Atch 22 - STRUCTURAL - DRAWINGS.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

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

TF ## TRENCH FOOTING NOTATION

FLOOR DRAIN

FD

N

METAL DECK

DIRECTION OF SPAN

CONCRETE WASH

BEAM SIZE

MOMENT/CANTILEVER

CONNECTION

CONCRETE SLAB ON DECK

DIRECTION OF SPAN

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES PROJECT #

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% FINAL STAMPED

BID DOCUMENTS

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

20459 04/15/2022

1221 N. Pennsylvania St.

Indianapolis, IN 46202 317-800-6388

Sheet of 2

B

IM

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V A

M a ri o n E

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M I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

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SI001

GENERAL NOTES EHRM INFRASTRUCTURE

UPGRADES, MARION, IN

MARION, IN

610-21-701

Multiple

JG LKL

21.1004

GENERAL

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.

RISK CATEGORY: IV

SEISMIC DESIGN CATEGORY: C

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETEOTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION"

DETERMINATION OUTLINED IN ACI 318.

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)

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES, AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND ACTUAL

SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

SUBMIT ELECTRONIC VERSIONS OF PRODUCT DATA IN PDF FORMAT TO THE STRUCTURAL ENGINEER AND COR FOR REVIEW.

1. CONCRETE CURING COMPOUND

2. CONCRETE JOINT SEALANT

3. WATER STOPS

4. MASONRY JOINT REINFORCEMENT

5. EXPANSION ANCHORS

6. ADHESIVE ANCHORS

7. NON-SHRINK GROUT

8. COLD FORMED METAL STUDS (EXTERIOR ONLY)

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, UNO.

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.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

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.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL

HAVE THE PROPERTIES AS SHOWN BELOW:

INFILLS/WALLS/SLABS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 3/4 INCH

7. AIR CONTENT: N/A

SHORING/RE-SHORING

THE SHORING AND/OR RE-SHORING DESIGN FOR CONCRETE FRAME SYSTEMS IS THE RESPONSIBILITY OF THE CONTRACTOR.

TEMPORARY SHORING FOR SLABS, BEAMS, AND GIRDERS SHALL BE ADEQUATE TO CARRY THE TOTAL WEIGHT OF THE SLAB-BEAM- GIRDER SYSTEM AND ANY TEMPORARY CONSTRUCTION LOADS TO BE IMPOSED ON THE STRUCTURAL SYSTEM. SHORING FOR A LEVEL SHALL NOT BE REMOVED UNTIL THE CONCRETE AT THAT LEVEL HAS ATTAINED THE SPECIFIED COMPRESSIVE STRENGTH (F'C).

REMOVAL OF SHORING AND/OR RESHORING SHALL NOT CAUSE OVERSTRESSING OF ANY STRUCTURAL ELEMENTS.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000

PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS:

ACI 301, ACI 315, ACI 318 AND ACI DETAILING MANUAL (SP66).

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER

OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR

APPROVED BY THE STRUCTURAL ENGINEER.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP

SPLICE CORNER BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

WELDABLE REINFORCING STEEL

REINFORCING STEEL WHICH IS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDING OF REINFORCING STEEL, WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOCIETY STANDARD D1.4.

ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCING STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING

UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL

CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24

HOURS AFTER TESTING.

MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE BUILDING CODE REQUIREMENTS FOR

CONCRETE MASONRY STRUCTURES (ACI 530).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH

(F'M) OF 1,500 PSI AT 28 DAYS.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE

GROUT SHALL BE USED.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS. SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT

16 INCHES ON CENTER.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS, ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW BEARING ELEVATION, UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE

STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI "HIT HY270" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF

5,000 PSI IN 28 DAYS.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101 UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE

WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

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 B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

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

STEEL STUDS SHALL CONFORM TO ASTM A108.

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.

BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS

ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING

CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.

UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX

ELECTRODES.

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 NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

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.

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2021 INTERNATIONAL BUILDING CODE.

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM VARIOUS DRAWINGS THAT WERE

PREPARED FOR THE VETERANS ADMINISTRATION AND AVAILABLE FIELD MEASUREMENTS.

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 PREFORMED WITHOUT DAMAGE TO ADJACENT RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE

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

LIGHT GAGE METAL FRAMING

DESIGN, FABRICATION AND ERECTION OF LIGHT GAGE METAL FRAMING SHALL COMPLY WITH REQUIREMENTS OF: AISC "MANUAL OF STEEL CONSTRUCTION" AND AISC "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMEBERS"

Revisions: Date:

3' - 4 1/2" 7'

/4

CORE-DRILL 8" DIAMETER HOLE

AT EACH CORNER OF DOOR

OPENING AND CHIP/SAW CUT

REMAINDER

EX. COLUMN

EX. CONCRETE WALL

2"

AREA TO BE DEMO'D

EX. COLUMN

EX. CONCRETE WALL 3' - 4 1/2" 2"8"

A-A

EXTEND VERTICAL LEG ONLY

7'

/4

A-A CONT. 1/2" x REQ'D

WELDED ASSEMBLY

PLATE W/ 5/8" DIA.

A307 THRU BOLTS @

9" O.C.

DEMO ELEVATION NEW WORK ELEVATION

1/

2"

(VIF)

10"

EXISTING

BEAM/JOIST

C6x13 FRAME

T/STL = BEAM T/EL

DECK

OPENING

NOTE: COORDINATE OPENING SIZE WITH MECHANICAL

CONTRACTOR.

FOR OPENINGS

12" OR GREATER

STIFFENER PLATE, TYP

EXISTING

BEAM/JOIST

TYP

COPE CHANNEL, TYP

EXISTING SLAB

INFILL WITH CONCRETE

#4 BARS x 1'-4" LONG

STAGGERED HIGH AND LOW @

6" O.C. EPOXY-ANCHOR MIN. 3"

INTO EXISTING SLAB

M E

A S

U R

E

IN

F

IE

LD

1/4" BENT PLATE OR ANGLE

STEEL ON ALL SIDES OF

PERIMETER

TEMPORARY FORM AS REQUIRED

#4 BARS 8" O.C. EA WAY.

LINTEL SCHEDULE

4" NOMINAL

BRICK/STONE

OPENING WIDTHMATERIAL LINTEL

0'-0" TO 4'-0"

L4x4x5/16 LLV

NOTES:

1. LINTELS TO BEAR A MIN. 8" ON EITHER SIDE OF OPENING

4'-0" TO 10'-0"

6x4x3/8 LLV

EXISTING CAST

IN PLACE

CONCRETE

(2) C5x9 CHANNELS

EXTENDED 6" BEYOND

EACH END

3'-0" TO 8'-0"

1/4" CONT. PLATE

WELDED TO

CHANNELS

5/8" DIA.

THRU BOLT

@ 2'-0"

EXISTING CMU

3'-0" TO 5'-0"

5/8" CONT.

STEEL PLATE.

WIDTH 1/4"

SHORTER THAN

NOM. BLOCK

5'-0" TO 10'-0"

W8x10 W/ 1/4"

CONT. PLATE

WELDED 2" @

12 EA. SIDE.

MULTI-WYTHE BRICK 3'-0" TO 4'-9"

2-WYTHE: 3/4" PLATE

3-WYTHE: 7/8" PLATE

CLAY TILE 0'-0" TO 4'-0"

4"

5/8" x 4"

CONT. PLATE

EXISTING SLAB

HOUSEKEEPING PAD

"L" x "W" - PROVIDE 1'-0" ON EACH SIDE BEYOND EQUIPMENT DIMENSIONS

6" COMPACTED

FILL

6"

VAPOR BARRIER

L4x4x1/4 ANGLES W/ 5/8"

EXPANSION ANCHORS @ 12" O.C.

NOTE: REQUIRED FOR ALL OPENINGS

LARGER THAN 12"

T/SLAB, PIER

WALL OR FTG

1/2" DIA ANCHOR

ROD

3/4" DIA

OR 7/8" DIA

ANCHOR ROD

1" DIA

ANCHOR ROD

1 1/8" DIA OR

1 1/4" DIA

ANCHOR ROD

1 1/2" DIA

OR 2" DIA

ANCHOR ROD

NOTES:

1. SEE SCHEDULE FOR SECTIONS FOR REQUIRED ANCHOR ROD SIZE AND SPACING.

2. PROVIDE NUTS AND WASHER FOR ALL ANCHOR RODS.

PL 3/4"x4"x4"

W/ NUT

PL 3/4"x4"x4"

W/ NUT

PL 3/4"x4"x4"

W/ NUT

3"

8"

1'

1'

1'

6" F

O R

M A

S O

N R

Y 8"

F O

R C

O N

C R

E T

E

H E

IG

H

T P

E R

A R

C H

PROVIDE 8" NOM. PRECAST LINTEL. MATCH WIDTH

OF EXISTING. BEAR 8" MIN. ON EITHER SIDE OF

OPENING. GROUT JOINTS AROUND PLACEMENT

MATCH EXISTING

DEMO EXISTING WALL TO FIT IN LINTEL

8" 8"

LOADS GREATER THAN 100

POUNDS

STEEL JOIST

LOADS GREATER THAN 100

POUNDS

1/8

TYP

NOTES:

1. ** IF THIS DIM IS MORE THAN 4" (FROM LOCATION OF LOAD TO NEAREST PANEL POINT) ADD 2 - L2x2x1/8 AS SHOWN, ONE EACH SIDE. WELD TO TOP AND BOTTOM CHORDS(FURNISHED AND INSTALLED BY MECH CONTRACTOR).

2. LOCATE UNDER CONDENSING UNIT SUPPORTS AT BUILDING 127

ROOF DECK SEE PLAN

KEY PLAN

MAIN

ENTRY

BUILDING 9

BUILDING 15

BUILDING 172

BUILDING 138

BUILDING 170

BUILDING 127

BUILDING 51-52

BUILDING 76

10360 Ellison Circle Omaha, NE 68134 Phone: 402.991.5520 www.specializedeng.com

SES PROJECT #

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% FINAL STAMPED

BID DOCUMENTS

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

20459

NON-SPRINKLERED

04/15/2022

1221 N. Pennsylvania St.

Indianapolis, IN 46202 317-800-6388

Sheet of 2

B

IM

/2

V A

M a ri o n E

H R

M I n fr a s tr u c tu re U p g ra d e s D e s ig n /2

.1

V A

M a ri o n E

H R

M S tr u c t V lla i@ g u id o n d e s ig n .c o m

.r v t

/1

/2

:2

:2

P

M

SF401

STRUCTURAL DETAILS EHRM INFRASTRUCTURE

UPGRADES, MARION, IN

MARION, IN

610-21-701

Multiple

JG LKL

21.1004

SCALE: 1/2" = 1'-0"SF401

1 B09 CONCRETE WALL OPENING DETAIL

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

5 TYPICAL OPENING THRU SLAB DETAIL

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

2 TYPICAL SLAB INFILL DETAIL

SCALE: 1" = 1'-0"SF401

4 EQUIPMENT PAD ON GRADE

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

6 OPENING IN EXISTING CONCRETE

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

7 TYPICAL ANCHOR ROD DETAILS

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

3 B172 LINTEL DETAIL

SCALE: 1 1/2" = 1'-0"SF401

8 STEEL JOIST REINFORCEMENT - BUILDING 127 ROOF

Revisions: Date: