W912QR21R0008_Plans_PhaseA-0007.pdf

2'- 0"

4'-0" 1'-6" 1'-6"

1'- 0"

M

IN

.5'- 0"

M

AX

3'- 0"

M

IN

#6@12" CONT, EF

#6@12"

DOWELS X

#6@12" DOWELS X

4" DIA. PERFORATED

DRAIN PIPE, AASHTO

M252, TYPE M; SEE

GRADING PLANS FOR

CONNECTIONS TO

STORM SYSTEM

#6@12" CONT, T&B

#6@12" X

#6@12" X

TOP OF WALL (TOW) ELEVATION

FINISH GRADE (FG)

ELEVATION

TOP OF FOOTING

(TOF) SEE PLAN &

ELEVATION

FG EL

TYPE II GEOTEXTILE

WRAP 1:2 (H:V)

DRAINAGE FILL

DAMPROOFING

1'-0"

UNDISTURBED

EARTH

3" C

OV

ER

DAMPROOFING

4"

M

IN

FILL

TOPSOIL

2" R TYP.

LIGHTLY SANDBLAST

ALL EXPOSED WALL

SURFACES 1

1'- 6"

4'-6" 1'-6" 1'-0"

1'- 0"

M

IN

3'- 6"

M

AX

2'- 6"

M

IN

FG EL

#4@12" CONT, EF

#4@12" O.C.

#4@12"

DOWELS X

#4@12"O.C.

3" C

OV

ER

TOP OF WALL (TOW) ELEVATION

FINISH GRADE (FG)

ELEVATION

4" DIA. PERFORATED DRAIN PIPE,

AASHTO M252, TYPE M; SEE

GRADING PLANS FOR CONNECTIONS

TO STORM SYSTEM

DRAINAGE FILL

DAMPROOFING

#4@12" CONT, T&B

TOP OF FOOTING

(TOF) SEE PLAN &

ELEVATION

UNDISTURBED EARTH

TYPE II GEOTEXTILE

WRAP 1:2 (H:V)

4" M

IN

DAMPROOFING

FILL

TOPSOIL

2" R TYP.

LIGHTLY SANDBLAST

ALL EXPOSED WALL

SURFACES 1

1'- 6"

3'-6" 1'-6"

(1'-0" FOR WALL 7)

1'-0"

1'- 0"

M

IN

2'- 6"

M

AX

2'- 6"

M

IN

FG EL

#4@12" CONT, EF

#4@12"

DOWELS X

#4@12"

DOWELS X

#4@12" CONT, T&B

#4@12" X

TOP OF WALL (TOW) ELEVATION

FINISH GRADE (FG)

ELEVATION

DRAINAGE FILL

DAMPROOFING

TOP OF FOOTING

(TOF) SEE PLAN &

ELEVATION

UNDISTURBED EARTH

4" DIA. PERFORATED DRAIN PIPE,

AASHTO M252, TYPE M; SEE

GRADING PLANS FOR CONNECTIONS

TO STORM SYSTEM

3" C

OV

ER

TYPE II GEOTEXTILE WRAP 1:2 (H:V)

DAMPROOFING

4" M

IN

FILL

TOPSOIL

2" R TYP.

LIGHTLY SANDBLAST

ALL EXPOSED WALL

SURFACES

CENTRAL UTILITY PLANT

NORTH PARKING STRUCTURE

2" DIA x 18" LONG EPOXY COATED

DOWEL @ 12" O.C. CENTERED IN

CONCRETE POUR, GREASE END IN

SLEEVE

CONCRETE WALL

SLEEVE

2" SEALED EXPANSION JOINT

6"

TOP OF WALL - ELEVATION

VARIES

1'- 6"

2" DIA x 18" LONG EPOXY COATED

DOWEL @ 12" O.C. CENTERED IN

CONCRETE POUR, GREASE END IN

SLEEVE

CONCRETE WALL

SLEEVE

2"SEALED EXPANSION JOINT

4"

WALL REINFORCING

4"

3" 3"

NEW PLACEMENTPREVIOUS PLACEMENT

NOTES:

1. DO NOT LAP REINF AT WCJ.

2. IF TREATED AS WCLJ STOP/CUT ALTERNATE HORIZ REINF AT EF.

3. IF TREATED AS WCLJ, BOND BREAKER NOT REQUIRED.

W

AL

L T

HK

PLAN / SECTION

CL WCLJ

NOTES:

1. DO NOT LAP REINF AT WCLJ.

2. STOP/CUT ALTERNATE HORIZ REINF AT WCJ EF.

W

AL

L T

HK

TH

K/

G

RO

OV

E (T

YP

2" GROOVE (TYP)

SEALANT JOINT

PROVIDE 6" WIDE CONT

PVC WATER STOP

VERT REINF

HORIZ REINF, SEE NOTE 2

CONT KEYWAY

SURFACE TREATED W/BOND BEAKER

(CURING COMPOUND, ASPHALTIC

EMULSION OR FORM OIL), SEE NOTE 3

RETAINING SIDE

EXPOSED SIDE

RETAINING SIDE

EXPOSED SIDE

2.00' 2.00'

TH

K/

G

RO

OV

E (T

YP

2" GROOVE (TYP)

2.00' 2.00'

CONTROL GROOVE

HORIZ REINF, SEE NOTES 1 AND 2

VERT REINF

SEALANT JOINT

PLAN / SECTION

ELEVATION / SECTION

PLAN / SECTION

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

EM RA, JY, SH

URS | SMITHGROUP JOINT VENTURE

T 313.983.3600 F 313.983.3636

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Office of

Facilities

Management

B

A

C

D

E

F

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

Louisville, Kentucky

REPLACEMENT VA MEDICAL CENTER

VA Project No. 603-320

TRUE NORTH

PROJECT NORTH

97 8654321 o n e s i x t e e n t h i n c h o n e f o o t o n e t h i r t y s e c o n d t h i n c h o n e f o o t

PROJECT # 14576907/22200.000

OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT - CENTRAL REGION

3001 GREEN BAY ROAD

BUILDING 48

NORTH CHICAGO, IL 60064

T 224.610.3492

U.S. DEPARTMENT OF VETERANS AFFAIRS

500 WEST JEFFERSON ST.

Suite 1600

LOUISVILLE, KY 40202

www.urscorp.com | www.smithgroupjjr.com

CONSTRUCTION DOCUMENTS

20NOV2020

USACE P2 No. 453413

USACE LOUISVILLE DISTRICT

600 DR. MARTIN LUTHER KING PLACE

LOUISVILLE, KY 40202

PHONE: 502-315-6766

FAX: 502-315-6195

CONTRACTING DIVISION OrientationSeal

20NOV2020

PHA CERTIFIED FINAL 20NOV2020

Mark

CS505

CONCRETE RETAINING

WALLS

CONCRETE RETAINING WALL, 5 FT MAX3 SECTION 1/2" = 1'-0"

CONCRETE RETAINING WALL, 3.5 FT MAX4 SECTION 1/2" = 1'-0"

CONCRETE RETAINING WALL, 2.5 FT MAX5 SECTION 1/2" = 1'-0"

NOTES:

1. REFER TO WALL ENLARGEMENT PLANS AND ELEVATIONS ON SHEETS CS511 TO CS514.

2. REFER TO WALL ELEVATIONS ON SHEETS CS511 TO CS514 FOR SECTION LOCATIONS.

3. PROPOSED GRADES SHOWN ON SHEETS CS511 TO CS514 ARE FINAL, PHASE B, GRADES.

CONSTRUCT AND REFER TO MASS GRADING PLANS, SHEETS CG104 TO CG106 FOR PHASE A

GRADES.

4. REFER TO SHEET CS101 FOR GEOTEXTILE MATERIALS AND APPLICATION TABLE.

WALL 5 OVERALL PLAN10 PLAN 1" = 30'

PROPERTY LINE

PROPOSED RETAINING WALL

DETAILS 1, 2 AND 6 NOT USED

DOWELLED EXPANSION JOINT AT WALL7 ELEVATION / SECTION, PLAN / SECTION 1" = 1'-0"

VERTICAL CONSTRUCTION JOINT (WCJ) AT WALL8 PLAN / SECTION 1" = 1'-0"

VERTICAL CONTROL JOINT (WCLJ) AT WALL9 PLAN / SECTION 1" = 1'-0"

10FEB2021AMENDMENT 0007 1

CERTIFIED FINAL

W

2Q R

R

_P ha se A-t h r e e q u a r t e r s 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 h a l f i n c h o n e f o o t t h r e e e i g h t h s 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 h i n c h o n e f o o t

EM RA, JY, SH

URS | SMITHGROUP JOINT VENTURE

T 313.983.3600 F 313.983.3636

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Office of

Facilities

Management

B

A

C

D

E

F

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

Louisville, Kentucky

REPLACEMENT VA MEDICAL CENTER

VA Project No. 603-320

TRUE NORTH

PROJECT NORTH

97 8654321 o n e s i x t e e n t h i n c h o n e f o o t o n e t h i r t y s e c o n d t h i n c h o n e f o o t

PROJECT # 14576907/22200.000

OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT - CENTRAL REGION

3001 GREEN BAY ROAD

BUILDING 48

NORTH CHICAGO, IL 60064

T 224.610.3492

U.S. DEPARTMENT OF VETERANS AFFAIRS

500 WEST JEFFERSON ST.

Suite 1600

LOUISVILLE, KY 40202

www.urscorp.com | www.smithgroupjjr.com

CONSTRUCTION DOCUMENTS

20NOV2020

USACE P2 No. 453413

USACE LOUISVILLE DISTRICT

600 DR. MARTIN LUTHER KING PLACE

LOUISVILLE, KY 40202

PHONE: 502-315-6766

FAX: 502-315-6195

CONTRACTING DIVISION OrientationSeal

20NOV2020

PHA CERTIFIED FINAL 20NOV2020

Mark

CU234

UNDERGROUND STORAGE - TANK 4

UNDERGROUND DETENTION - TANK 4 DIAGRAMMATIC LAYOUT1 N.T.S.

TANK 4 - TYPICAL CONSTRUCTION SECTION2 N.T.S.

TANK 4 - SYSTEM UNIT LAYOUT PLAN3 N.T.S.

TANK 4 - BASE SLAB LAYOUT PLAN4 N.T.S.

LINE EXCAVATION WITH

TYPE III GEOTEXTILE

LINE EXCAVATION WITH

TYPE III GEOTEXTILE

BASIS OF DESIGN PRODUCT

REFER TO NOTES 7 AND 8 ON SHEET CU120

AMENDMENT 0007 1 10FEB2021

CERTIFIED FINAL

W

2Q R

R

_P ha se A-

2-YEAR ORIFICE ELEVATION

STRUCTURE OCS-301

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

588.50

585.50

SIZE (IN)

6.0

NUMBER

FLOW

FLOW

6.00'

DIAMETER

2.0 0'

SU

MP

FLOWFLOW

BAFFLE WALL

BAFFLE WALL

ORIFICE HOLES IN BAFFLE WALL

SEE CHART FOR NUMBER

SIZE AND ELEVATION

1.00'

12" C TO C HOLE

SPACING, TYP.

PLAN OF STRUCTURE

SECTION A-A SECTION B-B

NOTES:

MANHOLE AND OUTLET STRUCTURES TO BE PRECAST

CONCRETE STRUCTURES WITH INTEGRAL BOTTOM.

STRUCTURES TO BE PER ASTM C-478.

A A

B B

25-YEAR ORIFICE ELEVATION

PIPE INLET

100-YEAR STORM ELEVATION/OVERFLOW (TOP OF BAFFLE)

FRAME AND GRATE

(ABOVE)

FINISH GRADE

MANHOLE FRAME AND GRATE

ECCENTRIC CONE SECTION

MANHOLE STEPS

STRUCTURE

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

SIZE (IN)NUMBER

OCS-302

592.60

588.50 NA

T/BAFFLE NA

T/BAFFLE

100-YEAR ORIFICE ELEVATION

10-YEAR ORIFICE ELEVATION

25-YEAR - --

25-YEAR

STRUCTURE

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

SIZE (IN)NUMBER

OCS-303

585.75

T/BAFFLE NA

25-YEAR

STRUCTURE OCS-304

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

587.88

SIZE (IN)NUMBER

STRUCTURE

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

SIZE (IN)NUMBER

OCS-305

593.93

NA

T/BAFFLE NA

T/BAFFLE

25-YEAR

25-YEAR

STRUCTURE

RIM

INLET IE

OUTLET IE

2-YEAR

10-YEAR

100-YEAR

ORIFICE INFO.

SIZE (IN)NUMBER

OCS-307

586.27

T/BAFFLE NA

25-YEAR

587.00 588.57

5.5 6.0

589.99

589.26 6.05

582.3

2.0

584.80

582.65

582.50 584.97

3.0 4.0

582.65

587.62

586.20 5.04

574.91 577.99 579.43

3.6 6.0

581.89 NA

5.54

574.84 574.44

564.11

564.17 567.75

2.9 5.7

563.60

572.63

569.70 6.05

BASIN A

BASIN B

BASIN C

TANK 3

TANK 1

TANK 4

NOTES:

1. BASIS OF DESIGN LAG PUMPS TO BE FLYGT NP3202 LT3~616, 480V, 3-PHASE, 45 HP

PUMPS. PUMPS TO BE COMPLETE REMOVABLE PACKAGE INCLUDING LIFTING RAILS

AND ALL LEVEL CONTROLS, VALVES AND APPURTENANCES NECESSARY.

2. BASIS OF DESIGN LEAD (SUMP) PUMP TO BE BARNES 4SEV7544DS, 480V, 3 PHASE,

7.5 HP., 1750 RPM, PROVIDE PUMP CONTROLLER TO SET PUMP CYCLE FOR

EQUIVALENT DISCHARGE RATE OF 2,500 GALLONS PER HOUR (312 GPM) . PROVIDE

CHECK VALVES IN RISERS. CONNECT PUMP DISCHARGE PIPING TO ADJACENT LAG

PUMP 12" DISCHARGE PIPE. PUMP TO BE INSTALLED AS A REMOVABLE PACKAGE

INCLUDING LIFTING CHAINS. PROVIDE ALL LEVEL CONTROLS, VALVES AND

APPURTENANCES NECESSARY.

3. WET WELL TO BE 18'-10" x 13'-8" CONCRETE STRUCTURE. PROVIDE ROCK ANCHORS

AND 8" MINIMUM THICK CONCRETE LEVELING MAT ON TOP OF EXISTING ROCK

SURFACE. ROCK ANCHORS TO BE DESIGNED BY CONTRACTOR TO RESIST 100,000

LBS OF TOTAL UPLIFT.

4. APPLY TWO COATS OF MASTIC WATERPROOFING TO ENTIRE EXTERIOR SURFACE

OF WET WELL. PROVIDE CONCRETE TOP SECTION WITH CUSTOM PUMP ACCESS

HATCH FOR EACH PUMP CAPABLE OF AASHTO HS-20 LOADING. COORDINATE

ACCESS HATCH SIZE WITH PUMP MINIMUM CLEAR OPENING AND PUMP LIFTING

RAIL REQUIREMENTS. PROVIDE MANHOLE STEPS.

5. PROVIDE AND INSTALL ALL PIPING, APPURTENANCES AND SUPPORTS REQUIRED

TO CONNECT PUMPS TO 18" DISCHARGE PIPE. CHECK VALVES ARE REQUIRED IN

ALL PUMP DISCHARGE PIPING. PIPE MATERIALS TO MEET PUMP MANUFACTURER'S

RECOMMENDATIONS. PIPING SHOWN IS SCHEMATIC AND MAY BE MODIFIED TO

MEET PUMP MANUFACTURER'S REQUIREMENTS. INSTALL UNIONS OR OTHER

APPROVED QUICK DISCONNECT METHOD FOR EASY PUMP REMOVAL

6. PROVIDE AND INSTALL PUMP CONTROLLER AND ALL WIRING, BREAKERS,

DISCONNECTS, CONDUIT AND CONDUCTORS REQUIRED TO OPERATE THE PUMPS.

LOCATE PUMP CONTROLLER IN SOUTH PARKING DECK. COORDINATE WITH SHEET

ES2007. ELECTRICAL CONNECTIONS TO MEET ALL APPLICABLE CODES AND

ORDINANCES.

7. INSTALL COMMUNICATIONS LINES FROM WET WELL AND PUMP CONTROLLER TO

PUMP CONTROLLER LOCATION IN SOUTH PARKING DECK. COORDINATE CABLE

REQUIREMENTS WITH CONTRACTING OFFICER.

8. PROVIDE ADEQUATE AIR RELIEF IN DISCHARGE LINE AS REQUIRED TO PREVENT

AIR LOCK

9. ALL EXTERIOR FORCE MAIN PIPING TO BE RESTRAINED JOINT DUCTILE IRON PIPING

10. PROVIDE AND INSTALL AASHTO HS-20 RATED ACCESS HATCH FOR EACH PUMP.

COORDINATE ACCESS HATCH SIZE REQUIREMENTS WITH PUMP MANUFACTURERS

REQUIREMENTS.

'-1

0"

2'- 0"

9'- 5"

2'- 0"

18" DIP

18" x 16" REDUCER

16" X 12" REDUCING WYE

12" DIP

12" x 45° BEND

12" DIP

12" DIP

16" x 12" REDUCER

12" x 12" WYE

12" x 45° BEND

12" x 45° BEND

16" X 12" REDUCING WYE

12" DIP

MODULAR ELASTOMER SEAL

AT ALL PIPE PENETRATIONS

12" DIP

2'-0" 3'-934" 3'-114"

1'-7" 8"

4'-6" 2'-0"

10'-6" 7'-2"

18" DIP

18" x 16" REDUCER

16" X 12" REDUCING WYE

16" x 12" REDUCER

12" x 12" WYE

16" X 12" REDUCING WYE

12" x 90° BEND

12" CHECK VALVE

PUMP, PUMP SEAT, MOUNTING,

AND LIFTING RAIL AND CHAIN SET

PER PUMP MANUFACTURER.

LIFTING RAIL

MODULAR ELASTOMER SEAL

AT ALL PIPE PENETRATIONS

PIPE SUPPORT

TYP

LEAD PUMP

LAG PUMP

TYPICAL 4

PLACES

BAFFLE WALL

36" RCP IN FROM

STMH-013

1'- 6"

1'- 11 2"

PUMP LEVELS:

LEAD OFF 558.89

LEAD ON 560.89

LAG 1 OFF 560.89

LAG 1 ON 564.00

LAG 2 OFF 564.00

LAG 2 ON 566.00

LAG 3 OFF 566.00

LAG 3 ON 568.88

LAG 4 OFF 568.88

LAG 4 ON 571.46

ALARM : 577.00

NOTE:

LEAD PUMP OFF WHEN

LAG PUMP(S) RUNNING

6'-9"

17'-8"

13'-8"

'-8

3 16

ROCK ANCHOR

TYP

ROCK ANCHOR

CONCRETE LEVELING MAT

1'-

1 4" 3'-

81 2" 3'-

81 2" 3'-

81 2" 3'-

81 2" 2'-

13 4"

ROCK ANCHOR

CONCRETE LEVELING MAT

#10's @ 12" VERT

LAG PUMP

TYP

6" HIGH CONCRETE

ANTI-VORTEX BAFFLE

TYP

OPENINGS

IN BAFFLE

WALL

#6's @ 12" HORIZ

#9's @ 12" TOP & BOT #6's @ 12"

#10's @ 12" EW BOT #8's @ 12" EW TOP

1'- 6"

CONNECT LEAD PUMP 4" DISCHARGE LINE TO

LAG PUMP 12" DISCHARGE LINE WITH

12" x 4" REDUCING WYE

SLOPE FLOOR TO

PUMPS

SLOPE FLOOR TO

PUMPS

BAFFLE

WALL

NOTE:

INSTALL #6, 48"x48" CORNER BARS

@ 12" O.C. HORIZ AT STRUCTURE

CORNERS

TOP OF BAFFLE WALL

9'- 71 2"

18'-10"

9'- 71 2" 6"

3'-0"

LEAD PUMP

OPNG

1'-0" 2'-812" 1'-0" 2'-812" 1'-0" 2'-812" 1'-0" 2'-812" 6"

1'- 9"

OPENINGS IN BAFFLE WALL

TYP

#6 BARS @ 12" O.C. EW

PLACE BARS 2 12" CLEAR

FROM WALL FACE OPPOSITE

36" STORM SEWER

EXTEND BARS 10" INTO

STRUCTURE SIDE WALL

TWO #6 BARS x 48" LONG

EXTEND BARS 10" INTO

STRUCTURE FLOOR

TYP BETWEEN OPENINGS

ACCESS HATCH

PLAN

SECTION ASECTION B

BAFFLE WALL ELEVATION

36" RCP

IN FROM

STMH-013

NOTE:

LEAD PUMP NOT SHOWN

W12x26, CENTERED BETWEEN PUMPS

COORDINATE MEMBER SIZE WITH MINIMUM

HATCH SIZE AND PUMP CLEARANCE

REQUIREMENTS

W12x26

W12x26

W12x26

W12x26

BEAM POCKET

FOR ROOF BEAMS

TYP

ROOF BEAM

TYP

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

EM RA, JY, SH

URS | SMITHGROUP JOINT VENTURE

T 313.983.3600 F 313.983.3636

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Office of

Facilities

Management

B

A

C

D

E

F

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

Louisville, Kentucky

REPLACEMENT VA MEDICAL CENTER

VA Project No. 603-320

TRUE NORTH

PROJECT NORTH

97 8654321 o n e s i x t e e n t h i n c h o n e f o o t o n e t h i r t y s e c o n d t h i n c h o n e f o o t

PROJECT # 14576907/22200.000

OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT - CENTRAL REGION

3001 GREEN BAY ROAD

BUILDING 48

NORTH CHICAGO, IL 60064

T 224.610.3492

U.S. DEPARTMENT OF VETERANS AFFAIRS

500 WEST JEFFERSON ST.

Suite 1600

LOUISVILLE, KY 40202

www.urscorp.com | www.smithgroupjjr.com

CONSTRUCTION DOCUMENTS

20NOV2020

USACE P2 No. 453413

USACE LOUISVILLE DISTRICT

600 DR. MARTIN LUTHER KING PLACE

LOUISVILLE, KY 40202

PHONE: 502-315-6766

FAX: 502-315-6195

CONTRACTING DIVISION OrientationSeal

20NOV2020

PHA CERTIFIED FINAL 20NOV2020

Mark

CU235

OUTLET CONTROL

STRUCTURE DETAILS

OUTLET CONTROL STRUCTURES1 N.T.S.

SOUTH PUMP STATION - PS-6022 N.T.S.

MAXIMUM ALLOWABLE DISCHARGE RATES (CFS)

2-YEAR 10-YEAR 25-YEAR 100-YEAR

TANK-1 (OCS-305) 3.39 7.22 9.50 12.93

TANK-3 (OCS-304) 2.41 9.90 15.14 23.58

TANK-4 (OCS-307) 1.69 6.94 10.62 16.54

UNDERGROUND DETENTION SYSTEM BASIS OF DESIGN:

1. BASIS OF DESIGN MANUFACTURER FOR UNDERGROUND DETENTION SYSTEM IS STORMTRAP PRECAST

CONCRETE DETENTION UNITS.

2. CONTRACTOR MAY MAY ELECT TO USE SUBSTITUTE UNDERGROUND DETENTION SYSTEM MEETING THE

FOLLOWING REQUIREMENTS.

3. SUBSTITUTE UNDERGROUND DETENTION SYSTEM MUST BE DESIGNED BY A LICENSED PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF KENTUCKY

4. SUBSTITUTE SYSTEM MUST BE WATER TIGHT.

5. SUBSTITUTE SYSTEM MAY NOT USE AN OPEN BOTTOM / AGGREGATE BASE DESIGN.

6. UNDERGROUND PIPE SIZE OR VAULT HEIGHT SHALL NOT BE LESS THAN 36-INCHES.

7. UNDERGROUND DETENTION SYSTEM SHALL HAVE A MINIMUM OF TWO ACCESS-WAYS FOR MAINTENANCE

AND INSPECTION OF THE ENTIRE DETENTION SYSTEM.

8. UNDERGROUND DETENTION SYSTEMS SHALL DISCHARGE THROUGH A MULTI-STAGE CONTROLLED

OUTLET. DISCHARGE RATES MAY NOT EXCEED THE PRE-CONSTRUCTION DISCHARGE RATES FOR THEIR

TRIBUTARY AREAS. MAXIMUM DISCHARGE RATES ARE AS LISTED IN THE TABLE BELOW:

9. DESIGN, LAYOUT, SHOP DRAWINGS AND CALCULATIONS MUST BE PROVIDED TO THE CONTRACTING

OFFICER FOR RECORD KEEPING PURPOSES.

14. THE CONFIGURATION OF A SUBSTITUTE UNDERGROUND DETENTION SYSTEM MAY NOT INTERFERE WITH

OR IMPACT DESIGN AND INSTALLATION OF OTHER SITE SYSTEMS.

15. DESIGN OF SUBSTITUTE SYSTEM IS CONSIDERED PART OF THE CONTRACTOR'S BIDDING PROCESS.

DESIGN FEES ASSOCIATED WITH THE CONTRACTOR'S PREPARATION OF SUBSTITUTE SYSTEM WILL NOT

BE REIMBURSED.

PREFABRICATED WATER QUALITY UNITS BASIS OF DESIGN:

1. BASIS OF DESIGN MANUFACTURER FOR UNDERGROUND DETENTION SYSTEM IS STORMTRAP PRECAST

CONCRETE WATER QUALITY UNITS.

2. CONTRACTOR MAY MAY ELECT TO USE SUBSTITUTE MANUFACTURER FOR PREFABRICATED WATER

QUALITY UNITS.

3. PREFABRICATED UNITS MUST BE 'OFF-LINE' DESIGN

4. SUBSTITUTE UNITS MUST MEET THE CURRENT 80-PERCENT TOTAL SUSPENDED SOLIDS REMOVAL

CRITERIA CONTAINED IN CHAPTER 18 OF THE LATEST MSD DESIGN MANUAL. AND CURRENT CITY OF

LOUISVILLE / MSD GREEN INFRASTRUCTURE ORDINANCE AND DESIGN REQUIREMENTS.

5. CONTRACTOR MAY USE MANUFACTURER AND UNITS PRE-APPROVED BY MSD. CONTACT MSD FOR

CURRENT LIST OF MANUFACTURERS AND MODELS.

6. PREFABRICATED UNITS MUST BE CAPABLE OF TREATING THE FLOW RATES LISTED BELOW, RATES ARE CALCULATED USING THE RAINFALL INTENSITY OF 2.82 INCHES/HOUR RAINFALL INTENSITY PER CHAPTER

18 OF 2015 EDITION OF THE MSD DESIGN MANUAL.

7. DESIGN, LAYOUT, AND SHOP DRAWINGS MUST BE PROVIDED TO THE CONTRACTING OFFICER FOR

RECORD KEEPING PURPOSES.

8. THE CONFIGURATION OF A SUBSTITUTE UNDERGROUND DETENTION SYSTEM MAY NOT INTERFERE WITH

OR IMPACT DESIGN AND INSTALLATION OF OTHER SITE SYSTEMS.

9. ANY DESIGN ASSOCIATED WITH SUBSTITUTE PREFABRICATED WATER QUALITY UNITS IS CONSIDERED PART OF THE CONTRACTOR'S BIDDING PROCESS. DESIGN FEES ASSOCIATED WITH THE CONTRACTOR'S

PREPARATION OF SUBSTITUTE SYSTEM WILL NOT BE REIMBURSED.

WATER QUALITY TREATMENT RATES (CFS)

STRUCTURE UPSTREAM

STRUCTURE

DOWNSTREAM

STRUCTURE TREATMENT RATE

WQ-501-4 STMH-051 TANK 1 7.88

WQ-503-6 CB-213 TANK 3 23.47

WQ-503-7 CB-215 TANK 3 0.48

WQ-504-8 STMH-011 TANK 4 3.21

WQ-504-9 STMH-019 TANK 4 15.89

PUMP STATION BASIS OF DESIGN:

1. BASIS OF DESIGN MANUFACTURER FOR STORMWATER PUMPS ARE AS LISTED IN NOTES 1 AND 2 ABOVE DETAIL.

2. CONTRACTOR MAY ELECT TO USE SUBSTITUTE PUMP MODELS / MANUFACTURER MEETING THE FOLLOWING REQUIREMENTS.

3. LAG PUMPS MUST BE CAPABLE OF PUMPING THE COMBINED OUTFLOWS FROM SURFACE DETENTION BASIN C, AND UNDERGROUND DETENTION TANKS 3 AND 4 FOR THE 2, 10, 25 AND 100-YEAR RAINFALL

EVENTS.

4. LAG PUMPS MUST BE CAPABLE OF PUMPING A MINIMUM OF 4,000 GPM INDIVIDUALLY WITH A COMBINED MINIMUM PUMPING CAPACITY OF 15,000 GPM WITH A VERTICAL LIFT OF 27-FEET, WITH TOTAL

DYNAMIC HEAD OF 36.5-FEET.

5. LAG PUMPS SHALL NOT RUN AT WATER LEVELS IN THE WET WELL THAT ARE BELOW THOSE INDUCED BY RAIN EVENTS LESS THAN THE 2-YEAR EVENT.

6. LEAD PUMP SHALL BE CAPABLE OF PUMPING 350 GPM AT 27-FEET OF VERTICAL LIFT.

7. LEAD PUMP SHALL RUN AT WATER LEVELS IN THE WET WELL THAT ARE BELOW THOSE INDUCED BY THE 2-YEAR RAIN EVENT.

8. WET WELL DESIGN SHOWN ABOVE IS TAILORED TO SPECIFIC BASIS OF DESIGN PUMP MODELS MANUFACTURED BY FLYGT AND BARNES. CONTRACTOR SHALL PROVIDE WET WELL DESIGN TAILORED TO

SUBSTITUTE PUMP MODEL'S AND MANUFACTURER'S REQUIREMENTS .

9. CONTRACTOR'S SUBSTITUTE PUMP STATION MUST BE PROVIDED AS A COMPLETE, OPERABLE PACKAGE. ALL PUMPS, PUMP CONTROLS, LIFTING RAILS, LIFTING CHAINS, ACCESS HATCHES, PIPING, VALVES, FITTINGS AND APPURTENANCES MUST BE INCLUDED.

10. CONTRACTOR SHALL COORDINATE POWER REQUIREMENTS FOR SUBSTITUTE PUMP STATION WITH THOSE SHOWN IN THE CONTRACT DOCUMENTS. REVISIONS OR MODIFICATIONS TO THE POWER AND OR

CONTROLLER REQUIREMENTS WILL BE INCLUDED WITH THE CONTRACTOR'S PRICE FOR THE SUBSTITUTED PUMP STATION

11. CONTRACTOR SHALL DESIGN WET WELL ASSOCIATED WITH SUBSTITUTE PUMP STATION FOR AASHTO HS-20 LOADING.

12. CONTRACTOR SHALL DESIGN WET WELL ASSOCIATED WITH SUBSTITUTE PUMP STATION TO RESIST BUOYANCY INDUCED BY GROUND WATER LEVELS TO THE TOP OF THE WET WELL.

13. DESIGN, LAYOUT, AND SHOP DRAWINGS MUST BE PROVIDED TO THE CONTRACTING OFFICER FOR RECORD KEEPING PURPOSES.

14. SUBSTITUTE PUMP STATION MUST BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF KENTUCKY.

15. THE CONFIGURATION OF A SUBSTITUTE PUMP STATION MAY NOT INTERFERE WITH OR IMPACT DESIGN AND INSTALLATION OF OTHER SITE SYSTEMS.

16. DESIGN OF SUBSTITUTE PUMP STATION IS CONSIDERED PART OF THE CONTRACTOR'S BIDDING PROCESS. DESIGN FEES ASSOCIATED WITH THE CONTRACTOR'S PREPARATION OF SUBSTITUTE PUMP

STATION WILL NOT BE REIMBURSED.

AMENDMENT 0007 1 10FEB2021

CERTIFIED FINAL

W

2Q R

R

_P ha se A-

CU237D

C7

TYP

8' - 6" 7' - 8" 7' - 8" 7' - 8" 7' - 8" 7' - 8" 7' - 8" 8' - 6"

4' - 0"5' - 3"2' - 6"5' - 2"2' - 6"5' - 2"2' - 6"5' - 2"2' - 6"5' - 2"2' - 6"5' - 2"2' - 6"5' - 2"2' - 6"5' - 3"4' - 0"

5' - 0" 7' - 3" 3' - 0" 12' - 9" 3' - 0" 12' - 9" 3' - 0" 7' - 3" 5' - 0"

CU237C

B6

TYP

CU237B

C7

TYP

CU237B

B7

TYP

TOC

548.30

CONCRETE PAVING

ELEVATION

SEE CIVIL

PROVIDE CONCRETE TOPPING TO ACHIEVE SLOPE

AS SHOWN IN THE MAT SLAB GRADING PLAN

SEE GENERAL NOTES AND CONCRETE SPEC FOR

SURFACE PREP

TOP OF ROCK

SEE CIVIL

PERIMETER DRAIN

BEHIND WALL

SEE CIVIL DRAWINGS

COMPACTED

GRANULAR BACKFILL

TO FOLLOW SLOPE

GRANULAR BACKFILL TO MEET

REQUIREMENTS OF THE

GEOTECHNICAL REPORT

TO BE APPROVED BY GEOTECHNICAL

ENGINEER OR THIRD PARY INSPECTOR

PRIO TO PLACEMENT

BOTTOM OF CONCRETE ELEVATION

583.10

PAVEMENT

#10 @ 6" O.C BOTH SIDES

#7 @ 6" O.C BOTH SIDES

4' - 0"

#7 @ 12" O.C T&B

#5 @ 12" O.C T&B

#8 CORNER BAR TO MATCH

VERTICAL REINFORCEMENT

IN WALL

TOC

548.30

PROVIDE CONCRETE TOPPING TO ACHIEVE SLOPE

AS SHOWN IN THE MAT SLAB GRADING PLAN

SEE GENERAL NOTES AND CONCRETE SPEC FOR

SURFACE PREP

TOP OF ROCK

SEE CIVIL

PERIMETER DRAIN

BEHIND WALL

SEE CIVIL DRAWINGS

COMPACTED

GRANULAR BACKFILL

TO FOLLOW SLOPE

COMPACTED GANULAR BACKFILL TO

MEET REQUIREMENTS OF THE

GEOTECHNICAL REPORT

TO BE APPROVED BY GEOTECHNICAL

ENGINEER OR THIRD PARTY

INSPECTOR PRIOR TO PLACEMENT

CU237B

B7

TYP

CU237C

B6

TYP

CU237D

C7

TYP

BOTTOM OF CONCRETE ELEVATION

583.10

CONCRETE PAVING

ELEVATION

SEE CIVIL

PAVEMENT

548.90

548.90

SEE MAT SLAB PLAN

S E

E M

A T

S

LA

B P

LA

N

548.45

548.74

548.30

OUTLET INVERT

P lo t D at e th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s 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 th in c h o n e fo o t

CONSTRUCTION DOCUMENTS -

URS | SMITHGROUP JOINT VENTURE

500 WEST JEFFERSON ST.

Suite 1600

LOUISVILLE, KY 40202

T 313.983.3600

F 313.983.3636 www.urscorp.com | www.smithgroupjjr.com

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Office of Facilities

Management

B

A

C

D

E

F

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321 o n e s ix te e n th in c h o n e fo o t o n e th ir ty s e c o n d th in c h o n e fo o t

PROJECT # 14576907/22200.000

OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT - CENTRAL REGION

3001 GREEN BAY ROAD

BUILDING 48

NORTH CHICAGO, IL 60064

T 224.610.3492

U.S. DEPARTMENT OF VETERANS AFFAIRS

SHEET INDEX ID:

USACE LOUISVILLE DISTRICT

600 DR. MARTIN LUTHER KING PLACE

LOUISVILLE, KY 40202

PHONE: 502-315-6766

FAX: 502-315-6195

CONTRACTING DIVISION

OrientationSeal

CERTIFIED FINAL

Mark 20NOV2020

2/ 8/

:4

0:

P M

10FEB2021

CU237D

SANITARY TANK ELEVATION VIEW

ANDREA

REYNOLDS

KYLE

GERARD

Louisville, Kentucky

REPLACEMENT VA MEDICAL CENTER

603-320

SITE STRUCTURES.SANITARY TANK-CU237D-STRUCTURAL

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

C1

SANITARY TANK ELEVATION VIEW

SCALE: 1" = 1'-0"

C7

TYPICAL CONNECTION BETWEEN SLAB AND SANITARY WALL

ROUGHN SURFACE TO 1/4" AMPLITUDE

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

F1

SANITARY TANK ELEVATION VIEW

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

E7

MAT SLAB GRADING PLAN

PHA CERTIFIED FINAL 20NOV2020

AMENDMENT 0007 1 10FEB2021

W

2Q R

R

_P ha se A-

PARKING GARAGE FRAMING AND DURABILITY CRITERIA

1. FRAMING SYSTEM SHALL UTILIZE PRECAST-PRESTRESSED DOUBLE TEES, PRE-TOPPED, AS INDICATED IN DRAWINGS. FIELD TOPPING SHALL BE PLACED TO CREATE FLUSH SURFACE BETWEEN ADJOINING DOUBLE TEES, TO PROVIDE FIELD CONNECTIONS TO SUPPORTING MEMBERS, AND TO CREATE DRAINAGE CONTOURS ADJACENT TO WALLS AND FOR DIRECTION OF SURFACE FLOW TOWARDS DRAINS. SEE

PLANS FOR DRAINAGE CONTOUR INTENT.

2. BASED UPON DRAINAGE PROFILE, MANY OF THE PRECAST DOUBLE TEE MEMBERS WILL REQUIRE "SECONDARY DRAINAGE WARPING" DURING MANUFACTURE TO ACHIEVE PROFILE FOR CROSS-SLOPE WITHIN THE PRE-TOPPED CONFIGURATION.

3. GARAGE CLEARANCES SHALL MAINTAIN 8'-4" IN ALL AREAS, INCLUDING AT TRANSITION POINTS FOR RAMPS WITH DRAINAGE CONTOURS.

THE INTENT IS TO ALIGN DRAINAGE CONTOUR ELEMENTS SUCH THAT THE PLAN POSITION MATCHES FLOOR-TO-FLOOR WITHOUT

REDUCTION OF CLEARANCE.

4. DOUBLE-TEE FLANGE CONNECTIONS SHALL UTILIZE STAINLESS STEEL. DOUBLE-TEE FLANGE-TO-FLANGE CONNECTIONS AT 6’- 0” SPACING, OR LESS. FIRST FLANGE CONNECTIONS LESS THAN OR EQUAL TO 2’- 0” FROM THE ENDS OF DOUBLE- TEES.

5. THREADED CONNECTERS SHALL BE ELECTROPLATED (MINIMUM COATING). HOT-DIPPED GALVANIZING FOR ALL OTHER CONNECTORS AND PLATES. SCOURING AND PAINTING WITH A LIQUID GALVANIZING COATING SHALL BE APPLIED TO ALL HOT-DIPPED GALVANIZED PLATE

WELDS.

6. EPOXY COATING SHALL BE APPLIED TO THE ENDS OF PRE-STRESSING STRANDS IN ALL HORIZONTAL FRAMING MEMBERS (BEAMS, TEES

AND SLABS). COATING SHALL EXTEND A MINIMUM 1’-6” INTO CAST MEMBER.

7. EPOXY COATING SHALL BE APPLIED TO ALL TOPPING STEEL REINFORCING BARS AND STEEL WIRE REINFORCEMENT.

8. PROVIDE TWO INCHES MINIMUM CONCRETE COVER FOR LONGITUDINAL STEEL REINFORCING BARS AT ALL HORIZONTAL FRAMING

MEMBERS. PROVIDE 1-1/2 INCHES MINIMUM CONCRETE COVER FOR BEAM STIRRUPS.

9. PROVIDE TWO INCHES OF CONCRETE COVER AT ALL COLUMNS AND SHEAR WALL LONGITUDINAL STEEL REINFORCING BARS. PROVIDE

1-1/2 INCHES MINIMUM CONCRETE COVER FOR COLUMN AND PIER TIES.

10. MINIMUM CONCRETE PROPERTIES FOR PRECAST ELEMENTS SHALL BE AS FOLLOWS:

• MINIMUM COMPRESSIVE STRENGTH = 5000psi AT 28 DAYS FOR ALL GARAGE COMPONENTS

• MINIMUM COMPRESSIVE STRENGTH = 6000psi AT 28 DAYS FOR ALL MEMBERS WITH DIRECT EXPOSURE TO VEHICLE TRAFFIC, UNLESS SEPARATE SURFACE POTECTION SYSTEM IS PROVIDED.

• MAXIMUM WATER-TO-CEMENT RATIO = 0.38

11. MINIMUM CONCRETE PROPERTIES FOR FIELD-CAST ELEMENTS AND TOPPING INFILL SHALL BE AS FOLLOWS:

• MINIMUM COMPRESSIVE STRENGTH = 5500psi AT 28 DAYS

• MAXIMUM WATER-TO-CEMENT RATIO = 0.40

• SEE PROJECT SPECIFICATIONS FOR CORROSION INHIBITING ADMIXTURE.

12. ALL CONCRETE FOR PIT STRUCTURES AND RETAINING WALLS SHALL INCLUDE AN INTEGRAL WATER-REPELLANT ADMIXTURE.

P lo t D at e:

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

CONSTRUCTION DOCUMENTS -

URS | SMITHGROUP JOINT VENTURE

500 WEST JEFFERSON ST.

Suite 1600

LOUISVILLE, KY 40202

T 313.983.3600 F 313.983.3636 www.urscorp.com | www.smithgroupjjr.com

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Office of Facilities

Management

B

A

C

D

E

F

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

TRUE NORTH

PROJECT NORTH

97 8654321 o n e s ix te e n th in c h o n e fo o t o n e th ir ty s e c o n d th in c h o n e fo o t

PROJECT # 14576907/22200.000

OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT - CENTRAL REGION

3001 GREEN BAY ROAD

BUILDING 48

NORTH CHICAGO, IL 60064

T 224.610.3492

U.S. DEPARTMENT OF VETERANS AFFAIRS

SHEET INDEX ID:

NON-SPRINKLERED

USACE LOUISVILLE DISTRICT

600 DR. MARTIN LUTHER KING PLACE

LOUISVILLE, KY 40202

PHONE: 502-315-6766

FAX: 502-315-6195

CONTRACTING DIVISION

OrientationSeal

CERTIFIED FINAL

Mark

2/ 9/

:1

8:

P M

10FEB2021

SF003F

SOUTH PARKING STRUCTURAL

GENERAL NOTES

EJM SAH

Louisville, Kentucky

REPLACEMENT VA MEDICAL CENTER

VA Project No. 603-320 USACE P2 No. 453413

601.07.1.S0-SF003F-STRUCTURAL

20NOV2020

8. NO LOADS SHALL BE HUNG FROM STEEL ROOF DECK.

7. STEEL DECK CROSS SECTIONS ARE ONLY REPRESENTED DIAGRAMMATICALLY ON THE DRAWINGS.

S= 0.247 IN3/FT S= 0.240 IN3/FT

I= 0.212 IN4/FT I= 0.195 IN4/FT

1.5" DEEP ROOF DECK - TYPE B (20 GAGE) 1.5" DEEP STEEL COMPOSITE FLOOR DECK

6. THE DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

5. FOR CONCRETE FILLED FLOOR DECK, DECK SHALL BE PUDDLE WELDED (5/8" DIAMETER MINIMUM) TO THE SUPPORTS AT 12" CENTERS MAXIMUM WI...

4. UNLESS NOTED OTHERWISE, ROOF DECK SHALL BE PUDDLE WELDED (5/8" DIAMETER MINIMUM) TO THE SUPPORTS AT 12" CENTERS MAXIMUM WITH THE FIRST AND LAST RIBS OF EACH SHEET WELDED TO THE SUPPORTS. AT BRACED FRAMES, MOMENT FRAMES, BUILDING PERIMETER AND HIGH AND LOW ROOF STEP ELEVATIONS, PROVIDE PUDDLE WELDS AT 6" ON CENTER MAXIMUM. SPACE WELDS AT 6" CENTERS IN THE CORNER AND PERIMETER AREAS BASED ON ROOF AREA DEFINITIONS OF FM LOSS PREVENTION DATA SHEET 1-28. SIDE LAPS SHALL BE SCREWED WITH #10 SELF-TAPPING SCREWS AT 36" ON CENTER. MECHANICAL FASTENING WITH HILTI X-HSN 24 AND HILTI X-ENP 19 FASTENERS IN LIEU OF WELDING

PERMITTED WITH PRIOR APPROVAL FROM RESIDENT ENGINEER.

3. ROOF DECK SHALL BE GALVANIZED (G-90), UNLESS NOTED OTHERWISE.

2. DECK SHALL INCLUDE ALL MISCELLANEOUS CLOSURE PIECES, METAL SCREEDS, ROOF CURBS, DRAIN SUMP PANS, REINFORCING AROUND OPENINGS, ETC. REQUIRED TO MAKE A COMPLETE JOB. MISCELLANEOUS ITEMS SHALL BE GALVANIZED AND SHALL BE NO THINNER THAN 18 GAGE.

1. STEEL DECK FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST STEEL DECK INSTITUTE SPECIFICATIONS.

STEEL DECK

HEAVIER GAGE STUDS OR TIGHTER SPACING MAY BE REQUIRED AT CORNERS, LONGER SPANS, WALL OPENINGS, ETC. CRITERIA LISTED ABOVE IS

A MINIMUM REQUIREMENT.

NOTE:

(600S162-43)

Sx-x = 0.77 IN3

Ix-x = 2.32 IN4

DEPTH = 6"

GAGE = 18 SEE STRUCTURAL DESIGN LOAD SECTION OF THE GENERAL NOTES FOR CRITERIA

EXTERIOR WALLS WIND LOADING

MINIMUM DESIGN REQUIREMENTS AND SECTION PROPERTIES (MAXIMUM SPACING = 16" ON CENTER)

- CANTILEVER/200 FOR CANTILEVERS, BUT NO GREATER THAN 3/8" AT ANY WINDOW CONDITION

- SPAN/400 FOR SIMPLE SPANS

- CFS BACKING UP METAL PANEL OR OTHER DUCTILE FACADE MATERIALS

- CANTILEVER/300 FOR CANTILEVERS

- SPAN/600 FOR SIMPLE SPANS

- CFS BACKING UP BRICK

10. DEFLECTION CRITERIA FOR CFS FACADE BACKUP, UNDER THE 10-YEAR WIND AS DEFINED BY ASCE-7 ARE AS FOLLOWS:

9. WINDOW AND DOOR HEADS SHALL BE FRAMED WITH JOIST SECTIONS SUFFICIENT TO CARRY THE WEIGHT OF THE WALL ABOVE AND TRANSFER WINDOW AND WALL LATERAL FORCES TO THE JAMBS. JAMB SECTIONS SHALL CONSIST OF HEAVIER GAGE STUDS, MULTIPLE STUDS OR BOTH AS

REQUIRED TO PROVIDE LATERAL SUPPORT FOR WINDOW AND DOOR OPENINGS.

8. PROVIDE AND COORDINATE VERTICAL SLIP CONNECTIONS TO STRUCTURAL STEEL MEMBERS WHERE REQUIRED.

7. PROVIDE CONNECTIONS, BRACES, BRIDGING AND RUNNER TRACKS (MINIMUM 16 GAGE, BUT NOT LESS THAN GAGE OF SUPPORTED STUD) TO DEVELOP THE FULL CAPACITY OF THE MEMBERS. PROVIDE CLIPS, CONNECTIONS, STRAPPING FOR TEMPORARY LATERAL BRACING AND ALL

ITEMS NECESSARY FOR COMPLETE INSTALLATION.

6. COORDINATE WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR ALL LIGHT GAGE FRAMING LOCATIONS AND REQUIREMENTS. COORDINATE

LOCATIONS AND DESIGN FOR ALL WALL HUNG EQUIPMENT.

5. TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED. WALL STUD BRIDGING SHALL BE INSTALLED IN A MANNER AS TO PREVENT ROTATION AND ALSO IN A MANNER TO PROVIDE RESISTANCE TO BOTH MINOR AXIS BENDING AND ROTATION. BRIDGING ROWS SHALL BE

EQUALLY SPACED AT 4'-0" ON CENTER MAXIMUM, UNLESS APPROVED OTHERWISE.

4. HANDLING AND LIFTING OF PREFABRICATED PANELS SHALL BE DONE IN SUCH A MANNER AS TO NOT CAUSE DISTORTION IN ANY MEMBER.

TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE. STUDS SHALL BE PLUMBED, ALIGNED AND SECURELY ATTACHED TO THE FLANGES OR WEBS OF BOTH UPPER AND LOWER TRACKS. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS AND ABOVE WINDOW AND DOOR HEADS, AT FREE-STANDING RAILS AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE SECURELY ATTACHED TO

SUPPORTING MEMBERS.

3. THE CONTRACTOR IS RESPONSIBLE FOR THE FINAL DESIGN AND PERFORMANCE OF ALL COLD-FORMED LIGHT GAGE STEEL FRAMING. ALL SIZES, GAGES AND DESIGN REQUIREMENTS SHOWN ON THESE DRAWINGS ARE TO BE CONSIDERED MINIMUM REQUIREMENTS AND NOT FINAL REQUIREMENTS. PRIOR TO FABRICATION OF FRAMING, THE CONTRACTOR SHALL SUBMIT FABRICATION AND ERECTION DRAWINGS TO THE A/E FOR APPROVAL. COMPLETE CALCULATIONS SHALL BE SUBMITTED WITH THE FABRICATION DRAWINGS FOR ALL METAL STUD FRAMING. THE CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF KENTUCKY.

2. STRUCTURAL STUDS, JOISTS, BRIDGING AND ACCESSORIES SHALL HAVE A MINIMUM YIELD STRENGTH OF 50000 PSI FOR 16 GAGE AND THICKER MATERIALS AND 33000 PSI FOR MATERIALS THINNER THAN 16 GAGE. ALL COLD-FORMED STEEL FRAMING ASSOCIATED WITH THE PARKING

GARAGE STRUCTURE SHALL BE HOT-DIP GALVANIZED TO A MINIMUM G90 THICKNESS.

1. DETAILING AND FABRICATION OF ALL COLD-FORMED STRUCTURAL MEMBERS SHALL CONFORM TO THE AISI SPECIFICATIONS FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS, LATEST EDITION.

COLD-FORMED LIGHT GAGE STEEL FRAMING

7. ALL GALVANIZING SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780.

6. ALL GRATING SHALL BE GALVANIZED ACCORDING TO ASTM A123 GRADE 100. ALL GALVANIZING SHALL BE PERFORMED AFTER FABRICATION AND

THE GRATING SHALL BE STRAIGHTENED IF DISTORTED DURING THE PROCESS.

5. ALL CUT-OUTS AND NOTCHES SHALL BE SHOP FABRICATED.

4. ALL GRATING SHALL BE CONNECTED TO SUPPORTING STEEL BY WELDING EVERY 5TH BEARING BAR WITH 1/8" X 1" LONG FILLET WELD TO EACH SUPPORT OR BY MECHANICAL FASTENERS INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WHERE GRATING IS REMOVABLE, CONNECT

WITH STANDARD BOLTED FASTENER EVERY 5TH BEARING BAR TO EACH SUPPORT.

3. ALL GRATING SHALL HAVE NON-SLIP SURFACES UNLESS NOTED OTHERWISE. ALL STAIR TREADS SHALL HAVE SOLID, NON-SLIP NOSING.

2. ALL GRATING SHALL BE BANDED ON EDGES AT CUT-OUTS.

1. ALL GRATING MATERIAL SHALL CONFORM WITH ASTM A36 OR ASTM A569.

STEEL GRATING

17. ALL EXTERIOR HSS SHALL INCLUDE MINIMUM 1/4" THICK CAP PLATE WITH SEAL WELD FOR POINTS OF TERMINATION AND/OR CONNECTION TO OTHER MEMBERS. WHERE CONNECTION IS BY ABUTTING WELDED CONNECTION ("CANTILEVER BEAM" PER C5/SF553F AND DETAILS "A" AND "C" PER F1/SF553F), THE CAP PLATE MAY BE OMITTED TO FACILITATE FIELD-WELDING TO SUPPORT MEMBER.

16. UNO, ALL STEEL ASSOCIATED WITH PARKING STRUCTURESHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. GALVANIZING SHALL BE REMOVED PER AWS D-19.0, "WELDING ZINC COATED STEEL", PRIOR TO FIELD WELDING. WELDS SHALL BE TOUCHED-UP WITH TWO COATS OF ZINC-RICH PAINT. PROVIDE VENT/DRAINAGE HOLES IN HSS MEMBERS (MINIMUM 3/4Ø, BOTTOM SIDE OF HORIZONTAL MEMBERS, WITHIN 2" OF BASE FOR VERTICAL MEMBERS) PRIOR TO GALVANIZING. FOR HORIZONTAL TUBES, LOCATE THE VENT/DRAIN HOLES IN THE BOTTOM FACE.

15. PROVIDE A NON-METALLIC, NON-SHRINK GROUT UNDER ALL COLUMN BASE PLATES AND BEAM BEARINGS.

14 COLUMN SPLICES SHALL BE DESIGNED IN ACCORDANCE WITH TABLE 14-3, 14TH EDITION OF THE AISC "STEEL CONSTRUCTION MANUAL".

13. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF STEEL FRAMING MEMBERS.

12. TRUSS MEMBERS AND BRACING CONNECTIONS SHALL BE DESIGNED FOR THE FORCES INDICATED ON THE DRAWINGS.

11. MOMENT CONNECTIONS INDICATED ON THE DRAWINGS SHALL BE DESIGNED FOR THE MOMENTS NOTED. IF NO DESIGN MOMENT IS INDICATED, THEN

THE FULL CAPACITY OF THE SECTION MUST BE DEVELOPED.

DESIGN FOR THE REACTION 'R' IF SHOWN ON THE DRAWINGS.

NON-COMPOSITE BEAMS SHALL BE DESIGNED TO DEVELOP 55% OF THE TOTAL LOAD CAPACITY DERIVED FROM THE MAXIMUM UNIFORM LOAD TABLES, 13TH EDITION OF THE AISC "STEEL CONSTRUCTION MANUAL", (R) (ASD OR LRFD) BASED ON NOTE #2 ABOVE.

10. UNLESS NOTED OTHERWISE, TYPICAL BEAM SHEAR CONNECTIONS SHALL BE DETAILED WITH STANDARD DOUBLE ANGLE OR SHEAR PLATE TYPE

CONNECTIONS, USING A325 BOLTS.

9. UNLESS NOTED OTHERWISE, TYPICAL BEAM SHEAR CONNECTIONS SHALL BE DETAILED WITH STANDARD DOUBLE ANGLE OR SHEAR PLATE TYPE CONNECTIONS, USING A325 BOLTS. SHEAR CONNECTORS SHALL BE DESIGNED FOR THE REACTIONS NOTED ON THE PLANS AND SHALL MEET THE MINIMUM NOMINAL AXIAL TENSILE STRENGTH REQUIREMENTS OF IBC SECTION 1615.3.2.2. IF NO REACTION IS INDICATED ON PLAN, THEN DESIGN FOR

THE SHEAR CAPACITY LISTED IN THE TYPICAL DETAILS.

8. ALL BOLTS SHALL BE TIGHTENED TO A "SNUG-TIGHT" CONDITION, UNLESS NOTED OTHERWISE. BOLTS IN MOMENT CONNECTIONS SHALL BE DESIGNED "SLIP-CRITICAL", WITH A CLASS "A" FAYING SURFACE. BOLTS IN BRACING CONNECTIONS AND COLUMN SPLICES SHALL BE FULLY

PRE-TENSIONED, BUT ARE NOT REQUIRED TO BE SLIP CRITICAL.

7. WELDING ELECTRODES SHALL BE E70 XX (LOW HYDROGEN) OR BETTER. FOR WELDING SYMBOLS WITH NO LENGTH DIMENSION GIVEN, THE WELDING SHALL BE CONTINUOUS BETWEEN ABRUPT CHANGES IN DIRECTION. WELDS NOT OTHERWISE NOTED SHALL BE 1/4" IN SIZE.

ASTM A500, GRADE C - SQUARE RECTANGULAR AND ROUND HSS FOR MEMBERS OTHER THAN VERTICAL BRACES.

ASTM A1085 (FY=50KSI) - SQUARE RECTANGULAR AND ROUND HOLLOW STRUCTURAL SECTIONS FOR VERTICAL BRACES.

ASTM A36 (FY=36 KSI) - ROLLED STEEL PLATES, CHANNELS, ANGLES, BARS AND RODS AS NOTED ON THE DRAWINGS.

ASTM A992 (FY=50 KSI) - ROLLED STEEL SHAPES UNLESS NOTED ON THE DRAWINGS.

6. STRUCTURAL STEEL:

5. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AS APPROVED BY THE COUNCIL ON RIVETED AND BOLTED JOINTS. UNLESS NOTED OTHERWISE, USE BEARING-TYPE BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE. ANCHOR BOLTS SHALL CONFORM TO ASTM F-1554, GRADE 36, OR AS SPECIFIED ON THE DRAWINGS.

4. ALL STRUCTURAL STEEL, BOLTS, ETC. SHALL BE DOMESTICALLY PRODUCED.

3. WELDED CONNECTIONS SHALL CONFORM TO THE AMERICAN WELDING SOCIETY, AWS D1.1, LATEST EDITION.

2. THE STRUCTURE WAS DESIGNED USING LRFD APPROACH PER THE 14TH EDITION OF THE AISC "STEEL CONSTRUCTION MANUAL."

1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR

BUILDINGS", LATEST EDITION, "STEEL CONSTRUCTION MANUAL - 14TH EDITION."

STRUCTURAL STEEL

3/4" DIAMETER ADHESIVE ANCHORS - 6 1/2" EMBEDMENT.

5/8" DIAMETER ADHESIVE ANCHORS - 5 1/2" EMBEDMENT.

1/2" DIAMETER ADHESIVE ANCHORS - 4 1/2" EMBEDMENT.

3/4" DIAMETER EXPANSION BOLTS - 4 3/4" EMBEDMENT.

5/8" DIAMETER EXPANSION BOLTS - 4" EMBEDMENT.

1/2" DIAMETER EXPANSION BOLTS - 3 1/4" EMBEDMENT.

7. EMBEDMENT LENGTH OF EXPANSION BOLTS OR ADHESIVE ANCHORS INTO SOLID (OR GROUTED) MASONRY OR CONCRETE SHALL BE AS

FOLLOWS UNLESS NOTED OTHERWISE:

6. ADHESIVE ANCHORS SHALL BE INSTALLED INTO DRY CONCRETE.

5. CONCRETE SHALL BE AT LEAST 21 DAYS OLD PRIOR TO ANCHOR INSTALLATION.

4. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY ACI/CRSI AS AN ADHESIVE ANCHOR INSTALLER. ALL PERSONNEL INSTALLING ADHESIVE OR MECHANICAL ANCHORS SHALL BE TRAINED BY THE ANCHOR MANUFACTURER ON PROPER INSTALLATION TECHNIQUES. TRAINING DOCUMENTATION FROM THE MANUFACTURER SHALL BE AVAILABLE UPON REQUEST.

3. MECHANICAL ANCHORS SHALL BE HILTI KWIK BOLT TZ (OR APPROVED EQUAL CONSIDERING LOAD RESISTANCE, MATERIAL PROPERTIES, CORROSION PROTECT, AND INSTALLATION REQUIREMENTS). MECHANICAL ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED CONCRETE

PER AC 193. CURRENT ICC-ESR SHALL BE SUBMITTED.

2. ADHESIVE ANCHORS INTO HOLLOW MASONRY SHALL BE HILTI-HY 70 (OR APPROVED EQUAL CONSIDERING LOAD RESISTANCE, IN-SERVICE AND INSTALLATION TEMPERATURE, CREEP, MATERIAL PROPERTIES, CORROSION PROTECT, AND INSTALLATION REQUIREMENTS). ANCHOR RODS SHALL BE HILTI HAS-E ANCHOR RODS (OR APPROVED EQUAL) UNLESS NOTED OTHERWISE. CURRENT ICC-ESR SHALL BE SUBMITTED.

1. ADHESIVE ANCHORS SHALL BE HILTI HY 200 SAFE-SET (OR APPROVED EQUAL CONSIDERING LOAD RESISTANCE, IN-SERVICE AND INSTALLATION TEMPERATURE, CREEP, MATERIAL PROPERTIES, CORROSION PROTECT, AND INSTALLATION REQUIREMENTS). ANCHOR RODS SHALL BE HILTI HIT-Z ANCHOR RODS (OR APPROVED EQUAL) UNLESS NOTED OTHERWISE. ADHESIVE ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED

CONCRETE PER AC 308. CURRENT ICC-ESR SHALL BE SUBMITTED.

POST-INSTALLED ANCHORS

STRUCTURAL PRECAST CONCRETE

1. PRECAST CONCRETE WORK , INCLUDING DELEGATED DESIGN, SHALL CONFORM TO THE LATEST AMERICAN CONCRETE INSTITUTE AND THE PRESTRESSED CONCRETE INSTITUTE CODES AND STANDARDS LISTED IN THE PROJECT MANUAL, EXCEPT AS MODIFIED THEREIN. DESIGN OF PRECAST GARAGE SYSTEMS SHALL BE IN ACCORDANCE WITH ALL ASPECTS OF IBC 2012, ASCE 7-10 AND ACI 318-11. SEE NOTES FOR REQUIRED

GARAGE LOADING CRITERIA.

2. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE IN 28 DAYS SHALL BE 5000 PSI. FOR MEMBERS WITH DIRECT EXPOSURE TO VEHICLE TRAFFIC, ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE IN 28 DAYS SHALL BE 6000 PSI, UNLESS SEPARATE SURFACE PROTECTION SYSTEMS (INTEGRAL WATERPROOFING, CORROSION INHIBITING ADMIXTURE, EPOXY COATED REINFORCING STEEL) ARE PROVIDED.

3. FIELD PLACED TOPPING SLAB OVER PRECAST MEMBERS SHALL BE CONSIDERED A “BONDED-SLAB” MATERIAL WITH SURFACES PREPARED ACCORDINGLY. TOPPING SLAB SHALL PROVIDE SIMILAR MATERIAL STRENGTH AND DURABILITY TO THE PLANT CAST MATERIALS. CURE ALL

FIELD-PLACED MATERIALS WITH “MOIST CURING” METHODS.

4. ALL CONCRETE MATERIALS USED WITHIN PARKING GARAGE SHALL BE CONSIDERED “EXPOSED TO FREEZE-THAW”, WITH AIR ENTRAINMENT OF 6% +/- 1.5%.

5. MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT TIME OF FORCE TRANSFER SHALL BE 3500 PSI.

6. REINFORCING BARS SHALL BE A615 GRADE, 60 KSI YIELD STRENGTH, UNLESS NOTED OTHERWISE. ALL FIELD PLACED REINFORCING STEEL SHALL BE EPOXY-COATED. WELDED WIRE FABRIC WITHIN FIELD-PLACED STRUCTURAL TOPPING SHALL BE 4x4-W4.0xW4.0 (MIN), STAINLESS STEEL.

7. PRESTRESSING WIRE SHALL CONFORM TO ASTM A-421-65, TYPE BA, "SPECIFICATIONS FOR UNCOATED STRESS RELIEVED WIRE FOR PRESTRESSED CONCRETE". PRESTRESSING STRAND SHALL CONFORM TO ASTM A-416-68, GRADE 270, "SPECIFICATIONS FOR UNCOATED STRESS RELIEVED

STRAND FOR PRESTRESSED CONCRETE", USING LOW-RELAXATION STRAND.

8. PRECAST MEMBERS SHALL BE DESIGNED BY THE MANUFACTURER FOR COMPOSITE ACTION TO SUPPORT SUPERIMPOSED LOADS AS GIVEN IN THE NOTES PLUS THE DEAD LOAD OF PRECAST AND TOPPING. UNLESS NOTED OTHERWISE, ALL PRECAST DOUBLE-TEES SHALL INCORPORATE

PLANT-CAST “PRE-TOPPED” CONSTRUCTION.

9. FIELD PLACED TOPPING SLAB OVER PRECAST MEMBERS TO BE 2" THICK REINFORCED WITH 4x4-W4.0xW4.0 (MIN) WELDED WIRE REINFORCEMENT.

SEE PLANS FOR LOCATIONS REQUIRING ADDITIONAL TOPPING TO FACILITATE SURFACE DRAINAGE.

10. BEARING PADS SHOWN ON THE DRAWINGS SHALL BE 60 DUROMETER HARDNESS NEOPRENE, UNLESS OTHERWISE NOTED.

11. THE PRECAST MANUFACTURER SHALL COORDINATE SIZE AND LOCATION OF ALL OPENINGS IN PRECAST MEMBERS WITH ALL OTHER TRADES. SEE REFERNCE DOCUMNETS FOR ANTICIPATED PENETRATIONS TO BE REQUIRED IN PHASE B. IDENTIFY LOCATIONS IN WHICH TRADES MAY CORE DRILL OPENINGS FOR VERTICAL PENETRATIONS THROUGH FLOOR SYSTEM AND HORIZONTAL PENETRATION OF WALL PANELS.

12. ALL OPENINGS LARGER THAN 10" SQUARE OR ROUND SHALL BE PROVIDED BY THE PRECAST MANUFACTURER. SMALLER OPENINGS SHALL BE FIELD-CUT OR CORED BY THE TRADES REQUIRING THE OPENINGS AFTER WRITTEN APPROVAL FROM THE PRECAST MANUFACTURER.

13. PROVIDE STAINLESS STEEL SHEAR CONNECTORS WITHIN THE FLANGES OF PRECAST TEES, RECESSED FROM TRAFFIC SURFACE OF PRETOPPED UNITS. FIELD WELD AS REQUIRED FOR FORCE TRANSFER. PROVIDE FIELD-TOPPED SLAB PLACEMENT AT RECESSED CONNECTIONS.

14. ALL JOINTS OF THE PRECAST FLOOR OR ROOF UNITS SHALL BE JOINTED TOGETHER BY WELDING OR GROUTING CONTINUOUS SHEAR KEYS.

15. SEE DRAWINGS FOR LAYOUT AND CONFIGURATION OF PROPOSED GARAGE STRUCTURAL SYSTEMS, INCLUDING BUT NOT LIMITED TO: PRETOPPED DOUBLE TEES AND SLABS, STAIR FRAMING, PRECAST BEAMS AND SPANDRELS, LOAD-BEARING WALLS AND LITE-WALLS. SUBSTANTIAL VARIATION FOR SYSTEMS SHOWN, INCLUDING TABULATED FOUNDATION REACTIONS, SHALL BE SUBMITTED TO RESIDENT ENGINEER FOR EVALUATION OF

ACCEPTABILITY PRIOR TO PROCEEDING WITH THE WORK.

16. THE PARKING GARAGE IS INTENDED TO PROVIDE A MINIMUM OVERHEAD CLEARANCE OF 8'-4", INCLUDING CLEARANCE FOR LIVE LOAD DESIGN DEFLECTION OF OVERHEAD FLOORS AND TOLERANCE FOR TOPPING INSTALLATION, ERECTION AND CAMBER. CONTRACTOR SHALL BE RESPONSIBLE FOR CHANGES IN MEMBER DEPTHS AND FIELD-PLACED DRAINAGE FILL TO MAINTAIN CLEARANCE HEIGHTS.

17. THE PARKING GARAGE IS INTENDED TO ACCOMMODATE A FUTURE HORIZONTAL EXPANSION ALONG GRID LINE SD. THE FUTURE EXPANSION WILL INCLUDE PARKING LEVELS 1 THROUGH 5, PARTIAL LEVEL 6. WIDTH OF FUTURE EXPANSION SHALL BE APPROXIMATELY 62FT. THE INTENT IS TO HAVE ADDITIONAL FUTURE DOUBLE-TEE FLOOR MEMBERS TO BEAR UPON THE SINGLE-LOADED INVERTED TEE GIRDER PROVIDED ALONG GRID SD.

THE INTENT IS TO HAVE THE CURRENT GARAGE SHEARWALLS TO PROVIDE LATERAL LOAD RESTRAINT FOR THE "EXPANDED GARAGE" CONFIGURATION. SEE SCHEDULE FOR ESTIMATED LOADING FOR COLUMNS AND ADDED LATERAL FORCES FOR GARAGE SHEARWALLS.

18. SEE DRAWINGS FOR APPLIED LOADING TO BE SUPPORTED BY PRECAST BUILDING SYSTEMS. SUPPORTED LOADING IS REPRESENTATIVE OF SYSTEMS, SUCH AS: VEHICLE BARRIER SYSTEM, ARCHITECTURAL EXTERIOR CLADDING SYSTEM, PV SUPPORT STEEL FRAMING, ELEVATOR EQUIPMENT LOADS. ALL SUCH LOADS SHALL BE COORDINATED WITH THE SYSTEMS SUPPLIED BY SUBCONTRACTORS PRIOR TO FINAL SUBMISSION OF GARAGE STRUCTURAL DESIGN AND FABRICATION OF THE WORK. VARIATION FOR SYSTEMS SHOWN, INCLUDING TABULATED FOUNDATION REACTIONS, SHALL BE SUBMITTED TO RESIDENT ENGINEER FOR EVALUATION OF ACCEPTABILITY PRIOR TO PROCEEDING WITH THE WORK.

19. IN CONJUNCTION WITH PRECAST STRUCTURAL FRAMING SHOP DRAWINGS, THE PRECAST SUBMITTALS SHALL INCLUDE A FULL SET OF SYSTEM CALCULATIONS SIGNED AND SEALED BY THE DESIGN PROFESSIONAL RESPONSIBLE FOR THE WORK.

PARKING GARAGE FRAMING AND DURABILITY CRITERIA

PHA CERTIFIED FINAL 20NOV2020

AMENDMENT 0007 1 10FEB2021

W

2Q R

R

_P ha se A-

SD

S1 S2

24" SQ PRECAST

CONC COL

SPAN

5' - 8 1/2" 7' - 7 1/2"

9'

9'

1'

W10x33

HSS12x8x3/8

W10x33

PRECAST CONC

STAIR LANDING BY

PRECAST MFR

8" PRECAST

CONC SLAB +

2" TOPPING

HSS12x8x3/8 HSS12x8x3/8

W10x33

S2.5

(-0'-6.25")

S0.9

SC.9

SC.7

/4

/4

/4

/4

8"

11' - 10 1/2" 8' - 1" 8" 13' - 4" 8" 8' - 1" 8" 1' - 4" 1' - 3 1/2"

22' - 0" 18' - 4 1/2"

(0'-0")

4" EXP JT

E X

P J

T

(-0'-3")

FIELD-TOPPED CONCRETE

TRANSITION. SEE SECT.

C1/SF532F

CONC WASH. SEE

SECT. C1/SF532F

D1

SF525F

F3

SF525F

F1

SF525F

E3

SF524F

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH ELEVATOR

LOBBY FRAMING

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH STAIR

FRAMING

HSS6x6x1/4

HSS6x6x1/4

(EL 615'-1" TO TOP)

HSS6x6x3/8

(BASE TO EL 615'-1")

H S

S x6 x3

/8

4'

0"

H S

S x6 x3

/8

4'

0"

HSS6x6x3/8

654' - 10"

HSS6x6x3/8

654' - 10"

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH STAIR

FRAMING

F5

SF525F B2

SF525F

E1

SF524F

C8

SF524F

(BASE TO TOP)

F6

SF532F

E8

SF532F

E6

SF532F

SD

S1 S2

22' - 0"

4' - 4"

PRECAST CONC

STAIR LANDING BY

PRECAST MFR

OPENING FOR ELEVATOR

CABLES AND EQUIPMENT.

COORD WITH ELEV SUPPLIER

ELEVATOR MACHINE BM

REACTIONS, TYP COORD

WITH ELEV SUPPLIER

S0.9

SC.9

SC.7

E5

SF524F

E8

SF524F

PRECAST WALL

(BELOW)

PRECAST WALL

HAUNCH (BELOW)

5" CONCRETE COMPOSITE SLAB

(3.5" OVER 1.5" METAL DECK) W/

4.5 LB/CY SYNTHETIC MACRO

REINFORCING

D5

SF525F

B1

SF526F

C3

SF526F

E8

SF525F

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH ELEVATOR

LOBBY FRAMING

/4

/4

H S

S x6 x3

/8 H

S S x6 x3 /8

HSS6x6x3/8

HSS6x6x3/8

FLOOR SLAB

(10" PRECAST + 2"

SLAB TOPPING)

INTERMEDIATE STAIR

LANDING LEVEL

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH STAIR

FRAMING

668'-4 1/2"

UPPER LANDING

663'-3 1/4" TOP

659'-8"

LOWER LANDING

W

4x

2'

/2

W14x61

( 672' - 0 1/2" )

W

4x

2'

/2

W

4x

2'

/2

W

4x

2'

/2

W

4x

2'

/2

W

4x

2'

/2

W

4x

2'

/2

W

4x

2'

/2

W14x61

( 672' - 0 1/2" )

5" CONCRETE

COMPOSITE SLAB (3.5"

OVER 1.5" METAL DECK)

W/ 4.5 LB/CY SYNTHETIC

MACRO REINFORCING

ACCESS OPENING

(4'-4"x6'-4"). PROVIDE

EDGE DETAILS TO ALLOW

INFILL (BY OTHERS) IN

PHASE B.

E3

SF524F

SEE DRAWING AT4.00F002 FOR "BASIS-

OF-DESIGN” ELEVATOR REACTIONS USED

FOR MEMBER SIZING.

SPAN

10' - 7" 8' - 1" 8" 13' - 4" 8" 8' - 1"

SEE B6/SF550F FOR

SUPPLEMENTAL FRAMING AT

FLOOR DECK OPENING (TYP).

SD

S1 S2 22' - 0"

5' - 0"

S P

A N

W

X

W

X

S0.9

SC.9

SC.7

C5

SF526F

F3

SF526F

F8

SF526F

F6

SF526F

C8

SF526F

G8

SF526F

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH STAIR

FRAMING

CURTAIN WALL. SEE ARCH.

COORD PLACEMENT AND

SUPPORT WITH ELEVATOR

LOBBY FRAMING

0'

-6

0'

-6

P R

E C

A S

T R

O O

F S

LA

B

PROVIDE ALLOWANCE FOR

FUTURE 16"x16" OPENING FOR

MECH EQUIP.

1' - 4" 2' - 6"

HSS6x6x3/8

683' - 2 1/2"

F1

SF526F

SEE QM4501F FOR

STANCHION PLACEMENT

& APPLIED LOADS

10' - 7" 7' - 3" 7' - 2 1/2" 9' - 1 1/2" 7' - 3"

EXTEND PRECAST ROOF SLAB

PLUS UPTURNED BEAM TO

CONNECT AT SUPPORTING HSS

BEAMS PLUS COLUMNS.

SA

S12S11

12' - 0"

/8

SPAN

8" PRECAST CONC WALL

BELOW

SA.1

/4

12" PRECAST

CONC WALL

8" PRECAST CONC

SPANDREL SUPPORTING

ROOF SLAB

8"

10' - 3"

1' - 0"

SA.2

S12.1

C3

SF522F

C6

SF522F

C8

SF522F

/2

/2

9' - 11" 10"

12" PRECAST WALL

8" PRECAST

CONC WALL

PROVIDE ALLOWANCE FOR

FUTURE 16"x16" OPENING FOR

MECH EQUIP.

HSS6x6x3/8

654' - 10"

3' - 8" 1' - 4"

SEE QM4501F FOR

STANCHION PLACEMENT

& APPLIED LOADS

EXTEND PRECAST ROOF SLAB

PLUS UPTURNED BEAM TO

CONNECT AT SUPPORTING HSS

BEAMS PLUS COLUMNS.

PLAN NOTES:

1. SEE PLAN SHEETS SF102F THROUGH SF106F FOR FRAMING PLANS AND FRAMING DETAILS. ALL

ELEVATOR AND STAIR CONSTRUCTION IS INTENDED TO CONSIST OF PRECAST WALL PANELS AND

PRECAST SLABS.

2. ALL SLABS SLOPE TO DRAIN, AS INDICATED ON PLANS. REFERENCE FLOOR ELEVATION VARIES, AS

FOLLOWS:

- FOR BASE OF STAIR LANDING, FLOOR

ELEVATION SHALL BE

LEVEL 2 : 609’-11” (-0’-3”)

LEVEL 3 : 621’- 1” (-0’-3”)

LEVEL 4 : 632’- 3” (-0’-3”)

LEVEL 5 : 643’- 5” (-0’-3”)

LEVEL 6 : 654’- 7” (-0’-3”)

3. TOP OF STEEL FRAMING WITHIN ELEVATOR HOISTWAY SHALL MATCH ADJACENT ELEVATOR LOBBY

TOP OF SLAB.

4. TOP OF STEEL FRAMING WITHIN STAIR SHALL MATCH ADJACENT INTERMEDIATE STAIR LANDING

ELEVATION, UNLESS INDICATED THUS (-0’-0”).

5. SEE DETAILS D1/SF522F, D5/SF522F, D6/SF522F, F1/SF522F AND F5/SF522F FOR STEEL CONNECTIONS

DETAILS HSS-TO-HSS.

6. SEE DETAIL C5/SF553F FOR STEEL CONNECTIONS TO PRECAST EMBEDDED PLATES.

- FOR BASE OF ELEVATOR LOBBY, FLOOR

ELEVATION SHALL BE

LEVEL 2 : 609’-10.5” (-0’-3.5”)

LEVEL 3 : 621’- 0.5” (-0’-3.5”)

LEVEL 4 : 632’- 2,5” (-0’-3.5”)

LEVEL 5 : 643’- 4.5” (-0’-3.5”)

LEVEL 6 : 654’- 6.5” (-0’-3.5”)

PLAN NOTES:

1. SEE PLAN SHEETS SF107F FOR FRAMING PLANS AND FRAMING DETAILS. ALL ELEVATOR AND STAIR

CONSTRUCTION IS INTENDED TO CONSIST OF PRECAST WALL PANELS AND PRECAST SLABS.

2. FLOOR ELEVATION SHALL BE: 664'-6"

3. TOP OF STEEL FRAMING WITHIN STAIR SHALL MATCH ADJACENT INTERMEDIATE STAIR LANDING

ELEVATION, UNLESS INDICATED THUS (-0’-0”).

4. SEE DETAILS D1/SF522F, D5/SF522F, D6/SF522F, F1/SF522F AND F5/SF522F FOR STEEL CONNECTIONS

DETAILS HSS-TO-HSS.

5. SEE DETAIL C5/SF553F FOR STEEL CONNECTIONS TO PRECAST EMBEDDED PLATES.

PLAN NOTES:

1. SEE PLAN SHEETS SF107F FOR FRAMING PLANS AND FRAMING DETAILS. ALL ELEVATOR AND STAIR

CONSTRUCTION IS INTENDED TO CONSIST OF PRECAST WALL PANELS AND PRECAST SLABS.

2. FLOOR ELEVATION SHALL BE: 672'-0 1/2".

3. TOP OF STEEL FRAMING WITHIN ELEVATOR HOISTWAY SHALL MATCH ADJACENT ELEVATOR LOBBY

TOP OF SLAB.

4. TOP OF STEEL FRAMING WITHIN STAIR SHALL MATCH ADJACENT INTERMEDIATE STAIR LANDING

ELEVATION, UNLESS INDICATED THUS (-0’-0”).

5. SEE DETAILS D1/SF522F, D5/SF522F, D6/SF522F, F1/SF522F AND F5/SF522F FOR STEEL CONNECTIONS

DETAILS HSS-TO-HSS.

6. SEE DETAIL C5/SF553F FOR STEEL CONNECTIONS TO PRECAST EMBEDDED PLATES.

PLAN NOTES:

1. SEE PLAN SHEETS SF107F FOR FRAMING PLANS AND FRAMING DETAILS. ALL ELEVATOR AND STAIR

CONSTRUCTION IS INTENDED TO CONSIST OF PRECAST WALL PANELS AND PRECAST SLABS.

2. FLOOR ELEVATION SHALL BE: 683'-2 1/2"

3. TOP OF STEEL FRAMING WITHIN ELEVATOR HOISTWAY SHALL MATCH ADJACENT ELEVATOR LOBBY

TOP OF SLAB.

4. TOP OF STEEL FRAMING WITHIN STAIR SHALL MATCH ADJACENT INTERMEDIATE STAIR LANDING

ELEVATION, UNLESS INDICATED THUS (-0’-0”).

5. SEE DETAILS D1/SF522F, D5/SF522F, D6/SF522F,…