S02 - ATCH 30 - Joliet_CBOC_Issued_for_Bid_A1_Struct_Part_8.pdf

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Joliet Community Based Outpatient Clinic 1201 Eagle Street Joliet, Illinois 60432

Drawing No.

Scale:

Date:

Checked By:Drawn By:Designed By:

Drawing Title:

Contract No.

File No.Building No.

Client Project No.

Project Title:Approved: Chief, failites Management Services

Approved: Medical Center Director

Approved:

Approved: Location:

VES Project Number: 191006

AS NOTED

VA JOLIET CBOC

JOLIET, ILLINOIS

578-371 36C25219D0020

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© 2020 Virtual Energy Solutions, INC.

333 S. Desplaines St. Suite 200 Chicago, IL 60661

312.884.5100 www.davidmason.com

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STRUCTURAL - GENERAL NOTESPARKING EXPANSION AT

JOLIET CBOC

04/21/23

MCZGABW

PART 1 - DESIGN CRITERIA / GENERAL REQUIREMENTS

1.1 DESIGN CRITERIA

A. BUILDING CODE: INTERNATIONAL BUILDING CODE 2018.

B. GRAVITY DESIGN LOADS:

1. FLOOR DEAD LOAD:

COMPOSITE SLAB: 46 PSF (3" DECK + 3-1/4" LWC)

CEILING: 2 PSF

MEP: 8 PSF

FIREPROOFING: 2 PSF

FINISH FLOORING: 8 PSF

2. ROOF DEAD LOAD:

ROOFING / INSULATION: 8 PSF

METAL DECKING: 3 PSF

MEP: 5 PSF

CEILING: 2 PSF

FIREPROOFING: 2 PSF

3. ROOF LIVE LOAD:

a. UNIFORM LIVE LOAD: 20 PSF

b. SNOW LOAD:

GROUND SNOW LOAD, PG: 25 PSF

FLAT ROOF SNOW LOAD, PF: 20 PSF

DRIFT LOAD: SEE DRIFT LOADING PLAN

SNOW EXPOSURE FACTOR, CE: 1.0

SNOW IMPORTANCE FACTOR, IS: 1.0

SNOW THERMAL FACTOR, CT: 1.0

4. UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE,

UNLESS OTHERWISE NOTED):

CORRIDORS: 100 PSF

STORAGE: 125 PSF

5. CONCENTRATED FLOOR LIVE LOADS:

a. LOADS ARE DISTRIBUTED OVER AN AREA OF 2-1/2 SQ. FT., UNLESS NOTED

OTHERWISE.

HOSPITALS: 1000 LB.

6. CONCENTRATED LATERAL LIVE LOADS

a. HANDRAILS ASSEMBLIES:

TOP RAIL: 200 LB. OR 50 LB/FT APPLIED NON-CONCURRENTLY IN ANY DIRECTION.

INFILL: 50 LB. APPLIED OVER 1 SQ. FT. APPLIED NON-CONCURRENTLY WITH THE

TOP RAIL LOAD.

b. VEHICLE BARRIER SYSTEMS: 6,000 LB. APPLIED OVER AN AREA OF 1 SQ.

FT. AT 18" ABOVE THE FLOOR.

C. LATERAL LOADS:

1. WIND LOAD:

a. BASIC WIND SPEED, V: 107 MPH

b. WIND IMPORTANCE FACTOR, IW: 1.0

c. RISK CATEGORY: II

d. WIND DIRECTIONALITY FACTOR, KD: 0.85

e. WIND TOPOGRAPHIC FACTOR, KZT: 1.0

f. WIND EXPOSURE CATEGORY: C

g. GUST – EFFECT FACTOR, GF: 0.85

h. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

2. SEISMIC LOAD:

a. SEISMIC IMPORTANCE FACTOR, IE: 1.0

b. SEISMIC RISK CATEGORY: II

c. SEISMIC DESIGN CATEGORY: B

d. SS = 0.136 S1 = 0.069

e. SITE CLASS: D

f. SDS = 0.145 SD1 = 0.110

g. LONG – PERIOD TRANSITION PERIOD, TL: 12 SEC

h. BASIC STRUCTURAL SYSTEM: BEARING WALLS (ELEVATOR), STEEL MOMENT FRAMES (VESTIBULE)

i. SEISMIC RESISTING SYSTEM: INTERMEDIATE SHEAR WALLS (ELEVATOR), STEEL MOMENT FRAMES NOT DETAILED FOR SEISMIC RESISTANCE (VESTIBULE)

j. RESPONSE MODIFICATION FACTOR, R: 3.5 (ELEVATOR), 3 (VESTIBULE)

k. SYSTEM OVERSTRENGTH FACTOR, OMEGA: 2.5 (ELEVATOR), 3 (VESTIBULE)

l. DEFLECTION AMPLIFICATION FACTOR, CD: 2.25 (ELEVATOR), 3 (VESTIBULE)

m. BASE SHEAR, V = 25 KIPS (ELEVATOR), 1.0 KIPS (VESTIBULE)

CS = 0.041 (ELEVATOR), 0.048 (VESTIBULE)

n. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

D. SOIL PARAMETERS:

1. ACTIVE DESIGN PRESSURE IS EQUAL TO AN EQUIVALENT FLUID PRESSURE OF

40H (PSF) [Ka=0.3].

2. AT REST DESIGN PRESSURE IS EQUAL TO AN EQUIVALENT FLUID PRESSURE OF

60H (PSF) [Ko=0.5].

3. PASSIVE DESIGN PRESSURE IS EQUAL TO AN EQUIVALENT FLUID PRESSURE OF

240H (PSF) [Kp=2].

4. SURCHARGE LOADS ARE 250 PSF AT THE SURFACE.

5. COEFFICIENT OF SLIDING FRICTION: CONCRETE/SOIL = 0.32

6. H = HEIGHT OF RETAINED SOIL

7. SOIL DENSITY = 120 PCF

1.2 GENERAL REQUIREMENTS

A. CONSTRUCTION MEANS AND METHODS

1. CONTRACTOR AGREES THAT CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY

FOR JOB SITE CONDITIONS DURING THE COURSE OF THE WORK, INCLUDING

SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY

CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT

CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD DAVID MASON & ASSOCIATES

HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION

WITH THE PERFORMANCE OF THE WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY

ARISING FROM THE SOLE NEGLIGENCE OF DAVID MASON & ASSOCIATES.

2. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INCLUDE THE METHOD OF CONSTRUCTION. CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE NEW AND EXISTING STRUCTURES DURING

CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO:

BRACING, EARTH RETENTION SYSTEMS, SHORING FOR LOADS DUE TO CONSTRUCTION

EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED WORK. OBSERVATION

VISITS TO THE SITE BY DAVID MASON & ASSOCIATES SHALL NOT INCLUDE INSPECTION

OF THE ABOVE ITEMS.

3. THE CONTRACT DOCUMENTS DO NOT ACCOUNT FOR THE EFFECTS OF THERMAL MOVEMENT

OF STRUCTURAL ELEMENTS DURING THE COURSE OF THE WORK. THE CONTRACTOR

SHALL BE RESPONSIBLE FOR CONSIDERING THE IMPACT OF THERMAL MOVEMENTS

DURING CONSTRUCTION. EXPANSION JOINTS INDICATED ON THE CONTRACT

DOCUMENTS ARE LOCATED AND DIMENSIONED AS REQUIRED FOR THE COMPLETED

STRUCTURE.

4. DAVID MASON & ASSOCIATES SHALL NOT HAVE CONTROL OVER OR CHARGE OF

AND SHALL NOT BE RESPONSIBLE IN ANY WAY FOR CONSTRUCTION MEANS, METHODS,

TECHNIQUES, SEQUENCES, OR PROCEDURES, OR FOR SAFETY OR SAFETY PRECAUTIONS

AND PROGRAMS IN CONNECTION WITH ANY CONSTRUCTION ACTIVITIES, SINCE

THESE ARE SOLELY CONTRACTOR'S RESPONSIBILITY UNDER THE CONTRACT.

5. DAVID MASON & ASSOCIATES SHALL NOT BE RESPONSIBLE FOR CONTRACTOR'S

SCHEDULE OR FAILURES TO CARRY OUT ANY CONSTRUCTION ACTIVITIES IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS. DAVID MASON & ASSOCIATES SHALL

NOT HAVE CONTROL OVER OR CHARGE OF ACTIONS OF CONTRACTOR, SUBCONTRACTOR,

OR ANY OF THEIR AGENTS, OR EMPLOYEES, OR ANY OTHER PERSONS PERFORMING

PORTIONS OF ANY CONSTRUCTION ACTIVITIES.

6. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS

REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL INTERMEDIATE STAGES

OF CONSTRUCTION SHALL BE DESIGNED AND PROVIDED BY CONTRACTOR.

7. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION

LOAD IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT

EXCEED THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE

IMPOSED.

B. EXISTING CONDITIONS

1. CONTRACTOR SHALL BECOME FAMILIAR WITH EXISTING CONDITIONS AS REQUIRED

TO BID AND COMPLETE THE WORK.

2. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND ELEVATIONS OF EXISTING

CONSTRUCTION. ANY EXISTING DIMENSIONS AND ELEVATIONS SHOWN ON THE

CONTRACT DOCUMENTS ARE NOT AS-BUILT DIMENSIONS, BUT WERE OBTAINED

FROM THE ORIGINAL STRUCTURAL DRAWINGS OR OTHER DRAWINGS AND DOCUMENTS

MADE AVAILABLE BY THE OWNER. IT IS THE RESPONSIBILITY OF THE CONTRACTOR

TO FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, AND MEMBER SIZES AS REQUIRED

PRIOR TO BEGINNING FABRICATION, CONSTRUCTION, ETC.

3. ANY DISCREPANCIES BETWEEN THE EXISTING CONDITIONS FOUND AND THOSE

INDICATED IN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION

OF ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH THE

WORK. IF EXISTING CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE

WORK IN ACCORDANCE WITH THE DETAILS AS SHOWN, THE CONTRACTOR SHALL

NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND PROVIDE AN ACCURATE

SKETCH OF THE ACTUAL CONDITION FOR REVIEW.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY REMOVAL AND REPLACEMENT

/ RELOCATION OF ANY NON–STRUCTURAL ELEMENTS NECESSARY TO COMPLETE

THE STRUCTURAL WORK. FOLLOW ALL APPLICABLE CODES, SPECIFICATIONS,

AND REQUIREMENTS OF AFFECTED TRADES. CONSIDERATION OF THIS SHALL

BE INCLUDED IN THE CONTRACTOR'S BID.

C. SUBMITTALS

1. SUBMITTALS PREPARED BY SUBCONTRACTORS SHALL BE REVIEWED BY CONTRACTOR

PRIOR TO SUBMITTING TO ARCHITECT.

2. REPRODUCTION OF THE CONTRACT DOCUMENTS FOR SHOP DRAWINGS IS NOT PERMITTED.

ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO CONTRACTOR.

3. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED EQUIPMENT WEIGHTS,

OPENING SIZES, AND LOCATIONS INDICATED ON THE STRUCTURAL DRAWINGS

WITH DOCUMENTS FROM OTHER DISCIPLINES AND NOTIFY ARCHITECT OF ANY

DISCREPANCIES.

4. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING SIZE, METHOD OF ANCHORAGE,

WEIGHT, OPENINGS, AND LOCATIONS OF EQUIPMENT NOT INDICATED ON THE

STRUCTURAL DRAWINGS PRIOR TO ORDERING FOR REVIEW BY DAVID MASON &

ASSOCIATES TO DETERMINE ADEQUACY OF THE STRUCTURE.

5. ALL SUBMITTALS REVIEWED BY DAVID MASON & ASSOCIATES ARE REVIEWED FOR

GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL

COMPLIANCE WITH THE INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS.

ANY ACTION INDICATED IS SUBJECT TO THE REQUIREMENTS OF THE CONTRACT

DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR CORRELATING AND CONFIRMING

DIMENSIONS AT THE JOB SITE, CHOICE OF FABRICATION PROCESSES AND TECHNIQUES

OF CONSTRUCTION, AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES.

D. QUALITY REQUIREMENTS

1. REFERENCE TO STANDARD SPECIFICATIONS OR CODES OF ANY TECHNICAL SOCIETY,

ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES,

SHALL MEAN THE STANDARDS IN EFFECT AS OF DATE OF THE CONTRACT DOCUMENTS,

UNLESS OTHERWISE NOTED.

2. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH STANDARD

SPECIFICATIONS OR CODES OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR

ASSOCIATION.

3. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION OR CODE, WHETHER

OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS,

SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER,

ARCHITECT, DAVID MASON & ASSOCIATES, CONTRACTOR, OR ANY OF THEIR

CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT

DOCUMENTS, NOR SHALL IT BE EFFECTIVE TO ASSIGN TO DAVID MASON & ASSOCIATES

OR ANY OF DAVID MASON & ASSOCIATES' CONSULTANTS, AGENTS, OR EMPLOYEES

ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE

OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES

CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.

4. STRUCTURAL DOCUMENTS ARE BEING RELEASED PRIOR TO DOCUMENTS OF OTHER

DISCIPLINES. CONTRACTOR SHALL COORDINATE STRUCTURAL DOCUMENTS WITH

OTHER PORTIONS OF THE CONTRACT DOCUMENTS AS THEY ARE RELEASED. REPORT

ANY DISCREPANCY OR OMISSION TO ARCHITECT.

5. ALL OMISSIONS AND CONFLICTS WITHIN THE CONTRACT DOCUMENTS SHALL BE

BROUGHT TO THE ATTENTION OF ARCHITECT PRIOR TO PROCEEDING WITH THE

WORK.

6. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES, OMISSIONS, CONTRADICTIONS OR AMBIGUITIES, IN THE PLANS AND SPECIFICATIONS

SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. PLANS

AND/OR SPECIFICATIONS WILL BE CORRECTED, OR A WRITTEN INTERPRETATION

OF THE ALLEGED DEFICIENCY, OMISSION, CONTRADICTION OR AMBIGUITY WILL

BE MADE BY THE STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

7. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE.

ANY DISCREPANCIES BETWEEN THE CONDITIONS FOUND AND THOSE INDICATED

IN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF ARCHITECT

PRIOR TO PROCEEDING WITH THE WORK.

8. STRUCTURAL DOCUMENTS ARE INTENDED TO BE USED WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH

REQUIREMENTS DURING SHOP DRAWINGS AND INCORPORATING INTO THE WORK.

9. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.

10. SEE DOCUMENTS BY OTHER DISCIPLINES FOR FLOOR, WALL, AND ROOF OPENINGS,

TRENCHES, PITS, PIPE SLEEVES, EQUIPMENT PADS, METAL PAN STAIRS, MISCELLANEOUS

IRON, ETC.

11. NO PIPES, DUCTS, CHASES, ETC. SHALL BE PLACED IN STRUCTURAL BEAM AND

COLUMN MEMBERS NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES,

DUCTS, ETC., UNLESS NOTED OTHERWISE. NOTIFY DAVID MASON & ASSOCIATES

WHEN DOCUMENTS BY OTHER DISCIPLINES SHOW OPENINGS, POCKETS, ETC.

NOT INDICATED IN THE STRUCTURAL DRAWINGS, BUT ARE LOCATED IN STRUCTURAL

MEMBERS. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FROM DAVID MASON

& ASSOCIATES FOR INSTALLATION OF SUCH PIPES, DUCTS, CHASES, ETC.

12. NO CHANGE IN SIZE OF DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE

WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

13. OPENINGS 1'-4" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL

DRAWINGS. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SUCH

OPENINGS.

14. VERIFY ELEVATOR PIT DIMENSIONS, LOCATIONS, LOADINGS AND DETAILS WITH

SUPPLIERS PRIOR TO THE FABRICATION AND/OR INSTALLATION OF ANY MATERIAL.

15. UNLESS OTHERWISE NOTED, FIREPROOFING METHODS AND MATERIALS FOR STRUCTURAL

MEMBERS ARE NOT SHOWN ON STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL

DRAWINGS AND PROJECT SPECIFICATIONS FOR FIRE RATING REQUIREMENTS,

FIREPROOFING METHODS AND MATERIALS.

16. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL

SITUATIONS OCCURRING ON PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE

LOCATIONS SPECIFICALLY INDICATED. WHERE A DETAIL IS NOT INDICATED,

THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR CONDITIONS.

E. CONTRACTOR'S DELEGATED DESIGN

1. CONTRACTOR DESIGNED ELEMENTS SHALL BE DESIGNED BY LICENSED STRUCTURAL

ENGINEERS REGISTERED IN THE STATE OF ILLINOIS. FOR PERMANENT BUILDING

COMPONENTS, CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, DESIGN LOAD DATA, SUPPORT

REACTIONS, AND CERTIFICATION THAT ELEMENTS WERE DESIGNED FOR LOADS SPECIFIED IN

THE CONTRACT DOCUMENTS OR IN THE BUILDING CODE. ALL DOCUMENTS NOTED SHALL BE

SEALED BY THE LICENSED ENGINEER. IF CRITERIA INDICATED ARE NOT SUFFICIENT,

SUBMIT A WRITTEN REQUEST FOR ADDITIONAL INFORMATION TO ARCHITECT. THE FOLLOWING

ELEMENTS AND THEIR CONNECTIONS SHALL BE CONTRACTOR DESIGNED:

a. TEMPORARY BRACING AND SHORING

b. EARTH RETENTION SYSTEMS NECESSARY FOR SAFE EXCAVATION

c. STRUCTURAL STEEL CONNECTIONS

d. COLD-FORMED METAL FRAMING

e. WINDOW AND CURTAIN WALL SYSTEMS

f. SUPPORT, ANCHORAGE AND LATERAL BRACING OF MECHANICAL EQUIPMENT

AND MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEM COMPONENTS

g. UNDERPINNING

h. MODULAR RETAINING WALLS, SEE LANDSCAPE AND CIVIL FOR ALL LOCATIONS

i. STONE VENEER SUPPORTS AND ANCHORS

j. CANOPY

1.3 SPECIAL INSPECTIONS

A. THE GENERAL CONTRACTOR WILL EMPLOY A QUALIFIED/APPROVED THIRD PARTY TESTING AGENCY FOR ALL SPECIAL INSPECTIONS DURING CONSTRUCTION FOR THE ITEMS LISTED IN THE SPECIAL

INSPECTION REQUIREMENTS TABLES OF THE APPLICABLE BUILDING CODE.

B. SPECIAL INSPECTION REPORTS SHALL BE FURNISHED TO BUILDING OFFICIAL, OWNER,

ARCHITECT, DAVID MASON & ASSOCIATES, AND CONTRACTOR. DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF CONTRACTOR, AND IF NOT CORRECTED, SHALL

BE REPORTED TO BUILDING OFFICIAL, OWNER, ARCHITECT, AND DAVID MASON &

ASSOCIATES.

C. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE

COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL AND THE REGISTERED

DESIGN PROFESSIONAL OF RECORD, FOR INSPECTION OF THE PARTICULAR TYPE OF

CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

D. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE

WITH THE APPROVED CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR MAY NOT

ALTER, MODIFY, ENLARGE, OR WAVE ANY OF THE REQUIREMENTS OF THE CONTRACT

DOCUMENTS.

2. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING

OFFICIAL, THE REGISTERED DESIGN PROFESSIONAL OF RECORD, AND THE CONTRACTOR.

ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE

CONTRACTOR FOR CORRECTION. IF NOT CORRECTED, THE SPECIAL INSPECTOR

SHALL SUBMIT A COMPLETE LIST OF ALL OUTSTANDING DISCREPANCIES ON A

WEEKLY BASIS TO THE OWNER, THE BUILDING OFFICIAL, AND THE REGISTERED

DESIGN PROFESSIONAL OF RECORD, UNTIL ALL CORRECTIONS HAVE BEEN COMPLETED.

3. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL, SIGNED REPORT STATING

THAT THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE

SPECIAL INSPECTOR'S KNOWLEDGE, PERFORMED IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE BUILDING

CODE.

E. THE TESTING LABORATORY PROVIDING SERVICES FOR THE OWNER SHALL PROVIDE

SPECIAL INSPECTION SERVICES ACCORDING TO THE SPECIAL INSPECTION REQUIREMENTS

TABLES OF THE APPLICABLE BUILDING CODE. THESE CODE REQUIRED INSPECTIONS

ARE IN ADDITION TO THE INSPECTIONS AND TESTS DEFINED IN THE PROJECT SPECIFICATIONS.

TYPES OF WORK WHICH REQUIRE SPECIAL INSPECTIONS INCLUDE, BUT ARE NOT LIMITED

TO THE FOLLOWING: (REFER TO THE BUILDING CODE AND SPECIFICATIONS FOR

DETAILED INSPECTION REQUIREMENTS.)

1. PREPARED FILL

2. SOIL BEARING CAPACITY

3. CONCRETE CONSTRUCTION

4. STEEL CONSTRUCTION

5. COLD FORMED METAL FRAMING

6. MASONRY CONSTRUCTION

F. INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK, UNLESS

OTHERWISE SPECIFIED. WHEN WORK IN MORE THAN ONE CATEGORY OF WORK REQUIRING

SPECIAL INSPECTION TO BE PERFORMED SIMULTANEOUSLY, OR THE GEOGRAPHIC LOCATION

OF THE WORK IS SUCH THAT IT CANNOT BE OBSERVED BY ONE INSPECTOR, IT IS

THE INSPECTION AGENCY'S RESPONSIBILITY TO EMPLOY A SUFFICIENT NUMBER OF

SPECIAL INSPECTORS TO ASSURE THAT ALL THE WORK IS INSPECTED IN ACCORDANCE

WITH THE PROVISIONS OF THE BUILDING CODE.

G. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE SPECIAL INSPECTOR

OR INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY

WORK THAT REQUIRES SPECIAL INSPECTION.

H. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A CITY INSPECTOR.

I. SPECIALLY INSPECTED WORK THAT IS INSTALLED OR COVERED WITHOUT THE APPROVAL

OF THE CITY OR SPECIAL INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE AT

NO COST TO THE OWNER.

PART 2 - FOUNDATIONS

2.1 GENERAL

A. FOUNDATION DESIGN IS BASED UPON RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

PROPOSED PARKING LOT ADDITION PREPARED BY ECS MIDWEST DATED NOVEMBER 8, 2021. THE ON- SITE GEOTECHNICAL REPRESENTATIVE SHALL OBSERVE AND CERTIFY THE BEARING MEDIUM FOR ALL FOUNDATIONS. ANY UNUSUAL CONDITIONS OR INADEQUATE BEARING CONDITIONS SHALL BE REPORTED

TO DAVID MASON & ASSOCIATES.

B. RECOMMENDATIONS CONTAINED WITHIN THE GEOTECHNICAL REPORT ARE TO BE CONSIDERED

PART OF THE CONTRACT DOCUMENTS UNLESS SPECIFICALLY MODIFIED HEREIN.

C. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER.

D. ALL SOIL SURROUNDING AND UNDER FOOTINGS SHALL BE PROTECTED FROM FREEZING

AND THAWING DURING THE COURSE OF CONSTRUCTION.

2.2 BRACING AND SHORING.

A. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACK-FILLING

PRESSURES UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE COMPLETE.

B. WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE, PLACE FILL

SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATION ON EACH SIDE OF THE

WALL.

C. CONTRACTOR SHALL DESIGN TEMPORARY BRACING FOR BACKFILL AGAINST THE FOUNDATION

WALL.

2.3 EARTH RETENTION

A. THE SAFE RETENTION OF ALL EXCAVATIONS IS THE COMPLETE AND SOLE RESPONSIBILITY

OF THE CONTRACTOR. THIS RESPONSIBILITY INCLUDES SHEET PILE, SOLDIER

PILE, LAGGING, TIEBACK, BRACE, DEADMAN AND SHOTCRETE COMPONENT DESIGN,

DETERMINATION OF INSTALLATION SEQUENCES AND COORDINATION WITH EXISTING

STRUCTURES AND UTILITIES.

B. RETENTION SYSTEMS SHALL PROTECT ALL NEW AND EXISTING STRUCTURES AND UTILITIES

FROM DAMAGE DURING THE ENTIRE EXCAVATION AND BACKFILL SEQUENCE, UNTIL

ALL PERMANENT STRUCTURES ARE INSTALLED AND HAVE ATTAINED FULL DESIGN STRENGTH.

C. DO NOT EXCAVATE BELOW EXISTING FOOTINGS OR UTILITIES UNTIL THE ASSOCIATED

EARTH RETENTION SYSTEMS ARE INSTALLED.

2.4 FOOTINGS

A. ALL FOOTINGS SHALL BEAR ON AND BE FORMED BY CLEAN, UNDISTURBED, VIRGIN,

SUB-SOIL OR COMPACTED ENGINEERED FILL WITH CAPABLE OF SUSTAINING A BEARING

PRESSURE OF 3,000 PSF UNDER FULL SERVICE LIVE AND DEAD LOAD.

B. ALL BEARING MATERIAL SHALL BE INSPECTED BY THE ON-SITE GEOTECHNICAL REPRESENTATIVE

PRIOR TO CONCRETE PLACEMENT. THE GEOTECHNICAL ENGINEER OR HIS ON-SITE

REPRESENTATIVE SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING

MATERIAL. FOOTING ELEVATIONS SHALL BE ADJUSTED, OR LEAN CONCRETE FILL

ADDED AS REQUIRED.

C. FOOTINGS SHALL NOT BE POURED INTO AN EARTH-FORMED TRENCH.

D. BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 42 INCHES BELOW FINAL

GRADE FOR FROST PROTECTION.

2.5 UNDERPINNING

A. UNDERPIN EXISTING FOUNDATION WALL IN SEQUENCE INDICATED IN THE STRUCTURAL

DRAWINGS AND DRY PACK WITH NON-METALLIC, NON-SHRINK GROUT.

B. EXISTING CONSTRUCTION SHALL BE BRACED UNTIL UNDERPINNING IS COMPLETE.

PART 3 - CONCRETE

3.1 CAST-IN–PLACE CONCRETE

A. STANDARDS:

1. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (318-14).

2. CRSI HANDBOOK (LATEST EDITION).

B. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS AND THEIR

SUPPORT IN THE FORMS WITH ACCESSORIES MUST FOLLOW THE LATEST ACI CODE

AND THE LATEST ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

CONCRETE STRUCTURES".

C. MINIMUM CONCRETE COVER, UNLESS NOTED OTHERWISE:

1. UNFORMED SURFACE PERMANENTLY IN CONTACT WITH THE GROUND...3"

1. FORMED SURFACES EXPOSED TO EARTH OR WEATHER...............2"

a. #6 BAR AND LARGER.....................................2"

b. #5 BAR AND SMALLER....................................1-1/2"

2. FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:

a. WALLS, SLABS..........................................3/4"

b. BEAMS, GIRDERS AND COLUMNS (TO TIES OR STIRRUPS)......1-1/2"

D. CONCRETE SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH AND DENSITY, IN ACCORDANCE

WITH THE FOLLOWING:

STRENGTH DENSITY

(PSI) (PCF)

SLABS ON METAL DECK (LIGHT WT) 4000 115

LEAN CONCRETE FILL

(BELOW FTGS AND FROST BLOCKS) 2000 145

ALL OTHER CONCRETE (U.N.O) 4500 145

E. AGGREGATES SHALL BE AS FOLLOWS:

1. FINE AGGREGATE: SHALL BE CLEAN, HARD, DURABLE AND FREE OF DELETERIOUS

SUBSTANCES AND CONFORM TO ASTM C33.

2. COARSE AGGREGATE: SHALL BE CLEAN, HARD, DURABLE WITHOUT FLAT OR ELONGATED

PIECES AND SHALL CONFORM TO ASTM C33.

3. LIGHT WEIGHT AGGREGATE: SHALL BE CLEAN, HARD, DURABLE AND CONFORM

TO ASTM C330.

F. ALL CONCRETE EXPOSED TO FREEZING AND THAWING AND DEICER CHEMICALS SHALL

HAVE 6% (+1%/-1.5%) AIR ENTRAINMENT. DO NOT AIR ENTRAIN CONCRETE TO BE

TROWEL FINISHED

G. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, DEFORMED BARS, UNLESS

NOTED OTHERWISE. WELDING OF ASTM A615, GRADE 60 REINFORCING IS NOT ALLOWED.

H. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, DEFORMED BARS.

I. EPOXY-COATED REINFORCING STEEL SHALL BE ASTM A775.

J. WELDED WIRE REINFORCING SHALL BE ASTM A185 AND SHALL BE CONTACT LAP SPLICED

AND WIRED TOGETHER AT LEAST 2" AT SIDE AND 6" AT ENDS.

K. DOWELS IN WALL FOOTING SHALL BE EQUIVALENT IN SIZE AND NUMBER TO VERTICAL

BARS. DOWELS MUST BE ANCHORED OR TIED IN POSITION BEFORE PLACING CONCRETE,

PUSHING BARS INTO FRESHLY PLACED CONCRETE IS NOT ACCEPTABLE.

L. FIELD BENDING OF REINFORCING PARTIALLY EMBEDDED IN CONCRETE IS NOT ALLOWED

UNLESS SPECIFICALLY NOTED IN THE STRUCTURAL DOCUMENTS OR APPROVED BY

THE STRUCTURAL ENGINEER.

M. ALL ABUTTING CONCRETE MEMBERS SHALL BE DOWELED TOGETHER UNLESS POURED

MONOLITHICALLY. DOWELS SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING

IN THE ADJACENT MEMBERS.

N. THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS MUST BE

REFERRED TO FOR ALL MECHANICAL FLOOR REQUIREMENTS, HOUSEKEEPING PADS

AND EQUIPMENT INERTIA BASES, AND THE VARIOUS TRADES ARE RESPONSIBLE FOR

PLACING OF SLEEVES, OUTLET BOXES, ANCHORS, ETC. THAT MAY BE REQUIRED.

O. PIPES, SLEEVES OR SLOTS SHALL NOT RUN THROUGH ANY BEAM OR GIRDER UNLESS

SIZE AND LOCATION HAVE BEEN APPROVED BY THE STRUCTURAL ENGINEER.

1. CONDUIT AND PIPES EMBEDDED IN WALLS, BEAMS, OR SLABS SHALL BE NO LARGER

IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL MEMBER THICKNESS OR 2"

MAXIMUM, AND SHALL BE PLACED NO CLOSER THAN 3 DIAMETERS OR WIDTHS

ON CENTER.

2. CONDUIT AND PIPES, WITH THEIR FITTINGS, EMBEDDED WITHIN A COLUMN SHALL

NOT DISPLACE MORE THAN 4 PERCENT OF THE AREA OF THE COLUMN CROSS

SECTION.

P. ADHESIVE FOR POST-INSTALLED REINFORCING DOWELS INTO CONCRETE SHALL BE

HILTI HIT-HY 200 ADHESIVE ANCHORING SYSTEM INSTALLED PER SAFESET TECHNOLOGY

WRITTEN INSTRUCTIONS, OR APPROVED EQUAL. MINIMUM EMBEDMENT LENGTH SHALL

BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

#3 BARS -- 4.5" #7 BARS -- 10.5"

#4 BARS -- 6.0" #8 BARS -- 12.0"

#5 BARS -- 7.5"

#6 BARS -- 9.0"

Q. MECHANICAL COUPLERS SHALL BE UNI-AXIAL TYPE CAPABLE OF DEVELOPING 125%

OF THE SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION.

R. ALL REINFORCING SHALL LAPPED OR DOWELED IN ACCORDANCE WITH ACI 318 AS

FOLLOWS, UNLESS NOTED OTHERWISE:

1. SPLICE BARS WITH CONTACT LAPS, UNLESS NOTED OTHERWISE.

2. USE CLASS B SPLICES, UNLESS NOTED OTHERWISE.

3. USE CLASS A SPLICE LENGTHS FOR DOWEL EMBEDMENT LENGTH.

S. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFERS

AT ALL EDGES THAT ARE EXPOSED TO VIEW IN THE FINISHED STRUCTURE.

T. SEE ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIP SLOTS, REGLETS,

MASONRY, ANCHORS, BRICK LEDGE ELEVATIONS AND FOR MISCELLANEOUS EMBEDDED

PLATES, BOLTS, ANCHORS, ANGLES, ETC.

U. CONTRACTOR SHALL INCLUDE THE COST OF MATERIAL, FIELD BENDING AND PLACEMENT

AS REQUIRED BY FIELD CONDITIONS OF THE FOLLOWING:

#4 X 20'-0" #5 X 20'-0" #6 X 20'-0"

V. ALL STRUCTURAL STEEL MUST BE PROTECTED BY 3" OF CONCRETE WHERE EARTH WOULD

OTHERWISE BE IN CONTACT WITH STEEL.

W. PROVIDE WATERSTOPS IN BELOW GRADE CONSTRUCTION JOINTS AND AT OTHER LOCATIONS

AS INDICATED.

X. FOOTINGS MAY NOT BE EARTH FORMED.

Y. PROVIDE THE FOLLOWING ADDITIONAL REINFORCING UNLESS OTHERWISE CALLED FOR

ON STRUCTURAL PLANS:

1. CORNER BARS AT ALL CORNERS AND INTERSECTIONS OF CONCRETE WALLS, GRADE

BEAMS AND FOOTINGS TO MATCH HORIZONTAL REINFORCING.

2. PROVIDE #4 SLAB DOWELS AT 12" O.C. AT DOORS, UNLESS OTHERWISE NOTED.

3. BARS AT OPENINGS IN SLABS AND WALLS: PROVIDE BARS WITH AREA EQUAL

TO INTERRUPTED REINFORCING. PLACE ½ AT EACH SIDE OF OPENING.

Z. CONCRETE WALLS SHALL HAVE CONSTRUCTION JOINTS NOT FURTHER THAN 60'-0"

APART, UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER. CONSTRUCTION

JOINT LOCATIONS SHOULD BE PROVIDED TO THE STRUCTURAL ENGINEER IN WRITING

PRIOR TO PROCEEDING WITH THE WORK.

AA. THE SPECIAL INSPECTOR SHALL BE NOTIFIED FOR INSPECTION OF REBAR PLACEMENT,

NOTICE SHALL BE GIVEN NOT LESS THAN 24 HOURS PRIOR TO CONCRETE PLACEMENT.

3.2 SLABS-ON-GRADE

A. ALL SLABS ON GRADE TO HAVE 6X6-W1.4XW1.4 WWR CENTERED IN MIDDLE 1/4 OF

SLAB, UNLESS NOTED OTHERWISE. SUPPORT WWR ON CONCRETE BRICKS AS NECESSARY

TO MAINTAIN WWR AT PROPER ELEVATION WITHIN SLAB.

B. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB-ON-GRADE AS INDICATED IN

THE STRUCTURAL DRAWINGS. IF JOINT PATTERN IS NOT INDICATED, PROVIDE JOINTS

AT 15 FEET (+/-) IN BOTH DIRECTIONS AND LOCATED TO CONFORM TO BAY SPACING

WHEREVER POSSIBLE (AT COLUMN CENTERLINES, HALF BAYS, THIRD BAYS, ETC.).

C. FLOOR SLAB CONSTRUCTION SHALL CONFORM TO GUIDELINES OF ACI 302. FLOOR

FINISHED SURFACE SHALL CONFORM TO THE ACI 302 TOLERANCES FOR FLATNESS

AND LEVELNESS NUMBERS (FF/FL) SPECIFIED.

D. PROVIDE COMPRESSIBLE FILLER AND SEALANT IN SLAB-ON-GRADE AND WALL AND

COLUMN INTERFACES THAT ARE NOT DOWELED TOGETHER.

E. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

F. AT FLOOR DRAINS, LOCALLY SLOPE FLOOR TOWARDS DRAIN. SEE DOCUMENTS FROM

OTHER DISCIPLINES FOR DRAIN LOCATIONS.

3.3 SLABS-ON-METAL DECK

A. CONCRETE THICKNESS INDICATED IS NOMINAL. CONTRACTOR SHALL PLACE CONCRETE

FOR SLABS SO THAT THE FINISHED SURFACE IS SCREEDED LEVEL TO AN ELEVATION

WITHIN 1/4" OF THE TOP OF SLAB ELEVATION SHOWN ON PLANS. CONTRACTOR SHALL

ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO THE WET WEIGHT

OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITY.

B. PROVIDE SLAB BOLSTERS, HIGH CHAIRS, AND #5 SUPPORT BARS AS NECESSARY TO

MAINTAIN PROPER PLACEMENT OF REINFORCING.

C. FLOOR SLAB CONSTRUCTION SHALL CONFORM TO GUIDELINES OF ACI 302. FLOOR

FINISHED SURFACE SHALL CONFORM TO THE ACI 302 TOLERANCES FOR FLATNESS

AND LEVELNESS NUMBERS (FF/FL) SPECIFIED.

D. CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT SO AS

TO CONTROL FINISH ELEVATIONS WITHIN THE SPECIFIED LIMITS.

E. SEE COMPOSITE BEAM NOTES FOR SHORING REQUIREMENTS AT COMPOSITE SLABS.

PART 4 - REINFORCED MASONRY

4.1 GENERAL

A. MASONRY CONSTRUCTION SHALL COMPLY WITH THE ACI "BUILDING CODE REQUIREMENTS

FOR MASONRY STRUCTURES" – ACI 530 (LATEST EDITION).

B. PROVIDE CONCRETE UNIT MASONRY THAT DEVELOPS THE FOLLOWING MINIMUM NET-AREA

COMPRESSIVE STRENGTH (F'M) AT 28-DAYS: 2500 PSI.

C. GROUT SHALL CONFORM TO ASTM C476. GROUT SHALL BE PROPORTIONED WITH A SLUMP

OF 8" TO 11" USING 3/8" NOMINAL MAXIMUM SIZE COURSE AGGREGATE.

D. MORTAR SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C270 AND BE OF THE FOLLOWING

TYPES:

BEARING WALLS: TYPE M OR S

INTERIOR NON–BEARING: TYPE N

E. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, DEFORMED BARS, UNLESS

NOTED OTHERWISE. WELDING OF ASTM A615, GRADE 60 REINFORCING IS NOT ALLOWED.

F. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, DEFORMED BARS.

G. PROVIDE STANDARD LADDER [OR TRUSS] TYPE HORIZONTAL JOINT REINFORCING CONFORMING

TO ASTM A951, SPACED AT 16" ON CENTER, UNLESS NOTED OTHERWISE. PROVIDE

PREFABRICATED CORNER AND TEE UNITS AT CORNERS AND INTERSECTIONS. ALL JOINT

REINFORCING SHALL BE OF TYPE 304 STAINLESS STEEL COMPLYING WITH ASTM

A167 OR SHALL BE GALVANIZED AS FOLLOWS:

1. ALL JOINT REINFORCEMENT IN EXTERIOR WALLS SHALL BE HOT-DIPPED GALVANIZED

IN ACCORDANCE WITH ASTM A153.

2. ALL JOINT REINFORCEMENT IN INTERIOR WALLS SHALL BE MILL GALVANIZED

IN ACCORDANCE WITH ASTM A641.

H. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING AT BOND BEAM CORNERS

AND INTERSECTIONS.

I. MASONRY SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE.

J. RAKE BACK MORTAR AND CUT 50% OF HORIZONTAL JOINT REINFORCING AT CONTROL

JOINTS.

K. BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS.

L. DOWELS FROM CAST-IN–PLACE CONCRETE SHALL MATCH THE VERTICAL REINFORCEMENT

IN THE WALL ABOVE UNLESS NOTED OTHERWISE. SUCH DOWELS SHALL BE FURNISHED

BY THE CONCRETE CONTRACTOR.

1. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH THE VERTICAL BLOCK CORE,

IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN 6 VERTICAL. DOWELS

MAY BE GROUTED INTO A CELL ADJACENT TO THE VERTICAL WALL REINFORCING.

M. REINFORCING ENTIRELY WITHIN THE MASONRY SHALL BE FURNISHED BY THE MASONRY

CONTRACTOR.

N. REINFORCING SHALL BE LAPPED 48 BAR DIAMETERS (OR 24" MINIMUM) WITH CONTACT

LAP SPLICES. JOINT REINFORCING SHALL BE LAPPED 6".

O. VERTICAL REINFORCING SHALL BE CENTERED IN WALL, UNLESS NOTED OTHERWISE.

BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT

EXCEEDING 192 DIAMETERS OF THE REINFORCING.

P. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4" FROM

MASONRY OR ADJACENT BARS AND NOT LESS THAN ONE BAR DIAMETER BETWEEN BARS

NOT SPLICED. GROUT VERTICAL REINFORCED CELLS AND BOND BEAMS SOLID. GROUT

SOLID ALL ADDITIONAL CELLS AS NOTED ON DRAWINGS.

Q. REINFORCING STEEL SHALL BE SECURED IN PLACE AND INSPECTED BEFORE GROUTING

STARTS.

R. VERTICAL GROUTING MAY BE EITHER "LOW LIFT" OR "HIGH LIFT" AT THE CONTRACTOR'S

OPTION. GROUT PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 530.

S. ALL VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT TO MAINTAIN

A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LESS THAN 2"X 3".

T. GROUTING SHALL BE STOPPED 1–1/2" BELOW THE TOP OF A COURSE SO AS TO FORM

A KEY IN THE POUR JOINT.

U. GROUTING OF MASONRY BEAMS OVER OPENINGS SHALL BE DONE IN ONE CONTINUOUS

OPERATIONS.

V. ALL BOLTS, ANCHORS, ETC., INSERTED IN THE WALLS SHALL BE GROUTED SOLID

IN POSITION.

W. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DETAILS OF DOOR AND

WINDOW OPENINGS FOR SPECIAL COURSING AND OTHER MASONRY DETAILS. THE INFORMATION

SHOWN ON THE STRUCTURAL DRAWINGS IS INTENDED TO DEFINE THE STRUCTURAL

REQUIREMENTS ONLY.

X. CONDUITS, PIPES, AND SLEEVES SHALL BE NO CLOSER THAN 3 DIAMETERS ON CENTER.

MAXIMUM AREA OF VERTICAL CONDUITS, PIPES, OR SLEEVES PLACED IN COLUMNS

OR PILASTERS SHALL NOT DISPLACE MORE THAN 2 PERCENT OF THE NET CROSS SECTION.

Y. SEE PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR MASONRY VENEER

ANCHORS.

PART 5 - METALS

5.1 STRUCTURAL STEEL

A. GENERAL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH

THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" —ANSI/AISC

360-16, AND "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS,"

ANSI/AISC 341-16.

2. MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED OTHERWISE.

a. ANGLES, BASE PLATES

& CONN. PLATES (U.N.O) ASTM A36

b. WELDING ELECTRODES MATCHING STRENGTH, 70 KSI (MIN.)

c. BOLTS ASTM A325, 3/4" DIAMETER (MIN.), HEX HEAD

d. HSS STRUCTURAL TUBE:

SQ. & RECT. ASTM A500, GRADE C

e. ANCHOR RODS ASTM F1554, GRADE 36

WITH A36 WASHERS AND HEAVY HEX NUTS

f. W'S AND WT'S ASTM A992

g. C & MC SHAPES ASTM A36

h. THREADED ROD ASTM A36

i. HEADED STUDS, SHEAR CONNECTORS (S.C) AWS D1.1, TYPE B

3. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE (EDITION AS REFERENCED

IN THE DESIGN BUILDING CODE), EXCEPT AS MODIFIED IN THESE NOTES, WITHIN

THE DRAWINGS, AND/OR IN THE PROJECT SPECIFICATIONS.

4. DETAIL STEEL BEAM CONNECTIONS AS SIMPLE SPAN BEAMS, UNLESS NOTED OTHERWISE.

a. MINIMUM BEAM SHEAR REACTION IS 15 KIPS.

b. INSTALLED BOLTS SHALL BE FULLY TENSIONED.

5. THE FABRICATOR SHALL RETAIN A LICENSED STRUCTURAL

ENGINEER REGISTERED IN THE STATE OF ILLINOIS FOR DESIGN OF

ALTERNATE CONNECTIONS OR DEVIATIONS FROM CONNECTIONS DETAILED ON THE

STRUCTURAL DRAWINGS.

6. BEAM CONNECTIONS NOT FULLY DETAILED SHALL BE DESIGNED BY THE FABRICATOR.

CONNECTIONS MAY BE WELDED OR BOLTED. GENERALLY, CONNECTIONS SHOWN

ON STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW

THE RELATIONSHIP OF MEMBERS CONNECTED. ANY CONNECTION THAT IS NOT

SHOWN OR IS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL

BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER REGISTERED

IN THE STATE OF ILLINOIS, RETAINED BY THE FABRICATOR. COMPLETELY

DETAILED MEANS THE FOLLOWING INFORMATION IS SHOWN ON THE DETAIL DRAWINGS:

a. ALL PLATE DIMENSIONS AND GRADES.

b. ALL WELD SIZES, LENGTHS, PITCHES AND RETURNS.

c. ALL HOLE SIZES AND SPACINGS.

d. NUMBER AND TYPE OF BOLTS: WHERE BOLTS ARE SHOWN BUT NO NUMBER

IS GIVEN, THE CONNECTION HAS NOT BEEN COMPLETELY DETAILED.

e. WHERE PARTIAL INFORMATION IS GIVEN, IT SHALL BE THE MINIMUM REQUIREMENT

FOR THE CONNECTION.

7. MOMENT CONNECTIONS ARE DESIGNATED ON THE STRUCTURAL DRAWINGS. WHERE

MOMENT MAGNITUDE IS NOT SHOWN, THE CONNECTION SHALL BE DESIGNED FOR

THE FULL MOMENT CAPACITY OF THE BEAM.

8. BOLTED CONNECTIONS:

a. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND INTO NOR

PROHIBIT THE APPLICATION OF ARCHITECTURAL FINISHES AND THEY SHALL

NOT EXTEND INTO NOR PROHIBIT THE PLACEMENT OF STEEL DECKING TO

THE CORRECT LINE AND ELEVATIONS.

b. THE FABRICATOR IS RESPONSIBLE FOR VERIFYING THE TENSION CAPACITY

OF AXIAL LOADED MEMBERS AFTER A SECTION IS REDUCED FOR BOLT HOLES.

MEMBER SIZE MAY BE INCREASED OR CONNECTION PLATES ADDED AS REQUIRED.

c. SHOP DRAWINGS SHALL INDICATED THE TYPE OF BOLTS USED IN EACH CONNECTION

AND THE ALLOWABLE VALUES USED FOR THE VARIOUS BOLT TYPES.

9. WELDED CONNECTIONS:

a. ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING

CODE" (AWS D1.1–LATEST EDITION). USE MINIMUM E70 ELECTRODES.

b. ALL WELDING SHALL BE DONE ONLY BY OPERATORS WHO MEET THE QUALIFICATIONS

AND TESTS PRESCRIBED IN THE STANDARD QUALIFICATIONS PROCEDURE

OF THE AMERICAN WELDING SOCIETY.

c. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATIONS, U.N.O.

10. DESIGN CALCULATIONS FOR TYPICAL BEAM CONNECTIONS AND ALL PRIMARY BRACING

AND HANGER CONNECTIONS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER

FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. CALCULATIONS SHALL BE

REVIEWED ONLY FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS.

11. MEMBER FORCES SHOWN ON THE DRAWINGS ARE ULTIMATE VALUES

AS FOLLOWS:

P = AXIAL FORCE IN KIPS (+) = TENSION (-) = COMPRESSION

V = SHEAR (KIPS)

R = BEAM REACTION (KIPS)

M = MOMENT (FT-KIPS)

FORCES SHOWN HAVE BEEN REDUCED IN CONFORMANCE WITH CODE PROVISIONS RELATED

TO LIVE LOAD REDUCTION OR TEMPORARY COMBINATIONS OF LOADINGS THAT INCLUDE

WIND AND SEISMIC FORCES.

12. BOLTED CONNECTIONS DESIGNATED AS FULLY TENSIONED SHALL BE INSTALLED

WITH DIRECT-TENSION INDICATOR WASHERS OR TENSION-CONTROL BOLTS.

13. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED

WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

14. NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE

MADE AND HOLES, SLOTS, CUTS, ETC., ARE NOT PERMITTED THROUGH ANY

MEMBER UNLESS THEY ARE DETAILED ON THE SHOP DRAWINGS AND APPROVED

BY THE ENGINEER OF RECORD.

15. THE MINIMUM PLATE THICKNESS SHALL BE 3/8", THE MINIMUM BOLT DIAMETER

SHALL BE 3/4". THE MINIMUM WELD SHALL BE 3/16".

16. ALL BEAMS, EXCEPT CANTILEVER BEAMS, SHALL BE FABRICATED WITH THE MILL

CAMBER UP. CANTILEVER BEAMS SHALL BE FABRICATED SO THAT NATURAL CAMBER

RAISES CANTILEVER END.

17. THE FRAME OF THE STEEL SKELETON SHALL BE CARRIED UP TRUE AND PLUMB

AND TEMPORARY BOLTING AND BRACING SHALL BE INTRODUCED TO SAFELY CARRY

ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED (INCLUDING EQUIPMENT

AND THE OPERATION OF SAME) UNTIL THE INSTALLATION OF ALL PERMANENT

BRACING IS COMPLETE. INDIVIDUAL COLUMNS MUST BE BRACED BEFORE CONNECTIONS

ARE MADE AND BRACING SHALL BE LEFT IN PLACE AS LONG AS MAY BE REQUIRED

FOR SAFETY. NO FINAL BOLTING OR WELDING SHALL BE DONE UNTIL AS MUCH

OF THE STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED

AND PLUMBED.

18. ALL COLUMN BASE PLATES SHALL BE SET ON STEEL SHIMS TO TRUE LEVEL LINE.

GENERAL CONTRACTOR SHALL RAM A NON-SHRINK GROUT SOLIDLY UNDER ENTIRE

BASE PLATE AREA. PROVIDE 1" MINIMUM DEPTH NON-SHRINK GROUT BELOW PLATES

(UNO).

19. ALL STEEL BEAMS BEARING ON CONCRETE OR MASONRY SHALL HAVE 8" MINIMUM

BEARING, UNLESS NOTED OTHERWISE.

20. PROVIDE WALL ANCHORS 3/4" X 1'-9" AT MASONRY BEARING ENDS AT ALL STRUCTURAL

STEEL BEARING WALLS, UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS.

21. WHERE ITEMS ARE TO BE ANCHORED TO CONCRETE OR MASONRY, EXCEPT AT COLUMN

BASEPLATES, USE STANDARD SIZED HOLES IN STEEL MEMBER, UNLESS NOTED

OTHERWISE.

22. USE PREQUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND AWS D1.1:2000.

NON-PREQUALIFIED JOINTS SHALL BE QUALIFIED PRIOR TO FABRICATION.

B. COMPOSITE BEAMS

1. NUMBER OF 3/4" SHEAR CONNECTORS (S.C.) SHOWN ON THE DRAWINGS ARE BASED

ON THE ASSUMED ULTIMATE SHEAR CAPACITIES THAT FOLLOW:

9.5K EACH FOR LIGHT WT. CONCRETE (115 PCF, F'C = 4,000 PSI).

2. S.C. CAPACITY VARIES WITH THE TYPE AND LENGTH OF THE S.C. AND WITH

THE PROPERTIES OF THE COMPOSITE DECK. THE S.C. SUPPLIER SHALL DETERMINE

THE TYPE AND LENGTH OF SHEAR CONNECTOR CONSISTENT WITH ALL AISC REQUIREMENTS,

INCLUDING MAXIMUM ALLOWABLE SPACING. THE NUMBER OF SHEAR CONNECTIONS

SHALL BE ADJUSTED AS REQUIRED.

3. S.C. TYPE, LENGTH, SHEAR VALUE AND DETAILED LAYOUT SHALL BE SUBMITTED

WITH THE COMPOSITE STEEL DECK SHOP DRAWINGS. SEE COMPOSITE STEEL

DECK NOTES.

4. MAXIMUM HEIGHT OF S.C. SHALL NOT EXCEED THE SLAB DEPTH MINUS 1/2".

5. SPACING OF S.C. WITHIN A GIVEN LENGTH SHALL BE AS UNIFORM AS POSSIBLE.

6. UNLESS NOTED OTHERWISE, NON–COMPOSITE BEAMS TO NOT REQUIRE TEMPORARY

SHORING.

7. CONTRACTOR SHALL FURNISH THE ADDITIONAL CONCRETE DUE TO WET CONCRETE

DEFLECTION OF THE COMPOSITE BEAMS.

8. DO NOT SHOP PAINT S.C. OR THE TOP SURFACE OF THE BEAMS THAT ARE TO

RECEIVE FIELD WELDED S.C.

9. UNLESS NOTED OTHERWISE, ALL STEEL BEAMS SUPPORTING CONCRETE ON METAL DECK SHALL HAVE

STUDS AT 1'-0" O.C.

C. STEEL LINTELS [AND SHELF ANGLES]

1. LOOSE LINTELS FOR VENEER MASONRY SHALL BE AS FOLLOWS (LLV):

L3-1/2X3-1/2X5/16 FOR SPANS LESS THAN 4'-11

L5X3-1/2X5/16 FOR SPANS BETWEEN 5'-0" AND 7'-11"

L6X3-1/2X3/8 FOR SPANS BETWEEN 8'-0" AND 9'-11"

L7X4X3/8 FOR SPANS BETWEEN 10'-0" AND 11'-11"

2. EXTERIOR LINTELS WHETHER LOOSE OR ATTACHED TO THE STRUCTURE SHALL

BE [PAINTED] [GALVANIZED].

3. CONTRACTOR SHALL COORDINATE WITH THE STRUCTURAL DRAWINGS AND DOCUMENTS

OF OTHER DISCIPLINES FOR OPENINGS [AND SHELF ANGLE ELEVATIONS].

4. SHELF ANGLES SUPPORTING MASONRY SHALL BE FABRICATED IN LENGTHS OF

8' -12', UNLESS SHOWN OTHERWISE. SHELF ANGLES SHALL BE PLACED WITH

A 1/4" - 1/2" OPEN BUTT JOINT AT EACH END TO PROVIDE FOR THERMAL EXPANSION

OF THE STEEL. BUTT JOINTS SHALL BE KEPT CLEAN OF MORTAR. ALL CORNERS

OF THE HORIZONTAL LEGS OF ADJACENT ANGLES SHOULD BE MITERED TO PROVIDE

CONTINUOUS SUPPORT FOR THE MASONRY AT CORNERS.

READ ALL NOTES PRIOR TO STARTING WORK

Revisions Date

90% CONSTRUCTION DOCUMENTS 02/10/2023

100% CONSTRUCTION DOCUMENTS 03/24/2023

ISSUED FOR BID ADDENDUM 1 04/21/2023

SCHEDULE OF INSPECTION AND TESTING AGENCIES

THIS STATEMENT OF SPECIAL INSPECTIONS/QUALITY ASSURANCE INCLUDES THE FOLLOWING BUILDING SYSTEMS

SOILS

CAST-IN-PLACE DEEP FOUNDATIONS

DRIVEN DEEP FOUNDATIONS

CONCRETE

STRUCTURAL STEEL

STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

MASONRY

WOOD

SEISMIC RESISTANCE

WIND RESISTANCE

SPRAYED FIRE-RESISTANT MATERIALS

MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS

EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS)

FIRE-RESISTANT PENETRATIONS AND JOINTS

SMOKE CONTROL

INSPECTION AGENTS

SPECIAL INSPECTOR

TESTING LABORATORY

TESTING LABORATORY

OTHER

NOTE: THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION ACTIVITES ARE SUBJECT TO THE

APPROVAL OF THE BUILDING OFFICIAL.

GENERAL CONTRACTOR WILL EMPLOY A QUALIFIED/APPROVED THIRD PARTY TESTING AGENCY FOR ALL SPECIAL

INSPECTIONS DURING CONSTRUCTION FOR THE ITEMS LISTED IN THE SPECIAL INSPECTION REQUIREMENTS TABLES OF THE

APPLICABLE BUILDING CODE. ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE BUILDING OFFICIAL, PRIOR TO

COMMENCING WORK.

THE CREDENTIALS OF ALL INSPECTORS AND TESTING TECHNICIANS SHALL BE PROVIDED IF REQUESTED.

IT IS RECOMMENDED THAT THE PERSON ADMINISTERING THE SPECIAL INSPECTIONS PROGRAM BE A PROFESSIONAL

ENGINEER EXPERIENCED IN THE DESIGN OF BUILDINGS.

FIRM ADDRESS

KEY FOR MINIMUM QUALIFICATIONS OF INSPECTION AGENTS (WHERE INDICATED ON SCHEDULES)

PE PROFESSIONAL ENGINEER

IE INTERN ENGINEER

ACI AMERICAN CONCRETE INSTITUTE CERTIFIED CONCRETE FIELD TESTING TECHNICIAN

AWS AMERICAN WELDING SOCIETY CERTIFIED WELDING INSPECTOR

ASNT AMERICAN SOCIETY OF NON-DESTRUCTIVE TESTING - LEVEL II OR III

ICC INTERNATIONAL CODE COUNCIL CERTIFICATION

NICET NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERING TECHNOLOGIES CERTIFICATION

REQUIRED VERIFICATION AND INSPECTION OF SOILS (2018 IBC, TABLE 1705.6)

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATION ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY.

-- X

-- X

-- X

X --

-- X

2. VERIFY EXCAVATIONS ARE EXTENDED

TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND

TESTING OF COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION

OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED

FILL, OBSERVE SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED

PROPERLY.

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (2018 IBC, TABLE 1705.3)

VERIFICATION AND INSPECTION PERIODIC IBC REFERENCE

REFERENCED

STANDARD

CONTINUOUS

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS, AND PLACEMENT. -- X

ACI 318: CH.

20, 25.2, 25.3, 26.6.1-26.6.3

1908.4

2. REINFORCING BAR WELDING:

A. VERIFY WELDABILITY OF REINFORCINGS BARS

OTHER THAN ASTM A706.

B. INSPECT SINGLE-PASS FILLET WELDS, MAX 5/16";

AND

C. INSPECT ALL OTHER WELDS

AWS D1.4

ACI 318:

26.6.4

X

-- X

X --

3. INSPECT ANCHORS CAST IN CONCRETE

-- X ACI 318:

17.8.2

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY

OR UPWARDLY INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS

NOT DEFINED IN 4.A.

X X

ACI 318:

17.8.2.4

ACI 318:

17.8.2

5. VERIFY USE OF REQUIRED DESIGN MIX.

-- X

ACI 318: CH. 19,

26.4.3.26.4.4

1904.1, 1904.2, 1908.2,1908.3

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT

TESTS, AND DETERMINE THE TEMPERATURE OF THE

CONCRETE. X --

ASTM C172

ASTM C31

ACI 318:

26.5,26.12

1908.10

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES X --

ACI 318: 26.5 1908.6, 1908.7,

1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES -- X

ACI 318:

26.5.3-26.5.5

1908.9

9. INSPECT PRESTRESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES;AND

B. GROUTING OF BONDED PRESTRESSING TENDONS

X -- ACI 318: 26.10 --

X --

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

-- X ACI 318: 26.9 --

11. VEFITY 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.

-- X

ACI 318: 26.11.2 --

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. -- X

ACI 318:

26.11.1.2(B) --

REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL (2018 IBC)

REVIEW MATERIAL TEST REPORTS AND

CERTIFICATIONS.

PRIOR TO WELDING:

A. VERIFY WELDING PROCEDURE

SPECIFICATIONS ARE AVAILABLE.

B. VERIFY MANUFACTURER CERTIFICATIONS

FOR WELDING CONSUMABLES ARE

AVAILABLE.

C. VERIFY MATERIAL TYPE AND GRADE.

D. VERIFY WELDER IDENTIFICATION SYSTEM.

E. INSPECT FIT-UP OF GROOVE WELDS

INCLUDING JOINT PREPARATION,

DIMENSIONS, CLEANLINESS, TACKING AND

BACKING TYPE AND FIT.

F. INSPECT CONFIGURATION AND FINISH OF

ACCESS HOLES.

G. INSPECT FIT-UP OF FILLET WALLS

INCLUDING DIMENSIONS, CLEANLINESS,

AND TACKING.

DURING WELDING:

A. VERIFY USE OF QUALIFIED WELDERS.

B. VERIFY CONTROL AND HANDLING OF

WELDING CONSUMABLES INCLUDING

PACKAGING.

C. VERIFY WELDING IS NOT OCCURRING OVER

CRACKED TACK WELDS.

D. RECORD ENVIRONMENTAL CONDITIONS

INCLUDING PRECIPITATION AND

TEMPERATURE. VERIFY WIND SPEED IS

WITHIN LIMITS.

E. VERIFY THAT WELDING PROCEDURE

SPECIFICATIONS ARE FOLLOWED

INCLUDING SETTINGS ON WELDING

EQUIPMENT, TRAVEL SPEED, SELECTED

WELDING MATERIALS, SHIELDING GAS TYPE

AND FLOW RATE, PREHEAT APPLIED,

INTERPASS TEMPERATURE MAINTAINED,

AND PROPER POSITION.

F. VERIFY WELDING TECHNIQUES INCLUDING

INTERPASS AND FINAL CLEANING, EACH

PASS WITHIN PROFILE LIMITATIONS, AND

EACH PASS MEETS QUALITY

REQUIREMENTS.

AFTER WELDING:

A. INSPECT CLEANING OF WELDS.

B. VERIFY SIZE, LENGTH, AND LOCATION OF

WELDS.

C. VERIFY WELDS MEET VISUAL ACCEPTANCE

CRITERIA INCLUDING CRACK PROHIBITION,

WELD/BASEMETAL FUSION, CRATER CROSS

SECTION, WELD PROFILES, WELD SIZE,

UNDERCUT AND POROSITY.

D. INSPECT ARC STRIKES.

E. WHEN WELDING HAS BEEN PERFORMED IN

THE K-AREA, VISUALLY INSPECT FOR

CRACKS WITHIN 3 INCHES OF THE WELD.

F. VERIFY BACKING AND WELDS TABS ARE

REMOVED.

G. INSPECT REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OF REJECTION

OF WELDED JOINT OR MEMBER.

VERIFICATION AND INSPECTION TASK

FREQUENCY

OF

INSPECTION

--CONTINUOUS

REFERENCED

STANDARD OR

SPECIFICATION

SECTION

IBC

REFERENCE AGENT

1.

2.

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

3.

4.

PRIOR TO BOLTING:

A. VERIFY MANUFACTURER’S CERTIFICATIONS

FOR FASTENER MATERIALS.

B. VERIFY FASTENERS ARE MARKED IN

ACCORDANCE WITH ASTM REQUIREMENTS.

C. VERIFY PROPER FASTENERS INCLUDING

GRADE, TYPE, BOLT LENGTH AND IF

TREADS ARE TO BE EXCLUDED FROM

SHEAR PLANE.

D. VERIFY PROPER BOLTING PROCEDURES

ARE USED.

E. VERIFY CONNECTION ELEMENTS,

INCLUDING THE APPROPRIATE FAYING

SURFACE CONDITION AND HOLE

PREPARATION MEET REQUIREMENTS.

F. OBSERVE AND DOCUMENT

PREINSTALLATION VERIFICATION TESTING

FOR FASTENER ASSEMBLIES

G. VERIFY PROPER STORAGE OF BOLTS,

NUTS, WASHERS AND OTHER FASTENER

COMPONENTS.

DURING BOLTING:

A. VERIFY POSITION OF FASTENER

ASSEMBLIES.

B. VERIFY JOINTS ARE BROUGHT TO THE

SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION.

C. VERIFY FASTENER COMPONENT NOT

TURNED BY THE WRENCH IS PREVENTS

FROM ROTATING.

D. VERIFY FASTENERS ARE PRETENSIONED IN

ACCORDANCE WITH THE RCSD

SPECIFICATION.

AFTER BOLTING:

A. DOCUMENT ACCEPTANCE OR REJECTION

OF BOLTED CONNECTIONS.

INSPECT STEEL ELEMENTS OF COMPOSITE

CONSTRUCTION PRIOR TO CONCRETE PLACEMENT

INCLUDING:

A. VERIFY PLACEMENT AND INSTALLATION OF

STEEL HEADED STUD ANCHORS.

B. DOCUMENT ACCEPTANCE OR REJECTION

OF STEEL ELEMENTS.

5.

6.

7.

8.

AISC 360 TABLE N5.4-1CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AISC 360 TABLE N5.4.2

AISC 360 TABLE N5.4.2

AISC 360 TABLE N5.4.2

AISC 360 TABLE N5.4.2

AISC 360 TABLE N5.4.2

AISC 360 TABLE N5.4.2

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

CONTINUOUS AISC 360 TABLE N5.6-3 -- --

CONTINUOUS AISC 360 TABLE N-6.1 -- --

CONTINUOUS AISC 360 TABLE N-6.1

REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION (2018 IBC)

MATERIAL:

MIXING OF MORTAR AND GROUT:

A. INSPECT PROPORTIONING, MIXING, AND RE-

TEMPERING OF MORTAR AND GROUT

VERIFICATION AND INSPECTION TASK

FREQUENCY OF

INSPECTION

REFERENCED

STANDARD OR

SPECIFICATION

SECTION

IBC

REFERENCE AGENT

1.

ICC-SMSI

INSTALLATION OF MASONRY:

A. INSPECT SIZE, LAYOUT, BONDING, AND

PLACEMENT OF MASONRY UNITS

2.

ICC-SMSI

MORTAR JOINTS:

A. INSPECT CONSTRUCTION OF MORTAR JOINTS

INCLUDING TOOLING AND FILLING OF HEAD JOINTS

3.

ICC-SMSI

REINFORCEMENT INSTALLATION:

A. INSPECT PLACEMENT, POSITIONING, AND LAPPING

OF REINFORCING STEEL

B. INSPECT WELDING OF REINFORCING STEEL

4.

ICC-SMSI

AWS-CWI

PRESTRESSED MASONRY:

A. INSPECT PLACEMENT, ANCHORAGE, AND

STRESSING OF PRESTRESSING BARS

5.

ICC-SMSI

GROUTING OPERATIONS:

A. INSPECT PLACEMENT AND CONSOLIDATION OF

GROUT

B. INSPECT MASONRY CLEAN-OUTS FOR HIGH-LIFT

GROUTING

6.

ICC-SMSI

WEATHER PROTECTION:

A. INSPECT COLD WEATHER PROTECTION AND HOT

WEATHER PROTECTION PROCEDURES, VERIFY

THAT WALL CAVITIES ARE PROTECTED AGAINST

PRECIPITATION

7.

ICC-SMSI

EVALUATION OF MASONRY STRENGTH:

A. TEST COMPRESSIVE STRENGTH OF MORTAR AND

GROUT CUBE SAMPLES

B. TEST COMPRESSIVE STRENGTH OF MASONRY

PRISMS

8.

ICC-SMSI

ASTM C780

ASTM C1314

ANCHORS AND TIES:

A. INSPECT SIZE, LOCATION, SPACING, AND

EMBEDMENT OF DOWELS, ANCHORS, AND TIES

9.

ICC-SMSI

444 W. Lake St. Suite 1700 Chicago, IL 60606

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Drawing No.

Scale:

Date:

Checked By:Drawn By:Designed By:

Drawing Title:

Contract No.

File No.Building No.

Client Project No.

Project Title:Approved: Chief, failites Management Services

Approved: Medical Center Director

Approved:

Approved: Location:

VES Project Number: 191006

AS NOTED

VA JOLIET CBOC

JOLIET, ILLINOIS

578-371 36C25219D0020

N O

T F

O R

C O

N S

T R

U C

T

IO

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STRUCTURAL - GENERAL NOTESPARKING EXPANSION AT

JOLIET CBOC

04/21/23

MCZGABW

5.2 POST–INSTALLED ANCHORS

A. POST–INSTALLED MECHANICAL ANCHORS

1. POST-INSTALLED MECHANICAL ANCHORS SHALL ONLY BE USED WHERE SPECIFIED

ON THE DRAWINGS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER

OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING…