36C24519B0011-004.pdf

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ADDENDUM NO. 1

HVAC UPGRADE FOR

MRI SUITE

LOUIS A. JOHNSON VA MEDICAL CENTER

CLARKSBURG, WEST VIRGINIA

540-18-011

JU BK08/05/2019

CONSULTANTS:

Drawing Title

Approved: Project Director

Project Title:

Location:

Date: Checked: Drawn:

Drawing Number

Building Number

Project Number

Office of Construction and Facilities Management

VA FORM 08-6231

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1 2 3 4 5 6 7 8 9

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B

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FULLY SPRINKLERED

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2000 GEORGETOWNE DRIVE

PH: 724.444.1100

www.pve-llc.com

PVE PROJECT NUMBER:

ARCHITECTS/ENGINEERS:SEAL

6 " o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

WATERFRONT CORPORATE PARK III, SUITE 101

SEWICKLEY, PA 15143

BID DOCUMENTS

161663

FAX: 724.444.1104

1 08/08/2019

GENERAL NOTES

GENERAL NOTES - DIVISION 1

1. ALL CONSTRUCTION WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE MOST RECENT EDITION OF ALL FEDERAL, STATE AND LOCAL REGULATIONS, INCLUDING BUT NOT LIMITED TO THE WEST VIRGINIA BUILDING CODE, AMERICAN INSTITUTE OF

STEEL CONSTRUCTION (AISC), AMERICAN CONCRETE INSTITUTE (ACI) AND THE BRICK INSTITUTE OF AMERICA (BIA). ANY INFORMATION

CONTAINED IN THESE DRAWINGS THAT DIFFERS FROM STANDARD INDUSTRY PRACTICE SHALL BE BROUGHT TO THE ENGINEER'S

ATTENTION PRIOR TO BEGINNING WORK.

2. ALL DETAILS, SECTIONS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR

SITUATIONS, UNO.

3. NO CHANGE IN SIZE, DIMENSION OR POSITION OF STRUCTURAL ELEMENTS SHALL BE MADE WITHOUT THE APPROVAL OF THE

STRUCTURAL ENGINEER OF RECORD.

4. FIELD VERIFY ALL EXISTING CONDITIONS AND INFORMATION CONTAINED ON THESE DRAWINGS AND BRING ANY DISCREPANCIES

TO THE ENGINEER'S ATTENTION IMMEDIATELY BEFORE STARTING CONSTRUCTION AND/OR SUBMITTING SHOP DRAWINGS. ANY

DISCREPANCY BETWEEN THESE PLANS AND THE ACTUAL FIELD CONDITIONS SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND BE

PERFORMED AT NO ADDITIONAL COST.

5. TAKE ALL MEASURES NECESSARY TO PROTECT EXISTING AND NEW UTILITIES AND BUILDINGS AND ASSUME FULL RESPONSIBILITY

FOR ANY DAMAGE DURING CONSTRUCTION. RESTORATION OF DAMAGED AREAS SHALL BE TO THE SATISFACTION OF THE OWNER, AT NO COST TO THE OWNER.

6. ALL MATERIALS USED ON THIS PROJECT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

ALL EQUIPMENT USED ON THIS PROJECT SHALL BE OPERATED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS TO COMPLETE THE SPECIFIED WORK AND

TO ENSURE THAT ALL WORK IS PERFORMED IN A SAFE MANNER TO THEIR WORKERS AS WELL AS THE PUBLIC. ANY MINOR DETAILS NOT

SHOWN, BUT NECESSARY FOR THE PROPER COMPLETION OF THE SPECIFIED WORK SHALL BE DEEMED INCLUDED IN THE WORK AND BE

PERFORMED AT NO ADDITIONAL COST.

8. THE CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS TO THE ENGINEER FOR THEIR APPROVAL FOR ALL WORK SPECIFIED ABOVE.

ANY WORK PERFORMED PRIOR TO RECEIVING APPROVAL FROM THE ENGINEER IS PERFORMED AT THE CONTRACTOR'S RISK AND IF DEEMED

UNACCEPTABLE WILL BE REPAIRED AT NO ADDITIONAL COST TO THE OWNER.

9. DO NOT REPRODUCE ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS FOR RESUBMITTAL AS SHOP DRAWINGS. SHOP

DRAWINGS PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.

10. THESE GENERAL DESIGN AND CONSTRUCTION NOTES ARE INTENDED TO BE INTERPRETED IN COMBINATION WITH THE PROJECT

ARCHITECTURAL AND STRUCTURAL SPECIFICATIONS. IN THE EVENT OF ANY INCONSISTENCY, THE MORE STRINGENT REQUIREMENT SHALL

APPLY. IN THE EVENT OF ANY QUESTION OF INTERPRETATION, THE DECISION OF THE ENGINEER SHALL PREVAIL.

11. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR DIMENSIONS AND LOCATIONS OF

OPENINGS, INSERTS, DEPRESSIONS, EQUIPMENT PADS, DRIPS, REVEALS, FINISHES, AND OTHER SUCH PROJECT REQUIREMENTS NOT

SHOWN ON STRUCTURAL DRAWINGS.

12. SUBMIT DIMENSIONED COORDINATED SHOP DRAWINGS SHOWING THE LOCATIONS OF ALL SLEEVES AND OPENINGS REQUIRED BY

ALL TRADES THROUGH STRUCTURAL ELEMENTS. ANY ADDITIONAL OPENINGS NOT SHOWN ON SHOP DRAWINGS WILL REQUIRE WRITTEN

APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

13. TAKE ALL MEASURES NECESSARY TO PROTECT EXISTING AND NEW UTILITIES AND BUILDINGS AND ASSUME FULL RESPONSIBILITY

FOR ANY DAMAGE DURING CONSTRUCTION. RESTORATION OF DAMAGED AREAS SHALL BE TO THE SATISFACTION OF THE OWNER, AT NO COST TO THE OWNER.

14. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILED INFORMATION REGARDING FINISHES, WATERPROOFING, LOCATIONS OF NON-LOAD BEARING PARTITIONS, EXTERIOR FACE OF BUILDING, ETC.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES AND FOR COORDINATING ALL STAGES AND PHASES OF WORK.

16. MINOR DETAILS NOT USUALLY SHOWN OR SPECIFIED, BUT NECESSARY FOR PROPER CONSTRUCTION OF ANY PART OF THE

WORK SHALL BE INCLUDED.

17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY

PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. ALL NECESSARY SIGNS SHALL BE POSTED WARNING AGAINST

DANGER.

18. THE CONTRACTOR SHALL DO ALL CUTTING, PATCHING, REPAIRING AS REQUIRED TO PERFORM ALL OF THE WORK INDICATED

ON THE DRAWINGS, AND ALL OTHER WORK THAT MAY BE REQUIRED TO COMPLETE THE JOB.

19. ALL WORK TO BE PERFORMED IN AN ORDERLY, CLEAN AND LOGICAL MANNER.

20. ALL WORK SHALL BE PERFORMED BY SKILLED TRADESMEN AND SHALL BE PERFORMED IN A WORKMANLIKE MANNER IN

ACCORDANCE WITH GENERALLY ACCEPTED STANDARDS.

21. THE CONTRACTOR SHALL VISIT THE SITE AND HAVE A FAMILIARITY WITH ALL THE BUILDING CONDITIONS AND SYSTEMS.

22. THE CONTRACTOR SHALL PROVIDE ALL SHORING, BRACING, BARRICADES, TEMPORARY FENCING, PARTITIONS AND

EXCAVATIONS TO ACCOMPLISH ALL OF THE WORK IN AN APPROVED MANNER.THE CONTRACTOR SHALL BE RESPONSIBLE

FOR PROTECTING ALL WORK DURING DEMOLITION AND CONSTRUCTION AGAINST DAMAGE, BREAKAGE, COLLAPSE, DISTORTION

AND MISALIGNMENT. SPACE SHORING TO NOT OVERSTRESS EXISTING SLABS.

23. THE CONTRACTOR SHALL MAINTAIN THE SITE (REMOVE RUBBISH) AND PROTECT THE OWNER’S PROPERTY, PROVIDING SHIELDING AT AREAS ADJOINING THE WORK. SECURE PROPERTY AT THE END OF EACH WORKDAY.

24. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DEMOLITION, REMOVAL, TRANSPORTATION AND DISPOSAL

OF ALL DEBRIS AND CONSTRUCTION MATERIAL RELATED TO THE WORK IN A LEGAL MANNER.

25. DIMENSIONS GOVERN - DRAWINGS ARE NOT TO BE SCALED.

CODES AND STANDARDS

1. THE FOLLOWING CODES AND STANDARDS, INCLUDING ALL SPECIFICATIONS REFERENCED WITHIN, APPLY TO THE DESIGN AND

CONSTRUCTION OF THIS PROJECT:

a. IBC, INTERNATIONAL BUILDING CODE - 2015

b. WEST VIRGINIA BUILDING CODE - 2015

c. ASCE 7-16, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"

d. ACI 318-14, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

e. AISC 360-16, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," JULY 7, 2016

f. AISI S100-12, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", 2012 EDITION

ABBREVIATIONS

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ACIP AUGERED CAST-IN-PLACE PILES

ADD'L ADDITIONAL

AE AIR-ENTRAINED

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATELY

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS

AWS AMERICAN WELDING SOCIETY

B BOTTOM

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BOT BOTTOM

CJP COMPLETE JOINT PENETRATION

CLR CLEAR

CLSM CONTROLLED LOW STRENGTH MATERIAL

CMU CONCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

COORD COORDINATE

COTR CONTRACTING OFFICER'S TECHNICAL

REPRESENTATIVE

db REINFORCING BAR DIAMETER

DIA DIAMETER

DN DOWN

DTLS DETAILS

DWG DRAWING

DWLS DOWELS

EA EACH

EF EACH FACE

EL ELEVATION

ELECT ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

(E) EXISTING

EXP EXPANSION

FT FOOT/FEET

FTG FOOTING

FP FIRE PROTECTION

GALV GALVANIZE

GL GRIDLINE

H HIGH OR HORIZONTAL

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HIGH STRENGTH

HSA HEADED SHEAR ANCHOR

IN INCH(ES)

IP INFLECTION POINT

I.F. INSIDE FACE

JT JOINT

SUBMITTALS

MATERIALS - LITERATURE SAMPLES, MSDS SHEETS, PRODUCT DATA SHEETS, ETC. ON ALL MATERIALS TO BE INSTALLED UNDER THIS CONTRACT

SHALL BE SUBMITTED TO THE ENGINEER FOR THEIR REVIEW AND APPROVAL PRIOR TO USE. IF THE CONTRACTOR INSTALLS ANY MATERIALS PRIOR

TO RECEIVING APPROVAL FROM THE ENGINEER, THEY DO SO AT THEIR OWN RISK. ANY WORK THAT NEEDS TO BE REPLACED FOR THIS REASON

SHALL BE PERFORMED AT NO ADDITIONAL COST TO THE OWNER. THE USE OF ASBESTOS OR MATERIALS CONTAINING ASBESTOS IS PROHIBITED.

IN THE EVENT ANY SPECIFIED MATERIALS CONTAIN ASBESTOS IT SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR APPROPRIATE ACTION.

CONTRACTOR MUST ALSO SUBMIT DETAILED SHOP DRAWINGS FOR ALL WORK TO BE INSTALLED ON THIS PROJECT.

SHOP DRAWINGS - PREPARE PROJECT-SPECIFIC INFORMATION, DRAWN ACCURATELY TO SCALE OF ALL WORK SPECIFIED IN THE CONTRACT DOCUMENTS.

ALL SHOP DRAWINGS MUST BE PREPARED USING AUTOCAD OR OTHER SIMILAR SOFTWARE. HAND DRAWN SKETCHES SHALL

NOT BE ACCEPTABLE, UNLESS SPECIFICALLY PERMITTED BY THE ENGINEER. DO NOT BASE SHOP DRAWINGS ON REPRODUCTIONS OF THE

CONTRACT DOCUMENTS OR STANDARD PRINTED DATA. ALL SHOP DRAWINGS MUST INCLUDE THE FOLLOWING:

a. DIMENSIONS.

b. IDENTIFICATION OF PRODUCTS.

c. FABRICATION AND INSTALLATION DRAWINGS.

d. DESIGN CALCULATIONS (IF APPLICABLE) WITH ENGINEER'S SEAL AND SIGNATURE.

e. COMPLIANCE WITH SPECIFIED STANDARDS.

f. NOTATION OF DIMENSIONS ESTABLISHED BY FIELD MEASUREMENT.

g. RELATIONSHIP TO ADJOINING CONSTRUCTION CLEARLY INDICATED.

h. SEAL AND SIGNATURE OF PROFESSIONAL ENGINEER IF A STRUCTURAL INSTALLATION (I.E. – RAILINGS, HEADER BEAMS, ETC.)

THE ENGINEER WILL REVIEW ALL SUBMITTALS AND PROVIDE A WRITTEN RESPONSE AS SOON AS POSSIBLE, BUT NOT TO EXCEED FOURTEEN (14)

DAYS OF RECEIPT OF SAME. IF THERE ARE SUBMITTALS MADE OF A STRUCTURAL INSTALLATION, THEY MUST BE SIGNED AND SEALED BY A

LICENSED PROFESSIONAL ENGINEER IN THE STATE OF WEST VIRGINIA.

BUILDING LOADS

1. SUPERIMPOSED DEAD LOAD AND LIVE LOADS

a. ROOF LIVE LOAD 20 PSF

2. SNOW LOADS

a. GROUND-ROOF SNOW LOAD, Pg 25 PSF

b. FLAT ROOFSNOW LOAD, Pf 21 PSF

c. MAXIMUM DRIFT LOAD 56 PSF

d. SNOW EXPOSURE FACTOR, Ce 1.0

e. SNOW IMPORTANCE FACTOR, Ig 1.1

f. THERMAL FACTER, Ct @ MRI 1.0

THERMAL FACTER, Ct @ DRIVE THRU 1.2

K KIPS (1000 POUNDS)

kN KILONEWTON kPa KILOPASCAL l LITER

L LENGTH

LBS POUNDS

Ld REINF BAR DEVELOPMENT LENGTH

LLH LONG LEG HORIZ

LLV LONG LEG VERT

LP LOW POINT

LTWT LIGHT WEIGHT

m METER mm MILLIMETER

MAX MAXIMUM

MANUF MANUFACTURER

MECH MECHANICAL

MEP MECH/ELECT/PLUMBING

MIN MINIMUM

MPa MEGAPASCAL

MTL METAL

N NEWTON

NLWT NORMAL WEIGHT

(N) NEW

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

O.F. OUTER FACE

PJP PARTIAL JOINT PENETRATION

PSF POUNDS PER SQAURE FOOT

PSI POUNDS PER SQAURE INCH

PT POST-TENSION

R RISER

REF REFERENCE

REINF REINFORCING OR REINFORCEMENT

REQ'D REQUIRED

SCHED SCHEDULE

SC SLIP CRITICAL

SDI STEEL DECK INSTITUTE

SDL SUPERIMPOSED DEAD LOAD

SEC SECONDS

SIM SIMILAR

SOG SLAB-ON-GRADE

STD STANDARD

SJI STEEL JOIST INSTITUTE

STL STEEL

STRUCT STRUCTURAL

T TOP OR TREAD

T/ TOP OF

TOF TOP OF FOOTING

TOS TOP OF STEEL

THK THICK

TMS THE MASONRY SOCIETY

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V VERTICAL

VERT VERTICAL

VIF VERIFY IN FIELD

W/C WATER-CEMENTITIOUS MATERIAL RATIO

W WIDTH

WD WOOD

WP WORK POINT

WWR WELDED WIRE REINFORCEMENT

STRUCTURAL STEEL - DIVISION 5

1. STRUCTURAL STEEL FABRICATION, ERECTION AND CONNECTION DESIGN SHALL CONFORM TO AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS, UNO:

WIDE FLANGE BEAMS ASTM A992

HSS RECTANGULAR ASTM A500 GR B

ANGLES ASTM A36

MISCELLANEOUS STEEL PLATES ASTM A36

ANCHOR RODS ASTM F1554, GRADE 36, UNO

THREADED RODS ASTM A36

3. BOLTS SHALL BE MINIMUM 3/4" DIAMETER AND SHALL CONFORM TO REQUIREMENTS OF ASTM A325, UNO.

4. WELDING ELECTRODES AND FLUXES SHALL CONFORM TO ONE OF THE SPECIFICATIONS OF THE AMERICAN WELDING SOCIETY LISTED IN

STRUCTURAL WELDING CODE - STEEL, AWS D1.1. ELECTRODES SHALL HAVE A MINIMUM TENSILE STRENGTH OF 70 KSI.

5. IF PARTS JOINED BY FILLET WELDS ARE SEPARATED BY MORE THAN 1/16 IN. THE LEG OF THE FILLET WELD SHALL BE INCREASED BY THE

AMOUNT OF THE ROOT OPENING. ROOT OPENING SHALL NOT EXCEED 3/16 IN.

6. UNLESS OTHERWISE INDICATED ON THE DRAWINGS FILLET WELDS SHALL HAVE A MINIMUM SIZE OF 1/4".

7. GROUT UNDER STEEL PLATES SHALL HAVE A MINIMUM 28 DAY DESIGN COMPRESSIVE STRENGTH OF 7000 PSI.

8. BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS, 3/4" MIN DIAMETER, UNLESS OTHERWISE NOTED, PER ASTM A325X.

HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE TURN-OF-NUT METHOD.

9. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS.

10. FABRICATOR AND ERECTOR SHALL BE CURRENTLY CERTIFIED IN THE AISC QUALITY CERTIFICATION PROGRAM, CATEGORY STD.

11. FABRICATOR MAY SUBMIT ALTERNATIVE CONNECTION DETAIL PER AISC FOR THE FACTORED SHEAR REACTION SHOWN IN SCHEDULE.

IF ALTERNATIVE CONNECTION IS SUBMITTED DURING THE SHOP DRAWING PHASE, ENGINEER OF RECORD MUST VERIFY AND APPROVE

CHANGE.

12. CONNECTIONS TO COLUMNS SHALL HAVE A MAXIMUM ECCENTRICITY OF 3" WITH RESPECT TO THE FLANGE OR WEB AS APPLICABLE.

13. PROVIDE ONE SHOP COAT OF RUST-INHIBITING GRAY PRIMER, 2 MILS DRY THICKNESS ON ALL STRUCTURAL STEEL MEMBERS AND

DECKING EXCEPT AT FIELD WELD LOCATIONS.

14. ALL STRUCTURAL STEEL SHALL BE FIELD PAINTED BLACK.

15. DO NOT FIELD CUT STRUCTURAL STEEL MEMBERS WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

16. DO NOT SPLICE STEEL MEMBERS EXCEPT WHERE SPECIFICALLY DETAILED ON THE DRAWINGS WITHOUT THE WRITTEN APPROVAL OF

THE STRUCTURAL ENGINEER OF RECORD.

17. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SUPPORTS UNTIL ALL PERMANENT BRACING AND FLOOR SLABS ARE IN PLACE.

18. THE CONTRACTOR SHALL PROVIDE ALL REQUIRED MINOR STEEL PIECES OF PLATES, ANGLES, STRUCTURAL STEEL SHAPES AND C

ONNECTIONS NECESSARY TO MAKE THE WORK COMPLETE WHETHER OR NOT SHOWN ON DRAWINGS, WITHOUT ADDITIONAL

COMPENSATION.

19. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SHALL NOT PROCEED WITH THE WORK UNTIL PLANS AND DETAILS HAVE BEEN

FULLY APPROVED.

20. THE CONTRACTOR SHALL NOT REPRODUCE THE CONSTRUCTION DOCUMENTS FOR USE AS SHOP DRAWINGS.

21. THE CONTRACTOR AND SUBCONTRACTORS MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO THE PLANS AND

SPECIFICATIONS. SHOP DRAWINGS THAT ARE SUBMITTED TO THE ENGINEER FOR THEIR REVIEW DO NOT CONSTITUTE, "IN WRITING", UNLESS IT IS BROUGHT TO THE ATTENTION OF THE ENGINEER THAT SPECIFIC CHANGES ARE BEING SUGGESTED. CHANGES TO THE PLANS

AND SPECIFICATIONS BY MEANS OF SHOP DRAWINGS SHALL BE THE RESPONSIBILITY OF THE PERSON INITIATING THE CHANGES.

METAL DECK - DIVISION 5

1. METAL ROOF DECK SHALL BE SUPPLIED PRIME-PAINTED, SIZED PER THE CONFIGURATIONS SPECIFIED ON THE DRAWINGS, MANUFACTURED BY VULCRAFT, OR AN APPROVED EQUIVALENT, AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATION AND STEEL DECK INSTITUTE STANDARDS.

2. STEEL DECK SECTIONS SHALL BE LAP CONNECTED AND ATTACHED TO THE SUPPORTING STRUCTURE AS SPECIFIED ON THE DESIGN DRAWINGS

3. PROVIDE, AS REQUIRED, ALL RIDGE AND VALLEY PLATES, COLUMN CLOSURES, CANT STRIPS, SUMP PLATES AT PIPING PENETRATIONS AND

RECESSED SUMP PANS AT ROOF DRAINS. PROVIDE SUPPLEMENTAL FRAMING AT OPENINGS AS REQUIRED FOR SUPPORT OF THE METAL

DECK. ALL OPENINGS SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE PROTECTION DRAWINGS

4. NO LOADS EXCEEDING 50 POUNDS SHALL BE PERMITTED TO BE HUNG FROM ANY STEEL DECKING. DUCTWORK, PIPING, ETC. SHALL BE HUNG

DIRECTLY FROM STRUCTURAL STEEL, SUPPLEMENTARY MEMBERS OR ANCHORS EMBEDDED IN THE CONCRETE. SUPPLEMENTARY MEMBERS, IF USED, SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER.

5. ALL SURFACES OF DECKING THAT WILL BE EXPOSED IN THE FINISHED STRUCTURE SHALL BE FIELD-PAINTED BLACK.

LIGHT GAUGE (COLD-FORMED) METAL STRUCTURAL FRAMING:

1. CONTRACTOR IS RESPONSIBLE FOR THE DELEGATED DESIGN OF ALL COLD-FORMED METAL FRAMING. STRUCTURAL PROPERTIES OF

FRAMING MEMBERS SHALL BE CALCULATED IN ACCORDANCE WITH REQUIREMENTS OF THE CURRENT AMERICAN IRON AND STEEL

INSTITUTE’S (AISI) “SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”.

2. ALL COLD-FORMED METAL FRAMING MEMBERS SHALL CONFORM TO ASTM A653 WITH A G-60 ZINC COATING. ALL COLD-FORMED

METAL CONNECTIONS SHALL BE G-90.

3. ALL STUDS AND TRACKS SHALL BE 18 GAUGE MINIMUM WITH A MINIMUM YIELD STRENGTH OF 33KSI. PLATES, GUSSETS AND CLIPS

SHALL HAVE MINIMUM YIELD STRENGTH OF 40 KSI AND SHALL HAVE THICKNESS AS REQUIRED FOR SPECIFIC CONDITIONS.

4. ALL LIGHT GAUGE ELEMENTS 16 GAUGE AND HEAVIER SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI, AND ALL ELEMENTS 18

GAUGE AND LIGHTER SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. ALL EXTERIOR FRAMING SHALL BE A MINIMUM OF 18

GAUGE.

5. MAXIMUM STUD SPACING SHALL BE 16” O.C., UNLESS OTHERWISE NOTED.

6. UNLESS OTHERWISE NOTED, STUD MEMBERS SHALL BE MANUFACTURER’S STANDARD “C” SHAPED STUDS/JOISTS OF THE SIZE, FLANGE, WIDTH AND GAUGE REQUIRED BY DESIGN. ALL MEMBERS SHALL HAVE A MINIMUM FLANGE LIP RETURN OF ½” AND SHALL SATISFY THE

MINIMUM PROPERTIES IN ACCORDANCE WITH THE STEEL STUD MANUFACTURER’S ASSOCIATION (SSMA).

7. COLD-FORMED METAL FRAMING SYSTEMS, INCLUDING ALL LOAD-BEARING INTERIOR AND EXTERIOR WALLS, LATERAL SYSTEM ELEMENTS

AND PRE-FABRICATED ROOF TRUSSES SHALL BE DESIGNED BY A QUALIFIED PROFESSIONAL ENGINEER AND SHALL BE INSTALLED IN

ACCORDANCE WITH THE MANUFACTURER’S INSTRUCTIONS AND SHOP DRAWINGS. IT IS THE CONTRACTOR’S RESPONSIBILITY TO DESIGN

AND DETAIL ALL COLD-FORMED STEEL FRAMING AND THEIR CONNECTION TO THE PRIMARY STRUCTURE IN ACCORDANCE WITH THE

CURRENT LOCAL BUILDING CODE AND AISI’S STANDARD SPECIFICATIONS. ALL LIGHT GAUGE MEMBERS SHALL BE DESIGNED PER THE

APPLICABLE CODES AND LOADINGS NOTED WITHIN THE DESIGN CRITERIA SECTION OF THESE GENERAL NOTES

8. LIGHT GAUGE CONTRACTOR IS RESPONSIBLE FOR SUPPLYING SHOP DRAWINGS AND DESIGN CALCULATIONS FOR REVIEW AND

APPROVAL. SHOP DRAWINGS SHALL INDICATE STUDS, JAMBS, POSTS, HEADERS, BRACING, AND OTHER NECESSARY COMPONENTS

REQUIRED FOR CONSTRUCTION. ALL MEMBER SIZES, SHAPES, GAUGES, AND SPACES SHALL BE CLEARLY PROVIDED ALONG WITH

CONNECTIONS AND FASTENERS. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER

LICENESED WITHIN THE PROJECT STATE.

9. COLD-FORMED METAL FRAMING SYSTEM SHALL BE DESIGNED TO ACCOMMODATE CONSTRUCTION TOLERANCES, DEFLECTION OF

BUILDING STRUCTURAL MEMBERS AND CLEARANCES OF INTENDED OPENINGS. PROVIDE DEFLECTION ALLOWANCE IN STUD TRACK

DIRECTLY BELOW BUILDING FRAMING FOR ALL NON-LOAD BEARING WALLS. PROVIDE VERTICAL SLIDE CLIPS AND/OR TRACKS WHERE

REQUIRED FOR ALLOW FOR VERTICAL MOVEMENT AS NOTED. THE MAXIMUM PERMISSIBLE DEFLECTIONS FOR THE FRAMING ARE AS

FOLLOWS:

a. EXTERIOR WALL (MASONRY VENEER) L/600 (HORIZONTAL)

b. EXTERIOR WALL (NON-MASONRY VENEER ) L/360 (HORIZONTAL)-

c. NON-LOAD BEARING EXTERIOR WALL: 1” UP & 1” DOWN (VERTICAL)

10. FRAMING COMPONENTS SHALL BE CUT SQUARELY AND CLEANLY FOR ATTACHMENTS TO PERPENDICULAR MEMBERS OR AS REQUIRED

FOR ANGLULAR ATTACHMENTS.

11. FIELD CUTTING OF LIGHT GAUGE MEMBERS MUST BE DONE WITH SAW OR SHEARS. TORCH CUTTING OF COLD-FORMED MEMBERS IS

STRICTLY PROHIBITED.

12. FASTENING SHALL BE MADE WITH SELF DRILLING SCREWS OR WELDING.

13. FASTENERS SHALL BE COMPATIBLE WITH THE MATERIAL, GAUGE, AND FINISH. WIRE TYING IS PROHIBITED.

14. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS SPECIFICATION D1.3. NO WELDING OF MEMBERS LESS THAN 14 GAUGE IN

THICKNESS IS PERMITTED WITHOUT PRE-APPROVAL OF THE ENGINEER OF RECORD. ALL WELDING SHALL BE PERFORMED BY CERTIFIED

WELDERS WITH ALL WELDS TOUCHED UP WITH ZINC RICH PAINT IN ACCORDANCE WITH ASTM A780.

15. LIGHT GUAGE STEEL FRAMING MEMBERS SHALL BE ATTACHED TO THE BUILDING STRUCTURE AS INDICATED WITHIN THE DETAILS. ALL

ATTACHMENTS AND DESIGNS SHALL BE THE RESPONSIBILITY OF THE LIGHT GAUGE CONTRACTOR.

16. PROVIDE BRIDGING IN ALL NON-LOAD-BEARING CURTAIN WALL STUDS AT A MAXIMUM SPACING OF 60” O.C. LOCATE ONE ROW OF

BRIDGING WITHIN 18” OF THE TOP TRACK WHEN A SINGLE DEEP LEG DEFLECTION TRACK IS USED. SPACE BRIDING IN LOAD BEARING

WALLS AT A MAXIMUM SPACING OF 48” O.C.

17. INSTALL SUPPLEMENTARY FRAMING, BLOCKING, AND BRACING IN METAL FRAMING SYSTEM WHEREVER WALLS OR PARTITIONS ARE

INDICATED TO SUPPORT FIXTURES, EQUIPMENT, SERVICES, CASEWORK, HEAVY TRIM AND FURNISHING AND SIMILAR WORK REQUIRING

ATTACHMENT TO THE WALL OR PARTITION.

18. NO NOTCHING OR COPING OF STUDS IS PERMITTED UNLESS EXPLICITLY SHOWN ON THE DESIGN AND SHOP DRAWINGS. ALL FIELD-CUT

HOLES MUST BE REINFORCED.

19. ALL HEADERS AND BUILT-UP BEAMS SHALL BE CONSTRUCTED OF UNPUNCHED MATERIAL ONLY AND SHALL HAVE APPROPRIATE

INSULATION PLACED IN BUILT-UP MEMBERS THAT ARE INACCESSIBLE UPON COMPLETION OF FRAMING WORK.

20. COORDINATE ALL MECHANICAL OPENINGS AND LOUVERS WITH MEP.

21. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.

CAST-IN-PLACE CONCRETE- DIVISION 3

1. PROVIDE CAST-IN-PLACE CONCRETE FOR EACH CLASS OF CONCRETE SHOWN IN THE CONCRETE MATERIAL SCHEDULE AND AS REQUIRED BY

CONSTRUCTION METHODS AND SCHEDULES.

2. REINFORCING SHALL BE AS FOLLOWS:

a. CONVENTIONAL DEFORMED REINFORCING BARS NOT INDICATED TO BE WELDED - ASTM A615, GRADE 60.

b. CONVENTIONAL DEFORMED REINFORCING BARS INDICATED TO BE WELDED - ASTM A706, GRADE 60.

c. WELDED WIRE REINFORCEMENT - ASTM A185, SUPPLIED IN FLAT SHEETS.

3. CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS, UNO:

a. CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH OR WEATHER - 3 in.

b. REINFORCING IN SLABS & WALLS NOT EXPOSED TO EARTH OR WEATHER - 3/4 in.

c. REINFORCING EXPOSED TO EARTH OR WEATHER

• #5 & SMALLER - 1 1/2 in.

• #6 & LARGER - 2 in.

d. COVER TO STIRRUPS & TIES IN BEAMS & COLUMNS - 1 1/2 in.

4. SPLICE REINFORCING BARS PER ACI 318 WITH CLASS B TENSION LAP SPLICES, UNO. LAP LENGTHS ARE INDICATED IN THE REINFORCING BAR

DEVELOPMENT LENGTH TABLE NOTES.

5. WWR SHALL BE LAP SPLICED PER ACI 318 AND TIED SECURELY.

6. DOWELS SHALL MATCH AND BEE CLASS B TENSION LAP SPLICED WITH THE MAIN REINFORCEMENT, UNO.

7. WHERE REINFORCEMENT IS NOT PROVIDED CONTACT THE STRUCTURAL ENGINEER OR RECORD.

8. FIELD BENDING OF REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE IS NOT PERMITTED UNLESS INDICATED ON THE DRAWINGS OR

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD. REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD.

9. DO NOT WELD REINFORCING UNLESS INDICATED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

10. ALL CONSTRUCTION JOINTS SHALL BE WIRE BRUSHED, CLEANED, AND COATED WITH A BONDING AGENT OR MOISTENED WITH A CEMENT

SLURRY SCRUBBED INTO THE JOINT IMMEDIATELY PRIOR TO PLACING NEW CONCRETE.

11. PROVIDE A WATERSTOP IN ALL WALL AND SLAB CONSTRUCTION JOINTS EXPOSED TO EARTH OR WEATHER, COVERED WITH A WATERPROOF

MEMBRANE AND WHERE INDICATED.

12. CHAMFER ALL EXPOSED CORNERS 3/4 in, UNO.

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