Kirk Hangar Foundation Installation

Location:	Illinois
Posted:	Mar 10, 2026
Due:	Mar 13, 2026
Agency:	Qual Cities International Airport
Type of Government:	State & Local
Category:	Y - Construction of Structures and Facilities
Publication URL:	To access bid details, please log in.

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ADDENDUM NO. 6

Invitation for Bids

This Addendum No. 6 is hereby issued to modify and supplement the Invitation for Bids (“IFB”) dated

January 28, 2026, for the Kirk Hangar Foundation Installation project. All provisions of the IFB not

expressly modified herein shall remain in full force and effect.

1. Addition of Door Rail Foundation Shop Drawings Exhibit

The IFB is hereby amended to include a Door Rail Foundation Shop Drawings Exhibit,

identified as Schedule E.

Schedule E is provided for informational and coordination purposes and is intended to assist

bidders. Bidders are responsible for verifying all site conditions and dimensions as required by

the IFB.

2. Incorporation by Reference

Schedule E is hereby incorporated into the IFB by reference.

3. Acknowledgment

Bidders must acknowledge receipt of this Addendum No. 6 on the Bid Cover Page / Signature

Affidavit. Failure to acknowledge this Addendum may result in rejection of the bid as non-responsive.

Issued By:

Benjamin Leischner, A.A.E

Executive Director

Metropolitan Airport Authority of Rock Island County, Illinois

Dated: March 10, 2026

SCHEDULE E

DESIGN LOAD CRITERIA:

1. AS REQUIRED BY ROCK ISLAND COUNTY, IL, ENGINEERING DESIGN IS BASED ON AND ACCORDANCE

WITH THE FOLLOWING CODE(S):

INTERNATIONAL BUILDING CODE - 2012

2. DESIGN LOADS:

SUPERIMPOSED ROOF DEAD LOAD ................................... BY METAL BUILDING MNFR.

FLOOR LIVE LOAD .................................................................. 250 PSF

SNOW LOAD:

1) GROUND SNOW LOAD (Pg) .............................................. 20 PSF

2) SNOW EXPOSURE FACTOR (Ce) ..................................... 1.0

3) SNOW IMPORTANCE FACTOR ......................................... 1.00

4) THERMAL FACTOR (Ct) ..................................................... 1.0

WIND LOAD:

1) BASIC WIND SPEED (3 SEC GUST) ................................. 115 MPH

2) WIND IMPORTANCE FACTOR ...........................................1.0

3) BUILDING CATEGORY ....................................................... II

4) WIND EXPOSURE ............................................................... C

5) INTERNAL PRESSURE COEFFICIENT .............................. ±0.18

SEISMIC:

1) SEISMIC DESIGN CATEGORY ........................................... B

2) SEISMIC IMPORTANCE FACTOR ...................................... 1.00

3) SPECTRAL RESPONSE COEFFICIENTS

Ss .......................................................................................... 0.19

S1 .......................................................................................... 0.085

4) SITE CLASS ......................................................................... D

5) BASIC SEISMIC FORCE RESISTING SYSTEMS DESCRIPTION:

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR (R) USED ................3.0

GENERAL REQUIREMENTS:

1. DEFINITIONS:

ENGINEER: REFERENCES OF THE STRUCTURAL DRAWINGS TO 'ENGINEER' MEAN THE

STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS

"CONTRACTORS ENGINEER", "MECHANICAL ENGINEER", ETC.

2. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES, AND NOTIFY ENGINEER OF EXISTING

UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

3. EXISTING STRUCTURES:

CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS

AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS

WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION

(DISCOVERY). CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL CONDITIONS NOT

PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:

- SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN.

- DAMAGE OR DETERIORATION TO MATERIALS OR COMPONENTS.

- ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD.

PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.

CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO

SUBMITTING SHOP DRAWINGS.

CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES

IN THE CONSTRUCTION SCHEDULE.

4. USE OF DRAWINGS:

DO NOT SCALE DRAWINGS.

WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS AND GENERAL NOTES, THE MORE STRINGENT

REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND

TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC

DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.

5. TEMPORARY CONDITIONS:

THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS

RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE

REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES.

CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER

THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION

PERIOD.

6. SUBMITTALS AND SUBSTITUTIONS:

SUBMITTALS:

1) IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE

APPROVED AND DESIGNED BY THE ENGINEER OF RECORD PRIOR TO SUBMITTING SHOP DRAWINGS.

VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. THE CONTRACTOR SHALL COMPENSATE

CARR ENGINEERING, LLC FOR CHANGES.

2) CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS.

SUBSTITUTIONS: ENGINEER'S APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS.

NON-CONFORMANCE: NOTIFY ENGINEER OF CONDITIONS NOT CONSTRUCTED PER CONTRACT

DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE

ENGINEER FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE CARR ENGINEERING, LLC FOR

DESIGN OF THE REPAIR.

7. OSHA STANDARDS:

THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE

STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO

COMPLY WITH ALL OSHA REQUIREMENTS. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR

BOLTS, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES

ETC., AS WELL AS CLOSURES FOR OPENINGS.

WASHERS OR RINGS SHALL BE WELDED TO STEEL COLUMNS TO PROVIDE FOR SAFETY CABLES, DO NOT

PLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL

DRAWINGS REPRESENT FINAL CONDITIONS ONLY; THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING

THAT MAY BE NECESSARY TO COMPLY WITH OSHA.

8. CONSTRUCTION ENGINEERING:

THE STRUCTURE DEFINED IN THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED

ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO

ACHIEVE THE MEANS, METHODS AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED

TO:

- LAYOUT.

- DESIGN OF FORMWORK, SHORING AND RESHORING.

- DESIGN OF CONCRETE MIXES.

- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION OF STEEL.

- WELD PROCEDURES.

- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS.

- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES.

- EVALUATION OF TEMPORARY LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS DURING CONSTRUCTION.

- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS.

9. COORDINATION:

STRUCTURAL DRAWINGS RE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN

CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER

DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS

INTO SHOP DRAWINGS AND WORK.

COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC. WITH DRAWINGS FROM OTHER

DISCIPLINES, PROJECT SHOP DRAWINGS, AND FIELD CONDITIONS PRIOR TO SHOP DRAWINGS SUBMITTAL.

10. SPECIAL INSPECTION:

SPECIAL INSPECTION SHALL BE PROVIDED PER IBC 2012 CHAPTER 17. THE LIST BELOW IS A SUMMARY OF ITEMS

REQUIRING INSPECTION BY THE IBC:

SEE TABLE ON SHEET S101

EARTHWORK NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR BUILDING LOCATION ON THE SITE, FLOOR ELEVATION AND OTHER PERTINENT

SITE AND BUILDING INFORMATION.

2. ELEVATIONS GIVEN THUS ARE TO THE TOP OF FOOTINGS, SLABS, BEAMS, JOISTS, ETC. WITH REFERENCE TO THE

FINISHED FLOOR ELEVATION = (0'-0").

3. A GEOTECHNICAL REPORT IS NOT AVAILABLE FOR THIS SITE. ADDITIONAL TEST BORINGS AND OTHER EXPLORATORY

OPERATIONS MAY BE MADE BY THE CONTRACTOR WITH APPROVAL FROM THE OWNER. DESIGN VALUES FROM THE 2012 IBC

ARE AS FOLLOWS:

ALLOWABLE SOIL BEARING FOR FOOTING .................................................................................................................. 2500 PSF

MINIMUM SOIL SUBGRADE MODULUS REQUIRED ....................................................................................................... 125 PCI

4. THE TOP 9" (MIN.) OF THE EXISTING GRADE IS TO BE SCARIFIED AND RECOMPACTED TO MEET OR EXCEED THE REQUIREMENT

GIVEN IN THE GEOTECHNICAL REPORT.

5. UNLESS NOTED OTHERWISE, NEW FOOTINGS SHALL CENTER UNDER THE WALLS, PIERS OR COLUMNS.

6. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE EXCAVATION. PROVIDE PUMPS, IF NECESSARY, AND OPERATE

NIGHT AND DAY, WHENEVER REQUIRED.

7. THE BASE OF ALL FOOTING EXCAVATIONS SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT

OF CONCRETE.

8. BACKFILL PLACED WITHIN THE BUILDING AREA SHALL BE WITH SOIL THAT IS APPROVED BY THE GEOTECHNICAL ENGINEER.

PLACE IN LIFTS AND COMPACT IN STRICT COMPLIANCE WITH RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.

PLACE IN LOOSE LIFTS OF 8 INCHES OR LESS AND COMPACT. FILL SHOULD BE FREE OF FAT CLAYS AND ORGANIC SOIL

(UNIFIED SOIL CLASSIFICATIONS CH, OL, OH, MH OR PT), FROZEN MATERIAL, RUBBLE, DEGRADABLE MATERIAL, CHEMICAL

CONTAMINANTS AND STONES THAT INTERFERE WITH COMPACTION OR COMPACTION TESTING. IN GENERAL, AT LEAST 70%

OF THE FILL SHOULD PASS A 3/4-INCH SIEVE, THE OVER-SIZE LIMIT FOR THE ASTM D698 MAXIMUM DENSITY TEST.

9. FILL SHOULD BE PLACES ON STABLE, UNFROZEN SURFACES AND IN NEARLY HORIZONTAL LIFTS THAT HAVE THICKNESSES

THAT ARE COMPATIBLE WITH THE COMPACTION EQUIPMENT USED, BUT GENERALLY NOT OVER EIGHT INCHES. ALL FILL

OTHER THAN COARSE AGGREGATES SHOULD BE COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DRY DENSITY

DETERMINED BY ASTM D698, TEST METHOD FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING STANDARD

EFFORT (12,400 FT-LB/CUBIC FOOT). COMPACTION USUALLY REQUIRES ADJUSTMENTS OF FILL MOISTURE CONTENTS TO

WITHIN THREE PERCENTAGE POINTS OF THE ASTM D698 OPTIMUM MOISTURE. COARSE AGGREGATES SHOULD BE

VIBRATORY-COMPACTED TO INTERLOCK THE PARTICLES TO 98% STANDARD PROCTOR PER ASTM D698.

CONCRETE NOTES:

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-99, SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS, EXCEPT AS MODIFIED BY SUPPLEMENTAL REQUIREMENTS CONTAINED IN THE FOLLOWING

NOTES.

2. UNLESS OTHERWISE DETAILED OR NOTED, REINFORCING SHALL BE IN ACCORDANCE WITH "THE ACI DETAILING MANUAL,

SP-66."

3. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF CONCRETE REINFORCING. SHOW PLAN VIEW OF SLAB, INCLUDE

SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF CONCRETE REINFORCING. ENGINEER'S REVIEW OF

SHOP DRAWINGS WILL BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

VERIFYING DIMENSIONS AND QUANTITIES RELATIVE TO REINFORCING STEEL.

4. ALL CONCRETE TESTING SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A QUALIFIED ENGINEER WHO IS

LICENSED TO PRACTICE IN THE STATE OF ILLINOIS. THE TESTING AGENCY SHALL MEET REQUIREMENTS CONTAINED IN ASTM

E329. SEE SPECIFICATIONS FOR TESTING REQUIREMENTS.

5. PREPARE DESIGN MIXES FOR EACH TYPE AND STRENGTH OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD

EXPERIENCE METHODS AS SPECIFIED IN ACI 301.

TRIAL BATCH METHOD: IF TRIAL BATCHES ARE USED, AND INDEPENDENT TESTING LABORATORY, APPROVED BY

THE ARCHITECT, SHALL PREPARE MIX DESIGNS. THE MIX DESIGN SHALL BE PROPORTIONED TO ACHIEVE AN

AVERAGE STRENGTH OF 1200 PSI HIGHER THAN THE SPECIFIED STRENGTH (F'C).

FIELD EXPERIENCE METHOD: IF THE FIELD EXPERIENCE METHOD IS SELECTED, THE PROPOSED MIX DESIGN

MUST BE ACCOMPANIED BY THE COMPLETE STANDARD DEVIATION ANALYSIS.

SLUMP SHALL BE 4" MAXIMUM, 2" MINIMUM FOR STRUCTURAL SLABS.

6. READY-MIX CONCRETE SHALL BE IN COMPLIANCE WITH REQUIREMENTS OF ASTM C94, AND AS HEREIN SPECIFIED.

7. COMPRESSIVE STRENGTH: STRENGTH REQUIREMENTS AT 28 DAYS AND THE LOCATION OF EACH TYPE OF CONCRETE

REQUIRED FOR THIS PROJECT SHALL BE AS FALLOWS:

TYPE

INTENDED

USE

SLAB-ON

-GRADE

28 DAY MAX

STRENGTH

MAX WATER/CEMENT

RATIO INCLUDING

FLY ASH

MIN CEMENT

MATERIAL

INCLUDING

FLY ASH

MAX AGGREGATE

SIZE

CEMENT TYPE

SLUMP LIMITS

( +1", -2" )

4 KSI

0.50

520 LB/CU. YD

3/4 IN

I OR II

FOOTINGS

2 GRADE BEAMS

AND WALLS

4 KSI

0.50

520 LB/CU. YD

1 IN

I OR II

METAL BUILDING CRITERIA:

FOUNDATION DESIGN IS BASED ON PRELIMINARY DESIGN DRAWINGS RECEIVED FROM BUTLER MANUFACTURING. FINAL

DESIGN REACTIONS SUPPLIED BY THE SELECTED METAL BUILDING MANUFACTURER MAY DIFFER FROM PRELIMINARY

ESTIMATED REACTIONS. BASED ON FINAL REACTIONS SUPPLIED, MODIFICATIONS TO THE FOUNDATION PLAN MAY BE

REQUIRED. GENERAL CONTRACTOR SHALL INCLUDE IN THEIR BID AN ADD AND DEDUCT PRICE PER CUBIC YARD OF

CONCRETE WORK INSTALLED IN CASE SUCH CHANGES ARE REQUIRED.

METAL BUILDING MANUFACTURER SHALL ENGAGE A PROFESSIONAL ENGINEER LICENSED TO PRACTICE STRUCTURAL

ENGINEERING IN THE STATE OF ILLINOIS TO DESIGN THE METAL BUILDING AND TO SUBMIT STAMPED AND SEALED

DRAWINGS AND STRUCTURAL CALCULATIONS FOR THE METAL BUILDING.

FOUNDATION DESIGN IS BASED ON THE METAL BUILDING COLUMNS HAVING PINNED BASES AND TRANSFERRING NO

MOMENTS TO THE FOUNDATIONS.

ALL EXTERNAL LATERAL LOAD RESISTANCE AND STABILITY OF THE METAL BUILDING IN THE COMPLETED STRUCTURE IS

PROVIDED BY MOMENT FRAMES AND TENSION ONLY ROD BRACING. THE VERTICAL LATERAL MEMBERS CARRY THE

APPLIED LATERAL LOADS TO THE BUILDING FOUNDATION. THE TENSION ONLY ROD BRACING AT THE ROOF SERVES AS THE

HORIZONTAL DIAPHRAGM THAT DISTRIBUTES THE LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE VERTICAL

LATERAL MEMBERS. ALL LATERAL RESISTING MEMBERS ARE BY THE METAL BUILDING MANUFACTURER.

METAL BUILDING MANUFACTURER IS SOLELY RESPONSIBLE FOR THE DESIGN AND MANUFACTURER OF THE METAL

BUILDING. THE BUILDING MUST BE DESIGNED TO MEET THE LOADING INDICATED IN THE DRAWINGS AND THE DESIGN

CRITERIA INDICATED ABOVE.

METAL BUILDING MANUFACTURER IS TO COORDINATE WITH ARCHITECTURAL DRAWINGS FOR WINDOW AND DOOR

OPENINGS WHEN DESIGNING THE LATERAL SYSTEM.

SEE METAL BUILDING DRAWINGS FOR ANCHOR ROD MATERIAL GRADE, ANCHOR ROD DIAMETERS, QUANTITIES AND

LAYOUT.

REINFORCEMENT STEEL:

FOR CAST-IN-PLACE CONCRETE THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR

REINFORCEMENT UNLESS NOTED OTHERWISE:

CONCRETE CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH

3 INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER

NO. 6 BARS OR LARGER

NO. 5 BARS OR SMALLER

2 INCHES

1 1/2 INCHES

SLABS, WALLS, JOISTS NOT EXPOSED

TO WEATHER OR IN CONTACT WITH EARTH

NO. 14 AND NO. 18 BARS

NO. 11 BARS OR SMALLER

1 1/2 INCHES

3/4 INCHES

BEAMS AND COLUMNS NOT EXPOSED TO

WEATHER OR IN CONTACT WITH EARTH

1 1/2 INCHES

DIMENSIONS OF CONCRETE COVER FOR REINFORCEMENT INDICATED ON DRAWINGS ARE TO OUTERMOST

REINFORCING BARS. FOR BEAMS OR COLUMNS WITH STIRRUPS OR TIES, CLEAR COVER INDICATED IS TO STIRRUPS OR

TIES.

BAR SPLICES: SPLICE REINFORCING WHERE INDICATED ON THE DRAWINGS. ALL SPLICES SHALL BE CLASS 'B' AS

DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTHS (IN INCHES) AS

FOLLOWS:

3000 PSI CONC

BAR SIZE

#10

#11

OTHER

101

TOP

105

118

131

4000 PSI CONC

OTHER

TOP

102

114

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND A MINIMUM

COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY 1.3. TOP BARS ARE DEFINED AS

HORIZONTAL BARS WITH MORE THAN 1'-0" OF FRESH CONCRETE BELOW.

SUBMIT SHOP DRAWINGS SHOWING REINFORCING STEEL QUANTITIES AND PLACEMENT. REINFORCING STEEL

DESIGNATIONS ON SHOP DRAWINGS SHALL BE INCH-POUND SIZES.

ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE AMERICAN CONCRETE

INSTITUTE "DETAILS AND DETAILING OF REINFORCED CONCRETE" (ACI 315) EXCEPT AS OTHERWISE SHOWN, NOTED OR

SPECIFIED.

PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPS IN CONCRETE SLABS AND BEAMS. REINFORCING

BARS TO BE HELD AT CORRECT DISTANCE FROM FORMS BY ADEQUATE CONCRETE BLOCKS, STEEL CHAIRS OR TIES. ALL

REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITION WITH TIES OR

WELDS PRIOR TO PLACING CONCRETE.

UNLESS NOTED OTHERWISE, SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED IN THE

CRSI MANUAL OF STANDARD PRACTICE.

SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTION AS DEFINED IN THE CRSI MANUAL OF

STANDARD PRACTICE.

CONTINUOUS REINFORCING SHALL BE LAPPED AS FOLLOWS UNLESS NOTED OTHERWISE:

TOP BARS

MIDSPAN

BOTTOM BARS

DIRECTLY OVER SUPPORT

10. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING OR NUMBER AS

THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS NOTED OTHERWISE.

11. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE USED WHICH WOULD BE

INJURIOUS TO THE MATERIAL. HEATING OF BARS FOR BENDING IS NOT PERMITTED.

2/3 D

STRUCTURAL

FILL

2/3 D

DESIGN FTG LEVEL

RECOMMENDED

EXCAVATION LEVEL

TYP FOOTING OVER EXCAVATION

3/4" = 1'-0"

TATE OF I LL INOI

CHAD M.

CARR

081-006490

ST RUCT URA L E

I hereby certify that this engineering document was prepared by

me or under my direct personal supervision and that I am a duly

licensed Structural Engineer under the laws of the State of

Illinois.

11-04-2025

Signature

Date

Chad M. Carr

License No. 081-006490

My license renewal date is November 30, 2026

Pages or sheets covered by this seal: S100 - S301

Carr Engineering LLC

Illinois Design Firm License: #184.007877-0003

CARR ENGINEERING, LLC

ILLINOIS DESIGN FIRM LIC No.

184.007877-0003

3294 Fields Dr.

Bettendorf, IA 52722

(563) 503-6100

NO.

DESCRIPTION

DATE

PERMIT SET

11.04.25

Project number

Date

Drawn by

Checked by

25-134

11/04/2025

WDH

CMC

GENERAL NOTES

S100

STRUCTURAL COMPONENT TESTING AND INSPECTION

1. THE FOLLOWING TESTING AND INSPECTION OF STRUCTURAL COMPONENTS IS REQUIRED AS DETAILED IN CHAPTER 17 OF THE 2012 INTERNATIONAL BUILDING CODE (IBC).

2. SEE MECHANICAL, PLUMBING AND ELECTRICAL SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. WORK PERFORMED ON THE PREMISES OF A FABRICATOR APPROVED BY THE BUILDING OFFICIAL PER SECTION 1704.2.5.1 OF CHAPTER 17 OF THE 2012 INTERNATIONAL BUILDING

CODE NEED NOT BE TESTED AND INSPECTED PER THE TABLE BELOW. THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS TO THE BUILDING OFFICIAL AND THE ARCHITECT AND ENGINEER OF RECORD.

4. DUTIES OF THE SPECIAL INSPECTION AGENCY (IBC CHAPTER 17):

A. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

B. FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND THE OWNER.

C. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION AGENCY'S KNOWLEDGE,

IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

FOUNDATION PREPARATION

VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT THE SITE HAVE BEEN PROPERLY PREPARED.

REFERENCE

D STANDARD

IBC

REFERENCE

1705.6

CONCRETE AND CONCRETE PLACEMENT

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT.

INSPECTION OF ANCHORS POST-INSTALLED INSTALLED IN HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARD INCLINED ORIENTATIONS TO RESIST SUSTAINED LOADS.

VERIFYING USE OF REQUIRED DESIGN MIX.

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

FF AND FL SLAB ON GRADE FLATNESS TESTING

X ACI 318: 26.11.1.2(b)

X ACI 318: CHG. 20, 25.2, 25.3,

26.6.1-26.6.3

1908.4

ACI 318: 17.8.2.4(b)

ACI 318: CH. 19, 26.4.3, 26.4.4

1904.1, 1904.2

1908.2, 1908.3

ACI 318: 26.4, 26.12

ACI 318: 26.5

ASTM E1155

1908.10

1908.6, 1908.7,

1908.8

STRUCTURAL STEEL

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, AND WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

B. MANUFACTURER’S CERTIFICATE OF COMPLIANCE REQUIRED.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

A. SNUG TIGHT JOINTS.

STEEL DECK

1. MATERIAL VERIFICATION OF STRUCTURAL STEEL

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

B. MANUFACTURER’S CERTIFIED TEST REPORTS.

2. INSPECTION OF WELDING:

A. FLOOR AND ROOF DECK WELDS.

REFERENCE

D STANDARD

IBC

REFERENCE

X APPLICABLE ASTM MATERIAL

STANDARDS: AISC 360,

X SECTION A3.3

AISC 360, SECTION M2.5

REFERENCE

D STANDARD

X APPLICABLE ASTM

X MATERIAL STANDARDS

X AW D1.3

IBC

REFERENCE

1 ISOMETRIC VIEW

ALL STEEL FRAMING IS TO BE DESIGNED BY THE METAL BUILDING MANUFACTURER

APPROX

ARCH

BLDG

B.D.

BRG

C/C

CFMS

CLR

CMU

CONC

CONT

DAS

DEG

DEMO

DIM

DWG

EMBED

EOD

EOS

EXIST

(E)

EXP

EXT

f'c

FND

FIN

FLR

FTG

GALV

GYP

HORIZ

HDAB

HDAS

I.F.

IN.

JST

LLH

LLV

MAX

MIN

MISC

(N)

NIC

NTS

O.F.

OPNG

OPP

PSF

PSI

REINF

REQ'D

SIM

SPEC

SPEC'D

STD

STIFF

T.O.

TYP

U.N.O.

VERT

WWF

Ø OR DIA

# OR NO.

ABBREVIATIONS

APPROXIMATE, APPROXIMATLY

ARCHITECT, -URAL, -URE

BASE PLATE

BUILDING

BOTTOM OF

BEARING

CENTER TO CENTER

COLD FORMED METAL STEEL

CLEAR, -(ANCE)

CONCRETE MASONRY UNIT

CONCRETE

CONTINUOUS

DEPTH

DEFORMED ANCHOR STUD

DEGREE

DEMOLITION

DIMENSION

DEAD LOAD

DRAWING

EACH

EACH FACE

EMBEDDED

EDGE OF DECK

EDGE OF SLAB

EQUAL

EXISTING

EXISTING STRUCTURAL MEMBER

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE MEMBER

FOUNDATION

FINISH

FLOOR

FRAMING

FOOT

FOOTING

GAUGE

GALVANIZED

GENERAL CONTRACTOR

GYPSUM BOARD

HORIZONTAL

HEAD ANCHOR BOLT

HEAD ANCHOR STUD

INSIDE FACE

INCH

JOIST

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MAXIMUM

MINIMUM

MISCELLANEOUS

NEW STRUCTURAL MEMBER

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OUTSIDE FACE

OPENING

OPPOSITE

PRECAST

PLATE

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

RADIUS

REINFORCING, -ED, -MENT

REQUIRED

SIMILAR

SPACE(S)

SPECIFICATION(S)

SPECIFIED

STANDARD

STIFFENER

TOP OF

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

WELDED WIRE FABRIC

DIAMETER

NUMBER

DESCRIPTION

STEP UP =

SLOPE UP =

SYMBOLS LEGEND

SYMBOL

DESCRIPTION

ELEVATION =

REVISION CLOUD =

SYMBOL

T/X

EL (XXX'-X")

MOMENT

CONNECTION =

DETAIL

SECTION CUT =

DTL#

SHT#

BUILDING

SECTION CUT =

CONCRETE

IN SECTION =

MASONRY =

FOOTING SIZE =

F-X

COLUMN =

C-X

NORTH ARROW =

GRADE =

STRUCTURAL FILL =

NORT H

SUBGRADE =

BRACE =

WELDED WIRE FABRIC =

FOOTING STEP =

(-X'-X")

CARR ENGINEERING, LLC

ILLINOIS DESIGN FIRM LIC No.

184.007877-0003

3294 Fields Dr.

Bettendorf, IA 52722

(563) 503-6100

NO.

DESCRIPTION

DATE

PERMIT SET

11.04.25

Project number

Date

Drawn by

Checked by

NOTES &

SYMBOLS

25-134

11/04/2025

WDH

CMC

S101

1' - 6"

10' - 9 3/4"

23' - 6"

3' - 4 1/2"

10' - 9 3/4"

5'-0"X5'-0"

STOOP

S300

25' - 0"

100' - 0"

25' - 0"

TYP. 2

S300

10' - 9 3/4"

25' - 0"

3' - 4 1/2"

10' - 9 3/4"

5'-0"X5'-0"

STOOP

S300

1' - 0"

P-2

F-1

P-4

8' - 4"

4 1/2" 8" 6' - 3" 8" 4 1/2"

FIRST

RAIL

LINE

1' - 8"

1' - 3"

SLOPE DN

X-BRACE BY PEMB MNFR.

P-1

F-1

SLOPE DN

P-1

F-1

PROVIDE CONTROL JOINTS

AT 12'-6" MAX

SPACING EACH WAY -

TYPICAL

(TOP OF TRENCH DRAIN EL = -0'-3")

S301

P-2

F-2

P-3

F-2

S300

SLOPE DN

P-3

F-2

SLOPE DN

DARK HATCH

INDICATES 8 IN

DEEP X 6'-3" WIDE

RECESS FOR

TRACKS AND GROUT

BY OTHERS

SLOPE DN

(TOP OF CONCR EL = -0'-0")

SLOPE DN

(TOP OF TRENCH DRAIN EL = -0'-3")

S301

P-4

F-2

S300

TYP.

2' - 0"

S300

P-2

P-1

F-1

SLOPE DN

P-1

F-1

45.00°

TYP.

X-BRACE BY PEMB MNFR.

S300

TYP.

S300

NORT H

MAIN FLOOR FOUNDATION PLAN

1/8" = 1'-0"

P-3

F-2

S300

SLOPE DN

P-3

F-2

TYP.

S300

2' - 0"

P-3

F-2

P-1

P-2

F-1

F-2

1' - 0"

NOTES:

SLAB-ON-GRADE:

GRIDLINES ARE LOCATED AT OUTSIDE FACE OF FOUNDATION WALL

OR COLUMN CENTERS UNLESS NOTED OTHERWISE.

SLAB-ON-GRADE TO BE 8 INCH THICK NORMAL WEIGHT

CONCRETE ON 14 INCH (MIN.) OF EXISTING ENGINEERED GRANULAR

BASE. (CRUSHED AGGREGATE) RE: 5/S301.

REINFORCE 8 INCH SLAB-ON-GRADE WITH FORTA FERRO FIBER

ADMIXTURE (DOSAGE RATE 5.0 LB/CY). (ALTERNATE SLAB

REINFORCING #4 @ 18" O.C. CENTERED.

TOP OF SLAB-ON-GRADE IS AT ELEVATION = (0'-0") UNLESS

NOTED OTHERWISE.

PLACE CONTROL OR CONSTRUCTION JOINTS AT 12'-6" ON CENTER

MAXIMUM. USE DOWEL BASKETS AT ALL CONTROL JOINTS.

SEE 6/S301.

REFERENCE ARCHITECTURAL DRAWINGS FOR SLAB SLOPES AND

DEPRESSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

FOOTINGS:

FOOTINGS ARE SHOWN ON PLAN THUS: F-X. REFERENCE DETAILS

AND FOOTING SCHEDULE FOR SIZES AND REINFORCING.

ALL COLUMN FOOTINGS SHALL BE CENTERED ON PIERS UNLESS

OTHERWISE DIMENSIONED.

TOP OF EXTERIOR FOOTING IS AT ELEVATION (-3'-0") UNLESS

NOTED OTHERWISE.

SEE FOOTING OVER-EXCAVATION DETAIL THIS SHEET WHERE

REQUIRED.

PIERS:

PIER TYPE NOTED ON PLAN THUS: P-X. SEE SHEET S300 FOR DETAILS.

TOP OF PIER ELEVATION TO BE (0'-0") UNLESS NOTED OTHERWISE.

FOUNDATIONS:

CONSULT WITH OWNER'S GEOTECHNICAL ENGINEER AND SEE PROJECT'S

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL

ENGINEERING REQUIREMENTS, SPECIFIC FOUNDATION SUBGRADE

PREPARTION REQUIREMENTS, UNDER-SLAB DRAINAGE, SITE DEWATERING

AND OTHER EARTH WORK REQUIREMENTS.

COLUMNS:

ALL COLUMNS, BASEPLATES AND ANCHOR BOLT SIZES AND LOCATIONS BY

METAL BUILDING SUPPLIER.

SEE 'METAL BUILDING CRITERIA' ON SHEET S100.

MARK

F-1

F-2

FOOTING SCHEDULE

SIZE

(WxLxD)

TOP

REINFORCING

9'-0"x9'-0"x1'-6" (9) #7 BARS EA WAY

5'-0"x5'-0"x1'-0" (6) #5 BARS EA WAY

BOT

REINFORCING

(9) #7 BARS EA WAY

(6) #5 BARS EA WAY

FOUNDATION WALL SCHEDULE

WALL

THICKNESS

REINFORCING

COMMENTS

8 IN.

#4 @ 12" O.C. EA WAY

CENTERED

12 IN.

#4 @ 12" O.C. EA WAY

EA FACE

KEYNOTES:

WALL RECESSED 8" FOR SLAB POUR OVER.

HP HAIRPIN - SEE DETAILS 2/S300 & 1/S301.

THESE PLANS REQUIRE FINISHED GRADE AT THE BUILDING PERIMETER

TO BE WITHIN 6 INCHES OF TOP OF INTERIOR BUILDING SLAB ELEVATION.

NOTIFIY THE EOR IF FINAL GRADES DO NOT MEET THIS REQUIREMENT.

SEE SITE EXHIBIT DRAWING BY CMT ENGINEERS AND CONSULTANTS

DATED AUGUST 13, 2025 FOR EXACT BUILDING LOCATION.

CARR ENGINEERING, LLC

ILLINOIS DESIGN FIRM LIC No.

184.007877-0003

3294 Fields Dr.

Bettendorf, IA 52722

(563) 503-6100

NO.

DESCRIPTION

DATE

PERMIT SET

11.04.25

REV FOR DOOR

03.09.26

NEW BUILDING LOCATION

Project number

Date

Drawn by

Checked by

25-134

11/04/2025

WDH

CMC

FOUNDATION

PLAN

NORT H

BUILDING LOCATION AERIAL

NO SCALE

S200

(RE: PEMB)

PER FDN WALL

SCHED

GRADE WALL

RE: SCHED

FOR REINF.

(3)#5

HORZ

BOTTOM

1/2" EXP. JOINT

SLAB-ON-GRADE

RE: PLAN

FIN FLOOR

EL (0'-0")

2" RIGID INSUL.

EXT. 2 FT UNDER SLAB

T.O. FTG.

EL (-3'-0")

RE: PLAN

TYPICAL FOUNDATION WALL

3/4" = 1'-0"

RE: PEMB

SUPPLIER

FOR ANCHOR

RODS - 1'-6"

MIN EMBED

PER FDN WALL

SCHED

GRADE WALL

RE: SCHED

FOR REINF.

RE: PLAN

RE: FTG SCHED

COL & BASE

PL BY MTL

BLDG MANUF

1/2" EXP. JOINT

CONC. SLAB

RE: PLAN

FIN FLOOR

EL (0'-0")

#5 HAIRPEN AROUND

COLUMN W/ 5'-0" LEGS -

RE: 1/S301

CONC. PIER

RE: SHEET S300

AND PLAN MARK

SEE COL FTG SCHED

FOR REINF

T.O. FTG.

EL (RE: PLAN)

1/2" EXP. JOINT

#5 x CONT.

(TYP.)

PER FDN WALL

SCHED

RE: SCHED FOR

WALL REINF.

(3)#5

HORZ

BOTTOM

RE: PLAN

2'-0"

#5 x

@ 12" O.C. (TYP.)

SLAB-ON-GRADE

(TYP.) - RE: PLAN

FIN FLOOR

EL (0'-0")

T.O. FTG.

EL (RE: PLAN)

TYPICAL EXTERIOR COL FOOTING

3/4" = 1'-0"

TYPICAL THRESHOLD FOUNDATION WALL

3/4" = 1'-0"

SLOPE AT 1/8" PER

FOOT OR AS

INDICATED ON SITE

PLAN

#4 DOWELS x 1'-6"

@ 12" O.C.,

(TYPICAL)

6" CONCRETE SLAB WITH

#4'S @ 12" O.C., EACH

WAY, CENTERED IN THE

SLAB THICKNESS

1/2" EXPANSION JOINT

MATERIAL

SMOOTH TROWEL FINISH

CONCRETE SLAB -

SEE PLAN FOR THICKNESS

AND REINFORCING

FIN FLOOR

EL (0'-0")

4" EXTRUDED POLY-

STYRENE INSULATION

(ASTM C578)

ALL SIDES AND ABOVE

6" FREE DRAINING

MATERIAL

FOUNDATION WALL -

SEE PLAN FOR

DIMENSIONS AND

REINFORCING

#4'S @ 12" O.C.,

EACH WAY

VARIES - SEE PLAN

GOOD FOR 3'-0" TO 8'-0"

NOTES:

SEE ARCHITECTURAL DRAWINGS FOR

EXACT STOOP LAYOUT AND LOCATIONS.

TYPICAL STOOP SECTION

3/4" = 1'-0"

8 1/2"

RE: PEMB

SUPPLIER FOR

ANCHOR RODS

1-6" MIN EMBED

PER FDN WALL

SCHED

GRADE WALL

RE: SCHED

FOR REINF.

RE: PLAN

COL & BASE

PL BY MTL

BLDG MANUF

1/2" EXP. JOINT

CONC. SLAB

RE: PLAN

FIN FLOOR

EL (0'-0")

CONC. PIER

RE: SHEET S300

AND PLAN MARK

SEE COL FTG SCHED

FOR REINF

T.O. FTG.

EL (RE: PLAN)

T.O. WALL = 0'-0"

T.O. PIER = 0'-0"

SEE METAL BLDG DWG FOR

BASE PL AND A.B. SIZE AND

LOC.

1' - 6"

(10) #6 VERT. W/ STD.

HOOK OR LAP WITH

DOWELS

RE: PLAN

#4 TIES @

12" O.C.

1 1/2" CLR.

(TYP.)

1' - 6"

T.O. WALL = 0'-0"

1' - 8"

2' - 4"

RE: PLAN

T.O. PIER = 0'-0"

1' - 8"

2' - 4"

#4 TIES @ 12" O.C.

(12) #6'S,

VERT.

TYPICAL EXTERIOR ENDWALL COL FOOTING

3/4" = 1'-0"

'P1' PIER DETAIL

3/4" = 1'-0"

'P2' PIER DETAIL

3/4" = 1'-0"

CARR ENGINEERING, LLC

ILLINOIS DESIGN FIRM LIC No.

184.007877-0003

3294 Fields Dr.

Bettendorf, IA 52722

(563) 503-6100

NO.

DESCRIPTION

DATE

PERMIT SET

11.04.25

REV FOR DOOR

03.09.26

T.O. PIER = 0'-0"

SEE METAL BLDG DWG FOR

BASE PL AND A.B. SIZE AND

LOC.

2' - 4"

1' - 8"

7 1/2"

#4 TIES @

12" O.C.

2' - 4"

1' - 8"

(10) #6 VERT. W/ STD.

HOOK OR LAP WITH

DOWELS

T.O. WALL = 0'-0"

'P3' PIER DETAIL

3/4" = 1'-0"

2' - 4"

1' - 8"

(10) #6 VERT. W/ STD.

HOOK OR LAP WITH

DOWELS

T.O. WALL = 0'-0"

#4 TIES @

12" O.C.

2' - 4"

1' - 8"

9 1/2"

1' - 0"

1' - 4"

T.O. WALL = -0'-8"

1' - 0"

1' - 4"

T.O. PIER = 0'-0"

SEE METAL BLDG DWG FOR

BASE PL AND A.B. SIZE AND

LOC.

10 'P4' PIER DETAIL

3/4" = 1'-0"

Project number

Date

Drawn by

Checked by

25-134

11/04/2025

WDH

CMC

FOUNDATION

DETAILS

S300

This is the opportunity summary page. It provides an overview of this opportunity and a preview of the attached documentation.

Kirk Hangar Foundation Installation - Addendum #6

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See also