GENERAL NOTES:

1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND

SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE FLORIDA

BUILDING CODE, 2023 8TH EDITION.

2. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE

ARCHITECTURAL DOCUMENTS. USE THESE NOTES IN CONJUNCTION WITH THE

SPECIFICATIONS. IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS.

3. COMPLY WITH REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, AND ALL

OTHER APPLICABLE FEDERAL STATE, AND LOCAL CODES, STANDARDS, REGULATIONS

AND LAWS.

4. ALL REFERENCED STANDARDS REFER TO THE EDITION IN FORCE AT THE TIME

THESE PLANS AND SPECIFICATIONS ARE ISSUED FOR BIDDING.

5. REVIEW ALL CONTRACT DOCUMENTS, DIMENSIONS AND SITE CONDITIONS AND

COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO

CONSTRUCTION. REPORT ANY DISCREPANCIES IN WRITING TO THE

ARCHITECT/ENGINEER. DO NOT CHANGE SIZE OR DIMENSIONS OF STRUCTURAL

MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE STRUCTURAL ENGINEER OF

RECORD.

6. ANY DISCREPANCIES, OMISSIONS, OR VARIATIONS NOTED ON THE DRAWINGS OR

IN THE SPECIFICATIONS DISCOVERED DURING THE BIDDING PERIOD SHALL BE

IMMEDIATELY COMMUNICATED IN WRITING TO THE ARCHITECT/ENGINEER.

7. PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL

DAMAGE. EACH CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTY AND

THE PUBLIC. EACH CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGE OR INJURY

DUE TO HIS ACT OR NEGLECT.

8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SAFETY AND

CONSTRUCTION PROCEDURES.

9. DO NOT SCALE DRAWINGS; USE DIMENSIONS.

10. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF

OPENINGS IN STRUCTURE NOT SHOWN ON STRUCTURAL DRAWINGS.

11. DETAILS LABELED “TYPICAL DETAILS” ON THE DRAWINGS APPLY TO ALL

SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH

DETAILS APPLY WHETHER OR NOT THEY ARE KEYED IN AT EACH LOCATION.

QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY

THE ARCHITECT/ENGINEER.

12. REVISIONS ARE IDENTIFIED BY A REVISION NUMBER WITHIN A TRIANGLE. ALL

REVISIONS ISSUED ON A SINGLE DATE WILL BE IDENTIFIED BY THE SAME REVISION

NUMBER ISSUED CONSEQUENTLY.

13. CURRENT REVISIONS ARE ENCIRCLED BY AN IRREGULAR “CLOUD”, AS WELL AS

FLAGGED WITH THE CURRENT REVISION NUMBER. CLOUDS ARE REMOVED FROM

PREVIOUSLY ISSUED REVISIONS.

14. DESIGN LOADS AND CRITERIA:

FLOOR LIVE LOAD 40 PSF

PARTITION LOAD 15 PSF

ROOF LIVE LOAD 20 PSF

FLOOR DEAD LOAD SELF WEIGHT

WIND CRITERIA ASCE 7-22

ULTIMATE WIND SPEED 160 MPH

RISK CATEGORY I I

IMPORTANCE FACTOR 1.00

STRUCTURE TYPE ENCLOSED

SHOP DRAWING SUBMITTALS:

1. THE FOLLOWING REQUIREMENTS IN NO WAY REDUCE OR LIMIT ANY ADDITIONAL

REQUIREMENTS OF SPECIFICATIONS.

2. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER IS FOR GENERAL

CONFORMANCE WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACT

DOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE.

ONLY THOSE SHOP DRAWINGS REQUIRED BY THE CONTRACT DOCUMENTS TO BE

SUBMITTED WILL BE REVIEWED. ALL OTHERS WILL BE RETURNED WITHOUT

COMMENT.

3. IN ACCORDANCE WITH THE SPECIFICATIONS, SUBMIT A COPY OF THE SHOP

DRAWING SUBMITTAL REGISTER TO THE STRUCTURAL ENGINEER, SHOWING DATES OF

SUBMITTAL FOR EACH SPECIFIC STRUCTURAL SECTION OF THE WORK, CONSISTENT

WITH THE FOLLOWING CRITERIA:

A. ALLOW ADEQUATE TIME FOR TRANSIT AND PROCESSING BEFORE

FABRICATION. THE STRUCTURAL ENGINEER WILL REVIEW AN AVERAGE SUBMITTAL

WITHIN 10 WORKING DAYS OF RECEIPT BY THEM.

B. SCHEDULE AND SUBMIT SHOP DRAWINGS FOR SPECIFIC COMPONENTS,

SUCH AS COLUMNS FOOTINGS, ETC., IN THEIR ENTIRETY. SHOP DRAWINGS FOR SIMILAR

FLOORS SHALL BE SUBMITTED IN THE SAME PACKAGE.

C. SUBMIT SHOP DRAWINGS IN A TIMELY MANNER, CONSISTENT WITH THE

ABOVE REQUIREMENTS.

4. ALL CHANGES AND ADDITIONS MADE ON RESUBMITTALS MUST BE CLEARLY

FLAGGED AND NOTED. THE PURPOSE OF THE RESUBMITTALS MUST BE CLEARLY NOTED

ON THE LETTER OF TRANSMITTAL. ARCHITECT /ENGINEER REVIEW WILL BE LIMITED TO

THE ITEMS CAUSING THE RESUBMITTAL.

5. DO NOT REPRODUCE THE CONTRACT DOCUMENTS FOR USE AS SHOP

DRAWINGS.

6. SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED AFTER

FABRICATION WILL NOT BE REVIEWED AND WILL BE RETURNED WITHOUT COMMENT.

7. RESPONSIBILITIES OF DETAILERS AND FABRICATORS:

A. GENERAL - SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL

INFORMATION NECESSARY FOR PROPER FABRICATION, ERECTION, AND PLACEMENT OF

STRUCTURAL FABRICATIONS. INCLUDE PLANS,ELEVATIONS, AND SECTIONS. CLEARLY

SHOW ANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS.THE DETAILER MUST

INTERPRET THE CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS

INTERPRETATION TO THE FIELD IN THE FORM OF PLACING OR ERECTION

DRAWINGS.

B. CONCRETE REINFORCING DETAILER - PROVIDE PLACING DRAWINGS FOR

FABRICATION AND PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE,

BUT ARE NOT LIMITED TO THE FOLLOWING: BAR LISTS, SCHEDULES, BENDING DETAILS,

PLACING DETAILS, PLACING PLANS, AND PLACING ELEVATIONS.

· CLEARLY SHOW ELEVATIONS OF ALL FOUNDATION WALLS.

INDICATE CONTROL JOINTS, EXPANSION JOINTS, LINTELS, CONCRETE BOND BEAMS, AND

OPENINGS, DETAILS OF ALL REINFORCING WITH LOCATIONS OF SPLICES, AND HOOKS,

PILASTERS.

· CLEARLY SHOW GRADE BEAM ELEVATIONS AND SECTIONS.

INDICATE BAR LENGTHS, HOOKS, STIRRUP SPACING, LAP SPLICES,

OFFSETS, AND LOCATION OF BARS WITH RESPECT TO ALL

SUPPORTS.

· CLEARLY SHOW COLUMN ELEVATIONS AND SECTIONS.

INDICATE DOWELS, OFFSETS, LAP SPLICES, AND TIES. PLAN SECTIONS OF ALL COLUMNS

MUST CLEARLY BE SHOWN.

· CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR

LENGTHS, LOCATION AND SPLICES OF CONTINUOUS BARS, AND BAR SUPPORTS.

· CLEARLY SHOW LOCATIONS OF ALL DOWELS ON PLAN.

INDICATE FOOTING STEP LOCATIONS AND PROVIDE DETAILS.

8. FOR ADDITIONAL CRITERIA APPLICABLE TO SHOP DRAWINGS REQUIRING

ENGINEERING INPUT BY A SPECIALTY ENGINEER, SEE BELOW

SHOP DRAWINGS REQUIRING ENGINEERING INPUT BY SPECIALTLY ENGINEER:

1. SPECIALTY ENGINEER:

A. DEFINITION - A FLORIDA REGISTERED PROFESSIONAL ENGINEER WHO

SPECIALIZES IN AND WHO UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR

STRUCTURAL SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS

PROJECT.

B. SHALL BE:

1. AN EMPLOYEE OR OFFICER OF A FABRICATOR.

2. AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING

COMPONENTS TO A FABRICATOR.

3. AN INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR

OR HIS SUPPLIER.

2. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE

FABRICATION AND ERECTION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER. PRE-

ENGINEERED METAL BUILDING, AND ALUMINUM CANOPY.

3. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE, AND

INSTALL THEIR COMPONENTS AND THE COMPONENT CONNECTIONS TO THE PRIMARY

STRUCTURE PER THE WIND CRITERIA STATED IN GENERAL NOTE 14 OR THE CURRENT

GOVERNING BUILDING CODES, WHICHEVER IS MORE STRINGENT.

4. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE

CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY

FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS AND SHOP DRAWINGS

SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE

ACCEPTED.

5. SHOP DRAWINGS AND CALCULATIONS MUST BE PREPARED UNDER THE DIRECT

SUPERVISION AND CONTROL OF THE SPECIALTY ENGINEER.

6. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE EMBOSSED OR PRINTED

SEAL, DATE AND SIGNATURE OF THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS

ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEY ARE

ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER E

VALUATION. SUCH DESCRIPTIVE INFORMATION SHALL BEAR THE EMBOSSED

SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER AS AN INDICATION THAT HE HAS

ACCEPTED RESPONSIBILITY FOR THE RESULTS. THE STRUCTURAL ENGINEER WILL

RETAIN ONE SIGNED AND SEALED SET FOR RECORD.

7. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE

SEAL OF A SPECIALTY ENGINEER.

8. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED

TO VERIFYING THE FOLLOWING:

A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN

FURNISHHED.

B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY

THE SPECIALTY ENGINEER.

C. THAT THE SPECIALTY ENGINEER HAS UNDERSTOOD THE DESIGN INTENT

AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. (NO DETAILED CHECK OF

CALCULATIONS WILL BE MADE.)

D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS

IS CONSISTENT WITH THE CONTRACT DOCUMENTS. (NO DETAILED CHECK OF

DIMENSIONS OR QUANTITIES WILL BE MADE.)

9. A LIST SHALL BE PREPARED AND MAINTAINED BY THE CONTRACTOR FOR ALL

SHOP DRAWINGS REQUIRING PARTICIPATION OF A SPECIALTY ENGINEER. THE LIST

SHALL CONTAIN PROJECT NAME, NAME OF CONTRACTOR, NAME OF SUBCONTRACTOR,

NAME OF SPECIALTY ENGINEER, DRAWING NUMBER, DRAWING TITLE AND THE

LATEST REVISION NUMBER AND DATE. FOR PARTIAL SUBMITTALS, THE LIST

SHALL CONTAIN ALL ANTICIPATED DRAWING NUMBERS AND TITLES REQUIRED TO

COMPLETE THE CONTRACT. THE CONTRACTOR IS RESPONSIBLE FOR SUBMITTING THE

LATEST UPDATED LIST OF DRAWINGS WITH EACH SUBMITTAL.

10. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED AND

WILL BE RETURNED TO CONTRACTOR MARKED REVISE AND RESUBMIT. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DELAYS WHICH MAY RESULT.

SLABS ON GRADE:

1. PREPARE SUBGRADE AS PER THE RECOMMENDATION OUTLINED IN THE

GEOTECHNICAL REPORT INCLUDED IN THE SPECIFICATIONS.

2. REINFORCE SLABS ON GRADE IN ACCORDANCE WITH PLANS, SECTIONS AND

DETAILS PROVIDED FOR THIS PROJECT.

3. USE 10 MIL. POLYETHYLENE SHEETING BETWEEN SOIL AND CONCRETE SLAB,

U.O.N.

4. PLACE CRACK CONTROL JOINTS AT 12 FT. MAX. SO AS TO LIMIT CONCRETE

PLACEMENT AREAS TO 144 SQ. FT. MAX. IN ALL FLOATING SLABS ON GRADE. DO NOT

EXCEED A 2 TO 1 WIDTH TO LENGTH RATIO. CONTRACTOR SHALL SUBMIT A CONTROL

JOINT LAYOUT FOR ENGINEER’S REVIEW PRIOR TO CONCRETE PLACEMENT.

5. SLAB FINISHES (UNLESS OTHERWISE DIRECTED BY ARCHITECTURAL PLANS &

SPECIFICATIONS):

EXTERIOR WALKING SURFACES - MEDIUM BROOM

DRIVING SURFACES - MEDIUM BROOM

INTERIOR SURFACES - STEEL TROWEL

REINFORCED CONCRETE:

1. USE STRUCTURAL CONCRETE AND CONCRETING PRACTICES CONFORMING TO

ACI-316 AND 301 AND PROPORTION CONCRETE IN ACCORDANCE WITH ACI-318 CH. 4

AND MEETING A MIN. ULTIMATE COMPRESSIVE STRENGTH IN 28 DAYS AS FOLLOWS:

FOOTING 3000 PSI

GRADE BEAMS 3000 PSI

PROVIDE CURRENT (MAX. 1 YEAR OLD) STATISTICAL DATA FOR EACH CONCRETE MIX

DESIGN SUBMITTED.

2. WHERE CONCENTRATION OF REINFORCING STEEL HINDERS PROPER

CONSOLIDATION OF CONCRETE USE CONCRETE CONTAINING A SUPERPLASTICIZING

(N.R.W.R.) ADMIXTURE, ASTM C494 TYPE F. SLUMP AFTER ADDITION OF

SUPERPLASTICIZER SHALL BE 7”+1”.

3. IF CONCRETE IS PUMPED, SLUMP MAY BE INCREASED TO 6” AT THE TRUCK,

PROVIDED THE SLUMP SPECIFIED IN NOTE 2 IS MAINTAINED AT THE DISCHARGE END.

USE A MINIMUM 4-INCH PUMP, UNLESS PRE-APPROVED BY ARCHITECT. TAKE CONCRETE

SAMPLES FOR SLUMP AT TRUCK AND AT DISCHARGE END. TAKE CONCRETE SAMPLES

FOR CYLINDER TESTING AT DISCHARGE END.

4. USE ASTM A-615 GR. 60 FOR ALL REINFORCING STEEL, CONFORM TO ACI-301,

ACI-315,ACI-318, AND CRSI “MANUAL OF STANDARD PRACTICE”. ALL REINFORCING SHALL

BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE WITH BAR

SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. PROVIDE

CLASS ‘B’ LAP SPLICE FOR CONTINUOUS BARS, U.O.N. LAP BOTTOM STEEL OVER

SUPPORTS AND TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. HOOK

DISCONTINUOUS ENDS OF ALL TOP BARS AND ALL BARS IN WALLS U.O.N. USE 1” COVER

OVER REINFORCING EXCEPT AS FOLLOWS:

BOTTOM TOP SIDES

FOOTING/PILECAP 3” 2” 3”

5. USE PLAIN COLD-DRAWN ELECTRICALLY-WELDED STEEL WIRE FABRIC

CONFORMING TO ASTM A 185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICES SHALL BE

MEASURED BETWEEN THE OUTERMOST CROSS WIRES OF EACH FABRIC SHEET AND

SHALL BE NOT LESS THAN TWICE THE SPACING OF THE CROSS WIRES PLUS 2”.

6. SLEEVE ALL PIPES THROUGH SLABS INDIVIDUALLY, UNLESS APPROVED BY THE

ENGINEER. WHERE PIPES OR DUCTS PENETRATE THE SLAB, A MAXIMUM OF TWO SLAB

BARS MAY BE CUT PROVIDED THEY ARE #5 BARS OR SMALLER, PROVIDED SPLICED BARS

ARE PLACED ALONGSIDE THE OPENING IN EACH DIRECTION WITH A 36 BAR DIAMETER

SPLICE AT THE END OF EACH CUT BAR. SPLICE BARS SHALL HAVE THE EQUIVALENT

CROSS-SECTIONAL AREA AS THE CUT BARS. FOR OPENINGS LARGER THAN 6” NOT

SHOWN ON THE STRUCTURAL DRAWINGS SUBMIT SHOP DRAWINGS SHOWING SIZE AND

LOCATION FOR THE ENGINEER’S REVIEW. PROVIDE (1) #5x6’-0" EACH WAY DIAGONALLY

AT CORNERS OF ALL OPENINGS LARGER THAN 12”, UNLESS OTHERWISE NOTED.

FORMWORK, SHORING & RESHORING:

1. PROVIDE, AS A PACKAGE, SHORING AND RESHORING DRAWINGS PREPARED BY

OR UNDER THE DIRECT SUPERVISION OF A SPECIALTY ENGINEER.

2. THE SHORING AND RESHORING DRAWINGS SHALL CONTAIN, AS A MINIMUM, THE

FOLLOWING:

A. LOCATION, SIZE, AND TYE OF ALL SHORING.

B. LOCATION, SIZE, AND TYPE OF ALL RESHORING.

C. LOCATION, SIZE, AND TYPE OF ALL MUD SILLS, BLOCKING, TEMPORARY

LATERAL BRACING AND OTHER ACCESSORIES NECESSARY TO SAFELY SUPPORT AND

BRACE THE STRUCTURE DURING CONSTRUCTION.

D. THE SEQUENCE OF INSTALLATION LOAD RELIEF AND REMOVAL OF ALL

SHORING AND RESHORING.

3. SUBMIT ONE RECORD COPY OF THE SHORING AND RESHORING DRAWINGS,

SIGNED, SEALED AND DATED BY THE SPECIALTY ENGINEER, TO THE ARCHITECT,

ENGINEER, AND INSPECTOR.

4. DESIGN AND ERECT FORMS AND SHORES IN ACCORDANCE WITH ACI 347 AND AS

SPECIFIED HEREIN. DESIGN FORMS AND SHORES FOR HORIZONTAL CONCRETE

MEMBERS FOR NOT LESS THAN DEAD LOAD PLUS 50 PSF CONSTRUCTION LOAD,

EQUIPMENT LOAD AND FOR THE CUMULATIVE LOADS OF SUPPORTED FLOOR, DESIGN

WOOD SHORES WITH A SAFETY FACTOR OF 3 AND METAL SHORES WITH A SAFETY

FACTOR OF 2.

5. THE MAXIMUM SUPERIMPOSED CONSTRUCTION LOAD APPLIED TO FLOORS

SUPPORTING SHORES OR RESHORES SHALL NOT EXCEED 75% OF THE SPECIFIED LOAD.

6. REMOVAL OF FORMWORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

REMOVE FORMS IN SUCH A MANNER TO INSURE JOB SAFETY AND TO PREVENT DAMAGE

TO AND CREEP DEFLECTION OF THE STRUCTURE EXCEPT FOR FORMWORK NOT

SUPPORTING CONCRETE; SUCH AS BEAMS SIDES, WALLS AND COLUMNS, FORMS MAY BE

REMOVED NO SOONER THAN 72 HOURS AFTER COMPLETING CONCRETE POUR

PROVIDED CONCRETE STRENGTH IS 70% OF THE SPECIFIED 28 DAY STRENGTH

AND NOT LESS THAN 3000 PSI. RESHORE EACH DAY AS IT IS STRIPPED, AS SOON AS

FORMS ARE REMOVED.

7. DO NOT REMOVE SHORING UNTIL CONCRETE HAS REACHED 7 DAY STRENGTH,

BUT NOT LESS THAN 3000 PSI. AS A MINIMUM, SHORING AND RESHORING SHALL REMAIN

IN PLACE AS FOLLOWS: (TIME MEASURED FROM COMPLETION OF CONCRETE POUR).

RESHORES SHORES

SLABS 72 HOURS 7 DAYS

BEAMS, SPANS LESS THAN 30’-0” 7 DAYS 14 DAYS

BEAMS, SPANS GREATER THAN 30’-0” 7 DAYS 14 DAYS

8. THE SHORING AND RESHORING IS TO BE INSPECTED BY THE SPECIALTY

ENGINEER OR HIS AUTHORIZED REPRESENTATIVE PRIOR TO EACH CONCRETE POUR, HE

SHALL SUBMIT A WRITTEN INSPECTION REPORT TO THE PROJECT ARCHITECT, BUILDING

ENGINEER, INSPECTING AGENCY AND GENERAL CONTRACTOR STATING THAT THE

WORK IS IN GENERAL COMPLIANCE WITH THE SHORING AND RESHORING DRAWINGS.

THE SHORING AND RESHORING REPORT SHALL CONTAIN, AS A MINIMUM, THE

FOLLOWING:

A. NAME AND LOCATION OF PROJECT, NAME OF SPECIALTY ENGINEER AND

FIELD REPRESENTATIVE,

B. PERMIT NUMBER, DATE, TIME OF DAY, WORKING CONDITIONS INCLUDING

WEATHER AND TEMPERATURE.

C. ITEMS REQUIRING CORRECTIONS.

D. ACCEPTED DEVIATIONS FROM SHORING AND RESHORING DRAWINGS.

E. AREAS ACCEPTED AND RELEASED FOR CONCRETE POUR.

PRE-ENGINEERED STEEL BUILDING

1. CONTRACTOR SHALL SUPPLY THE FINAL REACTIONS TO THE ARCHITECT /

ENGINEER FOR REVIEW AS SOON

AS THEY BECOME AVAILABLE.

2. THE SHOP DRAWINGS SHALL INDICATE THE DIAMETER AND NUMBER OF ANCHOR

BOLTS PER COLUMN. SEE THE

CONTRACT DOCUMENTS FOR THE EMBEDMENT REQUIREMENTS.

STRUCTURAL STEEL:

1. ALL STEEL WORK (INCLUDING FABRICATION AND ERECTION) SHALL CONFORM TO

THE AISC MANUAL OF STEEL CONSTRUCTION 9TH EDITION AND PROJECT

SPECIFICATIONS. USE THE FOLLOWING:

A. ROLLED SHAPES, PLATES, AND BARS: ASTM A992 50 KSL

B. COLD-FORMED STEEL TUBING: ASTM A500, GRADE B.

C. HOT-FORMED STEEL TUBING: ASTM A501.

D. STEEL PIPE: ASTM A3, TYPE E OR S, GRADE B.

2. USE STRUCTURAL STEEL THAT IS FULLY WELDABLE WITHIN GRADES AND FROM

ANY GRADE TO ANY OTHER GRADE. WELD ALL SHOP CONNECTIONS, U.O.N.

3. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING

CODE AWS D1.1, LATEST EDITION, PUBLISHED BY THE AMERICAN WELDING SOCIETY

(AWS). USE ELECTRODES CONFORMING TO AWS D1.1, E70 SERIES, U.O.N. SHOW ALL

SHOP WELDS ON THE FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE

ERECTION DRAWINGS.

4. ALL SHOP AND FIELD WELDERS, WELDING OPERATORS, AND TACKERS SHALL BE

CERTIFIED ACCORDING TO AWS PROCEDURES FOR THE WELDING PROCESS AND

WELDING POSITION USED. SUBMIT CERTIFICATES TO ARCHITECT/ENGINEER FOR THEIR

RECORDS BEFORE BEGINNING WELDING.

5. ALL JOINT WELDING PROCEDURES TO BE USED SHALL BE PREPARED BY THE

FABRICATOR OR CONTRACTOR AS WRITTEN PROCEDURE SPECIFICATIONS AND

SUBMITTED TO THE ARCHITECT/ENGINEER FOR THEIR RECORD. ALL JOINT WELDING

PROCEDURES SHALL BE QUALIFIED PRIOR TO USE ACCORDING TO AWS

PROCEDURES. SUBMIT PROPERLY DOCUMENTED EVIDENCE OF QUALIFICATION

TESTS TO ARCHITECT/ENGINEER FOR THEIR RECORDS.

6. A325 BOLTS:

A. A325 BOLTS SHALL CONFORM TO ASTM A 325 TYPE 1, HIGH STRENGTH

BOLTS FOR STRUCTURAL STEEL JOINTS. DO NOT USE TYPE 2 BOLTS.

B. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F 436. PLACE

HARDENED WASHERS UNDER PART BEING TURNED.

C. ALL BOLTS SHALL BE NEW AND DOMESTICALLY MANUFACTURED. DO

NOT REUSE BOLTS. BOLTS AND NUTS SHALL BE WAX DIPPED BY THE BOLT SUPPLIER OR

LUBRICATED WITH JOHNSON’S STICK WAX 140.

D. BEARING-TYPE BOLTS ( A-325N) SHALL BE TIGHTENED TO THE SNUG

TIGHT CONDITIONS. THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT

EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY

A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF

A MAN USING AN ORDINARY SPUD WRENCH.

E. SLIP CRITICAL TYPE BOLTS ( A325SC) SHALL BE TIGHTENED TO THE

MINIMUM FASTENER TENSION INDICATED IN SPECIFICATION FOR STRUCTURAL JOINTS

USING ASTM A-325 OR ASTM A490 BOLTS, SECTION 5, TABLE 3. TENSION SHALL

BE DETERMINED SOLELY BY USE OF DIRECT TENSION INDICATORS, COMPLYING

WITH ASTM F959-85, OR “LOHR” TENSION CONTROL BOLTS. HARDENED WASHERS SHALL

BE USED FOR FRICTION-TYPE BOLTS. PROVIDE

ONLY DOMESTICALLY MANUFACTURED BOLTS AND D.T.I.’S FRICTION-TYPE BOLTED

CONNECTIONS MAY BE INSTALLED.

7. CONNECTIONS NOT COMPLETELY DETAILED ON STRUCTURAL DRAWINGS SHALL

BE DESIGNED AND DETAILED BY FABRICATOR’S SPECIALTY ENGINEER ACCORDING

TO AISC SPECIFICATIONS AND THE SPECIFIED LOADS AND IN COMPLIANCE WITH

APPLICABLE PARAGRAPHS OF THIS SECTION.

8. USE A-307 BOLTS FOR ERECTION BOLTS AND ANCHOR BOLTS OR WHEN

SPECIFICALLY CALLED FOR ON THE DRAWINGS.

9. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. DO NOT

FLAME CUT HOLES OR ENLARGE HOLES BY BURNING.

10. SPLICING OF STRUCTURAL STEEL MEMBERS IN THE FIELD OR IN THE SHOP IS

PROHIBITED EXCEPT WHERE INCLUDED ON THE DRAWINGS.

11. ALL EXTERIOR STRUCTURAL PLATES ANGLES AND EXTERIOR BEAMS SHALL BE

HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A-153.

12. REFER TO ARCHITECTURAL PLANS FOR FIREPROOFING OF STRUCTURAL STEEL

MEMBERS, REFER TO SPECIFICATIONS FOR PAINTING OF EXPOSED STRUCTURAL STEEL.

13. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR

REVIEW BEFORE FABRICATION OF STRUCTURAL STEEL.

14. PROVIDE TEMPORARY BRACING AS NECESSARY TO INSURE A STABLE

STRUCTURE DURING CONSTRUCTION.

15. DO NOT REPRODUCE THE STRUCTURAL DRAWINGS FOR USE AS SHOP

DRAWINGS.

16. NO CUTTING OF SECTIONS, FLANGES, WEBS, OR ANGLES SHALL BE ALLOWED

WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD.

ALUMINUM

1. ALL STRUCTURAL SHAPES SHALL BE 6061-T6 UNLESS NOTED OTHERWISE

2. ALL FASTENERS SHALL BE STAINLESS STEEL.

3. ALUMINUM FASTENED TO CONCRETE SHALL HAVE A INSULATIVE COATING TO PREVENT

ELECTROLYSIS.

EXPANSION ANCHORS:

1. USE WEDGE-TYPE EXPANSION ANCHORS MANUFACTURED FROM COLD-ROLLED

(70,000 PSI YIELD) STEEL AND CONFORMING TO ONE OF THE FOLLOWING MIN. STANDARDS:

FED. SPEC. 003-325C, TYPE I OR II, CLASS 3

FED. SPEC. FF-S-325 GROUP II, TYPE 4, CLASS I

I.C.B.O. APPROVAL

2. INSTALL AND MAINTAIN A MIN. EMBEDMENT IN ACCORDANCE WITH

MANUFACTURER’S SPECIFICATION, AND EXPANSION ANCHOR MANUFACTURER’S INSTITUTE,

OR AS SPECIFIED ON DRAWING, WHICHEVER IS GREATER, BUT WITH AN EMBEDMENT OF NOT

LESS THAN 5 BOLT-DIAMETERS.

3. PROVIDE MIN. ANCHOR SPACING OF 10 HOLE DIAMETER. PROVIDE MIN. EDGE

DISTANCE OF 5 HOLE - DIAMETERS.

ADHESIVE ANCHORING SYSTEMS:

1. USE AN EPOXY OR POLYESTER RESIN ADHESIVE SUCH AS HILTI HIT HY 150, HILTI HVA,

SIKA SIKADUR 32 HI-MOD (FOR HORIZONTAL AND VERTICAL SURFACES), SIKADUR 31 HI-MOD

GEL (FOR OVERHEAD), KELKEN-GOLD KELIBOND OR ACCEPTED ALTERNATE.

2. FOLLOW MANUFACTURER’S SPECIFICATIONS FOR USE AND INSTALLATION.

3. INSTALL AND MAINTAIN A MIN. EMBEDMENT IN ACCORDANCE WITH MANUFACTURER’S

SPECIFICATIONS, OR AS SPECIFIED ON DRAWINGS.

4. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FOR THE

PARTICULAR PRODUCT SPECIFIED IN THE DRAWINGS.

5. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL BE

ACCORDING TO THE MANUFACTURER’S MOST CURRENT PUBLICATION IN ORDER TO DEVELOP

MAXIMUM WORKING LOADS.

6. DO NOT EXCEED MANUFACTURER’S MAX. RECOMMENDED TIGHTENING TORQUE.

7. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER’S RECOMMENDATIONS

AND UNDER MANUFACTURER’S SUPERVISION IN ORDER TO DEVELOP THE MOST CURRENT

PUBLISHED WORKING LOADS.

8. ALL EPOXIED ANCHORING SHALL BE TESTED AFTER INSTALLATION AT CONTRACTOR’S

EXPENSE. A MINIMUM OF 10% OF EACH DAY’S APPLICATIONS AND NO LESS THAN 2 SHALL BE

TESTED BY APPLYING A TENSING LOAD OF 3000 POUNDS TO THE EMBEDDED ANCHOR. IF A

TEST APPLICATION FAILS, ALL APPLICATIONS FOR THAT DAY SHALL BE TESTED. TESTING

PROCEDURES AND RESULTS SHALL BE SUBMITTED AND APPROVED BY ENGINEER.

POWDER ACTUATED FASTENERS:

1. USE POWDER ACTUATED FASTENING SYSTEMS SUCH AS HILTI, RED HEAD, RAMSET,

OR AN ACCEPTED ALTERNATE HAVING ICBO, OR SBCGI APPROVAL. INSTALL IN ACCORDANCE

WITH MANUFACTURER’S SPECIFICATIONS, BUT NOT MORE THAN 1” IN CONCRETE, U.O.N.

2. PROVIDE A MINIMUM ANCHOR SPACING AND EDGE DISTANCE AS RECOMMENDED BY

MANUFACTURER.

3. ALLOWABLE WORKING LOADS SHALL NOT EXCEED MANUFACTURER’S

RECOMMENDATIONS, BUT NOT MORE THAN ACCEPTED BY APPROVING AGENCY. NO

INCREASE FOR WIND OR SEISMIC LOADS IS PERMITTED.

4. PROVIDE A MINIMUM OF TWO FASTENERS PER CONNECTION.

SHALLOW FOUNDATIONS:

1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF

1,500 PSF FOR FOOTINGS AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

2. SOIL COMPACTION SHALL BE FIELD CONTROLLED BY A SOILS ENGINEER OR

TESTING LABORATORY. A REPORT BEARING THE SIGNATURE AND EMBOSSED SEAL OF

THE REGISTERED PROFESSIONAL ENGINEER WHO CONTROLLED AND TESTED THE SOIL

COMPACTION SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF

RECORD AS AN INDICATION THAT THE REQUIREMENTS OF THE CONTRACT DOCUMENTS

HAVE BEEN FOLLOWED.

3. SOIL COMPACTION, FILL, AND ITS REPLACEMENT SHALL BE FIELD CONTROLLED

BY THE TESTING AGENCY OR GEOTECHNICAL ENGINEER OF RECORD. THE TESTING

AGENCY SHALL RANDOMLY SELECT ALL TEST LOCATIONS.

4. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED

WATER FROM EXCAVATIONS AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO

CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS.

5. THE CONTACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY,

STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE REQUIREMENTS OF

THE LOCAL BUILDING DEPARTMENT.

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.4 .2 w w w .j d fa rc h it e c tu re .c o m

A A

R ev is io ns

FO

R

B

ID

C R

E S

TV

IE

W , F

LO

R

ID

A

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O

LD

B E

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E

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O A

D

Fa ci lit ie s W ar eh ou se llc

G E

N E

R A

L N

O T

E S

S.0

A A

B B

C

C

1 2 3 4 5 6 7 8 9 10

19' - 6" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 19' - 6"

10"

10"

10"10"

180' - 8"

E Q

E Q

E Q

E Q

SCJ

SCJ

SCJ

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

S C

J

2.1 2.6 5.2 5.8 8.4 8.9

A'A'

11 12 13

A.8

C'

1' - 10" 9' - 4" 8' - 10" 5' - 4" 9' - 4" 5' - 4" 8' - 10" 9' - 4" 1' - 10"

1' - 10" 14' - 2" 14' - 2"

/8

/4

B.5

F33 F33 F33 F33

F33

F44

F33

F66 F66 F66 F66 F66 F66 F66 F66

F33

F44

F33

F66 F66 F66 F66 F66 F66 F66 F66

PRE-ENGINEERED ALUMINUM

COVERED AREA

S C

J

S C

J

SCJ

SCJ

HSS5X

5X

3/

8HSS5X

5X 3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

HSS5X

5X

3/

B.6

HSS5X

5X

3/

HSS5X

5X

3/

11' - 4"

11' - 4" 11' - 4"

S.2

29' - 8"

TY

P

#5 TYP

1' - 0"

1' - 0"

F44 F33F33

F33 F44

F44

F33 F44

F33

BRICK LEDGE

B R

IC

K

L E

D G

E

B R

IC

K

L E

D G

E

S.1

S.1

FOOTING SCHEDULE:

FOOTING ID SIZE REINF'G NOTES

F33 3' X 3' X 2' #5@10"OC E.W.

F44 4' X 4' X 2' #5@10"OC E.W.

F66 6' X 6' X 2' #5@10"OC E.W.

TYPICAL SLAB ON GRADE FLOOR

CONSTRUCTION:

4" THICK CONCRETE SLAB CAST OVER

COMPACTED FILL

AND VAPOR BARRIER. REINFORCE WITH

W2.9XW2.9-6X6

(SHEETS ONLY).

SAW CUT JOINTS; (SCJ)

SAWCUT 1/8" WIDE 1" DEEP JOINTS AT NO

MORE THAN 12' OC IN ANY DIRECTION.

SAWCUTTING SHALL PROCEED AS SOON AS

THE SLAB IS FINISHED AND CAN SUPPORT

THE SAWCUTTING EQUIPMENT WITHOUT

SCARRING THE SURFACE OF THE SLAB.

(GREEN SAW METHOD)

Level 1 0"

A

PEMB COLUMN

S E

E S

C H

E D

SEE SCHED.

7"

SEE SCHEDULE

FRO REINF'G

C

9"

1'-6".

#4@16"OC

(3)#6 CONT T&B

LEVEL 1

/2

1' - 0"

THRESHOLD SLOPE AT

OH DOORS TYP.

SEE ARCH FOR

LOCATION

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A A

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C R

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ID

A

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F O

U N

D A

T

IO

N P

LA

N

S.1

1/8" = 1'-0"

1 FOUNDATION PLAN

3/4" = 1'-0"

5 SECTION

3/4" = 1'-0"

6 SECTION

A A

5.2 5.8

A'A'

W 8X

W 8X

W8X10

R

ID

G E

TRUSS

TRUSS

TRUSS

TRUSS

S.2

W8X10

S.2

15' - 4"

S.2

Level 1 0"

Level 2 10' - 10"

FF

-1' - 6"

5.2 5.8

W8X10 W8X10 W8X10

PRE-ENGINEERED METAL TRUSSES

DROP DOWN METAL

STUD FRAMING

H S

S 5X

5X 3/

H S

S 5X

5X 3/

TYPE "B" 1.5" -20GA

DECK TYP

1' - 0" 8"

#4@12"OC

(2)#5 CONT T&B

WWM

(4)3/4"X12" F1554 GR55

ANCHOR BOTS

3/4" X12" SQ

BASE PLTE ON 2" NS GROUT

9' - 0"

SEE ARCH FOR

FASCIA

sym @ cl

4 verify w/ arch

Level 1 0"

Level 2 10' - 10"

FF

-1' - 6"

A

W8X10

W8X10

9' - 0"

H S

S 5X

5X 3/

3/4"8X12 PLT

(4)1/2X6 EXP BOLTS

SEE PLAN

1/4" CAP PLT

TYP

Level 1 0"

Level 2 10' - 10"

FF

-1' - 6"

A'

W8X10

HSS5X5X3/8

W8X10

METAL

TRUSS

2" NS GROUT

3/4" X10"X10" PLT

(4) 3/4"X12" F1554-GR55

ANCHOR BOLTS

9' - 0"

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th es e p la n s an d th e id ea s a n d co n ce p ts co n ta in ed h er ei n in cl u d in g d ig it a l in fo rm a ti o n a re th e p ro p er ty o f jd f a rc h it ec tu re a n d a re n o t to b e re p ro du ce d, co p ie d m o d if ie d or ch a n g ed in a n y m an n er w it h o u t th e ex p re ss w ri tt en p er m is si o n a n d co n se nt o f jd f ar ch it ec tu re co p yr ig h o lly w o o d b lv d n e ft w a lt o n b e a c h fl o ri d a

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Fa ci lit ie s W ar eh ou se llc

E N

T R

Y R

O O

F F

R A

M

IN

G

S E

C T

IO

N

D

E T

A

IL

S

S.2

3/8" = 1'-0"

1 ENTRY ROOF FRAMING PLAN

1/2" = 1'-0"

2 SECTION

3/4" = 1'-0"

3 SECTION

3/4" = 1'-0"

4 SECTION

1/2"X4"10"

(4)3/4 A3245 BOLTS