ECAT_BP2_DRAWING_SET_-_03_TRANSFER_CENTER.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 -

03 - TRANSFER CENTER03 - TRANSFER CENTER

ESCAMBIA COUNTY AREA TRANSIT - FACILITY

KEDbluestone 5518 NW 88th Street

JHONSTON, IA 50131

515.727.0700 matthew.jahnke@kedbluestone.com

Peter Galick pete.galick@thinkadg.com

RLG CONSULTING ENGINEERS

12001 N CENTRAL

DALLAS, TX 75243

Phillip Brugger 214.739.8100 pbrugger@rlginc.com

RLG CONSULTING ENGINEERS

12001 N CENTRAL

DALLAS, TX 75243

214.739.8100 mwendlandt@rlginc.com

Michael Wendlandt

BID PACKAGE #2 - NOT FOR CONSTRUCTION

10/22/2026

41 CLARINDA LN

PENSACOLA, FL, 32505

HODGSON DOUGLAS LANDSCAPE

ARCHITECTS

12001 N. CENTRAL EXPRESSWAY

SUITE 1170

DALLAS, TX 75243

214.749.0333 hdalton@hodgsondouglas.com

Hank Dalton Matthew Jahnke

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

TT000

TT100

TT500

TT501

TT600

TECHNOLOGY COVER PAGE

TECHNOLOGY PLAN

TECHNOLOGY DETAILS

TECHNOLOGY DETAILS

TECHNOLOGY SCHEDULES

ET000

ELT100

EMT100

EPT100

EPT300

EYT100

ET500

ET501

ET502

ET600

ELECTRICAL COVER PAGE

ELECTRICAL LIGHTING PLAN

MECHANICAL POWER PLAN

ELECTRICAL POWER PLAN

ELECTRICAL ROOF PLAN

ELECTRICAL SYSTEMS PLAN

ELECTRICAL DETAILS

ELECTRICAL DETAILS

ELECTRICAL DETAILS

ELECTRICAL SCHEDULES

MT000

MT100

MT500

MT600

MECHANICAL COVER PAGE

MECHANICAL FLOOR PLAN

MECHANICAL DETAILS

MECHANICAL SCHEDULES

PT000

PT100

PT101

PT500

PT600

PLUMBING COVER PAGE

PLUMBING UNDERFLOOR PLAN

PLUMBING FLOOR PLAN

PLUMBING DETAILS

PLUMBING SCHEDULES

00-Cover

000 COVER

000-General

G000 SITE LOCATION PLAN, CODE PLAN, ABBREVIATIONS, AND

SYMBOLS LEGEND

02-Exterior/Shell

X000 OVERALL KEYNOTE SCHEDULES AND GENERAL NOTES

X001 3D VIEWS AND WALL / ROOF ASSEMBLIES

X002 LAYOUT PLAN

X112 EXTERIOR DIMENSION PLAN

X200 ROOF PLAN AND ROOF DETAILS

X300 EXTERIOR ELEVATIONS

03-Architectural

A000 ARCH ABBREVIATIONS AND SYMBOLS LEGEND

A110 FLOOR PLANS

A115 FURNITURE AND EQUIPMENT PLAN

A600 LARGE SCALE PLANS

A900 EXTERIOR AND INTERIOR DOOR SCHEDULE AND

ELEVATIONS

S000 STRUCTURAL ABBREVIATIONS AND LEGENDS

S001 GENERAL NOTES

S002 GENERAL NOTES (CONTINUED)

S003 SPECIAL INSPECTIONS

S004 ISOMETRIC VIEWS

S110 FOUNDATION FRAMING PLAN

S200 ROOF FRAMING PLAN

S201 CANOPY ROOF FRAMING PLAN

S300 TYPICAL DETAILS - FOUNDATION DETAILS

S301 TYPICAL DETAILS - FOUNDATION DETAILS

S302 TYPICAL DETAILS - CMU WALLS

S303 TYPICAL DETAILS - STRUCTURAL STEEL ROOF

S500 FRAMING DETAILS

S501 FRAMING DETAILS

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:

03 - TRANSFER CENTER

41 CLARINDA LN

PENSACOLA, FL, 32505 S000STRUCTURAL ABBREVIATIONS AND LEGEND

KEDbluestone

707 NE JEFFERSON AVE,

PEORIA, IL 61602

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.727.0700

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, SUITE 1170

DALLAS, TX 75243

214.749.0333

BID PACKAGE #2 - NOT FOR CONSTRUCTION

10/22/2026

RLG

7. FLOOD DESIGN DATA:

THIS PROJECT IS NOT LOCATED WITHIN A FLOOD HAZARD AREA

8. 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

9. ROOF RAIN LOAD DATA:

RAIN INTENSITY (15-DURATION)

4.9 in/hr

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. FLOOR LIVE LOADS.

AREA UNIFORM CONCENTRATED

OFFICES

IMPACT LIVE LOAD REDUCTION

50 psf 2.0 -kips

OFFICE CORRIDORS 1ST FLOOR 2.0 -kips

OFFICE CORRIDORS OTHER FLOORS -

- kipsASSEMBLY AREAS -

-STORAGE LIGHT - kips -

100 psf

80 psf

100 psf

125 psf

2.0 kips

3. ROOF LIVE LOADS:

AREA UNIFORM SPECIAL COMMENTS

ROOF, GENERAL

LIVE LOAD REDUCTION

20 psf -

ROOF, EQUIP LOADS SEE ROOF PLAN

4. 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

50 -54

-49

-44

-41 -41

-47

-56

-65

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

LINEAR INTERPOLATE FOR LOADS BETWEEN SPECIFIED AREAS

6. SEISMIC DESIGN DATA: NOT APPLICABLE PER FBC

PERIMETER ZONE, "B" IS A DISTANCE OF 21'-6" FROM EDGE OF BUILDING

CORNER ZONE, "5'-3" IS A DISTANCE OF 15'-6" FROM EDGE OF BUILDING

LINEAR INTERPOLATE FOR LOADS BETWEEN SPECIFIED AREAS

23 3

33 B

B

B

C

ROOF WIND LOAD LAYOUT

YES, PER FBC 1607.13.1

YES, PER FBC 1607.13.1

YES, PER FBC 1607.13.1

YES, PER FBC 1607.13.1

YES, PER FBC 1607.13.1.2

YES, PER FBC 1607.14

FACTORED COMPONENTS AND CLADDING ROOF LOADS

POSITIVE PRESSURE (psf) NEGATIVE PRESSURE (psf)

AREA (SQ FT)

LESS THAN 10

GREATER THAN 500

ALL ZONES 1, 2, & 3

ZONE 1

-95

-68

-59

ZONE 2

-125

-98

-90

-80

ZONE 3

-170

-117

-101

-80

-74

RAIN INTENSITY (60-DURATION)

9.12 in/hr

5. 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

+/- 0.18

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. STEEL BEAM AND VERTICAL BRACING CONNECTIONS

C. STEEL FRAMING CONNECTION CALCULATIONS

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

C. STRUCTURAL STEEL

D. STEEL JOISTS AND JOIST GIRDERS

E. METAL DECKING

F. MASONRY WALL REINFORCING

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 COMPACTED 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. STRUCTURAL MASONRY SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI

530 / ASCE 5 - LATEST EDITION.

2. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFORM TO ASTM C90, LIGHTWEIGHT, TYPE N, WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 psi ON THE NET AREA OF THE BLOCK. DESIGN BASED ON AN ULTIMATE COMPRESSIVE STRENGTH f'm = 2500 psi.

3. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S.

4. GROUT SHALL CONFORM TO ASTM A476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 psi. USE COARSE GROUT IN TYPICAL APPLICATION. USE FINE GROUT IN 4" AND 6" CMU WALLS AND IN ANY CELL REINFORCED WITH

MORE THAN ONE BAR.

5. REFER TO REINFORCING STEEL NOTES FOR REINFORCEMENT USED IN MASONRY CONSTRUCTION. ALL REINFORCING TO BE GRADE 60. PRIOR TO FABRICATION SUBMIT SHOP DRAWINGS FOR REVIEW, INCLUDING WALL

ELEVATIONS SHOWING ALL REINFORCING STEEL.

6. VERTICAL REINFORCING SHALL BE #6 BARS AT A MAXIMUM SPACING OF 40" O.C., UNLESS OTHERWISE NOTED ON DRAWINGS. THE FIRST CELL AT CORNERS AND ENDS OF WALLS SHALL BE REINFORCED WITH 1-#6 BAR AND GROUTED FULL. ON EACH SIDE OF WALL OPENINGS 1-#5 BAR EXTENDING 2'-0" BEYOND CORNERS OF OPENING SHALL BE PLACED. ALL REINFORCED CELLS SHALL BE FILLED SOLIDLY WITH GROUT. REFER TO DETAILS FOR

SPECIAL REINFORCEMENT AT SUPPORTS.

7. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS OR HOOKS

ARE DETAILED ON THE PLANS.

8. REINFORCING STEEL SHALL BE LAPPED 60 BAR DIAMETERS WHERE SPLICED AND SHALL BE WIRED TOGETHER.

9. HORIZONTAL WALL REINFORCING SHALL BE EXTRA HEAVY HOHMANN & BARNARD COMPANY (LADUR TYPE) AT 1'-4" O.C. FOR 12" CMU AND STANDARD HOHMANN & BARNARD COMPANY (LADUR TYPE) AT 1'-4" O.C. FOR 8" CMU. IN LIEU OF HOHMANN & BARNARD COMPANY REINFORCEMENT THE CONTRACTOR MAY PROVIDE HORIZONTAL BOND BEAMS

LOCATED 48" O.C. VERTICALLY AND REINFORCED WITH 2-#5 CONTINUOUS BARS.

10. ALL REINFORCING SHALL BE IN PLACE PRIOR TO GROUTING. VERTICAL REINFORCING BARS SHALL BE HELD IN POSITION AT TOP, BOTTOM, AND AT INTERVALS NOT FURTHER APART THAN 192 BAR DIAMETERS BY WALL-BRAC VERTICAL STEEL POSITIONER AS MANUFACTURED BY W.C.R. FABRICATORS, OR AN EQUIVALENT POSITIONER.

11. PROVIDE CONTINUOUS CMU BOND BEAMS (8" MIN. DEPTH) REINFORCED WITH 2-#5 CONTINUOUS BARS AT TOP OF PARAPETS AND AT ROOF FRAMING ELEVATION FOR FULL LENGTH OF ALL WALLS. WHERE BOND BEAMS REQUIRE SLOPES, PROVIDE 16" DEEP BOND BEAM AND CUT TO PROVIDE AN 8" MINIMUM DEPTH. CONTINUE HORIZONTAL

REINFORCEMENT THROUGH MASONRY COLUMNS AND PILASTERS.

12. PROVIDE 2-#5 CORNER BARS (2'-6"x2'-6"), LAP WITH CONTINUOUS BARS IN ALL BOND BEAMS AT CORNERS AND WALL

INTERSECTIONS.

13. PROVIDE VERTICAL CONTROL JOINTS IN ALL MASONRY WALLS WHERE SHOWN ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, AND NOT TO EXCEED 30 FEET O.C. PROVIDE MATCHING CONTROL JOINTS IN FINISH MATERIALS (i.e. BRICK, STUCCO, etc.). VERTICAL CELLS ON EACH SIDE OF CONTROL JOINTS SHALL BE REINFORCED

AND GROUTED TO MATCH THE TYPICAL WALL REINFORCEMENT.

14. AT WALL CONTROL JOINTS, CONTINUE BOND BEAM REINFORCEMENT THROUGH JOINT AND DISCONTINUE ALL OTHER

HORIZONTAL WALL REINFORCING AT JOINT.

15. ALL UNITS SHALL BE LAID WITH FULL MORTAR BEDS ON THE FACE SHELLS. ALL HEAD JOINTS SHALL BE FILLED SOLIDLY WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. UNLESS THE WALL IS TO BE POURED SOLID, END WALLS AND CROSS WEBS FORMING

CELLS TO BE FILLED SHALL BE FULLBEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT.

16. ALL DOWELS, ANCHOR BOLTS, AND HEADED STUDS SHALL BE SET IN SOLID GROUTED CELLS.

17. GROUT ALL CELLS SOLID BELOW GRADE.

LOAD BEARING STRUCTURAL MASONRY

1. STRUCTURAL STEEL SHALL CONFORM TO AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," ANSI/AISC 360, LATEST EDITION.

2. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS," APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, LATEST EDITION. CONNECTIONS SHALL BE BEARING TYPE UNLESS NOTED OTHERWISE IN

DRAWINGS.

3. ALL W SHAPES SHALL CONFORM TO ASTM A992.

ALL OTHER STRUCTURAL STEEL SHAPES, PLATES, ETC., SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

4. ALL STRUCTURAL STEEL TUBE MEMBERS SHALL CONFORM TO ASTM A500, GRADE C.

5. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

6. ALL STRUCTURAL ROUND SHAPES SHALL CONFORM TO ASTM A53, GRADE B.

7. GALVANIZING OF STEEL MEMBERS SHALL CONFORM TO ASTM A123/A123M. ALL STEEL FRAMING THAT COMES IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE COATED TO A G90 THICKNESS AND ALL BOLTS, HEADED STUDS AND CONNECTORS SHALL BE COATED TO A G185 THICKNESS. ALL EXPOSED STRUCTURAL STEEL FRAMING AND ACCESSORIES FOR MECHANICAL EQUIPMENT SUPPORTS SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION.

CONTRACTOR TO PROVIDE BOLTS AND PUNCH BEAMS AS REQUIRED BY EQUIPMENT MANUFACTURER'S DETAILS.

8. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE STANDARDS OF THE AISC.

9. STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT WHERE SHOWN ON THE DRAWINGS.

10. ALL STEEL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UP.

11. WELDED CONSTRUCTION SHALL CONFORM TO THE AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE", D1.1. ELECTRODES FOR FIELD AND SHOP WELDS SHALL BE E70XX, UNLESS NOTED OTHERWISE.

12. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS.

13. FULL AND PARTIAL PENETRATION WELDS PERFORMED IN THE FIELD SHALL BE ULTRASONICALLY TESTED.

14. WHEN WELDS ARE NOT CALLED-OUT ON DRAWINGS, THEY ARE MINIMUM SIZE CONTINUOUS FILLET WELDS IN

ACCORDANCE WITH AWS D1.1.

15. THE STEEL FABRICATOR IS RESPONSIBLE FOR COORDINATION WITH THE MANUFACTURER OF STEEL JOISTS AND

JOIST GIRDERS.

16. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR.

THESE TEMPORARY SUPPORTS SHALL BE CAPABLE OF SECURING THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE

WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS.

17. THE LIFTING AND ERECTION OF PRE-ASSEMBLED ELEMENTS SUCH AS TRUSSES OR PRE-FABRICATED FRAMING ARE CONSIDERED SPECIAL ERECTION CONDITIONS. THE SELECTION OF LIFT POINTS AND ERECTION TECHNIQUES ARE THE RESPONSIBILITY OF THE CONTRACTOR. LOCATE AND PROVIDE SUFFICIENT LIFT POINTS TO PREVENT OVERSTRESS AND/OR DISTORTION OF ANY COMPONENTS WITHIN THE ASSEMBLY. PROVIDE TEMPORARY STRONG-

BACKS, STIFFENERS AND/OR LIFTING DEVICES AS REQUIRED.

18. ALL GROUT BELOW ALL COLUMN BASE PLATES AND BEARING PLATES SHALL BE NON-SHRINK, NON-METALLIC GROUT

UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL NOTES

1. FLOOR SLAB SHALL BE 5" THICK CONCRETE SLAB OVER A 15 MIL VAPOR RETARDER, OVER SUBGRADE PREPARED PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. TAPE ALL SEAMS, PENETRATIONS AND TEARS IN

THE VAPOR RETARDER WITH A COMPATIBLE WATERPROOF TAPE.

2. REINFORCE SLAB WITH #3 @ 18" CTRS. EACH WAY PLACED AND SUPPORTED ON CHAIRS OR CONCRETE BRIQUETS, AT SLAB MID DEPTH.

3. PROVIDE ONE OF THE FOLLOWING JOINTS ON THE CENTERLINE OF ALL COLUMNS, AND @ 15' O.C. MAXIMUM.

A. CONSTRUCTION JOINTS WHERE DETAILED ON DRAWINGS.

B. SAW CUT CONTROL JOINTS ELSEWHERE 1 1/4" DEEP OR ONE QUARTER OF THE SLAB DEPTH DEEP, WHICHEVER IS GREATER.

4. A METAL CONTROL JOINT FORM MAY BE USED IN LIEU OF EITHER OF THE ABOVE.

5. CUT SAW CUT JOINTS WITHIN 8 HOURS OF POURING CONCRETE.

6. CONCRETE FINISHES AND SPRAY ON CURRING / SEALING COMPOUNDS SHALL BE COORDINATED WITH

ARCHITECTURAL FLOORING FINISHES FOR COMPATIBILITY.

SLAB-ON-GRADE 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 AND SLABS ON GRADE --------------------------- 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"

SLABS-ON-GRADE ----------------------------- CENTERED

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 FOUNDATION PIER CAPS 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. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE INCORPORATED IN THE STRUCTURE UNLESS OTHERWISE APPROVED BY THE ENGINEER OF RECORD. ADDITIONAL CONSTRUCTION JOINTS REQUIRED TO FACILITATE CONSTRUCTION SHALL BE LOCATED AND DETAILED ON SHOP DRAWINGS. WHEN CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE CONSTRUCTION DOCUMENTS ARE REQUIRED, THE REINFORCEMENT SHALL PASS CONTINUOUSLY THROUGH JOINT AND A KEY SHALL BE PROVIDED FOR ADEQUATE SHEAR TRANSFER.

10. 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.

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

CERTIFIED SHOP DRAWINGS AND DETAILS.

12. 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.

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

THE ENGINEER OR RECORD.

14. NO ELECTRICAL CONDUIT SHALL BE PLACE ABOVE THE WELDED WIRE FABRIC IN THE SLAB-ON-GRADE OR CONCRETE PLACED ON COMPOSITE METAL DECK. MAXIMUM SIZE OF CONDUIT SHALL BE 1/3 THE SLAB THICKNESS (ABOVE DECK ON COMPOSITE SLAB) INCLUDING CROSSOVERS. CONDUIT SHALL NOT BE PLACED CLOSER THAN 3

DIAMETERS ON CENTER.

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 FOOTING REINFORCEMENT LAP SPLICES SCHEDULED ON S301.

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. THE CONTRACTOR SHALL PROVIDE TRENCH SAFETY DESIGN DOCUMENTS PREPARED AND SEALED BY A QUALIFIED REGISTERED PROFESSIONAL ENGINEER AS REQUIRED BY ALL LOCAL AND STATE LAWS. SAID ENGINEER SHALL ALSO BE RESPONSIBLE FOR ON SITE OBSERVATIONS. THE TRENCH SAFETY DESIGN DOCUMENTS SHALL BE FILED WITH THE APPROPRIATE GOVERNMENT AGENCY. THE CONTRACTOR SHALL FURNISH A SEPARATE AND DISTINCT PRICE FOR TRENCH SAFETY SYSTEM THAT MEETS OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION STANDARDS.

TRENCH SAFETY

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

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:

03 - TRANSFER CENTER

41 CLARINDA LN

PENSACOLA, FL, 32505 S001GENERAL NOTES

KEDbluestone

707 NE JEFFERSON AVE,

PEORIA, IL 61602

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.727.0700

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, SUITE 1170

DALLAS, TX 75243

214.749.0333

BID PACKAGE #2 - NOT FOR CONSTRUCTION

1. ROOF METAL DECK SHALL BE 1 1/2" DEEP, 20 GAGE WIDE RIB GALVANIZED (G60) METAL DECK. (VULCRAFT TYPE 1.5 B 20 OR EQUIVALENT.) ASTM A1008 STRUCTURAL QUALITY MINIMUM YIELD POINT OF 50,000 PSI.

A. DECK SHALL BE INSTALLED IN 3-SPAN LENGTHS ONLY. NO 2-SPAN CONDITIONS WILL BE ALLOWED.

B. DECK CONNECTIONS SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE ON PLAN):

PERIMETER ZONE ATTACHMENT (REFER TO ROOF LOADING FOR DIMENSION 'B' ON S001)

ATTACH TO SUPPORTS w/ HILTI-HSN24 PAF IN 36/7 PATTERN AND AT 6" O.C. AT PERIMETER. FASTEN SIDELAPS w/ #10 TEK SCREWS @ 12" PER SPAN.

LRFD DESIGN DECK SHEAR= 928PLF UPLIFT= 105PSF

INTERIOR ZONE ATTACHMENT

ATTACH TO SUPPORTS w/ HILTI-HSN24 PAF IN 36/4 PATTERN AND AT 6" O.C. AT PERIMETER. FASTEN SIDELAPS w/ #10 TEK SCREWS @ 18" PER SPAN.

LRFD DESIGN DECK SHEAR= 603PLF UPLIFT= 47PSF

2. ROOF METAL DECK SHALL BE 3" DEEP, 20 GAGE WIDE RIB GALVANIZED (G60) METAL DECK. (VULCRAFT TYPE 3" NLA 20 OR EQUIVALENT.) ASTM A1008 STRUCTURAL QUALITY MINIMUM YIELD POINT OF 50,000 PSI.

A. DECK SHALL BE INSTALLED IN 3-SPAN LENGTHS ONLY. NO 2-SPAN CONDITIONS WILL BE ALLOWED.

B. DECK CONNECTIONS SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE ON PLAN):

PERIMETER ZONE ATTACHMENT (REFER TO ROOF LOADING FOR DIMENSION 'B' ON S001)

ATTACH TO SUPPORTS w/ HILTI-HSN24 PAF IN 32/5 PATTERN AND AT 6" O.C. AT PERIMETER. FASTEN SIDELAPS w/ #10 TEK SCREWS @ 18" PER SPAN.

LRFD DESIGN DECK SHEAR= 259PLF UPLIFT= 72PSF

INTERIOR ZONE ATTACHMENT

ATTACH TO SUPPORTS w/ HILTI-HSN24 PAF IN 32/3 PATTERN AND AT 6" O.C. AT PERIMETER. FASTEN SIDELAPS w/ #10 TEK SCREWS @ 24" PER SPAN.

LRFD DESIGN DECK SHEAR= 259PLF UPLIFT= 38PSF

3. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE STEEL

DECKS.

METAL ROOF DECK NOTES

1. ALL STUDS AND/OR JOISTS AND ACCESSORIES SHALL BE OF THE TYPE, SIZE, GAUGE AND SPACING SHOWN ON THE DRAWINGS AND CONFORM WITH THE PROPERTIES OF LIGHT GAGE MEMBERS AS INDICATED IN THE STEEL STUD

MANUFACTURER’S ASSOCIATION – PRODUCT TECHNICAL INFORMATION (ICC-#3064P).

2. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" LATEST EDITION.

3. ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION-RESISTANT STEEL (G90), CORRESPONDING TO THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 33mil (20 GA) AND 43 mil (18 GA) STUDS, 50 KSI FOR 54 mil AND HEAVIER (16 GA, 14 GA, AND 12 GA) STUDS, AND 33 KSI FOR CR-STYLE RUNNERS.

4. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING. SCREWS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-

RICH PAINT.

5. TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED.

6. SPLICES IN STUDS SHALL NOT BE PERMITTED.

7. PROVIDE AND INSTALL BRIDGING AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE ASSEMBLY IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. AT WALLS THAT DO NOT HAVE SHEATHING ON BOTH FACES, PROVIDE QUANTITY AND TYPE OF BRIDGING TO ADEQUATELY BRIDGE ALL STUDS PER THE

MANUFACTURER'S RECOMMENDATIONS.

COLD FORMED METAL FRAMING NOTES

1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS AND LOAD TABLE FOR

OPEN WEB STEEL JOISTS, ADOPTED BY THE STEEL JOIST INSTITUTE LATEST EDITION.

2. JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE. JOIST ERECTION SHALL CONFORM TO

ALL APPLICABLE SAFETY STANDARDS.

3. WHEN SPECIAL JOISTS ARE INDICATED ON PLAN (SP), COMPLY WITH THE STANDARD SPECIFICATIONS AND SPECIAL DESIGN CRITERIA AS NOTED ON THE DRAWINGS. SPECIAL DESIGN CRITERIA MAY INCLUDE LOADING, END MOMENTS, WIND UPLIFT, DEFLECTION LIMITS, MAXIMUM WIDTHS, SPECIAL BRIDGING, BOTTOM CHORD BRACING, CHORD STIFFENERS, BEARING CONDITIONS, SPECIAL SEATS, SPECIAL CHORD CONFIGURATIONS, CLEARANCE FOR DUCTS THROUGH MEMBERS, ETC. PROVIDE ALL ACCESSORIES REQUIRED TO COMPLY WITH THE STANDARD

SPECIFICATIONS AND THE DESIGN CRITERIA.

4. DESIGN ALL JOISTS TO RESIST NET WIND UPLIFT FORCES FROM ROOF C&C TABLE ON S001. JOIST DESIGNER TO ASSUME 10 PSF DEAD LOAD TO RESIST WIND UPLIFT TO GET CALCULATED NET UPLIFT FOR JOIST DESIGN.

REFER TO PLANS FOR ANY SPECIAL CONDITIONS.

5. ALL HANGERS SUPPORTING MECHANICAL EQUIPMENT, ETC., FROM THE BOTTOM CHORD OF STEEL JOISTS SHALL BE

LOCATED AT THE PANEL POINTS OF THE JOISTS.

6. EXTEND BOTTOM CHORDS OF ALL JOISTS CENTERED ON COLUMNS AND WELD THE BOTTOM CHORDS TO THE COLUMNS AND/OR WALLS EACH END. DO NOT CONNECT BOTTOM CHORDS OF JOISTS TO THE COLUMNS UNTIL THE

ROOF (AND/OR) FLOOR DEAD LOAD IS APPLIED.

7. PROVIDE BOTTOM CHORD CEILING EXTENSIONS WHERE REQUIRED BY ARCHITECTURAL DETAILS.

8. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGN AND SPACING REQUIREMENTS OF THE STEEL JOIST INSTITUTE SPECIFICATIONS FOR OPEN WEB JOISTS. PROVIDE BOLTED DIAGONAL BRIDGING FOR ERECTION STABILITY AS REQUIRED BY THE STANDARD SPECIFICATIONS, THE GOVERNING BUILDING CODE AND/OR OSHA. PROVIDE ADDITIONAL BRIDGING AS REQUIRED BY DESIGN TO RESIST WIND UPLIFT FORCES INDICATED IN NOTES OR ON DRAWINGS, INCLUDING A SINGLE LINE OF BOTTOM CHORD BRIDGING NEAR THE FIRST BOTTOM

CHORD PANEL POINT AT EACH END OF JOISTS.

9. DEPTH OF JOISTS SEATS SHALL BE 2 1/2" FOR SHORT SPAN JOISTS AND 5" FOR LONG SPAN JOISTS UNLESS SHOWN

OTHERWISE ON THE DRAWINGS.

10. PROVIDE DOUBLE ANGLES IN LIEU OF RODS FOR BOTTOM CHORD OF ALL JOISTS.

11. JOISTS SHALL BE WELDED TO SUPPORTING STEEL MEMBERS.

12. PROVIDE FLAT BEARING FOR ALL JOISTS.

13. THE FOLLOWING MINIMUM BEARING LENGTHS PARALLEL TO THE LENGTH OF THE JOIST SHALL BE PROVIDED PER SJI

STANDARD SPECIFICATIONS.

BEARING ON STEEL 2 1/2"

BEARING ON CONC OR MASONRY W/BEARING PLATE 4"

14. WHERE END ANCHORAGE FOR JOISTS ARE NOT SHOWN OR NOTED, THE FOLLOWING MINIMUM ANCHORAGES SHALL

BE PROVIDED:

STEEL SUPPORTS:

TWO 1/8" FILLET WELDS x 1" LONG OR EQUIVALENT WELD

OR

TWO 1/2" DIA A325 BOLTS.

CONC OR MASONRY SUPPORTS:

TWO 1/2" DIA x 6" LONG HEADED STUD ANCHORS WELDED TO STEEL BEARING PLATE AND FULLY

EMBEDED IN CONC OR SOLID MASONRY UNIT.

15. JOISTS SHALL BE CAMBERED THE MINIMUM RECOMMENDED CAMBER AS INDICATED IN THE STEEL JOIST INSTITUTE

SPECIFICATIONS.

16. WHERE JOISTS ARE UTILIZED, AND COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL MEMBERS, A JOIST SHALL BE FIELD BOLTED AT COLUMNS (EACH END OF JOIST) TO PROVIDE LATERAL

STABILITY DURING CONSTRUCTION.

17. DAMAGED JOISTS WILL BE REJECTED. THE CONTRACTOR AND THE JOIST MANUFACTURER SHALL BE RESPONSIBLE FOR REPAIRING AND/OR REPLACING DAMAGED JOISTS. ALL REPAIRS SHALL BE ENGINEERED BY THE JOIST MANUFACTURER AND REPAIR DETAILS, SIGNED AND SEALED BY A REGISTERED ENGINEER (IN THE STATE OF THE PROJECT) SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR REVIEW. AN INDEPENDENT TESTING LAB SHALL INSPECT ALL REPAIRS. AFTER SUCCESSFUL COMPLETION OF THE REPAIR WORK, THE JOIST MANUFACTURER SHALL SUBMIT THE TESTING AGENCY’S REPORTS ALONG WITH A LETTER STATING THAT THE DAMAGED MEMBERS

HAVE BEEN SATISFACTORILY REPAIRED.

18. HANGERS AND OTHER SUPPORTS FOR MECHANICAL, ELECTRICAL, PLUMBING, ETC SHALL BE LOCATED AT THE INTERSECTION OF THE CHORD AND WEB (PANEL POINT). CONCENTRATED LOADS IN EXCESS OF 200 LBS MUST BE

APPROVED BY THE ENGINEER OF RECORD.

19. ALL PIPING LARGER THAN 4", PARALLEL TO JOISTS, SHALL BE HUNG FROM A MINIMUM OF TWO JOISTS, AND

SUPPORTS SHALL BE ATTACHED AT PANEL POINTS ONLY.

STEEL JOIST 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. STRUCTURAL ADHESIVES FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. STRUCTURAL ADHESIVES SHALL BE HILTI HIT-HY 70 ADHESIVE, SIMPSON STRONG-TIE SET ADHESIVE, OR SIMPSON STRONG-TIE AT 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.

10. 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.

11. 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.

12. 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.

13. 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 CLEANOUT 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.

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

IN ALL CATEGORIES LISTED ABOVE.

POST-INSTALLED ANCHOR 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:

03 - TRANSFER CENTER

41 CLARINDA LN

PENSACOLA, FL, 32505 S002GENERAL NOTES (CONTINUED)

KEDbluestone

707 NE JEFFERSON AVE,

PEORIA, IL 61602

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

RLG CONSULTING ENGINEERS

12001 N CENTRAL EXPY, STE 300

DALLAS, TX 75243

214.739.8100 214.739.8100 515.727.0700

HODGSON DOUGLAS LANDSCAPE ARCHITECTS

12001 N CENTRAL EXPY, SUITE 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…