Revised sheets 2024-05-28.pdf

4 5 z h

WALL ELEVATION

STEEL JOISTS

1. DETAIL, FABRICATE, AND ERECT STEEL JOISTS IN ACCORDANCE WITH THE LATEST SJI, AISC, AWS, AND OTHER CODES AND STANDARDS AND CONTRACT DOCUMENTS.

2. PROVIDE BRIDGING IN ACCORDANCE WITH THE LATEST SJI SPECIFICATIONS. END OF

BRIDGING LINES SHALL BE ANCHORED TO MASONRY WALLS, CONCRETE WALLS, OR STEEL

BEAMS. ALL BRIDGING SHALL BE WELDED TO JOISTS IN SUCH A MANNER AS TO NOT IMPAIR

THE STRUCTURAL INTEGRITY OF THE JOISTS.

3. WELD ALL STEEL JOISTS TO SUPPORTING STRUCTURAL STEEL MEMBERS AS SHOWN ON

THE DRAWINGS, AND ACCORDING TO SJI AS MINIMUM.

4. ALL JOISTS SHALL HAVE STANDARD MINIMUM CAMBER IN ACCORDANCE WITH SJI

STANDARD SPECIFICATIONS.

5. ALL "K" SERIES JOISTS SHALL HAVE A MINIMUM BEARING LENGTH ON STEEL BEAMS OF 3"

AND A MINIMUM BEARING LENGTH ON MASONRY OR CONCRETE OF 4".

6. ALL "LH" SERIES JOISTS SHALL HAVE A MINIMUM BEARING LENGTH ON STEEL BEAMS OF 5"

AND A CAPS BEARING LENGTH ON MASONRY OR CONCRETE OF 6".

7. WHEN THE MINIMUM BEARING LENGTH OF THE JOIST CANNOT BE ACHIEVED DUE TO

BUTTING JOISTS, THE JOISTS SHALL BE STAGGERED.

8. EXTEND ALL JOISTS 2" MINIMUM PAST CENTERLINE OF THE SUPPORTING MEMBER, WHEN

THERE ARE JOISTS ON ONLY ONE SIDE OF THE SUPPORTING MEMBER UNO.

9. THE JOIST PANEL POINTS FOR THE FULL WIDTH OF EACH BAY MUST LINE UP WITH EACH

OTHER WITHIN A TOLERANCE OF 1"±.

10. JOISTS SHALL BE ERECTED STRAIGHT. SWEEPS SHALL BE A MAXIMUM OF 1" MEASURED AT

THE CENTER.

11. NO LOADS SHALL BE HUNG FROM THE JOIST BRIDGING.

12. ANY LOADS SUPPORTED FROM THE JOIST BOTTOM CHORD MUST BE ATTACHED WITHIN 6"

OF A PANEL POINT. (SUCH AS SPRINKLER HANGERS)

13. STEEL JOISTS SHALL BE PRIME PAINTED WITH RUST INHIBITIVE PAINT MEETING FEDERAL

SPECIFICATION TT-P-636. PAINT DRY FILM THICKNESS PER MANUFACTURER STANDARDS.

14. WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL

STEEL MEMBERS, A BAR JOIST WITH BOTTOM CHORD EXTENDED SHALL BE FIELD BOLTED

TOP AND BOTTOM TO COLUMNS TO PROVIDE LATERAL STABILITY.

15. ALL STEEL JOISTS SHALL HAVE A CEILING EXTENSION PROVIDED IN THE AREAS WHERE

CEILINGS ARE HUNG OR DIRECTLY ATTACHED TO THE JOIST.

16. NET UPLIFT = SEE COMPONENTS AND CLADDING TABLE OF THESE GENERAL NOTES. ADD

BOTTOM CHORD BRIDGING AT FIRST PANEL POINT AT EACH END OF JOISTS.

17. PROVIDE FULL BEARING UNDER JOIST SEATS FOR SLOPPING SUPPORT MEMBERS.

PROVIDE SHIMS OR BEARING SEAT UNDER JOIST, AS REQUIRED, TO ACHIEVE FULL JOIST

BEARING.

STEEL DECK

1. DETAIL, FABRICATE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST STEEL

DECK INSTITUTE SPECIFICATIONS, AWS AND CONTRACT DOCUMENTS. DECK SHALL

CONFORM TO "BASIC DESIGN SPECIFICATIONS" AS ADOPTED BY THE STEEL DECK

INSTITUTE.

2. ROOF DECK PROFILE SHALL CONFORM TO FACTORY MUTUAL REQUIREMENTS.

3. ROOF DECK SHALL BE MANUFACTURED FROM STEEL CONFORMING TO ASTM A611 GRADE C,

D OR E, GR 33 OR HIGHER.

4. COMPOSITE FLOOR DECK SHALL BE MANUFACTURED FROM STEEL CONFORMING TO ASTM

A653-94, GR 33 OR HIGHER.

5. COMPOSITE FLOOR DECK SHALL BE GALVANIZED & CONFORM TO ASTM A924-94, CLASS

G-90.

6. ROOF DECK SHALL BE OR GALVANIZED G90.

7. ROOF DECK SHALL BE CONNECTED TO SUPPORTING STRUCTURAL STEEL MEMBERS WITH A

[36/4] PATTERN WITH [5/8"] DIAMETER PUDDLE WELDS WITH THE FIRST AND LAST RIBS OF

EACH SHEET WELDED TO THE SUPPORTS. SIDELAPS SHALL BE SCREWED WITH #10 SELF

TAPPING SCREWS AT 36” ON CENTER.

8. COMPOSITE FLOOR DECK SHALL BE CONNECTED TO SUPPORTING STRUCTURAL STEEL

MEMBERS WITH A [36/4] PATTERN WITH [3/4"] DIAMETER PUDDLE WELDS WITH THE FIRST

AND LAST RIB OF EACH SHEET WELDED TO THE SUPPORTS. SIDELAPS SHALL BE SCREWED

WITH #10 SELF TAPPING SCREWS AT 36” ON CENTER.

9. DECK SHALL INCLUDE ANY MISCELLANEOUS CLOSURE PIECES, POUR STOPS, DRAIN SUMP

PANS, REINFORCING AROUND OPENINGS, ETC., REQUIRED TO MAKE A COMPLETE JOB.

MISCELLANEOUS ITEMS SHALL BE GALVANIZED G90.

10. NO LOADS SHALL BE HUNG FROM THE ROOF DECK.

11. ALL DECK LIGHTER THAN 22 GA SHALL USE WELDING WASHERS FOR CONNECTION OF

DECK TO STEEL SUPPORT.

12. PLACE DECK UNITS ON SUPPORTING STEEL FRAMEWORK IN LENGTHS TO SPAN 4 OR MORE

SUPPORTS (3 SPANS). LAP ENDS OF DECK NOT LESS THAN 2". SIDE LAP INTERLOCKS SHALL

NOT BE STRETCHED OR CONTRACTED. DECK SHALL BEAR A MINIMUM OF 3" ON SUPPORTS.

13. MAXIMUM SIZE OF OPENINGS IN DECK WITHOUT STRUCTURAL FRAMING SUPPORT SHALL

NOT EXCEED 10". OPENINGS GREATER THAN 10" MUST HAVE STRUCTURAL SUPPORT ON

ALL SIDES OF THE OPENING.

14. FOR SLOPING DECK PROVIDE CONTINUOUS SHIMS, AS REQUIRED TO ACHIEVE FULL DECK

BEARING ON SUPPORTING MEMBERS.

15. DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

ROOF DECK: FLOOR DECK:

I= 0.155 IN4 I= 0.489 IN4

S= 0.186 IN3 S= 0.409 IN3

16. TESTING OF STEEL DECK AND HEADED STUDS.

a. THE OWNER SHALL ENGAGE AN INDEPENDENT TESTING AND INSPECTION AGENCY

TO CERTIFY THE WELDS BEING PLACED CONFORM TO THE CONTRACT DOCUMENTS.

TO CERTIFY THAT THE WELDS CONFORM, THEY MUST BE MEASURED FOR SIZE, HIT

WITH A HAMMER TO DETERMINE THEIR SOUNDNESS, AND VISUALLY INSPECTED FOR

ANY BURN_OUTS. AS THE PROJECT PROGRESSES, THE TESTING LABORATORY

SHALL SUBMIT WRITTEN REPORTS TO THE A/E OR OWNER ON THE QUALITY OF

WELDING BEING DONE. THE OWNER SHALL PAY FOR THESE REPORTS.

b. HEADED STUD SHEAR CONNECTORS SHALL BE INSPECTED FOR SIZE AND CORRECT

PLACEMENT IN ACCORDANCE WITH CONFORMING SHOP DRAWINGS AND CONTRACT

DOCUMENTS. STUDS SHALL BE VISUALLY INSPECTED FOR FULL FUSION OR A FULL

360 DEG. FLASH (WELD FILLET). IF INSPECTION REVEALS INCORRECT SIZE OR

PLACEMENT, THE STUDS SHALL BE REMOVED AND REPLACED WITH NEW STUDS OF

THE PROPER SIZE AND CORRECTLY PLACED. IF VISUAL INSPECTION REVEALS

STUDS THAT DO NOT SHOW FULL FUSION OR A FULL 360 DEG. FLASH (WELD FILLET)

EACH STUD SHALL BE BENT BY STRIKING WITH A HAMMER OR BY PLACING A PIPE

OVER THE STUD AND MANUALLY BENDING APPROXIMATELY 15 DEG. OFF

PERPENDICULAR IN A DIRECTION OPPOSITE TO MISSING FLASH. IF THE WELD OR

STUDS DO NOT FRACTURE, THE STUD SHALL BE CONSIDERED ACCEPTABLE AND

LEFT BENT. STUDS THAT FAIL THIS TEST SHALL BE REPLACED.

c. ANY WELDING OR STUDS FOUND UNSATISFACTORY SHALL BE CORRECTED BY THE

CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER.

COLD FORMED LIGHT GAGE STEEL FRAMING

1. ALL COLD FORMED FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST

AMERICAN IRON AND STEEL INSTITUTE (AISI) “SPECIFICATION FOR DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS”.

2. ALL COLD FORMED STEEL FRAMING SHALL BE GALVANIZED CONFORMING TO ASTM A653.

3. COLD FORM STEEL MEMBER 16 GA. OR THICKER SHALL BE FORMED FROM 50 KSI YIELD

STRENGTH STEEL. COLD FORMED MEMBERS THINNER THAN 16 GA. SHALL BE FORMED

FROM 33KSI YIELD STRENGTH STEEL.

4. SCREW OR WELD ALL CONNECTIONS. TOUCH UP ALL WELDS WITH ASTM A924 ZINC RICH

PAINT.

5. AXIALLY LOADED STUDS SHALL BE INSTALLED SO THE ENDS POSITIONED AGAINST THE

INSIDE OF THE RUNNER TRACK WEB PRIOR TO FASTENING AND SHALL BE ATTACHED TO

BOTH FLANGES OF THE UPPER AND LOWER RUNNER TRACKS.

6. DIAGONAL STRAP BRACING SHALL BE CONNECTED TO ALL CROSSING VERTICAL MEMBERS.

7. SUGGESTED MEMBER SIZES INDICATED ON DRAWINGS ARE BASED ON DIETRICH

INDUSTRIES 1 5/8” FLANGE CSJ SECTION PROPERTIES. ALTERNATE MANUFACTURERS ARE

PERMITTED PROVIDED THEY MATCH OR EXCEED SPANNING DIETRICH SECTION

PROPERTIES AND MEMBER CAPACITIES.

8. THE CONTRACTOR SHALL SUBMIT CALCULATIONS, CONNECTIONS, AND SHOP DRAWINGS

STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE

THE PROJECT IS LOCATED.

9. COLD FORMED LIGHT GAGE STEEL TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH

AISI “COLD FORMED STEEL FRAMING - TRUSS DESIGN”. BOTTOM CHORD OF ROOF TRUSSES

SHALL BE DESIGNED FOR A 10 PSF DEAD LOAD AND A 20 PSF LIVE LOAD IN ATTIC

LOCATIONS.

10. TRUSS LAYOUT AND PROFILES INDICATED ON THE DRAWINGS ARE SHOWN FOR SCHEMATIC

INFORMATION ONLY. ACTUAL DESIGN AND LAYOUT SHALL BE THE RESPONSIBILITY OF THE

TRUSS MANUFACTURER.

11. TRUSS MANUFACTURER SHALL SUBMIT CALCULATIONS, CONNECTIONS, AND SHOP

DRAWINGS STAMPED AND SIGNED BY THE DESIGN ENGINEER REGISTERED IN THE PROJECT

STATE. DESIGN NOTES TO INCLUDE THE RATED LOAD CAPACITY OF THE CONNECTORS

USED TO SECURE THE MEMBERS, SHOP DRAWINGS ARE TO INDICATE LOCATIONS,

CONFIGURATION SPACING, AND SIZES OF MEMBERS TO BE USED.

SPECIAL INSPECTIONS

1. THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER FBC SECTION

1704 [IBC SECTION 1704]. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR

CERTIFIED BY THE GOVERNING MUNICIPALITY WHERE THE PROJECT IS LOCATED TO

PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF

INSPECTIONS AND TESTING SHALL BE AS OUTLINED IN THE FBC [IBC] TABLE ITEMS

LISTED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR.

SUMMARY REPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT,

CONTRACTOR, BUILDING OFFICIAL AND STRUCTURAL ENGINEER. SEE THE SPECIFICATIONS

FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING.

SECTION 1705.2.1 PER AISC 360 - CHAPTER NSTRUCTURAL STEEL

CONCRETE

MASONRY

ITEMS REQUIRING

VERIFICATION AND INSPECTION

CONSTRUCTION

MATERIAL

TABLE 1705.3

TABLE 1705.4

SOILS TABLE 1705.6 ALL ITEMS

PER TMS 402 / ACI 530 / ASCE5 AND

TMS602 / ACI 530.1 / ACSE6

ALL ITEMS, EXCEPT 9A, 9B, 10 AND 11

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

(PER FBC CHAPTER 17)

APPLICABLE FBC

SECTION/TABLE

SECTION 1705.2.2 PER SDI QA/QCCOLD FORMED STEEL DECK

SECTION 1705.2.3 ALL ITEMSOPEN WEB STEEL JOIST

AND JOIST GIRDERS

SECTION 1705.2.4 ?COLD FORMED STEEL TRUSSES

SPANNING 60 FEET OR GREATER

NOTES 9A, 9B, 10 REFERS TO

PRESTRESSED CONCRETE

NOTE 11 REFERS TO POST

TENSIONED CONCRETE

SECTION 1705.5.2METAL PLATE CONNECTED WOOD

TRUSSES SPANNING 60 FEET OR

GREATER

1 2

3 3

2a 2a 2a

2a

ROOF PLAN

5 5

11 4

2a

2a

2a

S-002U.S. Department of Veterans Affairs

MES Group, Inc.

550 North Reo Street, Suite 203 Tampa, FL, 33609 t: (813) 289-4700 Nicholas Stephenson

COMMISSIONING AGENT:

SGM Engineering 935 Lake Baldwin Lane Orlando, FL 32814 t: (407) 767-5188 f: (407) 767-5772 Osborn Engineering

15 W. Church Street, Suite 201 Orlando, Florida 32801-3350

407-630-6253 ENGINEERING

OSBORN

STRUCTURAL GENERAL

NOTES