451524-1-38-01_04_STUCTURAL_S&S_.pdf

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

FINANCIAL PROJECT COUNTYROAD

WGI, INC.

3111 W. DR. MARTIN LUTHER KING JR. BLVD.

SUITE 375

TAMPA, FL 33607

DWG

SHEET

CODY LAMBERT, PE

FL, 100455 FLORIDA-ALABAMA TPO

S-000

COVER SHEET

ESCAMBIA 451524-1-38-01

NORTH W

STREET

6575 NORTH W Street, PENSACOLA, FL 32505

FLORIDA-ALABAMA TPO

ESCAMBIA-SANTA ROSA RTMC AND RTMC SUPPORT FACILITY

DRAWING LIST

Sheet Number Sheet Name

S-000 COVER SHEET

S-001 GENERAL NOTES

S-002 GENERAL NOTES

S-003 GENERAL NOTES

S-004 GENERAL NOTES

S-005 GENERAL NOTES

S-006 GENERAL NOTES

S-007 WIND PRESSURES AND DIAGRAMS

S-100 FOUNDATION PLAN - OVERALL

S-101 FOUNDATION PLAN - NORTH

S-102 FOUNDATION PLAN - SOUTH

S-110 ROOF FRAMING PLAN - OVERALL

S-111 ROOF FRAMING PLAN - NORTH

S-112 ROOF FRAMING PLAN - SOUTH

S-120 ENLARGED PLAN - TRASH ENCLOSURE

S-301 TYPICAL FOUNDATION SCHEDULE & DETAILS

S-302 TYPICAL FOUNDATION SCHEDULE & DETAILS

S-303 TYPICAL FOUNDATION DETAILS

S-304 TYPICAL FOUNDATION DETAILS

S-305 TYPICAL TILT WALL DETAILS - FOUNDATION

S-306 TYPICAL TILT WALL DETAILS - FOUNDATION

S-310 FOUNDATION DETAILS

S-550 STANDARD BEAM CONNECTION DETAILS

S-551 TYPICAL STEEL DETAILS

S-552 STANDARD COMPOSITE DECK DETAILS

S-553 STANDARD COMPOSITE DECK DETAILS

S-554 STANDARD STEEL JOISTS DETAILS

S-555 STANDARD STEEL JOISTS DETAILS

S-556 STANDARD STEEL JOISTS DETAILS

S-557 STEEL COLUMN BASE PLATE DETAILS

S-558 STEEL COLUMN EMBED DETAILS

S-600 TYPICAL TILT WALL DETAILS

S-610 TILT-WALL ELEVATION

S-611 TILT-WALL ELEVATION

S-612 TILT-WALL ELEVATION

S-613 TYPICAL BRACE DETAILS

S-614 BRACED FRAME ELEVATIONS

S-620 TYPICAL TILT REINF. WALL ELEVATIONS

S-621 TYPICAL TILT REINF. WALL ELEVATIONS

S-630 ROOF FRAMING DETAILS

S-631 ROOF FRAMING DETAILS

No. Date Issue / Revision

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C O M P L Y

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W I T H

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.8 .4 .4

A N D

C H A P T E R

F L O R I D A

S T A T U E S

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

GENERAL NOTES

DIVISION 01 - GENERAL REQUIREMENTS

1.1 BUILDING CODES & ORDINANCES

A. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL BUILDING

CODES/ORDINANCES AND FIRE CODES, INCLUDING THE FOLLOWING:

1. FLORIDA BUILDING CODE 2023 (FBC 2023)

1.2 DATUM

A. ALL STRUCTURAL ELEVATIONS ARE RELATIVE ELEVATIONS. REFER TO PLANS FOR RELATIVE 0'-0" DATUM AND CORRESPONDING

ACTUAL ELEVATION USING NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88).

B. REFER TO PLAN FOR ADDITIONAL INFORMATION

1.3 DEFERRED SUBMITTALS

A. IN ACCORDANCE WITH IBC 107.3.4.1 AND LOCAL BUILDING DEPARTMENT REQUIREMENTS, DEFERRED SUBMITTALS ARE DEFINED AS THOSE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF THE APPLICATION FOR PERMIT AND WHICH ARE TO BE SUBMITTED TO THE

BUILDING OFFICIAL WITHIN A SPECIFIED PERIOD.

B. DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE PRIOR APPROVAL OF THE BUILDING OFFICIAL. THE ARCHITECT OR ENGINEER OF RECORD SHALL LIST THE DEFERRED SUBMITTALS ON THE PLANS AND CONTRACTOR SHALL SUBMIT THE DEFERRED SUBMITTAL DOCUMENTS FOR REVIEW

BY THE BUILDING OFFICIAL.

C. ALL DEFERRED SUBMITTAL ITEMS SHALL BE SIGNED AND SEALED BY A DESIGN PROFESSIONAL LICENSED IN THE STATE WHERE THE PROJECT IS

LOCATED.

D. DOCUMENTS FOR DEFERRED SUBMITTAL SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD A MINIMUM OF 30 DAYS PRIOR TO FABRICATION. DEFERRED SUBMITTAL DOCUMENTS WILL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH CONTRACT DOCUMENTS. A COPY OF THE DEFERRED SUBMITTAL DOCUMENTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND

SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

E. THE ENGINEER OF RECORD IS DELEGATING THE DESIGN OF THE FOLLOWING ITEMS, ALL OF WHICH WILL BE DEFERRED SUBMITTALS:

1 TEMPORARY EARTH RETENTION SYSTEMS

2 GLAZING SYSTEMS AND THEIR CONNECTIONS

3 PRECAST CONCRETE DRAWINGS AND CALCULATIONS (INCLUDING CAST-IN FABRICATED HARDWARE)

4 GUARDRAILS AND HANDRAILS

5 STRUCTURAL STEEL CONNECTION DRAWINGS AND CALCULATIONS (AS SPECIFIED)

6 TEMPORARY BRACING AND SHORING SYSTEMS FOR SLABS, BEAMS, AND WALLS

7 LIGHT GAUGE STEEL FRAMING AND THEIR CONNECTIONS

8 AWNINGS AND OTHER PREFABRICATED/PRE-ENGINEERED SYSTEMS

9 STEEL JOIST FRAMING AND THEIR CONNECTIONS

1.6 LOADING AND DESIGN PARAMETERS - ASCE7-22 OR AS SPECIFIED HEREIN

A. RISK CATEGORY IV

B. SUPERIMPOSED DEAD LOADING:

1 ROOF (NON-PARKING): 15 PSF

C. LIVE LOADING:

2 ROOF (NON-PARKING):

i. UNIFORM LOAD: 20 PSF

ii. CONCENTRATED LOAD ACTING ON 4 SQ. IN. AREA: 300 LBS

3 SLAB ON GRADE:

i. UNIFORM LOAD: 100 PSF

ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA: 3000 LBS

4 CONSTRUCTION LIVE LOAD:

i. UNIFORM LOAD: 20 PSF

ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA: 2000 LBS

D. RAIN LOADING:

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH ASCE7 FOR EACH PORTION OF

ROOF TO SUSTAIN THE LOAD OF RAINWATER THAT WILL ACCUMULATE ON IT IF THE

PRIMARY DRAINAGE SYSTEM FOR THAT PORTION IS BLOCKED, INCLUSIVE OF

UNIFORM LOAD CAUSED BY WATER THAT RISES ABOVE THE INLET OF THE

SECONDARY DRAINAGE SYSTEM AT ITS DESIGN FLOW.

E. ATMOSPHERIC ICE LOADING:

1. STRUCTURE IS NOT DESIGNED FOR ATMOSPHERIC ICING

F. FLOOD LOADING:

1. FLOOD ZONE

2. PER FBC 2023 SECTION 1612.1 AND BASED ON ITS FLOOD ZONE DESIGNATION OF

ZONE "X", THE BUILDING STRUCTURE NEED NOT BE DESIGNED AND CONSTRUCTED

TO RESIST THE EFFECTS OF FLOOD HAZARDS AND FLOOD LOADS .

G. EARTH LATERAL LOADING:

1. SEE ITEM 31.2.A.1

H. WIND LOADING:

1. ULTIMATE DESIGN WIND SPEED (Vult)

MPH

3. NOMINAL DESIGN WIND SPEED (Vasd) 138 MPH

4. EXPOSURE CATEGORY C

6. INTERNAL PRESSURE COEFFICIENT (GCpi) +/-0.18

7. THE FINAL NET DESIGN WIND PRESSURE FOR MAIN WIND FORCE RESISTING

SYSTEM DESIGN, INCLUDING ALL PERMITTED REDUCTIONS, SHALL NOT BE LESS

THAN 8 PSF FOR THE ROOF AND 16 PSF FOR THE WALLS, PROJECTED ONTO A

VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.

8. THE FINAL NET DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING

DESIGN, INCLUDING ALL PERMITTED REDUCTIONS, SHALL NOT BE LESS THAN 16

PSF ACTING IN ANY DIRECTION.

9. COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)

SEE WIND PRESSURE DIAGRAMS S-007

10. MAIN WIND FORCE RESISTING SYSTEM (MWFRS) BEHAVIOR:

i. NORTH/SOUTH DIRECTION:

ANALYSIS PROCEDURE:

DIRECTIONAL PROCEDURE (CHAPTER 27)

LATERAL FORCE RESISTING SYSTEM:

ORDINARY PRECAST SHEAR WALLS (A.7 - BEARING WALL

SYSTEMS)

ii. EAST/WEST DIRECTION:

ANALYSIS PROCEDURE:

DIRECTIONAL PROCEDURE (CHAPTER 27)

LATERAL FORCE RESISTING SYSTEM:

ORDINARY PRECAST SHEAR WALLS (A.7 - BEARING WALL

SYSTEMS)

I. CONCRETE EXPOSURE ZONE F0 & F1 (ZONE I)

DESIGN RAINFALL INTENSITY (15 MINUTE), i2. 10.8 PSF

ZONE "X"

2. TORNADO SPEED, Vt

MPH

5. EFFECTIVE PLAN AREA, Ae, FOR TORNADO DESIGN sf40,000

11. PER ASCE 7-22 SECTION 32.5.2 DESIGN FOR TORNADO LOADS IS NOT REQUIRED.

1.12 CONSTRUCTION AND COORDINATION NOTES

A. THE CONTRACTOR SHALL COORDINATE AND CHECK ALL DIMENSIONS RELATING TO ARCHITECTURAL FINISHES, MECHANICAL EQUIPMENT AND OPENINGS, ELEVATOR SHAFTS AND OVERRIDES, ETC. AND NOTIFY THE ARCHITECT/ENGINEER OF ANY

DISCREPANCIES BEFORE PROCEEDING WITH ANY WORK.

B. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR. THE GENERAL CONTRACTOR OR SUBCONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.

C. CONSTRUCTION MEANS, METHODS, PROCEDURES, BRACING, AND SAFETY ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR. THE STRUCTURAL DRAWINGS REPRESENT THE COMPLETE STRUCTURAL SYSTEM IN ITS

FINISHED STATE.

D. THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE ENGINEER TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL FORCES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL REQUIRED BRACING DURING CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PROCESS UNTIL THE LATERAL-LOAD RESISTING OR STABILITY-PROVIDING SYSTEM IS COMPLETELY INSTALLED AND THE STRUCTURE IS COMPLETELY TIED TOGETHER. TEMPORARY SUPPORTS SHALL NOT RESULT IN THE OVERSTRESS OR DAMAGE OF THE ELEMENTS TO BE BRACED NOR ANY ELEMENTS USED AS BRACE SUPPORTS. THE METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR.

E. ALL OMISSIONS OR CONFLICTS AMONG VARIOUS ELEMENTS OF DRAWINGS AND/OR SPECIFICATIONS SHALL BE REPORTED TO ENGINEER BEFORE PROCEEDING WITH ANY WORK. THE MOST STRINGENT RESTRICTIONS AND REQUIREMENTS SHALL GOVERN

A CONFLICT UNLESS NOTED OTHERWISE.

F. NO STRUCTURAL MEMBERS SHALL BE PENETRATED OR CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY ENGINEER. ALL PENETRATIONS SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND

APPROVAL.

G. VERIFY AND COORDINATE LOCATION AND SIZE OF ALL OPENINGS AND SLEEVES THROUGH FLOORS, WALLS, AND ROOFS WITH

RESPECTIVE SUBCONTRACTOR (MECHANICAL, ELECTRICAL, HVAC, ETC.)

H. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER

DISCIPLINES AND COORDINATED WITH THE WORK OF ALL TRADES.

I. VERIFY STRUCTURAL ELEVATIONS AND DIMENSIONS WITH RESPECT TO OTHER TRADES AND DRAWINGS.

J. VERIFY LOCATION OF SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS, AND OTHER RELATED ITEMS.

K. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL REFERENCE ONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED

BY DIRECT SCALING OF THE DRAWINGS.

L. FLOOR SLAB ELEVATIONS INDICATED ON DRAWINGS ARE ESTABLISHED TO PROVIDE POSITIVE DRAINAGE AND PROVIDE REQUIRED HEADROOM CLEARANCE. NOTIFY ENGINEER OF GRADES INDICATED WHICH DO NOT ALLOW FOR MINIMUM

HEADROOM CLEARANCE OR POSITIVE DRAINAGE.

M. DO NOT INSTALL CONDUIT IN SUPPORTED SLABS, SLABS-ON-GRADE, COLUMNS, OR WALLS UNLESS EXPLICITLY SHOWN OR

NOTED ON STRUCTURAL DRAWINGS OR APPROVED BY ENGINEER OF RECORD.

N. VISITS TO JOB SITE BY ENGINEER TO OBSERVE CONSTRUCTION DO NOT IN ANY WAY MEAN GUARANTEE OF CONTRACTORS WORK NOR RESPONSIBILITY FOR COORDINATION, SUPERVISION, NOR SAFETY AT JOB SITE. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF WGI IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK IS PROCEEDING IN ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION IS NOT INTENDED TO BE A CHECK OF THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER A PERIODIC CHECK IN AN EFFORT TO INFORM THE OWNER

AGAINST DEFECTS AND DEFICIENCIES IN THE WORK OF THE CONTRACTOR.

O. ONLY LARGER SLEEVE OPENINGS AND FRAMED OPENINGS IN STRUCTURAL FRAMING COMPONENT MEMBERS ARE INDICATED ON THE STRUCTURAL DRAWINGS. HOWEVER, ALL SLEEVES, INSERTS AND OPENINGS, INCLUDING FRAMES AND/OR SLEEVES SHALL BE PROVIDED FOR PASSAGE, PROVISION AND/OR INCORPORATION OF THE WORK OF THE CONTRACT, INCLUDING BUT NOT LIMITED TO MECHANICAL, ELECTRICAL, AND PLUMBING WORK. THIS WORK SHALL INCLUDE THE COORDINATION OF SIZES, ALIGNMENT, DIMENSIONS, POSITION, LOCATIONS, ELEVATIONS, AND GRADES AS REQUIRED TO SERVE THE INTENDED PURPOSE.

OPENINGS NOT INDICATED ON THE STRUCTURAL DRAWINGS, BUT REQUIRED AS NOTED ABOVE, SHALL BE SUBMITTED TO THE

ENGINEER FOR REVIEW.

P. COMPATIBILITY OF THE STRUCTURE AND PROVISIONS FOR BUILDING EQUIPMENT SUPPORTED ON OR FROM STRUCTURAL COMPONENTS SHALL BE VERIFIED AS TO SIZE, DIMENSIONS, CLEARANCES, ACCESSIBILITY, WEIGHTS, AND REACTION WITH THE EQUIPMENT FOR WHICH THE STRUCTURE HAS BEEN DESIGNED PRIOR TO SUBMISSION OF SHOP DRAWINGS AND DATA FOR EACH PIECE OF EQUIPMENT AND FOR STRUCTURAL COMPONENTS. DIFFERENCES SHALL BE NOTED ON THE SUBMITTALS.

Q. THE DETAILS DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO THE STRUCTURAL DRAWINGS IN ALL AREAS WHERE

CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS.

R. DO NOT SUSPEND ANY ITEMS, SUCH AS DUCTWORK, MECHANICAL OR ELECTRICAL FIXTURES, CEILINGS, ETC. FROM STEEL ROOF

DECK

S. THE MECHANICAL CONTRACTOR SHALL VERIFY THAT MECHANICAL UNITS SUPPORTED BY THE FRAMING ARE CAPABLE OF SPANNING THE DISTANCE BETWEEN THE SUPPORTING MEMBERS INDICATED ON THE STRUCTURAL DRAWINGS. THE

MECHANICAL CONTRACTOR SHALL SUPPLY ADDITIONAL SUPPORT FRAMING AS REQUIRED.

T. ALL REQUESTS FOR SUBSTITUTIONS OF MATERIALS OR DETAILS SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS SHALL BE

SUBMITTED FOR APPROVAL DURING THE BIDDING PERIOD.

U. ONCE BIDS ARE ACCEPTED, PROPOSED SUBSTITUTIONS WILL BE CONSIDERED ONLY WHEN THEY ARE OFFICIALLY SUBMITTED WITH AN IDENTIFIED SAVINGS OR DURATION TO BE DEDUCTED FROM THE CONTRACT AND/OR SCHEDULE IMPACT. SUBMITTALS

NOT SATISFYING THE ABOVE CRITERIA WILL NOT BE CONSIDERED.

V. STRUCTURAL DRAWINGS ARE NOT PERMITTED TO BE USED AS SHOP DRAWINGS.

W. GC TO ALLOW 10 BUSINESS DAYS MINIMUM PER SHOP DRAWING AND 5 BUSINESS DAYS MINIMUM PER RFI FOR COMPLETE REVIEW. MULTIPLE REVIEWS COMMENCE AT THE DISCRETION OF WGI. U.N.O. EACH SHOP DRAWING WILL BE REVIEWED IN THE ORDER IT WAS RECEIVED. EACH REVIEW WILL BEGIN AFTER RETURNING THE PREVIOUS SHOP DRAWING. WGI WILL NOT ASSUME PRIORITY FOR REVIEW OF MULTIPLE SUBMITTALS RECEIVED. DELAYS DUE TO INADEQUATE PLANNING FOR THIS REQUIRED TIME

ARE NOT THE FAULT OF WGI AND WGI SHALL NOT BE HELD LIABLE FOR ANY DELAY CLAIMS.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

FINANCIAL PROJECT COUNTYROAD

WGI, INC.

3111 W. DR. MARTIN LUTHER KING JR. BLVD.

SUITE 375

TAMPA, FL 33607

DWG

SHEET

CODY LAMBERT, PE

FL, 100455 FLORIDA-ALABAMA TPO

S-001

GENERAL NOTES

ESCAMBIA 451524-1-38-01

NORTH W

STREET

No. Date Issue / Revision

T H E

O F F I C I A L

R E C O R D

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.8 .4 .4

A N D

C H A P T E R

F L O R I D A

S T A T U E S

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not

DIVISION 03 - CONCRETE

3.1 CAST-IN-PLACE CONCRETE

A. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

1. ACI 318-19

B. CONCRETE MIX DESIGNS:

1. CONCRETE MIX DESIGNS SHALL BE PER ACI 318 & ACI 362.1R AS MINIMUMS, EXCEPT AS NOTED ON DRAWINGS AND SPECIFIED HEREIN. THE CONCRETE MIX DESIGN SCHEDULE BELOW SHALL GOVERN IN ALL CASES EXCEPT WHERE

DEVIATIONS ARE SPECIFICALLY NOTED ON DRAWINGS.

DESCRIPTION F'C (PSI)

MAX W/C

RATIO

FOOTINGS & MAT FDNS 4000 STD 0.45

GRADE BEAMS 4000 STD 0.45

COLUMNS & SHEAR WALLS 4000 STD 0.45

WALLS & PILASTERS 4000 STD 0.45

BEAMS 4000 STD 0.45

SLABS 4000 STD 0.45

TOPPING SLAB 4000 STD 0.45

SLAB-ON-GRADE 4000 STD 0.45

COMPOSITE METAL DECK 4000 STD 0.45

ALL OTHERS 4000 STD 0.45

NOMINAL MAX. AGGREGATE SIZE (IN) AVG AIR ENTRAINED

3/8 6

1/2 5.5

3/4 5

NOTES:

i. STD: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH APPLICABLE SPECIFICATION SECTION WHICH

DOES NOT REQUIRE SILICA FUME, GGBS, FLY ASH, OR CALCIUM NITRITE ADMIXTURE

ii. ALL NORMALWEIGHT CONCRETE SHALL HAVE A DENSITY OF APPROXIMATELY 145 PCF UNLESS NOTED OTHERWISE. THE WEIGHT OF SILICA FUME AND GGBS AND FLY ASH ADMIXTURE(S) MAY BE INCLUDED WITH THE

WEIGHT OF CEMENT.

iii. FOR SITEWORK CONCRETE REFER TO CIVIL DRAWINGS AND SPECIFICATIONS

2. CEMENT:

i. MATERIAL PROPERTIES:

a. ASTM C150 TYPE I OR IA

3. AGGREGATES:

i. ASTM C33

4. GROUT:

i. PREMIXED, PACKAGED, NON-SHRINK, NON-STAINING, AND CHLORIDE-FREE

ii. MATERIAL PROPERTIES:

a. ASTM C1107

b. COMPRESSIVE STRENGTH: 6000 PSI MINIMUM

C. CONCRETE PUMPING, PLACING, FINISHING, AND JOINTING:

1. GENERAL - PLACING:

i. THE USE OF CHLORIDES SUCH AS DEICING SALTS ARE PROHIBITED FOR USE OF MELTING ICE PRIOR TO

PLACEMENT OF CONCRETE.

2. GENERAL - FINISHING:

i. PROVIDE A 3/4 INCH CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS NOTED OTHERWISE. TOP EDGES

OF WALLS MAY BE TOOLED.

3. GENERAL - JOINTING:

i. CONSTRUCTION JOINTS SHALL HAVE CONTACT SURFACES CLEAN AND FREE OF LAITANCE. CONTRUCTION JOINTS SHALL BE PREPARED AS SPECIFIED ON DRAWINGS WITH A SMOOTH INTERFACE, A KEYED INTERFACE, OR A ROUGHENED INTERFACE BY MEANS OF ROUGHENED CONCRETE FINISH OR MECHANICAL ROUGHENING OF THE

CONTACT SURFACE TO A FULL AMPLITUDE OF 1/4".

ii. CONSTRUCTION JOINTS AND POUR SEQUENCING FOR ELEVATED SLABS SHALL BE AS SPECIFIED ON DRAWINGS.

TOOL SLAB JOINTS AT THE TIME OF FINISHING.

iii. JOINTS FOR SLAB-ON-GRADE SHALL BE AS SPECIFIED ON DRAWINGS. SLAB SHALL BE CAST IN STRIPS 15 FEET BY 100 FEET MAXIMUM UNO OR APPROVED BY ENGINEER. TOOL SLAB JOINTS AT THE TIME OF FINISHING OR SAW

CUT AS SPECIFIED ON DRAWINGS.

iv. JOINTS FOR WALLS SHALL BE 15 FEET ON CENTER MAXIMUM UNO

v. CONSTRUCTION JOINTS IN CONCRETE ELEMENTS WHICH HAVE ONE SIDE EXPOSED TO WEATHER OR EARTH AND THE OTHER SIDE ADJACENT TO ENCLOSED SPACE SHALL BE PROVIDED WITH WATERSTOPS UNLESS NOTED OTHERWISE. REFER TO DRAWINGS FOR ADDITIONAL JOINT WATERPROOFING AND DAMPPROOFING DETAILS.

D. MILD REINFORCEMENT:

1. DEFORMED BARS:

i. MATERIAL PROPERTIES:

a. ASTM A615 GRADE 60

b. ASTM A706 GRADE 60 (LOW-ALLOY WELDABLE)

ii. COATING PROPERTIES (AS REQD, SEE ITEM 3.1.D.6):

a. NO COATING

iii. HEADED DEFORMED BARS (AS REQD):

a. ASTM A970

2. WELDED DEFORMED BAR MATS:

i. MATERIAL PROPERTIES:

a. SEE ITEM 3.1.D.1.i

ii. FABRICATION PROPERTIES:

a. ASTM A184

3. WELDED WIRE REINFORCEMENT (PLAIN & DEFORMED):

i. MATERIAL PROPERTIES:

a. ASTM A1064 GRADE 70 (DEFORMED)

ii. FABRICATION PROPERTIES:

a. ASTM A1064

4. HEADED SHEAR STUD REINFORCEMENT:

i. SHEAR STUDS:

a. MATERIAL PROPERTIES:

1. YIELD STRENGTH: 51,000 PSI MINIMUM

2. TENSILE STRENGTH: 65,000 PSI MINIMUM

3. ELONGATION: 20 PERCENT IN 2 INCHES

4. REDUCTION OF AREA: 50 PERCENT MINIMUM

5. TYPE 1 (SINGLE-HEADED) STUDS:

I. ASTM A29 GRADES 1010-1020

6. TYPE 2 (DOUBLE-HEADED) STUDS:

I. ASTM A29 GRADES 1010-1020

II. ASTM A615 GRADE 60

III. ASTM A706 GRADE 60 (LOW-ALLOY WELDABLE)

5. THE FOLLOWING TYPES OF MILD REINFORCEMENT ARE NOT PERMITTED UNO:

i. PLAIN BARS

ii. PLAIN WIRE (DOES NOT INCLUDE WELDED WIRE REINFORCEMENT)

iii. DEFORMED WIRE (DOES NOT INCLUDE WELDED WIRE REINFORCEMENT)

6. REINFORCEMENT PROTECTION SHALL BE PER ACI 318 & ACI 362.1R AS MINIMUMS, EXCEPT AS NOTED ON DRAWINGS AND SPECIFIED HEREIN. THE REINFORCEMENT PROTECTION SCHEDULE BELOW SHALL GOVERN IN ALL CASES EXCEPT WHERE DEVIATIONS ARE SPECIFICALLY NOTED ON DRAWINGS. REINFORCEMENT COATINGS FOR DOWEL & SPLICE REINFORCEMENT, WHERE PERMITTED, SHALL BE THE SAME AS SPECIFIED FOR THE PRIMARY REINFORCEMENT.

ELEMENT DESCRIPTION COVER COATING REQS

FOOTINGS 3'' UNCOATED

GRADE BEAMS 3'' UNCOATED

WALLS

FORMED

NOT EXPOSED TO EARTH OR WEATHER 1 1/2'' UNCOATED

EXPOSED TO EARTH OR WEATHER 2'' UNCOATED

NOT FORMED

CAST AGAINST EARTH 3'' UNCOATED

COLUMNS

NOT EXPOSED TO EARTH OR WEATHER 1 1/2'' UNCOATED

EXPOSED TO EARTH OR WEATHER 2'' UNCOATED

PILASTERS 2'' UNCOATED

BEAMS (ELEVATED) 2'' TOP 1 1/2'' SIDE &

BOT

UNCOATED

SLABS (ELEVATED) 2'' TOP 1 1/2'' SIDE &

BOT

UNCOATED

TOPPING SLAB 1 1/2'' UNCOATED

SLAB-ON-GRADE 2'' TOP UNCOATED

STAIRS 1 1/2'' UNCOATED

COMPOSITE METAL DECK 1'' TOP UNCOATED

7. GENERAL - MILD REINFORCEMENT:

i. THE FOLLOWING MODIFICATIONS TO REINFORCEMENT ARE PROHIBITED UNLESS NOTED OTHERWISE OR

APPROVED BY ENGINEER OF RECORD.

a. FIELD CUTTING, HEATING, BENDING, OR STRAIGHTENING

b. WELDING

1. WELDING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN AWS D1.4 WHEN

SPECIFICALLY NOTED OR APPROVED FOR WELDING UNCOATED REINFORCEMENT.

ii. WHERE LAP SPLICES ARE PERMITTED, THE MINIMUM SPLICE LENGTH SHALL BE BASED ON THE CLASS B TENSION

LAP PER ACI 318 UNLESS NOTED OTHERWISE

iii. WHERE STANDARD HOOKS ARE SPECIFIED, PROVIDE 90 DEGREE HOOKS PER ACI 318 SECTION 25.3 UNLESS

NOTED OTHERWISE.

iv. MECHANICAL SPLICES AND TERMINATIONS AS INDICATED ON DRAWINGS

v. PROVIDE ADDITIONAL TWO #5 REINFORCEMENT BARS ON ALL FOUR SIDES OF ALL OPENINGS UNO. BARS TO

EXTEND TWO FEET BEYOND CORNERS OF OPENING.

E. CONCRETE ACCESSORIES:

1. SEE DIVISION 05 FOR ALL METAL FABRICATION ACCESSORIES ASSOCIATED WITH CAST-IN-PLACE CONCRETE. THIS SHALL

INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING:

i. EMBEDDED STEEL ELEMENTS AND THEIR ANCHORS:

a. EMBED PLATES

b. HEADED STUD ANCHORS (FOR EMBEDS)

c. DEFORMED BAR ANCHORS (FOR EMBEDS)

ii. ANCHOR RODS AND ASSOCIATED HARDWARE

iii. SHEAR CONNECTORS (HEADED STUD ANCHORS) FOR COMPOSITE BEAM BEHAVIOR

F. GENERAL - CAST-IN-PLACE CONCRETE:

1. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO THE CONCRETE

SHALL BE EMBEDDED IN CONCRETE.

b. DIMENSIONS:

1. ASTM A1044

I. TABLE 3 FOR TYPE 1 (SINGLE-HEADED) STUDS

II. TABLE 4 FOR TYPE 2 (DOUBLE-HEADED) STUDS

2. AS SPECIFIED ON DRAWINGS

3.3 TILT-UP CONCRETE WALL PANELS

A. CONCRETE STRENGTH AT LIFTING SHALL BE AS DETERMINED BY LIFTING ANALYSIS, BUT SHALL NOT BE LESS THAN 75 PERCENT

OF THE SPECIFIED 28 DAY STRENGTH.

B. WALL PANEL ELEVATION SHOWN IN THE STRUCTURAL DRAWINGS ARE AS VIEWED FROM THE BUILDING EXTERIOR

C. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, REINFORCE THE WALL PANELS AS FOLLOWS:

1. PROVIDE 4-#5 EACH WAY IN CENTER OF PANEL.

2. PROVIDE 1-#5 CONTINUOUS AT TOP, BOTTOM, AND SIDES OF ALL PANELS.

3. PROVIDE 1-#5 CONTINUOUS AT HEAD, SILL, AND JAMBS OF ALL OPENINGS. EXTEND 2'-6''

PAST FACE OF OPENING.

4. PROVIDE 1-#5 X 4'-0'' EACH FACE PLACED DIAGONALLY AT THE CORNERS OF ALL

OPENINGS.

5. PROVIDE 4-#4 3'-0'' EACH WAY OVER EACH LIFTING INSERT, MINIMUM.

D. INSERTS, BRACES, AND OTHER ACCESSORIES REQUIRED TO LIFT AND ERECT THE WALL PANELS SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR. LIFTING ARRANGEMENT SHALL BE SO DEVISED AS TO PREVENT CRACKING OF THE CONCRETE DUE TO ERECTION STRESSES INCLUDING A

50 PERCENT INCREASE IN FORCES DUE TO IMPACT. CONTRACTOR SHALL PROVIDE ANY

ADDITIONAL PANEL REINFORCING STEEL REQUIRED FOR LIFTING AND BRACING STRESSES.

E. HOT DIP GALVANIZE ALL ITEMS REQUIRED FOR WALL PANEL CONNECTIONS INCLUDING EMBEDDED ITEMS IN PANELS AND FOUNDATIONS. ALL GALVANIZED SURFACES AFFECTED BY WELDING SHALL

BE TOUCHED UP WITH A COLD GALVANIZING COMPOUND.

F. WELDING OF EMBEDDED ITEMS SHALL BE EXECUTED IN SUCH A MANNER TO PREVENT CRACKING, OR SPALLING OF CONCRETE.

G. PROVIDE AND COORDINATE ALL CAST-IN-PLACE ELEMENTS SUCH AS FINISHES, REGLETS, REVEALS, RUSTICATIONS, CHAMFERS, SLEEVES, PLATES, CONDUITS, OPENINGS AND OTHER ACCESSORIES, AS REQUIRED WITH THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.

H. BRACE WALL PANELS UNTIL PERMANENT CONNECTIONS OF FLOOR AND ROOF HAVE BEEN

CONNECTED. ROOF DECK SHALL BE COMPLETELY INSTALLED BEFORE BRACING IS REMOVED.

I. WALL PANELS RECEIVING BACKFILL WITH A DIFFERENCE IN ELEVATION OF MORE THAN 3'-0" FROM ONE FACE OF THE PANEL TO THE OTHER SHALL BE BRACED TO RESIST THE UNBALANCED LATERAL PRESSURES UNTIL THE BRACING FLOOR SLAB HAS BEEN PLACED AND HAS ATTAINED ITS 28 DAY

STRENGTH.

J. REFER TO THE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DETAILS OF REVEALS (3/4"

MAXIMUM DEPTH) IN EXPOSED WALLS.

K. ALL EMBEDDED PLATES SHALL BE PLACED PRIOR TO CONCRETE PLACEMENT.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

FINANCIAL PROJECT COUNTYROAD

WGI, INC.

3111 W. DR. MARTIN LUTHER KING JR. BLVD.

SUITE 375

TAMPA, FL 33607

DWG

SHEET

CODY LAMBERT, PE

FL, 100455 FLORIDA-ALABAMA TPO

S-002

GENERAL NOTES

ESCAMBIA 451524-1-38-01

NORTH W

STREET

CLASS "B" LAP SPLICE SCHEDULE (1.3 Ld)

REINF.

SIZE

#3

CONCRETE STRENGTH (PSI)

23"

#4

#5

#6

#7

#8

#9

#10

#11

3000 5000

20" 17"

23"29" 25"

37" 32" 29"

34"43" 38"

63" 55" 50"

56"72" 63"

81" 71" 63"

71"91" 80"

102" 88" 78"

16"

21"

26"

32"

45"

51"

58"

65"

72"

20"

24"

29"

42"

47"

54"

60"

67"

19"

23"

28"

39"

45"

50"

56"

63"

10000

20"

36"

39"

45"

51"

56"

12000

16" 16" 16" 16"

16" 16"

16" 16"

20"

36"

39"

45"

51"

56"

STANDARD HOOK DEVELOPMENT LENGTH SCHEDULE (Ldh)

REINF.

SIZE

#3

CONCRETE STRENGTH (PSI)

9"

#4

#5

#6

#7

#8

#9

#10

#11

3000 5000

8" 7"

9"11" 10"

14" 12" 11"

13"17" 15"

20" 17" 15"

17"22" 19"

25" 22" 20"

22"28" 25"

31" 27" 24"

6"

8"

10"

12"

14"

16"

18"

20"

22"

7000 8000 10000 12000

6" 6" 6" 6"

6" 6"8" 7"

9" 9"

9" 9"

8" 8"

11" 11"

11" 11"13" 12"

12" 12"15" 14"

17" 16"

16" 16"

14" 14"

19" 18"

21" 19" 17" 17"

Ldh Ldh

REINFORCING STEEL SPLICE NOTES:

ALL REINFORCING STEEL SHALL BE SPLICED AS NOTED BELOW AND AS REQUIRED IN THE ACI BUILDING

CODE (LATEST EDITION).

A. Ld NOTED IN THE DETAILS AND TABLES THIS SHEET IS THE STRAIGHT BAR DEVELOPMENT LENGTH

PER ACI-318.

B. CLASS B LAP SPLICE TABLE SHALL BE USED FOR ALL LAP SPLICES AND BAR DEVELOPMENT UNLESS

NOTED OTHERWISE.

C. ELEVATED SLAB STEEL MARKED "CONTINUOUS" SHALL BE LAPPED WITH A CLASS B LAP SPLICE AND

AROUND CORNERS OR INTERSECTIONS WITH A STANDARD 90 DEGREE HOOK.

D. SPLICE ALL VERTICAL BARS IN COLUMNS AND VERTICAL AND HORIZONTAL BARS IN SHEAR WALLS

WITH A CLASS B LAP SPLICE UNLESS NOTED OTHERWISE.

E. LAP SPLICES FOR #14 AND LARGER BARS SHALL BE MADE WITH MECHANICAL COUPLERS TO

DEVELOP 125% OF THE BARS CAPACITY.

F. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.25 FOR 75 KSI STEEL.

G. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.50 FOR EPOXY COATED BARS.

H. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.30 IF BAR IS TO BE USED AS A

TOP BAR IN A BEAM OR SLAB WITH 12" OF FRESH CONCRETE BELOW THE BAR.

I. THE FOLLOWING TABLES ASSUME ONE OF THE BELOW CONDITIONS, PER ACI, ARE MET:

a. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN db, CLEAR

COVER NOT LESS THAN db AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE

MINIMUM

b. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db

HOOKED REINFORCING STEEL SPLICE NOTES:

ALL HOOKED REINFORCING STEEL SHALL BE AS NOTED BELOW AND AS REQUIRED IN THE ACI BUILDING

CODE LATEST EDITION.

A. Lhb NOTED IN THE SCHEDULE BELOW IS THE BASIC TENSION DEVELOPMENT LENGTH FOR STANDARD

ACI HOOKS, MEASURED FROM THE CRITICAL SECTION TO THE END OF THE HOOK.

B. Ldh = 1.25*Lhb FOR GRADE 75 (75,000 PSI YIELD) REINFORCEMENT.

C. Ldh = 1.2*Lhb FOR EPOXY COATED REINFORCEMENT.

D. Ldh = Lhb UNLESS CONDITIONS NOTED IN B. OR C. ARE MET AND SHALL BE NOT BE LESS THAT 6" OR 8

BAR DIAMETERS. WHICHEVER IS LARGER.

No. Date Issue / Revision

T H E

O F F I C I A L

R E C O R D

O F

T H I S

S H E E T

I S

T H E

E L E C T R O N I C

F I L E

D I G I T A L L Y

S I G N E D

A N D

S E A L E D

U N D E R

R U L E

G .0 F .A .C

G E N E R A L

D I S C L A I M E R T O

T H E

B E S T

O F

T H E

A R C H I T E C T 'S

O R

E N G I N E E R 'S

K N O W L E D G E T H E

P L A N S

A N D

S P E C I F I C A T I O N S

C O M P L Y

W I T H

T H E

A P P L I C A B L E

M I N I M U M

B U I L D I

D E S

A N D

T H E

A P P L I C A B L E

F I R E

S A F E T Y

S T A N D A R D S

A S

D E T E R M I N E D

B Y

T H E

L O C A L

A U T H O R I T Y

I N

A C C O R D A N C E

W I T H

F B C

.8 .4 .4

A N D

C H A P T E R

F L O R I D A

S T A T U E S

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not

DIVISION 05 - METALS

5.1 STEEL FRAMING

A. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

1. ANSI/AISC 303-10

2.

3.

ANSI/AISC 360-16

REFER TO APPLICABLE SPECIFICATION SECTIONS FOR ADDL INFO

B. FRAMING SHAPES:

1. W-SHAPES:

i. MATERIAL PROPERTIES:

a. ASTM A992 GRADE 50

ii. COATING PROPERTIES:

a. AS REQD, SEE ITEM 5.1.E

2. CHANNELS, ANGLES, M-SHAPES, S-SHAPES:

i. MATERIAL PROPERTIES:

a. ASTM A36

b. ASTM A588 (WHERE SPECIFICALLY NOTED)

ii. COATING PROPERTIES:

a. AS REQD, SEE ITEM 5.1.E

3. HOLLOW STRUCTURAL SECTIONS (HSS):

i. MATERIAL PROPERTIES:

a.

b.

ASTM A500 GRADE C

ASTM A1085 GRADE A

ii. COATING PROPERTIES:

a. AS REQD, SEE ITEM 5.1.E

4. PIPES:

i. MATERIAL PROPERTIES:

a. ASTM A53 GRADE B TYPE E

b. ASTM A53 GRADE B TYPE S

ii. COATING PROPERTIES:

a. AS REQD, SEE ITEM 5.1.E

5. PLATES AND BARS:

i. MATERIAL PROPERTIES:

a. ASTM A36

ii. COATING PROPERTIES:

a. AS REQD, SEE ITEM 5.1.E

6. STAINLESS STEEL SHEETS, STRIPS, PLATES, AND FLAT BARS:

i. MATERIAL PROPERTIES:

a. ASTM A666 TYPE 304

ii. COATING PROPERTIES:

a. UNCOATED

7. STAINLESS STEEL BARS AND SHAPES:

i. MATERIAL PROPERTIES:

a. ASTM A276 TYPE 304

ii. COATING PROPERTIES:

a. UNCOATED

C. THE METALS PROTECTION SCHEDULE BELOW SHALL GOVERN IN ALL CASES EXCEPT WHERE DEVIATIONS ARE SPECIFICALLY NOTED ON DRAWINGS. ALL METAL COATINGS SHALL BE COORDINATED TO BE COMPATIBLE WITH FINAL PAINTING SYSTEMS.

SPEC # ELEMENT DESCRIPTION COATING REQUIREMENTS

055700 EMBED PLATES HOT-DIP GALVANIZED

055700 BRICK SHELF ANGLES HOT-DIP GALVANIZED

055700 LINTELS PAINT & PRIME

D. FRAMING CONNECTIONS:

1. WELDED CONNECTIONS:

i. ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES UNLESS NOTED OTHERWISE AND SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. CERTIFICATION SHALL BE APPROPRIATE FOR WELDING

METHOD AND POSTION.

ii. MINIMUM WELD SIZE IS 1/4 INCH UNLESS NOTED OTHERWISE.

iii. FOR GALVANIZED CONNECTION HARDWARE REQUIRING FIELD WELDING, REMOVE SLAG, WIRE BRUSH, AND APPLY

THREE COATS OF ZRC (COLD GALVANIZING) AFTER WELDING.

2. BOLTED CONNECTIONS:

i. BOLTED CONNECTIONS SHALL BE MADE USING ONE OF THE FOLLOWING:

a. BEARING TYPE CONNECTION WITH THREADS INCLUDED IN SHEAR PLANE (CONDITION N) WITH BOLTS, NUTS, AND WASHERS. TURN OF THE NUT METHOD.

b. SLIP CRITICAL OR OTHER TYPE CONNECTION AS INDICTED ON DRAWINGS.

ii. BOLT SIZE SHALL BE 3/4 INCH DIAMETER UNLESS NOTED OTHERWISE.

iii. MATERIAL PROPERTIES:

a.

b.

ASTM F3125 GRADE A325

c.

ASTM F3125 GRADE F1852

d.

ASTM F3125 GRADE A490

ASTM F3125 GRADE F2280

iv. COATING PROPERTIES:

a. UNCOATED

b. ASTM B695 CLASS 50 (MECHANICALLY DEPOSITED ZINC COATING)

3. CONNECTIONS NOT SPECIFICALLY DETAILED ON DRAWINGS SHALL BE DESIGNED BY FABRICATOR IN ACCORDANCE WITH

AISC SPECIFICATIONS

i. SHOP CONNECTIONS SHALL BE BOLTED OR WELDED.

ii. FIELD CONNECTIONS SHALL BE BOLTED WHERE POSSIBLE UNLESS NOTED OTHERWISE.

iii. USE DOUBLE ANGLE CONNECTIONS WHERE POSSIBLE UNLESS NOTED OTHERWISE.

iv. WHEN NO REACTIONS ARE INDICATED, DESIGN CONNECTIONS AS A SIMPLE SHEAR CONNECTION TO SUPPORT A REACTION VALUE EQUAL TO ONE HALF THE AISC TABULATED ALLOWABLE UNIFORM LOAD VALUE (6 KIPS

MINIMUM)

E. FRAMING ACCESSORIES:

1. SHEAR CONNECTORS (HEADED STUD ANCHORS):

i. MATERIAL PROPERTIES:

a. ASTM A108 GRADES 1015-1020, AWS D1.1 TYPE A FOR DIA: 1/4" - 3/8"

b. ASTM A108 GRADES 1015-1020, AWS D1.1 TYPE B FOR DIA: 1/2" - 1"

ii. COATING PROPERTIES:

a. UNCOATED

b. ASTM B695 CLASS 50 (MECHANICALLY DEPOSITED ZINC COATING)

2. ANCHOR RODS:

i. MATERIAL PROPERTIES:

a. ASTM F1554 GRADE 36

ii. COATING PROPERTIES:

a. UNCOATED

b. ASTM A153 CLASS C (HOT-DIP GALVANIZED)

3. HEAVY HEX NUTS:

i. MATERIAL PROPERTIES:

a. ASTM A563

ii. COATING PROPERTIES:

a. MATCH MATING COMPONENTS

4. WASHERS:

i. MATERIAL PROPERTIES:

a. ASTM F436

b. ASTM F844

ii. COATING PROPERTIES:

a. MATCH MATING COMPONENTS

5. PLATE WASHERS:

i. MATERIAL PROPERTIES:

a. SEE ITEM 5.1.B.5.1

ii. COATING PROPERTIES:

a. MATCH MATING COMPONENTS

6. HEADED STUD ANCHORS (FOR EMBEDS):

i. MATERIAL PROPERTIES:

a. ASTM A108 GRADES 1015-1020, AWS D1.1 TYPE A FOR DIA: 1/4" - 3/8"

b. ASTM A108 GRADES 1015-1020, AWS D1.1 TYPE B FOR DIA: 1/2" - 1"

ii. COATING PROPERTIES:

a. MATCH MATING EMBED

iii. CONNECTION TO EMBED:

a. MANUFACTURER TO PROVIDE AUTOMATIC STUD WELD

7. DEFORMED BAR ANCHORS (FOR EMBEDS):

i. MATERIAL PROPERTIES:

a. ASTM A496, AWS D1.1 TYPE C

b. ASTM A706 GRADE 60 (LOW-ALLOY WELDABLE)

ii. COATING PROPERTIES:

a. MATCH MATING EMBED

iii. CONNECTION TO EMBED:

a. MANUFACTURER TO PROVIDE AUTOMATIC STUD WELD

b. SHOP WELDING SHALL BE PERMITTED FOR ASTM A706 DEFORMED BAR ANCHORS. HOWEVER, E70

ELECTRODES ARE NOT PERMITTED FOR GRADE 60 ANCHORS.

1. FOR ANCHORS ORIENTED PERPENDICULAR TO ANCHORING PLATE, THE FOLLOWING MINIMUM ALL-

AROUND FILLET WELDS SHALL BE PROVIDED USING E80 ELECTRODES:

#3: 1/4" #4: 1/4" #5: 5/16" #6: 3/8" #7: 7/16" #8: 1/2"

F. GENERAL - STEEL FRAMING:

1. NO SPLICES IN COLUMNS WILL BE PERMITTED UNLESS SPECIFICALLY NOTED ON DRAWINGS.

G. FABRICATION

1 SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. ANY MEMBER HAVING SPLICE NOT SHOWN AND DETAILED ON SHOP

DRAWINGS WILL BE REJECTED.

H. ERECTION

1 ERECTION TOLERANCES OF ANCHOR BOLTS, EMBEDDED ITEMS, AND ALL STRUCTURAL STEEL UNLESS SPECIFIED OTHERWISE ON THE STRUCTURAL DRAWINGS SHALL CONFORM TO THE AISC CODE OF STANDARD PRACTICE.

2 FIELD CUTTING OF STRUCTURAL STEEL OR ANY FIELD MODIFICATIONS TO STRUCTURAL STEEL SHALL NOT BE MADE

WITHOUT PRIOR APPROVAL OF THE ENGINEER.

3 CONTRACTOR SHALL PROTECT ANY UNPRIMED STRUCTURAL STEEL FROM DETRIMENTAL EFFECTS OF CORROSION, AS

REQUIRED, UNTIL THE STEEL IS ENCLOSED AND PROTECTED BY THE NEW CONSTRUCTION.

4 HOT DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL STEEL ITEMS AND CONNECTIONS PERMANENTLY EXPOSED TO THE WEATHER, WHETHER SPECIFIED ON THE STRUCTURAL DRAWINGS OR NOT. SUCH ITEMS INCLUDE, BUT ARE NOT

LIMITED TO:

i. SHELF ANGLES

ii. PARAPET WALL SUPPORTING MEMBERS

iii. WINDOW WASHING SUPPORT MEMBERS

iv. ALL EMBEDDED PLATES IN CONCRETE

v. BUILDING CLADDING SUPPORT STEEL IN SPACE NOT AIR CONDITIONED AND/OR EXPOSED TO MOISTURE OUTSIDE

THE EXTERIOR WATERPROOFING SURFACE IF ANY.

vi.

vii.

RAILING EXPOSED TO WEATHER.

EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS REQUIRED TO BE HOT DIPPED GALVANIZED. GALVANIZE ALL NUTS, BOLTS, AND WASHERS USED IN CONNECTION WITH SUCH STEEL. FIELD

WELDED CONNECTIONS SHALL HAVE WELDS PROTECTED.

5 GRIND SMOOTH ALL WELDS VISIBLE TO THE PUBLIC. GRIND OFF ALL WELD SPLATTER.

I. CONTRACTOR SHALL COORDINATE STRUCTURAL STEEL FIREPROOFING REQUIREMENTS. ALL INTERIOR STRUCTURAL STEEL, INCLUDING STEEL JOISTS, SCHEDULED OR INDICATED TO RECEIVE SPRAY APPLIED FIREPROOFING SHALL BE DELIVERED TO THE PROJECT SITE UNPRIMED. STEEL EXPOSED TO CORROSIVE CONDITIONS AFTER INSTALLATION SHALL BE PRIMED WITH A PROTECTIVE COATING WHICH DOES NOT DIMINISH THE BOND BETWEEN THE SPRAY APPLIED FIREPROOFING, AND THE STEEL SUBSTRATE. ANY PRIMER, AND/OR COATING APPLIED TO STRUCTURAL STEEL SHALL BE APPROVED FOR USE IN THE APPLICABLE

U.L. FIRE RESISTANCE ASSEMBLY USED ON THE PROJECT.

J. FOR LOOSE LINTELS, MASONRY SHELF ANGLES AND OTHER SUCH ITEMS GENERALLY NOT SHOWN ON THE STRUCTURAL

DRAWINGS, REFER TO THE ARCHITECTURAL DRAWINGS.

K. STEEL COLUMNS BELOW GRADE SHALL BE ENCASED IN A MINIMUM OF 4" CONCRETE OR PAINTED WITH 2 COATS OF ASPHALTUM

PAINT, UNLESS OTHERWISE SHOWN.

L. STEEL BEAMS NOT SPECIFED TO RECEIVE CAMBER SHALL BE ERECTED SUCH THAT ANY MINOR CAMBER INDUCED FROM

ROLLING OR SHOP ASSEMBLY WILL BE UPWARD IN THE FINAL INSTALLED STATE

M. THE ERECTOR SHALL SHIM BETWEEN PARALLEL ROOF BEAMS AND JOISTS WITH DIFFERENTIAL MILL AND INDUCED CAMBERS

FOR LEVEL DECK BEARING.

N. REFER TO THE DIVISION 5 STRUCTURAL STEEL SPECIFICATION OF THE PROJECT MANUAL FOR STRUCTURAL STEEL SURFACE

PREPARATIONS AND PRIME PAINTING REQUIREMENTS.

O. PROVIDE CAP PLATES/END PLATES TO CLOSE OFF EXPOSED, OPEN ENDS OF ALL TUBULAR MEMBERS, UNLESS NOTED. SEAL

WELD WITH PARTIAL PENETRATION SQUARE GROOVE WELDS FOR WATERTIGHT CONDITION.

v. MEMBERS CALLED OUT AS "CONTINUOUS" SHALL BE FABRICATED AND WELDED TO DEVELOP THE FULL TENSILE

CAPACITY OF THE MEMBERS AT JOINTS.

5.3 STEEL DECKING

A. REFER TO APPLICABLE SPECIFICATION SECTIONS FOR ADDL INFO

B. STEEL DECKING SHALL COMPLY WITH STEEL DECK INSTITUTE SPECIFICATIONS

C. STEEL DECKING SHALL BE SIZED AS INDICATED ON DRAWINGS

D. STEEL DECKING SHALL BE FABRICATED IN CONTINUOUS PANELS BRIDGING FOUR SUPPORTS (SPANNING OVER THREE

CONSECUTIVE SPANS) UNLESS NOTED OTHERWISE

E. STEEL DECKING SHALL BE FASTENED AS INDICATED ON DRAWINGS OR SPECIFICATIONS

F. STEEL ROOF DECKING:

1. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ANSI/SDI RD-2022

2. MATERIAL PROPERTIES:

i. ASTM A653 GRADE 50 MIN

ii. ASTM A1008 GRADE 50 MIN

3. COATING PROPERTIES:

PRIME & PAINT, COORDINATE WITH FINAL PAINT SYSTEM

G. COMPOSITE STEEL FLOOR DECKING:

1. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ANSI/SDI C-2022

2. MATERIAL PROPERTIES:

i. ASTM A653 GRADE 50 MIN

a. MAXIMUM DESIGN YIELD STRESS SHALL NOT EXCEED 50KSI NOR Fy

ii. ASTM A1008 GRADE 50 MIN

a. MAXIMUM DESIGN YIELD STRESS SHALL NOT EXCEED 50KSI NOR Fy

3. COATING PROPERTIES:

i. PRIME & PAINT, COORDINATE WITH FINAL PAINT SYSTEM

ii. ASTM A653 (ZINC)

H. SHEET STEEL FOR GALVANIZED ROOF DECK AND ACCESSORIES SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 50 KSI. GALVANIZING SHALL CONFORM TO ASTM A653 WITH A MINIMUM COATING OF G90 AS

DEFINED IN A653.

I. SHEET STEEL FOR PRIME PAINTED ROOF DECK AND ACCESSORIES SHALL CONFORM TO ASTM A1008 WITH A MINIMUM YIELD

STRENGTH OF 50 KSI.

J. ROOF DECK SHALL BE CONTINUOUS OVER FOUR OR MORE SUPPORTS.

K. PLACE DECK PANELS ON STRUCTURAL SUPPORTS AND ADJUST TO FINAL POSITION WITH ENDS LAPPED 2 INCHES OVER

STRUCTURAL SUPPORTS. PROVIDE MINIMUM END BEARING OF 2 INCHES.

L. ROOF DECK CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF FACTORY MUTUAL CLASS 1-90 (DATA SHEET 1-28, JANUARY 2012) AT MINIMUM. FOR CONNECTION PURPOSES, THE WIDTH OF THE ROOF CORNERS AND PERIMETER, INCLUDING

RIDGES, IS DEFINED AS THE SMALLER OF:

a. 0.1 TIMES THE BUILDING LESSER PLAN DIMENSION.

b. 0.4 TIMES THE EAVE HEIGHT

c. MINIMUM WITH OF 4 FEET.

M. POWER DRIVEN FASTENERS SHALL BE SELECTED BY THE CONTRACTOR FOR THE COMBINATIONS OF DECK GAUGE AND DECK SUPPORT MEMBER THICKNESS. SUBMIT PROPOSED FASTENERS WITH COMPLETE MANUFACTURER'S INFORMATION, INCLUDING

DIAPHRAGM SHEAR VALUES FOR THE ENGINEER TO REVIEW.

N. PUDDLE WELDS SHALL BE 5/8" MINIMUM DIAMETER AND SHALL BE MADE THROUGH WELD WASHERS FOR DECKING LIGHTER

THAN 22 GAUGE.

O. MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS SHALL NOT BE SUPPORTED BY THE METAL ROOF DECK.

i.

ii. ASTM A653 (ZINC)

5.5 STEEL JOISTS

A. REFER TO APPLICABLE SPECIFICATION SECTIONS FOR ADDL INFO

B. STEEL JOISTS SHALL COMPLY WITH STEEL JOIST INSTITUTE SPECIFICATIONS

C. STEEL JOISTS SHALL BE SIZED AS INDICATED ON DRAWINGS

D. K-SERIES, LH-SERIES, DLH-SERIES OPEN WEB STEEL JOISTS AND JOIST GIRDERS:

1. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH SJI 100-2015

2. MATERIAL PROPERTIES:

i. ASTM A36

3. COATING PROPERTIES:

i. UNCOATED

ii. PRIME & PAINT, COORDINATE WITH FINAL PAINT SYSTEM

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

7.1 CONCRETE SEALER

A. CONCRETE SEALER SHALL BE APPLIED TO ALL SLAB ON GRADE AND SUPPORTED SLAB SURFACES AND EXTENDED UP VERTICAL

SURFACES 24 INCHES.

7.3 JOINT SEALANTS

A. ALL JOINTS BETWEEN STRUCTURAL (AND ARCHITECTURAL) MEMBERS SHALL BE PROPERLY PREPARED AND FILLED WITH JOINT SEALANT UNLESS NOTED OTHERWISE. ALL JOINT EDGES, INCLUDING TOP AND BOTTOM OF HORIZONTAL SURFACES AND BOTH FACES OF VERTICAL SURFACES, SHALL BE FORMED OR TOOLED AS REQUIRED. JOINT SEALANT SHALL BE APPLIED ONLY TO TOP OF HORIZONTAL SURFACES AND BOTH FACES OF VERTICAL SURFACES UNLESS NOTED OTHERWISE ON DRAWINGS.

B. JOINTS TO BE PREPARED AND FILLED WITH JOINT SEALANT SHALL INCLUDE, BUT ARE NOT LIMITED TO, CONSTRUCTION JOINTS, CONTROL JOINTS, ISOLATION JOINTS, AND ALL INTERFACE JOINTS BETWEEN SIMILAR AND DISSIMILAR MEMBERS. SPECIFIC LOCATIONS MAY BE INDICATED ON DRAWINGS OR MAY BE REQUIRED BY SHOP DRAWINGS OR MAY OCCUR DUE TO

CONSTRUCTION SEQUENCE SELECTED BY CONTRACTOR.

4.1 CONCRETE UNIT MASONRY

A. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

1. TMS 402-16 / TMS 602-16

2. REFER TO APPLICABLE SPECIFICATION SECTIONS FOR ADDL INFO

B. CONCRETE MASONRY UNITS:

1. HOLLOW AND SOLID LOAD-BEARING UNITS:

a. MATERIAL PROPERTIES:

1. ASTM C90

2. NET COMPRESSIVE STRENGTH: 2800 PSI MINIMUM

C. MORTAR:

1. MATERIAL PROPERTIES:

a. ASTM C270 TYPE S

b. COMPRESSIVE STRENGTH: 1800 PSI MINIMUM

D. GROUT:

1. MATERIAL PROPERTIES:

a. ASTM C476

b. COMPRESSIVE STRENGTH: 2000 PSI MINIMUM

E. MILD REINFORCEMENT:

1. DEFORMED BARS:

a. MATERIAL PROPERTIES:

1. AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE ITEM 3.1.D.2.i

b. COATING PROPERTIES:

1. UNCOATED

c. HEADED DEFORMED BARS (AS REQD):

1. AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE ITEM 3.1.D.2.iii

2. LADDER-TYPE JOINT REINFORCEMENT:

a. WIRE SHALL BE 9-GAUGE UNLESS NOTED OTHERWISE

b. MATERIAL PROPERTIES:

1. ASTM A82

c. FABRICATION PROPERTIES:

1. ASTM A951

2. CROSS WIRES AT 16 INCHES OC

d. COATING PROPERTIES:

1. ASTM A153 CLASS B (HOT-DIP GALVANIZED)

3. THE FOLLOWING TYPES OF MILD REINFORCEMENT ARE NOT PERMITTED UNO:

a. PLAIN BARS

b. WELDED DEFORMED BAR MATS

c. PLAIN WIRE (DOES NOT INCLUDE WELDED WIRE OR LADDER-TYPE REINFORCEMENT)

d. DEFORMED WIRE (DOES NOT INCLUDE WELDED WIRE REINFORCEMENT)

e. WELDED WIRE REINFORCEMENT (PLAIN & DEFORMED)

f. HEADED SHEAR STUD REINFORCEMENT

4. GENERAL - MILD REINFORCEMENT:

a. THE FOLLOWING MODIFICATIONS TO REINFORCEMENT ARE PROHIBITED UNLESS NOTED

OTHERWISE OR APPROVED BY ENGINEER OF RECORD.

1. FIELD CUTTING, HEATING, BENDING, OR STRAIGHTENING

2. WELDING

a. WELDING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN

AWS D1.4 WHEN SPECIFICALLY NOTED OR APPROVED FOR WELDING UNCOATED

REINFORCEMENT,

b. WHERE LAP SPLICES ARE PERMITTED, THE MINIMUM SPLICE LENGTH SHALL BE AS

SPECIFIED ON THE DRAWINGS

c. WHERE STANDARD HOOKS ARE SPECIFIED, PROVIDE 90 DEGREE HOOKS PER ACI 318

SECTION 25.3 UNLESS NOTED OTHERWISE.

d. MECHANICAL SPLICES AND TERMINATIONS AS INDICATED ON DRAWINGS

F. POST-INSTALLED MILD REINFORCEMENT:

1. POST-INSTALLED MILD REINFORCEMENT IS PROHIBITED UNLESS NOTED OTHERWISE OR

APPROVED BY ENGINEER OF RECORD.

G. MASONRY ACCESSORIES:

1. DOVETAIL MASONRY ANCHORS:

a. ANCHOR SLOTS:

1. MATERIAL PROPERTIES:

a. 20-GAUGE MINIMUM STEEL

2. COATING PROPERTIES:

a. ASTM A153 CLASS B (HOT-DIP GALVANIZED)

b. ANCHOR WIRE:

1. WIRE SHALL BE 3/16 INCH DIAMETER UNLESS NOTED OTHERWISE

2. MATERIAL PROPERTIES:

a. ASTM A82

3. COATING PROPERTIES:

a. ASTM A153 CLASS B (HOT-DIP GALVANIZED)

c. ANCHOR TAIL:

1. MATERIAL PROPERTIES:

a. 12-GAUGE MINIMUM STEEL

2. COATING PROPERTIES:

a. ASTM A153 CLASS B (HOT-DIP GALVANIZED)

2. CONTROL JOINTS SHALL BE SOLID RUBBER OR PVC STRIPS

3. BOND BREAKER SHALL BE 15 LB ROOFING FELT

4. MEMBRANE FLASHING SHALL BE 20 MIL PVC

H. GENERAL - CONCRETE UNIT MASONRY:

1. MASONRY CONTROL JOINTS SHALL BE SPACED AS FOLLOWS OR AS INDICATED ON DRAWINGS:

a. 4 FEET MAXIMUM FROM CORNERS

b. 24 FEET MAXIMUM OC

c. AT ALL CHANGES IN WALL HEIGHT OR THICKNESS

d. AT ABUTMENT OF WALLS TO COLUMNS

e. ALIGN JOINTS WITH JOINTS IN SUPPORTING CONCRETE ELEMENTS WHERE APPLICABLE

2. MAINTAIN A 1 INCH GAP BETWEEN THE TOP OF ALL NON-BEARING INTERIOR MASONRY WALLS

AND THE UNDERSIDE OF STRUCTURE ABOVE.

3. BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED WITH A MINIMUM OF TWO #4

CONTINUOUS OR AS INDICATED ON DRAWINGS. WHERE BOND BEAMS INTERSECT AT

CORNERS AT DIFFERENT ELEVATIONS, RUN EACH BOND BEAM AROUND CORNER FOR TWO

BLOCK LENGTHS MINIMUM BEFORE TERMINATING.

4. LINTELS SHALL HAVE A MINIMUM BEARING OF 6 INCHES.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

FINANCIAL PROJECT COUNTYROAD

WGI, INC.

3111 W. DR. MARTIN LUTHER KING JR. BLVD.

SUITE 375

TAMPA, FL 33607

DWG

SHEET

CODY LAMBERT, PE

FL, 100455 FLORIDA-ALABAMA TPO

S-003

GENERAL NOTES

ESCAMBIA 451524-1-38-01

NORTH W

STREET

No. Date Issue / Revision

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.8 .4 .4

A N D

C H A P T E R

F L O R I D A

S T A T U E S

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

PRELIMINARY

THESE DOCUMENTS ARE

INCOMPLETE AND NOT FOR

REGULATORY APPROVAL,

PERMIT OR CONSTRUCTION.

RELEASED UNDER THE

AUTHORITY OF:

CODY LAMBERT - PE. 100455

WGI

CODY LAMBERT, State of Florida, Professional Engineer, License No. 100455

This item has been digitally signed and sealed by on the date indicated here.

Printed copies of this document are not

DIVISION 31 - EARTHWORK

31.1 FOUNDATIONS AND OTHER EARTH BEARING SYSTEMS

A. FOUNDATIONS AND OTHER EARTH BEARING SYSTEMS ARE DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

FOLLOWING GEOTECHNICAL INVESTIGATION REPORT:

1. REPORT NAME: FINAL REPORT OF GEOTECHNICAL INVESTIGATION ESCAMBIA-SANTA ROSA RTMC

AND ECRC OFICE FACILITY (NO. 301-35-23-01)

2. REPORT DATE: MAY 10, 2024

3. PREPARED BY: ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

4. REFER TO APPLICABLE SPECIFICATION SECTIONS FOR ADDL INFO

B. OTHER EARTH BEARING SYSTEMS:

1. CAST-IN-PLACE CONCRETE SLAB-ON-GRADE:

i. SIZES AND LOCATIONS AS SPECIFIED ON DRAWINGS.

ii. MATERIAL PROPERTIES AS SPECIFIED IN DIVISION 03.

iii. CONCRETE ELEMENTS ON NATIVE SOIL OR ENGINEERED FILL:

a. BEARING STRATUM SHALL COMPLY WITH THE REQUIREMENTS OF THE GEOTECHNICAL INVESTIGATION

REPORT.

b. LOCATION SHALL BE ASSUMED AS TYPICAL UNLESS NOTED OTHERWISE.

c. SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH SECTION "RTMC & ECRC BUILDING - STRUCTURAL

FILL" OF THE GEOTECHNICAL REPORT

d. ALL MATERIALS TO BE COMPACTED STANDARD PROCTOR ASTM D698. TESTING LABORATORY TO VERIFY

ADEQUACY OF SUBGRADE PREPARATION, FILL MATERIAL AND COMPACTION AS FOLLOWS: 95%

2. SITE PAVINGS, WALKS, AND AREAS OF GENERAL GRADING/BACKFILLING:

i. AS SPECIFIED BY CIVIL UNLESS NOTED OTHERWISE

ii. CONCRETE ELEMENTS ON NATIVE SOIL OR ENGINEERED FILL:

a. BEARING STRATUM SHALL COMPLY WITH THE REQUIREMENTS OF THE GEOTECHNICAL INVESTIGATION

REPORT.

b. ALL MATERIALS TO BE COMPACTED STANDARD PROCTOR ASTM D698. TESTING LABORATORY TO VERIFY

ADEQUACY OF SUBGRADE PREPARATION, FILL MATERIAL AND COMPACTION AS FOLLOWS: 95%

C. SHALLOW FOUNDATIONS:

1 FOUNDATIONS SHALL BE PLACED AT ELEVATIONS SPECIFIED ON DRAWINGS. A MINIMUM OF 2'-0" SEPERATION SHALL BE PROVIDED BETWEEN CLAYEY SOILS AND THE BOTTOM OF PROPOSED STRUCTURAL FOOTINGS AND FOOTINGS SHALL BEAR AT LEAST 2'-0" BELOW FINISHED GRADE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.

2 CAST-IN-PLACE CONCRETE FOOTINGS, MATS, AND STRIPS:

i. SIZES AND LOCATIONS AS SPECIFIED ON DRAWINGS.

ii. MATERIAL PROPERTIES AS SPECIFIED IN DIVISION 03.

iii. CONCRETE ELEMENTS ON NATIVE SOIL OR ENGINEERED FILL:

a. BEARING STRATUM SHALL COMPLY WITH THE GEOTECHNICAL INVESTIGATION REPORT

b. LOCATION SHALL BE ASSUMED AS TYPICAL UNLESS NOTED OTHERWISE.

c. ALLOWABLE DESIGN CAPACITIES:

1. GRAVITY BEARING (UNIFORM UNO)

PSF (NET)a. COLUMN FOOTING 3950

2. SLIDING COEFFICIENT .36

b. STRIP FOOTING 4000 PSF (NET)

e. PROVIDE A 15 MIL POLYOLEFIN VAPOR BARRIOR AT GROUND LEVEL. PLACE VAPOR BARRIOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, BUT WITH JOINTS LAPPED NOT LESS THAN 6

INCHES, ON TOP OF STRUCTURAL FILL.

f. TERMITE PROTECTION MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 1816 "TERMITE

PROTECTION" OF THE FLORIDA BUILDING CODE

31.2 PERMANENT LATERAL EARTH RETENTION

A. STRUCTURE IS DESIGNED IN ACCORDANCE WITH ASCE7 FOR EACH PORTION AT GRADE SUBJECTED TO LATERAL EARTH PRESSURES. LATERAL EARTH PRESSURES SPECIFIED HEREIN ARE IN ACCORDANCE WITH THE GEOTECHNICAL INVESTIGATION

FOR THE TYPES OF BEHAVIOR GIVEN TO EACH LATERAL EARTH RETAINING ELEMENT.

1. EARTH LATERAL LOADING:

i. ACTIVE PRESSURE 38 PSF/FT

ii. AT-REST PRESSURE 58 PSF/FT

iii. PASSIVE PRESSURE 173 PSF/FT

31.3 GENERAL - EARTHWORK

A. ALL FOUNDATIONS AND OTHER EARTH BEARING SYSTEMS, PERMANENT LATERAL EARTH RETAINING ELEMENTS, EARTHWORK, EXCAVATION, BACKFILL, AND SUBGRADE DRAINAGE SHALL BE SUBJECT TO OBSERVATION BY GEOTECHNICAL ENGINEER WHOSE APPROVAL IS REQUIRED PRIOR TO PLACEMENT OF OTHER CONSTRUCTION MATERIALS OR CONCRETE. CONTRACTOR SHALL COORDINATE THE CONSTRUCTION SCHEDULE WITH THE GEOTECHNICAL ENGINEER TO FACILITATE OBSERVATION.

B. CONTRACTOR SHALL DETERMINE IN FIELD HORIZONTAL AND VERTICAL LOCATION OF ANY EXISTING UTILITY LINES AND/OR APPURTENANCES AND ADVISE ENGINEER OF ANY CONFLICTS WITH NEW STRUCTURE PRIOR TO CONSTRUCTION. DO NOT DESTROY ANY EXISTING UNDERGROUND STRUCTURES UNLESS AUTHORIZATION IS OBTAINED PRIOR TO CONSTRUCTION.

C. CONTRACTOR SHALL MAINTAIN SAFETY IN CONNECTION WITH EARTH SLOPES CAUSED BY TRENCHING, EXCAVATION, AND/OR FILL DURING CONSTRUCTION. WHERE HEIGHT OF SUCH SLOPES WILL EXCEED 8 FEET OR AS SPECIFIED ON DRAWINGS, SUBMIT FOR RECORD LAYOUT DRAWINGS INDICATING DESIGN OF TEMPORARY EARTH RETENTION SYSTEM WHICH WILL BE IMPLEMENTED (SUCH AS SHEETING AND SHORING OR OTHER METHODS), PREPARED, SIGNED, AND SEALED BY A GEOTECHNICAL AND/OR STRUCTURAL ENGINEER REGISTERED IN STATE WHICH PROJECT IS LOCATED.