36C24619R0025-008.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

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

SOG # SLAB ON GRADE MARK

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#

PRECAST MEMBERS

DOUBLE TEE

SHAPE SECTION PLAN VIEWELEVATION

GIRDER

SPANDREL

PLANK

HOLLOW-CORE

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

NON-COATED REINFORCING BAR

DEVELOPMENT AND SPLICE LENGTHS

f 'c = 4000 PSI

BAR SIZE Ld Ldt Lt Ltt

15 20 20 26#3

19 25 25 33#4

24 32 32 41#5

29 38 38 50#6

42 55 55 71#7

48 63 63 82#8

54 71 71 92#9

60 78 78 102#10

66 86 86 112#11

ALL CONCRETE STRENGTHS

BAR SIZE Lb Lc Lcs

9 12 12#3

11 13 12#4

14 16 15#5

17 19 17#6

20 22 20#7

22 25 23#8

25 29 26#9

28 32 29#10

31 35 31#11

EPOXY COATED REINFORCING BAR

DEVELOPMENT AND SPLICE LENGTHS

f 'c = 4000 PSI

BAR SIZE Ld Ldt Lt Ltt

22 29 38#3

29 38 50#4

36 47 61#5

43 56 73#6

63 82 107#7

72 94 122#8

81 106 137#9

89 116 151#10

98 128 166#11

ALL CONCRETE STRENGTHS

BAR SIZE Lb Lc Lcs

9 12 12#3

11 13 12#4

14 16 15#5

17 19 17#6

20 22 20#7

22 25 23#8

25 29 26#9

28 32 29#10

31 35 31#11

NOTES:

1. db = NOMINAL BAR DIAMETER

Ld = TENSION DEVELOPMENT LENGTH Ldt = DEVELOPMENT LENGTH OF TOP BARS IN TENSION Lt = TENSION LAP SPLICE LENGTH Ltt = TENSION LAP SPLICE LENGTH OF TOP BARS Lb = COMPRESSION DEVELOPMENT LENGTH Lc = TIED COLUMN LAP SPLICE IN COMPRESSION Lcs = SPIRAL COLUMN LAP SPLICE IN COMPRESSION

2. REBAR DEVELOPMENT/SPLICE LENGTHS ARE BASED

ON ACI 318. REINFORCEMENT YIELD STRENGTH, Fy = 60 KSI.

3. "TOP BARS" = HORIZONTAL BEAM, MAT, OR SLAB REINFORCING WITH

MORE THAN12" CAST BELOW.

4. ALL SPLICES SHALL BE TENSION SPLICES, UNO.

TABLE VALUES SHALL BE MULTIPLIED BY 1.5 IF THE FOLLOWING

CRITERIA ARE NOT MET:

SLAB / WALL

MIN

3db d b

C

L R

M

IN

MIN

2db

MIN

2db

COLUMN / BEAM

d b C

L R

M

IN

TOP

BAR

TYPICAL REINFORCING BAR DEVELOPMENT / SPLICE DETAILS

S

S T

A G

G E

R

S

MECHANICAL

COUPLER

MECHANICAL

SPLICE STAGGER LAP DETAIL

T A

B L E

L A

P P

E R

(L t, L d t, L tt L c L c s

Lb

Ld

DEVELOPMENT LENGTH

DEDUCT ALTERNATES

# NOT ALL DEDUCT SYMBOLS WILL BE USED ON EACH SHEET

1. DEDUCT SILANE SEALER.

2. DEDUCT THINSET BRICK AT EXTERIOR SPANDRELS FROM SCOPE.

3. DEDUCT RE-STRIPING OF EXISTING GARAGE LEVELS.

4. DEDUCT TOP LEVEL BETWEEN COLUMN LINES 2 & 3, AND COLUMN LINES E & G.

5. DEDUCT ELEVATOR TO TOP LEVEL. ELEVATOR RUN TO EXTEND TO LEVEL 5.

6. DEDUCT TOP LEVEL BETWEEN COLUMN LINES 1 & 2, AND COLUMN LINES B & H.

7. DEDUCT TOP LEVEL BETWEEN COLUMN LINES 2 & 3, AND COLUMN LINES G & H.

8. DEDUCT TOP LEVEL BETWEEN COLUMN LINES 1 & 2, AND COLUMN LINES A & B. DEDUCT SW

STAIR TO TOP LEVEL.

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

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

SI001 ABBREVIATIONS AND SYMBOLS

SI002 STRUCTURAL GENERAL NOTES

SI003 SPECIAL INSP. NOTES AND TABLES

SI004 LOAD MAPS

SB101 FOUNDATION PLAN / EXISTING LEVEL LL2

SF101 EXISTING LEVEL LL1 SLAB ON GRADE PLAN

SF102 EXISTING LEVEL 1 FRAMING PLAN

SF103 EXISTING LEVEL 2 FRAMING PLAN

SF104 EXISTING LEVEL 3 FRAMING PLAN

SF105 LEVEL 4 FRAMING PLAN

SF106 LEVEL 5 FRAMING PLAN

SF107 LEVEL 6 FRAMING PLAN

SF201 SHEARWALL ELEVATIONS AND SCHEDULES

SF301 BUILDING SECTIONS AND ELEVATIONS

SF302 BUILDING SECTIONS AND ELEVATIONS

SF303 BUILDING SECTIONS AND ELEVATIONS

SF401 ENLARGED PLANS

SF501 FRAMING SECTIONS AND DETAILS

SF502 FRAMING SECTIONS AND DETAILS

SF503 FRAMING SECTIONS AND DETAILS

SF504 FRAMING SECTIONS AND DETAILS

SF901 AXONOMETRICS

STRUCTURAL INDEX

12/31/2014

028171

SEAL

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CAROLIN

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D O

N A L D G . C O R S

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R

P R

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FESS ION

A L

Drawing TitleDrawing TitleDrawing TitleDrawing Title

Approved for Design Concept:Approved for Design Concept:Approved for Design Concept:Approved for Design Concept:

Project TitleProject TitleProject TitleProject Title

DateDateDateDate

LocationLocationLocationLocation

Checked By:Checked By:Checked By:Checked By:

Building NumberBuilding NumberBuilding NumberBuilding Number

Project NumberProject NumberProject NumberProject Number

Drawing NumberDrawing NumberDrawing NumberDrawing Number

Drawn By:Drawn By:Drawn By:Drawn By:

Revisions:Revisions:Revisions:Revisions: DateDateDateDate

PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:

Durham VAMCDurham VAMCDurham VAMCDurham VAMC

Bldg 33Bldg 33Bldg 33Bldg 33 o n e e ig h th in c h o n e fo o t 1 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 th re e e ig h th s 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

BBBB

AAAA

CCCC

DDDD

EEEE

FFFF

1111 2222 3333 4444 5555 6666 7777 9999

FFFF

EEEE

DDDD

CCCC

BBBB

AAAA

99997777 8888666655554444333322221111

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

OFFICE OFOFFICE OFOFFICE OFOFFICE OF

FACILITIESFACILITIESFACILITIESFACILITIES

MANAGEMENTMANAGEMENTMANAGEMENTMANAGEMENT

VA Project NumberVA Project NumberVA Project NumberVA Project Number

Structural

AMERICAN

STRUCTUREPOINT

7260 Shadeland Station Indianapolis, IN 46256

Tele: 317-547-5580

MEP Engineer

APOGEE

CONSULTING GROUP

7330 Chapel Hill Road, Suite 202 Raleigh, NC 27607

Tele: 919-858-7420

Civil Engineer

GUIDON DESIGN

INC.

905 N. Capitol Ave.

Suite 100 Indianapolis, IN 46204

Tele: 317-800-6388

Functional Design

CARL WALKER INC.

14045 Ballantyne Corp.

Place, Suite 380 Charlotte, NC 28277

Tele: 704-716-8000

MICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAK

PROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEER

919-286-0411919-286-0411919-286-0411919-286-0411

Department of Veterans Affairs

558-318558-318558-318558-318

C R e v it \R e v it S tr u c tu re

\2

S

T V

A D u rh a m

P G

C

E N

T R

A L R

S T

R b c u rt s .r v t

BID SETBID SETBID SETBID SET

SI001SI001SI001SI001

BGCBGCBGCBGCJAPJAPJAPJAP

ABBREVIATIONSABBREVIATIONSABBREVIATIONSABBREVIATIONS

AND SYMBOLSAND SYMBOLSAND SYMBOLSAND SYMBOLS

12/31/201412/31/201412/31/201412/31/2014

2013.001882013.001882013.001882013.00188

A/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKING

STRUCTURESTRUCTURESTRUCTURESTRUCTUREVA Durham VAMCVA Durham VAMCVA Durham VAMCVA Durham VAMC

Dept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans Affairs 508 Fulton Street508 Fulton Street508 Fulton Street508 Fulton Street Durham, NC 27705Durham, NC 27705Durham, NC 27705Durham, NC 27705

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, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL,

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING DRAWINGS, AND PRECAST

CONCRETE 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 COORDINATE

FABRICATION AND CONSTRUCTION OF 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. 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)

3. STEEL DECK

4. PRECAST CONCRETE COMPONENTS (PRECAST LINTELS, ARCHITECTURAL

PRECAST)

5. HOLLOW CORE PRECAST PLANKS

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)

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. CONCRETE CURING COMPOUND

2. CONCRETE JOINT SEALANT

3. WATER STOPS

4. EXPANSION ANCHORS

5. ADHESIVE ANCHORS

6. NON-SHRINK GROUT

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS

TAKEN FROM DRAWINGS THAT WERE PREPARED FOR DURHAM VA MEDICAL CENTER,

PREPARED BY BELK ARCHITECTURE, ENTITLED PARKING DECK, DATED 6/6/11.

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 70135142 PREPARED

BY TERRACON DATED DECEMBER 18, 2013.

DESIGN NET SOIL PRESSURE:

SPREAD FOOTINGS: 9000 PSF

CONTINUOUS WALL FOOTINGS: 4000 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.

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 AND MATS

1. COMPRESSIVE STRENGTH (28 DAYS): 3000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 423 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: 0.50

6. MAXIMUM COARSE AGGREGATE SIZE: 1-1/2 INCHES

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

TOPPING SLABS

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: 3/4 INCH

7. AIR CONTENT: N/A

WELDABLE REINFORCING STEEL

REINFORCING STEEL WHICH IS TO BE WELDED SHALL CONFORM TO ASTM A706.

WELDING OF REINFORCING STEEL, WHEN APPROVED BY THE STRUCTURAL ENGINEER,

SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOCIETY

STANDARD D1.4. ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCING

STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

EPOXY-COATED REINFORCING STEEL

EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 AND SHALL BE

USED ONLY WHERE SHOWN OR NOTED ON THE DRAWINGS.

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 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

UNIQUE MIX DESIGN ON 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.

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.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO

THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST

EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE

SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.

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

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

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

OTHERWISE.

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.

ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED.

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.

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 WHERE

POSSIBLE.

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

PROVIDE FLOOR DECK WITH A GALVANIZED FINISH IN ACCORDANCE WITH ASTM A924 G90.

ARCHITECTURAL PRECAST PANELS

SUPPLIER OF ARCHITECTURAL PRECAST PANELS IS RESPONSIBLE FOR THE DESIGN

AND DETAILING OF THE PANELS AND CONNECTIONS.

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

STRUCTURE NOT DETAILED ON THE STRUCTURAL DRAWINGS IS THE RESPONSIBILITY

OF THE PRECAST SUPPLIER TO DESIGN AND DETAIL.

GRAVITY CONNECTIONS SHALL NOT BE MADE TO BEAMS, JOISTS, OR JOIST GIRDERS

WITHOUT PERMISSION OF THE STRUCTURAL ENGINEER, UNLESS SPECIFICALLY

SHOWN ON THE DRAWINGS.

PRECAST CONCRETE SPANDREL PANELS SHALL NOT BE ERECTED AT ANY LEVEL

PRIOR TO PLACEMENT OF FLOOR OR ROOF DECK ON THAT LEVEL.

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 ELEVATION.

CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO

THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITIES

AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK CONCRETE IN THE

BID PRICE.

PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR

SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING,

INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY

DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS, ETC.)

IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR

REVIEW BY THE STRUCTURAL ENGINEER.

ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED

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

WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS;

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL

NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE

STRUCTURAL ENGINEER.

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

TO ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

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

DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST

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

THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A

SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO

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

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

STRUCTURAL ENGINEER.

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 AND INTERSECTIONS OF ALL WALLS, WALL FOOTINGS AND GRADE BEAMS,

UNLESS NOTED OTHERWISE. LAP SPLICE CORNER BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE)

AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE

BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

2012 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 15 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 17.6 PSF (WITH 5 PSF RAIN-ON-SOW)

3. SNOW EXPOSURE FACTOR (CE) = 1.0

4. THERMAL FACTOR (CT) = 1.2

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

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

2. WIND OCCUPANCY/RISK CATEGORY = II

3. WIND EXPOSURE = B

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

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.152

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.076

3. SEISMIC OCCUPANCY/RISK CATEGORY = II

4. SEISMIC DESIGN CATEGORY = A

5. SITE CLASSIFICATION = C

6. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.122

7. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.086

8. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: BEARING WALL /

INTERMEDIATE PRECAST SHEAR WALL

9. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

10. RESPONSE MODIFICATION COEFFICIENT (R) = 4.0

11. SEISMIC RESPONSE COEFFICIENT (CS) = 0.01

*SDC A BASED ON SECTION 11.6 OF ASCE 7-10. CS OF 0.01 BASED ON

SECTION 1.4 OF ASCE 7-10.

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.

WHERE KNEE WALLS ARE PRESENT UNDER THE GLASS CURTAIN WALL SYSTEM THE

VERTICAL MULLIONS SHALL NOT STOP AT THE TOP OF THE KNEE WALL BUT SHALL

EXTEND DOWN TO THE STRUCTURE AND THE DESIGN SHALL NOT ASSUME THE KNEE

WALL BRACES THE CURTAIN WALL.

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.

12/31/2014

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PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:

Durham VAMCDurham VAMCDurham VAMCDurham VAMC

Bldg 33Bldg 33Bldg 33Bldg 33 o n e e ig h th in c h o n e fo o t 1 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 th re e e ig h th s 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

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905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

OFFICE OFOFFICE OFOFFICE OFOFFICE OF

FACILITIESFACILITIESFACILITIESFACILITIES

MANAGEMENTMANAGEMENTMANAGEMENTMANAGEMENT

VA Project NumberVA Project NumberVA Project NumberVA Project Number

Structural

AMERICAN

STRUCTUREPOINT

7260 Shadeland Station Indianapolis, IN 46256

Tele: 317-547-5580

MEP Engineer

APOGEE

CONSULTING GROUP

7330 Chapel Hill Road, Suite 202 Raleigh, NC 27607

Tele: 919-858-7420

Civil Engineer

GUIDON DESIGN

INC.

905 N. Capitol Ave.

Suite 100 Indianapolis, IN 46204

Tele: 317-800-6388

Functional Design

CARL WALKER INC.

14045 Ballantyne Corp.

Place, Suite 380 Charlotte, NC 28277

Tele: 704-716-8000

MICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAK

PROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEER

919-286-0411919-286-0411919-286-0411919-286-0411

Department of Veterans Affairs

558-318558-318558-318558-318

C R e v it \R e v it S tr u c tu re

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BGCBGCBGCBGCJAPJAPJAPJAP

STRUCTURALSTRUCTURALSTRUCTURALSTRUCTURAL

GENERAL NOTESGENERAL NOTESGENERAL NOTESGENERAL NOTES

12/31/201412/31/201412/31/201412/31/2014

2013.001882013.001882013.001882013.00188

A/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKING

STRUCTURESTRUCTURESTRUCTURESTRUCTUREVA Durham VAMCVA Durham VAMCVA Durham VAMCVA Durham VAMC

Dept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans Affairs 508 Fulton Street508 Fulton Street508 Fulton Street508 Fulton Street Durham, NC 27705Durham, NC 27705Durham, NC 27705Durham, NC 27705

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.

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.

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.

PRECAST PLANKS

DESIGN AND INSTALL PRECAST PLANKS IN ACCORDANCE WITH ACI 318

AND THE PCI DESIGN HANDBOOK, CURRENT EDITIONS. DESIGN FOR LOADS INDICATED

ON THE DRAWINGS.

PROVIDE OPENINGS (AND OPENING FRAMING WHERE REQUIRED) FOR ALL

PENETRATIONS. REFER TO THE MECHANICAL DRAWINGS FOR MECHANICAL

PENETRATIONS AND COORDINATE FINAL LOCATIONS AND SIZES WITH THE

MECHANICAL CONTRACTOR.

STRUCTURAL PRECAST CONCRETE (GENERAL)

SUPPLIER OF STRUCTURAL PRECAST CONCRETE IS RESPONSIBLE FOR THE DESIGN,

DETAILING, AND INSTALLATION OF THE PRECAST MEMBERS AND CONNECTIONS. DESIGN

AND INSTALL PANELS IN ACCORDANCE WITH ACI 318 AND THE PCI DESIGN HANDBOOK,

CURRENT EDITIONS. MANUFACTURE IN ACCORDANCE WITH MANUAL FOR QUALITY

CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL PRECAST CONCRETE

PRODUCTS (PCI MNL 116).

THE PRECAST SUPPLIER SHALL ENGAGE A PROFESSIONAL ENGINEER LICENSED IN THE

STATE WHERE THE PROJECT IS CONSTRUCTED TO PERFORM THE DESIGN.

PRECAST SUPPLIER IS RESPONSIBLE FOR TEMPORARY BRACING, GUYS, TIEDOWNS,

DEADMEN, ETC. AS REQUIRED TO SUPPORT STRUCTURAL PRECAST UNTIL THE STRUCTURAL

FRAMING SYSTEM AND DECKING INSTALLATION ARE COMPLETE AND FINAL STABILITY IS

ACHIEVED.

CONTRACTOR SHALL DESIGN ALL PRECAST MEMBERS AND ERECTION ASSEMBLIES FOR

DESIGN AND TEMPORARY ERECTION FORCES, ERECTION SEQUENCING, GUY STAYING AND

SHORING. CONTRACTOR SHALL CONFIRM ALL APPROPRIATE CONNECTIONS ARE

COMPLETED AND REQUIRED GROUTING HAS OCCURRED TO ENSURE STABILITY DURING

CONSTRUCTION BEFORE ERECTING STRUCTURE VERTICALLY.

EMBEDS AND OTHER STEEL ITEMS TO BE EMBEDDED IN THE PRECAST ARE TO BE

PROVIDED AND INSTALLED BY THE PRECASTER, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL ITEMS TO BE FIELD WELDED TO EMBEDDED ITEMS IN THE PRECAST

ARE TO BE PROVIDED AND INSTALLED BY THE STEEL FABRICATOR, UNLESS NOTED

OTHERWISE.

EMBEDS AND OTHER ITEMS TO BE EMBEDDED IN CAST-IN-PLACE CONCRETE SHALL BE

SUPPLIED BY THE PRECASTER AND INSTALLED BY THE CONCRETE CONTRACTOR, UNLESS

NOTED OTHERWISE.

IF THE DETAILS INDICATED ON THESE DRAWINGS NEED TO BE MODIFIED TO

ACCOMMODATE THE PRECAST SUPPLIER'S FABRICATION OR INSTALLATION STANDARDS,

THE PRECASTER MUST INFORM THE STRUCTURAL ENGINEER AND ALL AFFECTED

FABRICATORS AND CONTRACTORS PRIOR TO FABRICATION OF AFFECTED MATERIALS.

MODIFICATIONS REQUESTED BY THE PRECASTER AFTER THE AFFECTED ITEMS ARE

FABRICATED SHALL BE SOLELY THE RESPONSIBILITY OF THE PRECASTER (INCLUDING

ENGINEERING, MATERIAL AND INSTALLATION) AND SHALL BE PROVIDED AT NO ADDITIONAL

COST TO THE PROJECT.

COORDINATE ALL OPENINGS, REVEALS, DRIP EDGES, BLOCKOUTS, INSERTS, ETC TO BE

CAST INTO PRECAST MEMBERS WITH STRUCTURAL, ARCHITECTURAL, MECHANICAL, AND

ELECTRICAL DRAWINGS. AS PART OF THE SUBMITTAL PROCESS COORDINATION OF EXACT

SIZES IS REQUIRED AND SHALL BE PERFORMED BY THE CONTRACTOR.

PRECASTER SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION TO

ENSURE PROPER FIT UP OF NEW CONSTRUCTION WITH EXISTING CONSTRUCTION.

LOAD BEARING PRECAST CONCRETE WALL PANELS

LOAD BEARING PRECAST WALL PANELS ARE USED TO SUPPORT GRAVITY AND

LATERAL LOADS. PRECAST PANELS ARE TO BE DESIGNED FOR THE REACTIONS

AND LOAD INFORMATION INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

THE GOVERNING BUILDING CODE.

CONCRETE CONSTRUCTION SPECIAL INSPECTION REQUIREMENTS

INSPECTION REQUIREMENTS

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESSED TENDONS, AND PLACEMENT.

FREQUENCY

OF

INSPECTION

REFERENCE

STANDARD

CODE (IBC)

REFERENCE

PERIODIC ACI 318: 3.5, 7.1-7.7 1913.4

2. INSPECTION OF REINFORCING STEEL WELDING.

SEE IBC TABLE

1704.3, ITEM 5B

AWS D1.4, ACI 318: 3.5.2 ___

3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR

TO AND DURING PLACEMENT OF CONCRETE WHERE

ALLOWABLE LOADS HAVE BEEN INCREASED.

CONTINUOUS ___ 1911.5

4. VERIFYING USE OF REQUIRED DESIGN CONCRETE MIX. PERIODIC ACI 318: CH. 4, 5.2-5.4 1904.2.2, 1913.2, 1913.3

5. 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.

CONTINUOUS

ASTM C31, ASTM C172,

ACI 318: 5.6, 5.8

1913.10

6. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT

FOR PROPER APPLICATION TECHNIQUES.

CONTINUOUS ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

PERIODIC ACI 318: 5.11-5.13 1913.9

8. INSPECTION OF PRESTRESSED CONCRETE.

A. APPLICATION OF PRESTRESSING FORCES.

B. GROUTING OF BONDED PRESTRESSING TENDONS

IN THE SEISMIC-FORCE RESISTING SYSTEM.

CONTINUOUS ACI 318: 18.20

ACI 318: 18.18.4

9. ERECTION OF PRECAST CONCRETE MEMBERS. PERIODIC ACI 318: CH. 16 ___

11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR

TO STRESSING OF TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL SLABS.

PERIODIC ACI 318: 6.2 ___

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

PERIODIC ACI 318: 6.1.1 ___

10. INSPECTION OF EMBEDED ITEMS (FOR PRECAST ATTACHMENT)

PRIOR TO CAST-IN-PLACE CONCRETE PLACEMENT.

CONTINUOUS ACI 318: CH. 16 ___

INSPECTION REQUIREMENTS

STEEL CONSTRUCTION

SPECIAL INSPECTION REQUIREMENTS

FREQUENCY

OF INSPECTION

REFERENCED

STANDARD

CODE (IBC)

REFERENCE

1. MATERIAL VERIFICATION OF HIGH-STRENGTH

BOLTS, NUTS, AND WASHERS.

PERIODIC

PERIODIC

APPLICABLE ASTM

MATERIAL SPECS

AISC 360

SECTION A3.3

A. VERIFY IDENTIFICATION MARKS CONFORM

TO ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFICATE

OF COMPLIANCE

2. INSPECTION OF HIGH-STRENGTH BOLTING

A. BEARING-TYPE CONNECTIONS

B. SLIP-CRITICAL CONNECTIONS

PERIODIC

CONTINUOUS

AISC 360

SECTION M2.5

AISC 360

SECTION M2.5

1704.3.3

1704.3.3

3. MATERIAL VERIFICATION OF STRUCTURAL

STEEL.

A. VERIFY IDENTIFICATION MARKS CONFORM

TO ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFIED MILL TEST

REPORTS

ASTM A6 OR A568

ASTM A6 OR A568

1708.4

1708.4

4. MATERIAL VERIFICATION OF WELD FILLER

MATERIALS.

A. VERIFY IDENTIFICATION MARKS CONFORM

TO AWS SPECIFICATION INDICATED IN THE

APPROVED CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFICATE

OF COMPLIANCE

---AISC 360

SECTION A3.5

5. INSPECTION OF WELDING:

A. STRUCTURAL STEEL

1. COMPLETE AND PARTIAL

PENETRATION GROOVE WELDS

3. SINGLE-PASS FILLET WELDS

(GREATER THAN 5/16")

2. MULTI-PASS FILLET WELDS

4. SINGLE-PASS FILLET WELDS

(NOT TO EXCEED 5/16")

5. DECK WELDS

B. REINFORCING STEEL

1. VERIFICATION OF WELDABILITY OF

REINFORCING STEEL OTHER THAN

ASTM A706.

2. REINFORCING STEEL RESISTING

FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL

MOMENT FRAMES, AND BOUNDARY

ELEMENTS OF SPECIAL REINF

CONCRETE SHEAR WALLS, AND

SHEAR REINFORCEMENT.

3. SHEAR REINFORCEMENT

4. OTHER REINFORCING STEEL

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AWS D1.1 (UNO)

AWS D1.3

AWS D1.4

ACI 318: 3.5.2

1704.3.1

6. INSPECTION OF STEEL FRAME JOINT DETAILS

FOR COMPLIANCE WITH APPROVED

CONSTRUCTION DOCUMENTS.

A. BRACING AND STIFFENER DETAILS

B. MEMBER LOCATIONS

C. APPLICATION OF JOINT DETAILS AT EACH

CONNECTION

PERIODIC

PERIODIC

PERIODIC

--- 1704.3.2

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Drawing TitleDrawing TitleDrawing TitleDrawing Title

Approved for Design Concept:Approved for Design Concept:Approved for Design Concept:Approved for Design Concept:

Project TitleProject TitleProject TitleProject Title

DateDateDateDate

LocationLocationLocationLocation

Checked By:Checked By:Checked By:Checked By:

Building NumberBuilding NumberBuilding NumberBuilding Number

Project NumberProject NumberProject NumberProject Number

Drawing NumberDrawing NumberDrawing NumberDrawing Number

Drawn By:Drawn By:Drawn By:Drawn By:

Revisions:Revisions:Revisions:Revisions: DateDateDateDate

PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:PROJECT LEADER/ARCHITECT:

Durham VAMCDurham VAMCDurham VAMCDurham VAMC

Bldg 33Bldg 33Bldg 33Bldg 33 o n e e ig h th in c h o n e fo o t 1 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 th re e e ig h th s 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

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99997777 8888666655554444333322221111

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

OFFICE OFOFFICE OFOFFICE OFOFFICE OF

FACILITIESFACILITIESFACILITIESFACILITIES

MANAGEMENTMANAGEMENTMANAGEMENTMANAGEMENT

VA Project NumberVA Project NumberVA Project NumberVA Project Number

Structural

AMERICAN

STRUCTUREPOINT

7260 Shadeland Station Indianapolis, IN 46256

Tele: 317-547-5580

MEP Engineer

APOGEE

CONSULTING GROUP

7330 Chapel Hill Road, Suite 202 Raleigh, NC 27607

Tele: 919-858-7420

Civil Engineer

GUIDON DESIGN

INC.

905 N. Capitol Ave.

Suite 100 Indianapolis, IN 46204

Tele: 317-800-6388

Functional Design

CARL WALKER INC.

14045 Ballantyne Corp.

Place, Suite 380 Charlotte, NC 28277

Tele: 704-716-8000

MICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAKMICHAEL JAKUBIAK

PROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEERPROJECT ENGINEER

919-286-0411919-286-0411919-286-0411919-286-0411

Department of Veterans Affairs

558-318558-318558-318558-318

C R e v it \R e v it S tr u c tu re

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P G

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BID SETBID SETBID SETBID SET

SI003SI003SI003SI003

BGCBGCBGCBGCJAPJAPJAPJAP

SPECIAL INSP.SPECIAL INSP.SPECIAL INSP.SPECIAL INSP.

NOTES ANDNOTES ANDNOTES ANDNOTES AND

TABLESTABLESTABLESTABLES

12/31/201412/31/201412/31/201412/31/2014

2013.001882013.001882013.001882013.00188

A/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKINGA/E SERVICES PARKING

STRUCTURESTRUCTURESTRUCTURESTRUCTUREVA Durham VAMCVA Durham VAMCVA Durham VAMCVA Durham VAMC

Dept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans AffairsDept. of Veterans Affairs 508 Fulton Street508 Fulton Street508 Fulton Street508 Fulton Street Durham, NC 27705Durham, NC 27705Durham, NC 27705Durham, NC 27705

SPECIAL INSPECTION

SPECIAL INSPECTION IS A MANDATORY REQUIREMENT OF THE GENERAL

CONTRACTOR FOR VERIFYING CONFORMANCE OF THE INDICATED CONSTRUCTION.

SPECIAL INSPECTION IS REQUIRED IN ADDITION TO ALL MATERIAL TESTS AND

INSPECTIONS IDENTIFIED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.

THE CONTRACTOR SHALL EMPLOY INDEPENDENT AGENCY(IES) OR

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

DRAWINGS.

THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON, WHO SHALL

DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL AND

THE STRUCTURAL ENGINEER, FOR INSPECTION OF EACH PARTICULAR TYPE OF

CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

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

OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

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

PERFORMED AND AT THE COMPLETION OF THE WORK.”

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

WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO

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

THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR

REVIEW A MINIMUM OF 14 DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION OF

ELEMENTS REQUIRING SPECIAL INSPECTION THE FOLLOWING:

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

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

ENGAGED ON THE PROJECT.

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

WHETHER INSPECTION WILL BE CONTINUOUS OR PERIODIC AND THE NAME OF

THE INDIVIDUAL THAT WILL BE PERFORMING INSPECTION FOR EACH ITEM.

THE CONTRACTOR SHALL COORDINATE WITH THE SPECIAL INSPECTOR SUFFICIENTLY

IN ADVANCE OF WORK REQUIRING SPECIAL…