36C25919R0092-002.pdf

Bldg # Function 18 Carport: Government Vehicles

20 Community Living Center

22 Warehouse

32 Designated Smoking Area

34 Information Tech Services

35 Recreation Therapy

36 Administrative Services

37 Pain Management &

Winter Sports Clinic

41 Patient Smoking Shelter

44 Parking Garage

45 Physical Medicine, Rehabilitation and Prosthetics

A Quality Management

B Surgeons

P:A Parking: Patients & Visitors

P:B Parking: Staff

G O

V E

R N

M E

N T

V E

H

IC

L E

P A

R K

IN

G

P R

O V

ID

E

R P

A R

K

IN

G U

P P

E R

L E

V E

L

45 P:A

P:A

P:B

P:B

P:B

Bldg # Function 1 Hospital

5 Administration

Human Resources

PIV

Home Base Patient Care

Credit Union

6 Education & Training

Computer Labs

Video Conferencing

Quality Management

7 Warehouse

8 Administrative

Engineering

9 Boiler/Chiller Plant

12 Engineering Office/Shops

13 Laundry

14 Incinerator

Property Line

North Avenue d S tre e t gas elect

B

A

N O

R

TH

PROJECT LOCATION

INDEX

1 G000T COVER

2 G100T LIFE SAFETY PLAN

3 CD101 DEMOLITION PLAN

4 CS101 SITE PLAN

5 C-500 DETAILS

6 A101T LADDER/PLATFORM PLANS/SECTIONS

7 A601T ROOF CURB LADDER/PLATFORM DETAILS

8 S001 STRUCTURAL GENERAL NOTES

9 S002 IBC INSPECTION TABLES

10 S101 FOUNDATION & SUMP PUMP LID PLANS

11 S401 STANDARD DETAILS

12 S501 DETAILS

13 M000T MECHANICAL REFERENCE SHEET

14 MD101T MECHANICAL DEMOLITION PLAN

15 M101T SITE MECHANICAL PIPING PLAN

16 M102T HYDRONIC PIPING PLAN

17 M301T SECTIONS/ELEVATIONS

18 M302T SECTIONS/ELEVATIONS

19 M303T SECTIONS/ELEVATIONS

20 M401T ENLARGED HYDRONIC PLANS

21 M501T MECHANICAL SCHEDULES

22 M601T DETAILS

23 M701T SEQUENCE OF OPERATION

24 M801T CONTROL DIAGRAMS AND POINTS LISTS

25 M802T CONTROL DIAGRAMS AND POINTS LISTS

26 M803T PIPING AND INSTRUMENTATION DIAGRAM (PID)

27 M901T HYDRONIC RISER DIAGRAMS

28 PD101T PLUMBING DEMOLITION PLAN

29 P101T PLUMBING PLANS

30 E-001T GENERAL ELECTRICAL NOTES & SYMBOLS

31 ED-100T ELECTRICAL DEMOLITION PLAN - COOLING TOWERS

32 EP-100T ELECTRICAL POWER PLANS - COOLING TOWERS

33 E-100T ELECTRICAL PANEL SCHEDULES & ONE-LINE

34 E-102T ELECTRICAL RISER DIAGRAMS

35 E-501T ELECTRICAL DETAILS

N

T

H S

T R

E E

T

N

T

H S

T R

E E

T

VICINITY MAP

NO SCALE

R

O A

D

WHITE AVENUE

MAIN

OURAY AVENUE

GRAND AVENUE

GUNNISON AVENUE

E MAIN

N

T

H S

T R

E E

T

VA WESTERN

COLORADO

HEALTH CARE

SYSTEM

N

T

H S

T R

E E

T

NORTH AVENUE

ELM AVENUE

N

R

D S

T R

E E

T

N

T

H S

T R

E E

T

GRAND VALLEY CANAL

ORCHARD AVENUE

F RD

N

T

H S

T R

E E

T N

T

H S

T R

E E

T

N

T

H S

T R

E E

T

Associate Director

Safety Officer

Chief of Staff

Information Security Officer

Associate Director of Patient Care Services

Chief, Police Service

Chief, Facilities Management

Infection Prevention Officer

Medical Center Director

517 7th street rapid city sd 57701 p 605.342.9470 f 605.342.2377 www.4front.biz

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D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:CONSULTANTS:CONSULTANTS:CONSULTANTS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e ig h t in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h t in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

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COVER

G000T

1JBMK

Grand Junction, CO

CCCCOOOONNNNSSSSTTTTRRRRUUUUCCCCTTTTIIIIOOOONNNN DDDDOOOOCCCCUUUUMMMMEEEENNNNTTTTSSSS

REPLACE BOILER PLANT COOLING TOWERS

VA WESTERN COLORADO HEALTH CARE SYSTEM

2121 NORTH AVENUE

GRAND JUNCTION , CO 81501

PROJECT NO. 575-16-104

1" = 100'-0"G000T

3 VA CAMPUS - T

Albertson Engineering Inc.

3202 W. MAIN, SUITE C

RAPID CITY, SOUTH DAKOTA 57702

605.343.9606

0 50' 100' 200'

SCALE :1" = 100'

T

DN

A A

C C

BB

Chiller Room

Water Entrance

Boiler Room

Office

Electrical

Generator

50' - 6"

58' - 4"

155' - 3" < 200'115' - 10" < 200'

2"

72"

36"

2"

36"

1"

Occ: #

Room Name

Path of travel (feet)

Egress route (# of occupants)

1-HR separation required

Fire wall

Exit occupancy load

Required egress width (inches)

Actual egress width (inches)

Direction of travel

Room number

Occupant load

Life Safety Plan Legend:

517 7th street rapid city sd 57701 p 605.342.9470 f 605.342.2377 www.4front.biz

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D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:CONSULTANTS:CONSULTANTS:CONSULTANTS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e ig h t in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h t in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

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LIFE SAFETY PLAN

G100T

2JSJS

Grand Junction, CO

CCCCOOOONNNNSSSSTTTTRRRRUUUUCCCCTTTTIIIIOOOONNNN DDDDOOOOCCCCUUUUMMMMEEEENNNNTTTTSSSS

3/32" = 1'-0"G100T

1 Overall-Life Safety Plan

Occupancy Tabulation Per 2006 IBC Table 1004.12

R m

N o

N a m e

Room Occupancy A re a

S .F

P e r

P e rs o n

P e rs o n s

Level

1 Chiller Room Accessory Storage Areas, Mechanical Equipment Room 2934 SF 300 10 Level 1

2 Generator Accessory Storage Areas, Mechanical Equipment Room 344 SF 300 2 Level 1

3 Electrical Accessory Storage Areas, Mechanical Equipment Room 252 SF 300 1 Level 1

4 Office Business Areas 105 SF 100 2 Level 1

5 Boiler Room Accessory Storage Areas, Mechanical Equipment Room 2603 SF 300 9 Level 1

6 Water Entrance Accessory Storage Areas, Mechanical Equipment Room 233 SF 300 1 Level 1

Level 1 25

G

EN

ER

ATO

R

EN

C

LO

SU

R E

T

E

E

SMOKE STACK

D

D

D

S

S

T

T

REMOVE THIS SECTION OF EXISTING CHAIN

LINK FENCE DURING CONSTRUCTION ONLY.

FENCE TO BE REINSTALLED IN SAME

LOCATION FOLLOWING CONSTRUCTION.

Office of

Construction and Facilities

Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of

Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e i g h t i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e e i g h t i n c h o n e f o o t o n e h a l f i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t t h r e e i n c h e s o n e f o o t

575-16-104

2/14/2019

Replace Boiler Plant

Cooling Towers

LB/AWDJ

GRAND JUNCTION, CO

ENGINEER

100% Design Submittal

AFFORDABLY CREATIVE

ENGINEERING SERVICES, INC.

324 Saint Joseph Street, Suite 200, Rapid City, SD 57701

(605) 545-1120 * Fax (605) 716-1144 www.proacesinc.com

DEMOLITON PLAN

CD101

HORIZ. SCALE: 1"=10'

10 5 0 10

LEGEND:

REMOVE AND DISPOSE CONCRETE SIDEWALK - 402 SF

REMOVE CHAIN LINK FENCE - 45 LF

(DISPOSE 43 LF, SALVAGE 2'± - SEE SHEET CS101)

T

ELECTRIC LINE (FIELD LOCATED)

WATER LINE (FIELD LOCATED)

GAS LINE (FIELD LOCATED)

FIBER OPTIC/COMMUNICATIONS LINE (FIELD LOCATED)

SANITARY SEWER MANHOLE (VA BASE FILES)

STORM WATER MANHOLE (VA BASE FILES)

WATER LINE (VA BASE FILES)

CHAIN LINK FENCE LINE (VA BASE FILES)

GAS LINE (VA BASE FILES)

STORM SEWER LINE (VA BASE FILES)

SANITARY SEWER LINE (VA BASE FILES)

EXISTING CONCRETE SIDEWALK

TRANSFORMER

F0

E

G

W

D

S

EXISTING LEGEND:

EXISTING STRUCTURAL CONCRETE

PAD TO REMAIN

REMOVE AND SALVAGE EXISTING FENCE AS

NOTED THIS SHEET - 36 LF

NOTES:

1. DO NOT DISTURB ADJACENT STRUCTURE OR UNDERGROUND UTILITIES

DURING CONSTRUCTION.

EXACT ELECTRICAL LINES ROUTING

TO/FROM ATS LOCATION IN BUILDING

AND GENERATOR ENCLOSURE, TO

BE VERIFIED BY CONTRACTOR.

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text E

Jay.Bauer Typewritten Text

Jay.Bauer Typewritten Text

SMOKE STACK

D

D

D

S

S

T

Office of

Construction and Facilities

Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of

Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e i g h t i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e e i g h t i n c h o n e f o o t o n e h a l f i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t t h r e e i n c h e s o n e f o o t

575-16-104

2/14/2019

Replace Boiler Plant

Cooling Towers

LB/AWDJ

GRAND JUNCTION, CO

ENGINEER

100% Design Submittal

AFFORDABLY CREATIVE

ENGINEERING SERVICES, INC.

324 Saint Joseph Street, Suite 200, Rapid City, SD 57701

(605) 545-1120 * Fax (605) 716-1144 www.proacesinc.com

SITE PLAN

CS101

NOTES:

1. SIDEWALK ALONG WEST AND SOUTH EDGES OF EXISTING STRUCTURAL

CONCRETE PAD SHALL BE FLUSH WITH PAD THEN SLOPE AWAY FROM

THE CONCRETE PAD AT 2%.

LEGEND:

NEW SIDEWALK 4" THICKNESS - 490 SF

NEW 6 FT HEIGHT CHAIN LINK FENCE - 16 LF

SEE SHEET C-500.

(THREE(3) MANUAL SWING GATES IN LAYOUT)

T

ELECTRIC LINE (FIELD LOCATED)

WATER LINE (FIELD LOCATED)

GAS LINE (FIELD LOCATED)

FIBER OPTIC/COMMUNICATIONS LINE (FIELD LOCATED)

SANITARY SEWER MANHOLE (VA BASE FILES)

STORM WATER MANHOLE (VA BASE FILES)

WATER LINE (VA BASE FILES)

CHAIN LINK FENCE LINE (VA BASE FILES)

GAS LINE (VA BASE FILES)

STORM SEWER LINE (VA BASE FILES)

SANITARY SEWER LINE (VA BASE FILES)

EXISTING CONCRETE SIDEWALK

EXISTING STRUCTURAL CONCRETE PAD TO REMAIN

TRANSFORMER

F0

E

G

W

D

S

EXISTING LEGEND:

S l o p e

S l o p e

MANUAL

SWING GATE -

(3) TOTAL

PROTECT FIBER

OPTIC/COMMUNICATION

AND GAS LINES

DURING

CONSTRUCTION - SEE

STRUCTURAL SHEETS

FOR CAISSON

DETAILS

INSTALL SALVAGED CHAIN LINK FENCE

END NEW FENCE

ADJUST END POST LOCATION 2' TO

THE SOUTH TO ACCOMMODATE

NEW FENCE LOCATION

(INFILL WITH SALVAGED FENCE)

HORIZ. SCALE: 1"=10'

10 5 0 10

BOLLARD - SEE C-500 - DETAILS

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text E

Jay.Bauer Typewritten Text

Jay.Bauer

Office of

Construction and Facilities

Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of

Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e i g h t i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e e i g h t i n c h o n e f o o t o n e h a l f i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t t h r e e i n c h e s o n e f o o t

575-16-104

2/14/2019

Replace Boiler Plant

Cooling Towers

LB/AWDJ

GRAND JUNCTION, CO

ENGINEER

100% Design Submittal

AFFORDABLY CREATIVE

ENGINEERING SERVICES, INC.

324 Saint Joseph Street, Suite 200, Rapid City, SD 57701

(605) 545-1120 * Fax (605) 716-1144 www.proacesinc.com

DETAILS

C-500

LOCKABLE MANUAL SWING

GATE WHERE SHOWN, SEE

PLANS FOR GATE LEAF

WIDTH

10"

DIA

6' HIGH CHAIN LINK FENCE

NTS

MANUAL SWING GATE DETAIL

NTS

1'-0"

DIA

T

O

T

E N

S I O

N

W I R

E

C

R O

W N

1'-0"

DIA

1'-0"

DIA

WIDTH AS

DESIGNATED

ON PLAN

M

A X

I M

U M

CAP, TYPICAL

4" O.D. END POST

OFFSET HINGES, TYPICAL

5" O.D. TERMINAL POST

3/8" TRUSS ROD

1.5" O.D. BRACE RAIL

CONCRETE FOOTING

1 5/8" O.D. TOP RAIL

CAP

STRETCHER BAR

1 5/8" O.D. POST BRACING

STRETCHER BAR BANDS

12" O.C.

5" O.D. TERMINAL POST

AT CORNER, ENDS AND

GATES

TURNBUCKLE

7 GAUGE TENSION WIRE

GALVANIZED COIL SPRING WIRE

W/ 9 GAUGE HOG RINGS AT 24"

O.C., TYPICAL

CONCRETE

FOOTING

3/8" DIA. TRUSS ROD

AT END SECTIONS

9 GA. 2" MESH

CHAIN LINK FABRIC

2 1/2" O.D. LINE POST

(10'-0" MAX SPACING)

CAP

11 GUAGE

WIRE TIES

SPACED

12" O.C., TYPICAL

NOTE:

POSTS SHALL HAVE EVEN SPACING. MINIMUM POST

SPACING 2'-0", MAXIMUM SPACING SHALL BE 8'-0".

NOTE:

GATE LOCKS TO BE PROVIDED AND

INSTALLED BY OWNER.

BOLLARD

NTS

1'-4"DIA

6" DIA. STANDARD

GALVANIZED STEEL

PIPE BOLLARD FILLED

WITH CONCRETE.

MOLD CONCRETE

CONVEX CROWN AT

TOP, TROWEL FINISH.

PAINT TOP AND STEEL

PIPE.

ASPHALT

EXPANSION JOINT

MATERIAL AND

SEALANT

BASE COURSE

SUBBASE

16" DIAMETER

CONCRETE ANCHOR

CHAIN LINK FENCE

X X

X X

X

6" CONCRETE FILLED

SCHEDULE 40 PIPE

BOLLARD. DOME

CONCRETE AT TOP OF

PIPE, TROWEL TO

CONDENSE SURFACE.

1'-0"

SECTION

PLAN

NOTE:

SEE CS101 - SITE PLAN

FOR BOLLARD LOCATIONS

Jay.Bauer Typewritten Text

Jay.Bauer

Level 1 100' - 0"

Level 2 115' - 0"

T.O. FOOTING

96' - 0"

PIT

94' - 0"

123 4

A101T

ACCESS PLATFORM

SUPPORT POST,

SEE DETAIL 4/A601T

CONCRETE PIER

SEE STRUCT.

ACCESS PLATFORM

AND RAILING SEE

DETAIL 4/A601T

ACCESS STAIR

A601T

A A

A101T

A101T

A101T

12' - 10"

A601T

GUARDRAIL, SEE DETAIL 2/A601T

A A

A101T

A101T

A101T

INSULATED MECHANICAL CURB

SEE DETAIL 1/A601T

PROVIDE LIFTING LUGS

FOR CRANE REMOVAL

AND RE-INSTALLATION

Level 1 100' - 0"

Level 2 115' - 0"

T.O. FOOTING

96' - 0"

PIT

94' - 0"

A

A101T

A101T

4' - 1"

PIT LADDER

PIT STAIR

BEYOND

COOLING TOWER

ACCESS STAIR

CONC. PIER

GUARDRAIL

A601T

A601T

5A601T

Level 1 100' - 0"

Level 2 115' - 0"

T.O. FOOTING

96' - 0"

PIT

94' - 0"

A101T

PIT ACCESS

STAIR

PIT LADDER

GUARDRAIL, SEE

DETAIL 2/A601T

REMOVABLE INSULATED CAP

INSULATED CURB

A601T

A601T

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D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:CONSULTANTS:CONSULTANTS:CONSULTANTS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e ig h t in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h t in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

575-16-104Replace Boiler Plant Cooling Towers

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LADDER/PLATORM

PLANS/SECTIONS

A101T

6JBChecker

Grand Junction, CO

CCCCOOOONNNNSSSSTTTTRRRRUUUUCCCCTTTTIIIIOOOONNNN DDDDOOOOCCCCUUUUMMMMEEEENNNNTTTTSSSS

1/4" = 1'-0"A101T

6 PLATFORM/LADDER ELEVATION

1/4" = 1'-0"A101T

2 EQUIPMENT ACCESS PLATFOR/LADDER PLAN

1/4" = 1'-0"A101T

1 PARTIAL ROOF PLAN

1/4" = 1'-0"A101T

4 PIT ACCESS STAIR AND LADDER

1/4" = 1'-0"A101T

5 PIT ACCESS STAIR AND LADDER

NOT TO SCALEA101T

3 OPENING IN METAL DECK

MANUFACTURED ALTERNATING TREAD

DEVICE. ALL COMPONENTS OF DEVICE

SHALL BE PROVIDED AS A COMPLETE

ASSEMBLY, INCLUDING BUT NOT LIMITED

TO COLUMN, TREADS, STRINGERS,

HANDRAILS, GUARDRAILS, HARDWARE

AND LANDING. SEE SPECIFICATIONS

FOR MATERIALS AND ASSEMBLY.

Level 1 100' - 0"

Level 2 115' - 0"

MANUFACTURED ALTERNATING

TREAD DEVICE. ALL COMPONENTS

OF DEVICE SHALL BE PROVIDED AS

A COMPLETE ASSEMBLY, INCLUDING

BUT NOT LIMITED TO COLUMN,

TREADS, TRINGERS, HANDRAILS,

HARDWARE AND LANDING. SEE

SPECIFICATIONS FOR FOR

MATERIALS AND ASSEMBLY

REQUIREMENTS.

SINGLE PRE-ENGINEERED STEEL

COLUMN (BY ALTERNATING

TREAD MANUF)

18" X 18" X 3/4" STL BASE PLATE W/

(4) 3/4" DIA THREAED ROD ANCHORS

DRILL & SET W/ HILTI HIT-HY 200

EPOXY (EMBED 16") ATOP 2"

NON-SHRINK GROUT. 1/4" FILLET

WELD AROUND BASE OF COLUMN

NEW CONCRETE PIER, SEE STRUCT.

PRE-ENGINEERED STEEL COLUMN

AND PLATFORM CONNECTION

(BY ALTERNATING TREAD MANUF)

6' - 10"

Level 1 100' - 0"

Level 2 115' - 0"

MANUFACTURED ALTERNATING TREAD

DEVICE. ALL COMPONENTS OF DEVICE

SHALL BE PROVIDED AS A COMPLETE

ASSEMBLY, INCLUDING BUT NOT LIMITED

TO COLUMN, TREADS, STRINGERS,

HANDRAILS, GUARDRAILS, HARDWARE

AND LANDING. SEE SPECIFICATIONS

FOR MATERIALS AND ASSEMBLY.

PIT

94' - 0"

5/8" X 4" BENT PLATE

1 1/4"W X 1 1/2"H TEXTURED

TRACTION LADDER RUNGS,

TYPICAL

1" X 3" TUBE STEEL,

TYPICAL

T Y

P

V

IF

NOTE: ALL COMPONENTS

OF THE PIT LADDER SHALL

BE FABRICATED OUT OF

ALUMINUM AND BE MECHANICALLY

FASTENED WITH ALUMINUM

FASTENERS. THE LADDER WILL

CONINUOUSLY BE SUBMERGED IN

THE PIT.

Level 1 100' - 0"

MANUFACTURED ALTERNATING

TREAD DEVICE. ALL COMPONENTS

OF DEVICE SHALL BE PROVIDED AS

A COMPLETE ASSEMBLY, INCLUDING

BUT NOT LIMITED TO TREADS,

TRINGERS, HANDRAILS,

HARDWARE AND LANDING. SEE

SPECIFICATIONS FOR FOR

MATERIALS AND ASSEMBLY

REQUIREMENTS.

3' - 2"

1 1/2" STEEL PIPE

RAILING, PRIME

AND PAINT IN FIELD

4" X 4" X 1/4" BASE

PLATE AT UPRIGHTS.

ANCHOR TO CONCRETE

W/ (2) 1/2" STAINLESS STEEL

EXPANSION BOLT

Level 1 100' - 0"

MANUFACTURED ALTERNATING TREAD

DEVICE. ALL COMPONENTS OF DEVICE

SHALL BE PROVIDED AS A COMPLETE

ASSEMBLY, INCLUDING BUT NOT LIMITED

TO COLUMN, TREADS, STRINGERS,

HANDRAILS, GUARDRAILS, HARDWARE

AND LANDING. SEE SPECIFICATIONS

FOR MATERIALS AND ASSEMBLY.

EXISTING ROOF SYSTEM:

EXISTING EPDM ADHERED

MEMBRANE ROOFING.

EXISTING INSULATION.

EXISTING METAL DECK.

EXISTING METAL JOISTS.

TREATED WOOD BLOCKING

16 GA. 3 5/8" METAL

STUDS, 16" O.C.

FULL BATT INSULATION

VAPOR RETARDER

5/8" TYPE "X" MOISTURE

RESISTANT GYP. BD.

PERIMETER ANGLE,

SEE DETAIL 3/A1.01T

J-METAL TRIM

HOT AIR WELD

ADHERED MEMBRANE FLASHING

1/2" FIRE TREATED,

EXTERIOR RATED PLYWOOD

TERMINATION BAR

CONTINUOUS METAL FLASHING

SEALANT

REMOVABLE FASTENER, 16" O.C.

1 1/2" HSS FRAME &

INTERMEDIATES, 24" O.C. MAX.

1 1/2" METAL DECK

4" RIGID INSULATION

1/2" TREATED PLYWOOD FASTEN

TO DECK THROUGH INSULATION

18 GA. GALVANIZED STEEL CAP, CROSS BREAK FOR DRAINAGE

M

IN

517 7th street rapid city sd 57701 p 605.342.9470 f 605.342.2377 www.4front.biz

FOURFOURFOURFOURFRONTFRONTFRONTFRONT

D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:ARCHITECT/ENGINEERS:CONSULTANTS:CONSULTANTS:CONSULTANTS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e ig h t in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h t in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

575-16-104Replace Boiler Plant Cooling Towers

2226.M08

/1

/2

:5

:5

P

M

2/14/2019

ROOF CURB AND

LADDER/PLATFORM

DETAILS

A601T

7AuthorChecker

Grand Junction, CO

CCCCOOOONNNNSSSSTTTTRRRRUUUUCCCCTTTTIIIIOOOONNNN DDDDOOOOCCCCUUUUMMMMEEEENNNNTTTTSSSS

1/2" = 1'-0"A601T

3 TOWER ACCESS STAIR - PLAN VIEW

1/2" = 1'-0"A601T

4 TOWER ACCESS STAIR - SIDE ELEVATION

1/2" = 1'-0"A601T

5 TOWER ACCESS STAIR - FRONT ELEVATION

1/2" = 1'-0"A601T

7 PIT LADDER - FRONT ELEVATION

1/2" = 1'-0"A601T

6 PIT STAIR AND LADDER - SIDE ELEVATION

1" = 1'-0"A601T

2 GUARDRAIL DETAIL

1/2" = 1'-0"A601T

8 PIT STAIR - FRONT ELEVATION

NOT TO SCALEA601T

1 ROOF CURB DETAIL

ABBREVIATIONS

-AT

-AND

-ANCHOR BOLT

AB

-ALTERNATE

-ARCHITECTURAL

-BASEMENT

-BEAM

ALT

BSMT

BM

-BLOCK

-BOND BEAM

BLK

BD BM

-BUILDING

-CANTILEVER

-CLEAR

BLDG

CANT

CLR

-COMPOSITE

-CONCRETE

-CONCRETE MASONRY UNIT

-CONNECTION

COMP

CONC

CMU

CONN

-BOTTOMBOT

BRG -BEARING

-DEAD LOAD

-DEGREE

D BRG

DL

-DIAMETER

-DIMENSION

-DRAWING'S

-EACH

DIM

DWG'S

EA

-EACH FACE

-EACH WAY

-EAST

-ELECTRICAL

-ELEVATION

E F E W E

ELEC

EL

-ELEVATOR

-EQUAL

-EXTERIOR

-FINISHED FLOOR

ELEV

EQ

EXP JT

EXT

F FLR

-DECK BEARING

-EXPANSION JOINT

-DOWELDWL

-ADDITIONALADD'L

-CENTER LINECL

ARCH

-COLUMNCOL

-CONSTRUCTIONCONST

-CONTROL JOINT

-CONTINUOUSCONT

-CONTRACTORCONTR

-DETAILDET

-FOOTFT

-FOOTINGFTG

-FOUNDATIONFDN

-GALVANIZEDGALV

-GAUGEGA

-GENERAL CONTRACTORG C

-GLUED LAMINATED LUMBERGLU-LAM

-HIGH POINT

-HOOK

HS

HP

HK

-INCH

-INSULATION

-JOINT

-JOIST

IN

INSUL

JNT

JST

-JOIST BEARING

-KIPS (1,000 LBS. = 1 KIP)

-LIGHT WEIGHT

-LINTEL

-LIVE LOAD

JST BRG

k

L W

LTL

L L

-LONG LEG HORIZONTAL

-LONG LEG VERTICAL

-MASONRY OPENING

LLH

LLV

MAS

M O

-HEADED STUD

-MASONRY

-INTERIORINT

-HORIZONTALHORIZ

-MAXIMUMMAX

-MECHANICALMECH

-MICRO LAMINATED LUMBERML

-MINIMUMMIN

-MISCELLANEOUSMISC

-NORTHN

-NOMINAL

-NOT TO SCALE

NEC

NOM

NTS

-ON CENTER

-OPENING

-PER

-PLANK

OC

OPNG

PLK

-PLATE

-POST TENSION

-POUND

-POUNDS PER SQUARE FOOT

-POUNDS PER SQUARE INCH

P

PT

PSF

PSI

-PRECAST

-REINFORCE

-REVERSE

-ROOF DRAIN

P/C

REINF

REQ'D

REV

RD

-NECESSARY

-REQUIRED

-OPPOSITEOPP

-NUMBER#

-SCHEDULESCHED

-SECTIONSEC

-SHEETSHT

-SIMILARSIM

-CENTER TO CENTERCC

-HOLLOW CORE PLANKH/C

-MOMENTM

LVL -LAMINATED VENEER LUMBER

-SOUTHS

-SQUARESQ

-STEEL

-TEMPERATURE

STD

STL

TEMP

-TONGUE AND GROOVE

-TOP AND BOTTOM

-TOP OF PIER

-TOP OF STEEL

T&G T&B

TOP

TOS

-TYPICAL

-UNLESS NOTED OTHERWISE

-VERTICAL

-WELDED WIRE FABRIC

-WEST

TYP

UNO

VERT

WWF

W

-STANDARD

-TOP OF FOOTINGTOFTG

-THROUGHTHRU

-SPECIFICATIONSPEC

-TOP OF BEAMTOB

-TOP OF CONCRETETOC

(E) -EXISTING

-ROUGH SAWNRS

-DEMOLITIONDEMO

-NOT IN CONTRACTNIC

-TOP OF MASONRYTOM

-FIELD VERIFYFV

-GYPSUM BOARDGYP BD

-BOARDBD

-AMERICAN PLYWOODAPA

ASSOCIATION

-CHANNELC

-CAST IN PLACECIP

CONTR J

GT -GIRDER TRUSS

-HOLLOW STRUCTURAL SECTIONHSS

-MANUFACTURERMANF

-OVER HEADOH

-POWDER ACTUATED FASTENERPAF

-PLYWOODPW

-RADIUSR

-TOP OF WALLTOW

-STRUCT ENGINEER OF RECORDSER

-STAINLESS STEELSS

-WITH

-WOOD

W/

WD

-PLUS OR MINUS±

-TRANSVERSETRANS

BIT -BITUMINOUS

-BLOCKINGBLKG

-LONGITUDINALLONGIT

-DRILLED PIERD P

MAT'S -MATERIALS

MM/DD/YY

E

NI

G N

ON

A L

G N. O

R E

A

T O

H KAD

E

RP

RR

E

D

G I S

T E

S O

U

R E

T

E

SS IEFO

FRIED

LUCAS G.

13166

Albertson Engineering Inc.

3202 W. MAIN, SUITE C

RAPID CITY, SOUTH DAKOTA 57702

605.343.9606

517 7th street rapid city sd 57701 p 605.342.9470 f 605.342.2377 www.4front.biz

FOUR FRONT

D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg. of

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECT/ENGINEERS:CONSULTANTS:

DateRevisions:

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

Department of

Veterans Affairs

1 2 3 4 5 6 7 8 9 10

F

E

D

C

B

A o n e e ig h t in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h t in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

/1

/2

:1

:0

A

M

AEI #: 2017-449

02/14/2019

STRUCTURAL GENERAL

NOTES

S001

Replace Boiler Plant Cooling Towers

KNRLGF

GRAND JUNCTION, CO

ENGINEER

CONSRUCTION DOCUMENTS

02/14/2019

GENERAL NOTES:

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND

SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

2. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE VA PROJECT

ENGINEER OF RECORD BEFORE PROCEEDING WITH THE AFFECTED PART OF THE

WORK.

3. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO

DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION

OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING (AND ACCOMPANYING

FOOTINGS), GUYS OR TIE-DOWNS.

4. ADDITIONAL OBSERVATIONS AS A RESULT OF REJECTION OF WORK COMPLETED

AND/OR ADDITIONAL OBSERVATIONS DUE TO THE DEFICIENCIES IN WORK OBSERVED

WILL BE AT THE EXPENSE OF THE CONTRACTOR.

5. ALL STRUCTURAL SHOP DRAWINGS TO BE REVIEWED BY JOB SUPERINTENDENT IN

ADDITION TO ALL PERSONNEL DEEMED NECESSARY BY CONTRACTOR PRIOR TO

SUBMITTAL TO ENGINEER OF RECORD FOR APPROVAL.

6. ALL SHOP DRAWINGS TO BE REVIEWED BY ENGINEER OF RECORD SHALL HAVE

ELECTRONIC COPIES PROVIDED TO ENGINEER OF RECORD FOR REVIEW. AN

ELECTRONIC MARKED SET OF THOSE DRAWINGS WILL BE RETURNED TO THE

CONTRACTOR. NO ADDITIONAL HARD COPIES OF THE SHOP DRAWINGS NEED TO BE

PROVIDED TO THE ENGINEER OF RECORD, ALTHOUGH OTHER PARTIES MAY REQUIRE

HARD COPIES OF THE MARKED UP DRAWINGS. THESE REQUIREMENTS ARE IN

ADDITION TO THE TYPICAL PROJECT SHOP DRAWING SUBMITTAL REQUIREMENTS

STATED IN THE PROJECT SPECIFICATIONS.

7. THE DESIGN OF THE STRUCTURE SHOWN IN THESE CONSTRUCTION DOCUMENTS IS

FOR THE ONE-TIME USE AT THE SPECIFIC SITE REFERENCED IN THESE

CONSTRUCTION DOCUMENTS.

DESIGN CODES:

• 2018 INTERNATIONAL BUILDING CODE.

• ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND

COMMENTARY.

• ACI 350 CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING CONCRETE

STRUCTURES AND COMMENTARY.

• AISC 360-10 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

• H-18-8 SEISMIC DESIGN REQUIREMENTS.

DESIGN LOADS:

THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED WITH THE

FOLLOWING SUPERIMPOSED LOADINGS:

FLOOR:

LIVE LOAD 50 PSF

MECH. EQUIPMENT 20 PSF

WIND:

BASIC WIND SPEED 115 MPH (ULTIMATE)

EXPOSURE CATEGORY C

IMPORTANCE FACTOR 1.0

SEISMIC:

RISK CATEGORY II

SEISMIC DESIGN CATEGORY B

SITE CLASSIFICATION D

SEISMIC IMPORTANCE FACTOR 1.0

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 0.233g S1 = 0.069g

FOUNDATIONS:

1. SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS

AND INSTALLATION PROCEDURES. SITE PREPARATION AND FOUNDATION SHALL

COMPLY WITH THE FOLLOWING:

PREPARED BY: HUDDLESTON-BERRY ENGINEERING & TESTING, LLC

TITLE: GEOTECHNICAL INVESTIGATION

NEW COOLING TOWER

VA HOSPITAL AND MEDICAL CENTER

GRAND JUNCTION, COLORADO

PROJECT # 01878-0001

DATE: JANUARY 10, 2019

TITLE: ALTERNATIVE FOUNDATION RECOMMENDATIONS

NEW COOLING TOWER

VA HOSPITAL AND MEDICAL CENTER

GRAND JUNCTION, COLORADO

PROJECT #01878-0001

DATE: JANUARY 24, 2019

2. GEOTECHNICAL RECOMMENDATIONS WERE PREPARED WITH SPECIFIC KNOWLEDGE

OF THE SPECIFIC BUILDING TYPE, CONSTRUCTION TYPE, AND LIKELY LOADS SHOWN

ON THE CONSTRUCTION DOCUMENTS. DETERMINING THE AMOUNT OF SETTLEMENT

ACCEPTABLE FOR THE BUILDING TYPE IS THE RESPONSIBILITY OF THE

GEOTECHNICAL ENGINEER. ALL STRUCTURAL DESIGNS WERE BASED UPON STAYING

WITHIN THE LIMITS GIVEN WITHIN THE GEOTECHNICAL REPORT FOR THE LOADS

PRESCRIBED BY THE BUILDING CODE REFERENCED IN THE DESIGN CODES SECTION

OF THESE STRUCTURAL NOTES.

3. DESIGNS BASED UPON AN ALLOWABLE BEARING CAPACITY OF 2,000 PSF. SEE

GEOTECHNICAL REPORTAND RECOMMENDATIONS FOR ALL REQUIREMENTS

RELATED TO THE CONSTRUCTION OF THE SLAB AND FOOTING ON GRANULAR

ENGINEERED FILL MATERIAL.

4. DESIGN OF DRILLED PIERS BASED UPON AN ALLOWABLE END BEARING CAPACITY OF

15,000 PSF. ALLOWABLE SKIN FRICKTION SHALL BE ASSUMED TO BE 0 PSF FOR THE

ENTIRE LENGTH OF THE PIERS. SEE GEOTECHNICAL REPORT, MEMO, AND

RECOMMENDATIONS FOR ALL REQUIREMENTS RELATED TO THE CONSTRUCTION OF

THE DRILLED PIERS.

PLUMBING SLEEVES:

MINIMUM SLEEVE SPACING SHALL BE TWO DIAMETERS CENTER TO CENTER TO THE

LARGER SLEEVE OR 6" CLEAR BETWEEN SLEEVES, WHICHEVER IS GREATER. PRIOR TO

CONSTRUCTION SLEEVE LOCATIONS AND SIZES SHALL BE APPROVED BY THE

STRUCTURAL ENGINEER OF RECORD.

CHEMICAL ANCHORS:

SHALL BE A POLYMER INJECTION SYSTEM SUCH AS "HILTI-HIGH STRENGTH EPOXY" OR

APPROVED EQUAL, INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S

INSTRUCTIONS. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

ANCHOR BOLTS:

1. SHALL BE A36 THREADED ROD. PROVIDE HOT DIP GALVANIZE FINISH ON ALL

ANCHOR BOLTS PERMANENTLY EXPOSED TO EXTERIOR OR IN CONTACT WITH

PRESSURE TREATED LUMBER.

2. THREADED ROD EMBEDMENT DEPTH SPECIFIED IN THE DRAWINGS SHALL BE FROM

TOP OF CONCRETE TO TOP OF DOUBLE NUT.

CONCRETE TESTING:

1. CONCRETE TESTING SHALL BE PAID FOR BY THE CONTRACTOR, AND RESULTS GIVEN

TO VA. TESTING LABORATORY SHALL PERFORM THE FOLLOWING TEST ON CAST-IN-

PLACE CONCRETE:

A. ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT

CONCRETE."

B. ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF

CYLINDRICAL CONCRETE SPECIMENS. A SEPARATE TEST SHALL BE CONDUCTED

FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED

PER DAY. REQUIRED CYLINDER(S) QUANTITIES AND TEST AGE AS FOLLOWS:

a. AT 7 DAYS

b. AT 28 DAYS

C. PROVIDE ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE

DIRECTION OF THE ENGINEER OF RECORD, IF REQUIRED. IF 28 DAY STRENGTH IS

ACHIEVED, THE ADDITIONAL CYLINDER(S) MAY BE DISCARDED.

PENETRATIONS:

NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE

LOCATED ON THESE DRAWINGS WITHOUT PREVIOUS APPROVAL OF THE ENGINEER OF

RECORD.

CONCRETE MIX DESIGN:

1. SHALL BE MIX DESIGNED BY A RECOGNIZED TESTING LABORATORY TO ACHIEVE A

STRENGTH AT 28 DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:

1. 4,000 PSI - ALL CONCRETE

2. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR

REVIEW PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER

POSITIVE IDENTIFICATION. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS

OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE

TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME

ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS

FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS. IF FOR ANY

REASON THERE IS A LONGER DELAY THAN STATED ABOVE, THE CONCRETE SHALL BE

DISCARDED AT THE CONTRACTORS EXPENSE. IT SHALL BE THE RESPONSIBILITY OF THE

TESTING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF

ANY NONCOMPLIANCE WITH THE ABOVE. ALL SLABS SHALL BE CURED USING CURING

COMPOUND MEETING ASTM STANDARD C309 TYPE 1 AND SHALL HAVE A FUGITIVE DYE.

THE COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS

SOON AS THE WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR

BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM

CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE

APPROVAL OF THE ENGINEER.

3. CONCRETE SHALL UTILIZE TYPE I/II CEMENT.

4. COARSE AND FINE AGGREGATES SHALL COMPLY WITH ASTM C33 AND ACI 302.1,

CURRENT VERSIONS.

a. COMPLIANCE WITH THE NON-REACTIVE REQUIREMENTS OF ACI 302.1 SHALL NOT BE

PROVIDED FOR BY THE PROVISION OF ACI 302.1 (SUBSECTION 7.3) THAT EXCLUDES

THE AGGREGATES BEING CLASSIFIED AS DELETERIOUSLY REACTIVE WITH ALKALIES

IF THE AGGREGATE HAS A SATISFACTORY SERVICE RECORD EVALUATION OR WITH

THE ADDITION OF A MATERIAL THAT HAS SHOWN TO PREVENT HARMFUL EXPANSION

DUE TO ALKALI-AGGREGATE REACTION.

b. CONCRETE MIX DESIGN SHALL INCLUDE TEST RECORDS OF THE COMPLIANCE OF

THE AGGREGATE MEETING THE REQUIREMENTS OF ASTM C1260, AND THAT THE

EXPANSION OF THE MORTAR SAMPLE SHALL NOT EXCEED 0.10% WHEN TESTED IN

ACCORDANCE WITH ASTM C1260 AT 14 DAYS. USE OF ADMIXTURES THAT MITIGATE

THE EFFECT OF THE REACTIVE AGGREGATE TO BE PROPOSED IN CONCRETE MIX

SHOP DRAWING MAY BE AN APPROVED APPROACH BY THE ENGINEER OF RECORD

TO ALLOW FOR THE USE OF OTHERWISE REACTIVE AGGREGATES. IF SUCH

MITIGATING MEASURES ARE PROPOSED, THEY MUST BE INCLUDED WITHIN MIX

DESIGN SUBMITTAL. THE ENGINEER OF RECORD IS GIVEN DISCRETION AS TO

WHETHER OR NOT TO ACCEPT MITIGATING MEASURES OR TO MAINTAIN

REQUIREMENTS THAT NONREACTIVE AGGREGATES MUST BE USED. AT A MINIMUM,

SUCH DOCUMENTATION MUST SHOW THAT REACTIVE AGGREGATES USED IN

COMBINATION WITH A GIVEN AMOUNT OF ADMIXTURE RESULTS IN THE EXPANSION

OF THE MORTAR SAMPLE BEING LESS THAN 0.10% WHEN TESTED IN ACCORDANCE

WITH ASTM C1567 AT 14 DAYS. LIABILITY OF THE PERFORMANCE OF THE CONCRETE

MIX REMAINS SOLELY WITH GENERAL CONTRACTOR.

c. IF CONCRETE MIXES ARE APPROVED BY THE ENGINEER OF RECORD THAT CONTAIN

EITHER FINE OR COARSE AGGREGATE, THAT EITHER SEPARATELY OR IN

COMBINATION EXCEED THE 0.10% EXPANSION WHEN TESTED ACCORDING TO ASTM

C1260, SPECIAL CONSIDERATIONS MUST BE GIVEN TO SLAB CURING (SLABS ON

GRADE AND ELEVATED SLABS). IN SUCH INSTANCES SLABS SHALL BE CURED USING

EITHER A WET BURLAP OR CONTINUOUS WETTING/FOGGING METHOD FOR SLABS

FOR AT LEAST 10 DAYS. USE OF CURING AND/OR SEALING COMPOUNDS IS NOT

ACCEPTABLE UNTIL THE SLAB HAS CURED A MINIMUM OF 28 DAYS AND THE

CONDITIONS FOR THE APPLICATION OF THE CURING COMPOUND ON THE CONCRETE

SLAB SET BY THE MANUFACTURER’S RECOMMENDATIONS HAVE BEEN MET.

d. VA PROJECT ENGINEER OF RECORD HAS SOLE DISCRETION IN DETERMINING

ACCEPTABILITY OF A CONCRETE SLAB THAT IS EXHIBITING ALKALI-SILICA REACTION.

FOR SLABS SHOWING AN ALKALI SILICA REACTION SOLELY WITHIN THE FINE

AGGREGATE: A SLAB SHOWING AN AVERAGE DENSITY OF POPOUTS GREATER THAN

1 PER 8 SQUARE FEET OVER ANY CONTIGUOUS AREA OF 100 SQUARE FEET OR

LARGER, OR ANY AREA WITH A DENSITY OF 1 POPOUTS PER 2 SQUARE FEET WITHIN

ANY AREA UP TO 100 SQUARE FEET WOULD BE CONSIDERED AS A BASIS FOR THE

REJECTION OF THE SLAB FROM WHICH THOSE SAMPLE AREAS ARE INCLUDED. FOR

A ALKALI SILICA REACTION WITHIN THE COARSE AGGREGATE: THE POPOUT

DENSITIES CONSIDERED FOR REJECTION OF THE CONCRETE SLAB SHALL BE ½ OF

THE DENSITIES GIVEN FOR FINE AGGREGATE. THE EXTENT OF REJECTED SLAB TO

BE DETERMINED BY ENGINEER. THE TIME FRAME FOR OBSERVATION OF ALKALI

SILICA REACTIONS AND DETERMINATION OF REJECTION OF THE CONCRETE SLAB

SHALL BE AT LEAST 56 DAYS FROM THE DATE OF POUR.

e. CONCRETE MIXES UTILIZING CRUSHED LIMESTONE AS COARSE AGGREGATE AND

CONTAINING AT LEAST 25% CLASS F FLY ASH AND HAVING A SATISFACTORY

SERVICE RECORD PER ACI 302.1 IS CONSIDERED AN ACCEPTABLE ALTERNATIVE

APPROACH TO THE COMPLIANCE REQUIREMENTS OUTLINED IN PROVISIONS 4a THROUGH 4d ABOVE.

5. THE CONCRETE STRENGTHS SHOWN IN THE SECTION ABOVE AND IN THE

SPECIFICATIONS ARE MINIMUM COMPRESSIVE STRENGTHS. THE ENGINEER OF RECORD

SHALL DETERMINE IF THE CONCRETE IS ACCEPTABLE, OR TO BE REMOVED, OR TO

RECEIVE SPECIAL CURING IF THE COMPRESSIVE STRENGTHS ARE LESS THAN

SPECIFIED.

6. ALL CONCRETE EXPOSED TO WEATHER OR EARTH SHALL BE AIR ENTRAINED TO 5%

TO 7%.

7. WATER REDUCING AGENTS MAY BE USED IF THE CONCRETE MIX. PLASTICIZERS AND

SUPER-PLASTICIZERS MAY BE USED ONLY WHEN WRITTEN PERMISSION OF THE

ENGINEER IS GIVEN.

8. NO SALTS OF ANY KIND MAY BE USED IN CONCRETE BEFORE OBTAINING THE

ENGINEER'S WRITTEN PERMISSION FOR THEIR USE.

9. AIR CONTENT OF TROWEL FINISHED FLOOR SLABS SHALL NOT EXCEED 3%.

10. MAXIMUM WATER TO CEMENTITIOUS MATERIAL FOR ALL CONCRETE SHALL NOT

EXCEED 0.45 UNLESS NOTED OTHERWISE.

11. ALL CONCRETE USED FOR CONSTRUCTION OF POOL, TANKS, OR TANK LIDS SHALL HAVE

WATERPROOF ADMIXTURE XYPEX C-1000 OR APPROVED EQUAL.

12. CONCRETE USED FOR THE SUMP PIT WALLS TO HAVE A MAXIMUM WATER CEMENT

RATIO OF 0.40.

FORMWORK AND SHORING:

NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-

THIRDS OF THE 28 DAY DESIGN STRENGTH. DESIGN, ERECTION AND REMOVAL OF ALL

FORMWORK, SHORES AND RESHORES SHALL MEET THE REQUIREMENTS SET FORTH IN

ACI STANDARDS 301 AND 347.

STRUCTURAL STEEL:

1. STEEL SHALL CONFORM TO ASTM A992 (Fy=50 KSI) FOR ALL W-SHAPES, AND ASTM A36 (Fy=36 KSI) FOR ALL OTHER MISCELLANEOUS SHAPES AND PLATES.

STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI).

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B, TYPE "E" OR "S" (Fy=35

KSI).

2. STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS.

3. ALL SHOP CONNECTIONS TO BE WELDED (UTILIZING E70XX ELECTRODES) AND FIELD

CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED. STEEL TO RECEIVE ONE

SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE

GALVANIZED IS INDICATED ON THE DRAWINGS.

4. WELDS FOR ALL EXPOSED STRUCTURAL STEEL SHALL BE GROUND SMOOTH UNLESS

NOTED OTHERWISE.

5. ALL BOLTED CONNECTIONS SHALL CONSIST OF 3/4" DIA. (MIN.) ASTM A325 HIGH

STRENGTH BOLTS, UNLESS NOTED OTHERWISE. BEAM CONNECTIONS SHALL BE

DESIGNED BY THE FABRICATOR TO SUPPORT AN END REACTION OF Wc/2L KIPS IN

ACCORDANCE WITH PART 2 - "BEAM AND GIRDER DESIGN" OF THE MANUAL OF STEEL

CONSTRUCTION (9th EDITION), BUT CONNECTIONS SHALL NOT HAVE LESS THAN 2

ROWS OF BOLTS. SEE ALSO DOUBLE ANGLE AND SHEAR TAB CONNECTION

SCHEDULE(S) WHERE APPLICABLE.

6. CONTRACTOR SHALL MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL AND

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

7. ANCHOR BOLT HOLES IN STRUCTURAL STEEL SHALL BE OVERSIZED NO MORE THAN

1/8" MAX, UNLESS NOTED OTHERWISE.

SHEAR STUD CONNECTORS:

1. SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE

WITH AWS D1.1, "STRUCTURAL WELDING CODE", SECTION 7 - STUD WELDING. STUDS

SHALL BE TYPE "B", HEADED STUDS, HAVING A MINIMUM TENSILE STRENGTH OF 60,000

PSI, AND SHALL BE OF LENGTH AND DIAMETER SHOWN ON THE DRAWINGS.

SPECIAL INSPECTION AND TESTING:

1. SEE DETAILED INSPECTION AND TESTING REQUIREMENTS AS INDICATED ON SHEET

S002.

CONCRETE AND REINFORCING PLACEMENT:

1. ALL CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 301 AND ACI 117

EXCEPT AS MODIFIED BELOW:

A. ACI 117 ITEM 4.3.1.1 ELEVATIONS OF SLABS-ON-GRADE TOP OF SLAB ELEVATION

SHALL BE WITHIN A 3/8" ENVELOPE EITHER SIDE OF THE THEORETICAL DESIGN

SURFACE.

B. ACI 117 ITEM 4.5.7 FLOOR FINISH TOLERANCES AS MEASURED BY PLACING A

FREESTANDING (UNLEVELED) 10 FT. STRAIGHTEDGE ANYWHERE ON THE SLAB

AND ALLOWING IT TO REST UPON TWO HIGH SPOTS WITHIN 28 DAYS AFTER

SLAB CONCRETE PLACEMENT. THE GAP AT ANY POINT BETWEEN THE

STRAIGHT EDGE AND THE FLOOR SHALL NOT EXCEED 1/4".

2. ALL REINFORCING STEEL TO BE ASTM A615, GRADE 60 (#4 AND LARGER), EXCEPT

WHERE NOTED OTHERWISE. REINFORCING SHALL NOT BE WELDED.

3. WELDED WIRE FABRIC TO CONFORM TO ASTM A185 AND SHALL BE FREE FROM OIL,

SCALE, AND RUST. PLACE WWF IN ACCORDANCE WITH THE TYPICAL PLACING

DETAILS OF ACI STANDARDS AND THE SPECIFICATIONS. MINIMUM LAPS SHALL BE

ONE SPACE PLUS 2".

4. ALL REINFORCING STEEL BARS TO BE DETAILED AND PLACED IN ACCORDANCE

WITH THE LATEST ACI MANUALS.

5. LAP ALL REINFORCING SPLICES IN CONCRETE A MINIMUM OF 48 BAR DIAMETERS

OR 24 INCHES, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE ON

DRAWINGS (CLASS B SPLICE).

6. PROVIDE CORNER BARS OF SAME BAR DIAMETER AS SPECIFIED FOR THE WALL,

BEAM OR FOOTING. PROVIDE MINIMUM OF 40 BAR DIAMETER LAP FOR ALL CORNER

BARS, UNLESS NOTE OTHERWISE.

7. PROVIDE FOUNDATION DOWELS AS SHOWN. MINIMUM SIZE DOWELS TO BE #4,

UNLESS OTHERWISE NOTED. ALL VERTICAL REINFORCING STEEL IN COLUMNS AND

PIERS, OR VERTICAL REINFORCING IN WALLS, SHALL BE DOWELED INTO THE

FOOTINGS WITH SAME SIZE AND QUANTITY DOWEL AS THE VERTICAL

REINFORCING.

8. WHERE SHOWN ON THE DRAWINGS, PROVIDE WELD PLATES, WELDMENTS, OR

CONCRETE INSERTS FOR FASTENING AND SECURING OTHER COMPONENTS.

CONCRETE INSERTS SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM AND INSTALLED BY THE CONTRACTOR CASTING THE CONCRETE AROUND

THEM. CLIP ANGLES SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM.

9. REINFORCING STEEL SHALL RECEIVE CONCRETE COVER AS FOLLOWS:

DESCRIPTION MINIMUM COVER

CAST AGAINST & PERMANENTLY 3"

EXPOSED TO EARTH

EXPOSED TO EARTH OR WEATHER

#6 THROUGH #18 BARS 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO EARTH OR WEATHER

OR IN CONTACT WITH THE GROUND, SLABS

AND WALLS

#11 BARS OR SMALLER 3/4"

#14 AND #18 1 1/2"

BEAMS AND COLUMNS 1 1/2"

SHELLS, FOLDED PLATE MEMBERS:

NO. 6 BAR AND LARGER 3/4"

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER 1/2"

10. PROVIDE TWO (2) #5'S, ONE AT EACH FACE, UNLESS NOTED OTHERWISE, AROUND

ALL OPENINGS GREATER THAN 12"x12" IN CAST-IN-PLACE CONCRETE. EXTEND

REINFORCING 2'-0" BEYOND OPENING IN BOTH DIRECTIONS. CONTACT ENGINEER

OF RECORD FOR ALL OPENINGS GREATER THAN 12"x12" FOR DESIGN.

11. COLD WEATHER AND HOT WEATHER PROVISIONS OF ACI 306 AND 305 (CURRENT

EDITIONS), RESPECTIVELY, SHALL BE MAINTAINED.

12. UNLESS NOTED OTHERWISE ALL UNDER SLAB VAPOR RETARDERS SHALL

CONFORM TO THE REQUIREMENTS OF ASTM 1745 CLASS A AND SHALL BE

INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS.

13. CONTRACTOR IS RESPONSIBLE FOR ESTIMATING CONCRETE QUANTITIES ON

ELEVATED SLABS AND SHALL ACCOUNT FOR DEFLECTIONS IN THE FLOOR

STRUCTURE.

14. CONTRACTOR SHALL MAINTAIN A CONSTANT THICKNESS OVER THE ENTIRE

ELEVATED SLAB. ELEVATED SLAB THICKNESS SHALL NOT BE 3/8" GREATER THAN

OR 1/4" LESS THAN THE SPECIFIED THICKNESS.

15. LASER SCREED OR OTHER SIMILARLY FUNCTIONING EQUIPMENT SHALL NOT BE

PERMITTED FOR ELEVATED SLABS UNLESS AUTHORIZED BY ENGINEER OF

RECORD.

GENERAL NOTES

Jay.Bauer Typewritten Text

Jay.Bauer

IBC 2018 TABLE 1705.3 REQUIRED SPECIAL INSPECTION

AND TEST OF CONCRETE CONSTRUCTION

NO

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

A. APPLICATION OF PRESTRESSING FORCES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES

ACI 318: CH. 26.9

ACI 318: 26.10

ACI 318: 26.5.3-26.5.5

ACI 318: 26.5

ASTM C 172, ASTM C 31,

ACI 318: 26.5, 26.12

ACI 318: 17.8.2.4,

ACI 318: 17.8.2

X

X

X

X

X

X

X

ACI 318: 26.11.2

1908.9

1908.6, 1908.7, 1908.8

1908.10

YES

YES

YES

NO

NO

3. INSPECTION OF ANCHORS CAST IN CONCRETE.

2. REINFORCING BAR WELDING:

1. INSPECTION REINFORCEMENT, INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT

TYPE

ACI 318 CH 20, 25.2,

25.3, 26.6.1-26.6.3

REFERENCED

STANDARD

CONTINUOUS

SPECIAL

INSPECTION

PERIODIC

SPECIAL

INSPECTION

X

AWS D1.4,

ACI 318: 26.6.4

IBC REFERENCE

1908.4 YES

YES

NO

REQD ON

PROJECT

X

ACI 318: 17.8.2

5. VERIFYING USE OF REQUIRED DESIGN MIX. ACI 318: CH. 19,

26.4.3, 26.4.4

X

1904.1, 1904.2, 1908.2, 1908.3 YES

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED. ACI 318: 26.11.1.2(b)X YES

NO

9. INSPECT OF PRESTRESSED CONCRETE:

B. GROUTING OF BONDED PRESTRESSING TENDONS.

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED CONCRETE & PRIOR TO REMOVAL OF

SHORES & FORMS FROM BEAMS & STRUCTURAL SLABS.

XA. CERIFFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A706.

X

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

C. INSPECT ALL OTHER WELDS

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT

DEFINED IN 4A.

X

X

X

YES

a. WHERE APPLICABLE, SEE SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSEUD BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

WELDING OR REINFORCING BARS.

SPECIAL INSPECTIONS OF WELDING AND QUALIFICATIONS OF SPECIAL INSPECTORS FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF AWS D1.4 FOR

SPECIAL INSPECTION AND AWS D1.4 FOR SPECIAL INSPECTOR QUALIFICATION.

MATERIAL TESTS.

IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN CHAPTERS 19 AND 20 OF ACI 318, THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE APPROPRIATE SYANDARDS AND CRITERIA FOR THE MATERIAL IN CHAPTERS 19 AND 20 OF ACI 318.

TABLE N5.4-1

INSPECTION TASKS PRIOR TO WELDING

TABLE N5.4-2

INSPECTION TASKS DURING WELDING

AISC 360-10 TABLE N5.4-3

INSPECTION TASKS AFTER WELDING

AISC 360-10 TABLE N5.6-1

INSPECTION TASKS PRIOR TO BOLTING

AISC 360-10 TABLE N5.6-2

INSPECTION TASKS DURING BOLTING

AISC 360-10 TABLE N5.6-3

INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS PRIOR TO WELDING

WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM

FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-JOINTS WITHOUT BACKING

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

CONFIGURATION AND FINISH OF ACCESS HOLES

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

CHECK WELDING EQUIPMENT

INSPECTION

INTERVAL

REQUIRED ON

PROJECT

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN/MAX)

• PROPER POSITION (F, V, H, OH)

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR

MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

P

P

O

O

P

O

O

O

O

O

O

O

O

O

WELDS CLEANED

SIZE, LENGTH AND LOCATION OF WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA:

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

ARC STRIKES

k-AREA

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

YES

YES

YES

YES

YES

YES

YES

YES

O

P

P

P

P

P

O

O

(a)WHEN WELDING OF DOUBLE PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3" (75 mm) OF THE WELD.

(b) AFTER ROLLED HEAVY SHAPES (SEE SECTION A3.1c) AND BUILT-UP HEAVY SHAPES (SEE SECTION A3.1d) ARE WELDED, VISUALLY INSPECT

THE WELD ACCESS HOLE FOR CRACKS.

INSPECTION TASKS PRIOR TO BOLTING

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

INSPECTION

INTERVAL

REQUIRED ON PROJECT

FASTENER ASSEMBLIES PLACED IN ALL HOLES AND

WASHERS AND NUTS ARE POSITIONED AS REQUIRED

YESO

O

O

O

O

P

O

O

O

O

O

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO EXCLUDED FROM SHEAR PLANE)

CORRECT 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

PRTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

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

• O-OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

P-PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

• OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE THE PRIMARY METHOD TO CONFIRM THAT THE MATERIALS, PROCEDURES AND WORKMANSHIP ARE IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

• FOR STRUCTURES IN RISK CATEGORY III/IV (ASCE/SEI 7, TABLE 1.5-1), ULTRASONIC TESTING SHALL BE PERFORMED ON ALL COMPLETE-JOINT- PENETRATION GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T- AND CORNER JOINTS, IN MATERIALS 5/16" (8 MM)

THICK OR GREATER.

• FOR STRUCTURES IN RISK CATEGORY II (ASCE/SEI 7, TABLE 1.5-1), ULTRASONIC TESTING SHALL BE PERFORMED ON 10% OF COMPLETE-JOINT- PENETRATION GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN BUTT, T- AND CORNER JOINTS, IN MATERIALS 5/16" (8 MM)

THICK OR GREATER.

• ALL NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL BE DOCUMENTED.

• SEE AISC360-16 CHAPTER N FOR ADDITIONAL WELD INSPECTION REQUIREMENTS.

• SEE AISC360-16 CHAPTER N FOR ADDITIONAL BOLT INSPECTION REQUIREMENTS.

• EXPOSED CUT SURFACES OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS AND EXPOSED CORNERS OF RECTANGULAR HSS SHALL BE VISUALLY

INSPECTED FOR CRACKS SUBSEQUENT TO GALVANIZING.

• INSPECTION SHALL OCCUR DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS, INCLUDING DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO THE CONCRETE.

• FABRICATED STEEL AND ERECTED STEEL FRAMES, AS APPROPRIATE, SHALL BE INSPECTED FOR COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, INCLUDING BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER JOINT DETAIL APPLICATION.

INSPECTION TASKS DURING BOLTING INSPECTION INTERVAL

REQUIRED ON THIS

PROJECT

INSPECTION TASKS AFTER BOLTING INSPECTION INTERVAL REQUIRED ON PROJECT

INSPECTION TASKS DURING WELDING INSPECTION INTERVAL

REQUIRED ON

THIS PROJECT

INSPECTION TASKS AFTER WELDING INSPECTION INTERVAL REQUIRED ON PROJECT

STEEL CONSTRUCTION

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE YESP

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

YESO

PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS YESP

NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF THE EOR YESO

WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES(b) YESP

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

YES

IBC 2018 TABLE 1705.6 REQUIRED

VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASKS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

CONTINUOUS SPECIAL

INSPECTION

PERIODICALLY SPECIAL

INSPECTION

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.

REQUIRED

ON PROJECT

YES

YES

YES

YES

YES

FREQUENCY OF INSPECTION

X

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE

AND VARIFY THAT SITE HAS BEEN PREPARED PROPERLY.

SPECIAL INSPECTION AND TESTING:

1. SPECIAL INSPECTION AND MINIMUM TESTING SHALL BE PERFORMED IN ACCORDANCE WITH 2018 IBC AND ALL REFERENCED MATERIALS AND TABLES.

2. INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING AGENCY HIRED AT THE CONTRACTOR'S EXPENSE. AGENCY INSPECTION PERSONNEL SHALL MEET THE INSPECTOR

QUALIFICATIONS FOR EACH MATERIAL ITEM AS INDICATED IN THE SPECIFICATIONS.

3. ANY MATERIAL OR PLACEMENT DEVIATIONS FROM MINIMUMS SHOWN ON THE DRAWINGS OR IN SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD.

4. IN ADDITION TO THE IBC INSPECTION TABLES, THE INSPECTOR SHALL VERIFY THAT ALL STEEL MAINTAIN ERECTION TOLERANCE OF STRUCTURAL STEEL AND ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

5. IN ADDITION TO THE CONCRETE AND MASONRY IBC INSPECTION TABLES, THE INSPECTOR SHALL VERIFY THAT ALL CONCRETE AND MASONRY MAINTAIN TOLERANCES SPECIFIED IN ACI 117-90

STANDARD SPECIFICATIONS FOR…