Attachment 21 - Supplemental Drawings - STR.pdf

ABBREV ABBREVIATION

ACI AMERICAN CONCRETE INSTITUTE

ADD ADDITIVE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT ALTERNATE/ALTERNATIVE

ALUM ALUMINUM

ARCH ARCHITECTURE/ARCHITECTURAL

ASTM AMERICAN SOCIETY OF TESTING MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BCX BOTTOM CHORD EXTENSION

BLDG BUILDING

BLK BLOCK

BM BEAM

BOT BOTTOM

BP BASE PLATE/BEARING PLATE

BRG BEARING

BTWN BETWEEN

C CHANNEL

CB CONCRETE BEAM

CC CONCRETE COLUMN

CF CUBIC FEET (FOOT)

CIP CAST IN PLACE

CJ CONTRACTION JOINT

CL CENTERLINE

CLR CLEAR/CLEARANCE

CM CONCRETE MASONRY

CMU CONCRETE MASONRY UNIT

CO COMPANY

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CONN CONNECTION

CONST CONSTRUCTION

COORD COORDINATE

CSJ CONSTRUCTION JOINT

CTR CENTER

CTRD CENTERED

CY CUBIC YARD

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DN DOWN

DWG DRAWING

EA EACH

EE EACH END

EF EACH FACE

EHPA EMERGENCY HURRICANE PROTECTION AREA

EJ EXPANSION JOINT

ELEC ELECTRIC/ELECTRICAL

EL, ELEV ELEVATION

ENGR ENGINEER

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EQ SP EQUAL SPACED

ES EACH SIDE

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F FOUNDATION

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISHED FLOOR

FIN FINISH

FIN GR FINISH GRADE

FLR FLOOR

FS FAR SIDE

FT FEET/FOOT

FTG FOOTING

GA GAGE/GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GEN GENERAL

GL GRID LINE

GS GALVANIZED STEEL

HD HOT DIPPED

HDG HOT DIPPED GALVANIZED

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

I MOMENT OF INERTIA

ID INSIDE DIAMETER

I.F. INSIDE FACE

IN. INCH

INT INTERIOR

JST JOIST

JT JOINT

K KIP (1000 LB)

KLF KIPS PER LINEAL FOOT

KSI KIPS PER SQUARE INCH

KWY KEYWAY

LB POUND

LGTH LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LSL LAMINATED STRAND LUMBER

LT WT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MATL MATERIAL

MAX MAXIMUM

MB MASONRY BEAM

MC MISCELLANEOUS CHANNEL/MASONRY

COLUMN

MECH MECHANICAL

MET METAL

MFR MANUFACTURE/MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MPH MILES PER HOUR

NGVD NATIONAL GEODETIC VERTICAL DATUM

NIC NOT IN CONTRACT

NO. NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTERS

OD OUTSIDE DIAMETER

O.F. OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

P/C PRECAST CONCRETE/PILE CAP

P/T POST TENSIONED

PAR PARALLEL

PCB PRECAST CONCRETE BEAM

PCC PRECAST CONCRETE COLUMN

PCF POUNDS PER CUBIC FEET

PEMB PRE-ENGINEERED METAL BUILDING

PEN PENETRATION

P.J. PANEL JOINT CENTERLINE

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLMG PLUMBING

PLY. PLYWOOD

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

R/W REINFORCED WITH

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISION

RTN RETURN

RTU ROOF TOP UNIT

SB SOFFIT BEAM

SCHED SCHEDULE

S.F. SQUARE FEET

SF STRIP FOUNDATION

SIM SIMILAR

SPC SPACE/SPACES

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SYM SYMMETRICAL

T/ TOP OF

TB TIE BEAM

T&B TOP AND BOTTOM

TCX TOP CHORD EXTENSION

TDS TURN DOWN SLAB

TE THICKENED EDGE

TEMP TEMPERATURE

TENS TENSION

THD THREAD/THREADED

THK THICK

TOL TOLERANCE

TRANS TRANSVERSE

TS TUBE STEEL

T.S. THICKENED SLAB

TWF THICKENED WALL FOUNDATION

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

VOL VOLUME

W WIDE FLANGE SECTION

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WATERPROOF

W.P. WORKING POINT

WS WELDED STUD

WT WEIGHT/STRUCTURAL TEE SECTION

WWF WELDED WIRE FABRIC

@ AT DESIGNATION

# POUNDS / REBAR SIZE NUMBER

+/- PLUS OR MINUS

L ANGLE

C.L. CENTER LINE

& AND

Sx SECTION MODULUS Ix MOMENT OF INERTIA

STRUCTURAL ABBREVIATIONS

X

X

X

CIP CONCRETE COLUMN ABOVE

METAL DECK

CONCRETE SLAB ON METAL DECK

STEPPED FOUNDATION

STRUCTURAL SYMBOLS AND LEGEND

MOMENT CONNECTION

NORTH ARROW

SPAN DIRECTION

SECTION / DETAIL MARK

ELEVATION MARK

RECESS OR STEP IN SLAB

PLAN / DETAIL MARK

PLAN NOTE

COLUMN GRID LINE

COLUMN AND FOUNDATION

TYPE MARKS

SLOPED SURFACE

PITCHED ROOF

WALL TYPES

S .F

STEP HEIGHTSTEP FOUNDATION

DETAIL NUMBER

SHEET NUMBER

DETAIL NUMBER

SHEET NUMBER

RUN

RISE

NOTE: SYMBOLS AND LEGEND SHOWN ARE

GENERIC AND DO NOT NECESSARILY INDICATE

ACTUAL OCCURRENCES IN THESE DRAWINGS.

CIP CONCRETE WALL

X

SPOT ELEVATION, TYPICALLY

TOP OF ITEM TAGGED

(T/WALL, T/FOUNDATION,

ETC)

X'-X"

P-X

PANEL TYPE

SEE SCHEDULE

12M

WALL TYPE DESIGNATION

TAG

NUMBER OF WELDED STUDS

SPACED EQUALLY ALONG BEAM

SIZE DESIGNATION

AMOUNT OF MIDSPAN

CAMBER, UP

W24x55 [56] c=2" COMPOSITE BEAM DESIGNATION

(20)(20)(20)(20)

COMPOSITE STEEL GIRDER DESIGNATIONW36x194 (90) c=1"

AMOUNT OF MID-SPAN

CAMBER, TYP.

SIZE DESIGNATION

TOTAL NUMBER OF WELDED STUDS

PORTION OF TOTAL NUMBER

OF WELDED STUDS TO BE

SPACED EQUALLY BETWEEN

INTERSECTING BEAMS

INTERSECTING BEAM, TYP.

INCREASED FLOOR LOAD

AREA IN PSF

F6.0

CC-1

NON-LOAD BEARING MASONRY WALL

X

SLOPE

STUD WALL

T/

X'-X"

X

X

MALCOM RANDAL VA HOSPITAL

ADMINISTRATION BUILDING

GARY C. KRUEGER, P.E.

FLORIDA LICENSE #40788

IF THIS DRAWING IS LESS THAN 30" X

42" IT IS A REDUCED SIZE DRAWING

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management xxxx -xxxx

VAWPBMC PLANNING AND ENGINEERING

FLGAINESVILLE -

BLDG #

573-360 o n e e ig h t h i n c h o n e f o o t 16

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e ig h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08−6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

P.O. Box 1296, Winter Park, FL 32790 Tel 407.467.8833 - Fax 407.926.0701

1 2 3 4 5 6 87 9

CONSTRUCTION DOCUMENTS

7370 Cabot Court, Suite 103

Melbourne, FL 32940

COA #15 TLC NO:

Phone: 321-636-0274

Fax: 321-639-8986 www.tlc-engineers.com

Copyright 2021 TLC Engineering Solutions, Inc.c

06/18/2021

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SA-001

STRUCTURAL

ABBREVIATIONS,

SYMBOLS AND NOTES

518056

STRUCTURAL SHEET INDEX

SHEET # SHEET TITLE

SA-001 STRUCTURAL ABBREVIATIONS, SYMBOLS AND NOTES

SA-002 STRUCTURAL NOTES

SA-003 WIND LOAD DIAGRAM AND NOTES

SA-004 DESIGN LOAD DATA

SA-005 SPECIAL INSPECTION TABLES

SB-101 FOUNDATION PLAN

SF-101 FIRST FLOOR FRAMING PLAN

SF-102 SECOND FLOOR FRAMING PLAN

SF-103 ROOF/FUTURE THIRD FLOOR FRAMING PLAN

SF-104 UPPER ROOF FRAMING PLAN

SF-110 BRIDGE PLANS - BID OPTION 1

SF-201 ENLARGED PLANS

SJ-105 CANOPY PLANS

SJ-201 WALL ELEVATION DETAILS

SJ-202 WALL ELEVATIONS

SJ-203 WALL ELEVATIONS

SJ-204 WALL ELEVATIONS

SJ-205 WALL ELEVATIONS

SJ-401 STRUCTURAL SECTIONS

SJ-402 BRIDGE SECTIONS - BID OPTION 1

SJ-403 STRUCTURAL SECTIONS

SJ-404 STRUCTURAL SECTIONS

SJ-405 STRUCTURAL SECTIONS

SJ-501 STRUCTURAL DETAILS

SJ-502 STRUCTURAL DETAILS

SJ-503 STRUCTURAL DETAILS

SJ-504 STRUCTURAL DETAILS

SJ-505 STRUCTURAL DETAILS

SJ-506 STRUCTURAL DETAILS

SJ-601 COLUMN SCHEDULE

SJ-602 COLUMN SCHEDULE

17. IN THE EVENT THAT THE STRUCTURAL CONTRACTS DRAWINGS AND SPECIFICATIONS CONFLICT ON INFORMATION, THE STRUCTURAL CONTRACT DRAWINGS SHALL SUPERSEDE THE SPECIFICATIONS.

16. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD FILES BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN LIEU OF

PREPARATION OF SHOP DRAWINGS SIGNIFY HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY

ERRORS THAT MAY OCCUR HEREON.

15. FINISH FLOOR ELEVATION (FIRST FLOOR) OF 88'-2 3/4" IS USED AS A REFERENCE ELEVATION. SEE CIVIL

DRAWINGS FOR ACTUAL ELEVATION.

14. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION EXCEPT AS SHOWN ON

CONTRACT DOCUMENTS.

13. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING FOR ARCHITECTURE, INC. THE STRUCTURAL CONTRACT DOCUMENTS FOR THIS PROJECT HAVE BEEN PREPARED IN ACCORDANCE WITH THE DESIGN

CRITERIA AS SET FORTH IN THE 2015 INTERNATIONAL BUILDING CODE (IBC).

12. STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL STAIRS, HANDRAILS, CURTAIN WALL/WINDOW WALL SYSTEMS, COLD-FORMED STEEL FRAMING, OR OTHER

SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED,

FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

11. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFE SPAN AND TO ENSURE

STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF

MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM SHALL INCLUDE ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, AND PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO SALT ENVIRONMENT OR

OTHER HARSH CHEMICALS.

10. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TLC ENGINEERING FOR ARCHITECTURE IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN

GENERAL ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE

OBSERVATION SHALL NOT BE CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR

QUANTITY OF THE WORK.

9. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE ENGINEER IDENTIFYING THE

DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS.

8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE AND SAFETY. THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

7. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, CIVIL AND STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD PRIOR

TO THE FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS.

6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS OCCURRING

ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. THE

APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THE DRAWINGS CAN BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT THEY ARE REFERENCED AT EACH LOCATION.

QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE ENGINEER

OF RECORD.

5. 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 ENSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE

ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS.

4. DO NOT SCALE DRAWINGS.

3. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE ALTERED UNLESS APPROVED IN WRITING BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THE ENGINEER OF RECORD FOR REVIEW OF ANY SUCH DEVIATIONS.

2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH THE AFFECTED PART OF

THE WORK.

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH PROJECT SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR OPENINGS, DEPRESSIONS, EQUIPMENT WEIGHTS AND LOCATIONS, EMBEDDED ITEMS AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

1000 GENERAL NOTES

SEISMIC IMPORTANCE FACTOR 1.0

SEISMIC DESIGN CATEGORY A

SEISMIC USE GROUP II

SITE CLASSIFICATION D

SPECTRAL RESPONSE ACCELERATION, 1.0 SECOND DURATION (S1) 0.049

SPECTRAL RESPONSE ACCELERATION, SHORT DURATION (Ss) 0.088

2.4 SEISMIC LOADS: PER ASCE 7-10.

EXPOSURE B

RISK CATEGORY II

NOMINAL DESIGN WIND SPEED, Vasd 97 MPH (3 SEC. GUST)

ULTIMATE DESIGN WIND SPEED, Vult 125 MPH (3 SEC. GUST)

SEE SHEET SS-003 FOR COMPONENTS AND CLADDING PRESSURES

2.3 WIND LOADS: PER FLORIDA BUILDING CODE, SECTION 1609.

200 LBS

(CONCENTRATED)

GUARDRAILS/HANDRAILS 50 PLF (UNIFORM)

STAIRS AND EXITS 100 PSF

FLOOR (MECH. & ELEC. ROOM) 150 PSF

FLOOR (FUTURE) 100 PSF

FLOOR (LEVEL 2) 80 PSF

ROOF 20 PSF

2.2 LIVE LOADS

STEEL STUDS W/ GYP. BOARD PARTITIONS 20 PSF

CEILINGS 5 PSF

M/E/P LOADS 5 PSF

ROOF STRUCTURE 15 PSF

2.1 DEAD LOADS

SEE SHEET SA-004 FOR ADDITIONAL FUTURE FLOOR LOADING INFORMATION.

2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:

BLAST AND PHYSICAL SECURITY 50% DESIGN NARRATIVEPREPARED BY PROTECTION ENGINEERING

CONSULTANTS, NOVEMBER 16, 2018

DEPARTMENT OF VETERANS AFFAIRS NEW ADMINISTRATION BUILDING - GAINESVILLE, FL

J. BLAST AND PHYSICAL SECURITY CRITERIA:

I. STRUCTURAL WELDING CODE - STEEL, AMERICAN WELDING SOCIETY (AWS), ANSI/AWS D1.1-2011.

H. ALLOWABLE STRESS DESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS, AMERICAN IRON AND STEEL INSTITUTE (AISI), 2012.

G. STEEL CONSTRUCTION MANUAL, AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 14TH ADDITION.

F. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, AMERICAN CONCRETE INSTITUTE ACI 318-14.

E. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, AMERICAN SOCIETY OF CIVIL

ENGINEERS, ASCE 7-10.

D. SEISMIC DESIGN REQUIREMENTS, DEPARTMENT OF VETERANS AFFAIRS, H-18-8.

C. STRUCTURAL DESIGN MANUAL FOR REGIONAL OFFICE PROJECTS, DEPARTMENT OF VETERANS AFFAIRS.

B. DEPARTMENT OF VETERANS AFFAIRS PHYSICAL SECURITY DESIGN MANUAL, JANUARY 2015.

A. INTERNATIONAL BUILDING CODE, 2015 EDITION.

1. DESIGN/CONSTRUCTION CRITERIA:

1060 DESIGN LOADS

3. STORY DRIFT: LATERAL FRAME DEFLECTION OF H/400 IN THE PLANE OF THE WALL OF ONE FLOOR RELATIVE TO AN ADJACENT FLOOR SHALL BE TAKEN INTO ACCOUNT IN THE DESIGN, FABRICATION AND

INSTALLATION OF THE BUILDING CLADDING.

B. TYPICAL ROOF MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8"

A. TYPICAL FLOOR MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8"

2. THE FOLLOWING PROVISION FOR SUPERIMPOSED LOAD DEFLECTIONS SHALL BE MADE IN THE DESIGN, FABRICATION, AND INSTALLATION OF ALL PARTITIONS, GLASS WALLS, AND OTHER ELEMENTS SUPPORTED

BY AND ATTACHED TO THE STRUCTURE.

A. TYPICAL SPANDREL BEAM - 3/8"

SUPERIMPOSED LOAD DEFLECTION IS DEFINED AS ALL DEFLECTION ANTICIPATED TO OCCUR AFTER THE CLADDING HAS BEEN ERECTED. THE RELATIVE DEFLECTION ABOVE DOES NOT INCLUDE THE FLOOR DEFLECTION CAUSED BY THE WEIGHT OF THE CLADDING ITSELF OR THE DEAD LOAD DEFLECTION OF THE FLOOR FRAMING ITSELF, NOR DOES IT INCLUDE ANY ALLOWANCE FOR FABRICATION OR ERECTION

TOLERANCES.

1. SPANDREL BEAM DEFLECTIONS. THE FOLLOWING PROVISION SHOULD BE MADE FOR SUPERIMPOSED LOAD DEFLECTION OF ONE FLOOR RELATIVE TO AN ADJACENT FLOOR IN THE DESIGN, FABRICATION, AND

ERECTION OF THE BUILDING CLADDING.

THE BUILDING MOVEMENT SPECIFIED HEREIN IS ANTICIPATED TO OCCUR AND SHOULD BE CONSIDERED BY

THE CONTRACTOR IN THE PERFORMANCE OF THE WORK.

1010 BUILDING MOVEMENTS

NO. DESCRIPTION DATE

1 REISSUED FOR ADDENDUM 1 10/18/2021

MALCOM RANDAL VA HOSPITAL

ADMINISTRATION BUILDING

GARY C. KRUEGER, P.E.

FLORIDA LICENSE #40788

IF THIS DRAWING IS LESS THAN 30" X

42" IT IS A REDUCED SIZE DRAWING

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management xxxx -xxxx

VAWPBMC PLANNING AND ENGINEERING

FLGAINESVILLE -

BLDG #

573-360 o n e e ig h t h i n c h o n e f o o t 16

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e ig h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08−6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

P.O. Box 1296, Winter Park, FL 32790 Tel 407.467.8833 - Fax 407.926.0701

1 2 3 4 5 6 87 9

CONSTRUCTION DOCUMENTS

7370 Cabot Court, Suite 103

Melbourne, FL 32940

COA #15 TLC NO:

Phone: 321-636-0274

Fax: 321-639-8986 www.tlc-engineers.com

Copyright 2021 TLC Engineering Solutions, Inc.c

06/18/2021

/ 1 /2

:1 :0

P

M C

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L o c a ls

\5

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G a in e s v ill e A d m in B u ild in g

S

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MTOCGT

SA-002

STRUCTURAL NOTES

518056

5. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND NOTED. THE PURPOSE OF THE RE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL.

ARCHITECT/ENGINEER OF RECORD REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE

RE-SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR COSTS CAUSED BY MULTIPLE RE-SUBMITTALS (MORE

THAN ONE) AT ARCHITECT/ENGINEERS' CURRENT HOURLY RATES.

4. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED

IN WRITING BY THE ENGINEER OF RECORD.

3. SHOP DRAWING SUBMITTALS SHALL INCLUDE, AT A MINIMUM, ONE GOOD QUALITY REPRODUCIBLE AND THREE SETS OF BLUEPRINTS. ONE SET OF PRINTS WILL BE RETAINED BY THE ENGINEER OF RECORD, ONE

BY THE ARCHITECT, ONE BY THE LOCAL BUILDING DEPARTMENT (WHERE REQUIRED) AND THE

CONTRACTOR SHALL MAKE PRINTS FROM THE REPRODUCIBLE AS REQUIRED FOR DISTRIBUTION.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED "APPROVED" PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. NON-CONFORMING DRAWING SUBMITTALS WILL BE RETURNED

WITHOUT REVIEW.

1. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN ON THE CONTRACT DOCUMENTS. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. REVIEW OF SUBMITTALS AND SHOP DRAWINGS DOES NOT RELIEVE THE

CONTRACTOR OF FULL RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE

PREPARATION OF THE SHOP DRAWINGS.

1330 SHOP DRAWING REVIEW

3. MANUFACTURER'S LITERATURE. SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE FOR ALL

MATERIALS AND PRODUCTS USED IN CONSTRUCTION ON THE PROJECT.

N. POST-INSTALLED MECHANICAL ANCHORS (#)

M. POST-INSTALLED ADHESIVE ANCHORS (#)

L. FORMWORK AND TEMPORARY SHORING (D)

K. TEMPORARY WALL BRACING (D)

J. CURTAIN WALL SYSTEMS (D)

I. ELEVATORS (#)

H. CONCRETE MIX DESIGNS

G. ARCHITECTURAL SUNSCREEN (D)

F. ALUMINUM STRUCTURES AND CANOPIES (D)

E. STRUCTURAL COLD-FORMED STEEL (CFS) FRAMING (D)

D. COMPOSITE METAL DECK

C. STEEL STAIRS (D)

B. REINFORCING STEEL

A. STRUCTURAL STEEL (D)

• ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEERS RECORD ONLY.

• ITEMS MARKED (D) SHALL HAVE SHOP DRAWINGS SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF FLORIDA.

2. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR THE

FOLLOWING ITEMS:

1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED APPROVED BY THE GENERAL CONTRACTOR

PRIOR TO SUBMITTAL.

1333 SUBMITTALS

3. RFI RESPONSES ARE NOT INTENDED TO AUTHORIZE ANY INCREASE IN CONSTRUCTION COST, SCHEDULE OR TIME EXTENSIONS, OR CONSTRUCTION IN CONFLICT WITH ANY APPLICABLE CODES OR SPECIFIED DESIGN STANDARDS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE DESIGN TEAM

IMMEDIATELY OF ANY PERCEIVED SCOPE, SCHEDULE, OR COST IMPACTS OR ADJUSTMENTS. IF

CONTRACTOR REQUESTS ANY ADDITIONAL COST, INCREASE IN SCHEDULE OR ADJUSTMENT IN SCOPE, THE CONTRACTOR SHALL NOT PROCEED WITH ADDITIONAL WORK UNTIL APPROVED IN WRITING BY THE

CONSTRUCTION ADMINISTRATOR.

2. RFI SHALL BE SUBMITTED AS SPECIFIED WITHIN THE CONTRACT DOCUMENTS AND SHALL BE FORWARDED TO THE ENGINEER VIA THE ARCHITECT OR DIRECTLY TO THE ENGINEER BY THE CONTRACTOR WHEN

APPROVED BY THE ARCHITECT.

1. RFI SHALL ORIGINATE WITH CONTRACTOR AND SHALL BE SUBMITTED IN THE FORM SPECIFIED WITHIN CONTRACT DOCUMENTS. RFI SHALL BE SUBMITTED IN A PROMPT MANNER AS TO AVOID DELAYS IN

CONTRACTORS WORK.

1334 REQUEST FOR INTERPRETATION (RFI)

3. SLABS ON GRADE SHALL BE PLACED OVER A 15 MIL, CLASS "A" VAPOR RETARDER. VAPOR RETARDER SHALL BE LAPPED A MINIMUM OF 6", OR AS RECOMMENDED BY THE MANUFACTURER (WHICHEVER IS GREATER) AND TAPED AT ALL JOINTS. ALL PUNCTURES IN THE VAPOR RETARDER SHALL BE REPAIRED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. ALL PENETRATIONS THROUGH THE VAPOR RETARDER

(COLUMNS, PLUMBING, CONDUITS, ETC) SHALL BE SEALED PER MANUFACTURER'S WRITTEN

INSTRUCTIONS. VAPOR RETARDER SHALL BE CONTINUOUS UNDER WALL FOUNDATIONS OR SEALED TO

EXTERIOR WALLS PER MANUFACTURER'S WRITTEN INSTRUCTIONS.

E. DEWATERING MAY BE REQUIRED TO ACHIEVE THE REQUIRED COMPACTION VALUES, AND IF USED, SHOULD DRAW DOWN THE WATER LEVEL TO AT LEAST 2 FEET BELOW THE BOTTOM OF THE

EXCAVATION.

D. EXCAVATIONS FOR FOUNDATIONS SHALL BE COMPACTED TO 95% FOR A DEPTH OF AT LEAST 2 FEET

BELOW THE BOTTOM OF THE FOUNDATION.

C. ALL FILL SHALL BE CLEAN SAND AND FREE OF ORGANIC MATERIALS. COMPACT FILL IN 12 INCH (UNCOMPACTED THICKNESS) LIFTS TO A MINIMUM OF 95% OF THE MODIFIED PROCTOR MAXIMUM DRY

DENSITY VALUE.

B. PROOF ROLLING THE BUILDING SITE TO LOCATE ANY UNFORESEEN SOFT AREAS. ANY SOFT AREAS SHALL BE EXCAVATED AND REPLACED WITH CLEAN FILL. A DENSITY OF AT LEAST 95% FOR A DEPTH OF

2 FEET IS REQUIRED UNDER THE BUILDING FOOTPRINT.

A. STRIPPING AND GRUBBING OF THE BUILDING FOOTPRINT PLUS A MARGIN OF 5 FEET AROUND THE

BUILDING, REMOVING ALL ORGANIC MATERIALS.

2. FOLLOW THE RECOMMENDATIONS LISTED IN THE GEOTECHNICAL REPORT FOR SITE PREPARATION WORK.

AT A MINIMUM, SITE PREPARATION WORK SHALL INCLUDE:

DATED: JULY 3, 2018

TITLED: REPORT OF GEOTECHNICAL CONSULTING

SERVICES, MALCOM RANDEL VA HOSPITAL

- ADMINISTRATION BUILDING.

PREPARED BY: UNIVERSAL ENGINEERING SERVICES

REPORT No. 1582115

1. SEE THE FOLLOWING GEOTECHNICAL REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES. SITE PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH:

2310 FOUNDATIONS - W/ SOIL REPORTS

14. WHEN ADHESIVES OR WATER VAPOR IMPERMEABLE FLOOR COVERINGS ARE BEING USED ON CONCRETE

SURFACES, THE CONTRACTOR SHALL VERIFY THROUGH APPROPRIATE TESTING THAT THE WATER

CONTENT OF THE CONCRETE, AND VAPOR TRANSMISSION RATE THROUGH THE CONCRETE, IS WITHIN THE

ALLOWABLE RANGE BEFORE INSTALLATION. THE MANUFACTURER OF THE ADHESIVE OR FLOOR

COVERING SHALL REVIEW AND APPROVE THE RESULTS OF THE TESTING PRIOR TO INSTALLATION OF

PRODUCTS.

13. CONCRETE SLABS ON COMPOSITE METAL DECK SHALL BE REINFORCED WITH 6x6 W2.9 x W2.9 WWF AT

MID-DEPTH OF SLAB.

12. CONCRETE SLABS ON GRADE SHALL BE REINFORCED WITH 6x6 W2.9 x W2.9 WWF AT MID-DEPTH OF SLAB.

11. ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7-5/8" AND 11-5/8"

ACTUAL DIMENSIONS.

10. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA AS PER

CHAPTER 5 OF ACI 318.

9. CONDUITS, PIPES AND SLEEVES SHALL BE PLACED AND SPACED IN ACCORDANCE WITH ACI 318, 6.3.

8. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR

MIX IS TO BE PLACED WITHIN THE STRUCTURE.

7. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE

APPROVAL OF THE ENGINEER.

6. SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1-CLASS D AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS LEFT THE UNFINISHED CONCRETE. SCUFFED

OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY.

5. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY THAN THAT STATED ABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR

OF ANY NONCOMPLIANCE WITH THE ABOVE.

4. CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED.

3. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR REVIEW PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION. MIX

SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR COARSE AGGREGATE.

2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND SPECIFICATIONS.

TOPPING 3000 PSI 4-6" 3/8 0.45

WALLS 4000 PSI 4-6" 3/8" 0.48

CONCRETE ON METAL DECK 4000 PSI 4-6" 3/4" 0.50

SLABS-ON-GRADE 4000 PSI 4-6" 3/4" 0.50

AUGER-CAST PILES 4000 PSI N/A 3/8" 0.40

GRADE BEAMS 4000 PSI 4-6" 1" 0.40

PILE CAPS 4000 PSI 4-6" 1" 0.40

FOUNDATIONS 4000 PSI 4-6" 1" 0.50

CONCRETE STRUCTURE

TYPE

COMPRESSIVE

STRENGTH

SLUMP

MAXIMUM

AGGREGATE

MAXIMUM W/C

RATIO

1. SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS

LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:

3302 CONCRETE

10. AT CANTILEVER SLABS AND BEAMS, REINFORCING BARS IN DIRECTION OF CANTILEVER SHALL BE DETAILED TO FULLY DEVELOP THE BAR STRENGTH INTO THE SUPPORTING STRUCTURE, EITHER BY PROVIDING FULL CLASS B LAP SPLICE OR STANDARD ACI HOOKS EMBEDDED DEEP ENOUGH BEYOND

SUPPORT TO DEVELOP STRENGTH OF BAR.

9. WHERE HOOKS ARE SHOWN ON THE PLANS OR DETAILS, HOOKS SHALL BE DETAILED TO EXTEND DEEP

ENOUGH INTO SUPPORTING STRUCTURE TO DEVELOP THE FULL STRENGTH OF THE HOOKED BAR.

PROVIDE ADDITIONAL TIES OR STIRRUPS IN SUPPORTING STRUCTURE AS REQUIRED TO SATISFY ACI 318

HOOK DEVELOPMENT, CONFINEMENT, AND ANCHORAGE CRITERIA.

8. AT CHANGES IN DIRECTION OF CONCRETE WALLS AND TIE BEAMS, PROVIDE CORNER BARS OF SAME SIZE

AND SPACING AS HORIZONTAL STEEL.

WHERE "T" IS DEPTH OF CONCRETE UNDER BARS AND "Db" IS BAR DIAMETER.

UTILIZE CLASS "B" SPLICE FOR ALL SPLICES, U.N.O. ON PLANS OR DETAILS.

#7 OR MORE 81 Db 79 Db 72 Db

T>12" #6 OR LESS 74 Db 65 Db 57 Db

#7 OR MORE 71 Db 61 Db 55 Db

T<12" #6 OR LESS 57 Db 49 Db 44 Db

BAR SIZE 3000 PSI 4000 PSI 5000 PSI

7. LENGTH OF LAP SPLICES AND BAR EMBEDMENT SHALL BE AS SHOWN IN TABLE, UNLESS OTHERWISE...

6. PROVIDE DOWELS INTO FOOTINGS, PILE CAPS, SUPPORT BEAMS, ETC. TO MATCH VERTICAL BARS WITH

CLASS B TENSION LAP SPLICES, U.N.O.

5. WHERE REINFORCING IS SHOWN CONTINUOUS, SPLICE BOTTOM BARS OVER SUPPORTS AND TOP BARS AT CENTER OF SPAN. ALL OTHER LAP SPLICES SHALL BE IN ACCORDANCE WITH SPLICE TABLES AND DETAILS

SHOWN ON DRAWINGS.

4. PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS OF ALL TOP BARS.

3. SECURE APPROVAL OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION.

2. BEAMS AND COLUMNS ALL BARS 1.5"

1. SLABS, WALLS, AND JOISTS #11 OR SMALLER 3/4"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND

#5 OR SMALLER 1.5"

B. CONCRETE EXPOSED TO EARTH OR WEATHER #6 OR GREATER 2"

A. CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH

ALL BARS 3"

LOCATION AND CONDITION MINIMUM COVER

2. PROVIDE CONCRETE COVER OVER PRIMARY REINFORCEMENT, TIES, AND STIRRUPS, AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND

SPECIFICATIONS.

3310 REINFORCING STEEL

4. INSTALL WWF ON BRICKS OR BOLSTERS AT MID DEPTH OF SLAB U.N.O.; SPACING OF SUPPORTS SHALL BE ADEQUATE TO PREVENT SHIFTING OF WWF DURING CONSTRUCTION, BUT SHALL NOT EXCEED 24" O.C.

3. USE OF FLAT MANUFACTURED SHEETS IS REQUIRED (NO ROLLS).

2. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.

1. SHALL CONFORM TO ASTM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH

THE TYPICAL PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS.

3314 WELDED WIRE FABRIC

2. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONS ARE ACCEPTABLE ONLY AS A CHANGE ORDER, WHICH WILL INCLUDE ENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OF THE

STRUCTURE, SHORING, ETC.

1. ANY DEVIATION OR ADDITION OF CONSTRUCTION JOINTS FROM THAT SHOWN ON THE DRAWINGS MUST BE

REVIEWED AND APPROVED IN WRITING BY THE ENGINEER OF RECORD.

3322 CONSTRUCTION JOINTS

3. PLACE TWO #3 STIRRUPS @ 3" O.C. EACH SIDE OF SLEEVE PENETRATIONS IN BEAMS.

2. PRIOR TO CONSTRUCTION ALL SLEEVE LOCATIONS AND SIZES NOT SHOWN ON THE DRAWINGS SHALL BE

APPROVED BY THE ENGINEER.

1. MINIMUM SLEEVE SPACING SHALL BE THREE DIAMETERS CENTER TO CENTER OF THE LARGER SLEEVE

OR 6" CLEAR BETWEEN SLEEVES, WHICHEVER IS GREATER.

3324 PLUMBING SLEEVES

15. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE BUILDING OFFICIAL (ACI 318-11 D.9.2.4)

14. PROVIDE SPECIAL INSPECTION FOR ALL ADHESIVE ANCHORS IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE AND THE CURRENT ICC-ES REPORT (IBC-2012 TABLE 1705.3 NOTE B).

13. ADHESIVE ANCHORS IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE INSTALLED UNTIL

CONCRETE AND/OR MASONRY HAS CURED FOR AT LEAST 21-DAYS.

12. EXISTING REINFORCING IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE CUT UNLESS

APPROVED BY THE EOR.

11. ADHESIVE ANCHORS IN MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED IN ACCORDANCE WITH

ICC-ES AC70.

10. ADHESIVE ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED, UNCRACKED, AND SEISMIC CONCRETE RECOGNITION.

9. IF DETAIL SHOWS EPOXY ANCHORS IN SLOTTED HOLES, IT IS IMPERATIVE THAT ANY EXCESS EPOXY IS CLEANED UP FROM AROUND THE ANCHOR ROD, SO THAT IT DOES NOT INTERFERE WITH ADJUSTABILITY

OF ANCHOR ROD IN SLOTTED HOLE.

8. NO LOAD SHALL BE APPLIED TO THE EPOXY ANCHORS UNTIL THE EPOXY HAS FULLY CURED AND HAS ACHIEVED IT'S SPECIFIED STRENGTH. CURE TIME SHALL BE PER MANUFACTURERS PUBLISHED VALUES

FOR SPECIFIC PRODUCT BEING USED.

7. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL HOLE CLEAN-OUT REQUIREMENTS ARE FULLY COMPLETED BY THE INSTALLERS PRIOR TO INJECTING EPOXY INTO THE HOLES IN ACCORDANCE WITH THE

MANUFACTURERS MPII.

6. THE MANUFACTURER'S REPRESENTATIVE SHALL TRAIN INSTALLERS FOR ALL PRODUCTS TO BE USED PRIOR TO COMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE MADE AVAILABLE TO THE EOR AS REQUESTED.

5. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION TO SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI (ACI 318-11 D.9.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE

SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

4. INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT SPECIFIED ON

DRAWINGS.

3. SUBSTITUTION OF EPOXIES IN ONE CONDITION SHALL NOT BE CONSTRUED AS APPROVAL TO MAKE SIMILAR SUBSTITUTION OF EPOXIES IN OTHER DIFFERING CONDITIONS. EACH SUBSTITUTION MUST

RECEIVE PRIOR WRITTEN APPROVAL BY THE ENGINEER OF RECORD.

2. EPOXY TYPES AND BRANDS VARY IN THEIR BOND STRENGTH AND SUITABILITY OF USE, DEPENDING ON TYPE OF LOADING, ANCHOR SPACING, ETC. WHEN A PARTICULAR TYPE OF EPOXY IS SPECIFIED IN THESE DRAWINGS, A UNIQUE CALCULATION HAS BEEN MADE BASED ON THE PROPERTIES OF THAT SPECIFIC TYPE OF EPOXY FOR THE SPECIFIC CONDITION SHOWN IN THE DETAIL. SUBSTITUTION OF EPOXY TYPE IS

NOT ALLOWED WHERE DETAIL SPECIFIES ONLY ONE TYPE OF EPOXY, WITHOUT PRIOR WRITTEN

APPROVAL BY THE ENGINEER OF RECORD. NOT ALL EPOXY BRANDS OR TYPES WILL BE ALLOWED AS SUBSTITUTES. ICC-ES REPORTS FOR PROPOSED ANCHOR SUBSTITUTIONS MUST BE SUBMITTED TO EOR

FOR REVIEW. EOR MAY REQUIRE ENGINEERED CALCULATIONS FOR REVIEW AND APPROVAL.

1. SHALL BE A TWO PART EPOXY POLYMER INJECTION SYSTEM, SUCH AS HILTI HIT HY200, HILTI RE500 SD, POWERS PURE 100+, OR SIMPSON SET ADHESIVE SYSTEM, OR ENGINEER APPROVED SUBSTITUTION.

3601 CHEMICAL (ADHESIVE) ANCHORS

13. PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL POST INSTALLED ANCHORS IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE AND THE CURRENT ICC-ES REPORT (IBC2012

TABLE 1705.3 NOTE B).

12. ANCHORS SHALL NOT BE INSTALLED IN CONCRETE AND/OR MASONRY CONSTRUCTION UNTIL THE

CONCRETE AND/OR MASONRY HAS CURED FOR AT LEAST 21-DAYS.

11. EXISTING REINFORCING BARS IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE CUT

UNLESS APPROVED BY THE EOR.

10. POWER ACTUATED FASTENERS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

WITH ICC0ES AC70.

9. MECHANICAL ANCHORS IN MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ICC-ES AC01 OR AC106.

8. MECHANICAL ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC 193 FOR CRACKED, UNCRACKED AND SEISMIC CONCRETE

RECOGNITION.

7. TAPCON SCREWS, OR POWERS TAPPER +, MAY BE REPLACED W/ 0.157" SHANK DIAMETER PAF ANCHORS (HILTI X-U, POWERS CSI, OR APPROVED EQUAL) ON A 1:1 SUBSTITUTION BASIS. MINIMUM EMBEDMENT

DEPTH SHALL BE 1.25" WHEN INSTALLED INTO CONCRETE OR GROUTED MASONRY. FOLLOW

MANUFACTURER'S INSTALLATION RECOMMENDATIONS, MINIMUM EDGE DISTANCES, AND PLACEMENT

LIMITATIONS (RELATIVE TO MORTAR JOINTS IN MASONRY).

6. MINIMUM EMBEDMENT DEPTH OF 1/4" TAPCONS OR POWERS TAPPER + INSTALLED IN CONCRETE SHALL BE 1.25" AND INSTALLED INTO MASONRY SHALL BE 1.5". SELECT ANCHOR LENGTH AS REQUIRED TO ACHIEVE

THE SPECIFIED MINIMUM EMBEDMENT DEPTH.

5. THE MANUFACTURER'S REPRESENTATIVE SHALL TRAIN INSTALLERS FOR ALL PRODUCTS TO BE USED PRIOR TO COMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE AND MADE AVAILABLE TO THE

EOR AS REQUESTED.

4. INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT SPECIFIED ON

DRAWINGS.

3. IN SOME CASES OF CRITICAL LOADING OR GEOMETRIC CONDITIONS, ONLY SPECIFIC ANCHORS WILL BE ALLOWED, AS NOTED ON THE DRAWINGS. IN THESE CASES, THE SPECIFIED BRAND AND MODEL OF

ANCHOR MUST BE USED.

2. TYPE OF ANCHOR SHALL BE AS SPECIFIED ON THE DRAWINGS, WHILE BRAND AND MODEL OF ANCHOR MAY BE SELECTED FROM THE ABOVE LISTED ANCHORS. SUBSTITUTION ANCHORS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO USE.

ICC-ES REPORTS FOR PROPOSED ANCHOR SUBSTITUTES MUST BE SUBMITTED TO EOR FOR REVIEW. EOR

MAY REQUEST ENGINEERED CALCULATIONS FOR REVIEW AND APPROVAL.

1. SHALL BE EITHER HEAVY DUTY CONCRETE SCREW ANCHOR (SUCH AS POWERS WEDGE-BOLT +, SIMPSON TITEN HD, OR HILTI HUS-H) OR WEDGE TYPE EXPANSION ANCHOR (SUCH AS POWERS POWER-STUD+SD1, SIMPSON WEDGE-ALL, OR HILTI KWIK BOLT 3).

3602 MECHANICAL ANCHORS

APPLY FIREPROOFING TO STEEL STRUCTURE CALCULATING THE THICKNESS OF FIREPROOFING BY COMPARING THE ACTUAL MEMBER SIZE TO THE MEMBER SIZE USED IN THE DESIGNATED UL RATING AND

ADJUSTING APPROPRIATELY.

THE CAMBER OF STEEL MEMBERS SHALL BE VERIFIED IN THE SHOP AND THE FIELD. WHEN NO CAMBER IS

INDICATED, TURN THE MEMBER NATURAL CAMBER UP.

LENGTH OF SHEAR STUD CONNECTIONS IN COMPOSITE SLABS SHALL EQUAL THE DEPTH OF THE

COMPOSITE DECK PLUS 2" (U.N.O.).

SIZE AND SPACING OF CONDUITS IN COMPOSITE SLABS SHALL COMPLY WITH THE REQUIREMENTS OF ASCE

3-91 UNLESS NOTED OTHERWISE ON DRAWINGS.

9. COMPOSITE FLOOR MEMBERS ARE DESIGNED TO BE UNSHORED UNLESS OTHERWISE NOTED. THE WEIGHT OF THE WET CONCRETE WILL RESULT IN DEFLECTIONS OF THE SUPPORTING STEEL DECK, BEAMS, AND GIRDERS. ALL OVERRUNS OF CONCRETE QUANTITIES ARE TO BE ANTICIPATED AND INCLUDED IN THE

CONTRACTOR'S BID. THE CONTRACTOR SHALL COORDINATE EMBEDDED ITEMS REQUIRED FOR

ARCHITECTURAL, STRUCTURAL, AND MECHANICAL ELEMENTS. CONCRETE FLOORS UTILIZING UNSHORED

CONSTRUCTION SHALL BE SCREEDED LEVEL.

8. GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON-SHRINK TYPE WITH A COMPRESSIVE

STRENGTH OF AT LEAST 5,000 PSI IN 28 DAYS.

7. ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR CONDITIONS SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 AND ALL FASTENERS AND HARDWARE SHALL BE HOT DIPPED GALVANIZED PER ASTM A153.

6. WHERE FULLY PRETENSIONED OR SLIP CRITICAL BOLTS ARE REQUIRED, TIGHTENING SHALL BE ACHIEVED USING EITHER TWIST-OFF TENSION CONTROL BOLTS OR DIRECT TENSION INDICATING WASHERS.

5. BOLTS SHARING LOAD WITH WELDS IN A CONNECTION SHALL BE FULLY PRETENSIONED AND SLIP CRITICAL.

4. HIGH STRENGTH BOLTS IN BEARING CONDITION SUPPORTING SIMPLE SPAN BEAMS NOT SUBJECT TO AXIAL LOADS MAY BE INSTALLED TO "SNUG TIGHT" CONDITION IF NORMAL, OR SHORT SLOTTED HOLES ARE USED.

THE ENGINEER OF RECORD WILL BE THE ULTIMATE AUTHORITY IN THE USE OF "SNUG TIGHT" BOLTS. IF LONG SLOTTED OR OVERSIZED HOLES ARE USED, BOLTS MUST BE FULLY PRETENSIONED AND SLIP CRITICAL. PROPER SURFACE PREPARATION IS REQUIRED FOR SLIP CRITICAL BOLTS, INCLUDING OMISSION

OF PRIMER OR FIRE PROOFING, AS APPROPRIATE.

F. DETAIL MOMENT CONNECTIONS AS SHOWN IN THE DETAILS. IF NO DETAIL IS PROVIDED, DETAIL

MOMENT CONNECTION USING FULL PENETRATION WELDS AT BEAM FLANGES.

E. FOR THE PURPOSE OF CORRECTLY INTERPRETING THE CONNECTION SCHEDULES, GIRDERS SHALL BE CONSIDERED AS ANY FLOOR OR ROOF BEAM WHICH CARRIES OTHER FLOOR OR ROOF BEAMS, OR ANY

FLOOR OR ROOF BEAM WHICH CARRIES STEEL COLUMNS.

D. DETAIL FLOOR AND ROOF FRAMING CONNECTIONS FOLLOWING THE REQUIREMENTS SHOWN IN THE TYPICAL CONNECTION SCHEDULES SHOWN IN THESE DRAWINGS, BASED ON THE BEAM OR GIRDER SIZE.

C. FIELD CONNECTIONS SHALL BE BOLTED, EXCEPT AS NOTED OTHERWISE.

B. WELDING ELECTRODES SHALL BE PER AWS D1.1. RETURN FILLET WELDS FOR FRAMED CONNECTIONS

1/2" AT EACH END.

A. BOLTS SHALL BE HIGH-STRENGTH, BEARING TYPE IN SNUG TIGHT CONDITION, U.N.O. TIGHTEN BY AN

AISC APPROVED METHOD.

3. CONNECTIONS:

SHEAR STUD CONNECTORS ASTM A108 (Fu=65 KSI)

ANCHOR RODS ASTM F1554 GR. 36 (Fy=36 KSI)

DIRECT-TENSION-INDICATOR WASHERS ASTM F959

HARDENED STEEL WASHERS ASTM F436

HEAVY HEX NUTS ASTM A563

THREADED RODS ASTM A36 (Fy=36 KSI)

TWIST-OFF TENSION CONTROL BOLTS ASTM F1852

HIGH STRENGTH BOLTS ASTM A325 OR A490

ROUND HSS ASTM A500, GRADE B (Fy=42...

RECTANGULAR HSS ASTM A500, GRADE B (Fy=46...

PIPE ASTM A53, GRADE B (Fy=35 KSI)

ANGLES, CHANNELS AND PLATES ASTM A36 (Fy=36 KSI)

HP SHAPES ASTM A572 (Fy=50 KSI)

S AND M SHAPES ASTM A36 (Fy=36 KSI)

WIDE FLANGE SHAPES ASTM A992 (Fy=50 KSI)

2. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:

1. STEEL WORK SHALL BE NEW AND CONFORM TO THE ANSI/AISC 360-10 SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS.

5120 STRUCTURAL STEEL

5. PROVIDE FILLET WELDS AT CONTACT POINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOP THE ALLOWABLE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS DETAILED OTHERWISE

ON THE DRAWINGS. THE MINIMUM FILLET WELD SIZE IS 3/16" UNLESS OTHERWISE NOTED.

4. UNLESS NOTED OTHERWISE ON THE DRAWINGS, GROOVE WELDS SHALL BE FULL PENETRATION.

3. FULL PENETRATION GROOVE WELDS SHALL BE INSPECTED BY ULTRASONIC TESTING. TWENTY-FIVE

PERCENT OF THE WELDS SHALL BE INSPECTED AT RANDOM UNLESS NOTED OTHERWISE. SEE

SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

2. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATOR'S

SHOP DRAWINGS SHALL REFLECT WELDS IN ACCORDANCE WITH AWS REQUIREMENTS.

1. WELDING SHALL BE DONE BY WELDERS WITH CURRENT CERTIFICATION IN ACCORDANCE WITH AWS D1.1.

5122 WELDING

9. SUBMIT SHOP DRAWINGS SHOWING PLACEMENT OF SHEAR CONNECTORS FOR ENGINEER'S APPROVAL.

8. WHERE STEEL DECK CORRUGATIONS DO NOT ALLOW FOR AN EVEN SPACING OF SHEAR CONNECTORS WITH ONE STUD IN EACH FLUTE, ADDITIONAL STUDS IN A SECOND ROW (AND THIRD ROW WHERE REQUIRED) SHALL BE PLACED SUCH THAT THE HIGHEST DENSITY OF SHEAR CONNECTORS OCCURS NEAR

THE BEAM SUPPORT.

7. SHEAR CONNECTORS SHALL BE PLACED IN A SINGLE ROW DIRECTLY OVER THE BEAM WEB, WHENEVER POSSIBLE. STUDS SHALL BE PLACED IN TWO OR THREE ROWS ONLY WHERE REQUIRED IN ORDER TO

PLACE THE TOTAL NUMBER OF STUDS.

B. BEAMS PARALLEL TO DECK SPAN = (8 X TOTAL SLAB THICKNESS)

A. BEAMS PERPENDICULAR TO DECK SPAN = 36"

6. MAXIMUM SPACING OF SHEAR CONNECTORS SHALL BE AS FOLLOWS:

5. UNLESS NOTED OTHERWISE ON PLANS, SHEAR CONNECTORS SHALL BE EQUALLY DISTRIBUTED ALONG

THE LENGTH OF BEAM.

4. SEE PLANS FOR SPECIFIED NUMBER OF SHEAR CONNECTORS.

3. STUDS SHALL BE TYPE 'B', HEADED STUDS HAVING A MINIMUM TENSILE STRENGTH OF 65,000 PSI. AND

SHALL BE OF LENGTH AND DIAMETER SHOWN ON STRUCTURAL DRAWINGS.

2. ATTACHMENT OF STUDS SHALL BE SUFFICIENT TO DEVELOP THE FULL CAPACITY OF EACH INDIVIDUAL

STUD.

1. SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH AWS D1.1

"STRUCTURAL WELDING CODE", SECTION 7 - STUD WELDING.

5124 SHEAR STUD CONNECTORS

10. CONDUIT SHALL BE ADEQUATELY FASTENED TO DECK TO PREVENT SHIFTING DURING CONCRETE POUR.

9. DO NOT RUN CONDUIT CONTINUOUSLY IN DECK FLUTES.

8. CONDUIT IN CONCRETE SLAB ON METAL DECK SHALL NOT BE SPACED CLOSER THAN 6" O.C. MINIMUM.

7. MAINTAIN 2" MINIMUM COVER OVER CONDUIT AT ALL TIMES, INCLUDING LOCATIONS WHERE CONDUITS

CROSS EACH OTHER. CONDUITS SHALL CROSS AT 90 DEGREES TO EACH OTHER.

6. CONDUIT LOCATED IN SLAB ON METAL DECK SHALL BE NO GREATER THAN 3/4" DIA. AND SHALL BE

GALVANIZED STEEL CONDUIT.

5. BUTTON PUNCHING OF SIDE LAPS IS NOT PERMITTED.

4. SIDE LAPS BETWEEN DECKS SHALL BE WELDED OR FASTENED USING #10 TEK SCREWS AT A MAXIMUM

SPACING OF 36 INCHES, WITH NO LESS THAN 2-#10 TEKS SCREWS PER SIDE LAP SPAN.

3. PROVIDE 5/8" DIAMETER PUDDLE WELDS IN A 36/4 PATTERN AT SUPPORTS, AND AT 12" C/C ALONG EDGE

SUPPORTS.

2. DECK SHALL HAVE DEFORMATIONS TO PROVIDE ADEQUATE MECHANICAL INTERLOCKING BETWEEN DECK

AND CONCRETE FOR COMPOSITE ACTION.

1. SHALL BE GALVANIZED (G60), CORRUGATED STEEL COMPOSITE DECK OF GAGE AND DEPTH INDICATED ON DRAWINGS, CONFORMING TO STEEL DECK INSTITUTE SPECIFICATION FOR COMPOSITE FLOOR DECK.

5310 COMPOSITE STEEL DECK

17. LIGHT GAGE FRAMING CONNECTORS SPECIFIED BY PART NUMBER OR MODEL NAME ARE STANDARD CONNECTORS FABRICATED BY THE STEEL NETWORK (TSN), RALEIGH, N.C., 888-474-4876. CONNECTORS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE LIGHT STEEL FRAMING CONNECTIONS CATALOG (LATEST EDITION) BY THE STEEL NETWORK, USING THE NUMBER/SIZE OF FASTENERS SHOWN IN THESE DRAWINGS. WHERE NUMBER/SIZE IS NOT SHOWN IN THESE DRAWINGS, USE THE FASTENERS SPECIFIED IN THE CATALOG TO OBTAIN THE MAXIMUM CAPACITY OF THE SPECIFIED CONNECTOR. SUBSTITUTION OF GENERIC BENT PLATE LIGHT GAGE CONNECTORS IS NOT ALLOWED WITHOUT DESIGN CALCULATIONS SHOWING EQUAL OR BETTER CAPACITY TO THE SPECIFIED TSN CONNECTOR, PREPARED AND SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER EXPERIENCED IN LIGHT GAGE STEEL CONNECTION

DESIGN.

16. LATERAL BRACING SHALL BE PROVIDED BY USE OF PLYWOOD SHEATHING, GYPSUM SHEATHING, OR BY HORIZONTAL STRAPS OR COLD-ROLLED CHANNELS. BRACING SHALL CONFORM TO SECTION D3 OF THE

AISI SPECIFICATIONS.

15. BRIDGING TO BE SUPPLIED AND INSTALLED PER CFS STUD MANUFACTURER RECOMMENDATIONS (5'-0"

O.C. MAX AND WITHIN 1'-0" OF DEFLECTION TRACKS).

14. STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACK WITH FIRM ABUTMENT AGAINST TRACK WEBS. STUDS SHALL BE ALIGNED OR PLUMBED AND SECURELY FASTENED TO THE FLANGES OF

BOTH TOP AND BOTTOM RUNNER TRACK.

13. ATTACHMENT OF COLLATERAL MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH SELF-DRILLING

SCREWS OR HARDENED SCREW SHANK NAILS.

12. WIRE TYING OF FRAMING MEMBERS IN STRUCTURAL APPLICATIONS SHALL NOT BE PERMITTED.

11. JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS OR WELDING.

10. FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO FIT SQUARELY AGAINST

ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED.

9. REPAIR DAMAGED OR UNCOATED GALVANIZED COATINGS PER ASTM A780.

8. WELDING TO COMPLY WITH COLD-FORMED STEEL ENGINEERS INSTITUTE TECH NOTE 5606-1 - WELDING

COLD-FORMED STEEL.

7. TOLERANCES TO COMPLY WITH ASTM C955.

6. SUBMIT PROPOSED LIGHT GAGE CFS MANUFACTURERS DATA AND LOAD TABLES FOR REVIEW.

5. ATTACHMENTS, CLOSURES, HARDWARE, ETC., SHALL BE AS SHOWN AND/OR IN ACCORDANCE WITH THE

MANUFACTURERS RECOMMENDATIONS.

4. STRUCTURAL LIGHT GAGE CFS FRAMING AND THEIR CONNECTIONS SHALL BE AS DEPICTED ON THE

STRUCTURAL PLANS AND DETAILS.

3. MINIMUM STEEL GRADES (FY): 12 GA (97 MILS), 14 GA (68 MILS); 16 GA (54 MILS) STUDS AND TRACK: 50 KSI;

18 GA (43 MILS), 20 GA (33 MILS) STUDS AND TRACK: 33 KSI.

2. STEEL STUDS, JOISTS, LINTELS, AND RUNNER TRACK MEMBERS SHALL BE OF TYPE SHOWN ON THE DRAWINGS AND SPECIFICATIONS CONFORMING TO ASTM A-446 GRADE C WITH HOT DIPPED GALVANIZED

COATING CONFORMING TO ASTM A525 (CLASS G90).

1. ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE AISI/COFS/NASPEC 2010 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS WITH SUPPLEMENT NO. 2, THE AISI MANUAL COLD-FORMED STEEL DESIGN (2007 EDITION), AISI CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING (2007 EDITION), AISI/COFS/GP-2007 STANDARD FOR COLD-FORMED STEEL FRAMING - GENERAL PROVISIONS (2007 EDITION) AND COLD-FORMED STEEL

ENGINEERS INSTITUTE (CFSEI) PUBLICATIONS, AS MODIFIED OR CLARIFIED HEREIN.

5400 STRUCTURAL COLD-FORMED STEEL (CFS) FRAMING

7. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN

THE STATE OF FLORIDA.

6. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE STEEL STAIR SYSTEM AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE

DRAWINGS.

5. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS.

4. STEEL STAIR SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE DRAWINGS AND IN THE FLORIDA BUILDING CODE, 6th EDITION (2017)/2012 INTERNATIONAL BUILDING

CODE.

3. THE ENGINEERED STAIR SYSTEM SHALL INCLUDE THE STAIRS, LANDINGS, SUPPORT FRAMING, POSTS, HANGERS, AND CONNECTIONS TO THE BUILDING STRUCTURE, UNLESS NOTED OTHERWISE.

CONNECTIONS TO THE BUILDING STRUCTURE SHALL BE COMPATIBLE WITH THE STRUCTURE SHOWN ON

THE CONTRACT DRAWINGS.

2. THE CONFIGURATION OF THE STEEL STAIR SYSTEM SHALL BE AS SHOWN ON THE ARCHITECTURAL

DRAWINGS.

1. ENGINEERED STEEL STAIR SYSTEM AND CONNECTIONS OF SAME TO THIS STRUCTURE SHALL BE

DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA.

5714 STEEL STAIRS

9. AUGERCAST PILE CAPACITIES (UNFACTORED): 75 TONS COMPRESSION, 45 TONS TENSION, 3.75 TONS

LATERAL.

8. WHERE THE PILE CUTOFF IS NEAR THE SURFACE OR ABOVE THE BOTTOM OF THE EXCAVATION. METAL SLEEVES OR CASING OF THE PROPER DIAMETER AND AT LEAST 18 INCHES IN LENGTH SHALL BE PLACED AROUND THE PILE TOPS. (SPECIAL CONDITIONS MAY REQUIRE METAL SLEEVES OF ADDITIONAL LENGTH.)

7. CONTRACTOR IS RESPONSIBLE FOR ENGINEERING COSTS ASSOCIATED WITH REDESIGNS CAUSED BY

IMPROPER PILE LOCATIONS.

6. AN AS-BUILT SURVEY OF PILE LOCATIONS SHALL BE PERFORMED BY A FLORIDA REGISTERED LAND SURVEYOR. PILES SHALL BE LOCATED ON THE AS-BUILT DRAWINGS HORIZONTALLY AND VERTICALLY FROM THE COLUMN CENTERLINES. SUBMIT THE AS-BUILT DRAWINGS TO THE STRUCTURAL ENGINEER

FOR APPROVAL.

5. ADJACENT PILES SHALL NOT BE PLACED UNTIL THE GROUT IN THE PILES HAS SET FOR 24 HOURS IN ORDER THAT THERE WILL BE NO INTER CONNECTION BETWEEN ADJACENT PILES WHILE THE GROUT IS IN

A FLUID STATE.

4. GROUT SHALL BE TESTED IN ACCORDANCE WITH ASTM STANDARDS UTILIZING 2" X 2" CUBES. CUBES

SHALL BE MADE AND CURED IN ACCORDANCE WITH ASTM C109.

3. GROUT SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS OF 4000 PSI. GROUT SHALL HAVE A MAXIMUM FLOW RATE OF 15 SECONDS. SUBMIT PROPOSED MIX

DESIGN WITH RECENT FIELD OR LAB CYLINDER TESTS FOR REVIEW PRIOR TO USE.

2. PILES SHOULD BE REINFORCED AS INDICATED IN TYPICAL PILE CAP DETAILS ON SJ-506.

1. AUGERCAST PILING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES CONTAINED IN THE FOLLOWING GEOTECHNICAL

REPORT REFERENCED ABOVE.

3163 AUGER CAST PILES

B. DESIGN OF THE CONNECTION BETWEEN THE STOREFRONT AND PUNCHED WINDOW FRAMES AND THE

STRUCTURE OR SUPPORTING ELEMENT IS BY THE STOREFRONT/PUNCHED WINDOW CONTRACTOR.

A. FRAMES FOR STOREFRONT AND PUNCHED WINDOWS ARE TO SPAN VERTICALLY TO THE STRUCTURE

ABOVE OR BELOW THE FRAME.

3. STOREFRONT AND PUNCHED WINDOWS

C. SEE THE TYPICAL PERIMETER SUPPORT DETAIL FOR MISCELLANEOUS STEEL REQUIRED AT THE

GRAVITY AND LATERAL SUPPORT LOCATIONS.

B. DESIGN OF THE CONNECTION BETWEEN CURTAIN WALL AND STRUCTURE OR SUPPORTING ELEMENT

IS BY THE CURTAIN WALL CONTRACTOR.

A. CURTAIN WALL IS TO SPAN VERTICALLY WITH GRAVITY AND LATERAL SUPPORTS LOCATED AT EACH

FLOOR.

2. CURTAIN WALL

THE CURTAIN WALL SYSTEM, STOREFRONT, SUNSCREEN, AND PUNCHED WINDOWS ARE TO BE

DESIGNED/ENGINEERED FOR WIND AND GRAVITY LOADS BY THE MANUFACTURER. THIS INCLUDES THE

DESIGN OF THE ELEMENT AND THE CONNECTION TO THE STRUCTURE OR SUPPORTING ELEMENT.

1. GENERAL

8000 EXTERIOR OPENINGS

6. THE CONTRACTOR SHALL BEAR THE COST OF CORRECTING OR REPLACING ALL MATERIALS, SYSTEMS, COMPONENTS, AND/OR WORK THAT DO NOT MEET THE REQUIREMENTS OF THE SPECIAL INSPECTOR.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND SCHEDULING ALL SPECIAL

INSPECTIONS.

J. FOUNDATIONS - CAST DEEP ELEMENTS

I. FOUNDATIONS - SOIL

H. POST INSTALLED ANCHORS

G. MASONRY

F. REINFORCING STEEL

E. CAST-IN-PLACE CONCRETE

D. COLD-FORMED STEEL

C. METAL/DECK

B. WELDING/BOLTING

A. STRUCTURAL STEEL

4. IN ACCORDANCE WITH CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE, SPECIAL INSPECTIONS

ARE REQUIRED FOR THE FOLLOWING MATERIALS, SYSTEMS, COMPONENTS, AND/OR WORK:

3. FREQUENCY AND SCOPE OF SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS AND CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE. SEE SHEET SA-005 FOR

ADDITIONAL INFORMATION.

2. SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL, EOR, AND OWNER FOR

RECORD.

1. SPECIAL INSPECTIONS SHALL BE PERFORMED BY ONE OR MORE AGENCIES APPROVED BY THE VA

RESIDENT ENGINEER.

1070 SPECIAL INSPECTIONS

B. ALUMINUM SUNSCREENS ARE PREFABRICATED ELEMENTS BY THE SUNSCREEN CONTRACTOR THAT RESIST THE WIND LOAD CRITERIA INDICATED IN THESE PLANS IN ADDITION TO SELF WEIGHT.

A. DESIGN OF THE CONNECTION BETWEEN THE SUNSCREEN AND THE SUPPORTING STRUCTURAL ELEMENT

IS BY THE SUNSCREEN CONTRACTOR.