Generacs_Addendum ASI-1.pdf

GENERAL

1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY

INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE CONTRACT

DOCUMENTS.

2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED

BY THE CONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE.

4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE

STRICTEST REQUIREMENT SHALL GOVERN.

5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR

DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.

7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. DESIGN

PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY.

8. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.

10.CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF

CONSTRUCTION.

11.THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR.

12.CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.

13.ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF STRUCTURAL DRAWINGS

FOR SHOP DRAWINGS IS NOT PERMITTED.

14.REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE

CONTRACT DOCUMENTS.

15.DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE LOCATIONS ARE SPECIFICALLY DETAILED

OTHERWISE.

CODE/DESIGN CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING:

• INTERNATIONAL BUILDING CODE, 2021 EDITION

2. WIND LOADS:

• ULTIMATE WIND SPEED VULT = 129 MPH

• ALLOWABLE WIND SPEED VASD = 100 MPH

• IMPORTANCE FACTOR = 1.0

• INTERNAL PRESSURE = 0.0

• COMPONENTS AND CLADDING PRESSURE = 29 PSF

3. EARTHQUAKE LOADS:

• OCCUPANCY CATEGORY: III

• SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.280

• 1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.051

• SITE CLASS D

• SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.210

• 1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.071

• SEISMIC DESIGN CATEGORY: C

• BASIC SEISMIC-FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS

• DESIGN BASE SHEAR: <0.5 KIP

• SEISMIC RESPONSE COEFFICIENT, CS = 0.184

• RESPONSE MODIFICATION FACTOR, R = 2

• ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

4. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.

FOUNDATION

1. ALL FOUNDATIONS SHALL BE INSTALLED UNDER THE GUIDANCE OF A REGISTERED PROFESSIONAL GEOTECHNICAL ENGINEER IN THE PROJECT STATE.

THE GEOTECHNICAL ENGINEER SHALL GIVE CONSIDERATION TO THE TYPE OF BUILDING AND FOUNDATION LOADS INVOLVED AS WELL AS THE REQUIREMENTS OF THESE DOCUMENTS. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD

DIFFERENT TO THOSE ASSUMED FOR DESIGN.

2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.

3. CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF SUPPORTING 2,000 PSF.

3.1NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW BOTTOM OF FOOTING AND REPLACE WITH STRUCTURAL FILL.

4. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR SCRAPER. REPLACE SOFT AREAS WITH COMPACTED

STRUCTURAL FILL AS REQUIRED BY THE SPECIFICATIONS.

5. STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. STRUCTURAL FILL UNDER SLABS AND WITHIN 10'-0" OF THE BUILDING FOOTPRINT SHALL BE PLACED IN LIFTS OF THICKNESS DETERMINED BY THE INDEPENDENT TESTING AGENCY AND COMPACTED TO AT LEAST 95% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE TOP 12" SUB-BASE UNDER SLABS ON GRADE SHALL BE COMPACTED TO AT LEAST 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY. ALL BACKFILL, COMPACTION AND PROOF ROLLING OPERATIONS SHALL BE OBSERVED BY AN INDEPENDENT TESTING LABORATORY.

6. FOOTINGS SHALL BE CENTERED ABOUT WALLS UNLESS NOTED OTHERWISE.

7. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 3'-6" BELOW FINISHED GRADE.

REINFORCEMENT

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND HAVE MINIMUM SIDE AND END LAPS OF 8".

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT

WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS IS NOT ACCEPTABLE.

4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE DESIGN PROFESSIONAL.

5. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:

§ CONCRETE REINFORCEMENT: CLASS B TENSION LAP

§ MASONRY REINFORCEMENT: 48 BAR DIAMETERS

6. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE.

7. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

7.1 CONCRETE REINFORCEMENT COVER

EXPOSED TO EARTH OR WEATHER:

§ UNFORMED CAST AGAINST EARTH 3” CLEAR

§ FORMED #6 AND LARGER 2” CLEAR

§ FORMED #5 AND SMALLER 1-1/2” CLEAR

7.2 MASONRY REINFORCING STEEL SHALL BE PLACED IN THE CENTER OF THE WALL UNLESS NOTED OTHERWISE.

8. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTEED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

9. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.

10.ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS.

CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:

2.1NORMAL WEIGHT STRUCTURAL CONCRETE:

§ FOOTINGS, PEDESTALS 3000 PSI

3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING CROSSING UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND DUCTS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES, ETC.

4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS REQUIRED TO BE ENCASED IN CONCRETE AND FOR

LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

5. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED

EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS.

6. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE DESIGN PROFESSIONAL.

CONCRETE MASONRY

1. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE F'M = 1500 PSI.

2. MORTAR SHALL COMPLY WITH THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY AND SHALL BE OF THE FOLLOWING TYPE:

§ WALLS BELOW GRADE TYPE M

3. CONCRETE MASONRY UNITS SHALL BE GROUTED WITH 2500 PSI COARSE GROUT AS SHOWN IN THE STRUCTURAL DOCUMENTS. GROUT FOR

REINFORCED AND NONREINFORCED MASONRY SHALL CONFORM TO ASTM C476.

4. PROVIDE HORIZONTAL JOINT REINFORCEMENT WITH NO. 9 GAGE LONGITUDINAL WIRES AT 16" C/C VERTICALLY, UNLESS NOTED OTHERWISE. PROVIDE

SPECIAL ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.

5. PROVIDE OPEN BOTTOM BEAM BLOCK UNITS WITH 3" DEEP MINIMUM WEB OPENINGS AT HORIZONTAL REINFORCEMENT LOCATIONS. A MINIMUM CLEAR SPACE OF ONE BAR DIAMETER SHALL BE PROVIDED BETWEEN THE REINFORCING BARS AND THE FACE OF MASONRY UNITS.

6. PROVIDE CONTROL JOINTS IN ALL CONCRETE MASONRY WALLS AT LOCATIONS APPROVED BY THE DESIGN PROFESSIONAL AT A MAXIMUM SPACING

OF 3 TIMES THE WALL HEIGHT OR 40'-0", WHICHEVER IS LESS.

7. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY WALLS ABUT CONCRETE SURFACES.

8. SUBMIT WRITTEN CONSTRUCTION PROCEDURES PRIOR TO THE START OF MASONRY CONSTRUCTION.

9. MINIMUM VERTICAL WALL REINFORCEMENT SHALL BE (2) #5 @ 8" C/C, UNLESS NOTED OTHERWISE.

GENERAL NOTES

6/ 3/

6:

:3

PM

S001

VA PROJECT NUMBER

Date Checked Drawn

Drawing Title

Approved:

VA FORM 08-6231

A

B C

D E

21 4 5 6 7

321 4 5 6 7

A B

C D

E

Dwg. of

LocationLocation

Office of Construction and Facilities Management

PROJECT MANAGER: ACG Project Number

NOT FOR

CONSTRUCTION

NOT FOR

CONSTRUCTION

CONSULTANTS:

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 NC License #: C-1848

U.S. Department of Veterans Affairs

© COPYRIGHT Apogee Consulting Group, P.A.Revisions: Date#

D

Foresite Group, Inc.

3740 Davinci Court Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.fg-inc.net

James J. Peters VA Medical Center

130 W. KINGSBRIDGE ROAD

BRONX, NY 10468

REPLACE GENERAC

GENERATORS

JMW CJG 3

526-20-107

SITE/100

Structural Engineer:

Project Title

Building Number

Drawing Number

NOVEMBER 21, 2023

100% BID DOCUMENTS

06.03.24

GENERATOR, S

EE

MECH DWGS

C

C

C

S201

A

C

FUEL TANK,

SEE MECH

DWGS.

C

C

28.19'

A

MASONRY

BUILDING

EXISTING

MULTI-STORY

MASONRY

BUILDING

39.07'

GENERATOR,

SEE MECH DWGS

GENERATOR,

SEE MECH DWGS

46.67'

40.38'

27'-2 12 "

71'-5

'-6

5 8

25'-5 78 "

62'-7

5'-1 38 "

S

S

T/FTG EL = -4'-8"

T/FTG EL = -4'-8"

ACCESS DOOR, TYP

SEE NOTE 6

S201

(E) GENERATOR

S201

C

A

A

A

C

A

FUEL TANK, SEE

MECH DWGS.

EXISTING

MULTI-STORY

MASONRY

BUILDING

EXISTING

FRAME SHED

EXISTING

1 STORY

MASONRY

BUILDNG

EXISTING

MULTI-STORY

MASONRY

BUILDING

'-4

3 8"

21'-6" 5'-111

8 "

3' -0

ACCESS DOOR, TYP

SEE NOTE 6

S201

FOUNDATION PLAN

FOUNDATION PLAN

3/32" = 1'-0"

S101

FOUNDATION PLAN

3/32" = 1'-0"

S101

6/ 3/

6:

:0

PM

A

B C

D 21 4 5 6 7

SHEET NOTES:

A B

C D

KEY PLAN

D

AREA OF WORK

VA PROJECT NUMBER

Date Checked Drawn

Drawing Title

Approved:

VA FORM 08-6231

E

321 4 5 6 7

E

Dwg. of

LocationLocation

Office of Construction and Facilities Management

PROJECT MANAGER: ACG Project Number

NOT FOR

CONSTRUCTION

NOT FOR

CONSTRUCTION

CONSULTANTS:

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 NC License #: C-1848

U.S. Department of Veterans Affairs

© COPYRIGHT Apogee Consulting Group, P.A.Revisions: Date#

Foresite Group, Inc.

3740 Davinci Court Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.fg-inc.net

James J. Peters VA Medical Center

130 W. KINGSBRIDGE ROAD

BRONX, NY 10468

REPLACE GENERAC

GENERATORS

NOVEMBER 21, 2023 JMW CJG 3

526-20-107

SITE/100

100% BID DOCUMENTS

Structural Engineer:

Project Title

Building Number

Drawing Number

S101

NOTES:

1. SEE S001 FOR STRUCTURAL GENERAL NOTES.

2. SEE CIVIL FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. INDICATES MASONRY WALL REINFORCED W/

#5@8" O.C. EACH FACE, SEE DETAIL 2/S201.

4. INDICATES MASONRY WALL REINFORCEMENT,

SEE DETAILS 6/S201.

5. INDICATES STEPPED FOOTING, SEE DETAIL

9/S201.

6. THE PROPOSED ACCESS DOORS TO THE GENERATOR

SHALL BE A CONVENTIONAL 14-GA

VERTICALLY-STIFFENED HM DOOR. THE FRAMES WILL

NEED TO BE ANCHORED.

X

S

ASI #1 06.03.241

TYPICAL EXTERIOR 12" CMU WALL FOOTING

(TWO LAYERS REINF)

3/4" = 1'-0"

TYPICAL REINFORCING AT 12" LOAD BEARING CMU WALL

3/4" = 1'-0"

C A

D

TYPICAL REINFORCING CMU WALL

3/4" = 1'-0"

TYPICAL REINFORCING AT CMU WALL OPENING

3/4" = 1'-0"

STANDARD LINTEL SCHEDULE

3/4" = 1'-0"

STANDARD LINTEL SCHEDULE

OPENINGS UP TO 6'-0"

4" BRICK L5x3 1/2x3/8", LLH

12" BLOCK 12"x8" CONC W/ 2#4 T&B

12"x8" U-BLOCK W/ 2#5 T&B

OPENINGS 6'-0" TO 8'-0"

12"x16" U-BLOCK W/ 2#5 T&B

12" BLOCK 12"x8" CONC W/ 2#4 T&B

WALL SIZE LINTEL TYPE REMARKS

OPENINGS 8'-0" TO 10'-0"

4" BRICK L6x6x3/8"

12" BLOCK 12"x8" CONC W/ 2#4 T&B #3 STIR @ 7" CONT

2'-0"

4"8"

REINF AND GROUT SOLID 1/2 OF

VERT REINF INTERRUPTED BY

OPNG

SEE LINTEL

SCHED FOR

SIZE AND REINF

N O

TE

N O

TE

AS

R

EQ

U

IR

ED

SE

E

PL

AN

AN

D

S

EC

TI

O

N S

N O

TE

N O

TE

N O

TE

* MASONRY LAP SCHEDULE

#5=30"

NOTE

1. USE 4-0 LIFTS FOR BAR SIZES #3 THROUGH #6,

USE 6-0 LIFTS FOR BAR SIZES #7 AND ABOVE

2. FOR FOOTING AND ADDITIONAL REINFORCING,

REFER TO PLANS AND SECTIONS

JOINT REINF AT 16"

DOWELS TO MATCH VERT REINF, UNO

FILL ALL CELLS SOLID

W/ GROUT THAT

REQUIRE VERT REINF

AND ALL CELLS BELOW

GRADE

AT CORNERS AT JAMBS

AT CONTROL JOINT

COORD LOCATIONS W/ ARCH

NOTE: ALTERNATE

CMU COURSES TYP

2#5 VERT, FILL

CELL W/ COURSE

GROUT

6#5 VERT, 2 PER CELL,

FILL CELLS W/

COURSE GROUT

2#5 EA SIDE

CUT HORIZ JOINT

REINF AT

CONTROL JOINT

SEALANT FLUSH

W/ MORTAR JOINT

WIDE FLANGE

NEOPRENE

CONTROL

JOINT

MATERIAL

1' -4

T/FTG EL = -3'-6"

STANDARD WEIGHT

HORIZ JOINT REINF AT

8" BELOW GRADE AND

AT 16" ABOVE GRADE

CMU WALL,

SEE PLAN.

DOWEL TO MATCH

VERT WALL REINF

T/ FINISHED GRADE

EL SEE CIVIL

3'-6" 1'-0" 3'-6"

8'-0"

#5@12" T&B

#5@8" TOP

TYPICAL STEPPED FOOTING BOTTOM REINFORCING

3/4" = 1'-0"

D

D V=

2D M

AX

, T

YP

V=

2D M

AX

, T

YP

2V TYP 2V

MATCH FTG REINF IN

SIZE AND QUANTITY

D

CLASS 'B'

LAP TYP

ld ld

#4@12"

T/FTG EL

T/FTG EL

T/FTG EL

CLASS 'B'

LAP TYP

CLASS 'B'

LAP SPLICE

TYPICAL GRADE SUPPORTED SLAB AT CONCRETE PAD

3/4" = 1'-0"

N O

T

LE

SS

TH

AN

SE

E M

EC

H

AN

D

E

LE

C

1' -6

" M

IN

VE

R

IF

Y

FIN GR

SEE CIVIL

#5@12" EW, T&B

EPOXY COATED

EQUIPMENT, SEE

CIVIL/MECH DWGS

3"

MIN,

TYP

S201

S201

S201

S201

S201

S201

STRUCTURAL DETAILS

6/ 3/

6:

:1

PM

S201

VA PROJECT NUMBER

Date Checked Drawn

Drawing Title

Approved:

VA FORM 08-6231

A

B C

D E

21 4 5 6 7

321 4 5 6 7

A B

C D

E

Dwg. of

LocationLocation

Office of Construction and Facilities Management

PROJECT MANAGER: ACG Project Number

NOT FOR

CONSTRUCTION

NOT FOR

CONSTRUCTION

CONSULTANTS:

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 NC License #: C-1848

U.S. Department of Veterans Affairs

© COPYRIGHT Apogee Consulting Group, P.A.Revisions: Date#

D

Foresite Group, Inc.

3740 Davinci Court Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.fg-inc.net

James J. Peters VA Medical Center

130 W. KINGSBRIDGE ROAD

BRONX, NY 10468

REPLACE GENERAC

GENERATORS

JMW CJG 3

526-20-107

SITE/100

Structural Engineer:

Project Title

Building Number

Drawing Number

NOVEMBER 21, 2023

100% BID DOCUMENTS

S201

6/ 3/

6:

:1

PM

ASI #1 06.03.241