S02. STRUCTURAL DETAILS AND FRAMING PLANS.pdf

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

EARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

GRAVEL

Name

Elevation

N

CONCRETE WASH

8910 Purdue Road, Suite 320 Indianapolis, IN 46268 Phone: 317.931.9800

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

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

STAMP

321 4 5 6 7 8 9 10 www.specializedeng.com SES Project :

DESIGNER OF RECORDCONSULTANT

U.S. Department of Veterans Affairs

GUIDON DESIGN

1221 N Pennsylvania St, Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com GD Project : 24-1012-01

ARCHITECT, STRUCTURAL ENGINEER

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

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V A

C o lu m b u s

O H

A

E R e p la c e A ir -C o o le d C h ill e rs

/2 .1

S v .r v t

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:3 :3

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SI001

STRUCTURAL GENERAL NOTES REPLACE AIR-COOLED CHILLERS

CHALMERS P. WYLIE

AMBULATORY CARE CENTER

420 N. James Rd, Columbus, OH 43219

01A

03/26/2025 LKL SM

CONSTRUCTION

DOCUMENTS

757-23-101

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND

PLUMBING DRAWINGS AND SPECIFICATIONS.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. IF A DISCREPANCY OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE MORE STRINGENT

REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE DRAWINGS, SHALL BE MADE WITHOUT

THE APPROVAL OF THE STRUCTURAL ENGINEER.

CONTRACTOR TO COORDINATE ALL EQUIPMENT, ROOF DRAINS, CHASES, AND OTHER ITEMS CONNECTED TO THE STRUCTURE BEFORE

FABRICATION BEGINS.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS

SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT ELECTRONIC VERSIONS OF SHOP DRAWINGS. SUBMIT SHOP DRAWINGS IN PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT

3. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

WHERE THE PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS)

4. STEEL DECK

5. PRECAST CONCRETE COMPONENTS (PRECAST LINTELS, ARCHITECTURAL PRECAST)

6. GLASS CURTAIN WALL SYSTEM (INCLUDING DESIGN CALCULATIONS AND CONNECTION DETAILS SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

7. STEEL PILES

8. POST-TENSIONING

9. METAL MESH SYSTEM (INCLUDING DESIGN CALCULATIONS AND CONNECTION DETAILS SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

CONCRETE SLABS ON METAL DECK

UNLESS INDICATED OTHERWISE ON THE DRAWINGS, CONCRETE SLABS ON METAL DECK SHALL BE PLACED AS REQUIRED TO MAINTAIN

A CONSTANT SLAB [THICKNESS].

CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITIES AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK CONCRETE IN THE BID PRICE.

PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING, INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS, ETC.) IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE STRUCTURAL

ENGINEER.

ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS; CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW

BY THE STRUCTURAL ENGINEER.

SLABS ON METAL DECK SHALL RECEIVE A SMOOTH TROWEL FINISH, AND BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM

TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER

CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2024 INTERNATIONAL BUILDING CODE (IBC).

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

RISK CATEGORY = IV

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (pg) = 44 PSF

2. FLAT-ROOF SNOW LOAD (pf) = 27.72 PSF

3. MINIMUM ROOF SNOW LOAD (pm) = 40 PSF

4. SNOW EXPOSURE FACTOR (Ce) = 0.9

5. THERMAL FACTOR (Ct) = 1.0

6. WINTER WIND PARAMETER FOR SNOW DRIFT (W2) = 0.45

7. DRIFT LOADS WILL APPLY BASED ON BUILDING GEOMETRY AND ELEVATION. SEE LOAD MAPS.

WIND LOAD DESIGN DATA

1. BASIC DESIGN WIND SPEED (V) = 119 MPH

2. TORNADO SPEED (VT) = NA

3. ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) =92 MPH

4. EFFECTIVE PLAN AREA (Ae) = 1536 SFT

5. WIND EXPOSURE CATEGORY = B

6. INTERNAL PRESSURE COEFFICIENT (GCpi) = NA

7. TORNADO INTERNAL PRESSURE COEFFICIENT (GCpiT) = NA

8. WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE LOAD DESIGN DATA

1. SEISMIC IMPORTANCE FACTOR (Ie) = 1.5

2. SHORT MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER (Ss) = 0.160

3. 1-SECOND MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER (S1) = 0.067

4. SITE CLASSIFICATION = D

5. SHORT DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER (SDS) = 0.13

6. 1-SECOND DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER (SD1) = 0.095

7. SEISMIC DESIGN CATEGORY = C

8. BASIC SEISMIC FORCE-RESISTING SYSTEM: H - STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS

9. SEISMIC RESPONSE COEFFICIENT (Cs) = 0.67

10. RESPONSE MODIFICATION COEFFICIENT (R) = 3

11. ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE

THE BUILDING STRUCTURE, COMPONENTS, AND ANY DELEGATED EXTERIOR FACADE DESIGN SHALL BE DESIGNED FOR BLAST LOADING ACCORDING TO THE CRITERIA SET FORTH IN THE LATEST EDITION OF THE DEPARTMENT OF VETERAN AFFAIRS PHYSICAL SECURITY

DESIGN MANUAL FOR CRITICAL/ESSENTIAL FACILITIES.

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM DRAWINGS THAT WERE PREPARED FOR CHALMERS P. WYLIE VAMC, ENTITLED "CHALMERS P. WYLIE OUTPATIENT CLINIC, AND DATED SEPTEMBER 2008.

WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO

NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.

WHERE NEW WORK IS TO BE FITTED TO OLD WORK, THE CONTRACTOR SHALL CHECK ALL DIMENSIONS AND CONDITIONS IN THE FIELD, AND REPORT ANY ERRORS OR DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND ERECTION OF ANY

NEW MEMBERS.

EXISTING MATERIALS TO BE REMOVED AND REINSTALLED AS PART OF THE PROJECT, THAT BECOME DAMAGED, SHALL BE REPLACED

WITH NEW MATERIAL OF EQUAL QUALITY AND APPEARANCE, AT THE CONTRACTORS EXPENSE.

ALL WORK SHALL BE PERFORMED WITHOUT DAMAGE TO ADJACENT RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE

PROTECTED FROM DUST, DIRT, AND DEBRIS ACCUMULATION AT ALL TIMES.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE C.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE

ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE

SHOP-PRIMED, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE

A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A 10 KIP SHEAR

REACTION.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES

AND LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS.

GALVANIZE ALL EXPOSED STEEL.

WELD INSPECTION SCHEDULE

NOTES:

A. TEST PROCEDURES:

VT = VISUAL TEST (INSPECTION).

MT = MAGNETIC PARTICLE TEST: ASTM E109, CRACKS OR INCOMPLETE FUSION OR

PENETRATION NOT ACCEPTABLE.

UT = ULTRASONIC TEST: ASTM E164.

PT = PENETRANT TEST: ASTM E165.

RT = RADIOGRAPHIC TEST: ASTM E94 AND ASTM E142, MIN. QUALITY LEVEL 2-21.

B. ACCEPTANCE STANDARDS IN AWS 31.1 SHALL BE FOLLOWED FOR EACH TEST PROCEDURE.

C. TEST PROCEDURES MAY BE SUBSTITUTED TO MEET FEASIBILITY REQUIREMENTS OF TEST

BASED UPON WELD GEOMETRY OR OTHER FACTORS WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER OF RECORD.

D. SAMPLES SHALL OCCUR AT RANDOM LOCATIONS; ADDITIONAL TESTS MAY BE REQUIRED AT

LOCATIONS NOTED ON THE DRAWINGS.

E. GROOVE WELDS INCLUDE SQUARE, BEVEL, V, U, AND J GROOVES INCLUDING SINGLE AND

DOUBLE PASS TYPES.

F. PARTIAL PENETRATION SQUARE GROOVE WELDS AT END SEAL PLATES OF TUBULAR

MEMBERS DO NOT REQUIRE INSPECTION.

G. WELD PROCEDURE TESTING AGENCY SHALL HAVE ACCESS TO ALL WPS'S DURING THE

COURSE OF TESTING AND INSPECTION.

H. FOR HIGHLY-RESTRAINED WELDED JOINTS, ESPECIALLY IN THICK PLATES AND/OR HEAVY

STRUCTURAL SHAPES, DETAILS THE WELDS SO THAT SHRINKAGE OCCURS AS MUCH AS

POSSIBLE IN THE DIRECTION THE STEEL WAS ROLLED. REFER TO THE AISC MANUAL FOR

PREFERRED WELDED-JOINT ARRANGEMENTS THAT REDUCE THE POSSIBILITY FOR

LAMELLAR TEARING. MEMBERS SCHEDULED TO RECEIVE HIGHLY-RESTRAINED

CONNECTIONS SHALL BE TESTED BY THE INDEPENDENT TESTING AGENCY BY ULTRASONIC

TESTING PRIOR TO COMMENCING WELDING.

I. IN ADDITION TO INSPECTION REQUIREMENTS FOR FILLET WELDS IN TABLE ABOVE, 100% OF

FIELD WELDING OF DIAGONAL BRACING MEMBERS TO GUSSET PLATES SHALL BE VISUALLY

INSPECTIONED (VT).

WELD TYPE

FILLET

(SINGLE PASS)

FILLET

(MULTIPLE PASS)

FLARE BEVEL/

FLARE V

GROOVE (PARTIAL

PENETRATION)

GROOVE (FULL

PENETRATION)

VT MT UT PT CRT COMMENTS

ROOT PASS AND FINISHED WELD

REFERENCE NOTE 'E' BELOW

ALL FULL PENETRATION WELDS

25% - - - -

25%

25%

50%

100% 100%

100%100%

STEEL CONNECTIONS

TYPICAL BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BE BEARING TYPE USING A325 BOLTS, UNLESS NOTED

OTHERWISE.

SHOP CONNECTIONS UNLESS OTHERWISE SHOWN, MAY BE EITHER BOLTED OR WELDED. ALL FIELD CONNECTIONS SHALL BE BOLTED

UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DRAWINGS.

SUBMIT CALCULATIONS FOR CONNECTIONS NOT DETAILED ON THE STRUCTURAL DRAWINGS AND NOT COVERED BY THE AISC TABLES, INCLUDING BUT NOT LIMITED TO:

A. COLUMN SPLICES.

B. MOMENT CONNECTIONS.

C. BRACING CONNECTIONS INCLUDING COLLECTORS AND DRAG STRUTS.

D. SKEWED SHEAR CONNECTIONS.

E. GIRDER AND TRUSS SPLICES.

F. TRUSS-TO-COLUMN AND TRUSS-TO-TRUSS CONNECTIONS.

G. TRUSS WEB-TO-CHORD AND WEB-TO-GUSSET CONNECTIONS.

H. COMPRESSION RING/TENSION RING AND RAKER BEAM CONNECTIONS.

ALL BEAM-TO-BEAM CONNECTIONS SHALL BE DOUBLE ANGLE, UNLESS SHOWN OR NOTED OTHERWISE.

ALL BEAM-TO-COLUMN CONNECTIONS SHALL BE AT THE COLUMN CENTERLINE, UNLESS NOTED OTHERWISE. SHEAR TAB CONNECTIONS

TO TUBES ARE PERMITTED UNLESS OTHERWISE NOTED OR DETAILED.

TYPICAL BEAM-TO-BEAM AND BEAM-TO-COLUMN FIELD-BOLTED CONNECTIONS MAY BE TIGHTENED TO THE SNUG-TIGHT CONDITION, UNLESS OTHERWISE SHOWN OR NOTED.

BOLTED CONNECTIONS IN MOMENT FRAMES, BRACING CONNECTIONS, HANGERS AND STUB COLUMNS, CRANE CONNECTIONS, AND THOSE DESIGNATED PT (PRETENSIONED) ON THE DRAWINGS SHALL BE PRETENSIONED JOINTS UTILIZING TENSION-CONTROL (TC) BOLTS OR DIRECT TENSION INDICATORS. HOLES FOR PT BOLTS SHALL BE 1/16" LARGER THAN THE BOLT DIAMETER. ALL PRETENSIONED

JOINTS MUST BE INSPECTED BY THE TESTING AGENCY.

CONNECT BRACING MEMBERS FOR TWO COMPONENTS OF STRESS UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER OF

RECORD. PROVIDE A MINIMUM 2-BOLT OR WELDED FIELD CONNECTION.

LOCATE CENTERLINES OF ALL VERTICAL BRACING MEMBERS ON COLUMN CENTERLINES IN VERTICAL PLANE AND ON COLUMN AND BEAM CENTERLINES IN HORIZONTAL PLANE, UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DRAWINGS.

ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1, USING E70XX ELECTRODES, UNLESS SHOWN OR NOTED OTHERWISE.

WELDING, BOTH SHOP AND FIELD, SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE WELD TYPES AND POSITIONS INVOLVED ACCORDING TO THE CURRENT EDITION OF AWS D1.1. PERFORM ALL AESS WELDS WITH CARE TO PROVIDE A CLEAN, UNIFORM

APPEARANCE.

BACKUP BARS REQUIRED FOR WELDED CONNECTIONS SHALL BE CONTINUOUS.

HOLES IN STEEL SHALL BE DRILLED OR PUNCHED. ALL SLOTTED HOLES SHALL BE PROVIDED WITH SMOOTH EDGES. BURNING OF HOLES IN STRUCTURAL STEEL SHALL NOT BE ALLOWED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

THE MINIMUM THICKNESS OF ALL CONNECTION MATERIAL SHALL BE 5/16" UNLESS NOTED.

CONTINUOUS BENT PLATE AND ANGLE CLOSURES, ROOF EDGES, DIAPHRAGM CHORDS, ETC. AROUND PERIMETER OF THE FLOOR AND ROOF, AS WELL AS AROUND OPENINGS SHALL BE WELDED WITH A MINIMUM 1/4" FILLET WELD X 3" LONG AT 12" OC, TOP & BOTTOM, UNLESS NOTED OTHERWISE. BUTT WELD JOINTS IN CONTINUOUS DIAPHRAGM CHORD FOR CONTINUITY. FOR CONTINUOUS PERIMETER ANGLES AND BENT PLATES PERPENDICULAR TO AND CONNECTED TO THE TOP CHORDS OF JOISTS, PROVIDE A MINIMUM 3" OF 1/4" WELD AT EACH JOIST. CONTINUOUS ANGLE AND BENT PLATE CLOSURES MAY BE SHOP-APPLIED TO THE SUPPORTING STRUCTURAL

MEMBERS ONLY WHEN REQUESTED AND APPROVED BY STRUCTURAL ENGINEER OF RECORD.

WHERE STEEL BEAMS ARE CALLED TO HAVE WOOD NAILERS SUPPORTING WOOD FLOOR OR ROOF FRAMING, PROVIDE 1/2" DIAMETER CARRIAGE BOLTS SPACED AT 24" OC AND STAGGERED EACH SIDE OF THE BEAM WEB, UNLESS NOTED OTHERWISE. CARRIAGE BOLTS MAY BE OVER-TIGHTENED TO COMPRESS THE ROUNDED HEAD IN THE NAILER TO FACILITATE INSTALLATION OF CONTINUOUS BAND/RIM

JOISTS, RAFTERS, TRUSSES, ETC.

A QUALIFIED INDEPENDENT TESTING AGENCY SHALL BE RETAINED TO PERFORM INSPECTION AND TESTING OF STRUCTURAL STEEL

FIELD WELDAMENTS AS FOLLOWS:

STRUCTURAL SHEET INDEX

SHEET NUMBER SHEET NAME

SI001 STRUCTURAL GENERAL NOTES

SF101 OVERALL FRAMING PLAN

SF301 ENLARGED FRAMING PLANS

SF401 STRUCTURAL DETAILS

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE VIRGIN (NON-RECYCLED) NYLON OR POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S SIZES, RECOMMENDATIONS AND DOSAGE AND ASTM C1116.

EXTERIOR CURBS,

SIDEWALKS, PADS, AND

SLABS ON GRADE

4000 SF 0.45 5 - 7 517 0.75

DESCRIPTION

28-DAY MIN F'C

(PSI)

MAX W/C

RATIO

AIR CONTENT

(PERCENT)

MIN CEMENTITIOUS

MATERIAL CONTENT,

LB/CYD

MAX

AGGREGATE

SIZE (INCH)

MILD REINFORCED WALLS,

PIERS, AND TIE BEAMS

4000 0.50 0 - 3 470 1

EXTERIOR MILD

REINFORCED WALLS

4000 0.45 5 - 7 517 1

INTERIOR SLABS ON GRADE,

SLABS ON METAL DECK, STAIR

PAN FILL, AND TOPPINGS

4000 SF 0.50 0 - 3 470 0.75

AUGERCAST PILES

AND MICROPILES

5000 0.45 0 - 3 470 0.75

NOTES:

1. "SF" INDICATES A CONCRETE MIX DESIGN WITH FIBER REINFORCING. SEE FIBER REINFORCEMENT NOTES.

LEAN CONCRETE FILL 2000 0.70 5 - 7 PER MIX SUPPLIER 1

CONCRETE MIX TABLE

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR TYPE II, UNO. CEMENTITIOUS MATERIAL CONTENT SHALL BE ADEQUATE FOR THE SPECIFIED REQUIREMENTS FOR STRENGTH, WATER-CEMENT RATIO, DURABILITY, AND FINISHABILITY.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT (BY WEIGHT) OF FLY ASH TO TOTAL CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT EXCEED 25 PERCENT. MAXIMUM POZZOLANIC MINERAL ADMIXTURES (EX. FLY ASH, SLAG, SILICA FUME) AS A PRECENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 50 PERCENT. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING POZZOLANIC MINERAL ADMIXTURES.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33. ALL CONCRETE SHALL BE NORMAL WEIGHT UNLESS NOTED

OTHERWISE.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494. THE USE OF WATER REDUCERS AND SUPER PLASTICIZERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE

WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW.

THE CONTRACTOR SHALL MEASURE SLUMP. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT POINT OF DISCHARGE.

CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND HAVE THE PROPERTIES AS SHOWN BELOW:

Revisions: Date:

J G F E D C B AH

W16X26

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W16X26

W

X

W

X

W16X26

W16X26W16X26W16X26

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W16X26

W16X26 W16X26

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X

W27X94 W16X26

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X

W16X26W16X26

W16X26 W16X26

W16X26 W16X26

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X

SF301

8910 Purdue Road, Suite 320 Indianapolis, IN 46268 Phone: 317.931.9800

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

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

STAMP

321 4 5 6 7 8 9 10 www.specializedeng.com SES Project :

DESIGNER OF RECORDCONSULTANT

U.S. Department of Veterans Affairs

AREA - A

AREA - B

AREA - C

KEY PLAN :-

GUIDON DESIGN

1221 N Pennsylvania St, Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com GD Project : 24-1012-01

ARCHITECT, STRUCTURAL ENGINEER

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

.0

V A

C o lu m b u s

O H

A

E R e p la c e A ir -C o o le d C h ill e rs

/2 .1

S v .r v t

/2

/2

:3 :3

P

M

SF101

OVERALL FRAMING PLAN REPLACE AIR-COOLED CHILLERS

CHALMERS P. WYLIE

AMBULATORY CARE CENTER

420 N. James Rd, Columbus, OH 43219

01A

03/26/2025 LKL SM

CONSTRUCTION

DOCUMENTS

757-23-101

SCALE: 1/16" = 1'-0"SF101

1 OVERALL ROOF FRAMING PLAN

N

G F EH

W16X26

W16X26

W16X26

W

X

W

X

W16X26

W16X26W16X26W16X26

W16X26

W16X26

W16X26 W16X26 W16X26

W

X

W

X

W27X94 W27X94 W16X26

W

X

W16X26W16X26W16X26

W16X26 W16X26 W16X26

W16X26 W16X26 W16X26

W16X26W16X26W16X26

W

X

W

X

W

X

Pipe 4S

TD

Pipe 4S

TD

(N

EW

(N

EW

32' - 0" 32' - 0" 32' - 0"

G F

W

X

W

X

W16X26

SF401

SF401

32' - 0"

1/ 2"

4'

/2

3'

3'

3' - 11" 12' - 1" 12' - 2 1/2" 3' - 9 1/2"

W

X

N

E W

W16X26 (NEW)

W

X

N

E W

W16X26 (NEW)

W16X26 (NEW)

W16X26 (NEW)

W12X14 (NEW), TYP

W12X14 (NEW), TYP

REMOVE EXISTING

HANDRAIL AS REQUIRED

SF401

SF401

CHILLER ON NEW DUNNAGE. CENTER

BEAMS ON PERIMETER OF CHILLER

KNEE BRACE 2 (L), TYP

1 1/2" GALVANIZED

STEEL GRATING

ADD NEW HANDRAIL 3 SIDES

OF PLATFORM EXTENSION

TO MATCH EXISTING. SEE

DETAIL 6/SF401

SF401

W12X14 (NEW), TYP

EXIST FRAMING, TYP

Pipe4STD (NEW)

Pipe4STD (NEW)

EXIST KNEE

BRACE, TYP

W16X26

SF401

Sim

3'

0"

8910 Purdue Road, Suite 320 Indianapolis, IN 46268 Phone: 317.931.9800

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

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

STAMP

321 4 5 6 7 8 9 10 www.specializedeng.com SES Project :

DESIGNER OF RECORDCONSULTANT

U.S. Department of Veterans Affairs

AREA - A

AREA - B

AREA - C

KEY PLAN :-

GUIDON DESIGN

1221 N Pennsylvania St, Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com GD Project : 24-1012-01

ARCHITECT, STRUCTURAL ENGINEER

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

.0

V A

C o lu m b u s

O H

A

E R e p la c e A ir -C o o le d C h ill e rs

/2 .1

S v .r v t

/2

/2

:3 :3

P

M

SF301

ENLARGED FRAMING PLANS REPLACE AIR-COOLED CHILLERS

CHALMERS P. WYLIE

AMBULATORY CARE CENTER

420 N. James Rd, Columbus, OH 43219

01A

03/26/2025 LKL SM

CONSTRUCTION

DOCUMENTS

757-23-101

SCALE: 1/8" = 1'-0"SF301

1 ENLARGED ROOF PLAN

SCALE: 3/16" = 1'-0"SF301

2 ENLARGED PLATFORM PLAN

N N

NOTES:

1. COORDINATE / VERIFY POSITION OF NEW BEAMS WITH CHILLER MANUFACTURER

2. ALL NEW SHEAR CONNECTIONS TO BE DESIGNED FOR A MINIMUM FACTORED LOAD OF 15 KIPS

PIPE COLUMN PER PLAN

5/8" x REQD STIFFENER

PLATES ON BOTH SIDES OF

EXISTING WF

1/4

1/4

3 SIDES, TYP.

1/4

BEAM PER PLAN

AISC STD. SHEAR

CONNECTION

T/BEAM EL.

37'-7"

T/BEAM EL.

32'-7"

EXIST. BEAM

2'-0"

KNEE BRACE (2) L3x3x3/8

3/8 GUSSET PLATE, TYP

(2) 3/4" DIA BOLTS, TYP

3/16

TYP

1/2" PLATE

(4) 3/4" DIA BOLTS

NEW 1 1/2" GALVANIZED

STEEL GRATING

(4) 3/4" DIA BOLTS

10 1/2" x 9" x 3/4" PLATE

1/4

1' - 6" 1' - 6"

EXISTING COMPOSITE ROOF DECK.

DEMO FOR INSTALLATION OF NEW

PIPE COLIMN

SEE DETAIL 7/SF401 FOR MORE INFORMATION

7/SF4017/SF401

F

NEW 1 1/2" GALVANIZED

STEEL GRATING

STD. AISC BOLTED

ANGLE CONNECTION

BEAM PER PLAN

T/BEAM EL.

37'-7"

EXISTING BEAM

EXIST BAR GRATING

VERIFY EXTENTS

EXIST BEAM

BEAM PER PLAN

NEW 1 1/2" GALVANIZED

STEEL GRATING

NEW AISC CONNECTION

NOTES:

1. CONTRACTOR HAS OPTION TO PROVIDE BOLTED ANGLE

CONNECTION OR SHEAR TAB WELDED TO EXISTING BEAM AND BOLTED

TO NEW BEAM, DEPENDING ON FIELD CONDITIONS.

EXISTING BEAM TO BEAM

CONNECTION (FIELD VERIFY

CONDITION / CONFIGUARTION)

6REMOVE EXISTING

HANDRAIL AS REQUIRED

(NOT SHOWN)

BEAM PER PLAN

EXISTING BEAM

EXISTING COLUMN

EXIST BAR

GRATING

EXIST BEAM

NEW 1 1/2" GALVANIZED

STEEL GRATING

KNEE BRACE (2)

L3X3X3/8

EXIST KNEE BRACE

3/8" SHEAR PLATE EACH SIDE OF BEAM

WEBS WITH (6) 3/4" BOLTS. VERIFY WITH

AISC STANDARDS. CONNECTION TO HAVE

MIN. 15 KIPS CAPACITY (FACTORED)

NEW EXISTING

NOTES:

1. FOR BALANCE OF INFORMATION, SEE DETAIL 1/SF401

2. HANDRAILS NOT SHOWN FOR CLARITY

3. REMOVE EXIST HANDRAIL AS REQUIRED

FV

6"

CHILLER

BEAM PER PLAN

NEW 1 1/2" GALVANIZED

STEEL GRATING

STD. AISC BOLTED

ANGLE CONNECTION

3/16 2-8

TYP

1/4

TYP

1 1/2" DIA STD PIPES AT

4'-0" ON CENTER MAX.

KICK PLATE (MATCH

EXISTING HEIGHT

AND THICKNESS)

1 1/2" GRATING

NOTES:

1. ALL STEEL TO BE GALVANIZED

2. HANDRAIL POST HEIGHT AND ELEVATION OF TOP AND MID HANDRAIL TO MATCH EXISTING

1 1/2" DIA STD PIPE

1 1/2" DIA STD PIPE

3' - 0"

1'

1' - 0"1' - 0"

TYP.

9" MIN.

1/

2"

#4 @ 12" OC TOP EPOXY BARS TYP.

EXSITING COMPOSITE DECK

EXISTING BEAM

INFILL TO CONTAIN FIBER REINFORCING

8910 Purdue Road, Suite 320 Indianapolis, IN 46268 Phone: 317.931.9800

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

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

STAMP

321 4 5 6 7 8 9 10 www.specializedeng.com SES Project :

DESIGNER OF RECORDCONSULTANT

U.S. Department of Veterans Affairs

GUIDON DESIGN

1221 N Pennsylvania St, Indianapolis, IN 46202 Phone: 317.800.6388 www.guidondesign.com GD Project : 24-1012-01

ARCHITECT, STRUCTURAL ENGINEER

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

.0

V A

C o lu m b u s

O H

A

E R e p la c e A ir -C o o le d C h ill e rs

/2 .1

S v .r v t

/2

/2

:3 :3

P

M

SF401

STRUCTURAL DETAILS REPLACE AIR-COOLED CHILLERS

CHALMERS P. WYLIE

AMBULATORY CARE CENTER

420 N. James Rd, Columbus, OH 43219

01A

03/26/2025 LKL SM

CONSTRUCTION

DOCUMENTS

757-23-101

SCALE: 1" = 1'-0"SF401

1 FRAMING SECTION

SCALE: 1" = 1'-0"SF401

2 FRAMING SECTION

SCALE: 1" = 1'-0"SF401

3 FRAMING SECTION

SCALE: 1" = 1'-0"SF401

4 FRAMING SECTION

SCALE: 1" = 1'-0"SF401

5 FRAMING SECTION

SCALE: 1" = 1'-0"SF401

6 HANDRAIL SECTION

SCALE: 3/4" = 1'-0"SF401

7 DETAIL