ECAT_BP2_DRAWING_SET_-_05_FUEL_STATION.pdf

STRUCTURAL

CONTACT -

P - E -

CIVIL

CONTACT -

P - E -

ARCHITECTURE

ADG

800 SW ADAMS STREET

SUITE 101

PEORIA, IL 61602

CONTACT -

P - E -

MECHANICAL, ELECTRICAL & PLUMBING

CONTACT -

P - E -

309.672.6948

LANDSCAPE

CONTACT -

P - E -

ADDRESS

CITY, STATE ZIP

PROJECT NO.

STATUS

DATE

OWNER ID

SHEET INDEX

PROJECT INFORMATION

CIVIL LANDSCAPE STRUCTURAL ARCHITECTURAL FIRE PROTECTION & PLUMBING MECHANICAL ELECTRICAL TECHNOLOGYGENERAL

OWNER CONSULTANT

CONTACT -

P - E -

05 - FUEL STATION CANOPIES05 - FUEL STATION CANOPIES

ESCAMBIA COUNTY AREA TRANSIT - FACILITY

MEP COMPANY NAME

KEDbluestone

707 NE JEFFERSON AVE

PEORIA, IL 61602

515.259.5957 matthew.jahnke@kedbluestone.com

Peter Galick pete.galick@thinkadg.com

RLG CONSULTING ENGINEERS

12001 N CENTRAL

EXPY #300

DALLAS, TX 75243

Phillip Brugger 214.739.8100 pbrugger@rlginc.com

RLG CONSULTING ENGINEERS

12001 N CENTRAL

EXPY #300

DALLAS, TX 75243

214.739.8100 mwendlandt@rlginc.com

Michael Wendlandt

BID PACKAGE #2 - NOT FOR CONSTRUCTION

10/22/2026

2 CLARINDA LN

PENSACOLA, FLORIDA, 32505

HODGSON DOUGLAS LANDSCAPE

ARCHITECTS

12001 N. CENTRAL EXPRESSWAY

STE 1170

DALLAS, TX 75243

214.749.0333 hdalton@hodgsondouglas.com

Hank Dalton Matthew Jhanke

QSC SERVICES, LLC

PMB #69, 545 BRENT LN.

PENSACOLA, FL

309.231.8272 lzaerrjr@qscservices.us

LANCE ZAERR, JR. DESIGN & CONSTRUCTION ADMINISTRATION DIVISION

ESCAMBIA COUNTY, FLORIDA 100. E BLOUNT STREET

PENSACOLA, FL

TF000

TF100

TF500

TF501

TF600

TECHNOLOGY COVER PAGE

TECHNOLOGY PLAN

TECHNOLOGY DETAILS

TECHNOLOGY DETAILS

TECHNOLOGY SCHEDULES

EF000

ELF100

EPF100

EPF300

EF500

EF501

EF600

ELECTRICAL COVER PAGE

ELECTRICAL LIGHTING PLAN

ELECTRICAL POWER PLAN

ELECTRICAL ROOF PLAN

ELECTRICAL DETAILS

ELECTRICAL DETAILS

ELECTRICAL SCHEDULES

00-Cover 000 COVER 01-General

G000 SITE LOCATION PLAN, ABBREVIATIONS, AND SYMBOLS

LEGEND

02-Exterior/Shell

X001 LAYOUT PLAN, 3D VIEWS AND WALL / ROOF

ASSEMBLIES

X300 EXTERIOR ELEVATIONS

PF000

PS100

PF100

PLUMBING COVER PAGE

PLUMBING SITE PLAN

PLUMBING FLOOR PLANS

S000 STRUCTURAL ABBREVIATIONS AND LEGENDS

S001 GENERAL NOTES

S002 SPECIAL INSPECTIONS

S110 FOUNDATION FRAMING PLAN

CONCEPTUAL RENDERING: RENDERING MAY NOT ACCURATELY REFLECT CONSTRUCTION DOCUMENTS - NOT FOR CONSTRUCTION

STRUCTURAL PLANSSTRUCTURAL CALLOUTS

NORTH ARROW (PLAN NORTH)

SECTION CALLOUT

PLAN DETAIL CALLOUT

REVISION CLOUD & DELTA

SPOT ELEVATION

COLUMN / PIER CALLOUT

CMU WALLS

STRUCTURAL STEEL FRAMING

REINFORCED CONCRETE

1 STRUCTURAL GRID

FACE OF ARCH FINISH

(MATL VARIES)

MECHANICAL EQUIPMENT

STRUCTURAL CONCRETE

WALL OR COLUMN IN SECTION

PIERS AND GRADE

BEAM FOUNDATION

(STRAIGHT OR BELL)

FOOTING AND GRADE

BEAM FOUNDATION

(SPREAD OR CONT)

STRUCTURAL COLUMNS

TUBE, PIPE OR WIDE FLANGE

SPLICE FOR STEEL BEAM

DROP-IN-SYSTEM

STEEL FRAMING - PURLIN

BEAM OR GIRDER

STEEL BEAM OR GIRDER w/

NO OF HS AND CAMBER

MOMENT CONNECTION

STEEL BAR JOIST

BRACE FRAME DESIGNATION

FLOOR/ROOF DECK SPAN

DIRECTION

ZONE FOR METAL DECK

SPECIAL WELDING PATTERNS

SLAB/ROOF DECK OPENING

GRATING SYSTEM

FLOOR DRAIN

CMU WALL

DTL

SHT

99'-6"

W 8X

/ 9

7' -4

W 8X

PIP

E

S

TD

H

SS

6X 6X

3/

BF-1

W16X26 W16X26

W16X26

W16X26

(26) C=1"

12K1

FD

18/36/97'-4"

18/6/97'-4"

STRUCTURAL ABBREVIATIONS

DTL

SHT

ABOVE FINISH FLOOR AFF

ADDITIONAL ADDL

AMERICAN INSTITUTE OF

STEEL CONSTRUCTION AISC

AMERICAN WELDING SOCIETY AWS

ANCHOR BOLT AB

AMERICAN CONC. INSTITUTE ACI

APPROXIMATE APPROX

ARCHITECT ARCH

ARCHITECTURAL ARCH

AREA DRAIN AD

AIR CONDITIONER A/C

AIR HANDLING UNIT AHU

AT @

BASEMENT BSMT

BASE PLATE B PL

BEAM BM

BEARING BRG

BELOW FINISH FLOOR BFF

BETWEEN BTWN

BLOCK BLK

BLOCKING BLKG

BOTTOM BOT

BRICK LEDGE BL

BRIDGING BRDG

BUILDING BLDG

BUILDING LINE BLDG LINE

CANTILEVER CANT

CAST-IN-PLACE CIP

CEILING CLG

CENTER LINE CL

CLEAR CLR

COLUMN COL

COLD FORMED METAL CFM

COMPRESSION,

COMPRESSIBLE COMP

CONCRETE CONC

CONCRETE MASONRY UNIT CMU

CONNECTION CONNX

CONTINUOUS CONT

CONSTRUCTION CONSTR

CONSTRUCTION JOINT CJ

CONTRACTOR CONTR

COORDINATE COORD

DEGREE DEG

DETAIL DTL

DEAD LOAD DL

DIAGONAL DIAG

DIAMETER DIA

DIMENSION DIM

DRAWING DWG

DOUBLE DBL

DOUBLE ANGLE 2L

DOWEL DWL

DOWN DN

EACH EA

EACH FACE EF

EACH WAY EW

ELEVATOR ELEV

EMBEDMENT EMBED

ENGINEER ENG

EQUAL EQ

EQUIPMENT EQUIP

EXHAUST FAN EXF

EXISTING EXIST (E)

EXPANSION JOINT EJ

EXTERIOR EXT

FABRICATOR, FABRICATE FAB

FACE OF FO

FACE TO FACE F TO F

FAR SIDE FS

FINISHED FLOOR FIN FLR

FLOOR FLR

FLOOR DRAIN FD

FOOT FT

FOOTING FTG

FOUNDATION FDN

FRAME FRM

GAGE OR GAUGE GA

GALVANIZED GALV

GENERAL GEN

GENERAL CONTRACTOR GC

GIRDER TRUSS GT

GRADER BEAM GB

HEADED STUDS HS

HEIGHT HT

HIGH HI

HIGH AND LOW HI & LO

HORIZONTAL HORIZ

INCH IN

INFORMATION INFO

INSIDE DIAMETER ID

INSIDE FACE IF

INTERIOR INT

INTERMEDIATE INTERM

JOINT JT

JOIST JST

KIPS (1000 LBS.) K

KIP PER LINEAR FOOT KLF

KIP PER SQUARE FLOOR KSF

KNOCKOUT PANEL K/O

PANEL

LIGHT WEIGHT LT WT

LIVE LOAD LL

LONGITUDINAL LONG

LONG LEG BACK TO BACK LLBB

LONG LEG HORIZONTAL LLH

LONG LEG VERTICAL LLV

LOW LO

MANUFACTURER MFR

MASONRY MAS

MATERIAL MATL

MAXIMUM MAX

MECHANICAL MECH

METAL MTL

MEZZANINE MEZZ

MIDDLE MID

MINIMUM MIN

MISCELLANEOUS MISC

MOMENT CONNECTION MC

NEAR SIDE NS

NOMINAL NOM

NORMAL WEIGHT N WT

NOT APPLICABLE NA

NOT IN CONTRACT NIC

NOT TO SCALE NTS

NUMBER NO, #

ON CENTER OC

OPENING OPNG

OPPOSITE OPP

OPPOSITE HAND OH

ORIGINAL ORIG

OUTSIDE FACE OF

OUTSIDE DIAMETER DD

PARALLEL PARAL

PAVEMENT PVMT

PERIMETER PERIM

PERPENDICULAR PERP

PLATE PL

POST-TENSION PT

POUNDS LBS

POUNDS PER CUBIC FOOT PCF

POUNDS PER SQUARE INCH PSI

PRECAST CONCRETE PC

COMPRESSIBLE JOINT FILLER CJF

PROJECTION PROJ

QUANTITY QTY

RADIUS R

RECOMMENDATIONS REC

REFER/REFERENCE REF

REINFORCED

CONCRETE PIPE RCP

REINFORCED, REINFORCING REINF

REQUIRED REQD

REQUIREMENT REQT

ROOF DRAIN RD

ROOF TOP UNIT RTU

SCHEDULE SCHED

SECTION SECT

SHEET SHT

SHORT LEG BACK TO BACK SLBB

SIMILAR SIM

SLAB ON GRADE SOG

SPACE SP

SPECIFICATION SPEC

SQUARE SQ

SQUARE FOOT/FEET SF

STAINLESS STEEL SS

STANDARD STD

STEEL STL

STEEL STUD MFR. ASSOC. SSMA

STIFFENER STIFF

STRAIGHT STR

STIRRUPS STIRR

STRUCTURAL STRUCT

SUPPORT SUPT

SYMMETRICAL SYM

TEMPERATURE TEMP

THICK THK

THREADED ROD TH RD

TONGUE AND GROOVE T&G

TOP AND BOTTOM T&B

TOP OF T/O

TOTAL LOAD TL

TRANSVERSE TRANS

TYPICAL TYP

UNLESS NOTED OTHERWISE UNO

VERTICAL VERT

WATERSTOP WS

WEIGHT WT

WELDER WIRE FABRIC WWF

WIDE FLANGE BEAM WF

WITH W/

WITHOUT W/O

WORK POINT WP

Architect of Record:

ADG

800 SW ADAMS STREET, SUITE 101

PEORIA, IL 61602

R e vi si o n s

P - 309.672.6948

Discipline:Discipline:Discipline:

P - P - P -

Discipline:

P -

PROJECT NO.

DATE

DRAWN BY

STATUS

Discipline: Owner Consultant

QSC SERVICES, LLC

PMB #69

545 BRENT LN. PENSACOLA, FL

P - 309.231.8272

OWNER ID:

Design and Construction Administration Division

ESCAMBIA COUNTY, FL

100 E. BLOUNT ST. PENSACOLA, FL 32501

ESCAMBIA COUNTY AREA TRANSIT - FACILITY:

05 - FUEL STATION BUILDING

2 CLARINDA LN

PENSACOLA, FLORIDA, 32505 S000STRUCTURAL ABBREVIATIONS AND LEGEND

MEP COMPANY NAME

KEDbluestone, PEORIA, IL 61602

707 NE JEFFERSON AVE

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.259.5957

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, STE 1170

DALLAS, TX 75243

214.749.0333

BID PACKAGE #2 - NOT FOR CONSTRUCTION

10/22/2026

RLG

DESIGN DATA

1. THE DESIGN OF THE STRUCTURE AND PARTS THEREOF IS IN ACCORDANCE WITH THE 8TH EDITION OF FLORIDA BUILDING

CODE, AS AMENDED AND ADOPTED BY ESCAMBIA COUNTY.

2. ROOF LIVE LOADS:

AREA UNIFORM SPECIAL COMMENTS

ROOF, GENERAL

LIVE LOAD REDUCTION

20 psf -

ROOF, EQUIP LOADS SEE ROOF PLAN

3. SNOW LOADS: NOT APPLICABLE PER FBC

FACTORED COMPONENTS AND CLADDING WALL LOADS

POSITIVE PRESSURE (psf) NEGATIVE PRESSURE (psf)

AREA (SQ FT)

LESS THAN 10

GREATER THAN 500

INTERIOR & CORNER ZONE INTERIOR ZONE CORNER ZONE

47 -52

-46

-41

-38 -37

-44

-54

-47

CORNER ZONE IS A DISTANCE OF 3'-0" FROM WALL CORNERS

LINEAR INTERPOLATE FOR LOADS BETWEEN SPECIFIED AREAS

5. SEISMIC DESIGN DATA: NOT APPLICABLE PER FBC

6. FLOOD DESIGN DATA:

THIS PROJECT IS NOT LOCATED WITHIN A FLOOD HAZARD AREA

7. SPECIAL LOADS:

VEHICULAR BARRIERS

AREA

AWNINGS & CANOPIES

UNIFORM

20 psf

6.0 ksf

CONCENTRATED

300 lbs.

IMPACT SECTION OF CODE

FBC 1607.9

FBC 1607.13.4

8. ROOF RAIN LOAD DATA:

RAIN INTENSITY (15-DURATION)

4.9 in/hr

FACTORED COMPONENTS AND CLADDING ROOF LOADS

POSITIVE PRESSURE (psf) NEGATIVE PRESSURE (psf)

AREA (SQ FT)

LESS THAN 10

GREATER THAN 500

PERIMETER ZONE, "B" IS A DISTANCE OF 17'-6" FROM EDGE OF BUILDING

CORNER ZONE, "C" IS A DISTANCE OF 6'-0" FROM EDGE OF BUILDING

ZONE 2 ZONE 3 ZONE 2

-119

-92

-83

-73

ZONE 3

-166

-111

-94

-73

LINEAR INTERPOLATE FOR LOADS BETWEEN SPECIFIED AREAS

3 3

B

C

ROOF WIND LOAD LAYOUT

YES, PER FBC 1607.14

RAIN INTENSITY (60-DURATION)

9.12 in/hr

4. WIND DESIGN DATA:

ASD WIND SPEED Vasd 121 mph

RISK CATEGORY

BASIC WIND SPEED (3 SECOND GUST)

WIND EXPOSURE

INTERNAL PRESSURE COEFFICIENT

COMPONENTS AND CLADDING

156 mph

+/- 0.00

PER ASCE 7-22

N/A

N/A

TORNADO SPEED, Vt

EFFECTIVE PLAN AREA

II

C

1. PROJECT SPECIFICATIONS ARE A PART OF THE CONTRACT DOCUMENTS. CONTRACTOR SHALL REVIEW THE SPECIFICATIONS AND NOTIFY ARCHITECT OF DISCREPANCIES BEFORE PROCEEDING WITH WORK.

2. STRUCTURAL DRAWINGS ARE AN INTEGRAL COMPONENT TO THE CONTRACT DOCUMENTS. CONTRACTOR SHALL

REVIEW AND COORDINATE ACCORDINGLY.

A. PRIOR TO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS, CONTRACTOR SHALL COMPARE

STRUCTURAL DIMENSIONS AND SECTIONS WITH ARCHITECTURAL DIMENSIONS AND SECTIONS.

DISCREPANCIES ARE TO BE REPORTED IN WRITING TO THE ARCHITECT.

B. PRINCIPAL OPENINGS ARE SHOWN ON THESE DRAWINGS. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR OTHER OPENINGS NOT SHOWN.

C. REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS AND LOCATIONS OF SLAB DEPRESSIONS AND

CURBS NOT SHOWN. PROVIDE POSITIVE SLOPE TO ALL DRAINS.

D. CONTRACTOR SHALL COORDINATE PENETRATIONS, SLEEVES, CURBS, AND INSERTS REQUIRED FOR THE

CONTRACT DOCUMENTS.

E. CONTRACTOR SHALL VERIFY SIZE, WEIGHT, LOCATION, AND SUPPORT CONDITIONS OF MECHANICAL

EQUIPMENT SUPPORTED ON OR SUSPENDED FROM THE ROOF OR FLOORS.

F. CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ADJACENT STRUCTURES AND UTILITIES.

G. CONTRACTOR SHALL NOTIFY IN WRITING THE ARCHITECT & ENGINEER OF ANY DISCREPANCIES BEFORE

PROCEEDING WITH WORK.

3. TEMPORARY SHORING AND BRACING DURING CONSTRUCTION

A. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING OF COMPONENTS DURING CONSTRUCTION TO MEET

REGULATORY REQUIREMENTS FOR SAFETY.

B. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING OF WALLS AND GRADE BEAMS DURING

CONSTRUCTION. SHORE WALLS AND GRADE BEAMS DURING THE BACKFILLING AND COMPACTION PROCESS.

C. CONTRACTOR SHALL PROVIDE NECESSARY TEMPORARY BRACING AND SHORING DURING CONSTRUCTION

UNTIL STRUCTURAL FRAMING AND DIAPHRAGMS ARE COMPLETED. TEMPORARY BRACING SHALL BE

DESIGNED UNDER THE SUPERVISION OF A LICENSED ENGINEER.

4. SELECTION OF CONSTRUCTION MEANS, METHODS, TECHNIQUES, AND PROCEDURES, AS WELL AS SAFETY PRECAUTIONS AND PROGRAMS, ARE SOLELY THE CONTRACTOR’S RESPONSIBILITIES. AS SUCH, CONSTRUCTION ENGINEERING AND DESIGN RESULTING FROM THESE SELECTIONS IS THE RESPONSIBILITY OF THE CONTRACTOR.

A. EXAMPLES INCLUDE, BUT ARE NOT LIMITED TO, ENGINEERING OF SHORING AND SCAFFOLDING SYSTEMS;

LOAD CHECKS AND STRUCTURAL MODIFICATIONS FOR STORAGE, STAGING, AND CONSTRUCTION

EQUIPMENT LOADING; MEANS OF EGRESS FOR HEAVY EQUIPMENT; CRANE SELECTION, LOCATION, SUPPORT

AND BRACING; TEMPORARY HOISTS, LIFTS AND PLATFORMS.

B. CONTRACTOR SHALL ENSURE THAT APPROPRIATE ENGINEERING IS PERFORMED BY A LICENSED ENGINEER FOR THE WORK, CONSULTED WITH ON FIELD MODIFICATIONS, SPECIFY APPROPRIATE LEVELS OF

INSPECTION OF THE WORK, AND TO REVIEW INSPECTION REPORTS.

C. CONSTRUCTION ENGINEERING FEES HAVE NOT BEEN INCLUDED IN THE BASE FEE TO THE

OWNER/ARCHITECT. IF REQUESTED, THE EOR MAY CONSIDER PERFORMING THESE SERVICES AS AN

ADDITIONAL SERVICE PAID BY THE CONTRACTOR.

5. PRE-CONSTRUCTION MEETINGS SHALL BE CONDUCTED TO DISCUSS SUBGRADE PREPARATION, FOUNDATION CONSTRUCTION, WALL BACKFILL, VOID FORM SYSTEMS, CONCRETE FORMING & PLACING, AND TESTING &

INSPECTION REQUIREMENTS.

6. CONTRACTOR SHALL COMPLY WITH REQUIREMENTS AS LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS.

GENERAL NOTES

1. DEFERRED SUBMITTALS ARE PORTIONS OF THE OVERALL DESIGN WHICH ARE NOT SUBMITTED AT TIME OF PERMIT

APPLICATION AND ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL.

2. DEFERRED SUBMITTALS WILL BE REVIEWED FOR THE LIMITED PURPOSE OF CHECKING FOR CONFORMANCE WITH INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. SUBMITTAL REVIEW WILL NOT BE CONDUCTED FOR THE PURPOSE OF DETERMINING THE ACCURACY AND COMPLETENESS OF OTHER DETAILED INFORMATION SUCH AS DIMENSIONS AND QUANTITIES, OR FOR SUBSTANTIATING INSTRUCTIONS FOR INSTALLATION OR SYSTEMS DESIGNED

BY THE CONTRACTOR WHICH REMAINS THE RESPONSIBILITY OF THE CONTRACTOR.

REVIEW SHALL NOT CONSTITUTE APPROVAL OF SAFETY PRECAUTIONS OR OF ANY CONSTRUCTION MEANS, METHODS, SEQUENCES OR PROCEDURES.

APPROVAL OF A SPECIFIC ITEM SHALL NOT INDICATE APPROVAL OF AN ASSEMBLY OF WHICH THE ITEM IS A

COMPONENT.

3. FOLLOWING DEFERRED SUBMITTALS ARE TO BE PROVIDED FOR REVIEW:

A. CONCRETE FORMWORK / RETENTION SYSTEMS

B. PRE-ENGINEERED CANOPIES

SUPPLIER’S ENGINEERS SHALL PROVIDE SIGNED AND SEALED CALCULATIONS WITH THE SUBMITTAL FOR REVIEW.

REVIEW WILL BE LIMITED TO CONFORMANCE WITH DESIGN AND PERFORMANCE CRITERIA SPECIFIED IN THE CONSTRUCTION DOCUMENTS AND THE INTERFACE BETWEEN THESE ITEMS/SYSTEMS AND THE BUILDING STRUCTURE. THE MANUFACTURER/SUPPLIER AND ITS SPECIALTY STRUCTURAL ENGINEER REMAIN RESPONSIBLE FOR THE DESIGN OF THE ITEM/SYSTEM WILL RETAIN ALL RIGHTS AND RESPONSIBILITIES FOR THE DESIGN OF THE

PRODUCT AND THE CONNECTIONS TO THE BUILDING STRUCTURE.

NO WORK ON STRUCTURAL ELEMENTS SUPPORTING OR RELATED TO THESE ITEMS IS TO PROCEED UNLESS THE REVIEW STAMP CLEARLY INDICATES "REVIEWED" OR "REVIEWED, SEE COMMENTS" BY THE ENGINEER.

4. FOLLOWING SHOP DRAWINGS ARE TO BE PROVIDED FOR APPROVAL:

A. CONCRETE MIXES

B. REINFORCING STEEL

SHOP DRAWINGS ARE TO BE DISTRIBUTED ONLY FROM RETURNED SUBMITTALS BEARING AN INITIALED REVIEW STAMP AND WORK ON THESE ITEMS SHALL NOT PROCEED UNLESS THE STAMP CLEARLY INDICATES THE DRAWINGS

ARE "APPROVED" OR "APPROVED AS NOTED."

5. CONCRETE IS A MATERIAL DESIGNED BY THE SUPPLIER TO MEET THE STRENGTH AND PERFORMANCE CRITERIA SPECIFIED IN THE CONTRACT DOCUMENTS. CONCRETE MIX DESIGNS SHALL BE IN CONFORMANCE WITH ACI 318.

SUBMIT MIX DESIGNS AND THE TESTING LAB REVIEW TO THE ARCHITECT/ENGINEER FOR REVIEW.

MANY VARIABLES, INCLUDING ENVIRONMENTAL CONDITIONS AFFECT THE QUALITY OF CONCRETE. THE CONTRACTOR IS RESPONSIBLE FOR CONTROLLING VARIABLES AND REQUESTING MIX MODIFICATIONS AND SHALL BE

SOLELY RESPONSIBLE FOR THE QUALITY OF CONCRETE DELIVERED AND PLACED ON THE SITE.

6. BEFORE SUBMISSION FOR REVIEW, GENERAL CONTRACTOR SHALL PRE-CHECK SUBMITTALS. SUBMITTALS MUST BEAR AN INITIALED REVIEW STAMP OF THE GENERAL CONTRACTOR. SUBMITTALS WITHOUT REVIEW STAMPS WILL

BE RETURNED WITHOUT REVIEW AND SHALL NOT BE CAUSE FOR CLAIMS OF DELAY.

7. SCHEDULE SUBMITTALS SUFFICIENTLY IN ADVANCE OF THE DATE REQUIRED TO ALLOW REASONABLE TIME FOR PROCESSING AND REVIEW BY THE DESIGN TEAM. THIS SHALL INCLUDE A MINIMUM OF TEN WORKING DAYS FOR ENGINEER'S PROCESSING AND REVIEW. INCLUDE TIME FOR CONTRACTOR’S RESUBMISSION AND SUBSEQUENT

REVIEW IF NECESSARY.

SHORTER REVIEW PERIODS WILL ONLY BE HONORED WITH PRIOR WRITTEN CONSENT. THESE ACCELERATED SERVICES, AND APPROPRIATE COMPENSATION, MUST BE NEGOTIATED WITH THE ENGINEER AND ARCHITECT IN

ADVANCE.

TEN DAY REVIEW PERIODS CAN NOT BE HONORED WHEN LARGE QUANTITIES OF SHOP DRAWINGS ARE SUBMITTED AT ONE TIME. WHEN THIS HAPPENS, THE CONTRACTOR SHALL SUBMIT AN ITEMIZED LIST INDICATING PRIORITIES AND

REASONABLE RETURN DATES.

REVIEW OF RESUBMITTALS WILL BE LIMITED TO ONLY EARLIER COMMENTS AND IS NOT AN EXTENSIVE REVIEW.

8. USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS, INCLUDING THE USE OF ELECTRONIC FILES, BY ANY CONTRACTOR IN LIEU OF THE INDEPENDENT PREPARATION OF SHOP DRAWINGS, SIGNIFIES THEIR ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON.

9. STRUCTURAL FRAMING WAS BASED ON PRE-BID MEP EQUIPMENT AND INITIAL ELEVATOR INFORMATION.

MODIFICATIONS MAY BE NECESSARY IF DIFFERENT EQUIPMENT IS SELECTED OR IF DIFFERENT CRITERIA ARE REQUIRED. BASED ON THE EXTENT OF THE CHANGES, ADDITIONAL SERVICES FOR STRUCTURAL REDESIGN MAY BE REQUIRED. GENERAL CONTRACTOR SHALL INCLUDE A CONTINGENCY FOR THIS REVISED DESIGN AND CONSTRUCTION WORK. COSTS OF THE DESIGN AND CONSTRUCTION REVISIONS SHALL BE BORNE BY THE

CONTRACTOR.

GENERAL CONTRACTOR TO SUBMIT FINAL WEIGHTS AND CUT-SHEETS FOR REVIEW AND APPROVAL IF EQUIPMENT

DIFFERS FROM WHAT IS SHOWN ON THE CONSTRUCTION DOCUMENTS.

DEFERRED SUBMITTALS NOTES

1. FOUNDATION DESIGN AND SUBSURFACE INFORMATION IS BASED ON GEOTECHNICAL REPORT #26-162 PREPARED FOR THIS PROJECT BY LARRY M JACOBS & ASSOCIATES, INC AND DATED MAY 1, 2026 & EMAIL RESPONSE DATED

SEPTEMBER 1, 2026.

2. GEOTECHNICAL ENGINEER OF RECORD (GER) IS SOLELY RESPONSIBLE FOR ESTABLISHING FOUNDATION, SLAB-ON- GRADE AND PAVEMENT DESIGN CRITERIA, AND FOR THE CONSTRUCTION RECOMMENDATIONS FOR EXCAVATION, SUBGRADE PREPARATION, BACKFILLING AND COMPACTION.

3. GEOTECHNICAL INFORMATION INDICATED IN THE STRUCTURAL CONSTRUCTION DOCUMENTS IS INTENDED TO REPLICATE THE RECOMMENDATIONS STATED IN THE GEOTECHNICAL ENGINEERING REPORT. PRESENTATION OF THIS INFORMATION IN THE STRUCTURAL DOCUMENTS DOES NOT DEMONSTRATE, STATE OR IMPLY GEOTECHNICAL EXPERTISE BY THE STRUCTURAL ENGINEER. CONTRACTOR SHALL OBTAIN A COPY OF THE REPORT AND COMPLY

WITH THE RECOMMENDATIONS INDICATED THEREIN.

4. IF DISCREPANCIES BETWEEN THE REPORT AND CONSTRUCTION DOCUMENTS ARE DISCOVERED, THE REPORT SHALL GOVERN. ALL CLARIFICATIONS AND INTERPRETATIONS OF THE REPORT SHALL BE MADE BY THE GER AND

REPORTED TO THE ARCHITECT FOR COORDINATION WITH THE DESIGN TEAM.

GEOTECHNICAL INFORMATION

1. BEARING STRATA SHOWN ON THE DETAILS IS NATIVE SOILS. PREPARE FOUNDATION BEARING MATERIAL PER THE

GEOTECHNICAL ENGINEER'S RECOMMENDATIONS.

2. FOUNDATION ALLOWABLE DESIGN SOIL VALUES:

CONTINUOUS FOOTING BEARING - 1.5ksf * ISOLATED FOOTING BEARING - 1.5ksf *

SOIL SLIDING RESISTANCE (NATIVE SOIL) 0.5

* IF CONTINUOUS FOOTING OR ISOLATED FOOTING WIDTH EXCESS 3FT IN DIMENSION, THE SOIL BENEATH FOOTING

SHALL HAVE ADDITIONAL 2FT OF SOIL COMPACTION PER GEOTECHNICAL REPORT.

RETAINING WALL DESIGN VALUES

SOIL DENSITY Yd- 95PCF (VERY LOOSE SLIGHTLY SILTY SAND) AT REST Ka- 0.4xYd PASSIVE PRESSURE Kp- 2.5XYd

3. ALL FOOTING EXCAVATIONS SHALL BE CLEANED TO REMOVE ALL LOOSE SOIL MATERIAL AND OTHER DEBRIS AND

SHOULD NOT BE ALLOWED TO DESICCATE PRIOR TO PLACEMENT OF CONCRETE.

4. CONCRETE FOR FOUNDATIONS SHALL BE FORMED ON THE SIDES (EARTH FORMED FOUNDATIONS WILL NOT BE

ALLOWED). PROPERLY PLACE AND COMPACT FILL MATERIAL AROUND SIDES OF FOOTINGS.

5. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE TESTING AGENCY.

SHALLOW FOUNDATION NOTES

1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318- PER GOVERNING BUILDING CODE.

2. CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND GRAVEL OR CRUSHED STONE AGGREGATES AND THE DESIGNATED COMPRESSIVE STRENGTH IN 28 DAYS UNLESS NOTED OTHERWISE. NORMAL WEIGHT AGGREGATES

SHALL CONFORM TO ASTM C33.

FOOTING -------------------------------------------------------------- f'c = 4,000 psi ALL OTHER CONCRETE ---------------------------------------- f'c = 4,000 psi

3. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS:

REFER TO ACI 318 - SECTION 7.7 FOR CONDITIONS NOT NOTED.

FOOTINGS ------------------------------------------------ 3"

WALL ------------------------------------------------------- 2"

4. MAXIMUM NOMINAL COARSE AGGREGATE SIZE SHALL BE 1 1/2" MAX FOR PIERS AND 1" MAX TYPICAL UNLESS NOTED

OTHERWISE.

5. CONCRETE SLUMPS SHALL BE AS FOLLOWS:

CONCRETE CONTAINING HRWR------ 10" MAX

ALL OTHER CONCRETE ---------------- 5" MAX, 2" MIN

6. CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED AS FOLLOWS:

3/4" NOMINAL AGGREGATE SIZE 4% TO 8%

1" NOMINAL AGGREGATE SIZE 3.5% TO 6.5%

1 1/2" NOMINAL AGGREGATE SIZE 3% TO 6%

7. ALL CAST IN PLACE WALLS AND CONTINUOUS FOOTINGS SHALL BE FORMED ON SIDES. ALL ELEMENTS OF THE FORMS, FORMWORK, BRACING AND SHORING SHALL CONSIST OF WOOD, METAL OR OTHER MANUFACTURED PRODUCTS AS SPECIFIED. EARTH MAY NOT BE USED AS A FORM, EITHER DIRECTLY OR INDIRECTLY. NEITHER

EARTH TRENCHES NOR EARTH TRENCHES LINED WITH ANOTHER MATERIAL ARE ACCEPTABLE.

8. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS. ALL CONSTRUCTION JOINTS SHALL BE MADE IN THE CENTER OF SPANS WITH VERTICAL BULK HEADS. THE LOCATION OF CONSTRUCTION JOINTS SHALL

BE APPROVED BY THE STRUCTURAL ENGINEER.

9. UNLESS OTHERWISE NOTED OR DETAILED, PROVIDE (2)#5, (1) EACH FACE AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO SIDES OF OPENINGS AND EXTEND 24 INCHES

BEYOND CORNERS.

10. PROVIDE EQUIPMENT BASES AND SUPPORTS AS REQUIRED, COMPLYING WITH APPROVED MANUFACTURERS

CERTIFIED SHOP DRAWINGS AND DETAILS.

11. SIZE AND LOCATION OF BASES AND EMBEDDED ANCHORS FOR EQUIPMENT SHALL BE COORDINATED WITH

EQUIPMENT SUPPLIER AND ALL BE IN ACCORDANCE WITH APPROVED SHOP DRAWINGS.

12. NO ALUMINUM OF ANY TYPE SHALL BE ALLOWED IN THE CONCRETE WORK, UNLESS COATED AND APPROVED BY

THE ENGINEER OR RECORD.

CONCRETE NOTES

1. ALL REINFORCING STEEL SHALL BE NEW DEFORMED BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.

2. DETAILING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE ACI DETAILING MANUAL.

3. REINFORCING BARS MAY BE SPLICED ONLY AS SHOWN ON THE DRAWINGS EXCEPT THAT REINFORCING DESIGNATED AS "CONTINUOUS" MAY BE CONTACT LAP SPLICED WITH TENSION LAP PER ACI 318 CHAPTER 25.

4. FOR CONTINUOUS FOOTING REINFORCING, PER FOOTINGS REINFORCEMENT LAP SPLICES SCHEDULED ON S110.

5. PROVIDE CORNERS BARS OF SAME SIZE AND QUANTITY AS CONTINUOUS TOP AND BOTTOM REINFORCING OF

GRADE BEAMS AT ALL GRADE BEAM CORNERS AND INTERSECTIONS.

REINFORCING STEEL NOTES

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REINFORCING OR POST-TENSIONING.

2. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

3. POST-INSTALLED ANCHORS INCLUDE EXPANSION ANCHORS, UNDERCUT ANCHORS AND ADHESIVE ANCHORS.

ADHESIVE ANCHORS SHALL CONSIST OF A STRUCTURAL ADHESIVE AND STEEL INSERT. STEEL INSERTS SHALL BE EITHER ASTM F1554, GRADE 36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL UNLESS NOTED OTHERWISE ON THE DRAWINGS. PROVIDE, STORE AND INSTALL PRODUCTS IN STRICT CONFORMANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

4. EXPANSION ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193. EXPANSION ANCHORS SHALL BE EITHER HILTI KWIK BOLT TZ ANCHORS OR SIMPSON STRONG-TIE STRONG-BOLT 2 ANCHORS, UNLESS NOTED OTHERWISE ON DRAWINGS. EXPANSION ANCHORS SHALL BE 3/4" DIAMETER WITH 4 3/4" EMBEDMENT UNLESS NOTED OTHERWISE

ON THE DRAWINGS.

5. EXPANSION ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01. EXPANSION ANCHORS IN CMU SHALL BE EITHER HILTI KWIK

BOLT 3 ANCHORS OR SIMPSON STRONG-TIE WEDGE-ALL ANCHORS.

6. UNDERCUT ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193. UNDERCUT ANCHORS SHALL BE EITHER HILTI HDA ANCHORS OR SIMPSON STRONG-TIE TORQ-CUT ANCHORS, UNLESS NOTED OTHERWISE ON DRAWINGS.

7. STRUCTURAL ADHESIVES FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308. STRUCTURAL ADHESIVES SHALL BE HILTI HIT-RE 500-SD EPOXY, HILTI HIT-HY 200-A ADHESIVE, SIMPSON STRONG-TIE SET-XP ADHESIVE OR SIMPSON STRONG- TIE AT-XP ADHESIVE UNLESS NOTED OTHERWISE ON THE DRAWINGS. REFER TO DRAWINGS FOR SIZE AND EMBEDMENT REQUIREMENTS. ALL THREADED RODS USED IN EXTERIOR EXPOSURES SHALL BE GALVANIZED.

8. THE FOLLOWING PARAMETERS HAVE BEEN USED IN THE DESIGN OF ALL ADHESIVE ANCHORS UNLESS NOTED

OTHERWISE ON THE DRAWINGS:

A. MINIMUM AGE OF CONCRETE – 28 DAYS

B. CONCRETE TEMPERATURE RANGE FOR ANCHORS NOT EXPOSED TO THE ENVIRONMENT – MAXIMUM SHORT

TERM TEMPERATURE OF 104°F; MAXIMUM LONG TERM TEMPERATURE OF 75°F.

C. CONCRETE TEMPERATURE RANGE FOR ANCHORS EXPOSED TO THE ENVIRONMENT – MAXIMUM SHORT TERM

TEMPERATURE OF 150°F; MAXIMUM LONG TERM TEMPERATURE OF 110°F.

D. MOISTURE CONDITION OF CONCRETE AT THE TIME OF INSTALLATION – DRY CONCRETE

E. HOLE DRILLING AND PREPARATION – PER THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS

9. ANCHOR CAPACITY IS DEPENDANT UPON THE SPACING BETWEEN ADJACENT ANCHORS AND THE PROXIMITY OF ANCHORS TO THE EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH THE SPACING AND EDGE

CLEARANCES INDICATED ON THE DRAWINGS.

10. PRIOR TO PLACEMENT, THE CONTRACTOR SHALL HAVE THE MANUFACTURER’S TECHNICAL REPRESENTATIVE VISIT THE SITE TO INSTRUCT THE CONSTRUCTION TEAM AND TESTING LAB ON PROPER STORAGE AND INSTALLATION TECHNIQUES. THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE MANUFACTURER’S REPRESENTATIVE

STATING THAT SUCH A VISIT WAS CONDUCTED.

11. ALL EXPANSION ANCHORS SHALL BE INSPECTED BY AN INDEPENDENT TESTING LAB FOR THE FOLLOWING:

A. CORRECT LOCATION AND POSITION OF HOLE.

B. CORRECT HOLE DIAMETER

C. CORRECT EMBEDMENT DEPTH.

D. CORRECT BOLT TYPE AND FINISH.

E. CONDITION OF HOLE IN CONNECTION MATERIAL (NO BURNING OF HOLES ALLOWED).

F. SNUG TIGHT FIT.

12. ADHESIVE ANCHORS SHALL BE INSPECTED AND TESTED BY AN INDEPENDENT TESTING LAB AS FOLLOWS:

ALL ANCHORS SHALL BE INSPECTED FOR THE FOLLOWING:

A. CORRECT LOCATION AND POSITION OF HOLE.

B. CORRECT THREADED ROD OR REINFORCING BAR SIZE.

C. CORRECT THREADED ROD OR REINFORCING BAR TYPE AND FINISH.

D. CONDITION OF HOLE IN CONNECTION MATERIAL (NO BURNING OF HOLES ALLOWED).

E. SNUG TIGHT FIT.

F. CORRECT EMBEDMENT DEPTH.

G. HOLE PREPARATION (INCLUDING DRILL BIT TYPE WHERE CRITICAL TO MANUFACTURER) AND CLEANOUTS

PER MANUFACTURER'S RECOMMENDATIONS.

H. ADHESIVE TYPE, EXPIRATION DATE AND METHOD OF STORAGE.

I. ADHESIVE AND ANCHOR INSTALLATION PER MANUFACTURER’S RECOMMENDATIONS.

J. 10% OF EACH TYPE AND SIZE OF ANCHOR SHALL BE PROOF LOADED PER THE MANUFACTURER’S

RECOMMENDATIONS. IF 10% OF THE TESTED ANCHORS FAIL TO ACHIEVE THE SPECIFIED PROOF LOAD, ALL

ANCHORS OF THE SAME DIAMETER AND TYPE SHALL BE TESTED.

13. THE TESTING LAB SHALL PREPARE AN INSPECTION REPORT SPECIFICALLY INDICATING DEGREE OF CONFORMANCE

IN ALL CATEGORIES LISTED ABOVE.

POST-INSTALLED ANCHOR NOTES

1. ALL SUBGRADE SHALL BE PREPARED IN STRICT CONFORMANCE TO THE GEOTECHNICAL ENGINEER’S RECOMMENDATIONS. REFER TO THE GEOTECHNICAL REPORT, SUPPLEMENTARY LETTERS AND SPECIFICATIONS

FOR ADDITIONAL INFORMATION.

THE SUBGRADE SHALL BE IMPROVED TO REDUCE THE POTENTIAL FOR SUBGRADE MOVEMENT TO LESS THAN OF ONE INCH TOTAL SETTLEMENT & 1/2 INCH OF DIFFERENTIAL SETTLEMENT BY RE-COMPACTING IN-SITU SOIL AS

APPROVED BY GEOTECH ENGINEER.

THE FOLLOWING IS A SUMMARY OF THE INFORMATION CONTAINED IN THE GEOTECHNICAL ENGINEER’S

RECOMMENDATIONS:

A. THE BUILDING EXCAVATION AREA SHALL EXTEND BEYOND THE BUILDING LINE A MINIMUM OF 5 FEET IN GENERAL. AT ALL ENTRANCES AND AT AREAS WITH SIDEWALKS/PAVING DIRECTLY ADJACENT TO THE

BUILDING.

B. WITHIN THE BUILDING AREA, EXCAVATE AND REMOVE ALL FILL MATERIAL. REFER TO THE GEOTECHNICAL REPORT FOR APPROXIMATE DEPTHS OF FILL. THE TESTING LAB SHALL DETERMINE THROUGH FIELD

OBSERVATION AND TESTING THAT ALL UNACCEPTABLE FILLS HAVE BEEN REMOVED.

C. WITHIN THE BUILDING AREA, RE-COMPACT NATIVE SOIL OR IMPORTED FILL AS REQUIRED TO PROVIDE A COMPACTED MATERIAL BENEATH BUILDING AREA. FOOTING THAT HAVE A WIDTH GREATER THAN 3FT IN

WIDTH WILL REQUIRE ADDITIONAL 2FT OF SOIL COMPACTION BENEATH FOOTING.

D. SCARIFY EXPOSED NATIVE SOILS TO A DEPTH OF 12 INCHES FOR FOOTING LESS THAN 3FT IN WIDTH AND RECOMPACT TO A MINIMUM OF 95% OF MODIFIED PROCTOR (ASTM D1557) AT A MINIMUM OF +2 PERCENTAGE POINTS ABOVE THE OPTIMUM MOISTURE CONTENT FOR THE SOIL AS DIRECTED IN THE

GEOTECHNICAL REPORT.

K. SELECT FILL SHALL CONSIST OF A SLIGHTLY SILTY SAND OR SILTY/CLAYEY SAND. ALL SELECT FILL SHALL BE

APPROVED BY THE GEOTECHNICAL ENGINEER.

L. SPREAD THE SELECT FILL IN THIN LOOSE LIFTS NOT EXCEEDING 10 TO 12 INCHES THICK FOR SLIGHTLY SILTY SAND OR LIFTS NOT EXCEEDING 6 TO 8 INCHES THICK FOR SILTY/CLAYEY SAND AND UNIFORMLY COMPACT TO A MINIMUM OF 95% OF ASTM D1557 WITHIN +2 OR –2 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE

CONTENT FOR THE SOIL AS RECOMMENDED IN THE GEOTECHNICAL REPORT.

M. PLACE FIRST LIFT OF SELECT FILL WET OF OPTIMUM TO PREVENT DRYING OF THE UNDERLYING SUBGRADE.

N. PROTECT FILL TO PREVENT DESICCATION PRIOR TO PLACING A SUBSEQUENT LIFT.

2. CONTACT THE GEOTECHNICAL ENGINEER FOR ANY QUESTIONS REGARDING INTERPRETATION OR CLARIFICATION OF

THE ABOVE INFORMATION.

3. FOUNDATION AND SUBGRADE PREPARATION SHALL BE MONITORED AND TESTED BY THE SOILS ENGINEER. REFER

TO SPECIFICATIONS FOR QUALITY CONTROL REQUIREMENTS.

SUBGRADE PREPARATION

1. SEE PREFABRICATED CANOPY MANUFACTURER'S DRAWINGS FOR FOUNDATIONS, BASE PLATES & A.B., COLUMN, ROOF METAL DECK, PURLINS, AND FRAMING.

2. THE GENERAL CONTRACTOR SHALL PROVIDE AND SET ANCHOR BOLTS AND EMBED PLATES AS PER

PREFABRICATED CANOPY MANUFACTURER'S DRAWINGS.

3. THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS WITH PREFABRICATED CANOPY MANUFACTURER'S DRAWINGS AND REPORT ANY DISCREPANCY TO THE ENGINEER PRIOR TO FABRICATION OR INSTALLATION OF

STRUCTURAL MEMBERS.

4. PREMANUFACTURED CANOPY SHOP DRAWINGS (PLANS, DETAILS, CALCULATIONS) SHALL BEAR THE SEAL OF A

REGISTERED PROFESSIONAL ENGINEER, IN THE STATE OF THE PROJECT.

5. METAL BUILDING DESIGN LOADS SHALL BE AS FOLLOWS:

A. WIND: SEE GENERAL NOTES

LATERAL DEFLECTION LIMIT H/240

B. GRAVITY: ROOF LIVE LOAD: 20 psf REDUCIBLE PER CODE ROOF DEAD LOAD: STRUCTURE WEIGHT + 5 psf COLLATERAL +

MECHANICAL UNITS AS SHOWN.

DEFLECTION LIMITS: LL = L/360

TOTAL = L/240

PREMANUFACTURED CANOPY NOTES

Architect of Record:

ADG

800 SW ADAMS STREET, SUITE 101

PEORIA, IL 61602

R e vi si o n s

P - 309.672.6948

Discipline:Discipline:Discipline:

P - P - P -

Discipline:

P -

PROJECT NO.

DATE

DRAWN BY

STATUS

Discipline: Owner Consultant

QSC SERVICES, LLC

PMB #69

545 BRENT LN. PENSACOLA, FL

P - 309.231.8272

OWNER ID:

Design and Construction Administration Division

ESCAMBIA COUNTY, FL

100 E. BLOUNT ST. PENSACOLA, FL 32501

ESCAMBIA COUNTY AREA TRANSIT - FACILITY:

05 - FUEL STATION BUILDING

2 CLARINDA LN

PENSACOLA, FLORIDA, 32505 S001GENERAL NOTES

MEP COMPANY NAME

KEDbluestone, PEORIA, IL 61602

707 NE JEFFERSON AVE

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.259.5957

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, STE 1170

DALLAS, TX 75243

214.749.0333

BID PACKAGE #2 - NOT FOR CONSTRUCTION

ACI 318 CH.20,

25.2, 25.3, 26.6.1-26.6.3

- 032000, 3.02

032000, 3.02

ACI 318:17.8.2.4

X ACI 318: 17.8.2

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT

FOR PROPER APPLICATION TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES.

X

ACI 318:

26.4.7-26.4.9

1908.9 033000, 3.03

9. VERIFICATION OF IN-SITU CONCRETE STRENGTH,

PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR TO

REMOVAL OF SHORES AND FORMS FROM BEAMS

AND STRUCTURAL SLABS.

ACI 318:

Ch. 26.11.2

033000, 3.03;

033816, 3.04

10. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED

X ACI 318:26.10.1(b) - 031000, 3.05

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

1. SPECIAL INSPECTIONS AND VERIFICATIONS FOR CONCRETE CONSTRUCTION SHALL BE AS

REQUIRED IN THE FOLLOWING TABLE.

VERIFICATION AND INSPECTION

1. INSPECT REINFORCEMENT, AND VERIFY PLACEMENT.

2. REINFORCING BAR WELDING:

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

N O

T

A P

P L

IC

A

B L

E

REFERENCED

STANDARD

FBC

REFERENCE

PROJECT

SPECIFICATION

SECTION

X

a. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A706 X

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM

5/16"; AND X

c. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE ACI 318: 17.8.2 -X

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS

a. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS

X

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a

5. VERIFY USE OF REQUIRED DESIGN MIX X

ACI 318: CH. 19,

26.4.3, 26.4.4 1904.1, 1904.2 033000, 3.03

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE

THE TEMPERATURE OF THE CONCRETE

X

ASTM C172,

ASTM C31, ACI

318: 26.5, 26.12

- 033000, 3.03

X ACI 318: 26.5

1908.6, 1908.7, 1908.8

X -

AWS D1.4

ACI 318: 26.6.4

X

STATEMENT OF SPECIAL INSPECTIONS

1. INFORMATION ON THIS SHEET IS BEING SUBMITTED IN ACCORDANCE WITH THE SPECIAL INSPECTIONS PROVISIONS OF THE 8TH EDITION OF FLORIDA BUILDING CODE. THIS INFORMATION CONSTITUTES THE SCHEDULE OF SPECIAL

INSPECTIONS (SSI) REQUIRED FOR THIS PROJECT.

2. THE OWNER OR THE OWNER'S AUTHORIZED AGENT, OTHER THAN THE CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE

TYPES OF WORK LISTED HEREIN.

3. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION.

4. THE SPECIAL INSPECTOR SHALL FULFILL THE FOLLOWING REPORT REQUIREMENTS:

a. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS.

b. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE

OWNER, THE GENERAL CONTRACTOR, THE STRUCTURAL ENGINEER, AND THE ARCHITECT. IN

ADDITION, REPORTS RELATED TO GEOTECHNICAL ISSUES SHALL BE DISTRIBUTED TO THE

GEOTECHNICAL ENGINEER. WHEN TESTS OR INSPECTIONS INDICATE THAT THE WORK DOES NOT

COMPLY WITH THE CONSTRUCTION DOCUMENTS, THE SPECIAL INSPECTOR SHALL NOTIFY THE

OWNER, CONTRACTOR, ARCHITECT AND STRUCTURAL ENGINEER BY PHONE ON THE DAY OF THE

TEST OR INSPECTION AND SHALL FOLLOW THAT CALL WITH AN EXPEDITED WRITTEN REPORT WITHIN

ONE BUSINESS DAY. ALL OTHER REPORTS SHALL BE SUBMITTED WITHIN 5 BUSINESS DAYS OF

THE EVENT DOCUMENTED.

c. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS OR WAS NOT COMPLETED IN

CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS

d. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION.

e. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE WITHIN ONE BUSINESS DAY. A FINAL REPORT DOCUMENTING REQUIRED

SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS

SHALL BE SUBMITTED BY THE SPECIAL INSPECTOR AT A POINT IN TIME AGREED UPON BY THE PERMIT

APPLICANT AND THE BUILDING OFFICIAL PRIOR TO THE START OF WORK.

g. THE SPECIAL INSPECTOR'S FINAL REPORT SHALL IDENTIFY THE FOLLOWING:

1) THE MATERIALS, SYSTEMS, COMPONENTS, AND WORK REQUIRED TO HAVE SPECIAL

INSPECTION OR TESTING BY THE BUILDING OFFICIAL OR BY THE REGISTERED DESIGN

PROFESSIONAL RESPONSIBLE FOR EACH PORTION OF THE WORK.

2) THE TYPE AND EXTENT OF EACH SPECIAL INSPECTION.

3) THE TYPE AND EXTENT OF EACH TEST.

4) ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION OR TESTING FOR SEISMIC OR WIND

RESISTANCE AS SPECIFIED IN SECTIONS 1705.11, 1705.12 AND 1705.13.

i. WHERE SECTION 1705.12 OR 1705.13 SPECIFIES SPECIAL INSPECTION, TESTING OR

QUALIFICATION FOR SEISMIC RESISTANCE, THE STATEMENT OF SPECIAL INSPECTIONS

SHALL IDENTIFY THE DESIGNATED SEISMIC SYSTEMS AND SEISMIC FORCE-RESISTING

SYSTEMS THAT ARE SUBJECT TO SPECIAL INSPECTIONS OR TESTS.

ii. WHERE SECTION 1705.11 SPECIFIES SPECIAL INSPECTION FOR WIND REQUIREMENTS, THE STATEMENT OF SPECIAL INSPECTIONS SHALL IDENTIFY THE MAIN

WINDFORCE-RESISTING SYSTEMS AND WIND-RESISTING COMPONENTS SUBJECT TO

SPECIAL INSPECTIONS. THE REPORT SHALL BE SIGNED BY THE SPECIAL INSPECTOR

5. FOR EACH TYPE OF SPECIAL INSPECTION, IDENTIFICATION AS TO WHETHER IT WILL BE CONTINUOUS SPECIAL INSPECTION, PERIODIC SPECIAL INSPECTION OR PERFORMED IN ACCORDANCE WITH THE NOTATION USED IN THE

REFERENCED STANDARD WHERE THE INSPECTIONS ARE DEFINED.

6. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION ON QUANTITY, FREQUENCY AND DETAILED

INFORMATION ON TESTING, INSPECTION AND REPORTING.

7. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL CONDUCT A PRE-CONSTRUCTION MEETING TO

DISCUSS THE SPECIAL INSPECTION REQUIREMENTS WITH ALL INVOLVED PARTIES.

8. THE SPECIAL INSPECTIONS PROGRAM OUTLINED HEREIN, DOES NOT RELIEVE THE CONTRACTOR OR ANY OTHER ENTITY OF ANY CONTRACTUAL DUTIES, INCLUDING QUALITY CONTROL, QUALITY ASSURANCE, OR SAFETY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, AND JOB SITE SAFETY.

9. THE CONTRACTOR SHALL PAY FOR ENGINEERING SERVICES REQUIRED TO INVESTIGATE AND CORRECT WORK THAT

DOES NOT CONFORM TO THE PROJECT DOCUMENTS OR IS FOUND DEFICIENT OR DEFECTIVE.

PERMIT'S APPLICATION RESPONSIBILITIES

1. THE PERMIT APPLICANT SHALL SUBMIT THIS SHEET AS THE STATEMENT OF SPECIAL INSPECTIONS PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE AS A CONDITION

FOR PERMIT ISSUANCE.

2. THE PERMIT APPLICANT SHALL LIST BELOW THE INDIVIDUALS, APPROVED AGENCIES OR FIRMS

INTENDED TO BE RETAINED FOR CONDUCTING SUCH INSPECTIONS.

3. THE PERMIT APPLICANT SHALL OBTAIN ALL NECESSARY SIGNATURES INCLUDING CONTRACTOR

ACKNOWLEDGEMENT OF SPECIAL INSPECTION REQUIREMENTS.

Name or Firm Name

Name or Firm Name

Name or Firm Name

Name or Firm Name

Name or Firm Name

Name or Firm Name

a. SUBGRADE PREPARATION, DRAINAGE COURSES, WALL AND GRADE BEAM BACKFILL, DRILLED

PIERS, PILES, FOOTINGS AND OTHER

GEOTECHNICAL RELATED ELEMENTS.

b. CONCRETE

c. STRUCTURAL STEEL, STEEL JOISTS AND

JOIST GIRDERS,METAL DECK AND SPRAYED

ON FIREPROOFING

d. CMU

e. LIGHT GAUGE METAL FRAMING

f. WOOD

CONTRACTOR'S ACKNOWLEDGEMENT OF RESPONSIBILITY FOR

IMPLEMENTATION OF THE SPECIAL INSPECTIONS PLAN

1. AS PART OF THE SUBMITTAL FOR BUILDING PERMIT, THE GENERAL CONTRACTOR SHALL COMPLETE

THE FOLLOWING FORM AS A WRITTEN STATEMENT OF RESPONSIBILITY.

a. AS THE GENERAL CONTRACTOR, WE ARE AWARE OF THE REQUIREMENTS FOR SPECIAL

INSPECTIONS AS LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS.

b. AS GENERAL CONTRACTOR, WE ACKNOWLEDGE THAT CONTROL MUST BE EXERCISED BY

OUR ORGANIZATION TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS

APPROVED BY THE BUILDING OFFICIAL. WE ACKNOWLEDGE OUR RESPONSIBILITY TO

DISTRIBUTE UP TO DATE DOCUMENTS, INCLUDING PLANS, SPECIFICATIONS, ADDENDA,

CHANGE ORDERS, RESPONSES TO REQUESTS FOR INFORMATION, ARCHITECTURAL

SUPPLEMENTAL INSTRUCTIONS, SHOP DRAWINGS, ETC., TO ALL SUBCONTRACTORS AND

TO THE SPECIAL INSPECTORS. WE ACKNOWLEDGE OUR RESPONSIBILITY FOR CALLING THE

APPROPRIATE SPECIAL INSPECTORS AT APPROPRIATE TIMES TO FULFILL THE

REQUIREMENTS IN THE STATEMENT OF SPECIAL INSPECTIONS.

c. AS GENERAL CONTRACTOR, WE HAVE DEVELOPED PLANS AND PROCEDURES FOR EXERCISING

CONTROL WITHIN OUR ORGANIZATION, FOR THE METHOD AND FREQUENCY OF REPORTING

AND FOR THE DISTRIBUTION OF THE REPORTS.

d. THE FOLLOWING QUALIFIED INDIVIDUAL(S) WITHIN OUR FIRM WILL BE RESPONSIBLE FOR

CONTROLLING THE PLAN, PROCEDURES AND PROCESS OF THE SPECIAL INSPECTIONS PLAN:

Name

Name

Name

Name

Firm Name

Position within Firm

Position within Firm

Position within Firm

Position within Firm

2. THE GENERAL CONTRACTOR ACKNOWLEDGES OUR RESPONSIBILITIES AS STATED ABOVE.

Name Position within Firm Date

INSPECTION OF FABRICATORS

1. WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR

ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL

INSPECTIONS OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION.

2. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE THE FABRICATOR

MAINTAINS APPROVED DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES THAT

PROVIDE A BASIS FOR CONTROL OF THE WORKMANSHIP AND THE FABRICATOR'S ABILITY TO

CONFORM TO APPROVED CONSTRUCTION DOCUMENTS AND THIS CODE. APPROVAL SHALL BE

BASED UPON REVIEW OF FABRICATION AND QUALITY CONTROL PROCEDURES AND PERIODIC

INSPECTION OF FABRICATION PRACTICES BY THE BUILDING OFFICIAL.

3. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN

PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION

PRACTICES BY AN APPROVED AGENCY AT COMPLETION OF FABRICATION, THE APPROVED

FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR THE OWNER'S

AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AS SPECIFIED IN SECTION 1704.5

STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS

REQUIRED VERIFICATION AND INSPECTION OF SOILS

1. VERIFICATION OF SOILS AND SPECIAL INSPECTIONS FOR SUBGRADE SHALL BE AS REQUIRED IN

THE FOLLOWING TABLE.

2. THE GEOTECHNICAL ENGINEERING REPORT, AND THE CONSTRUCTION DOCUMENTS SHALL BE

USED TO DETERMINE COMPLIANCE.

3. REFER TO PROJECT SPECIFICATIONS FOR QUANTITY AND FREQUENCY OF INSPECTIONS AND TESTS.

VERIFICATION AND INSPECTION

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

N

P L

IC

A

B L

E

REFERENCED

STANDARD

FBC

REFERENCE

PROJECT

SPECIFICATION

SECTION

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS.

X

GEOTECHNICAL

ENGINEERING

REPORT 312303, 3.14

1705.6

DURING FILL PLACEMENT, VERIFY USE OF PROPER

MATERIALS IN ACCORDANCE WITH PROVISIONS OF THE

APPROVED GEOTECHNICAL REPORT. VERIFY DENSITY

AND LIFT THICKNESS DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

X

X

X

X

4.

REQUIRED VERIFICATION AND INSPECTION OF THE

UNDERSLAB DRAINAGE COURSE

1. VERIFICATION OF SOILS AND SPECIAL INSPECTIONS FOR THE UNDERSLAB DRAINAGE COURSE

SHALL BE AS REQUIRED IN THE FOLLOWING TABLE.

2. THE GEOTECHNICAL ENGINEERING REPORT, AND THE APPROVED CONSTRUCTION DOCUMENTS

PREPARED BY THE REGISTERED DESIGN PROFESSIONALS, SHALL BE USED TO DETERMINE

COMPLIANCE.

3. REFER TO PROJECT SPECIFICATIONS FOR QUANTITY AND FREQUENCY OF INSPECTIONS AND TESTS.

VERIFICATION AND INSPECTION

1. SITE PREPARATION: PRIOR TO PLACEMENT OF THE

DRAINAGE COURSE, THE SPECIAL INSPECTOR

SHALL DETERMINE THAT THE SUBGRADE HAS

BEEN PREPARED IN ACCORDANCE WITH THE

APPROVED SOILS REPORT.

2. DURING DRAINAGE COURSE PLACEMENT: DURING

PLACEMENT AND COMPACTION OF THE DRAINAGE

COURSE MATERIAL, THE SPECIAL INSPECTOR

SHALL DETERMINE THAT THE MATERIAL BEING

USED, THE MAXIMUM LIFT THICKNESS, THE

OVERALL DEPTH OF MATERIAL AND THE USE OF

FILTER FABRICS COMPLY WITH THE APPROVED

GEOTECHNICAL REPORT.

3. DURING INSTALLATION OF FILTER FABRICS,

DRAINAGE MATS AND OTHER GEOTEXTILE FABRICS,

THE SPECIAL INSPECTOR SHALL CONFIRM THAT THE

MATERIALS AND METHOD OF INSTALLATION COMPLY

WITH THE APPROVED GEOTECHNICAL REPORT AND

CONSTRUCTION DOCUMENTS.

4. EVALUATION OF IN-PLACE DENSITY: THE SPECIAL

INSPECTOR SHALL DETERMINE, AT THE APPROVED

FREQUENCY, THAT THE IN-PLACE DRY DENSITY OF

THE COMPACTED MATERIAL COMPLIES WITH THE

APPROVED REPORT.

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

N

P L

IC

A

B L

E

REFERENCED

STANDARD

FBC

REFERENCE

PROJECT

SPECIFICATION

SECTION

X

GEOTECHNICAL

ENGINEERING

REPORT

312303, 3.141705.6

X

X

X

REQUIRED SPECIAL INSPECTION AND TESTS OF METAL CANOPY SYSTEMS

1. INSTALLATION OF RAFTER/BEAM FLANGE

BRACES AND COLUMN FLANGE BRACES.

1. SPECIAL INSPECTION AND VERIFICATION FOR METAL CANOPY SYSTEMS SHALL BE AS REQUIRED

IN THE FOLLOWING TABLE.

VERIFICATION AND INSPECTION

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

N

P L

IC

A

B L

E

REFERENCED

STANDARD

FBC

REFERENCE

PROJECT

SPECIFICATION

SECTION

X

X

X

2. INSTALLATION OF PURLINS AND GIRTS,

INCLUDING SPECIFIED LAPPING.

3. PURLIN AND GIRTS

RESTRAINT/BRIDGING/BRACING.

4. INSTALLATION OF X-BRACING, TIGHTEN TO

REMOVE ANY SAG.

1705.2.6

X

Architect of Record:

ADG

800 SW ADAMS STREET, SUITE 101

PEORIA, IL 61602

R e vi si o n s

P - 309.672.6948

Discipline:Discipline:Discipline:

P - P - P -

Discipline:

P -

PROJECT NO.

DATE

DRAWN BY

STATUS

Discipline: Owner Consultant

QSC SERVICES, LLC

PMB #69

545 BRENT LN. PENSACOLA, FL

P - 309.231.8272

OWNER ID:

Design and Construction Administration Division

ESCAMBIA COUNTY, FL

100 E. BLOUNT ST. PENSACOLA, FL 32501

ESCAMBIA COUNTY AREA TRANSIT - FACILITY:

05 - FUEL STATION BUILDING

2 CLARINDA LN

PENSACOLA, FLORIDA, 32505 S002SPECIAL INSPECTIONS

MEP COMPANY NAME

KEDbluestone, PEORIA, IL 61602

707 NE JEFFERSON AVE

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL, EXPY #300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.259.5957

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, STE 1170

DALLAS, TX 75243

214.749.0333

BID PACKAGE #2 - NOT FOR CONSTRUCTION

BB

CC

DD

EE

FF

28'-0"

13'-6"

.3

A

A

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY ROOF

OUTLINE - SEE

CANOPY MFR FOR

FRAMING SIZES

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY ROOF

OUTLINE - SEE

CANOPY MFR FOR

FRAMING SIZES

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY COLUMN

PER CANOPY MFR

CANOPY SPREAD

FOOTING PER

CANOPY MFR

CANOPY COLUMN

PER CANOPY MFR

FUEL TANK BY OTHERS

FUEL TANK BY OTHERS

FUEL TANK BY OTHERS

1'-0"

6'-0"6'-0"

9 FT LONG CONCRETE

STEM WALL - SEE 02/S110

S110

3'-0"

C L R

C L R

.6

PLAN NOTES:

1. ALL ELEVATIONS ARE REFERENCED TO LEVEL 1 FINISHED FLOOR

EL = 100'-0" (87.81'). REFERENCE SITE PLAN FOR ABSOLUTE ELEVATIONS.

2. SEE S000 SERIES FOR ABBREVIATIONS, GENERAL NOTES, AND SPECIAL

3. THE CANOPY STRUCTURE AND FOUNDATION ARE DESIGNED BY CANOPY

MANUFACTURER. SEE AUSTIN MOHAWK AS THE BASIS OF DESIGN.

GC TO COORDINATE CANOPY DIMENSION WITH ARCHITECTURAL DRAWINGS.

INSPECTIONS.

4. GC TO COORDINATE FINISH GRADE ELEVATION OF SITE PAVING ELEVATION AT

EACH CANOPY COLUMN FROM CIVIL GRADING DRAWING WITH THE CANOPY

DESIGNER.

5. GC TO SHALL REFER TO CIVIL DRAWINGS TO LOCATE CANOPY STRUCTURE

AND FUEL TANK POSITION IN SITE.

DEVELOPMENT LENGTH SCHEDULE (INCHES)

GRADE

BAR

SIZE

MIN BAR SPACING

(INCHES)

TENSION COMPRESSION

f'c (PSI)

#5

#6

#7

#8

#9

#10

#11

1.625

1.750

1.875

2.000

2.250

2.500

2.750

#4 1.5000

NOTED AS Ld ON DRAWINGS

#3 171.375 f'c (PSI)

NOTED AS Ldh ON DRAWINGS f'c (PSI)

NOTED AS Dc ON DRAWINGS

[MAX OF db+1" OR 2db]

FOOTING/MAT REINFORCEMENT

LAP SPLICE LENGTH SCHEDULE (INCHES)

GRADE

BAR

SIZE

MIN BAR SPACING

(INCHES)

TENSION (LTS)

f'c = 3 KSI f'c = 4 KSI

#4

#5

#6

#7

#8

#9

1.875 33 25

2.000 41 31

2.250 49 37

2.625 71 54

3.000 81 62

3.375 91 70 f'c = 5 KSI

TOP BARS OTHER TOP BARS OTHER TOP BARS OTHER

f'c = 6 KSI

TOP BARS OTHER

f'c = 7 KSI

TOP BARS OTHER

f'c = 8.5 KSI

TOP BARS OTHER

#10 3.750 136 105

#11 4.125 151 116

38 29

47 36

56 43

81 63

93 72

105 81

157 121

175 134

29 23

36 28

44 34

63 49

72 56

81 63

122 94

135 104

27 21

33 26

40 31

58 45

66 51

74 57

111 86

124 95

25 19

31 24

37 28

54 41

61 47

69 53

103 79

114 88

22 17

28 22

33 26

49 38

55 43

63 48

94 72

104 80

LAP SPLICE NOTES:

1. TABULATED VALUES ARE PER ACI 318-19

REQUIREMENTS FOR NORMAN WEIGHT

CONCRETE. THE VALUES ON THIS SHEET DO NOT

APPLY TO LIGHTWEIGHT CONCRETE.

2. SEE TYPICAL DETAILS FOR CLEAR COVER.

3. MINIMUM BAR SPACING DIAGRAM - "S"

4. WHERE ACTUAL CONDITIONS DIFFER FROM THE

CLEAR COVER SHOWN ON THE TYPICAL DETAILS

OR DIFFER FROM PROVIDED SCHEDULED BAR

SIZE, MINIMUM SPACING AND/OR f'c, LENGTHS

SHALL BE ADJUSTED ONLY WITH THE APPROVAL

OF THE STRUCTURAL ENGINEER OF RECORD.

5. TABULATED VALUES ARE FOR NON-EPOXY

COATED REINFORCEMENT. FOR EPOXY COATED

REINFORCEMENT MULTIPLY VALUES BY 1.3 FOR

"TOP BARS" AND 1.5 FOR ALL OTHER REINFORCEMENT

6. WHERE BARS OF DIFFERENT SIZES ARE LAP

SPLICED IN TENSION. THE LAP LENGTH SHALL

BE THE TENSION LAP SPLICE LENGTH (LTS) OF

THE SMALLER BAR.

7. WHERE BARS OF DIFFERENT SIZES ARE LAP

SPLICED IN COMPRESSION, THE COMPRESSION

LAP LENGTH (LCS) SHALL BE THE LARGER OF THE

COMPRESSION DEVELOPMENT LENGTH (Dc) OF

THE LARGER BAR OR THE COMPRESSION LAP

SPLICE LENGTH OF THE SMALLER BAR.

8. "TOP BARS" ARE DEFINED PER ACI

HORIZONTAL REINFORCEMENT SO PLACED

THAT MORE THAN 12" OF FRESH CONCRETE IS

CAST IN THE MEMBER BELOW THE

DEVELOPMENT LENGTH OR SPLICE. "OTHER

BARS ARE ALL BARS FOR WHICH THIS DOES

NOT APPLY".

9. FOUNDATION WALL LAP SPLICES ARE BASED

ON A MINIMUM 1 1/2" CLEAR COVER. IF CLEAR

COVER IS REDUCED ON INTERIOR FACE, LAP

SPLICES MUST BE REVISED.

S

FIRST BAR

SECOND BAR PLACED

OR SPLICE BAR

S

1'-0"

TYP

2" CLR

T/FTG EL

97'-6"

T/WALL EL

101'-0"

SITE PAVING -

REF CIVIL

FUEL TANK BY OTHERS

℄ STEM WALL

AND FOOTING

1/2" EXPANSION JOINT

W/ BACKER ROD AND

SEALANT

10- #6 CONT

TOP & BOT

#6 @ 12" OC TOP & BOT

(SHORT DIRECTION) W/

STD ACI HOOKS

CONC STEM WALL REINF

W #5 @ 12" OC VERT EF

(STD ACI HOOK)

#5 CONT @ 12" OC EF

6'-0"

3/4" CHAMFER

#4 CAP BAR @ 48" OC

*GC TO COORDINATE FUEL TANK ATTACHMENT WITH STEM

WALL THICKNESS WITH EOR PRIOR TO FABRICATION OF REBAR.

LOCATE CL WITH

GC TO COORD

DIMENSION TO

FUEL TANK SHOPS

LIGHT POLE BASE DETAIL

3"

L P

W

H E

R E

P O

L E

H T

I S

L E

S S

F T

P

IE

R C

O N

C

P O

L E

B A

S E

L P

W

H E

R E

G R

E A

T E

R T

H A

N

F

T L

E S

S T

H A

N

F

T

A

B O

V E

G R

A D

E A

T

V E

H

IC

U L

A R

Z O

N E

S

CONCRETE POLE BASE

TO MATCH PIER DIA

PAVEMENT OR

FINISHED GRADE

ANCHOR BOLTS (4 MIN) AND

TEMPLATE FURNISHED WITH

POLE. ALL ANCHOR BOLTS TO

FIT WITHIN THE

REINFORCEMENT CAGE

LIGHT POLE, BASE PLATE

AND ANCHOR BOLTS BY

MANUFACTURER. HOT DIP

GALVANIZE THE BASE PL,

ANCHOR BOLTS AND

LEVELING NUTS.

3/4" CHAMFER -TYP

OPTIONAL CONSTRUCTION

JOINT

LP1 = 1'-6"

LP2 = 2'-0"

CONDUIT - SIZE AS

NOTED - SEE ELEC

PIER VERT REINFORCEMENT:

LP1 = 6-#5

LP2 = 6-#6

PIER TIES REINF:

WITH #3 AT 1'-0" OC -

PROVIDE FOUR TIES TOP

AND TWO BOTTOM

FOUNDATION WALL REINFORCEMENT - VERTICAL BARS

LAP SPLICE LENGTH SCHEDULE (INCHES)

GRADE

BAR

SIZE

MIN BAR SPACING

(INCHES)

TENSION (LTS) COMPRESSION

(LCS)

f'c = 3 KSI f'c = 4 KSI f'c = 5 KSI

#5

#6

#7

#8

#9

#10

#11

2.125

2.500

2.625

3.000 72

3.375 81

3.750 121

4.125 134

#4 2.000 15 f'c = 6 KSI f'c = 7 KSI

FOUNDATION WALL REINFORCEMENT - HORIZONTAL BARS

LAP SPLICE LENGTH SCHEDULE (INCHES)

GRADE

BAR

SIZE

MIN BAR SPACING

(INCHES)

TENSION (LTS) COMPRESSION

(LCS)

f'c = 3 KSI f'c = 4 KSI f'c = 5 KSI

#5

#6

#7

#8

#9

#10

#11

#4 f'c = 6 KSI f'c = 7 KSI

2.000

2.250

2.625

3.000

3.375

3.750

4.125

1.875

Architect of Record:

ADG

800 SW ADAMS STREET, SUITE 101

PEORIA, IL 61602

R e vi si o n s

P - 309.672.6948

Discipline:Discipline:Discipli…