250915_PERMIT_SET_-_PH_REC_CENTER_-_STRUCTURAL_S&S.pdf

GENERAL STRUCTURAL NOTES

GENERAL NOTES:

1. CONTRACTOR IS RESPONSIBLE FOR AND SHALL VERIFY AND COORDINATE ALL

DIMENSIONS AND DETAILS BEFORE PROCEEDING WITH WORK. ANY DISCREPANCIES

SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND ENGINEERS.

2. DETAILS SHOWN IN ANY SECTION APPLY TO ALL SIMILAR SECTIONS AND CONDITIONS

UNLESS NOTED OTHERWISE.

3. CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT ALL WORK IN PROGRESS

UNTIL THE BUILDING IS COMPLETED.

4. ALL STRUCTURAL ITEMS FOR THIS PROJECT HAVE BEEN DESIGNED IN

ACCORDANCE WITH APPROPRIATE PROVISIONS OF EACH OF THE

FOLLOWING:

A. THE FLORIDA BUILDING CODE, (EIGHTH EDITION) 2023.

B. ACI STANDARD 318-19 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.

C. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402-16).

D. AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF

STRUCTURAL STEEL FOR BUILDINGS" 360-16.

E. ASCE 7-22 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES".

F. 2020 ICC 500 ICC/NSSA STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM

SHELTERS.

5. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE

SPECIFICATIONS AND THE ARCHITECTURAL AND MECHANICAL DRAWINGS. IF THERE IS A

DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO

NOTIFY THE ARCHITECT PRIOR TO PERFORMING WORK.

6. IN CASE OF CONFLICT BETWEEN TYPICAL DETAILS, PROJECT SECTIONS, AND/OR DETAILS, THE MOST STRINGENT CONDITION SHALL APPLY.

7. ALL DIMENSIONS MUST BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND WITH

EQUIPMENT MANUFACTURER (I.E. WINDOW, DOOR, AIR HANDLER, ETC.). CONTRACTOR

MUST OBTAIN AN ARCHITECTURAL DIRECTIVE IN CASE OF ANY CONFLICT. REFER TO

ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN IN STRUCTURAL DRAWINGS.

8. ROOFTOP EQUIPMENT ANCHORAGE & OUTDOOR RACK MOUNTED EQUIPMENT

ANCHORAGE. ALL ROOF TOP EQUIPMENT CURBS, ROOF TOP MECHANICAL EQUIPMENT,

EQUIPMENT TIE DOWNS, AND CONNECTIONS OF ALL EQUIPMENT TO OUTDOOR RACKS OR

BUILDING STRUCTURE FOR WIND LOADING ARE TO BE DESIGNED AND ENGINEERED BY A

REGISTERED SPECIALTY ENGINEER RETAINED BY THE MECHANICAL EQUIPMENT

SUPPLIER. SIGNED AND SEALED DRAWINGS AND CALCULATIONS ARE TO BE SUBMITTED

TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. THE EQUIPMENT

MANUFACTURER SHALL PROVIDE THE ATTACHMENT OF THE UNIT TO THE STRUCTURE

AND SUBMIT TO THE ENGINEER LOADS, LOCATIONS, AND METHODS OF ATTACHMENT. THE

STRUCTURAL ENGINEER WILL MAKE PROVISIONS IN THE DESIGN OF THE PRIMARY

STRUCTURAL FRAME TO ACCOMMODATE THE LOADS AND ATTACHMENTS SUBMITTED BY

THE MANUFACTURER.

9. ALLOWANCES FOR THIS PROJECT:

A. 25 CUBIC YARDS OF 4,000 PSI STRUCTURAL CONCRETE.

B. 2 TONS REINFORCED STEEL.

C. 2 TONS STRUCTURAL STEEL FRAMING.

D. ALLOWANCES SHALL INCLUDE ALL COST OF MATERIALS AND LABOR.

E. CONTRACTOR SHALL GIVE CREDIT TO OWNER FOR ANY UNUSED PORTION OF THIS

ALLOWANCE AT THE END OF THE PROJECT.

CONCRETE AND REINFORCING:

1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ACI "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE, ACI-318".

2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTHS AS

INDICATED BELOW:

CONCRETE MAX WATER TYPE

STRENGTH CEMENT RATIO AGGREGATE LOCATION USED

5000 PSI 0.42 STONE CONCRETE U.N.O.

4000 PSI 0.45 STONE FOUNDATIONS

3000 PSI 0.52 STONE SLAB ON GRADE

3. IN CASE A LIGHT WEIGHT MIX IS SPECIFIED, THE STRENGTH AND WATER CEMENT RATIO

SHOULD BE AS INDICATED IN THE TABLE ABOVE.

4. STRUCTURAL LIGHT WEIGHT CONCRETE SHOULD HAVE A DENSITY BETWEEN 80 PCF

AND 115 PC.

5. ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, NEW BILLET STEEL,

DEFORMED BARS, CONFORMING TO ASTM A-615, GRADE 60. ALL BARS SHALL BE

SECURELY SUPPORTED AND WIRED IN PLACE. PRIOR TO POURING CONCRETE. ALL

REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706.

6. ALL WELDED WIRE FABRIC (W.W.F.) IN FLAT SHEETS ONLY AND SHALL CONFORM TO

ASTM A-185.

7. UNLESS NOTED, ALL BARS MARKED CONTINUOUS SHALL BE SPLICED AT ALL LAP

POINTS AND CORNERS AND DEVELOPED AT NON-CONTINUOUS ENDS AS PER TYPICAL

DETAILS. SPLICE CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AND SPLICE

CONTINUOUS BOTTOM BARS AT SUPPORTS.

8. CONCRETE COVER FOR REINFORCING BARS SHOWN IN TYPICAL DETAILS.

9. UNLESS NOTED, TEMPERATURE REINFORCING (ASTM A-615-60) TO BE 0.0018 X

CONCRETE AREA.

10. PROVIDE #4 @ 12" O.C., WITH STANDARD HOOK, TOP BARS IN ALL SLABS AT

DISCONTINUOUS ENDS UNLESS OTHERWISE NOTED ON PLANS. LENGTH OF BARS 1/4

OF SPAN, MINIMUM 3'-0". UNLESS OTHERWISE NOTED PROVIDE #4 @ 12" O.C IN ALL

CANTILEVERS. BAR LENGTH SHALL BE CANTILEVER SPAN PLUS 10'-0" PLUS STANDARD

HOOK AT CANTILEVER ENDS.

11. WHERE PIPE SLEEVES (UP TO 2" IN DIAMETER) PASS THROUGH CONCRETE BEAMS,

PROVIDE ADDITIONAL STIRRUP EACH SIDE OF SLEEVE, SLEEVES FOR PIPES 2" IN

DIAMETER OR LARGER MUST BE STEEL OR CAST IRON, AND THE LOCATION MUST BE

APPROVED BY THE STRUCTURAL ENGINEER.

12. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED JUST BEFORE PLACING

NEW CONCRETE IN ACCORDANCE WITH THE BUILDING CODE.

13. FOR CHAMFER OF EXPOSED CORNERS OF BEAMS AND/OR COLUMNS, SEE

ARCHITECTURAL DRAWINGS.

14. CONTRACTOR SHALL COORDINATE PLACEMENT OF, OR BOX OUT FOR, ALL PIPE

SLEEVES, OPENINGS, ETC, REQUIRED FOR VARIOUS TRADES.

15. CONTRACTOR SHALL COORDINATE AND NOTIFY OTHER TRADES IN SUFFICIENT TIME TO

ALLOW THEM TO SET ANCHORS, INSERTS, BOLTS, HANGERS, ETC., AS REQUIRED FOR

THEIR USE.

16. SEE ARCHITECTURAL DRAWINGS FOR DETAILS OF FLASHING REGLETS, FASCIA

DETAILS, ETC.

17. UNDER NO CIRCUMSTANCES SHALL CONCRETE BE PUMPED THROUGH ALUMINUM

PIPES. CONCRETE SHALL NOT BE PLACED IN CONTACT WITH ALUMINUM, ALUMINUM

MIXING DRUMS, TRUCK MIXERS, BUGGIES, CHUTES, CONVEYORS, TREMIE PIPES, AND

OTHER EQUIPMENT MADE OF ALUMINUM SHALL NOT BE USED ON THIS PROJECT.

18. SLUMPS OF OVER 4 INCHES WILL NOT BE PERMITTED UNLESS THE HRWR ADMIXTURE

(SUPER PLASTICIZER) IS USED. MAXIMUM SLUMP IS THEN 8 INCHES UNLESS

OTHERWISE DIRECTED BY THE ENGINEER.

19. NO ADMIXTURE SHALL BE USED IN CONCRETE EXCEPT WITH THE PERMISSION OF THE

ENGINEERS AND AFTER LABORATORY DESIGN MIX APPROVAL. ALL ADMIXTURES SHALL

CONTAIN NO MORE CHLORIDE IONS THAN ARE PRESENT IN MUNICIPAL DRINKING

WATER.

20. WATER REDUCING ADMIXTURE SHALL CONFORM TO THE ASTM C-494, TYPE A, AND

SHALL BE USED IN ALL CONCRETE.

21. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260. AIR CONTENT OF

CONCRETE SHALL BE USED AS FOLLOWS:

A. FOR CONCRETE EXPOSED TO SOIL AND/OR WEATHER, 5%.

B. FOR INTERIOR WALLS, COLUMNS, AND SLABS, 3%.

22. FLY ASH - ASTMC618, TYPE C OR TYPE F SHOULD BE USED BUT NOT TO EXCEED 20%

CEMENTITIOUS CONTENT.

23. ALL EXPOSED CONCRETE SHALL RECEIVE A CURING COMPOUND. THE CURING

COMPOUND SHALL CONFORM TO ASTM C309 AND SHALL HAVE 30% SOLIDS MINIMUM.

WATER/BLANKET CURING AS PER ACI RECOMMENDATION MAY BE USED AS ALTERNATE.

24. UNLESS NOTED IN PROJECT SPECIFICATIONS, A TESTING LAB SHOULD PERFORM THE

FOLLOWING TEST:

• ATTENDANCE AT THE PROJECT SITE DURING ALL CONCRETE PLACING OPERATIONS

• CONTROL THE ADDITION OF MIXING WATER TO MAINTAIN THE REQUIRED

WATER/CEMENT RATIO AND INDICATED IN THE REPORT ANY ADDED WATER TO THE

MIX AND THE LOCATION OF PLACEMENT.

• ENSURE THAT THE CONCRETE IS OF THE PROPER TEMPERATURE WHEN PLACED.

• AIR CONTENT TESTS - AT LEAST TWO TESTS SHALL BE MADE FOR EACH DAY'S

PLACING OR FROM EACH BATCH OF CONCRETE FROM WHICH CYLINDERS ARE

CAST.

• SLUMP TESTS - AT FREQUENT INTERVALS TO PROPERLY CONTROL THE

CONSISTENCY AND AT LEAST ONE AT THE TIME OF CASTING EACH GROUP OF

CYLINDERS AND AT LEAST ONE TEST FOR EVERY 25 CUBIC YARDS.

• CONCRETE COMPRESSION CYLINDERS SHALL BE TAKEN FROM THE CONCRETE OF

EACH STRENGTH PLACED ON ANY ONE DAY AT LEAST ONE SET OF FIVE

REPRESENTATIVE 6" X 12" TEST CYLINDERS. FOR LARGE PLACEMENTS ON ANY ONE

DAY, THERE SHALL BE TAKEN NOT LESS THAN ONE SET OF FIVE REPRESENTATIVE

TYPE CYLINDERS FOR EACH 100 CUBIC YARDS OF CONCRETE OF EACH STRENGTH

PLACED. TWO CYLINDERS ARE TO BE TESTED AT 7 DAYS, TWO AT THE AGE OF 28

DAYS, AND THE FIFTH CYLINDER IN RESERVE FOR FURTHER TESTING. ASCERTAIN

THAT THE TEST SPECIMENS ARE PROPERLY PROTECTED UNTIL SHIPPED TO THE

TESTING LABORATORY. RECORD AND IDENTIFY EACH CYLINDER WITH THE

LOCATION OF THE CONCRETE FROM WHICH THE SPECIMEN WAS TAKEN. KEEP

MARKING IN SEQUENCE.

FOUNDATION NOTES:

1. SITE SOIL FOR THIS PROJECT HAS BEEN INVESTIGATED BY THE FIRM OF DRIGGERS

ENGINEERING SERVICES, INC. AND FOUND, AS PRESENTED IN THEIR REPORT DATED

JANUARY 31, 2025, SUITABLE TO SUPPORT UP TO 2.5 KSF SHALLOW FOUNDATIONS.

FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE ABOVE STATED

CRITERIA.

2. FILL AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH THE

GEOTECHNICAL ENGINEER RECOMMENDATION AS CONTAINED IN THEIR REPORT

STATED IN ITEM 1

3. ALL COLUMN FOOTINGS SHALL BE CENTERED UNDER COLUMN CENTERLINES

UNLESS OTHERWISE NOTED.

4. BACKFILLING AGAINST FOUNDATION WALLS SHALL BE DONE CAREFULLY WITH

SMALL COMPACTION EQUIPMENT, AFTER SLABS ON GROUND ARE IN PLACE AND

CONCRETE HAS SET. NO TRUCKS, BULLDOZERS, ETC. SHALL BE ALLOWED CLOSER

THAN 6'-0" TO ANY FOUNDATION WALL. ANY WALL 3'-0" OR HIGHER MUST BE BRACED

DURING THE CONSTRUCTION PROCESS.

5. NO FOUNDATIONS SHALL BE PLACED ABOVE 1 VERTICAL ON 2 HORIZONTAL SLOPES

EXTENDED FROM THE CLOSEST EDGE OF ANY UNDISTURBED SOIL OR OTHER

FOUNDATION STRUCTURE. BOTTOM OF FOOTINGS SHALL NOT BE LESS THAN

1'-0" BELOW EXISTING GRADE (U.N.O.).

6. FOR FOUNDATIONS SIZE AND REINFORCING SEE SCHEDULE.

7. ELEVATOR PIT DIMENSIONS = VERIFY WITH ELEVATOR MANUFACTURERS APPROVED

SHOP DRAWINGS.

8. WATER PROOFING MATERIALS SHALL BE PROVIDED ON ALL SIDES AND BOTTOM OF

ELEVATOR CORE.

9. TERMITE PROTECTION INCLUDING PIPING SLEEVES MUST FOLLOW THE

REQUIREMENTS OF SECTIONS 1816.1 AND 1816.2 OF THE FLORIDA BUILDING CODE,

7TH EDITION, 2020.

10. CONTRACTOR SHALL DETERMINE THE EXTENT OF CONSTRUCTION DEWATERING

REQUIRED FOR EXCAVATION AND COORDINATE WITH THE GEOTECHNICAL

ENGINEER PRIOR TO BEGINNING EXCAVATION.

MASONRY:

1. DESIGN AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES TMS 402-16.

2. MINIMUM NET COMPRESSIVE STRENGTH OF BLOCK ASSEMBLY SHALL BE

2000 P.S.I. (f'm) MORTAR FOR MASONRY SHALL BE TYPE "S" OR "M".

3. FOR ALL EXTERIOR AND INTERIOR BEARING, BED JOINTS ARE TO COVER 100% OF

THE MASONRY SURFACES AND ALL HEAD JOINTS ARE TO COVER 100% OF THE

PROJECTED AREA OF THE FACE SHELLS.

4. FILL ALL CELLS AS REQUIRED WITH 3000 P.S.I. GROUT. SLUMP SHALL BE 8 TO 11

INCHES. SUBMIT DESIGN MIX FOR APPROVAL.

5. MINIMUM HORIZONTAL JOINT REINFORCING SHALL BE 9 GAUGE HOT DIP

GALVANIZED TRUSS OR LADDER TYPE JOINT REINFORCING AT 16" O.C., PROVIDE

MANUFACTURE "T" AND "L" SHAPES FOR INTERSECTIONS AND CORNERS,

(MINIMUM LAP 6").

6. MINIMUM VERTICAL REINFORCING SHALL BE (1)-#5 @ 48" OR (1)-#4 @ 32" O.C.,

(U.N.O.).

7. PROVIDE ADDITIONAL VERTICAL REINFORCING BAR AT EVERY CORNER,

INTERSECTION, CONTROL JOINT, AND OPENING EDGES (U.N.O.).

8. MINIMUM SPLICE FOR VERTICAL REINFORCING IS SHOWN IN DETAIL 4-023, SPLICE

FOR HORIZONTAL JOINT REINFORCING = 6".

9. WALLS ARE DESIGNED TO BE BRACED BY FLOOR OR ROOF MEMBERS,

CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING CONSTRUCTION.

10. ALL CELLS BELOW FIRST FLOOR FINISHED ELEVATION MUST BE FULLY GROUT

FILLED.

11. ALL KNOCK OUT BLOCK HORIZONTAL BARS SHALL HAVE CORNER BARS AT ALL

CORNERS AND WALL INTERSECTIONS. SIZE AND NUMBER OF CORNER BARS

SHALL BE SAME AS HORIZONTAL BARS.

12. ALL INTERSECTING WALLS AND CORNER WALLS SHALL BE LAID IN AN

OVERLAPPING MASONRY BONDING PATTERN, WITH ALTERNATE UNITS HAVING A

BEARING OF NOT LESS THAN 3 INCHES ON UNIT BELOW.

COMPOSITE METAL FLOOR DECK:

1. STEEL FLOOR DECK SHALL BE AS SPECIFIED IN THE FLOOR FRAMING NOTES ON

THE FLOOR PLAN.

2. ALL STEEL FLOOR DECK SHALL BE GALVANIZED G90.

3. ALL STEEL FLOOR DECK SHALL BE CAPABLE OF SUPPORTING ALL CONSTRUCTION

LOADS.

4. ALL STEEL FLOOR DECK SHALL BE CONTINUOUS OVER FOUR OR MORE

STRUCTURAL SUPPORTS (I.E. DECK SHOULD BE DETAILED FOR A THREE SPAN

CONDITION).

5. STEEL FLOOR DECK SHALL HAVE NESTING SIDE LAPS (ATTACHED BY MECHANICAL

MEANS) AT THE CENTER OF EACH SPAN OR 30" O/C, WHICHEVER IS LEAST

DIMENSION.

6. IF DECK IS CUT IN SINGLE SPAN CONDITION, EACH END OF SUCH SECTIONS SHALL

BE WELDED TO ITS SUPPORT THROUGH WELDING WASHERS IN THE BOTTOM OF

EACH RIB.

7. IN AREAS WHERE THE DECK IS CUT AS PER NOTE 6, THE GAUGE OF THE SINGLE

SPAN DECK SHALL BE ADJUSTED UPWARDS AS REQUIRED BY THE ENGINEER TO

SUPPORT THE LOADS.

8. ANY ELECTRICAL WORK WEIGHING MORE THAN 5 PSF OR 50 LBS SHALL BE HUNG

FROM STEEL BEAMS ONLY. FOR HANGERS, SEE SPECIFICATIONS. ALL MECHANICAL

WORK AND PIPING SHALL BE HUNG FROM STEEL BEAMS. SEE STRUCTURAL STEEL

NOTE 12 (OF STRUCTURAL STEEL NOTES) FOR ADDITIONAL STEEL REQUIRED BY

MECHANICAL/ELECTRICAL TRADES TO SUPPORT THEIR EQUIPMENT.

9. METAL DECK CONTRACTOR TO PROVIDE 18 GAUGE RIDGE PLATE, VALLEY PLATE,

EDGE STRIP, ETC., AS REQUIRED.

10. STEEL FLOOR DECK SHALL BE WELDED AT ENDS AND ALL INTERMEDIATE

SUPPORTING MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS OR ELONGATED

WELDS OF EQUAL STRENGTH SPACED PER SPECIFICATIONS IN THE BOTTOM OF

THE RIB ACROSS THE WIDTH OF THE DECK UNIT.

11. CUT OUT METAL DECK WHERE BOLT PROJECTIONS INTERFERE WITH METAL DECK.

12. ANY SINGLE SPAN FLOOR DECK SHALL BE SHORED AT MIDSPAN DURING CONCRETE

PLACEMENT. SHORES SHALL REMAIN UNTIL CONCRETE HAS REACHED ITS 28-DAY

STRENGTH.

13. DIRECTION OF METAL DECK SHOWN THUS ON PLAN.

STEEL JOIST:

1. STEEL JOIST CONSTRUCTION SHALL CONFORM TO THE LATEST SPECIFICATIONS

OF, AND THE JOISTS SHALL BE APPROVED BY, THE STEEL JOIST INSTITUTE.

2. UNLESS OTHERWISE NOTED, BEAR SHORT SPAN JOISTS MINIMUM OF 2-1/2" ON

STEEL BEAMS AND BEAR LONG SPAN JOIST MINIMUM OF 4" ON STEEL SUPPORTS.

IN CASES WHERE JOISTS BEAR ON BEAMS FROM ONE SIDE ONLY, JOIST SEATS

SHALL EXTEND A MINIMUM OF 1" PAST THE CENTERLINE OF SUPPORTING BEAM.

3. ALL JOISTS BEARING ON BEAMS SHALL BE WELDED OR BOLTED TO THOSE BEAMS.

4. PROVIDE BRIDGING FOR ALL JOISTS AS SHOWN ON PLAN BUT NOT LESS THAN

WHAT IS REQUIRED BY THE STEEL JOIST INSTITUTE OR THE STEEL JOIST DESIGNER.

BRIDGING SHALL CONSIST OF MINIMUM 1-1/4" X 1-1/4" X 7/64" ANGLES, (U.N.O.).

5. ALL BRIDGING SHALL BE PROVIDED AND INSTALLED BY JOIST SUPPLIER.

6. ALL CLIPS AND CONNECTIONS SHALL BE SHOP WELDED.

7. NO FIELD WELDING TO BAR JOISTS EXCEPT ITEMS SPECIFICALLY SHOWN ON

STRUCTURAL DRAWINGS SHALL BE ALLOWED WITHOUT SPECIFIC PERMISSION

FROM THE ENGINEER.

8. NO JOIST SHALL BE FIELD SPLICED.

9. MAXIMUM DEFLECTION OF STEEL JOISTS = L/360 FOR LIVE LOAD.

10. FOR PAINTING OF STEEL JOIST, SEE SPECIFICATIONS.

11. JOIST MANUFACTURER SHALL SUBMIT WITH THE SHOP DRAWINGS HIS CATALOG

USED FOR THE MANUFACTURE OF JOISTS, INDICATING THE LOAD TABLES AND

SIZES OF ALL MEMBERS USED.

12. NO LOADS EXCEEDING 40 POUNDS MAY BE HUNG FROM JOISTS WITHOUT SPECIFIC

PERMISSION FROM THE STRUCTURAL ENGINEER. LOADS LESS THAN 40 POUNDS

MAY BE HUNG AT PANEL POINTS ONLY. ANY COST INVOLVED IN REINFORCING OF

JOISTS SHALL BE BORNE BY THE PRIME CONTRACTOR REQUIRING ADDED LOADS.

13. ALL SHORT SPAN JOISTS, AND DEEP LONG SPAN JOISTS SHALL HAVE UNIFORM

CROSS SECTION, WITH STANDARD DEAD LOAD CAMBER. ROOF PITCH IS

ACCOMPLISHED BY SLOPED JOISTS AND SUPPORT BEAMS. ADJUST JOIST SEATS AS

SHOWN ON DRAWINGS.

14. FOR SPECIFIC JOIST ENDS, SEE ROOF SECTIONS.

15. RIGID CONNECTIONS OF BOTTOM CHORDS OF JOISTS TO COLUMNS SHALL BE MADE

ONLY AFTER THE APPLICATION OF ALL THE DEAD LOADS. PROVIDE LOOSE BOLTED

CONNECTION OF THESE BOTTOM CHORDS DURING ERECTION.

16. JOIST SHALL NOT BE FABRICATED USING ELECTRICAL RESISTANCE WELDING.

17. LONG SPAN ROOF JOISTS AT THE GYMNASIUM SUPPORTING THE SUSPENDED

TRACK SHALL BE DESIGNED FOR VIBRATION IN ACCORDANCE WITH THE AISC

DESIGN GUIDE 11: FLOOR VIBRATION DUE TO HUMAN ACTIVITY.

STEEL ROOF DECK:

1. STEEL ROOF DECK SHALL BE A MINIMUM OF 1-1/2" - 20 GAUGE WIDE RIB FOR SPANS UP

TO 6'-0" OR 3" TYPE N - 20 GAUGE FOR SPANS UP TO 12'-0" . THE SIZE, TYPE AND GAUGE

INDICATED ABOVE SHOULD BE USED UNLESS A DIFFERENT ONE IS INDICATED IN THE

ROOF FRAMING NOTES OF THE ROOF PLAN DRAWING.

2. ALL STEEL ROOF DECK SHALL BE GALVANIZED G90 AS PER ASTM SPECIFICATIONS. ALL

ROOF DECK SHOULD BE VENTED WHEN A LIGHT WEIGHT INSULATING CONCRETE IS

USED FOR ROOFING.

3. ALL STEEL ROOF DECK SHALL BE CAPABLE OF SUPPORTING ALL CONSTRUCTION

LOADS.

4. ALL STEEL ROOF DECK SHALL BE CONTINUOUS OVER FOUR OR MORE STRUCTURAL

SUPPORTS (I.E. DECK SHOULD BE DETAILED FOR A THREE SPAN CONDITION.)

5. STEEL ROOF DECK SHALL HAVE NESTING SIDE LAPS (ATTACHED BY MECHANICAL

MEANS). PROVIDE FASTENER LAYOUT AS PER TYPICAL DETAIL 5-305.

6. IF DECK IS CUT IN SINGLE SPAN CONDITION, EACH END OF SUCH SECTIONS SHALL BE

WELDED TO ITS SUPPORT THROUGH WELDING WASHERS IN THE BOTTOM OF EACH RIB.

7. IN AREAS WHERE THE DECK IS CUT AS PER NOTE 6, THE GAUGE OF THE SINGLE SPAN

DECK SHALL BE ADJUSTED UPWARDS AS REQUIRED BY THE ENGINEER TO SUPPORT

THE LOADS.

8. ANY ELECTRICAL WORK WEIGHING MORE THAN 5 PSF OR 50 LBS CONCENTRATED

SHALL BE HUNG FROM STEEL BEAMS/JOISTS ONLY. FOR HANGERS, SEE

SPECIFICATIONS. ALL MECHANICAL WORK AND PIPING SHALL BE HUNG FROM STEEL

BEAMS/JOISTS.

9. METAL DECK CONTRACTOR TO PROVIDE 18 GAUGE RIDGE PLATE, VALLEY PLATE, EDGE

STRIP, ETC., AS REQUIRED.

10. STEEL ROOF DECK SHALL BE WELDED AT ENDS AND ALL INTERMEDIATE SUPPORTING

MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS OR ELONGATED WELDS OF EQUAL

STRENGTH SPACED PER SPECIFICATIONS IN THE BOTTOM OF THE RIB ACROSS THE

WIDTH OF THE DECK UNIT.

11. CUT OUT METAL DECK WHERE BOLT PROJECTIONS INTERFERE WITH METAL DECK.

12. DIRECTION OF METAL DECK SHOWN THUS ON PLAN.

LIGHTGAUGE METAL FRAMING:

1. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN

IRON AND STEEL INSTITUTE, "SPECIFICATION FOR THE DESIGN OF COLD FORMED

STRUCTURAL MEMBERS", 2016 EDITION. PROVIDE SIGN AND SEALED CALCULATIONS AND

DRAWINGS FOR ALL LIGHT GAUGE STRUCTURAL ELEMENTS OF THE BUILDING,

INCLUDING THE EXTERIOR METAL STUDS (CURTAIN WALL), AND ALL EXTERIOR CEILINGS.

2. ALL STRUCTURAL STUDS AND JOISTS 22, 20, AND 18 GAUGES SHALL BE FORMED FROM

GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING THE REQUIREMENTS OF

ASTM C955 WITH A YIELD STRENGTH OF 33,000 PSI.

3. ALL STRUCTURAL STUDS AND JOISTS 16, 14, AND 12 GAUGES SHALL BE FORMED FROM

GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING ASTM C955, WITH YIELD

STRENGTH OF 50,000 PSI.

4. ALL STRUCTURAL TRACK AND BRIDGING SHALL BE FORMED FROM GALVANIZED STEEL

PER ASTM A653, G60 COATING MEETING THE REQUIREMENTS OF ASTM C595, WITH

YIELD STRENGTH OF 33,000 PSI.

5. WITH EACH TYPE OF METAL FRAMING REQUIRED, PROVIDE MANUFACTURER'S

STANDARD STEEL RUNNERS (TRACKS), BLOCKING, LINTELS, CLIP ANGELS, SHOES,

REINFORCEMENTS, FASTENERS, AND ACCESSORIES AS RECOMMENDED BY

MANUFACTURER FOR APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE

METAL FRAMING SYSTEM.

6. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH

ASTM A653 FOR MINIMUM G60 COATING. ATTACH SIMILAR COMPONENTS BY WELDING.

ATTACH DISSIMILAR COMPONENTS BY WELDING, BOLTING OR SCREW FASTENERS, AS

STANDARD WITH MANUFACTURER. ALL WELDING SHALL BE PERFORMED BY WELDERS

CERTIFIED AND EXPERIENCED IN LIGHT GAUGE STRUCTURAL STEEL FRAMING WORK.

7. INSTALL METAL FRAMING SYSTEMS IN ACCORDANCE WITH MANUFACTURER'S PRINTED

OR WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS OTHERWISE INDICATED.

8. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS.

9. SET STUDS PLUMB, EXCEPT AS NEEDED FOR DIAGONAL BRACING OR REQUIRED FOR

NON-PLUMB WALLS OR WARPED SURFACED AND SIMILAR REQUIREMENTS.

10. WHERE STUD SYSTEM ABUTS STRUCTURAL COLUMN OR WALLS, INCLUDING MASONRY

WALL, ANCHOR ENDS OF STIFFENERS TO SUPPORTING STRUCTURE.

11. SECURE STUDS TO TOP AND BOTTOM RUNNER TRACKS BY EITHER WELDING OR SCREW

FASTENERS AT BOTH INSIDE AND OUTSIDE FLANGES.

SHOP DRAWINGS:

1. NO STRUCTURAL DRAWINGS SHALL BE REPRODUCED FOR USE AS SHOP

DRAWINGS.

2. ALL DIMENSIONAL COORDINATION SHALL BE DONE BY THE CONTRACTOR

AND/OR HIS DETAILER.

3. DETAILER SHALL CHECK ALL ARCHITECTURAL AND MECHANICAL DRAWINGS

FOR ALL ATTACHMENTS, CLIPS, OPENINGS, OR DUCT WORK AFFECTING

STRUCTURAL MEMBERS. ALL ITEMS SHALL BE SHOWN ON SHOP DRAWINGS.

4. ALL SHOP DRAWINGS SHALL BE SUBMITTED ELECTRONICALLY IN PDF

FORMAT. DISTRIBUTION AS PER ARCHITECT INSTRUCTIONS.

5. PROVIDE SUFFICIENT SPACE ON SHOP DRAWINGS NEAR TITLE BOX (ABOUT 40

SQUARE INCHES) FOR STAMPS AND ENGINEERS COMMENTS.

6. THE SHOP DRAWINGS SHALL BEAR INITIALS OF DETAILER'S CHECKER AND

CONTRACTOR PRIOR TO SUBMISSION.

7. COMPLETED ERECTION PLANS SHALL BE SUBMITTED PRIOR TO OR IN

CONJUNCTION WITH DETAIL DRAWINGS. BUT IN NO CASE SHALL DETAIL

DRAWINGS BE SUBMITTED PRIOR TO ERECTION PLANS.

8. DETAILER SHALL SUBMIT AN INDEX OF THE DETAIL DRAWINGS WITH EACH

SHOP DRAWING SUBMITTAL.

9. SHOP DRAWINGS NOT COMPLYING WITH ALL THE ABOVE ITEMS SHALL BE

RETURNED FOR CORRECTIONS WITHOUT PROCESSING.

10. RESUBMITTED SHOP DRAWINGS SHALL HAVE THE FOLLOWING CHANGES

INCORPORATED: FIRST RESUBMISSION TO HAVE LETTER "A" ADDED TO

DRAWING

A. NUMBER AND ANY CHANGES MARKED ON THE DRAWING MARKED 1 AT

EACH ITEM CHANGED. ALL ITEMS TO BE NOTED IN REVISION BOX.

B. SUBSEQUENT RESUBMISSION SHALL BEAR CHANGES "B" AND 2 AND 3

ETC. AS IN 11A.

11. CONTRACTOR SHALL HAVE SHOP DRAWINGS WHICH HAVE BEEN

SATISFACTORILY REVIEWED BY THE ARCHITECT AND/OR ENGINEER AND

CONFIRMED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.

12. DETAILER SHALL USE THE SAME STRUCTURAL ELEMENTS NUMBERS IN HIS

DETAILS AS THOSE SHOWN ON CONTRACT DRAWINGS.

13. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOULD BE SUBMITTED

TO MCE WITH A MINIMUM TIME TO BE REVIEWED OF 10 WORKING DAYS. IN

CASE OF A LARGE SUBMITTAL OR MORE THAN ONE SUBMITTAL FOR THE

SAME PROJECT, AN ADDITIONAL WORKING DAY IS REQUIRED FOR EVERY 5

DRAWINGS/SHEETS OVER 30 DRAWINGS/SHEETS. THE TIME INDICATED ABOVE

IS FOR MCE REVIEW ONLY, CONTRACTOR MUST INCLUDE ENOUGH TIME FOR

DELIVERY, ARCHITECTURAL REVIEW, AND OWNERS REVIEW AND WORK THIS

TIME IN THE PROJECT SCHEDULE AS NEEDED.

14. THERE SHALL BE NO DEVIATION FROM THESE CONSTRUCTION DOCUMENTS.

IF ANY CHANGES ARE PROPOSED BY THE CONTRACTOR OR THE PROVIDER

OF THE SHOP DRAWINGS, THEY SHOULD BE CLEARLY INDICATED, SIGNED

AND SEALED DRAWINGS AND CALCULATIONS BY A FLORIDA PROFESSIONAL

ENGINEER MUST BE PROVIDED. ANY CHANGES WITHOUT PROPER

DOCUMENTATION INDICATED ABOVE WILL RESULT IN SOME REVISIONS BY

THE ENGINEER OF RECORD AND/OR ARCHITECT. THE COST FOR THESE

REVISIONS INCLUDING ENGINEER AND ARCHITECTURAL FEES SHALL BE PAID

BY THE CONTRACTOR.

STRUCTURAL STEEL:

1. ALL STRUCTURAL STEEL WORK SHALL BE FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS.

2. STRUCTURAL STEEL SHALL CONFORM TO:

WIDE FLANGE (WF) ASTM A992 (50 KSI)

SHAPES (L,T,C,PL) ASTM A36

EMBED PLATES ASTM A572 (50 KSI)

STRUCTURAL TUBE (HSS) ASTM A500 (46 KSI)

STEEL PIPE (HSS) ASTM A500 (42 KSI)

ANCHOR BOLTS ASTM F1554 (36 KSI) U.N.O.

IN PLANS, OR SECTIONS.

FRAMING BOLTS ASTM A325 OR A490

SHEAR STUDS ASTM A108

WELDING ELECTRODES E70XX

3. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM SPECIFICATION A325 AND

SHALL BE PROVIDED WITH HARDENED WASHERS UNDER THE TURNED ELEMENT

(NUT OR BOLT HEAD).

4. INSTALLATION AND TIGHTENING OF ALL HIGH STRENGTH BOLTS SHALL CONFORM TO

THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

5. SHOP CONNECTIONS MAY BE WELDED OR HIGH STRENGTH BOLTED. ALL BOLTS

SHALL BE 3/4" DIAMETER MINIMUM. ALL CONNECTIONS SHALL CONFORM TO THE

TYPICAL CONNECTION DETAILS SHOWN ON THE PLANS UNLESS SPECIFICALLY

APPROVED BY THE ENGINEER.

6. ALL FIELD CONNECTIONS SHALL BE BOLTED WITH HIGH STRENGTH BOLTS, SLIP-

CRITICAL (FRICTION) TYPE EXCEPT WHERE SLOTTED HOLES ARE SPECIFIED OR

WHERE MOVEMENT OF THE CONNECTED MEMBERS IS EXPECTED. IN THESE CASES

PROVIDE OVERSIZED WASHER, HAND TIGHTEN BOLTS, AND TACK WELD WASHER TO

NUT TO VERIFY ASSEMBLY IS HELD TOGETHER.

7. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY CODE, ANS01.1,

ALL WELDING SHALL BE PERFORMED USING E7OXX U.N.O.

8. CUTS, HOLES, COPINGS, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE

WORK OF OTHER TRADES SHALL BE SHOWN IN THE STRUCTURAL STEEL SHOP

DRAWINGS AND SHALL BE MADE IN THE SHOP. HOLES SHALL BE REINFORCED AS

REQUIRED BY THE ENGINEER.

9. BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL

NOT BE PERMITTED, EXCEPT WITH THE SPECIFIC APPROVAL OF THE ENGINEER.

10. ALL STEEL MEMBERS (SUCH AS BEAMS, COLUMNS, PLATES, BOLTS, LINTELS, DOOR

JAMBS, ETC.) EXPOSED TO WEATHER AND ALL MEMBERS IN AN EXTERIOR ENCLOSED

NON-AIR-CONDITIONED AREA, SHALL BE HOT DIPPED GALVANIZED.

11. FOR MISCELLANEOUS STEEL, SEE ARCHITECTURAL DRAWINGS.

12. ANY STEEL MEMBERS REQUIRED BY THE ELECTRICAL OR MECHANICAL TRADES FOR

THE SUPPORT OF THEIR EQUIPMENT, WHICH ARE NOT SHOWN ON ARCHITECTURAL

OR STRUCTURAL DRAWINGS, SHALL BE PROVIDED BY THE TRADE REQUIRING SUCH

SUPPORT.

13. SEE SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL. ALL FABRICATION AND

ERECTION MARKS SHALL BE COVERED DURING FIELD TOUCH-UP PAINTING.

14. ALL CONNECTIONS TO BE DOUBLE ANGLE FRAMED BEAM CONNECTION PER AISC

UNLESS NOTED OTHERWISE. ALL BOLTS TO BE 3/4" MINIMUM DIAMETER UNLESS

NOTED OTHERWISE. SHOP CONNECTIONS MAY BE WELDED OR BOLTED. WELDS ARE

TO BE EQUAL IN STRENGTH TO BOLTS.

15. DESIGN CONNECTIONS FOR HALF THE MAXIMUM SHEAR (V IN KIPS) LISTED IN THE

TABLE 3-6 "MAXIMUM TOTAL UNIFORM LOAD" AT THE BOTTOM OF EACH PAGE IN THE

"BEAM PROPERTIES" OF THE AISC 360-16" MANUAL OF STEEL CONSTRUCTION.

"MINIMUM CONNECTION SHALL CONSIST OF TWO 3/4"Ø A325 BOLTS. REACTIONS

SHOWN ARE BASED ON UNFACTORED LOADS. PROVIDE SIGNED AND SEALED

DRAWINGS AND CALCULATIONS BY A PROFESSIONAL ENGINEER.

16. DESIGN BASE PLATE ANCHOR BOLTS FOR LATERAL MEMBERS USING FORCES

INDICATED IN DRAWINGS. PROVIDE SIGNED AND SEALED DRAWINGS AND

CALCULATIONS BY A PROFESSIONAL ENGINEER.

17. WHEN STEEL MEMBERS ARE WELDED TO EMBED PLATES IN CONCRETE, WELDING

PROCESS SHOULD BE PERFORMED IN SUCH WAY THAT EMBED PLATE DOES NOT

OVERHEAT AND EXPAND. SUCH EXPANSION WILL CRACK THE CONCRETE

SURROUNDING THE EMBED PLATE AND MAY WEAKEN THE STRUCTURAL CAPACITY

OF THE CONNECTION. WE RECOMMEND TO PROVIDE SEVERAL SINGLE PASSES TO

BUILT UP THE WELD SIZE REQUIRE WITH COOLING OFF PERIODS TO AVOID THE

EMBED PLATE EXPANSION. UNDER NO CIRCUMSTANCES PROVIDE MORE THAN 6" OF

1/4" WELD WITHOUT ALLOWING A COOLING OFF PERIOD.

18. EXPOSED ENDS OF STRUCTURAL TUBES OR PIPES SHALL BE CAPPED WITH A

MINIMUM 1/4" PLATE U.N.O.

19. ALL WELDS SHALL BE VISUALLY INSPECTED AND COMPLIANT WITH AWS D1.1

ACCEPTANCE CRITERIA. ALL COMPLETE JOINT PENETRATION WELDS SHALL BE

TESTED FOR THEIR FULL LENGTH BY MEANS OF AN APPROVED NONDESTRUCTIVE

TEST IN ACCORDANCE WITH AWS D1.1.

POST-INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS. SPECIAL INSPECTIONS ARE REQUIRED PER

THE PROVISIONS SET FORTH BELOW. CONTRACTOR TO CONTACT

MANUFACTURER'S REPRESENTATIVE FOR PROPER PRODUCT INSTALLATION

TRAINING ON INITIAL ANCHORS.

2. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED

BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-

RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A

REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL

DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING

THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE

SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR

STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

3. EXPANSION ANCHORS SHALL BE STUD TYPE WITH A SINGLE PIECE OF THREE

SECTION WEDGE AND ZINC PLATED IN ACCORDANCE WITH ASTM B633. THE

ANCHORS SHALL MEET FEDERAL SPECIFCATION FF-S-325, GROUP II, TYPE 4,

CLASS I FOR CONCRETE EXPANSION ANCHORS. ANCHORS SHALL BE HILTI

KWIK BOLT 3 AS SUPPLIED BY HILTI INC. TULSA OKLAHOMA. ANCHORS SHALL

BE INSTALLED IN HOLES DRILLED WITH HILTI CARBIDE TIPPED DRILL BITS OR

MATCHED TOLERANCE DIAMOND CORE BITS. ANCHORS SHALL BE INSTALLED

IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS.

4. INJECTED ADHESIVE ANCHORS SHALL BE USED FOR INSTALLATION OF

THREADED RODS. ADHESIVE SHALL BE FURNISHED IN A SIDE BY SIDE REFILL

PACK WHICH KEEP COMPONENT A AND B SEPARATE. INJECTION ADHESIVE

SHALL BE HILTI HIT HY 200 AS SUPPLIED BY HILTI INC. TULSA OKLAHOMA.

ANCHOR RODS MEET ASTM F1554 (36 KSI). NUTS AND WASHERS SHALL BE

FURNISHED TO MEET THE REQUIREMENTS OF AN ASTM F1554 (36 KSI) STEEL

ROD.

5. POST-INSTALLED ANCHOR LOCATIONS, MINIMUM EDGE/END DISTANCES AND

MINIMUM CAPACITIES SHALL MEET THE MANUFACTURER'S SPECIFICATIONS.

DELEGATED DESIGN

1. SELECT SCOPE ITEMS IN THE PROJECT ARE CUSTOM DESIGNED AND

ENGINEERED. THE ENGINEERING RESPONSIBILITY IS DELEGATED TO THE

CONTRACTOR AND RELATED SUBCONTRACTORS.

2. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND

CALCULATIONS FOR SUCH ELEMENTS DESIGNATED TO BE DESIGNED BY A

DELEGATED ENGINEER.

3. DELEGATED ENGINEERING WILL ADDRESS ALL LOADING REQUIREMENTS

INCLUDING WIND PRESSURES IN ACCORDANCE WITH THE LATEST FLORIDA

BUILDING CODE. REFER TO THE COMPONENTS AND CLADDING PRESSURES

PROVIDED FOR DESIGN PRESSURES ELEMENTS SHALL BE IN CONFORMANCE

WITH.

4. DELEGATED ENGINEERED DRAWINGS SHALL DEFINE MATERIAL THICKNESS,

SIZING, CONNECTIONS, ETC. OF THE SUBMITTED SYSTEM.

5. DELEGATED ENGINEERED DRAWINGS AND CALCULATIONS WILL BE

REVIEWED AS PART OF THE SUBMITTAL PROCESS.

6. BUILDING COMPONENTS THAT ARE NOT SPECIFIED AS DELEGATED TO

OTHER ENGINEERS SHALL BE SUBMITTED WITH APPROPRIATE FLORIDA

PRODUCT APPROVAL INFORMATION IN THE SUBMITTAL. WHERE A FLORIDA

PRODUCT APPROVAL DOES NOT EXIST FOR A COMPONENT REQUIRING

APPROVAL, THE DESIGN SHALL BE DELEGATED TO AN ENGINEER ON THE

CONTRACTOR'S TEAM.

7. DELEGATED ENGINEERING AND DEFERRED SUBMITTALS:

A. DEFERRED SUBMITTALS SHALL HAVE THE SHOP DRAWINGS AND

DELEGATED DESIGN SUBMITTALS (INCLUDING CALCULATIONS) SIGNED

AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

OF FLORIDA.

B. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO

THE REGISTERED DESIGN PROFESSIONAL FOR REVIEW AND SHALL BE

FORWARDED TO THE BUILDING OFFICIAL.

C. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE

DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE

BUILDING OFFICIAL.

D. THE FOLLOWING ITEMS ARE CONSIDERED DEFERRED SUBMITTALS BY

THE REGISTERED DESIGN PROFESSIONAL:

a. EXTERIOR OR LOAD BEARING COLD FORMED METAL FRAMING

b. EXTERIOR CURTAIN WALL SYSTEM

c. EXTERIOR AWNINGS, SUNSHADES, EYEBROWS AND CANOPIES

d. ARCHITECTURAL PRECAST CONCRETE

e. METAL FABRICATIONS, RAILINGS, LADDERS AND GRATINGS

f. STEEL STAIRS

g. MECHANICAL PIPING SUPPORTS

h. STRUCTURAL STEEL CONNECTIONS

i. STEEL BAR JOISTS

j. METAL DECKING

k. ROOF TOP EQUIPMENT AND ANCHORAGES

l. WINDOW WASHING AND FALL ARREST SYSTEMS

DEMOLITION NOTES:

1. PROVIDE AND MAINTAIN SHORING, BRACING OR STRUCTURAL SUPPORT TO

PRESERVE STABILITY AND PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE

OF CONSTRUCTION TO REMAIN, AND TO PREVENT UNEXPECTED OR

UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEING

DEMOLISHED.

2. PROCEED WITH SELECTIVE DEMOLITION SYSTEMATICALLY, FROM HIGHER TO

LOWER LEVEL. COMPLETE SELECTIVE DEMOLITION OPERATIONS ABOVE EACH

FLOOR OR TIER BEFORE DISTURBING SUPPORTING MEMBERS ON THE NEXT

LOWER LEVEL.

3. NEATLY CUT OPENINGS AND HOLES PLUMB, SQUARE AND TRUE TO

DIMENSIONS REQUIRED. USE CUTTING METHODS LEAST LIKELY TO DAMAGE

CONSTRUCTION TO REMAIN OR ADJOINING CONSTRUCTION. USE HAND TOOLS

OR SMALL POWER TOOLS DESIGNED FOR SAWING OR GRINDING, NOT

HAMMERING OR CHOPPING, TO MINIMIZE DISTURBANCE OF ADJACENT

SURFACES. TEMPORARILY COVER OPENINGS TO REMAIN.

4. REMOVE STRUCTURAL FRAMING AND LOWER STRUCTURAL MEMBERS TO

GROUND BY METHOD SUITABLE TO AVOID FREE FALL AND TO PREVENT

GROUND IMPACT OR DUST GENERATION.

5. LOCATE SELECTIVE DEMOLITION EQUIPMENT AND REMOVE DEBRIS AND

MATERIALS SO AS NOT TO IMPOSE EXCESSIVE LOADS ON SUPPORTING

WALLS, FLOORS, OR FRAMING.

6. NEW OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS ARE NOT

PERMITTED.

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GENERAL

STRUCTURAL NOTES

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PERMIT SET 9-15-25

STRUCTURAL SHEET INDEX

SHEET NUMBER SHEET NAME

S-101 GENERAL STRUCTURAL NOTES

S-102 WIND DESIGN DATA AND LOAD SCHEDULE

S-103 THRESHOLD INSPECTION PLAN

S-104 ISOMETRIC VIEWS

S-201 FOUNDATION PLAN

S-202 SLAB ON GRADE PLAN

S-203 2ND FLOOR FRAMING PLAN

S-204 ROOF FRAMING PLAN

S-205 ENLARGED PLANS & DETAILS

S-301 TYPICAL DETAILS - CONCRETE

S-302 TYPICAL DETAILS - CONCRETE

S-303 TYPICAL DETAILS - CONCRETE

S-304 TYPICAL DETAILS - MASONRY

S-305 TYPICAL DETAILS - MASONRY

S-306 TYPICAL DETAILS - MASONRY

S-307 TYPICAL DETAILS - STEEL

S-308 TYPICAL DETAILS - STEEL

S-309 TYPICAL DETAILS - STEEL

S-310 TYPICAL DETAILS - STEEL

S-401 SECTIONS

S-402 SECTIONS

S-403 SECTIONS

S-404 SECTIONS

S-405 SECTIONS

S-406 SECTIONS

S-500 WALL ELEVATIONS KEY PLAN

S-501 WALL ELEVATIONS

S-502 WALL ELEVATIONS

S-503 WALL ELEVATIONS

S-504 WALL ELEVATIONS

S-505 WALL ELEVATIONS

S-506 WALL ELEVATIONS

S-507 WALL ELEVATIONS

S-508 WALL ELEVATIONS

S-509 WALL ELEVATIONS

S-510 WALL ELEVATIONS

S-601 SCHEDULES

S-602 SCHEDULES

REV DESCRIPTION DATE

T hi s ite m h as b ee n di gi ta lly s ig ne d an d se al ed by

S te vi e

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A a ut he nt ic at io n co de m us t be v er ifi ed o n an y el ec tr on ic c op ie s.

NOTE:

THIS DIAGRAM IS A GENERIC AND SIMPLIFIED WALL

PRESSURE DIAGRAM. LOCATION AND WIDTH OF

CORNER ZONES (ZONE 5) CORRESPOND TO ZONE 3

OF THE ACTUAL BUILDING AS SHOWN IN THE ROOF

PRESSURE DIAGRAM ON THIS SHEET.

14'-0", TYP

WIND DESIGN DATA:

BASIC WIND SPEED

CATEGORY (RISK)

EXPOSURE

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

170 mph (Vult) 132 mph (Vasd)

IV

C

ENCLOSED

± 0.18

CODE:

FLORIDA BUILDING CODE, 2023, ASCE 7-22, ICC 500-20

NOTES:

1. THIS STRUCTURE HAS BEEN DESIGNED AS A HURRICANE STORM SHELTER IN

ACCORDANCE WITH ICC 500-20.

2. GLAZED OPENINGS IN RISK CATEGORY II, III, IV LOCATED IN HURRICANE PRONE

REGIONS SHALL BE PROTECTED IN ACCORDANCE WITH FBC 2023 SEC. 1609.1.2

AND ICC 500-20.

NOTE:

1. ALL EXTERIOR DOORS & WINDOW ASSEMBLIES SHALL SATISFY THE REQUIREMENTS OF THE FLORIDA BUILDING CODE (EIGHTH EDITION 2023, SECTION 1709.5) AND ICC 500-20. ALL CONNECTIONS TO BUILDING STRUCTURE SHALL HAVE THE CAPACITY TO WITHSTAND THE PRESSURES

INDICATED ON SCHEDULES.

2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

3. ALL WIND PRESSURE VALUES INDICATED ARE IN POUNDS PER SQUARE FOOT (PSF). MULTIPLY ULTIMATE WIND PRESSURE BY 0.60 FOR ASD

PRESSURE.

4. FOR NET UPLIFT CALCULATION, THE WEIGHT OF THE STRUCTURAL MEMBER AND THE STRUCTURAL DECK SUPPORTED ARE THE ONLY TWO

LOADS THAT CAN BE DEDUCTED FROM THE UPLIFT PRESSURES INDICATED ON SCHEDULES.

5. FOR PARAPET WIND PRESSURES:

A. ZONE 4 WINDWARD PARAPET = ZONE 2 ROOF NEGATIVE PRESSURE PLUS ZONE 4 WALL POSITIVE PRESSURE.

B. ZONE 4 WIND LEEWARD PARAPET = ZONE 4 WALL POSITIVE PRESSURE PLUS ZONE 4 NEGATIVE WALL PRESSURE.

C. ZONE 5 WINDWARD PARAPET = ZONE 3 ROOF NEGATIVE PRESSURE PLUS ZONE 5 WALL POSITIVE PRESSURE.

D. ZONE 5 WIND LEEWARD PARAPET = ZONE 5 WALL POSITIVE PRESSURE PLUS ZONE 5 NEGATIVE WALL PRESSURE.

TYP.

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EIGHTH EDITION 2023, ACI 318-19 AND LOCAL CODES

AS APPLICABLE

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WIND DESIGN DATA

AND LOAD SCHEDULE

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PERMIT SET 9-15-25

SCALE: 1/8" = 1'-0"

WALL PRESSURES DIAGRAM

PARTITIONS 15.0 PSF

MECHANICAL EQUIPMENT 150.0 PSF

STORAGE LIGHT 125.0 PSF

CORRIDORS 80.0 PSF

LOBBIES 100.0 PSF

OFFICE 80.0 PSF

FLOOR FRAMING LIVE LOAD

TOTAL DEAD LOAD - FLOOR FRAMING 87.0 PSF

TOTAL SUPERIMPOSED DEAD LOAD - FLOOR FRAMING 30.0 PSF

MISCELLANEOUS 10.0 PSF

CEILING (5/8" DRYWALL) 3.0 PSF

FIRE SPRINKLERS 3.0 PSF

PLUMBING 3.0 PSF

ELECTRICAL 2.0 PSF

MECHANICAL DUCT ALLOWANCE 4.0 PSF

STEEL FRAMING 5.0 PSF

TOTAL THICKNESS 5 1/2" - REINF. W/ WWF 6X6XW2.1XW2.1

TOPPING OVER BEAMS SPACED AT MAX 8'-0" APART

2" COMPOSITE 20 GAGE DECK W/ 3 1/2" REGULAR WEIGHT CONC. 57.0 PSF

FLOOR FRAMING DEAD LOAD

FLOOR LOAD SCHEDULE

STEEL FLOOR FRAMING

LIVE LOAD (PER ICC 500-20) 50.0 PSF

ROOF FRAMING LIVE LOAD

DEAD LOAD FOR UPLIFT CALCULATION 8.0 PSF

TOTAL DEAD LOAD - ROOF FRAMING 38.0 PSF

MISCELLANEOUS 3.0 PSF

CEILING (5/8" DRYWALL) 3.0 PSF

FIRE SPRINKLERS 3.0 PSF

PLUMBING 3.0 PSF

ELECTRICAL 2.0 PSF

MECHANICAL DUCT ALLOWANCE 4.0 PSF

ROOFING AND INSULATION 12.0 PSF

ROOF METAL DECK 3.0 PSF

STEEL JOISTS / STRUCTURAL FRAMING 5.0 PSF

ROOF FRAMING DEAD LOAD

ROOF LOAD SCHEDULE

STEEL ROOF FRAMING

3oh -215 PSF -191 PSF -160 PSF -136 PSF -113 PSF -82 PSF

2oh -158 PSF -144 PSF -126 PSF -113 PSF -99 PSF -82 PSF

1oh -120 PSF -118 PSF -115 PSF -113 PSF -100 PSF -82 PSF

3 +31 PSF/-215PSF +29 PSF/-194PSF +26 PSF/-168PSF +25 PSF/-147PSF +25 PSF/-127PSF +25 PSF/-101PSF

2 +31 PSF/-158PSF +29 PSF/-147PSF +26 PSF/-134PSF +25 PSF/-124PSF +25 PSF/-114PSF +25 PSF/-101PSF

1 +31 PSF/-120PSF +29 PSF/-112PSF +26 PSF/-101PSF +25 PSF/-93PSF +25 PSF/-86PSF +25 PSF/-75PSF

1' +31 PSF/-69PSF +29 PSF/-69PSF +26 PSF/-69PSF +25 PSF/-69PSF +25 PSF/-59PSF +25 PSF/-47PSF

10 sf 20 sf 50 sf 100 sf 200 sf 500 sf

PATTERN ZONE

EFFECTIVE WIND AREA

COMPONENTS AND CLADDING (ULTIMATE) ROOF PRESSURE SCHEDULE

MAIN BUILDING- ROOF

5 +69 PSF/-92PSF +66 PSF/-86PSF +62 PSF/-78PSF +59 PSF/-72PSF +56 PSF/-65PSF +52 PSF/-57PSF

4 +69 PSF/-75PSF +66 PSF/-72PSF +62 PSF/-68PSF +59 PSF/-65PSF +56 PSF/-61PSF +52 PSF/-57PSF

10 sf 20 sf 50 sf 100 sf 200 sf 500 sf

PATTERN ZONE

EFFECTIVE WIND AREA

COMPONENTS AND CLADDING (ULTIMATE) WALL PRESSURE SCHEDULE

MAIN BUILDING - WALLS

SCALE: 1/16" = 1'-0"

ROOF UPLIFT PRESSURES PLAN

REV DESCRIPTION DATE

T hi s ite m h as b ee n di gi ta lly s ig ne d an d se al ed by

S te vi e

W . L oc kh ar t, P .E

. o n

9/

/2 us in g a di gi ta l s ig na tu re . P rin te d co pi es o f t hi s do cu m en t a re n ot c on si de re d si gn ed a nd se al ed a nd th e

S H

A a ut he nt ic at io n co de m us t be v er ifi ed o n an y el ec tr on ic c op

STRUCTURAL INSPECTION PLAN

PART I

1.01 SCOPE OF WORK

THIS PLAN DESCRIBES WORK REQUIRED TO COMPLY WITH THE THRESHOLD LAW; CHAPTER 553 OF THE FLORIDA STATUTES. THE OWNER SHALL RETAIN A QUALIFIED SPECIAL INSPECTOR TO PERFORM THE WORK DESCRIBED HEREIN. PROPOSALS FOR SPECIAL INSPECTION SERVICES SHALL BE SEPARATE AND INDEPENDENT FROM ALL OTHER PROPOSALS FOR MATERIALS TESTING AND OTHER QUALITY ASSURANCE SERVICES. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE PRIMARY STRUCTURAL FRAME (ALL THOSE MEMBERS WHICH TRANSMIT LOADS TO THE GROUND) IS CONSTRUCTED IN SUBSTANTIAL ACCORDANCE WITH THE PERMITTED OFFICIAL CONTRACT DOCUMENTS, EXCEPT AS VARIATIONS THERE FROM ARE PERMITTED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD. THIS PLAN MAY BE SUPPLEMENTED BY ADDITIONAL REQUIREMENTS OF THE MUNICIPALITY OR BY THE OWNER AS DEEMED NECESSARY DURING THE COURSE OF THE WORK. THIS DOES NOT INCLUDE INSPECTION OF ANY SAFETY PROVISIONS AS REQUIRED BY OSHA OR OTHER SAFETY STANDARDS WHICH APPLY DURING THE CONSTRUCTION PERIOD, TO ELEMENTS SUCH AS RAILINGS, FIRE PROTECTION, ROOFING, GLAZED WINDOW SYSTEMS, ARCHITECTURAL PRECAST PANELS, MECHANICAL/ELECTRICAL SYSTEMS, ARCHITECTURAL COMPONENTS, SITE WORK AND OTHER ELEMENTS NOT CONTRIBUTING TO THE CAPACITY OF THE PRIMARY STRUCTURAL BUILDING FRAME. THE OFFICIAL CONTRACT DOCUMENTS ARE DEFINED AS THE PERMITTED PLANS, RECORDED ADDENDA, PROJECT SPECIFICATIONS, AMENDMENTS AND THE STRUCTURAL INSPECTION

PLAN.

F. DAILY FIELD REPORTS SHALL BE SUBMITTED ON A WEEKLY BASIS TO THE ENFORCING AGENCY, OWNER'S REPRESENTATIVE, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD, UNDER A COVER LETTER SIGNED AND

SEALED BY THE SPECIAL INSPECTOR.

G. AN INSPECTION LOG SUMMARIZING ALL INSPECTIONS SHALL BE POSTED AT THE JOB SITE AND FILLED OUT EACH DAY AN INSPECTION IS MADE. IT SHALL CONTAIN, AS A MINIMUM: PROJECT NAME, LOCATION, PERMIT NUMBER, SPECIAL INSPECTOR'S NAME, OWNER, CONTRACTOR, DATE OF INSPECTION, CONSTRUCTION PHASE, WORK DESCRIPTION, COMMENTS, APPROVED OR REJECTED AND BE SIGNED BY THE SPECIAL INSPECTOR.

H. UPON COMPLETION OF THE BUILDING AND PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, THE SPECIAL INSPECTOR SHALL SUBMIT TO THE ENFORCING AGENCY, OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD A SIGNED AND SEALED STATEMENT STATING THAT THE PART OF THE PROJECT UNDER HIS INSPECTION RESPONSIBILITIES HAS BEEN CONSTRUCTED IN SUBSTANTIAL ACCORDANCE WITH THE OFFICIAL CONTRACT DOCUMENTS. THIS STATEMENT SHALL BE IN ACCORDANCE WITH SECTION 553.79(7)a OF

THE FLORIDA STATUTES.

I. SINCE THE SPECIAL INSPECTOR DOES NOT CERTIFY THAT THE OFFICIAL CONTRACT DOCUMENTS ARE IN COMPLIANCE WITH THE GOVERNING CODES, ALL STATEMENTS ISSUED WILL REFER TO COMPLETED WORK IN

SUBSTANTIAL ACCORDANCE WITH THE OFFICIAL CONTRACT DOCUMENTS.

1.05 CONTRACTOR REQUIREMENTS

A. THE CONTRACTOR SHALL COOPERATE WITH AND ASSIST THE SPECIAL INSPECTOR IN PERFORMING HIS INSPECTION DUTIES AS SPECIFIED HEREIN. THE SPECIAL INSPECTOR SHALL HAVE FREE ACCESS TO THE

PROJECT AT ALL TIMES.

B. THE CONTRACTOR SHALL ADVISE THE SPECIAL INSPECTOR, IN ADVANCE, OF CONSTRUCTION SCHEDULES AND PLANNED OPERATIONS IN ORDER TO ASSURE TIMELY AND APPROPRIATE OBSERVATION AND INSPECTION OF ITEMS SPECIFIED HEREIN. THE MINIMUM NOTICE GIVEN THE SPECIAL INSPECTOR SHALL BE 24 HOURS PRIOR TO THE TIME OF THE INSPECTION. FURTHER, THE SCHEDULED INSPECTION TIME FOR REINFORCING STEEL SHALL

BE NOT LESS THAN ONE HOUR PRIOR TO THE SCHEDULED CONCRETE PLACEMENT.

C. THE CONTRACTOR SHALL FURNISH IN A TIMELY MANNER TO THE SPECIAL INSPECTOR, COPIES OF ALL REVIEWED AND ACCEPTED SUBMITTALS (EXCLUDING CALCULATIONS) FOR THE STRUCTURAL ELEMENTS OF THE

PROJECT.

D. THE CONTRACTOR SHALL PROVIDE THE SPECIAL INSPECTOR WITH OFFICE FACILITIES AT THE CONSTRUCTION SITE TO ACCOMMODATE HIS NEEDS. AS A MINIMUM, THIS OFFICE, IS TO BE EQUIPPED WITH THE FOLLOWING ITEMS: DESK, CHAIR, PLAN TABLE, PLAN RACK, FILING CABINET, TELEPHONE, UTILITIES, AIR CONDITIONING AND

JANITORIAL SERVICES.

E. SPECIAL INSPECTIONS DO NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO COMPLY WITH THE CONTRACT DOCUMENTS, ANY STATUTORY OR CONTRACTUAL OBLIGATIONS, NOR HIS RESPONSIBILITIES TO CARRY OUT HIS QUALITY CONTROL INSPECTIONS AND TESTING. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT DOCUMENTS AND THE COSTS OF

RECTIFYING THOSE DEVIATIONS.

F. WORK WHICH IS IN NON-COMPLIANCE WITH THE OFFICIAL CONTRACT DOCUMENTS MAY BE CORRECTED BY THE CONTRACTOR OR THE CONTRACTOR MAY SUBMIT TO THE ARCHITECT/ENGINEER A REQUEST FOR ACCEPTANCE

OF THE DEVIATION.

G. CONSTRUCTION PERFORMED WITHOUT INSPECTION AND THAT IS UNABLE TO BE INSPECTED MAY REQUIRE

TESTING OR REMOVAL AS DETERMINED BY THE STRUCTURAL ENGINEER OF RECORD.

H. THE SPECIAL INSPECTOR CAN NOT MAKE THE REQUIRED COMPLETION STATEMENT AND THE BUILDING WILL NOT RECEIVE A CERTIFICATE OF OCCUPANCY IF WORK IS NOT IN SUBSTANTIAL ACCORDANCE WITH THE OFFICIAL CONTRACT DOCUMENTS, OR IF CONSTRUCTION IS PERFORMED WITHOUT INSPECTION AND IS UNABLE

TO BE INSPECTED.

I. INSTALLATION OF ALL SHORING AND RE-SHORING SHALL BE IN ACCORDANCE WITH THE SIGNED AND SEALED SHORING AND RE-SHORING DRAWINGS PREPARED BY THE DELEGATED SHORING ENGINEER. THE DELEGATED SHORING ENGINEER OR HIS AUTHORIZED REPRESENTATIVE SHALL INSPECT AND ENSURE THAT THE DRAWING REQUIREMENTS AND SPECIFICATIONS ARE ADHERED TO, AND PROVIDE HIS WRITTEN REPORT TO THE SPECIAL INSPECTOR PRIOR TO ALL CONCRETE POURS. THE SPECIAL INSPECTOR IS TO VERIFY THAT THE INSPECTION IS PERFORMED AND IS TO OBSERVE THAT THE WORK APPEARS TO BE IN COMPLIANCE WITH THE DRAWINGS.

D. BEAMS:

INSPECT REINFORCING STEEL. CHECK TIE SPACING, INCLUDING LOCATION OF FIRST TIE. CHECK FOR HOOKED

BOTTOM BARS. CHECK THAT HOOKED BARS EXTEND TO FAR FACE OF SUPPORT.

E. ONE WAY SLABS:

INSPECT REINFORCING STEEL, INCLUDING TEMPERATURE STEEL. CHECK THAT HOOKED BARS EXTEND TO FAR

FACE OF SUPPORT.

F. TWO WAY SLABS:

INSPECT REINFORCING STEEL. CHECK FOR PROPER LAYERING. CHECK PLACEMENT OF TOP BARS THROUGH COLUMNS STRIP FOR UNIFORM SPACING (BARS ARE NOT TO BE TO TIED TOGETHER). CHECK THAT ADDED TOP BARS ARE PLACED WITHIN THE VICINITY OF THE COLUMNS. CHECK THAT ADDED BOTTOM BARS EXTEND TO FACE OF COLUMN, UNLESS OTHERWISE SHOWN ON CONTRACT DOCUMENTS, AND THAT THEY ARE WITHIN THE COLUMN STRIP. CHECK HOOK BAR REQUIREMENTS, TOP AND BOTTOM. CHECK THAT HOOKS ARE PLACED AT

FAR FACE OF SUPPORT. CHECK POSITION OF BARS AT SLAB OFFSETS AND DEPRESSIONS.

G. POST-TENSIONING: (NOT USED)

H. PRECAST/PRESTRESSED COMPOSITE CONCRETE: (NOT USED)

I. STRUCTURAL PRECAST CONCRETE: (NOT USED)

J. CHECK THAT EXPANSION JOINT MATERIAL, ANCHORS AND OTHER EMBEDDED ITEMS ARE CORRECT AND HAVE

BEEN POSITIONED AND SECURED IN PLACE SO THAT DISPLACEMENT IS NOT POSSIBLE.

1. CHECK THAT CONDUITS PLACED IN THE SLAB ARE REASONABLY SPACED TO ENSURE INTEGRITY OF THE

SLAB.

2. CONFIRM THAT LOAD CARRYING EMBEDDED ITEMS ARE PLACED IN COMPLIANCE WITH THE CONTRACT

DOCUMENTS. RELOCATION OF EMBEDDED ITEMS IN CONFLICT WITH REINFORCING WILL NOT BE

PERMITTED WITHOUT PRIOR APPROVAL OF THE ARCHITECT/ENGINEER.

K. CHECK THAT CONSTRUCTION JOINTS, INCLUDING DOWELS, KEYS AND BULKHEADS, ARE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. REVIEW THE LOCATION OF CONSTRUCTION JOINTS IN BEAMS AND SLABS FOR COMPLIANCE WITH THE CONSTRUCTION JOINT LOCATION PLAN SUBMITTED BY THE CONTRACTOR TO THE

ARCHITECT/ENGINEER.

L. OPENINGS:

1. REPORT ALL SLAB OPENINGS LARGER THAN 12" AND NOT SHOWN ON THE CONTRACT DOCUMENTS TO THE ARCHITECT/ENGINEER. CHECK PLACEMENT OF ADDITIONAL REINFORCEMENT AROUND OPENINGS. NO

SLEEVES OR OPENINGS WILL BE PERMITTED IN BEAMS WITHOUT PRIOR APPROVAL OF THE

ARCHITECT/ENGINEER.

M. CHECK THAT ALL FOREIGN MATERIAL HAS BEEN REMOVED FROM SPACES WHICH CONCRETE IS TO OCCUPY.

2.06 STRUCTURAL STEEL

A. INSPECT STRUCTURAL STEEL PRIOR TO CONCEALMENT TO VERIFY GRADE, SIZES, CONNECTIONS, STRAIGHTNESS AND FINISH. CHECK WITH CONTRACT DOCUMENTS AND SHOP DRAWINGS.

B. INSPECT SETTING OF ANCHOR BOLTS, EMBEDS AND OTHER MISCELLANEOUS STRUCTURAL ITEMS PRIOR TO

CONCRETING. VERIFY, SIZE, QUANTITY AND FINISH.

C. INSPECT CONNECTIONS FOR THE FOLLOWING:

1. BOLTED CONNECTIONS: TYPE, SIZE AND NUMBER OF BOLTS. CHECK THAT BOLTS ARE CLEAN AND LUBRICATED AND HAVE PROPER WASHERS AND THAT THEY CONFORM TO THE SPECIFICATIONS. CHECK THAT BOLT HOLES ARE THE SPECIFIED TYPE AND SIZE. VERIFY THAT BOLTS ARE PROPERLY TIGHTENED.

FOR SLIP-CRITICAL BOLTS WITH LOAD INDICATOR WASHERS, CHECK ALL BOLTS VISUALLY AND 10% WITH A

FEELER GAUGE. "TURN OF THE NUT" METHOD IS NOT ACCEPTABLE.

2. WELDED CONNECTIONS: VERIFY THAT WELDERS ARE AWS CERTIFIED FOR THE TYPE OF WELDS BEING MADE. VISUALLY EXAMINE ALL WELDS FOR TYPE, SIZE AND LENGTH FOR COMPLIANCE WITH THE STRUCTURAL DRAWINGS. VERIFY THAT REQUIRED NON-DESTRUCTIVE TESTING IS PERFORMED BY THE TESTING AGENCY. VERIFY THAT WELDS ARE CLEAN, FREE FROM SLAG, AND THAT RUST PROTECTION HAS

BEEN APPLIED AS PER SPECIFICATIONS.

1.02 QUALIFICATIONS OF THE SPECIAL INSPECTOR

A. SPECIAL INSPECTOR SHALL BE A FLORIDA REGISTERED ENGINEER EXPERIENCED IN STRUCTURAL ENGINEERING AND CERTIFIED AS REQUIRED BY CURRENT LEGISLATION. SPECIAL INSPECTOR MUST BE

CURRENTLY ACTIVE IN THE DESIGN OF BUILDING STRUCTURES.

B. SPECIAL INSPECTOR SHALL NOT PERFORM THE MATERIAL TESTING FOR THE PROJECT.

C. THE SPECIAL INSPECTOR MAY SEND A FULL-TIME EMPLOYEE AS HIS AUTHORIZED REPRESENTATIVE TO THE PROJECT, BUT THAT PERSON SHALL BE EXPERIENCED AND KNOWLEDGEABLE IN THE STRUCTURAL SYSTEM BEING USED AND THE APPROPRIATE PORTIONS OF THE GOVERNING CODES AND STANDARDS.

AUTHORIZED REPRESENTATIVE SHOULD HAVE AS A MINIMUM AN ENGINEERING DEGREE FROM AN

ACCREDITED COLLEGE.

D. THE SPECIAL INSPECTOR SHALL HAVE A MINIMUM OF SEVEN (7) YEARS OF EXPERIENCE IN DESIGN AND INSPECTION OF SIMILAR STRUCTURES AND SHALL HAVE BEEN ENGINEER OF RECORD IN AT LEAST (4) SIMILAR STRUCTURES. THE SPECIAL INSPECTOR'S REPRESENTATIVE SHALL HAVE ENGINEERING COLLEGE DEGREE AND OBTAINED HIS "EI", SHALL HAVE DESIGN AT LEAST (1) SIMILAR STRUCTURE AND HAVE AT LEAST (3) YEARS OF EXPERIENCE IN INSPECTION OF SIMILAR STRUCTURES. RESUMES OF BOTH THE SPECIAL INSPECTOR AND SPECIAL INSPECTOR'S REPRESENTATIVE SHALL BE SUBMITTED TO

THE OWNER'S REPRESENTATIVE, THE ENFORCING AGENCY HAVING JURISDICTION AND THE

STRUCTURAL ENGINEER OF RECORD FOR REVIEW…