Structural_Drawing_Set.pdf

GENERAL:

1. PROVIDE CONSTRUCTION CONFORMING TO THE 2023 FLORIDA BUILDING CODE. REFERENCE TO

LATEST EDITION OR OTHER STANDARDS, SPECIFICATIONS OR CODES SHALL MEET THE LATEST

STANDARD OR CODE PUBLISHED AND ADOPTED BY THE LISTED BUILDING CODE.

2. MATERIAL TESTS AND INSPECTIONS ARE REQUIRED PER CHAPTER 17 OF THE 2023 FLORIDA BUILDING CODE. REFER TO THE PROJECT STATEMENT OF SPECIAL INSPECTIONS FOR REQUIRED

TESTS AND INSPECTIONS.

3. THESE NOTES APPLY EXCEPT WHERE OTHERWISE INDICATED BY DRAWINGS OR SPECIFICATIONS.

4. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY.

SUBMITTED SHOP DRAWINGS DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED

STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE

DRAWINGS.

5. COORDINATE THE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL,

ELECTRICAL, PLUMBING, CIVIL AND ALL OTHER CONSULTANTS. NOTIFY THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD IN WRITING OF ANY CONFLICT AND/OR OMISSION. WHERE A

CONFLICT OCCURS, THE STRICTEST REQUIREMENT SHALL GOVERN UNLESS OTHERWISE DECIDED

BY THE DESIGN TEAM

6. COORDINATE AND VERIFY FLOOR AND ROOF OPENING SIZES AND LOCATIONS SHOWN WITH

ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. FOR ADDITIONAL

OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS REFER TO THE ARCHITECTURAL AND

MECHANICAL DRAWINGS. OBTAIN WRITTEN APPROVAL OF ADDITIONAL OPENINGS LARGER THAN

12” x 12” FROM THE STRUCTURAL ENGINEER OF RECORD.

7. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, ADEQUACY AND SAFETY OF

ERECTION BRACING, SHORING, TEMPORARY SUPPORTS AND ALL OTHER MEANS, METHODS,

TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION.

8. COORDINATE THE BUILDING ORIENTATION WITH THE ARCHITECTURAL DRAWINGS.

9. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT

DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT

CONSTRUCTION DOCUMENTS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER IN

THE STATE WHERE THE PROJECT IS LOCATED AND SHALL BE MADE AVAILABLE AT THE JOB SITE

10. UNO, FIREPROOFING REQUIREMENTS, METHODS AND MATERIALS FOR STRUCTURAL MEMBERS

ARE NOT SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS

11. ALL REACTIONS AND FORCES SHOWN ON THE DRAWINGS ARE SERVICE LOADS (ASD

COMBINATIONS) UNO.

12. DO NOT SCALE OFF OF DRAWINGS, ASK ARCHITECT FOR DIMENSIONS NOT SHOWN.

DESIGN LOADS:

1. LIVE LOADS:

STAIR

LOADING DOCK

2. RISK CATEGORY

3. WIND DESIGN DATA:

ULTIMATE WIND SPEED, V_ULT

NOMINAL WIND SPEED, V_ASD

WIND EXPOSURE

INTERNAL PRESSURE COEFFICIENT

COMPONENTS AND CLADDING PRESSURES

UNIFORM

=100 PSF ON STAIR TREADS

=250 PSF

= II

=155 MPH

=120 MPH

=C =0.18±

=SEE TABLE

EXISTING CONDITIONS:

1. RENOVATION OF EXISTING STRUCTURES REQUIRES THOROUGH COORDINATION OF THE

CONTRACT DOCUMENTS WITH EXISTING CONDITIONS. THE CONTRACTOR MUST VERIFY ALL

RELEVANT EXISTING CONDITIONS, DIMENSIONS AND DETAILS PRIOR TO BEGINNING

CONSTRUCTION. REPORT ANY DEVIATIONS FROM CONDITIONS OR DIMENSIONS SHOWN ON THE

CONTRACT DOCUMENTS TO THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD FOR

REVIEW OF THE DESIGN AND POSSIBLE REVISION OF THE CONTRACT DOCUMENTS.

2. THE NATURE OF STRUCTURAL DEMOLITION AND STABILIZATION IS INHERENTLY UNCERTAIN. THE

EXACT CONDITION AND CAPACITY OF EACH STRUCTURAL ELEMENT CANNOT BE VERIFIED PRIOR

TO THE COMMENCEMENT OF WORK. AS A RESULT, IT IS IMPERATIVE TO REPORT ANY

DISCREPANCIES BETWEEN THE CONTRACT DOCUMENTS AND ACTUAL FIELD CONDITIONS, AS WELL

AS ANY ELEMENT OF QUESTIONABLE STRUCTURAL INTEGRITY IMMEDIATELY TO THE ARCHITECT

AND STRUCTURAL ENGINEER OF RECORD FOR REVIEW.

3. NO ATTEMPT HAS BEEN MADE TO DEFINE EACH SPECIFIC STRUCTURAL ELEMENT THAT MUST BE

REMOVED, ENHANCED OR REPLACED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

REVIEW THE CONDITION OF INDIVIDUAL ELEMENTS, TO DETERMINE WHICH ELEMENTS CAN BE

SALVAGED, WHICH ELEMENTS MUST BE REPLACED AND WHICH ELEMENTS ARE QUESTIONABLE.

THE CONTRACTOR SHOULD CONSULT WITH THE ARCHITECT AND STRUCTURAL ENGINEER OF

RECORD TO DETERMINE THE APPROPRIATE PROCEDURE FOR HANDLING ELEMENTS IN

QUESTIONABLE CONDITION.

4. THE DIMENSIONS AND ELEVATIONS SHOWN FOR THE EXISTING CONSTRUCTION ARE NOT AS-BUILT

DIMENSIONS BUT WERE OBTAINED FROM FIELD MEASUREMENTS, OTHER DRAWINGS AND

DOCUMENTS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS, ELEVATIONS AND MEMBER SIZES AS REQUIRED PRIOR TO BEGINNING CONSTRUCTION, FABRICATION, ETC.

5. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS NOT TO DISTURB OR UNDERMINE ANY

EXISTING BUILDING FOUNDATIONS OR STRUCTURE AND SHALL PROVIDE SHORING AS REQUIRED.

6. IN AREAS WHERE UNDERMINING OF EXISTING BUILDING FOUNDATION OR STRUCTURE IS

REQUIRED BY THE CONSTRUCTION DOCUMENTS, THE CONTRACTOR SHALL PROVIDE

UNDERPINNING AND/OR SHORING AS REQUIRED TO SUPPORT THE EXISTING BUILDING

FOUNDATIONS AND STRUCTURES. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SIGNED

AND SEALED CALCULATIONS FOR APPROVAL PRIOR TO CONSTRUCTION. DESIGN SHALL BE

COORDINATED WITH GEOTECHNICAL ENGINEERS REPORT AND RECOMMENDATIONS.

SHOP DRAWINGS:

1. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS THAT ADEQUATELY DEPICT THE STRUCTURAL

ELEMENTS AND CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. STRUCTURAL DRAWINGS

INDICATE TYPICAL AND CERTAIN CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL

CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND SPECIFIC REQUIREMENTS OF

THIS PROJECT.

2. REVIEW OF SUBMITTALS AND SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS.

CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH

THE PREPARATIONS OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS AND

DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS.

3. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF

THE CONTRACT DOCUMENTS ONLY. CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF

QUANTITIES, LENGTHS, ELEVATIONS, DIMENSIONS, ETC.

4. SHOP DRAWING SUBMITTALS SHALL BE SUBMITTED ELECTRONICALLY. SHOP DRAWINGS SHALL BE

REVIEWED, STAMPED AND SIGNED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE

ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED

UNCHECKED.

5. THE USE OR REPRODUCTIONS OF THESE CONTRACT DRAWINGS OR ANY PART OF THEM BY

CONTRACTOR IN LIEU OF PREPARATION OF SHOP DRAWINGS WILL BE REJECTED UNCHECKED.

6. MAXIMUM REQUIRED TURN AROUND TIME FOR SHOP DRAWING APPROVAL BY STRUCTURAL

ENGINEER IS TEN (10) WORKING DAYS.

7. THE FOLLOWING SHOP DRAWINGS SHALL BE SUBMITTED PRIOR TO CONSTRUCTION:

A. CONCRETE MIX DESIGN

B. CONCRETE REINFORCING

C. HEAVY TIMBER

D. TIMBER CONNECTIONS

E. WOOD FLOOR TRUSSES

F. WOOD ROOF TRUSSES

G. MASONRY REINFORCEMENT

H. MASONRY

I. STRUCTURAL STEEL

J. STRUCTURAL STEEL CONNECTIONS REQUIRING ENGINEERING

K. REFABRICATED STEEL STAIRS, RAILINGS AND LADDERS

L. METAL ROOF DECK ASSEMBLIES

M. OPEN WEB STEEL JOISTS AND/OR GIRDERS

N. LIGHT GAUGE STEEL EXTERIOR OR LOADBEARING WALL SYSTEMS

O. GLAZED CURTAIN WALLS

P. PRECAST CONCRETE ELEMENTS

Q. EXCAVATION SHORING AND RETAINING SYSTEMS

R. SHEET PILING

S. SOIL ANCHORS

T. SECANT PILES

U. MECHANICAL ANCHORS

V. CHEMICAL ANCHORS

FOUNDATION:

1. FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf ON

COMPACTED FILL. BEFORE CONSTRUCTION COMMENCES, SOIL BEARING CAPACITY SHALL BE

VERIFIED BY A SUBSURFACE INVESTIGATION, AS WELL AS FIELD AND LABORATORY TESTS

PERFORMED BY A CERTIFIED TESTING LABORATORY, WHOSE REPORT SHALL INCLUDE ANALYSIS

AND RECOMMENDATIONS FOR SITE PREPARATION IN ORDER TO BEAR THE FOUNDATION LOADS.

ABOVE REPORT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE

FOUNDATION CONSTRUCTION BEGINS.

2. AFTER EXCAVATION, IF THE CONDITION OF THE SOILS DO NOT MEET THE RECOMMENDED DESIGN

CRITERIA STATED IN THE GEOTECHNICAL REPORT, NOTIFY THE ARCHITECT AND STRUCTURAL

ENGINEER OF RECORD SO THAT THE FOUNDATIONS MAY BE REDESIGNED IF NECESSARY.

3. THE GEOTECHNICAL ENGINEER MUST VERIFY THE CONDITION AND/OR ADEQUACY OF ALL SUB- GRADES, FILLS AND BACKFILLS PRIOR TO THE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, ETC.

4. DESIGN OF SLAB-ON-GRADE IS BASED UPON A MODULUS OF SUBGRADE REACTION OF 150 PCI.

5. CONTACT THE ARCHITECT AND ENGINEER OF RECORD IF, AFTER EXCAVATION, THE CONDITION OF

THE SOIL INDICATES A SAFE BEARING CAPACITY OF LESS THAN ???? PSF. BEAR ALL FOOTINGS ON

ORIGINAL, UNDISTURBED SOIL OR STRUCTURAL FILL.

6. COORDINATE TOP OF FOOTING ELEVATIONS WITH THE REQUIREMENTS OF OTHER TRADES

(PLUMBING, ELECTRICAL, ETC.).

7. LOCATE TOP OF EXTERIOR FOOTING ELEVATIONS ?' - ?” BELOW FINISHED FLOOR, BUT NOT LESS

THAN ?' - ?” BELOW FINISHED GRADE, UNO.

8. LOCATE TOP OF INTERIOR FOOTING ELEVATIONS ?' - ?” BELOW FINISHED FLOOR, UNO.

9. BACK FILLING WALLS:

A. DEPOSIT BACKFILL AGAINST WALLS EVENLY AGAINST BOTH SIDES OF WALL UNTIL THE LOWER

FINAL GRADE IS REACHED.

B. DO NOT PLACE BACKFILL AGAINST WALLS DEPENDENT UPON TOP AND BOTTOM CONCRETE

SLABS FOR SUPPORT UNTIL THE CONCRETE SLABS HAVE ATTAINED 65% OF THEIR DESIGN 28

DAY COMPRESSION STRENGTH.

C. SHORE AND BRACE WALLS SHOWN MONOLITHIC WITH A SLAB-ON-GRADE AT THE TOP OF THE

WALL DURING BACKFILLING OPERATIONS.

10. CONSTRUCT COLUMN FOOTINGS AND WALL FOOTINGS MONOLITHICALLY WITH TOPS OF ADJACENT

FOOTINGS AT THE SAME ELEVATION.

11. FILLS:

A. REMOVE ALL UNSUITABLE SOILS AND REPLACE WITH CLEAN STRUCTURAL FILL AT THE

DIRECTION OF THE GEOTECHNICAL ENGINEER.

B. PLACE FILL SOILS IN 6” MAXIMUM (LOOSE) LIFTS AT MOISTURE CONTENTS AS DESCRIBED IN

THE GEOTECHNICAL REPORT.

C. COMPACT ALL FILL WITHIN 10'-0” OF THE BUILDING LIMIT TO 95% STANDARD PROCTOR.

D. TEST FIELD DENSITY AS DESCRIBED IN THE GEOTECHNICAL REPORT TO VERIFY ADEQUATE

COMPACTION AND DESIGN BEARING PRESSURE.

12. SIDES OF FOUNDATIONS MUST BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.

FOUNDATIONS PLACED AGAINST THE EARTH REQUIRE THE FOLLOWING PRECAUTIONS: SLOPE

SIDES OF EXCAVATIONS AS APPROVED BY THE GEOTECHNICAL ENGINEER AND CLEAN UP

SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.

13. WHERE FOOTING STEPS ARE NECESSARY, SLOPE NO STEEPER THAN ONE VERTICAL TO TWO

HORIZONTAL.

REINFORCED CONCRETE:

1. PROVIDE REINFORCED CONCRETE CONFORMING TO THE FOLLOWING STANDARDS.

A. ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, LATEST EDITION.

B. ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, LATEST EDITION.

C. ACI 302.1R, GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION, LATEST EDITION.

D. ACI 360R, DESIGN OF SLABS-ON-GROUND, LATEST EDITION.

E. PROJECT SPECIFICATION MANUAL DIVISION 3 (WHEN PROVIDED).

2. FULLY DOCUMENT AND SUBMIT FOR REVIEW THE PROPOSED MATERIALS AND MIX DESIGN FOR ALL

CONCRETE. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING THE REQUIRED DESIGN

STRENGTH. ALL CONCRETE TEST DATA MUST BE AVAILABLE AT THE JOB SITE.

3. DETAIL CONCRETE REINFORCEMENT ACCORDING TO ACI MNL-66 DETAILING MANUAL. SUBMIT

SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR

PLACING CONCRETE REINFORCING AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL SHOP

DRAWINGS ARE COMPLETED AND REVIEWED BY THE STRUCTURAL EOR. UNLESS SPECIFICALLY

APPROVED OTHERWISE, DETAIL ALL CONCRETE WALLS AND BEAMS IN ELEVATION.

4. PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING 28 DAY COMPRESSIVE STRENGTHS:

• FOUNDATIONS: 3000 PSI

• RETAINING WALLS: 3000 PSI

• SLABS-ON-GRADE: 3000 PSI

• FRAMED FLOOR SLABS: 3000 PSI

• COLUMNS AND WALLS: 4000 PSI

5. PROVIDE CONCRETE WITH:

A. 4% TO 6% ENTRAINED AIR BY VOLUME IN CONCRETE PERMANENTLY EXPOSED TO WEATHER.

B. THE USE OF CALCIUM CHLORIDE, CHLORIDE IONS OR OTHER SALTS IS NOT PERMITTED.

C. PLACE CONCRETE AT A SLUMP OF 5” ± 1” UNO.

6. UNO, PROVIDE REINFORCING STEEL CONFORMING TO ASTM A 615, GRADE 60.

7. PROVIDE WELDED WIRE REINFORCEMENT (MESH) IN FLAT SHEETS (ROLLS NOT PERMITTED)

CONFORMING TO ASTM A1064. LAP WWR A MINIMUM OF 6” AT EACH SPLICE.

8. FIBER REINFORCING MAY BE SUBSTITUTED FOR WWR IN SLABS-ON-GRADE WITH THE APPROVAL

OF THE STRUCTURAL EOR. PROVIDE FIBER REINFORCING CONFORMING TO ASTM A 820, TYPE 1.

9. SEE ARCHITECTURAL DRAWINGS FOR WATERSTOPS.

10. UNO, PROVIDE THE FOLLOWING CONCRETE COVER ON ALL REINFORCING STEEL:

A. CONCRETE AGAINST EARTH (NOT FORMED): 3”

B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:

a. #6 THROUGH #18 BARS: 2”

b. #5 BARS AND SMALLER: 1 1/2"

C. FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

a. SLABS, JOISTS, AND WALLS: 3/4"

b. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1 1/2"

11. REINFORCING, INCLUDING DOWELS, SHALL BE SECURELY TIED AND CAST WITH THE LOWER

MEMBER. PLACING REINFORCING AFTER CONCRETE HAS BEEN PLACED IS NOT PERMITTED.

12. FIELD BENDING OF REINFORCING PARTIAL EMBEDDED IN CONCRETE IS NOT ALLOWED UNLESS

SPECIFICALLY NOTED IN THE STRUCTURAL DOCUMENTS OR APPROVED BY STRUCTURAL

ENGINEER.

13. PROVIDE DOWELS FROM THE FOUNDATION WHICH ARE THE SAME GRADE, SIZE AND NUMBER AS

VERTICAL WALL OR COLUMN REINFORCING UNO.

14. TIE ALL REINFORCING STEEL AND EMBEDDED ITEMS SECURELY IN PLACE PRIOR TO PLACING

CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF THE

REINFORCEMENT WITHIN SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES.

15. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS OF ALL FOOTINGS, BEAMS AND

WALLS.

16. PROVIDE CONSTRUCTION OR CONTRACTION JOINTS IN SLABS-ON-GRADE SPACED AT A MAXIMUM 12'-0" OC IN EACH DIRECTION AND WITH THE LENGTH BETWEEN CONTROL JOINTS NO GREATER

THAN 1 1/4 TIMES THE WIDTH BETWEEN CONTROL JOINTS.

17. SAWCUT CONTROL JOINTS AS SOON AFTER PLACING AS POSSIBLE, WHEN CONCRETE WILL NOT

RAVEL, TEAR, ABRADE OR OTHERWISE DAMAGE THE SURFACE AND BEFORE THE CONCRETE

DEVELOPS RANDOM SHRINKAGE CRACKING. CURE CONCRETE IN ACCORDANCE WITH ACI 301.

BEGIN CURING IMMEDIATELY AFTER PLACING TO LIMIT CRACKING PRIOR TO SAWCUTTING

CONTROL JOINTS.

18. UNLESS NOTED OTHERWISE, AT BASEMENT WALLS AND RETAINING WALLS:

A. PROVIDE VERTICAL CONTROL JOINTS IN BASEMENT WALLS AND RETAINING WALLS WITH A

MAXIMUM SPACING OF 15'-0” ON CENTER AND 3/4" DEEP V-CHAMFER ON BOTH FACES.

B. INTERRUPT HALF OF THE SPECIFIED HORIZONTAL REINFORCEMENT AT CONTROL JOINTS.

C. CENTER CHAMFER STRIPS BETWEEN VERTICAL REINFORCING BARS.

19. NON-STRUCTURAL EMBEDMENTS (CONDUIT, PIPES, SLEEVES, ETC) WITHIN WALLS, BEAMS OR

SLABS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND ARCHITECT FOR REVIEW AND

APPROVAL PRIOR TO CONSTRUCTION. ALL EMBEDMENTS SHALL BE FABRICATED AND INSTALLED

IN ACCORDANCE WITH ACI STANDARDS, INCLUDING BUT NOT LIMITED TO THE FOLLOWING:

A. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE

B. OVERALL OUTSIDE DIMENSION OF EMBEDMENTS SHALL NOT EXCEED 1/3 THE CONCRETE

MEMBER THICKNESS UP TO 2" MAXIMUM.

a. FOR CONCRETE SLABS ON METAL DECK THE MEMBER THICKNESS SHALL BE THE

CONTINUOUS SLAB THICKNESS ABOVE THE DECK.

C. EMBEDMENTS SHALL BE SPACED A MINIMUM OF 6" OC

D. EMBEDMENTS SHALL NOT ALTER OR DISPLACE REINFORCING

E. EMBEDMENTS WITHIN COLUMNS SHALL NOT DISPLACE MORE THAN 4% OF THE AREA OF THE

COLUMN CROSS SECTION.

20. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE ALLOWED IN BEAMS OR JOISTS.

21. --SPECIFICATION BREAK-- THE FOLLOWING NOTES SHALL APPLY WHEN A PROJECT SPECIFICATION

MANUAL HAS NOT BEEN PROVIDED.

22. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE. SPLICE REINFORCING BARS ONLY

AS SHOWN OR APPROVED. STAGGER SPLICES WHERE POSSIBLE. USE CLASS “B” TENSION

SPLICES UNO, INCLUDING DOWELS.

23. TEST CYLINDERS SHALL BE TAKEN TO THE LESSER OF THE FOLLOWING.

A. 75 CUBIC YARDS

B. 24 HOUR PERIOD

C. CHANGE IN CONCRETE STRENGTH

24. TEST CYLINDERS AT 7 DAYS AND 28 DAYS. SHOULD 28 DAY STRENGTH NOT BE MET, TEST REMAINING CYLINDERS AT 56 DAYS. TEST RESULTS SHALL BE FORWARDED TO THE STRUCTURAL

EOR.

STRUCTURAL MASONRY:

1. PROVIDE STRUCTURAL MASONRY CONFORMING TO THE FOLLOWING STANDARDS:

A. ACI 530 / ASCE 5 / TMS 402, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY

STRUCTURES, LATEST EDITIONS.

B. ACI 530.1 / ASCE 6 / TMS 602, SPECIFICATIONS FOR CONCRETE MASONRY STRUCTURES,

LATEST EDITIONS.

2. LOAD BEARING MASONRY WALLS ARE DESIGNED IN ACCORDANCE WITH CHAPTERS 1 AND 2 OF ACI

530.

3. PROVIDE HOLLOW, LOAD BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C 90

WITH A MINIMUM COMPRESSIVE STRENGTH OF MASONRY (F'/M) OF 2,000 PSI AND A NET STRENGTH OF 2,000 PSI ON THE NET CROSS-SECTIONAL AREA OF CMU DETERMINED IN ACCORDANCE WITH

ASTM C 140.

4. PROVIDE BRICK MASONRY UNITS CONSTRUCTED OF CLAY OR SHALE CONFORMING TO ASTM C 652.

5. PROVIDE MORTAR CONFORMING TO ASTM C 270, TYPE S. STANDARD MORTAR BED JOINT

THICKNESS IS 3/8" AND MUST NOT VARY OUTSIDE OF THE RANGE BETWEEN 1/4" AND 1/2". DO NOT

USE AIR ENTRAINED MORTAR.

6. PROVIDE GROUT FOR REINFORCED MASONRY CONFORMING TO ASTM C 476 WITH MINIMUM

COMPRESSIVE STRENGTH OF 2,500 PSI AND A MINIMUM SLUMP OF 10”

7. PROVIDE STEEL REINFORCEMENT IN MASONRY WALLS CONFORMING TO ASTM A615, GRADE 60.

8. PROVIDE MASONRY TIES AND ANCHORS OF THE TYPE AND SPACING AS DETAILED ON THE

STRUCTURAL DRAWINGS AND IN CONFORMANCE WITH ASTM A82.

9. PROVIDE LADDER TYPE HORIZONTAL JOINT REINFORCING CONFORMING TO ASTM A951 IN ALL

MASONRY WALLS. UNO, PLACE 9 GAGE ZINC COATED LADDER TYPE HORIZONTAL JOINT

REINFORCING AT 16” OC. LAP HORIZONTAL JOINT REINFORCING MINIMUM 12”. USE

PREFABRICATED 'L'S AND 'T'S AT CORNERS AND INTERSECTIONS.

10. LAY ALL MASONRY UNITS IN RUNNING BOND.

11. FOR GROUTED WALLS:

A. THE MAXIMUM HEIGHT OF GROUT LIFTS MUST NOT EXCEED 5'-4”.

B. THE MAXIMUM UN-GROUTED HEIGHT OF 8” OR THICKER CMU WALLS PRIOR TO GROUTING

MUST NOT EXCEED 12'-0”.

C. REFER TO TABLE 7 OF ACI 530.1 FOR THE MAXIMUM UN-GROUTED HEIGHT OF CMU WALLS

THINNER THAN 8”.

D. CONSOLIDATE AND RECONSOLIDATE GROUT IN ACCORDANCE WITH PARAGRAPH 3.5.E OF ACI

530.1.

E. ALL GROUT POURS HIGHER THAN 5'-0” MUST HAVE INSPECTION HOLES AT THE BASE OF THE

WALL.

12. REINFORCEMENT:

A. DETAIL REINFORCEMENT IN LOAD BEARING CMU WALLS IN ELEVATION ON SHOP DRAWINGS.

B. LAP VERTICAL MASONRY WALL REINFORCING AS SHOWN IN THE MASONRY LAP LENGTH

SCHEDULE AND PROVIDE MINIMUM BAR SPLICE LENGTH.

13. PROVIDE VERTICAL CONTROL JOINTS IN ALL MASONRY WALLS NOT RETAINING EARTH. UNO ON

THE ARCHITECTURAL DRAWINGS, PLACE VERTICAL CONTROL JOINTS AT THREE TIMES THE WALL STORY HEIGHT, BUT NOT CLOSER THAN 25'-0” ON CENTER OR FARTHER THAN 40'-0” ON CENTER.

14. UNO, PROVIDE MINIMUM (1) #5 VERTICAL BAR, GROUTED FULL STORY HEIGHT, AT EACH SIDE OF OPENINGS AND AT ALL CORNERS AND ENDS OF WALLS, INCLUDING BOTH SIDES AT ENDS OF WALL

PANELS AT VERTICAL CONTROL JOINTS.

15. UNO, ANCHOR SIDES AND TOPS OF MASONRY WALL PANELS TO THE STRUCTURE BY DOVETAIL

ANCHORS, METAL STRAPS OR EQUIVALENT.

16. PLACE CONNECTORS FOR MASONRY VENEERS AT NOT MORE THAN 16” ON CENTER VERTICALLY

OR 24” ON CENTER HORIZONTALLY.

17. PROVIDE A CONTINUOUS BOND BEAM AT THE TOP OF ALL MASONRY WALLS. UNO REINFORCE

BOND BEAMS WITH (2) #4 CONTINUOUS REINFORCING BARS.

18. PROVIDE LEVEL B QUALITY ASSURANCE AS DESCRIBED IN TABLE 4 OF ACI 530.1 / ASCE 6 / TMS 602, LATEST EDITIONS.

19. SAMPLE AND TEST GROUT IN ACCORDANCE WITH ARTICLES 1.4 B AND 1.6 OF ACI 530.1 / ASCE 6 /

TMS 602, LATEST EDITIONS.

REINFORCED CONCRETE CONT:

25. THE LOCATION OF CONSTRUCTION JOINTS REQUIRES THE APPROVAL OF THE STRUCTURAL EOR.

A. UNLESS NOTED OTHERWISE, THOROUGHLY ROUGHEN (BY MECHANICAL MEANS) AND CLEAN

CONSTRUCTION JOINTS.

B. PROVIDE KEYS IN BEAMS AT CONSTRUCTION JOINTS.

C. APPLY SLUSH COAT AS SPECIFIED.

26. PROVIDE THE FOLLOWING NOMINAL SIZE OF KEYS AT WALL CONSTRUCTION JOINTS UNO:

A. 8” THROUGH 10” WALL = 2” x 4” KEY B. 12” THROUGH 16” WALL = 2” x 6” KEY

27. THE PLACEMENT OF ALL REINFORCING STEEL MUST BE REVIEWED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS TO BE CONSTRUCTED OR BY A

REPRESENTATIVE RESPONSIBLE TO HIM (REF: ACI 318).

28. PROVIDE COMPRESSIBLE FILLER AND SEALANT IN SLAB-ON-GRADE AND WALL AND COLUMN

INTERFACES THAT ARE NOT DOWELED TOGETHER.

29. ALL COLUMN POCKETS SHALL BE FILLED WITH CONCRETE AFTER COLUMN IS ERECTED.

30. PROVIDE 4" HIGH CONCRETE HOUSEKEEPING PADS UNDER EQUIPMENT. PADS SHALL EXTEND

BEYOND EQUIPMENT 6" NOMINAL ON ALL SIDES. APPLY BONDING AGENT TO EXISTING CONCRETE

SLAB PRIOR TO PLACING HOUSEKEEPING PAD. SEE DOCUMENTS FROM OTHER DISCIPLINES FOR

EQUIPMENT LOCATIONS.

31. AT FLOOR DRAINS, LOCALLY SLOPE FLOOR TOWARD DRAIN. SEE DOCUMENTS FROM OTHER

DISCIPLINES FOR DRAIN LOCATIONS.

32. UNO, STRUCTURAL SLABS EXPOSED TO WEATHER SHALL BE SLOPED APPROXIMATELY 1/4 INCH

PER FOOT AWAY FROM OCCUPIED SPACE TOWARD FLOOR DRAINS, SCUPPERS, GUTTERS, ETC.

FOR EXTERIOR NON-STRUCTURAL FLATWORK (EX: SIDEWALKS, PAVEMENT) REFERENCE CIVIL

SITE PLAN AND SPECIFICATIONS.

33. SEE ARCHITECTURAL DOCUMENTS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, ETC REQUIRED TO

BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "STEEL CONSTRUCTION MANUAL" AND THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND THE PROJECT SPECIFICATION MANUAL DIVISION 5

(WHEN PROVIDED).

2. SUBMIT SHOP DRAWINGS FOR FABRICATION AND ERECTION OF ALL STEEL MEMBERS IN ACCORDANCE WITH AISC STANDARDS NOTED ABOVE. DETAILER SHALL ASSUME EQUAL BEAM SPACING BETWEEN COLUMN LINES (OR BETWEEN BEAMS THAT ARE SPECIFICALLY LOCATED ON THE DRAWINGS), UNO ON THE DRAWINGS.

3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING, UNO:

A. WIDE FLANGE SHAPES AND CHANNELS (W, C, MC) = ASTM A992 (Fy = 50 KSI) B. MISC SHAPES (M, S, L), PLATES, BARS = ASTM A572 (Fy = 50 KSI) C. SQUARE/RECTANGULAR TUBING (HSS) = ASTM A500 GRADE C (Fy = 50 KSI) D. ROUND TUBING (HSS) = ASTM A500 GRADE C (Fy = 50 KSI) E. STRUCTURAL PIPE = ASTM A53 GRADE B (Fy = 35 KSI)

F. STRUCTURAL BOLTS = ASTM A325 OR A490

G. STRUCTURAL NUTS = ASTM A563

H. STRUCTURAL WASHERS = ASTM F436

I. ANCHOR RODS = ASTM F1554 GRADE 55 S1 (WELDABLE)

4. STRUCTURAL STEEL NOT EXPOSED TO WEATHER SHALL BE SHOP PRIMED WITH A RUST-INHIBITIVE PRIMER EXCEPT FOR THE FOLLOWING: SURFACES EMBEDDED IN CONCRETE, SURFACES TO BE FIELD WELDED, SURFACES AT SLIP- CRITICAL CONNECTIONS, SURFACES TO RECEIVE FIRE-RESISTIVE MATERIALS, GALVANIZED STEEL SURFACES, AND WEATHERING STEEL SURFACES. COORDINATE PRIMER SELECTION WITH ARCHITECTURAL FINISH REQUIREMENTS

WHERE APPLICABLE.

5. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. GALVANIZE BOLTS AND SIMILAR THREADED FASTENERS IN ACCORDANCE WITH ASTM A153, CLASS C AND D, AS APPLICABLE. ALL WELDS, CUTS, AND ABRASIONS TO GALVANIZED SURFACES SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780 USING APPROVED ZINC-RICH COATINGS. EXTERIOR STEEL NOTED AS PAINTED SHALL BE PRIMED WITH A RUST-INHIBITIVE PRIMER. COORDINATE PRIMER SELECTION WITH

ARCHITECTURAL FINISH REQUIREMENTS.

6. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SECTIONS THAT ARE EXPOSED TO WEATHER AND FULLY ENCLOSED, SUCH AS HSS MEMBERS WITH END PLATES, SHALL BE FABRICATED WITH A 1/2" DRAINAGE HOLE LOCATED AT AN INCONSPICUOUS LOCATION NEAR THE LOWEST ELEVATION OF THE MEMBER. FOR VERTICAL HSS SECTIONS, LOCATE DRAINAGE HOLE A MAXIMUM DISTANCE FROM THE BASE EQUAL TO HALF THE CROSS SECTION

DEPTH.

7. STEEL BELOW GRADE SHALL HAVE A MINIMUM OF 3" CONCRETE COVER PROTECTION OR PROTECTED WITH 2 COATS

OF ASPHALTIC PAINT.

8. UNO, ALL STIFFENER PLATES, ANGLES. OR MISCELLANEOUS STEEL SHALL BE WELDED WITH 3/16" FILLET WELD ALL

AROUND WHERE SHOWN IN CONTACT WITH OTHER STEEL MEMBERS.

9. WELDS ARE SCHEMATICALLY INDICATED AS SHOP WELDS OR FIELD WELDS IN DRAWINGS. CONTRACTOR SHALL COORDINATE WELDING SEQUENCE WITH FABRICATOR. SHOP DRAWINGS SHALL DETAIL ALL SHOP AND FIELD

WELDS.

10. GROUT BELOW BASE PLATES SHALL BE HIGH-STRENGTH, NON-SHRINK, NONMETALLIC GROUT, WITH A 28 DAY

MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI.

11. BEAMS WITHOUT SPECIFIED CAMBER SHALL BE ORIENTED SUCH THAT NATURAL MILL CAMBER IS UPWARD.

12. STRUCTURAL STEEL FRAMING CONNECTIONS SHALL BE BOLTED AND/OR WELDED AND SHALL CONFORM TO THE

FOLLOWING:

A. BOLTED CONNECTIONS SHALL CONFORM TO THE PROVISIONS OF RCSC "SPECIFICATIONS FOR STRUCTURAL

JOINTS USING HIGH-STRENGTH BOLTS."

B. BOLTED CONNECTIONS SHALL USE MINIMUM 3/4" DIAMETER BOLTS AND SHALL HAVE A MINIMUM NUMBER OF

BOLTS PER BEAM DEPTH AS FOLLOWS:

BEAM DEPTH MINIMUM # OF BOLTS

W8 / W10 / W12 2 W14 / W16 / W18 3 W21 / W24 4 W27 / W30 5 W33 / W36 6 W40 / W44 7

C. BOLTS IN BEARING SHALL BE DESIGNED AS TYPE "N".

D. BOLTED CONNECTIONS SHALL BE DESIGNATED AS "SLIP-CRITICAL", "PRETENSIONED", OR "SNUG-TIGHT."

a. SLIP-CRITICAL BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE MINIMUM PRETENSION VALUES IN TABLE J3.1 OF THE AISC SPECIFICATION FOR STRUCTURAL STEEL, SHALL USE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR WASHERS, AND SHALL HAVE FAYING SURFACES PROPERLY PREPARED TO MEET CLASS A SURFACE CONDITION, UNO. SLIP-CRITICAL CONNECTIONS SHALL BE REQUIRED AT

LOCATIONS NOTED ON DRAWINGS.

b. PRETENSIONED BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE MINIMUM PRETENSION VALUES IN TABLE J3.1 OF THE AISC SPECIFICATION FOR STRUCTURAL STEEL AND SHALL USE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR WASHERS. PRETENSIONED CONNECTIONS INCLUDE ALL MOMENT

CONNECTIONS, BRACED FRAME CONNECTIONS, HANGER CONNECTIONS, GIRT CONNECTIONS,

CONNECTIONS IN TENSION, CONNECTIONS SUBJECT TO VIBRATION, AND ALL CONNECTIONS USING A490

BOLTS.

c. BOLTED CONNECTIONS NOT DESIGNATED AS SLIP-CRITICAL OR PRETENSIONED ARE PERMITTED TO BE

SNUG-TIGHT CONNECTIONS AS DEFINED BY AISC.

E. WELDED CONNECTIONS SHALL CONFORM TO THE PROVISIONS OF THE AWS D1.1 STRUCTURAL WELDING CODE

AND SHALL BE PERFORMED BY CERTIFIED WELDERS.

F. MINIMUM THICKNESS OF ALL CONNECTION MATERIAL SHALL BE 5/16", UNO. MINIMUM THICKNESS OF GUSSET

PLATES AND SHEAR PLATES SHALL BE 3/8".

G. MINIMUM LENGTH OF BEAM CONNECTIONS SHALL BE 1/2 THE BEAM DEPTH.

13. STRUCTURAL STEEL FABRICATOR IS RESPONSIBLE FOR DESIGN AND DETAILING OF STEEL CONNECTIONS

REQUIRED BY THE CONTRACT DOCUMENTS. FABRICATOR SHALL COMPLY WITH THE FOLLOWING:

A. DESIGN ALL CONNECTIONS NOT SPECIFICALLY AND FULLY DETAILED IN THE DRAWINGS.

B. DESIGN CONNECTIONS USING SCHEMATIC DETAILS AND OTHER INFORMATION INDICATED IN THE DRAWINGS.

C. DESIGN CONNECTIONS FOR THE MINIMUM DESIGN LOADS AND MINIMUM CONNECTION REQUIREMENTS NOTED

HEREIN.

D. SUBMIT SIGNED AND SEALED CALCULATIONS FOR THE DESIGN OF MOMENT CONNECTIONS, BRACED FRAME

CONNECTIONS, CONNECTIONS TRANSFERRING AXIAL LOAD, CONNECTIONS THAT ARE PART OF THE BUILDING'S MAIN LATERAL FORCE RESISTING SYSTEM, AND ANY CONNECTIONS OTHER THAN BEAM SIMPLE SHEAR

CONNECTIONS.

E. SELECT AND COMPLETE BEAM SIMPLE SHEAR CONNECTIONS USING SCHEMATIC DETAILS AND THE AISC MANUAL OF STEEL CONSTRUCTION. BEAM SIMPLE SHEAR CONNECTIONS SHALL BE SUBMITTED UPON

REQUEST.

F. REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE FABRICATOR OF CONNECTION DESIGN RESPONSIBILITY.

14. CONNECTION DESIGN LOADS SHALL BE AS FOLLOWS:

A. ALL DESIGN LOADS INDICATED IN DRAWINGS ARE ASD SERVICE LOADS, UNO.

B. WHERE DRAWINGS INDICATE AXIAL AND/OR MOMENT LOADS IN ADDITION TO BEAM END SHEAR REACTIONS, LOADS SHALL BE CONSIDERED TO ACT SIMULTANEOUSLY, UNO.

C. WHERE MOMENT CONNECTIONS ARE SHOWN WITHOUT A MOMENT LOAD INDICATED, THE MOMENT

CONNECTION SHALL DEVELOP THE FULL MOMENT CAPACITY OF THE BEAM.

D. WHERE BEAM END SHEAR REACTIONS ARE INDICATED IN THE DRAWINGS, CONNECTIONS SHALL DEVELOP THE

REACTIONS INDICATED.

E. WHERE BEAM END SHEAR REACTIONS ARE NOT INDICATED IN THE DRAWINGS, CONNECTION DESIGN LOADS

SHALL BE PROPORTIONED BASED ON THE MAXIMUM TOTAL UNIFORM LOAD TABLES IN PART 3 OF THE AISC MANUAL OF STEEL CONSTRUCTION. NON-COMPOSITE BEAMS SHALL DEVELOP 60% OF THE MAXIMUM TOTAL UNIFORM LOAD FOR THE GIVEN BEAM, SPAN, AND GRADE OF STEEL SPECIFIED. COMPOSITE BEAMS SHALL DEVELOP 90% OF THE MAXIMUM TOTAL UNIFORM LOAD FOR THE GIVEN BEAM, SPAN, AND GRADE OF STEEL

SPECIFIED.

STRUCTURAL STEEL FRAMING:

DO NOT SCALE DIMENSIONS FROM THESE

DRAWINGS. WHEN INFORMATION IS NOT CLEARLY

PROVIDED, OBTAIN EXACT INFORMATION FROM

THE ARCHITECT BEFORE PROCEEDING WITH THE

WORK.

THE ARCHITECT IS NOT RESPONSIBLE FOR

CONSTRUCTION THAT IS NOT CARRIED OUT IN

ACCORDANCE WITH THESE CONSTRUCTION

DOCUMENTS. THE ARCHITECT IS NOT

RESPONSIBLE FOR DECISIONS AND

INTERPRETATIONS MADE BY THE CONTRACTOR,

OWNER, OR OTHER PARTIES.

COPYRIGHT 2020 HALL DARLING DESIGN STUDIO,

PA. DRAWINGS AND CONCEPTS MAY NOT BE

USED OR REPRODUCED WITHOUT THE WRITTEN

PERMISSION OF THE ARCHITECT.

GENERAL NOTES

STRUCTURAL ENGINEER

MEPF ENGINEER

coa #29304

ORIGINALS PRINTED AT 24" x 36"

Project No.

Date

Revisions:

DIGITAL CERTIFICATION

CERTIFICATION BY ARCHITECT IS FOR THE

BUILDING’S ARCHITECTURAL COMPONENTS

ONLY. PLEASE REFER TO INDIVIDUAL

ENGINEER’S DRAWINGS FOR CERTIFICATION

BY THOSE DESIGN PROFESSIONALS.

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

AND SEALED BY GLENN DARLING, AIA, AS

NOTED BELOW, USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

coa #31580

SEAL

Hall Darling Design Studio, PA

AA 26003955

513 Central Ave.

Sarasota, FL 34236

P:941.917.0883

S-001

GENERAL NOTES

SARASOTA COUNTY FLEET SOUTH

RENOVATION

06.26.2026

4571 STATE ROAD 776, VENICE,

FL 34293

100% CONSTRUCTION

DOCUMENTS

24-015

Experience Structural Expertise Atlanta, Boca Raton, Charlotte, Chattanooga, Knoxville, Nashville, Orlando, Raleigh

Copyright • Bennett & Pless, Inc.

All Rights Reserved

B & P Job Number:

1964 - Celebrating Years of Structural Excellence

419 E Oakland Ave, Oakland, Florida 34787 Tel 678 990 8700 x501

2024 60

25.03.025

This item has been electronically signed and sealed by Thomas C. Wilda, P.E., on the date indicated in the digital signature, using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

& AND

@ AT

X° DEGREE

∅ DIAMETER

# NUMBER/POUND

ACI AMERICAN CONCRETE INSTITUTE

AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

AHJ AUTHORITY HAVING JURISDICTION

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT ALTERNATE

ANC ANCHOR

APPROX APPROXIMATE

APC ARCHITECTURAL PRECAST VENEER

AR ANCHOR ROD

ARCH ARCHITECT/ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWPA AMERICAN WOOD PROTECTION ASSOCIATION

AWS AMERICAN WELDING SOCIETY

BB BOND BEAM

B/B BACK TO BACK

BCX BOTTOM CHORD EXTENSION

BL BUILDING LINE

BLDG BUILDING

BLK BLOCK

BM BEAM

B/ BOTTOM OF

BOT BOTTOM

BP BASE PLATE / BEARING PLATE

BRG BEARING

BRK BRICK

BSMT BASEMENT

BTWN BETWEEN

CANT CANTILEVER

CC CLEAR COVER

CFMF COLD-FORMED METAL FRAMING

CFS COLD-FORMED STEEL

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONNX CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CNR CORNER

CRSI CONCRETE REINFORCING STEEL INSTITUTE

CWI CERTIFIED WELDING INSPECTOR

DBE DECK BEARING ELEVATION

DBL DOUBLE

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DT DOUBLE TEE - PRECAST

DTL DETAIL

DWL DOWEL

DWG DRAWING

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EMBED EMBEDMENT/EMBEDDED

EPCT EPOXY COATED

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ESS EXCAVATION SHORING SYSTEM

ESR EVALUATION SERVICES REPORT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FAS FASTENER

FD FLOOR DRAIN

FF FINISH FLOOR

FFE FINISH FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FDN FOUNDATION

FOC FACE OF CONCRETE

FOS FACE OF STEEL

FS FAR SIDE

FT FOOT OR FEET

FTG FOOTING

FUT FUTURE

FV FIELD VERIFY

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GEN GENERAL

GL GRIDLINE

GN GENERAL NOTE

GR GRADE

GS GRIND SMOOTH

HCA HEADED CONCRETE ANCHOR

HC HOLLOW CORE

HDG HOT DIPPED GALVANIZED

HI HIGH

HK HOOK

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL STEEL

HT HEIGHT

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IN INCH

INT INTERIOR

INV INVERT/INVERTED

ISF INSIDE FACE

STRUCTURAL ABBREVIATIONS

JBE JOIST BEARING ELEVATION

JST JOIST

JT JOINT

K KIP (THOUSAND POUNDS)

KSI KIPS PER SQUARE INCH

LAT LATERAL

LBS POUNDS

LF LATERAL FRAME

LFT LINEAR FOOT

LG LONG

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LO LOW

LRFD LOAD RESISTANCE FACTOR DESIGN

LHS LONG HORIZONTAL SLOT

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LVL LAMINATED VENEER LUMBER

LVS LONG VERTICAL SLOT

MANUF MANUFACTURER

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MILS THOUSANDTH OF AN INCH

MIN MINIMUM

MISC MISCELLANEOUS

ML MASONRY LINTEL

MO MASONRY OPENING

MOM MOMENT

MTL METAL

MW MASONRY WALL

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OAE OR APPROVED EQUAL

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

O/O OUT TO OUT

OPNG OPENING

OPP OPPOSITE

OSF OUTSIDE FACE

OSHA OCCUPATIONAL SAFETY AND

HEALTH ADMINISTRATION

PAF POWDER ACTUATED FASTENERS

PC PRECAST

PCF POUNDS PER CUBIC FOOT

PED PEDESTAL

PEMB PRE-ENGINEERED METAL BUILDING

PERP PERPENDICULAR

PL PLATE

PLYWD PLYWOOD

PREFAB PREFABRICATED

PROJ PROJECTION

PSF POUND PER SQUARE FOOT

PSI POUND PER SQUARE INCH

PT POINT

RAD RADIUS

RD ROOF DRAIN

REBAR REINFORCING BAR

REF REFERENCE

REINF REINFORCING/REINFORCED

REQD REQUIRED

REQT REQUIREMENT

RTU ROOF TOP UNIT

RXN REACTION

SCHED SCHEDULE

SECT SECTION

SHT SHEET/SHEATING

SIM SIMILAR

SJ SAWN JOINT

SL SLOPE

SOG SLAB ON GRADE

SPA SPACES/SPACING

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SUSP SUSPENDED

SW SHEAR WALL

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE & GROOVE

TCX TOP CHORD EXTENSION

TESS TEMPORARY EXCAVATION

SHORING SYSTEM

THK THICK/THICKNESS

THD THREAD

T/ TOP OF

TMS THE MASONRY SOCIETY

TR TREAD

TS TUBE STEEL

TD TURN DOWN

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

UNSCHED UNSCHEDULED

UT UTILITIES

VBF VERTICAL BRACED FRAME

VERT VERTICAL

VIF VERIFY IN FIELD

VX HORIZONTAL SHEAR FORCE

VY VERTICAL SHEAR FORCE

W/ WITH

WD WOOD

WF WIDE FLANGE

W/O WITHOUT

WP WORK POINT

WT WEIGHT

W/T WATER TABLE

WWR WELDED WIRE REINFORCEMENT

WS WATERSTOP

XB X-BRACING

SLOPE

DN

FTG

STEP

T/XXX

X'-X"

ELEVATION MARK

FOOTING STEP

SLAB STEP

TYPICAL FOUNDATION PLAN ELEMENTS

TYPICAL FOUNDATION PLAN ELEMENTS

MASONRY STRUCTURAL WALL

MASONRY STRUCTURAL WALL BELOW

MASONRY PARTITION WALL

MASONRY PARTITION WALL BELOW

CONCRETE WALL

CONCRETE WALL BELOW

STUD WALL

STUD WALL BELOW

STRUCTURAL LEGEND

SLOPE DIRECTION

W12 X65

BP1

P1 F6

WF2

COLUMN SIZE

BASEPLATE SIZE

FOOTING SIZE

PIER SIZE

WALL FOOTING SIZE

PC4

GB1

AUGER

CAST PILE

PILE CAP SIZE

GRADE BEAM SIZE

TYPICAL ROOF BEAM DESIGNATIONS

ADDITIONAL BEAM REACTION DESIGNATIONS

TYPICAL JOIST DESIGNATIONS

TYPICAL FLOOR BEAM DESIGNATIONS

TYPICAL JOIST GIRDER DESIGNATIONS

SR1

1"

FLOOR MARK AND SPAN DIRECTION

ROOF DECK MARK AND SPAN DIRECTION

TENDON DRAPE ELEVATION

STUD RAIL MARK

48G 9N 8.6K/4.0K [-5"]

JOIST GIRDER DEPTH (IN)

TOP OF STEEL RELATIVE TO DBE (-2

1/2" IF NOT SHOWN)

NUMBER OF SPANS BETWEEN

PANEL POINTS

TOTAL LOAD AT EACH PANEL POINT

LIVE LOAD AT EACH PANEL POINT

J3 [-2"]

UNIFORM TOTAL LOAD (LB/FT)

22K4

22K(220/133)

JOIST DEPTH (IN)

UNIFORM LIVE LOAD (LB/FT)

22KSP4

JOIST SIZE

JOIST MARK, SEE SCHEDULE

FOR SIZE

TOP OF STEEL RELATIVE TO DBE (0"

IF NOT SHOWN)

SPECIAL JOIST, SEE NOTES

AND/OR LOAD DIAGRAMS

A=15K

40K-FT

AXIAL LOAD

REACTION

MOMENT

REACTION

MOMENT

CONNECTION

32K-FT

SEISMIC MOMENT

CONNECTION

W16X31 c=1" 27k 27k[-2 1/2"]

BEAM SIZE

CAMBER (0" IF NOT SHOWN)

TOP OF STEEL RELATIVE TO DBE

(0" IF NOT SHOWN)

END SHEAR REACTION

W18X35 (40) c=1 1/4"

34k 34k[-8"]

BEAM SIZE

NUMBER OF SHEAR STUDS

CAMBER (0" IF NOT SHOWN)

TOP OF STEEL RELATIVE TO FFE

(EQUALS SLAB THICKNESS IF NOT SHOWN)

END SHEAR REACTION

6"

#S

#R

GRATING MARK AND SPAN DIRECTION#G

DO NOT SCALE DIMENSIONS FROM THESE

DRAWINGS. WHEN INFORMATION IS NOT CLEARLY

PROVIDED, OBTAIN EXACT INFORMATION FROM

THE ARCHITECT BEFORE PROCEEDING WITH THE

WORK.

THE ARCHITECT IS NOT RESPONSIBLE FOR

CONSTRUCTION THAT IS NOT CARRIED OUT IN

ACCORDANCE WITH THESE CONSTRUCTION

DOCUMENTS. THE ARCHITECT IS NOT

RESPONSIBLE FOR DECISIONS AND

INTERPRETATIONS MADE BY THE CONTRACTOR,

OWNER, OR OTHER PARTIES.

COPYRIGHT 2020 HALL DARLING DESIGN STUDIO,

PA. DRAWINGS AND CONCEPTS MAY NOT BE

USED OR REPRODUCED WITHOUT THE WRITTEN

PERMISSION OF THE ARCHITECT.

GENERAL NOTES

STRUCTURAL ENGINEER

MEPF ENGINEER

coa #29304

ORIGINALS PRINTED AT 24" x 36"

Project No.

Date

Revisions:

DIGITAL CERTIFICATION

CERTIFICATION BY ARCHITECT IS FOR THE

BUILDING’S ARCHITECTURAL COMPONENTS

ONLY. PLEASE REFER TO INDIVIDUAL

ENGINEER’S DRAWINGS FOR CERTIFICATION

BY THOSE DESIGN PROFESSIONALS.

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

AND SEALED BY GLENN DARLING, AIA, AS

NOTED BELOW, USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

coa #31580

SEAL

Hall Darling Design Studio, PA

AA 26003955

513 Central Ave.

Sarasota, FL 34236

P:941.917.0883

S-002

STRUCTURAL LEGEND AND

ABBREVIATIONS

SARASOTA COUNTY FLEET SOUTH

RENOVATION

06.26.2026

4571 STATE ROAD 776, VENICE,

FL 34293

100% CONSTRUCTION

DOCUMENTS

24-015

Experience Structural Expertise Atlanta, Boca Raton, Charlotte, Chattanooga, Knoxville, Nashville, Orlando, Raleigh

Copyright • Bennett & Pless, Inc.

All Rights Reserved

B & P Job Number:

1964 - Celebrating Years of Structural Excellence

419 E Oakland Ave, Oakland, Florida 34787 Tel 678 990 8700 x501

2024 60

25.03.025

This item has been electronically signed and sealed by Thomas C. Wilda, P.E., on the date indicated in the digital signature, using a Digital Signature. Printed copies of this

WF2

WF2

WF2

WF5

WF5

W F

W F

W F

W F2

NOTE 9

NOTE 9

NOTE 9

S-200

S-200

S-200

S-200

S-200

EXISTING TO REMAIN

NOTE 1

NOTE 10

NOTE 10

T.

E.

T.E.8

T.

E.

CJ

CJ

S-200

A

B

C

1 2

C1C1

C1

F3

3'

0"

2' - 0"

F3

S-200

S-200

CJ

CJ

S-200

HSS4X

4X

1/4

HSS4X4X1/4

F2

HSS6X

4X

1/4

HSS6X4X1/4

HSS4X

4X

1/4

HSS4X4X1/4

F2T.

E.

T.E.8

S-300

S-300

SIM

S-300

S-300

SIM

FOUNDATION PLAN NOTES:

1. 6" CONCRETE SLAB WITH #4 BARS @ 18" O.C. MAX. EA. WAY AT MID-DEPTH OF SLAB.

2. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, DROPS AND DRAIN LOCATIONS IN

FLOOR SLABS.

3. VERIFY DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS BEFORE

COMMENCING CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. FOR ADDITIONAL

INFORMATION SEE ARCHITECTURAL DRAWINGS.

4. FOR DIMENSIONS NOT SHOWN, SEE OTHER STRUCTURAL DRAWINGS AND VERIFY

WITH ARCHITECTURAL DRAWINGS. DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER.

5. ELEVATIONS SHOWN REFERENCE SLAB-ON- GRADE, EL 0'-0".

6. KEY ALL INTERSECTING MASONRY WALLS TOGETHER.

7. TOP OF NEW FOOTINGS TO BE AT -1'-4" BELOW GRADE U.N.O.

8. ALL WALLS AND COLUMNS SHALL BE CENTERED ON THEIR FOOTINGS U.N.O., TYP.

9. EXISTING 2'-0" FOOTING, F.V.

10. NEW CONC. STAIRS, SEE SECTIONS.

T.E.8 = 8" WIDE x 16" THICKENED EDGE PER DETAIL ON SHEET S-300 WF2 = 2'-0" x CONT. x 16"THK. W/ (3) #5 BOTT. CONT. W/ #5 @ 10" O.C. BOTT.

WF5 = 5'-0" x CONT. x 16"THK. W/ (6) #5 BOTT. CONT. W/ #5 @ 10" O.C. BOTT.

C1 = 16"x16" CONC. COLUMN W/ (8) #6 VERT. W/ #3 TIES @ 12" O.C. MAX.

F3 = 3'-0" x 3'-0" x 16" THK CONC. FOOTING W/ (4) #5 BOTT. EA. WAY.

11 5/8" CONCRETE WALL W/ #5 EACH FACE VERTICAL &

HORIZONTAL @ 18" O.C MAX.

DO NOT SCALE DIMENSIONS FROM THESE

DRAWINGS. WHEN INFORMATION IS NOT CLEARLY

PROVIDED, OBTAIN EXACT INFORMATION FROM

THE ARCHITECT BEFORE PROCEEDING WITH THE

WORK.

THE ARCHITECT IS NOT RESPONSIBLE FOR

CONSTRUCTION THAT IS NOT CARRIED OUT IN

ACCORDANCE WITH THESE CONSTRUCTION

DOCUMENTS. THE ARCHITECT IS NOT

RESPONSIBLE FOR DECISIONS AND

INTERPRETATIONS MADE BY THE CONTRACTOR,

OWNER, OR OTHER PARTIES.

COPYRIGHT 2020 HALL DARLING DESIGN STUDIO,

PA. DRAWINGS AND CONCEPTS MAY NOT BE

USED OR REPRODUCED WITHOUT THE WRITTEN

PERMISSION OF THE ARCHITECT.

GENERAL NOTES

STRUCTURAL ENGINEER

MEPF ENGINEER

coa #29304

ORIGINALS PRINTED AT 24" x 36"

Project No.

Date

Revisions:

DIGITAL CERTIFICATION

CERTIFICATION BY ARCHITECT IS FOR THE

BUILDING’S ARCHITECTURAL COMPONENTS

ONLY. PLEASE REFER TO INDIVIDUAL

ENGINEER’S DRAWINGS FOR CERTIFICATION

BY THOSE DESIGN PROFESSIONALS.

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

AND SEALED BY GLENN DARLING, AIA, AS

NOTED BELOW, USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

coa #31580

SEAL

Hall Darling Design Studio, PA

AA 26003955

513 Central Ave.

Sarasota, FL 34236

P:941.917.0883

S-101

FOUNDATION PLAN

SARASOTA COUNTY FLEET SOUTH

RENOVATION

06.26.2026

4571 STATE ROAD 776, VENICE,

FL 34293

100% CONSTRUCTION

DOCUMENTS

24-015

S-101

FOUNDATION PLAN

SCALE: 1/4" = 1'-0"

Experience Structural Expertise Atlanta, Boca Raton, Charlotte, Chattanooga, Knoxville, Nashville, Orlando, Raleigh

Copyright • Bennett & Pless, Inc.

All Rights Reserved

B & P Job Number:

1964 - Celebrating Years of Structural Excellence

419 E Oakland Ave, Oakland, Florida 34787 Tel 678 990 8700 x501

2024 60

25.03.025

This item has been electronically signed and sealed by Thomas C. Wilda, P.E., on the date indicated in the digital signature, using a Digital Signature. Printed copies of this

NEW HSS 16x4x1/4" (LFV)

(T/STL = 11'-8", VERIFY W/

ARCH/DOOR MANUF)

NEW HSS4X4X1/4"

T/STL = 11'-2"

NEW HSS4x4x1/4"

T/STL = 11'-2"

S-300

NEW HSS 16x4x1/4" (LFV)

(T/STL = 11'-8", VERIFY W/

ARCH/DOOR MANUF)

S-300 SIM.

NOTE 3, TYP. NOTE 3, TYP.NOTE 4, TYP.

NOTE 3, TYP. NOTE 3, TYP.

NOTE 4, TYP.

FRAMING PLAN NOTES:

1. VERIFY DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS

BEFORE COMMENCING CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT

TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. FOR

ADDITIONAL INFORMATION SEE ARCHITECTURAL DRAWINGS.

2. FOR DIMENSIONS NOT SHOWN, SEE OTHER STRUCTURAL DRAWINGS AND

VERIFY WITH ARCHITECTURAL DRAWINGS. DISCREPANCIES SHALL BE BROUGHT

TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER.

3. WELD NEW COLUMN TO EXISTING PRE-ENGINEERED METAL BUILDING COLUMN

W/ FLARE BEVEL WELD EA. SIDE 2" LG. @ 12" O.C. TYP.

4. WELD ALL TUBE STEEL BEAMS TO TUBE STEEL COLUMNS W/ 1/4" FILLET WELD

ALL AROUND.

DO NOT SCALE DIMENSIONS FROM THESE

DRAWINGS. WHEN INFORMATION IS NOT CLEARLY

PROVIDED, OBTAIN EXACT INFORMATION FROM

THE ARCHITECT BEFORE PROCEEDING WITH THE

WORK.

THE ARCHITECT IS NOT RESPONSIBLE FOR

CONSTRUCTION THAT IS NOT CARRIED OUT IN

ACCORDANCE WITH THESE CONSTRUCTION

DOCUMENTS. THE ARCHITECT IS NOT

RESPONSIBLE FOR DECISIONS AND

INTERPRETATIONS MADE BY THE CONTRACTOR,

OWNER, OR OTHER PARTIES.

COPYRIGHT 2020 HALL DARLING DESIGN STUDIO,

PA. DRAWINGS AND CONCEPTS MAY NOT BE

USED OR REPRODUCED WITHOUT THE WRITTEN

PERMISSION OF THE ARCHITECT.

GENERAL NOTES

STRUCTURAL ENGINEER

MEPF ENGINEER

coa #29304

ORIGINALS PRINTED AT 24" x 36"

Project No.

Date

Revisions:

DIGITAL CERTIFICATION

CERTIFICATION BY ARCHITECT IS FOR THE

BUILDING’S ARCHITECTURAL COMPONENTS

ONLY. PLEASE REFER TO INDIVIDUAL

ENGINEER’S DRAWINGS FOR CERTIFICATION

BY THOSE DESIGN PROFESSIONALS.

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

AND SEALED BY GLENN DARLING, AIA, AS

NOTED BELOW, USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

coa #31580

SEAL

Hall Darling Design Studio, PA

AA 26003955

513 Central Ave.

Sarasota, FL 34236

P:941.917.0883

S-102

FRAMING PLAN

SARASOTA COUNTY FLEET SOUTH

RENOVATION

06.26.2026

4571 STATE ROAD 776, VENICE,

FL 34293

100% CONSTRUCTION

DOCUMENTS

24-015

Experience Structural Expertise Atlanta, Boca Raton, Charlotte, Chattanooga, Knoxville, Nashville, Orlando, Raleigh

Copyright • Bennett & Pless, Inc.

All Rights Reserved

B & P Job Number:

1964 - Celebrating Years of Structural Excellence

419 E Oakland Ave, Oakland, Florida 34787 Tel 678 990 8700 x501

2024 60

25.03.025

S-102

FRAMING PLAN

SCALE: 1/4" = 1'-0"

This item has been electronically signed and sealed by Thomas C. Wilda, P.E., on the date indicated in the digital signature, using a Digital Signature. Printed copies of this

FOR REINFORCEMENT

SEE PLAN TYP.

3" CLR.

TY

P.

3" C

LR

11 5/8" MASONRY SITE WALL W/ #5 @ 40"

O.C. MAX. PROVIDE #9 GAGE LADDER

HORIZONTAL REINFORCEMENT EVERY

OTHER COURSE, TYP. f'm=1,900 psi; "S" TYPE MORTAR; 2,000 psi GROUT, MIN.

(M

AX

1'

4" 1'

4"

CONTINUOUS 11 5/8" KNOCK-OUT

BLOCK W/ (2) #6 CONT. GROUT SOLID.

GRADE

DOWELS TO MATCH VERTICAL

REINFORCE MENT. HOOK BOTTOM OF

DOWEL 3" CLEAR FROM BOTTOM OF

FOOTING, TYP. LAP 48 BAR DIA. MIN.

11 5/8" CONCRETE WALL W/ #5 EA.

FACE HORIZ. & VERT. @ 18" O.C. MAX.

LAP 48 BAR DIA. MIN.

3'

4" (M

AX

FOR REINFORCEMENT

SEE PLAN TYP.

3" CLR.

TY

P.

3" C

LR

11 5/8" MASONRY SITE WALL W/ #5 @ 40"

O.C. MAX. PROVIDE #9 GAGE LADDER

HORIZONTAL REINFORCEMENT EVERY

OTHER COURSE, TYP. f'm=1,900 psi; "S" TYPE MORTAR; 2,000 psi GROUT, MIN.

3' -4

" M

AX

1'

4"

1'

4"

CONTINUOUS 11 5/8" KNOCK-OUT

BLOCK W/ (2) #6 CONT. GROUT SOLID.

GRADE

11 5/8" CONCRETE WALL W/ #5 EA. FACE

HORIZ. & VERT. @ 18" O.C. MAX.

CONC. SLAB ON COMPACTED FILL, SEE

PLAN.

DOWELS TO MATCH VERTICAL

REINFORCE MENT. HOOK BOTTOM OF

DOWEL 3" CLEAR FROM BOTTOM OF

FOOTING, TYP. LAP 48 BAR DIA. MIN.

'-4

" M

AX

1' - 0"

1'

4"

6" POURED CONC. STAIR

W/ #4 @ 18" O.C. EA.

WAY.

SEE ARCH. FOR QUANTITY

OF RISERS & RUNS

#4 @ 18" O.C. MAX.

LAP 24" MIN.

(2) #5 BOTT. CONT.

SIDEWALK BY OTHERS.

FOR REINFORCEMENT

SEE PLAN TYP.

3" CLR.

TY

P.

3" C

LR

(M

AX

3'

4" 1'

4"

1'

4"

GRADE

7 5/8" MASONRY SITE WALL W/ #5 @ 48"

O.C. MAX. GROUT FILL WALL SOLID.

PROVIDE #9 GAGE LADDER

HORIZONTAL REINFORCEMENT EVERY

OTHER COURSE, TYP. f'm=1,500 psi; "S" TYPE MORTAR; 2,000 psi GROUT, MIN.

SHORE UP WALL UNTIL SLAB REACHES

28-DAY STRENGTH.

CONC. SLAB ON COMPACTED FILL,

SEE PLAN.

DOWELS TO MATCH VERTICAL

REINFORCEMENT. HOOK BOTTOM OF

DOWEL 3" CLEAR FROM BOTTOM OF

FOOTING, TYP. LAP 48 BAR DIA. MIN.

FOR REINFORCEMENT

SEE PLAN TYP.

3" CLR.

TY

P.

3" C

LR

3' -4

" M

AX

1'

4"

1'

4"

GRADE

CONC. SLAB ON COMPACTED FILL,

SEE PLAN.

NEW 16"x16" CONC. COLUMN W/ (8) #

6 VERTICAL REINF. W/ #3 TIES @ 12"

O.C. MAX.

NEW CANOPY COLUMN & CONNECTION

TO SLAB BY CANOPY MANUF.

CMU WALL (BEYOND)

EXISTING 2'-0" WIDE

FOOTING (F.V.)

CONC. SLAB ON COMPACTED FILL,

SEE PLAN.

NEW CANOPY COLUMN & CONNECTION

TO SLAB BY CANOPY MANUF.

THICKENED EDGE BEYOND.

1/2" ISOLATION JOINT.

EXISTING CMU WALL.

SEE "FOOTING EXTENSION DETAIL"

ON SHEET S-300.

TYP.

3" CLR.

TY

P.

3" C

LR

HSS COLUMN W/ ANCHOR BOLTS

AND BASE PLATE, SEE PLAN.

LEVELING PLATE 3/16xBASE PLATE DIM.

OR USE LEVELING NUTS

1" MIN. NON SHRINK GROUT OR

THICKNESS REQ'D. FOR LEVELING NUTS

SAWCUT EXISTING SLAB AS FIELD

CONDITIONS ALLOW TO MINIMIZE

DAMAGE TO EXPOSED SLAB.

CAREFULLY UNDERMINE EXISTING

SLAB TO PLACE NEW FOOTER, TYP.

TYP. ALL SIDES

1 1/2"

UNDERCUT

1/4"

3" T

YP

3" TYP.

FT

G

D

EP

TH

CONC. FOOTING, SEE PLAN

FOR SIZE AND REINF.

EXIST. S.O.G.

5" DEEP POCKET FOR BASE PLATE.

DO NOT SCALE DIMENSIONS FROM THESE

DRAWINGS. WHEN INFORMATION IS NOT CLEARLY

PROVIDED, OBTAIN EXACT INFORMATION FROM

THE ARCHITECT BEFORE PROCEEDING WITH THE

WORK.

THE ARCHITECT IS NOT RESPONSIBLE FOR

CONSTRUCTION THAT IS NOT CARRIED OUT IN

ACCORDANCE WITH THESE CONSTRUCTION

DOCUMENTS. THE ARCHITECT IS NOT

RESPONSIBLE FOR DECISIONS AND

INTERPRETATIONS MADE BY THE CONTRACTOR,

OWNER, OR OTHER PARTIES.

COPYRIGHT 2020 HALL DARLING DESIGN STUDIO,

PA. DRAWINGS AND CONCEPTS MAY NOT BE

USED OR REPRODUCED WITHOUT THE WRITTEN

PERMISSION OF THE ARCHITECT.

GENERAL NOTES

STRUCTURAL ENGINEER

MEPF ENGINEER

coa #29304

ORIGINALS PRINTED AT 24" x 36"

Project No.

Date

Revisions:

DIGITAL CERTIFICATION

CERTIFICATION BY ARCHITECT IS FOR THE

BUILDING’S ARCHITECTURAL COMPONENTS

ONLY. PLEASE REFER TO INDIVIDUAL

ENGINEER’S DRAWINGS FOR CERTIFICATION

BY THOSE DESIGN PROFESSIONALS.

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

AND SEALED BY GLENN DARLING, AIA, AS

NOTED BELOW, USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

coa #31580

SEAL

Hall Darling Design Studio, PA

AA 26003955

513 Central Ave.

Sarasota, FL 34236

P:941.917.0883

S-200

FOUNDATION SECTIONS

SARASOTA COUNTY FLEET SOUTH

RENOVATION

06.26.2026

4571 STATE ROAD 776, VENICE,

FL 34293

100% CONSTRUCTION

DOCUMENTS

24-015

Experience Structural Expertise Atlanta, Boca Raton, Charlotte, Chattanooga, Knoxville, Nashville, Orlando, Raleigh

Copyright • Bennett & Pless, Inc.

All Rights Reserved

B & P Job Number:

1964 - Celebrating Years of Structural Excellence

419 E Oakland Ave, Oakland, Florida 34787 Tel 678 990 8700 x501

2024 60

25.03.025

S-200

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION STAIR SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"

S-200

FOUNDATION PLAN

SCALE: 3/4" = 1'-0"

This item has been electronically signed and sealed by Thomas C. Wilda, P.E., on the date indicated in the digital signature, using a Digital Signature. Printed copies of this

3/4"

METAL KEY JOINT

OR FORMED KEY WAY.

SLAB REINF. CONT.

THROUGHT JOINT.

1/ 4" t 3/

8" t t

SAW CUT AS SOON AS POSSIBLE WITHOUT

RAVELING CONCRETE. ( 4 TO 12 HOURS

AFTER POUR)

CUT ALTERNATE CROSS

WIRES AT JOINT.

SAW CUTJOINT FILLER

t

1/ t

1/2" PREMOLDED FILLER W/

PULLOUT TABS FILLED W/

WATERPROOF SEALENT.

t

WALL

OR PIER

(2) #5 CONT. (TOP & BOTTOM) REINF. TO BE

DISCONTINUOUS @ CONSTRUCTION &

CONTROL JOINTS IN SLAB ON GRADE.

2x8 KEY @ CONSTRUCTION JOINT

#4 x 3'-0"

@ 16" O.C.

REINF. (SEE PLAN.)

#4 DISTCONTINUOUS AT

CONSTRUCTION &

CONTROL JOINTS.

(S

EE

P

LA

N

8"

0'

8" M

IN

1'

0" M

AX

CONTINUOUS CMU KNOCK-OUT

BLOCK ONE OR TWO. (SEE

SECTIONS & DETAILS). PROVIDE HOOK ON VERT. INTO TOP

OF CONTINUOUS KNOCK-OUT BLOCK

WITHOUT WALL ABOVE.

VERT. REINFORCING W/ MATCHING

DOWELS IN FOUNDATION. SEE

PLAN FOR SIZE AND LOCATION.

SEE "TYP. MASONRY WALL

CONST. W/ TIE BEAM" FOR TYP.

FDN. INFO.

MORTAR BED

ASTM C-90 C.M.U'S

MORTAR CROSS WEBS ADJACENT

TO FILLED CELLS

LADDER TYPE HORIZ. JOINT REINF. @16"

O.C. STARTING AT FIRST COURSE ABOVE

FOUNDATION. LAP SPLICES 6" USE

PREFAB L'S AND T'S AT WALL

INTERSECTIONS

VERTICAL REINFORCING W/ MATCHING

DOWELS IN FOUNDATION. SEE PLAN

FOR SIZE AND LOCATION.

CAST IN PLACE REINF. CONC. TIE BEAM

SEE PLAND & SECTIONS & DETAILS FOR

SIZE & REINF.

PLACE METAL LATH OR WIRE SCREEN

OVER CORES NOT TO BE FILLED (SHEET

METAL AND FELT PROHIBITED)

GROUT FILLED CELL. PLACE AND

CONSOLIDATE GROUT IN 4 FT. LIFTS

SET FIRST COURSE IN FULL MORTAR

BEDDING

CLEAN OUT OPENINGS AT GROUT FILLED CELL

LOCATIONS. FOR WALLS OVER 4 FT. HIGHFOUNDATION

PROVIDE HOOK ON VERT. INTO TOP

OF CONTINUOUS TIE BEAM

WITHOUT WALL ABOVE.

SIZE & REINF.

SEE PLAN FOR

3" CLR. TYP.

B

AR

D

IA

. L

AP

(T

YP

3"

C

LR

SP

AC

IN

G

(M

AX

1/

TI

E

COLUMN TIES

DOWELS SHALL BE THE SAME

SIZE AND NUMBER AS COLUMN

REINFORCING.

I.J. (TYP.)

TIE ADDED SLAB OR BEAM

SEE PLAN

STD ACI 90 HOOK

VERTICAL REINFORCING (HOOK

AS SHOWN UNDER TOP STEEL)

CONC. COL. SP

AC

IN

G

(M

AX

1/

2" T

IE

COLUMN TIES

EXIST. CONC. FTG., F.V.

SEE PLAN

NEW CONC. FTG, EXT.

TY

P.

3" C

LR

TYP.

3" CLR.

#5 BAR @ 12" O.C. MAX.

INTENTIONALLY ROUGHEN AND APPLY

BONDING AGENT

(2) #5 BOTT. CONT. (MIN.) FOR

EVERY ADDITIONAL 12" EXTENSION

ADD ADDITIONAL #5 BAR.

M

AT

C H

E

XI

ST

DRILL & EPOXY 10" INTO EXIST. CONC.

W/ HILTI RE500 V3 EOPXY.

NEW ROLL-UP DOOR AND

CONNECTION TO TUBE STEEL BEAM

BY ROLL-UP DOOR MANUF. (WT.=

500lbs)

EXISTING STEEL COLUMN, F.V.

NEW HSS 16x4x1/4" STEEL

BEAM.

NEW CONT. STL PLATE (F.V. THICKNESS SO

THAT THE NEW HSS BEAM INSIDE FACE

ALIGNS WITH OUTSIDE FACE OF EXISTING

PEMB COLUMN (BEYOND). CONN.