VA250-17-R-0594-031.pdf

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 10 KIPS.

3) SPACE STUDS PER TYPICAL SHEAR STUD PLACEMENT DETAIL. MINIMUM NUMBER OF STUDS

PER GENERAL NOTES.

4) "M" IN PLACE OF BEAM SIZE INDICATES W10X12 WITH MINIMUM CONNECTION.

5) HSS IN PLACE OF SHAPE INDICATES HSS10X4X5/16, UNO.

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

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

ON CANTILEVERS IS AT END OF CANTILEVER.

MOMENT CONNECTION

CANT BM, SAME SIZE AND

END REACTION AS

BACKSPAN, UNO

C=1/2" CAMBER

SUPPLEMENTAL LOAD LEGEND

JOIST GIRDER

(##K)

ADDITIONAL VERT

LOAD AT INDICATED

JOIST GIRDER PANEL

POINT

NOTES:

1) LOAD IS ASD LIVE LOAD (KIPS), UNO.

2) LOAD IS IN ADDITION TO TYPICAL PANEL POINT LOADS, UNO.

3) LATERAL FORCE TO BE TRANSFERED THROUGH SUPPORT BY CONNECTIONS, IN

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

4) TOP CHORD AXIAL FORCE IN ADDITION TO CHORD FORCES PRODUCED BY VERTICAL

LOADS. FORCE MAY BE EITHER COMPRESSION OR TENSION.

##K

J O

IS

T

T

Y P

K

NOTE 3

NOTE 4

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#

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

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

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

SHEET # SHEET NAME

5-SS-001 ABBREVIATIONS AND SYMBOLS

5-SS-002 GENERAL NOTES

5-SS-003 SPECIAL INSPECTION REQUIREMENTS

5-SS-004 LOAD MAPS

5-SS-101 PHASE 1 - FOUNDATION PLAN

5-SS-102 PHASE 1 - SLAB-ON-GRADE CONTROL JOINT PLAN

5-SS-201 PHASE 1 - SECOND FLOOR FRAMING PLAN

5-SS-202 PHASE 1 - ROOF FRAMING PLAN

5-SS-202A PHASE 1 - ROOF FRAMING PLAN ALTERNATE

5-SS-203 PHASE 1 - HIGH ROOF FRAMING PLAN

5-SS-301 FOUNDATION SECTIONS AND DETAILS

5-SS-302 FOUNDATION SECTIONS AND DETAILS

5-SS-310 PILE/PILE CAP DETAILS/SCHEDULES

5-SS-401 MASONRY SECTIONS AND DETAILS

5-SS-402 MASONRY SECTIONS AND DETAILS

5-SS-501 FRAMING SECTIONS AND DETAILS

5-SS-601 FRAMING ELEVATIONS

5-SS-602 BRACED FRAME DETAILS

5-SS-701 COLUMN SCHEDULE

STRUCTURAL INDEX

FULLY SPRINKLERED

o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

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

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Office of Construction and Facilities Management th re e e ig h th s in c h o n e fo o t

EXPAND SPECIALTY

CARE

SUBMISSIONS

REVISIONS

ARCHITECT/ENGINEERS:

7260 SHADELAND STATION

INDIANAPOLIS, IN 46256-3957

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

United States Department of Veterans Affairs R. L. Roudebush VAMC 1481 West 10th Street Indianapolis, Indiana 46202

65% DESIGN DEVELOPMENT 01-23-15

95% CONSTRUCTION DOCUMENTS 02-25-15

11FY14

100% SUBMITTAL DOCUMENTS 05-29-15

BID DOCUMENTS 05-10-17

/5

/2

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A

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U s e rs

\k m u d d \D o c u m e n ts

\2 .0

.0

S

T V

A I n d y B u ild in g

R

S T

R k m u d d .r v t

ABBREVIATIONS AND SYMBOLS

05-10-17

VA 583-331

R. L. Roudebush VAMC, Indianapolis, IN

5-SS-001

JMK EMS

BIDDING DOCUMENTS

Revision # Description Date

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE

METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE

RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE

SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND

SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING

ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,

TEMPORARY BRACING, GUYS, AND TIEDOWNS.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL,

ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND

SPECIFICATIONS.

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

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

DISCREPANCY OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE

MORE STRINGENT REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN

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

ENGINEER.

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

9. DESIGN SLUMP RANGE.

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

11. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN

ACCORDANCE WITH "STANDARD DEVIATION" DETERMINATION OUTLINED IN

ACI 318.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO

FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE

WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE

REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE

CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO

SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT

CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF SHOP DRAWINGS. FOR HARD

COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF SHOP DRAWINGS TO THE

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

STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT SHOP DRAWINGS IN

ADOBE PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT (INCLUDING PLANS AND ELEVATIONS

FOR EACH WALL INDICATING ALL CMU REINFORCING REQUIREMENTS,

INCLUDING SHEAR WALLS)

3. CONCRETE MASONRY CONTROL JOINT LOCATIONS

4. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY

DETAILED ON THE DRAWINGS)

5. STEEL DECK

6. GLASS CURTAIN WALL SYSTEM (INCLUDING DESIGN CALCULATIONS AND

CONNECTION DETAILS SEALED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

7. PILE LAYOUT (INCLUDING TOP AND TIP ELEVATIONS AS WELL AS PILE

REINFORCING)

8. LIGHT GAUGE STEEL FRAMING (INCLUDING DESIGN CALCULATIONS, MEMBER

PROPERTIES, FASTENER REQUIREMENTS, ASSEMBLY DETAILS AND

CONNECTION DETAILS SEALED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC

ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE

SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

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. DIAMOND PLATE DOWELS FOR SLABS ON GRADE

2. CONCRETE CURING COMPOUND

3. CONCRETE JOINT SEALANT

4. WATER STOPS

5. MASONRY JOINT REINFORCEMENT

6. EXPANSION ANCHORS

7. ADHESIVE ANCHORS

8. NON-SHRINK GROUT

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN

ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER 86.00481.0321

PREPARED BY CARDNO ATC DATED 10/24/2014.

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, GRADE BEAMS, PILE CAPS, 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.

DESIGN ALLOWABLE PILE LOADS:

16" DIA WITH PILE TIP ELEVATIONS OF 660.00'

COMPRESSION: 100 KIPS

TENSION: 30 KIPS

LATERAL: 12 KIPS

PILE LENGTHS ARE FOR BIDDING PURPOSES ONLY. SEE SPECIFICATIONS FOR

DELEGATED DESIGN CRITERIA.

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.

PERIMETER INSULATION

PERIMETER INSULATION SHOWN ON THE STRUCTURAL DRAWINGS IS FOR GENERAL

VISUAL REFERENCE ONLY. SEE THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS

FOR EXACT LOCATION, PLACEMENT, THICKNESS AND MATERIAL REQUIREMENTS.

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.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT

(BY WEIGHT) OF FLY ASH TO TOTAL CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT

EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE

CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN

0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND

PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND

PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON

THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.

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

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

HAVE THE PROPERTIES AS SHOWN BELOW:

FOOTINGS, PILE CAPS, MAT FOUNDATIONS, WALLS, AND GRADE BEAMS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING

ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH

2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCHES

7. AIR CONTENT: N/A

ENTRANCE PLATFORMS, RETAINING WALLS, AND CURBS/SIDEWALKS/SLABS EXPOSED

TO DE-ICERS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 517 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING

ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH

2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.45

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 5.5% +/- 1%

INTERIOR SLABS ON GRADE

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING

ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH

2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

INTERIOR SLABS ON METAL DECK

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING

ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH

2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

WELDED WIRE FABRIC

WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A185.

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.

CONCRETE TESTING

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

DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE

SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN

RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL

ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST

CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES

DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN

ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED.

THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED

UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES

ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER,

READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING.

CONCRETE UNIT MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST

EDITION OF THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY

STRUCTURES (ACI 530).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE

REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH

OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM

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

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

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH

ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE

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

TABLE 1.16.1, WHERE FINE GROUT SHALL BE USED.

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

CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT

INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS.

SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND

FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING

MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, AND

JOISTS. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES)

BELOW BEARING ELEVATION, UNLESS NOTED OTHERWISE.

PROVIDE MASONRY CONTROL JOINTS AT 30'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN

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

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

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

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.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE

SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.

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

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

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.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL

ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED

CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4"

DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE

TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN

BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN

WELDING SOCIETY'S STRUCTURAL WELDING CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE

WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED

ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD

E70XX ELECTRODES.

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

RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM

SPECIFIED BY THE ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS

WITH THE ARCHITECT.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN

CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN

ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE.

FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT.

FOR GALVANIZED STEEL, USE A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION

AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE

DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A

10 KIP SHEAR REACTION. PROVIDE NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF

BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR

LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO

MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED

OPENING SIZES AND LOCATIONS WITH THE MECHANICAL AND PLUMBING

CONTRACTORS.

STEEL ROOF 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 ROOF DECK ACCESSORIES, INCLUDING

CLOSURES, SUPPLEMENTARY FRAMING, AND SUMP PANS, WHETHER OR NOT SUCH

ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

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

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

ROOF DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION.

PROVIDE STEEL ROOF DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

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.

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.

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, AND IMPROPER STEEL ELEVATIONS)

IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR

REVIEW BY THE STRUCTURAL ENGINEER.

ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED

NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT

WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS;

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL

NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE

STRUCTURAL ENGINEER.

SLABS ON METAL DECK SHALL RECEIVE A SMOOTH TROWEL FINISH, AND BE PLACED

TO ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX.

DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST

SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON

THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A

SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO

ASTM C309. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE

RECOATED DAILY. OTHER CURING METHODS MAY BE USED WITH APPROVAL BY THE

STRUCTURAL ENGINEER.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND

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

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

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

ACI DETAILING MANUAL (SP66).

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

THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

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

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

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

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

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

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

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

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

STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT

CORNERS OF ALL WALLS AND GRADE BEAMS. LAP SPLICE 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

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

2012 INTERNATIONAL BUILDING CODE.

FLOOR LOADS

OFFICE SPACE

SEE LOAD MAPS

STAIRS AND PUBLIC AREAS

SEE LOAD MAPS

UNLESS OTHERWISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING LIVE

LOAD REDUCTIONS TO THE EXTENT ALLOWED BY THE BUILDING CODE.

ROOF LOADS

SEE LOAD MAPS

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 20 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 20.0 PSF

3. SNOW EXPOSURE FACTOR (CE) = 1.0

4. THERMAL FACTOR (CT) = 1.0

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 115 MPH

2. RISK CATEGORY = II

3. WIND EXPOSURE = C

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

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.159

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.086

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.00

4. RISK CATEGORY = II

5. SEISMIC DESIGN CATEGORY = B

6. SITE CLASSIFICATION = C

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.127

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.097

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM:

a. BEARING WALL / ORDINARY REINFORCED MASONRY SHEAR WALLS

b. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT: (R) = 2.0 (ORDINARY REINFORCED

MASONRY SHEAR WALLS)

(R) = 3.0 (STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE)

12. SEISMIC RESPONSE COEFFICIENT (CS) = 0.064 (R=2) (LONG DIRECTION)

(CS) = 0.042 (R=3) (SHORT DIRECTION)

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 IMMEDIATELY AFTER FINISHING USING A

SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO

ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING

MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED

WITH APPROVAL BY THE STRUCTURAL ENGINEER.

SLABS ON GRADE SHALL RECEIVE A SMOOTH TROWEL FINISH, AND BE PLACED TO

ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25 FL = 20

LOCAL VALUES: FF = 20 FL = 15

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.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE HILTI “KWIK BOLT TZ” OR AN EQUIVALENT SUBSTITUTE

APPROVED BY THE STRUCTURAL ENGINEER, UNO.

ANCHOR FINISH SHALL BE CARBON STEEL 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.

ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS

ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADHESIVE ANCHORS FOR SOLID SUBSTRATES

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

EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

ANCHORS SHALL BE ASTM A36 THREADED 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.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED

OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN

ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED,

NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA

SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS.

GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN

28 DAYS.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE 101 UNLESS NOTED OTHERWISE.

INSTALL IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HY 70" WITH

HILTI “HIT-SC” SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER, UNO.

ANCHORS SHALL BE ASTM A36 THREADED 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.

BRICK VENEER MASONRY

PROVIDE EXPANSION JOINTS IN ACCORDANCE WITH THE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

IF BRICK EXPANSION JOINT LOCATIONS ARE NOT INDICATED ON THE

ARCHITECTURAL DRAWINGS OR IN THE SPECIFICATIONS, SUBMIT PROPOSED

EXPANSION JOINT LOCATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER

FOR REVIEW PRIOR TO CONSTRUCTION. UNLESS INDICATED OTHERWISE,

PROVIDE EXPANSION JOINTS AT 20'-0" OC MAXIMUM. LOCATE JOINTS IN

ACCORDANCE WITH BIA TECHNICAL NOTE 18A "ACCOMMODATING EXPANSION OF

BRICKWORK" AT OFFSETS, SETBACKS, WALL INTERSECTIONS, CORNERS,

CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR EDGES OF OPENINGS.

SEPARATION OF DISSIMILAR METALS

DISSIMILAR METALS SHALL BE ELECTRICALLY ISOLATED TO PREVENT GALVANIC

CORROSION VIA NON-CONDUCTIVE WASHERS, GASKETS, COATINGS, OR EQUIVALENT

SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

GLASS CURTAIN WALLS

SUPPLIER OF GLASS CURTAIN WALL IS RESPONSIBLE FOR THE DESIGN, DETAILING

AND INSTALLATION OF THE CURTAIN WALL SYSTEM.

STEEL REQUIRED TO TRANSMIT THE GRAVITY AND/OR LATERAL LOADS TO THE

STRUCTURE NOT DETAILED ON THE STRUCTURAL DRAWINGS IS THE RESPONSIBILITY

OF THE CURTAIN WALL SUPPLIER TO DESIGN, DETAIL AND INSTALL.

CONNECTIONS TO TRANSMIT LATERAL LOADS TO THE STRUCTURE SHALL NOT BE

MADE TO THE BOTTOM FLANGES OF BEAMS, BOTTOM CHORDS OF JOIST GIRDERS OR

BOTTOM CHORDS OF JOISTS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

ELEVATORS

CONTRACTOR SHALL COORDINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS,

FRAMING LOCATIONS, GUIDE RAIL SUPPORTS, DIVIDER BEAMS, HOIST BEAMS AND

SUMP PITS WITH ELEVATOR SUPPLIER PRIOR TO CONSTRUCTION AS REQUIRED FOR

PROPER INSTALLATION AND OPERATION.

COORDINATE ANY REQUIRED STRUCTURAL MODIFICATIONS WITH THE STRUCTURAL

ENGINEER PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY STRUCTURAL

ELEMENTS.

FULLY SPRINKLERED

o n e e ig h th in c h o n e fo o t 1

B

A

C

D

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

VA FORM 08-6231

1 2 3 4 5 6 87 9

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D

C

B

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97 8654321

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Office of Construction and Facilities Management th re e e ig h th s in c h o n e fo o t

EXPAND SPECIALTY

CARE

SUBMISSIONS

REVISIONS

ARCHITECT/ENGINEERS:

7260 SHADELAND STATION

INDIANAPOLIS, IN 46256-3957

TEL 317.547.5580 FAX 317.543.0270

www.structurepoint.com

United States Department of Veterans Affairs R. L. Roudebush VAMC 1481 West 10th Street Indianapolis, Indiana 46202

65% DESIGN DEVELOPMENT 01-23-15

95% CONSTRUCTION DOCUMENTS 02-25-15

11FY14

100% SUBMITTAL DOCUMENTS 05-29-15

BID DOCUMENTS 05-10-17

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GENERAL NOTES

05-10-17

VA 583-331

R. L. Roudebush VAMC, Indianapolis, IN

5-SS-002

JMK EMS

BIDDING DOCUMENTS

AUGER CAST PILES

SEE SPECIFICATION SECTION 316316 - AUGER CAST GROUT PILES FOR MORE

INFORMATION.

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.

ALLOWABLE LOADS HAVE BEEN INCREASED PER PLAN NOTESINSPECTION

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

FOLLOWING LOCATIONS: A1, A2, C1, E1, G1, AND G2

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

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

N

CONTINUOUS

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 - 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 PLACMENT 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 FABRICATOR REQUIREMENT LISTED IN

THE PROJECT SPECIFICATIONS.

INSPECTION

VISUALLY INSPECT STEEL AS IT IS RECEIVED FOR POSSIBLE DAMAGE IN SHIPPING,

WORKMANSHIP, AND PIECE MARKING.

INSPECTION REVIEW CERTIFIED MILL TEST REPORTS AND IDENTIFICATION MARKINGS ON WIDE-FLANGE

SHAPES, HIGH-STRENGTH BOLTS, NUTS AND WELDING ELECTRODES.

INSPECT FIELD WELDED CONNECTIONS AS FOLLOWS:

INSPECT 100% OF COMPLETE JOINT PENETRATION FIELD WELDS. ULTRASONIC

TESTING OF ALL COMPLETE PENETRATIONS WELDS.

INSPECT 100% OF PARTIAL JOINT PENETRATION FIELD WELDS.

INSPECT 100% OF MULTI-PASS FILLET FIELD WELDS.

INSPECT 100% OF FILLET FIELD WELDS IN LATERAL-LOAD-RESISTING BRACED

FRAMES AND MOMENT FRAMES.

INSPECT 10% OF OTHER FILLET FIELD WELDS.

PERFORM PRE-WELDING INSPECTIONS TO VERIFY THAT MATERIALS (I.E. STRUCTURAL

STEEL, OR WELD FILLER MATERIAL), WELDING PROCEDURES, AND WELDING

PERSONNEL QUALIFICATIONS ARE APPROPRIATE.

VISUALLY INSPECT FIELD WELDS ACCORDING TO AWS D1.1/D1.1M.

VERIFY WELDING PROCEDURES ARE IN ACCORDANCE WITH AWS REQUIREMENTS.

INSPECT PRE-HEAT, POST-HEAT AND SURFACE PREPARATION BETWEEN PASSES.

INSPECTION

VERIFY SIZE AND LENGTH OF FILLET WELDS.

VERIFY THAT WELDS ARE CLEAN; WELDER IDENTIFICATION IS LEGIBLE; SIZE, LENGTH

AND LOCATION OF WELDS; VERIFY THAT WELDS MEET ACCEPTANCE CRITERIA;

PLACEMENT OF REINFORCEMENT FILLETS; REMOVAL OF BACKING BARS AND WELD

TABS AS REQUIRED; AND REPAIR ACTIVITIES.

INSPECTION

INSPECT BOLTED CONNETIONS AS FOLLOWS:

MEMBERS SIZES

AND GRADE INSPECTION

VERIFY THAT STEEL MEMBER SIZES AND STEEL GRADE CONFORM TO THE CONTRACT

DOCUMENTS AND APPROVED SHOP DRAWINGS.

INSPECTION

INSPECT STEEL FRAME FOR COMPLIANCE WITH STRUCTURAL DRAWINGS, INCLUDING

BRACING, MEMBER CONFIGURATION AND CONNECTION DETAILS AS FOLLOWS:

TEST

INSPECT COMPOSITE STEEL BEAM SHEAR CONNECTORS AS FOLLOWS:

INSPECTION

INSPECT STEEL GRATING AS FOLLOWS:

VISUALLY INSPECT THE GRATING FOR DAMAGE DURING SHIPPING.

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

ONE-TIME

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

CONTINUOUS

INSPECT 100% OF ALL PRE-TENSIONED AND SLIP-CRITICAL BOLTED CONNECTIONS.

INSPECT 100% OF BOLTED CONNECTIONS IN LATERAL-LOAD-RESISTING BRACED

FRAMES AND MOMENT FRAMES

INSPECT 20% OF ALL OTHER BOLTED CONNECTIONS.

FOR SLIP-CRITICAL BOLTED CONNECTIONS, VERIFY INSTALLATION IS PERFORMED IN

ACCORDANCE WITH ONE OF THE FOLLOWING METHODS:

TURN-OF-NUT: ACCORDING TO RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS

USING ASTM A 325 OR A 490 BOLTS."

CALIBRATED WRENCH: ACCORDING TO RCSC'S "SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A 325 OR A 490 BOLTS."

TWIST-OFF TENSION CONTROL BOLT: ASTM F 1852.

DIRECT-TENSION CONTROL BOLT: ASTM F 1852.

FOR ALL BOLTED CONNECTIONS, VERIFY QUANTITY, SIZE AND GRADE OF BOLTS,

REQUIRED SURFACE PREPARATION AND PROPER FIT-UP OF CONNECTED ELEMENTS.

CHECK THE INSTALLATION OF BASE PLATES FOR PROPER LEVELING AND VERIFY

PROPER GROUT TYPE AND INSTALLATION…