6-drawings-Renovate Basement.pdf

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INFECTION CONTROL RISK ASSESSMENT FOR CONSTRUCTION

STEP #1: SELECT ACTIVITY TYPE BELOW:

CONSTRUCTION ACTIVITY TYPES:

TYPE A

INSPECTION AND NON-INVASIVE ACTIVITIES

INCLUDES, BUT NOT LIMITED TO:

• REMOVAL OF CEILING TILES FOR VISUAL INSPECTION LIMITED TO 1

TILE PER 50 SQUARE FEET.

• PAINTING (BUT NOT SANDING)

• WALL COVERING

• ELECTRICAL TRIM WORK

• MINOR PLUMBING

• ACTIVITIES WHICH DO NOT GENERATE DUST OR REQUIRE CUTTING

OF WALLS OR ACCESS TO CEILINGS OTHER THAN FOR VISUAL

INSPECTION

TYPE B

SMALL SCALE, SHORT DURATION (less than 1 day) ACTIVITIES WHICH

CREATE MINIMAL DUST

INCLUDES, BUT NOT LIMITED TO:

• INSTALLATION OF TELEPHONE AND COMPUTER CABLING

• ACCESS TO CHASE SPACES

• CUTTING OF WALLS OR CEILING WHERE DUST MIGRATION CAN BE

CONTROLLED

TYPE C

WORK THAT GENERATES A MODERATE TO HIGH LEVEL OF DUST OR

REQUIRES DEMOLITION OR REMOVAL OF ANY FIXED BUILDING

COMPONENTS OR ASSEMBLIES

INCLUDES, BUT NOT LIMITED TO:

• SANDING OF WALLS FOR PAINTING OR WALL COVERING

• REMOVAL OF FLOOR COVERING, CEILING TILES AND CASEWORK

• NEW WALL CONSTRUCTION

• MINOR DUCT WORK OR ELECTRICAL WORK ABOVE CEILINGS

• MAJOR CABLING ACTIVITIES

• ANY ACTIVITY WHICH CANNOT BE COMPLETED WITHIN A SINGLE

WORK SHIFT

TYPE D

MAJOR DEMOLITION AND CONSTRUCTION PROJECTS

INCLUDES, BUT NOT LIMITED TO:

• ACTIVITIES THAT REQUIRE CONSECUTIVE WORK SHIFTS.

• REQUIRES HEAVY DEMOLITION OR REMOVAL OF A COMPLETE

CABLING SYSTEM.

• NEW CONSTRUCTION

IS IT LIKELY THE CONTRACTOR'S STAFF WILL BE PLACED AT RISK

FOR INFECTION WITH TUBERCULOSIS? YES / NO

IS IT LIKELY THERE WILL BE PHYSICAL DISRUPTION OF THE WATER

SYSTEM/LINES DURING ACTIVITY? YES / NO

STEP #2: SELECT RISK GROUP BELOW AND MARK BOTTOM OF

COLUMN

A) INFECTION CONTROL RISK GROUPS

GROUP 1 - LOW: OFFICE AREAS:

GROUP 2 - MEDIUM: CARDIOLOGY, ECHOCARDIOGRAPHY,

ENDOSCOPY, NUCLEAR MEDICINE, PHYSICAL THERAPY,

RADIOLOGY/MRI, RESPIRATORY THERAPY

GROUP 3 - HIGH RISK: CCU, EMERGENCY ROOM, LABORATORIES,

OUTPATIENT SURGERY, PHARMACY, POST ANESTHESIA CARE UNIT,

SURGICAL UNITS

GROUP 4 - HIGHEST RISK: ANY AREA CARING FOR

IMMUNOCOMPROMISED PATIENTS, CARDIAC CATH LAB, CENTRAL

SUPPLY, INTENSIVE CARE UNITS, MEDICAL UNITS, NEGATIVE

AIRFLOW ROOMS, ONCOLOGY, OPERATING ROOMS

STEP #3: DETERMINE CLASS OF PRECAUTIONS USING MATRIX

BELOW:

CONSTRUCTION ACTIVITY / INFECTION CONTROL MATRIX TO

DETERMINE CLASS

** ICN MUST BE CONSULTED WHEN THE ASSESSMENT INDICATES

THAT CLASS II, III, IV PRECAUTIONS ARE REQUIRED.

RISK LEVEL TYPE 'A' TYPE 'B' TYPE 'C' TYPE 'D'

GROUP 1 I II II III / IV

GROUP 2 I II III IV

GROUP 3 I II III / IV IV

GROUP 4 II III / IV III / IV IV

CONSTRUCTION

TYPE: D

RISK GROUP:

MEDIUM

RISK ASSESSMENT:

IV

ELECTRICAL

YES

POTABLE WATER

YES

HVAC

YES

MEDICAL VACUUM

YES

SEWER

YES

PROJECTED UTILITY OUTAGES IMPACTING INFECTION CONTROL

STEP #4: COMPLETE THE INFECTION CONTROL CONSTRUCTION

PERMIT:

1. EXECUTE WORK BY METHOD TO MINIMIZE RAISING DUST FROM

CONSTRUCTION OPERATIONS

2. IMMEDIATELY REPLACE A CEILING TILE DISPLACED FOR VISUAL INSPECTION

1. PROVIDE ACTIVE MEANS TO PREVENT AIRBORNE DUST FROM DISPERSING

INTO ATMOSPHERE.

2. WATER MIST WORK SURFACES TO CONTROL DUST WHILE CUTTING

3. SEAL UNUSED DOORS WITH DUCT TAPE

4. BLOCK OFF AND SEAL AIR VENTS.

5. PLACE DUST MAT AT ENTRANCE AND EXIT OF WORK AREA.

6. REMOVE OR ISOLATE HVAC SYSTEM IN AREAS WHERE WORK IS BEING

PERFORMED.

1. REMOVE OR ISOLATE HVAC SYSTEM IN AREA WHERE WORK IS BEING DONE TO

PREVENT CONTAMINATION OF DUCT SYSTEM.

2. COMPLETE ALL CRITICAL BARRIERS, I.E. SHEETROCK, PLYWOOD, PLASTIC, TO

SEAL AREA FROM NON-WORK AREA OR IMPLEMENT CONTROL CUBE METHOD

(CART WITH PLASTIC COVERING & SEALED CONNECTION TO WORK SITE WITH

HEPA VACUUM FOR VACUUMING PRIOR TO EXIT) BEFORE CONSTRUCTION

BEGINS.

3. MAINTAIN NEGATIVE AIR PRESSURE WITHIN WORKSITE UTILIZING HEPA-

EQUIPPED AIR FILTRATION UNITS.

4. CONTAIN CONSTRUCTION WASTE BEFORE TRANSPORTATION IN TIGHTLY

COVERED CONTAINERS.

5. COVER TRANSPORT RECEPTACLES OR CARTS. TAPE COVERING UNLESS

SOLID LID IS USED.

1. ISOLATE HVAC SYSTEM IN AREA WHERE WORK IS BEING DONE TO PREVENT

CONTAMINATION OF DUCT SYSTEM.

2. COMPLETE ALL CRITICAL BARRIERS, I.E., SHEETROCK, PLYWOOD, PLASTIC, TO

SEAL AREA FROM NON-WORK AREA OR IMPLEMENT CONTROL CUBE METHOD

(CART WITH PLASTIC COVERING & SEALED CONNECTION TO WORK SITE WITH

HEPA VACUUM FOR VACUUMING PRIOR TO EXIT) BEFORE CONSTRUCTION

BEGINS.

3. MAINTAIN NEGATIVE AIR PRESSURE WITHIN WORKSITE UTILIZING HEPA-

EQUIPPED AIR FILTRATION UNITS.

4. SEAL HOLES, PIPES, CONDUITS AND PUNCTURES APPROPRIATELY.

5. CONSTRUCT ANTEROOM AND REQUIRE ALL PERSONNEL TO PASS THROUGH

THIS ROOM SO THEY CAN BE VACUUMED USING A HEPA VACUUM CLEANER

BEFORE LEAVING WORK SITE; OR THE CAN WEAR CLOTH OR PAPER COVERALLS

THAT ARE REMOVED EACH TIME THEY LEAVE THE WORK SITE.

6. ALL PERSONNEL ENTERING THE WORK SITE ARE REQUIRED TO WEAR SHOE

COVERS. SHOE COVERS MUST BE CHANGED EACH TIME THE WORKER EXITS

THE WORK AREA.

7. DO NOT REMOVE BARRIERS FROM WORK AREA UNTIL COMPLETED PROJECT IS

INSPECTED BY SAFETY MANAGEMENT & INFECTION CONTROL & THOROUGHLY

CLEANED BY ENVIRONMENTAL MANAGEMENT.

1. CLEAN WORK UPON COMPLETION OF TASK

1. WIPE WORK SURFACES WITH DISINFECTANT.

2. CONTAIN CONSTRUCTION WASTE BEFORE TRANSPORT IN TIGHTLY COVERED

CONTAINERS.

3. WET MOP &/OR VACUUM BEFORE LEAVING WORK AREA.

4. REMOVE ISOLATION OF HVAC SYSTEM IN AREA WHERE WORK IS BEING

PERFORMED.

1. DO NOT REMOVE BARRIERS FROM WORK AREA UNTIL COMPLETED PROJECT IS

INSPECTED BY SAFETY MANAGEMENT & INFECTION CONTROL & THOROUGHLY

CLEANED BY ENVIRONMENTAL MANAGEMENT.

2. REMOVE BARRIER MATERIALS CAREFULLY TO MINIMIZE SPREADING OF DIRT &

DEBRIS ASSOCIATED WITH CONSTRUCTION.

3. VACUUM WORK AREA WITH HEPA-FILTERED VACUUMS.

4. WET MOP WITH DISINFECTANT.

5. REMOVE ISOLATION OF HVAC SYSTEM IN AREAS WHERE WORK IS BEING

PERFORMED.

1. REMOVE BARRIER MATERIALS CAREFULLY TO MINIMIZE SPREADING OF DIRT &

DEBRIS ASSOCIATED WITH CONSTRUCTION.

2. CONTAIN CONSTRUCTION WASTE BEFORE TRANSPORT IN TIGHTLY COVERED

CONTAINERS.

3. COVER TRANSPORT RECEPTACLES OR CARTS. TAPE COVERING UNLESS

SOLID LID.

4. VACUUM WORK AREA WITH HEPA-FILTERED VACUUMS.

5. WET MOP WITH DISINFECTANT.

6. REMOVE ISOLATION OF HVAC SYSTEM IN AREAS WHERE WORK IS BEING

PERFORMED.

CLASS I - DURING CONSTRUCTION PROJECT

CLASS I - UPON COMPLETION OF PROJECTS

CLASS II - DURING CONSTRUCTION PROJECT

CLASS II - UPON COMPLETION OF PROJECTS

CLASS III - DURING CONSTRUCTION PROJECT

CLASS III - UPON COMPLETION OF PROJECTS

CLASS IV - DURING CONSTRUCTION PROJECT

CLASS IV - UPON COMPLETION OF PROJECTS

(TO BE COMPLETED BY CONTRACTOR AND SIGNED BY INFECTION CONTROL NURSE)

CONTRACTOR'S SIGNATURE AND DATE

INFECTION CONTROL NURSE'S SIGNATURE AND DATE

ICRA LEGEND

AREA NOT IN CONTRACT (NIC)

SHOWN FOR REFERENCE ONLY

**COORDINATE ICRA BARRIER LOCATIONS WITH VA

CONTRACTING OFFICERS REPRESENTATIVE (COR).

1 LAYER 5/8" TYPE-X G.W.B.

INSULATION - SEE SPECIFICATIONS

5/8" G.W.B.

METAL STUDS @16"

O.C.

BASE - SEE FINISH

SCHEDULE FOR TYPE

TRACK RUNNER

FLOOR SLAB

S E

E S

C H

E D

U

LE

P A

R T

IT

IO

N W

ID

T

H

SEALANT - SEE SPECIFICATIONS

MENS

B114

WOMENS

B113

X-RAY

B120E

TLT / CHANGING

B120F

CLEAN

B120G

CT SCANNING

B120D

SOILED HOLDING

B120C

WAITING

B119

STORAGE

B118

PHARMACY (NIC)

B117

STOR / SOILED LINEN

CART

B306

CORRIDOR

C06

RECEPTION / WORK

B120A

CORRIDOR

C04

FIRE PUMP ROOM

(NIC)

B109

ENGINEERING (NIC)

B105

ENGINEERING (NIC)

B106

SOILED (NIC)

B107

HVAC (NIC)

B108 STORAGE

B316D

PHARMACY CACHE

B111

OIT (NIC)

053A

HAVC (NIC)

B314

WET VAC (NIC)

B313

STAIR 4 (NIC)

S4

VESTIBULE (NIC)

TOILET ROOM

B315

STAIR 3 (NIC)

S3

ENGINEERING (NIC)

B304

ENGINEERING (NIC)

B305

159 SF

STAIR 2 (NIC)

S2

OIT SERVER

B311

MAILROOM

B300

HAC (NIC)

063A

ELEVATOR (NIC)

SERV ELEV

MORGUE (NIC)

JAN

B302

SOILED (NIC)

B303

MECHANICAL OFFICE

B101

GME LIBRARY

B116

BIOMED STORAGE

B310

M A

T C

H L

IN

E

M A

T C

H L

IN

E

FUTURE EMERGENCY ROOM ADDITION IN

THIS APPROXIMATE LOCATION (NIC)

RECENT SPS ADDITION IN THIS LOCATION

(NIC - SHOWN FOR REFERENCE ONLY)

EMS OFFICE 1

B100B

EMS SUPPLY

B104

EMS OFFICE 2

B100A

CLEAN LINEN ROOM

B100C

MENS DRESSING

B100E

EMS SUITE

B100

ELEVATOR (NIC)

WORKSHOP

B316C

BIOMED

B316

OFFICE

B316B

PROPOSED AEW DEDUCT ALTERNATE:

SHELL RADIOLOGY SUITE

RES. SLEEPING

ROOM

B115

RESIDENT TLT RM

B115A

OIT OFFICE

B309

MECH ROOM 1

B308EMS STORAGE

B103

BATTERY ROOM

B307

PACKAGE LOCKER

B301

STORAGE

B316A

BIOMED FILE ROOM

(NIC)

B110

WOMENS DRESSING

B100D

MECH

B102B

ENGINEERING

STORAGE

B312

STORAGE

B100F

RADIOLOGY

B120

CLOSET

B120B

CORRIDOR

C05

CORRIDOR

C05

CORRIDOR

C02

CORRIDOR

C03

CORRIDOR

C01

CORRIDOR

C07

CORRIDOR

C07

FUTURE

CONNECTION TO ER

ELEVATOR LOBBY

EXISTING AREAWAY BELOW GRADE

SWITCHGEAR AND

GENERATORS (NIC)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseArchitect/Engineer of Record StampConsultant

321 4 5 6 7 8 9 10

Sprinkler Status

B

IM

/1

F t.

W a y n e

V A

M C

B a s e m e n t B ld g

/1

A rc h

C e n tr a l

.r v t

/1

/2

:5

:1

P

M

G004

ICRA AND DUST CONTROL PLAN

AE Works

209 SANDUSKY STREET

PITTSBURGH, PA 15212

412-287-7333

AEW Project No. 18025

RENOVATE BASEMENT,

BUILDING 1

2121 LAKE AVE, FORT WAYNE, IN 46805

610A4-19-104

07/15/2020 TW CC

BID DOCUMENTS

NORTH

TRUE NORTH=

PROJECT

88.50°

# Revisions Date

NOT TO SCALEG004

ICRA PARTITION TYPES - 1 HOUR (U465)2

0 16' 32'8' 1/16" = 1'-0"

PROPOSED BASEMENT PLAN

ASBESTOS CONTAINING MATERIALS

ACM NOTES

# Revisions Date

209 SANDUSKY STREET

2121 LAKE AVE, FORT WAYNE, IN 46805

Project Director

ASB01

RCM BSR

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseArchitect/Engineer of Record StampConsultant

321 4 5 6 7 8 9 10

Sprinkler Status

PITTSBURGH, PA 15212

412-287-7333

AEW PROJECT NO. 18031

AEW PROJECT NO. 18031

www.skellyloy.com

412-828-1412

PITTSBURGH, PA 15238

3280 WILLIAM PITT WAY

SKELLY AND LOY, INC.

07/15/2020

ASB01

ASBESTOS ABATEMENT

NOT TO SCALE

610A4-18-104

RENOVATE BASEMENT

BUILDING 1BASEMENT

ASBESTOS ABATEMENT

SUB-BASEMENT

R3 5

4 6 7 8 8A

F1

R2

R1

22A

18 19

2021 13

63A

B

60A

59A

42A

44A

45A 45 45B

46 47

STR #3

50A

575859C59B

52 52

STR #4

53B

STR #2

39 40

30A

30B

53A49A

R3

8B

25A

LEGEND

WORK AREA

HA 44 - 12"x12" WHITE WITH BLUE FLOOR TILE AND ASSOCIATED MASTIC

HA 34 - BLACK TAR PIPE COATING

HA 25/27/28/29 - 12"x12" GREEN, BLACK, AND BROWN FLOOR TILE AND ASSOCIATED MASTIC

HA 20 - 12"x12" CREAM FLOOR TILE AND ASSOCIATED MASTIC

HA 18/20 - 12"x12" GREY SPECKLED AND 12"x12" CREAM FLOOR TILE AND ASSOCIATED MASTIC

HA 10/36 - PIPE INSULATION AND FITTINGS

AREA OF WORK

SETUP AND PROJECT PHASING.

AREA WORK FOR PLAN ICRA THE AND PLANS AND DRAWINGS CONTROL

DUST APPLICABLE REFERENCE SHALL CONTRACTOR THE 12.

1926.500-503.

CFR 29 M SUBPART INCLUDING REGULATIONS APPLICABLE ALL TO

ADHERE SHALL CONTRACTOR THE AREA. ADJOINING THE ABOVE FEET

(6) SIX THAN GREATER SURFACES ON EDGES AND SIDES UNPROTECTED

WITH WORKING WHEN REQUIRED BE SHALL PROTECTION FALL 11.

(1910.146) DURING ABATEMENT ACTIVITIES. 29 CFR 1926

AND 1926.453, CFR 29 1926.450-454, CFR 29 L SUBPART INCLUDING SPACE

CONFINED AND LIFTS WORK AERIAL SCAFFOLDING, FOR REGULATIONS

APPLICABLE ALL TO ADHERE SHALL CONTRACTOR THE 10.

ENVIRONMENT.

THE AND PATIENTS, AND EMPLOYEES HOSPITAL WORKERS,

TO EXPOSURE LEAD MINIMIZE TO CONSTRUCTION IN LEAD 1926.62

CFR TO ADHERE SHALL AND DISTURBED, BE TO IS PAINT IF CONTROL

DUST USE MUST CONTRACTORS PAINT. BASED LEAD AS TESTED

44A AND 44 43, ROOM IN WALLS ON PAINT COLORED PEACH THAT

INDICATING RESULTS WITH SAMPLED, WAS PAINT BASED LEAD 9.

TO PROCEED IN THE PROJECT WORK AREA.

PROJECT RENOVATION THE FOR SAFE ENVIRONMENTALLY AREA WORK

THE MAKE AND ACM SPECIFIED REMOVE TO IS WORK ABATEMENT THE

OF INTENT THE WORK. THE BY GENERATED MATERIALS CONTAMINATED

OR CONTAINING ASBESTOS ANY OF DISPOSAL THE INCLUDES

ALSO WORK THE FIBERS. ASBESTOS AIRBORNE WITH CONTACT FROM

BOTH, OR ENVIRONMENT, THE WORKERS, PROTECT TO MATERIALS

CONTAINING ASBESTOS OF CONTROL AND HANDLING PROPER

THE INCLUDES COVERED WORK THE CONTAINMENT; UNDER WHILE 8.

BE REMOVED.

TO MASTIC ASSOCIATED AND TILE FLOOR ACM ACCESS TO ETC. UNITS,

HVAC CABINETS, WALLS, REMOVE WILL CONTRACTOR THE REMOVED.

BE TO COATING TAR INSULATION PIPE AND INSULATION PIPE/FITTING

ACM ACCESS TO WALLS AND CEILINGS CONTAINING NON-ASBESTOS ALL

REMOVE SHALL CONTRACTOR HE CONTAINMENT, UNDER WHILE 7.

UNTIL FINAL CLEARANCE OF EACH WORK AREA IS ACHIEVED.

WEEK, PER DAYS 7 DAY, PER HOURS 24 MANOMETER, RECORDABLE

A USING PRESSURE, THE RECORD AND PRESSURE NEGATIVE MAINTAIN

SHALL CONTRACTOR THE AREAS, WORK CONTAINMENT IN 6.

THE DESIGNATED VA REPRESENTATIVE.

WITH COORDINATED BE SHALL PANEL TEMPORARY THE OF CONNECTION

THE PANEL. POWER GFCI TEMPORARY THE CONNECT TO ELECTRICIAN

LICENSED A RETAIN SHALL CONTRACTOR THE CONDUCTED.

BE TO IS WORK WHERE FLOOR THE ON LOCATED PANELS DISTRIBUTION

POWER A TO CONNECTED AND INSTALLED BE SHALL PANELS

GFCI PANEL. GFCI THE INSTALL AND PROVIDE SHALL CONTRACTOR

THE PANEL. POWER GFCI A TO CONNECTED BE SHALL AREAS

WORK REGULATED THE WITHIN LIGHTS AND EQUIPMENT CONTRACTOR

OPERATE TO USED POWER ALL - POWER GFCI TEMPORARY 5.

AND WATER CONTAMINATION.

DUST FROM THEM PROTECT TO SHEETING PLASTIC WITH DETECTORS

SMOKE THE COVER SHALL AND SYSTEM FIRE MAIN THE FROM ISOLATED

AREA WORK THE IN DETECTORS SMOKE ANY HAVE TO ARRANGE

SHALL CONTRACTOR THE SHEETING. PLASTIC 6-MIL RETARDANT

FLAME OF TWO-LAYERS WITH SEALED BE SHALL AREA WORK

THE OF CEILING THE - DETECTORS SMOKE AND HEADS SPRINKLER 4.

REQUIRED.

IS AREA WORK THE WITHIN CHAMBERS DECONTAMINATION THE OF

PLACEMENT SPECIFICATIONS. THE OF 1.9 SECTION WITH ACCORDANCE

IN CHAMBERS DECONTAMINATION WASTE AND PERSONNEL

SEPARATE DESIGN AND CONSTRUCT SHALL CONTRACTOR THE

- LOCATION ENCLOSURE DECONTAMINATION PERSONAL/WASTE 3.

SHALL BE DISPOSED OF AS NON-FRIABLE ASBESTOS WASTE.

MASTIC ASSOCIATED AND TILE FLOOR INSULATION, PIPE ON COATING

TAR WASTE. ASBESTOS FRIABLE AS OF DISPOSED BE SHALL INSULATION

PIPE/FITTING ASBESTOS-CONTAINING ACCUMULATED THE B.

NEGATIVE AIR PRESSURE IN THE WORK AREA.

APPROPRIATE THE RE-ESTABLISH TO REPAIRS NECESSARY THE MAKE

AND WORK STOP SHALL CONTRACTOR THE COLUMN, WATER OF INCHES

-0.02” BELOW FALLS AREA WORK THE WITHIN PRESSURE AIR NEGATIVE

THE TIME ANY AT IF REMOVAL. DURING TIMES ALL AT MAINTAINED BE

SHALL AREA WORK THE IN PRESSURE AIR NEGATIVE ADEQUATE A.

PRESENT IN THE WORK AREA USING MANUAL WET METHODS.

MATERIALS ASBESTOS-CONTAINING ALL REMOVE SHALL CONTRACTOR

THE - METHOD REMOVAL MASTIC ASSOCIATED AND TILE FLOOR

AND INSULATION PIPE ON COATING INSULATION, PIPE/FITTING 2.

SECTIONS 2.2.4 AND 3.1.4 OF THE SPECIFICATIONS.

BY REQUIRED AS SHEETING POLYETHYLENE OF LAYERS 2 WITH

SURFACES WORK ALL PROTECT AND SEAL SHALL CONTRACTOR THE

AREA’S NEGATIVE AIR PRESSURE.

WORK THE MONITOR TO CONTINUALLY TO USED BE SHALL MANOMETER

DIGITAL A MINIMUM, A AT AREA. WORK THE OUTSIDE POSTED

MANOMETERS DIGITAL OF USE THE THROUGH CONTRACTOR THE BY

MONITORED CONTINUOUSLY BE SHALL AREA WORK THE IN PRESSURE

AIR NEGATIVE AREA. WORK THE INSIDE HOUR PER CHANGES AIR (4)

FOUR LEAST AT GENERATE TO USED BE WILL UNITS EXHAUST FILTERED

HEPA THESE BUILDING. THE OF EXTERIOR THE TO EXHAUSTED

HANDLERS AIR FILTERED HEPA USING AREA WORK THE IN CREATED

BE SHALL PRESSURE AIR NEGATIVE REMOVAL. ASBESTOS DURING

TIMES ALL AT PROVIDED BE SHALL LOCATION, PERIMETER AREA WORK

ANY AT MEASURED AS COLUMN, WATER OF INCHES -0.02 LEAST AT

OF PRESSURE AIR NEGATIVE A CONTAINMENTS. PRESSURE NEGATIVE

WITHIN CONDUCTED BE SHALL WORK REMOVAL ASBESTOS ALL

THE WORK AREA.

FROM MATERIALS NON-ASBESTOS AND ASBESTOS ALL OF REMOVAL THE

PERFORMING WHEN DUST OF RELEASE THE CONTROL TO CLEANERS

VACUUM FILTERED HEPA AND METHODS WET USE SHALL CONTRACTOR

THE MASTIC. ASSOCIATED AND TILE FLOOR AND COATING TAR

AND INSULATION PIPE/FITTING ACM ACCESS TO AREAS WORK ASBESTOS

DESIGNATED THE WITHIN FROM CREATED MATERIALS, CONTAINING

NON-ASBESTOS ALL OF DISPOSE AND REMOVE SHALL CONTRACTOR THE

BY THE RENOVATIONS, WHERE INDICATED ON THE DRAWINGS.

IMPACTED BE WILL WHICH AREAS WORK THE FROM MASTIC ASSOCIATED

AND TILE FLOOR AND COATING, TAR AND INSULATION PIPE/FITTING

CONTAINING ASBESTOS OF DISPOSE AND REMOVE SHALL CONTRACTOR

THE - REMOVAL MASTIC ASSOCIATED AND TILE FLOOR AND COATING TAR

INSULATION PIPE INSULATION, PIPE/FITTING ASBESTOS-CONTAINING 1.

FULLY SPRINKLERED

AREA OF WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

NO WORK

AREA OF WORK

AREA OF WORK

AREA OF WORK

AREA OF WORK

AREA OF WORK

AREA OF WORK

AREA OF WORK

BID DOCUMENTS

ABBREVIATIONS

@ At A.B. Anchor Bolt ARCH. Architect or Architectural BLDG. Building B.O.F. Bottom of Footing B.O.S. Bottom of Steel BOTT. Bottom BRG. Bearing CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONST. Construction CONT. Continuous CONTR. Contractor COORD. Coordinate DET. Detail DIA. or ø Diameter DWG. Drawing DWL. Dowel EL. Elevation EMBED. Embedment EX. Existing EXT. Exterior FTG. Footing F.V. Field Verify

CODES AND STANDARDS

1. New construction has been designed to, and shall be constructed in accordance with the following building codes and standards:

A. Indiana Building Code 2014 B. 2012 International Building Code (IBC 2012) C. ASCE 7-05, Minimum Design Loads for Buildings and Other Structures

2. Unless explicitly modified in the Contract Drawings and Specifications, the Contractor shall comply with provisions of:

A. ACI 301-10, Specifications for Structural Concrete B. ACI 318-11, Building Code Requirements for Structural Concrete C. ACI 530-11, Building Code Requirements for Masonry Structures D. ACI 530.1-11, Specification for Masonry Structures E. AISC 360-10, Specification for Structural Steel Buildings F. AWS D1.1-10, Structural Welding Code - Steel

DESIGN LOADS (IBC 2015)

Floor live load (unless otherwise noted)

Slab on grade ----------------------------------------------------------------------- 100 psf

The blast load requirements utilized for the structural reinforcements indicated within these documents were provided by Woods Peacock dated February 21, 2020.

DESIGN STRESSES

Concrete minimum compressive strength in 28 days:

Footings ------------------------------------------------------------------------------ f'c = 3,000 psi Interior slabs on grade and topping slab ------------------------------------- f'c = 4,000 psi

Reinforcing bars (ASTM A615, Grade 60) ------------------------------------------- Fy = 60,000 psi Welded wire reinforcement (ASTM A1064) ----------------------------------------- Fy = 70,000 psi Structural steel W shapes (ASTM A992 or ASTM A572/50) -------------------- Fy = 50,000 psi Structural steel other shapes (ASTM A36) ------------------------------------------ Fy = 36,000 psi Anchor rods (ASTM F1554, Grade 55 weldable) ---------------------------------- Fy = 55,000 psi Hollow structural sections (ASTM A500, Grade C)

Rectangular ------------------------------------------------------------------------- Fy = 50,000 psi Masonry -------------------------------------------------------------------------------------- f'm = 2,000 psi

Load-bearing CMU (ASTM C55 or C90) Brick (ASTM C216 Grade SW) Mortar (ASTM C270) ------------------------------------------------------------- Type M or S Grout (ASTM C476) -------------------------------------------------------------- 3,000 psi

Soil bearing pressure for foundations Presumed allowable bearing pressure --------------------------------------- 3,000 psf

GENERAL

1. All new construction shall comply with the Contract Documents and the Building Code.

2. Typical details and general notes apply to all parts of the work except where specifically detailed or unless otherwise noted.

3. The structural drawings illustrate structural members. Refer to architectural, mechanical, and electrical drawings for non-structural items which require special provisions during the construction of the structural members.

4. Drawings are not to be scaled.

5. No pipes or ducts shall be embedded into structural members unless so shown on the plans or approved by the Engineer.

6. The Contractor shall verify and be responsible for all dimensions and conditions which impact the work. Field verify sizes, elevations, hole locations, etc., prior to fabrication.

7. The Contractor shall carefully review the drawings to identify the scope of work required, visit the site to relate the scope of work to existing conditions and determine the extent to which those conditions and physical surroundings will impact the work.

8. Existing conditions as shown on these plans are for reference only. The Contractor is required to field verify all existing conditions prior to construction.

9. Locate existing underground utilities in areas of construction. Coordinate with utility companies for any shut-off requirements of still active lines.

10. The Contractor shall resolve any conflicts on the drawings or in the specifications with the Architect/Engineer before proceeding with the work.

11. Any deviation, modification, or substitution from the approved set of structural drawings shall be submitted to the Owner, Architect, and Engineer for review/approval prior to its use or inclusion on the shop drawings.

12. The Contractor shall provide all necessary shores, braces, and guys required to support all loads to which the building structure and components, soils, other structures, and utilities may be subjected during construction. Shoring systems shall be designed, signed, and sealed by a professional engineer licensed in the jurisdiction where the project is located.

13. The Contractor shall provide means, method, techniques, sequence, and procedure of construction as required.

14. The Contractor shall protect all work, materials, and equipment from damage and shall provide proper storage facilities for materials and equipment during construction.

15. Site visits performed by the Architect do not constitute inspections of means and methods of construction performed by the Contractor.

16. Observations performed by the Architect during construction are not the continuous and special inspection services and do not waive the responsibility for the inspections required of the Building Department Inspector or the testing agency.

Observations also do not guarantee the Contractor's performance and shall not be considered as supervision of construction.

17. The Contractor shall review shop drawings for completeness and compliance with contract documents. The Contractor shall stamp shop drawings prior to submission to the Architect and Engineer.

18. Review of the shop drawings by the Architect's Engineers shall not be construed as an authorization to deviate from the Contract Documents.

19. Shop drawings will not be processed if they are incomplete, lack coordination with relevant portion of contract documents, lack calculations if required, or if deviations, modifications, and substitutions are indicated without prior written approval from the Architect/Engineer.

ROOF, FLOOR, OR WALL OPENINGS

1. The Contractor shall verify and coordinate the number, size, and location of all sleeves and openings required for mechanical or electrical items.

2. Sleeves and openings shall be located in a manner that will maintain the structural integrity of the roof, floor, or wall system.

3. No structural elements are to be cut unless specifically approved by the Engineer.

FOUNDATIONS AND SLABS ON GROUND

1. Foundations for this project are designed based on the allowable bearing pressure used for the construction of the existing building. Contractor shall hire a testing agency or geotechnical engineer to verify bearing capacity. Contractor shall submit report to the Architect/Engineer prior to placement of foundations.

2. All footings must be supported on undisturbed soil capable of achieving the design soil bearing pressure without appreciable settlement. Where additional excavation is required to attain the design bearing pressure, backfill the overexcavated area with lean concrete up to the design bearing elevation.

3. Unless otherwise noted in the geotechnical report or specifications, compact all fill under slabs on ground to 98% of optimum laboratory density in accordance with ASTM D698 Standard Proctor Method. Place fill in 6” to 8” layers and compact with vibratory tamping equipment.

4. Unless otherwise noted in the geotechnical report or specifications, compact all engineered fills under foundations to 95% of the maximum dry density per ASTM D1557 Modified Proctor Method.

5. In granular soils (sands and gravel) the soil shall be mechanically tamped to a hard surface immediately prior to placing footing.

6. When excavations approach the ground water level, the water level shall be lowered by an acceptable dewatering system so that the water level is maintained continuously a minimum of 2'-0" below the excavation.

7. Existing foundation shown on drawings are approximate. Exact conditions must be verified at time of construction.

CONCRETE CONSTRUCTION

1. All concrete construction shall be in accordance with the latest Building Code Requirements for Structural Concrete ACI 318 and ACI Detailing Manual, except that construction and removal of forms and reshoring shall be inspected by the Contractor's engineer.

2. Reinforcing steel shall have the following minimum coverage. Place bars as near to the concrete surface as these minima permit wherever possible, unless noted otherwise:

A. Concrete poured against earth: 3" B. Formed concrete in contact with earth: 2"

3. Welded wire reinforcement for slabs on ground shall have a minimum top coverage of 1" and a maximum top coverage of 1 1/2", unless otherwise noted.

Reinforcement shall be positively supported and maintained in this position during placement of concrete.

4. Furnish bar supports where necessary during construction.

5. At wall footing corners, innermost reinforcing shall have 1'-0" long hook at far face.

For outer reinforcing, provide corner bars with lap length of 36 bar diameters (2'-0" minimum).

6. All bars interrupted by structural steel shall extend to within 1" of structural steel flange or web and have a 90° hook unless otherwise shown.

7. Drawings show typical reinforcing conditions. Contractor shall prepare detailed placement drawings of all conditions showing quantity, spacing, sizes, clearances, laps, intersections, and coverage required by the structural details, applicable code, and trade standards. Contractor shall notify reinforcing inspector of any adjustments from typical conditions which are proposed in placement drawings to facilitate field placement of reinforcing steel and concrete.

8. Bar bends shall be made cold. Bars shall not be bent after any portion of the bar is encased in concrete.

MASONRY CONSTRUCTION

1. Masonry walls shown on structural drawings have been designed in accordance with ACI 530, Building Code Requirements for Masonry Structures.

2. Masonry walls shall be constructed in accordance with ACI 530.1, Specifications for Masonry Structures, and the project specifications.

3. Determine compressive strength of masonry (f'm) by the unit strength method (Section 1.4,B.2 of ACI 530.1).

A. Mortar shall meet the Property Specifications' requirements of ASTM C270, and shall be field tested according to ASTM C780.

B. The strength of grout shall be determined by tests in accordance with ASTM

C1019.

4. Corners of bearing walls shall be built in running bond.

5. Provide corner bars in bond beams at wall intersections and corners to match bond beam reinforcing.

6. Unless otherwise noted, provide galvanized ladder type joint reinforcement at 16" on center vertically per ASTM A82.

7. Welding of reinforcing bars (including tack welding) is not permitted without permission of Engineer in writing.

8. Provide shop drawings which indicate size, spacing, bending details, and type of all reinforcing bars placed in masonry walls.

9. Provide dowels from supporting member (footing, beam, or slab) for all reinforced walls same size, location, and spacing as wall reinforcing.

10. Wall reinforcing shall be held in position during grouting.

LOOSE LINTEL SCHEDULE

1. Interior lintels shall be shop painted.

2. Lintels shall have minimum bearing at each end of 1" per foot of opening (6" minimum) except as detailed.

3. Lintels shall have 8" minimum solid masonry below bearing points and shall extend beyond the full bearing area.

4. Lintel bearing plates shall be held back 1/2" minimum from face of masonry at opening. Provide flexible caulk between lintel and masonry at this location. Match mortar color.

5. The following schedules apply to all non-bearing masonry walls and to bearing walls where lintels are not indicated on the structural drawings. See drawings for other lintels in bearing walls.

A. For 4", 8" walls, provide one angle for each 4" of masonry wall thickness with 3

1/2" leg horizontal as follows:

Span Limits Angle Size 0'-0" to 4'-0" L3 x 3 1/2 x 1/4 4'-1" to 5'-6" L4 x 3 1/2 x 5/16 5'-7" to 7'-6" L5 x 3 1/2 x 5/16

B. For 6" walls provide:

Span Limits Lintel Size 0'-0" to 4'-0" WT5x6 4'-1" to 5'-6" WT5x8.5

STEEL CONSTRUCTION

1. Steel detailing, fabrication, and erection shall conform to the AISC Specification for Structural Steel Buildings and Code of Standard Practice, and the AWS Structural Welding Code.

2. Stresses occurring during fabrication, shipment, and erection shall be temporary and not excessive. Stresses at all times shall be less than design and allowable stresses.

The full design and load-carrying capacity of the steel work shall not be impaired due to fabrication, shipment, or erection procedures. Throughout the complete process, the stability of all individual members and assembles shall be maintained.

3. The Contractor shall be responsible for the control of all erection procedures and sequences with relation to temperature differentials and weld shrinkage.

4. All additional steel required for erection purposes shall be provided at no additional cost and shall be removed unless approved by the Owner in writing.

5. Connections - welded or high strength bolted:

A. Bolts shall be ASTM F3125 and shall be installed in accordance with

"Specifications for Structural Joints Using High-Strength Bolts".

B. Provide slip critical bolts for all moment connections, wind connections, hangers, and other connections as noted on drawings.

C. Provide bearing type connections with thread included in the shear plane for all connections other than slip critical connections.

D. Provide hardened washers under nuts at all high-strength bolts, except where plate washers are used per AISC Specifications.

E. Unless snug tight connections are noted on the drawings as being permitted, all bolts should be tightened to full pretensioning load.

F. Use standard holes with the following exceptions: oversize holes are permitted when bolts are loaded in tension; short slotted holes are permitted for shear loading perpendicular to the slot.

G. Where minimum AISC fillet weld thickness requirement exceeds welds shown on details, or weld size is not specified, provide minimum AISC weld.

H. The length of connection shall not be less than one-half of the T distance of the beam web.

I. Connections shall develop one-half of the total uniform load capacity of the beam.

6. Welding electrodes shall be E70XX except where other electrodes are required for compatibility with material being welded.

7. Shop drawings are required and shall note type of electrodes, size of all welds, and type and size of all bolts. Shop drawings shall be prepared under the supervision of a professional engineer licensed in the jurisdiction where the project is located.

8. See all contract drawings for miscellaneous steel requirements.

9. All shop and field welding shall be performed by a recently certified welder.

10. All welding and high strength bolting must be inspected by a qualified testing laboratory.

Laboratory shall be approved by the Architect and/or Engineer.

11. At column base plates, provide a minimum of 1" grout with (4) 3/4" diameter anchor bolts with 1'-0" embedment.

12. Provide fills at splices of parts differing by more than 1/8" in thickness.

13. Provide 1/4" closure plates at all open ends of HSS members.

POST-INSTALLED ANCHORS

1. Anchorage to hardened concrete or masonry shall include torque controlled expansion anchors and adhesive anchors of size, number and spacing as shown on the drawings.

2. All anchors shall be installed in accordance with the Manufacturer's Printed Installation Instructions (MPII).

3. Existing reinforcing bars in the concrete or masonry may conflict with specific anchor locations. Reinforcing bars shall not be cut unless specifically noted on the drawings or approved by the Engineer of Record. The contractor shall review the structural drawings and shall locate the position of reinforcing bars in the vicinity of the anchors, by ground penetrating radar (GPR), x-ray, or other means.

4. Anchors shall be installed in holes drilled with a rotary impact hammer drill. Core drilling of holes is not permitted. Holes and anchor shall be thoroughly cleaned per the MPII prior to installation of the anchor.

5. Remove and replace misplaced or malfunctioning anchors. Patch failed anchor locations with high-strength non-shrink, non-metallic grout.

6. Installed adhesive anchors shall be securely held in-place to prevent displacement while the adhesive cures.

7. All anchors supporting structural elements shall be enclosed with a fire-resistance-rated envelope or protected by approved fire-resistance rated materials.

8. Quality Control:

A. All anchors shall be periodically inspected to meet the requirements of MPII and the ICC-ES ESR report for the product.

B. All anchor installers shall be trained by the manufacturer or manufacturer's representative for each individual product being installed.

9. Submittals:

A. Technical product literature, highlighting each anchor and size to be used on the project.

B. Manufacturer's Printed Installation Instructions (MPII) for each anchor type.

C. Engineering Design Data: For each substitution request, provide calculations substantiating specified design requirements, sealed by a professional engineer licensed in the jurisdiction where project is located.

10. Where a specific type of anchorage is indicated on the drawings, substitution for a different type of anchorage shall meet the requirements of ACI 355.2 Category 1 or ACI 355.4 Category 1 for anchorage into concrete or shall have an ICC-ES ESR report for anchorage into masonry. Substitution shall not be permitted without prior written approval of the Engineer of Record.

11. Anchors to hardened concrete shall be supplied as an entire system and shall be as follows:

A. Torque Controlled Expansion Anchors (Expansion Anchors) in cracked and un-cracked concrete as indicated on the drawings shall be Hilti KWIK Bolt TZ Expansion Anchor (ICC-ES Evaluation Report: ESR# 1917).

B. Adhesive anchors in cracked and un-cracked concrete indicated on the drawings shall be Hilti HIT-HY 200 Safe Set Adhesive Anchoring System (ICC-ES Evaluation Report: ESR# 3187). The following anchor rods shall be used with the system:

1. Reinforcing bar meeting the requirements of ASTM A615/A706 Grade

60.

2. All-threaded rod shall be Hilti HIT-Z rods.

12. Requirements and design parameters of post-installed anchors into hardened concrete:

A. Concrete shall have a minimum compressive strength of 2,500 psi and a minimum age of 21-days at the time of installation for adhesive anchors and 7-days for expansion anchors.

B. Concrete temperature at the time of installation of adhesive anchors shall be a minimum of 50°F.

C. Concrete may be water saturated or dry; water filled holes shall not be allowed.

D. Embedment depth and anchor projection shall be as detailed on the drawings.

Unless otherwise noted, minimum embedment depths, spacing, and edge distance shall be by the table below.

13. Anchors into masonry shall be supplied as an entire system and shall be as follows:

A. Torque Controlled Expansion Anchors (Expansion Anchors) in solid or grout filled masonry as indicated on the drawings shall be Hilti KWIK Bolt 3 Expansion Anchor (ICC-ES Evaluation Report: ESR# 1385).

B. Adhesive anchors in hollow, solid or grout filled masonry as indicated on the drawings shall be Hilti HIT-HY 70 Hybrid for Masonry Construction (ICC-ES Evaluation Report: ESR# 3342). Screen tubes shall be used for all connections to hollow masonry. The following anchor rods shall be used with the system:

1. All-threaded rod shall be Hilti HAS-E rod.

2. Stainless steel anchor rods shall be AISI Type 304 or 316.

14. Requirements and design parameters of post-installed anchors into masonry:

A. Masonry grout shall have a minimum compressive strength of 2,000 psi and a minimum age of 21-days at the time of installation for adhesive anchors and 7-days for expansion anchors.

B. Masonry temperature at the time of installation of adhesive anchors shall be between 41°F, and 104°F.

C. Masonry may be water saturated or dry; water filled holes shall not be allowed.

D. Embedment depth and anchor projection shall be as detailed on the drawings.

Unless otherwise noted, minimum embedment depths, spacing, and edge distance shall be by the table below.

Post-installed Concrete Anchors

Torque-controlled Anchors Adhesive Anchors

Minimum Embed.

Min. Edge Distance

Minimum Spacing

Minimum Embed.

Min. Edge Distance

Minimum SpacingDiameter

1/2"

5/8"

3/4"

3 1/4"

4"

4 3/4"

7 1/2"

8 3/4"

10"

5 3/4"

6"

9"

6"

7 1/2"

8 1/2"

4 1/2"

5 1/2"

7"

6"

7 1/2"

8 1/2"

Post-installed Masonry Anchors

Torque-controlled Anchors Adhesive Anchors

Minimum Embed.

Min. Edge Distance

Minimum Spacing

Minimum Embed.

Min. Edge Distance

Minimum SpacingDiameter

1/2"

5/8"

3/4"

3 1/2"

4"

4 3/4"

7 1/4"

8 1/2"

9 3/4"

7 3/4"

9"

10 3/4"

4 1/2"

5 3/4"

6 3/4"

12"

20"

20"

18"

22 1/2"

27"

ABBREVIATIONS

HORIZ. Horizontal LLH Long Leg Horizontal LLV Long Leg Vertical MASY. Masonry MAX. Maximum MECH. Mechanical MIN. Minimum N.I.C. Not In Contract O.C. On Center OPNG. Opening REF. Reference REINF. Reinforcing or Reinforcement REQD. Required SECT. Section SIM. Similar S.O.G. Slab On Ground STIFF. Stiffener or Stiffened T&B Top And Bottom T.B.D. To Be Determined T.O.F. Top of Footing T.O.S. Top of Steel TYP. Typical U.O.N. Unless Otherwise Noted VERT. Vertical W/ With WWR Welded Wire Reinforcement

STRUCTURAL TESTING AND SPECIAL INSPECTIONS

Structural testing and special inspections are required. The owner shall engage a qualified independent testing agency to conduct structural testing and special inspections.

Special inspectors shall be employed or retained by the approved testing agency and have the recommended experience and certifications as summarized in Appendix C of the current International Code Counsel (ICC) Special Inspection Manual. The testing agency may employ or retain multiple special inspectors with differing areas of expertise as required for the project.

At or before project completion, the qualified testing agency shall submit a written summary statement indicating that applicable structural testing and special inspections have been completed. The written summary statement shall clearly identify non-compliant test and inspection results. The written summary statement shall be sealed by the testing agencies supervising professional engineer and be submitted to the owner, building official, and design professionals. The required testing and inspections are indicated in the following table.

Description of Structural Special Inspection & Testing Requirements

Soils

Foundation Bearing & Fill Placement

Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

Periodic N/A

Verify excavations are extended to proper depth and have reached proper material. Periodic N/A

Perform classification and testing of compacted fill materials. Periodic N/A

Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill.

Continuous N/A

Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly.

Periodic N/A

Verification and Inspection Frequency Referenced Standard

BC

Reference Additional Notes

Cast-In-Place Concrete

Inspect reinforcing steel including prestressing tendons:

a. Verify reinforcing bar grade.

b. Verify reinforcing bars are free of dirt, excessive rust, and damage.

c. Verify reinforcing bars are adequately tied, chaired, and supported to prevent displacement during concrete placement.

d. Verify proper clear distances between bars and to surfaces of concrete.

e. Verify reinforcing bar size and placement.

f. Verify bar laps for proper length and stagger.

Periodic - Prior to each pour. ACI 318: Ch 20, 25.2, 25.3, 26.1-26.6.3

1908.4

Inspect embedments, bolts, headed bolts, and headed studs to be installed in concrete prior to and during concrete placement.

Periodic ACI 318: 17.8.2

Verify use of required mix design:

a. Verify mixer truck trip ticket conforms to approved mix design.

b. Verify that total water added to mix on site does not exceed that allowed by the concrete mix design.

c. Verify that concrete quality is indicative of adequate mixing time, consistency, and relevant time limits.

Periodic - Prior to each pour. ACI 318: 26.4.3

ACI 301, ACI 214R

1904.1 1904.2 1908.2 1918.3

Inspect concrete placement for proper application techniques, including proper consolidation, reinforcement remains at proper location, and conveyance and depositing avoid segregation and contamination.

Continuous ACI 318: 26.5 1908.6 1908.7 1908.8

Sample fresh concrete: Obtain one composite sample of each class of concrete placed each day shall be taken not less than once a day.

ACI 318: 26.4

ASTM C 172

1908.10 A composte

sample shall consist of the following: five 4" diameter cylinders, or four 6" diameter cylinders.

Perform slump tests. One test at point of discharge for each composite sample.

ASTM C 143 N/A

Determine the temperature of fresh concrete. One test for each composite sample, and test hourly and when air temperature is below 40 F or when above 80 F.

ASTM C 1064

Laboratory test concrete cylinders for compressive strength. One specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

ACI 318: 26.12

ASTM C 39

Three specimens shall be tested at 28 days if using 4" diameter cylinders.

Inspect anchors post- installed into hardened concrete

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.

b. All other Mechanical anchors and adhesive anchors not defined in a.

ACI 318: 17.8.2.4

ACI 318: 17.8.2

N/A

Continous

Periodic

N/A

N/A

N/A

Concrete

Level B Inspection of Masonry

Verification of f'm prior to construction. Periodic ACI 530.1: Art. 1.4B N/A

Verify slump flow and VSI delivered to the site for self-consolidating grout. Continuous ACI 530.1: Art.

1.5B.1.b.3

N/A

As masonry construction begins, the following shall be verified to ensure compliance:

Verify proportions of site-prepared mortar. ACI 530.1: Art. 2.1, 2.6A

Verify construction of mortar joints. ACI 530.1: Art. 3.3B

Verify location of reinforcement and connectors. ACI 530.1: Art. 3.4

During construction the inspection program shall verify:

Verify size and location of structural elements. ACI 530.1: Art. 3.3F

Verify type, size, and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction.

ACI 530: 1.2.1(e), 6.1.4.3, 6.2.1

Periodic

Periodic

Periodic

Periodic

Periodic

N/A

N/A

N/A

N/A

N/A

Verify compliance with approved submittals. ACI 530.1: Art. 1.5 N/APeriodic

Masonry

Perform

AISC 360 Table N5.4-1

Observe

Perform

Observe

Observe

AISC 360 Table N5.4-2

Observe

Observe

AISC 360 Table N5.4-3

Perform

Observe

Perform

Perform

Perform

Perform

Perform

AISC 360 Table N5.6-1

Perform

Observe

Observe

Observe

Observe

Observe

Observe

AISC 360 Table N5.6-2

Observe

Observe

Observe

Observe

AISC 360 Table N5.6-3

Perform

AISC 360 Section N5.7

Perform

AISC 360 Section

N5.6 AISC 348

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.6

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.4

AISC 360 Section N5.5

Structural Steel

2204.1

Inspection of Steel Frame:

a. Verify installation of all members.

b. Verify proper application of details to each joint and connection.

c. Verify bracing and stiffening of framing members.

d. Verfy members and detail critical to frame stability.

Inspection Tasks Prior to Welding:

Verify procedure specifications (WPS) available

Manufacturer certifications for welding consumables available.

Material identification (type/grade)

Use of qualified welders

Fit up of fillet welds

a. Dimensions (alignment,gaps at root)

b. Cleanliness (condition of steel surface)

c. Tacking(tack weld quality and location)

Inspection Tasks During Welding:

Control and handling of welding consumables

a. Packing

b. Exposure control

Welds cleaned

Inspection Tasks After Welding:

Size,length and location of welds

Welds meet visual acceptance criteria

a. Crack prohibition

b. Weld/base-metal fusion

c. Crater cross section

d. Weld profiles

e. Weld size

f. Undercut

g. Porosity

No welding over cracked tack welds

Arc strikes k-Area (When welding of doubler plate, continuity plates or stiffeners in k-area, visually inspect the wed k-area for crack with in 3 in.)

Repair activities

Document acceptance or rejection of welded joint or member

Inspection Tasks Prior to Bolting:

Manufacturer's certifications available for fastener materials

Fasteners marked in accordance with ASTM requirements

Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

Proper bolting procedure selected for joint detail

Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

Pre-Installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

Proper storage provided for bolts,nuts washers and other fastener components

Inspection Tasks During Bolting:

Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required

Joint brought to the snug- tight condition prior to the pretensioning operation

Fastener component not turned by the wrench prevented from rotating

Fasteners are pretensioned in accordance with the RCSC specification, progressing systematically from the most rigid point toward the free edges

Inspection Tasks After Bolting:

Document acceptance or rejection of bolted connections

2204.1

2204.1

2204.2

2204.2

2204.2

Inspection of Welding in Field and in Non AISC Certified Shops:

a. Complete joint penetration groove welds subject to transversely applied tension loading in butt, T and corner joints with materials 5/16 inches or thicker.

b. Welder qualifications.

Test 100% of welds by ultrasonic testing for risk category III or IV.

Test 10% of welds by ultrasonic testing for risk category II.

All welds subject to non-destructive testing shall also meet visual acceptance criteria per AWS Table 6.1.

Metals

Verify specified size, grade, and type of reinforcement and anchor bolts. ACI 530: 6.1 ACI 530.1: Art. 2.4

Verify welding of reinforcing bars. ACI 530: 8.1.6.7.2,

9.3.3.4 (c) 11.3.3.4 (b)

Verify preparation, construction and protection of masonry during cold weather (temperature below 40° F)

ACI 530.1: Art. 1.8C

Verify preparation, construction and protection of masonry during hot weather (temperature above 90° F)

ACI 530.1: Art. 1.8D

Prior to grouting, the following shall be verified to ensure compliance:

Verify grout space is clean. ACI 530.1: Art. 3.2D, 3.2F

Verify placement of reinforcement and connectors. ACI 530: 6.1 ACI 530.1: Art. 2.4

Verify proportions of site-prepared grout. ACI 530.1: Art. 2.6B,

2.4 G.1.b

Verify construction of mortar joints. ACI 530.1: Art. 3.3B

Verify grout placement. ACI 530.1: Art. 3.5

Observe preparation of any required grout specimens, mortar specimens and/or prisms.

ACI 530.1: Art. 1.4 B.2.a.3, 1.4 b.2.b.3,

1.4 b.2.c.3, 1.4 B.3,

1.4 B.4

Periodic

Periodic

Periodic

Periodic

Periodic

Periodic

Periodic

Periodic

Continuous

Continuous

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

Verification and Inspection Frequency Referenced Standard

BC

Reference Additional Notes

Observe

Observe

Verify Material Grade of Structural Steel:

a. Verify identification markings conform to AISC 360 for materials specified in the approved construction documents.

b. Manufacturer's certificate of compliance required.

AISC 360 Section N5.7

Inspection of anchor rods and other embedments supporting structural steel:

a. Verify the diameter, grade, type and length of anchor rod or embedded item

b. Verify the extent or depth of embedment into concrete prior to placement of concrete.

AISC 360 Section N5.7

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseArchitect/Engineer of Record StampConsultant

321 4 5 6 7 8 9 10

Sprinkler Status

BARBER & HOFFMAN

1659 ROUTE 228, SUITE 200

CRANBERRY TWP., PA 16066-5319

724-741-0848 bh@barberhoffman.com

MRM RAJ

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W a y n e

B a s e m e n t\

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W a y n e

B a s e m e n t

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GENERAL NOTES

AE Works

209 SANDUSKY STREET

PITTSBURGH, PA 15212

412-287-7333

AEW Project No. 18025

RENOVATE BASEMENT,

BUILDING 1

2121 LAKE AVE, FORT WAYNE, IN 46805

610A4-19-104

07/15/2020

# Revisions Date

WEST (BW) EAST (BE)

BASEMENT

GENERAL AREA

OF WORK

(REFER TO PLAN

FOR DETALS)

BASEMENT

AREA OF FUTURE

WORK (NOT IN

CONTRACT)

NOT IN CONTRACT

N O

T I

N C

O N

T R

A C

T M

A T

C H

21 22 23 24

C

E

EX. 6'-0"x6'-0"x2'-6"

CONC. FTG.

EX. 6'-3"x6'-3"x2'-6"

CONC. FTG.

EX. 26"x12"

CONC. COL.

EX. 18"x16"

CONC. COL.

EX. 6'-6"x6'-6"x2'-6"

CONC. FTG.

EX. 20"x14"

CONC. COL.

EX. 6'-0"x6'-0"x2'-6"

CONC. FTG.

EX. 20"x14"

CONC. COL.

EX. 6'-3"x6'-3"x2'-6"

CONC. FTG.

EX. 20"x16"

CONC. COL.

EX. 6'-9"x6'-9"x2'-6"

CONC. FTG.

EX. 30"x14"

CONC. COL.

EX. 5" CONC. S.O.G.

W/ EX. TOPPING SLAB

(-0'-0")

WF20

WF20

WF20

W F

W F

W F

S100

2" ± 20'-4" ± 21'-0" ±

8" REINF. CMU WALL W/

#5@24" VERTICALS. ALL

REINF. CELLS TO BE

GROUTED SOLID (TYP.)

REMOVE AND REPLACE

EX. S.O.G. FOR COLUMN

INSTALLATION

( -7" ±)( -7" ±)

( -3'-0" ±) ( -2'-1" ±) ( -2'-1" ±)

( -7" ±)

EX. 12"± REINF. CONC. WALL

EX. 5" CONC. SLAB

(+4'-0" A.F.F.)

EX. 8"± REINF. CONC.

RETAINING…