Revised sheets 2024-05-21.pdf

BUILDING DESIGN CRITERIA:

GOVERNING CODE: FLOIDA BUILDING CODE 7th EDITION (2020) IN CONJUNCTION WITH ASCE 7-16.

RISK CATEGORY: IV

FLOOR LIVE LOADS:

F IRS T F LOOR - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10 0 PSF

INTERSTIT IAL SPACE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 PSF

ACCESSIBLE CEILING ----------------------------------------------------------------------------------------------- 10 PSF

LIVE LOAD REDUCTION ----------------------------------------------------------------------------- NONE

WIND LOAD:

ULTIMATE DESIGN WIND SPEED (Vult): ------------------------------------------------------------------- 149 MPH

NOMINAL DESIGN WIND SPEED (Vasd): ------------------------------------------------------------------ 116 MPH

RISK CATEGORY ------------------------------------------------------------------------------------------------------------- IV

WIND EXPOSURE ------------------------------------------------------------------------------------- C

INTERNAL PRESSURE COEFFICIENT-------------------------------------------------------------- +/-0.18

DEMOLITION:

1. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE DEMOLITION

PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF THE EXISTING BUILDING AND ITS

COMPONENT PARTS DURING DEMOLITION AND FUTURE ERECTION. THIS INCLUDES, BUT IS

NOT LIMITED TO, THE ADDITION OF ANY AND ALL TEMPORARY BRACING, GUYS, OR

TIE-DOWNS WHICH MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED, AND SHALL

REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT.

2. THE CONTRACTOR SHALL SUPPORT, BRACE, AND SECURE EXISTING STRUCTURE AS

REQUIRED. CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF THE EXISTING

BUILDING DURING DEMOLITION AND CONSTRUCTION. FIELD VERIFY ALL EXISTING

DIMENSIONS, ELEVATIONS, AND CONDITIONS WHICH AFFECT THE DEMOLITION AND NEW

CONSTRUCTION.

3. THE EXTENT OF THE WORK SHOWN SHALL INCLUDE REMOVAL AND DISPOSAL, OFF SITE, OF

THE ELEMENTS INDICATED WITHIN THESE DEMOLITION DRAWINGS UNO.

4. THE EXISTING STRUCTURE SHALL BE DISASSEMBLED IN A MANNER WHICH DOES NOT

DAMAGE OR DEFORM ANY EXISTING STRUCTURE TO REMAIN. EXISTING SLABS SHALL BE

SAWCUT IN A MANNER WHICH DOES NOT CAUSE THE SLAB SUPPORTING MEMBER TO BE

CUT OR DAMAGED.

5. CONFORM TO ALL APPLICABLE CODES FOR DEMOLITION OF STRUCTURES, SAFETY OF

EXISTING AND ADJACENT STRUCTURES, DUST CONTROL, AND DISPOSAL.

6. USE OF EXPLOSIVES SHALL NOT BE PERMITTED.

7. EXISTING SLABS SHALL BE CORE DRILLED AT RE-ENTRANT CORNERS OF NEW FLOOR

OPENINGS TO PREVENT OVER CUTTING.

8. THE DEMOLISHED STRUCTURE SHALL BE REDUCED TO A WEIGHT AND TRANSPORTED

ACROSS THE EXISTING STRUCTURE IN A MANNER WHICH DOES NOT OVERSTRESS THE

EXISTING BUILDING STRUCTURE.

9. FRAMING SHALL BE REMOVED ONLY AFTER THE LOAD SUPPORTED BY THAT FRAMING IS

REMOVED. THE FRAMING REMOVAL PROCESS SHALL NOT DEFORM OR INDUCE STRESS TO

EXISTING FRAMING TO REMAIN.

CAST-IN-PLACE CONCRETE:

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE

INSTITUTE CODES AND STANDARDS. ACI 301 "STANDARD SPECIFICATIONS FOR

STRUCTURAL CONCRETE" IS HEREBY MADE A PART OF THESE DRAWINGS. ALL CONCRETE

CONSTRUCTION SHALL CONFORM TO ACI 301, EXCEPT AS EXPLICITLY MODIFIED HEREIN.

2. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318, “THE BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE”.

3. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS:

a. BEAMS, JOISTS, AND ELEVATED SLABS - 5000 PSI WITHOUT ENTRAINED AIR FOR ALL

CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO = 0.45 UNLESS SPECIFICALLY

NOTED OTHERWISE.

b. COLUMNS - 6000 PSI WITHOUT ENTRAINED AIR FOR ALL CONCRETE WITH A MAXIMUM

WATER/CEMENT RATIO = 0.45 UNLESS SPECIFICALLY NOTED OTHERWISE.

5. WELDED WIRE FABRIC: ASTM A82 AND A185 FOR SMOOTH STEEL WIRE

6. REINFORCING BARS: ASTM 615, GRADE 60 (U.N.O.) WELDING OR TACK WELDING A615 BARS SHALL NOT BE PERMITTED. PROVIDE #5@12"oc EW IN ALL CAST-IN-PLACE CONCRETE UNO.

7. PROVIDE 6x6-W2.9xW2.9 WWF IN ALL SLABS ON GROUND UNO. USE ONLY FLAT SHEETS.

PLACE WELDED WIRE FABRIC IN SLABS ON GRADE AT 1/3 THE SLAB THICKNESS DOWN FROM

TOP OF SLAB, UNLESS NOTED OTHERWISE.

8. ALL WELDED WIRE FABRIC SHALL BE CHAIRED TO ITS PROPER HEIGHT AND MAINTAINED AT

THE PROPER LEVEL THROUGHOUT THE CONCRETE PLACING OPERATION. LIFTING OF

WELDED WIRE FABRIC WITH A HOOK DURING CONCRETE PLACEMENT SHALL NOT BE

PERMITTED.

9. BEND ALL HORIZONTAL WALL AND BEAM BARS AROUND ALL CORNERS, UNLESS OTHERWISE

NOTED. PROVIDE ACI LAP EACH SIDE.

10. REINFORCING BARS REQUIRED FOR PROPER SUPPORT OF PRINCIPAL REINFORCING SHALL

BE DETAILED AND SUPPLIED BY THE CONTRACTOR WHETHER OR NOT THEY ARE INDICATED

ON THE DRAWINGS. THE MINIMUM BAR SIZE SHALL BE #4 AND THE MAXIMUM SPACING

SHALL BE 36" ON CENTER FOR ALL BARS THAT NEED SUPPORT. WELDED WIRE FABRIC

SHALL NOT BE USED FOR THE SUPPORT OF PRINCIPAL REINFORCING.

11. PROVIDE CORROSION RESISTANT ACCESSORIES SUCH AS GRAY PLASTIC CHAIRS OR

CHAIRS WITH PLASTIC COATED TIPS, IN ALL EXPOSED CONCRETE CONSTRUCTION.

PRECAST CONCRETE CUBES OR SAND PLATE CHAIRS SHALL BE USED FOR THE SUPPORT

OF REINFORCING ON GRADE. CONCRETE BLOCK OR CLAY MASONRY BRICK ARE NOT

PERMITTED.

12. NO CONCRETE SHALL BE PLACED UNTIL THE PROPOSED CONCRETE MIX AND TEST HAVE

BEEN SUBMITTED TO AND REVIEWED BY THE ARCHITECT AND AFTER THE CONTRACTOR

HAS RECEIVED WRITTEN ACKNOWLEDGEMENT.

13. ALL CEMENT SHALL BE TYPE I OR TYPE III, BLENDED CEMENTS SHALL NOT BE USED.

14. CONCRETE SHALL BE DISCHARGED AT THE SITE WITHIN 1 1/2 HOURS AFTER WATER HAS

BEEN ADDED TO THE CEMENT AND AGGREGATES, ADDITION OF WATER TO THE MIX AT THE

PROJECT SITE WILL NOT BE PERMITTED. ALL WATER MUST BE ADDED AT THE BATCH

PLANT. SLUMP MAY BE ADJUSTED ONLY THROUGH THE USE OF ADDITIONAL WATER

REDUCING ADMIXTURE OR HIGH RANGE WATER REDUCING ADMIXTURE.

15. ALL CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CONFORMING TO ASTM

C494, TYPE A, F OR G.

16. CALCIUM CHLORIDE SHALL NOT BE PERMITTED NOR SHALL ANY ADMIXTURE CONTAINING

CALCIUM CHLORIDE BE PERMITTED.

17. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318. SUBMIT DRAWINGS

SHOWING SEQUENCE AND DIRECTION OF POUR TO PERMIT SLAB SHRINKAGE FOR

ENGINEER'S REVIEW.

18. ALL CONSTRUCTION JOINTS BELOW GRADE SHALL HAVE WATERSTOPS, UNLESS NOTED

OTHERWISE.

19. 3/4" CHAMFER FOR EXPOSED EDGES OF CONCRETE UNO.

20. SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL FINISHES OR

TREATMENTS TO CONCRETE.

21. COORDINATE ALL WORK RELATED TO OWNER-SUPPLIED EQUIPMENT OR EQUIPMENT

SUPPLIED BY ANOTHER CONTRACTOR BY USING ONLY CERTIFIED EQUIPMENT DRAWINGS.

22. PROVIDE SAWCUT CONTROL JOINTS IN ALL SLABS ON GRADE. THE MAXIMUM SPACING OF

JOINTS SHALL BE 36 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS, UNLESS

OTHERWISE NOTED.

23. PROVIDE BOND BREAKER BETWEEN MASONRY BEARING WALLS AND ALL CAST-IN-PLACE

CONCRETE SLABS UNO.

24. REINFORCING BAR LAP SPLICES AND ANCHORAGE LENGTH SHALL CONFORM WITH TABLE

MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE AS PROVIDED WITHIN THESE

GENERAL NOTES.

25. TOP LAYER OF REINFORCING STEEL IN SLABS SHALL BE CONSIDERED TOP BARS

REGARDLESS OF THICKNESS OF CONCRETE BELOW THE BARS.

26. CONCRETE SLABS SHALL BEAR A MINIMUM OF 4" ON MASONRY WALLS, UNLESS NOTED

OTHERWISE. CONCRETE BEAMS SHALL BEAR A MINIMUM OF 8" ON MASONRY WALLS,

UNLESS NOTED OTHERWISE.

27. BONDBREAKER MATERIAL SHALL BE 30 POUND FELT PAPER.

28. CONCRETE FIELD QUALITY CONTROL:

a. THE OWNER SHALL EMPLOY A TESTING LABORATORY TO TAKE AND TEST CONCRETE

CYLINDERS, PERFORM SLUMP TESTS, PERFORM TESTS FOR AIR CONTENT, AND TO

PERFORM STRENGTH TESTS IN ACCORDANCE WITH ASTM C39.

b. MINIMUM OF THREE CYLINDERS SHALL BE TAKEN FOR EACH 50 CU YD OF CONCRETE

OR FRACTION THEREOF FOR EACH STRENGTH AND TYPE OF CONCRETE BEING CAST

THAT DAY.

c. NO CONCRETE SHALL BE PLACED THAT DOES NOT MEET SLUMP OR AIR CONTENT

REQUIREMENTS. ALL TESTS FOR AIR CONTENT SHALL BE MADE BY THE PRESSURE

METHOD. SLUMP TESTS SHALL BE TAKEN AT EACH 20 CU YD OF CONCRETE BEING

PLACED.

d. SLUMP EXCEEDING THE SPECIFIED MAXIMUM, WHEN OCCURRING IN 2 CONSECUTIVE

TESTS MADE ON DIFFERENT PORTIONS OF THE SAME SAMPLE, WILL BE CAUSE FOR

REJECTION OF THAT TRUCKLOAD AND SHALL BE REPORTED TO THE A/E

IMMEDIATELY. THE REPLACEMENT OF SUCH CONCRETE WITH THE SPECIFIED

CONCRETE SHALL BE DONE AT NO ADDITIONAL EXPENSE TO THE OWNER.

e. THE CONCRETE TEST REPORTS SHALL CONTAIN THE FOLLOWING INFORMATION:

CONCRETE SUPPLIER, QUANTITY OF CONCRETE REPRESENTED, LOCATION OF ALL

SAMPLES TAKEN, STRENGTH REQUIREMENT IN PSI AT 28 DAYS, LIST OF ALL

MATERIALS USED (QUANTITY, AND BRAND OR SOURCE), ACTUAL SLUMP, ACTUAL AIR

CONTENT PERCENT BY VOLUME, AIR TEMPERATURE, CONCRETE TEMPERATURE,

WEATHER, CYLINDER WEIGHT AS RECEIVED, AIR_DRIED UNIT WEIGHT FOR

LIGHTWEIGHT CONCRETE, DATE MOLDED, NUMBER OF DAYS ON JOB SITE, DATE

TESTED, TEST RESULTS FOR 7 AND 28 DAYS AGE, AND ANY OTHER INFORMATION

NECESSARY TO EVALUATE TESTS. TWO COPIES OF THESE REPORTS SHALL BE SENT

DIRECTLY TO THE A/E OR THE OWNER.

REINFORCING BAR CLEARANCE TABLE

1/3 SLAB THICKNESS

FROM TOP OF SLAB

CONCRETE CAST AGAINST & PERMANENTLY

EXPOSED TO EARTH OR MUD SLAB

CLEARANCELOCATION

SLABS ON GRADE (WWF)

3"

GENERAL CONDITIONS:

1. SEE ARCHITECTURAL DRAWINGS FOR OTHER PERTINENT INFORMATION RELATED TO

STRUCTURAL WORK AND COORDINATE AS REQUIRED. CONTRACTOR SHALL COORDINATE

STRUCTURAL DRAWINGS WITH ALL OTHER DRAWINGS WITHIN THE CONTRACT DOCUMENTS.

2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND CONDITIONS

RELATED TO EXISTING CONSTRUCTION, EXISTING SERVICES, AND THE SITE BEFORE

BEGINNING WORK.

3. CONSTRUCTION LOADS SHALL NOT EXCEED DESIGN LIVE LOADS. THE CONTRACTOR SHALL

BE RESPONSIBLE FOR ALL DESIGN REQUIRED TO SUPPORT CONSTRUCTION EQUIPMENT

USED IN CONSTRUCTING THIS PROJECT. ALL EQUIPMENT SUPPORT DESIGN SHALL BE

PERFORMED BY AN ENGINEER LICENSED IN THE STATE OF THE PROJECT. SHORING AND

RESHORING IS THE RESPONSIBILITY OF THE CONTRACTOR.

4. IF MATERIALS, QUANTITIES, STRENGTHS, OR SIZES INDICATED BY THE DRAWINGS OR

SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES, THE BETTER QUALITY

AND/OR GREATER QUANTITY, STRENGTH, OR SIZE INDICATED, SPECIFIED OR NOTED SHALL

BE PROVIDED.

5. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE FOLLOWING ITEMS THAT WILL NOT BE

REVIEWED BY THE OWNER, ARCHITECT OR ENGINEER.

a. DEVIATIONS FROM CONTRACT DOCUMENTS.

b. DIMENSIONS, ELEVATIONS, AND CONDITIONS TO BE CONFIRMED AND CORRELATED AT

THE SITE.

c. FABRICATION PROCESS INFORMATION.

d. MEANS, METHODS, TECHNIQUES, PROCEDURES OF CONSTRUCTION, AND

CONSTRUCTION SAFETY.

e. COORDINATION OF THE WORK OF ALL TRADES.

f. QUALITY ASSURANCE SUBMITTALS.

6. THE INFORMATION SHOWN ON THE ARCHITECTURAL AND STRUCTURAL

CONSTRUCTION DOCUMENTS IS BASED ON ASSUMPTIONS OF THE EXISTING

BUILDING CONSTRUCTION. ORIGINAL CONSTRUCTION DOCUMENTS WERE NOT

AVAILABLE FOR THE PREPARATION OF THESE DOCUMENTS. THE CONTRACTOR IS

TO NOTIFY THE A/E IF CONDITIONS DIFFERING FROM THOSE STATED ARE

UNCOVERED IN THE DEMOLITION PROCESS.

7. ANY CHANGES TO THE STRUCTURAL SYSTEMS SHALL BE REDESIGNED BY A

PROFESSIONAL ENGINEER AT NO COST TO THE OWNER OR THE A/E AND SUBMITTED TO

THE A/E FOR REVIEW. SUBMITTAL SHALL BE ACKNOWLEDGED IN WRITING BEFORE

BEGINNING CONSTRUCTION. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL SUCH

CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE PARTY MAKING

THE CHANGE TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE A/E.

8. CONTRACTOR IS RESPONSIBLE TO UNCOVER AND VISUALLY FIELD VERIFY THE

EXISTING CONSTRUCTION PRIOR TO THE START OF ANY WORK AFFECTING THE EXISTING

STRUCTURE. CONTRACTOR IS TO REPORT ANY CHANGES OR DISCREPANCIES FROM

THOSE SHOWN TO THE A/E.

STRUCTURAL STEEL:

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

AISC AND OTHER RELATED CODES, STANDARDS AND SPECIFICATIONS LISTED IN THE

PROJECT SPECIFICATIONS, EXCEPT AS MODIFIED THEREIN OR ON THE DRAWINGS.

2. THE CONTRACTOR IS RESPONSIBLE FOR ALL MISCELLANOUS/ORNAMENTAL STEEL NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

3. STRUCTURAL STEEL:

a. ASTM A992 Fy = 50 KSI FOR ROLLED STEEL WIDE FLANGE SHAPES

b. ASTM A36 Fy = 36 KSI FOR PLATES, BARS, RODS, CHANNELS, ANGLES UNO

c. ASTM A53 TYPE E OR S, GRADE B FOR STEEL PIPE

d. ASTM A500 GRADE C FOR HSS TUBING

4. HIGH STRENGTH BOLTS: ASTM A325 OR A490, 3/4” DIAMETER MINIMUM UNO

5. ANCHOR RODS: ASTM F1554, GRADE 36 UNO

6. WORK STRUCTURAL DRAWINGS WITH ARCHITECTURAL, HVAC, PLUMBING, FIRE

PROTECTION & ELECTRICAL DRAWINGS FOR CLEARANCES, ATTACHMENTS, ETC.

7. ALL FABRICATION AND ERECTION WORK SHALL BE PERFORMED BY AISC CERTIFIED

FABRICATORS AND ERECTORS.

8. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE

AMERICAN WELDING SOCIETY, AWS D1.1 AND SHALL BE PERFORMED BY CERTIFIED

WELDERS IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY STANDARDS.

PROVIDE MINIMUM 1/4" FILLET WELD, UNO.

9. CONTRACTOR SHALL ASSUME THAT ANY MODIFICATIONS TO EXISTING STEEL FRAMING

SHALL REQUIRE AN ABATEMENT OF EXISTING LEAD PAINT IN CONFORMANCE WITH LOCAL

CODES.

10. PROVIDE ANGLE WALL ANCHORS, PER PART 4, AISC MANUAL OF STEEL CONSTRUCTION,

FOR BEAMS BEARING ON MASONRY WALLS. ANGLE ANCHORS SHALL BE WELDED TO

BEAMS.

11. CONNECTIONS: WELD OR BOLT CONNECTIONS, AS INDICATED:

a. CONNECTIONS NOT DETAILED ON THE DRAWINGS SHALL CONFORM TO THE

REQUIREMENTS OF THE CITED AISC SPECIFICATION.

b. WHERE THE REACTION VALUES OF BEAMS ARE NOT SHOWN ON THE DRAWINGS, EACH END CONNECTION SHALL BE DESIGNED TO SUPPORT 55% OF THE TOTAL

UNIFORM LOAD CAPACITY DERIVED FROM THE ASD VALUE OF THE TABLES

AND FORMULA OF THE MAXIMUM TOTAL UNIFORM LOAD IN PART 3, FOURTEENTH

EDITION, OF THE AISC MANUAL OF STEEL CONSTRUCTION FOR THE GIVEN MEMBER

SIZE, SPAN, AND YIELD STRENGTH. COMPOSITE BEAM CONNECTIONS MUST

DEVELOP 75% OF THE TOTAL BEAM ALLOWABLE UNIFORM LOAD CAPACITY, AS

GIVEN IN THE AISC TABLES BASED ON SIZE, SPAN, & YIELD STRENGTH.)

c. THE MINIMUM LENGTH OF CONNECTION ANGLES SHALL BE EQUAL TO ONE-HALF THE

DEPTH OF THE MEMBER TO BE SUPPORTED.

d. ONE-SIDED CONNECTIONS WILL NOT BE PERMITTED, UNLESS SPECIFICALLY

DETAILED ON THE DRAWINGS OR SEALED DESIGN CALCULATIONS ARE SUBMITTED

WITH THE SHOP DRAWINGS.

e. THE MINIMUM NUMBER OF BOLTS IN BOLTED CONNECTIONS SHALL BE TWO (2)

BOLTS.

f. MINIMUM 1/4” FILLET WELD SHALL APPLY UNLESS NOTED OTHERWISE.

g. MINIMUM SIZE OF CLIP ANGLE SHALL BE 3x3x5/16” UNLESS NOTED OTHERWISE.

12. UTILIZE THROUGH PLATES FOR ALL CONNECTIONS TO TUBES AND PIPES UNLESS SHOWN

OTHERWISE.

13. TRUSS AND BRACING MEMBER CONNECTIONS SHALL BE DESIGNED FOR THE FORCES

INDICATED ON THE DRAWINGS.

14. TYPICAL CONNECTION DETAILS INDICATED ON THE STRUCTURAL DESIGN DRAWINGS

SHALL DICTATE THE FORM AND GEOMETRY OF THE CONNECTIONS. THE FABRICATOR

SHALL DETERMINE OR VERIFY TYPE, SIZE AND NUMBER OF BOLTS, PLATE

THICKNESS AND SIZES, WELD SIZES AND LENGTHS, AND ALL REQUIRED INFORMATION NOT

SPECIFIED ON THE TYPICAL CONNECTION DETAILS.

15. THE DESIGN OF ALL STEEL CONNECTIONS (EXCEPT PREDESIGNED CONNECTIONS THAT

HAVE BEEN ENGINEERED ON THESE DRAWINGS) SHALL BE PERFORMED UNDER THE

DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE

PROJECT, EMPLOYED BY THE FABRICATOR. THE FABRICATOR'S REGISTERED

PROFESSIONAL ENGINEER SHALL SUBMIT COMPLETE DESIGN CALCULATIONS FOR EACH

CONNECTION. SUCH CALCULATIONS SHALL SHOW DETAILS OF THE ASSEMBLED JOINT

WITH ALL BOLTS AND WELDS REQUIRED.

16. ALL DESIGN CALCULATIONS SHALL BE SEALED BY THE FABRICATOR'S PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF [OHIO]. SHOP DRAWINGS SUBMITTED WITHOUT

COMPLETE DESIGN CALCULATIONS WILL NOT BE REVIEWED.

17. WELDING ELECTRODES SHALL BE E-70XX OR BETTER. FOR WELDING SYMBOLS WITH NO

LENGTH DIMENSION GIVEN, THE WELDING SHALL BE CONTINUOUS BETWEEN ABRUPT

CHANGES IN DIRECTION.

18. UTILIZE SLIP CRITICAL BOLTS AT ALL MOMENT CONNECTIONS, HANGING CONNECTIONS,

BRACING CONNECTIONS, AND COLUMN SPLICES.

19. CAMBER INDICATED ON DRAWINGS SHALL BE THE AMOUNT OF CAMBER IN THE MEMBER

FOLLOWING ERECTION.

20. ALL STRUCTURAL STEEL MEMBERS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED

UNLESS NOTED OTHERWISE. THIS INCLUDES BUT IS NOT LIMITED TO MASONRY LINTELS

AND SHELF ANGLES, INCLUDING BEARING PLATES AND ANCHOR BOLTS, AND ANY OTHER

ITEM LISTED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS.

21. UNLESS NOTED OTHERWISE, ALL PIPE AND TUBE COLUMNS SHALL BE SEAL WELDED WITH

CLOSURE PLATES TO BE AIR TIGHT. ARCHITECTURAL PIPES AND TUBULAR BEAMS SHALL

BE PROVIDED WITH 3/8" DIAMETER WEEP HOLES.

22. LOCATION OF ANCHOR RODS SHALL BE CONFIRMED BY A LICENSED SURVEYOR BEFORE

ERECTION OF STEEL.

23. COLUMNS AND BEAMS WITH BASE, CAP OR END PLATES SHALL HAVE SQUARE CUT OR

MILLED ENDS.

24. THE FRAMING SHALL BE ERECTED TRUE AND PLUMB. TEMPORARY BRACING SHALL BE

PROVIDED AND SHALL REMAIN IN PLACE UNTIL THE LATERAL BRACING SYSTEM IS IN PLACE

AND CONNECTIONS OF ALL MEMBERS ARE FINAL AND ALL DECK IS COMPLETELY ERECTED,

WELDED AND SCREWED IN PLACE.

25. NON-METALLIC, NON-SHRINK, NON-STAINING GROUT UNDER ALL COLUMN BASE PLATES,

BEAM BEARING PLATES, AND EQUIPMENT SHALL CONSIST OF A PREMIXED PRODUCT

COMPLYING WITH ALL REQUIREMENTS OF ASTM C1107, ASTM C827, AND ASTM C109. 8000

PSI MINIMUM COMPRESSIVE STRENGTH.

26. HEADED SHEAR CONNECTORS SHALL BE MADE FORM STEEL CONFORMING TO ASTM A108,

TYPE B, GRADE 1010 THROUGH 1020.

27. STUD TYPE EXPANSION ANCHORS SHALL BE CARBON STEEL (UNLESS NOTED OTHERWISE

ON DRAWINGS) CONFORMING TO THE REQUIREMENTS OF THE MANUFACTURER'S

SPECIFICATIONS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS. SEE DRAWINGS FOR LOCATIONS AND TYPE.

28. ALL STRUCTURAL STEEL MEMBERS (BEAMS AND COLUMNS) ADJACENT TO OR BUILT INTO

MASONRY CONSTRUCTION SHALL BE PROVIDED WITH 12 GAUGE GALVANIZED WELD-ON

CHANNEL SLOTS AND 3/16 x 1 1/4 HOOKED GALVANIZED ANCHORS, SPACED 16" ON CENTER

VERTICALLY AND 24" ON CENTER HORIZONTALLY, MAXIMUM.

29. ALL DISSIMILAR METALS TO BE SEPARATED BY ELECTROLYTIC SEPARATORS.

30. DO NOT PAINT:

a. SURFACES OF CONNECTIONS INDICATED AS SLIP CRITICAL.

b. SURFACES OF CONNECTIONS TO BE FIELD WELDED.

c. SURFACES TO RECEIVE HEADED SHEAR CONNECTIONS.

d. MEMBERS TO BE EMBEDDED IN CONCRETE OR MASONRY.

e. SURFACES TO RECEIVE SPRAYED ON INSULATION.

f. MEMBERS TO BE GALVANIZED.

31. TESTING OF STRUCTURAL STEEL

a. THE OWNER SHALL ENGAGE AN INDEPENDENT TESTING AND INSPECTION AGENCY, TO INSPECT HIGH-STRENGTH BOLTED CONNECTIONS AND WELDED CONNECTIONS, AND TO PERFORM TESTS AND SUBMIT TEST REPORTS. THE CONTRACTOR SHALL

REMAIN SOLELY RESPONSIBLE FOR ALL WORK PERFORMED, REGARDLESS OF THE

DEGREE OF INSPECTION PROVIDED BY THE OWNER.

b. THE TESTING AGENCY SHALL CONDUCT AND INTERPRET THE TESTS, STATE IN EACH

REPORT WHETHER THE TEST SPECIMENS COMPLY WITH THE CONTRACT

DOCUMENTS, AND SPECIFICALLY STATE ANY DEVIATIONS. REPORTS SHALL BE

DELIVERED TO THE A/E ON A TIMELY SCHEDULE.

c. PROVIDE ACCESS FOR THE TESTING AGENCY TO PLACES WHERE STRUCTURAL

STEEL WORK IS BEING FABRICATED OR PRODUCED AND PROVIDE INFORMATION,

SPACE, AND FACILITIES FOR CHECKING SHOP DRAWINGS SO REQUIRED INSPECTION

AND TESTING CAN BE ACCOMPLISHED. THE STEEL FABRICATOR SHALL INFORM THE

OWNER WHEN FABRICATION IS TO START AND SCHEDULE THE SHOP DRAWINGS TO

FOLLOW IN ORDER OF FABRICATION OF THE MEMBERS.

d. THE TESTING AGENCY MAY INSPECT STRUCTURAL STEEL AT THE PLANT BEFORE

SHIPMENT; HOWEVER, THE A/E RESERVES THE RIGHT TO REJECT MATERIAL NOT

COMPLYING WITH SPECIFIED REQUIREMENTS.

e. CORRECT DEFICIENCIES IN STRUCTURAL STEEL WORK WHICH INSPECTIONS AND

LABORATORY TEST REPORTS INDICATE ARE NOT IN COMPLIANCE WITH

CONSTRUCTION DOCUMENTS. PERFORM ADDITIONAL TESTS, AT CONTRACTOR'S

EXPENSE, AS MAY BE NECESSARY TO RECONFIRM ANY DEVIATION OF THE ORIGINAL

WORK, AND WHICH MAY BE NECESSARY TO SHOW COMPLIANCE OF CORRECTED

WORK.

32. SHOP AND FIELD BOLTED CONNECTIONS

a. INSPECT IN ACCORDANCE WITH AISC SPECIFICATIONS A325.

33. WELDING: SHOP AND FIELD

a. INSPECT AND TEST DURING FABRICATION OF STRUCTURAL STEEL ASSEMBLIES.

b. CERTIFY WELDERS AND CONDUCT INSPECTIONS AND TESTS AS REQUIRED.

RECORD TYPES AND LOCATIONS OF ALL DEFECTS FOUND IN THE WORK. RECORD

WORK REQUIRED AND PERFORMED TO CORRECT DEFICIENCIES. THE SHOP

WELDING SHALL BE INSPECTED AT FIT-UP AS WELL AS AFTER WELDING

COMPLETION.

c. PERFORM VISUAL INSPECTION OF ALL WELDING. SUCH INSPECTION SHALL BE MADE

WHILE THE OPERATORS ARE MAKING THE WELDS AND AGAIN AFTER THE WORK IS

COMPLETED. AFTER THE WELDING IS COMPLETED, WELDS SHALL BE HAND OR

POWER WIRE BRUSHED AND CLEANED BEFORE THE INSPECTOR MAKES THE CHECK

INSPECTION. WELDS SHALL BE INSPECTED WITH MAGNIFIERS UNDER STRONG,

ADEQUATE LIGHT FOR SURFACE CRACKING, POROSITY, SLAG INCLUSIONS,

EXCESSIVE ROUGHNESS, UNFILLED CRATERS, GAS POCKETS, UNDERCUTS,

OVERLAPS, SIZE, SUFFICIENT THROAT AND CONCAVITY. WELD AREAS CONTAINING

DEFECTS SHALL BE REPAIRED AND REINSPECTED AT NO ADDITIONAL EXPENSE TO

THE OWNER.

34. PERFORM TESTS ON FULL PENETRATION WELDS USING ONE OF THE METHODS LISTED

BELOW:

a. LIQUID PENETRANT INSPECTION: ASTM E165.

b. MAGNETIC PARTICLE INSPECTION: ASTM E109; PERFORMED ON THE ROOT PASS

AND ON THE FINISHED WELD. CRACKS OR ZONES OF INCOMPLETE FUSION OR

PENETRATION ARE NOT ACCEPTABLE.

c. RADIOGRAPHIC INSPECTION: ASTM E94 AND ASTM E142; MINIMUM QUALITY LEVEL "2_2T".

d. ULTRASONIC INSPECTION: ASTM E164.

35. IF THE RATE OF ACCEPTABILITY OF WELDS IS POOR OR DECREASES SIGNIFICANTLY

DURING A PROJECT, THE A/E MAY REQUIRE INSPECTION OF WELDS PREVIOUSLY NOT

INSPECTED. THE CONTRACTOR SHALL PROVIDE ACCESS AND REASONABLE CONDITIONS

TO INSPECT SUCH WELDS AT NO EXPENSE TO THE OWNER.

PRECAST CONCRETE:

1. PRECAST CONCRETE SHALL CONFORM TO THE LATEST AMERICAN CONCRETE INSTITUTE

AND THE PRESTRESSED CONCRETE INSTITUTE CODES AND STANDARDS. PCI-MNL 116 AND

THE CONTRACT DOCUMENTS.

2. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE IN 28 DAYS SHALL BE 5000 PSI.

3. PRECAST UNITS MAY BE EITHER NORMAL WEIGHT CONCRETE OR LIGHT WEIGHT

CONCRETE.

4. ALL CONCRETE USED IN THE PRECAST UNITS SHALL CONTAIN AN AIR ENTRAINING

ADMIXTURE CONFORMING TO ASTM C260. THE AMOUNT SHALL BE 6% ± 1%.

5. ALL CEMENT SHALL BE TYPE I OR TYPE III. CONFORMING TO ASTM C150.

6. WATER REDUCING, RETARDING, ACCELERATING, AND HIGH RANGE WATER REDUCING

ADMIXTURE SHALL CONFORM WITH ASTM C494.

7. AGGREGATES SHALL CONFORM WITH ASTM C33 OR C330. MAXIMUM SIZE OF COARSE

AGGREGATE SHALL BE 1".

8. WATER SHALL BE POTABLE AND FREE FROM FOREIGN MATERIALS HARMFUL TO CONCRETE

AND EMBEDDED STEEL.

9. REINFORCING BARS: A615 GRADE 60 KSI YIELD STRENGTH, UNLESS NOTED OTHERWISE.

WELDING OR TACK WELDING A615 REINFORCING STEEL SHALL NOT BE PERMITTED.

10. REINFORCING BARS FOR WELDED APPLICATION SHALL CONFORM WITH A706, 60KSI YIELD

STRENGTH.

11. PRESTRESSING STRAND: ASTM A416, GRADE 270, UNCOATED, 7 WIRE STRESS RELIEVED

STRAND.

12. WELDED WIRE FABRIC: ASTM A185.

13. GROUT SHALL BE A MIXTURE OF PORTLAND CEMENT, SAND, AND WATER SUFFICIENT FOR

PLACEMENT AND HYDRATION.

14. BEARING PADS: KOROLATH MULTIMONOMER PLASTIC BEARING STRIP FOR PRECAST PLANK

BEARING (OR APPROVED EQUAL).

15. ALL STEEL FOR CONNECTIONS SHALL BE STAINLESS STEEL ASTM A666 TYPE 304.

STAINLESS STEEL BOLTS SHALL BE EQUIVALENT TO A36 IN STRENGTH AND WELDS SHALL

BE IN ACCORDANCE WITH AWS D1.1. CONTINUOUS OR SPOT STRUT TYPE INSERTS

COMPLETE WITH SPRING, NUT AND BOLT SHALL ALL BE STAINLESS STEEL.

16. HEADED STUDS SHALL CONFORM TO ASTM A108 AND MUST BE IN END STUD WELDED TO

STEEL MEMBERS USING A STUD GUN.

17. ALL CONNECTIONS SHALL BE DESIGNED SO AS NOT TO BE EXPOSED TO WEATHER NOR TO

VIEW FROM THE EXTERIOR.

18. MINIMUM WALL REINFORCING SHALL BE IN ACCORDANCE WITH ACI - 318.

19. TOLERANCES FOR THE PRECAST UNITS SHALL CONFORM WITH THE PRESTRESSED

CONCRETE INSTITUTE SPECIFICATIONS.

20. OPENINGS FOR MECHANICAL AND ELECTRICAL ITEMS SHALL BE CORE DRILLED THROUGH

HOLLOW CELLS ONLY, PROVIDE ADDITIONAL REINFORCEMENT AS REQUIRED. COORDINATE

LOCATIONS OF OPENINGS WITH MECHANICAL AND ELECTRICAL CONTRACTORS.

21. PRECAST MANUFACTURER SHALL PROVIDE REQUIRED HEADERS FOR ALL FRAMED

OPENINGS.

22. COMPLY WITH ARCHITECTURAL DRAWINGS FOR LOCATION EXTENT OF SPECIAL FINISHES

AND TREATMENTS TO PRECAST CONCRETE.

23. SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF THE PROJECT FOR REVIEW. SHOP DRAWINGS

FOR ALL MEMBERS AND CONNECTIONS MUST ACCOMPANY THE CALCULATIONS.

24. PRECAST UNITS SHORTER THAN TEN FEET SHALL BE REINFORCED WITH REBAR FOR LOAD

CAPACITY. COORDINATE LOCATION AND SIZE OF ALL OPENINGS REQUIRED FOR

MECHANICAL AND ELECTRICAL TRADES. PRECAST MANUFACTURER SHALL PROVIDE

HEADERS REQUIRED FOR FRAMED OPENINGS AND BLOCKOUTS. PRECAST MANUFACTURER

SHALL SUBMIT CALCULATIONS STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF

OHIO ADDRESSING ALL OPENING CONDITIONS GREATER THAN 12" SQUARE. SEE

MECHANICAL AND ARCHITECTURAL DRAWINGS FOR OPENING LOCATIONS AND SIZES.

25. THE PRECAST CONCRETE MANUFACTURING PLANT SHALL BE CERTIFIED BY THE

PRESTRESSED CONCRETE INSTITUTE, PLANT CERTIFICATION PROGRAM, PRIOR TO THE

START OF PRODUCTION.

26. REINFORCING PATTERNS FOR ALL RAKERS, BEAMS, PLANKS, COLUMNS, WALLS, TUBS,

TREADS AND RISERS MUST BE PROPERLY DESIGNED, SIZED, AND SPACED BY PRECAST

CONTRACTOR. SEE SPECIFICATIONS FOR DESIGN SUBMITTAL REQUIREMENTS.

27. DESIGN CRITERIA: IN ADDITION TO THE OVERALL BUILDING DESIGN LIVE LOADS THE

PRECAST UNITS MUST INCLUDE THE FOLLOWING SUPERIMPOSED LOADS:

a. TOPPING SLABS - [25 PSF]

b. MASONRY WALLS - [SEE PLAN]

c. CONCESSION/TOILET ROOF - [SEE PLAN]

d. MECHANICAL/EQUIPMENT - [SEE PLAN]

SUPERIMPOSED DEAD LOAD AND LIVE LOADS ARE AS SHOWN ON PLANS. TOPPING

THICKNESS HAS BEEN SET AT 2" PLANK END BEARING. TOPPING TAPERS (DUE TO PLANK

CAMBER) TO A MINIMUM OF 1" AT MIDSPAN PRECAST CONCRETE PLANK WITH CAMBER

GREATER THAN 1" WILL BE REJECTED.

28. SEE ARCH, STRUCTURAL, HVAC, PLUMBING & FIRE PROTECTION DWGS FOR THE VARIOUS

LAYOUTS AND LOCATIONS OF SPECIFIC IMPOSED ITEMS.

29. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL FINISHES

OR TREATMENTS TO EXPOSED PRECAST CONCRETE.

30. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, AS REQUIRED, DURING THE

ERECTION OF PRECAST UNITS.

31. EMBEDDED PLATES SHALL BE GALVANIZED ASTM A123 (UNO).

32. THE TOP SURFACE OF PRECAST PLANKS SHALL BE INTENTIONALLY ROUGHENED TO

RECEIVE BONDED TOPPING.

33. FOR BONDED TOPPING SLAB CAST IN PLACE SEE CONCRETE NOTES.

34. FOR PRECAST ROOFS NOT INTENDED TO RECEIVE A TOPPING SLAB, PRECASTER SHALL

PROVIDE A SURFACE SUITABLE FOR ROOFING. PRECASTER SHALL COORDINATE WITH

ROOFING CONTRACTED FOR REQUIREMENTS.

MINIMUM TENSION DEVELOPMENT AND LAP

SPLICE LENGTH SCHEDULE FOR 60KSI

DEFORMED BARS ON 6000PSI NORMAL WEIGHT

CONCRETE

BAR TYPE

BAR SIZE

BEAM & GIRDER OTHER

COLUMN (S > 3db)

COLUMN (2db < S < 3db)

FOUNDATION BOTTOM

FOUNDATION OTHER

BEAM & GIRDER BOTTOM 12''

SLAB OTHER

WALL HORIZONTAL

WALL VERTICAL CATEGORY 1

WALL VERTICAL CATEGORY 2

SLAB BOTTOM

13''

#3

12''

12''

16''

21''

#4

14''

18''

15''

14''

23''

26''

#5

19''

24''

21"

14''

18''

33''

31''

#6

31''

40''

33''

22''

27''

#7

39''

50''

42''

26''

34''

#8

48''

58''

52''

29"

38''

#9

58''

65''

64''

35''

45''

#10

69''

72''

72''

41''

54''

#11

12''

12''

12''

12''

12''

12''

12''

12''

12''

13'' 20'' 26'' 31'' 45'' 51'' 58'' 65''

72''

72''

45'' 51" 58'' 65''

45'' 51" 58'' 65'' 72''

15'' 21" 33'' 42'' 52'' 64'' 72''12''12''

STANDARD HOOK 9'' 11'' 14'' 16'' 18'' 21'' 23'' 27'' 29"

13'' 21'' 26'' 31'' 45'' 51" 58'' 65'' 72''

13'' 21'' 26'' 31'' 45'' 51" 58'' 65'' 72''

1.

2.

3.

4.

5.

6.

7.

8.

9.

NOTES:

MINIMUM TENSION DEVELOPMENT LENGTH CAN BE OBTAIN BY DIVIDING VALUES IN SCHEDULE OVER 1.3

VALUES IN SCHEDULE SHALL BE MULTIPLIED BY 1.2 FOR EPOXY COATED DEFORMED BARS

BOTTOM BAR TYPE IS DEFINED AS:

OTHER BAR TYPE IS DEFINED AS: ANY BAR OTHER THAN BOTTOM BAR

S > 3db IS DEFINED AS:

2db < S < 3db IS DEFINED AS:

IF LAP SPLICE OCCURS ON DIFFERENT BAR SIZES, PROVIDE LAP LENGTH FROM SMALLER

BAR BUT NOT LESS THAN

DEVELOPMENT LENGTH OF LARGER BAR.

REFER TO APPROPRIATE SCHEDULE WHEN CONCRETE STRENGTH OR REINFORCING

STRENGTH IS OTHER THAN PROVIDED

VALUES IN THIS SCHEDULE CAN BE USE FOR HIGHER CONCRETE STRENGTHS

S-001 U.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

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INDICATES AREA OF SLAB TO BE RAISED 2" TO MATCH THE EXISTING SLAB HEIGHT

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INDICATES EXISTING STRUCTURAL ELEMENTS

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INDICATES NEW STRUCTURAL ELEMENTS

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LEGEND

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INDICATES AREAS OUT OF SCOPE

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VA FORM 08-6231

AutoCAD SHX Text Office of Construction and Facilities Management

AutoCAD SHX Text strollo & strollo 718 Virginia Drive Orlando, FL. 32803 T: (407) 423-5355 F: (407) 422-5994

AutoCAD SHX Text

EXPAND PRIMARY CARE AT LAKE NONA (EAST)

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JANUARY 11, 2024

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1 AND 2

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KEY PLAN N.T.S.

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REFERENCED

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ARCHITECT/ENGINEERS:

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13800 VETERANS WAY, ORLANDO, FL. 32827

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CONSTRUCTION DOCUMENTS 100% FINAL SUBMISSION

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FULLY SPRINKLERED

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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 [PRIMER PAINTED] OR [GALVANIZED].

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

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VA FORM 08-6231

AutoCAD SHX Text Office of Construction and Facilities Management

AutoCAD SHX Text strollo & strollo 718 Virginia Drive Orlando, FL. 32803 T: (407) 423-5355 F: (407) 422-5994

AutoCAD SHX Text

EXPAND PRIMARY CARE AT LAKE NONA (EAST)

AutoCAD SHX Text

JANUARY 11, 2024

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1 AND 2

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KEY PLAN N.T.S.

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REFERENCED

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CONSULTANTS:

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ARCHITECT/ENGINEERS:

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AutoCAD SHX Text Approved: Project Director

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13800 VETERANS WAY, ORLANDO, FL. 32827

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CONSTRUCTION DOCUMENTS 100% FINAL SUBMISSION

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FULLY SPRINKLERED

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LEVEL: 3, 4 AND 5

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CLINIC

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HOSPITAL

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CLINIC

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HOSPITAL

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TRUE

LEVEL 3, AREA B2 PLAN - EXISTING FLOOR FRAMING

1/8" = 1'-0"

S-101

FRAMING PLAN NOTES

U.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

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EXISTING EXPANSION JOINT

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EXISTING CONC. JST. TYP.

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EXISTING CONC. JST. TYP.

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EXISTING CONC. JST. TYP.

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EXISTING CONC. JST. TYP.

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EXISTING TO REMAIN

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EXISTING TO REMAIN

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NEW CONC. COLUMN SEE SCHEDULE, S-603, TYP. (3) THIS LEVEL

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AutoCAD SHX Text S-602

AutoCAD SHX Text TYPICAL TOP OF SLAB ELEVATION AT LEVEL 3 = +41'-4". ALL OTHER ELEVATIONS ON THIS PLAN ARE REFERENCES AS + OR - FROM THIS TYPICAL TOP OF SLAB ELEVATION

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AutoCAD SHX Text UNLESS SHOWN ON PLAN, NO OPENINGS ARE PERMITTED WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

AutoCAD SHX Text PROVIDE EMBED PLATES FOR PRECAST PANELS PER SECTION 1 ON SHEET S-502 AS REQUIRED.

AutoCAD SHX Text PROVIDE EMBEDDED CONTINUOUS ANGLE FOR METAL PANEL AND CURTAIN WALL SYSTEMS PER SECTION 10 ON SHEET S-501 AS REQUIRED.

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INDICATES AREA OF SLAB TO BE RAISED 2" TO MATCH THE EXISTING SLAB HEIGHT

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ALL STRUCTURAL ITEMS THIS LEVEL ARE EXISTING TO REMAIN

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INDICATES EXISTING STRUCTURAL ELEMENTS

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INDICATES NEW STRUCTURAL ELEMENTS

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LEGEND

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AutoCAD SHX Text 2" CONCRETE TOPPING SLAB SHALL BE R/W TUF-STRAND-SF MICROFIBERS (OR APPROVED EQUAL) APPLIED AT A RATE OF 3 LBS/CY.

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INDICATES AREAS OUT OF SCOPE

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LEVEL 3, AREA B2 FLOOR FRAMING PLAN - RENOVATION - STRUCTURAL

AutoCAD SHX Text S-101

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REFERENCED

AutoCAD SHX Text one eighth inch = one foot

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AutoCAD SHX Text three inches = one foot

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AutoCAD SHX Text 6"

AutoCAD SHX Text one and one half inches = one foot

AutoCAD SHX Text one inch = one foot

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AutoCAD SHX Text 6"

AutoCAD SHX Text 6"

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AutoCAD SHX Text three quarters inch = one foot

AutoCAD SHX Text one half inch = one foot

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AutoCAD SHX Text three eighths inch = one foot

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AutoCAD SHX Text one quarter inch = one foot

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VA FORM 08-6231

AutoCAD SHX Text Office of Construction and Facilities Management

AutoCAD SHX Text strollo & strollo 718 Virginia Drive Orlando, FL. 32803 T: (407) 423-5355 F: (407) 422-5994

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EXPAND PRIMARY CARE AT LAKE NONA (EAST)

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JANUARY 11, 2024

AutoCAD SHX Text 675-100

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1 AND 2

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KEY PLAN N.T.S.

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REFERENCED

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BB

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STAMP

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AutoCAD SHX Text Revisions:

AutoCAD SHX Text Date

AutoCAD SHX Text

CONSULTANTS:

AutoCAD SHX Text

ARCHITECT/ENGINEERS:

AutoCAD SHX Text Drawing Title

AutoCAD SHX Text Approved: Project Director

AutoCAD SHX Text Project Title

AutoCAD SHX Text Location

AutoCAD SHX Text

13800 VETERANS WAY, ORLANDO, FL. 32827

AutoCAD SHX Text Date

AutoCAD SHX Text Checked

AutoCAD SHX Text Drawn

AutoCAD SHX Text Drawing Number

AutoCAD SHX Text Building Number

AutoCAD SHX Text Project Number

AutoCAD SHX Text

CONSTRUCTION DOCUMENTS 100% FINAL SUBMISSION

AutoCAD SHX Text

FULLY SPRINKLERED

AutoCAD SHX Text Phase

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text F

AutoCAD SHX Text E4

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AutoCAD SHX Text P-W

AutoCAD SHX Text P-E

AutoCAD SHX Text A1

AutoCAD SHX Text A2

AutoCAD SHX Text A3

AutoCAD SHX Text A4

AutoCAD SHX Text B1

AutoCAD SHX Text B2

AutoCAD SHX Text

LEVEL: 3, 4 AND 5

AutoCAD SHX Text

CLINIC

AutoCAD SHX Text

HOSPITAL

AutoCAD SHX Text

CLINIC

AutoCAD SHX Text

HOSPITAL

AutoCAD SHX Text

TRUE

AutoCAD SHX Text

TRUE

LEVEL 4, AREA B2 FRAMING PLAN - RENOVATION - STRUCTURAL

S-103

FRAMING PLAN KEY NOTES

FRAMING PLAN NOTES

U.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

AutoCAD SHX Text

AutoCAD SHX Text 4'

AutoCAD SHX Text 8'

AutoCAD SHX Text 16'

AutoCAD SHX Text 32'

AutoCAD SHX Text

SCALE 1/8" = 1'-0"

AutoCAD SHX Text

DB

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DC

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DD

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DE

AutoCAD…