2_-_Structural_Plans_-_100%_-_4-9-25_.pdf

1061 DESIGN LOADS:

A. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN

DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 5TH EDITION.

B. WIND DESIGN LOADS: ASCE 7-10

H = <22.5> FT Vult = 147 MPH (3 SECOND GUST) Vasd = 114 MPH (3 SECOND GUST)

I = <1.0> EXPOSURE C

Kz = <0.95> Kzt = 1.0 Kd = <0.85> GCpi = 0.0

RISK CATEGORY: I

BUILDING IS CONSIDERED TO BE OPEN

STRUCTURAL NOTES

STRUCTURAL NOTES:

A. ELECTRONIC VERSIONS OF STRUCTURAL DRAWINGS ARE THE SOLE, COPYRIGHTED

PROPERTY OF TRC WORLDWIDE ENGINEERING. ELECTRONIC VERSIONS OF

DRAWINGS ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE EXPRESS,

WRITTEN PERMISSION OF TRC WORLDWIDE ENGINEERING.

1010 GENERAL:

A. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND

SITE DRAWINGS. CONSULT THESE DRAWINGS FOR DEPRESSIONS, DIMENSIONS, AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

B. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING

WITH THE AFFECTED PART OF THE WORK.

C. WHERE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT

RESTRICTIONS AND REQUIREMENTS SHALL GOVERN.

D. PLAN NOTES, DETAILS AND SECTIONS SHALL TAKE PRECEDENCE OVER GENERAL

STRUCTURAL NOTES. TYPICAL DETAILS AND SECTIONS NOT CUT ON PLANS SHALL

APPLY UNLESS NOTED OTHERWISE.

E. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE

ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND

IT’S COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY

SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS. CONTRACTOR IS

RESPONSIBLE FOR ENSURING THAT CONSTRUCTION COMPLIES WITH OSHA

REGULATION INCLUDING DESIGN OF CONNECTIONS OF MEMBERS THAT WILL NOT BE

FULLY COMPLETED AT THE TIME OF INSTALLATION.

F. TOWER CRANES ARE A CONTRACTOR RESPONSIBILITY AND SHALL BE DESIGNED FOR

APPLICABLE CRITERIA INCLUDING BUT NOT LIMITED TO INSURANCE REQUIREMENTS

AND APPLICABLE BUILDING CODES AT THE PROJECT LOCATION. THE CONTRACTOR

SHALL SUBMIT A CRANE LAYOUT, SHOP DRAWINGS, CALCULATIONS AND REACTIONS

FOR BOTH FOUNDATIONS AND CRANE TIE-IN LOCATIONS, SIGNED AND SEALED BY A

FLORIDA LICENSED PROFESSIONAL ENGINEER. THE ENGINEER OF RECORD SHALL BE

RETAINED BY THE CONTRACTOR TO EVALUATE CRANE TIE-IN FORCES ON THE

BUILDING STRUCTURE AND TO PROVIDE CRANE FOUNDATION DESIGN.

1011 CONTRACTOR PROPOSED CHANGES AND SUBSTITUTIONS:

A. PROPOSED CHANGES OR SUBSTITUTIONS TO STRUCTURAL DETAILS OR PLANS

SHALL BE SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW AND

APPROVAL. SUBMITTALS SHALL CONTAIN FULL DOCUMENTATION OF CHANGES OR

SUBSTITUTIONS WITH SUPPORTING, SEALED CALCULATIONS (WHERE APPLICABLE).

THE REVIEW OF CHANGES AND SUBSTITUTIONS, RE-ANALYSIS AND/OR RE-DRAFTING

TO INCORPORATE CHANGES OR SUBSTITUTIONS INTO CONTRACT DOCUMENTS ARE

ADDITIONAL SERVICES FOR EOR. EOR IS NOT RESPONSIBLE FOR DETERMINING THE

COST EFFECTIVENESS OF PROPOSED CHANGES.

1012 CONTRACTOR REQUIRED REMEDIAL WORK:

A. DESIGN OF REMEDIAL WORK RELATED TO CONSTRUCTION ERRORS, INSTALLATIONS

NOT IN CONFORMANCE WITH CONTRACT DOCUMENTS, OR IN ANY WAY BROUGHT

ABOUT BY ACTIVITIES OF THE CONTRACTOR, IS NOT WITHIN THE SCOPE OF

CONSTRUCTION ADMINISTRATION SERVICES PROVIDED BY TRC WORLDWIDE

ENGINEERING. THE CONTRACTOR SHALL CARRY IN THEIR BASE BID THE COSTS FOR

ENGINEERING WORK ASSOCIATED TRC PROVIDING ADDITIONAL SERVICES IN

REACTION TO NON-CONFORMING WORK.

1120 SHOP DRAWING REVIEW CONTINUED:

C. SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY THE CONTRACTOR’S FIELD

ENGINEER PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS

SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.

D. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN

INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO

QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.

E. SHOP DRAWING SUBMITTALS SHALL BE SUBMITTED IN ELECTRONIC PDF FILE FORMAT

ONLY.

F. SHOP DRAWINGS SHALL NOT CONTAIN DETAILS COPIED OR REPRODUCED FROM THE

CONTRACT DOCUMENTS. REPRODUCTION OF THE CONTRACT DOCUMENTS WILL

RESULT IN A REJECTION OF THE SHOP DRAWINGS

G. ELECTRONIC VERSIONS OF STRUCTURAL CONTRACT DOCUMENTS ARE THE SOLE,

COPYRIGHTED PROPERTY OF TRC WORLDWIDE ENGINEERING. ELECTRONIC VERSIONS

OF DRAWINGS ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE EXPRESS,

WRITTEN PERMISSION OF TRC WORLDWIDE ENGINEERING. USERS WILL SIGN A

RELEASE AND REIMBURSE TRC WORLDWIDE ENGINEERING. FOR EXPENSES INCURRED

IN PREPARING AND TRANSMITTING ELECTRONIC DRAWINGS AT THE RATE TO BE

DETERMINED UPON REQUEST.

H. THE CONTRACT DOCUMENTS SHALL GOVERN OVER THE SHOP DRAWINGS UNLESS

OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.

I. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND

NOTED. THE PURPOSE OF THE RE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE

LETTER OF TRANSMITTAL. ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS

CAUSING THE RE-SUBMITTAL.

J. ELECTRONIC SUBMITTALS OF SHOP DRAWINGS WILL ONLY BE ACCEPTED AND

REVIEWED PENDING ABOVE CONDITIONS ARE MET. TRC WORLDWIDE ENGINEERING.

WILL ELECTRONICALLY RETURN SUBMITTAL IN PDF FORMAT AND WILL NOT BE

RESPONSIBLE FOR PRINTING MULTIPLE COPIES FOR DISTRIBUTION.

1121 SHOP DRAWINGS FOR SPECIALTY ENGINEERED PRODUCTS:

A. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION

AND ERECTION DRAWINGS PREPARED BY A DELEGATED ENGINEER. DELEGATED

ENGINEER SHALL POSSESS CURRENT PROFESSIONAL LICENSURE IN THE JURISDICTION

OF THE PROJECT. THE SPECIALTY/DELEGATE ENGINEER SHALL POSSESS AND

MAINTAIN A MINIMUM OF $1,000,000 LIMIT OF PROFESSIONAL LIABILITY INSURANCE.

a. METAL BUILDING

A. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE

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

FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS AND SHOP DRAWINGS

SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE

ACCEPTED.

B. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT

SUPERVISION AND CONTROL OF THE DELEGATED ENGINEER. SHOP DRAWINGS AND

CALCULATIONS REQUIRE THE IMPRESSED SEAL (OR ELECTRONICALLY SIGNED AND

SEALED PER FLORIDA RULES), DATE AND SIGNATURE OF THE DELEGATED ENGINEER.

C. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED TO

VERIFYING THE FOLLOWING:

a. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED.

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

DELEGATED ENGINEER.

c. THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS

USED THE SPECIFIED STRUCTURAL CRITERIA. (NO DETAILED CHECK OF

CALCULATIONS WILL BE MADE).

d. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS

CONSISTENT WITH THE CONTRACT DOCUMENTS. (NO DETAILED CHECK OF

DIMENSIONS OR QUANTITIES WILL BE MADE).

D. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED.

1122 RFI REVIEW:

A. ALL OF CONTRACTOR'S REQUEST(S) FOR INFORMATION (RFI's) SHALL STATE

CONTRACTOR’S SUGGESTION(S) FOR RESOLUTION AND COST IMPLICATIONS FOR

SUGGESTION(S). ENGINEER OF RECORD IS NOT RESPONSIBLE FOR DETERMINING

COST OR COST EFFECTIVENESS OF RFI RESPONSES.

1060 DESIGN AND CONSTRUCTION STANDARDS:

A. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE

WITH THE FOLLOWING CODES AND REFERENCED STANDARDS:

(FBC 2023) FLORIDA BUILDING CODE 8th EDITION BY THE INTERNATIONAL CODE

COUNCIL, INC

(ACI 318-19) 2019 EDITION OF AMERICAN CONCRETE INSTITUTE BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE

(AISC 15 ED) FIFTEENTH EDITION OF THE STEEL CONSTRUCTION MANUAL BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(ASCE 7-22) MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS

AND OTHER STRUCTURES BY THE AMERICAN SOCIETY OF CIVIL

ENGINEERS

B. CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE ABOVE

REFERENCED CODES AND STANDARDS AND THE FOLLOWING:

(ACI 117-10) SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION

MATERIALS

(ACI 301-16) SPECIFICATIONS FOR TOLERANCES FOR STRUCTURAL CONCRETE

CONSTRUCTION MATERIALS

(ACI 304R-00) RECOMMENDED PRACTICES FOR MEASURING, MIXING, TRANSPORTING,

AND PLACING CONCRETE.

(ACI 305R-10) HOT WEATHER CONCRETING

(ACI 309R-05) GUIDE FOR CONSOLIDATION OF CONCRETE

(ACI 315-18) DETAILS AND DETAILING OF CONCRETE REINFORCING

(MNL-15 (16)) FIELD REFERENCE MANUAL: SPECIFICATIONS FOR STRUCTURAL

CONCRETE (ACI 301-16) WITH SELECTED ACI AND ASTM REFERENCES

(AWS D1.1-20) STRUCTURAL WELDING CODE - STEEL

(AWS D1.4-17) STRUCTURAL WELDING CODE - REINFORCING STEEL

2010 FOUNDATIONS: (NO GEOTECH REPORT)

A. FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000

PSF ON COMPACTED FILL. BEFORE CONSTRUCTION COMMENCES, SOIL BEARING

CAPACITY SHALL BE VERIFIED BY A SUBSURFACE INVESTIGATION, AS WELL AS FIELD

AND LABORATORY TESTS PERFORMED BY A CERTIFIED TESTING LABORATORY, WHO’S

REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE PREPARATION

IN ORDER TO BEAR THE FOUNDATION LOADS. ABOVE REPORT SHALL BE PREPARED

AND SEALED BY A GEOTECHNICAL ENGINEER, LICENSED WITHIN THE JURISDICTION OF

THE PROJECT AND SHALL BE SUBMITTED TO ENGINEER FOR REVIEW.

2011 FOUNDATIONS:

A. RESERVED FOR GEOTECHNICAL REPORT INFORMATION BY CONTRACTOR.

B. NO APPROVAL OR VERIFICATION OF RECOMMENDATIONS MADE WITHIN THE ABOVE

NOTED GEOTECHNICAL REPORT IS IMPLIED THROUGH REFERENCE OR USE BY TRC.

C. A GEOTECHNICAL ENGINEER, LICENSED WITHIN THE JURISDICTION OF THE PROJECT,

SHALL VERIFY IN THE FIELD THAT ALL SITE PREPARATION FILL OPERATIONS, BEARING

CONDITIONS, FOUNDATION TESTING AND INSTALLATION COMPLY WITH THE SOILS

REPORT.

D. FOUNDATION DESIGN FOR SHALLOW FOUNDATIONS SYSTEMS ARE BASED UPON AN

ALLOWABLE NET SOIL BEARING PRESSURE *,*** PSF AS PROVIDED BY ABOVE

GEOTECHNICAL REPORT.

E. FOUNDATION WALLS ARE DESIGNED FOR THE FOLLOWING DESIGN LOADS:

a. SOIL WEIGHT:........................................................ 120 PCF

b. AT-REST PRESSURE: (BRACED AT TOP)........... 60 PCF

c. ACTIVE PRESSURE:............................................... 40 PCF

d. PASSIVE PRESSURE:............................................ 240 PCF

e. FRICTION COEFFICIENT:.......................................0.35

F. SUBGRADE PREPARATION AND VAPOR RETARDER INSTALLATION FOR SLAB-ON-

GRADE SHALL BE PERFORMED IN ACCORDANCE WITH PROJECT GEOTECHNICAL

REPORT.

G. CONCRETE FOR FOOTINGS SHALL BE PLACED IMMEDIATELY AFTER FINAL

INSPECTION AND ACCEPTANCE BY THE GEOTECHNICAL ENGINEER. IN NO CASE

SHALL FOOTING EXCAVATIONS BE ALLOWED TO STAND OPEN OVERNIGHT OR

DURING RAIN.

H. GRADE SHALL BE SUCH THAT THICKNESS OF FOUNDATION, SLAB ON GRADE, ETC. IS

NOT REDUCED BY MORE THAN 5% OF THAT SHOWN ON DRAWINGS.

3101 FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS):

A. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST

TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH (& ALL TENDONS STRESSED FOR PT

SLABS). A MINIMUM OF 3 STORIES OF SHORING AND (/OR) RESHORING SHALL BE

USED WHICH SHALL CONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND

TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETE

SET.

B. DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BY AN ENGINEER

LICENSED WITHIN THE JURISDICTION OF THE PROJECT.

C. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES

SHALL MEET REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301.

D. SUBMIT SIGNED & SEALED SHORING DRAWINGS INCLUDING POUR SEQUENCE AND

CALCULATIONS, WHERE NECESSARY, TO DEMONSTRATE THAT THE POUR SEQUENCE

AND SHORING/RE-SHORING METHODS DO NOT OVERSTRESS THE STRUCTURE. THIS

ANALYSIS SHALL INCLUDE STRESSES CAUSED BY SHRINKAGE OF STRUCTURAL SLAB.

PROVIDE LOCATION AND DETAILS OF POUR STRIPS IF REQUIRED TO REDUCE

SHRINKAGE AND RESTRAINT CRACKS.

E. SHORING INSPECTIONS SHALL BE PERFORMED BY THE SHORING ENGINEER.

F. UNLESS ARCHITECT SPECIFIES OTHERWISE, CONSTRUCT FORMWORK SO CONCRETE

SURFACES CONFORM TO THE TOLERANCE LIMITS OF ACI 117 [STANDARD

SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION MATERIALS].

THE CLASS OF SERVICE FOR OFFSET BETWEEN ADJACENT PIECES OF FORMWORK

FACING MATERIAL SHALL BE CLASS B FOR SURFACES PERMANENTLY EXPOSED TO

PUBLIC VIEW AND CLASS D FOR SURFACES THAT WILL BE PERMANENTLY

CONCEALED.

3104 CONSTRUCTION JOINTS AND CONTROL JOINTS:

A. CONSTRUCTION JOINTS AND CONTROL JOINTS SHALL BE LOCATED AS SHOWN IN

PLAN OR SECTION.

B. UNLESS NOTED OTHERWISE, CONTROL JOINTS IN SLABS ON GRADE SHALL BE

PROVIDED SO THAT THE MAXIMUM DISTANCE BETWEEN JOINTS SHALL BE NO MORE

THAN 3 TIMES THE SLAB THICKNESS IN FEET (OR AS SHOWN ON PLANS). SAWCUT

CONTROL JOINTS SHALL BE MADE AS SOON AS SLAB WILL SAFELY SUPPORT MEN

AND EQUIPMENT AND THE SLAB WILL NOT BE DAMAGED BY EQUIPMENT. ASPECT

RATIO (LONGSIDE TO SHORTSIDE OF CONCRETE AREA) SHALL NOT EXCEED 1.5.

C. DEVIATION FROM OR ADDITION TO CONSTRUCTION OR CONTROL JOINT LOCATIONS

SHOWN SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL AND

ARE ACCEPTABLE ONLY AS A CHANGE ORDER THAT WILL INCLUDE ENGINEERING

CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OF THE STRUCTURE AS

REQUIRED. SHORING REQUIREMENTS TO IMPLEMENT REVISED CONSTRUCTION

JOINTS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

3301 CAST-IN-PLACE CONCRETE:

A. ALL CAST-IN-PLACE CONCRETE SHALL BE PER AN APPROVED MIX DESIGN

PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW WITH A

PLASTIC AND WORKABLE MIX:

B. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI 301(16) STANDARDS

AND SPECIFICATIONS.

C. PRIOR TO CONCRETE PLACEMENT, MIX DESIGN SHALL BE SUBMITTED AND

ACCEPTED BY ENGINEER FOR USE. MIX DESIGN SHALL INCLUDE THE FOLLOWING:

a. MIX DESIGN WHICH SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA AS PER

ACI 301, ARTICLE 4.2.3.

b. ONLY TYPE II CEMENT SHALL BE USED FOR SLAB-ON GRADE CONCRETE.

c. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING

WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.

FAILURE TO COMPLY MAY RESULT IN REJECTION OF THE MIX. IF ACCEPTED, PEA

ROCK PUMP MIX USE IS LIMITED TO VERTICAL ELEMENT POURS AND BEAM

POURS LESS THAN 60 LINEAL FEET PER POUR

d. MIX DESIGN SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR COARSE

AGGREGATE.

e. CALCIUM CHLORIDES SHALL NOT BE UTILIZED

f. OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE

ENGINEER.

g. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING STRUCTURAL DRAWINGS

AND SPECIFYING THE USE OF WATER REDUCERS WHERE REINFORCING

CONGESTION WARRANTS.

D. CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM STANDARD C94 FOR

MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME

STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM THE

TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION

SHALL NOT EXCEED ONE AND ONE HALF (1 1/2) HOURS. IF FOR ANY REASON THERE

IS A LONGER DELAY THAN THAT STATED ABOVE, THE CONCRETE SHALL BE

DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE

OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH

THE ABOVE.

E. SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM

STANDARD C309 TYPE 1-D AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL

BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER

HAS LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREAS IN THE CURING

MEMBRANE SHALL BE RECOATED DAILY.

F. WATER/CEMENTITIOUS MATERIAL RATIO FOR CONCRETE BELOW OR AT GRADE AND

FOR CONCRETE SUBJECTED TO DEICERS AND/OR SPECIFIED TO BE WATERTIGHT

SHALL NOT EXCEED 0.45 BY WEIGHT. MAXIMUM PERMISSIBLE W/C RATIO: 0.50 FOR

ALL OTHER CONCRETE AND CONCRETE BELOW GRADE SUBJECTED TO

FREEZE/THAW.

G. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR-ENTRAINED. FOR

SURFACE FINISHES AND OTHER REQUIREMENTS, REFER TO THE CONCRETE

SPECIFICATIONS.

H. WHERE SPECIFIED COLUMN CONCRETE STRENGTH IS 1.4 TIMES THE SPECIFIED SLAB

CONCRETE STRENGTH, SEE COLUMN SCHEDULE FOR PUDDLING REQUIREMENTS. IF

REQUIRED, THE STRENGTH OF THE PUDDLED CONCRETE SHALL BE AT LEAST EQUAL

TO THE STRENGTH OF THE COLUMN CONCRETE. PUDDLING SHALL EXTEND 2'-0"

MINIMUM FROM FACE OF COLUMN IN ALL DIRECTIONS.

I. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DRIPS, CHAMFERS, REGLETS,

SLOTS, SLEEVES, ANCHORS, AND INSERTS. UNLESS SHOWN ON STRUCTURAL

DRAWINGS NO OPENINGS LARGER THAN 12"x12" SHALL BE PLACED IN SLABS OR

WALLS. FOR OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS, APPROVALS

MUST BE OBTAINED FROM THE ENGINEER PRIOR TO FABRICATION OF STEEL AND

PLACEMENT OF CONCRETE. LOCATION DRAWINGS FOR ALL SLEEVES AND

BLOCKOUTS IN THE CONCRETE SHALL BE SUBMITTED FOR APPROVAL BY THE

STRUCTURAL ENGINEER PRIOR TO PLACEMENT.

J. CONCRETE WALLS SHALL BE CAST MONOLITHIC WITH ADJOINING COLUMNS UNLESS

SPECIFICALLY NOTED OTHERWISE. CONCRETE FOR SUCH WALLS SHALL BE THE

SAME TYPE AND STRENGTH AS SPECIFIED COLUMNS.

K. CONTRACTOR SHALL CONFORM TO ACI 306R FOR COLD WEATHER CONCRETING

AND ACI 305R FOR HOT WEATHER CONCRETING WHEN ANY COMBINATION OF HIGH

TEMPERATURE, LOW RELATIVE HUMIDITY AND WIND VELOCITY TEND TO IMPAIR THE

QUALITY OF THE CONCRETE. CONCRETE IS TO BE REJECTED IF ITS TEMPERATURE

AT TIME OF PLACEMENT IS 90°F OR ABOVE. PROTECT SURFACES OF EXPOSED

CONCRETE FROM PRECIPITATION DAMAGE UNTIL ADEQUATE STRENGTH IS GAINED

TO PREVENT DAMAGE.

L. CONCRETE SHALL BE VIBRATED BY MECHANICAL VIBRATORS.

M. A PRE-CONCRETE CONFERENCE SHALL BE HELD BY THE CONTRACTOR WITH

SUBCONTRACTORS, TESTING LAB PERSONNEL, ARCHITECT AND ENGINEERS. THESE

CONFERENCES SHALL BE HELD WELL IN ADVANCE OF CONSTRUCTION TO ENSURE

PROPER INTERPRETATION OF DESIGN INTENT. STEEL ERECTOR SHALL FIELD VERIFY

CORRECTNESS OF FOUNDATION, ANCHOR RODS, OR OTHER EXISTING WORK

AFFECTING THE STEEL BEFORE STARTING ERECTION.

CONCRETE DESIGN CRITERIA

MINIMUM 28-DAY

COMPRESSIVE STRENGTH

4000 PSI

* HIGHER SLUMPS ARE PERMITTED WHEN HIGH RANGE WATER REDUCER

(HRWR) ADMIXTURES (SUPER PLASTICIZER) ARE USED PENDING ENGINEER

OF RECORD APPROVAL OF MIX DESIGN.

MAXIMUM

SLUMP

USED FOR:

4 (±1)* ALL CONCRETE

3201 REINFORCING STEEL:

A. CONTRACTOR SHALL CARRY AN ALLOWANCE IN THEIR BID FOR SUPPLYING AND

ERECTING (5) TONS OF REINFORCING STEEL IN ADDITION TO THAT SHOWN ON PLANS

AND WITHIN SECTIONS, DETAIL AND SCHEDULES TO BE USED AT THE DISCRETION OF

THE STRUCTURAL ENGINEER.

B. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 DEFORMED BARS (WELDABLE

REINFORCING "DBA" SHALL CONFORM TO ASTM A-706 GRADE 60), FREE FROM OIL,

SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING

DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. SECURE

APPROVAL OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION.

REINFORCING BAR DETAILING SHALL COMPLY WITH ACI 315 "MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" AND CRSI MANUAL

OF STANDARD PRACTICE.

C. CLEAR COVER TO REINFORCING SHALL BE AS INDICATED BELOW. WHERE A SPECIFIC

CONDITION IS NOT NOTED, REFER TO ACI REQUIREMENTS FOR COVER:

TOP BOTTOM SIDES/EDGES

FRAMED SLABS ON GRADE.......1" 3" NA

FOUNDATION WALL/PILASTER..NA NA 2" EXTERIOR

1 1/2" INTERIOR

SPREAD FOOTING......................2" 3" 3"

COLUMNS & WALLS................... NA NA 2" AGAINST SOIL

1 1/2" TYPICAL

EXTERIOR NON-PT

- #5 AND SMALLER...............1" 1 1/2" 2"

- #6 AND LARGER.................2" 2" 2"

BEAMS

(INTERIOR)..................................1 1/2" 1 1/2" 1 1/2"

(EXTERIOR EXPOSURE)........... 2" 1 1/2" 1 1/2"

NOTE: MAXIMUM DEVIATION IN BAR PLACEMENT SHALL BE AS DICTATED BY ACI.

D. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DRIPS, CHAMFERS, REGLETS,

SLOTS, SLEEVES, ANCHORS, AND INSERTS. UNLESS SHOWN ON STRUCTURAL

DRAWINGS NO OPENINGS LARGER THAN 12"x12" SHALL BE PLACED IN SLABS OR

WALLS. FOR OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS, APPROVALS MUST

BE OBTAINED FROM THE ENGINEER PRIOR TO FABRICATION OF STEEL AND

PLACEMENT OF CONCRETE. SEE NOTES ON EMBEDDED ITEMS FOR ADDITIONAL

LIMITATIONS.

E. PROVIDE CONTINUOUS REINFORCING WHERE POSSIBLE, SPLICE ONLY AS SHOWN ON

DRAWINGS OR AS APPROVED BY STRUCTURAL ENGINEER. PROVIDE CORNER BARS

AT ALL WALL, GRADE BEAM AND STRIP FOOTING CORNERS. BARS SHALL BE THE

SAME SIZE AND SPACING AS THE HORIZONTAL REINFORCING. INTERSECTING WALLS,

GRADE BEAMS AND STRIP FOOTINGS SHALL BE DOWELED TOGETHER IN THE SAME

MANNER. PROVIDE 2 NO. 4 TOP DIAGONAL BARS 4'-0" LONG AT ALL REENTRANT

CORNERS IN ALL SLABS ON GRADE AND ELEVATED SLABS.

F. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND

PLACEMENT. SHOP DRAWINGS SHALL INCLUDE ADEQUATE SECTIONS, ELEVATIONS

AND DETAILS. WRITTEN DESCRIPTIONS ARE NOT ACCEPTABLE. ALL CONCRETE

WALLS SHALL BE DETAILED IN ELEVATION.

G. SPLICING OF REINFORCING SHALL BE AS SHOWN OR AS INDICATED IN SCHEDULE.

MECHANICAL SPLICING DEVICES SHALL DEVELOP 125% OF THE SPECIFIED YIELD

STRENGTH (FY) OF THE BAR. STAGGER MECHANICAL SPLICES WHERE POSSIBLE. ALL

STEEL NOTED AS CONTINUOUS SHALL BE A CLASS "B" SPLICE PER SCHEDULE.

H. DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR

DIRECTED BY THE STRUCTURAL ENGINEER.

I. TIE ALL REINFORCING AND EMBEDS SECURELY IN PLACE PRIOR TO PLACING

CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF

REINFORCEMENT AND EMBEDS WITHIN SPECIFIED TOLERANCES DURING ALL

CONSTRUCTION ACTIVITIES.

J. THE SHOP DRAWINGS FOR REINFORCING STEEL SHALL INCLUDE SCALE ELEVATIONS

OF ALL CONCRETE WALLS.

K. OPENINGS THROUGH CONCRETE WALLS, SLABS OR OTHER STRUCTURAL ELEMENTS

NOT DETAILED ON THE STRUCTURAL DRAWINGS MUST BE LOCATED AND SHOWN ON

THE APPLICABLE REINFORCING STEEL SHOP DRAWINGS. THE FINAL LOCATION OF

ALL OPENINGS MUST BE REVIEWED BY THE A/E BEFORE THE CONCRETE IS POURED.

1120 SHOP DRAWING REVIEW:

A. SHOP DRAWING SUBMITTALS ARE REQUIRED FOR ALL COMPONENTS SHOWN ON

THESE STRUCTURAL CONTRACT DOCUMENTS INCLUDING, BUT NOT LIMITED TO:

a. CONCRETE MIXES

b. CONCRETE REINFORCING

c. ALL FASTENERS, ANCHORS, BOLTS, EPOXY ADHESIVES

d. WELDER QUALIFICATIONS/CERTIFICATIONS FOR STEEL AND ALUMINUM

B. SHOP DRAWINGS SHALL PROVIDE ACCURATE, DETAILED DIMENSIONAL INFORMATION

AS WELL AS COMPLETE SHOP AND FIELD ERECTION DETAILS NOT SHOWN ON

CONTRACT DOCUMENTS NECESSARY FOR FABRICATION AND INSTALLATION OF

COMPONENT.

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p yr ig h t:

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200-08486-24001

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24FTM225

SHEET INDEX

SHT # DESCRIPTION

S-101 STRUCTURAL NOTES & DESIGN CRITERIA

S-102 STRUCTURAL NOTES & ABBREVIATIONS

S-103 FOUNDATION AND ROOF PLANS

S-104 PEMB FRAME ELEVATION

S-105 FOUNDATION SECTIONS AND DETAILS

S-106 ROOF SECTIONS AND DETAILS

S-107 ELEVATIONS

No. 60487

STATE OFP

R

O F

ESS I ONA L ENG

I N

E E

R

L EI CENS

P

AU

L

S. MOE RSCHE

L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

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

STRUCTURAL NOTES

3304 CONCRETE TESTING:

A. AN INDEPENDENT TESTING LABORATORY SHALL PERFORM THE FOLLOWING TESTS ON

CAST-IN-PLACE CONCRETE:

a. ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT

CONCRETE."

b. ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF

CYLINDRICAL CONCRETE SPECIMENS." A SEPARATE TEST SHALL BE CONDUCTED

FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED

PER DAY. REQUIRED CYLINDER(S) QUANTITIES AND TEST AGE AS FOLLOWS:

28 DAY SPEC:

1. EARLY CYLINDERS (AS NEEDED): 1, 2, AND 3 DAY BREAKS ARE A GOOD RANGE

TO HAVE FOR STRESSING OR OTHER EARLY NEEDS. EACH TEST REQUIRES (3)

CYLINDERS.

2. (3) 7 DAY CYLINDERS

3. (3) 28 DAY CONFORMANCE CYLINDERS

4. (3) 56 DAY HOLD CYLINDERS (TO BE TESTED IF THE 28 DAY CYLINDERS DO NOT

MEET SPEC AND CAN BE TESTED AT ANY TIME AT THE REQUEST/DISCRETION

OF THE ENGINEER/CONTRACTOR).

56 DAY SPEC:

1. EARLY CYLINDERS (AS NEEDED): 1, 2 AND 3 DAY BREAKS ARE A GOOD RANGE

TO HAVE FOR STRESSING OR OTHER EARLY NEEDS. EACH TEST REQUIRES (3)

CYLINDERS.

2. (3) 7 DAY CYLINDERS

3. (2) 28 DAY CYLINDERS

4. (3) 56 DAY CONFORMANCE CYLINDERS

3307 PENETRATIONS:

A. NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN

THOSE SPECIFICALLY DESIGNATED ON THE STRUCTURAL DRAWINGS WITHOUT

PREVIOUS APPROVAL OF THE ENGINEER. CONTRACTOR SHALL SUBMIT A

PENETRATION PLAN FOR APPROVAL INDICATING ANY PENETRATIONS NOT SHOWN ON

THE STRUCTURAL DRAWINGS PRIOR TO CONCRETE PLACEMENT.

3601 POST-INSTALLED ANCHORS:

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

DRAWINGS.

B. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO

USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN ANCHORS.

C. CARE SHALL BE GIVEN TO AVOID DAMAGING EXISTING REBAR WHEN DRILLING HOLES.

HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER’S INSTRUCTIONS.

D. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE

APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL

ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED FOR SUPPORT OF THE INTENDED

LOAD. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER’S INSTALLATION

INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCE AND/OR SPACING

INDICATED IN THE MANUFACTURER’S LITERATURE.

E. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW SHALL

BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL WITH

CALCULATIONS PREPARED, SIGNED AND SEALED BY AN ENGINEER REGISTERED IN

THE JURISDICTION OF THE PROJECT SHOWING THAT THE SUBSTITUTED PRODUCT

WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN

PROCEDURE.

F. ACCEPTABLE PRODUCTS FOR ANCHORS NOT EXPOSED TO WEATHER ARE AS

FOLLOWS:

a. EXPANSION ANCHORS FOR NON-CRACKED CONCRETE ONLY:

• WEDGE-ALL (WA) BY SIMPSON STRONG-TIE

• KWIK BOLT 3 BY HILTI

b. CRACKED CONCRETE MECHANICAL ANCHORS:

• STRONG-BOLT (STB) BY SIMPSON STRONG-TIE

• KWIK BOLT (TZ) BY HILTI

c. SCREW ANCHORS:

• TITEN HD (THD) BY SIMPSON STRONG-TIE

• HUS-H BY HILTI

d. ADHESIVE ANCHORS INTO SOLID CONCRETE OR FULLY GROUTED CMU:

• ACRYLIC –TIE (AT)

• SET EPOXY-TIE (SET) WITH RETROFIT BOLTS (RFB) BY SIMPSON STRONG-TIE

• HY 200 MAX BY HILTI

e. FOR ANCHORING INTO HOLLOW BASE MATERIAL:

• CONTACT ENGINEER

G. ACCEPTABLE PRODUCTS FOR ANCHORS EXPOSED TO WEATHER OR FOR

ENVIRONMENTAL STRUCTURES ARE AS FOLLOWS:

a. CONCRETE MECHANICAL ANCHORS:

• TRUBOLT BY ITW REDHEAD - AISI 316 STAINLESS STEEL

• KWIK BOLT 3 BY HILTI - AISI 316 STAINLESS STEEL

• POWER STUD BY POWERS - AISI 316 STAINLESS STEEL

b. SCREW ANCHORS:

• TAPPER BY POWERS - AISI 316 STAINLESS STEEL

• HUS-H BY HILTI

c. CONCRETE OR SOLID GROUTED CMU ADHESIVE ANCHORS:

• HY 200 MAX BY HILTI - AISI 316 STAINLESS STEEL

13120 PRE-ENGINEERED METAL BUILDING:

A. THE PRE-ENGINEERED METAL BUILDING SHALL CONSIST OF ROOF DECK, RIGID

FRAMES, BRACING, CANOPY FRAMING, AND FLASHING. DEVIATION FROM BAY

SPACING SHOWN ON THE PLANS SHALL NOT BE PERMITTED TO SUIT

MANUFACTURERS STANDARDS.

B. THE SYSTEM SHALL BE DESIGNED AND DETAILED BY THE MANUFACTURER TO

SUSTAIN THE DESIGN LOADS SPECIFIED AS A STAND ALONE STRUCTURE. THE

DESIGN SHALL BE IN ACCORDANCE TO AISC AND AISI SPECIFICATIONS AND MBMA

"METAL BUILDING SYSTEMS MANUAL" DESIGN PRACTICES, LATEST ISSUES.

C. THE MANUFACTURER SHALL BE REGULARLY ENGAGED IN METAL BUILDING DESIGN

AND MANUFACTURING. CURRENT MBMI BUILDINGS ARE APPROVED, OTHERS

SHALL SUBMIT PRODUCT DATA FOR REVIEW.

D. SHOP DRAWINGS AND A LETTER OF CERTIFICATION SHALL BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO FABRICATION, AND SHOP DRAWINGS SHALL

BEAR THE SIGNATURE AND IMPRESSED SEAL OF A REGISTERED PROFESSIONAL

ENGINEER WITHIN THE JURISDICTION OF THE PROJECT. SHOP DRAWINGS SHALL

INDICATE THE DESIGN LOADS, LOAD PATH AND JOB NAME AND NUMBER. THEY

SHALL INCLUDE DRAWINGS OF THE FRAMING MEMBERS WITH THE CONNECTIONS,

THE ANCHOR BOLT PLAN AND REACTIONS. STANDARD CUT SHEETS OF THE ABOVE

ARE NOT ACCEPTABLE. STANDARD CUT SHEETS MAY BE SUBMITTED FOR

SECONDARY FRAMING CONNECTION DETAILS, FLASHING AND SHEETING DETAILS,

ETC.

E. ANCHOR BOLTS SHALL BE HEADED BOLTS WITH DIAMETER AND LOCATION

SPECIFIED BY THE METAL BUILDING DESIGNER. ANCHOR BOLT LENGTHS TO BE

SPECIFIED BY STRUCTURAL ENGINEER AFTER REACTIONS, DIAMETER, AND

LOCATIONS ARE PROVIDED. ANCHOR BOLTS SHALL BE PURCHASED AND

INSTALLED BY THE GENERAL CONTRACTOR.

F. BEFORE FOOTING INSTALLATION, THE ANCHOR BOLT EMBEDMENT LENGTHS MUST

BE VERIFIED BY THE STRUCTURAL ENGINEER. THE FOOTING DEPTH SHALL BE THE

SCHEDULED DEPTH OR THE ANCHOR BOLT EMBEDMENT LENGTH PLUS 3 INCHES,

WHICHEVER IS GREATER.

G. HORIZONTAL FORCE TRANSFER FROM METAL BUILDING COLUMN BASE TO

CONCRETE BY THE METAL BUILDING SUPPLIER.

H. METAL BUILDING FRAMES AND COMPONENTS RESISTING LATERAL LOAD AND

CONNECTED TO OR SUPPORTING MASONRY (CMU AND/OR BRICK) SHALL BE

DESIGNED TO LIMIT LATERAL DEFLECTIONS AS NOTED BELOW, BASED ON ASCE

7-16 WIND PRESSURES. THE DESIGN CERTIFICATION LETTER SHALL INDICATE THAT

THE DESIGN MEETS THESE REQUIREMENTS.

a. MAIN BUILDING FRAMES:

• LIMIT DRIFT TO H/100 WITH V=105 MPH MRI=50 YEARS

b. X- BRACE OR PORTAL FRAMES:

• LIMIT DRIFT TO H/100 WITH V=105 MPH MRI=50 YEARS

c. STRUCTURAL ROOFING AND SIDING MADE OF METAL SHEETS:

• LIMIT TOTAL DEFLECTION TO L/60

d. STRUCTURAL ROOF PURLINS:

• LIMIT LIVE LOAD DEFLECTION TO L/150 WHEN SUPPORTING METAL ROOFING

e. FOR METAL BUILDING GIRTS:

• LIMIT WIND* DEFLECTION TO L/90

• * COMPONENTS AND CLADDING WIND FORCES MAY BE MULTIPLIED BY 0.42

TIMES ULTIMATE PRESSURES FOR COMPUTING WIND DEFLECTION.

f. FOR OTHER LIMITS OF DEFLECTION SEE 2020 FLORIDA BUILDING CODE

g. ALLOWABLE STRESS INCREASES FOR SHORT TERM WIND LOADINGS IS NOT

PERMITTED

I. METAL BUILDING SYSTEM NOT DESIGNED TO SUPPORT FUTURE MECHANICAL

EQUIPMENT, CRANES, AND IS NOT DESIGNED FOR ANY FUTURE EQUIPMENT. METAL

BUILDING COLUMNS ARE DESIGNED FOR MEZZANINES WITH LOADS LISTED IN

GENERAL NOTES AND WITH LIMITS MEZZANINE DEFINED ON MEZZANINE FRAMING

PLAN.

ABBREVIATIONS

FS - FAR SIDE

FT - FOOT

F# - FOOTING

FTG - FOOTING

FV - FIELD VERIFY

GA - GAUGE

GALV - GALVANIZED

GC - GENERAL CONTRACTOR

GT - GIRDER TRUSS

HC - HOLLOW CORE

HCP - HOLLOW CORE PLANK

HDG - HOT DIPPED GALVANIZED

HG - HIP GIRDER

HK - HOOK

HORIZ - HORIZONTAL

HP - HIGH POINT

HS - HIGH STRENGTH

IJ - ISOLATION JOINT

INFO - INFORMATION

INS - INSULATION

INT - INTERIOR

IRR - IRREGULAR

JB - JOIST BEARING

JBE - JOIST BEARING ELEVATION

JR - JAMB REINFORCING

JT - JOINT

K - KIP(s), 1000 POUNDS

KLF - KIPS PER LINEAR FOOT

KJ - CONSTRUCTION JOINT

L - ANGLE

LG - LONG

LLH - LONG LEG HORIZONTAL

LLV - LONG LEG VERTICAL

LP - LOW POINT

LW - LONG WAY

LWT - LIGHTWEIGHT

MFR - MANUFACTURER

MAS - MASONRY

MO - MASONRY OPENING

MATL - MATERIAL

MAX - MAXIMUM

MECHL - MECHANICAL

MTL - METAL

MIN - MINIMUM

MISC - MISCELLANEOUS

NS - NEAR SIDE

NIC - NOT IN CONTRACT

NTS - NOT TO SCALE

NW - NORMAL WEIGHT

OC - ON CENTER

OH - OPPOSITE HAND

OPNG - OPENING

PAF - POWER ACTUATED FASTENERS

PART - PARTITION

PARTL - PARTIAL

PCJ - PRECAST CONCRETE JOIST

PJP - PARTIAL JOINT PENETRATION

PL - PLATE

PLF - POUNDS PER LINEAR FOOT

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PT - POST TENSIONED

PrT - PRESSURE TREATED

PNL - PANEL

R - RADIUS

REG - REGULAR

REINF - REINFORCING

REM - REMAINDER

REQD - REQUIRED

REV - REVISED/REVISION

RM - ROOM

RO - ROUGH OPENING

RQMTS - REQUIREMENTS

SCHED - SCHEDULE

SECT - SECTION

SIM - SIMILAR

SL - SLOPE

SOG - SLAB-ON-GRADE

SP - SPIRAL

SQ - SQUARE

SS - STAINLESS STEEL

STD - STANDARD

STL - STEEL

STRUCTL - STRUCTURAL

SW# - SHEARWALL

SW - SHORT WAY

T/ - TOP OF

TB - TIE BEAM

TC - TIE COLUMN

TEMP - TEMPERATURE

TG - TRUSS GIRDER

TH - TRUSS HIP

THK - THICK

TJ - TRUSS JACK

TR - TRUSS

TYP - TYPICAL

UNO - UNLESS NOTED OTHERWISE

VERT - VERTICAL

W/ - WITH

W/O - WITHOUT

WD - WOOD

WF - WALL FOOTING

WP - WORK POINT

WWR - WELDED WIRE REINFORCING

ADDL - ADDITIONAL

AR - ANCHOR ROD

ALT - ALTERNATE

APPROX - APPROXIMATELY

ARCH - ARCHITECT

ARCHL - ARCHITECTURAL

B/ - BOTTOM OF

BC - BOTTOM CHORD

BLDG - BUILDING

BM - BEAM

BOTT - BOTTOM

BRG - BEARING

C/C - CENTER TO CENTER

CF - CONTINUOUS FOOTING

CIP - CAST IN PLACE

CJ - CONTRACTION JOINT

CJP - COMPLETE JOINT PENETRATION

CL, - CENTERLINE

CLR - CLEAR

CMU - CONCRETE MASONRY UNIT

COL - COLUMN

CONC - CONCRETE

CONFIG - CONFIGURATION

CONT - CONTINUOUS

CONTR - CONTRACTOR

CTR - CENTER

DBL - DOUBLE

DD - DECK DRAIN

DTL - DETAIL

DIA - DIAMETER

DIM - DIMENSION

DN - DOWN

DR - DRAIN

DWG - DRAWING

EA - EACH

EE - EACH END

EF - EACH FACE

EJ - EXPANSION JOINT

EL - ELEVATION

ELEV - ELEVATOR

ENGR - ENGINEER

EOR - ENGINEER OF RECORD

EOS - EDGE OF SLAB

EQ - EQUAL

EW - EACH WAY

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

FIN - FINISH

FLR - FLOOR

FD - FLOOR DRAIN

FND - FOUNDATION

FOM - FACE OF MASONRY

CL

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

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200-08486-24001

PSM

24FTM225

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the

S-107

WEST ELEVATION

S-107

S-107

S-107

N O

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L E

V A

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S O

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H E

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V A

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EAST ELEVATION

T/SLAB

0'-0"

1 2 3 4

A

D

4 4

4 4

83'-10"

S-105

S-105

S-105

2'-3" 25'-8" 27'-11" 25'-8" 2'-4"

T/

O P

N G

O P

N G

6'-10"

OPNG

12'-0" 6'-10"

3'-0"3'-0"

F6.0

F6.0

F5.0 F5.0

F5.0 F5.0

B

C

/8

/8

/8

S-104

S-105

S-105

S-105

S L O

P E

D N

147 7

C J

C J

C

JC

J

C J

C J

C

JC

JC

J

1 2 3 4

A

D

S-106

S-106

S-106

S-106

S-104

79'-3"

B

C

S L O

P E

D N

S

L O

P E

D N

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

T e tr a T e c h

D A

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1/8" = 1'-0"S-103

1 FOUNDATION PLAN

FOOTING SCHEDULE

MARK LENGTH WIDTH THICKNESS

BOTTOM

REINFORCING

LW

BOTTOM

REINFORCING

SW

TOP

REINFORCING

LW

TOP

REINFORCING

SW COMMENTS

F5.0 5'-0" 5' - 0" 1'-4" (6) #6 (6) #6 (6) #6 (6) #6

F6.0 CONT 6' - 0" 2'-6" (6) #6 #6@12" OC (6) #6 #6@12" OC

1/8" = 1'-0"S-103

2 ROOF PLAN

KEYNOTES

KEY DESCRIPTION

1 EXISTING 4" THICK CONCRETE SLAB ON GRADE

2 EDGE OF EXISTING SLAB

3 PEMB FRAME COLUMNS

4 PEMB PORTAL FRAME COLUMNS

5 PEMB WIND COLUMN MINIMUM BASE SIZE = 8" DEPTH

6 CONTINUOUS CONCRETE CURB

7 PIPE BOLLARD, SEE 7/S-105

8 (2) PURLINS @3'-0" OC MAX

9 PEMB ROOF BRACING

10 PEMB PORTAL FRAME

11 PEMB STANDING SEAM ROOF

12 PEMB MFR TO PROVIDE 6" GUTTER WITH DOWNSPOUTS ALONG EAST AND WEST

EDGE OF STRUCTURE ABOVE VEHICLE ENTRANCE

13 6" THICK 4,000 PSI(NW 145 PCF) CONCRETE SLAB ON GRADE AT SOUTH SIDE

VEHICLE ENTRACE W/ 2% DOSE OF EUCLID EUCON SRA FLOOR. PROVIDE 6x6 W1.4xW1.4 WELDED WIRE REINFORCING (WWR) IN SHEETS NOT ROLLS CHAIRED

TO TOP OF SLAB, SEE 11/S-105.

14 GUTTER, DOWNSPOUT AND SPLASH BLOCK PER PEMB MFR.

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the

M

IN

C L E

A R

A N

C E

M

IN

C

L E

A R

A N

C E

M

IN

C

L E

A R

A N

C E

56'-11"

MIN

8"

MIN

8"

MIN 1 3/4" / FT MIN 1 3/4" / FT

EQ EQ EQ EQ

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

T e tr a T e c h

D A

T E

D E

S C

R

IP

T

IO

N B

Y

1 2 3 4 5 6 7

A

B

C

D

E

F

/7

/2

:2

:3

A M

A u to d e s k D o c s /T

R C

F lo ri d a R e v it

/2

F T

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-R

W B

P C a n o p y R

.r v t

S-104

P E

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PSM

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200-08486-24001

PSM

24FTM225

1/2" = 1'-0"S-104

1 TYPICAL PEMB FRAME ELEVATION

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the

3"

#3@8" OC W/ 3" EMBED INTO

EXIST, EXTEND TO FAR SIDE

OF FTG AS SHOWN

EXIST

SOG

CONC FTG, SEE PLAN

SAWCUT EXIST

SLAB FOR FTG

INSTALLATION,

ROUGHEN EXIST

SURFACE TO 1/4"

AMPLITUDE ICRI

CSP 6, TYP

EXIST SOG

E Q

E Q

N T

S

E Q

E Q

N T

S

TYP

3" CLR,

C L R

C L R

N

T S

1'-6"

6"ø SCHED 40

GALV PIPE FILLED

W/ CONC

SEE PLAN

CROWN FILL TO

DRAIN

SLOPE 1/2" AROUND

PERIMETER TO DRAIN

SET POST IN MIN

3,000 PSI CONC

FINISH COAT

OSHA SAFETY

YELLOW

DOOR

NUMBER

WIDTH

12'-0"

3'-0"

HEIGHT

12'-0"

7'-0"

DOOR

THICKNESS

3"

1 3/4"

MANUFACTURER

OVERHEAD DOOR

COORPORATION

SCHLAGE LOCK

CONPANY, LLC

SERIES

626 STEEL

ROLLING DOOR

STEELCRAFT H

SERIES

NOA NUMBER

FL15960 R9

23-0821.18

REMARKS

INSULATED

WITH 10"x1"

VISION

LITES

CLOSER

(2) UL RATED STAINLESS STEEL

(304) SELF CLOSING HINGES PER

DOOR. MUST MEET ANSI/BHMA

A156 17 GRADE 1 REQUIREMENTS

LOCK TYPE

RIM EXIT DEVICE

MODEL XP98/99 (F) W/

STRIKE MODEL 909/954

BY VON DUPRIN

DESIGN

PRESSURE (PSF)

NEGATIVE

DESIGN

PRESSURE (PSF)

POSITIVE

RATED

PRESSURE (PSF)

POSITIVE

RATED

PRESSURE (PSF)

POSITIVE

S E

E S

C H

E D

U L E

12'-0"

3'-0"

DOOR FRAME TYPE DOOR TYPES

6"x30"

VIEW

LITE

A 2

2" 3'-0" 2"

INSULATED

METAL WALL

PANEL BY PEMB

CONC CURB TO BE PLACED

MONOLITHICALLY W/ FTG

EXIST

SOG

E Q

E Q

2"

#3@8" OC x3'-0" LG W/ 3"

EMBED INTO EXIST SLAB

CONC FTG,

SEE PLAN

ROUGHEN EXIST

SURFACE TO 1/4"

AMPLITUDE ICRI

CSP 6, TYP

8"

C L R

C L R

TYP

3" CLR,

(1) #5 CONT #5@12" OC W/ 90°

HOOK EA END

8" GIRT BY PEMB

FINISHED GRADE

SLOPE

SOG (REINF NOT

SHOWN), SEE PLAN

FACE OF ABUTTING

STRUCTURE

3/8" THK SONOBORN

SONOLASTIC 150

SEALANT OR

APPROVED EQUAL

1"ø BACKER ROD

COMPRESSED

INTO JT

3/4" PRE-MOLDED

JT FILLER

NOTES:

1. PROVIDE SEALANT FOR EXTERNAL JOINTS ONLY.

2. CLEAN AND PREPARE SURFACES TO RECEIVE SEALANT

IN ACCORDANCE W/ MFR'S RECOMMENDATIONS.

VAPOR RETARDER

INSULATED

METAL WALL

PANEL BY PEMB

CONC CURB, SEE

FOR REINF. REDUCE

CURB WIDTH TO 7" AT

PEMB FRAME COLUMNS

EXIST

SOG 8

7"

8" GIRT BY PEMB

/5 S-105CONNECTION BY

PEMB MFR

SEE . FOR

ADDL INFO

/5 S-105

PEMB FRAME

COLUMN

BEYOND

8" CURB

FINISHED

GRADE

SLOPE

INSULATED

METAL WALL

PANEL BY PEMB

8"

CLR

2"

EXIST

SOG

#3@8" OC STAGGERED W/ HILTI

HY200 V3 ADHESIVE EMBED

/8

ROUGHEN EXIST SURFACE TO

1/4" AMPLITUDE ICRI CSP 6, TYP

BASE ANGLE

BASE TRIM

CLOSURE

INSULATED

METAL WALL

PANEL BY

PEMB

/2

EXIST

SOG

E Q

E Q

2"

#3@8" OC x3'-0" LG W/ 3"

EMBED INTO EXIST SLAB

CONC FTG,

SEE PLAN

ROUGHEN EXIST

SURFACE TO 1/4"

AMPLITUDE ICRI

CSP 6, TYP

C L R

TYP

3" CLR,

WEST SIDE ONLY

APPROACH SLAB,

SEE PLAN

SLOPE

2"

NOTE: FOR NORTH SIDE

FINISH GRADE, SEE CIVIL

WWR, PROVIDE IN

SHEETS NOT ROLLS

PROVIDE CHAIRS OR

SUPPORT BARS TO

AVOID DRAPE

VAPOR RETARDER,

SEE PLAN

PREPARED

SUBGRADE, SEE

GEOTECHNICAL

REPORT

SOG, SEE PLAN

P L A

N

S E

E

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

T e tr a T e c h

D A

T E

D E

S C

R

IP

T

IO

N B

Y

1 2 3 4 5 6 7

A

B

C

D

E

F

/7

/2

:2

:4

A M

A u to d e s k D o c s /T

R C

F lo ri d a R e v it

/2

F T

M

-R

W B

P C a n o p y R

.r v t

S-105

F O

U N

D A

T

IO

N S

E C

T

IO

N S

A N

D D

E T

A

IL

S

RHE

PSM

R A

W W

A T

E R

B O

O S

T E

R P

U M

P S

T A

T

IO

N

P A

R K

IN

G

C A

N O

P Y

100% SUBMITTAL

C O

L L

IE

R C

O U

N T

Y P

U B

L

IC

U T

IL

IT

IE

S

200-08486-24001

PSM

24FTM225

1" = 1'-0"S-105

3 FOOTING AT EXISTING SLAB ON GRADE

3/4" = 1'-0"S-105

7 PIPE BOLLARD

1/4" = 1'-0"S-105

1 DOOR SCHEDULE

1/4" = 1'-0"S-105

2 DOOR DETAILS

1" = 1'-0"S-105

5 SECTION AT CURB

3" = 1'-0"S-105

4 ISOLATION JOINT AT SOG (IJ)

1" = 1'-0"S-105

6 SECTION AT PEMB FRAME COLUMN

1" = 1'-0"S-105

8 CONCRETE CURB AT EXISTING SLAB

1 1/2" = 1'-0"S-105

9 WALL PANEL BASE DETAIL

1" = 1'-0"S-105

10 SECTION

1" = 1'-0"S-105

11 WWR AT SOG

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the

1/2" OPEN 1/2" OPEN

5 1/2" 5 1/2"

STANDING SEAM

METAL ROOF

TAPE CAULK

AND FASTEN

Z CLOSURE

4 3/4"

1 3/4"

1/2"

7/8"

/4

3/ 4"

1/ 2"

SELF DRILLER

FASTENER

GABLE TRIM,

SEE 2/S5

SELF DRILLER

FASTENER

BUTYL MASTIC

TAPE

STITCH SCREW

SELF DRILLER

EAVE TRIM

INSIDE CLOSURE W/ CONT

TAPE SEAL TOP & BOTT MEMBER SCREW

INSULATED

ROOF

PANEL

POP RIVET

MEMBER

SCREW

EAVE STRUT

MEMBER SCREW

STITCH SCREW

RAKE / EAVE SPACER TRIM

EL VARIES

ENDWALL RAFTER

(SHAPE VARIES)

PURLIN

INSULATED ROOF PANEL

RAKE FASCIA

RAKE SUPPORT

RAKE SLIDE

CLOSURE

RAKE ANGLE

INSULATED

METAL WALL

PANEL

ENDWALL COLUMN

BEYOND

EAVE

STRUT

INSULATED ROOF PANEL

SLOPE DN

CLOSURE TRIM

INSULATED

METAL WALL

PANEL

CLOSURE

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

T e tr a T e c h

D A

T E

D E

S C

R

IP

T

IO

N B

Y

1 2 3 4 5 6 7

A

B

C

D

E

F

/7

/2

:2

:4

A M

A u to d e s k D o c s /T

R C

F lo ri d a R e v it

/2

F T

M

-R

W B

P C a n o p y R

.r v t

S-106

R O

O F

S E

C T

IO

N

S A

N D

D E

T A

IL

S

KLI / RHE

PSM

R A

W W

A T

E R

B O

O S

T E

R P

U M

P S

T A

T

IO

N

P A

R K

IN

G

C A

N O

P Y

100% SUBMITTAL

C O

L L

IE

R C

O U

N T

Y P

U B

L

IC

U T

IL

IT

IE

S

200-08486-24001

PSM

24FTM225

3" = 1'-0"S-106

1 TYPICAL RIDGE CAP (UNVENTED)

6" = 1'-0"S-106

2 TYPICAL GABLE TRIM DETAIL

6" = 1'-0"S-106

3 GABLE END DETAIL

6" = 1'-0"S-106

4 TYPICAL EAVE FLASHING

1" = 1'-0"S-106

5 ENDWALL SECTION

1 1/2" = 1'-0"S-106

6 SIDEWALL SECTION

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the

Level 1 0' - 0"

Level 2 15' - 1"

A DB C

7 7

Level 1 0' - 0"

Level 2 15' - 1"

AD BC

5'-1" 3'-0" 42'-11" 3'-0" 5'-1"

Level 1 0' - 0"

Level 2 15' - 1"

1 2 3 4

7'-11" 12'-0"

7'-11"

77 7

Level 1 0' - 0"

Level 2 15' - 1"

CERTIFICATE OF AUTHORIZATION NO. 35826

PROJ No.

www.trcww.com

- TRC Worldwide Engineering All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

CHKD:

M A

R K

DRWN:

DESN:

PROJ:

Bar Measures 1 inch, otherwise drawing not to scale

C o p y ri g h t:

T e tr a T e c h

D A

T E

D E

S C

R

IP

T

IO

N B

Y

1 2 3 4 5 6 7

A

B

C

D

E

F

/7

/2

:2

:4

A M

A u to d e s k D o c s /T

R C

F lo ri d a R e v it

/2

F T

M

-R

W B

P C a n o p y R

.r v t

S-107

E L

E V

A T

IO

N

S

TRC

PSM

R A

W W

A T

E R

B O

O S

T E

R P

U M

P S

T A

T

IO

N

P A

R K

IN

G

C A

N O

P Y

100% SUBMITTAL

C O

L L

IE

R C

O U

N T

Y P

U B

L

IC

U T

IL

IT

IE

S

200-08486-24001

PSM

24FTM225

1/8" = 1'-0"S-107

1 NORTH ELEVATION

1/8" = 1'-0"S-107

2 SOUTH ELEVATION

1/8" = 1'-0"S-107

3 WEST ELEVATION

1/8" = 1'-0"S-107

4 EAST ELEVATION

KEYNOTES

KEY DESCRIPTION

7 PIPE BOLLARD, SEE 7/S-105

14 GUTTER, DOWNSPOUT AND SPLASH BLOCK PER PEMB MFR.

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the