Kirk Hangar Foundation Installation - Addendum #6

ADDENDUM NO. 6
Invitation for Bids
Kirk Hangar Foundation Installation
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

DESIGN LOAD CRITERIA: 9. COORDINATION: METAL BUILDING CRITERIA:
1. AS REQUIRED BY ROCK ISLAND COUNTY, IL, ENGINEERING DESIGN IS BASED ON AND ACCORDANCE
A. STRUCTURAL DRAWINGS RE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
WITH THE FOLLOWING CODE(S): 1. FOUNDATION DESIGN IS BASED ON PRELIMINARY DESIGN DRAWINGS RECEIVED FROM BUTLER MANUFACTURING. FINAL
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DESIGN REACTIONS SUPPLIED BY THE SELECTED METAL BUILDING MANUFACTURER MAY DIFFER FROM PRELIMINARY
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
A. INTERNATIONAL BUILDING CODE -2012 ESTIMATED REACTIONS. BASED ON FINAL REACTIONS SUPPLIED, MODIFICATIONS TO THE FOUNDATION PLAN MAY BE
INTO SHOP DRAWINGS AND WORK.
REQUIRED. GENERAL CONTRACTOR SHALL INCLUDE IN THEIR BID AN ADD AND DEDUCT PRICE PER CUBIC YARD OF
2. DESIGN LOADS:
CONCRETE WORK INSTALLED IN CASE SUCH CHANGES ARE REQUIRED.
B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC. WITH DRAWINGS FROM OTHER
A. SUPERIMPOSED ROOF DEAD LOAD ................................... BY METAL BUILDING MNFR. DISCIPLINES, PROJECT SHOP DRAWINGS, AND FIELD CONDITIONS PRIOR TO SHOP DRAWINGS SUBMITTAL.
2. METAL BUILDING MANUFACTURER SHALL ENGAGE A PROFESSIONAL ENGINEER LICENSED TO PRACTICE STRUCTURAL
FLOOR LIVE LOAD .................................................................. 250 PSF
ENGINEERING IN THE STATE OF ILLINOIS TO DESIGN THE METAL BUILDING AND TO SUBMIT STAMPED AND SEALED
10. SPECIAL INSPECTION:
DRAWINGS AND STRUCTURAL CALCULATIONS FOR THE METAL BUILDING.
B. SNOW LOAD:
1) GROUND SNOW LOAD (Pg) .............................................. 20 PSF A. SPECIAL INSPECTION SHALL BE PROVIDED PER IBC 2012 CHAPTER 17. THE LIST BELOW IS A SUMMARY OF ITEMS 3. FOUNDATION DESIGN IS BASED ON THE METAL BUILDING COLUMNS HAVING PINNED BASES AND TRANSFERRING NO
2) SNOW EXPOSURE FACTOR (Ce) ..................................... 1.0 REQUIRING INSPECTION BY THE IBC:
MOMENTS TO THE FOUNDATIONS.
3) SNOW IMPORTANCE FACTOR ......................................... 1.00
4) THERMAL FACTOR (Ct) ..................................................... 1.0 SEE TABLE ON SHEET S101
4. 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
C. WIND LOAD:
APPLIED LATERAL LOADS TO THE BUILDING FOUNDATION. THE TENSION ONLY ROD BRACING AT THE ROOF SERVES AS THE
1) BASIC WIND SPEED (3 SEC GUST) ................................. 115 MPH
HORIZONTAL DIAPHRAGM THAT DISTRIBUTES THE LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE VERTICAL
2) WIND IMPORTANCE FACTOR ...........................................1.0
LATERAL MEMBERS. ALL LATERAL RESISTING MEMBERS ARE BY THE METAL BUILDING MANUFACTURER.
3) BUILDING CATEGORY ....................................................... II EARTHWORK NOTES:
4) WIND EXPOSURE ............................................................... C
1. REFER TO ARCHITECTURAL DRAWINGS FOR BUILDING LOCATION ON THE SITE, FLOOR ELEVATION AND OTHER PERTINENT 5. METAL BUILDING MANUFACTURER IS SOLELY RESPONSIBLE FOR THE DESIGN AND MANUFACTURER OF THE METAL
5) INTERNAL PRESSURE COEFFICIENT .............................. 0.18
SITE AND BUILDING INFORMATION. BUILDING. THE BUILDING MUST BE DESIGNED TO MEET THE LOADING INDICATED IN THE DRAWINGS AND THE DESIGN
CRITERIA INDICATED ABOVE.
D. SEISMIC:
2. ELEVATIONS GIVEN THUS ARE TO THE TOP OF FOOTINGS, SLABS, BEAMS, JOISTS, ETC. WITH REFERENCE TO THE
1) SEISMIC DESIGN CATEGORY ........................................... B
FINISHED FLOOR ELEVATION = (0'-0"). 6. METAL BUILDING MANUFACTURER IS TO COORDINATE WITH ARCHITECTURAL DRAWINGS FOR WINDOW AND DOOR
2) SEISMIC IMPORTANCE FACTOR ...................................... 1.00
OPENINGS WHEN DESIGNING THE LATERAL SYSTEM.
3)SPECTRAL RESPONSE COEFFICIENTS 3. A GEOTECHNICAL REPORT IS NOT AVAILABLE FOR THIS SITE. ADDITIONAL TEST BORINGS AND OTHER EXPLORATORY
Ss .......................................................................................... 0.19 OPERATIONS MAY BE MADE BY THE CONTRACTOR WITH APPROVAL FROM THE OWNER. DESIGN VALUES FROM THE 2012 IBC 7. SEE METAL BUILDING DRAWINGS FOR ANCHOR ROD MATERIAL GRADE, ANCHOR ROD DIAMETERS, QUANTITIES AND
S1 .......................................................................................... 0.085 ARE AS FOLLOWS: LAYOUT.
4) SITE CLASS ......................................................................... D
5)BASIC SEISMIC FORCE RESISTING SYSTEMS DESCRIPTION: A. ALLOWABLE SOIL BEARING FOR FOOTING .................................................................................................................. 2500 PSF
STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
RESPONSE MODIFICATION FACTOR (R) USED ................3.0 B. MINIMUM SOIL SUBGRADE MODULUS REQUIRED ....................................................................................................... 125 PCI
REINFORCEMENT STEEL:
4. THE TOP 9" (MIN.) OF THE EXISTING GRADE IS TO BE SCARIFIED AND RECOMPACTED TO MEET OR EXCEED THE REQUIREMENT 1. FOR CAST-IN-PLACE CONCRETE THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
GIVEN IN THE GEOTECHNICAL REPORT. REINFORCEMENT UNLESS NOTED OTHERWISE:
GENERAL REQUIREMENTS:
5. UNLESS NOTED OTHERWISE, NEW FOOTINGS SHALL CENTER UNDER THE WALLS, PIERS OR COLUMNS. CONCRETE CAST AGAINST AND
1. DEFINITIONS:
PERMANENTLY EXPOSED TO EARTH 3 INCHES
A. ENGINEER: REFERENCES OF THE STRUCTURAL DRAWINGS TO 'ENGINEER' MEAN THE 6. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN THE EXCAVATION. PROVIDE PUMPS, IF NECESSARY, AND OPERATE
CONCRETE EXPOSED TO EARTH OR WEATHER
STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS NIGHT AND DAY, WHENEVER REQUIRED.
NO. 6 BARS OR LARGER 2 INCHES
"CONTRACTORS ENGINEER", "MECHANICAL ENGINEER", ETC.
NO. 5 BARS OR SMALLER 1 1/2 INCHES
7. THE BASE OF ALL FOOTING EXCAVATIONS SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT
2. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES, AND NOTIFY ENGINEER OF EXISTING OF CONCRETE.
SLABS, WALLS, JOISTS NOT EXPOSED
UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.
8. BACKFILL PLACED WITHIN THE BUILDING AREA SHALL BE WITH SOIL THAT IS APPROVED BY THE GEOTECHNICAL ENGINEER. TO WEATHER OR IN CONTACT WITH EARTH
NO. 14 AND NO. 18 BARS 1 1/2 INCHES
3. EXISTING STRUCTURES: PLACE IN LIFTS AND COMPACT IN STRICT COMPLIANCE WITH RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
NO. 11 BARS OR SMALLER 3/4 INCHES
PLACE IN LOOSE LIFTS OF 8 INCHES OR LESS AND COMPACT. FILL SHOULD BE FREE OF FAT CLAYS AND ORGANIC SOIL
A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS (UNIFIED SOIL CLASSIFICATIONS CH, OL, OH, MH OR PT), FROZEN MATERIAL, RUBBLE, DEGRADABLE MATERIAL, CHEMICAL
BEAMS AND COLUMNS NOT EXPOSED TO
AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. CONTAMINANTS AND STONES THAT INTERFERE WITH COMPACTION OR COMPACTION TESTING. IN GENERAL, AT LEAST 70%
WEATHER OR IN CONTACT WITH EARTH 1 1/2 INCHES
OF THE FILL SHOULD PASS A 3/4-INCH SIEVE, THE OVER-SIZE LIMIT FOR THE ASTM D698 MAXIMUM DENSITY TEST.
B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS
WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION 9. FILL SHOULD BE PLACES ON STABLE, UNFROZEN SURFACES AND IN NEARLY HORIZONTAL LIFTS THAT HAVE THICKNESSES 2. DIMENSIONS OF CONCRETE COVER FOR REINFORCEMENT INDICATED ON DRAWINGS ARE TO OUTERMOST
THAT ARE COMPATIBLE WITH THE COMPACTION EQUIPMENT USED, BUT GENERALLY NOT OVER EIGHT INCHES. ALL FILL REINFORCING BARS. FOR BEAMS OR COLUMNS WITH STIRRUPS OR TIES, CLEAR COVER INDICATED IS TO STIRRUPS OR
(DISCOVERY). CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL CONDITIONS NOT
OTHER THAN COARSE AGGREGATES SHOULD BE COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DRY DENSITY TIES.
PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:
DETERMINED BY ASTM D698, TEST METHOD FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING STANDARD
-SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN.
EFFORT (12,400 FT-LB/CUBIC FOOT). COMPACTION USUALLY REQUIRES ADJUSTMENTS OF FILL MOISTURE CONTENTS TO 3. BAR SPLICES: SPLICE REINFORCING WHERE INDICATED ON THE DRAWINGS. ALL SPLICES SHALL BE CLASS 'B' AS
-DAMAGE OR DETERIORATION TO MATERIALS OR COMPONENTS.
WITHIN THREE PERCENTAGE POINTS OF THE ASTM D698 OPTIMUM MOISTURE. COARSE AGGREGATES SHOULD BE DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTHS (IN INCHES) AS
-ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD.
VIBRATORY-COMPACTED TO INTERLOCK THE PARTICLES TO 98% STANDARD PROCTOR PER ASTM D698. FOLLOWS:
C. PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.
3000 PSI CONC 4000 PSI CONC
D. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO
SUBMITTING SHOP DRAWINGS. BAR SIZE OTHER TOP OTHER TOP
CONCRETE NOTES:
E. CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES #3 22 28 19 25
1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-99, SPECIFICATIONS FOR STRUCTURAL
IN THE CONSTRUCTION SCHEDULE.
#4 29 38 25 33
CONCRETE FOR BUILDINGS, EXCEPT AS MODIFIED BY SUPPLEMENTAL REQUIREMENTS CONTAINED IN THE FOLLOWING
4. USE OF DRAWINGS: NOTES. #5 36 47 31 41
#6 43 56 37 49
2. UNLESS OTHERWISE DETAILED OR NOTED, REINFORCING SHALL BE IN ACCORDANCE WITH "THE ACI DETAILING MANUAL,
A. DO NOT SCALE DRAWINGS.
SP-66." #7 63 81 54 71
B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS AND GENERAL NOTES, THE MORE STRINGENT #8 72 93 62 81
3. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF CONCRETE REINFORCING. SHOW PLAN VIEW OF SLAB, INCLUDE
REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF CONCRETE REINFORCING. ENGINEER'S REVIEW OF #9 81 105 70 91
TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC
SHOP DRAWINGS WILL BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR #10 91 118 79 102
DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.
VERIFYING DIMENSIONS AND QUANTITIES RELATIVE TO REINFORCING STEEL. #11 101 131 87 114
4. ALL CONCRETE TESTING SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A QUALIFIED ENGINEER WHO IS
5. TEMPORARY CONDITIONS:
LICENSED TO PRACTICE IN THE STATE OF ILLINOIS. THE TESTING AGENCY SHALL MEET REQUIREMENTS CONTAINED IN ASTM
LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND A MINIMUM
E329. SEE SPECIFICATIONS FOR TESTING REQUIREMENTS.
A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY 1.3. TOP BARS ARE DEFINED AS
RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE HORIZONTAL BARS WITH MORE THAN 1'-0" OF FRESH CONCRETE BELOW.
5. PREPARE DESIGN MIXES FOR EACH TYPE AND STRENGTH OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD
REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES.
EXPERIENCE METHODS AS SPECIFIED IN ACI 301.
4. SUBMIT SHOP DRAWINGS SHOWING REINFORCING STEEL QUANTITIES AND PLACEMENT. REINFORCING STEEL
B. CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER DESIGNATIONS ON SHOP DRAWINGS SHALL BE INCH-POUND SIZES.
A. TRIAL BATCH METHOD: IF TRIAL BATCHES ARE USED, AND INDEPENDENT TESTING LABORATORY, APPROVED BY
THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION
THE ARCHITECT, SHALL PREPARE MIX DESIGNS. THE MIX DESIGN SHALL BE PROPORTIONED TO ACHIEVE AN
PERIOD. 5. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE AMERICAN CONCRETE
AVERAGE STRENGTH OF 1200 PSI HIGHER THAN THE SPECIFIED STRENGTH (F'C).
INSTITUTE "DETAILS AND DETAILING OF REINFORCED CONCRETE" (ACI 315) EXCEPT AS OTHERWISE SHOWN, NOTED OR 6. SUBMITTALS AND SUBSTITUTIONS: SPECIFIED.
B. FIELD EXPERIENCE METHOD: IF THE FIELD EXPERIENCE METHOD IS SELECTED, THE PROPOSED MIX DESIGN
A. SUBMITTALS: MUST BE ACCOMPANIED BY THE COMPLETE STANDARD DEVIATION ANALYSIS.
6. PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPS IN CONCRETE SLABS AND BEAMS. REINFORCING
1)IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE
BARS TO BE HELD AT CORRECT DISTANCE FROM FORMS BY ADEQUATE CONCRETE BLOCKS, STEEL CHAIRS OR TIES. ALL
APPROVED AND DESIGNED BY THE ENGINEER OF RECORD PRIOR TO SUBMITTING SHOP DRAWINGS. C. SLUMP SHALL BE 4" MAXIMUM, 2" MINIMUM FOR STRUCTURAL SLABS.
REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITION WITH TIES OR
VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. THE CONTRACTOR SHALL COMPENSATE
6. READY-MIX CONCRETE SHALL BE IN COMPLIANCE WITH REQUIREMENTS OF ASTM C94, AND AS HEREIN SPECIFIED. WELDS PRIOR TO PLACING CONCRETE.
CARR ENGINEERING, LLC FOR CHANGES.
7. COMPRESSIVE STRENGTH: STRENGTH REQUIREMENTS AT 28 DAYS AND THE LOCATION OF EACH TYPE OF CONCRETE 7. UNLESS NOTED OTHERWISE, SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED IN THE
2)CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS.
REQUIRED FOR THIS PROJECT SHALL BE AS FALLOWS: CRSI MANUAL OF STANDARD PRACTICE.
B. SUBSTITUTIONS: ENGINEER'S APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS. MIN CEMENT 8. SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTION AS DEFINED IN THE CRSI MANUAL OF
MAX WATER/CEMENT
INTENDED 28 DAY MAX MATERIAL MAX AGGREGATE SLUMP LIMITS STANDARD PRACTICE.
C. NON-CONFORMANCE: NOTIFY ENGINEER OF CONDITIONS NOT CONSTRUCTED PER CONTRACT TYPE RATIO INCLUDING CEMENT TYPE
USE STRENGTH INCLUDING SIZE ( +1", -2" )
DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE FLY ASH FLY ASH 9. CONTINUOUS REINFORCING SHALL BE LAPPED AS FOLLOWS UNLESS NOTED OTHERWISE:
ENGINEER FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE CARR ENGINEERING, LLC FOR
TOP BARS MIDSPAN
DESIGN OF THE REPAIR.
SLAB-ON BOTTOM BARS DIRECTLY OVER SUPPORT
7. OSHA STANDARDS: 1 -GRADE 4 KSI 0.50 520 LB/CU. YD 3/4 IN I OR II 4
10. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING OR NUMBER AS
A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS NOTED OTHERWISE. FOOTINGS
STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO
2 GRADE BEAMS 4 KSI 0.50 520 LB/CU. YD 1 IN I OR II 4
COMPLY WITH ALL OSHA REQUIREMENTS. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR 11. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE USED WHICH WOULD BE
AND WALLS
BOLTS, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES INJURIOUS TO THE MATERIAL. HEATING OF BARS FOR BENDING IS NOT PERMITTED.
ETC., AS WELL AS CLOSURES FOR OPENINGS.
B. 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.
C. 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. 2/3 D W 2/3 D
-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.
D
Project number
Date
DESIGN FTG LEVEL Drawn by
Checked by
STRUCTURAL I hereby certify that this engineering document was prepared by
FILL me or under my direct personal supervision and that I am a duly
RECOMMENDED
licensed Structural Engineer under the laws of the State of EXCAVATION LEVEL
ATE
OF ILLIN
O
Illinois.
S T IS 11-04-2025
Signature Date
CHAD M.
L CARR R
IC 081-006490 E E Chad M. Carr E N License No. 081-006490
N I
S E N G My license renewal date is November 30, 2026 D E
STRUCTURA L Pages or sheets covered by this seal: S100 -S301
Carr Engineering LLC
Illinois Design Firm License: #184.007877-0003
4202
(C)
THGIRYPOC
CARR ENGINEERING, LLC
ILLINOIS DESIGN FIRM LIC No.
184.007877-0003
3294 Fields Dr.
Bettendorf, IA 52722
(563) 503-6100
MP
73:60:5
6202/9/3
25-134
GENERAL NOTES
S100
TROPRIA
LANOITANRETNI
YTIC
DAUQ
YTIROHTUA
TROPRIA
NATILOPORTEM
.OC
DNALSI
KCOR
11/04/2025
WDH
CMC
GNIDLIUB
RAGNAH
KRIK
SIONILLI
,ENILOM
SCHEDULE E
NO. DESCRIPTION DATE
1 PERMIT SET 11.04.25
TYP FOOTING OVER EXCAVATION 1
3/4" = 1'-0"

STRUCTURAL COMPONENT TESTING AND INSPECTION
1.
2. SEE MECHANICAL, PLUMBING AND ELECTRICAL SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.
FOUNDATION PREPARATION
VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. X
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. X
PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.
X
CONCRETE AND CONCRETE PLACEMENT
INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. X
STRUCTURAL STEEL
SUOUNITNOC
THE FOLLOWING TESTING AND INSPECTION OF STRUCTURAL COMPONENTS IS REQUIRED AS DETAILED IN CHAPTER 17 OF THE 2012 INTERNATIONALBUILDING CODE (IBC).
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 INSPECTIONAGENCY'S KNOWLEDGE,
IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.
CIDOIREP
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.
REFERENCE IBC
D STANDARD REFERENCE
1705.6
1705.6
X 1705.6
VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. X 1705.6
PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT THE SITE HAVE BEEN PROPERLY PREPARED. 1705.6
INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X ACI 318: 26.11.1.2(b)
ACI 318: CHG. 20, 25.2, 25.3,
1908.4
26.6.1-26.6.3
INSPECTION OF ANCHORS POST-INSTALLED INSTALLED IN HARDENED CONCRETE MEMBERS.
A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARD INCLINED ORIENTATIONS TO RESIST SUSTAINED LOADS. X ACI 318: 17.8.2.4(b)
1904.1, 1904.2
VERIFYING USE OF REQUIRED DESIGN MIX. X ACI 318: CH. 19, 26.4.3, 26.4.4
1908.2, 1908.3
PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF THE CONCRETE. X ACI 318: 26.4, 26.12 1908.10
1908.6, 1908.7,
INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X ACI 318: 26.5 1908.8
F AND F SLAB ON GRADE FLATNESS TESTING ASTM E1155
F L
REFERENCE IBC
D STANDARD REFERENCE
1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, AND WASHERS:
APPLICABLE ASTM MATERIAL A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X
STANDARDS: AISC 360,
B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. X SECTION A3.3
2. INSPECTION OF HIGH-STRENGTH BOLTING:
AISC 360, SECTION M2.5
A. SNUG TIGHT JOINTS. X
REFERENCE IBC
STEEL DECK
D STANDARD REFERENCE
1. MATERIAL VERIFICATION OF STRUCTURAL STEEL
A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X
APPLICABLE ASTM
B. MANUFACTURER'S CERTIFIED TEST REPORTS. X MATERIAL STANDARDS
SYMBOLS LEGEND
2. INSPECTION OF WELDING:
A. FLOOR AND ROOF DECK WELDS. X AW D1.3
DESCRIPTION SYMBOL
T/X
STEP UP =
SLOPE UP = REVISION CLOUD =
MOMENT
NORTH ARROW =
CONNECTION =
DETAIL
SECTION CUT =
GRADE =
STRUCTURAL FILL =
BUILDING
SECTION CUT =
SUBGRADE =
CONCRETE
IN SECTION =
BRACE =
MASONRY =
FOOTING SIZE = F-X WELDED WIRE FABRIC =
(-X'-X")
COLUMN = C-X
FOOTING STEP =
(-X'-X")
#LTD #THS
ABBREVIATIONS
APPROX APPROXIMATE, APPROXIMATLY
ARCH ARCHITECT, -URAL, -URE
BP BASE PLATE
BLDG BUILDING
B.D. BOTTOM OF
BRG BEARING
C/C CENTER TO CENTER
CFMS COLD FORMED METAL STEEL
CLR CLEAR, -(ANCE)
CMU CONCRETE MASONRY UNIT
CONC CONCRETE
CONT CONTINUOUS
D DEPTH
DAS DEFORMED ANCHOR STUD
DEG DEGREE
DEMO DEMOLITION
DIM DIMENSION
DL DEAD LOAD
DWG DRAWING
EA EACH
EF EACH FACE
EMBED EMBEDDED
EOD EDGE OF DECK
EOS EDGE OF SLAB
EQ EQUAL
EXIST EXISTING
(E) EXISTING STRUCTURAL MEMBER
EXP EXPANSION
EXT EXTERIOR
f'c CONCRETE COMPRESSIVE MEMBER
FND FOUNDATION
FIN FINISH
FLR FLOOR
FR FRAMING
FT FOOT
FTG FOOTING
GA GAUGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GYP GYPSUM BOARD
HORIZ HORIZONTAL
HDAB HEAD ANCHOR BOLT
HDAS HEAD ANCHOR STUD
I.F. INSIDE FACE
IN. INCH
JST JOIST
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
MAX MAXIMUM
MIN MINIMUM
MISC MISCELLANEOUS
(N) NEW STRUCTURAL MEMBER
NIC NOT IN CONTRACT
NTS NOT TO SCALE
OC ON CENTER
O.F. OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
PC PRECAST
PL PLATE
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
R RADIUS
REINF REINFORCING, -ED, -MENT
REQ'D REQUIRED
SIM SIMILAR
SP SPACE(S)
SPEC SPECIFICATION(S)
SPEC'D SPECIFIED
STD STANDARD
STIFF STIFFENER
T.O. TOP OF
TYP TYPICAL
U.N.O. UNLESS NOTED OTHERWISE
VERT VERTICAL
WWF WELDED WIRE FABRIC
@ AT
OR DIA DIAMETER
# OR NO. NUMBER
DESCRIPTION SYMBOL
ELEVATION =
EL (XXX'-X")
N H OR T
DTL#
SHT#
Project number
Date
Drawn by
Checked by
4202
(C)
THGIRYPOC
CARR ENGINEERING, LLC
ILLINOIS DESIGN FIRM LIC No.
184.007877-0003
3294 Fields Dr.
Bettendorf, IA 52722
(563) 503-6100
MP
83:60:5
6202/9/3
25-134
NOTES &
SYMBOLS
S101
TROPRIA
LANOITANRETNI
YTIC
DAUQ
YTIROHTUA
TROPRIA
NATILOPORTEM
.OC
DNALSI
KCOR
11/04/2025
WDH
CMC
GNIDLIUB
RAGNAH
KRIK
SIONILLI
,ENILOM
NO. DESCRIPTION DATE
1 PERMIT SET 11.04.25
ISOMETRIC VIEW
1
ALL STEEL FRAMING IS TO BE DESIGNED BY THE METAL BUILDING MANUFACTURER

2 4 5 6
5'-0"X5'-0"
STOOP
P-1 P-1 P-2
F-1 F-1 F-2
P-1
P-2 P-1 P-1 P-2
F-1
F-1 F-1 F-1 F-2
"0
- '2
"0
-
'2
1 7
4
TYP.
S300 2
S300
A
X-BRACE BY PEMB MNFR.
P-4 P-1
F-1
E
G
K
1
S300
M
8
S301
P
5
S300
X-BRACE BY PEMB MNFR.
T
1
2 S300
S300
TYP.
"0
-
'021
100' - 0"
P-2
F-1
B
P-3
F-2
P-3
F-2
P-3
F-2
P-3
F-2
P-3
P-4
F-2
F-2
Q
"2/1
01
-
'4
"2/1
5
- '91
10' - 9 3/4" 3' - 4 1/2" 10' - 9 3/4" 10' - 9 3/4" 3' - 4 1/2" 10' - 9 3/4"
"8
"0
-
'21
"0
-
'5
.D.H.O
"0
-
'02
"0
-
'02
"0
-
'02
"0
-
'02
"0
-
'02
"0
- '02
8"
2' - 0"
"8
1' - 6" 23' - 6" 25' - 0" 25' - 0" 25' - 0"
1' - 0" 4
5'-0"X5'-0" S300
STOOP 1
S300
3
S300
TYP.
5
S300
TYP.
GNINEPO
RAGNAH
REILPPUS
BMEP
:ER
8"
8"
2' - 0"
1
S300
"0
-
'8
.PYT
HP HP PROVIDE CONTROL JOINTS HP
AT 12'-6" MAX
~ SPACING EACH WAY -
~ ~ TYPICAL
~
~ ~ ~ ~
HP HP HP
45.00 degrees
TYP.
1' - 0"
~
~
~
~
6' - 3"
SLOPE DN
7
S301
SLOPE DN
SLOPE DN (TOP OF TRENCH DRAIN EL = -0'-3")
SLOPE DN
(TOP OF CONCR EL = -0'-0")
SLOPE DN
DARK HATCH
INDICATES 8 IN
DEEP X 6'-3" WIDE
RECESS FOR
7
TRACKS AND GROUT
BY OTHERS S301
SLOPE DN
SLOPE DN (TOP OF TRENCH DRAIN EL = -0'-3")
SLOPE DN
"9
FIRST
RAIL 1' - 3"
LINE 1' - 3"
1' - 3"
1' - 3"
1' - 8"
"9
"2
-
'49
FOOTING SCHEDULE
SIZE TOP BOT
MARK (WxLxD) REINFORCING REINFORCING
8' - 4"
F-1 9'-0"x9'-0"x1'-6" (9) #7 BARS EA WAY (9) #7 BARS EA WAY
3"
F-2 5'-0"x5'-0"x1'-0" (6) #5 BARS EA WAY (6) #5 BARS EA WAY
4 1/2" 8" 8" 4 1/2"
FOUNDATION WALL SCHEDULE
WALL REINFORCING COMMENTS
THICKNESS
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.
Project number
Date
Drawn by
Checked by
4202
(C)
THGIRYPOC
CARR ENGINEERING, LLC
ILLINOIS DESIGN FIRM LIC No.
184.007877-0003
3294 Fields Dr.
Bettendorf, IA 52722
(563) 503-6100
MP
93:60:5
6202/9/3
25-134
FOUNDATION
PLAN
S200
TROPRIA
LANOITANRETNI
YTIC
DAUQ
YTIROHTUA
TROPRIA
NATILOPORTEM
.OC
DNALSI
KCOR
11/04/2025
WDH
CMC
GNIDLIUB
RAGNAH
KRIK
SIONILLI
,ENILOM
NOTES: 3. PIERS:
1. SLAB-ON-GRADE: A. PIER TYPE NOTED ON PLAN THUS: P-X. SEE SHEET S300 FOR DETAILS.
A. GRIDLINES ARE LOCATED AT OUTSIDE FACE OF FOUNDATION WALL B. TOP OF PIER ELEVATION TO BE (0'-0") UNLESS NOTED OTHERWISE.
OR COLUMN CENTERS UNLESS NOTED OTHERWISE.
4. FOUNDATIONS:
B. SLAB-ON-GRADE TO BE 8 INCH THICK NORMAL WEIGHT
CONCRETE ON 14 INCH (MIN.) OF EXISTING ENGINEERED GRANULAR A. CONSULT WITH OWNER'S GEOTECHNICAL ENGINEER AND SEE PROJECT'S
BASE. (CRUSHED AGGREGATE) RE: 5/S301. REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL
ENGINEERING REQUIREMENTS, SPECIFIC FOUNDATION SUBGRADE
C. REINFORCE 8 INCH SLAB-ON-GRADE WITH FORTA FERRO FIBER PREPARTION REQUIREMENTS, UNDER-SLAB DRAINAGE, SITE DEWATERING
ADMIXTURE (DOSAGE RATE 5.0 LB/CY). (ALTERNATE SLAB AND OTHER EARTH WORK REQUIREMENTS.
REINFORCING #4 @ 18" O.C. CENTERED.
5. COLUMNS:
D. TOP OF SLAB-ON-GRADE IS AT ELEVATION = (0'-0") UNLESS
NOTED OTHERWISE. A. ALL COLUMNS, BASEPLATES AND ANCHOR BOLT SIZES AND LOCATIONS BY
METAL BUILDING SUPPLIER.
E. PLACE CONTROL OR CONSTRUCTION JOINTS AT 12'-6" ON CENTER
MAXIMUM. USE DOWEL BASKETS AT ALL CONTROL JOINTS. B. SEE 'METAL BUILDING CRITERIA' ON SHEET S100.
SEE 6/S301.
F. REFERENCE ARCHITECTURAL DRAWINGS FOR SLAB SLOPES AND
DEPRESSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
2. FOOTINGS:
A. FOOTINGS ARE SHOWN ON PLAN THUS: F-X. REFERENCE DETAILS
AND FOOTING SCHEDULE FOR SIZES AND REINFORCING.
B. ALL COLUMN FOOTINGS SHALL BE CENTERED ON PIERS UNLESS
OTHERWISE DIMENSIONED.
C. TOP OF EXTERIOR FOOTING IS AT ELEVATION (-3'-0") UNLESS
NOTEDOTHERWISE.
D. SEE FOOTING OVER-EXCAVATION DETAIL THIS SHEET WHERE
REQUIRED.
NO. DESCRIPTION DATE
1 PERMIT SET 11.04.25
2 REV FOR DOOR 03.09.26
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.
NEW BUILDING LOCATION
MAIN FLOOR FOUNDATION PLAN
1/8" = 1'-0"
N H
OR T
BUILDING LOCATION AERIAL
N H
O R T NO SCALE

"2
-
'2
-
T.O. WALL = 0'-0"
-
T.O. PIER = 0'-0"
"8
"6
-
'1
-
(10) #6 VERT. W/ STD.
HOOK OR LAP WITH
DOWELS
#4 TIES @ 1 1/2" CLR.
(TYP.) 12" O.C.
SEE METAL BLDG DWG FOR
9" 9" 9" 9"
BASE PL AND A.B. SIZE AND
LOC.
1' - 6" 1' - 6"
"2/1
7
"2
-
'2
#4 TIES @ 12" O.C.
(12) #6'S,
VERT.
"8
"6
- '1
"2
-
'2
8" 1' - 8" 8" 1' - 8"
2' - 4"
"8
"6
- '1
"2
-
'2
- -
RE: PLAN
T.O. WALL = 0'-0"
2' - 4"
"2/1
7
1
COL & BASE
PL BY MTL
BLDG MANUF
RE: PEMB
1/2" EXP. JOINT
SUPPLIER FOR RE: PLAN
ANCHOR RODS CONC. SLAB
1-6" MIN EMBED RE: PLAN
FIN FLOOR
EL (0'-0")
-
GRADE WALL CONC. PIER
RE: SCHED RE: SHEET S300
FOR REINF. AND PLAN MARK
T.O. FTG. T.O. PIER = 0'-0"
EL (RE: PLAN)
"0
-
'3
DEHCS
:ER
)EDARG
WOLEB
NIM(
RE: PLAN
RE: PLAN
"8
.RLC
"3
-
8"
1/2" EXP. JOINT
SLAB-ON-GRADE
RE: PLAN
(RE: PEMB) FIN FLOOR
EL (0'-0")
T.O. FTG.
EL (-3'-0")
8 1/2"
PER FDN WALL
SCHED
SEE COL FTG SCHED
FOR REINF
.O.N.U
"0
-
'3
PER FDN WALL
SCHED
(3)#5
HORZ
BOTTOM
"0
- '1
RE: PLAN
.RLC
"3
"8
-
COL & BASE
PL BY MTL
BLDG MANUF
RE: PEMB
1/2" EXP. JOINT
SUPPLIER
FOR ANCHOR
CONC. SLAB RODS -1'-6"
MIN EMBED RE: PLAN
FIN FLOOR
EL (0'-0")
#5 HAIRPEN AROUND
GRADE WALL COLUMN W/ 5'-0" LEGS - RE: SCHED RE: 1/S301 GRADE WALL
FOR REINF. CONC. PIER RE: SCHED
RE: SHEET S300
FOR REINF. 2" RIGID INSUL.
AND PLAN MARK
EXT. 2 FT UNDER SLAB
T.O. FTG.
EL (RE: PLAN)
"0 - '3
DEHCS
:ER
)EDARG
WOLEB
NIM(
RE: PLAN
RE: FTG SCHED
.RLC
"3
8"
"8
PER FDN WALL
SCHED
SEE COL FTG SCHED
FOR REINF
"0-'2
1/2" EXPANSION JOINT
#4 DOWELS x 1'-6"
MATERIAL
@ 12" O.C.,
(TYPICAL)
6" CONCRETE SLAB WITH CONCRETE SLAB -
#4'S @ 12" O.C., EACH SEE PLAN FOR THICKNESS
WAY, CENTERED IN THE AND REINFORCING
SLAB THICKNESS
FOUNDATION WALL - 4" EXTRUDED POLY- SEE PLAN FOR
STYRENE INSULATION DIMENSIONS AND
(ASTM C578)
REINFORCING
ALL SIDES AND ABOVE
6" FREE DRAINING
MATERIAL
#4'S @ 12" O.C.,
EACH WAY
MUMINIM
"0
- '4
8"
"8
SMOOTH TROWEL FINISH
SLOPE AT 1/8" PER
FOOT OR AS
INDICATED ON SITE
PLAN
FIN FLOOR
EL (0'-0")
NOTES:
VARIES - SEE PLAN
GOOD FOR 3'-0" TO 8'-0" 1. SEE ARCHITECTURAL DRAWINGS FOR
EXACT STOOP LAYOUT AND LOCATIONS.
.RLC
"3
"8
A
8"
7
2' - 4"
1' - 8" 8"
T.O. PIER = 0'-0"
-
"6
-
'1
.RLC
"2/1
1
).PYT(
#4 TIES @ (10) #6 VERT. W/ STD.
12" O.C. HOOK OR LAP WITH
DOWELS
"6
-
'1
2' - 4"
7 1/2"
SEE METAL BLDG DWG FOR
BASE PL AND A.B. SIZE AND
LOC.
"9
"9
7
T.O. WALL = 0'-0"
"9
"9
1
2' - 4"
1' - 8" 8" 8" 1' - 8"
T.O. PIER = 0'-0"
-
.RLC
"2/1
1
).PYT(
"6
-
'1
(10) #6 VERT. W/ STD. #4 TIES @
HOOK OR LAP WITH 12" O.C.
DOWELS
"6
-
'1
2' - 4"
SEE METAL BLDG DWG FOR
BASE PL AND A.B. SIZE AND
LOC.
"9
"9
1
T.O. WALL = -0'-8"
"9
"9
2'-0"
#5 x
@ 12" O.C. (TYP.)
1/2" EXP. JOINT
SLAB-ON-GRADE
(TYP.) -RE: PLAN
FIN FLOOR
EL (0'-0")
#5 x CONT.
(TYP.)
8" 1' - 8"
T.O. WALL = 0'-0"
9 1/2"
1' - 0" 1' - 4" 1' - 0" 1' - 4"
"0-'2
"8
RE: SCHED FOR
WALL REINF.
T.O. FTG.
EL (RE: PLAN)
"0 - '3
"0
- '1
7
8"
PER FDN WALL
SCHED
(3)#5
HORZ
BOTTOM
RE: PLAN
.RLC
"3
Project number
Date
Drawn by
Checked by
4202
(C)
THGIRYPOC
CARR ENGINEERING, LLC
ILLINOIS DESIGN FIRM LIC No.
184.007877-0003
3294 Fields Dr.
Bettendorf, IA 52722
(563) 503-6100
MP
93:60:5
6202/9/3
25-134
FOUNDATION
DETAILS
S300
TROPRIA
LANOITANRETNI
YTIC
DAUQ
YTIROHTUA
TROPRIA
NATILOPORTEM
.OC
DNALSI
KCOR
11/04/2025
WDH
CMC
GNIDLIUB
RAGNAH
KRIK
SIONILLI
,ENILOM
TYPICAL FOUNDATION WALL TYPICAL EXTERIOR COL FOOTING TYPICAL THRESHOLD FOUNDATION WALL TYPICAL STOOP SECTION
1 2 3 4
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
NO. DESCRIPTION DATE
1 PERMIT SET 11.04.25
2 REV FOR DOOR 03.09.26
TYPICAL EXTERIOR ENDWALL COL FOOTING 'P1' PIER DETAIL 'P2' PIER DETAIL
5 6 7
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
'P3' PIER DETAIL 'P4' PIER DETAIL
9 10
3/4" = 1'-0" 3/4" = 1'-0"