENT SHALL BE LADDER [TRUSS] TYPE WITH [9 GAGE] [3/16"]

SIDE RODS AND [9 GAGE] [3/16"] CROSS RODS. REINFORCEMENT SHALL BE LAPPED AT ALL

SPLICE LOCATIONS PER MANUFACTURER RECOMMENDATIONS. PROVIDE PREFABRICATED

CORNER SECTIONS AND 'T' SECTIONS AT INTERSECTING WALLS UNLESS NOTED OTHERWISE.

PROVIDE BOND BEAMS AT TOP OF WALL, REINFORCED WITH (2)-#5 x CONTINUOUS.

9. ALL MASONRY VENEER THAT HAS STRUCTURAL MASONRY BACKUP SHALL HAVE 3 WIRE

LADDER TYPE HORIZONTAL JOINT REINFORCING AT 16" OC.

10. ALL MASONRY VENEER THAT HAS METAL STUD BACKUP SHALL BE ANCHORED WITH 2

PIECE ADJUSTABLE WIRE TIES. THE TIES SHALL BE SPACED 16" HORIZONTALLY AND 16"

VERTICALLY.

11. ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60, EXCEPT REINFORCING TO BE

WELDED SHALL BE ASTM A-706, UNLESS NOTED OTHERWISE.

12. VERTICAL REINFORCING SHALL BE LAPPED 72 BAR DIAMETERS AT ALL SPLICES. BARS

SHALL EXTEND VERTICALLY THROUGH BOND BEAMS.

13. ALL VERTICAL REINFORCING SHALL HAVE FOUNDATION DOWELS WITH STANDARD 90-

DEGREE OR 180-DEGREE HOOKS AT BOTTOM MATCHING THE SIZE AND SPACING OF THE

VERTICAL REINFORCING UNLESS NOTED OTHERWISE.

14. ALL MASONRY SHALL HAVE OVERLAPPING MASONRY BONDING AT CORNERS AND WALL

INTERSECTIONS. BOND BEAMS SHALL HAVE CORNER BARS TO MATCH BOND BEAM

REINFORCING.

15. VERTICAL CONTROL JOINTS FOR CONCRETE MASONRY UNITS SHALL NOT EXCEED 30

FEET O.C AND SHALL NOT EXCEED 6'-0" FROM CORNERS. HORIZONTAL JOINT REINFORCING

SHALL BE DISCONTINUOUS AT CONTROL JOINTS.

16. VERTICAL CONTROL JOINTS FOR BRICK MASONRY UNITS SHALL NOT EXCEED 25 FEET

O.C. AND SHALL NOT EXCEED 10'-0" FROM CORNERS. ALL HOOKED OR HEADED BARS AND

TERMINATING STRAIGHT BARS (AS DETAILED) SHALL BE DEVELOPED BEYOND

CONSTRUCTION JOINTS AND/OR INTERSECTING MEMBERS AT LEAST THE BAR'S

DEVELOPEMENT LENGTH. SEE

17.THE CONTRACTOR SHALL SUBMIT STRUCTURAL MASONRY REINFORCING STEEL SHOP

DRAWINGS TO THECOR.

EPS GEOFOAM:

1. FOR EPS GEOFOAM SUPPORTING FLOOR SLAB CONSTRUCTION, PROVIDE PRODUCT WITH

COMPRESSIVE RESISTANCE @ 1% OF 50 PSI, DENSITY OF 1.5 POUNDS PER CUBIC FOOT OR

LESS, FLEXURAL STRENGTH OF 40.0 PSI OR MORE, ELASTIC MODULUS OF 730 PSI OR MORE,

AND AN OXYGEN INDEX OF 24.0 OR MORE, ALL PER ASTM D6817.

2. MANUFACTURER SHALL HAVE A MINIMUM OF 10 YEARS DOCUMENTED EXPERIENCE IN THE

MANUFACTURE OF LIGHTWEIGHT, GEO-SYNTEHTIC FILL AND A UL CLASSIFICATION IN

CATEGORY “BRYX”, AS WELL AS A UL CLASSIFICATION IN CATEGORY “QORW” THAT ENSURES

PHYSICAL PROPERTIES IN ACCORDANCE WITH ASTM D 6817. THIRD-PARTY CERTIFICATIONS

THAT ONLY INCLUDE ASTM C 5778 PHYSICAL PROPERTIES WILL NOT BE CONSIDERED AS AN

ALTERNATIVE EQUAL AND WILL BE REJECTED.

3. CONNECTORS SHALL BE GALVANIZED STEEL MULTI-BARBED CONNECTORS OR A

URETHANE ADHESIVE. EACH CONNECTOR SHALL HAVE A LATERAL HOLDING STRENGTH OF

AT LEAST 27.22 KG (60 LBS) WHEN TESTED WITH AN EPS15 GEOFOAM. INSTALL A MINIMUM OF 2 CONNECTORS FOR EACH 1.22 M (4 FT) X 2.44 M (8 FT) SECTION OF GEOFOAM MATERIAL OR

AS REQUIRED BY THE MANUFACTURER OR AS DIRECTED BY THE RESIDENT ENGINEER.

PRESS FIRMLY INTO THE RIGID FOAM UNTIL THE CONNECTOR IS FLUSH WITH THE SURFACE.

POSITION THE NEXT FOAM BLOCK AND SEAT FIRMLY BEFORE PLACING SUBSEQUENT

BLOCKS.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE

WITH THE AISC 360 AND AISC 303, LATEST EDITIONS.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE.

CHANNELS, ANGLES AND PLATE MATERIAL SHALL BE ASTM A36, EXCEPT WHERE INDICATED

TO BE Fy = 50 KSI, SHALL BE ASTM A572, GRADE 50.

3. ALL ROUND HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE C, Fy=46

KSI.

4. ALL RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE

C, FY = 50 KSI.

5. ALL STRUCTURAL STEEL BOLTS SHALL BE 3/4" DIAMETER ASTM A325-N FOR STANDARD

CONNECTIONS AND SHALL BE ASTM A325-SC IN BRACED FRAME OR MOMENT FRAME

CONNECTIONS UNLESS NOTED OTHERWISE. ANCHOR RODS SHALL BE 3/4" DIAMETER ASTM

F1554 WITH A HEAD OR NUT AT THE EMBEDDED END AND A ½” MIN. PROJECTION ABOVE THE

TOP NUT, UNLESS NOTED OTHERWISE.

6. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES BY CERTIFIED WELDERS

IN ACCORDANCE WITH AWS D 1.1, LATEST EDITION.

7. ALL WELDS SHALL BE MADE WITH E70 ELECTRODES.

8. STEEL SHALL BE THOROUGHLY CLEANED OF MILL SCALE PRIOR TO APPLICATION OF THE

PRIMER IN ACCORDANCE WITH SSPC SP-2 OR SP-3 FOR CONCEALED STEEL AND SSPC SP-6

FOR STEEL EXPOSED TO VIEW.

9. SHOP PAINT CONCEALED STRUCTURAL STEEL WITH ONE COAT, 2 MILS OF FABRICATOR'S

STANDARD PRIMER, AND SHOP PAINT STRUCTURAL STEEL EXPOSED TO VIEW WITH TNEMEC

9097 ZINC RICH PRIMER, SERIES 66 EPOXY, AND SERIES 73 SEMI-GLOSS TOP COAT, 2.5 MILS

PER APPLICATION, COLOR BY OWNER. DO NOT PAINT THE CONTACT SURFACES OF SLIP-

CRITICAL BOLTED CONNECTIONS, OF FIELD WELDED CONNECTIONS OR OF STEEL IN

CONTACT WITH CONCRETE.

10.STANDARD AISC CONNECTIONS SHALL BE USED UNLESS SHOWN OTHERWISE. NO

CONNECTION SHALL HAVE LESS THAN TWO BOLTS OR AN EQUIVALENT WELD.

11.BRACING MEMBERS SHALL BE FRAMED TO THE CENTERLINE OF THE BEAMS AND

COLUMNS AT THE CONNECTION UNLESS NOTED OTHERWISE.

12.MEMBERS COMPOSED OF TWO BACK TO BACK ANGLES OR CHANNELS SHALL HAVE

STITCH BOLTS OR WELDS AT 5'-0" O.C. MAXIMUM UNLESS NOTED OTHERWISE.

13.FACES OF STRUCTURAL STEEL MEMBERS THAT ARE IN CONTACT WITH METAL WALL

PANELS SHALL BE FREE OF PROJECTING NUT AND BOLT HEADS.

14.GALVANIZED STEEL SHALL BE SURFACE PREPARED BY CAUSTIC CLEANING, ACID

PICKLING, AND FLUXING, AND SHALL BE HOT DIP GALVANIZED ACCORDING TO ASTM A123,

"STANDARD SPECIFICATION FOR ZINC (HOT DIP GALVANIZED) COATINGS ON IRON AND STEEL

PRODUCTS".

15.STEEL PLATE THAT IS TO BE BENT AND HOT DIP GALVANIZED SHALL BE DONE SO IN

ACCORDANCE WITH THE PROCEDURES OF ASTM A143-74 "STANDARD PRACTICE FOR

SAFEGAURDING AGAINST EMBRITTLEMENT OF HOT DIP GALVANIZED STRUCTURAL STEEL

PRODUCTS AND PROCEDURE FOR DETECTING EMBRITTLEMENT".

16.WHEN BENDING PLATE, THE FABRICATOR SHALL CONFORM TO AISC MANUAL OF STEEL

CONSTRUCTION REQUIREMENTS FOR THE MINIMUM RADIUS OF COLD BENDING FOR PLATE.

17.BASE PLATE HOLE AND WASHER SIZES FOR ANCHOR RODS SHALL BE PER AISC

RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

18.BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING

CONTACT WITH BASE PLATE (AND CAP PLATE AS REQUIRED FOR LOAD TRANSFER. BASE

PLATES (AND CAP PLATES) SHALL BE FINISHED IN ACCORDANCE WITH SECTION M2.8 OF AISC 360.

19.THE FREE END OF ALL CANTILEVERS SHALL USE FULL-DEPTH STIFFENERS EACH SIDE.

20.THE DESIGN WAS PERFORMED IN ACCORDANCE WITH AISC 360 USING THE ALLOWABLE

STRESS DESIGN METHOD.

21.THE CONSTRUCTION TYPE IS FULLY-RESTRAINED.

22.THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO THECOR.

23. ALL LOOSE LINTELS NOT OTHERWISE DETAILED (INCLUDING ARCHITECTURAL DRAWINGS)

SHALL BE L6x4x5/16 (LLV) (GALV.).

24. FOR OPENINGS NOT DETAILED, SEE .

STEEL STAIRS AND GRATING:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE

WITH THE AISC 360 AND AISC 301, LATEST EDITIONS. DESIGN SHALL BE PERFORMED BY A

STRUCTURAL ENGINEER, LICENSED IN THE STATE OF ILLINOIS.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE.

CHANNELS, ANGLES AND PLATE MATERIAL SHALL BE ASTM A36.

3. STAIR TREADS SHALL BE 1" BAR GRATING WITH CHECKER PLATE NOSING.

4. PROVIDE SAFETY NOSING AT THE TOP OF ALL STAIRS AND AT OTHER EXPOSED EDGES OF

THE FLOOR.

5. ALL LADDERS AND STAIRS SHALL BE SUPPORTED BY HANGERS AND POSTS ONLY WHERE

INDICATED AND OTHERWISE BOLTED TO FRAMING MEMBERS, OR ANCHORED TO CONCRETE

WITH 5/8" DIAMETER SCREW ANCHORS EMBEDDED 4" INTO THE CONCRETE.

6. ALL METAL GRATING AND GRATING TREADS SHALL COMPLY WITH THE SPECIFICATIONS OF

THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS.

7. WELDED STEEL GRATING SHALL HAVE 1" X 3/16" BEARING BARS AT 1 3/16" O.C., AND

CROSS BARS AT 4" O.C. UNLESS NOTED OTHERWISE.

8. ALL GRATING BEARING AND CROSS BARS SHALL BE IN LINE.

9. BAND ALL EXPOSED EDGES OF GRATING, EXCEPT AT SUPPORTS WHERE GRATING ABUTS

CONCRETE, STEEL OR ADJACENT GRATING PANEL. BAND EDGES AT ALL BLOCKOUTS. ALL

REMOVABLE GRATING PANELS SHALL BE BANDED.

10. CHECKERED FLOOR PLATE SHALL BE REGULAR QUALITY CARBON STEEL SAFETY PLATE

AND SHALL BE FASTENED TO SUPPORTING MEMBERS WITH 3/16" FILLET WELDS 2" LONG, 8"

O.C. UNLESS NOTED OTHERWISE.

11. THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL STAIR AND GRATING SHOP

DRAWINGS TO THECOR.

STEEL DECK:

1. STEEL DECK SHALL CONFORM TO THE STEEL DECK SPECIFICATIONS AND LOAD TABLES

OF THE STEEL DECK INSTITUTE (SDI).

2. STEEL ROOF DECK SHALL BE 1 1/2" DEEP, 20 GAGE, TYPE B AND SHALL HAVE A MINIMUM

YIELD STRESS OF 33,000 PSI.

3. COMPOSITE AND NON-COMPOSITE STEEL DECK SHALL HAVE A MINIMUM YIELD STRENGTH

OF 50,000 PSI. DO NOT INSTALL CONTRACTION JOINTS IN CONCRETE-FILLED METAL DECK.

4. METAL DECKING SHALL BE CONTINUOUS OVER THREE OR MORE SPANS.

5. FASTEN DECK WITH 5/8" PUDDLE WELDS AT 36/4 PATTERN AND WELDED WASHERS AS

RECOMMENDED BY MANUFACTURER.

6. METAL DECK SHALL HAVE A MINIMUM OF #10 TEK SCREWS AT 12" O.C. FOR SIDELAP

FASTENERS. SIDELAPS OF COMPOSITE FLOOR DECK WITH SPANS OVER 5 FEET SHALL HAVE

A MINIMUM OF #10 TEK SCREWS AT 36” O.C.

7. METAL DECK SHALL BE EITHER PAINTED OR GALVANIZED, AT CONTRACTORS OPTION,

UNLESS NOTED OTHERWISE. WHERE WELDING HAS DAMAGED THE DECK COATING, THE

COATINGS SHALL BE REPAIRED IN THE FIELD.

8. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, OR OTHER UTILITIES SHALL NOT BE

SUPPORTED BY THE STEEL ROOF DECK.

9. THE CONTRACTOR SHALL COORDINATE WITH THE OTHER DISCIPLINES’ DRAWINGS AND

THE LOCATION OF ALL OPENINGS CUT THROUGH METAL DECK.

10. ALL HOLES IN THE METAL DECK GREATER THAN 6" BUT LESS THAN 13" WIDE SHALL BE

COVERED WITH A 14-GAGE STEEL PLATE EXTENDING 2 FLUTES BEYOND THE OPENING ON

ALL SIDES AND FASTENED WITH #10 TEK SCREWS AT 6” O.C AROUND PERIMETER. OPENINGS

FROM 13” TO 36” SHALL BE FRAMED ON FOUR SIDES WITH L6x4x3/8 (LLV) ANGLES EXTENDING

TO THE ADJACENT SUPPORTING MEMBERS ON EACH SIDE BEYOND THE OPENING.

11. PROVIDE ADDITIONAL ANGLES AND OTHER MISCELLANEOUS STEEL TO SUPPORT

DECKING AT AREAS WHERE DECK IS CUT FROM COLUMNS OR OTHER PENETRATIONS TO

PREVENT WEAKENED AREAS IN DECK.

12. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE

PLATES, AND ANY OTHER ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR FLOOR

AND ROOF INSTALLATION.

13. THE CONTRACTOR SHALL SUBMIT STEEL DECK SHOP DRAWINGS TO THECOR.

COLD-FORMED METAL FRAMING:

1. ALL STUDS AND CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL

BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF ILLINOIS FOR

THE SPACING AND LOADS INDICATED. WORK SHALL MEET THE REQUIREMENTS OF THE

AMERICAN IRON AND STEEL INSTITUTE (AISI), 'DESIGN OF COLD FORMED STEEL STRUCTURAL

MEMBERS', LATEST STANDARDS.

2. ALL COLD-FORMED STEEL MEMBERS SHALL BE FORMED FROM STEEL CONFORMING TO

ASTM A446 AND HAVING A GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM

A653.

3. [WALL STUDS AT EXTERIOR WALLS SHALL BE 'C' SHAPED, 6" DEEP @ 16" O.C. WITH 1 5/8"

FLANGES AND ½" MINIMUM LIPS, 20 GAGE THICK, AND FY = 33 KSI, UNLESS NOTED

OTHERWISE.]

4. [WALL STUD TRACKS SHALL BE 20 GAGE THICKNESS WITH FY = 33KSI AND THE TRACKS

SHALL MATCH THE WIDTH OF STUD WALL SPECIFIED. THE TRACK MEMBERS SHALL HAVE A

2X6 TOP PLATE ATTACHED TO THE TOP OF THE TRACK UNLESS NOTED OTHERWISE.]

5. [WALL STUD BLOCKING SHALL BE 20 GAGE THICK WITH FY = 33KSI AND THE BLOCKING

SHALL MATCH THE WIDTH AND TYPE OF STUD WALL SPECIFIED.]

6. PROVIDE ALL ACCESSORIES, INCLUDING TRACKS, BLOCKING, LINTELS, CLIP ANGLES,

STRAP BRACING, SHOES, AND FASTENERS TO PROVIDE A COMPLETE METAL FRAMING

SYSTEM. ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING

WITH ASTM A525 FOR A MINIMUM G90 COATING (G60 MAY BE USED FOR INTERIOR FRAMING

NOT ON EXTERIOR WALLS OF THE BUILDING).

7. CONNECTIONS FOR COLD-FORMED STEEL MEMBERS SHALL BE STANDARD DETAILS AS

RECOMMENDED BY THE COLD-FORMED STEEL MANUFACTURER UNLESS NOTED OTHERWISE.

8. FASTENING OF COLD-FORMED STEEL MEMBERS SHALL BE WITH SELF-TAPPING SCREWS

OR WELDING. SELF-TAPPING SCREWS SHALL BE NO. 8 UNLESS NOTED OTHERWISE. SELF-

TAPPING SCREWS SHALL HAVE A MINIMUM SPACING OF ¾" AND A MINIMUM EDGE DISTANCE

OF ¾" UNLESS NOTED OTHERWISE. APPROVED SELF-TAPPING SCREWS SHALL BE SHALL BE

MANUFACTURED BY BUILDEX, COMPASS, OR GRABBER. WIRE TYING OF COMPONENTS IS

NOT PERMITTED.

9. FASTENING OF COLD-FORMED STEEL FRAMING TO STRUCTURAL STEEL SHALL BE WITH

MINIMUM #12 TEK SCREWS OR WITH MINIMUM 0.177 INCH SHANK DIAMETER POWDER DRIVEN

FASTENERS UNLESS NOTED OTHERWISE.

10. FASTENING OF COLD-FORMED STEEL RUNNING TRACK TO CONCRETE FOUNDATION/SLAB

SHALL BE WITH TWO ( 2 ) -1/4" x 1 ¼" SCREW ANCHORS AT 32" O.C. FASTENING OF COLD-

FORMED STEEL FRAMING TO OTHER CONCRETE OR GROUTED SOLID MASONRY SHALL BE

WITH MINIMUM 3/16" x 1 ¼" SCREW ANCHOR UNLESS NOTED OTHERWISE. APPROVED

CONCRETE / MASONRY SCREW ANCHORS SHALL BE:

a. TAPCON ANCHOR, BY ITW RAMSET / REDHEAD,

b. TAPCON ANCHOR, BY FASTENAL COMPANY,

c. KWIK-CON II+ FASTENING SYSTEM, BY HILTI,

d. OR AN APPROVED EQUAL.

11. FASTENING OF PLYWOOD SHEATHING TO COLD-FORMED STEEL FRAMING SHALL BE

WITH NO. 8 BY 1 INCH FLAT HEAD SCREWS WITH A MINIMUM HEAD DIAMETER OF 0.292 INCH

UNLESS NOTED OTHERWISE.

12. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS, OR, WHERE REQUIRED, FOR AN ANGULAR FT TO ABUTTING

MEMBERS. MEMBERS SHALL BE HELD IN PLACE UNTIL PROPERLY FASTENED.

13. COLD-FORMED STEEL STUDS SHALL BE PLACED DIRECTLY BELOW ROOF JOISTS AND

SHALL HAVE FULL BEARING AGAINST TOP AND BOTTOM TRACK WEB. STUDS SHALL BE

SECURELY ATTACHED TO THE FLANGE OR WEB OF BOTH TOP TRACK AND BOTTOM TRACK

UNLESS NOTED OTHERWISE.

14. SPLICES ARE NOT ALLOWED IN STUD MEMBERS.

15. TRACK MEMBER SPLICES SHALL BE FASTENED WITH BUTT-WELDS OR SHALL BE

FASTENED WITH A PIECE OF STUD INSERTED AND CENTERED IN THE TRACK SPLICE WITH

THREE (3) SCREWS IN EACH TRACK FLANGE FOR TWELVE (12) SCREWS TOTAL. THE

CONTRACTOR SHALL PROVIDE TWO STUDS UNDER ALL TRACK SPLICES.

16. THE CONTRACTOR SHALL USE A MINIMUM OF TWO STUDS SUPPORTING HEADERS AND A

MINIMUM OF THREE STUDS AT CORNERS UNLESS NOTED OTHERWISE.

17. THE CONTRACTOR SHALL USE A MINIMUM OF THREE STUDS SUPPORTING GIRDER

TRUSSES UNLESS NOTED OTHERWISE.

18. INSTALL WALL STUD BRIDGING AFTER STUDS ARE ERECTED AND BEFORE

CONSTRUCTION LOADS ARE APPLIED. BRIDGING SHALL BE ATTACHED IN A MANNER TO

PREVENT STUD ROTATION. UNLESS NOTED OTHERWISE, BRIDGING SHALL BE SPACED AT

4'-0" ON CENTER MAXIMUM. FOLLOW RECOMMENDATIONS BY COLD-FORMED STUD

MANUFACTURER FOR BRIDGING.

19. WALL SHEATHING SHALL BE PLYWOOD [OR ORIENTED STRAND BOARD (OSB)], SHALL

HAVE 5 PLYS MINIMUM, SHALL BE APA [STRUCTURAL I] RATED, SHALL HAVE A ½" MINIMUM

THICKNESS, SHALL HAVE A [24/0] OR BETTER SPAN RATING, AND SHALL HAVE AN EXPOSURE

CLASSIFICATION OF EXPOSURE 1.

20. THE CONTRACTOR SHALL SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS TO

THECOR.

B9

SF504

F1

SB502

D3

SB502

D4

SF503

F8

SB502

POST-INSTALLED ANCHORAGE:

1. ALL POST-INSTALLED (MECHANICAL AND/OR ADHESIVE) ANCHORS SHALL BE THE TYPE, SIZE AND

EMBEDMENT AS SHOWN ON THE DRAWINGS. WHEN EMBEDMENT IS NOT SHOWN ON THE

DRAWINGS, THE EMBEDMENT SHALL BE THE STANDARD (NOT MINIMUM 1. EMBEDMENT AS

RECOMMENDED BY THE MANUFACTURER.

2. THE PLACEMENT OF EXPANSION BOLTS IN MASONRY HEAD JOINTS OR 'T' JOINTS SHALL BE AVOIDED IF POSSIBLE. EXPANSION BOLTS SHALL HAVE A MINIMUM OF 8" OF GROUT AROUND ALL

SIDES OF THE BOLTS.

3. APPROVED EXPANSION ANCHORS SHALL BE:

a. KWIK BOLT 3 EXPANSION ANCHOR BY HILTI,

b. TRUBOLT WEDGE ANCHOR BY ITW RAMSET / REDHEAD,

c. OR AN APPROVED EQUAL.

4. APPROVED ADHESIVE ANCHORS SHALL BE:

a. HY-200 INJECTION ADHESIVE ANCHOR INTO SOLID CONCRETE OR SOLID MASONRY

BLOCK, BY HILTI,

b. HY-70 INJECTION ADHESIVE ANCHOR WITH SCREEN TUBE INTO HOLLOW MASONRY

BLOCK OR SOLID BRICK WITH VOIDS, BY HILTI,

c. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY INTO SOLID CONCRETE OR

SOLID MASONRY, BY ITW RAMSET / REDHEAD,

d. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY WITH SCREEN TUBES INTO

HOLLOW MASONRY BLOCK OR SOLID BRICK WITH VOIDS, BY ITW RAMSET / REDHEAD,

e. OR AN APPROVED EQUAL.

DEMOLITION:

1. PRIOR TO REMOVAL OF THE EXISTING SUPPORTING STRUCTURE, ADEQUATELY SHORE THE

EXISTING PORTIONS SO THAT NO MOVEMENT OCCURS. MAINTAIN THE EXISTING LINES AND

ELEVATIONS AFTER PERMANENT SUPPORTS ARE IN PLACE.

2. SHORING FOR THE EXISTING STRUCTURE MUST BE POSITIONED TO ALLOW THE FACILITY TO

OPERATE AND REMAIN OPEN DURING ITS NORMAL HOURS.

3. ANY DEMOLITION OR CONSTRUCTION WHICH RESULTS IN DUST OR NOISE MUST BE SEPARATED FROM THE REMAINING BUILDING BY AN ADEQUATE DUST FRAMED PARTITION AND A POLYETHYLENE

LINER.

4. PROVIDE TEMPORARY HOOK-UPS TO ALL DISRUPTED UTILITIES DURING DEMOLITION AND UNTIL

THE NEW PERMANENT HOOK-UPS ARE COMPLETED.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

556-402

11/29/2022

EXPAND STERILE PROCESSING

SERVICE (SPS)

100% CONSTRUCTION

DOCUMENTS

Captain James A. Lovell Federal Healthcare Center 3001 Green Bay Road, North Chicago, IL 60064

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard St Omaha, Nebraska 68102 Phone: (402) 455-7698 NE CoA: CA0789 incandescence life safety, inc.

3575 Ringsby Ct Unit 408, Denver, CO 80216 Phone: (720) 722-3010

IMEG Corp.

263 Shuman Blvd. Suite 550 Naperville, IL 60563 Phone: (630) 527-2320

Calibre Engineering, Inc.

9090 S Ridgeline Blvd #105, Highlands Ranch, CO 80129 Phone: (303) 730-0434

Force Protect Security Cons.

10901 Front Beach Road, Suite 1415 Panama City Beach, FL 32407

A u to d e s k D o c s /2

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SG001

STRUCTURAL GENERAL NOTES

BAS MGJRevisions: Date:

133 CA

caK caH caG cT c8 cQ.1 cQ.6 cR cQ.9 c10 cS c7 caJ

EL.

(E) B.O.F.

79' - 7 1/4"

EL.

(E) B.O.F.

79' - 7 1/4"

EL.

(E) B.O.F.

77' - 11 1/4"

EL.

(E) B.O.F.

75' - 2 3/4" EL.

(E) B.O.F.

75' - 8 1/4"

EL.

(E) B.O.F.

80' - 1 1/4"

EL.

(E) B.O.F.

80' - 1 1/4"

EL.

(E) B.O.F.

78' - 5"

EL.

(E) B.O.F.

80' - 1 1/4"EL.

(E) B.O.F.

74' - 7 1/4"

(E) 9" TH. CONC. WALL

EL.

(E) B.O.F.

79' - 1 1/4"

EL.

(E) B.O.F.

77' - 11 1/4"

EL.

(E) B.O.F.

75' - 8 1/4"

EL.

(E) B.O.F.

76' - 7"

EL.

(E) B.O.F.

75' - 11 1/4"

(E) 16x10 FTG.

(B.O.F. EL. 77'-7")

(E) 20x10 FTG.

(B.O.F…