STRUCTURAL.pdf

CODES AND SPECIFICATIONS

1. PROJECT IS DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING

CODE - 2018, INCLUDING ALL REFERENCED STANDARDS AS LISTED IN CHAPTER

35.

2. MINIMUM LOADING CONDITIONS ARE PER THE ASCE STANDARD, "MINIMUM

DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-16"

3. WHERE CONFLICT OCCURS BETWEEN REFERENCED CODES AND STANDARDS,

SPECIFICATIONS, AND GENERAL NOTES, THE MOST STRINGENT REQUIREMENT

SHALL GOVERN.

DESIGN CRITERIA: FOR BUILDING 38 ADDITION ONLY

RISK CATEGORY IV

DEAD LOAD:

FLOOR (1st, 2nd, 3rd & 4th):

STEEL BEAMS 3 PSF

CEILING & LIGHTS 5 PSF

MEP/IT TOWERS 10 PSF

SLAB & DECK (4 1/2" LW CONC.) 39 PSF

DEFLECTION CONC. 4 PSF

ROOF:

STEEL BEAMS 3 PSF

MEP 5 PSF

MISCELLANEOUS (CEILING, LIGHTS, ETC.) 4 PSF

METAL DECK (INSULATION) 3 PSF

LIVE LOAD:

FLOOR:

LOBBY/CORRIDORS 100 PSF

CORRIDORS ABOVE 1ST FLR. 80 PSF

ROOF:

MINIMUM LIVE LOAD 20 PSF

SNOW LOAD:

TERRAIN CATEGORY C

IMPORTANCE FACTOR, I 1.2

THERMAL FACTOR, Ct 1.0 EXPOSURE FACTOR, Ce 1.0 GROUND SNOW LOAD, Pg 20 PSF FLAT ROOF SNOW LOAD, Pf 24 PSF

WIND DESIGN DATA:

BASIC WIND SPEED, V 115 MPH

IMPORTANCE FACTOR, I 1.0

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT, GCPI ±0.18

COMPONENTS & CLADDING WIND FORCES SHALL BE DETERMINED BASED ON

ASCE 7-16, CHAPTER 30

SEISMIC DESIGN DATA:

IMPORTANCE FACTOR, I 1.5

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SHORT PERIOD PARAMETER, Ss 0.430

1 SECOND PARAMETER, S1 0.165

SOIL SITE CLASS D

DESIGN SPECTRAL RESPONSE ACCELERATIONS

SHORT PERIOD PARAMETER, SDS 0.417

1 SECOND PARAMETER, SD1 0.235

SEISMIC DESIGN CATEGORY D

BASIC SEISMIC-FORCE-RESISTING SYSTEM

NORTH-SOUTH & EAST-WEST DIRECTION:

ATTACHING TO EXISTING BUILDING WITH ORDINARY REINF. CONC. MOMENT

FRAMES

RESPONSE MODIFICATIONS FACTOR, R 3

SEISMIC RESPONSE COEFFICIENT, Cs 0.186

ANALYSIS PROCEDURE

DYNAMIC RESPONSE SPECTRA ANALYSIS

GEOTECHNICAL INFORMATION:

GEOTECHNICAL RECOMMENDATIONS ARE IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT PROVIDED BY TERRACON DATED MAY 24, 2022.

CONCRETE DRILLED PIERS

26 FT - 31 FT DEPTH:

END BEARING 12,000 PSF

SKIN FRICTION 1,200 PSF

SKIN FRICTION FOR UPLIFT 800 PSF

BELOW 31'-0" DEPTH:

END BEARING 25,000 PSF

SKIN FRICTION 2,500 PSF

SKIN FRICTION FOR UPLIFT 1,667 PSF

(SHAFT TO EXTEND MIN. 1 DIAMETER INTO BEARING STRATUM)

10. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN

ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE (LATEST EDITION),

EXCEPT AS MODIFIED IN THESE NOTES AND THE PROJECT SPECIFICATIONS.

11. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS

PROHIBITED WITHOUT WRITTEN APPROVAL OF THE ENGINEER.

12. NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE

MADE AND HOLES, SLOTS, CUTS, ETC. ARE NOT PERMITTED THROUGH ANY

MEMBER UNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS.

13. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE

STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED.

14. UNLESS NOTED OTHERWISE, BEAMS SHALL BEAR 8" MINIMUM ON CONCRETE OR

MASONRY.

15. ALL EXPOSED STRUCTURAL STEEL IS TO BE PREPARED FOR ARCHITECTURAL

FINISHES ACCORDING TO AISC CODE OF STANDARD PRACTICE, SECTION 10,

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL.

16. AN "UNSTABLE STEEL FRAME" SHALL BE CONSIDERED TO EXIST UNTIL ALL

FLOOR AND ROOF STRUCTURE AND PERMANENT BRACING OR SHEAR WALLS

ARE COMPLETED.

17. TEMPORARY BRACING SHALL BE INSTALLED TO PROVIDE STRUCTURAL

STABILITY AND RESIST LATERAL LOADS ON THE STRUCTURE DURING ERECTION.

BRACING SHALL REMAIN IN PLACE UNTIL ALL WELDING IS COMPLETE, ALL BOLTS

ARE COMPLETELY TIGHTENED, FLOORS AND ROOFS ARE COMPLETE, AND ALL

PERMANENT BRACING AND SHEAR WALLS ARE INSTALLED.

18. ALL CONNECTIONS FOR WHICH NO DESIGN ARE INDICATED SHALL BE DESIGNED

AND DETAILED BY THE FABRICATOR. DETAILING SHALL BE PERFORMED USING

RATIONAL ENGINEERING DESIGN AND STANDARD PRACTICE IN ACCORDANCE

WITH THE AISC MANUAL OF STEEL CONSTRUCTION (LRFD) AND THE

REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE GENERAL DETAILS

INDICATED ON THE DRAWINGS ARE CONCEPTUAL ONLY AND DO NOT INDICATE

THE REQUIRED NUMBER OF BOLTS OR WELD SIZES, UNLESS SPECIFICALLY

NOTED. THE CONTRACTOR SHALL SUBMIT ENGINEERED CALCULATIONS AND

CONNECTION DRAWINGS FOR REVIEW TOGETHER WITH THE SUBMITTAL OF

TYPICAL STRUCTURAL STEEL CONNECTION DETAIL DRAWINGS. AFTER REVIEW,

THESE DRAWINGS SHALL BE UTILIZED AS THE STANDARD FOR FABRICATION AND

SHOP DRAWING DETAILING. THE DESIGN CALCULATIONS SHALL BE PREPARED

AND SEALED BY A QUALIFIED STRUCTURAL ENGINEER LICENSED IN THE STATE

OF ILLINOIS.

19. ALL CONNECTIONS, UNLESS NOTED OTHERWISE, SHALL BE SIMPLE SHEAR

CONNECTIONS UTILIZING "SHORT SLOTTED" HOLES AND HIGH STRENGTH BOLTS

IN BEARING-TYPE CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR

PLANE. WHERE NO DESIGN LOAD IS PROVIDED ON THE PLANS, THE CONNECTION

SHALL BE DESIGNED FOR A MINIMUM FACTORED SHEAR REACTION OF 10 KIPS.

20. BEAM-TO-COLUMN AND BEAM-TO-BEAM CONNECTIONS SHALL BE MOMENT

CONNECTED WHERE INDICATED ON THE DRAWINGS. MOMENT CONNECTIONS

PART OF THE SLRS SHALL BE DESIGNED FOR THE MOMENT CAPACITY OF THE

BEAM UNLESS NOTED OTHERWISE AND FOLLOW CONCEPTUAL DETAILS

INDICATED ON THE DRAWINGS.

21. HIGH-STRENGTH BOLTS FOR CONNECTIONS, OTHER THAN THOSE DESIGNED AS

SLIP-CRITICAL, SHALL BE TIGHTENED TO A SNUG-TIGHT CONDITION. HIGH-

STRENGTH BOLTS FOR CONNECTIONS DESIGNED AS SLIP-CRITICAL, SHALL BE

TIGHTENED AS PER APPLICABLE VALUES IN THE RCSC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

22. THE MINIMUM NUMBER OF BOLTS PER CONNECTION SHALL BE (2) - 3/4 INCH

DIAMETER, A325 BOLTS IN EACH FAYING SURFACE.

23. THE MINIMUM FILLET WELD SIZES SHALL COMPLY WITH THE AISC SPECIFICATION

REQUIREMENTS, BUT SHALL NOT BE LESS THAN 1/4 INCH, UNLESS NOTED

OTHERWISE.

24. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION, UNLESS NOTED

OTHERWISE.

25. THE CONTRACTOR SHALL SUBMIT DETAILED, ENGINEERED, COORDINATED AND

CHECKED SHOP DRAWINGS FOR ALL STRUCTURAL STEEL MEMBERS FOR

REVIEW PRIOR TO THE START OF FABRICATION. AS NOTED ABOVE, CONNECTION

CALCULATIONS SHALL BE SUBMITTED IN ADVANCE TO ALLOW REVIEWED

CONNECTIONS TO BE INCORPORATED IN THE SHOP DRAWINGS.

26. ALL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP..

27. HEADED STUDS SHALL CONFORM TO ASTM A108, GR 1015, WELDABLE (Fu = 65

KSI).

28. TOP OF ALL TUBES AND PIPES SHALL HAVE A CAP PLATE 3/8 INCH, WELDED ALL

AROUND, UNLESS LARGER CAP PLATE AND/OR WELD IS NOTED. SEE TYPICAL

DETAIL. THIS DOES NOT APPLY TO DIAGONAL/SLOPING TUBES OR PIPES.

29. ALL SIMPLE SHEAR CONNECTIONS SHALL BE CAPABLE OF END ROTATION AS PER

THE REQUIREMENTS OF THE AISC SPECIFICATION, CHAPTER J1.2, "SIMPLE

CONNECTIONS".

30. BOLTS OF DIFFERING STEEL GRADES (A325,A490) MUST VARY IN BOLT DIAMETER

BY AT LEAST 1/4 INCH.

31. ALL STRUCTURAL BEAMS FRAMING INTO NEW AND/OR EXISTING CONCRETE OR

MASONRY MEMBERS SHALL BE DETAILED TO SUIT THE HORIZONTAL FIELD

TOLERANCES.

32. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL

ERECTION PROCEDURES AND SEQUENCES, INCLUDING, BUT NOT LIMITED TO,

TEMPERATURE DIFFERENTIALS, ERECTION TOLERANCES, AND WITH RESPECT

TO STRUCTURAL STEEL FRAMING INTO REINFORCED CONCRETE WALLS, BEAMS,

OR COLUMNS, OR FRAMING INTO EXISTING CONSTRUCTION.

4. REINFORCING SHALL CONFORM TO:

a. DEFORMED BARS ASTM A615 GRADE 60

b. DEFORMED BARS (WELDED) ASTM A706

c. WELDED WIRE FABRIC ASTM A1064

5. ALL REINFORCING SHALL BE DETAILED, FABRICATED, SUPPORTED, AND PLACED

IN ACCORDANCE WITH THE "ACI DETAILING MANUAL" AND CRSI'S "MANUAL OF

STANDARD PRACTICE", LATEST EDITIONS.

6. REINFORCING SHALL BE PLACED WITH CONCRETE COVER AS SHOWN IN DETAILS.

WHERE BAR PLACEMENT IS NOT SHOWN, PROVIDE CONCRETE COVER PER ACI

318, WITH THE FOLLOWING MINIMUM DIMENSIONS WHERE CONCRETE IS:

a. CAST AGAINST EARTH 3 IN

b. EXPOSED TO EARTH & WEATHER 2 IN

7. SPLICE REINFORCING BARS WITH CLASS "B" SPLICES, UNO, PER THE

REQUIREMENTS OF ACI 318. PROVIDE MINIMUM OF 6" LAP SPLICING FOR WWF IN

SOG AND 12" FOR ELEVATED SLABS.

8. CENTRAL LINE OF SPLICE OF WELDED WIRE FABRIC IN ELEVATED FLOOR SLABS

SHALL BE LOCATED AT MIDSPAN OF FLOOR SLAB.

9. SPLICES SHALL NOT BE LOCATED OVER FLOOR BEAMS.

10. PROVIDE FOUNDATION DOWELS OF THE SAME SIZE AND LOCATION AS THAT

REQUIRED IN COLUMN AND/OR WALL ABOVE. PROVIDE DEVELOPMENT AND

SPLICES PER ACI 318.

11. CONSTRUCTION JOINTS SHALL BE LOCATED ON THE SHOP DRAWINGS AND ARE

SUBJECT TO APPROVAL OF THE ENGINEER. LOCATE AT POINTS OF MINIMUM

SHEAR. REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT UNLESS IT

ALSO FUNCTIONS AS A CONTROL JOINT (50% PASSES). SUBMIT DETAILS OF

CONSTRUCTION JOINTS IN THE SHOP DRAWINGS. HORIZONTAL CONSTRUCTION

JOINTS ARE NOT ALLOWED IN WALLS OR SLABS.

12. CONTROL JOINTS SHALL BE SPACED AT 15 FOOT MAXIMUM INTERVALS. LAYOUT

SHALL CREATE NEARLY SQUARE OR RECTANGULAR (1.5:1 MAX) SECTIONS.

SUBMIT CONTROL JOINT LAYOUT FOR APPROVAL.

13. PROVIDE 3/4" CHAMFERS AT ALL EDGES THAT ARE EXPOSED TO VIEW IN THE

FINISHED STRUCTURE UNLESS SHOWN OTHERWISE IN THE ARCHITECTURAL

DRAWINGS.

14. CONCRETE EXPOSED TO FREEZE THAW CYCLES SHALL HAVE 6% AIR

ENTRAINMENT. DO NOT AIR ENTRAIN CONCRETE TO BE TROWEL FINISHED.

15. CONCRETE FINISH SHALL CONFORM TO ACI 301 UNO ON ARCHITECTURAL

DRAWINGS.

16. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. FOR

INFORMATION ON DOOR AND WINDOW LOCATIONS, LOUVER OPENINGS,

SLEEVES, CONDUIT, DRAINS, MISCELLANEOUS EMBEDDED ITEMS, ETC. THAT ARE

TO BE INCORPORATED IN THE WORK. THE VARIOUS TRADES ARE RESPONSIBLE

FOR PROVIDING AND PLACING THEIR ITEMS.

17. SEE MECHANICAL, ELECTRICAL, AND CIVIL DRAWINGS FOR EQUIPMENT PADS

AND FOUNDATION LOCATIONS. SEE TYPICAL DETAILS FOR CONSTRUCTION

UNLESS SPECIFIC DETAILS ARE PROVIDED.

18. SEE PLUMBING AND ARCHITECTURAL DRAWINGS FOR UNDERFLOOR AND

PERIMETER FOUNDATION DRAINS.

19. PROVIDE CONTINUOUS WATERSTOPS IN JOINTS OF PITS, RETAINING WALLS, AND

OTHER SIMILAR CONSTRUCTIONS. WATERSTOP PRODUCTS SHALL BE APPROVED

BY THE ENGINEER WHERE NOT SPECIFICALLY CALLED OUT ON DRAWINGS.

20. ALL STEEL ELEMENTS LOCATED BELOW GRADE SHALL BE COATED WITH A

MINIMUM OF 1/8" MASTIC AND COVERED WITH 3" MINIMUM CONCRETE FOR

PROTECTION.

21. EQUIPMENT PADS, TOPPING SLABS, FILL SLABS, ETC. SHALL BE REINFORCED

WITH #4 AT 16" O.C. EACH WAY, UNO.

22. CONDUITS, PIPES, AND SLEEVES OF ANY MATERIAL NOT HARMFUL TO CONCRETE

AND WITHIN THE LIMITATIONS OF ACI 318 SHALL BE PERMITTED TO BE EMBEDDED

IN CONCRETE, ONLY WITH PRIOR WRITTEN APPROVAL OF THE ARCHITECT. THE

CONTRACTOR SHALL SUBMIT DETAILED DIMENSIONED AND COORDINATED

DRAWINGS OF PROPOSED EMBEDDED CONDUIT, PIPES, AND SLEEVES TO THE

ARCHITECT PRIOR TO CONSTRUCTION.

23. CONDUITS AND PIPES EMBEDDED WITHIN A SLAB, WALL, OR BEAM (OTHER THAN

THOSE MERELY PASSING THROUGH) SHALL SATISFY THE FOLLOWING:

a. THEY SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN 1/3 THE

OVERALL THICKNESS OF THE SLAB, WALL, OR BEAM IN WHICH THEY

ARE EMBEDDED.

b. THEY SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS OR

WIDTHS

c. THEY SHALL NOT SIGNIFICANTLY IMPAIR THE STRENGTH OF THE

CONSTRUCTION.

24. ALL ANCHOR BOLTS, INSERTS, SLEEVES AND OTHER EMBEDDED ITEMS SHALL BE

SET BEFORE CONCRETE IS PLACED.

25. THE CONTRACTOR SHALL MAKE ALLOWANCE FOR DEAD LOAD DEFLECTION,

SETTLEMENT OF FORMS AND SHRINKAGE OF CONCRETE WHEN CONSTRUCTING

FORMS AND FORM WORK.

26. THE CONTRACTOR ALONE IS RESPONSIBLE FOR THE ADEQUACY OF ALL FORMS,

SHORING, ETC., USED IN CONSTRUCTION OF CONCRETE WORK.

27. ALL COLUMNS AND FOOTINGS ARE CENTERED ON COLUMN LINES EXCEPT

WHERE OTHERWISE SHOWN ON THE PLANS.

28. WALL CONSTRUCTION AND CONTROL JOINTS SHALL BE LOCATED ON SHOP

DRAWINGS FOR APPROVAL AND SPACED NOT TO EXCEED THE FOLLOWING,

WITHOUT WRITTEN APPROVAL BY STRUCTURAL ENGINEER OF RECORD:

a. CONSTRUCTION JOINTS 65 FEET

b. CONTROL JOINTS 25 FEET

29. ALL ABUTTING CONCRETE MEMBERS SHALL BE DOWELED TOGETHER, UNLESS

POURED MONOLITHICALLY. DOWELS SHALL BE EQUAL IN SIZE AND SPACING TO

THE REINFORCING IN THE ADJACENT MEMBER.

CONCRETE SLAB ON METAL DECK

1. THE CONTRACTOR SHALL PLACE CONCRETE FOR SLABS SO THAT THE FINISH

SURFACE IS SCREEDED LEVEL WITH AN ELEVATION WITHIN 1/4" OF THE TOP OF

SLAB ELEVATION SHOWN ON THE PLANS.

2. SLABS SHALL HAVE A TROWELED FINISH, UNLESS NOTES OTHERWISE ON THE

ARCHITECTURAL DRAWINGS, AND AS A MINIMUM BE TRUE PLANES WITHIN 1/4" IN

10 FEET, AS DETERMINED BY A 10 FOOT, UNLESS NOTED OTHERWISE, STRAIGHT

EDGE PLACED ANYWHERE ON THE SLAB IN ANY DIRECTION.

3. CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT

SO AS TO CONTROL FINISH ELEVATIONS WITHIN THE SPECIFIED LIMITS.

4. CONTRACTOR SHALL FURNISH THE ADDITIONAL CONCRETE DUE TO WET

CONCRETE DEFLECTION OF THE METAL DECK AND BEAMS, SEE DESIGN

CRITERIA FOR ALLOWABLE ADDITIONAL THICKNESS.

5. MECHANICAL, ELECTRICAL, AND PLUMBING CONDUIT, PIPING, AND OTHER ITEMS

SHALL BE ROUTED BELOW METAL DECK, NO CONDUIT, PIPING, JUNCTION BOXES,

OR OTHER ITEMS SHALL BE ALLOWED TO BE EMBEDDED IN CONCRETE SLAB

WIHTOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF

RECORD.

CONCRETE NOTES

1. CONCRETE MATERIALS AND CONSTRUCTIONS SHALL ADHERE TO THE "BUILDING

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY", ACI

318, YEAR ACCORDING TO PROJECT BUILDING CODE.

2. GENERAL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE

"SPECIFICATIONS FOR STRUCTURAL CONCRETE", ACI 301, YEAR ACCORDING TO

PROJECT BUILDING CODE.

3. CONCRETE 28-DAY COMPRESSIVE STRENGTH AND DENSITY SHALL BE AS

FOLLOWS:

INTENDED USE f'c (PSI) DENSITY (PCF)

FOUNDATIONS 4000 145

SLAB ON GRADE 4000 145

DRILLED PIERS 7,000 OR 10,000 145

SLAB ON METAL DECK 4000 110

(LT.CONC.)

ALL OTHER CONCRETE 4000 145

DRILLED CONCRETE PIERS

1. THE BEARING ELEVATION AND CAPACITY, AS NOTED ON THE DRAWINGS, HAVE

BEEN ESTIMATED FROM THE GEOTECHNICAL EXPLORATION REPORT. THE FINAL

BEARING ELEVATIONS MAY VARY AND SHALL BE ESTABLISHED BY THE OWNER'S

SOILS TESTING LABORATORY AT THE TIME OF INSTALLATION OF EACH CAISSON.

2. THE CONTRACTOR SHALL REVIEW ALL EXISTING SITE CONDITIONS AND THE

GEOTECHNICAL EXPLORATION REPORT AND ESTABLISH SPECIFIC

CONSTRUCTION PROCEDURES AND SEQUENCES FOR THE INSTALLATION OF THE

CAISSONS, AND SUBMIT THESE FOR THE REVIEW BY THE OWNER'S SOIL TESTING

LABORATORY. THE CONTRACTOR'S PROCEDURES AND METHODS OF CAISSON

INSTALLATION SHALL MINIMIZE SETTLEMENT OF ADJACENT CONSTRUCTION, AND

THE CONTRACTOR SHALL HAVE SOLE RESPONSIBILITY FOR ALL REMEDIAL WORK

RESULTING FROM SUCH SETTLEMENT.

3. ALL PERMANENT CORRUGATED SHELL CASINGS SHALL BE GALVANIZED AND

CONSTRUCTED OF ASTM A929 CORRUGATED STEEL.

4. IF USED, ALL PERMANENT STEEL PLATE SHELL CASINGS SHALL BE CONSTRUCTED

OF ASTM A36 STEEL WITH CONTINUOUSLY WELDED SEAMS AND WITH A MINIMUM

THICKNESS OF 0.0075 TIMES THE DIAMETER OF THE CAISSON SHAFT, SEAMS ARE

TO BE TESTED BY THE OWNER'S SOILS TESTING LABORATORY (ULTRASONIC

METHOD).

5. IF THERE IS EVIDENCE OF CORROSIVE SOILS, THE DESIGN OF PERMANENT STEEL

PLATE CASINGS SHALL INCLUDE AND ACCOUNT FOR THE PROBABLE EXTENT AND

PENETRATION OF CORROSION.

6. ALL CAISSON CONCRETE SHALL BE NORMAL WEIGHT (145PCF) WITH A MINIMUM

58-DAY COMPRESSIVE STRENGTH OF 7,000 OR 10,000 PSI

7. ALL CAISSON REINFORCING SHALL CONFORM TO THE REQUIREMENTS OF ASTM

A615, GRADE 60..

8. THE BOTTOM OF EACH CAISSON SHALL BE THOROUGHLY CLEANED OF ALL LOOSE

MATERIAL.

9. NO CONCRETE SHALL BE PLACED INTO A CAISSON CONTAINING FREE WATER

WITHOUT PRIOR REVIEW BY THE OWNER'S SOIL TESTING LABORATORY.

10. CAISSON CONCRETE SHALL BE PLACED FULL LENGTH IN ONE CONTINUOUS POUR.

CONSTRUCTION JOINTS SHALL NOT BE USED WITHOUT PRIOR REVIEW BY THE

OWNER'S SOIL TESTING LABORATORY.

11. THE ANNULAR SPACE AROUND THE PERMANENT CORRUGATED STEEL CASING, AT

EACH CAISSON, SHALL BE FULLY GROUTED IMMEDIATELY AFTER PLACEMENT OF

THE SHAFT CONCRETE.

12. THE CONTRACTOR SHALL REMOVE ALL LAITANCE MATERIALS FROM THE TOP OF

EACH CAISSON PRIOR TO PLACEMENT OF FURTHER CONSTRUCTION.

13. SEE SPECIFICATION SECTION 316326, "DRILLED CAISSONS AND SHAFTS," FOR

ADDITIONAL REQUIREMENTS.

STRUCTURAL STEEL

1. STEEL MATERIALS AND CONSTRUCTION SHALL ADHERE TO THE AISC STEEL

CONSTRUCTION MANUAL, INCLUDING BUT NOT LIMITED TO, AISC 360

"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC 341 "SEISMIC

PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", RCSC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS", AND AISC 303 "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", EDITION AND YEAR

SHALL BE ACCORDING TO PROJECT BUILDING CODE.

2. PRIME PAINT STRUCTURAL STEEL AS NOTED BELOW:

a. PER ARCHITECTURAL DRAWINGS

b. INTERIOR STEEL PERMANENTLY EXPOSED TO VIEW

3. GALVANIZE ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE

WEATHER.

4. SEE SPECIFICATION SECTION 051200, "STRUCTURAL STEEL FRAMING", FOR

ADDITIONAL REQUIREMENTS NOT NOTED HEREIN.

5. THESE DRAWINGS SHALL NOT BE CONSIDERED "RELEASED FOR

CONSTRUCTION" UNTIL SPECIFICALLY SO INDICATED IN THE DRAWING ISSUE

BLOCK.

6. STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS, UNO:

a. WIDE FLANGE SHAPES A992

b. STEEL PIPE A53, GR B

c. HOLLOW STRUCTURAL SECTIONS A500, GR C

d. CHANNELS, ANGLES, PLATES A36

7. ASTM A325 OR ASTM A490 HIGH STRENGTH BOLTS SHALL BE USED FOR STEEL

TO STEEL CONNECTIONS, UNO. ASTM A307 GRADE A STANDARD BOLTS SHALL BE

USED FOR CONNECTIONS BETWEEN STEEL AND OTHER MATERIALS.

8. ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING

CODE" (AWS D1.1) PUBLISHED BY THE AMERICAN WELDING SOCIETY.

ELECTRODES FOR WELDING SHALL COMPLY WITH THE REQUIREMENTS OF

TABLE 4.4.1. OF AWS D1.1.

9. ANCHOR BOLTS SHALL BE ASTM F1554, GR 55, UNLESS NOTED OTHERWISE.

30. ALL ERECTION PROCEDURES, DESIGN, AND CALCULATIONS SHALL BE

PERFORMED BY THE CONTRACTOR'S QUALIFIED STRUCTURAL ENGINEER

LICENSED IN THE STATE OF ILLINOIS. ANY REVIEW OF SUCH CALCULATIONS

AND/OR DRAWINGS WILL BE SOLELY LIMITED TO ANY EFFECTS ON THE

INTEGRITY OF THE PERMANENT, PRIMARY STRUCTURE.

31. ALL ADDITIONAL STEEL REQUIRED BY THE CONTRACTOR FOR ERECTION

PURPOSES AND SITE ACCESS OF STOCKPILED MATERIALS SHALL BE PROVIDED

AT NO COST TO THE OWNER. ALL SUCH ADDITIONAL STEEL SHALL BE REMOVED

BY THE CONTRACTOR UNLESS APPROVED BY THE ARCHITECT IN WRITING.

METAL DECK

1. DECK SHALL BE CONTINUOUS OVER 3 SPANS, UNLESS NOTED OTHERWISE.

2. AT SUPPORTS PARALLEL TO THE DECK, RAISE STEEL SUPPORTS OR PROVIDE

SHIMS AT FASTENING POINTS IF THE DECK VALLEY DOES NOT ENGAGE THE

SUPPORT.

3. WHERE DECK IS WELDED TO SUPPORTS, PROVIDE WELDING WASHERS FOR

DECK WITH DESIGN THICKNESS LESS THAN 0.028 INCH.

4. AT CONTRACTOR'S OPINION, HILTI X-EDN AND ENP FASTENING SYSTEMS OR

APPROVED EQUAL MAY BE USED IN LIEU OF WELDS TO SUPPORTS. CONTACT

HILTI FOR DESIGN INFORMATION AND SUBMIT FOR APPROVAL.

5. METAL DECK ACCESSORIES, INCLUDING BUT NOT LIMITED TO: GIRDER FILLERS,

Z-CLOSURES, AND COVER PLATES THAT ARE INTEGRAL WITH THE FLOOR

DIAPHRAGM OR ROOF DIAPHRAGM SHALL BE OF THE SAME MATERIAL, FINISH,

AND MINIMUM THICKNESS AS THE METAL DECK. ACCESSORIES SHALL BE

ANCHORED TO SUPPORTING MEMBERS BY ARC SPOT WELDS OR SELF-DRILLING

SCREWS AT 12 INCH MAXIMUM SPACING OR AS SHOWN ON THE DESIGN

DRAWINGS.

6. ROOF DECK SHALL BE DESIGNED, FABRICATED, AND INSTALL IN ACCORDANCE

WITH "SDI CODE OF STANDARD PRACTICE AND COMMENTARY", SDI COSP-LATEST

EDITION.

7. 1 1/2" WIDE RIB ROOF DECK WITH DESIGN THICKNESS 0.0358" (20 GAUGE) SHALL

HAVE THE FOLLOWING MINIMUM PROPERTIES: Ip = 0.201 IN4/FT, In = 0.222 IN4/FT, Sp = 0.234 IN3/FT, Sn = 0.247 IN3/FT, Fy = 33 KSI

8. 1 1/2" NON- COMPOSITE FLOOR DECK WITH DESIGN THICKNESS 0.0358" (20

GAUGE) SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Ip = 0.409 IN4/FT, In = 0.406 IN4/FT, Sp = 0.341 IN3/FT, Sn = 0.346 IN3/FT, Fy = 50 KSI

9. THE STEEL ROOF DECK HAS BEEN DESIGNED FOR A 20 PSF CONSTRUCTION LIVE

LOAD. THE CONTRACTOR SHALL NOT EXCEED THE ASSUMED CONSTRUCTION

DESIGN LIVE LOAD WITHOUT FIRST TAKING ALL NECESSARY SAFETY

PRECAUTIONS SUCH AS SHORING, ETC.

10. NO LOADS SHALL BE PERMITTED TO BE HUNG FROM ANY STEEL ROOF DECKING.

ALL DUCTWORK, PIPING, ETC., SHALL BE HUNG ON HANGERS DIRECTLY

ATTACHED TO THE STRUCTURAL STEEL FRAMING OR FROM SUPPLEMENTARY

FRAMING MEMBERS PROVIDED BY THE MEP CONTRACTOR. ALL HANGING LOAD

MAGNITUDES AND DETAILS SHALL BE SUBMITTED FOR REVIEW.

S

TATE

OF I L L I NO I S

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STRUCTURAL

ENG

I N E

E

RHALEY J. COONS

081-008013

ST. LOUIS, MO

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

A

B

C

D

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F

Veterans Health

Administration

VA FORM 08-6231

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(405) 842-6100

SETH ANDREW CAVIN - ARCHITECT #AR12100034 EXP. 11/30/2024

JAMES ROSS MYLES - PROFESSIONAL ENGINEER #062.071715 EXP. 11/30/2023

CIVIL/ STRUCTURAL ENGINEER

OATES ASSOCIATES

100 LANTER COURT, SUITE 1

COLLINSVILLE, IL 62234

(618) 345-2200

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

2519 MADISON AVE. STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

DATA/COMM CONSULTANT

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

EHRM INFRASTRUCTURE

UPGRADESCOMMISSIONING AGENT

ES2

13401 N. SANTA FE AVE.

OKLAHOMA, OK 73114

(405) 528-4500

/1

/2

:5 :3

P

M

GENERAL NOTES

SLPIMC

FINAL BID DOCUMENTS

04/20/2023

657A5-21-700

MARION VA MEDICAL CENTER

2401 WEST MAIN ST.

MARION, IL 62959

SJ001

205065

SPUR #: 2114

No. REVISION DESCRIPTION DATE

064 204

12. ALL SHOP DRAWINGS AND PRODUCT SUBMITTALS ARE REVIEWED FOR GENERAL

CONFORMANCE WITH THE PROJECT DOCUMENTS. REVIEWED SUBMITTALS DO

NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY TO CONFORM WITH

THE DESIGN DRAWINGS AND SPECFICATIONS.

13. DETAILS NOTED AS "TYPICAL"/"TYP." ARE TO APPLY TO ALL CONDITIONS,

INCLUDING SIMILAR CONDITIONS, ON THE PROJECT EXCEPT WHERE SPECIFIC

DETAILS OR SECTIONS ARE PROVIDED. "TYPICAL" DETAILS APPLY REGARDLESS

OF BEING SPECIFICALLY NOTED OR CUT ON THE DRAWINGS. SPECIFIC DETAILS

SHALL ALSO APPLY TO THOSE CONDITIONS WHICH ARE THE SAME OR SIMILAR

ELSEWHERE ON THE JOB REGARDLESS OF BEING SPECIFICALLY NOTED OR CUT

ON DRAWINGS.

EXISTING CONDITIONS

1. CONTRACTOR SHALL BECOME FAMILIAR WITH EXISTING CONDITIONS PRIOR TO

BIDDING AND PROVIDE THE NECESSARY MEANS AND METHODS TO ACCOMPLISH

THE SPECIFIED WORK.

2. FIELD VERIFY ALL CONDITIONS, SIZES, SPACINGS, AND DIMENSIONS OF EXISTING

STRUCTURES OR OBSTACLES PRIOR TO FABRICATION AND/OR NEW

CONSTRUCTION. CONTACT ENGINEER IMMEDIATELY IF EXISTING CONDITIONS,

ETC. VARY FROM THOSE SHOWN ON THESE DRAWINGS.

3. CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY REMOVAL AND

REPLACEMENT/RELOCATION OF ANY NON-STRUCTURAL ELEMENTS NECESSARY

TO COMPLETE THE STRUCTURAL WORK. FOLLOW ALL APPLICABLE CODES AND

REQUIREMENTS OF THE AFFECTED TRADES. PROVIDE FOR THIS REQUIREMENT IN

THE BID.

4. CONTRACTOR SHALL CONFINE ALL OPERATIONS TO THE AREA SHOWN ON THE

PLANS. ANY AREA DISTURBED BEYOND THESE LIMITS SHALL BE RESTORED TO ITS

ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE.

5. WHERE NEW CONCRETE MEETS EXISTING CONCRETE, CONTRACTOR SHALL CHIP

OR SAW CUT CONCRETE EDGES TO FORM A FLUSH AND CLEAN SURFACE PRIOR

TO INSTALLATION OF NEW CONCRETE.

6. CONTRACTOR SHALL PROVIDE TEMPORARY OR PERMANENT SHORING TO ALL

EXISTING CONTRUCTION WHERE NEW CONTRUCTION ABUTS, TO PREVENT

DAMAGE DURING NEW CONSTRUCTION WHETHER SHOWN ON THESE DRAWINGS

OR NOT. ANY DAMAGE TO EXISTING STRUCTURES, FOUNDATIONS, ETC. SHALL BE

REPAIRED BY THE CONTRACTOR AT NO COST TO THE OWNER PRIOR TO PROJECT

COMPLETION.

METAL DECK (CON'T)

16. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.

17. ALL STEEL ROOF DECK SHALL BE FABRICATED FROM STEEL CONFORMING TO

THE STANDARDS OF ASTM A653, STRUCTURAL QUALITY, HAVING A MINIMUM

YIELD STRENGTH OF 33 KSI. ALL STEEL ROOF DECK SHALL BE HOT-DIP

GALVANIZED TO THE STANDARDS OF ASTM A525 WITH A COATING CLASS OF

G-90, MINIMUM. WHERE APPLICABLE, VERIFY COMPATIBILITY OF GALVANIZING

AND SPRAY-ON-FIRE PROOFING WITH FIRE PROOFING SUPPLIER.

18. ALL STEEL ROOF DECK SHALL BE WIDE RIBBED, UNLESS NOTED OTHERWISE,

WITH DEPTH AND GAUGE AS INDICATED ON THE STRUCTURAL DRAWINGS. THE

DECK GAUGE SHALL NOT BE LESS THAN 20 GAUGE.

19. THE CONTRACTOR SHALL PROVIDE DETAILED AND CHECKED SHOP DRAWINGS

INDICATING LOCATION, GAUGE, AND SIZE OF EACH PIECE OF DECKING AND

RELATED DECKING ACCESSORIES. THE DRAWINGS SHALL CLEARLY SHOW

WELDING DETAILS TO STRUCTURAL FRAMING ELEMENTS, SIDELAP CONNECTION

DETAILS, DECK OPENING/EDGE CLOSURES, AND SUPPLEMENTARY DECK AND/OR

CLOSURE REINFORCING.

20. PROVIDE CONTINUOUS SHEET STEEL CLOSURES AT ALL DECK OPENINGS AND

DECK EDGES, UNLESS NOTED OTHERWISE.

21. PROVIDE, AS REQUIRED, ALL RIDGE AND VALLEY PLATES, COLUMN CLOSURES,

CANT STRIPS, SUMP PLATES AT PIPING PENETRATIONS, AND RECESSED SUMP

PANS AT ROOF DRAINS. PROVIDE SUPPLEMENTARY STRUCTURAL FRAMING,

INCLUDING BEAMS, ANGLES, AND/OR REINFORCING PLATES AT OPENINGS, AS

REQUIRED FOR SUPPORT OF THE STEEL ROOF DECK. ALL DECK OPENINGS

SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

22. ALL STEEL ROOF DECK ACCESSORIES SHALL BE HOT-DIP GALVANIZED TO A

COATING OF G-90, MINIMUM.

23. ALL STEEL ROOF DECK SHALL BE WELDED TO STRUCTURAL STEEL BY QUALIFIED

WELDERS USING PRE-QUALIFIED PROCEDURES. THE AWS SPECIFICATIONS

ESTABLISH A PROCEDURE FOR PRE-QUALIFICATION OF THE PLUG WELDING OF

THE STEEL DECKING TO THE STRUCTURAL STEEL FOR THE PARTICULAR GAUGES

USED. PRIOR TO THE START OF ERECTION OF THE STEEL COMPOSITE DECK, AND

ON A PERIODIC BASIS, AS DEEMED NECESSARY BY THE ARCHITECT AND THE

OWNER'S TESTING LABORATORY, EACH WELDER SHALL BE QUALIFIED USING

THIS PROCEDURE AS WITNESSED BY THE OWNER'S TESTING LABORATORY.

MISCELLANEOUS

1. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR COORDINATING

SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND WORK. IF A

DISCREPANCY BETWEEN DRAWINGS IS OBSERVED, CONTACT THE ENGINEER

IMMEDIATELY.

2. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE

WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER.

3. NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE

WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER.

4. DIMENSIONS OF OPENINGS IN FLOORS, ROOFS, AND WALLS, AND ASSOCIATED

SURROUNDING FRAMING, AND ANCHOR BOLT SIZES AND LOCATIONS ASSOCIATED

WITH MECHANICAL EQUIPMENT, SHALL BE VERIFIED BY THE CONTRACTOR WITH

ACTUAL EQUIPMENT FURNISHED FOR THE PROJECT PRIOR TO FABRICATION AND

INSTALLATION.

5. ALL OPENINGS AND SLEEVES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS.

FOR REQUIRED OPENINGS, REFER TO THE ARCHITECTURAL, MECHANICAL,

PLUMBING, ELECTRICAL, AND CIVIL DRAWINGS.

6. THE CONFIGURATION OF STRUCTURAL FRAMING REQUIRED TO SUPPORT

MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT IS BASED ON

PRELIMINARY PRODUCT INFORMATION. THE CONTRACTOR SHALL VERIFY WITH

THE MANUFACTURER OF THE EQUIPMENT FURNISHED FOR THE PROJECT THAT

THE CONFIGURATION IS SUITABLE. EQUIPMENT SHALL BE SUPPORTED ON ALL

SIDES BY STRUCTURAL FRAMING, IF FRAMING IS NOT LOCATED UNDER

EQUIPMENT CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY.

7. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.

8. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF

CONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION

LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE FRAMING AT THE TIME

THE LOADS ARE IMPOSED.

9. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE

CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING

AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE

CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES.

10. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE

DEFICIENCIES, OMISSIONS, CONTRADICTIONS, OR AMBIGUITIES, IN THE PLANS

AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT. PLANS AND/OR SPECIFICATIONS WILL BE CORRECTED, OR WRITTEN

INTERPRETATION OF THE ALLEGED DEFICIENCY, OMISSION, CONTRADICTION, OR

AMBIGUITY WILL BE MADE BY THE ARCHITECT BEFORE THE AFFECTED WORK

PROCEEDS.

11. CHECK ALL DIMENSIONS AGAINST REQUIREMENTS OF OTHER CONTRACT

DOCUMENTS. FIELD VERIFY DIMENSIONS RELATING TO EXISTING CONDITIONS

PRIOR TO ORDERING MATERIALS AND FABRICATION.

COLD-FORMED STEEL FRAMING (CFSF)

1. COLD-FORMED METAL FRAMING SHALL BE DESIGNED, FABRICATED, AND

ERECTED IN ACCORDANCE WITH AISI'S "SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS," YEAR ACCORDING TO PROJECT

BUILDING CODE.

2. MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED OTHERWISE:

a. STRUCTURAL STEEL SHEET ASTM A653 SS

1. 0.0451 IN. (43 MILS) THICK OR LESS GRADE 33

2. 0.0566 IN. (54 MILS) THICK OR GREATER GRADE 50, CLASS 1

b. SELF-DRILLING SCREWS SAE 178

c. WELD ELECTRODES E60XX

3. ALL COLD-FORMED STEEL FRAMING AND ACCESSORIES SHALL BE MADE OF THE

TYPE, SIZE, GAUGE, AND SPACING SHOWN ON THE DRAWINGS AND

SPECIFICATIONS.

4. ALL STUDS SHALL HAVE A MINIMUM FLANGE WIDTH OF 1 5/8", A MINIMUM

THICKNESS OF 54 MILS, AND A MAXIMUM SPACING OF 16" O.C., UNLESS NOTED

OTHERWISE.

5. FULL-HEIGHT DOUBLE STUDS SHALL BE PROVIDED AT THE ENDS OF PARTITIONS,

AT WALL OPENINGS, BENEATH BAR JOISTS, BENEATH TRUSSES, AND AT OTHER

LOCATIONS INDICATED IN THE STRUCTURAL DRAWINGS.

a. WELD THE FLANGES OF DOUBLE STUDS TOGETHER FULL HEIGHT

USING 2" OF WELD AT 12" O.C. EA. SIDE.

6. ANCHOR STUD TRACKS WITH LOW-VELOCITY POWDER ACTUATED FASTENERS

WITH A MINIMUM SHANK DIAMETER OF 0.145" AND A MINIMUM PENETRATION OF 1

1/8". LOCATE ANCHORS AT 3' FROM THE ENDS OR PARTITIONS AND AT 6" O.C. MAX.

THROUGHOUT.

7. PROVIDE SHEATHING ATTACHED TO BOTH FACES OF WALL STUDS THROUGHOUT

THE LENGTH OF THE STUDS OR PROVIDE BRIDGING AT 4'-0" O.C.

8. PROVIDE STUD WALL BRIDGING ACCORDING TO MANUFACTURER'S

RECOMMENDATIONS.

9. PROVIDE STIFFENERS IN WEBS OF JOISTS AT BEARING POINTS AND AT

LOCATIONS OF CONCENTRATED LOADS.

10. PROVIDE MATCHING THICKNESS TRACK (54 mil MIN.) AT TOP AND BOTTOM OF

STUD WALLS AND AT HEADERS FOR STUD WALLS.

11. STUDS SHALL BE PLUMBED, ALIGNED, AND SECURELY ATTACHED TO FLANGES OR

WEBS OF LOWER TRACK. STUDS SHALL BE SEATED TIGHT TO TRACK WEBS PRIOR

TO ATTACHMENT. SHIMS AND UNLEVELED BEARING SURFACES ARE NOT

PERMITTED.

12. WALL STUDS SHALL BE SPACED A MAXIMUM OF 16" O.C. AND HAVE THE

FOLLOWING MINIMUM EFFECTIVE PROPERTIES. IN THE DESIGNATION BELOW, 600

IS THE MEMBER EFFECTIVE DEPTH IN 1/100 INCHES, S IS THE MEMBER STYLE, 162

IS THE FLANGE WIDTH IN 1/100 INCHES, AND 54 IS THE MATERIAL THICKNESS IN

MILS, UNLESS NOTED OTHERWISE.

a. EXTERIOR STUDS: 600S162-54

b. PARTITION STUDS: SEE ARCH.

13. AT LOCATIONS REQUIRING WELDING OF OR TO METAL STUDS, MINIMUM STUD

THICKNESS SHALL BE 54 MILS. ALL STUDS DAMAGED FROM WELDING SHALL BE

REPLACED.

REINFORCED MASONRY:

1. MASONRY MATERIALS AND CONSTRUCTION SHALL ADHERE TO THE BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530 AND THE

SPECIFICATION FOR MASONRY STRUCTURES, ACI 530.1, YEAR ACCORDING TO

PROJECT BUILDING CODE.

2. NOTES APPLY TO MASONRY SHOWN ON STRUCTURAL DRAWINGS AND SHALL BE

THE MINIMUM REQUIREMENTS FOR MASONRY SHOWN ON THE ARCHITECTURAL

DRAWINGS.

3. THE MASONRY SYSTEM SHALL HAVE A MINIMUM NET AREA COMPRESSIVE

STRENGTH, f'm, EQUAL TO 2000 PSI. GROUT SHALL COMPLY WITH ASTM C476.

MORTAR SHALL COMPLY WITH ASTM C270 AND BE TYPE S ABOVE GRADE AND

TYPE M BELOW GRADE, UNLESS NOTED OTHERWISE.

4. MASONRY UNITS SHALL BE NORMAL WEIGHT CONCRETE, 135 PCF, PER ASTM

C90.

5. REINFORCED MASONRY SHALL HAVE SPECIAL INSPECTIONS PER THE DESIGN

CODE REQUIREMENTS. SEE INSPECTION TABLES LOCATED WITHIN THE IBC OR

ACI 530.1 AS REQUIRED BY THE PROJECT BUILDING CODE.

6. REINFORCING SHALL COMPLY WITH ASTM A615, GRADE 60. JOINT REINFORCING

SHALL COMPLY WITH ASTM A951.

7. CONCRETE CONTRACTOR SHALL FURNISH DOWELS PROJECTING FROM CAST-IN-

PLACE CONCRETE. MASONRY CONTRACTOR SHALL FURNISH ALL OTHER

REINFORCING.

8. DOWELS FROM CONCRETE AND/OR MASONRY SHALL ALIGN WITH THE VERTICAL

AND/OR HORIZONTAL REINFORCING IN THE MASONRY. DOWELS SHALL MATACH

THE VERTICAL WALL REINFORCING, UNLESS NOTED OTHERWISE.

9. WHERE DOWELS DO NOT LINE UP WITHIN A BLOCK CELL, THEY MAY BE SLOPED

NO MORE THAN ONE HORIZONTAL TO SIX VERTICL (1H:6V). DOWELS MAY BE

GROUTED INTO A CELL IN VERTICAL ALIGNMENT EVEN THOUGH IT IS IN AN

ADJACENT CELL TO THE VERTICAL WALL REINFORCING.

10. REINFORCING SPLICES SHALL BE LAPPED ACCORDING TO ACI 530/530.1, MINIMUM

OF 24". REINFORCING SHALL BE WIRED TOGETHER.

11. VERTICAL REINFORCING SHALL BE POSITIONED TO MAINTAIN A CLEARANCE OF

3/4" FROM THE MASONRY SURFACE OR ADJACENT BARS AND NOT LESS THAN

ONE BAR DIAMETER BETWEEN BARS NOT SPLICED.

12. REINFORCING SHALL BE FIRMLY POSITIONED WITHIN THE MASONRY

CONSTRUCTION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 192

BAR DIAMETERS AND INSPECTED PRIOR TO THE START OF GROUTING.

13. GROUTING OF MASONRY BEAMS OVER OPENINGS SHALL BE DONE IN ONE

CONTINUOUS OPERATION.

14. CONTROL JOINTS SHALL BE LOCATED PER ARCH DRAWINGS. IF CONTROL JOINTS

ARE NOT LOCATED, SUBMIT A CONTROL JOINT PLAN FOR REVIEW.

15. JOINT REINFORCING SHALL TERMINATE AT CONTROL JOINTS. HORIZONTAL

REINFORCING BARS SHALL BE CONTINUOUS THROUGH CONTROL JOINTS AT

ROOF LINES, FLOOR LINES, AND AS NOTED IN THE DRAWINGS.

16. VERTICAL CELLS TO BE GROUTED SHALL BE CONSTRUCTED TO MAINTAIN A

MINIMUM CLEAR GROUT SPACE AS SHOWN BELOW:

a. GROUT LIFT 5'-4" OR LESS: 2 1/2"x3"

b. GROUT LIFT 5'-4" TO 12'-8": 3"x3"

c. GROUT LIFT 12'-8" TO 24'-0": 3"x4

17. PROVIDE GROUT KEYS BETWEEN GROUT POURS. FORM GROUT KEY BY

TERMINATING THE GROUT A MINIMUM OF 1" BELOW THE MORTAR JOINT.

18. ALL ANCHOR BOLTS, HEADED STUDS, REINFORCING, POST-INSTALLED ANCHORS,

ETC. SHALL BE PLACED IN SOLID GROUTED CELLS.

19. ALL MASONRY BELOW GRADE SHALL BE GROUTED SOLID. CAVITIES OF

MULTIWYTHE WALLS BELOW GRADE SHALL BE GROUTED SOLID.

20. DO NOT EMBED ALUMINUM ITEMS IN MASONRY UNLESS EFFECTIVELY COATED

TO RESIST THE REACTION DUE TO DISSIMILAR MATERIALS.

21. JOINT REINFORCING SHALL BE 9 GAGE MINIMUM AND PLACED AT A MINIMUM OF

16" O.C. AND IN THE FIRST TWO BED JOINTS AT THE BASE OF THE WALL. PROVIDE

AT 8" O.C. IN PARAPETS AND CANTILEVERED WALLS. JOINT REINFORCING SHALL

BE SPLICED 6" MINIMUM.

22. REFER TO DRAWINGS BY OTHER DISCIPLINES FOR DETAILS AND SPECIFIC

DIMENSIONS OF WINDOWS, DOORS, LOUVERS, AND OTHER ITEMS WITHIN THE

MASONRY. OPENINGS EQUAL TO OR SMALLER THAN 16"x16" ARE NOT TYPICALLY

SHOWN ON STRUCTURAL DRAWINGS.

23. OPENINGS SHALL BE CORED OR CUT WITH A MASONRY SAW LEAVING CLEAN

EDGES AND NO OVERCUT CORNERS.

24. TEMPORARY SHORING/BRACING OF WALLS IS BY CONTRACTOR. DO NOT

REMOVE UNTIL THE STRUCTURE'S LATERAL LOAD RESISTING SYSTEM IS

COMPLETE.

25. SET POST-INSTALLED ANCHORS AND DOWELS WITH HILTI HIT HY-270 OR EQUAL.

INSTALL PER THE STRICTEST RECOMMENDATION OF THE MANUFACTURER.

SUBSTITUTION REQUESTS MUST BE PRE-APPROVED BY THE ENGINEER.

ANCHORS SHALL BE 3/4" DIAMETER WITH 6" EMBEDMENT SPACED AT 16" O.C.,

UNLESS NOTED OTHERWISE.

15. WHERE STEEL ANGLES OR OTHER SHAPES ARE WELDED TO METAL STUDS,

CONNECT METAL TRACKS TO METAL STUDS WITH WELDS, NOT SCREWS.

16. WHERE STUD SYSTEM ABUTS STRUCTURAL COLUMNS OR WALLS, INCLUDING

MASONRY WALLS, ANCHOR ENDS OF BRIDGING / BLOCKING TO SUPPORTING

STRUCTURE.

S

TATE

OF I L L I NO I S

L

IC

E N

S

ED

STRUCTURAL

ENG

I N E

E

RHALEY J. COONS

081-008013

ST. LOUIS, MO

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

SETH ANDREW CAVIN - ARCHITECT #AR12100034 EXP. 11/30/2024

JAMES ROSS MYLES - PROFESSIONAL ENGINEER #062.071715 EXP. 11/30/2023

CIVIL/ STRUCTURAL ENGINEER

OATES ASSOCIATES

100 LANTER COURT, SUITE 1

COLLINSVILLE, IL 62234

(618) 345-2200

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

2519 MADISON AVE. STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

DATA/COMM CONSULTANT

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

EHRM INFRASTRUCTURE

UPGRADESCOMMISSIONING AGENT

ES2

13401 N. SANTA FE AVE.

OKLAHOMA, OK 73114

(405) 528-4500

/1

/2

:5 :3

P

M

GENERAL NOTES

SLPIMC

FINAL BID DOCUMENTS

04/20/2023

657A5-21-700

MARION VA MEDICAL CENTER

2401 WEST MAIN ST.

MARION, IL 62959

SJ002

205066

SPUR #: 2114

065 204

SCHEDULE FOR F1554 ANCHORS

ANCHOR SIZE

• ROD THREADED 6" AT TOP END AND 3" AT BOTT. END.

4" MIN. PROJECTION.

• UNLESS OTHERWISE SPECIFIED, ALL ANCHOR RODS SHALL

BE GRADE 55.

• SEE THE BASE PLATE SCHEDULE FOR ANCHOR ROD SIZES

REQUIRED ON THIS PROJECT.

• ALL NUTS SHALL BE HEAVY HEX NUTS.

• ALL WASHERS SHALL BE PER AISC TABLE 14-2.

TYPE 1 (GR.36 & 55)

TYPE 2 (GR. 105)

3/4"

1"

1 1/4"

1 1/2"

DOUBLE NUT

PL. 1/2x3x3

L

1/ 2"

TACK

TACK

3/ 4"

M

IN

NUT & WASHER

3/ 4"

M

IN

NUT OR

HEADED BOLT

L

1/ 2"

TYPICAL BASE PL. & ANCHOR ROD DETAIL

1/4

L/

L/

L

W/2 W/2

W

1/

2"

1/ 2"

TYPE "X"

PL. TxLxB

T.O. CONC.

BASE PL., SEE SCHED.

1/

2" G

R O

U T

"T

T.O. CONC.

NUT & WASHER

BASE PL., SEE SCHED.

1/

2" G

R O

U T

"T

HOLE Ø

1 5/16"

1 13/16"

2 1/16"

2 5/16"

TYPE 1

1'-0"

1'-6"

1'-9"

2'-0"

TYPE X

1 1/2" 1 1/2"

1/4

L/

L/

L

W/2 W/2

W

1/

2"

1/ 2"

TYPE "X"

PL. TxLxB

1 1/2" 1 1/2"

TYPICAL FLOOR DECK DETAIL

NOTES:

1. METAL FLOOR DECK 1.5C NON-COMPOSITE - 20 GA. WITH

4 1/2" LW CONC. SLAB REINF. WITH 6x6-W1.4xW1.4 WWF.

2. SIDELAP FASTENERS: #10 TEK SCREWS, 3 PER SPAN.

3. ALL SUPPORTS PARALLEL TO FLUTES: 5/8" Ø PUDDLE

WELDS @ 6" O.C.

4. ALL TRANSVERSE SUPPORTS: 5/8" ⌀ PUDDLE WELDS 6

PER SHEET.

TYPICAL ROOF DECK DETAIL

NOTES:

1. METAL ROOF DECK 1.5B - 20 GA.

2. SIDELAP FASTENERS: #10 TEK SCREWS, 3 PER SPAN

3. ALL SUPPORTS PARALLEL TO FLUTES: 5/8" DIA. PUDDLE

WELDS @ 6" O.C.

4. ALL TRANSVERSE SUPPORTS: 5/8"⌀ PUDDLE WELDS 7 PER

SHEET.

TYPICAL DECK DETAILS

TOP OF

STEEL

5/8

TYP.

WELD PATTERN 36/7

3'-0".

TOP OF

STEEL

5/8

TYP.

WELD PATTERN 36/6

3'-0" SPAN

A

A

1/4" MIN.

TYPICAL BEAM SHEAR PL. CONNECTION SCHEDULE

1" M

IN

3" T

Y P

SHEAR PL., MIN 3/8” &

BOLTS PER SCHED.

CONNECTION SCHEDULE

BEAM SIZE MIN NO. OF ROWS OF 3/4” Ø

A325N BOLTS (U.N.O.)

W8/W10

W12/W14

W16

W18

W21

W24

W27

W30

NOTES:

1. BEAM WEB TO BE FILLED WITH MAXIMUM NUMBER OF BOLTS ALLOWED BASED ON

DIAMETER AND SPACING PER AISC.

2. CONNECTIONS TO DEVELOP ALLOWABLE UNIFORM LOADS (AUL) PER AISC MANUAL:

NONCOMPOSITE - 50% OF AUL + 5% AXIAL

GUSSET PL.

ERECTION BOLT

w/ SLOTTED HOLE

WELD

1/16" GAP

(3/16" MAX)

TYPICAL HSS SLOT TO GUSSET PL.

NOTE:

IF THE GAP BETWEEN THE GUSSET PL. AND THE VERTICAL BRACING

HSS EXCEEDS 1/16" THE WELD SIZE SHOWN MUST BE INCREASED BY

1/16" FOR EACH 1/16" INCREASE IN GAP SIZE.

PIER - SEE SCHEDULE⌀

CIRCULAR TIES -

SEE SCHEDULE

VERT. BAR REINF. -

SEE SCHEDULE

6" M

IN

VERT. DWLS

INTO PIER

TYPICAL DRILLED PIER SECTION

NOTES:

1. CIRCULAR TIES

A. ENDS SHALL OVERLAP A MIN. OF 6"

B. ENDS SHALL TERMINATE WITH

STANDARD 135° HOOKS WITH

EXTENSION LENGTH OF 3"

C. OVERLAPS AT ENDS OF ADJACENT

CIRCULAR TIES SHALL BE

STAGGERED AROUND THE

PERIMETER ENCLOSING THE

LONGITUDINAL BARS

2" CLR.

SEE SCHEDULE

PIER =

3" C

LR

3" C

LR

S

LA

B

P

IE

R C

A P

2'

#4 T

IE

S

2" O

.C

TOP OF PIER CAP/

GROUND LEVEL

ELEV. = 100'-0"

(4) #6 DWLS. x

5'-0" LONG

TYP. DRILLED PIER

SCALE: 1" = 1'-0"

'-0

E

N D

B E

A R

IN

G

IN

T

O S

A N

D S

T O

N E

G

E O

T E

C H

. T O

V E

R

IF

Y

IN

T

O S

U B

S T

R A

T E

P

IE

R

E M

B

T.O. SLAB ELEV.,

SEE PLAN

TYPICAL EDGE OF SLAB SUPPORT DETAIL U.N.O.

3/8” BENT PL.

FOR METAL DECK

ORIENTATION, SEE PLAN

3-12

3-12

CL. BEAM

PLAN

SEE

UP TO 4"

T.O. SLAB ELEV.,

SEE PLAN 3/8” BENT PL.

FOR METAL DECK

ORIENTATION, SEE PLAN

3-12

3-12

CL. BEAM

PLAN

SEE

TO 1'-0"

OVER 4"

T.O. SLAB ELEV.,

SEE PLAN 3/8” BENT PL.

FOR METAL DECK

ORIENTATION, SEE PLAN

3-12

3-12

CL. BEAM

PLAN

SEE

OVER 1'-0"

W-SHAPE w/ 3/8”

STIFF. PL. @ 2’-0” O.C.

6"

NOTE:

1. ROOF EDGE OF DECK SUPPORT DETAIL SIMILAR.

2. ROOF EDGE OF DECK SUPPORT SHALL BE CONTINUOUS AROUND ENTIRE PERIMETER,

UNLESS NOTED OTHERWISE. WELD ALL AROUND AT SPLICES TO MAKE CONTINUOUS. AT

CORNERS, MITER ANGLE 45 DEGREES AND WELD ALL AROUND TO MAKE CONTINUOUS.

STIFF. PL. TO MATCH

COLUMN FLANGE

THICKNESS MIN (N.S. & F.S.)

CAP PL. 3/4” w/ (4) 3/4”

Ø A325N BOLTS, MIN.

COL., SEE COL. SCHED.

A-A

TYP.

5/16

MIN.

3/8” MIN STIFF. -

CONN. PL (N.S. &

F.S.) DBL. SHEAR

TYPICAL COLUMN CONNECTION DETAIL

SECTION A-A

SEE PLAN

CANTILEVER

STIFF. PL. TO MATCH COLUMN

FLANGE THICKNESS MIN (N.S. & F.S.)

CAP PL. 3/4” w/ (4) 3/4”

Ø A325N BOLTS, MIN.

COL., SEE COL. SCHED.

A-A

TYP.

5/16

MIN.

3/8” MIN STIFF. -

CONN. PL (N.S. &

F.S.) DBL. SHEAR

TYPICAL CANTILEVER BEAM & COLUMN DETAIL

SECTION A-A

2' - 0"

2'

BAR TO MATCH TYP. VERT. WALL

REINF. OR AS SPECIFIED FOR

SHEAR WALL END BARS

2' - 0"

2'

"BOND BEAM REINF.

CORNER BARS IN MASONRY

BOND BEAMS, MATCH BOND

BEAM REINF.

CORNER BARS IN MASONRY

BOND BEAMS, MATCH BOND

BEAM REINF.

BOND BEAM REINF.

BAR TO MATCH TYP. VERT. WALL

REINF. OR AS SPECIFIED FOR

SHEAR WALL END BARS

TYPICAL MASONRY WALL CORNER REINFORCING

NOTE:

1. TYPICAL VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY.

TYPICAL SLAB TURN DOWN @ DOORS

GRADE BEAM - SEE 5 &

6 ON SB100 FOR

BALANCE OF INFO

SLAB AT OPENING IN

SCREEN WALL

#5 DWLS x1'-0" x 1'-6" @

12" O.C. @ OPENING

ONLY (3 MIN.)

#5x 2'-0" @ 12" O.C. @

OPENING ONLY (3 MIN.)

S

TATE

OF I L L I NO I S

L

IC

E N

S

ED

STRUCTURAL

ENG

I N E

E

RHALEY J. COONS

081-008013

ST. LOUIS, MO

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

SETH ANDREW CAVIN - ARCHITECT #AR12100034 EXP. 11/30/2024

JAMES ROSS MYLES - PROFESSIONAL ENGINEER #062.071715 EXP. 11/30/2023

CIVIL/ STRUCTURAL ENGINEER

OATES ASSOCIATES

100 LANTER COURT, SUITE 1

COLLINSVILLE, IL 62234

(618) 345-2200

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

2519 MADISON AVE. STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

DATA/COMM CONSULTANT

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

EHRM INFRASTRUCTURE

UPGRADESCOMMISSIONING AGENT

ES2

13401 N. SANTA FE AVE.

OKLAHOMA, OK 73114

(405) 528-4500

/1

/2

:5 :3

P

M

TYPICAL DETAILS

SLPIMC

FINAL BID DOCUMENTS

04/20/2023

657A5-21-700

MARION VA MEDICAL CENTER

2401 WEST MAIN ST.

MARION, IL 62959

SJ003

205067

SPUR #: 2114

066 204

BACK-TO-BACK

BUILT-UP STUD

BACK-TO-BACK

BUILT-UP STUD

(43 mil MIN.)

BOX SHAPED

BUILT-UP STUD

(43 mil MIN.)

2-12 2-12

(2) #10 SDS @

12" O.C.

BACK-TO-BACK

BUILT-UP STUD

#10 SDS @

12" O.C.

BACK-TO-BACK

BUILT-UP STUD

(43 mil MIN.)

2-12

BOX SHAPED

BUILT-UP STUD

(43 mil MIN.)

2-12

TYPICAL BUILT-UP STUD DETAIL

OPTION 1 OPTION 2 OPTION 3

PLAN PLAN PLAN

3" M

IN.

SPA.

2" M

IN.

FROM EDGE

ATTACH TRACK TO SLAB USING (2) HILTI X-U

UNIVERSAL KNURLED SHANK FASTENERS @

10" O.C. w/ 1 1/8" MIN. PENETRATION

LOCATED AS SHOWN ABOVE, INSTALL PER

MANUFACTURER'S SPECIFICATIONS

CONC. SLAB

(1) #10 SDS @

EA. FLANGE E

.O . S

LA

B

2" M

IN

F

R O

M

S P

A

3" M

IN

TRACK

TYPICAL BOTTOM TRACK CONNECTION

TOP VIEW

INTERIOR DRYWALL PER ARCH. DWGS

ALTERNATE TEMPORARY BRACING UNTIL

DRYWALL IS INSTALLED, FOR WALL HEIGHT LESS

THAN 13'-0", PROVIDE ONE ROW @ MID-HEIGHT.

FOR WALL HEIGHT MORE THAN 13'-0", PROVIDE 2

ROWS OF BRACING @ THIRD POINTS

3 5/8"x 33 mil MIN. STUD OR TRACK.

EXTERIOR SHEATHING

1 SCREW @ EA. STUD

L2x2x54 mils w/ (2) SCREWS

TO STUD & CHANNEL

PERMANENT BRACING:

1 1/2"x54 mil COLD-ROLLED

STEEL CHANNEL, SEE SPECS

PROVIDE EITHER TYPE OF BRACING FOR ALL STUYDS THAT RECEIVE

EXTERIOR SHEATHING BUT WHOSE INTERIOR FLANGES ARE NOT

BRACED WITH DRYWALL EIGHTER TEMPORARILY OR PERMANENTLY.

TYPICAL EXTERIOR STUD WALL BRACING DETAIL

TYPICAL WALL STUD CONNECTION TO STEEL

WITH SLIDE CLIP

ATTACH TO STUD w/ (3) #14

SHOULDERED SCREWS

(PROVIDED), CENTERED IN SLOTS

(ADJACENT TO "≠" STAMP

SIMPSON STRONG-TIE

SC SLIDE CLIP

METAL STUD

TYP.

3/8" MIN.

FULL BEARING AT

ANCHOR LEG

TYP.

1/2" M

IN

5" MIN.

STRUCTURAL STEEL

(4) #12-14 SCREWS, FILL

ALL ANCHOR HOLES

TYPICAL WALL STUD CONNECTION TO

STEEL BEAM ABOVE WITH SLIDE CLIP

STR

U

C

TU

R E

1" C

LR

. TO

DO NOT ATTACH

STUD TO TRACK

SIMPSON STRONG-TIE

SCW5.5 SLIDE CLIP

METAL STUD

TYP.

1/2" MIN.

ATTACH TO STUD w/ (3) #14

SHOULDERED SCREWS

(PROVIDED), CENTERED IN SLOTS

(ADJACENT TO "≠" STAMP

(4) #12-14 SCREWS, FILL

ALL ANCHOR HOLES

5 1/2" M

IN.

TY

P.

1/ 2"

M

IN

(3) #10 SDS @ EA. TRACK

SECTION, EA. SIDE

TRACK (TYP.)

12" LONG STUD SECTION, MATCH

GAGE & SIZE OF TRACK

TYPICAL TRACK SPLICE DETAIL

BACK-TO-BACK

STUD SPLICE

S P

LI

C

E

M

IN

. O V

E R

LA

P

BOTTOM OF SPLICE (6) #10 SDS

SPACED EQUAL

ON SPLICE

T Y

P

2" M

IN

TYPICAL VERTICAL STUD SPLICE DETAIL

BAR

SPACING

BAR SPACING

OPENING

BAR SPACING

B A

R S

P A

C

IN

G

B A

R

S P

A C

IN

G

AT WALL INTERSECTION

AT CORNER AND END

WALL REINFORCEMENT NOTES:

1. PROVIDE BOND BEAMS WITH (2) #5 BARS (CONT.) AT THE FOLLOWING LOCATIONS:

A. AT THE TOP AND BOTTOM OF ALL WALLS.

B. AT THE TOP AND BOTTOM OF ALL WALL OPENINGS (EXTEND BEAM 24"

PAST THE FACE OF THE OPENINGS).

C. AT MIDHEIGHT.

D. AT ROOF SUPPORT LEVELS.

E. AT 4'-0" O.C. MAXIMUM.

2. PROVIDE CORNER BARS AND BARS AT INTERSECTING WALLS OF MATCHING SIZE

AS BOND BEAM REINFORCING AND SPLICE 20" WITH REGULAR BOND BEAM

REINFORCING.

3. PROVIDE CONTINUOUS HORIZONTAL TRUSS REINFORCEMENT AS FOLLOWS:

A. AT 16" VERTICAL CENTERS.

B. PROVIDE 2 TRUSS LAYERS AT 8" VERTICAL CENTERS ABOVE AND BELOW

WALL OPENINGS (EXTEND 24" PAST THE FACE OF THE OPENINGS).

C. HORIZONTAL TRUSS REINFORCING SHALL NOT RUN THROUGH VERTICAL

MASONRY CONTROL JOINTS.

4. PROVIDE VERTICAL REINFORCEMENT IN GROUTED CELLS AS FOLLOWS:

A. NON LOAD BEARING WALLS #4 @ 48" O.C.

B. EXTERIOR & LOAD BEARING WALLS #5 @ 32" O.C.

C. SHEARWALLS SEE SCHED.

5. CORNER BARS AND END BARS SHALL BE THE SAME SIZE AS MAIN VERT.

REINFORCEMENT.

6. LOCATE VERTICAL BARS IN SAME CELL AS FOUNDATION DOWEL BARS.

COORDINATE INSTALLATION WITH CONCRETE CONTRACTOR(S).

TYPICAL MASONRY WALL DETAILS

END BAR

FULL HEIGHT

CORNER BAR

FULL HEIGHT

END BAR

FULL HEIGHT

CORNER BAR FULL HEIGHT

END BAR FULL HEIGHT

TYPICAL EXTERIOR WALL OPENING DETAIL

B-B

A-A

PROVIDE 4 ADD'L 0.157" Ø 1 1/2"

HILTI X-U FASTENERS @ JAMBS

2" MAX.

(3) #10 SDS EA. SIDE

TRACK

STUD BELOW HEADER ONLY

TRACK

STUD BELOW HEADER

BRIDGING

(4) #10 SDS EA. SIDE L2x2x54 mil x 5" LONG w/

(4) #10 SDS EA. LEG

TRACK

(1) #10 SDS EA. SIDE

HEADER

1/4" MAX. GAP

16 GA. STUD16 GA. TRACK w/ (2)

#10 SDS @ 16" O.C.

SECTION B-B

STUD

#10 SDS @ 8" O.C.

(4 PLACES) TRACK

STUD BELOW HEADER

#10 SDS @ 16" O.C.

(TYP.)

SECTION A-A

AT JAMB

CLARK DIETRICH

SPAZZER BAR

TSN BRIDGE BAR (OR CRC)

w/ TSN BRIDGE CLIP (4) #10

SDS REQ'D

CLIP ANGLE L2x2x54 mil w/ (4) #10 SDS, ANGLE

TO BE 1/4" LESS THAN

STUD WIDTH

1 1/2"x54 mil COLD-

ROLLED CHANNEL

TYPICAL EXTERIOR STUD WALL BRACING DETAIL

LAP

1' - 0"

OPTION 1 OPTION 2 OPTION 3

PLAN VIEW

NOTES:

1. AT CONTRACTOR'S OPINION, FIELD WELD BRIDGING TO STUDS.

2. SEE GENERAL NOTES FOR BRIDGING REQUIREMENTS.

NOTE:

SCREWS SHALL HAVE 3/4"

EDGE DISTANCE MINIMUM.

S

TATE

OF I L L I NO I S

L

IC

E N

S

ED

STRUCTURAL

ENG

I N E

E

RHALEY J. COONS

081-008013

ST. LOUIS, MO

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

SETH ANDREW CAVIN - ARCHITECT #AR12100034 EXP. 11/30/2024

JAMES ROSS MYLES - PROFESSIONAL ENGINEER #062.071715 EXP. 11/30/2023

CIVIL/ STRUCTURAL ENGINEER

OATES ASSOCIATES

100 LANTER COURT, SUITE 1

COLLINSVILLE, IL 62234

(618) 345-2200

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

2519 MADISON AVE. STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

DATA/COMM CONSULTANT

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

EHRM INFRASTRUCTURE

UPGRADESCOMMISSIONING AGENT

ES2

13401 N. SANTA FE AVE.

OKLAHOMA, OK 73114

(405) 528-4500

/1

/2

:5 :3

P

M

TYPICAL DETAILS

AuthorChecker

FINAL BID DOCUMENTS

04/20/2023

657A5-21-700

MARION VA MEDICAL CENTER

2401 WEST MAIN ST.

MARION, IL 62959

SJ004

205068

067 204

D

C

SEISMIC TOWER

BUILDING 1

BUILDING 38

BUILDING 2

P A

T

IO

R O

O F

S T

R U

C T

U R

E

V .I.

F

PATIO ROOF STRUCTURE

24' - 7 1/2" +/- V.I.F.

REMOVE PATIO ROOF

STRUCTURE AND HSS

PATIO COLUMNS

REMOVE HSS PATIO

COLUMNS - 8 TOTAL

V.I.F. (TYP.)

EXISTING ENCLOSED

BREEZEWAY TO REMAIN

(V.I.F.)

EXISTING PATIO ROOF STRUCTURE OVER

ENCLOSED BREEZEWAY TO REMAIN

UNLESS GC REQUIRES REMOVAL FOR

CONSTRUCTION PURPOSES (V.I.F.) . IF ANY

PORTIO IS REMOVED GC TO REPLACE TO

MATCH EXISTING.

V .I.

F .E

X T

E N

D O

F C

O N

C . S

LA

B

R E

M O

V A

L P

E R

F O

U N

D A

T

IO

N P

LA

N

/8

10' - 4"

V.I.F. EXTEND OF CONC. SLAB REMOVAL PER FOUNDATION PLAN

17' - 5 1/2" +/-

REMOVE EXIST.

CONC. SLAB

5' - 10"

ADDITIONAL SUPPORT MAY BE

REQUIRED IF PATIO ROOF IS

SUPPORT BY ADJACENT PATIO ROOF

(V.I.F.)

BLDG. 1

BLDG. 2

BLDG. 38

AREA OF

WORK

S

TATE

OF I L L I NO I S

L

IC

E N

S

ED

STRUCTURAL

ENG

I N E

E

RHALEY J. COONS

081-008013

ST. LOUIS, MO

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City,…