Attach 2 APPENDIX A DRAWINGS.pdf

GENERATOR PROJECT SUMMARY

PROJECT INFORMATION

GENERATOR INSTALLATION:

THE PROJECT INVOLVES SIZING, INSTALLATION LOCATION DETERMINATION AND DESIGN FOR THE INSTALLATION OF A NEW DIESEL POWERED EMERGENCY GENERATOR, GENERATOR ENCLOSURE, FUEL TANK, AN AUTOMATIC TRANSFER SWITCH, LOAD BANK, ANNUNCIATOR PANEL, AND ALL SYSTEMS REQUIRED FOR PROPER OPERATION. THIS INSTALLATION WILL PROVIDE

BACKUP POWER FOR STANDBY POWER SYSTEMS IN THE CASE OF AN UTILITY POWER OUTAGE.

GENERAL NOTES

PROJECT NAME: INSTALLATION OF ELECTRICAL GENERATOR FISHER HOUSE

PROJECT NUMBER: 671-22-139

PROJECT LOCATION: AUDIE L. MURPHY VA HOSPITAL 7400 MERTON MINTER BLVD., SAN ANTONIO, TX

SCOPE OF WORK SUMMARY:

PROJECT TEAMVICINITY MAP

INDEX OF DRAWINGS

AE101

DISCIPLINE: A - ARCHITECTURE

C - CIVIL

E - ELECTRICAL

G - GENERAL

M - MECHANICAL

P - PLUMBING

T - TELECOMMUNICATIONS

SHEET TYPE

DESIGNATOR

SHEET NUMBER

WITHIN SERIES

PROJECT DRAWING INDEX ON SHEET GI101

GENERATOR:

THE DESIGN SCOPE OF WORK IS FOR A NEW 200KW DIESEL FUEL GENERATOR INSTALLATION TO SERVE THE EXISTING FISHER HOUSES. THE GENERATOR WILL BE IN AN OUTDOOR ENCLOSURE ON A CONCRETE PAD WITH A BASE MOUNTED FUEL TANK.

THE BASE MOUNTED FUEL STORAGE TANK WILL BE PROVIDED FOR A MINIMUM 24 HOURS OF FUEL CAPACITY. THE GENERATOR WILL BE PREPARED TO SERVE (2) SEPARATE 208V TRANSFER SWITCHES, ONE FOR EACH BUILDING. TRANSFER SWITCHES ARE

EXISTING.

EXISTING UNDERGROUND CONDUITS WILL BE UTILIZED FOR NEW FEEDERS FROM THE GENERATOR PANEL GBP TO THE EXISTING ATS'S. NEW PULLBOXES WILL BE INSTALLED FOR GENERATOR POWER FEEDERS TO THE ATS'S AND TO THE FISHER HOUSES. NEW OUTDOOR RATED PANEL GDP WILL BE PROVIDED FOR POWER LIGHTING, RECEPTACLES, AND HEATER/CHARGER IN THE GENERATOR. PANEL GDP WILL BE FED FROM THE MAIN PANEL IN FISHERHOUSE 2.

CMU ENCLOSURE WILL BE PROVIDED FOR THE GENERATOR AND LOAD BANK. DOUBLE GATE WITH LOCK WILL BE PROVIDED

FOR THE ENCLOSURE. GENERATOR AND LOAD BANK WILL BE PROVIDED WITH CONCRETE PADS.

WALL PACK LIGHTING FIXTURES WILL BE INSTALLED ALONG CMU WALLS TO LIGHT GENERATOR AREA, CONTROLLED BY AN

ON/OFF LIGHT SWITCH.

GENERATOR

FISHER HOUSE I

VON SCHEELE DRIVE →

COMPASS BANK

LIST OF DRAWING SHEETS

GI100

AS100

AE100

S000 S001

C100 C101 C102 C103 C104

E-001

ES100

ES101

E-500

SHEET INDEX, GENERAL INFORMATION, & VICINITY MAP

ARCHITECTURAL SITE PLAN

ENLARGED PLAN, ELEVATIONS, SECTIONS & DETAILS

GENERAL NOTES

PLAN AND DETAILS

EXISTING CONDITIONS & DEMO PLAN

OVERALL SITE PLAN LAYOUT

SITE PLAN

TYPICAL SECTIONS PLAN

GRADING & EROSION CONTROL PLANS

ELECTRICAL LEGEND, NOTES, & ABBREVIATIONS

ELECTRICAL SITE PLAN

ELECTRICAL ENLARGED SITE PLAN

ELECTRICAL ONE-LINE DIAGRAMS

POWER OUTAGES AND TEMPORARY POWER NEEDS:

1. CONTRACTOR SHALL NOTIFY COR MINIMUM 14 DAYS PRIOR TO ANY POWER OUTAGES DURING CONSTRUCTION.

2. CONTRACTOR SHALL COORDINATE WITH COR FOR DATE AND TIME OF POWER INTERRUPTION TO THE FISHER HOUSE.

3. CONTRACTOR SHALL PREPARE AND INSTALL EQUIPMENT, CONDUITS, AND FEEDERS FIRST PRIOR TO ANY POWER INTERRUPTION. CUSTOMER AND CONNECT FEEDERS SHALL BE THE LAST STEP TO MINIMIZE DOWNTIME.

4. IF CONTRACTOR DETERMINES EXTENDED POWER OUTAGE IS NEEDED, PROVIDE TEMPORARY FEEDER OR GENERATOR AS

REQUIRED. A TEMPORARY GENERATOR EQUAL TO THE REQUIRED LOAD SHALL BE PROVIDED.

SHEET # SHEET TITLE1. THESE DRAWINGS SHALL BE USED ONLY FOR THIS SPECIFIC PROJECT/SITE LOCATION. THESE DRAWINGS ARE A COMPOSITE SET OF CONTRACT DOCUMENTS AND SHALL NOT BE SEPARATED FOR DISTRIBUTION. THE GC SHALL

REVIEW ALL DRAWINGS AND PROVIDE/DISTRIBUTE THE ENTIRE SET TO EACH SUBCONTRACTOR.

2. THE CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS OF THE DRAWINGS AND THE PROJECT MANUAL.

CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THESE DRAWINGS, THE PROJECT MANUAL, AND IMMEDIATELY NOTIFY THE DESIGN PROFESSIONAL OF ANY INCONSISTENCIES THAT ARE DISCOVERED.

3. DO NOT SCALE THE DRAWINGS. REQUEST ANY MISSING DIMENSIONS FROM THE A/E.

4. ALL WORK PERFORMED SHALL BE IN STRICT COMPLIANCE WITH GOVERNING FEDERAL, STATE AND LOCAL BUILDING

CODE REQUIREMENTS, SHALL BE EXECUTED IN ACCORDANCE WITH ACCEPTED INDUSTRY STANDARDS, AND SHALL CONFORM TO SPECIFIC REGULATIONS AS MANDATED BY THE OWNER, THE ARCHITECT, ENGINEER AND THE AUTHORITIES HAVING JURISDICTION. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY FEES ASSOCIATED WITH PROCURING SUCH PERMITS AND CERTIFICATES AND SHALL FURNISH COPIES OF PERMITS, INSPECTIONS, AND

CERTIFICATES TO THE OWNER.

5. THE GENERAL CONTRACTOR SHALL COORDINATE ALL WORK TO MINIMIZE DISRUPTION OF ANY EXISTING TENANTS OR BUILDING OPERATIONS. THE GENERAL CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT BUILDING OCCUPANTS, MATERIALS, AND EXISTING CONSTRUCTION THROUGHOUT ALL PHASES OF CONSTRUCTION.

DAMAGE TO EXISTING-TO-REMAIN CONSTRUCTION OR EQUIPMENT SHALL BE RESTORED TO ORIGINAL CONDITION AT

THE CONTRACTOR'S EXPENSE.

6. THE GENERAL CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE JOB SITE ON A DAILY BASIS.

7. ANY REQUESTS FOR SUBSTITUTIONS OF ANY SPECIFIED ITEM ARE TO BE SUBMITTED TO THE ARCHITECT IN WRITING

AND WILL BE CONSIDERED ONLY IF THE ALTERNATE PROPOSED IS PROVEN TO BE ADVANTAGEOUS TO THE OWNER

WITH RESPECT TO DELIVERY DATE, QUALITY, OR COST.

8. THE MEANS AND METHODS OF CONSTRUCTION, AND TEMPORARY STRUCTURES AND FACILITIES, ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE A/E DOES NOT ASSUME ANY RESPONSIBILITY FOR THE

CONTRACTOR'S MEANS AND METHODS OR FOR TEMPORARY STRUCTURES.

9. DEMOLITION OF EXISTING STRUCTURES IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE CONTRACTOR

SHALL EMPLOY ENGINEERING EXPERTISE AS NEEDED TO ASSIST IN DEMOLITION.

10. JOB SITE SAFETY AND SECURITY ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE GENERAL CONTRACTOR SHALL CONSULT WITH CAMPUS AND LOCAL FIRE AUTHORITIES TO ASCERTAIN REQUIREMENTS FOR FIRE SUPPRESSION AND SAFETY DURING CONSTRUCTION. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE

FOR MEETING OSHA REGULATIONS DURING CONSTRUCTION.

11. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR STORAGE AND PROTECTION OF BUILDING MATERIALS, AND INSTALLED CONSTRUCTION, FROM INCLEMENT WEATHER, THEFT, AND OTHER HAZARDS. THE GC SHALL FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR STORAGE OF MATERIALS. PARTIALLY COMPLETED WALLS SHALL BE COVERED TO PROTECT FROM WATER INTRUSION. DAMAGE, INCLUDING BUT NOT LIMITED TO MOLD, RESULTING FROM WATER INTRUSION DURING CONSTRUCTION SHALL BE REPAIRED AT THE GENERAL

CONTRACTOR'S EXPENSE.

12. IN THE CASE OF CONFLICTS OR DISCREPANCIES WITHIN OR AMONG THE CONTRACT DRAWINGS, THE BETTER QUALITY, MORE STRINGENT REQUIREMENTS OR GREATER QUANTITY OF WORK, AS DETERMINED BY THE

GOVERNMENT, SHALL BE PROVIDED.

13. THE GC SHALL BE RESPONSIBLE FOR COORDINATING THE INSTALLATION OF NEW UTILITIES WITH EXISTING

ADJACENT UTILITIES.

14. ANY WORK NOT SHOWN ON THE DRAWINGS, BUT CONSIDERED NECESSARY FOR THE COMPLETION OF THE WORK IN

A PROPER MANNER SHALL BE PROVIDED BY THE GC WITHOUT ADDITIONAL CHARGE.

15. WHERE PRESENT WORK IS DAMAGED IN THE EXECUTION OF THE CONTRACT OR WHERE OPENINGS ARE LEFT DUE TO THE REMOVAL OF PIPES, CONDUITS, CABLE TRAYS, EQUIPMENT OR APPARATUS, REPAIR OR CLOSE UP CORRESPONDING MATERIAL FINISH OF THE ADJOINING WORK WHERE DAMAGE IS NOT REPAIRABLE. NEW ITEMS OR

EQUIPMENT SHALL BE PROVIDED.

16. CONTRACTOR TO COORDINATE WITH THE COR FOR QUESTIONS REGARDING SITE ACCESS OF WORKERS, MATERIAL

DISPOSAL AND HOURS OF OPERATION.

17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND VERIFYING DIRECTLY WITH THE COR REGARDING ANY OWNER DESIRED CHANGES TO THE NUMBERING SYSTEM AND/OR NAMING CONVENTION, LABELING AND/OR IDENTIFICATION FOR (OR ON) THE ELECTRICAL PANELS, MECHANICAL EQUIPMENT, FIRE ALARM

SYSTEMS/PANELS, SIGNAGE, ETC.

FISHER HOUSE II

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Project Number

Building Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

Sprinklered Drawing Number of

VA FORM 08 - 6231

FISHER HOUSE

SAN ANTONIO,

TX

U.S. Department of Veterans Affairs

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COVER SHEET

GF DC

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

REDESIGN

JUNE 17, 2024

GI100

VA MEDICAL CENTER SAN ANTONIO, TEXAS

PROJECT ADDRESS: VA MEDICAL CENTER SAN ANTONIO, TEXAS

100% CONSTRUCTION DOCUMENTS

JUNE 17, 2024

VA PROJECT NUMBER: 671-22-139

INSTALLATION OF ELECTRICAL GENERATOR FISHER HOUSE

REDESIGN

CONTRACTING OFFICER REPRESENTATIVE(COR):

Department of Veteran Affairs Audie L. Murphy VA Hospital 7400 Merton Minter Blvd., San Antonio, TX 78229

Michael Agwu Michael.Agwu2@va.gov

210.993.2061

ELECTRICAL ENGINEER:

Romanyk Consulting Corp.

3308 Preston Road, Suite 350-164 Plano, Texas 75093

Jeffrey Koehler, PE, PMP, LEED AP Jeffrey.koehler@RomanykConsulting.com

855-424-3838 x315

262.930.0903 cell

OWNER:

Department of Veteran Affairs Audie L. Murphy VA Medical Center 7400 Merton Minter Blvd., San Antonio, TX 78229

Tailor Brown tailor.brown2@va.gov

CIVIL ENGINEER:

IMEG CORP.

1717 State Street Suite 201 Bettendorf, IA 52722

Jason Holdorf Jason.L.Holdorf@imegcorp.com

563.823.6035

PROJECT ARCHITECT:

Romanyk Consulting Corp.

3308 Preston Road, Suite 350-164 Plano, Texas 75093

Gary Friedman, AIA gary.friedman@RomanykConsulting.com

855.424.3838 x311

720.989.8588 cell

STRUCTURAL ENGINEER:

IMEG CORP.

15 Sunnen Drive Suite 104 St. Louis, MO 63143

Katie Goldberg SE, PE, LEED AP katie.m.goldberg@imegcorp.com

314.951.2538

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.comRevisions: Date:

GENERAL NOTES:

MILESTONE GUIDLINES:

CODE & LIFE SAFETY NOTES

AE100

AE100

AE100

AE100

AE100

FLAG POLE

APPROXIMATE LOCATION OF REMOTE

ANNUNCIATOR PANEL IN BUILDING.

COORDINATE EXACT LOCATION WITH COR.

REF: ELECTRICAL DWGS

PROPERTY LINE

SETBACK

BOUNDARY

EXISTING BILLBOARD

TO REMAIN

NEW SIDEWALK TO BE

INSTALLED (ROUGHLY 290 SF).

REF: CIVIL & STRUCTURAL DWGS

APPROXIMATE ELECTRICAL PULLBOX

LOCATION (FIELD VERIFY).

REF: ELECTRICAL DWGS

W U

R

ZB

A C

H R

O

AD

CONSTRUCTION SITE

AREA BOUNDARY

A

TS

PB

PB

EXISTING UNDERGROUND

CONDUIT.

REF: ELECTRICAL DWGS

A

TS

VON SCHEELE DRIVE

EXISTING METER RACK

BY FISHER HOUSE

TWO (2) EXISTING 400A ATS'S

FOR FISHER HOUSE CONNECT.

REF: ELECTRICAL DWGS

EXISTING UNDERGROUND

CONDUIT.

REF: ELECTRICAL DWGS

FISHER HOUSE II

FISHER HOUSE I

APPROXIMATE LOCATION OF MAIN PANEL.

COORDINATE EXACT LOCATION WITH COR.

GRADING AND GENERATOR

ENCLOSURE SLAB.

REF: CIVIL DWGS

TRUE NORTH

PLAN NORTHNORTH

1. IBC (2021) 9.1.3.1, EMERGENCY GENERATORS AND STANDY POWER SYSTESMS

SHALL BE INSTALLED, TESTED AND MAINTAINED IN ACCORDANCE WITH NFPA 110.

2. INC (2021) 9.1.3.2, NEW GENERATOR CONTROLLERS SHALL BE MONITORED BY

THE FIRE ALARM SYSTEM OR AT AN ATTENDED LOCATION.

3. REFER TO NFPA 110 (2022) 7.2.2, FOR OUTDOOR EPS INSTALLATION.

4. THE GENERAL CONTRACTOR'S SCHEDULE SHOULD INCLUDE BUT NOT LIMITED TO

THE FOLLOWING:

THE CONTRACTOR SHALL PROVIDE ALL REQUIRED CONSTRUCTION

SAFETY BARRIERS, SIGNAGE APPROVED BY THE COR BEFORE

CONSTRUCTION COMMENCES PER CODE IBC (2021) CHAPTER 22

SAFEGUARDS DURING CONSTRUCTION 3302.1 AND 1007.3.5.

5. MAINTAIN ACCESS TO ALL EXISTING BUILDINGS & UTILITIES. ANY UTILITY

SHUTDOWN TO BE COORDINATED WITH THE COR AND PROVIDE AN ADVANCED

NOTICE.

1. GC SCHEDULE, LAYDOWN AND WORK AREA COORDINATED WITH THE COR.

2. VENDOR SHOP DRAWINGS.

3. GC SITE MOBILIZATION.

4. DEMOLITION OF SIDEWALK, TREE REMOVAL, EARTHWORK, GRADING AND

TRENCHING REQUIRED ELECTRICAL WORK AND GENERATOR ENCLOSURE SLAB /

FOUNDATION.

5. POUR FOOTING AND GENERATOR SLAB / PAD. INSTALLATION OF UNDERGROUND

UTILITIES ON SITE AND ENCLOSURE.

6. CONSTRUCT CMU GENERATOR ENCLOSURE AND COORDINATE / ROUGH-IN AND

LIGHTS, PANEL BOX, ETC.

7. DELIVERY AND INSTALLATION OF EQUIPMENT, LIGHTNING PROTECTION /

GROUNDING, LIGHTS AND ELECTRICAL PANELS IN GENERATOR ENCLOSURE.

8. GENERATOR HOOK UP TO FISHER HOUSE ELECTRICAL ROOM WITH NEW PANEL

AND ANNUNCIATOR PANEL INSTALLED.

9. REGRADE SITE AREA REQUIRED BY PROJECT SCOPE, PROVIDE NEW SIDEWALK.

10. COMMISSIONING AND TESTING.

11. REMOVE CONSTRUCTION BARRIERS, FULL SITE USE.

CODES AND LIFE SAFETY STANDARDS:

2021 NFPA 101 NATIONAL FIRE PROTECTION ASSOCIATION LIFE SAFETY

CODE WITH THE EXCEPTION OF NFPA 5000 AND NFPA

900.

2021 IBC INTERNATIONAL BUILDING CODES.

2023 NEC NATIONAL ELECTRIC CODE.

2022 NFPA 110 STANDARD FOR EMERGENCY STANDBY POWER

SYSTEMS.

OSHA OCCUPATIONAL, SAFETY AND HEALTH

ADMINISTRATION STANDARDS.

11/1/2022 ABAAS ARCHITECTURE BARRIERS ACT ACCESSIBILITY

STANDARDS INCLUDING VA SUPPLEMENTAL BARRIER-

FREE DESIGN GUIDE (PG-18-13).

BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE, AMERICAN CONCRETE INSTITUTE AND

COMMENTARY (ACI-318).

APPLICABLE VA DESIGN STANDARDS AND CRITERIA:

PG-18-3 – DESIGN AND CONSTRUCTION PROCEDURES.

PG-18-15 A/E DESIGN SUBMISSIONS REQUIREMENTS.

OFFICE OF CONSTRUCTION AND FACILITIES MANAGEMENT, TECHNICAL

INFORMATION LIBRARY (TIL). THE DESIGN WILL COMPLY WITH THE MOST

CURRENT VERSION OF THE VA SUSTAINABLE DESIGN MANUAL AT TIME OF

AWARD FOUND ON THE VA TECHNICAL LIBRARY.

https://www.cfm.va.gov/til/sustain.asp

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Drawing Title

Approved:

VA FORM 08 - 6231

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A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

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ARCHITECTURAL SITE PLAN

GF DC

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

REDESIGN

VA MEDICAL CENTER SAN ANTONIO, TEXAS

JUNE 17, 2024

AS10015 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com

1" = 20'-0"

ARCHITECTURAL SITE PLAN

Revisions: Date:

GENERATOR ENCLOSURE NOTES:

AE100

Sim

CAST STONE CAP

DRIP THRU WALL FLASHING,

BOTH SIDES

8"X8"X16" CMU

REF: STRUCTURAL DWGS

SLOPED SLAB ON GRADE

REF: STRUCTURAL DWGS

T.O. FINISHED GRADE

REF: CIVIL DWGS

FREE DRAINING GRANULAR FILL

REF: STRUCTURAL DWGS

8' - 4"

CONT BOND BEAM

REF: STRUCTURAL DWGS

1/2" EXPANSION JOINT MATERIAL

REF: STRUCTURAL DWGS

EXTERIOR: FINISH CMU FACE

INTERIOR: CMU FACE

METAL DRIP EDGE

CELL FLASHING

EQUIPMENT PAD

REF: STRUCTURAL DWGS

0' - 4"

PRECAST CONCRETE CAP

DRIP

8"X8"X16" CMU

SLOPE SLOPE

DRIP THRU WALL FLASHING,

BOTH SIDES

STAINLESS STEEL DOWEL W/ SEALANT

AROUND PENETRATIONS THROUGH

WALL FLASHING

0' - 1"0' - 1 1/2"

0' - 1"

0' - 5" 0' - 5"

Level 1 0' - 0"

8' - 4"

28' - 8"

CAST STONE CAP

8"X8"X16"

FINISHED GRADE

4" CONCRETE CURB

Level 1 0' - 0"

CAST STONE CAP

8"X8"X16"

BOLLARD

FINISHED GRADE

8' - 4"

SWING GATE

16' - 8"

STEEL TUBE

10' - 0"

3' - 0"

EQ EQ

MAX0' - 6"

1' - 2"

0' - 8"

4" CONCRETE CURB

Level 1 0' - 0"

16' - 8"

8' - 4"

CAST STONE CAP

8"X8"X16"

FINISHED GRADE

4" CONCRETE CURB

Level 1 0' - 0"

8' - 4"

28' - 8"

CAST STONE CAP

8"X8"X16"

FINISHED GRADE

4" CONCRETE CURB

Level 1 0' - 0"

AE100

Sim28' - 8"

ELECTRICAL PANEL

REF: ELECTRICAL DWGS

8' - 4"

20' - 11"

LIGHTING

REF: ELECTRICAL DWGS

1' - 6"

9' - 0" 9' - 0" EQEQ

Level 1 0' - 0"

AE100

Sim

6' - 0"

16' - 8"

8' - 4"

LIGHTING

REF: ELECTRICAL DWGS

0' - 5"

8"X8"X16" CMU

PAINTED BREAK METAL CAP

2"X2"X1/8" STEEL TUBE FRAME,

FULLY WELDED, PAINTED

1' - 2"

SPRING BOLT

6"X2" STEEL TUBE WITH LOCK

1/4" STEEL PLATE WELDED

TO FRAME.

1 1/2" 18 GA. METAL DECK.

ATTACH TO FRAME W/ #10

SMS 8" O.C., MAX.

HINGE

2"X6"X3/16" STEEL TUBE W/

ENDS CAPPED, PTD. BOTTOM

TO HAVE DRAIN HOLES.

1/2" DIA. F1554-36 HEADED

ANCHOR AT TOP, BOTTOM,

AND MIDDLE OF WALL.

GROUT FILLED CELLS.

REF: STRUCTURAL DWGS

EXTERIOR: FINISH CMU FACEINTERIOR: CMU FACE

10' OPENING

0' - 2"

0' - 2"

CAST STONE CAP

8"X8"X16" CMU BEYOND

SLOPED SLAB ON GRADE

REF: STRUCTURAL DWGS

T.O. FINISHED GRADE

REF: CIVIL DWGS

FREE DRAINING GRANULAR FILL

REF: STRUCTURAL DWGS

EXTERIORINTERIOR

1/2" EXPANSION JOINT MATERIAL

REF: STRUCTURAL DWGS

0' - 6"

1/4" STEEL PLATE WELDED

TO FRAME

2"X2"X1/8" STEEL TUBE, PAINTED

1 1/2" GA. METAL DECK, ATTCH

TO FRAME W/ #10 SMS @ 8" O.C. MAX

PAINTED BREAK METAL CAP

EQUIPMENT PAD

REF: STRUCTURAL DWGS

8' - 4"

0' - 4"

0' - 6"

EQ

0' - 8"

EQ

4" CONCRETE CURB

MIN. DIA.

1' - 3"

MIN.3' - 0"

MIN.3' - 0"

MIN.0' - 6"

MIN. DIA.

0' - 6"

MIN. 6" DIA. STEEL PIPE

FILLED WITH CONCRETE

CONCRETE FOOTER *

FINISHED GRADE

5' - 6"

5' - 6"

16' - 8"

AE100

AE100

28' - 8"

4' - 4"

3' - 0"

3' - 1 1/2"

F R

O N

T /F

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L

IN

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K E

P A

IR

O

F

'-0 D

O O

R S

' O P

E N

IN

G

SLOPED CONCRETE SLAB (1/8"/1'-0")

REF: STRUCTURAL DWGS

LIGHTING

REF: ELECTRICAL DWGS

8"X8"X16" CMU

4" CONCRETE EQUIPMENT PAD

REF: STRUCTURAL & CIVIL DWGS

+L P

+H P

DIESEL GENERATOR

REF: ELECTRICAL DWGS

UNDERGROUND CONDUIT ROUTES

REF: ELECTRICAL DWGS

EXISTING BILLBOARD

SLOPE

BOLLARD

SLOPE

SLOPE

SLOPE

S

LO

P E

S

LO

P E

S

LO

P E

S

LO

P E

AE100

Sim

AE100

Sim

AE100

Sim

LOAD BANK

REF: ELECTRICAL DWGS

1' - 7"

1' - 7"

1' - 6"

4' - 2 1/4"

7' - 2"

12' - 3"

3' - 9 1/2"

4' - 8"

4' - 8"

1. BLOCK (CMU) BASIS OF DESIGN PRODUCT SELECTED BY THE COR THAT

MATCHES FISHER HOUSE BRICK (BEST BLOCK SOUTH TEXAS SPLIT FACE - (4)

ANTIQUE BRASS).

2. WYTHE CMU SYSTEMS (BASE AND OR PAN FLASHING WITH DRIP OR WEEP,

POLYESTER MESH DRAINAGE MAT AT CELLS, ETC.

3. INTEGRAL WATER REPELLENT ADMIXTURES IN BOTH THE GROUT AND MORTAR

TO COMPLY WITH NCMA TEK 19-17 AND ASTM C 1384.

4. SURFACE APPLIED CLEAR WATER REPELLENT PER CMU MANUFACTURE

REQUIREMENTS.

5. CMU COURSING PER STANDARD MODULAR UNITS AND CORNER/END CONDITIONS

PER MANUFACTURER STANDARD SIZE AND SHAPE GUIDELINES.

6. PROVIDE LOCK AT DOORS, COORDINATE WITH VA STANDARDS.

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Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

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ENLARGED PLAN, ELEVATIONS, SECTIONS, &

DETAILS.

GF DC

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

REDESIGN

VA MEDICAL CENTER SAN ANTONIO, TEXAS

JUNE 17, 2024

AE10015 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com

1" = 1'-0"

MASONRY ENCLOSURE SECTION

3" = 1'-0"

MASONRY WALL CAP DETAIL

1/4" = 1'-0"

WEST ELEVATION

1/4" = 1'-0"

NORTH ELEVATION

1/4" = 1'-0"

SOUTH ELEVATION

1/4" = 1'-0"

EAST ELEVATION

1/4" = 1'-0"

SECTION 1

1/4" = 1'-0"

SECTION 2

1" = 1'-0"

ENCLOSURE JAMB DETAIL

1" = 1'-0"

SWING GATE SECTION

1" = 1'-0"

PERMANENT BOLLARD DETAIL

1/4" = 1'-0"

ENLARGED PLAN

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION:

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GLULAM BEAM

GIRDER TRUSS

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

POUNDS PER CUBIC FOOT

PENTHOUSE

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

GLB

GT

HORIZ

HSA

HSB

JT

K, KIP

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PCF

P.H.

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SC

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

w/

WP

WT

WWR

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

E

D

C

B

A

F

FISHER HOUSE

SAN ANTONIO,

TX

C :\R e vi t L o ca l F ile s\ S

.0

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A S

A T

X G

E N

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A T

O R

P A

D C

W a lte r.

H

.L e w is

.r vt

/1

/2

:1

:5

P

M

GENERAL NOTES

KMG SNP

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

VA MEDICAL CENTER SAN ANTONIO, TEXAS

JUNE 17, 2024

SS-00015 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com

DESIGN CRITERIA

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2021

ASCE 7-16

ACI 318-19

2. RISK CATEGORY

3. SEISMIC:

SEISMIC DESIGN CATEGORY A

IMPORTANCE FACTOR 1.50

SOIL CLASS C

Ss 0.102 g

S1 0.028 g

Sds 0.081 g

Sd1 0.032 g

SEISMIC FORCE RESISTING SYSTEM REINFORCED MASONRY WALLS

4. WIND:

BASIC WIND SPEED V ULT = 120 MPH

IMPORTANCE FACTOR 1.15

EXPOSURE CLASS C

GENERAL

1. STRUCTURAL SUBSTITUTIONS MAY BE ALLOWED WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER. SUPPLIER SHALL PROVIDE SEALED DESIGN CALCULATIONS OR

SUITABLE PRODUCT LITERATURE FOR THE COMPONENTS.

2. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

3. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT OF

NEW WORK.

4. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

5. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

6. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

7. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

8. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DO NOT IN ANY WAY

RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

9. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

10. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

11. NO HOLES, NOTCHES, BLOCK-OUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

12. PENETRATIONS SHALL BE CAST-IN-PLACE AND SHALL NOT BE PERMITTED EXCEPT AS

SHOWN IN THE STRUCTURAL DRAWINGS.

13. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, [ENGR NOTE: EACH PARTY SHALL

VISIT THE PREMISES AND BECOME FULLY ACQUAINTED WITH CONDITIONS IN FIELD,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

PROPOSAL SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK.

SUBMITTALS

1. SUBMITTALS ARE:

a. CONCRETE MIX DESIGNS

b. CONCRETE AND MASONRY REINFORCING

2. SUBMITTALS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

3. SUBMITTALS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DOES NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

4. FOR ADDITIONAL INFORMATION ON REQUIRED SUBMITTALS, SEE INDIVIDUAL MATERIAL

SECTIONS.

EARTHWORK

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT DATED JANUARY 20, 2012

BY RABAKISTNER FOR THE ADJACENT BUILDING. REPORT IS ON FILE WITH THE

ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

FOOTINGS 2500 PSF

ANTICIPATE DEPTH TO ALLOWABLE SOIL BEARING 1.5 FT BELOW EXISTING GRADE

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE

BACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HAS ATTAINED

SPECIFIED COMPRESSIVE STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL

WALLS BELOW GRADE FROM LATERAL LOADS UNTIL SUPPORTING FLOORS ARE

COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTH MINIMUM. BACKFILLING IS

NOT PERMITTED FOR FOUNDATION WALLS UNTIL SUPPORTED SLAB TOP AND BOTTOM IS

IN PLACE OR THE WALL IS ADEQUATELY BRACED TO RESIST LATERAL LOADS.

CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OR SHORING

AND/OR SHEETING.

4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE

WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOT ENCOUNTERED

IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CAN BE OBTAINED FROM

THE ABOVE-MENTIONED GEOTECHNICAL REPORT. IF GROUND WATER SHOULD OCCUR

DURING EXCAVATION, SPECIAL PROCEDURES SHALL BE IMPLEMENTED AS

RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

5. CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO EXISTING

STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE FOUNDATIONS,

WALLS, SLABS, UTILITIES, ETC.

6. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK

OPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS,

CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES ARE FOUND,

ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOUNDATIONS,

UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTION SHALL

BE REMOVED.

7. ALL FOOTINGS AND SLABS ON GRADE SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL

OR CONTROLLED COMPACTED FILL, REMOVING ANY EXISTING FILL, ORGANIC MATERIAL,

OR UNSUITABLE SOILS, AS RECOMMENDED BY THE GEOTECHNICAL REPORT. EXPOSED

NATURAL SOIL SHALL BE PROOF ROLLED BELOW SLABS ON GRADE.

8. FOUNDATION ELEVATIONS SHOWN DESIGNATE A MINIMUM DEPTH WHERE AN ADEQUATE

SOIL BEARING PRESSURE IS EXPECTED. FOOTINGS, PIERS AND/OR WALLS SHALL BE

LOWERED OR EXTENDED AS REQUIRED TO REACH SOIL MEETING THE DESIGN BEARING

PRESSURE.

9. THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTION SHALL

BE BETWEEN 2-3% ABOVE OPTIMUM MOISTURE CONTENT.

11. SHALLOW FOUNDATION EXCAVATIONS SHOULD BE OBSERVED BY THE GEOTECHNICAL

ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. IF SOFT

POCKETS OF SOIL ARE ENCOUNTERED IN THE FOUNDATION EXCAVATIONS, THEY SHOULD

BE REMOVED AND REPLACED WITH COMPACTED NON-EXPANSIVE FILL MATERIAL OR LEAN

CONCRETE UP TO THE DESIGN FOUNDATION BEARING ELEVATION.

REINFORCING STEEL

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

AMERICAN CONCRETE INSTITUTE “ACI DETAILING MANUAL” (SP-066) EXCEPT AS

OTHERWISE SHOWN, NOTED OR SPECIFIED.

2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR 60 Fy = 60 KSI

WELDED WIRE REINFORCING ASTM A1064 Fy = 65 KSI

STEEL WIRE ASTM A1064 Fy = 60 KSI

DEFORMED BAR ANCHORS ASTM A1064 Fy = 70 KSI

3. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE OUTERMOST

REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3”

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2”

#5 BARS OR SMALLER 1 1/2”

4. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED IN THE

CRSI MANUAL OF STANDARD PRACTICE, UNLESS OTHERWISE NOTED.

5. ALL WELDED WIRE REINFORCING (WWR) SHALL BE LAPPED 2 PANELS AT EDGES AND

ENDS.

6. CONTINUOUS HORIZONTAL REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS

AND DIRECTLY OVER SUPPORTS FOR BOTTOM BARS. AT DISCONTINUOUS ENDS, THE TOP

STEEL SHALL BE BENT DOWN 12 BAR DIAMETERS OR 12” MINIMUM, WHICHEVER IS

GREATER.

7. WHERE REINFORCEMENT LENGTH IS SPECIFIED, NO SPLICES ARE PERMITTED WITHIN THE

SPECIFIED LENGTH WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER.

8. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE THE SAME GRADE, SIZE AND

SPACING OR NUMBER AS THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS

OTHERWISE NOTED. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF

WALL OR COLUMN REINFORCEMENT. EXTEND DOWELS A LAP SPLICE LENGTH INTO WALL

OR COLUMN AND TERMINATE WITH STANDARD HOOK AT BOTTOM OF FOOTING, UNLESS

OTHERWISE NOTED.

9. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS OR SLEEVES IS

NOT ACCEPTABLE.

10. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE

USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OF BARS FOR BENDING IS

NOT PERMITTED.

11. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED

ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER.

12. USE TEMPLATES TO SET ALL EMBEDDED ANCHOR BOLTS, LEVELING PLATES, AND DOWEL

BARS AS REQUIRED OR INDICATED ON THE DRAWINGS.

13. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCING STEEL.

INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF

REINFORCEMENT, INCLUDING CONCRETE COVER. STRUCTURAL ENGINEER’S REVIEW WILL

BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES.

14. ALL CONCRETE NOT OTHERWISE SPECIFIED SHALL BE REINFORCED TO THE MINIMUM

REQUIREMENT OF ACI 318.

15. REINFORCE ALL ARCHITECTURAL CONCRETE TOPPING SLABS WITH 6x6-W1.4xW1.4 WWR

UNLESS OTHERWISE NOTED.

25. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND

REVIEWED BY THE TESTING AGENCY. RESPONSIBILITY FOR OBTAINING THE REQUIRED

DESIGN STRENGTH IS THE CONTRACTOR’S. SUBMIT TEST DATA ON EACH PROPOSED MIX

FOR REVIEW IN ACCORDANCE WITH THE APPLICABLE CODE. MIX DESIGNS SUBMITTED

WITHOUT THE REQUIRED TEST DATA WILL BE RETURNED WITHOUT REVIEW.

MASONRY

1. CMU CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI 530/530.1 TMS

402/602 “BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY

STRUCTURES”.

2. MINIMUM 28-DAY COMPRESSIVE STRENGTHS FOR CMU CONSTRUCTION SHALL BE:

DESIGN ASSEMBLY STRENGTH, f’m 2000 PSI

INDIVIDUAL CONCRETE MASONRY UNITS 2800 PSI

GROUT 2000 PSI

3. CMU MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:

CONCRETE MASONRY UNITS ASTM C90, NORMAL WEIGHT

MORTAR ASTM C270, TYPE N

GROUT ASTM C476

JOINT REINFORCING ASTM A82

4. WIRE REINFORCING PER ASTM A82 FOR SINGLE-WYTHE CMU WALLS, CMU CAVITY WALLS,

AND MULTI-WYTHE COMPOSITE CMU WALLS SHALL BE HOT-DIP GALVANIZED PER ASTM

A153, CORROSION RESISTANT HORIZONTAL JOINT REINFORCING WITH THE FOLLOWING

GAUGE AND VERTICAL SPACING:

RUNNING BOND 9 GA @ 16” OC (ALL WIDTHS)

OTHER THAN RUNNING BOND 9 GA @ 16” OC (6”-8” WIDTH) 9 GA @ 8” OC

(10”-16” WIDTH)

5. ALL LOAD BEARING CMU WALLS TO HAVE FULL MORTAR BED, HEAD, AND COLLAR JOINTS.

6. GROUT SOLID ALL JAMBS FULL HEIGHT IN LOAD BEARING CMU WALLS TO UNDERSIDE OF

LINTEL PLUS ONE CELL BEYOND BEARING LENGTH.

7. PROVIDE MINIMUM 1 INCH GROUT BETWEEN MAIN REINFORCING AND/OR BOLTS AND CMU

UNIT FACE. VERTICAL REINFORCEMENT SHALL BE CENTERED IN WALL, UNLESS

OTHERWISE NOTED. VERTICAL REINFORCING BARS SHALL SECURELY BE HELD IN

POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO ENSURE DESIGN LOCATION AND

LAP. PLACE BARS AND LAP PRIOR TO GROUTING.

8. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS UNLESS

OTHERWISE NOTED.

9. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS SHALL BE SET TO ALIGN

WITH VERTICAL REINFORCING STEEL.

10. ALL CELLS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT.

11. GROUT CELLS SOLID IN ALL WALLS, UNLESS OTHERWISE NOTED. GROUT IN 4’-0” MAXIMUM

LIFTS.

12. LIFTS OF GROUT SHALL BE KEYED 1 1/2 INCHES INTO THE PREVIOUS COURSE BELOW.

13. HORIZONTAL BAR REINFORCEMENT SHALL BE FULLY EMBEDDED IN GROUT IN AN

UNINTERRUPTED POUR.

14. EXCEPT FOR WALL PILASTERS, VERTICAL REINFORCEMENT SHALL BE FIELD CUT FOR 4’-0”

LIFTS AND LAP SPLICED PER LAP LENGTH SCHEDULE.

15. COORDINATE ANY UNIDENTIFIED PIPE OR DUCT PASSING THROUGH STRUCTURAL CMU

WALLS WITH TYPICAL DETAILS, UNLESS OTHERWISE NOTED.

16. SEE ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS, LAYING PATTERN,

AND JOINT TYPE. ALL BLOCK SHALL BE LAID IN RUNNING BOND, UNLESS OTHERWISE

NOTED.

10. ANY REQUIRED IMPORT FILL SOIL SHALL HAVE A LOW POTENTIAL FOR EXPANSION AND

SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO IMPORTING.

IV

Revisions: Date:

16. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL SPLICES

SHALL BE CLASS 'B' AS DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT GIVEN ON THE

DRAWINGS, PROVIDE LAP LENGTH (IN INCHES) AS FOLLOWS:

3000 PSI CONCRETE 4000 PSI CONCRETE

BAR SIZE OTHER TOP OTHER TOP

#3

#4

#5

#6

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND

A MINIMUM COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY

1.3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 1'-0" OF

FRESH CONCRETE BELOW.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE CORRESPONDING EDITION OF THE

AMERICAN CONCRETE INSTITUTE PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI

308.1, ACI 318 AND SP-066, UNLESS OTHERWISE NOTED.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER REDUCING ADMIXTURE ASTM C494

3. CONCRETE STRENGTHS SHALL CONFORM TO:

INTENDED USE STRENGTH (PSI) EXPOSURE

CLASS

FOOTINGS 3000 N/A

FOUNDATIONS 4000 N/A

SLAB ON GRADE 4000 N/A

UNLESS OTHERWISE NOTED 4000 N/A

NORMAL-WEIGHT 28-DAY STRENGTH UNLESS OTHERWISE NOTED.

4. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED 57,000 SQRT(f’c) FOR NORMAL-WEIGHT CONCRETE OR wc1.5 33 SQRT(f’c).

5. DRYPACK OR GROUT SHALL HAVE A MINIMUM 28-DAY STRENGTH OF 7000 PSI.

6. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ENSURE PROPER

DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS, NOTCHES, AND EDGES

OF WALLS/FOUNDATIONS PRIOR TO PLACING CONCRETE.

7. UNLESS OTHERWISE NOTED, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS.

8. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED TO 1/4” AMPLITUDE BY

SAND BLASTING OR MECHANICAL MEANS. CLEAN BEFORE POUR. LOCATION TO BE

APPROVED BY THE STRUCTURAL ENGINEER. SUBMIT LOCATION PLAN OF ALL PROPOSED

JOINTS NOT INDICATED ON DRAWINGS FOR APPROVAL PRIOR TO BEGINNING WORK.

9. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE ALL REINFORCING AND

EMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY LOCATED AND

SECURELY TIED IN PLACE.

10. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH

CONCRETE BEFORE PLACING. SECURE SLEEVES TO PREVENT MOVEMENT DURING

PLACING OPERATIONS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS.

11. CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLE FOR

EMBEDMENT IN CONCRETE.

12. CONDUIT, PIPES, AND SLEEVES EMBEDDED IN CONCRETE SHALL CONFORM TO

REQUIREMENTS OF ACI 318, SECTIONS 20.7 AND 26.8.

13. DO NOT PLACE VERTICAL CONDUIT IN CONCRETE COLUMNS WITHOUT APPROVAL OF THE

STRUCTURAL ENGINEER.

14. NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TO

PREVENT ALUMINUM-CONCRETE REACTION.

15. PROJECTING CORNERS OF HOUSEKEEPING PAD SHALL BE FORMED WITH A 3/4 INCH

CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.

16. CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.

17. IF CONCRETE IS PLACED BY PUMPING, SUPPORT SHALL BE PROVIDED FOR THE HOSE. THE

HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING AND OTHER EMBEDDED

ITEMS.

18. CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7 DAYS.

FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS OR MAY BE

STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURING COMPOUND.

19. NO LOADS SHALL BE PLACED ON STRUCTURAL CONCRETE SLABS WITHIN 7 DAYS AFTER

CONCRETE IS PLACED. AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE

SUPERIMPOSED CONSTRUCTION LOADS BE GREATER THAN SPECIFIED DESIGN LIVE

LOADS, UNLESS THE WORK IS SHORED.

20. CONTRACTOR SHALL SURVEY ALL CONCRETE WORK WITHIN 48 HOURS OF PLACING

CONCRETE TO ENSURE PLACEMENT IS IN ACCORDANCE WITH PROJECT REQUIREMENTS.

21. CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL

ENGINEER.

22. NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING FREE

WATER, FROST, ICE OR SNOW.

23. DURING WINTER CONSTRUCTION, ALL FOOTINGS SHALL BE PROTECTED FROM FROST

PENETRATION UNTIL THE BUILDING IS ENCLOSED AND TEMPORARY HEAT IS PROVIDED.

24. GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION AND HEIGHT

OF MECHANICAL EQUIPMENT PADS ON CONCRETE AND SLAB-ON-GRADE.

17. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. IF SPLICE

LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTHS (IN INCHES) AS

FOLLOWS EXCEPT BARS LARGER THAN #9 SHALL BE MECHANICALLY SPLICED:

MINIMUM LAP SPLICE LENGTH

BAR SIZE

f'm = 2000 PSI

#3

#4

#5

#6

8" CMU

TMS 402/602-16/ACI 530

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

E

D

C

B

A

F

FISHER HOUSE

SAN ANTONIO,

TX

C :\R e vi t L o ca l F ile s\ S

.0

V

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TESTING AND INSPECTION SCHEDULES

KMG SNP

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

VA MEDICAL CENTER SAN ANTONIO, TEXAS

JUNE 17, 2024

SS-00115 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com

Revisions: Date:

TESTING, INSPECTIONS, AND OBSERVATIONS

1. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION. SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS “SPECIAL INSPECTIONS” AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE.

2. SEE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION

REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

a. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND

APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.

b. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

c. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT, STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

d. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION

AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

4. SPECIAL INSPECTIONS AND TESTS ARE REQUIRED FOR MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL MANUFACTURER’S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN CHAPTER 17 OF THE IBC OR IN STANDARDS REFERENCED BY

THE IBC. THESE ITEMS INCLUDE:

a. POST-INSTALLED ANCHORS - INSPECTION

5. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

CONCRETE CONSTRUCTION

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT

X ACI 318: CH 20,

25.2, 25.3, 26.2.1-26.6.3

1908.4

2. MATERIAL IDENTIFICATION OF REINFORCING (TYPE/GRADE) X AISC 341: TABLE

J9.1

3. REINFORCING STEEL HAS NOT BEEN REBENT IN THE FIELD X AISC 341: TABLE

J9.1

4. REINFORCING STEEL HAS BEEN TIED AND SUPPORTED AS REQUIRED X AISC 341: TABLE

J9.1

5. REINFORCING STEEL CLEARANCES HAVE BEEN PROVIDED X AISC 341: TABLE

J9.1

6. INSPECT ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2

7. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS:

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

X ACI 318: 17.8.2.4

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 9.a X ACI 318: 17.8.2

8. VERIFY USE OF REQUIRED DESIGN MIX X ACI 318: CH 19,

26.4.2, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

9. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF

THE CONCRETE

X ASTM C172, ASTM

C31, ACI 318: 26.5,

26.12

1907.10

10. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES

X ACI 318: 26.5 1908.6, 1908.7,

1908.8

11. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X ACI 318:

26.5.3-26.5.5

1908.9

12. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED

X ACI 318: 26.11.2(b)

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC TMS 402 TMS 602

MASONRY CONSTRUCTION - LEVEL 1

1. PRIOR TO CONSTRUCTION:

a. VERIFICATION OF COMPLIANCE OF SUBMITTALS X ART. 1.5

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

X

3. PERFORM CLASSIFICATIONS AND TESTING OF COMPACTED FILL MATERIAL X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

X

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY

X

A

B

NEW GENERATOR ON

4" MIN. HOUSEKEEPING

PAD. SLOPE BOTTOM

OF PAD WITH SLAB ON

GRADE. SURFACE

SHOULD BE LEVEL.

/4

/8

28'-8"

SS-100

PROVIDE FULLY

GROUTED CELL AT DOOR

JAMB WITH (1) #5, VERT

SS-100

SS-100

_____1

3'-11"

(VERIFY WITH EQUIPMENT)

20'-9 1/4" 2'-8 1/8"

CONDUIT THROUGH OR UNDER THE WALL. SEE

DETAIL 5/S-100. REFER TO ARCH AND ELECTRICAL

DRAWINGS FOR APPROXIMATE LOCATION. GC TO

COORDINATE WITH ELECTRICAL CONTRACTOR.

(V E

R

IF

Y W

IT

H

E

Q U

IP

M

E N

T

FREE-DRAINING GRANULAR FILL

SLAB ON GRADE - SEE PLAN

REINFORCING - SEE PLAN

NOTES:

1. REFERENCE SPECIFICATIONS FOR MATERIAL AND COMPACTION

REQUIREMENTS.

2. COMPACT ALL FILL MATERIAL TO 95% OF THE MAXIMUM DRY

DENSITY PER ASTM D1557.

3. EXCAVATION NOTED ABOVE IS AN ESTIMATION BASED ON

APPROXIMATE INFORMATION GIVEN IN THE AVAILABLE

GEOTECHNICAL REPORT. EXCAVATION SHALL EXTEND BELOW

EXPANSIVE CLAYEY SOILS AND OUT THREE FEET PAST THE

EXTERIOR FACE OF THE CONTINUOUS FOOTING. OVER-

EXCAVATED SOIL SHALL BE REPLACED WITH NEW SELECT FILL

AND COMPACTED PER THE SPECIFICATIONS. COORDINATE FINAL

EXCAVATION AND FILL REQUIREMENTS WITH ON-SITE SOIL

TESTING AGENCY.

/3 t)

OVER-EXCAVATED SOIL OF

APPROXIMATE 3 TO 5 FEET

S E

E P

L A

N T

H

IC

K N

E S

S t)

LEVEL TOP

#3x12"

@ 24" OC

NOTE:

1. SEE MECHANICAL AND ELECTRICAL DWGS FOR THE FOLLOWING:

A. LOCATION AND DIMENSIONS OF PADS.

B. LOCATION AND SIZE OF ANCHOR BOLTS.

C. DETAILS OF SUPPORTS, ISOLATORS AND OTHERS.

CONC PAD

1/2" TOOLED RADIUS 12"

SLAB ON GRADE

SEE PLAN, ARCH, MECH, OR ELEC

FOR SIZE AND LOCATION OF PAD

S E

E P

L A

N T

H

IC

K N

E S

S

M

A X

M

IN

REINF 6x6 - W2.1xW2.1 WWR

#5 @ 12" OC T&B

EL (+938'-3")

T.O. WALL

EL (SEE CIVIL)

T.O. SLAB

3'-6"

M

IN

8" CMU WALL REINFORCE

WITH VERTICAL #5 BARS @

32" OC IN GROUTED CELLS

1/2" EXPANSION

JOINT MATERIAL

SLAB ON GRADE

SEE TYPICAL DETAILS

CONT BOND BEAM

WITH (2) #5

3" CLR

(3) #5 LONGITUDINAL

BARS T&B

OVER-EXCAVATED SOIL OF

APPROXIMATELY 3 TO 5 FEET

NOTE:

1. EXCAVATION NOTED ABOVE IS AN ESTIMATION BASED ON

APPROXIMATE INFORMATION GIVEN IN THE AVAILABLE

GEOTECHNICAL REPORT. EXCAVATION SHALL EXTEND BELOW

EXPANSIVE CLAYEY SOILS AND OUT THREE FEET PAST THE

EXTERIOR FACE OF THE CONTINUOUS FOOTING. OVER-EXCAVATED

SOIL SHALL BE REPLACED WITH NEW SELECT FILL AND COMPACTED

PER THE SPECIFICATIONS. COORDINATE FINAL EXCAVATION AND FILL

REQUIREMENTS WITH ON-SITE SOIL TESTING AGENCY.

2. CONTRACTOR TO TAKE CARE NOT TO UNDERMINE ADJACENT SIGN

STRUCTURE FOUNDATION. DEPTH OF EXISTING FOOTING NOT

KNOWN. CONTRACTOR TO POTHOLE TO INVESTIGATE PRIOR TO

GENERATOR ENCLOSURE EXCAVATION.

(3) #5

DOWELS TO MATCH

WALL BAR SPACING

M

IN

IM

U

M L

A P

O F

8"

#5 @ 12" OC

NOTES:

1. SEE 3/S-100 FOR TYPICAL SLAB ON GRADE

DETAILS.

2. TOP OF FOUNDATION WALL EL (-0'-8") BELOW

TOP OF SLAB ON GRADE, UON.

3. CONTRACTOR TO TAKE CARE NOT TO

UNDERMINE ADJACENT SIGN STRUCTURE

FOUNDATION. DEPTH OF EXISTING FOOTING

NOT KNOWN. CONTRACTOR TO POTHOLE TO

INVESTIGATE PRIOR TO GENERATOR

ENCLOSURE EXCAVATION.

KEYNOTES:

1. MINIMUM 8" CONCRETE SLAB ON GRADE

REINFORCED WITH 6x6 -W4xW4 WWR. REFER

TO CIVIL DRAWINGS FOR SLAB ELEVATION AND

SURROUNDING GRADE INFORMATION. SLOPE

SLAB PER THE ARCHITECTURAL DRAWINGS.

FOOTING (LEVEL,

SLOPED OR STEPPED)

PIPE

PIPE

FINISH GRADE

COMPACTED BACKFILL

TAMPED SAND

PIPE

NO EXCAVATION

BELOW THIS LINE

ALL SLEEVES TO BE

1" CLEAR ALL

AROUND PIPE

WALL

NOTES:

1. PIPE DIAMETER SHALL NOT EXCEED 8".

2. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL

LOCATIONS, ELEVATIONS, ETC. OF SITE UTILITIES.

3. DETAIL REQUIRED AT ALL UTILITIES HAVING A PLAN

WIDTH UP TO 1'-0". FOR WIDTHS GREATER THAN 1'-0",

SEE PLAN FOR REQUIRED DETAIL.

4. PIPE IS NOT ALLOWED UNDER SPREAD FOOTINGS.

PLACE CONTROLLED LOW STRENGTH

CONCRETE FILL AROUND SLEEVE PRIOR

TO THE FOUNDATION POUR OR POUR

WITH THE FOOTING USING THE FOOTING

MIX. MAKE SAME WIDTH AS FOOTING AND

FULL WIDTH OF PIPE TRENCH (2'-0" MIN)

M

IN

1'-0" MIN

1'-6" MIN

4" MIN

H E

R E

N O

P

IP

E S

4" MIN

A

SECTION A

CORNER BARS TO

MATCH LONGITUDINAL

FOOTING REINFORCING

LONGITUDINAL FOOTING

REINFORCING - SEE PLAN

2'-6"

OPEN END BLOCK

BREAK SHELL FOR

FLOW OF GROUT, TYP

INTERSECTION

BARS SHALL MATCH

HORIZ WALL OR

BOND BEAM REINF

(1) #5 VERT BAR

(1) #5 VERT BAR

S E

E S

C H

E D

T

Y P

L A

P S

P L

IC

E

NOTES:

1. TYPICAL VERTICAL REINFORCING AND GROUT NOT SHOWN FOR CLARITY.

2. DETAIL ASSUMES CORNER IS CONSTRUCTED IN RUNNING BOND WITH UNITS

INTERLOCKED.

BEND CORNER

BARS AROUND

VERT REINF

DETAIL IS REQ'D

WHER INDICATED

HEAD JOINT IS CONT

FULL HEIGHT. WHERE

ALTERNATE JOINT

LOCATION OCCUR,

SEE TYPICAL CORNER

REINF DETAIL

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD

STAMP

CONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

E

D

C

B

A

F

FISHER HOUSE

SAN ANTONIO,

TX

C :\R e vi t L o ca l F ile s\ S

.0

V

A S

A T

X G

E N

E R

A T

O R

P A

D C

W a lte r.

H

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/1

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:5

P

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PLAN AND DETAILS

KMG SNP

100% CONSTRUCTION

DOCUMENTS

671-22-139INSTALLATION OF ELECTRICAL

GENERATOR FISHER HOUSE

VA MEDICAL CENTER SAN ANTONIO, TEXAS

JUNE 17, 2024

SS-100

N O R

HT

1/4" = 1'-0"1

FOUNDATION PLAN

3/4" = 1'-0"3

TYPICAL SLAB SECTION

3/4" = 1'-0"4

TYPICAL CONCRETE

EQUIPMENT PAD DETAIL

3/4" = 1'-0"2

PERIMETER WALL

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com

3/4" = 1'-0"5

TYPICAL PIPE TRENCH DETAIL

Revisions:…