36C25518R0049-005.pdf

STEEL BEAM LEGEND

W18X40 C=1"

CAMBERBEAM SIZE

20K20K

BEAM REACTION,

TYP

(8) (8)(4)

QUANTITY OF SHEAR STUDS,

UNIFORMLY SPACED BETWEEN

ADJACENT FRAMING, TYP

(COMPOSITE CONSTRUCTION

ONLY)

NOTES:

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 TRANSFERED 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

EARTH

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

GRAVEL

Name

Elevation

WALL PIER NOTATIONWP ##

W ## WALL NOTATION

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 FABRIC

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

SLAB ON GRADE MARKSOG#

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

WWF

COLUMN STARTS HERE

DIAGONAL BRACING

BRACING

HANGER OR POST

HANGER OR POST

BELOW FLOOR

SLAB-ON-DECK MARK AND

SPAN DIRECTION

OR

D#

S#

C# COLUMN MARK

MASONRY MEMBERS

CMU SECTION

CMU BOND BEAM SECTION

(FULLY GROUTED)

CMU LINTEL SECTION

(FULLY GROUTED)

SINGLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

DOUBLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

PLAN

PLAN

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 LABRATORY

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

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

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 WELDED WIRE FABRIC

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

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

CANT CANTILEVER

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

INT INTERIOR

J/BRG JOIST BEARING

STRUCTURAL DRAWINGS ABBREVIATIONS

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

MARION VAMC

MARION, IL, 62959

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

16-198 ADD STRUCTURAL

IMPROVEMENTS TO BUILDING

657-343AS INDICATED

100% CONSTRUCTION DOCUMENTS

E

D C

B A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

09/06/17

Baysinger Design Group, Inc.

Marion, Illinois 62959

4501 West DeYoung Street, Suite 100B

Fax: 618.998.8032

Phone: 618.998.8015 www.BaysingerDesignGroup.com

Illinois Design Firm No. 184-004212

/1

/2

:2

:2

P

M

SS-001

ABBREVIATIONS AND SYMBOLS

DGC JHC 1

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.

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.

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.

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.

13. TEMPERATURE CONTROL PLAN INCLUDING MIX DESIGN CALCULATIONS FOR

TEMPERATURE GAIN, PROTECTION, AND INSULATION MEASURES AND COOLING

METHODS IF APPROPRIATE.

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.

1. FIBER REINFORCEMENT FOR CONCRETE

2. CONCRETE CURING COMPOUND

3. CONCRETE JOINT SEALANT

4. WATER STOPS

5. NON-SHRINK GROUT

6. COLD-FORMED STEEL FRAMING

7. COLD-FORMED STEEL FRAMING CONNECTOR HARDWARE

8. VAPOR RETARDER

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS

TAKEN FROM DRAWINGS THAT WERE PREPARED FOR THE US DEPARTMENT FOR VETERAN

AFFAIRS, PREPARED BY FGM, INC, ENTITLED CLINCAL AND OUTPATIENT ADDITION, DATED 25

MARCH 1994.

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 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 TO ADJACENT RETAINED WORK.

ADJACENT EXISTING CONSTRUCTION SHALL BE PROTECTED FROM DUST, DIRT AND

DEBRIS ACCUMULATION AT ALL TIMES.

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN

ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER 2017-3060.10

PREPARED BY SCI ENGINEERING, INC. DATED MARCH 27, 2017.

DESIGN NET SOIL PRESSURE:

SPREAD FOOTINGS: 4,000 PSF

CONTINUOUS WALL FOOTINGS: 4,000 PSF

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED

GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE

STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM

THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE

STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER

CONSTRUCTION IS ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS

FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO

UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL

CONCRETE IS PLACED.

BELOW-GRADE WALLS

DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL

THE CONCRETE (OR MASONRY ASSEMBLAGE) HAS REACHED ITS 28-DAY

COMPRESSIVE STRENGTH.

WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL

EVENLY ON EACH SIDE OF EACH WALL TO PREVENT UNBALANCED SOIL LOADS

AGAINST THE WALL.

UNLESS NOTED OTHERWISE, DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL THE

BASEMENT AND GROUND FLOOR SLABS HAVE BEEN COMPLETELY INSTALLED AND

REACHED THEIR 28-DAY COMPRESSIVE STRENGTH AND ALL FLOOR FRAMING AND

SLAB CONNECTIONS TO THE BASEMENT WALLS HAVE BEEN COMPLETELY INSTALLED.

WHERE BASEMENT WALLS OCCUR, BACKFILL EVENLY ON ALL SIDES OF THE BUILDING

TO PREVENT UNBALANCED SOIL LOADS AGAINST THE BASEMENT STRUCTURE,

UNLESS NOTED OTHERWISE.

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/C94M.

IN CASE OF A DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150/C150M, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33/C33M.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494/C494M.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260/C260M 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.

CONCRETE ELEMENTS WITH A MINIMUM DIMENSION OF 4 FEET SHALL BE CONSIDERED MASS

CONCRETE. REFERENCE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. MASS

CONCRETE SHALL BE PLACED AND CURED UNDER THE FOLLOWING CONDITIONS: INITIAL

CONCRETE TEMPERATURE SHALL NOT EXCEED 70 DEGREES F. TEMPERATURE DIFFERENTIAL

WITHIN THE CONCRETE DURING CURING SHALL NOT EXCEED 35 DEGREES F. MAXIMUM

INTERNAL TEMPERATURE OF THE CONCRETE SHALL NOT EXCEED 160 DEGREES F.

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.

WELDED WIRE FABRIC

WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM

A1064/A1064M. FABRIC SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A MINIMUM OF

ONE SPACE PLUS 2 INCHES.

WELDED WIRE FABRIC SHALL BE PLACED AS FOLLOWS, UNLESS NOTED OTHERWISE:

SLABS ON GRADE: 2 INCHES DOWN FROM TOP OF SLAB.

SLABS ON METAL DECK: 3/4 INCH DOWN FROM TOP OF SLAB.

FIBER REINFORCEMENT (SYNTHETIC)

MICRO-FIBER REINFORCEMENT SHALL BE VIRGIN (NON-RECYCLED) NYLON OR

POLYPROPYLENE FIBERS COMPLYING WITH ASTM C1116/C1116M, WITH LONGEST FIBERS

NOT LESS THAN 0.75 INCHES.

MACRO-FIBER REINFORCEMENT SHALL BE VIRGIN (NON-RECYCLED) POLYPROPYLENE /

POLYETHYLENE FIBER BLEND COMPLYING WITH ASTM C1116, WITH LONGEST FIBERS

NOT LESS THAN 1.75 INCHES.

FIBERS SHALL BE INTRODUCED INTO CONCRETE MIX AT THE BATCH PLANT AND MIXED

IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

DOSAGE RATES SHALL BE AS INDICATED IN THE CONTRACT DOCUMENTS. USE ONLY

THE FIBER TYPE INDICATED FOR EACH APPLICATION. SUBSTITUTION OF FIBER TYPES

IS NOT PERMITTED.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31/C31M FOR EACH

DAY'S POUR AND FOR EACH 50 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED.

EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, ONE SPECIMEN TESTED

AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE

DIRECTION OF THE STRUCTURAL ENGINEER. AFTER GOOD CONCRETE QUALITY

CONTROL HAS BEEN ESTABLISHED AND MAINTAINED BY THE COR, MAKE ONE SET OF

TEST CYLINDERS FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS FOR EACH

TYPE OF CONCRETE PLACED. 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.

COMPOSITE STEEL BEAMS

COMPOSITE BEAM SHEAR CONNECTORS SHALL BE NELSON STUD TYPE S3L AS

MANUFACTURED BY THE NELSON STUD WELDING COMPANY, OR AN EQUIVALENT

SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER.

STUDS SHALL BE MANUFACTURED OF COLD-DRAWN STEEL CONFORMING TO ASTM

A108. STUDS SHALL BE 3/4" DIAMETER, UNLESS NOTED OTHERWISE. STUD DESIGN

HAS BEEN BASED ON AN ULTIMATE SHEAR CAPACITY OF 17.7 KIPS PER STUD.

INSTALLED STUD LENGTH SHALL BE 1" LESS THAN TOTAL NOMINAL SLAB THICKNESS,

UNLESS NOTED OTHERWISE.

COMPOSITE STEEL BEAMS HAVE BEEN DESIGNED TO ALLOW INSTALLATION OF THE

SLAB CONCRETE IN AN UNSHORED CONDITION UNLESS NOTED OTHERWISE.

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/A924M G90.

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.

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.

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, 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:

CONCRETE CAST AGAINST EARTH: 3 INCHES

FOUNDATION TOP REINFORCEMENT: 2 INCHES

FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES

WALL REINFORCEMENT - #5 AND SMALLER: 1-1/2 INCHES

WALL REINFORCEMENT - #6 AND LARGER: 2 INCHES

ELEVATED SLAB TOP REINFORCEMENT: 2 INCHES

ELEVATED SLAB BOTTOM REINFORCEMENT: 1 INCH

BEAM TOP REINFORCEMENT: 2-1/2 INCHES

BEAM BOTTOM REINFORCEMENT: 2 INCHES

BEAM STIRRUPS AT TOP: 2 INCHES

COLUMN LONGITUDINAL REINFORCEMENT: 2 INCHES

COLUMN TIES: 1-1/2 INCHES

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.

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 CORNERS 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.

DESIGN DATA

NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH

THE 2015 INTERNATIONAL BUILDING CODE.

FLOOR LOADS

LIVE LOAD 100 PSF

DEAD LOAD 58 PSF

UNLESS OTHERWISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING LIVE

LOAD REDUCTIONS TO THE EXTENT ALLOWED BY THE BUILDING CODE.

ROOF LOADS

LIVE LOAD 20 PSF

DEAD LOAD 12 PSF

SNOW LOAD DESIGN DATA

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) = 12.6 PSF

MINIMUM LOW-SLOPE ROOF SNOW LOAD (PM) = 18 PSF

WIND LOAD DESIGN DATA

BASIC WIND SPEED (3-SECOND GUST) = 120 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) = 0.31

SEISMIC IMPORTANCE FACTOR (IE) = 1.50

RISK CATEGORY = IV

SEISMIC DESIGN CATEGORY = D

SITE CLASSIFICATION = C

SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.628

1-SECOND SPECTRAL RESPONSE (SD1) = 0.308

SEISMIC RESISTING SYSTEM: SPECIAL CONCENTRICALLY BRACED STEEL FRAMES

ANALYSIS PROCEDURE UTILIZED = MODAL RESPONSE SPECTRUM ANALYSIS

RESPONSE MODIFICATION COEFFICIENT (R) = 6.0

SEISMIC RESPONSE COEFFICIENT (CS) = 0.157

THE STRUCTURE ON THESE DRAWINGS HAVE BEEN DESIGNED FOR A VERTICAL EXPANSION

OF TWO LEVELS.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50

COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS.

PROVIDE FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE COATING.

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST

EDITION OF THE GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R).

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 GRADE 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 GRADE 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 UNO: ASTM C1315, TYPE 1, CLASS A, WATERBORNE, MEMBRANE-

FORMING CURING AND SEALING COMPOUND.

EXPOSED WAREHOUSE SLABS: USE ASHFORD FORMULA CURING/ SEALING/

HARDENING COMPOUND.

PROVIDE SLABS ON GRADE 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

AND LEVELNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS.

FLATNESS AND LEVELNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL

REQUIREMENTS AND THE FOLLOWING:

ALL SLABS, UNO:

OVERALL VALUES: FF=25 FL=20

LOCAL VALUES: FF=20 FL=15

WAREHOUSE SLABS:

OVERALL VALUES: FF=35 FL=25

LOCAL VALUES: FF=25 FL=15

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.

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION

JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB

THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO

ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR

SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL

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 INSTALLED IN ACCORDANCE WITH

MANUFACTURER'S WRITTEN INSTRUCTIONS.

VAPOR RETARDER

VAPOR RETARDER SHALL BE ASTM E1745 CLASS A WITH A PERMEANCE OF 0.1 PERMS

OR LESS, UNO. INSTALL, INSPECT AND REPAIR IN ACCORDANCE WITH ASTM E1643 AND

MANUFACTURER’S WRITTEN REQUIREMENTS. INSTALL VAPOR RETARDER ONLY AT

LOCATIONS SPECIFICALLY INDICATED.

DELEGATED DESIGN

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

ENGAGE A LICENSED PROFESSIONAL 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.

THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND

CONTAIN OR INDICATE THE FOLLOWING AT A MINIMUM:

1. PROFESSIONAL ENGINEER’S SEAL AND SIGNATURE RESPONSIBLE FOR THEIR

PREPARATION.

2. COMPLIANCE WITH THE PERFORMANCE REQUIREMENTS AND DESIGN CRITERIA

NOTED IN THE CONTRACT DOCUMENTS (DRAWINGS AND SPECIFICATIONS).

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

BUILDING STRUCTURE

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 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.

PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. STRUCTURAL STEEL

3. 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)

2. COLD-FORMED STEEL FRAMING (INCLUDING DESIGN CALCULATIONS, MEMBER

PROPERTIES, FASTENER REQUIREMENTS, ASSEMBLY DETAILS AND

CONNECTION DETAILS)

STRUCTURAL STEEL - ASD

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/A992M.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES

SHALL CONFORM TO ASTM A36/A36M, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500/A500M, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53/A53M, 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/A36M, UNLESS NOTED OTHERWISE.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM F3125/F3125M GRADE 120 OR 150 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 F3125/F3125M 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/A992M 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/A123M.

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 ANDMANUAL 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 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.

FLOWABLE FILL

WHERE INDICATED ON THE STRUCTURAL DRAWINGS, FLOWABLE FILL SHALL BE A

CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PRODUCED AND PLACED IN

ACCORDANCE WITH RECOMMENDATIONS OF ACI 229. PROVIDE MATERIAL WITH

28-DAY COMPRESSIVE STRENGTH OF 1,000 PSI UNLESS NOTED OTHERWISE.

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

MARION VAMC

MARION, IL, 62959

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

16-198 ADD STRUCTURAL

IMPROVEMENTS TO BUILDING

657-343AS INDICATED

100% CONSTRUCTION DOCUMENTS

E

D C

B A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

09/06/17

Baysinger Design Group, Inc.

Marion, Illinois 62959

4501 West DeYoung Street, Suite 100B

Fax: 618.998.8032

Phone: 618.998.8015 www.BaysingerDesignGroup.com

Illinois Design Firm No. 184-004212

/1

/2

:2

:2

P

M

SS-002

GENERAL NOTES

DGC JHC

CONCRETE UNIT MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST

EDITION OF THE BUILDING CODE REQUIREMENTS OF 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 1,900 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 C 404. USE

COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530-05

TABLE 1.16.1, WHERE FINE GROUT SHALL BE USED.

PROVIDED 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY

CONSTRUCTION. REINFORCEMENT SHALL BE CONTINOUS 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 NOTE 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.

PROVIDE MASONRY CONTROL JOINTS AT 25'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN

ACCORDANCE WITH NCMA TEK 10-2C "CONTROL JOINTS FOR CONCRETE MASONRY

WALLS - EMPIRICAL METHOD" AT OFFSETS, SETBACKS, WALL INTERSECTIONS,

CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR EDGE OF OPENINGS.

DEDUCTIVE BID OPTION

BID DEDUCTS ARE AS INDICATED ON SHEET GI102

SPECIAL INSPECTION SERVICES SCHEDULE - CONCRETE CONSTRUCTION

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

MATERIAL TESTING

QUALITY CONTROL

REINFORCING STEEL

CAST-IN-PLACE

BOLTS AND

ANCHOR RODS

CONCRETE MIX

DESIGN

FORMWORK

MATERIAL SAMPLING

AND TESTING

CONCRETE

PLACEMENT

CURING AND

PROTECTION

CONSTRUCTION

JOINTS

TEST

REFERENCE CAST-IN-PLACE CONCRETE SPECIFICATION FOR EXTENT OF TESTING

REQUIRED

INSPECTION VERIFY THAT QUALITY CONTROL TESTING IS PROVIDED IN ACCORDANCE WITH THE

PROJECT REQUIREMENTS.

INSPECTION

INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS (WHEN

USED) AND PLACEMENT AS FOLLOWS:

VERIFY THAT REINFORCEMENT SURFACES ARE FREE OF EXCESS RUST OR OTHER

COATINGS THAT MAY ADVERSELY AFFECT BONDING CAPACITY. IF OILING OF FORMS

IS REQUIRED, VERIFY THAT IT IS APPLIED BEFORE REINFORCING IS PLACED.

VERIFY REINFORCING BARS FOR COMPLIANCE WITH CONTRACT DOCUMENTS AND

APPROVED SHOP DRAWINGS AS FOLLOWS:

MATERIAL GRADE, SIZE, QUANTITY, SPACING, AND LAYERING; BARS ARE

ADEQUATELY TIED AND SUPPORTED ON CHAIRS OR BOLSTERS; PROPER HOOK

TYPE AND LOCATION; SPLICE LOCATIONS AND REQUIRED LENGTH OF LAP;

PROPER CLEARANCE AND COVER REQUIREMENTS FROM CONCRETE SURFACES;

SUFFICIENT SPACING BETWEEN REINFORCEMENT FOR CONCRETE PLACEMENT;

VERIFY THAT UNSCHEDULED/ADDITIONAL REINFORCING BARS SHOWN ON

PLAN, IN DETAIL, OR SPECIFIED IN NOTES ARE PROVIDED AND ARE IN

COMPLIANCE WITH CONTRACT DOCUMENTS AND APPROVED SHOP DRAWINGS.

MECHANICAL SPLICES:

(TENSION AND/OR COMPRESSION) ON THE PROJECT. VERIFY COMPLIANCE

WITH SPECIFICATIONS AND CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS FOR INSTALLATION. VERIFY THAT THE MANUFACTURER IS

PRESENT FOR THE FIRST INSTALLATION OF EACH TYPE OF SPLICE ON THE

PROJECT.

VERIFY THAT WELDED WIRE REINFORCEMENT IS COMPOSED OF FLAT SHEETS, HAS

PROPER WIRE GAUGE AND SPACING, IS PROPERLY SUPPORTED, AND IS PROPERLY

LAPPED.

INSPECT HEADED STUD SHEAR REINFORCEMENT TO ENSURE THAT IT CONFORMS

TO THE PROJECT REQUIREMENTS:

REVIEW TYPE AND SPACING; VERIFY THAT REINFORCING IS ADEQUATELY

SUPPORTED TO RESIST DISPLACEMENT OR SHIFTING DURING CONCRETE

PLACEMENT; VERIFY WELDING OF REINFORCEMENT IS PERFORMED ACCORDING

TO AWS REQUIREMENTS AND THAT IT IS INSPECTED BY THE TESTING

LABORATORY.

INSPECT BOLTS AND ANCHOR RODS TO BE CAST IN CONCRETE PRIOR TO PLACEMENT OF

CONCRETE FOR SIZE, QUANTITY, LOCATION, POSITION AND EMBEDMENT. INSPECT

DURING PLACEMENT FOR PROPER CONCRETE CONSOLIDATION AROUND BOLTS AND

ANCHORS.INSPECTION

BOLTS AND/OR ANCHOR RODS USED IN LATERAL FORCE RESISTING SYSTEM AT THE

FOLLOWING LOCATIONS: <LIST GRID LOCATIONS>

20% OF BOLTS AND/OR ANCHOR RODS USED ELSEWHERE.

INSPECTION

REVIEW AND BECOME FAMILIAR WITH THE MIX DESIGNS SPECIFIED ON THE

PROJECT. VERIFY MIX DESIGN PROVIDED BY THE CONTRACTOR IS CONSISTENT WITH

PROJECT SPECIFICATIONS AT LOCATION INDICATED. REVIEW CONCRETE BATCH

TICKETS TO PROPER MIX ID, TYPE OF CONCRETE AND STRENGTH FOR THE PLACEMENT

LOCATION. VERIFY THAT WATER ADDED AT SITE (IF PERMITTED), DOES NOT EXCEED

THAT ALLOWED BY THE MIX DESIGN.

INSPECTION OF

FORMED AREA

INSPECTION VERIFY THAT ALL DEBRIS AND FOREIGN MATTER HAVE BEEN REMOVED BEFORE

CONCRETE IS PLACED

INSPECTION

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED. VERIFY FORMWORK USED IN COMPLIANCE WITH THE

SPECIFICATIONS AND APPROVAL SHOP DRAWINGS (WHEN REQUIRED).

TEST

AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

INSPECTION

INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES AS FOLLOWS:

VERIFY THE CONCRETE IS NOT OVER 90 MINUTES OLD AT TIME OF PLACEMENT;

HOT-WEATHER OR COLD-WEATHER TECHNIQUES ARE BEING APPLIED AS

REQUIRED; CONCRETE BEING DEPOSITED IN UNIFORM, THAT THE VERTICAL DROP

DOES NOT EXCEED SIX FEET, AND THAT CONCRETE IS NOT PERMITTED TO DROP

FREELY OVER REINFORCEMENT CAUSING SEGREGATION; CONCRETE IS PROPERLY

VIBRATED; EMBEDDED ITEMS AND REINFORCING STEEL ARE NOT ADVERSELY

ALTERED DURING PLACEMENT. NOTE IF ANYTHING WAS DISPLACED OR

OTHERWISE ALTERED DURING PLACEMENT; VERIFY THAT THERE ARE NO COLD

JOINTS WITHIN THE AREA OF THE POUR

INSPECTION

VERIFY THE CURING PROCESS IS AS SPECIFIED IN THE CONTRACT DOCUMENTS AND

THAT ANY CURING COMPOUND USED IS APPLIED IN ACCORDANCE WITH

MANUFACTURER'S PRINTED APPLICATION INSTRUCTIONS.

INSPECTION

VERIFY THAT LOCATION OF VERTICAL AND HORIZONTAL CONSTRUCTION JOINTS FOR

COMPLIANCE WITH THE CONSTRUCTION JOINT LOCATION PLAN SUBMITTED BY THE

CONTRACTOR TO ENGINEER OF RECORD. VERIFY THAT REINFORCEMENT, DOWELS, KEYS,

AND BULKHEADS AT CONSTRUCTION JOINTS ARE IN CONFORMANCE WITH THE

CONTRACT DOCUMENTS.

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

N

SPECIAL INSPECTION SERVICES SCHEDULE - FOUNDATION WALLS AND PITS

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

CONCRETE

PLACEMENT

FORMWORK

DIMENSIONS

EMBEDDED ITEMS

REINFORCEMENT

BACKFILL

OPERATIONS

CONCRETE

INSPECTION

THE INSPECTOR MUST BE PRESENT FULL TIME DURING THE ENTIRE PLACEMENT

OF THE FIRST 2 SHALLOW FOUNDATION CONCRETE POURS AND THEN MUST BE

PRESENT AT THE START OF 100% OF OTHER CONCRETE POURS.

INSPECTION VERIFY THAT FORMS ARE PLUMB AND STRAIGHT, BRACED AGAINST MOVEMENT,

AND LUBRICATED FOR REMOVAL.

INSPECTION

INSPECTION

INSPECTION

WATERSTOPS INSPECTION

INSPECTION

INSPECTION

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

VERIFY WALL/PIT DIMENSIONS.

VERIFY ANCHOR RODS AND/OR DOWELS ARE INSTALLED WITH THE EMBEDMENT

AND PROJECTED LENGTHS AND IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS.

VERIFY PIT/WALL REINFORCEMENT PRIOR TO PLACEMENT OF CONCRETE

VERIFY WATER STOPS ARE PROPERLY INSTALLED AND ANCHORED INTO POSITION

PRIOR TO PLACEMENT OF CONCRETE.

VERIFY THAT FOUNDATION AND PIT WALLS WITH UNEVEN BACKFILL CONDITIONS

ARE NOT BACKFILLED UNTIL FLOOR CONSTRUCTION AT TOP OF WALL IS COMPLETE

OR TEMPORARY BRACING IS PROVIDED IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS.

VERIFY CONCRETE PLACEMENT AS OUTLINED IN THIS INSPECTION PLAN.

Y

Y

Y

Y

Y

Y

Y

Y

SPECIAL INSPECTION SERVICES SCHEDULE - SHALLOW FOUNDATIONS

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

CONCRETE

PLACEMENT

FOOTING SUBGRADE

FORMWORK

EARTH-FORMED

FOUNDATION

DIMENSIONS

REINFORCEMENT

CONCRETE

INSPECTION

THE INSPECTOR MUST BE PRESENT FULL TIME DURING THE ENTIRE PLACEMENT

OF THE FIRST 2 SHALLOW FOUNDATION CONCRETE POURS AND THEN MUST BE

PRESENT AT THE START OF 100% OF OTHER CONCRETE POURS.

INSPECTION

VERIFY APPROVAL OF THE FOOTING SUBGRADE PRIOR TO PLACEMENT OF FOUNDATION

CONCRETE.

INSPECTION

INSPECTION

EMBEDDED ITEMS INSPECTION

INSPECTION

INSPECTION

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

VERIFY THAT FORMS ARE PLUMB AND STRAIGHT, BRACED AGAINST MOVEMENT, AND

LUBRICATED FOR REMOVAL.

FOR EARTH-FORMED FOUNDATIONS, VERIFY THAT EARTH FORMS ARE SUFFICIENTLY

UNIFORM TO ALLOW FOR PROPER DIMENSIONS AND REQUIRED CONCRETE COVER

OVER REINFORCEMENT.

VERIFY FOUNDATION DIMENSIONS.

VERIFY ANCHOR RODS AND/OR DOWELS ARE INSTALLED WITH THE EMBEDMENT AND

PROJECTED LENGTHS AND IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

VERIFY FOUNDATION REINFORCEMENT PRIOR TO PLACEMENT OF CONCRETE.

VERIFY CONCRETE PLACEMENT AS OUTLINED IN THIS INSPECTION PLAN.

INSPECTION

Y

Y

Y

Y

Y

Y

Y

Y

SPECIAL INSPECTION SERVICES SCHEDULE - SOILS AND EARTHWORK

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

FOOTING SUBGRADE

COMPACTION OF

SOILS

CONTROLLED

STRUCTURAL FILL

FOOTING SUBGRADE

MATERIAL

EXCAVATION

USE OF PROPER

MATERIALS

OBSERVATION OF

SUBGRADE

TEST REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

TEST REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

TEST

INSPECTION

CLASSIFICATION OF

CONTROLLED FILL

INSPECTION

INSPECTION

INSPECTION

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

INSPECT SOILS BELOW FOUNDATIONS AND SLABS FOR ADEQUATE

COMPACTION AND BEARING CAPACITY PROPER TO PLACEMENT OF CONCRETE.

VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

1) INSPECT PLACEMENT, LIFT THICKNESS AND COMPACTION OF CONTROLLED FILL.

2) VERIFY EXTENT AND SLOPE OF FILL PLACEMENT.

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF CONTROLLED FILL

PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY

INSPECTION

Y

Y

Y

Y

Y

Y

Y

Y

SPECIAL INSPECTION SERVICES SCHEDULE - MASONRY CONSTRUCTION

(LEVEL 1 INSPECTION)

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

MATERIAL TESTING

QUALITY CONTROL

TEST REFERENCE MASONRY SPECIFICATION FOR EXTENT OF TESTING REQUIRED

INSPECTION

VERIFY THAT QUALITY CONTROL TESTING IS PROVIDED IN ACCORDANCE WITH THE

PROJECT REQUIREMENTS.

Y PERIODIC

CONTINUOUS

MATERIALS

WALL LOCATIONS

CONTROL JOINTS

OPENINGS

CONNECTIONS

REINFORCING STEEL

MORTAR AND GROUT

PROTECTION

EMBEDDED ITEMS

VERIFY THE MATERIALS ARE STORED PROPERLY BEFORE PLACEMENT IN THE STRUCTURE

VERIFY THE WALL LOCATIONS AND THICKNESSES

VERIFY THE PROPER INSTALLATION OF CONTROL JOINTS, TYPE AND LOCATION

VERIFY THE PROPER INSTALLATION OF STRUCTURAL ELEMENTS AROUND OPENINGS

INCLUDING LINTELS, SILLS, AND DOOR OR WINDOW JAMBS INCLUDING MASONRY UNIT

TYPE AND REINFORCEMENT

VERIFY THE MASONRY IS PROPERLY CONNECTED TO THE SUPPORTING STRUCTURE(S)

INSPECTION OF REINFORCING STEEL AND PLACEMENT AS FOLLOWS:

VERIFY THAT REINFORCEMENT SURFACES ARE FREE OF EXCESS RUST OR OTHER

COATINGS THAT MAY ADVERSELY AFFECT BONDING CAPACITY.

VERIFY REINFORCING BARS AND HORIZONTAL JOINT REINFORCEMENT FOR COMPLIANCE

WITH CONTRACT DOCUMENTS AND APPROVED SHOP DRAWINGS AS FOLLOWS:

MATERIAL GRADE, SIZE, QUANTITY, SPACING, AND LAYERING; BARS ARE ADEQUATELY

TIED AND SUPPORTED ON CHAIRS AND CENTERED AS REQUIRED; PROPER HOOK TYPE

AND LOCATION; SPLICE LOCATIONS AND REQUIRED LENGTH OF LAP; PROPER

CLEARANCE AND COVER REQUIREMENTS FROM MASONRY SURFACES; SUFFICIENT

SPACING BETWEEN REINFORCEMENT FOR GROUT PLACEMENT; VERIFY THAT

UNSCHEDULED/ADDITIONAL REINFORCING BARS SHOWN ON PLAN, IN DETAILS, OR

SPECIFIED IN NOTES ARE PROVIDED AND ARE IN COMPLIANCE WITH CONTRACT

DOCUMENTS AND APPROVED SHOP DRAWINGS.

INSPECT EMBEDDED ITEMS TO BE CAST IN MASONRY PRIOR TO PLACEMENT OF GROUT

FOR SIZE, QUANTITY, LOCATION, POSITION AND EMBEDMENT. INSPECT DURING

PLACEMENT FOR PROPER GROUT CONSOLIDATION EMBEDDED ITEMS.

INSPECT THE MORTAR AND GROUT USED ON THE PROJECT AS FOLLOWS:

VERIFY THAT MORTAR AND GROUT MATERIALS COMPLY WITH THE CONTRACT

DOCUMENTS AND APPROVED SUBMITTALS.

SITE-MIXED MORTAR: VERIFY THE MORTAR IS MIXED IN ACCORDANCE WITH SPECIFIED

PROPORTIONS.

BAG-MIX MORTAR: VERIFY THE MORTAR IS MIXED ACCORDING TO THE

MANUFACTURER’S INSTRUCTIONS.

VERIFY PROPER MORTAR PLACEMENT.

GROUT BAG MIX: VERIFY THAT THE GROUT IS MIXED ACCORDING TO THE

MANUFACTURER’S INSTRUCTIONS.

READY-MIX GROUT: VERIFY THE MIX NUMBER AND GROUT STRENGTH.

PRIOR TO ANY GROUTING PROCEDURE, INSPECT THE GROUT SPACE TO VERIFY THAT

IT IS CLEAN AND THAT CLEANOUTS, IF REQUIRED, ARE IN PLACE AND CONFORM TO

REQUIREMENTS OF THE CONTRACT DOCUMENTS.

VERIFY THE PROPER GROUT PLACEMENT AND CONSOLIDATION.

VERIFY THAT GROUT TESTING IS PERFORMED IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS.

VERIFY THE PROPER CONSTRUCTION TECHNIQUES ARE FOLLOWED FOR PROTECTION

OF MASONRY DURING HOT-WEATHER AND/OR COLD-WEATHER CONSTRUCTION.

INSPECTION

INSPECTION

INSPECTION

INSPECTION

INSPECTION

INSPECTION

INSPECTION

INSPECTION

INSPECTION

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

SPECIAL INSPECTION SERVICES SCHEDULE - STEEL CONSTRUCTION

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N) FREQUENCY

FABRICATOR QUALITY

CONTROL PROCESS

QUALITY

MILL TEST REPORTS

WELDED

CONNECTIONS

BOLTED

CONNECTIONS

STEEL FRAMING,

DETAILS AND

CONNECTORS

COMPOSITE BEAM

SHEAR CONNECTORS

GRATING

INSPECTION

VERIFY THE FABRICATOR MEETS AISC CERTIFIED…