Specifications and Plans - 2025-10-10_IDOT_JibCraneFoundation.pdf

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE AMERICAN

CONCRETE INSTITUTES PUBLICATIONS: ACI 301, ACI 305.1, ACI 306.1, ACI 315, AND ACI 318

UNLESS NOTED OTHERWISE.

2. CONCRETE COMPRESSIVE STRENGTH (28 DAY)(F'c)

FOOTINGS 4000 PSI

3. CONCRETE REINFORCEMENT STANDARDS:

DEFORMED BARS ASTM A615 Fy = 60 KSI

SYNTHETIC MACRO FIBER REINFORCING ASTM C1116

EPOXY COATED REINFORCING ASTM A775 Fy = 60 KSI

4. ALL CONCRETE SHALL BE STONE AGGREGATE UNLESS NOTED OTHERWISE. SUBMIT MIX DESIGN

AND DOCUMENTATION FOR APPROVAL PER ACI 318.

5. REINFORCEMENT PROTECTION

A. CONCRETE PLACED AGAINST EARTH - 3"

B. CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

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

b. BARS LARGER THAN #5 - 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS, AND JOISTS - 3/4"

b. BEAMS, COLUMNS - 1 1/2"

6. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE, NUMBER AND SPACING OF THE MAIN

REINFORCING UNLESS NOTED OTHERWISE.

7. ALL SPLICES, STANDARD HOOKS, AND DEVELOPMENT LENGTHS TO BE PER THE REFERENCED

EDITION OF ACI 318. MAKE BARS CONTINUOUS AROUND CORNERS. ALL SPLICES SHALL BE BY

CONTACT LAP.

8. ALL SPLICES SHALL BE A CLASS "B" TENSION SPLICE AS DEFINED IN ACI 318. PROVIDE LAP

SPLICES LENGTHS AS FOLLOWS:

LAP SPLICE LENGTHS GIVEN, ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,

AND A MINIMUM CLEAR COVER OF 1 BAR DIAMETER. TOP BARS ARE DEFINED AS HORIZONTAL

BARS WITH MORE THAN 12" ON FRESH CONCRETE BENEATH THE BARS.

9. WALLS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, UNLESS

APPROVED BY THE ENGINEER.

10. CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE WORK MUST BE MADE AT CENTER OF

SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS,

UNLESS OTHERWISE SHOWN.

11. THERE SHALL BE NO ADDITIONAL OPENINGS LARGER THAN 10" IN CONCRETE WALLS AND SLABS

NOT SHOWN. REFER TO CONCRETE OPENING DETAIL FOR ADDITIONAL REINFORCEMENT

AROUND OPENINGS.

12. REINFORCING STEEL SHALL BE SECURELY FASTENED INTO FORMS PRIOR TO POURING

CONCRETE. WET SETTING OF REINFORCING STEEL WILL NOT BE ACCEPTED PER ACI.

13. CONCRETE MIX - FOOTINGS

COARSE AGGREGATE 100% PASSING 1" SIEVE

FINE AGGREGATE 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO 0.45

SLUMP 4" +/- 1"

AIR CONTENT 6% +/- 1.5%

BAR SIZE

#3 #4 #5 #6 #7 #8 #9 #10 #11

TYPICAL

19" 25" 31" 37" 54" 62" 70" 79" 87"

TOP BARS

25" 33" 41" 49" 71" 81" 91" 102" 114"

4000 PSI

GENERAL NOTES

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO SUPPLEMENT THE DRAWINGS.

2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND

SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS

PROJECT.

3. THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.

MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS

MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.

4. UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL

FOR ALL SIMILAR CONDITIONS.

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

FULLY ERECTED AND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE

DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCING

TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS NECESSARY FOR

THE ERECTION PROCESS.

6. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY CODES

AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

7. CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF

THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

8. EXISTING CONDITIONS:

A. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS

RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,

WALLS, OPENINGS, ETC, WITH THE ARCHITECTURAL DRAWINGS PRIOR TO PROCEEDING

WITH THE WORK. ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE

REPORTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE AFFECTED

PART OF THE WORK.

B. DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH

ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY).

SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRE

PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT MAY ALSO

CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR COMPONENTS

WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). THE

CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH MAY INTERFERE

WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY

OF THE BUILDING(S) PRIOR TO PROCEEDING WITH THE WORK RELATED TO SUCH

DISCOVERIES.

C. DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO

PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.

D. CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL

MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH

MATERIALS OR STRUCTURES ARE DISCOVERED.

9. STRUCTURAL COORDINATION

A. MECHANICAL, ELECTRICAL OR PLUMBING LOADS, OPENINGS AND SUPPORT FRAMING ARE

SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE

MECHANICAL, ELECTRICAL OR PLUMBING CONTRACTOR BEFORE PROCEEDING WITH SUCH

PORTION OF THE WORK.

B. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, HOLES AND

SLEEVES THROUGH FOUNDATIONS AND OTHER STRUCTURAL ELEMENTS WITH THE

MECHANICAL, ELECTRICAL AND PLUMBING CONTRACTORS. NO OPENINGS SHALL PASS

THROUGH STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY

THE ENGINEER.

C. EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION

OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE

BY THE CONTRACTOR.

10. BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY

ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,

RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID

SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING

CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION

SITE SHALL BE KEPT TO A MINIMUM.

11. THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE

CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.

12. ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD

SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.

13. CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH

CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT

PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.

14. ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR REMOVAL

SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO ADDITIONAL

COST TO THE OWNER.

15. CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM

CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.

16. CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM

BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.

17. CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN NOT

WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS, RODENTS

AND INTRUDERS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE REFERENCED EDITION OF THE AISC

"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".

2. STRUCTURAL STEEL MATERIAL STANDARDS

WIDE FLANGE SECTIONS ASTM A992 Fy = 50 KSI ANGLES, CHANNELS & PLATES ASTM A36 Fy = 36 KSI SQUARE AND RECTANGULAR HSS ASTM A500, GR C Fy = 50 KSI ROUND HSS ASTM A500, GR C Fy = 46 KSI STANDARD PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI

3. STRUCTURAL STEEL CONNECTION STANDARDS:

HIGH STRENGTH BOLTS ASTM F3125 GRADE A325

TENSION CONTROL BOLT/NUT/WASHER ASTM F1852

HEAVY HEX NUT ASTM A563

WASHERS ASTM F436

ANCHOR RODS ASTM F1554 GRADE 36

HEADED WELDED STUDS ASTM A108 TYPE B

WELDING ELECTRODES (CARBON STEEL) AWS 5.1, E70XX

4. WELDING SHALL BE IN ACCORDANCE WITH STRUCTURAL WELDING CODE, AWS D1.1, LATEST

EDITION, AND SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY USING PROPER

ELECTRODES FOR MATERIAL BEING WELDED. PROVIDE WELD SIZE IN ACCORDANCE WITH AISC

SPECIFICATIONS, BUT NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.

5. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH RCSC -

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." SEE DRAWINGS

FOR BOLTS SIZES. USE 3/4" DIAMETER, A325 BOLTS UNLESS NOTED OTHERWISE.

6. WHEN TENSION CONTROL BOLTS ARE INDICATED "TC" ON THE DRAWINGS, PROVIDE HIGH

STRENGTH "TENSION CONTROLLED" BOLTS MEETING ASTM F1852, TYPE 1.

7. ALL BOLTED CONNECTIONS ARE BEARING TYPE, UNLESS INDICATED AS TENSION CONTROLLED

(TC) OR SLIP CRITICAL (SC). PROVIDE STANDARD HOLES FOR BEARING TYPE CONNECTION

WHICH ARE 1/16" WIDER DIAMETER THAN THE BOLT.

8. ALL EXTERIOR EXPOSURE STEEL FRAMING, STEEL LINTEL ASSEMBLIES, BRICK RELIEF ANGLES

AND CONNECTORS SHALL BE HOT DIPPED GALVANIZED. ITEMS INDICATED TO BE GALVANIZED

SHALL BE HOT-DIP GALVANIZED IN COMPLIANCE WITH ASTM A123.

9. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE AND

OTHER FOREIGN MATERIALS. STEEL SHALL BE HAND TOOLED CLEANED (SSPC-SP2) OR POWER

TOOL CLEANED (SSPC-SP3).

10. ALL STRUCTURAL STEEL WILL HAVE ONE COAT OF FABRICATOR'S STANDARD LEAD AND

CHROMATE-FREE RUST INHIBITIVE PRIMER APPLIED PRIOR TO DELIVERY TO THE JOB SITE

UNLESS NOTED OTHERWISE. ALL AREAS OF STRUCTURAL STEEL MEMBERS IN WHICH THE

PRIMER COATED SURFACE IS DAMAGED DURING CONSTRUCTION SHALL BE TOUCHED UP WITH

MATCHING PRIMER.

11. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD.

12. ALL MISCELLANEOUS STEEL AS SHOWN OR REFERENCED ON THE ARCHITECTURAL DRAWINGS

SHALL BE FABRICATED AND INSTALLED AS PART OF THE STRUCTURAL STEEL.

13. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORES, GUYS, BRACES AND OTHER

SUPPORTS DURING ERECTION TO KEEP STRUCTURAL STEEL SECURE, PLUMB AND IN

ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL TO DESIGN

LOADS. REMOVE ALL TEMPORARY SUPPORTS WHEN PERMANENT STRUCTURAL STEEL

FRAMING AND CONNECTIONS ARE COMPLETED.

14. MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL WITHIN AISC 303, "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

15. DO NOT ENLARGE MISALIGNED BOLT HOLES BY BURNING OR THERMAL CUTTING. REAM HOLES

THAT MUST BE ENLARGED TO INSTALL BOLTS.

FOUNDATIONS

1. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE BACKFILL

BEHIND BASEMENT WALLS OR RETAINING WALLS UNTIL CONCRETE HAS ATTAINED THE

SPECIFIED COMPRESSIVE STRENGTH. BASEMENT WALLS SHALL NOT BE BACKFILLED UNTIL

SUPPORTING FLOOR IS COMPLETED AND ATTAINED FULL STRENGTH. CONTRACTOR SHALL

PROTECT ALL BELOW GRADE WALLS FROM LATERAL EARTH PRESSURES UNTIL SUPPORTING

FLOOR STRUCTURE IS COMPLETED. CONTRACTOR PROVIDE FOR DESIGN, PERMITS AND

INSTALLATION OF LATERAL SHORING TO BRACE WALLS IN LIEU OF WAITING FOR FLOOR SLAB

COMPLETION.

2. FOOTING SHALL BE CENTERED UNDER WALLS AND COLUMNS UNLESS NOTED OTHERWISE.

3. CONTRACTOR SHALL ACCOUNT FOR PUMPING OF WATER FROM THE EXCAVATION DUE TO

SURFACE WATER, GROUND WATER AND SEEPAGE.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL SHEETING, SHORING AND CRIBBING REQUIRED TO SAFELY RETAIN THE EARTH BANK AROUND THE

EXCAVATIONS.

5. ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR ACCEPTABLE COMPACTED

BACKFILL AS OUTLINED IN THE SOIL REPORT AND PROJECT SPECIFICATIONS.

6. FOOTING ELEVATIONS SHOWN DESIGNATE THE MINIMUM DEPTH OF THE FOOTING WHERE THE

ALLOWABLE SOIL BEARING IS EXPECTED. LOCALIZED AREAS OF UNACCEPTABLE SOILS OR

POOR COMPACTION MAY BE DISCOVERED DURING THE EXCAVATION PROCESS REQUIRING

OVEREXCAVATION AND BACKFILL WITH ACCEPTABLE FILL. FOOTING EXCAVATIONS SHALL BE

LOWERED TO REACH SOIL MEETS THE DESIGN BEARING PRESSURE AND APPROVED BY THE

GEOTECHNICAL SPECIAL INSPECTION AGENCY.

7. ACCEPTABLE BACKFILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED EIGHT (8) INCHES

IN LOOSE THICKNESS.

8. FOR FOOTING AND FOUNDATIONS, THE SUBGRADE OR FILL MATERIAL SHALL BE COMPACTED

AND VERIFIED TO MEET 98% STANDARD PROCTOR MAXIMUM DRY DENSITY ACCORDANCE WITH

ASTM D698. FOR RELATIVELY COHESIONLESS GRANULAR FILL WHICH HAS A PERCENT PASSING

THE #200 SIEVE LESS THAN 10 PERCENT AND HAS ONLY A SLIGHT SENSITIVITY TO MOISTURE

CHANGES, COMPACTION SHALL BE 75 PERCENT RELATIVE DENSITY IN ACCORDANCE WITH

ASTM D4253 AND D4254. IF COMPACTION DOES NOT COMPLY, CONTRACTOR SHALL RECOMPACT

AREA AND UNTIL TEST RESULTS ARE PASSING. AN AREA EXHIBITING WEAKNESS SUCH AS

RUTTING OR PUMPING SHALL BE REMOVED AND REPLACED WITH COMPACTED GRANULAR FILL.

9. FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL SPECIAL

INSPECTION AGENCY BEFORE CONCRETE IS PLACED. CONTRACTOR SHALL NOTIFY INSPECTION

AGENCY WHEN EXCAVATION IS READY FOR TESTING. INSPECTION AGENCY SHALL PROVIDE A

WRITTEN REPORT OF TEST RESULTS AND COMPLIANCE TO THE OWNER.

10. ACCEPTABLE SOIL SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION GROUPS

GW, GP, GM, SW, SP, SM OR A COMBINATION OF THESE TYPES.

11. UNACCEPTABLE SOILS SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION GROUPS GC, SC, ML, MH, CL, CH, OL, OH, PT OR A COMBINATION OF THESE TYPES. GROUPS CL AND ML MAY BE ACCEPTABLE IF THE LIQUID LIMIT IS LESS THAN 45 AND THE PLASTICITY INDEX IS

LESS THAN 20.

12. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR

ICE FROM PENETRATING ANY FOOTING OR SLAB SUBGRADES BEFORE AND AFTER PLACING THE

CONCRETE AND UNTIL SUCH SUBGRADE IS FULLY PROTECTED BY THE PERMANENT BUILDING

ENCLOSURE AND THE SPACE IS CONDITIONED TO REMAIN ABOVE FREEZING.

13. CONCRETE FOOTINGS AND SLABS SHALL NOT BE PLACED ON OR AGAINST SUBGRADES

CONTAINING FROST, SNOW OR ICE. FROZEN SUBGRADES SHALL BE COMPLETELY THAWED AND

RECONDITIONED BEFORE CONCRETE MAY BE PLACED.

14. REPEATED HEAVY CONSTRUCTION TRAFFIC OVER EXPOSED SUBGRADE WILL CAUSE RUTTING

AND PUMPING WHEN SOIL IS ABOVE THE OPTIMUM MOISTURE CONTENT. AVOID EXCESS

CONSTRUCTION ACTIVITY ON WET SOILS. IF SUBGRADE IS ABOVE THE OPTIMUM MOISTURE

CONTENT DURING CONSTRUCTION, THEN DRYING OF THE SOIL SHALL BE CONDUCTED BY

DISKING, SCARIFICATION, AND AERATION.

15. SOILS WITH A MOISTURE CONTENT ABOVE THE OPTIMUM LEVEL SHALL BE REMOVED AND

REPLACED WITH COMPACTED GRANULAR FILL.

16. CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY UNUSUAL SOIL

CONDITIONS THAT ARE IN VARIANCE WITH THE SOIL REPORT.

17. CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY IF THE EXISTING

FOUNDATIONS VARY FROM THAT SHOWN ON THE DRAWINGS.

18. CONTRACTOR SHALL VERIFY OPENINGS AND SLEEVES THROUGH FOUNDATION WALLS WITH

THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. CHANGES IN SIZE,

LOCATION AND NUMBER SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE

ENGINEER.

DESIGN INFORMATION

1. CODES:

A. INTERNATIONAL BUILDING CODE (IBC) 2015

B. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

C. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS (AISC 360)

ALLOWABLE STRENGTH DESIGN (ASD)

D. AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE

(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

E. AMERICAN WELDING SOCIETY D1.1

2. DESIGN LOADS PER THE 2015 IBC (RISK CATEGORY II)

A. DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

B. LIVE LOADS

JIB CRANE LIVE LOAD - 2000 POUNDS

3. SOILS INFORMATION BASED ON ASSUMED SOILS PER THE IBC 2015.

NET ALLOWABLE SOIL BEARING PRESSURES:

SPREAD FOOTINGS 1500 PSF

MIN

3'-6" 6'-6"

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IN

3' -6

6'

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FASTEN JIB CRANE TO

NEW FOUNDATION PER

MANUFACTURER'S

RECOMMENDATIONS

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JIB

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PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL:

PRINTED OR TYPED NAME

SIGNATURE

MY LICENSE RENEWAL DATE IS DECEMBER 31,

DATE

LICENSE NUMBER

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

Christopher R. Marvin

ALL

27417

STRUCTURAL ENGINEER

10-10-2025