18912 Columbus VA Chiller Plant Revision Final BC Revised - Drawings - Part-5.pdf

B

VAPOR BARRIER BY EIFS SYSTEM

MANUFACTURER

1/2" SEALANT JOINT WITH BACKER ROD

RIGID INSULATION BY EIFS SYSTEM

MANUFACTURER

VAPOR BARRIER BY EIFS SYSTEM

MANUFACTURER

1 1/2" EXPANSION JOINT AND COVER

GALV. L2x2x1/4" VERT. ANGLE EXPANSION

BOLTED TO EXISTING MASONRY WALL

EXISTING MASONRY WALL

EXISTING EIFS REVEAL

EXISTING EIFS SYSTEM, PROTECT

DURING CONSTRUCTION

3/4"

LIQUID APPLIED MESH REINFORCED

FLASHING MEMBRANE BY EIFS MFG. LAP

OVER EXPANSION JOINT COVER AND

METAL ANGLE

TIE-IN / OVERLAP VAPOR

BARRIER INTO EXISTING VAPOR

BARRIER

/8

EIFS (MIN. R9.5ci)

NOM. 12" REINFORCED

CMU

3.1

1 1/2" EXPANSION

JOINT AND COVER.

RIGID INSULATION BY EIFS SYSTEM

MANUFACTURER

LIQUID APPLIED MESH REINFORCED

FLASHING MEMBRANE BY EIFS MFG.

LAP OVER EXPANSION JOINT COVER

AND METAL ANGLE

VAPOR BARRIER BY EIFS SYSTEM

MANUFACTURER

EXISTING EIFS SYSTEM, PROTECT

DURING CONSTRUCTION

EXISTING REVEAL

EXISTING MASONRY WALL

EIFS SYSTEM

VAPOR BARRIER BY EIFS SYSTEM

MANUFACTURER. SEE EIFS MFG'S

REQUIREMENTS FOR PREPARATION

OF SUBSTRATE

GALV. L2x2x1/4" VERT ANGLE

EXPANSION BOLTED TO

EXISTING MASONRY WALL.

3/4"

1/2" SEALANT JOINT WITH BACKER

ROD

TIE-IN / OVERLAP VAPOR

BARRIER INTO EXISTING VAPOR

BARRIER

/8

NOM. 12" REINFORCED

CMU

EIFS (MIN. R9.5ci)

RIGID INSULATION BY EIFS SYSTEM

MANUFACTURER, MATCH EXISTING

EIFS SYTEM THICKNESS

B.2

INSULATED ROLLING

OVER HEAD DOOR

6" DIA. CONCRETE FILLED

STEEL PIPE BOLLARD. SEE

CIVIL DRAWINGS.

4"

EIFS (MIN. R9.5ci)

NOM. 12" REINFORCED

CMU

B.2

A-302

REMOVABLE METAL GUARDRAIL

WITH TOE GUARD (TYP.)

DAVIT CRANE

METAL GUARDRAIL BASE

PLATE (TYP.)

OPENING

10'-0" 5'-0"

TIE-OFF ANCHOR,

SEE STRUCT. DWGS.

METAL COPING

7'-6"

ROOF DRAIN &

OVERFLOW DRAIN

AHU-2

270°

7'-6"

6'-8"

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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A

M

A-403

ENLARGED DETAILS CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1 1/2" = 1'-0"A-403

1 ENLARGED PLAN DETAIL

SCALE: 1 1/2" = 1'-0"A-403

3 ENLARGED PLAN DETAIL

SCALE: 1 1/2" = 1'-0"A-403

2 PLAN DETAIL

SCALE: 1/4" = 1'-0"A-403

4 PARTIAL ENLARGED ROOF PLAN - CRANE

Revisions: Date:

FINAL BID & CONSTRUCTION 11/24/2021

FINAL BID & CONSTRUCTION (REVISED) 05/06/2022

A.8

A.8

A-405

1'-7 1/2" 6'-1"

EXISTING

SURGERY CENTER

INSULATED CHILLED WATER

PIPING, SEE PLUMBING

DRAWINGS

EXISTING

WINDOW SYSTEM

NEW MESH METAL

PANELS

NEW STRUCTURAL TUBE

SYSTEM, SEE STRUCT.

DWGS.

CONCRETE PIT WALL;

BELOW GRADE (TYP.)

F

IE

L D

V E

R

IF

Y

/4

A-404

2'-0" WIDE GRAVEL MOWER

STRIP

SURGERY CENTER METAL PANEL WALL,

PROTECT DURING CONSTRUCTION

MESH SIDE PANEL

MESH SIDE PANEL

B.4

A-405

4'-11 1/4"

5'-0"

CONCRETE PIT

A-405

A-405

8 3/4" 8'-4 1/4"

OUTLINE OF NEW CONC. SLAB

9'-1"

EXISTING CONCRETE PIT

INSULATED PIPING, SEE

MECH. DWGS.

STEEL PIT LADDER

RAILING GATE

GUARDRAIL

O U

T L

IN

E O

F N

E W

C O

N C

R E

T E

S L

A B

/8

TRENCH

DRAIN

EXISTING

TRENCH DRAIN

EXSITING

PROTECTION RAILING

A-404

FD

SLOPE 1/8"

PER FOOT

SLOPE 1/8"

PER FOOT

SLOPE 1/8"

PER FOOT

SLOPE 1/8"

PER FOOT

CHILLED WATER PIPES

REMOVED FOR CLARITY

A-405

SLOPE 1/4" PER FOOT

CHILLED WATER PIPES AND METAL MESH

PANELS, REMOVED FOR CLARITY

CONCRETE PIT SLAB,

SEE STRUCT. DWGS.

OUTLINE OF SURGERY CENTER

FOUNDATION

8'-0"

8" 5'-5" 1'-11"

CONCRETE PIT

WALLS, SEE STRUCT.

DWGS.

TUBE STEEL ABOVE,

SEE STRUCT. DWGS.

CL

CL

CLCL

6'-1"

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

C U s e rs

\j c h o \D o c u m e n ts

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A

M

A-404

ENLARGED DETAILS CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1/2" = 1'-0"A-404

1 PIPE ENCLOSURE - SURGERY CENTER

SCALE: 1/2" = 1'-0"A-404

2 CONCRETE PIT - BOILER PLANT

SCALE: 1/2" = 1'-0"A-404

4 CONCRETE PIT SLAB (BOILER PLANT)

SCALE: 1/2" = 1'-0"A-404

3 CONCRETE PIT SLAB (SURGERY CENTER)

Revisions: Date:

PERFORATED METAL PANEL

ENCLOSURE

FOURTH FLOOR

THIRD FLOOR

827'-0"

SECOND FLOOR

811'-0"

FIRST FLOOR

795'-0"

EXISTING DRAIN OUTLET,

FIELD VERIFY

DASHED LINE INDICATES

STRUCTURAL SYSTEM, SEE

STRUC. DWGS.

INSULATED CHILLED WATER

PIPING, SEE PLUMB. DWGS.

A.8

INSULATED CHILLED WATER

LINE, SEE MECH. DWGS. FOR

ADDITIONAL INFORMATION

HSS 6X6 STEEL BEAM (TYP.),

SEE STRUCTURAL DRAWINGS

EXISTING METAL PANEL

EXTERIOR WALL

HSS 6X6 STEEL COLUMN, SEE

STRUCTURAL DRAWINGS

INSULATED CHILLED WATER

LINE, SEE MECH. DWGS FOR

ADDITIONAL INFORMATION

NEW MESH METAL PANELS

STRUCTURAL TUBE STYSTEM,

SEE STRUT. DWGS. FOR

ADDITIONAL INFORMATION

CONCRETE PIT FOUNDATION

WALLS, SEE STRUCT. DWGS.

EXISTING PARAPET

INSULATED CHILLED WATER

PIPING UP AND OVER PARAPET

EXISTING CONCRETE CAISSON

AND CAP

TOS ENCLOSURE

36'-6"

12" GRAVEL OVER COMPACTED

FILL WITH LANDSCAPE FABRIC

WEED BARRIER

BO CONC. PIT

787'-0"

FIRST FLOOR

795'-0"

THIRD FLOOR

827'-0"

4"

CHILLED WATER PIPE SUPPORT,

SEE MECHANICAL DRAWINGS

NEW MESH METAL PANELS

L4X4 STEEL ANGLE CROSS

BRACING (TYP.), SEE

STRUCTURAL DRAWINGS

5'-0" WIDE OPENING AT EAST

WALL ONLY

SLOPE 1/4" PER FOOT

24" WIDE GRAVEL MOWER STRIP

CONCRETE PIT SLAB, SEE

STRUCT. DWGS.

3" MIN. SAND ON BOTH SIDES,

SEE STRUCT. DWGS.

SIDE PANEL TO EXTEND

TO EXTERIOR WALL FOR

SECURITY

A-401

FIRST FLOOR

795' - 0"

A-405

A-405

BO CONC. PIT

787'-0"

INSULATED 18" CHILLED WATER

PIPES, SEE MECH. DWGS.

GUARDRAIL WITH GATE

REINFORCED CONCRETE PIT

SLAB ON GRADE, SEE

STRUCT. DWGS.

REINFORCED CONCRETE PIT

WALLS SEE STRUCT. DWGS.

INSULATED 18" CHILLED

WATER PIPES, SEE

MECH. DWGS.

REINFORCED

CONCRETE PIT WALLS,

SEE STRUCT. DWGS.

METAL LADDER

EXISTING GRADE BEAM

FIRST FLOOR

795' - 0"

A-405

A-405

METAL LADDER

GUARDRAIL

REINFORCED CONCRETE PIT

SLAB ON GRADE, SEE

STRUCT. DWGS.

B.O. CONC. PIT

787'-0"

REINFORCED CONCRETE PIT

WALLS SEE STRUCT. DWGS.

INSULATED 18" CHILLED

WATER PIPES, SEE

MECH. DWGS.

FIRST FLOOR

795' - 0"

(M

IN

TOE GUARD PLATE

STEEL MID RAIL

STEEL TOP RAIL

STEEL POST

EPOXY GROUT

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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A

M

A-405

CHILLED WATER PIPING ENCLOSURE

ELEVATION AND SECTION

CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1/8" = 1'-0"A-405

5 PARTIAL EXTERIOR EAST ELEVATION (SURGERY CENTER)

SCALE: 1/2" = 1'-0"A-405

1 SECTION - PIPE ENCLOSURE (SURGERY CENTER)

SCALE: 1/2" = 1'-0"A-405

2 CONCRETE PIT CROSS SECTION

SCALE: 1/2" = 1'-0"A-405

4 CONCRETE PIT LONGITUDINAL SECTION

SCALE: 1" = 1'-0"A-405

3 RAILING SECTION

Revisions: Date:

653.1

E.3

C.3

B.8

B.5

B.2

A

A.2

B

B.4

C

D

E

F

G

1.8

2.6 2.7 3 4

A-301

A-3013

A-401

A-302

A-302

A-302

A-302

A-302

A-302

A-402

A-401

EXISTING AREA N.I.C.

D.4

CLCL

CL

CL

CL

CL

18'-0" 18'-0" 7'-2"

CL

CL

EXTERIOR LIGHTING, SEE

ELECT. DWGS. (TYP.)

EXTERIOR LIGHTING,

SEE ELECT. DWGS.

(TYP.)

EXIT LIGHT; SEE ELECT. DWGS.

EMERGENCY LIGHT; SEE ELECT. DWGS.

SUSPENDED HIGH BAY LIGHT FIXTURE, SEE ELECT. DWGS.

1. DIFFUSERS AND RETURN GRILLES NOT SHOWN IN ROOMS WITHOUT

CEILINGS.

2. P&M DENOTES PATCH TO MATCH EXISTING CONSTRUCTION AND FINISHES.

ALL PATCHING OF EXISTING MATERIAL SHALL BE DONE WITH MATERIALS

AND WORKMANSHIP MATCHING ADJACENT SURFACES.

3. REFER TO ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION.

4. NO ATTEMPT HAS BEEN MADE TO INDICATE ALL AREAS REQUIRING CUTTING

AND PATCHING DUE TO MECHANICAL AND/OR ELECTRICAL WORK.

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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A

M

A-501

FIRST FLOOR REFLECTED CEILING PLAN CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1/8" = 1'-0"A-501

1 FIRST FLOOR REFLECTED CEILING PLAN

REFLECTED CEILING PLAN LEGEND

REFLECTED CEILING PLAN GENERAL NOTES

Revisions: Date:

M

M

N

N

O

O

P

P

Q

Q

R

R

S

S

T

T

T.2

T.2

6.2

6.2

9.2

9.2

U

U

T.3

T.3

EXISTING CEILING

TO REMAIN

EXISTING CEILING TO REMAIN

MENTAL HEALTH SURGERY CENTER

EXISTING

MECHANICAL ROOM

EXIST. OFFICE EXIST. OFFICE EXIST. OFFICE EXIST. OFFICE EXIST. OFFICE EXIST. OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXISTING

WAITING AREA

EXIST.

VESTIBULE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST.

OFFICE

EXIST. OFFICE

EXISTING CORRIDOR EXISTING CORRIDOR

EXIST.

OFFICE

EXIST.

OFFICE

EXISTING CORRIDOR

EXISTING ENTRY

CANOPY

NEW CHILLED WATER PIPING.

REFER TO MECHANCIAL DRAWINGS

FOR ADDITIONAL INFORMATION

MATCH EXISTING CEILING

GRID DIRECTION AND

LAYOUT

EXIST.

OFFICE

1. SEE SHEET A9-1 FOR GENERAL REFLECTED CEILING PLAN NOTES

2. FIELD VERIFY EXISTING LIGHT FIXTURE AND DIFFUSERS LOCATION PRIOR TO LAYING

OUT NEW CEILING GRID SYSTEM. COORDINATE WITH NEW CHILLED WATER PIPING

LAYOUT. REFER TO MECHANICAL DRAWINGS FOR ADDITIONAL INFORMATION.

3. CEILING WORK TO BE DONE OFF HOURS, COORDINATE WITH DEMOLITION, AND MEP

DRAWINGS. COORDINAT SCHEDULE WITH COR. AREA TO BE RETURNED TO

ORIGINAL CONDITION AFTER EACH WORKING DAY.

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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A

M

A-502

PARTIAL FIRST FLOOR REFLECTED CEILING

PLAN (SURGERY CENTER) - BID ALTERNATE

NO. 3

CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1/8" = 1'-0"A-502

1 REFLECTED CEILING PLAN - SURGERY CENTER

REFLECTED CEILING PLAN GENERAL NOTES

Revisions: Date:

UP

UP

3.1

C.3

C

A-601

A-601

A-601

9 TREADS @ 11"

8'-3"

LANDING

2'-6"

1'-5" 2'-7"

5 TREADS

@11 = 4'-7"

LANDING

3'-8 1/4"

/2

LANDING

4'-4"

/4

/4

CL4

T

R E

A D

S

/2

4'-0"

/8

P L A

T F

O R

M A

IS

L E

C E

N T

E R

S T

A

IR

S /L

A N

D

IN

G O

N C

O O

L

IN

G T

O W

E R

PATCH EXISTING ROOF INSULATION AND

MEMBRANE AFTER COLUMN INSTALLATION. FLASH

COLUMN INTO EXISTING ROOF. COORDINATE

WARRANTY REQUIREMENTS WITH OWNER.

T.O.S. CHILLER

813' - 0"

3.13

BOILER PLANT T.O.S.

822' - 5 1/2"

A-601

A-602

TYP.

A-602

E Q

R

IS

E

R S

T.O. LANDING

828'-6 1/2"

T.O. EXIST. MASONRY

827'-0" (+/-)

TYP.

A-602

1'-0"

TYP.

A-602

TYP.

A-602

A-602

T.O.S. CHILLER

813' - 0"

C.3 C

A-601

TYP.

A-602

GALV. STEEL POSTS,

GUARDRAILS AND

HANDRAILS, TYP.

GALV. STEEL HSS STAIR

SUPPORT COLUMNS, (TYP),

SEE STRUCTURAL DRAWINGS

GALV. STEEL HSS STAIR SUPPORT

COLUMNS, TYP. SEE STRUCT. DWGS.

A-601

T.O. LANDING

828'-6 1/2"

T.O. LANDING

822'-1 3/4"(+/-)

E Q

R

IS

E

R S

/4

TYP.

A-602

TYP.

A-602

TYP.

A-602

GALV. STEEL STRINGERS AND

TREADS, TYPICAL.

TYP.

A-602

A-602

T.O.S. CHILLER

813' - 0"

3.13

BOILER PLANT T.O.S.

822' - 5 1/2"

A-601

E Q

R

IS

E R

S

/4

E

Q R

IS

E

R S

/8

A-602

COOLING TOWER, SEE

MECHANICAL DRAWINGS

A-602

TYP.

T.O.S. MECH. PLATFORM

818' - 6"

TYP.

A-602

TYP.

A-602

GALV. STEEL POSTS,

GUARDRAILS AND

HANDRAILS, TYP.

GALV. STEEL STAIR SUPPORT

COLUMNS, TYP. SEE STRUCT. DWGS.

GALV. STEEL STRINGERS AND

TREADS, TYPICAL.

COOLING TOWER

PLATFORM, AND SUPPORT

BEAM AND COLUMN, SEE

STRUCTURAL DRAWINGS

SBS ROOFING SYSTEM

1 1/2"

GALV. STEEL POSTS,

GUARDRAILS AND

HANDRAILS, TYP.

GALV. STEEL STRINGERS AND

TREADS, TYPICAL.

A-602

C.3

A-402

D.4

A-601

T

R E

A D

S

L A

N D

IN

G

/4

4'-0" 4'-6 3/4"

LANDING

4'-9"

COOLING

TOWER

COOLING

TOWER

COOLING

TOWER

PLATFORM

CL

E Q

E Q

CENTER STAIR LANDING ON

COOLING TOWER AISLE

COOLING

TOWER

A-602

T.O.S. CHILLER

813' - 0"

T.O. MASONRY CHILLER

817' - 8"

E

Q U

A L

R

IS

E R

1'-0"

GALVANIZED STEEL POSTS,

GUARDRAILS AND

HANDRAILS (TYP.)

GALV. STEEL HSS STAIR

SUPPORT COLUMNS, SEE

STRUCT. DWGS.

SBS ROOFING SYSTEM

TYP.

A-602

T.O.S. MECH. PLATFORM

818' - 6"

TYP.

A-602

TYP.

A-602

A-602

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

C U s e rs

\j c h o \D o c u m e n ts

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A

M

A-601

STAIR DETAILS CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1/4" = 1'-0"A-601

1 ENLARGED PLAN - STAIR

1. SEE STRUCTURAL DRAWINGS FOR SUPPORT

COLUMNS AND STAIR FRAMING.

SCALE: 1/4" = 1'-0"A-601

2 SECTION - STAIR TRANSVERSE

SCALE: 1/4" = 1'-0"A-601

3 SECTION - STAIR LONGITUDINAL

SCALE: 1/4" = 1'-0"A-601

4 STAIR SECTION

SCALE: 1/4" = 1'-0"A-601

10 ENLARGED PLAN - STAIR MECH. PLATFORM

SCALE: 1/4" = 1'-0"A-601

11 SECTION - STAIR PLATFORM

Revisions: Date:

T.O.S. CHILLER

813' - 0"

3.1

EPDM MEMBRANE. ADHERE TO

COVER BOARD. WRAP UP AND

UNDER EXISTING EIFS

METAL FLASHING

1/2" COVERBOARD, MECHANICALLY

FASTEN TO EXISTING CMU

SBS ROOFING SYSTEM WITH BASE

SHEET, CAP SHEET AND FLASHING

MEMBRANE.

ROOF TO WALL EXPANSION JOINT WITH

EPDM MEMBRANE COVER. SEE

MANUFACTURER'S INSTALLATION

INSTRUCTIONS.

1/2" COVERBOARD

TAPERED INSULATION

EXISTING EIFS

BUILT-UP LAYERS OF PRESS.

TREATED 2x6 SOLID BLOCKING.

STEEL STAIR COLUMN BEYOND

OVERLAP REINFORCING MESH MIN

2.5" BETWEEN NEW AND EXISTING

EIFS WALL SYSTEMS

1 1/2"

METAL DECKING ON STRUCTURAL

SYSTEM, SEE STRUCT. DWGS.

T.O.S. CHILLER

813' - 0"

6" WIDE HORIZONTAL &

VERTICAL SCRIM MEMBRANE

FLASHING. FULLY BED IN

MEMBRANE FLASHING CEMENT.

MEMBRANE CAP FLASHING OVER

SCRIM. EXTEND MIN. 8" HORIZ.

AND UP STEEL COLUMN.

(M

IN

STEEL TUBE STAIR COLUMN.

PATCH EXISTING ROOF

INSULATION AND MEMBRANE

AFTER COLUMN INSTALLATION.

FLASH COLUMN INTO EXISTING

ROOF. COORDINATE WARRANTY

REQUIREMENTS WITH OWNER.

STEEL CHANNEL, SEE

STRUCT. DWGS.

/4

M A

X

M A

X

M A

X

M A

X

M A

X

M A

X

1 1/2" DIA. GALV. STEEL

TOP RAIL

1 1/2" DIA. GALV. STEEL

HAND RAIL

1 1/2" DIA. GALV. STEEL

BALUSTER

GALV. METAL CHANNEL

STRINGER

1" DIA. GALV. STEEL

PICKETS

CL

CL

CL

CL

CL

CL

CL

CL

3" CLCL

11" 11" 12" 1

/2

E Q

/2

E Q

/2

1"

1"

GALVANIZED STEEL CHANNEL

STRINGERS, SEE STRUCT.

DWGS.

GALVANIZED STEEL

GRIP STAIR TREADS

AND RISERS (TYP.)

12"

12"M A

X

T.O.S. MECH. PLATFORM

818' - 6"

CL

MECHANICAL PLATFORM

STRUCTURAL STEEL, SEE

STRUCT. DWGS.

STAIR GUARDRAIL AND HANDRAIL

GALV. STEEL CHANNEL

STRINGERS, SEE STRUCT.

DWGS.

GALVANIZED STEEL GRIP STAIR

TREADS AND RISERS (TYP.)

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

C U s e rs

\j c h o \D o c u m e n ts

\R e v it M o d e ls

\1

R

V A

C o lu m b u s C h ill e r

P la n t R e v is io n

C e n tr a l_ jd c h o

.r v t

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M

A-602

ENLARGED DETAILS CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

SCALE: 1 1/2" = 1'-0"A-602

1 DETAIL - ROOF FLASHING

SCALE: 1 1/2" = 1'-0"A-602

3 SECTION - TYPICAL STAIR COLUMN FLASHING

SCALE: 1 1/2" = 1'-0"A-602

2 DETAIL - STAIR RAILING TYP.

SCALE: 1 1/2" = 1'-0"A-602

4 STAIR DETAIL

SCALE: 1 1/2" = 1'-0"A-602

5 STAIR DETAIL

Revisions: Date:

FLOOR

EC EPOXY COATING

ROOM FINISH LEGEND

WALL

P PAINT SEMI-GLOSS FINISH

BASE

P PAINT

CEILINGS

P PAINT - FLAT FINISH

GENERAL NOTES

1. EXP DENOTES EXPOSED STRUCTURE. ETR DENOTES EXISTING TO REMAIN

2. SEE REFLECTED CEILING PLAN FOR CEILING HEIGHTS.

3. PAINT ALL NEW METAL DOORS AND DOOR FRAMES (INCLUDING DOORS WITH

VISION PANELS) UNLESS NOTED. SEE PAINT SPECIFICATIONS FOR FINISH.

4. PAINT ALL NEW METAL COVERPLATES, ETC. UNLESS NOTED. SEE PAINT

SPECIFICATIONS FOR FINISH.

5. REFER TO SPECIFICATION SECTION 090600 FOR INTERIOR AND EXTERIOR

FINISHES, MATERIALS AND COLORS.

SUBSTRATE

C CONCRETE

CMU CONCRETE MASONRY UNITS

GYP GYPSUM BOARD

SCHEDULE NOTES

1. PAINT INTERIOR WINDOW FRAMES PER 09 06 00.

2. EPOXY PAINTING THE FLOOR SHALL BE THE BASE BID

2" 2"

1/2"

/8

1/2"

FRAME TYPE 2

APPLIED STOP

FOR GLAZING

MAY OCCUR

/8

5 3/4"

/8

2" 2"

1/2" 1/2"

/8

FRAME TYPE 1

5 3/4"

REINFORCED BLOCK

LINTEL, SEE

STRUCTURAL DWGS.

SEALANT BOTH SIDES

SEE SCHEDULE FOR

FRAME WIDTH AND TYPE

GROUT FRAME SOLID

HD-2

11 5/8" 3"

WEATHER BARRIER

EIFS (MIN. R9.5ci)

BACKER ROD AND WEEP

TUBES @ 24" O.C.

METAL FLASHING

HD-3

GROUT FRAME SOLID,

TYP.

SEALANT BOTH SIDES,

TYP.

BLOCK LINTEL, SEE

STRUCTURAL DWGS.

SEE SCHEDULE FOR

FRAME WIDTH AND TYPE

11 5/8" 3"

HD-1

OVERHEAD DOOR

EIFS (MIN. R9.5)

WEATHER BARRIER

NOM. 12" REINFORCED CMU

BLOCK, SEE STRUCT. DWGS.

STEEL LINTEL WITH BOTTOM PLATE,

SEE STRUCT. DWGS.

METAL FLASHING

BACKER ROD AND

WEEP TUBES @ 24"

O.C.

HD-4

GROUT FRAME SOLID,

TYP.

SEALANT BOTH SIDES,

TYP.

FIELD VERIFY BLOCK

LINTEL AT KOCK-OUT

PANEL

SEE SCHEDULE FOR

FRAME WIDTH AND TYPE

JD-2

/4

INSULATED ROLLING

OVERHEAD DOOR

JD-1

GALVANIZED ANGLE GUIDES

/4

GROUT FRAME

SOLID

DOOR FRAME,

SEE SCHEDULE

SEALANT

BOTH SIDES

GROUT FRAME

SOLID

DOOR FRAME,

SEE SCHEDULE

SEALANT BOTH

SIDES

MASONRY ANCHORS

EIFS (MIN. 9.5ci)

BULLNOSE

WEATHE BARRIER

PROVIDE EIFS

FINISHED END

PAINT EXPOSED

CMU (TYP.)

NOM. 12" REINFORCED

CMU BLOCK, SEE

STRUCT. DWGS.

/8

/4

JD-3

NOM. 12" REINFORCED

CMU BLOCK, SEE

STRUCT. DWGS.

5/16" HOT DIPPED GALV.

BENT PLATE JAMB

CLOSURE TRIM, BOLTED

TO MASONRY WITH 1/2"

DIA. EXPANSION BOLTS

AT 36" O.C.

WEATHER BARRIER

EIFS (MIN. R-9.5ci)

BULLNOSE,

EACH SIDE

MASONRY

ANCHORS

(2) #5 BARS AT DOOR JAMB (TYP.)

NOTE:

DOOR ANCHOR DESIGNED BY DOOR

VENDOR FOR BLAST REACTION

NOM. 12" REINFORCED

CMU BLOCK, SEE

STRUCT. DWGS.

3"

E Q

/4

E

Q

.GROUT FRAME SOLID

SEE SCHEDULE FOR

FRAME WIDTH & TYPE,

FIELD VERIFY WIDTH

3/8" MACH. SCREWS &

STEEL SHIELD ANCHORS

FOR EXISTING MASONRY

OPENING

SEALANT BOTH SIDES

EXISTING CMU MASONRY

JD-4

'A' - FLUSH DOOR 'B' - FLUSH WITH LITE

4"9"

'C' - ROLLING OVER HEAD DOOR

TG-1

MOTOR OPERATOR

S E

E S

C H

E D

U L E

2"

SCHEDULE

SEE 2"

FRAME ELEVATION A

4 7/8"

ONE HOUR RATED (U.L. #U419)

(1) LAYER OF 5/8" FIRE RESISTIVE GYP. BD. ON

EACH SIDE OF 3 5/8" STL. STUDS @ 16" O.C.

HEAD OF PARTITION

METAL DECK PARALLEL TO FLUTES

PARTITION AT FLOOR

3 1/2" SOUND ATTENUATION

BLANKET MAY OCCUR

CONTINUOUS ACOUSTICAL SEALANT

EACH SIDE

STRUCTURE ABOVE

DEFLECTION JOINT

3 1/2" SOUND ATTENUATION

BLANKET MAY OCCUR

CONTINUOUS RUNNER TRACK

CONTINUOUS RUNNER TRACK

FIRESTOP JOINT BETWEEN TOP OF FIRE-

RATED PARTITION AND STRUCTURE ABOVE

W/ U.L. OR W.H.I. PPROVED (1) HR. JOINT

FIRESTOP SYSTEM.

CONSTRUCTION SIDEPUBLIC SIDE

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

C U s e rs

\j c h o \D o c u m e n ts

\R e v it M o d e ls

\1

R

V A

C o lu m b u s C h ill e r

P la n t R e v is io n

C e n tr a l_ jd c h o

.r v t

/5

/2

:0

:3

A

M

A-701

ROOM & DOOR SCHEDULES, DETAILS CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS,

OHIO 43219

05/06/2022 RG jdc

BID & CONSTRUCTION

(REVISED)18912

ROOM FINISH SCHEDULE

ROOM FLOOR BASE WALLS CEILING CEILING

ARCH.

WOODWORK NOTESNUMBER NAME SUBSTR. FINISH SUBSTR. FINISH

SUBSTR.

NEW

NEW FINISH SUBSTR.

NEW FINISHNORTH SOUTH EAST WEST

FIRST FLOOR

106 CORRIDOR C ETR GYP P+M GYP ETR P+M ETR ETR -- ETR --

EC-114 CHILLER PLANT C P4A CMU P4B CMU P1 P1 P1 P1 EXP P3 --

EC-115 EXISTING CONTROL ROOM C ETR CMU ETR CMU -- P1* -- -- ETR ETR -- *MATCH EXISTING ROOM COLOR / FINISH

EC-116 EXISTING BOILER ROOM C ETR CMU P4B CMU -- -- P1* -- EXP ETR -- *MATCH EXISTING ROOM COLOR / FINISH

DOOR SCHEDULE

OPENING

NUMBER

OPENING DOOR FRAME DETAILS U.L.

LABEL HDWE. SET NOTESWIDTH HEIGHT MAT. THICK. ELEV. MAT. ELEV. TYPE HEAD JAMB

FIRST FLOOR

114A 3'-8" 7'-0" HM 1 3/4" A HM A 1 HD-2 JD-2 HW-SH-4 BLAST RESISTANT, GALV. DOOR & FRAME

114B 12'-0" 12'-0" C HD-1 JD-1 DOOR JAMB GUIDE BY OVERHEAD DOOR MANUF.

114C 3'-8" 7'-0" HM 1 3/4" A HM A 1 HD-2 JD-2 HW-SH-4 BLAST RESISTANT, GALV. DOOR & FRAME

114D 3'-0" 7'-0" HM 1 3/4" B HM A 1 HD-4 JD-4 HW-1A

114E 7'-4" 7'-0" HM 1 3/4" B HM A 1 HD-3 JD-3 HW-11C

DOOR FRAME TYPES

DOOR HEAD DETAILS

DOOR JAMB DETAILS

DOOR ELEVATIONS DOOR FRAME ELEVATION

TEMPORARY CONSTRUCTION BARRIER

Revisions: Date:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

CONSTRUCT CHILLER PLANT

420 N. JAMES ROAD, COLUMBUS

OHIO, 43219

05/06/2022Revisions: Date:

757-15-102

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

FINAL BID & CONSTRUCTION 11/24/2021

CONTRACTOR TO VERIFY ALL

DIMENSIONS, ELEVATIONS AND

CONDITIONS IN THE FIELD

S-001

GENERAL NOTES

ASK CJA

FOUNDATIONS AND SLABS ON GROUND

1. Foundations for this project are designed in accordance with the recommendations made by Terracon Consultants, Inc. All the work regarding site preparation, earth fill construction, backfill requirements, foundation preparations, etc., shall be in strict conformance to the requirements and recommendations of the Geotechnical Engineer's report. The report is part of the Contract Documents.

2. Grade beams: Elevations given are to bottom of grade beams.

3. Slab on ground: Slab elevations given are to top of structural slab.

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

5. Existing foundations:

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

8. Before backfill, all walls must be adequately braced. For backfill requirements, see specifications and/or geotechnical report.

9. For augercast piles, refer to augercast piles notes and details.

10. Locate existing underground utilities in areas of construction. Coordinate with utility companies for any shut-off requirements of still active lines. Call the Ohio Utilities Protection Service at 800-362-2764.

11. 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.

12. The bottom of foundations shall be protected against freezing until backfill or other permanent protective cover is in place.

DESIGN LOADS

Floor Live Load

First Floor ------------------------------------------------------------------------------ 150 psf Exterior Stair -------------------------------------------------------------------------- 40 psf

Roof live load

Rain Load ponded water ----------------------------------------------------------- not critical (1) (2)

Ponding Instability (IBC 1611.2) ------------------------------------------------- not critical (1)

Allowance for hanging loads for roofs------------------------------------------- 20 psf

(1) Assumes primary drainage is blocked and rain accumulates to depth of overflow (see Architect's detail) at 62.4 pcf

(2) Architect has provided scuppers and/or secondary drainage system

Roof snow load ------------------------------------------------------------------------------- 24 psf (3)

Ground snow load (ASCE 7, 7.2) ------------------------------------------------ Pg = 20 psf Flat-roof snow load (ASCE 7, 7.3) ----------------------------------------------- Pf = 24 psf (3)

Snow exposure factor (ASCE 7, Table 7.3-1) -------------------------------- Ce = 1.0 Snow importance factor (ASCE 7, Table 1.5-2) ------------------------------ Is = 1.2 Thermal factor (ASCE 7, Table 7.3-2) ------------------------------------------ Ct = 1.0

(3) Increased for snow buildup / unbalanced per ASCE 7, 7.6 to 7.9

Wind design data ----------------------------------------------------------------------------- Per ASCE 7-16

Basic wind speed (3-second gust) (ASCE 7, Figure 26.5-1D------------- V = 119 mph Risk category (IBC Table 1604.5) ----------------------------------------------- IV Wind exposure category (IBC 1609.4.3) -------------------------------------- C Internal pressure coefficient (ASCE 7, Table 26.13-1) Encl. ------------- GCpi = ± 0.18

(+) Indicates pressure acting toward the surface (-) Indicates pressure acting away from the surface

Earthquake design data -------------------------------------------------------------------- Per ASCE 7-16

Seismic Importance Factor (ASCE 7, Table 1.5-2) -------------------------- Ie =1.5 Component Importance Factor Ipe =1.5 Risk category ------------------------------------------------------------------------ IV Mapped spectral response accelerations/parameters

Short period ------------------------------------------------------------------- Ss = 0.117 g 1-second period -------------------------------------------------------------- S1 = 0.061 g

Site class (per Geotechnical Report) ------------------------------------------- D Design spectral response acceleration/parameters

Short period ------------------------------------------------------------------- Sds = 0.125 g 1-second period -------------------------------------------------------------- Sd1 = 0.098 g

Seismic design category ------------------------------------------------------------ C Basic seismic-force-resisting system (ASCE 7, Table 12.2-1) Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems.

Design base shear (ASCE 7, 12.8.1) -------------------------------------------- V = 32 Kips Seismic response coefficient (ASCE 7, 12.8.1.1) ---------------------------- Cs = 0.065 Response modification coefficient (ASCE 7, Table 12.2-1) --------------- R = 3 Analysis procedure ------------------------------------------------------------------ Equivalent lateral force procedure Blast Design Data

Refer to Blast Basis of Design Report by Walter P. Moore dated May 7th 2021. All information provided in drawings is in conformance with the report and information provided by the blast design engineer.

Flood design data

Building is not in a flood hazard area (IBC 1612.3)

Special loads

Handrails and guardrails (IBC 1607.8) ----------------------------------------- 50 PLF/200 Lbs Interior walls and partitions (IBC 1607.15) Horizontal --------------------- 5 psf min.

CODES AND STANDARDS

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

A. 2018 International Building Code (IBC 2018) B. ASCE 7-16, 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 301-16, Specifications for Structural Concrete B. ACI 318-14, Building Code Requirements for Structural Concrete C. ACI 530-13, Building Code Requirements for Masonry Structures D. ACI 530.1-11, Specification for Masonry Structures E. AISC 341-16, Seismic Provisions for Structural Steel Buildings F. AISC 360-16, Specification for Structural Steel Buildings G. AWS D1.1-10, Structural Welding Code - Steel H. SDI Design Manual for Composite Decks, Form Decks and Roof Decks - No. 31

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. Refer to architectural plans for floor depressions, openings, slopes, drains, curbs, pads, embedded items, non-bearing partitions, etc. Refer to mechanical and electrical plans for sleeves, openings, and hangers for pipes, ducts, and equipment.

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

10. 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.

11. 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.

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

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

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

15. Structural observations performed by the Architect/Engineer 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.

16. 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.

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

18. 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.

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

TEMPORARY SHORING AND BRACING

1. Structure is designed to be self-supporting and stable after the building is fully completed.

2. The Contractor shall be responsible for erection procedures and sequence, shall maintain stability of the building and its component parts, and shall be responsible for adequacy of temporary or incomplete construction and connections during erection. Such responsibilities include, but are not limited to: addition of shoring as required to support forms, decks, columns, walls, and other elements as required during construction, sheeting, temporary connections, bracing, guys, or tie-downs necessary to maintain stability of parts, subassemblies, or all of the structure.

3. Contractor shall assume full design responsibility for temporary shoring and bracing, which shall be designed, signed, and sealed by a professional engineer licensed in the jurisdiction where project is located.

4. Temporary shoring shall be maintained throughout construction and shall be removed only after completion of all required supporting elements.

5. Remove any remaining temporary shoring after construction is complete.

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.

AUGERCAST PILES

1. Augercast piles are to be bored in place, pressure injected concrete mortar piles (5,000 psi min.) and shall be installed by a contractor experienced in this type of work. See specifications and geotechnical report for additional requirements.

2. See specifications for load test requirements.

3. See foundation plan for extent of piles.

4. All piles shall be reinforced. Unless noted otherwise, the reinforcement of the piles shall be placed in the center of the piles, spliced where required, and installed before the mortar sets. Non-reinforced piles will not be accepted.

5. Pile size and reinforcing as shown are minimum requirements.

6. Vertical pile allowable load capacity at bearing shall not be less than 130 kips per pile at 50 foot embedment. See geotechnical report for additional requirements.

EARTHWORK SHORING

1. Temporary shoring for grade beams, pile caps, and utility pit structures shall be provided when required by local, state, or OSHA officials or codes at no additional cost to the Owner.

2. Where forces from existing structures, roadways, walks, utility lines, or other encumbrances required for construction come onto shoulders of foundations, utility pit, footing, or grade beam excavations, the Contractor shall provide shoring of adequate size and strength to resist the combined earth and adjacent surcharge pressures.

3. The Contractor shall be responsible for design and placement of shoring and bracing of temporary earth retaining structures required for foundation and footing construction.

4. Local, state, and OSHA safety requirements for personnel working in trenches shall be enforced by the Contractor. The Contractor shall hold the Owner, Architect, and Engineers harmless from claims due to injury from violation of safety requirements resulting from work persons or others working in foundations, trench, or grade beam excavations.

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" C. Exterior face of walls: 2" D. All other wall faces, slabs: 3/4" (#11 and smaller), 1 1/2" (#14 and #18)

3. Furnish bar supports where necessary during construction.

4. Provide pipe sleeves and inserts in concrete work where required. See architectural and mechanical drawings.

5. Obtain approval of Engineer before locating sleeves, holes, or inserts in slabs within

2'-0" of face of columns or anywhere in beams.

6. Construction joints shall be positioned so as not to change the structural design requirements. The location and size of all construction joints shall be approved by the Engineer. Submit proposed pour layout for Engineer's review and approval two weeks prior to placing concrete.

7. Welding of reinforcing bars (including tack welding) is not permitted without permission of Engineer in writing. Where and when permitted, welded rebars shall comply with ASTM A706 (Fy=60 ksi) and welding shall conform to AWS D1.4.

Welding shall be performed by certified welders.

8. 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.

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

10. Splices (grade 60 deformed bars):

A. Lap all compression splices 30 bar diameters of the larger bar.

B. Lap all tension splices in accordance with the following tables. Provide Class

B Tension Lap Splices unless otherwise noted.

C. Increase tension or compression splice lengths by the following factors.

Increases are Cumulative:

1) Epoxy-coated top bars: 1.3

2) Epoxy-coated other bars: 1.5

D. Top bars are defined as horizontal bars with more than 12” of fresh concrete below.

43"

Other 22" 29"

36"

81" 72"

63"

49"

71"

81" 91"

Top

33" 24"

41"

#4

#6

#3

Size

#5

#9 #8

#7

Bar

56"

81"

93" 105"

37" 28"

Top

47" 37"

54"

62" 70"

Other

25" 19"

31" 43"

63"

72" 81"

Top

29" 22"

36" 34"

49"

56" 63"

23" 17"

28"

Class B Tension Lap Splice

91" 102"#10 118" 79" 92" 70"

101" 113"#11 131" 87" 102" 78"

Other f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi

33"

Other 17" 22"

28"

62" 55"

48" 37" 54"

62" 70"

Top

25" 19"

31"

#4

#6

#3

Size

#5

#9 #8

#7

Bar

43" 63"

72" 81"

29" 22"

Top

36"

29" 42"

48" 54"

Other

19" 15"

24"

34" 49"

56" 63"

Top

23" 17"

28"

26" 38"

43" 48"

17" 13"

22"

Class A Development Length, ld

70" 79"#10 91" 61" 70" 54"

78" 87"#11 101" 67" 78" 60"

Other f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi

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 shown on structural drawings 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. The use of masonry cement shall not be permitted.

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

6. Provide a minimum of 24" depth of solid masonry under the bearing ends of all beam lintels, and 8" of solid masonry under the bearing ends of loose lintels.

7. Provide horizontal joint reinforcement per ASTM A82, galvanized, at 16" on center vertically. See specifications. Unless otherwise noted, provide a galvanized ladder type joint reinforcement.

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

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

10. Provide dowels from supporting member (grade beam) for all reinforced walls same size, location, and spacing as wall reinforcing.

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

12. For bars at face of wall, maintain 1/2" clearance from inside face of CMU to reinforcing.

13. Splices (grade 60 deformed bars, f'm=1,500psi):

A. Lap all splices in accordance with the following table.

B. Increase splice length by 50% for epoxy-coated reinforcing.

C. Splice lengths greater than 60" require high lift grouting. The Contractor, at his option, may use open-ended masonry units or mechanical splices for ease of construction.

43"

8" 18"

24"

30"

92"

60"

40"

46"

71" 82"

10"

24"

18"

30"

#4

#6

#3 Size

#5

#9 #8

#7

Bar

61"

24"

18" 6"

32" 40"

46"

61" 74"

12"

24"

18"

30" 40"

46"

61" 69"

16"

24"

18"

30" 54"

63"

72" 82"

26"

18"

40"

Reinforcing at Face of Wall

Reinforcing Centered in Wall Nominal Wall Width

LOOSE LINTEL SCHEDULE

1. Interior lintels shall be shop painted. Lintels exposed to weather shall be 3/8" minimum thickness and hot-dip galvanized.

2. Bottom plates in beam/plate assemblies shall be 1/2" less in width than the supported masonry wall. Stop bottom plates at face of masonry opening.

3. Weld bottom plates to lintels with continuous fillet welds (each side).

4. Steel lintels and lintel plates in exterior walls shall be fabricated, followed by hot-dip galvanizing of the complete assembly.

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

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

7. 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.

8. The following schedules apply to all non-bearing masonry walls where lintels are not indicated on the structural drawings.

A. For 4", 8", 12", and 16" 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 7'-7" to 9'-6" L6 x 3 1/2 x 3/8

B. For 6" walls provide:

Span Limits Lintel Size 0'-0" to 4'-0" WT5x6 4'-1" to 5'-6" WT5x8.5 5'-7" to 9'-6" WT7x11 (interior)

WT7x13 (exterior)

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. High-strength bolts shall be installed in accordance with "Specifications for

Structural Joints Using ASTM A325 or A490 Bolts".

B. A325N or A490N with hardened washers: use for all connections other than slip critical connections.

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

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

E. 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.

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

G. Wherever possible, use framed beam connections as listed in Tables 10-1 to 10-3 of AISC Manual of Steel Construction, 13th edition. The length of connection shall not be less than one-half of the T distance of the beam web.

H. Where reaction is noted, develop same. Where not noted, for non-composite beams, 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. All slip connections shall be provided with a means of preventing the nuts from unthreading.

8. 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.

9. Primer, see specifications.

10. Provide galvanized flexible masonry anchors (lateral ties) on all column faces that abut masonry wall. Anchor spacing to be 2'-0" o.c.

11. See all contract drawings for miscellaneous steel requirements.

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

13. All welding and high strength bolting must be inspected by a qualified testing laboratory. Laboratory shall be approved by the Architect and/or Engineer.

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

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

16. Miscellaneous hanging loads such as stair stringers, pipes, mechanical units, etc., supported by steel members shall be applied in such a manner that no torsional forces are induced in the steel members, i.e., loads shall pass through the centerline of wide flange sections and through the shear center of channels.

STRUCTURAL STEEL WELDING

1. All welding shall be in strict conformance with the latest building code and AWS D1.1.

2. All welding electrodes (filler metal) shall be E70XX (70 ksi), unless otherwise noted.

3. Complete penetration groove welds shall have filler metal with Charpy V-notch toughness of 20 ft.-lbs. average at 0° F.

4. Certify conformance to Charpy V-notch toughness requirements with tests by an independent testing laboratory for each AWS classification, manufacturer, and trade name. The sizes as specified by AWS shall be tested.

5. Lengths of welds are effective lengths. Where length of weld is not shown, it shall be full length of joint. All butt welds shall be full penetration unless otherwise noted.

6. Welders shall be qualified and certified for the work they will be performing and shall have current certifications.

7. Faces of fillet welds exposed to view shall have as-welded surfaces that are reasonably smooth and uniform. No finishing or grinding shall be required, except where clearances or fit of other items may so necessitate.

8. All partial and full penetration welds which are exposed to view shall be ground smooth and flush with finish surface of steel. Holes shall be filled with weld metal or body solder and smoothed by grinding or filing.

9. Clean groove preparation thermal cuts by grinding.

10. Welds shall be terminated at the end of a joint in a manner that will ensure sound welds. Whenever necessary, this shall be done by the use of extension bars and run-off tabs.

11. To assure the proper amperage and voltage of the welding process, a hand-held calibrated amp and volt meter shall be used. This equipment shall be used by the fabricator, erector, and inspectors. Amperage and voltage shall be measured at the arc with this equipment. Travel speed and electrode stick out shall be verified to be in compliance with the electrode manufacturer's recommendations and with the approved WPS.

STEEL DECK

1. The metal decking shall be of the type and gauge as indicated on the drawings.

Decking and all accessories shall be formed from steel sheets conforming to ASTM A653. The steel shall be zinc coated conforming to ASTM A924, Class G60 as required in the specifications. Deck units shall be continuous over three or more spans where possible.

2. Diaphragm action shall be provided for in all areas with welding pattern in accordance with manufacturer's recommendations.

3. All welding of metal deck shall be in accordance with AWS D1.3.

4. All metal deck shall be welded to structural steel by qualified welders experienced in welding light-gauge steel, and using prequalified procedures. The erector shall establish a welding procedure for the arc spot welding weld of the steel decking to the structural steel of a particular gauge used. Prior to the start of erection of steel deck, each welder shall be qualified using this procedure and witnessed by the Contractor's testing agency.

5. Section properties shall be determined according to the Light Gauge Steel Institute.

6. Comply with Steel Deck Institute Specifications for deck attachment and connectors.

7. Steel deck shall be erected and fastened in accordance with the manufacturer's specifications and erection layouts.

ADHESIVE AND EXPANSION ANCHORS

1. For connections to existing concrete, use expansion bolts (HILTI KWIK TZ, or other approved) or adhesive anchors (HILTI HIT-Z rods or rebar with HILTI HIT-HY 200 adhesive, or other approved), with diameter and embedment length as noted on the drawings.

2. For connections to existing hollow solid or grout filled masonry, use adhesive anchors (HILTI HAS-E rods with HILTI HY 270 adhesive, or other approved), with diameter and embedment length as noted on the drawings. Screen tubes shall be used for all connections to hollow masonry.

3. Locate existing reinforcing by means of a rebar detector prior to drilling. Adjust the connection as required to avoid damaging any reinforcing.

4. Notify the Architect or Engineer if the existing concrete or masonry is cracked in the vicinity of the anchors prior to drilling.

ABBREVIATIONS

@ At A.B. Anchor Bolt AESS Architecturally Exposed

Structural Steel ARCH. Architect or Architectural BLDG. Building BLKG. Blocking B.O.F.