691-20-150.603.DRAWINGS.ADDENDUM-2.pdf

PROJECT TEAM

CLIENT/ OWNER

DEPARTMENT OF VETERAN'S AFFAIRS

CONSTRUCTION AND FACILITIES MANAGEMENT,

WESTERN REGION

400 MARE ISLAND WAY, SUITE 100

VALLEJO, CA 94590

VA PROJECT NUMBER: 691-20-150

ATTN: TIMOTHY LAFAVE

ARCHITECT / INTERIORS / SIGNAGE

LEO A DALY

550 SOUTH HOPE STREET, 27TH FLR

LOS ANGELES, CA 90071

213.629.0100

ATTTN: PARI TIVAY

STRUCTURAL ENGINEER

JOHN A. MARTIN & ASSOCIATES

950 S. GRAND AVENUE, 4TH FLOOR

LOS ANGELES, CA 90015

213.785.3161

ATTN: SHANE FITZGERALD

MECHANICAL & PLUMBING

OPERATIONAL SECURITY

GUIDEPOST SOLUTIONS

2121 N. CALIFORNIA BLVD, SUITE 800

WALNUT CREEK, CA 94596

ATTN: RAY KOLODZIECZAK

FIRE PROTECTION

LEO A DALY

730 SECOND AVE SOUTH SUITE 1300

MINNEAPOLIS, MN 55402

612.341.9559

ATTN: DANIEL OLIG

LEO A DALY

8600 INDIAN HILLS DRIVE,

OMAHA, NE 68114-4039

402.390.4437

ATTN: MIKE BRADY

ELECTRICAL

LEO A DALY

8600 INDIAN HILLS DRIVE,

OMAHA, NE 68114-4039

402.390.4247

ATTN: JUERGEN NOETZEL

ELEVATOR AND TRANSPORT

ST. ONGE

1400 WILLIAMS ROAD

YORK, PA 17402

717.505.8026

ATTN: SEAN STEINER

LOW VOLTAGE

LEO A DALY

10 TENTH STREET NE SUITE 200

ATLANTA, GA 30309

404.885.7922

ATTN: STEVE DAVIS

CIVIL ENGINEER

PSOMAS

3 HUTTON CENTRE DRIVE SUITE 200

SANTA ANA, CA 92707

714.751.7353

ATTN: ROBERT J. TALAFUS

LANDSCAPE ARCHITECT

PAMELA BURTON & COMPANY

1430 OLYMPIC BOULEVARD

SANTA MONICA, CA 90404

310.828.6373

ATTN: PAUL FIEGENSCHUE

PHYSICAL SECURITY

KPFF CONSULTING ENGINEERS

45 FREEMONT ST, 28TH FLOOR

SAN FRANCISCO, CA 94105

415.989.1004

ATTN: SHARON GALLANT

COST MANAGEMENT

CUMMING CORP

660 S. FIGUEROA ST., SUITE 900

LOS ANGELES, CA 90071

213.405.0694

ATTN: TREVOR SHULTERS

GEOTECHNICAL ENGINEER

NINYO & MOORE

475 GODDARD, SUITE 200

IRVINE, CA 92618

949.753.7070

ATTN: GREG CORSON

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

A u to d e s k D o c s /0

-1

-0

V A

W

L A

-C C

C C

U P

S it e

U ti ls

R e n o o f_ B

/6

-2

-1

.6

.A

R C

H .r v t

/1

/2

:0

:2

P

M

GI000

COVER SHEET

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

UPGRADE BOILER PLANT by REPLACEMENT (SEISMIC and PHYSICAL SECURITY COMPLIANCE)

VA PROJECT #: 691-20-150

LAD PROJECT #: 046-10092-000

CONSTRUCTION DOCUMENTS - ADDENDUM 2

ISSUE DATE - AUGUST 19, 2024

11301 WILSHIRE BLVD, LOS ANGELES, CA 90073

WEST LOS ANGELES MEDICAL CENTER

VA GREATER LOS ANGELES HEALTH CARE SYSTEM

NEW BOILER PLANT (B603)

Revisions: Date:

GENERAL

1. THE PROJECT SPECIFICATIONS FORM A PART OF THESE GENERAL NOTES.

2. CONTRACTOR SHALL CAREFULLY REVIEW ALL CONTRACT DOCUMENTS TO IDENTIFY THE

EXTENT OF THE SCOPE OF WORK. 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.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. THE DESIGN

TEAM SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.

4. THE CONTRACTOR SHALL RESOLVE ANY CONFLICTS ON THE CONTRACT DOCUMENTS WITH

THE DESIGN TEAM BEFORE PROCEEDING WITH THE WORK.

5. ALL WORK SHALL CONFORM TO THE STANDARDS OF THE FOLLOWING:

AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF

THE WORK, INCLUDING BUT NOT LIMITED TO CAL/OSHA, DIVISION OF OCCUPATIONAL SAFETY

AND HEALTH, AND THOSE CODES AND STANDARDS LISTED IN THE CONTRACT DOCUMENTS.

6. CODES AND STANDARDS NOTED IN THE CONTRACT DOCUMENTS SHALL BE OF THE LATEST

ADOPTED ISSUE, INCLUDING SUPPLEMENTS, UNLESS OTHERWISE NOTED. MATERIAL

SPECIFICATIONS SHALL COMPLY WITH ASTM REFERENCED STANDARDS LATEST ADOPTED

EDITION.

7. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS REPRESENTS

THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. REPORT CONDITIONS

THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE COR DO NOT DEVIATE FROM THE

CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE COR

8. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DRAWINGS. DRAWINGS SHALL NOT BE

SCALED.

9. DETAILS IN SHEETS TITLED 'TYPICAL DETAILS', TYPICAL DETAILS AND GENERAL NOTES APPLY

TO ALL PARTS OF THE WORK, EXCEPT WHERE SPECIFICALLY DETAILED OR UNLESS NOTED

OTHERWISE. THESE DETAILS ARE NOT SPECIFICALLY REFERENCED WHERE THEY OCCUR.

10. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND

TYPICAL DETAILS. WHERE NOTES AND DETAILS ON DRAWINGS ARE IN CONFLICT WITH

GENERAL NOTES, TYPICAL DETAILS, OR PROJECT SPECIFICATIONS THE MOST STRINGENT

SHALL APPLY. CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE CONSTRUCTED AS SHOWN

FOR SIMILAR WORK.

11. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

A. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS.

B. SIZE AND LOCATION OF ALL NON-BEARING PARTITIONS.

C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC.

D. EXTERIOR WALL SYSTEM.

E. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS.

F. STAIR DIMENSIONS AND DETAILS.

G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

12. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL, ROOF AND FLOOR OPENINGS, ETC.,

NOT SHOWN OR NOTED.

B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS.

C. ANCHORAGE AND BRACING FOR ELECTRICAL, MECHANICAL OR PLUMBING EQUIPMENT

TO THE STRUCTURE.

D. ANCHOR BOLTS FOR EQUIPMENT MOUNTS.

E. SIZE, WEIGHT, AND LOCATION OF MACHINE AND EQUIPMENT BASES.

13. ANY DEVIATION FROM THE APPROVED SET OF CONTRACT DOCUMENTS SHALL BE SUBMITTED

TO THE COR FOR REVIEW/APPROVAL BEFORE PROCEEDING WITH THE WORK. SUBSTITUTIONS

OF PRODUCTS OR MATERIALS SPECIFIED ON THE CONSTRUCTION DOCUMENTS ARE NOT

ALLOWED WITHOUT COR APPROVAL.

14. MANUFACTURED MATERIALS SHALL BE APPROVED BY THE CHECKING AGENCY PRIOR TO

THEIR USE. ALL REQUIREMENTS OF THOSE APPROVALS SHALL BE FOLLOWED.

15. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE

THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE MEANS, METHOD,

TECHNIQUES, SEQUENCE AND PROCEDURE OF CONSTRUCTION AS REQUIRED. SITE VISITS

PERFORMED BY THE COR DO NOT INCLUDE INSPECTIONS OF MEANS AND METHODS OF

CONSTRUCTION PERFORMED BY CONTRACTOR.

16. 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 AND STAMPED BY A CIVIL OR STRUCTURAL ENGINEER

LICENSED IN THE STATE OF CALIFORNIA. VISITS TO THE SITE BY THE SEOR WILL NOT INCLUDE

OBSERVATION OF THE ABOVE NOTED ITEMS.

17. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR

ROOFS. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT SPECIFIED

ON THIS SET OF DRAWINGS. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE

STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH OR WHERE OVERLOAD IS ANTICIPATED.

18. DO NOT SPLICE STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED AND INDICATED

IN THIS SET OF DRAWINGS. DO NOT PLACE OPENINGS, POCKETS, ETC. IN STRUCTURAL

MEMBERS UNLESS SPECIFICALLY DETAILED AND INDICATED IN THIS SET OF STRUCTURAL

DRAWINGS.

19. NOTIFY THE STRUCTURAL ENGINEER OF RECORD IF DRAWINGS BY OTHERS REQUIRE

MODIFICATIONS TO STRUCTURAL MEMBERS AS SHOWN IN THIS SET OF STRUCTURAL

DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.

20. UNLESS NOTED OTHERWISE, COLUMNS, WALLS, BEAMS, FOOTINGS, ETC, ARE CENTERED

AT GRIDLINES. WHERE BEAM TO BEAM SPACING IS NOT SHOWN, BEAM SHALL BE EQUALLY

SPACED BETWEEN GRIDLINES.

21. STRUCTURAL OBSERVATIONS PERFORMED BY THE STRUCTURAL ENGINEER DURING

CONSTRUCTION ARE NOT THE REQUIRED CONTINUOUS AND SPECIAL INSPECTION SERVICES

AND DO NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING

INSPECTOR OR THE DEPUTY INSPECTOR. OBSERVATIONS ALSO DO NOT GUARANTEE

CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS SUPERVISION OF

CONSTRUCTION.

22. CONTRACTOR SHALL REVIEW SHOP DRAWINGS FOR COMPLETENESS AND COMPLIANCE WITH

CONTRACT DOCUMENTS AND SHALL STAMP SHOP DRAWINGS PRIOR TO SUBMISSION TO THE

COR

23. ARCHITECT'S / ENGINEER'S REVIEW OF THE SHOP DRAWINGS SHALL NOT BE CONSTRUED AS

AN AUTHORIZATION TO DEVIATE FROM CONTRACT DOCUMENTS.

24. SHOP DRAWINGS WILL NOT BE PROCESSED DUE TO INCOMPLETENESS, LACK OF

COORDINATION WITH RELEVANT PORTION OF CONTRACT DOCUMENTS, LACK OF

CALCULATIONS IF REQUIRED AND WHERE DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS

ARE INDICATED WITHOUT PRIOR WRITTEN APPROVAL FROM THE COR

PG18-15

VA SEISMIC HAND BOOK HI8-8

IBC 2021

ASCE 7-16

GENERAL CONTINUED

25. ALLOW SEVEN WORKING DAYS FOR PROCESSING SHOP DRAWINGS OTHER THAN

STRUCTURAL STEEL & DELEGATED DESIGN ITEMS AFTER RECEIPT BY THE STRUCTURAL

ENGINEER. ALLOW FOURTEEN WORKING DAYS FOR PROCESSING STRUCTURAL STEEL &

DELEGATED DESIGN ITEMS SHOP DRAWINGS. SHOP DRAWINGS AND SUBMITTALS WILL BE

REVIEWED A MAXIMUM OF TWO TIMES.

26. ALLOW FIVE WORKING DAYS TO RESPOND TO REQUESTS FOR INFORMATION (RFI'S)

27. DESIGN LOADS:

A. DEAD LOADS: CONSIST OF BUILDING SELF-WEIGHT PLUS SUPERIMPOSED DEAD LOADS.

REFER TO COMPLETE SET OF DRAWINGS FOR DETERMINING DEAD LOADS.

B. LIVE LOADS:

AREA DESIGN LIVE LOAD REMARK

C. SEISMIC DESING LOADS:

SEISMIC IMPORTANCE FACTOR Ie =

RISK CATEGORY =

SS =

S1 =

SITE CLASS =

SDS =

SD1 =

SEISMIC DESIGN CATEGORY =

R =

ΩO =

CD =

CS =

SEISMIC DESIGN BASE SHEAR =

ANALYSIS PROCEDURE USED =

PROGRESSIVE COLLAPSE = 2015 VA PHYSICAL SECURITY

DESIGN MANUAL (VA PSDM)

D. WIND DESIGN LOADS:

BASIC WIND SPEED (3 SEC. GUST) =

RISK CATEGORY =

WIND EXPOSURE =

INTERNAL PRESSURE COEFFICIENT =

COMPONENTS &

CLADDING WIND PRESSURE =

1.5

IV

2.019g 0.723g

1.367g 0.964g

5 (SPECIAL REINFORCED

SHEAR WALLS)

2.5 3.5 0.410 0.410

SCALED DOMAL RESPONSE

SPECTRUM ANALYSIS

105 MPH

VI

PER ASCE 7-16 CHAPTER 30

0.18 FOR ENCLOSED STRUCTURE

B

CATWALK 40 PSF REDUCIBLE

STAIRS, LOBBIES 100 PSF UNREDUCED

ROOF 20 PSF UNREDUCIBLE

FUEL TANK LID 250 PSF AASHTO HL93 LOADING

ADMINSTRATIVE SUPPORT 80 PSF + 20 PSF REDUCIBLE

(PARTITIONS)

D

D

1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA AND

RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION REPORT

ENTITLED NINYO & MOORE REPORT PROJECT NO. 209826018, DATED OCTOBER 16, 2020

AND ALL SUBSEQUENT ADDENDA. COPIES SHALL BE MADE AVAILABLE AT THE PROJECT

SITE AT ALL TIMES.

2. FOOTING DESIGN IS BASED ON THE FOLLOWING:

3. ALL EARTHWORK SHALL BE DONE IN ACCORDANCE WITH SOILS REPORT

RECOMMENDATIONS.THE GEOTECHNICAL INVESTIGATION REPORT AND ITS

RECOMMENDATIONS SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM

REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN

THE CONSTRUCTION DOCUMENTS.

4. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING

CONSTRUCTION.

5. CONTRACTOR SHALL PROVIDE DE-WATERING OF EXCAVATIONS FROM SURFACE

WATER, GROUND WATER OR SEEPAGE AS REQUIRED. REMOVE LOOSE SOIL AND

STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE.

6. EXCAVATION AND COMPACTING IF REQUIRED SHALL BE APPROVED BY THE GOVERNING

AGENCY AND THE GEOTECHNICAL ENGINEER PRIOR TO PLACING THE CONCRETE AND

REINFORCING. THE GEOTECHNICAL ENGINEER SHALL SUBMIT LETTER OF COMPLIANCE

TO THE COR

7. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND

RETAINING WALLS BEFORE WALLS HAVE ATTAINED FULL DESIGN STRENGTH.

CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE

FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND

HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS

AND INSTALLATION OF SUCH BRACING.

8. FOOTINGS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON

DRAWINGS. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY

THE FOUNDATION ENGINEER, FOOTING ELEVATIONS SHALL BE ALTERED AS REQUIRED.

9. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE

MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH SOIL REPORT.

FLOODING IS NOT BE PERMITTED.

10. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER

CONSTRUCTION.

11. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW

CONSTRUCTION SHALL BE REMOVED.

FOUNDATIONS AND SITE WORK

THICKNESS

3 FEET

EMBEDMENT (LOWEST ADJACENT

GRADE TO BOTTOM OF FOOTING

WIDTH

CONTINUOUS FTG

DESCRIPTION MINIMUM DIMENSION

ISOLATED FTG

5 FEET (3 FEET FOR STAIR & OTHER MINOR

ELEMENTS)

24 INCHES

LATERAL (PASSIVE) BEARING PRESSURE

4000 PSF

COEFFICIENT OF FRICTION

VERTICAL BEARING

PRESSURES

CONTINUOUS FTG

DESCRIPTION ALLOWABLE CAPACITY

ISOLATED FTG

0.35

COMMENTS

SEE NOTE A

SEE NOTE A

N/A

N/A

4000 PSF

350 PCF

A. CAPACITY MAY BE INCREASED BY 1/3 FOR SHORT-TERM WIND OR SEISMIC LOADS

12 INCHES

CONCRETE

1. ALL CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED.

2. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO

THE LATEST ADOPTED EDITION OF 'BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE' AND ACI 318 WITH MODIFICATIONS AS NOTED IN THE CONTRACT DOCUMENTS.

3. CONCRETE MIXING OPERATION, ETC., SHALL CONFORM TO ASTM C94.

4. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 304 AND CONTRACT

DOCUMENTS.

5. STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:

6. CONTRACTOR IS RESPONSIBLE FOR CAREFULLY COORDINATING AND ACCURATELY PLACING

CONCRETE WHEN MULTIPLE GRADES OF CONCRETE ARE ON THE JOBSITE AT ANY ONE TIME.

7. CONCRETE MIXES SHALL BE DESIGNED BY AN APPROVED LABORATORY. THE DESIGN

SHALL BE STAMPED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE

OF CALIFORNIA AND SUBMITTED TO THE COR FOR REVIEW AND APPROVAL. ADMIXTURES

CONTAINING CALCIUM CHLORIDE ARE NOT ALLOWED.

8. NORMAL WEIGHT CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33. LIGHT WEIGHT

CONCRETE AGGREGATES SHALL CONFORM TO ASTM C330. DRY DENSITY OF NORMAL WEIGHT

CONCRETE SHALLL NOT EXCEED 145 PCF. DRY DENSITY OF LIGHTWEIGHT CONCRETE

SHALL NOT EXCEED 110 PCF.

9. NON-SHRINK CEMENT GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF 6000 PSI. USE "SIKA GROUT 212" OR "MASTERFLOW 928").

10. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE THE

SPECIFIED CAMBERS SHOWN ON THE DRAWINGS.

11. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS AS

REQUIRED TO PREVENT AIR POCKETS AND OR "HONEYCOMB" UNDER OR AROUND

THE EXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND OR

"HONEYCOMB" UNDER OR AROUND THE MEMBERS IS NOT ACCEPTABLE.

12. THE CONTRACTOR SHALL MAINTAIN A LOG OF STRUCTURAL SLAB ELEVATIONS BASED

ON THE ARCHITECTURAL DRAWINGS PLUS THE ADDITION OF ANY CAMBERS INDICATED

ON THE CONSTRUCTION DOCUMENTS. THIS LOG SHALL INDICATE SCREED ELEVATIONS

PRIOR TO THE CONCRETE POUR, AND TOP OF CONCRETE SLAB PRIOR TO REMOVAL OF

FORMS.

13. REFER TO PROJECT SPECIFICATIONS FOR CONCRETE FINISHING REQUIREMENTS.

THE MINIMUM CONCRETE SLAB THICKNESS SHALL BE AS SHOWN ON PLANS.

OVERPOUR MAY BE REQUIRED DUE TO FORMING AND STRUCTURE DEFLECTION.

15. THOROUGHLY CLEAN AND ROUGHEN ALL EXISTING CONCRETE, CONCRETE PREVIOUSLY

POURED AND HARDENED AND MASONRY SURFACES TO RECEIVE NEW CONCRETE.

INTERFACE SHALL BE ROUGHENED TO A FULL AMPLITUDE OF 1/4" UNLESS NOTED

OTHERWISE.

16. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR

REINFORCEMENT PLACED IN CAST-IN-PLACE OR CONCRETE:

A. CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH 3"

B. FORMED CONCRETE EXPOSED TO EARTH OR

WEATHER:

#5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"

#6 THROUGH # 18 BARS 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND:

SLABS AND JOISTS:

#14 AND #18 BARS 1 1/2"

#11 BAR AND SMALLER 1"

BEAMS, COLUMNS AND WALLS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS,

AND SPIRALS:

#3 THROUGH #11 1 1/2"

#14 AND #18 BARS 2 1/2"

17. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE

WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

18. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE

PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN

CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE STRUCTURAL

ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.

19. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED ONE THIRD OF SLAB THICKNESS

AND SHALL BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING, UNLESS

SPECIFICALLY DETAILED OTHERWISE. CONCENTRATIONS OF CONDUITS OR PIPES

SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED.

20. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH

A 3/4 IN. CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.

21. CURING COMPOUNDS USED ON CONCRETE TO RECEIVE A FINISH SHALL BE

APPROVED BY THE FINISH APPLICATOR BEFORE USE.

22. THE MAXIMUM SIZE OF A SINGLE POUR FOR ANY DAY FOR ELEVATED SLABS SHALL

NOT EXCEED 20,000 SQUARE FEET, AND THE RATIO OF LENGTH TO WIDTH OF THE

POUR SHALL NOT EXCEED 2 TO 1 WITHOUT THE APPROVAL OF THE COR

14. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN BEAMS AND SLABS

UNLESS SPECIFICALLY SHOWN ON THE CONSTRUCTION DRAWINGS

LOCATION

FILL ON METAL DECK

SLAB ON GRADE

COLUMNS

WALLS

ALL OTHER CONCRETE

STRENGTH (f'c)

AT 28 DAYS UNOA

4000 PSI

4000 PSI

5000 PSI

4000 PSI

F0 S1 W0 C1

EXPOSURE

CLASS B,C

F0 S1 W0 C1

F0 S1 W0 C1

F0 S1 W0 C1

0.5

MAX W/C

RATIO

0.45

N/A

N/A

NMSAD

3/4"

1/2"

3/4"

A. ALL CONCRETE IS NORMAL WEIGHT UNO. REFER TO NOTE 8 FOR DEFINITION OF NORMAL

WEIGHT AND LIGHT WEIGHT CONCRETE.

B. EXPOSURE CLASS IS AS DEFINED BY ACI 318 TABLE 19.3.1.1.

C. PROVIDE CEMENTITIOUS MATERIAL TYPES AS LIMITED BY EXPOSURE CLASS PER ACI 318.

TABLE 19.3.2.1.

D. NMSA = NOMINAL MAXIMUM AGGREGATE SIZE

5000 PSI

F0 S1 W0 C1 N/A 3/4"

3/4"

3/4"

PRECAST PLANKS 5000 PSI LWC F0 S1 W0 C1 N/A 3/4"

FUEL TANK MAT FOUNDATION 5000 PSI 0.45 3/4"F0 S1 W0 C1

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE

WITH THE 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318)

AND THE 'MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE

CONSTRUCTION' BY THE C.R.S.I. AND THE W.C.R.S.I., OR AS MODIFIED BY THE

CONSTRUCTION DOCUMENTS.

2. REINFORCING BARS SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED

OTHERWISE.

CLASSIFICATION TYPE

REINFORCING STEEL TO BE WELDED ASTM A706, 60 KSI

ALL OTHER REINFORCING STEEL ASTM A615, 60 KSI*

* ASTM A706 GR 60 MAY BE CONSIDERED EQUIVALENT

TO ASTM A615, BUT ASTM A615 IS NOT EQUIVALENT

TO ASTM A706.

3. MECHANICAL COUPLERS: LENTON THREADED COUPLERS BY ERICO, IAPMO UES ER

0129, HRC 500/510 XTENDER BY HEADED REINFORCEMENT CORPORATION, ICC ESR

#2764, OR BAR-LOCK BY DAYTON SUPERIOR CORP, IAPMO UES ER 0319). COUPLERS

FOR BEAM AND SLAB BARS AT FORMED CONSTRUCTION JOINTS MAY BE LENTON

FORM SAVERS BY ERICO, IAPMO UES ER 0129. MECHANICAL COUPLERS MAY BE

USED IN LIEU OF LAP SPLICING REINFORCING BARS ONLY WHERE SPECIFICALLY

APPROVED BY THE SEOR

4. WELDING OF REINFORCEMENT SHALL BE WITH LOW HYDROGEN E90XX

ELECTRODES FOR WELDING ASTM A615 BARS AND E80XX ELECTRODES FOR

WELDING ASTM A706 BARS TO OTHER A706 BARS. WELDING OF A706 BARS

TO A36 OR A572 STEEL SHALL BE WITH E70XX ELECTRODES ALL WELDING SHALL

BE IN CONFORMANCE WITH AMERICAN WELDING SOCIETY, AWS-D1.4. ONLY

WELDERS SPECIFICALLY CERTIFIED FOR REINFORCING STEEL AND IN ACCORDANCE

WITH AWS D1.4 SHALL PERFORM WELDING OF REINFORCING STEEL.

5. DRAWINGS SHOW TYPICAL REINFORCING CONDITIONS. CONTRACTOR SHALL

PREPARE DETAILED PLACEMENT DRAWINGS OF ALL CONDITIONS SHOWING

QUANTITY, SPACING, SIZE, CLEARANCES, LAPS, INTERSECTIONS AND COVERAGE

REQUIRED BY STRUCTURAL DETAILS, APPLICABLE CODE AND TRADE STANDARDS.

CONTRACTOR SHALL NOTIFY REINFORCING DEPUTY INSPECTOR OF ANY

ADJUSTMENTS FROM TYPICAL CONDITIONS THAT ARE PROPOSED IN PLACEMENT

DRAWINGS TO FACILITATE FIELD PLACEMENT OF REINFORCING STEEL AND

CONCRETE.

6. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. RE-BENDING OF REINFORCING

IS NOT PERMITTED.

7. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064. MINIMUM

LAP OF WELDED WIRE FABRIC SHALL BE 12 INCHES, OR ONE FULL MESH PLUS TWO

INCHES, WHICHEVER IS GREATER.

8. REINFORCING SPLICES SHALL ONLY BE MADE AS INDICATED ON THE DRAWINGS.

9. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME

GRADE, SIZE AND SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY,

UNLESS NOTED OTHERWISE.

10. DOWELS BETWEEN SLABS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,

SIZE AND SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS

NOTED OTHERWISE.

11. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE

FINAL IN-PLACE INSPECTION IS MADE.

12. CONTRACTOR SHALL PROVIDE FOR AN ALLOWABLE OF 5 TONS OF REINFORCING

TO BE FABRICATED AND PLACED DURING PROGRESS OF WORK AS MAY BE

DIRECTED BY THE STRUCTURAL ENGINEER. THE UNUSED PORTION SHALL BE

CREDITED TO THE GOVERNMENT AT THE COMPLETION OF THE CONCRETE WORK.

13. PROVIDE 3/8" STITCH BOLTS AND STITCH PLATE TO MATCH GUSSET PLATE x 4" SQ

AT 2'-0" AND 2'-0" MINIMUM FROM ENDS AT ALL DOUBLE ANGLE MEMBERS.

ALTERNATIVELY IN LIEU OF STITCH BOLTS, PROVIDE 3/16" FILLET WELD TO EACH

ANGLE (4 SIDES).

METAL DECK

1. THE STEEL DECKING SHALL BE OF TYPE AND GAUGE AS CALLED FOR ON THE

DRAWINGS MANUFACTURED BY ASC STEEL DECK (IAPMO UES ER 0329 AND IAPMO

UES ER 0161) OR VERCO DECKING, INC (IAPMO UES ER 2018) OR APPROVED

EQUAL. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL

SHEETS HAVING A MINIMUM YIELD STRENGTH OF AS DEFINED IN THE PRODUCT

APPROVAL REPORTS. GALVANIZED DECK SHALL CONFORM TO ASTM A653 OR A1063

AND SHALL BE ZINC-COATED CONFORMING TO ASTM A525, MINIMUM CLASS G60.

PAINTED DECKS SHALL CONFORM TO ASTM A1008 OR A1039.

2. DECK LAYOUT SHALL PROVIDE ALL DECK SHEETS OF SUFFICIENT LENGTH TO

EXTEND CONTINUOUSLY OVER AT LEAST 3 SPANS WHERE POSSIBLE. DECK

SPANNING OVER FEWER THAN 3 SPANS SHALL HAVE THE MINIMUM VERTICAL

AND DIAPHRAGM CAPACITY OF THE THREE SPAN CONDITION (INCREASING

THE DECK GAUGE OR SHORING THE DECK MAY BE NECESSARY).

3. MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2 INCHES. SHEETS SHALL

BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS INDICATED ON

DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

UPON COMPLETION OF ERECTION, ALL WELDS IN EXPOSED DECK AREAS SHALL HAVE

TOUCH-UP, DE-SLAG, CLEAN AND PRIME WITH A ZINC RICH PRIMER. DECK

WELDING SHALL BE AS NOTED ON PLANS. WHERE NO WELDING IS NOTED, THE

SIDE LAP OF EACH PANEL SHALL BE FASTENED BY 1 INCH LONG FILLET WELDS AT

3 FEET ON CENTER MAXIMUM, OR BUTTON PUNCHED AT 18 INCHES ON CENTER.

4. SEE DRAWINGS FOR DETAIL OF REINFORCING OF DECK OPENINGS. SEE

ARCHITECTURAL, MECHANICAL, ELECTRICAL DRAWINGS, ETC., FOR SIZE AND

LOCATION OF REQUIRED OPENINGS.

5. ALL WELDING OF STEEL DECK SHALL BE IN COMPLIANCE WITH AWS D1.3 AND SHALL

BE PERFORMED BY LIGHT GAUGE WELDERS CERTIFIED BY THE GOVERNING

JURISDICTION.

6. HANGERS SUPPORTED BY METAL DECKING ONLY OR METAL DECKING WITH

INSULATING FILL SHALL BE ATTACHED TO STEEL BARS, 3/8" ROUND X 12" OR 1/8"

x 1 1/2" x 12" FLAT, PLACED PERPENDICULAR TO FLUTES. ONLY LIGHT

DUCTWORK (12" X 16" MAX.), PIPING (1 1/2" ROUND PIPING MAX), OR CEILINGS

MAY BE HUNG FROM SUCH INSTALLATIONS. HANGERS MUST BE TWO FLUTES APART

WHERE THEY OCCUR ON THE SAME SPAN.

7. HANGERS SUPPORTED BY METAL DECK WITH STRUCTURAL CONCRETE FILL SHALL BE

INSTALLED USING ICC APPROVED ANCHORAGE SYSTEMS. SUCH HANGERS SHALL BE

USED TO SUPPORT DUCTWORK (54" X 16" MAX.), PIPING (4" ROUND MAX.), OR

CEILINGS, HANGERS MUST BE AT LEAST TWO FLUTES APART ON SAME DECK SPAN.

LARGER DUCTWORK AND PIPING SHALL BE SUPPORTED BY STRUCTURAL BEAMS OR

COLUMNS.

8. ALL METAL DECK WITH CONCRETE FILL SHALL BE VENTED.

MASONRY (CONCRETE BLOCK)

1. MASONRY CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF

TMS 402-16.

2. CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY

UNITS CONFORMING TO C90 MEDIUM WEIGHT. USE DOUBLE OPEN END

UNITS EXCEPT AT EXPOSED END USE SINGLE OPEN END BLOCK USE BOND BEAM

UNITS AT HORIZONTAL REINFORCING. MINIMUM COMPRESSIVE STRENGTH OF

BLOCKS AS REQUIRED TO MEET SPECIFIED COMPRESSIVE STRENGTH OF

MASONRY (f'm) SPECIFIED IN THE CONSTRUCTION DOCUMENTS.

3. SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL BE 2500 PSI

AT 28 DAYS, TYPICAL UNLESS NOTED OTHERWISE.

4. DEPUTY INSPECTOR SHALL VERIFY SPECIFIED COMPRESSIVE STRENGTH OF

MASONRY IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS AS

ALLOWED BY AND DEFINED IN SECTION 2105 OF THE CALIFORNIA BUILDING

CODE:

PRISM TEST METHOD FOR f'm 2000 PSI

5. CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR TYPE II, LOW ALKALI.

6. MORTAR MIX SHALL CONFORM TO THE ASTM C270 REQUIREMENTS FOR

TYPE S. MORTAR SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH AS

REQUIRED TO MEET THE SPECIFIED COMPRESSIVE STRENGTH OF

MASONRY (f'm). IN NO CASE SHALL THE COMPRESSIVE STRENGTH OF THE

MORTAR BE LESS THAN OF 2500 PSI AT 28 DAYS.

7. PROVIDE GROUT COMPLYING WITH ASTM C476 ATTAINING A MINIMUM

COMPRESSIVE STRENGTH AS REQUIRED TO MEET THE SPECIFIED

COMPRESSIVE STRENGTH OF MASONRY (f'm). IN NO CASE, THE

COMPRESSIVE STRENGTH OF THE GROUT SHALL BE LESS THAN 2500 PSI

AT 28 DAYS.

8. ADMIXTURES OR "SIKA GROUT AID" SHALL BE ADDED TO GROUT PER

MANUFACTURER'S RECOMMENDATIONS.

9. PROVIDE A MINIMUM OF ONE BAR DIAMETER (1/2 INCH MINIMUM) GROUT

BETWEEN MAIN REINFORCING AND MASONRY UNITS.

10. PROVIDE A MINIMUM OF ONE BAR DIAMETER (1 INCH MINIMUM) GROUT

BETWEEN PARALLEL BARS.

11. MAXIMUM GROUT POUR HEIGHT SHALL COMPLY WITH SECTION 3.2.1 AND

TABLE 3.2.1 OF TMS 402/602-16 BUILDING CODE REQUIREMENTS FOR

MASONRY STRUCTURES.

12. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT,

UNLESS NOTED OTHERWISE.

13. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS AND

FLOORS SHALL BE SET TO ALIGN WITH CELLS CONTAINING REINFORCING

STEEL AND SHALL MATCH THE SIZE OF THE WALL REINFORCING.

14. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF

UNITS, LAYING PATTERN, AND JOINT TYPE.

15. IF WORK IS STOPPED FOR AN HOUR OR LONGER, PROVIDE HORIZONTAL

CONSTRUCTION JOINT PER TYPICAL DETAILS AND BY STOPPING GROUT

1 1/2" BELOW TOP OF MASONRY UNIT.

16. USE STACK BOND

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:3

P

M

S001

GENERAL NOTES

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

Revisions: Date:

Revision 2 Date 2

ADDENDUM 2 08/19/2024

W x2

3/

4>

W x2

W8x10

W8x10

W12x16

W8x10

W x4

W x4

W x3

1/ 4>

W x2

W x4

W x2

W24x55

2 3

D

C

C.1

B

5.3 5.7 7.34

6 7 8

8.1

FUTURE CUP

R-1

W16x26

W8x31

W 8x

W 8x

W 8x

W 8x

W16x26

W8x31

W 8x

W8x67

D-1

303' - 4"

TOC ELEV =W

x3

1/

4>

R -1

W x1

A

TOD ELEV=

TOD ELEV=

S

LO

P E

D

N

C.8

C.5

C.3

8.2

HSS COL

BEL PER

(4 TOTAL)

B9

S501

R-1

W12x16

S701

D1STAIR

PLAN

D N

301' - 7 1/2"

301' - 10 3/4"

301' - 10 1/4"

TOD ELEV=

301' - 7 1/2"

TOD ELEV=

SLOPE DN

301' - 11 1/4"

TOD ELEV=

E9

S501W14x22

W14x22

C3

S503

TYP

TYP

E1

S503 F9

S503

F1

S503

3.9

W 8x

C.7

1"

8' - 6 1/2" 2' - 4"

3/

4>

W 8x

W 8x

W 8x

W 8x

HSS4x2x1/4 ABV

TYP (12 TOTAL)

SEE B9

S504

W8x10

S701 F4

STAIR

PLAN

D N

F3B

S010

F9

S008

OH

F3A

S010

F3A

S010

OH

E7

S008

TYP

C3

S505

TYP

10 3/8"

F3B

S010

C5

S505

OH

W 8x

W 8x

W8x31

MAX

15' - 10 1/2"

M C

6x

.1

4' - 3 1/2" 5' - 3" 9' - 4" 4' - 9"

E9

S504

4' - 7"

2' - 0"

B1

S504

W8x31

E7

S008

TYP

B7

S504

F9

S008

F3B

S010

OH

LO

E O

D

/2

B9

S503

TYP B7

S503

TYP SPLICE TYP

PER E7

S007

F9

S008

TYP AT

BEAM

E1A

S010

EDGE OF

DECK

B5

S504

TYP AT

BEAM

1'

/2

E O

D 7"

B5

S503

TYP AT

WALL

S505 E7

S505 E3

S505

E3 OH

S505 E3

TYP

1' - 4"

<3/4>

C7

S505

E9

S402

B1

S009

C1

S009

TYP

TYP

W12x14

W12x14

TYP UNO

C3

S009

C7

S505C1

S009

C7

S505

SIM

SIM

E1B

S010

E9

S402

SLOPE 1/4:12 MAX

SEE ARCH

W x1

D-2

10' - 7 1/2"

FOM

F O

M

FOM

FOM

F O

M

F O

M

C

C

C1

C1

3' - 6"

1' - 0"

12' - 8"

1' - 0"

B3

S603

TYP

304' - 0"

TOG ELEV

2' - 0"

W 8x

EQ EQ

302' - 1 1/2"

TOS ELEV=

HSS6x3x3/8 FLAT

(HI)

D-1

INDICATES TOP OF STRUCTURAL CONCRETE

SLAB ELEVATION

INDICATES BOTTOM FLANGE BRACE. SEE

DETAIL F5D/S006. LEADING ARROW INDICATES

LOW END OF BRACING. PLACE BRACES

EQUALLY BETWEEN PERP BEAMS UNO

INDICATES CANTILEVERED CONNECTION. SEE

DETAILS C1/S006 AND C3/S006

INDICATES DRAG BEAM CONNECTION. SEE

SPECIFIC SECTION DETAILS.

INDICATES BENT BEAM. SEE DETAIL B1/S007

HATCHED AREA INDICATES SLAB DEPRESSION,

SEE E1 & E3/S009 AND ARCH DRAWINGS

FOR EXACT LOCATION.

INDICATES CONCRETE CURB. SEE

ARCHITECTURAL DRAWINGS FOR EXACT

LOCATION AND EXTENT.

INDICATES BEAM BOTTOM FLANGE BRACING

PER F5/S006

HATCHED AREA INDICATES CONCRETE PADS

SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS FOR LOCATION AND SEE C1/S010.

EL. 0'-0"

1. REFER TO AND CHECK WITH ARCHITECTURAL DRAWING,

DIMENSION FOR ROOF SLOPE. GUTTERS, VENTS, DRAINS,

SADDLES, ETC,. AND DIMENSIONS NOT SHOWN.REFER TO

AND CHECK WITH MECHANICAL DRAWING, FOR DUCTS

OPENING, EQUIPMENT SIZE AND LOCATION ETC. LOCATE

SUPPORT MEMBERS ACCORDINGLY.

2. FOR GENERAL NOTES AND TYPICAL DETAILS, SEE SHEET

S001 THRU S015

3. VERIFY ALL FINISH FLOOR ELEVATIONS WITH

ARCHITECTURAL DRAWINGS.

4. FOR NON-FRAME COLUMN SCHEDULE SEE S301

5. TOP OF STRUCTURAL STEEL SHALL BE 5 1/2" BELOW TOP OF

STRUCTURAL SLAB. TYPICAL UNLESS NOTED OTHERWISE

THUSLY (-5 1/2").

6. WHEN POURING CONCRETE FILL, SHOOT SLAB LEVEL WITH

A TRANSET. SEE DETAIL B5/S007

7. BEAMS SHALL BE EQUALLY SPACED ACROSS Wx GIRDER, UNLESS SHOWN OR NOTED OTHERWISE ON PLANS.

8. BEAMS FRAMING AROUND INTERIOR SLAB OPENINGS THAT

ARE NOT LOCATED ON GRID OR DIMENSIONED ON PLAN

SHALL BE CLEAR 10" FROM EDGE OF SLAB.

9. FRAMING FOR OPENINGS IN FLOOR OR ROOF NOT SHOWN

ON FRAMING PLAN USE TYPICAL DETAILS ON S011 AS

APPROPRIATE.

PLAN NOTES

PLAN LEGEND

<7/8>

[20]

R-1

SYMBOL INDICATES W2 FORMLOK 18 GA. METAL

DECK WITH 3 1/2" THICK NORMAL WEIGHT CONC

FILL OVER TOP OF FLUTES (5 1/2" TOTAL) WITH

#4@16" EACH WAY, TYPICAL U.N.O. (1" CLEAR

FROM TOP OF SLAB). 10'-6" MAX. CLEAR SPAN

FOR 2 SPANS MIN., 9'-0" MAX CLEAR SPAN FOR

SINGLE SPAN. SHORE AS REQUIRED.

DECK WELDING:

4-1/2"Ø EFFECTIVE PUDDLE WELDS PER SHEET

PER SUPPORT. 3/4"Ø PUDDLE WELDS @ 12" @

MARGINS, BUTTON PUNCH @ 12".

SYMBOL INDICATES W2 FORMLOK 18 GA. METAL

DECK WITH 3 1/2" MIN - 5 1/2" MAX THICK

NORMAL WEIGHT CONC FILL OVER TOP OF

FLUTES 8'-0" MAX. CLEAR SPAN FOR 2 SPAN

MIN. REINF, WELDING ETC PER DECK TYPE D-1

SYMBOL INDICATES PLN3 18 GA. METAL

DECK. 11'-2" MAX. SPAN.

DECK WELDING:

4-1/2"Ø EFFECTIVE PUDDLE WELDS PER SHEET

PER SUPPORT. 3/4"Ø PUDDLE WELDS @ 12" @

MARGINS, BUTTON PUNCH @ 12".

INDICATES NUMBER OF 3/4"Ø WELDED STUDS

BOLTS OVER WIDE FLANGE BEAM. REFERENCE

DETAIL F5B/S010 FOR TYP SPACING OF STUDS

UNO ON PLAN

INDICATES CAMBER IN Wx BEAM (INCHES

UPWARD) MEASURED AT MID-SPAN FOR BEAMS

WITH SUPPORTS AT BOTH ENDS, MEASURED AT

FREE END OF CANTILEVERS.

D-2

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

N TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:3

P

M

S113

FRAMING PLAN LEVEL 2 AND LOW

ROOF OVERALLLEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

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

E1

FRAMING PLAN LEVEL 2 OVERALL

4'

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

0 8' 16'

Revisions: Date:

Revision 2 Date 2

ADDENDUM 2 08/19/2024

D-1 W x8

1/ 4>

W x8

1/ 4>

W x8

1>

W12x14 W12x14

W12x14 W12x14

W x8

1/ 2>

W x8

1/ 4>

W x8

1>

W x8

1/ 4>

W24x76 W24x55 W24x146 W24x68

D

C

C.1

5.3 5.7 7.3

C.6

W12x14

W12x14

316' - 6 5/8"

TOC ELEV =

TOC ELEV =

S

LO

P E

D N

W x8

1/ 2>

W x8

1/ 2>

W x8

1/ 2>

W x8

1/ 2>

W x8

1>

W x8

/4

W x8

1/ 4>

W x8

/4

W14x43

W8x10

W8x10

HSS8x8x5/16

COLS ABV

TYP UNO

W12x14

W 8x

W14x43

W x4

1/ 2>

315' - 4 1/2"

W x1

W12x14

W12x14 C.4

W x2

W12x14

W12x14

W12x14

E9

S501

W24x55

C9

S302

C7

S302

C5

S302

C3

S302 W12x14 W12x14W12x14

W12x14 W12x14

3.9

W12x14

W12x14W12x14

W12x14

C9.5

8.47.9

2'

/2

C.7

W16x61

W14x22

S701

F2STAIR

PLAN

F5

S302

F3

S302

F9

S302

F7

S302

ADD 3-#6

IN SLAB

76' - 0"

W12x14

W12x14 W12x14

W12x14W12x14

W16x61

W12x14

8' - 10"

8' - 10 1/2" 9' - 10"

18' - 8 1/2"11' - 3 1/2"1' - 7 1/2"

6' - 7 1/2"6' - 3 1/2"7' - 5 3/4"7' - 5 3/4"8' - 7"8' - 5"8' - 9"4' - 8"9' - 8" 7' - 0"10' - 3"8' - 11"9' - 10"7' - 8"

EOD

6"

W12x14

9' - 0"

E O

D

1/ 2"

3'

E O

D 6"

E O

D 6"

7' - 0"

W12x14

W12x14

W12x14

W x1

W x1

W x1

W12x14

W12x14

W12x14

W x1

W12x14W12x14

W12x14

W12x14

W12x14

W x1

W x1

W12x14

W x1

W12x14

W12x14

W x1

W12x14

W12x14

W12x14

W12x14

W12x14

W12x14

W12x14 W12x14 W12x14 W12x14

W x1

W x1

W12x14

W x1

W x1

W12x14

W12x14W x1

W12x14

W12x14

W12x14

W x1

W12x14

W x1

W12x14

W12x14

ADD #5@12"

E1A

S010

OH W/#5

DOWELS

@8"

F9

S008

TYP @ BM

E9

S402

E9

S402

E5

S503

S505 B7

E1B

S010

B3

S505

B5

S505

TYP 3

SIDES

E1A

S010

TYP

F9

S008

OH

TYP

@ BM

S504 C3

TYP

4'

" E9

S503

TYP 3

SIDES

10' - 0"

E O

D 5"

B1

S503

E7

S007

TYP

W12x14 W12x14

W12x14

HSS5x4x1/2 FLAT (LO)HSS5x4x1/2 FLAT (LO)

T Y

P 1'

/2

3'

"8'

7'

9'

4'

TYP

W12x14

W12x14

TYP

W12x14 W12x14

2"

2"

2"

2"

2"

W x1

ACC1 MAX

OP WT =

1,750 LBS

PLAN LEGEND

INDICATES TORSION CONNECTION, SEE DETAIL F5/S006

SYMBOL INDICATES W2 FORMLOK 18 GA.

METAL DECK WITH 3 1/2" THICK NORMAL

WEIGHT CONC FILL OVER TOP OF FLUTES

(5 1/2" TOTAL) WITH #4@16" EACH WAY,

TYPICAL U.N.O. (1" CLEAR FROM TOP OF

SLAB). 10'-6" MAX CLR SPAN FOR 2 SPANS MIN,

9'-0" MAX CLR SPAN FOR SINGLE SPAN.

SHORE AS REQUIRED.

DECK WELDING:

4-1/2"Ø EFFECTIVE PUDDLE WELDS PER

SHEET PER SUPPORT. 3/4"Ø PUDDLE WELDS

@ 12" @ MARGINS, BUTTON PUNCH @ 12".

INDICATES OPENINGS IN CONC SLAB ON

DECK TYP UNO SEE SHEET S011

INDICATES FALL PROTECTION SYSTEM PER

DETAIL E1/S504.

HATCHED AREA INDICATES CONCRETE PADS

SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS FOR LOCATION AND SEE C1/S010.

D-1

1. REFER TO AND CHECK WITH ARCHITECTURAL DRAWING,

DIMENSION FOR ROOF SLOPE. GUTTERS, VENTS, DRAINS,

SADDLES, ETC,. AND DIMENSIONS NOT SHOWN. REFER TO

AND CHECK WITH MECHANICAL DRAWING, FOR DUCTS

OPENING, EQUIPMENT SIZE AND LOCATION ETC. LOCATE

SUPPORT MEMBERS ACCORDINGLY.

2. FOR GENERAL NOTES AND TYPICAL DETAILS, SEE SHEET

S001 THRU S016

3. VERIFY ALL FINISH ROOF ELEVATIONS WITH

ARCHITECTURAL DRAWINGS.

4. Wx BEAM WEBS TO BE PERPENDICULAR TO DECK (UNO)

5. TOP OF STRUCTURAL STEEL SHALL BE 5 1/2" BELOW TOP OF

STRUCTURAL SLAB. TYPICAL UNLESS NOTED OTHERWISE

THUSLY (-5 1/2").

PLAN NOTES

D

C.6

D-1

W x2

W x2

W x1

W12x19

319' - 0"

TOC ELEV

C1

S501

E9

S503

TYP 3

SIDES

B3A

S505

ELEVATOR MACHINE

BEAMS BY ELEVATOR

SUPPLIER

C9.5

8.47.9

C1

S505

E O

D 7"

EOD

7"

EOD

7"

E O

D

/2

"CMU WALL

BEL

W x3

W x3

C1

S505

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

N TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:3

P

M

S114

FRAMING PLAN ROOF OVERALL

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

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

E1

FRAMING PLAN ROOF OVERALL 4'

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

0 8' 16'

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

B6

MACH ROOM FLOOR FRAMING PLAN

Revisions: Date:

Revision 2 Date 2

PLAN LEGEND

INDICATES ORDINARY MOMENT CONNECTION

SYMBOL INDICATES PLN3 VERCO DECK (3"

TOTAL) 11'-0" MAX.

DECK WELDING:

4-1/2"Ø EFFECTIVE PUDDLE WELDS PER

SHEET PER SUPPORT. 3/4"Ø PUDDLE WELDS

@ 12" @ MARGINS, BUTTON PUNCH @ 12".

R-1

1. REFER TO AND CHECK WITH ARCHITECTURAL DRAWING,

DIMENSION FOR ROOF SLOPE. GUTTERS, VENTS, DRAINS,

SADDLES, ETC,. AND DIMENSIONS NOT SHOWN. REFER TO

AND CHECK WITH MECHANICAL DRAWING, FOR DUCTS

OPENING, EQUIPMENT SIZE AND LOCATION ETC. LOCATE

SUPPORTS MEMBER ACCORDINGLY.

2. FOR GENERAL NOTES AND TYPICAL DETAILS, SEE SHEET

S001 THRU S016

3. VERIFY ALL FINISH ROOF ELEVATIONS WITH

ARCHITECTURAL DRAWINGS.

4. TOP OF STRUCTURAL STEEL SHALL BE 1 1/2" BELOW TOP OF

STRUCTURAL METAL DECK. TYPICAL UNLESS NOTED

OTHERWISE THUSLY (-1 1/2").

5. FOR BALANCE OF NOTES, SEE SHEET S112

PLAN NOTES

D

C

C.6 C.6

INDICATES EDGE

OF BLDG BELOW

16' - 8" 18' - 9" 19' - 11" 20' - 5" 17' - 0"

HSS6x4x1/4 FLAT

HSS4x4x1/4

M F

M F

M F

M F

MFMF

R -1 S

LO

P E

D N

TOS EL

TOS EL

329' - 5 1/2"

MFMF

329' - 1"

W x3

CMU PARAPET BELOW SEE

ARCH AND ELEVATIONS

E5

S503

TYP

(5 TOTAL)

HSS8x 8x

5/

TYP (1

TOTAL)

HSS6x4x1/4 FLAT HSS6x4x1/4 FLAT HSS6x4x1/4 FLAT

(GALV) TYP

F5

S503

HOIST BM

(LO)W8x35

C9.5

8.47.9

R -1

HSS6x4x1/4 FLAT HSS6x4x1/4 FLAT HSS6x4x1/4 FLAT HSS6x4x1/4 FLAT

MFMF

MFMF

M F

M F

M F

M F

FOM

F O

M

FOM

4'

1'

E O

D 7"

2' - 0" 7' - 0"

E O

D 7"

EOD

11 1/2"

B1

S505

OH TYP

4 SIDESSLOPE

12' - 11"

2'

18' - 8 1/2"

/2

W8x35

HOIST BM

(LO)

E O

D 1'

E

O D

7"

EOD

7"

EOD

7"

B1

S505

TYP

4 SIDES

F O

M

EOD

7" W12x14

W12x14

W12x14

W12x14 (-2")

(-2")

(2")

(G

ALV

(GALV) HI & LO (GALV) HI & LO

(GALV) HI & LO (GALV) HI & LO

(GALV) HI & LO

(GALV) HI & LO

(GALV) HI & LO

(GALV) HI & LO

E3

S504

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

N TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:3

P

M

S115

FRAMING PLAN HIGH ROOF

OVERALLLEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

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

E1

FRAMING PLAN HIGH ROOF OVERALL 4'

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

0 8' 16'

Revisions: Date:

Revision 2 Date 2

CONC OVER METAL

DECK PER PLAN, TYP

600T150-54 TRACK

W/ #10 SMS EA FLG

EA STUD

600S162-54 @ 16"

ELEV MACHINE ROOM

FINISH PER ARCH

ROOF

(VARIES)

HIGH ROOF

+330' - 0"

M A

X

WF BEAM PER PLAN

TYP

ROOFING AND INSULATION

PER ARCH

B5

S505

CURB AND STUD

BASE CONN PER

DECK DIRECTION

VARIES - SEE PLAN

3/16

AT

REBAR

1/2"⌀x24" NELSON

DEFORMED BAR ANCHOR

OR #4x24" REBAR @18"

SEE PLAN

EOD

DECK DIRECTION

VARIES - SEE PLAN

S505 B1

CONC OVER METAL

DECK PER PLAN

WF BEAM PER PLAN

3/

4" M

IN

3"

L6x4x5/16 EA SIDE OF HSS

W/ 3/4"⌀ A307 THRU BOLT

CENTERED IN 2 1/2" LONG

SLOTTED HOLE

HSS POST

PER PLAN

1/4

TYP

1/

4"

CLOSURE PL

PER

TYP

E5

S010

TYP

1 1/2"

TYP

1/2" MAX

1/4

TYP

1/4

TYP

L4x4x3/8 x 0'-6" (GALV)

TYP

1/4

TYP

OMIT FRAMING ON

ONE SIDE AT END COL

CAP PL3/8" (GALV)

TYP

PL3/8" x 0'-6"

(GALV) TYP

CONN PER

TYP CONC OVER METAL

DECK PER PLAN

HSS COL PER PLAN

TYP

CAP PL3/8"

HSS COL PER PLAN

HSS BM PER PLAN

Wx BM PER PLAN

S E

E A

R C

H

6" M

IN

HSS BM

PER PLAN

ROOFING PER ARCH

SCREEN PER

ARCH

SCREEN

PER ARCH

E5

S504

PERP BM WHERE

OCCURS (NOT SHOWN

FOR CLARITY) TYP

6"

BOT OF SCREEN

C1

S503

TOP OF SCREEN

C1

S503

TYP

TYP

ALIGN TOP OF COL

W/TOP OF SCREEN

(TYP)

6"

TYP

3"

TYP

1 1/2"3/4"⌀ A307 BOLTS

(GALV) TYP

(2) 5/8"Ø HEADED BOLTS

x 10" EFF EMBED (4" GA)

Wx BM PER PLAN

CMU WALL TYP REINF NOT

SHOWN FOR CLARITY

2" MAX NON-

SHRINK GROUT

3-#3 HAIRPINS @ 3"

EMBED PL1"x WIDTH OF WALL W/ 6-#8 A706 WELDED BARS x 72" MIN

POCKET AS REQ'D NON-SHRINK

GROUT AFTER BEAM IS IN PLACE AND

GROUT SET UNDER BEARING PL

5/16

BEARING PL1/2"

2'

LAP SPLICE WITH TYPICAL WALL

REINFORCEMENT

1/4

T Y

P

4"

MIN

4"

CJP & FILLET

TYP

PL1/2"

5/16

TYP

M

IN

1/

2" T

Y P

1/

2" 3"

TYP

1/2"

TYP

2"

TYP

3"

TYP

3"

Wx BM PER PLAN

5/16

TYP

TYP

1/2" GAP

3" TYP

3" TYP

2" TYP

M

IN

1/

2" M

IN

1/ 2"

T Y

P 3"

1'

M

IN

DRAG BEAM

PER PLAN, TYP

PL1/2" W/ (10) 7/8"⌀

A325 SC BOLTS, TYP

2"

CONN PL3/8" W/ (3) 7/8"Ø

SC BOLTS

(2) 5/8"Ø

HEADED BOLTS

Wx BM

PER PLAN

LAP SPLICE

4' - 6" MIN

CMU WALL TYP REINF NOT

SHOWN FOR CLARITY

2" MAX GROUT

(3) #3 HAIRPINS

@ 3"

EMBED PL1" x WIDTH OF WALL x 8" W/ (2) #7 A706

WELDED BARS

TYP

1 1/2"

5/16

Wx BM PER PLAN Wx BM PER PLAN Wx BM PER PLANFULL DEPTH CONN

PER

TYP

C3

S006

METAL DECK

PER PLAN

CONN PER

SIM

Wx HOIST BM

PER PLAN

Wx HOIST BM

PER PLAN

SIM

C3

S006

MAX

1/2"

CL OF HORIZ

LEG & SPLICE

ELEVATION B1B SECTION B1A

600T150-54

SHOT PIN

@ 16" TYP

C.1

PLAN

SEE

B1B

1/2"x24" NELSON

DEFORMED ANCHOR

OR #4x24" REBAR @ 18"

@ REBAR

3/16

PLAN

SEE

SIM W/

(6) BOLTS

1/4 3

B1A

EOD

L4x4x1/4 2 EACH

BEAM FS

STUD CONN TO

HSS BELOW

TOS

SEE ARCH

HSS PER PLAN

SEE 'B1B' FOR

SPLICE

GLAZING OR

LOUVER PER

ARCH

B1

S505

C3

S006

C.1

362S162-54 @ 16" W/

(2) #10 SCREWS EACH

END

362S162-54 @ 16"

L2x2x43MIL W/ #10 SCREWS

EACH LEG EACH STUD / JOIST

TYP

362T150-54 W/ #10 SCREWS

EACH FLANGE EACH JOIST

& 1/4" TAPCON ANCHORS

@ 16" TO CMU WALL

600T150-97 W/ #10

SCREW EACH FLANGE

EACH STUD @16" TO HSS

600S162-54 @ 16"

1 1/2" FLANGE BRAKE

TRACK W/ #10 EACH

FLANGE EACH STUD

#10 @ 16" E7

S008

1 1/2" FLANGE BRAKE TRACK

W/ #10 EA FLANGE EA STUD &

#10 SCREWS @16"

HSS BM PER PLAN 1"

PLAN

SEE

EOD

400T150-62 W/

#10 SCREWS EA

FLANGE EA STUD

400S162-54 @ 16"

L2x2x43MIL W/ #10

SCREWS EA LEG EA

STUD/ JOIST, TYP

162S125-33 @ 16"

250S162-54 @ 16"

W/ (2) #10 SCREWS

EA END

CONT 68MIL

PL W/ #10

SCREWS @

16" EA END

L3x3x97MIL W/

#10 @ 16" TYP

250S162-54

@16" TYP

(2) #10

CONT BENT PL 2"x11" (LLH) x 118 MIL

L1 1/2"x1 1/2"x68MIL @ 16" W/

(2) #10 SCREWS EA LEG.

LOCATE ANGLE AT CENTER

OF DECK LOW FLUTE

PAF @ 16"

FLANGE 1 1/2"x54 MIL BRAKE TRACK

W/ #10 SCREWS EA FLANGE EA JOIST

ROLL UP DOOR

PER ARCH

250T150-54 W/

(2) #10 @ 8"

A

TYP

1/2"

MAX

1"

BLOCKING PER

'E5B/S012'

(4) #10 EA STUD

(2) #10 EA FLUTE

(4) TOTAL 1"

E5

S012

TYP

1/2" MAX

BEAM PER PLAN

1" NON-SHRINK

GROUT

3/4"Ø AB @ 16"

NOTE:

FOR ITEMS NOT

NOTED SEE B7

S503

A

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:3

P

M

S503

SECTIONS AND DETAILS

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

SCALE: 1" = 1'-0"E9 SECTION

SCALE: 1" = 1'-0"C3 SECTION

SCALE: 1" = 1'-0"C1 GIRT TO HSS COL

SCALE: 3/4" = 1'-0"E5 SECTION

SCALE: 1" = 1'-0"E1 SECTION

SCALE: 1" = 1'-0"F9 CONNECTION DETAIL

SCALE: 1" = 1'-0"F1 DRAG BEAM CONN TO CMU WALL

SCALE: 1" = 1'-0"F5 ELEVATOR HOIST BEAM ELEVATION

SCALE: NONEB1 SECTION

SCALE: NONEB5 SECTION

SCALE: NONEB7 SECTION

SCALE: NONEB9 SECTION

Revisions: Date:

Revision 2 Date 2

3.7 KLF MAX

BLAST LOAD

3.7 KLF MAX

BLAST LOAD

1/4

TYP

HSS PER ELEV

LOUVER BY OTHERS

INTERIOR FACE OF

CMU WALL

PL1/2" W/ (4) 3/4"Ø

ANCHORS E

M B

E D

8"

T Y

P 2"

T Y

P 3"T Y

P

1/ 2"

CMU WALL

PER ELEV

MAX LOAD = 15 KIP (LRFD)

1/

2"

3"

1/

2"

PL3/8" EA SIDE W/ (2)

1/2"⌀ A307 THRU BOLTS

5/16

TYP

1/4

5/16

PJP

45°

CAP PL3/8"

2"

1'

M A

X

3/4"Ø U-BAR (50 KSI)

EYE ATTACHMENT

CONC OVER METAL

DECK PER PLAN

Wx BM

PER PLAN

Wx BM

PER PLAN

PIPE 4 STD, MITER AS

REQ'D TO COMPENSATE

FOR ROOF SLOPE

2"

FULL HEIGHT

STIFF PL

PER

T Y

P 2"

T Y

P 3"T Y

P

1/ 2"

CMU WALL

PER ELEV

1/4

TYP

LOUVER BY OTHERS

E M

B E

D 8"

1" C

LR

PL 3/8"x6" EACH SIDE

W/ (2) 3/4"Ø A307 BOLTS AND

STD WASHERS, CENTERED

IN 13/16"x2 1/2" VERTICAL

SLOTTED HOLE, HAND

TIGHTEN & SPOIL THREADS

PLAN

SECTION

4"

INTERIOR FACE OF

CMU WALL

PL1/2" W/ (4) 3/4"

ANCHORS

9"

A

LEVEL 2

C

E1

S010

HILTI KH-EZ 3/8"x3 1/4"

EMBED @ 16"

1 1/2" FLANGEx54 MIL BRAKE

TRACK W/ #10 EACH FLANGE

EACH JOIST

400S162-54 @ 16"

TOD = 301 ' 10 1/2"

B7

S503

NOTE:

FOR ITEMS NOT

NOTED SEE

C.1

PAF @ 16"

B5

S503

C.1

E7

S008

B5

S503 BM PER PLAN

POST PER

PLAN

6"

B9A

S504

C3

S012

400S162-54 @ 16"

C.1

C

6"

AB CL

CMU WALL (REINF

NOT SHOWWN)MAX

1'-0"

1/2"

1/4 4

BASE PL

3/4"x10 SQ 3/4" AB

AB CL

B9

S505

C5

S504

C.1C

SIM W/ (6) BOLTS

@ BEAM BEYOND

FULL DEPTH STIFF

PL @ BEAM BEYOND

BEAM BEYOND

1" NON-SHRINK

GROUT

PILASTER

C1

S006

C3

S006

TWO SETS OF TYP

TIES WITHIN TOP 4"

OF PILASTER

1/4

3 SIDES

TYP

T Y

P

1/ 2"

T Y

P 3"T Y

P

HSS BM

PER ELEV

HSS BM

PER ELEV

(2) 1/2"Ø A307

THRU BOLTS,

TYP

L6x4x3/8 (LLV) x WIDTH OF

VERT HSS TYP EA SIDE

1'

TYP

1 1/2"

Wx BM

PER PLAN

HSS COL

PER PLAN

PL1 1/4"x BM FLG WIDTH

W/ (4) 3/4"Ø A325 BOLTS

SECTION

1/4

HSS OR PIPE

COLUMN SEE

PLAN

Wx BM

PER PLAN

PIPE COLUMN

E5A

S504

STIFF PL

PER C1

S006

CL OF POST & SPLICE

SPLICE WHERE

OCCURS AT

CONTRACTOR'S

OPTION. LOCATE

SPLICE @ CL OF

POST BELOW

1/2" MAX

1/4

SECTION B9A

1/4

TYP EA

FACE

HSS PER

PLAN (TYP)

(E)

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:4

P

M

S504

SECTIONS AND DETAILS

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

SCALE: 3/4" = 1'-0"C7 SECTION

SCALE: 3/4" = 1'-0"C1 TYPICAL STEEL CONNECTION

SCALE: NONEC9 SECTION

SCALE: NONEB1 SECTION

SCALE: NONEB5 SECTION

SCALE: NONEB7 SECTION

SCALE: NONEB9 SECTION

SCALE: NONEE9 SECTION

SCALE: NONEC3 SECTION

SCALE: NONEC5 SECTION

SCALE: 1 1/2" = 1'-0"E7 SECTION

Revisions: Date:

Revision 2 Date 2

SCALE: 3/4" = 1'-0"E5 CARRIED COLUMN DETAIL

SCALE: 1 1/2" = 1'-0"E3 HSS TO HSS CONN DETAIL

2 2

2" BEARING

SEE PLAN

600T150-54 W/ #10

EACH FLANGE EACH

STUD

600S162-54 @ 16"

CONT BENT PL 1/4"

3/16 1 1/2-12

EOD

METAL DECK

PER PLAN

WF BEAM

PER PLAN

GRID

C7

S013

B1

S505

CMU WALL

PER PLAN

SEE ARCH

SEE PLAN FOR

DECK DIRECTION

DK CONT WHERE

OCCURS

SEE ARCH

COLUMN BEYOND

C1

S010

C7

S013

C7

S008

B1

S505

1" NON-SHRINK

GROUT

1 3/4" 3 1/2"

CL OF BEAMCL OF BOLT

5/8"Ø AB @ 8"

LEVELING NUT

ELEVATOR MACHINE

BM AND CONNECTION

TO RF BM BY ELEVATOR

SUPPLIER

FOW

C.1

F9

S008

MAX

1' - 0"

B9

S505

PLAN

SEE

FOR ITEMS NOT

NOTED SEE

PLAN

SEE

STIFF PL 3/8"

C.1

MACHINE RM SLAB @

DETAIL "3A" ONLY

SEE12" CMU LINTEL

W/ #5 @ 16" EA

FACE EA WY

(2) 3/4"Ø AB @ 4"

GA (6 TOTAL)

5/16

PL 5/8"x7"

5"

7"

C7

S008

C3

S006 C3

S505

SLOPE PER

ARCH

GUARDRAIL

POST PER ARCH

L6x6x3/8 W/ 3/4"⌀

AB @24"

#4 DOWELS @ 16"

SEE PLAN

FOR DECK

DIRECTION

1" C

LR

4"

1'

GRID

INV SOLID GRT

AFTER BM IS

INPLACE

CMU WALL.

REINF NOT

SHOWN

E7

S007

3.9

C.1

CMU WALL

REINF NOT

SHOWN, TYP

BM PER

PLAN, TYP

E9

S505CMU WALL, REINF

NOT SHOWN, TYP

GRID

C.1

CL OF

BM & COL

BASE PL 3/4"x11"

SQ W/ (4) 1/2" AB

CL OF

BEARING

PL & WALL

FACE PL 1/2"x5" W/

(2) #6x4'-6" WELDED

REBARS

BEARING PL 3/4"x11"

W/ (2) 3/4" WELDED

HEADED BOLTS

BM PER

PLAN

C9

S505

1/4

GRID

C.1

(2) #6 (4 TOTAL)

#4 TIES @ 8"

WALL WHERE

CONTINUES

OMIT HK @ EXTEND

BARS WHERE WALL

CONTINUES

JAMB BAR

Ls

GRID

(2) #4 TIES

WITHIN TOP 4"

WELDED REBARS

CMU WALL REINFNOT

SHOWN

PILASTER

INVPERP BM NOT

SHOWN FOR

CLARITY

1" NON-SHRINK GRT

5/16

C3

S006

E3

S007

DATE SIGNED:

S H

A N E

S . F I T Z G E R A L

D

No. 4757RE

GI

ST

ERED PROFESSIONAL ENGINE ER

S T A T E O F C A L I F O R N I A

S

T R U C T U R A

L

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

10/31/2023

A u to d e s k D o c s /0

-1

-0

V

A W

L A

-C C

C

C U

P S it e

U ti ls

R e n o o f_

B

/6

-2 -1

.6

.S

T R

U .r v t

/1

/2

:4

:4

P

M

S505

SECTION AND DETAILS

LEO A DALY COMPANY

LOS ANGELES, CA 90071

(213) 629-0100

PARI TIVAY

JOHN A MARTIN & ASSOCIATES

950 S GRAND AVENUE, SUITE 400

LOS ANGELES, CA 90015

(213) 483-6490

SHANE FITZGERALD, SE

WEST LA MEDICAL CENTER

NEW BOILER PLANT

WEST LOS ANGELES, CA

691-20-150

10/31/2023

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

550 SOUTH HOPE STREET, 27TH FLOOR

STRUCTURAL:

SCALE: NONEB1 SECTION

SCALE: NONEB3 SECTION

SCALE: 3/4" = 1'-0"B5 SECTION

SCALE: 3/4" = 1'-0"C1 PLAN

SCALE: NONEB7 SECTION

SCALE: NONEB9 SECTION

B3A

SCALE: 3/4" = 1'-0"C3 PLAN

SCALE: 3/4" = 1'-0"C5 SECTION

SCALE: 3/4" = 1'-0"C7 SECTION

SCALE: 3/4" = 1'-0"E9 SECTION

SCALE: 3/4" = 1'-0"E7 SECTION

SCALE: 3/4" = 1'-0"E3 SECTION

SCALE: 3/4" = 1'-0"E5 SECTION

SCALE: 3/4" = 1'-0"C9 SECTION

Revisions: Date:

Revision 2 Date 2