P09 Drawings 03 Structural 100 BID - 15 pages.pdf

STEEL BEAM LEGEND

W18X40 C=1"

CAMBERBEAM SIZE

20K20K

BEAM REACTION,

TYP

(20)

QUANTITY OF SHEAR STUDS,

UNIFORMLY SPACED BETWEEN

SUPPORTS, UNO

"(MIN)" = STUDS @ 24" OC FOR

FULL BEAM LENGTHNOTES:

1) REACTION VALUE IS ASD (KIPS), UNO.

2) WHERE NO VALUE IS SHOWN, DESIGN CONNECTION FOR A MINIMUM REACTION OF 16

KIPS.

3) POSITIVE CAMBER UPWARDS, NEGATIVE CAMBER DOWNWARDS. CAMBER SHOWN

ON CANTILEVERS IS AT END OF CANTILEVER.

4) BEAMS ARE PRIMARY MEMBERS FOR FIREPROOFING UNLESS NOTED AS SECONDARY.

5) "M" IN PLACE OF BEAM SIZE INDICATES W10X12.

6) LATERAL FORCE TO BE TRANSFERRED THROUGH SUPPORT BY CONNECTIONS IN

ADDITION TO VERTICAL REACTION FORCES. FORCE MAY ACT IN EITHER DIRECTION.

FORCE IS GREATER OF 0.6W OR 0.7E, UNO.

MOMENT CONNECTION

CANT BM, SAME SIZE

AND END REACTION AS

BACKSPAN, UNO

C=1/2" CAMBER

##K

NOTE 6

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

SOIL

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION

REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

C# COLUMN NOTATION

Z# PRECAST/ BRICK SUPPORT

L# LINTEL NOTATION

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PB ## POST-TENSIONED CONCRETE

BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRANULAR FILL

Name

Elevation

WALL PIER NOTATIONWP ##

W ## WALL NOTATION

N

TS ## THICKENED SLAB NOTATION

# KEYED PLAN NOTE

CONCRETE SYMBOLS

POST-TENSION TENDON

ANCHOR DEAD END

LOCATION

POST-TENSION TENDON

ANCHOR JACKING

LOCATION

REBAR

CHANGE OF SLAB

ELEVATION

SLOPING SLAB

CHANGE OF SLAB

THICKNESS

MECHANICAL COUPLER

REBAR SPLICE

LIMIT OF MEMBER OR

SPAN MARK

DIRECTION OF SPAN

OPENING

SELF-EXPANDING

WATERSTOP

CONTROL JOINT LOCATION

IN CONCRETE WALLS

REBAR TERMINATOR

INTENTIONALLY

ROUGHENED

CONSTRUCTION JOINT

TO 1/4" AMPLITUDE

WELDED WIRE

REINFORCING

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

SLAB ON GRADE

MARK

SOG# WALL FOOTING OR

THICKENED SLAB

WF# / TS#

F#

ISOLATED FOOTING

CONNECTORS

HEADED STUD

CONNECTOR SECTION END/ALT VIEW

CAST-IN ANCHOR

ROD

POST-INSTALLED

MECHANICAL ANCHOR

BOLT

POST INSTALLED

ADHESIVE ANCHOR

STEEL MEMBERS

W-SHAPE BEAM

SHAPE SECTION PLAN VIEWELEVATION

CHANNEL

ANGLE

DOUBLE ANGLE

HOLLOW STRUCTURAL

SECTION

-RECTANGULAR

LLV LLH

HOLLOW STRUCTURAL

SECTION

-CIRCULAR (PIPE)

OPEN WEB STEEL

JOIST

STEEL SYMBOLS

STEEL DECK

STEEL DECK MARK AND

SPAN DIRECTION

BEAM SPLICE

CONNECTION

BEAM MOMENT

CONNECTION AT COLUMN

BEAM SHEAR CONNECTION

AT COLUMN

BEAM CONTINUOUS OVER

COLUMN

SLAB ON STEEL

DECK

SLAB ON STEEL

DECK

WWR

COLUMN STARTS HERE

HANGER OR POST

HANGER OR POST

BELOW FLOOR

SLAB-ON-DECK MARK AND

SPAN DIRECTION

OR

D#

S#

C# COLUMN MARK

INT INTERIOR

J/BRG JOIST BEARING

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSL LAMINATED STRAND LUMBER

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MF MOMENT FRAME

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

OWJ PRE-MANUFACTURED OPEN WEB JOIST

PC PRECAST CONCRETE

PEMB PRE-ENGINEERED METAL BUILDING

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

RTU ROOFTOP MECHANICAL UNIT

S SLOPE

SCHED SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SOMD SLAB ON METAL DECK

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TC TOP CHORD

TEMP TEMPERATURE

THRU THROUGH

TJI PREFABRICATED WOOD I-JOIST

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WH WEEP HOLE

WP WORK POINT

WT WEIGHT, STRUCTURAL T

WWF, WWR WELDED WIRE REINFORCEMENT

XS EXTRA STRONG (PIPE)

XXS DOUBLE EXTRA STRONG (PIPE)

& AND

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BC BOTTOM CHORD

BD BOARD

BF BRACED FRAME

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

BU BUILT UP

C STANDARD CHANNEL

CA COLUMN ABOVE

CANT CANTILEVER

CB COLUMN BELOW

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL JOINT OR CONSTRUCTION

JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GL GLUED LAMINATED TIMBER (GLULAM)

GRND GROUND

GT GIRDER TRUSS

HAS HEADED ANCHOR STUD

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR

CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

STRUCTURAL DRAWINGS ABBREVIATIONS

SHEET # SHEET NAME

SS001 ABBREVIATIONS AND SYMBOLS

SS002 GENERAL NOTES

SS003 SPECIAL INSPECTION REQUIREMENTS

SS004 LOAD MAPS

SD101 SECOND FLOOR DEMOLITION PLAN

SD102 ROOF DEMOLITION PLAN

SS102 BUILDING 02 SECOND FLOOR AREA 'A' FRAMING PLAN

SS103 BUILDING 02 SECOND FLOOR AREA'B' FRAMING PLAN

SS105 BUILDING 02 SECOND FLOOR CEILING AREA 'B' FRAMING PLAN

SS106 BUILDING 02 ROOF AREA 'A' FRAMING PLAN

SS107 BUILDING 02 ROOF AREA 'B' FRAMING PLAN

SS108 BUILDING 38 ROOF FRAMING PLAN

SS301 CONCRETE SCHEDULES, SECTIONS AND DETAILS

SS501 STEEL SCHEDULES, SECTIONS, AND DETAILS

SS502 STEEL SECTIONS AND DETAILS

STRUCTURAL INDEX

9025 RIVER ROAD, SUITE 200

INDIANAPOLIS, IN 46240

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

DAVID A. CLARK

081-007588

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LICENSE EXPIRES:

Engineers Architects

## KEY NOTES:

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

THE ROOM NUMBERING SEQUENCE IS FOR

CONSTRUCTION IDENTIFICATION ONLY. FINAL ROOM

NUMBERING SHALL BE CORRELATED WITH CURRENT

BAS IDENTIFICATION POINTS THAT ARE NOT BEING USED

DUE TO DEMOLITION. FINAL ROOM NUMBERING AND

SIGNAGE SHALL EB APPROVED BY VA STAFF ON

SITE

2020-11-30

AMERICAN

INC.

/1 /2

:3

:5

P M

SS001

ABBREVIATIONS AND SYMBOLS

1 15AJD

RELOCATE AND UPGRADE

OPERATING SUITES -

MARION, IL

MARION VAMC

MARION, IL 62959

11/15/2019

BID DOCUMENTS

657-501

02, 38

DAC

GENERAL

STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN-

SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF

CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES

ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER CONSTRUCTION IS

COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE

CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS INCLUDES

THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS,

TIEDOWNS, ETC.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS

DO NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE

LOADS ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS,

WEIGHTS OF EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM

TEMPORARY LIFTS, HOISTS AND CRANES, ETC.

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION

WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND

DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR

COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH

THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT.

DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND

INFORMATION.

IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR

SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER

A WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE

AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL

COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE

AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY,

INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK,

SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.

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.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD

COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE

STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE

STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN

ADOBE PDF FORMAT.

1. ADHESIVE ANCHORS

2. NON-SHRINK GROUT

3. CEMENT

4. FLY ASH

5. AGGREGATE AND GRADATION REPORT

6. CONCRETE CURING COMPOUND

7. STEEL MILL REPORTS

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS

TAKEN FROM DRAWINGS THAT WERE PREPARED FOR (VETERANS ADMINISTRATION

FACILITY MARION, ILL), PREPARED BY (VA MARION, ILL), ENTITLED (HOSPITAL DINING

HALL BLDG. NO 2), DATED (SEPT. 1940). AS WELL AS DRAWINGS PREPARED FOR (VAMC

MARION ILLINOIS), PREPARED BY (SIEBOLD, SYDROW, & ELFANBAUM), ENTITLED

(EXPAND DIETETICS SPD ADDITION), DATED (2 FEB 87).

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.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS AND METHODS OF

DEMOLITION REQUIRED TO COMPLETE THE WORK, INCLUDING MAINTAINING THE

SAFETY AND INTEGRITY OF THE EXISTING STRUCTURE. DEMOLISHED MATERIALS

SHALL BE DISPOSED OF SAFELY AND IN CONFORMANCE WITH THE CONTRACT

DOCUMENTS AND ALL APPLICABLE LAWS, CODES AND REGULATIONS.

WHERE ELEMENTS ARE INDICATED TO BE CUT AND REMOVED, DO NOT CUT BEYOND

THE EXTENTS OF THE ELEMENTS INDICATED TO BE REMOVED AND DO NOT EXTEND

CUTS INTO ELEMENTS THAT ARE TO REMAIN.

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 THIS PROJECT,

THAT BECOME DAMAGED, SHALL BE REPLACED WITH NEW MATERIAL OF EQUAL

QUALITY AND APPEARANCE, AT THE CONTRACTOR'S EXPENSE.

ALL WORK SHALL BE PERFORMED WITHOUT DAMAGE OR DISRUPTION TO ADJACENT

RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE PROTECTED FROM

DUST, DIRT AND DEBRIS ACCUMULATION AT ALL TIMES.

DESIGN DATA

NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE

WITH THE 2015 INTERNATIONAL BUILDING CODE.

O.R. CEILING LOADS

DEAD LOAD 30 PSF

FLOOR LOADS

SEE LOAD MAPS

ROOF LOADS

SEE LOAD MAPS

SNOW LOAD DESIGN DATA (2015 IBC)

GROUND SNOW LOAD (PG) = 15 PSF

SNOW EXPOSURE FACTOR (CE) = 1.0

THERMAL FACTOR (CT) = 1.0

SNOW LOAD IMPORTANCE FACTOR (IS) = 1.2

LOW-SLOPE ROOF SNOW LOAD (PF) = 18.0 PSF

WIND LOAD DESIGN DATA

BASIC WIND SPEED (3-SECOND GUST) = 125 MPH

WIND EXPOSURE = C

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

EARTHQUAKE DESIGN DATA

SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.909

1-SECOND SPECTRAL RESPONSE (S1) = 0.310

SEISMIC IMPORTANCE FACTOR (IE) = 1.5

RISK CATEGORY = IV

SITE CLASSIFICATION = D

SEISMIC DESIGN CATEGORY = D

SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.688

1-SECOND SPECTRAL RESPONSE (SD1) = 0.366

ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)

ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN

EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

THREADED ANCHORS SHALL BE ASTM A36 RODS FOR INTERIOR EXPOSURES AND

AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL

IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADDITIONALLY, ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR

MASONRY WITH AN AGE OF LESS THAN 21 DAYS.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 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.

PENETRATIONS AND EMBEDDED ITEMS

CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED

SIZES, TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS

THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN

ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE

STRUCTURAL ENGINEER.

NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN

THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN

STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED,

PLASTIC, OR EPOXY-COATED.

DELEGATED DESIGN

FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL

ENGAGE A SPECIALTY STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE

PROJECT IS LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL

SUBMITTALS AND SPECIFICATIONS AS A DELEGATED DESIGN.

DELEGATED DESIGN CALCULATIONS AND RELATED DRAWINGS SHALL CONTAIN THE

FOLLOWING, AS A MINIMUM:

1. COVER PAGE SIGNED AND SEALED BY THE SPECIALTY STRUCTURAL ENGINEER

INCLUDING A STATEMENT OF CERTIFICATION THAT THE SUBMITTED

CALCULATIONS ARE IN CONFORMANCE WITH THE DESIGN CRITERIA PROVIDED

IN THE CONTRACT DOCUMENTS AND THAT THE RELATED SHOP DRAWINGS

ARE IN CONFORMANCE WITH THE SUBMITTED CALCULATIONS.

2. TABLE OF CONTENTS, PLACED ON, OR IMMEDIATELY FOLLOWING THE COVER

SHEET.

3. SUMMARY OF APPLICABLE CODE CRITERIA, LOAD DATA AND PERFORMANCE

CRITERIA AS OUTLINED IN THE CONTRACT DOCUMENTS.

4. CLEAR DEFINITION OF THE LOCATION(S) IN THE STRUCTURE WHERE EACH

CALCULATION APPLIES.

5. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE

STRUCTURE BY THE DELEGATED DESIGN SYSTEM/COMPONENTS.

SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE WILL BE

REJECTED WITHOUT COMMENT.

THE STRUCTURAL ENGINEER’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE

FOR GENERAL CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND

LOADS IMPOSED.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS

OF THE WORK TO BE FABRICATED AND CONSTRUCTED 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.

PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.

WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE

STARTED BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS.

WORK PERFORMED BY THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE

REVIEWED SUBMITTALS SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT AS

DEEMED NECESSARY BY THE STRUCTURAL ENGINEER, AT THE CONTRACTOR'S

EXPENSE, AND WITH NO COST TO THE OWNER.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. STRUCTURAL STEEL

2. STEEL DECK

SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. STRUCTURAL STEEL CONNECTIONS (INCLUDING DESIGN CALCULATIONS AND

SUMMARY PAGE FOR CONNECTIONS NOT SPECIFICALLY DETAILED IN THE

CONTRACT DRAWINGS)

OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP

DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR

FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE

BEEN REVIEWED.

THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS

BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE

INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING

THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED

DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC

INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL

INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES.

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT

DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL

SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS.

STRUCTURAL STEEL

STRUCTURAL STEEL MEMBERS, BRACING, COMPONENTS AND CONNECTIONS SHALL

BE IN ACCORDANCE WITH AISC ALLOWABLE STRESS DESIGN (ASD) UNLESS NOTED

OTHERWISE.

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.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE

SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.

HOLLOW STRUCTURAL STEEL SECTIONS (SQUARE, RECTANGULAR, AND ROUND

TUBES) SHALL CONFORM TO ASTM A500 GRADE C, UNLESS NOTED OTHERWISE.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

STRUCTURAL STEEL ROD HANGERS AND BRACING SHALL CONFORM TO ASTM A36,

UNLESS NOTED OTHERWISE.

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

OTHERWISE.

FABRICATE AND ERECT STEEL FRAMING SO THAT CAMBER IS UPWARD AFTER

INSTALLATION.

SPLICE MEMBERS ONLY AT LOCATIONS SPECIFICALLY INDICATED ON

THE DRAWINGS.

DO NOT FIELD MODIFY STRUCTURAL STEEL WITHOUT PRIOR WRITTEN APPROVAL OF

THE STRUCTURAL ENGINEER.

AT STRUCTURAL STEEL AND STEEL JOIST FRAMED ROOFS 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.

STRUCTURAL STEEL CONNECTIONS

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

SHEAR REACTION OF 16 KIPS ASD. PROVIDE NO LESS THAN 2 BOLTS IN ANY VERTICAL

ROW OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

BOLTS IN STRUCTURAL STEEL JOINTS SHALL CONFORM TO ASTM F3125 AND SHALL BE

3/4" DIAMETER GRADE A325, UNLESS NOTED OTHERWISE. (TWIST-OFF TENSION

CONTROL BOLTS, IF USED, SHALL CONFORM TO ASTM F3125 AND SHALL BE 3/4"

DIAMETER GRADE F1852, UNLESS NOTED OTHERWISE.)

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL

JOINTS USING HIGH STRENGTH BOLTS, APPROVED BY THE RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS. 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.

BURNING OF HOLES IN STRUCTURAL STEEL IS EXPLICITLY PROHIBITED UNLESS

WRITTEN PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER. DO NOT FLAME-

CUT HOLES OR ENLARGE HOLES BY BURNING. DRILL HOLES IN STRUCTURAL STEEL.

DO NOT ENLARGE UNFAIR HOLES IN MEMBERS BY BURNING OR BY USING DRIFT PINS.

REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS. FIELD MODIFICATIONS TO

HOLES IN STRUCTURAL STEEL ARE EXPLICITLY PROHIBITED UNLESS WRITTEN

PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER.

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.

WELD SIZES SHOWN ON THE DRAWINGS ARE THE REQUIRED EFFECTIVE WELD SIZE.

INCREASE WELD SIZES PER AWS FOR SKEWED CONNECTIONS AND CONNECTIONS

WITH GAPS BETWEEN MEMBERS TO MEET THE EFFECTIVE WELD SIZE REQUIREMENT.

PROVIDE RUN-OFF TABS TO ENSURE COMPLETION OF COMPLETE JOINT

PENETRATION (CJP) WELDS AND BEVEL WELDS. REMOVE TABS AND GRIND

SMOOTH AFTER COMPLETION.

REMOVE WELD BACKING BARS AFTER COMPLETION OF WELDING AND GRIND SMOOTH

FOR ALL CONDITIONS EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION.

CONNECTION DETAILS SHOWN ON THE DRAWINGS ARE INTENDED TO CONVEY THE

DESIGN INTENT. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MATERIALS,

BOLTS, WELDS, PLATES, ETC., AS NECESSARY FOR A COMPLETE ASSEMBLY FOR

EACH CONNECTION.

IF TEMPORARY ERECTION SUPPORTS ARE UTILIZED BY THE CONTRACTOR, SUCH

SUPPORTS SHALL BE REMOVED AFTER COMPLETION OF THE WORK.

STRUCTURAL STEEL FINISHES

STRUCTURAL STEEL SHALL BE PROVIDED WITH THE FOLLOWING SHOP FINISH UNLESS

SPECIFICALLY NOTED OTHERWISE:

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH

RUST-INHIBITING PRIMER. 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.

ALL EXTERIOR STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP

GALVANIZED, UNLESS NOTED OTHERWISE.

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.

SERVICEABILITY LIMITS

LIVE LOAD DEFLECTION: SPAN/360 UNO

TOTAL LOAD DEFLECTION: SPAN/360 UNO

9025 RIVER ROAD, SUITE 200

INDIANAPOLIS, IN 46240

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

DAVID A. CLARK

081-007588

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LICENSE EXPIRES:

Engineers Architects

## KEY NOTES:

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

THE ROOM NUMBERING SEQUENCE IS FOR

CONSTRUCTION IDENTIFICATION ONLY. FINAL ROOM

NUMBERING SHALL BE CORRELATED WITH CURRENT

BAS IDENTIFICATION POINTS THAT ARE NOT BEING USED

DUE TO DEMOLITION. FINAL ROOM NUMBERING AND

SIGNAGE SHALL EB APPROVED BY VA STAFF ON

SITE

2020-11-30

AMERICAN

INC.

/1 /2

:3

:5

P M

SS002

GENERAL NOTES

2 15AJD

RELOCATE AND UPGRADE

OPERATING SUITES -

MARION, IL

MARION VAMC

MARION, IL 62959

11/15/2019

BID DOCUMENTS

657-501

02, 38

DAC

STEEL FLOOR DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE

STEEL DECK INSTITUTE'S SPECIFICATIONS AND CODE OF STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL FLOOR DECK ACCESSORIES, SUCH AS

EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION,

WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS.

PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION

UNLESS NOTED OTHERWISE. DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS

AND CONFIRM THAT THE SUPPLIED PRODUCT IS SUFFICIENT TO SAFELY SUPPORT THE

WET WEIGHT OF CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOADS WITHOUT

THE NEED FOR SHORING.

FLOOR DECK UNITS SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION

WHEREVER POSSIBLE. WHERE THREE SPAN CONDITION IS NOT POSSIBLE, NOTIFY

STRUCTURAL ENGINEER PRIOR TO FABRICATION OF DECK SO THAT EVALUATION OF

THE LESSER SPAN CONDITION(S) CAN BE PERFORMED.

PROVIDE INTERIOR STEEL FLOOR DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN

ACCORDANCE WITH ASTM A924 G90.

VIBRATION CRITERIA

ELEVATED STRUCTURAL FLOOR FRAMING HAS NOT BEEN DESIGNED NOR

REINFORCED TO MITIGATE VIBRATION FROM WALKING EXCITATION.

THE STRUCTURE HAS NOT BEEN DESIGNED TO MITIGATE VIBRATIONS FROM

VIBRATING EQUIPMENT. EQUIPMENT CONTRACTOR SHALL PROVIDE AND INSTALL

VIBRATION ISOLATORS AS REQUIRED TO MITIGATE EQUIPMENT VIBRATION.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 CONCRETE

OTHER 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.

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.

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 HAVE THE PROPERTIES AS INDICATED IN THE

CONCRETE MIX SCHEDULE AND SPECIFICATIONS.

DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO

ALUMINUM CONDUIT, INTO OR IN CONTACT WITH CONCRETE.

WHERE NEW CONCRETE IS PLACED AGAINST HARDENED/EXISTING CONCRETE,

VERIFY SOUNDNESS OF EXISTING CONCRETE AND REMOVE ALL LOOSE MATERIAL,

SNOW, ICE, FROST, WATER, SOIL, DEBRIS AND OTHER DETRIMENTAL MATERIALS

PRIOR TO PLACEMENT OF NEW CONCRETE.

WELDED WIRE REINFORCEMENT

WELDED WIRE REINFORCEMENT SHALL BE SMOOTH WIRE FABRIC CONFORMING TO

ASTM A1064. REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A

MINIMUM OF ONE SPACE PLUS 2 INCHES.

WELDED WIRE REINFORCEMENT SHALL BE PLACED AS FOLLOWS, UNLESS NOTED

OTHERWISE:

SLABS ON COMPOSITE DECK: 3/4" DOWN FROM TOP OF SLAB

SUPPORT REINFORCEMENT ON NON-METALLIC CHAIRS TO MAINTAIN PROPER

POSITION THROUGHOUT CONCRETE PLACEMENT.

(NOTE: THE TERM "WELDED WIRE FABRIC," IF USED, IS THE SAME AS "WELDED WIRE

REINFORCEMENT.")

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 FRAMING,

INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY

DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER FRAMING 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.

PROVIDE SLABS ON METAL DECK WITH A SMOOTH TROWEL FINISH UNLESS NOTED

OTHERWISE.

CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS

PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS

MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS. FLATNESS

SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL REQUIREMENTS AND THE

FOLLOWING:

ALL SLABS, UNO:

OVERALL VALUES: FF=25

LOCAL VALUES: FF=20

CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING

OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO

INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE

PROJECT.

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 ON METAL DECK AS REQUIRED TO

ACCOMMODATE FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR

TO PLACEMENT OF CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND

CURING TO COMPLY WITH FINISH FLOORING MATERIAL MANUFACTURER’S

REQUIREMENTS.

CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING

MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S

REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT

AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE

MARKINGS AND BLEMISHES.

UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY,

CURE SLABS ON METAL DECK AS FOLLOWS:

SLABS RECEIVING FLOOR COVERING MATERIALS: MOIST CURE A MINIMUM OF 7

DAYS (OR, IF APPROVED BY FLOOR FINISH MATERIAL MANUFACTURER, USE ASTM

C309, TYPE 1, CLASS B, WATERBORNE, MEMBRANE-FORMING CURING COMPOUND,

DISSIPATING). REMOVAL OF CURING COMPOUND MATERIAL, IF REQUIRED FOR

PROPER INSTALLATION OF FLOOR FINISH MATERIALS, SHALL BE PERFORMED BY

THE CONCRETE CONTRACTOR.

EXPOSED SLABS: USE ASTM C1315, TYPE 1, CLASS A, WATERBORNE, MEMBRANE-

FORMING CURING AND SEALING COMPOUND.

FINISH SLABS WITH FIBER REINFORCEMENT IN ACCORDANCE WITH THE FIBER

MANUFACTURER'S RECOMMENDATIONS AND AS REQUIRED TO MINIMIZE FIBER

EXPOSURE AT THE SLAB SURFACE. FOR SLABS WITH APPLIED FINISHES AND/OR

MATERIALS, INCLUDING POLISHED CONCRETE FINISHES WHEN USED, REMOVE ALL

PROTRUDING FIBERS PER THE FIBER MANUFACTURER’S RECOMMENDATIONS AND AS

REQUIRED TO PROPERLY INSTALL THE FINISHES AND/OR MATERIALS. FOR SLABS

EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION, REMOVE ALL PROTRUDING

FIBERS PRIOR TO COMPLETION OF CONSTRUCTION PER THE FIBER MANUFACTURER’S

RECOMMENDATIONS.

LIGHTWEIGHT CONCRETE

ALL REQUIREMENTS SHALL BE THE SAME AS FOR "CONCRETE" EXCEPT AS FOLLOWS:

LIGHTWEIGHT AGGREGATES SHALL CONFORM TO ASTM C330.

LIGHTWEIGHT CONCRETE SHALL HAVE A MAXIMUM DRY DENSITY OF 110 POUNDS PER

CUBIC FOOT AND A MAXIMUM DENSITY AT PLACEMENT OF 116 PCF.

LIGHTWEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE

CONCRETE MIX SCHEDULE AND SPECIFICATIONS.

WELDED WIRE REINFORCEMENT

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND

SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE

LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI

DETAILING MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE.

THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO

MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL

THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT

SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

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

THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

ELEVATED SLAB TOP REINFORCEMENT: 2 INCHES

ELEVATED SLAB BOTTOM REINFORCEMENT: 1 INCH

SLAB ON METAL DECK REINFORCEMENT: SEE DETAILS

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT

TABLES, UNO.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE

STANDARD HOOKS, UNLESS NOTED OTHERWISE.

SPECIAL INSPECTION SERVICES SCHEDULE - STEEL CONSTRUCTION

REFER TO IBC 2015 CHAPTER 17 AND AISC 360-10

ITEM TASK APPLICABLE TO

PROJECT (Y/N)

PERFORM OR

OBSERVE

PRIOR TO WELDING:

VERIFY CONTRACTOR MAINTAINS WELDING PROCEDURE SPECIFICATIONS

READILY AVAILABLE FOR ALL WELDERS FOR ALL TYPES OF WELDS

PERFORMED ON THE PROJECT

PERFORM

PERFORM

PERFORM

VERIFY MATERIAL CERTIFICATIONS ARE AVAILABLE FOR ALL CONSUMABLE

WELDING MATERIALS

VISUALLY INSPECT TO CONFIRM NO ARC STRIKES

Y

Y

Y

REFERENCE

AISC 360 TABLE N5.4-1WELDING PROCEDURE

SPECIFICATIONS

WELD MATERIAL

CERTIFICATIONS

ARC STRIKES AISC 360 TABLE N5.4-3

OBSERVEVERIFY FABRICATOR/ERECTOR AS APPLICABLE MAINTAINS RECORDS OF

WHO WELDED EVERY JOINT

YWELDER IDENTIFICATION

SYSTEM

OBSERVEINSPECT FOR PROPER FIT-UP INCLUDING JOINT PREPARATION,

DIMENSIONS, CLEANLINESS, TACKING, AND BACKING (WHERE BACKING IS

APPLICABLE)

NFIT-UP OF GROOVE WELDS

OBSERVEINSPECT FOR CONFIGURATION AND FINISH OF ACCESS HOLES YACCESS HOLES AISC 360 TABLE N5.4-1

OBSERVEINSPECT FOR PROPER FIT-UP INCLUDING DIMENSIONS, CLEANLINESS, AND

TACKING

YFIT-UP OF FILLET WELDS AISC 360 TABLE N5.4-1

DURING WELDING:

OBSERVEVERIFY USE OF QUALIFIED WELDERS YQUALIFIED WELDERS AISC 360 TABLE N5.4-2

OBSERVEINSPECT FOR PROPER PACKAGING, STORAGE AND PROTECTION YWELDING CONSUMABLES AISC 360 TABLE N5.4-2

OBSERVEVERIFY NO WELDING OCCURS OVER CRACKED TACK WELDS YTACK WELDS AISC 360 TABLE N5.4-2

OBSERVEVERIFY WIND SPEED WITHIN LIMITS AND PROPER

PROTECTION/PREPARATION FOR PRECIPITATION AND TEMPERATURE

YFIELD CONDITIONS AISC 360 TABLE N5.4-2

AFTER WELDING:

OBSERVEVERIFY PROPER CLEANING OF COMPLETED WELDS YWELDS CLEANED AISC 360 TABLE N5.4-3

INSPECT WELDS TO CONFIRM PROPER SIZE, LENGTH, LOCATION AND

VISUAL ACCEPTANCE CRITERIA (CRACK PROHIBITION, WELD/BASE METAL

FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT,

POROSITY) AS FOLLOWS:

SIZE, LENGTH, LOCATION, AND

VISUAL ACCEPTANCE CRITERIA

(NOTE 3 - SEE AISC 360)

AISC 360 TABLE N5.4-3

PERFORMVISUALLY INSPECT AND VERIFY ULTRASONIC TESTING IS PERFORMED FOR

100% OF ALL CJP WELDS

Y

PERFORMVISUALLY INSPECT 100% OF ALL CJP WELDS Y

PERFORMVISUALLY INSPECT ALL DOUBLER PLATES, CONTINUITY PLATES AND

STIFFENER PLATES WHERE WELDING OCCURS WITHIN THE k-AREA OF THE

STEEL SECTION TO CONFIRM NO CRACKS IN THE MEMBER WEB

N"k"-AREA WELDING AISC 360 TABLE N5.4-3

PERFORMVISUALLY INSPECT TO CONFIRM PROPER REMOVAL OF ALL BACKING

REMOVED. VERIFY ALL WELD TABS REMOVED (IF REQUIRED)

NBACKING AND WELD TABS

REMOVED

AISC 360 TABLE N5.4-3

PERFORMDOCUMENT ACCEPTANCE OR REJECTION OF WELDED CONNECTIONS YDOCUMENTATION AISC 360 TABLE N5.4-3

PERFORMVERIFY MANUFACTURER'S CERTIFICATIONS ARE AVAILABLE FOR FASTENER

MATERIALS

Y

PRIOR TO BOLTING:

MATERIAL CERTIFICATIONS AISC 360 TABLE N5.6-1

OBSERVEVERIFY FASTENERS ARE MARKED PER ASTM STANDARDS YFASTENER MARKINGS AISC 360 TABLE N5.6-1

OBSERVEVERIFY CORRECT GRADE, TYPE, AND SUFFICIENT LENGTH FOR THREADS

EXCLUDED FROM THE SHEAR PLANE (ONLY WHERE SPECIFICALLY

INDICATED)

YFASTENER SELECTIONS AISC 360 TABLE N5.6-1

OBSERVEVERIFY PROPER BOLTING PROCEDURE FOR THE JOINT YBOLTING PROCEDURE AISC 360 TABLE N5.6-1

OBSERVEVERIFY CONNECTING ELEMENTS, INCLUDING FAYING SURFACES AND HOLE

PREPARATION (IF SPECIFIED) MEET APPLICABLE REQUIREMENTS

YCONNECTING ELEMENTS AISC 360 TABLE N5.6-1

NOTES:

1. SEE CONTRACT DOCUMENTS FOR WELDING REQUIREMENTS. SEE AISC 360 FOR ADDITIONAL INFORMATION.

2. SEE AISC 360 FOR SPECIFIC REQUIRED ELEMENTS OF WELD PROCEDURE SPECIFICATION.

3. SEE AISC 360 FOR SPECIFIC REQUIRED VISUAL ACCEPTANCE CRITERIA.

4. "OBSERVE" REQUIRES OBSERVATION ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

5. "PERFORM" REQUIRES TASKS TO BE PERFORMED FOR EACH OPERATION, JOINT OR MEMBER AS APPLICABLE.

VERIFY ALL WELD MATERIALS ARE PROPERLY MARKED WITH VALID

TYPE/GRADE IDENTIFICATION

OBSERVEY AISC 360 TABLE N5.4-1WELD MATERIAL

IDENTIFICATION

WELDED MEMBERS

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

OBSERVEVERIFY WELDING PROCEDURE SPECIFICATIONS ARE FOLLOWED YWELDING PROCEDURE

SPECIFICATION (NOTE 2 - SEE

AISC 360)

AISC 360 TABLE N5.4-2

OBSERVEVERIFY EACH PASS MEETS PROFILE LIMITATIONS AND QUALITY

REQUIREMENTS, INTERPASS AND FINAL CLEANING

YWELDING TECHNIQUES AISC 360 TABLE N5.4-2

OBSERVEINSPECT FOR PROPER PLACEMENT AND INSTALLATION OF STEEL HEADED

STUD ANCHORS

NCOMPOSITE BEAM HEADED

STUD ANCHORS

PERFORMVISUALLY INSPECT 100% OF WELDS IN LATERAL LOAD RESISTING MOMENT

FRAMES AND BRACED FRAMES

Y

PERFORMVISUALLY INSPECT 20% OF ALL FILLET WELDS NOT IN LATERAL LOAD

RESISTING MOMENT FRAMES AND BRACED FRAMES

Y

PERFORMVERIFY APPROVED REPAIRS OF NON-CONFORMING ITEMS (WHEN

REQUIRED) ARE PROPERLY COMPLETED

YREPAIRS AISC 360 TABLE N5.4-3

BOLTED MEMBERS

OBSERVEVERIFY PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL IS OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES

AND METHODS USED

YPRE-INSTALLATION

VERIFICATION

AISC 360 TABLE N5.6-1

OBSERVEVERIFY PROPER STORAGE OF BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

YPROPER STORAGE AISC 360 TABLE N5.6-1

OBSERVEVERIFY ALL FASTENING ELEMENTS ARE PROPERLY POSITIONED IN THE

JOINT PRIOR TO TIGHTENING

Y

DURING BOLTING:

PROPER POSITIONING AISC 360 TABLE N5.6-2

OBSERVEVERIFY COMPONENT NOT TURNED BY THE WRENCH IS PREVENTED FROM

ROTATING DURING TIGHTENING

YBOLT TIGHTENING AISC 360 TABLE N5.6-2

OBSERVEVERIFY ALL BOLTS AT A CONNECTION TO BE PRETENSIONED ARE FIRST

BROUGHT INTO SNUG-TIGHT CONDITION PRIOR TO START OF PRE-

TENSIONING

YPRETENSIONED BOLTS SNUG

TIGHTENED

AISC 360 TABLE N5.6-2

OBSERVEVERIFY FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH RCSC

SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS

YPRETENSIONED BOLTS

TIGHTENING

AISC 360 TABLE N5.6-2

PERFORMDOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS YDOCUMENTATION AISC 360 TABLE N5.6-3

AFTER BOLTING:

PERFORMINSPECT INSTALLATION OF ALL BASE PLATES FOR PROPER ANCHORAGE

(INCLUDING WELDED PLATE WASHERS WHERE INDICATED) AND GROUTING

BENEATH BASE PLATE

Y

STEEL FRAMING (GENERAL)

COLUMN BASES

PERFORMINSPECT ALL COLUMN SPLICES TO CONFIRM THAT GAPS BETWEEN

BEARING ELEMENTS DO NOT EXCEED 1/16-INCH

NCOLUMN SPLICES

PERFORMINSPECT FOR CONFORMANCE WITH REQUIRED SIZE, SPACING AND

CONNECTION REQUIREMENTS

YBEAM, GIRDER AND COLUMN

MEMBERS

PERFORMINSPECT SUPPORT MATERIALS FOR PROPER SIZE, POSITIONING AND

CONNECTIONS

YROOF AND FLOOR DECK/SLAB

EDGE SUPPORTS

PERFORMINSPECT INSTALLATION OF ALL MEMBERS AND CONNECTIONS IN BRACED

FRAMES AND MOMENT FRAMES FOR PROPER SIZE, POSITIONING AND

CONNECTIONS

NBRACED FRAMES AND

MOMENT FRAMES

PERFORMVERIFY PROPER PLACEMENT AND INSTALLATION OF STEEL DECK N

COMPOSITE STEEL FRAMING

PERFORMINSPECT DIAMETER, LENGTH, QUANTITY AND POSITIONING OF STEEL

HEADED STUD ANCHORS

N

PERFORMRING TEST 100% OF HEADED STUD ANCHORS WITH A 3 LB HAMMER N

PERFORMBEND TEST QUESTIONABLE HEADED STUD ANCHORS TO 15 DEGREES N

PERFORMDOCUMENT ACCEPTANCE OR REJECTION OF COMPOSITE STEEL FRAMING

ELEMENTS

N

INSPECT COMPOSITE STEEL FRAMING PRIOR TO PLACEMENT OF

CONCRETE AS FOLLOWS:

AISC 360 TABLE N6.1

AISC 360 TABLE N6.1

STEEL GRATING INSPECT STEEL GRATING AS FOLLOWS:

PERFORMVERIFY PROPER SIZE, TYPE AND FINISH N

PERFORMVERIFY PROPER ATTACHMENTS TO SUPPORTING STRUCTURE(S) N

SPECIAL INSPECTION

THE GENERAL CONTRACTOR SHALL EMPLOY INDEPENDENT AGENCY(IES) OR

INDIVIDUAL(S) TO PROVIDE SPECIAL INSPECTION FOR ITEMS AS INDICATED ON THE

DRAWINGS.

SPECIAL INSPECTION IS A MANDATORY REQUIREMENT FOR VERIFYING CONFORMANCE

OF THE INDICATED CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED IN ADDITION TO

ALL MATERIAL TESTS AND INSPECTIONS IDENTIFIED ELSEWHERE IN THE CONSTRUCTION

DOCUMENTS.

THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON, WHO SHALL DEMONSTRATE

COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL

ENGINEER, FOR INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION.

“PERIODIC” SPECIAL INSPECTION IS DEFINED AS “THE PART-TIME OR INTERMITTENT

OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING

PERFORMED AND AT THE COMPLETION OF THE WORK.”

“CONTINUOUS” SPECIAL INSPECTION IS DEFINED AS “THE FULL-TIME OBSERVATION OF

WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS

PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.”

SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW A MINIMUM OF 14 DAYS PRIOR TO

COMMENCEMENT OF CONSTRUCTION OF ELEMENTS REQUIRING SPECIAL INSPECTION

THE FOLLOWING:

1. NAME(S), ADDRESS(ES), TELEPHONE NUMBER(S), EMAIL ADDRESS(ES), AND

STATEMENT(S) OF QUALIFICATIONS OF ALL SPECIAL INSPECTOR(S) TO BE

ENGAGED ON THE PROJECT.

2. A LISTING OF ALL ITEMS TO RECEIVE SPECIAL INSPECTION, DESIGNATION

WHETHER INSPECTIONS WILL BE CONTINUOUS OR PERIODIC AND THE NAME OF

THE INDIVIDUAL THAT WILL BE PERFORMING INSPECTION FOR EACH ITEM.

THE CONTRACTOR SHALL COORDINATE WITH THE SPECIAL INSPECTOR SUFFICIENTLY IN

ADVANCE OF WORK REQUIRING SPECIAL INSPECTION AND SHALL PROVIDE ACCESS TO

THE SITE AND TO THE CONSTRUCTION DOCUMENTS (CURRENT DRAWINGS AND

SPECIFICATIONS) FOR THE SPECIAL INSPECTOR CARRY OUT THE REQUIRED

OPERATIONS.

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING SPECIAL INSPECTION

FOR CONFORMANCE TO THE CONSTRUCTION DOCUMENTS. ALL NON-CONFORMING

WORK SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION, THEN, IF UNCORRECTED, TO THE IMMEDIATE ATTENTION OF THE OWNER

OR OWNER’S AGENT AND STRUCTURAL ENGINEER.

THE SPECIAL INSPECTOR SHALL SUBMIT PERIODIC PROGRESS REPORTS TO THE OWNER

OR OWNER’S AGENT, CONTRACTOR AND STRUCTURAL ENGINEER IDENTIFYING ALL

SPECIAL INSPECTION OPERATIONS PERFORMED. REPORTS SHALL BE SUBMITTED NO

MORE THAN 7 DAYS FOLLOWING EACH SPECIAL INSPECTION OPERATION. REPORTS

SHALL IDENTIFY THE ITEM(S) INSPECTED AND AN INDICATION OF WHETHER THE

INSPECTED ITEMS WERE IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

AT THE COMPLETION OF ALL WORK REQUIRING SPECIAL INSPECTION, THE SPECIAL

INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE OWNER OR OWNER’S AGENT,

CONTRACTOR AND STRUCTURAL ENGINEER STATING WHETHER THE WORK REQUIRING

SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, IN

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

FAILURE TO PERFORM SPECIAL INSPECTION FOR THE INDICATED CONSTRUCTION OR

FAILURE TO CORRECT NON-CONFORMING WORK SHALL CONSTITUTE A BASIS FOR

REJECTION OF THE WORK AND REMOVAL AND REPLACEMENT BY THE GENERAL

CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER, INCLUDING, BUT NOT LIMITED

TO:

1. THE COST OF REMOVAL AND REPLACEMENT OF ALL WORK FOR WHICH SPECIAL

INSPECTION WAS REQUIRED BUT NOT PERFORMED, INCLUDING THE COST OF

TESTING AND SPECIAL INSPECTION FOR THE REPLACEMENT WORK.

2. THE COST OF ALL RELATED WORK MADE NECESSARY BY THE REMOVAL AND

REPLACEMENT OF THE UNINSPECTED WORK PER ITEM 1 ABOVE.

3. THE COST FOR DESIGN PROFESSIONAL’S SERVICES RELATED TO ALL WORK FOR

WHICH SPECIAL INSPECTION WAS REQUIRED BUT NOT PERFORMED AND

SERVICES RELATED TO THE REPLACEMENT WORK.

PROVIDE SPECIAL INSPECTION FOR THE FOLLOWING CONSTRUCTION:

STEEL CONSTRUCTION

SEE TABLES ON THE DRAWINGS FOR SPECIAL INSPECTION PROGRAM REQUIREMENTS.

9025 RIVER ROAD, SUITE 200

INDIANAPOLIS, IN 46240

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

DAVID A. CLARK

081-007588

R E E

NI

G

NE

LA

RUTCURTS

DE

S N E

CI

L

S T

A

TE

OF I LL

IN

O

IS

LICENSE EXPIRES:

Engineers Architects

## KEY NOTES:

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

THE ROOM NUMBERING SEQUENCE IS FOR

CONSTRUCTION IDENTIFICATION ONLY. FINAL ROOM

NUMBERING SHALL BE CORRELATED WITH CURRENT

BAS IDENTIFICATION POINTS THAT ARE NOT BEING USED

DUE TO DEMOLITION. FINAL ROOM NUMBERING AND

SIGNAGE SHALL EB APPROVED BY VA STAFF ON

SITE

2020-11-30

AMERICAN

INC.

/1 /2

:3

:5

P M

SS003

SPECIAL INSPECTION REQUIREMENTS

3 15AJD

RELOCATE AND UPGRADE

OPERATING SUITES -

MARION, IL

MARION VAMC

MARION, IL 62959

11/15/2019

BID DOCUMENTS

657-501

02, 38

DAC

A

H

C

C

C CE

E

H

D

C

H

NOT IN SCOPE

G

H

F

H

H

E X

S E

IS

M

IC

T

O W

E R

E X

S E

IS

M

IC

T

O W

E R

C

H

G

A

H

D

K

UNIFORM LOAD SCHEDULE

MARK DESCRIPTION

DESIGN LOADS (PSF)

DEAD LIVE

A

NOTES:

1. DEAD LOAD (WHEN DEFINED) REPRESENTS SELF-WEIGHT ALLOWANCE OF THE PRIMARY

STRUCTURAL SYSTEM. WHEN NOT DEFINED, SEE DRAWINGS FOR MEMBER MATERIALS AND SIZES.

2. SUPERIMPOSED DEAD LOAD IS PERMANENT UNIFORM DEAD LOAD ALLOWANCE SUPPORTED BY THE

STRUCTURE.

3. FOR SNOW LOADS DESIGN FOR WORST CASE OF UNIFORM SNOW OR SNOW DRIFT CONDITION.

4. "NR" = NON-REDUCIBLE LIVE LOAD.

5. INCLUDES 15 PSF LIVE LOAD ALLOWANCE FOR PARTITIONS.

B

D

20TYPICAL ROOF

SNOW

18 PSF MIN -OR-

DRIFT PER LOAD

MAPS / DIAGRAMS

100STAIRS SEE NOTE 1 NA

C

SUPERIMPOSED

DEAD

NA

E

100CORRIDOR 15 NA

F

60OPERATING ROOMS 15 NA

G

40PATIENT ROOMS 15 NA

H

65 NOTE 5OFFICE 15 NA

60PASSAGE/LOUNGE

/WAITING

15 NA

75 NOTE 5SUPPORT SPACES 15 NA

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

J 150MECHANICAL ROOMS 15 NASEE NOTE 1

K 125STORAGE 15 NRSEE NOTE 1

NOT IN SCOPE

J

J

B

B

B

BUILDING 2 ROOF

BELOW

J

B

B

9025 RIVER ROAD, SUITE 200

INDIANAPOLIS, IN 46240

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

DAVID A. CLARK

081-007588

R E E

NI

G

NE

LA

RUTCURTS

DE

S N E

CI

L

S T

A

TE

OF I LL

IN

O

IS

LICENSE EXPIRES:

Engineers Architects

## KEY NOTES:

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

THE ROOM NUMBERING SEQUENCE IS FOR

CONSTRUCTION IDENTIFICATION ONLY. FINAL ROOM

NUMBERING SHALL BE CORRELATED WITH CURRENT

BAS IDENTIFICATION POINTS THAT ARE NOT BEING USED

DUE TO DEMOLITION. FINAL ROOM NUMBERING AND

SIGNAGE SHALL EB APPROVED BY VA STAFF ON

SITE

2020-11-30

AMERICAN

INC.

/1 /2

:3

:0

P M

SS004

LOAD MAPS

4 15AJD

RELOCATE AND UPGRADE

OPERATING SUITES -

MARION, IL

MARION VAMC

MARION, IL 62959

11/15/2019

BID DOCUMENTS

657-501

02, 38

DAC

1/16" = 1'-0"SS004

1 LOAD MAP - 2ND FLOOR

1/16" = 1'-0"SS004

3 LOAD MAP -…