1. THESE DRAWINGS ARE THE PROPERTY OF NV5 ENGINEERS AND CONSULTANTS, INC. FOR USE SOLELY

FOR THIS PROJECT AND SHALL NOT BE REPRODUCED, COPIED OR USED FOR OTHER PURPOSES

WITHOUT WRITTEN PERMISSION OF NV5 ENGINEERS AND CONSULTANTS, INC.

2. THE DESIGN PROFESSIONAL WHOSE SEAL APPEARS ON THESE DRAWINGS IS THE STRUCTURAL ENGINEER OF RECORD (SER) FOR THIS PROJECT. THE SER BEARS THE RESPONSIBILITY OF THE PRIMARY STRUCTURAL SYSTEM AND THE PERFORMANCE OF THIS STRUCTURE. NO OTHER PARTY MAY REVISE, ALTER, OR DELETE THESE CONSTRUCTION DOCUMENTS WITHOUT WRITTEN PERMISSION OF THE SER. FOR THE PURPOSES OF THESE CONSTRUCTION DOCUMENTS THE SER AND NV5 ENGINEERS

AND CONSULTANTS, INC SHALL BE CONSIDERED THE SAME ENTITY.

3. THIS STRUCTURE IS ONLY STABLE IN ITS COMPLETED FORM. THE CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY BRACING DURING CONSTRUCTION TO STABILIZE THE STRUCTURE. TEMPORARY SHORING AND BRACING METHODS ARE NOT THE RESPONSIBILITY OF THE SER AND ARE BEYOND THE

SCOPE OF THESE DRAWINGS.

4. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR CONSTRUCTION SEQUENCES, METHODS, OR TECHNIQUES IN CONNECTION WITH THE CONSTRUCTION OF THIS STRUCTURE. THE SER

WILL NOT BE HELD RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CONFORM TO THE

CONSTRUCTION DOCUMENTS, SHOULD ANY NON-CONFORMITIES OCCUR.

5. ANY STRUCTURAL ELEMENTS OR DETAILS NOT FULLY DEVELOPED ON THE CONSTRUCTION DRAWINGS SHALL BE COMPLETED UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. THESE SHOP DRAWINGS SHALL BE SUBMITTED TO THE SER FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS. SEE

THE "SUBMITTALS" SECTION OF THESE SPECIFICATIONS.

6. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH AND COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND CIVIL DRAWINGS. THIS COORDINATION IS

NOT THE RESPONSIBILITY OF THE SER. SHOULD ANY DISCREPANCIES BECOME APPARENT THE

CONTRACTOR SHALL NOTIFY THE SER BEFORE ANY CONSTRUCTION BEGINS.

7. VERIFICATION OF ASSUMED FIELD CONDITIONS IS NOT THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OF RECORD. THE CONTRACTOR SHALL VERIFY THE FIELD CONDITIONS FOR ACCURACY AND

REPORT ANY DISCREPANCIES TO THE SER BEFORE CONSTRUCTION BEGINS.

8. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY SECONDARY STRUCTURAL ELEMENTS OR NON-STRUCTURAL ELEMENTS, EXCEPT FOR THE ELEMENTS SPECIFICALLY NOTED ON

THE STRUCTURAL DRAWINGS.

9. THIS STRUCTURE AND ALL CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE SECTIONS OF THE

FLORIDA STATE BUILDING CODE AND ANY LOCAL LAWS WHERE THE STRUCTURE IS TO BE

CONSTRUCTED.

GENERAL CONSTRUCTION SPECIFICATIONS

1. BUILDING CODES

A. FLORIDA STATE BUILDING CODE 2023 EDITION

B. MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES, ASCE 7-22

2. RISK CATEGORY II

3. ROOF DEAD LOAD, SUPERIMPOSED

A. MECHANICAL, ELECTRICAL, PLUMBING, CEILING, MISC 20 PSF

4. ROOF LIVE LOAD 20 PSF

5. WIND LOADS / DATA

A. ULTIMATE WIND SPEED (3 SECOND GUST), VULT 125 MPH

B. NOMINAL WIND SPEED, VASD 97 MPH

C. EXPOSURE B

D. INTERNAL PRESSURE COEFFICIENT, GCpi ± 0.18 E. TOPOGRAPHY FACTOR, Kzt 1.00 F. APPLIED DIRECTIONALITY FACTOR, Kd 0.85

G. WIND BASE SHEARS

a. Wx 24 kips

b. Wy 32 kips

6. LOADS ON HANDRAILS, GUARDRAILS AND GUARDS

A. UNIFORM LOAD: 50 PLF APPLIED IN ANY DIRECTION

B. CONCENTRATED LOAD: 200 LBS APPLIED IN ANY DIRECTION

C. INTERMEDIATE RAILS / BALUSTERS / PANEL FILLERS, EXCLUDING HANDRAIL: 50 LBS

HORIZONTALLY APPLIED NORMAL LOAD ON AN AREA EQUAL TO 1 SQUARE FOOT INCLUDING

OPENINGS AND SPACE BETWEEN RAILS

D. LOADS NOTED ABOVE ARE NOT REQUIRED TO ACT CONCURRENTLY

7. LOADS ON GRAB BARS, ACCESSIBLE SEATS / BENCHES AND GUARDS

A. CONCENTRATED LOAD: 250 LBS IN ANY DIRECTION AT ANY POINT

8. AWNINGS AND CANOPIES

A. DESIGNED FOR LIVE LOADS, SNOW LOADS AND WIND LOADS SPECIFIED

9. A PROGRAM OF THRESHOLD INSPECTIONS HAS NOT BEEN PROVIDED FOR THIS PROJECT. THIS

PROJECT AND/OR ITS COMPONENTS, TO THE KNOWLEDGE OF THE SER, ARE EXEMPT FROM

THRESHOLD INSPECTIONS PER THE FLORIDA STATE STATUTE 553.71(12). HOWEVER SHOULD ANY

COMPONENT REQUIRE THRESHOLD INSPECTIONS BY THE BUILDING OFFICIAL, THE OWNER MUST

CONTACT THE SER BEFORE CONSTRUCTION BEGINS. THE SER WILL THEN PROVIDE THIS PROGRAM.

PLEASE BE ADVISED THAT THIS PROGRAM IS OUTSIDE THE SCOPE OF SERVICES WHICH THE SER IS

CONTRACTUALLY OBLIGATED.

DESIGN LOADS

SUBMITTALS

1. SHOP DRAWINGS AND SUBMITTALS SHALL BE SUBMITTED TO THE SER FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS. THESE SUBMITTALS WILL BE REVIEWED FOR OVERALL COMPLIANCE AS IT RELATES TO THE STRUCTURAL DESIGN OF THIS PROJECT. VERIFICATION OF THE SHOP DRAWINGS FOR DIMENSIONS, OR FOR ACTUAL FIELD CONDITIONS IS NOT THE RESPONSIBILITY OF THE SER.

2. ALLOW ENOUGH TIME FOR SUBMITTAL REVIEW, INCLUDING TIME FOR RESUBMITTALS. TIME FOR REVIEW SHALL COMMENCE ON THE SER'S RECEIPT OF SUBMITTAL. ALLOW 15 DAYS FOR INITIAL

REVIEW OF EACH SUBMITTAL AND 15 DAYS FOR REVIEW OF EACH RESUBMITTAL.

3. HIGHLIGHT, ENCIRCLE, OR OTHERWISE SPECIFICALLY IDENTIFY DEVIATIONS FROM THE CONTRACT

DOCUMENTS ON SUBMITTALS.

4. REVIEW EACH SUBMITTAL AND CHECK FOR COORDINATION WITH OTHER WORK OF THE CONTRACT

AND FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. NOTE CORRECTIONS AND FIELD

DIMENSIONS. MARK WITH APPROVAL STAMP BEFORE SUBMITTING TO THE SER. STAMP SHALL

INCLUDE NAME OF REVIEWER, DATE OF CONTRACTOR'S APPROVAL, AND STATEMENT CERTIFYING

THAT SUBMITTAL HAS BEEN REVIEWED, CHECKED, AND APPROVED FOR COMPLIANCE WITH THE

CONTRACT DOCUMENTS.

5. SHOULD CHANGES MADE BY THE SER IN THE SHOP DRAWING REVIEW PROCESS OR RESPONSES TO REQUESTS FOR INFORMATION (RFI'S) RESULT IN A CHANGE IN THE CONTRACT PRICE, DO NOT

PROCEED UNTIL A CHANGE ORDER IS SUBMITTED AND APPROVED

6. WHERE PROFESSIONAL DESIGN SERVICES OR CERTIFICATIONS BY A DESIGN PROFESSIONAL ARE

SPECIFICALLY REQUIRED OF CONTRACTOR BY THE CONTRACT DOCUMENTS, PROVIDE PRODUCTS

AND SYSTEMS COMPLYING WITH SPECIFIC PERFORMANCE AND DESIGN CRITERIA INDICATED. IN ADDITION, SUBMIT COPIES OF A STATEMENT, SIGNED AND SEALED BY THE RESPONSIBLE DESIGN

PROFESSIONAL, FOR EACH PRODUCT AND SYSTEM SPECIFICALLY ASSIGNED TO CONTRACTOR TO

BE DESIGNED OR CERTIFIED BY A DESIGN PROFESSIONAL. INDICATE THE LOCATIONS, MAGNITUDES, DIRECTIONS AND CONNECTION TYPES OF LOADS IMPOSED ON THE SUPPORTING STRUCTURE AND

INDICATE THE LOADS AND LOAD COMBINATIONS USED IN THE DESIGN.

7. SHOP DRAWINGS, STATEMENTS, AND CALCULATIONS REQUIRING A PROFESSIONAL DESIGN

SERVICES OR CERTIFICATIONS BY A DESIGN PROFESSIONAL THAT ARE SUBMITTED UNSEALED WILL

BE RETURNED NOT REVIEWED BY THE SER FOR RESUBMITTAL BY THE CONTRACTOR.

8. CONSTRUCTION ADMINISTRATION SERVICES ARE NOT INCLUDED IN THE SCOPE OF SERVICES

PROVIDED BY THE SER EVEN THOUGH THEY ARE RECOMMENDED AND MAY BE REQUIRED. THE

ARCHITECT, OWNER, OR CONTRACTOR MAY ARRANGE FOR THESE SERVICES TO BE PROVIDED BY

THE SER. OR A 3rd PARTY MAY PROVIDE THESE SERVICES WITH PRIOR APPROVAL FROM THE SER.

THE FOLLOWING SUBMITTALS ARE RECOMMENDED FOR THIS PROJECT:

9. GROUND IMPROVEMENT SYSTEMS: SEE "GROUND IMPROVEMENT SYSTEMS" SECTION OF THESE

SPECIFICATIONS

10. CAST-IN-PLACE CONCRETE

A. IN ADDITION TO THE FOLLOWING, COMPLY WITH SUBMITTAL REQUIREMENTS IN ACI 301

B. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED

C. DESIGN MIXTURES: FOR EACH CONCRETE MIXTURE.

D. REBAR SHOP DRAWINGS

E. SHOP DRAWINGS FOR THE DESIGN, ERECTION AND REMOVAL OF FORMWORK, SHORES AND

RESHORES PREPARED BY OR UNDER THE SUPERVISION OF A QUALIFIED PROFESSIONAL

ENGINEER. SHOP DRAWINGS, INCLUDE STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY

THE QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION. COMPLY

WITH REQUIREMENTS IN "ACI MANUAL OF CONCRETE PRACTICE".

11. POST-INSTALLED ANCHORS

A. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED.

12. STRUCTURAL STEEL

A. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED

B. SHOP DRAWINGS: SHOW FABRICATION OF STRUCTURAL-STEEL COMPONENTS

C. WELDING CERTIFICATES

D. FOR STRUCTURAL-STEEL CONNECTIONS INDICATED TO COMPLY WITH DESIGN LOADS, INCLUDE

STRUCTURAL ANALYSIS DATA PREPARED BY THE QUALIFIED PROFESSIONAL ENGINEER

RESPONSIBLE FOR THEIR PREPARATION

13. STEEL JOISTS

A. PRODUCT DATA: FOR EACH TYPE OF JOIST, ACCESSORY, AND PRODUCT INDICATED

B. SHOP DRAWINGS

C. WELDING CERTIFICATES

D. SEALED CALCULATIONS FOR NON STANDARD CONDITIONS NOTED IN THE DELEGATED DESIGN

SECTION OF THESE NOTES, AS REQUIRED

14. STEEL DECK

A. PRODUCT DATA: FOR EACH TYPE OF DECK, ACCESSORY, AND PRODUCT INDICATED

B. SHOP DRAWINGS

C. WELDING CERTIFICATES

15. UNIT MASONRY ASSEMBLIES

A. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED

16. COLD-FORMED METAL FRAMING

A. PRODUCT DATA: FOR EACH TYPE OF COLD-FORMED METAL FRAMING PRODUCT AND

ACCESSORY INDICATED

B. SHOP DRAWINGS, INCLUDE STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY THE

QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION.

C. SHOP DRAWINGS FOR TRUSSES PREPARED BY OR UNDER THE SUPERVISION OF A QUALIFIED

PROFESSIONAL ENGINEER. SHOW FABRICATION AND INSTALLATION DETAILS FOR TRUSSES.

INCLUDING LOCATION, PITCH, SPAN, CAMBER, CONFIGURATION, SPACING, AND SPLICE DETAILS

AND BEARING DETAILS FOR EACH TYPE OF TRUSS REQUIRED. ALSO, INDICATE LOCATIONS OF

PERMANENT BRACING REQUIRED TO PREVENT BUCKLING OF INDIVIDUAL TRUSS MEMBERS

DUE TO DESIGN LOADS.

D. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED

17. ALUMINUM CANOPIES

A. PRODUCT DATA: FOR EACH TYPE OF CANOPY FRAMING PRODUCT AND ACCESSORY INDICATED

B. SHOP DRAWINGS, INCLUDE STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY THE

QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION.

C. SHOP DRAWINGS FOR CANOPIES PREPARED BY OR UNDER THE SUPERVISION OF A QUALIFIED

PROFESSIONAL ENGINEER. SHOW FABRICATION AND INSTALLATION DETAILS FOR CANOPIES.

INCLUDING LOCATION, PITCH, SPAN, CAMBER, CONFIGURATION, SPACING, AND SPLICE DETAILS AND BEARING DETAILS FOR EACH TYPE OF CANOPY REQUIRED. ALSO, INDICATE LOCATIONS OF

PERMANENT BRACING REQUIRED TO PREVENT BUCKLING OF INDIVIDUAL CANOPY MEMBERS

DUE TO DESIGN LOADS.

FOUNDATIONS

1. THE SCOPE OF SERVICES FOR THIS PROJECT PROVIDED BY THE SER BEGINS FROM THE BOTTOM OF THE FOUNDATION ELEMENTS. SUBSURFACE INVESTIGATIONS ARE BEYOND THE SCOPE OF THE

STRUCTURAL SERVICES PROVIDED. THE FOUNDATION SYSTEM SHOWN ON THESE DRAWINGS ARE

BASED UPON THE SOIL PROPERTIES LISTED BELOW AS STATED IN THE GEOTECHNICAL REPORT BY JASON, GOWLAND, PE OF NV5 IN THEIR REPORT 'CITY OF GAINESVILLE RTS EASTSIDE BUS' ON AUGUST 14, 2025. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR, OWNER OR OWNER'S

AGENT TO CONTACT THE SER AND NV5 IF ANY ADVERSE SOIL CONDITIONS ARE ENCOUNTERED

DURING CONSTRUCTION.

A. NET ALLOWABLE SOIL BEARING PRESSURE 3000 PSF

B. SUBGRADE MODULUS (k) 150 PCI

C. ULTIMATE FRICTION COEFFICIENT 0.35

BETWEEN CONCRETE FOUNDATIONS AND SOIL

D. UNIT WEIGHT OF SOIL 120 PCF (ASSUMED)

2. THE BOTTOM OF ALL FOOTINGS SHALL EXTEND BELOW THE FROST LINE FOR THE REGION IN WHICH THE STRUCTURE IS TO BE CONSTRUCTED. HOWEVER, THE TOP OF FOOTING SHALL BE A MINIMUM

OF 12" BELOW GRADE.

3. EXCAVATE TO INDICATED ELEVATIONS AND DIMENSIONS WITHIN A TOLERANCE OF PLUS OR MINUS 1 INCH. IF APPLICABLE, EXTEND EXCAVATIONS A SUFFICIENT DISTANCE FROM STRUCTURES FOR

PLACING AND REMOVING CONCRETE FORMWORK, FOR INSTALLING SERVICES AND OTHER

CONSTRUCTION, AND FOR INSPECTIONS. DO NOT DISTURB BOTTOM OF EXCAVATION. EXCAVATE BY

HAND TO FINAL GRADE JUST BEFORE PLACING CONCRETE REINFORCEMENT. TRIM BOTTOMS TO

REQUIRED LINES AND GRADES TO LEAVE SOLID BASE TO RECEIVE OTHER WORK.

4. ANY FILL SHALL BE PLACED UNDER THE DIRECTION OR RECOMMENDATION OF A LICENSED

PROFESSIONAL ENGINEER USING SUITABLE SOILS OR ENGINEERED FILL. PLOW, SCARIFY, BENCH, OR BREAK UP SLOPED SURFACES STEEPER THAN 1 VERTICAL TO 4 HORIZONTAL SO FILL MATERIAL WILL BOND WITH EXISTING MATERIAL. PLACE BACKFILL AND FILL SOIL MATERIALS IN LAYERS NOT MORE THAN 8" IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT, AND NOT MORE THAN 4" IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED

TAMPERS. COMPACT SOIL MATERIALS TO NOT LESS THAN 95% OF MAXIMUM DRY UNIT WEIGHT

ACCORDING TO ASTM D 698, UNLESS A HIGHER PERCENTAGE IS RECOMMENDED BY THE

GEOTECHNICAL ENGINEER. UNDER SLABS ON GRADE AND STEPS, SCARIFY AND RECOMPACT TOP

12" OF EXISTING SUBGRADE AND EACH LAYER OF BACKFILL OR FILL SOIL MATERIAL AT 98%.

5. IT IS STRONGLY RECOMMENDED THAT A QUALIFIED INDEPENDENT GEOTECHNICAL ENGINEERING TESTING AGENCY. INSPECT AND TEST SUBGRADES AND EACH FILL OR BACKFILL LAYER AND AT

FOOTING SUBGRADES PERFORM TESTING TO VERIFY DESIGN BEARING CAPACITIES.

6. EXCAVATION FOR FOOTINGS SHALL BE LINED TEMPORARY WITH A 6 MIL POLYETHYLENE IF

PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF EXCAVATION.

7. NO CONCRETE SHALL BE POURED AGAINST ANY SUBGRADE CONTAINING WATER, ICE, FROST, OR

LOOSE MATERIAL.

8. DO NOT BACKFILL AGAINST CANTILEVERED RETAINING WALL UNTIL THE CONCRETE HAS ATTAINED 100 PERCENT OF ITS DESIGN STRENGTH. REFER TO THE PLANS FOR ADDITIONAL REQUIREMENTS.

9. PROVIDE BRACING AND SHORING FOR ALL BASEMENT FOUNDATION WALLS AND WALLS INDICATED AS RESTRAINED PRIOR TO BACKFILLING. THE BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ALL SLABS ON GRADE, ELEVATED SLABS AND BEAMS FRAMING INTO THE WALL, ABOVE AND BELOW, HAVE BEEN PLACED, HAVE CURED FOR AT LEAST 7 DAYS AND HAVE ATTAINED 100 PERCENT

OF THEIR DESIGN STRENGTH.

10. BACKFILL PLACED IMMEDIATELY BEHIND WALLS SHALL BE COMPACTED WITH HAND OPERATED

EQUIPMENT.

11. GROUNDWATER WAS ENCOUNTERED PREVIOUSLY AT A DEPTH OF APPROXIMATELY 4.50 FT.

GROUNDWATER DEPTH CAN VARY AN WILL BE AFFECTED BY PRECIPITATION AND TIME OF DRILLING.

12. DEWATERING IS LIKELY TO BE REQUIRED DURING THE EXCAVATION OPERATIONS. GROUNDWATER

IS EXPECTED TO ENTER THE EXCAVATION PRIMARILY FROM SANDY OR GRAVELLY POCKETS.

13. THE SEEPAGE RATE WILL VARY ACROSS THE WALLS OF THE EXCAVATION, AND WILL DEPEND ON

SUCH FACTORS AS THE DEPTH TO GROUNDWATER AND SOIL PERMEABILITY.

14. IT IS IMPERATIVE THAT GROUNDWATER CONDITIONS CONTINUE TO BE MONITORED AS

CONSTRUCTION PROCEEDS. OBSERVATIONS MADE DURING THE EXCAVATION PHASE ARE

ESSENTIAL, AND SHOULD INCLUDE LOGGING THE HOLES DRILLED FOR SOLDIER PILES (SHORING)

AND RECORDING THE FLOW RATE FROM CONSTRUCTION DEWATERING FACILITIES.

15. AS A RESULT OF OBSERVATIONS MADE DURING CONSTRUCTION, IT MIGHT BE NECESSARY TO

MODIFY THE DEWATERING SYSTEM(S) AND/OR THE PERMANENT SUBDRAINAGE SYSTEM IN

RESPONSE TO THE ACTUAL GROUNDWATER FLOW RATES ENCOUNTERED.

16. CONSULT THE GEOTECHNICAL REPORT FOR FURTHER RECOMMENDATIONS AND REQUIREMENTS

BUILDING MOVEMENTS

1. THE BUILDING STRUCTURE IS ANTICIPATED TO MOVE BASED UPON THE FOLLOWING CRITERIA, AND

SHOULD BE CONSIDERED IN THE DESIGN OF SECONDARY STRUCTURAL ELEMENTS AND IN

CONSTRUCTION BY THE CONTRACTOR.

2. BUILDING DRIFT (HORIZONTAL MOVEMENT) - THE INTERSTORY DRIFT OR RELATIVE MOVEMENT OF ONE ADJACENT FLOOR TO THE NEXT HAS BEEN LIMITED TO FLOOR HEIGHT / 400 IN A TEN YEAR WIND EVENT AS SPECIFIED BY ASCE 7-22. THE ANTICIPATED OVERALL DRIFT AT THE ROOF IS 0.6 INCHES IN A SIMILAR WIND EVENT. PROVISIONS FOR INTERSTORY DRIFT SHOULD BE MADE IN THE

DESIGN, FABRICATION AND INSTALLATION OF THE BUILDING'S CLADDING AND GLAZING.

3. FLOOR DEFLECTIONS: THE SUPERIMPOSED LOAD DEFLECTIONS HAVE BEEN LIMITED TO THE

FOLLOWING VERTICAL DEFLECTIONS AND SHOULD BE INCLUDED IN THE DESIGN, FABRICATION AND

INSTALLATION OF PARTITIONS, AND OTHER ELEMENTS ATTACHED TO AND SUPPORTED BY THE

BUILDING STRUCTURE (FOR CANTILEVERS, MEMBER SPAN IS TWICE THE LENGTH OF THE

CANTILEVER)

A. FLOOR MEMBERS: MEMBER SPAN / 360

B. ROOF MEMBERS: MEMBER SPAN / 240

4. SPANDREL BEAM (PERIMETER) DEFLECTIONS: SPANDREL BEAMS HAVE BEEN LIMITED TO THE FOLLOWING VERTICAL LIVE LOAD DEFLECTIONS AND PROVISIONS SHOULD BE MADE IN THE DESIGN, FABRICATION AND INSTALLATION OF THE BUILDING'S CLADDING AND GLAZING:

A. SPANDRELS AT FLOORS: 3/8"

B. SPANDRELS AT ROOFS: 3/8"

5. SUPERIMPOSED LOAD DEFLECTIONS SPECIFIED ABOVE CONSIST OF THE MOVEMENTS EXPECTED TO OCCUR AFTER THE BUILDING'S CLADDING AND GLAZING IS INSTALLED AND DOES NOT INCLUDE DEFLECTIONS CAUSED BY THE SELF WEIGHT OF THE FLOOR FRAMING ITSELF NOR THE WEIGHT OF THE CLADDING AND GLAZING. THE LIVE LOAD DEFLECTION DOES NOT INCLUDE AN ALLOWANCE FOR

ERECTION OR FABRICATION TOLERANCES.

DELEGATED DESIGN

1. THE CONTRACTOR SHALL ENGAGE A QUALIFIED, LICENSED ENGINEER(S) IN THE STATE IN WHICH

THE PROJECT IS CONSTRUCTED TO DESIGN, DETAIL AND SUBMIT FOR REVIEW SEALED

CALCULATIONS AND SHOP DRAWINGS FOR THE DELEGATED DESIGN SHOWN IN THE CONTRACT

DOCUMENTS. ADDITIONAL DELEGATED DESIGN SYSTEMS MAY BE FOUND IN THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, PROCESS, LANDSCAPE AND CIVIL DRAWINGS NOT

CONTAINED, HEREIN.

2. REFER TO THE SUBMITTALS SECTION FOR ADDITIONAL REQUIREMENTS.

3. DELEGATED DESIGN ITEMS SHALL INCLUDE BUT ARE NOT LIMITED TO:

A. SITE RETAINING WALLS INCLUDING SEGMENTAL BLOCK AND MECHANICALLY STABILIZED EARTH

RETAINING WALLS

B. STRUCTURAL STEEL CONNECTIONS INCLUDING, BUT NOT LIMITED TO, SIMPLE SHEAR

CONNECTIONS AND BRACED FRAME GUSSET PLATES

C. HANDRAILS, GUARDRAILS, GUARDS AND CONNECTIONS

D. CURTAIN WALL AND CONNECTIONS

E. COLD FORMED FRAMING AND CONNECTIONS TO SUPPORT EXTERIOR CLADDING OR ACT AS

LOAD BEARING MEMBERS INCLUDING JOISTS, CEILING JOISTS AND WALLS NOT SPECIFICALLY

DETAILED ON THE DRAWINGS.

F. ALUMINUM CANOPIES, COVERS AND STRUCTURES

G. BUILDING SIGNAGE AND CONNECTIONS

H. ANCHORAGE OF ROOFTOP EQUIPMENT

ZONE

EFFECTIVE WIND AREA, AE

<10 SF >100 SF

ROOF

WALLS

1, OTHER -39 -31

2, EDGE -52 -41

4, OTHER +23,-25 +19,-21

5, EDGE +23,-30 +19,-24

NOTES:

1. a = 6.5 FT, WIDTH OF PRESSURE COEFFICIENT ZONE PER ASCE 7-22

2. EDGE AND CORNER ZONES EXTEND A MINIMUM DISTANCE 'a' FROM BUILDING CORNERS AND EDGES.

REFER TO ASCE 7 FOR ROOF ZONE GEOMETRY.

3. USE EFFECTIVE WIND AREA, AE, AS DEFINED BY ASCE 7-22

4. NEGATIVE (-) VALUES REFER TO WIND PRESSURES ACTING AWAY FROM SURFACE. POSITIVE (+)

VALUES INDICATE WIND PRESSURES ACTING TOWARDS SURFACE

5. REFER TO FRAMING PLAN NOTES FOR BAR JOIST ROOF NET UPLIFT PRESSURES

6. WIND PRESSURES ARE BASED ON ULTIMATE WIND SPEED, VULT, PER ASCE 7-22

LOCATION

COMPONENTS AND CLADDING WIND LOADS

PARAPET

4, EDGE +/-69 +/-54

5, OTHER +/-69 +/-54

3, CORNER -52 -41

COMPONENTS & CLADDING

WIND PRESSURES (PSF)

ASCE 7-22

CONCRETE FLOOR AND SLABS

1. REQUIREMENTS NOTED IN THIS SECTION APPLY TO CONCRETE SLABS ON GRADE. REFER TO THE

CONCRETE SECTION OF THESE SPECIFICATIONS FOR FURTHER REQUIREMENTS.

2. CONCRETE SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 302.1R-15 "GUIDE

FOR CONCRETE SLAB AND SLAB CONSTRUCTION".

3. SLABS ON GRADE DEPEND ON THE INTEGRITY OF BOTH THE SLAB AND FULL SOIL SUPPORT.

PROVIDE SATISFACTORY SOIL MATERIALS UNDER SLABS ON GRADE ACCORDING TO GEOTECHNICAL

ENGINEER'S WRITTEN RECOMMENDATIONS. PROOF-ROLL SUBGRADE BELOW THE BUILDING SLABS

WITH HEAVY PNEUMATIC-TIRED EQUIPMENT TO IDENTIFY SOFT POCKETS AND AREAS OF EXCESS

YIELDING.

4. COMPACT SOIL MATERIALS AND SUBGRADE TO NOT LESS THAN 98% OF MAXIMUM DRY UNIT

WEIGHT, UNLESS OTHERWISE RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

5. PROVIDE PLASTIC VAPOR RETARDER AS SHOWN ON THE "TYPICAL SLAB ON GRADE DETAIL" ON THESE DRAWINGS. VAPOR RETARDER SHALL CONFORM TO ASTM E 1745, CLASS A, NOT LESS THAN 10 MILS THICK. VAPOR RETARDER MAY BE OMITTED ONLY WHEN STATED IN THE GEOTECHNICAL

ENGINEER'S WRITTEN RECOMMENDATIONS.

6. PROVIDE A MINIMUM OF 4" OF GRANULAR FILL DIRECTLY UNDER SLAB ON GRADES. FILL SHALL

CONSIST OF A CLEAN MIXTURE OF CRUSHED STONE OR CRUSHED OR UNCRUSHED GRAVEL PER

ASTM D448, SIZE 57, WITH 100 PERCENT PASSING A 1-1/2" SIEVE, 15 TO 55 PERCENT PASSING A NO. 4 SIEVE AND LESS THAN 12 PERCENT PASSING A NO. 200 SIEVE. MATERIAL PASSING THE NO. 200 SIEVE SHOULD BE CLEAN GRANULAR FILL WITH LESS THAN 3 PERCENT CLAY OR FRIABLE PARTICLES

7. REINFORCE CONCRETE SLABS ON GRADE WITH REINFORCING BARS (ASTM A615, GRADE 60,

DEFORMED) OR WELDED WIRE REINFORCEMENT (FABRIC) AS INDICATED. WELDED WIRE

REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND INSTALLED IN LONGEST PRACTICABLE

LENGTHS ON BAR SUPPORTS OR CONCRETE BRICKS SPACED TO MINIMIZE SAGGING. LAP EDGES

AND ENDS OF ADJOINING SHEETS AT LEAST ONE MESH SPACING. OFFSET LAPS OF ADJOINING

SHEET WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER DIRECTION. LACE OVERLAPS WITH WIRE

TIES AND DO NOT EXTEND REINFORCEMENT THROUGH JOINTS.

CONCRETE FLOOR AND SLABS, CONT

8. DEPOSIT AND CONSOLIDATE CONCRETE FOR FLOORS AND SLABS IN A CONTINUOUS OPERATION, WITHIN LIMITS OF CONSTRUCTION JOINTS, UNTIL PLACEMENT OF A PANEL OR SECTION IS

COMPLETE AND AS FOLLOWS:

A. CONSOLIDATE CONCRETE DURING PLACEMENT OPERATIONS SO CONCRETE IS THOROUGHLY

WORKED AROUND REINFORCEMENT AND OTHER EMBEDDED ITEMS AND INTO CORNERS.

B. MAINTAIN REINFORCEMENT IN POSITION ON CHAIRS DURING CONCRETE PLACEMENT.

C. SCREED SLAB SURFACES WITH A STRAIGHTEDGE AND STRIKE OFF TO CORRECT ELEVATIONS.

D. SLOPE SURFACES UNIFORMLY TO DRAINS WHERE REQUIRED.

E. BEGIN INITIAL FLOATING USING BULL FLOATS OR DARBIES TO FORM A UNIFORM AND OPEN-

TEXTURED SURFACE PLANE, BEFORE EXCESS BLEEDWATER APPEARS ON THE SURFACE. DO

NOT FURTHER DISTURB SLAB SURFACES BEFORE STARTING FINISHING OPERATIONS.

F. PROVIDE A SLAB FLATNESS (FF) AND SLAB LEVELNESS (FL) PER DETAILS SHOWN IN THESE

DRAWINGS.

9. APPLY A TROWEL FINISH TO CONCRETE SLAB ON GRADE SURFACES UNLESS OTHERWISE NOTED.

VERIFY THIS FINISH WITH THE ARCHITECTURAL REQUIREMENTS BEFORE CONSTRUCTION. AFTER APPLYING FLOAT FINISH, APPLY FIRST TROWELLING AND CONSOLIDATE CONCRETE BY HAND OR

POWER-DRIVEN TROWEL. CONTINUE TROWELING PASSES AND RESTRAIGHTEN UNTIL SURFACE IS

FREE OF TROWEL MARKS AND UNIFORM IN TEXTURE AND APPEARANCE. GRIND SMOOTH ANY

SURFACE DEFECTS THAT WOULD TELEGRAPH THROUGH APPLIED COATINGS OR FLOOR

COVERINGS.

10. FORM WEAKENED-PLANE CONTRACTION JOINTS, SECTIONING CONCRETE INTO AREAS AS

INDICATED ON THE "TYPICAL SLAB ON GRADE DETAIL" SHOWN ON THESE DRAWINGS. CONSTRUCT CONTRACTION JOINTS FOR A DEPTH EQUAL TO AT LEAST ONE-FOURTH OF CONCRETE THICKNESS.

FORM CONTRACTION JOINTS WITH POWER SAWS EQUIPPED WITH SHATTERPROOF ABRASIVE OR

DIAMOND-RIMMED BLADES WITHIN 4 TO 12 HOURS AFTER THE SLAB HAS BEEN FINISHED. CUT 1/8" WIDE JOINTS INTO CONCRETE WHEN CUTTING ACTION WILL NOT TEAR, ABRADE, OR OTHERWISE

DAMAGE SURFACE AND BEFORE CONCRETE DEVELOPS RANDOM CONTRACTION CRACKS.

11. CURE CONCRETE SLABS ON GRADE FOR AT LEAST SEVEN DAYS BY ONE OF THE FOLLOWING

METHODS; MOISTURE CURING, MOISTURE-RETAINING-COVER CURING, APPLICATION OF A CURING

COMPOUND, OR BY APPLICATION OF A CURING AND SEALING COMPOUND.

12. THE CONCRETE SLAB ON GRADE HAS BEEN DESIGNED USING A SUBGRADE MODULUS PER THE FOUNDATION SPECIFICATION AND A DESIGN LOADING AS NOTED IN THE "DESIGN LOADS" SECTION OF THESE SPECIFICATIONS. THE SER IS NOT RESPONSIBLE FOR DIFFERENTIAL SETTLEMENT, SLAB

CRACKING OR OTHER FUTURE DEFECTS RESULTING FROM UNREPORTED CONDITIONS MITIGATING

THE ABOVE ASSUMPTIONS.

POST INSTALLED ANCHORS

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

DOCUMENTS.

2. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER–OF-RECORD PRIOR TO

INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE

ANCHORS.

3. PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO

USE.

4. 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 EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN

PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

5. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING A VALID RESEARCH REPORT SHOWING

COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE,

INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS.

ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND

INSTALLATION TEMPERATURE.

6. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY

ANCHORAGE MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL

ENGINEER OF RECORD.

7. BASIS OF DESIGN INCLUDES THE FOLLOWING DESIGN PARAMETERS:

A. CRACKED CONCRETE

B. WATER-SATURATED CONCRETE

C. BASE MATERIAL TEMPERATURE OF 23-104 DEGREES FAHRENHEIT

D. ALLOWABLE WITH HAMMER-DRILL, HOLLOW DRILL BIT SYSTEM, AND CORE DRILLING METHODS

8. INSTALL ANCHORS PER THE MANUFACTURER PRINTED INSTALLATION INSTRUCTIONS (MPII), AS

INCLUDED IN THE ANCHOR PACKAGING.

9. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT

TIME OF ANCHOR INSTALLATION IN ACCORDANCE WITH ACI 318.

10. DRILLING SHALL BE PERFORMED WITH A ROTARY HAMMER DRILL AND CARBIDE TIPPED DRILL BIT IN

ACCORDANCE WITH INSTRUCTIONS ACCOMPANYING ADHESIVE CARTRIDGES AND APPLICABLE

RESEARCH REPORT. REFER TO MANUFACTURER'S DIRECTIONS FOR HAMMER DRILL MODE USE IN

MASONRY WALLS.

11. BORE HOLE CLEANING PROCEDURES MUST COMPLY WITH INSTRUCTIONS ACCOMPANYING THE

ADHESIVE CARTRIDGE AND APPLICABLE RESEARCH REPORT IN ORDER TO PRODUCE A DRY, DUST-

FREE HOLE.

12. INJECTION OF ADHESIVES SHALL BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S

INSTRUCTIONS ACCOMPANYING PRODUCT AND APPLICABLE RESEARCH REPORT TO PRODUCE AN

AIR-VOID FREE INJECTION.

13. ALTERNATE DRILLING METHODS, SUCH AS DIAMOND CORING, MUST BE APPROVED BY THE

ENGINEER OF RECORD AND COMPLY WITH THE APPLICABLE RESEARCH REPORT.

14. FASTENING ELEMENTS, INCLUDING THREADED RODS, REBAR AND INTERNALLY THREADED INSERTS, MUST BE CLEAN, DRY AND FREE OF ANY OIL OR CONTAMINANTS.

15. OVERHEAD ADHESIVE ANCHORS SHALL BE INSTALLED FOLLOWING THE MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS.

16. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY

OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND

EDGE CLEARANCES INDICATED ON THE DRAWINGS.

17. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC

ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE

CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO

LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE

ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS.

18. APPROVED ANCHOR SYSTEMS (NO SUBSTITUTION WITHOUT WRITTEN EOR APPROVAL):

SUBSTITUTION: ANCHOR SYSTEMS NOT LISTED ABOVE SHALL NOT BE INSTALLED WITHOUT WRITTEN APPROVAL FROM THE EOR. CONTRACTOR SHALL SUBMIT PRODUCT DATA AND APPLICABLE ICC-ES EVALUATION REPORT FOR REVIEW A MINIMUM OF 14 DAYS PRIOR TO INTENDED INSTALLATION.

COLD FORMED METAL FRAMING

1. LIGHT GAGE STRUCTURAL STEEL FRAMING SHALL BE DESIGNED, FABRICATED AND ERECTED IN

ACCORDANCE WITH AISI'S "STANDARD FOR COLD-FORMED STEEL FRAMING - GENERAL

PROVISIONS".

2. LIGHT GAGE STRUCTURAL STEEL FRAMING AS SHOWN ON THESE PLANS CONFORMS TO THE

INDUSTRY-STANDARD NOMENCLATURE. EXPLANATION OF THIS NOMENCLATURE IS SHOWN BELOW

FOR REFERENCE.

A. THE FIRST SET OF NUMBERS REPRESENTS THE DEPTH OF THE MEMBER TO TWO (2) DECIMAL PLACES WITHOUT THE USE OF A DECIMAL POINT, I.E. 600 = 6". 1000 = 10", 362 = 3 5/8", ETC.

B. THE LETTER REPRESENTS THE TYPE OF MEMBER. THERE ARE ONLY FIVE LETTERS USED, S =

"C" MEMBERS, T = TRACK, JS = JAMSTUD MEMBERS BY THE STEEL NETWORK, F = FURRING

CHANNEL, AND U = "U" CHANNEL

C. THE SECOND SET OF NUMBERS REPRESENTS THE FLANGE WIDTH OF THE MEMBER TO TWO (2) DECIMAL PLACES WITHOUT THE USE OF A DECIMAL POINT, I.E. 162 = 1 5/8", 200 = 2", 125 = 1 1/4", ETC.

D. THE THIRD NUMBER REPRESENTS THE MINIMUM UNCOATED METAL THICKNESS EXPRESSED IN

MILS. (0.001 in.). THESE CORRESPOND TO REFERENCE GAGES AS FOLLOWS: -18 (24ga.), -27 (22ga.), - 33 (20ga.), -43 (18ga.), -54 (16ga.), -68 (14ga.), AND -97 (12ga.). THE MILS DEFINE THE

MINIMUM ALLOWABLE UNCOATED METAL THICKNESS AND ARE 5% LESS THAN THE DESIGN

THICKNESS. THE 5% VARIANCE IN METAL THICKNESS IS PERMITTED PER SECTION A 3.4 OF THE

AISI SPECIFICATION.

E. THE LAST NUMBER DENOTED IN (#), IS NOT PART OF THE INDUSTRY-STANDARD

NOMENCLATURE, HOWEVER THE SER USES THIS NUMBER TO REPRESENT THE MAXIMUM

SPACING OF THE MEMBERS IN THE SYSTEM.

3. PREPARATION OF SHOP DRAWINGS, DESIGN CALCULATIONS, AND OTHER STRUCTURAL DATA BY A QUALIFIED PROFESSIONAL ENGINEER IS REQUIRED FOR THIS PROJECT, SEE "SUBMITTALS". THE SHOP DRAWINGS SHALL BE BASED UPON THE MEMBER SIZES AND SPACINGS INDICATED ON THESE DRAWINGS AND SHALL BE SIMILAR TO THOSE INDICATED FOR THIS PROJECT IN MATERIAL, DESIGN, AND EXTENT. SHOP DRAWINGS SHALL ALSO INCLUDE MISCELLANEOUS FRAMING AND

CONNECTIONS, INCLUDING SUPPLEMENTARY FRAMING, WEB STIFFENERS, CLIP ANGLES,

CONTINUOUS ANGLES, ANCHORS, AND FASTENERS, TO PROVIDE A COMPLETE AND COLD FORMED

METAL FRAMING SYSTEM. COLD-FORMED METAL FRAMING CAPABLE OF WITHSTANDING DESIGN

LOADS WITHOUT DEFLECTIONS GREATER THAN THE REQUIREMENTS AS NOTED IN THE FLORIDA

STATE BUILDING CODE ARE INDICATED AS SHOWN.

4. PROVIDE COLD FORMED METAL FRAMING AS FOLLOWS:

A. STEEL SHEET PER ASTM A1003, STRUCTURAL GRADE, TYPE H, METALLIC COATED. STEEL SHALL

BE GRADE ST33H AND COATED WITH A G60 MINIMUM COATING.

B. STEEL SHEET FOR VERTICAL DEFLECTION AND DRIFT CLIPS PER ASTM A 653, STRUCTURAL

STEEL, ZINC COATED. STEEL SHALL BE GRADE 50 AND COATED WITH A G90 MINIMUM COATING

C. STRUCTURAL MEMBERS SHALL HAVE THE MINIMUM YIELD STRESS AS FOLLOWS:

a. 33 mil, 43 mil = 33 KSI

b. 54 mil, 68 mil, 97 mil = 50 KSI

5. PROVIDE ANCHORS, CLIPS, AND FASTENERS AS FOLLOWS:

A. STEEL ANCHOR HEX-HEADED BOLTS AND CARBON-STEEL NUTS; AND FLAT, HARDENED-STEEL

WASHERS; ZINC COATED BY MECHANICALLY DEPOSITION ACCORDING TO ASTM B695, CLASS 50.

B. EXPANSION ANCHORS FABRICATED FROM CORROSION-RESISTANT MATERIALS, WITH

CAPABILITY TO SUSTAIN, WITHOUT FAILURE, A LOAD EQUAL TO 5 TIMES DESIGN LOAD, AS

DETERMINED BY TESTING PER ASTM E 488.

C. POWDER-ACTUATED ANCHORS: FASTENER SYSTEM OF TYPE SUITABLE FOR APPLICATION.

FASTENER SHALL HAVE A SHANK DIAMETER OF 0.157" AND A 1" MINIMUM EMBEDMENT. SCREW

SHALL HAVE A MINIMUM TENSION VALUE OF 170 lbs. AND A SHEAR VALUE OF 225 lbs. INTO 4000

PSI CONCRETE.

D. MECHANICAL FASTENERS: ASTM C 1513, CORROSION-RESISTANT-COATED, SELF-DRILLING,

SELF-TAPPING STEEL DRILL SCREWS. UNLESS OTHERWISE NOTED SCREWS SHALL BE #10

MINIMUM AND HAVE A MINIMUM TENSION VALUE OF 98 lbs. AND A SHEAR VALUE OF 263 lbs. IN 0.043" (43 mil) MATERIAL.

E. POWDER ACTUATED FASTENERS: KNURL SHANKED POWDER ACTUATED FASTENERS.

FASTENER SHALL HAVE A SHANK DIAMETER OF 0.177". SCREW SHALL HAVE A MINIMUM TENSION VALUE OF 330 lbs. AND A SHEAR VALUE OF 359 lbs. IN A MINIMUM STRUCTURAL STEEL

THICKNESS OF 3/16".

6. INSTALL COLD-FORMED METAL FRAMING AND ACCESSORIES PLUMB, SQUARE, AND TRUE TO LINE, AND WITH CONNECTIONS SECURELY FASTENED.

7. LOCATE MECHANICAL FASTENERS AND INSTALL ACCORDING TO SHOP DRAWINGS, AND COMPLYING

WITH REQUIREMENTS FOR SPACING, EDGE DISTANCES, AND SCREW PENETRATION AS NOTED ON

THESE DRAWINGS.

8. COMPLY WITH THE FOLLOWING FOR EXTERIOR NON-LOAD-BEARING WALL INSTALLATION.

A. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELY AND

SECURELY ANCHOR AT CORNERS AND ENDS, AND AT SPACINGS AS INDICATED.

B. FASTEN BOTH FLANGES OF STUDS TO BOTTOM TRACK, UNLESS OTHERWISE INDICATED. SPACE

STUDS PER THE WALL FRAMING SCHEDULE.

C. ISOLATE NON-LOAD-BEARING STEEL FRAMING FROM BUILDING STRUCTURE TO PREVENT

TRANSFER OF VERTICAL LOADS WHILE PROVIDING LATERAL SUPPORT. CLIPS SHALL ALLOW

FOR AN UPWARD AND DOWNWARD MOVEMENT OF 1", UNLESS OTHERWISE NOTED.

D. WALLS UNLESS NOTED OTHERWISE SHALL BE SHEATHED WITH PAPER-SURFACED GYPSUM

WALL SHEATHING, CONFORMING TO ASTM C 79 OR ASTM C 1396, GYPSUM SHEATHING; WITH

WATER-RESISTANT-TREATED CORE AND WITH WATER-REPELLENT PAPER BONDED TO CORE'S

FACE, BACK, AND LONG EDGES. FASTEN GYPSUM SHEATHING TO STUDS PER ICC'S

"INTERNATIONAL BUILDING CODE."

E. INSTALL HORIZONTAL BRIDGING IN STUD SYSTEM, SPACED AS INDICATED ON SHOP DRAWINGS

BUT NOT GREATER THAN 48" O.C. FASTEN AT EACH STUD INTERSECTION.

F. REFER TO BUILDING MOVEMENT GENERAL NOTES AND SPECIFICATIONS FOR DEFLECTION

REQUIREMENTS.

INDUSTRY STANDARD NOMENCLATURE

600 S 162 - 43 (16")

DEPTH OF MEMBER (6 inches)

TYPE OF MEMBER

SPACING OF MEMBERS, inches

MINIMUM METAL THICKNESS, mils

FLANGE WIDTH (1 5/8 inch)

MANUFACTURER PRODUCT

ADHESIVE (PRIMARY)

CATEGORY

ADHESIVE (ALTERNATE)

MECHANICAL (PRIMARY)

MECHANICAL (ALTERNATE)

HILTI

SIMPSON STRONG-TIE

HILTI

SIMPSON STRONG-TIE

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DESIGN PHASE:

BANNING J. REED, STATE OF FLORIDA PROFESSIONAL ENGINEER, LICENSE NO. 100671

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY BANNING J. REED ON

THE DATE INDICATED HERE USING A SHA AUTHENTICATION CODE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED

AND THE SHA AUTHENTICATION CODE MUST BE VERIFIED ON ANY ELECTRONIC

COPIES.

MARCH 31, 2026

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E a s ts id e B u s R

.r v t

Project Number: 34-0007

Date: 04/01/26

Drawn By: RV

Checked By: EST

SPECIFICATIONS, INDEX

LOT 3, INTERSECTION OF S.E.

HAWTHORNE ROAD & S.E. 21ST

STREET

S001

EASTSIDE BUS

TRANSFER FACILITY

100% CONSTRUCTION DOCUMENTS

CITY OF GAINESVILLE DEPARTMENT

OF TRANSPORTATION

DRAWING INDEX

S001 SPECIFICATIONS, INDEX

S002 SPECIFICATIONS

S003 ABBREVIATIONS, SYMBOLS & LAP LENGTH SCHEDULES

S004 STATEMENT OF SPECIAL INSPECTIONS

S005 ISOMETRICS

S101 FOUNDATION PLAN

S201 LOW ROOF FRAMING PLAN

S202 HIGH ROOF FRAMING PLAN

S203 DUMPSTER ENCLOSURE FOUNDATION PLAN AND DETAILS

S204 SHELTER FOUNDATION AND ROOF FRAMING PLANS AND DETAILS

S205 CANOPY FOUNDATION PLAN AND DETAILS

S301 TYPICAL FOUNDATION DETAILS

S302 FOUNDATION DETAILS

S303 TYPICAL MASONRY DETAILS

S304 TYPICAL MASONRY DETAILS

S401 TYPICAL FRAMING DEATILS

S402 TYPICAL FRAMING DEATILS

S403 ROOF FRAMING DETAILS

S404 ROOF FRAMING DETAILS CONT

S501 LATERAL FRAME ELEVATION AND DETAILS

TOTAL: 20

REVISIONS

banningreed BJR Signature

UNIT MASONRY ASSEMBLIES

1. CONCRETE MASONRY UNITS (CMU) SHALL BE ERECTED AS LOAD BEARING CONCRETE MASONRY.

COMPLY WITH ACI 530.1 "SPECIFICATION FOR MASONRY STRUCTURES" FOR MATERIALS, METHODS, AND WORKMANSHIP AND ERECTION TOLERANCES.

2. PROVIDE CONCRETE MASONRY UNIT ASSEMBLIES (CMUS) AS INDICATED ON THE DRAWINGS THAT DEVELOPS A MINIMUM NET-AREA COMPRESSIVE STRENGTH (F'M) OF 2000 PSI AT 28 DAYS AND AS

FOLLOWS:

A. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A MINIMUM AVERAGE NET-

AREA COMPRESSIVE STRENGTH OF 2000 PSI.

B. MAXIMUM WEIGHT CLASSIFICATION: NORMAL WEIGHT, UNLESS OTHERWISE NOTED.

C. SIZE: MANUFACTURED TO DIMENSIONS 3/8" LESS THAN NOMINAL DIMENSIONS

3. PROVIDE MORTAR AND GROUT MATERIALS AS INDICATED ON THE DRAWINGS AND CONFORMING TO

THE REQUIREMENTS LISTED BELOW. ALL CELLS CONTAINING REINFORCEMENT, CELLS BELOW

GRADE, AND ANY LOCATIONS NOTED ON THE DRAWINGS SHALL BE GROUTED SOLID. DO NOT USE

ADMIXTURES, INCLUDING AIR-ENTRAINING AGENTS, ACCELERATORS, RETARDERS, WATER-

REPELLENT AGENT, ANTIFREEZE COMPOUNDS, OR OTHER ADMIXTURES UNLESS OTHERWISE

NOTED. DO NOT USE CALCIUM CHLORIDE IN MORTAR OR GROUT.

A. MORTAR FOR MASONRY ASSEMBLIES SHALL BE TYPE S, CONFORMING TO ASTM C270

B. GROUT FOR UNIT MASONRY SHALL BE FINE GROUT CONFORMING TO ASTM C476 AND HAVE A

MINIMUM 28 DAY COMPRESSIVE STRENGTH ( FM ) OF 2500 PSI. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES AS MEASURED ACCORDING TO ASTM C143. COMPLY WITH TABLE 1.15.1 IN ACI

530.1 FOR DIMENSIONS OF GROUT SPACES AND POUR HEIGHT.

4. LAY HOLLOW CONCRETE MASONRY UNITS IN A BOND PATTERN COMPLYING WITH THE

ARCHITECTURAL DRAWINGS AND AS FOLLOWS:

A. WITH FACE SHELLS FULLY BEDDED IN MORTAR AND WITH HEAD JOINTS OF DEPTH EQUAL TO

BED JOINTS.

B. WITH WEBS FULLY BEDDED IN MORTAR IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS.

C. WITH WEBS FULLY BEDDED IN MORTAR IN GROUTED MASONRY, INCLUDING STARTING COURSE

ON FOOTINGS.

D. WITH ENTIRE UNITS, INCLUDING AREAS UNDER CELLS, FULLY BEDDED IN MORTAR AT STARTING

COURSE ON FOOTINGS WHERE CELLS ARE NOT GROUTED.

5. LAY SOLID MASONRY UNITS WITH COMPLETELY FILLED BED AND HEAD JOINTS; BUTTER ENDS WITH SUFFICIENT MORTAR TO FILL HEAD JOINTS AND SHOVE INTO PLACE. DO NOT DEEPLY FURROW BED

JOINTS OR SLUSH HEAD JOINTS.

6. PROVIDE VERTICAL REINFORCING AS NOTED PER THE CMU WALL REINFORCING SCHEDULE AND PER

THE REQUIREMENTS BELOW. PROVIDE MATCHING DOWELS INTO THE FOOTING OR FOUNDATION

CONSTRUCTION. PROVIDE TWO ADDITIONAL BARS AND DOWELS UNDER POINT LOADS, LINTELS AND BEAMS WHICH HAVE A REACTION EXCEEDING 10 KIPS, WHETHER OR NOT NOTED ON THE FRAMING

PLANS.

A. ALL REBAR SHALL BE UNCOATED STEEL REINFORCING BARS: ASTM ASTM A615, GRADE 60

B. REINFORCING STEEL SHALL BE PLACED IN COMPLIANCE WITH ACI 530.1.

C. GROUT ALL CELLS CONTAINING REINFORCEMENT AND DO NOT PLACE GROUT UNTIL THE

ENTIRE HEIGHT OF MASONRY TO BE GROUTED HAS ATTAINED ENOUGH STRENGTH TO RESIST

GROUT PRESSURE. LIMIT HEIGHT OF VERTICAL GROUT POURS TO NOT MORE THAN 60 INCHES.

D. PROVIDE AN OPEN BOTTOM BOND BEAM REINFORCED WITH 2 NO. 5 CONTINUOUS BARS AT THE

FOLLOWING LOCATIONS AND AS NOTED ON THE DRAWINGS.

a. AT THE TOP OF ALL WALL ELEVATIONS.

b. AT ALL JOIST AND FRAMING BEARING ELEVATIONS

c. EQUALLY SPACED BETWEEN LATERAL SUPPORTS OR AT 10'-0" O.C. MAXIMUM

VERTICALLY, IF THE DISTANCE BETWEEN LATERAL SUPPORTS EXCEEDS 10'-0"

E. GROUT VOIDS BETWEEN BRICK VENEER AND CMU WALLS OR CONCRETE WALLS SOLID BELOW

GRADE. GROUT ALL CMU CELLS SOLID BELOW GRADE.

7. VERIFY REINFORCING FOR CMU MASONRY PER THE REINFORCING SCHEDULES SHOWN ON THESE

DRAWINGS. IF REINFORCEMENT IS NOT SPECIFICALLY INDICATED, VERIFY WITH THE SER.

8. PROVIDE MASONRY JOINT REINFORCING AT 16" O.C. VERTICALLY, IN ADDITION TO CONTINUOUS REINFORCEMENT, AND NOT MORE THAN 8" ABOVE AND BELOW OPENINGS IN MASONRY WALLS AND

EXTENDING 12" BEYOND SAID OPENING. INTERRUPT JOINT REINFORCEMENT AT CONTROL AND

EXPANSION JOINTS, UNLESS OTHERWISE INDICATED. CUT AND BEND REINFORCING UNITS AS

DIRECTED BY MANUFACTURER FOR CONTINUITY AT CORNERS, RETURNS, OFFSETS, COLUMN

FIREPROOFING, PIPE ENCLOSURES, AND OTHER SPECIAL CONDITIONS. JOINT REINFORCING SHALL CONSIST OF HOT-DIPPED GALVANIZED, CARBON STEEL CONFORMING TO ASTM A951 AND PER THE

REQUIREMENTS BELOW:

A. JOINT REINFORCEMENT FOR SINGLE WYTHE WALLS SHALL CONSIST OF EITHER LADDER OR

TRUSS TYPE WITH A SINGLE PAIR OF SIDE RODS. SIDE AND CROSS RODS SHALL BE W1.7"

DIAMETER.

B. JOINT REINFORCEMENT FOR MULTIWYTHE WALLS SHALL CONSIST TAB TYPE, EITHER LADDER

OR TRUSS DESIGN, WITH 1 SIDE ROD AT EACH FACE SHELL OF BACKING WYTHE AND WITH

RECTANGULAR TABS SIZED TO EXTEND AT LEAST HALFWAY THROUGH FACING WYTHE BUT

WITH AT LEAST 5/8-INCH COVER ON OUTSIDE FACE. SIDE AND CROSS RODS SHALL BE W1.7"

DIAMETER

9. PROVIDE MISCELLANEOUS ANCHORS AS INDICATED AND COMPLY WITH THE FOLLOWING:

A. ANCHOR BOLTS: HEADED OR L-SHAPED STEEL BOLTS COMPLYING WITH ASTM A307, GRADE A;

WITH ASTM A563 HEX NUTS AND, WHERE INDICATED, FLAT WASHERS; HOT-DIP GALVANIZED TO

COMPLY WITH ASTM A153, CLASS C

B. POST INSTALLED ANCHORS: PROVIDE CHEMICAL ANCHORS, WITH CAPABILITY TO SUSTAIN,

WITHOUT FAILURE, A LOAD EQUAL TO SIX TIMES THE LOAD IMPOSED WHEN INSTALLED IN SOLID

OR GROUTED UNIT MASONRY AND EQUAL TO FOUR TIMES THE LOAD IMPOSED WHEN

INSTALLED IN CONCRETE.

10. PROVIDE STEEL, MASONRY, AND CONCRETE LINTELS AS NOTED ON THE LINTEL SCHEDULE.

11. PROVIDE CONTROL AND EXPANSION JOINTS AS NOTED ON THE ARCHITECTURAL DRAWINGS, BUT NOT GREATER THAN 20'-0" O.C. INSTALL CONTROL AND EXPANSION JOINT MATERIALS IN UNIT

MASONRY AS MASONRY PROGRESSES. DO NOT ALLOW MATERIALS TO SPAN CONTROL AND

EXPANSION JOINTS WITHOUT PROVISION TO ALLOW FOR IN-PLANE WALL OR PARTITION MOVEMENT.

12. DURING CONSTRUCTION, COVER TOPS OF WALLS, PROJECTIONS, AND SILLS WITH WATERPROOF

SHEETING AT END OF EACH DAY'S WORK. COVER PARTIALLY COMPLETED MASONRY WHEN

CONSTRUCTION IS NOT IN PROGRESS.

13. DO NOT APPLY UNIFORM FLOOR OR ROOF LOADS FOR AT LEAST 12 HOURS AND CONCENTRATED

LOADS FOR AT LEAST 3 DAYS AFTER BUILDING MASONRY WALLS OR COLUMNS.

14. DO NOT USE FROZEN MATERIALS OR MATERIALS MIXED OR COATED WITH ICE OR FROST. DO NOT

BUILD ON FROZEN SUBSTRATES. REMOVE AND REPLACE UNIT MASONRY DAMAGED BY FROST OR

BY FREEZING CONDITIONS. COMPLY WITH COLD-WEATHER CONSTRUCTION REQUIREMENTS

CONTAINED IN ACI 530.1.

15. COMPLY WITH HOT-WEATHER CONSTRUCTION REQUIREMENTS CONTAINED IN ACI 530.1.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE FOLLOWING

STANDARDS AND THE LATEST EDITIONS OF SAID STANDARDS:

A. AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"

B. AISC'S "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" AND "SUPPLEMENT NO. 2", IF

THE RESPONSE MODIFICATION FACTOR IS GREATER THAN 3.0

C. AISC'S "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

D. AISC'S "SPECIFICATION FOR THE DESIGN OF STEEL HOLLOW STRUCTURAL SECTIONS"

E. RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS"

F. AWS'S "STRUCTURAL WELDING CODE AWS D1.1"

2. STEEL FABRICATORS FOR THIS PROJECT SHALL PARTICIPATE IN THE AISC QUALITY CERTIFICATION

PROGRAM AND HAVE A MINIMUM DESIGNATION OF STD. STEEL INSTALLERS FOR THIS PROJECT

SHALL PARTICIPATE IN THE AISC QUALITY CERTIFICATION PROGRAM AND HAVE A MINIMUM

DESIGNATION OF CSE. ALL PERSONNEL PERFORMING WELDING ON THIS PROJECT SHALL CONFORM

TO THE QUALITY PROCEDURES ACCORDING TO AWS D1.1 "STRUCTURAL WELDING CODE-STEEL".

3. ALL STRUCTURAL STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING:

A. W-SHAPES: ASTM A992

B. ANGLES ASTM A572 GR 50

C. PLATE AND BAR, UNO: ASTM A572 GR 50

D. PLATE FOR TOE KICKS, BENT PLATES AT SLAB EDGES: ASTM A572 GR 50 (A36 ACCEPTABLE)

E. COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GRADE C

F. WELDING ELECTRODES: CLASS E70XX

4. UNLESS OTHERWISE NOTED ON THE DESIGN DOCUMENTS, APPLY A 1-COAT, NONASPHALTIC PRIMER COMPLYING WITH SSPC-PS GUIDE 7.00, "PAINTING SYSTEM GUIDE 7.00: GUIDE FOR SELECTING ONE- COAT SHOP PAINTING SYSTEMS", TO PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 1.5 MILS

TO ALL STEEL SURFACES NOT EXPOSED TO WEATHER EXCEPT THE FOLLOWING:

A. SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF PARTIALLY EMBEDDED

MEMBERS TO A DEPTH OF 2".

B. SURFACES TO BE FIELD WELDED.

C. SURFACES TO BE HIGH-STRENGTH BOLTED WITH SLIP-CRITICAL CONNECTIONS

D. SURFACES TO RECEIVE SPRAYED FIRE-RESISTIVE MATERIALS

E. GALVANIZED SURFACES

5. APPLY ZINC COATING BY THE HOT-DIP PROCESS ACCORDING TO ASTM A123 TO LOOSE LINTELS, RELIEVING ANGLES (SHELF ANGLES) AND ALL STEEL EXPOSED TO WEATHER. FILL VENT HOLES AND

GRIND SMOOTH AFTER GALVANIZING AS REQUIRED. REPAIR DAMAGED GALVANIZED COATINGS

WITH GALVANIZED REPAIR PAINT ACCORDING TO ASTM A780 AND MANUFACTURER'S WRITTEN

INSTRUCTIONS.

6. BOLTS, CONNECTORS, AND ANCHORS SHALL CONFORM TO THE FOLLOWING:

A. ASTM F3125 BOLTED CONNECTIONS:

a. GR A325, TYPE 1, HEAVY HEX STEEL STRUCTURAL BOLTS; ASTM A563 HEAVY HEX CARBON-

STEEL NUTS; AND ASTM F436 HARDENED CARBON-STEEL WASHERS. THE FINISH FOR

THESE BOLTED CONNECTIONS SHALL BE PLAIN UNLESS CONNECTING HOT-DIPPED

GALVANIZED MATERIALS AND THEN SHALL HAVE A HOT-DIPPED ZINC COATING

CONFORMING TO ASTM A153.

b. GR A490, TYPE 1, HEAVY HEX STEEL STRUCTURAL BOLTS; ASTM A563 HEAVY HEX CARBON-

STEEL NUTS; AND ASTM F436 HARDENED CARBON-STEEL WASHERS, PLAIN. THE FINISH FOR

THESE BOLTED CONNECTIONS SHALL BE PLAIN.

B. ANCHOR RODS: ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE

a. NUTS: ASTM A563

b. PLATE WASHERS: ASTM A36 CARBON STEEL, REFER TO DRAWINGS AND DETAILS FOR

DIMENSIONAL REQUIREMENTS

c. WHERE F1554 GR.55 ANCHOR RODS ARE NOTED ON THE DRAWINGS, THE ANCHORS

SHALL INCLUDE THE S1 WELDING SUPPLEMENT.

d. FINISH: PLAIN

C. THREADED RODS: ASTM A307, GRADE A

a. NUTS: ASTM A563

b. WASHERS: ASTM A36

c. FINISH: PLAIN

7. THE CONTRACTOR'S FABRICATOR SHALL RETAIN A QUALIFIED, PROFESSIONAL ENGINEER FOR THE DESIGN, DETAILING AND FABRICATION OF THE STEEL TO STEEL CONNECTIONS USING SCHEMATIC

DETAILS INDICATED WITH THE FACTORED REACTIONS SHOWN ON THESE DRAWINGS, AISC'S

"MANUAL OF STEEL CONSTRUCTION, LOAD AND RESISTANCE FACTOR DESIGN" AND THE LRFD

METHOD.

THE FABRICATOR'S ENGINEER SHALL SUBMIT CALCULATIONS FOR REVIEW AND CONFIRM IN

WRITING THAT THE SHOP DRAWINGS PROPERLY INCORPORATE THE CONNECTION DESIGNS PRIOR

TO FABRICATION. THE FABRICATOR SHALL PROVIDE A MEANS BY WHICH THE SUBSTANTIATING

CONNECTION INFORMATION IS REFERENCED TO THE RELATED CONNECTIONS ON THE SHOP

DRAWINGS FOR THE PURPOSE OF REVIEW.

THE SCHEMATIC DETAILS INDICATE THE CONNECTION TYPE REQUIRED AND MAY NOT FULLY

REPRESENT THE COMPLEXITY OF THE FINAL CONNECTION DESIGN FOR THE FORCES THEY MUST

RESIST. CONNECTIONS SHALL CONSIDER THE EFFECT OF THE FORCES IN EACH MEMBER INTO THE SUPPORTING MEMBER. PROVIDE STIFFENER PLATES, WEB DOUBLER PLATES, REINFORCING PLATES

AND OTHER LOCAL STRENGTHENGING AS REQUIRED. ALTERNATE CONNECTION CONFIGURATIONS

MAY BE SUBMITTED TO THE SER FOR REVIEW AND APPROVAL. CONNECTIONS SPECIFICALLY

DETAILED ON THE STRUCTURAL DRAWINGS ARE TO BE FABRICATED AS SHOWN. ALL CONNECTIONS SHALL USE A MINIMUM OF 3/4" DIA GR A325 BOLTS AND COMPLY WITH THE MINIMUM NUMBER OF

BOLTS PER THE BEAM CONNECTION SCHEDULE BELOW AND MINIMUM REACTIONS AS LISTED ON

THESE DRAWINGS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS

COMPLETE.

REFER TO THE DELEGATED DESIGN SECTION OF THESE NOTES FOR ADDITIONAL REQUIREMENTS

8. IN BOLTED CONNECTIONS, PROVIDE HIGH STRENGTH BOLTS, NUTS AND WASHERS IN BOLTED STEEL

CONNECTIONS AND INSTALL SAID CONNECTORS ACCORDING TO RCSC'S "SPECIFICATION FOR

STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS". CUT, DRILL, OR PUNCH BOLT HOLES

PERPENDICULAR TO METAL SURFACES. ALL CONNECTIONS EXCEPT LISTED BELOW, OR AS

INDICATED ON THE DRAWINGS, SHALL BE SNUG TIGHTENED:

A. JOINTS THAT UTILIZE OVER-SIZED HOLES

B. JOINTS THAT CONNECT BRACING MEMBERS FOR THE LATERAL RESISTING SYSTEM

C. JOINTS THAT UTILIZE SLOTTED HOLES EXCEPT THOSE WITH APPLIED LOAD APPROXIMATELY

NORMAL (WITHIN 80° TO 100°) TO THE DIRECTION OF THE LONG DIMENSION OF THE SLOT.

D. COLUMN SPLICES IN MULTI-STORY STRUCTURES OVER 125 FT IN HEIGHT.

9. IN WELDED CONNECTIONS, COMPLY WITH AWS D1.1 FOR WELDING PROCEDURE SPECIFICATIONS, TOLERANCES, APPEARANCE, AND QUALITY OF WELDS AND FOR METHODS USED IN CORRECTING

WELDING WORK. COMPLY WITH AISC MINIMUM WELDING REQUIREMENTS.

10. BASE AND OR BEARING PLATES WHICH ARE SUPPORTED OVER CONCRETE OR MASONRY SHALL BE

PLACED OVER 2" OF GROUT WITH A TOLERANCE OF ± 1/2" UNLESS OTHERWISE NOTED. CLEAN

CONCRETE AND MASONRY SURFACES OF BOND REDUCING MATERIAL AND ROUGHEN SURFACES.

SET PLATES FOR STRUCTURAL MEMBERS ON WEDGES, SHIMS, OR SETTING NUTS AS REQUIRED.

TIGHTEN ANCHOR RODS AFTER MEMBER IS POSITIONED AND PLUMBED. DO NOT REMOVE WEDGES, BUT IF PROTRUDING, CUT OFF FLUSH WITH BASE PLATE. PROMPTLY PACK GROUT SOLIDLY

BETWEEN BEARING SURFACES SO NO VOIDS REMAIN. GROUT SHALL CONFORM TO ASTM C1107,

FACTORY-PACKAGED, NONMETALLIC AGGREGATE GROUT, NONCORROSIVE, NONSTAINING, MIXED

WITH WATER TO CONSISTENCY SUITABLE FOR APPLICATIONS. GROUT SHALL HAVE A MINIMUM

COMPRESSIVE STRENGTH OF 8000 PSI.

11. FURNISH ANCHORAGE ITEMS EMBEDDED OR ATTACHED TO OTHER CONSTRUCTION BY USE OF

SETTING DIAGRAMS AND TEMPLATES, DO NOT FLOAT-IN THESE ITEMS.

12. ACCURATELY FINISH ENDS OF COLUMNS AND OTHER MEMBERS TRANSMITTING BEARING LOADS.

13. PROVIDE TEMPORARY SHORES, GUYS, BRACES, AND OTHER SUPPORTS DURING ERECTION TO KEEP

STRUCTURAL STEEL SECURE, PLUMB AND IN ALIGNMENT AGAINST TEMPORARY CONSTRUCTION

LOADS AND LOADS EQUAL IN INTENSITY TO DESIGN LOADS. ALSO, PROVIDE TEMPORARY SUPPORTS

IN STEEL TO STEEL CONNECTIONS AND ALL OTHER LOCATIONS PER OSHA REQUIREMENTS.

STEEL JOISTS

1. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST

EDITION OF THE STEEL JOIST INSTITUTE SPECIFICATIONS.

2. PROVIDE JOISTS CAPABLE OF WITHSTANDING THE UNIFORM DESIGN LOADS INDICATED. FOR JOISTS WITH NONUNIFORM LOADS PROVIDE KCS JOISTS AS NOTED ON THE FRAMING PLANS OR SPECIAL

JOISTS (SP) WITH THE LOADING DIAGRAMS, IF APPLICABLE. JOISTS SHALL HAVE VERTICAL

DEFLECTION LIMITS AS FOLLOWS UNLESS NOTED OTHERWISE:

A. FLOOR MEMBERS:

a. 1/360 OF THE SPAN FOR LIVE LOAD

b. 1/240 OF THE SPAN FOR LIVE LOAD PLUS DEAD LOAD

B. ROOF MEMBERS:

a. 1/240 OF THE SPAN FOR LIVE LOAD

b. 1/180 OF THE SPAN FOR LIVE LOAD PLUS DEAD LOAD

3. PROVIDE JOISTS ACCESSORIES AND MISCELLANEOUS MATERIALS CONFORMING TO THE

FOLLOWING UNLESS NOTED OTHERWISE:

A. STEEL BEARING PLATES: ASTM A36

B. CARBON STEEL BOLTS AND THREADED FASTENERS: ASTM A307, GRADE A, CARBON-STEEL,

HEX-HEAD BOLTS AND THREADED FASTENERS; CARBON-STEEL NUTS; AND FLAT, UNHARDENED

WASHERS, PLAIN FINISH

C. WELDING ELECTRODES: COMPLY WITH AWS STANDARDS

4. ALL JOISTS SHALL BE SHOP PRIMED WITH SSPC-15 PAINT OR THE MANUFACTURER'S STANDARD SHOP PRIMER COMPLYING WITH THE PERFORMANCE REQUIREMENTS IN SSPC-PAINT 15. CONFIRM

COLORS WITH THE ARCHITECTURAL DRAWINGS. DO NOT PAINT OR PRIME WHEN JOISTS ARE TO

RECEIVE SPRAYED-ON FIRE-PROOFING.

5. PROVIDE K-SERIES AND KCS-TYPE K-SERIES STEEL JOISTS AS INDICATED ON THE FRAMING PLANS.

JOISTS SHALL BE MANUFACTURED PER SJI's "SPECIFICATIONS". JOISTS SHALL HAVE UNDERSLUNG

ENDS AND A PARALLEL TOP CHORD, UNLESS OTHERWISE NOTED.

6. EXTEND TOP CHORDS OF JOISTS AS NOTED ON THE FRAMING PLANS. PROVIDE TYPE S

EXTENSIONS, COMPLYING WITH SJI's "SPECIFICATIONS" UNLESS NOTED OTHERWISE.

7. CAMBER JOISTS ACCORDING SJI's "SPECIFICATIONS" UNLESS NOTED OTHERWISE.

8. EQUIP BEARING ENDS OF JOISTS WITH MANUFACTURER'S STANDARD BEVELED ENDS OR SLOPED

SHOES IF SLOPE EXCEEDS 1/4 INCH PER 12 INCHES.

9. DO NOT INSTALL JOISTS UNTIL SUPPORTING CONSTRUCTION IS IN PLACE AND SECURED. INSTALL

JOISTS AND ACCESSORIES PLUMB, SQUARE, AND TRUE TO LINE; SECURELY FASTEN TO

SUPPORTING CONSTRUCTION ACCORDING TO SJI's "SPECIFICATIONS", JOIST MANUFACTURER'S

WRITTEN RECOMMENDATIONS AND THE REQUIREMENTS BELOW:

A. BEFORE INSTALLATION, SPLICE JOISTS DELIVERED TO PROJECT SITE IN MORE THAN ONE

PIECE.

B. SPACE, ADJUST, AND ALIGN JOISTS ACCURATELY IN LOCATION BEFORE PERMANENTLY

FASTENING.

C. INSTALL TEMPORARY BRACING AND ERECTION BRIDGING, CONNECTIONS, AND ANCHORS TO

ENSURE JOISTS ARE STABILIZED DURING CONSTRUCTION.

D. DELAY RIGIDLY CONNECTING BOTTOM CHORD EXTENSIONS TO COLUMNS OR SUPPORTS UNTIL

DEAD LOADS HAVE BEEN APPLIED.

10. FIELD WELD JOISTS TO SUPPORTING STEEL BEARING PLATES AND FRAMEWORK. COORDINATE

WELDING SEQUENCE AND PROCEDURE WITH PLACEMENT OF JOISTS. COMPLY WITH AWS

REQUIREMENTS AND PROCEDURES FOR WELDING, APPEARANCE AND QUALITY OF WELDS, AND

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