Attachment 2 Drawings.pdf

AREA OF WORK

P la n N or th

True North

BUILDING 163

BUILDING 163

7' -6

5'

1"

5'

3/

8'

1/

1/

1"

0'

1"

0'

1"

0'

0'

1"

0'

1"

0'

9" 6"

3"

3"

1' -6

1'

6"

1/

2"

2' 1'

6"

1"

3' 2'

1'

3/ 4"

4'

2' 1'

1/

2"

6' 4'

2'

3/ 8"

8'

4'

3/

8' 4'

2'

1/ 4"

8'

4'

1/ 8"

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

10987654321

10987654321

E

D

C

B

A

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E

D

C

B

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ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

SEE REVISION

SCHEDULE

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GI001

COVER IMPROVE RO-DI RECIRCULATION

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

674-23-255

RL AV

100% CONSTRUCTION

DOCUMENTS

VEG 24.01

OLIN E. TEAGUE VETERANS MEDICAL CENTER

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

VAMC PROJECT #: 674-23-255

IMPROVE RO-DI RECIRCULATION

SHEET NUMBER SHEET NAME

GENERAL

GI001 COVER

GI002 GENERAL ABBREVIATIONS, NOTES, & SYMBOLS

GI111 EQUIPMENT REMOVAL PATH - LEVEL 1

GI112 PHASING PLAN

STRUCTURAL

S-001 GENERAL NOTES

S-601 STRUCTURAL SPECIAL INSPECTIONS SCHEDULE

SB100 FOUNDATION PLAN

SB101 FLOOR SLAB PLAN - BASEMENT

SB111 FLOOR SLAB PLAN - LEVEL 1

SF501 FLOOR DETAILS

ARCHITECTURAL

A-001 ARCHITECTURAL ABBREVIATIONS, NOTES, & SYMBOLS

AD111 DEMOLITION PLAN - BASEMENT LEVEL

AD112 DEMOLITION PLAN - LEVEL 1

AD113 DEMOLITION PLAN - LEVEL 2

AD121 DEMOLITION REFLECTED CEILING PLAN - BASEMENT LEVEL

AD122 DEMOLITION REFLECTED CEILING PLAN - LEVEL 1

AD123 DEMOLITION REFLECTED CEILING PLAN - LEVEL 2

AE111 FLOOR PLAN - BASEMENT LEVEL

AE112 FLOOR PLAN - LEVEL 1

AE113 FLOOR PLAN - LEVEL 2

AE121 REFLECTED CEILING PLAN - BASEMENT LEVEL

AE122 REFLECTED CEILING PLAN - LEVEL 1

AE123 REFLECTED CEILING PLAN - LEVEL 2

AE611 DOOR SCHEDULE

PLUMBING

P-001 PLUMBING ABBREVIATIONS, SYMBOLS, & LEGENDS

PQ601 EQUIPMENT & FIXTURE SCHEDULES

PD111 DEMOLITION PLAN - BASEMENT

PD112 DEMOLITION PLAN - LEVEL 1

PD113 DEMOLITION PLAN - LEVEL 2

PP111 PIPING PLAN - BASEMENT

PP112 PIPING PLAN - LEVEL 1

PP113 PIPING PLAN - LEVEL 2

PI601 CONTROL DIAGRAMS

PK501 TYPICAL DETAILS

ELECTRICAL

E-001 ELECTRICAL ABBREVIATIONS AND GENERAL NOTES

E-002 ELECTRICAL SYMBOLS

ED111 DEMOLITION PLAN - LEVEL 1

EP111 POWER PLAN - LEVEL 1

EP601 POWER ONE-LINE DIAGRAM & PANEL SCHEDULE

EK501 TYPICAL DETAILS

SHEET INDEXRENDERED IMAGEAREA OF WORK

Number: Revision: Date:

0 100% CONSTRUCTION DOCUMENTS 09/25/2024

AVillarruel Snapshot

ROOM NAME

VIEW TITLE EXAMPLE

ELEVATION CALLOUT EXAMPLE

ENLARGED CALLOUT EXAMPLE

SECTION CALLOUT EXAMPLE

SECTION OR DETAIL SYMBOL IDENTIFIERS

DETAIL NAME

DRAWING NUMBER

DESIGNATOR ON SHEET

DRAWING SEQUENCE

NUMBER INDICATES

WHERE DRAWING IS

LOCATED

TWO CHARACTER

DISCIPLINE DESIGNATOR

AE101

TO OBJECT

CENTER

COLUMN

BUBBLE

ROOM TAG

MATCH LINE

DETAIL NUMBER

ON SHEET

SHEET NUMBER

DETAIL NUMBER

ON SHEET

SHEET NUMBER

NEW LINE TYPE

EXISTING LINE TYPE

DEMOLITION LINE TYPE

AREA OF DEMOLITION

VIEW NAME

1/8" = 1'-0"

F1

AE101

F1

AE101

F1

AS101

SYMBOLS LEGEND

F1

AE101

EXTERIORINTERIOR

## SHEET KEYNOTE

REVISION TAG

DRAWING SCALE

REFERENCE

KEYNOTE

DETAIL NUMBER

ON SHEET

SHEET NUMBER

######-A######-A

F1F1

TO OBJECT

FACE OR OTHER

GEOMETRY

F1

AE101

F1

AE101

NOT IN CONTRACT

PROPOSED TEMPORARY

CONSTRUCTION BARRIER

DETAIL NUMBER

ON SHEET

DETAIL / WALL SECTION

BUILDING SECTION

1-HR FIRE

2-HR FIRE

3-HR FIRE

4-HR FIRE

1-HR FIRE/SMOKE

2-HR FIRE/SMOKE

3-HR FIRE/SMOKE

4-HR FIRE/SMOKE

0-HR SMOKE 0.5-HR SMOKE

FIRE RESISTIVE RATED PARTITIONS

GENERAL ABBREVIATIONS

ABBREVIATIONS LISTED BELOW ARE GENERAL ABBREVIATIONS ACROSS ALL DISCIPLINES. DISCIPLINE SPECIFIC ABBREVIATIONS MAY SUPERSEDE GENERAL ABBREVIATIONS. REFER TO DISCIPLINE SPECIFIC ABBREVIATIONS SHEETS. A. WORK SHALL CONFORM WITH PROJECT SPECIFICATIONS.

B. CONTRACTOR SHALL BECOME FULLY ACQUAINTED WITH CONDITIONS

RELATED TO THE WORK. QUESTIONS WILL BE DIRECTED TO VHA COR.

C. CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR THE MEANS, METHODS

AND SEQUENCES OF CONSTRUCTION AND THE SAFETY OF CONSTRUCTION

PERSONNEL AND VISITORS.

D. DRAWINGS CONTAINED IN THIS SET SHALL NOT BE REPRODUCED FOR SHOP

DRAWINGS. COPIES OF THESE DRAWINGS SUBMITTED AS SHOP DRAWINGS

WILL BE REJECTED AND RETURNED TO THE CONTRACTOR. REFER TO

SPECIFICATION SECTION 01 33 23.

E. EXAMINE SUBSTRATE AND/OR CONDITIONS UNDER WHICH THE WORK WILL

BE INSTALLED AND REPORT TO THE VHA COR, IN WRITING, CONDITIONS

DETRIMENTAL TO THE PROPER AND TIMELY EXECUTION OF THEIR WORK. DO

NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS ARE CORRECTED.

COMMENCING WITH INSTALLATION WILL CONSTITUTE ACCEPTANCE OF THE

SUBSTRATE AND/OR CONDITIONS.

F. DO NOT SCALE DRAWINGS: FOLLOW WRITTEN DIMENSIONS AND NOTES.

CONTACT VHA COR FOR CLARIFICATIONS, IF REQUIRED.

G. "TYPICAL", AS USED IN THESE DOCUMENTS, MEANS THAT THE CONDITION OR

DIMENSION IS REPRESENTATIVE OF, OR THE SAME, FOR SIMILAR

CONDITIONS THROUGHOUT.

H. IF THERE IS A DISCREPANCY BETWEEN SMALL SCALE AND LARGE SCALE

DRAWINGS, (PLAN, SECTION, & DETAIL DRAWINGS, ETC), CONTACT VHA CO

FOR CLARIFICATION.

I. IF THERE IS A DISCREPANCY BETWEEN THE DRAWINGS AND THE

SPECIFICATIONS, SPECIFICATIONS GOVERN. CONTACT VHA CO FOR

CLARIFICATION.

J. DISCREPANCIES BETWEEN THE DRAWINGS AND ACTUAL CONDITIONS SHALL

BE REPORTED TO THE VHA CO, IN WRITING, FOR RESOLUTION PRIOR TO

PROCEEDING WITH THE WORK.

K. DISCREPANCIES SHALL BE REPORTED TO THE VHA CO IN WRITING FOR

RESOLUTION, PRIOR TO PROCEEDING WITH THE WORK. NO CHANGE

ORDERS OR EXTENSIONS OF TIME WILL BE ALLOWED OR ACCEPTED FOR

PROCEEDING WITH THE WORK WITHOUT THE CONTRACTING OFFICER'S

WRITTEN DIRECTION AND APPROVAL. ALSO, CONTRACTOR SHALL REPAIR

AND/OR REPLACE UNAUTHORIZED WORK, AS INDICATED BY THE VHA COR,

AT NO ADDITIONAL COST TO THE VHA.

L. DISSIMILAR METAL MATERIALS SHALL BE ISOLATED WITH AN APPROVED

NONMETAL ISOLATION MATERIAL IN ACCORDANCE WITH SPECIFICATIONS.

M. CONTRACTOR SHALL VERIFY THE LOCATIONS OF EXISTING UNDERGROUND

UTILITIES AND THEIR SERVICE CONNECTIONS WITH THE PROPER UTILITY

COMP, COORDINATE ISSUES WITH VHA COR.

N. CONTRACTOR SHALL COORDINATE SIZE, LOCATIONS AND NUMBER OF ROOF

OPENINGS AND ROOF ACCESSORIES WITH OTHER TRADES. REFER TO THE

ARCHITECTURAL, STRUCTURAL, PLUMBING, MECHANICAL AND ELECTRICAL

DRAWINGS FOR REFERENCE AND SPECIFICATIONS FOR REQUIREMENTS.

O. LOCATIONS AND SIZES OF CONCRETE MECHANICAL AND ELECTRICAL

EQUIPMENT PADS SHALL BE COORDINATED WITH THE SELECTED

EQUIPMENT MANUFACTURER AND/OR SUPPLIER. LOCATIONS ARE TO BE

APPROVED BY THE VHA COR PRIOR TO PROCEEDING WITH THE WORK.

P. AT TELECOMMUNICATION ROOMS: PROVIDE 3/4" X 8'-0" HIGH FIRE-

RETARDANT-TREATED PLYWOOD SHEATHING OVER TYPE X GYPSUM BOARD.

BOTTOM TO BE LOCATED AT 4" AFF VERIFY LENGTHS AND LOCATIONS WITH

ELECTRICAL DRAWINGS. REFER TO SPECIFICATION SECTION 06 10 00.

Q. PROVIDE INDEPENDENT FRAMING AND ATTACHMENTS TO THE STRUCTURE,

ADEQUATE TO SUPPORT THE CEILING SYSTEM, LIGHT FIXTURES, DUCTS,

DIFFUSERS, SPRINKLER PIPING AND BUS DUCTS.

R. CONTRACTOR TO INSTALL WOOD BLOCKING AND PLYWOOD AS REQUIRED

FOR THE MOUNTING OF TOILET ACCESSORIES, MILLWORK, CASEWORK, AV

EQUIPMENT, MEP ITEMS AND RADIOLOGY EQUIPMENT, ETC. REFER TO

SPECIFICATIONS.

S. PROPRIETARY PRODUCTS SHOWN ON THE DRAWINGS SHALL MEET

SPECIFICATION REQUIREMENTS.

7' -6

5'

1"

5'

3/

8'

1/

1/

1"

0'

1"

0'

1"

0'

0'

1"

0'

1"

0'

9" 6"

3"

3"

1' -6

1'

6"

1/

2"

2' 1'

6"

1"

3' 2'

1'

3/ 4"

4'

2' 1'

1/

2"

6' 4'

2'

3/ 8"

8'

4'

3/

8' 4'

2'

1/ 4"

8'

4'

1/ 8"

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

SEE REVISION

SCHEDULE

R E

V

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GI002

GENERAL ABBREVIATIONS, NOTES,

& SYMBOLS

IMPROVE RO-DI RECIRCULATION

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

674-23-255

MVP AV

100% CONSTRUCTION

DOCUMENTS

VEG 24.01

A

ABA ARCHITECTURAL BARRIERS ACT

AC AIR CONDITIONING

AD AREA DRAIN

ADJ ADJUSTABLE / ADJACENT

AFF ABOVE FINISH FLOOR

AHU AIR HANDLING UNIT

ALT ALTERNATE

ALUM ALUMINUM

ANOD ANODIZED

AP ACCESS PANEL

APPROX APPROXIMATE

ARCH ARCHITECT / ARCHITECTURAL

ATTEN ATTENUATION

AUTO AUTOMATIC

AV AUDIO / VISUAL

AVG AVERAGE

B

BD BOARD

BLDG BUILDING

BM BENCH MARK / BEAM

BO BOTTOM OF

BOC BACK OF CURB

BOT BOTTOM

BRG BEARING

BRK BRICK

BRKT BRACKET

BSMT BASEMENT

BTWN BETWEEN

BVL BEVELED

C

CAP CAPACITY

CB CATCH BASIN

CCTV CLOSED CIRCUIT TV

CF CUBIC FEET

CFM CUBIC FEET PER MINUTE

CI CAST IRON

CIP CAST-IN-PLACE

CL CENTER LINE

CLG CEILING

CLR CLEAR / CLEARANCE

CMP CORRUGATED METAL PIPE

CMU CONCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

COMB COMBINATION

CONC CONCRETE

CONN CONNECTION / CONNECT

CONST CONSTRUCT / CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

COR CONTRACTING OFFICER'S

REPRESENTATIVE

CORR CORRIDOR / CORRUGATED

CP CONCRETE PIPE

CS COUNTERSINK

CU CUBIC

CW COLD WATER

D

DBL DOUBLE

DEMO DEMOLISH / DEMOLITION

DEPT DEPARTMENT

DF DRINKING FOUNTAIN

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DN DOWN

DR DOOR

DTL DETAIL

DWG DRAWING

E

E EAST

EA EACH

EF EXHAUST FAN

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EM EMERGENCY

EP ELECTRICAL PANELBOARD

EQ EQUAL

EQUIP EQUIPMENT

EST ESTIMATE

ETR EXISTING TO REMAIN

EW EACH WAY

EWC ELECTRIC WATER COOLER

EXH EXHAUST

EXIST EXISTING

EXT EXTERIOR

F

FA FIRE ALARM

FB FACE BRICK

FBO FURNISHED BY OWNER

FD FLOOR DRAIN

FDC FIRE DEPARTMENT CONNECTION

FDN FOUNDATION

FF FINISH FLOOR

FF&E FIXTURES, FURNITURE & EQUIPMENT

FFE FINISH FLOOR ELEVATION

FH FIRE HYDRANT

FHC FIRE HOSE CABINET

FIXT FIXTURE

FLR FLOOR

FLUOR FLUORESCENT

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FR FIRE RATED

FRMG FRAMING

FRR FIRE RESISTANCE RATING

FS FLOOR SINK

FT FOOT/ FEET

FTG FOOTING

FUT FUTURE

G

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GOVT GOVERNMENT

GPM GALLON PER MINUTE

H

H HIGH

HB HOSE BIBB

HC HOLLOW CORE

HORIZ HORIZONTAL

HR HOUR

HS HIGH STRENGTH

HT HEIGHT

HTG HEATING

HTR HEATER

HVAC HEATING / VENTILATING / AIR

CONDITIONING

HW HOT WATER

HYD HYDRANT

I

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IN INCH

INCL INCLUDE (D), (ING)

INFO INFORMATION

INST INSTALL / INSTALLATION

INSUL INSULATE / INSULATION

INT INTERIOR

INV INVERT

J

JAN JANITOR

JB JUNCTION BOX

JST JOIST

JT JOINT

K

KIT KITCHEN

KO KNOCKOUT

L

L LONG / LENGTH

LAB LABORATORY

LAV LAVATORY

LBS POUNDS

LF LINEAR FOOT (FEET)

LH LEFT HAND

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LPT LOW POINT

LRG LARGE

LT LIGHT

LTG LIGHTING

LVR LOUVER

LWC LIGHTWEIGHT CONCRETE

M

MAS MASONRY

MAX MAXIMUM

MBR MEMBER

MECH MECHANICAL

MED MEDIUM

MFG MANUFACTURING

MFR MANUFACTURER

MH MANHOLE

MIN MINIMUM

MISC MISCELLANEOUS

MOD MODULAR

MTD MOUNTED

MTG MOUNTING

MTL METAL

N

N NORTH

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NSF NET SQUARE FEET

NTS NOT TO SCALE

O

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OH OVERHEAD / OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OPR OPERABLE

ORD OVERFLOW ROOF DRAIN

OZ OUNCE

P

PA PUBLIC ADDRESS

PB PUSH BUTTON

PC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PERF PERFORATE (D)

PERM PERMANENT

PERP PERPENDICULAR

PL PLATE / PROPERTY LINE

PLUMB PLUMBING

PNL PANEL

PR PAIR

PREFAB PREFABRICATE (D)

PREFIN PREFINISHED

PRELIM PRELIMINARY

PREP PREPARE (D)

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PVC POLYVINYL CHLORIDE

PVG PAVING

Q

QTY QUANTITY

R

R RISER / RADIUS

RA RETURN AIR

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

RE REFER TO / REFERENCE

REINF REINFORCE (D), (ING)

REQD REQUIRED

REV REVISED/ REVISION

RH RIGHT HAND

RM ROOM

ROW RIGHT OF WAY

RR RESTROOM

RTU ROOF TOP UNIT

S

S SOUTH

SAN SANITARY SEWER

SCH SCHEDULE

SCRN SCREEN

SECT SECTION

SF SQUARE FOOT (SQFT)

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SPEC SPECIFICATION (S)

SPKLR SPRINKLE

SPKR SPEAKER

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

STOR STORAGE

STRUCT STRUCTURE / STRUCTURAL

SUSP SUSPENDED

SY SQUARE YARD (SQ YD)

SYM SYMMETRICAL / SYMBOL

SYS SYSTEM

T

TEL TELEPHONE

TEMP TEMPORARY / TEMPERED

THK THICK (NESS)

THRU THROUGH

TO TOP OF

TOC TOP OF CURB / CONCRETE

TOD TOP OF DECK

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOR TOP OF ROOF

TOS TOP OF STEEL

TOW TOP OF WALL

TRANSF TRANSFORMER

TV TELEVISION

TYP TYPICAL

U

UH UNIT HEATER

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

V

VERT VERTICAL

VEST VESTIBULE

VHA VETERANS HEALTH ADMINISTRATION

VIF VERIFY IN FIELD

VTR VENT THROUGH ROOF

W

W WEST, WIDTH, WIDE

W/ WITH

W/IN WITHIN

W/O WITHOUT

WC WATER CLOSET

WH WALL HYDRANT / WATER HEATER

WT WEIGHT

X, Y, Z, MISC

& AND

@ AT

YD YARD

Number: Revision: Date:

0 100% CONSTRUCTION DOCUMENTS 09/25/2024

UP

DN

UP

UP

UP

BUILDING 204

BUILDING 163

MECHANICAL ROOM

NOT IN CONTRACT

LEGEND

A. REFER TO GI002 AND A-001 FOR ADDITIONAL GENERAL NOTES.

7' -6

5'

1"

5'

3/

8'

1/

1/

1"

0'

1"

0'

1"

0'

0'

1"

0'

1"

0'

9" 6"

3"

3"

1' -6

1'

6"

1/

2"

2' 1'

6"

1"

3' 2'

1'

3/ 4"

4'

2' 1'

1/

2"

6' 4'

2'

3/ 8"

8'

4'

3/

8' 4'

2'

1/ 4"

8'

4'

1/ 8"

KEY PLAN

GENERAL NOTES

SHEET KEYNOTES

P la n N or th

True North

BLDG 163

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

SEE REVISION

SCHEDULE

R E

V

IS

IO

N

S C

H E

D U

L E

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GI111

EQUIPMENT REMOVAL PATH -

LEVEL 1

IMPROVE RO-DI RECIRCULATION

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

674-23-255

163 / 204

MVP AV

100% CONSTRUCTION

DOCUMENTS

VEG 24.01

1/16" = 1'-0"

EQUIPMENT REMOVAL PATH - LEVEL 1

F4

1. EQUIPMENT REMOVAL PATH

Number: Revision: Date:

0 100% CONSTRUCTION DOCUMENTS 09/25/2024

DN

DN

UP

DN

UP

CB-21

CORRIDOR

SPS PREP AREA

MECHANICAL

AUTO CART

WASHER

MEDIVATOR

SPS DECON

SPS M CHANGE RM

ELEVATOR LOBBY

ALL WORK IN PHASE 1

TO BE DONE UNDER

BASEMENT LEVEL

MECHANICAL ROOM

MICROBIOLOGY HISTOLOGY CYTOLOGY

PROCESS/GROSSMICROBIOLOGIST

SUPERVISOR

OFF

DARK

ROOM

SUPERVISOR

OFF

CORRIDOR CORRIDOR

PREP ROOM

TEMPORARY

CONSTRUCTION BARRIER

TEMPORARY CONSTRUCTION

BARRIER AND DOOR

TEMPORARY LATCH DOOR

CLOSED DURING

CONSTRUCTION

ESTABLISH CIRCULATION

PATH FOR TANK REMOVAL IN

THE MECHANICAL ROOM.

TEMPORARY

CONSTRUCTION

BARRIER

TEMPORARY

CONSTRUCTION BARRIER

AND DOOR

MECHANICAL ROOM

CORRIDOR

BUILDING 204

TEMPORARY LATCH

DOOR CLOSED DURING

CONSTRUCTION

BREAKROOM

CORRIDOR

BLOOD

DW

STATION

HEMATOLOGY CHEMISTRY STORAGE

SPECIAL CHEM

ELE.

TEMPORARY

CONSTRUCTION

BARRIER

FLOW LAB

TEMPORARY

CONSTRUCTION

BARRIER

IN ORDER TO LIMIT DISRUPTION OF FACILITY OPERATIONS AND CONTAIN AIR-

BORNE DUST & CONTAMINATION FROM CONSTRUCTION ACTIVITIES, WORK

UNDER THIS CONTRACT SHALL BE DIVIDED INTO AREAS AS IDENTIFIED IN

PHASING PLAN DRAWINGS. AN INFECTION CONTROL RISK ASSESSMENT SHALL

BE PERFORMED TO DETERMINE EXTENTS OF CONSTRUCTION ACTIVITIES

CONTAINMENT BARRIERS.

THE CONTRACTOR SHALL PERFORM WORK IN SEQUENCE AS SHOWN. SCOPED

WORK WITHIN PROJECT PHASE MUST BE COMPLETED AND APPROVED BY VHA

COR PRIOR TO START OF WORK IN THE SUBSEQUENT PHASE.

EXACT SEQUENCING OF DEMOLITION AND CONSTRUCTION ACTIVITIES WITHIN

PROJECT PHASES SHALL BE DETERMINED BY THE CONTRACTOR AND AS SUCH

ARE TO BE CONSIDERED MEANS AND METHODS. THE EXTENTS AND

SEQUENCING OF CONSTRUCTION ACTIVITIES SHALL BE CONFIRMED AND

COORDINATED WITH THE VHA COR. ASSOCIATED MEP, FIRE, LOW

VOLTAGE/COMMUNICATIONS ITEMS TO BE COORDINATED BY CONTRACTOR

WITH VHA COR.

SPS PREP AREA

MECHANICAL

AUTO CART

WASHER

MEDIVATOR

SPS DECON

SPS M CHANGE RM

ELEVATOR LOBBY

TEMPORARY

CONSTRUCTION

BARRIER

MECHANICAL ROOM

7' -6

5'

1"

5'

3/

8'

1/

1/

1"

0'

1"

0'

1"

0'

0'

1"

0'

1"

0'

9" 6"

3"

3"

1' -6

1'

6"

1/

2"

2' 1'

6"

1"

3' 2'

1'

3/ 4"

4'

2' 1'

1/

2"

6' 4'

2'

3/ 8"

8'

4'

3/

8' 4'

2'

1/ 4"

8'

4'

1/ 8"

KEY PLAN

P la n N or th

True North

BLDG 163

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

SEE REVISION

SCHEDULE

R E

V

IS

IO

N

S C

H E

D U

L E

A ut od es k D oc s:

//2 4.

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GI112

PHASING PLAN IMPROVE RO-DI RECIRCULATION

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

674-23-255

163 / 204

MVP AV

100% CONSTRUCTION

DOCUMENTS

VEG 24.01

1/16" = 1'-0"

PHASE 1

B1

1/16" = 1'-0"

PHASE 4

E1

PHASE 1 PIPE BASEMENT LEVEL

DEMO EXISTING PIPING

PHASE 1 PIPE BASEMENT LEVEL

CONSTRUCT BASEMENT PIPING

CONSTRUCT NEW COLUMN

PRIOR TO START OF PHASE 2

• ENSURE THE VHA STAFF HAS VACATED THE SPACE. COORDINATE WITH VHA COR.

PHASE 2 BASEMENT LEVEL

DEMO EXISTING MEDIVATOR, MECHANICAL, AND SPS

PHASE 2 BASEMENT LEVEL

CONSTRUCT IN MEDIVATOR, MECHANICAL, AND SPS

NOTE

• ALL WORK TO BE DONE OVER WEEKENDS AND NIGHTS - FRIDAY AFTER 5PM AND BEFORE 8AM SUNDAY

1/16" = 1'-0"

PHASE 3

B7

PHASE 3 LEVEL 1

DEMO EXISTING MECHANICAL ROOM AND CORRIDOR

PHASE 3 LEVEL 1

CONSTRUCT IN MECHANICAL ROOM AND CORRIDOR

CONSTRUCT NEW COLUMN AND SLAB REINFORCEMENT

PRIOR TO START OF PHASE 4

• ENSURE THE VHA STAFF HAS VACATED THE SPACE. COORDINATE WITH VHA COR

NOTE

• ALL WORK TO BE DONE OVER WEEKENDS AND NIGHTS - FRIDAY AFTER 5PM AND BEFORE 8AM

SUNDAY

PHASE 4 LEVEL 1

DEMO EXISTING PREP ROOM, MICROBIOLOGY, HISTOLOGY, CYTOLOGY AND PROCESS/GROSS

PHASE 4 LEVEL 1

CONSTRUCT IN PREP ROOM, MICROBIOLOGY, HISTOLOGY, CYTOLOGY AND PROCESS/GROSS

PRIOR TO START OF PHASE 5

• ENSURE THE VHA STAFF HAS VACATED THE SPACE. COORDINATE WITH VHA COR.

NOTE

• ALL WORK TO BE DONE OVER WEEKENDS AND NIGHTS - FRIDAY AFTER 5PM AND BEFORE 8AM

SUNDAY

1/16" = 1'-0"

PHASE 5

E4

PHASE 5 LEVEL 1

DEMO EXISTING HEMATOLOGY, CHEMISTRY, STORAGE, AND SPECIAL CHEM

PHASE 5 LEVEL 1

CONSTRUCT IN HEMATOLOGY, CHEMISTRY, STORAGE, AND SPECIAL CHEM

NOTE

ALL WORK TO BE DONE OVER WEEKENDS AND NIGHTS - FRIDAY AFTER 5PM AND BEFORE 8AM SUNDAY

1/16" = 1'-0"

PHASE 6

E7

PHASE 6 LEVEL 2

DEMO EXISTING COORIDOR AND FLOW LAB

PHASE 6 LEVEL 2

CONSTRUCT IN COORIDOR AND FLOW LAB

PROJECT PHASING

1/16" = 1'-0"

PHASE 2

B4

Number: Revision: Date:

0 100% CONSTRUCTION DOCUMENTS 09/25/2024

1. Concrete work shall conform to all requirements of the International Building Code and ACI 318, Building Code Requirements for Structural Concrete, latest approved editions.

2. Prepare concrete mix designs for each type and strength of concrete, using either laboratory trial batch or field experience methods as specified in ACI 301. If trial batch method is used, use an independent testing facility acceptable to COR for preparing and reporting of proposed mix designs.

3. Submit written reports to COR of each proposed mix design at least 15 days prior to start of work. Do not begin concrete production until COR has reviewed mix designs.

CONCRETE COVER

Clear concrete coverage for reinforcing bars shall be as follows unless noted otherwise:

Concrete exposed to earth without forms..................................................................... 3" Concrete poured in forms but exposed to earth or weather:

#5 bars or smaller.................................................................................................. 1 1/2" Bars larger than #5................................................................................................ 2"

CONCRETE PLACEMENT

1. All concrete shall be consolidated by vibration, spading, rodding, or forking so that concrete is thoroughly worked around the reinforcement and embedded items and into corners of forms without segregation of materials.

FORMWORK AND SHORING

1. The Contractor shall design all forms and supporting shores in conformance with ACI 347. Design shall include rate and method of placing concrete and construction loads, including vertical, horizontal, and impact loads. Forms shall be substantial and sufficiently tight to prevent leakage of mortar and properly braced or tied to maintain position and shape.

2. Forms shall be removed in such a manner as not to impair safety and serviceability of the structure. All concrete to be exposed by form removal shall have sufficient strength not to be damaged thereby.

CONCRETE

DESIGN CRITERIA

CONSTRUCTION

PRODUCTS AND MATERIALS

2. Portland Cement shall conform to ASTM C150, Type I / II. Blended Cements, if used, shall conform to ASTM C595 Type IL, or ASTM C1157 (GU). Aggregate for normal weight concrete shall conform to all requirements and tests of ASTM C33.

Aggregate for lightweight concrete shall conform to all requirements and tests of ASTM C330. Concrete mixing operations, etc., shall conform to ASTM C94 and ACI 304.

3. Non-shrink grout shall conform to ASTM C1107.

4. Water-reducing admixtures shall conform to ASTM C494, and be used in strict accordance with the manufacturer's recommendations. An air-entraining agent conforming to the ASTM C260 shall be used in all concrete mixes for work which is exposed to weather.

5. Use accelerating admixtures in cold weather only when approved by COR. Use of admixtures will not relax cold weather placement requirements. Do not use calcium chloride. Use set retarding admixtures during hot weather only when approved by COR.

6. For concrete mix types with Exposure Class F3, supplementary cementitious materials shall have a maximum percentage of total cementitious materials by mass equal to 25% for fly ash or natural pozzolans per ASTM C618, 50% for slag cement per ASTM C989, 10% for silica fume per ASTM C1240, 35% for total of fly ash or natural pozzolans and silica fume, and 50% for total of fly ash or natural pozzolans, slag cement, and silica fume.

CONCRETE TOLERANCES

Concrete tolerances shall be as specified in ACI 117 and as follows:

Plan alignment............................................................................................................. 1/2" in 20 feet, 1" maximum total Cross-sectional dimension.......................................................................................... -1/4", +1/2"

1. All work shall conform to the minimum standards of the International Building Code, 2021 edition and any other regulatory agencies that have authority over any portion of the work.

2. Design Loads Dead Loads

Floor superimposed dead load 30 psf Mechanical equipment actual weight

Live Loads Floor

Mechanical Room 150 psf

Risk Category IV

1. Special inspection, in accordance with the International Building Code or as required by the construction documents, shall be performed by a qualified inspector from an approved agency. Reports shall be issued to the COR and the COR at the completion of each type of work stating whether the work was performed in conformance with the approved plans and specifications. See inspection schedules for specific requirements.

2. Any item that is listed as a discrepancy by the independent testing agency shall be kept in a log by the General Contractor throughout the project. the log shall include the discrepancy number, date of discrepancy, and description of discrepancy. The General Contractor shall contact the COR in a timely manner to address each discrepancy and keep a record of the required corrections. The letter of substantial completion cannot be released until every item listed in the discrepancy log has been addressed and resolved.

GENERAL NOTES

DESIGN CRITERIA

SHOP DRAWINGS AND SUBMITTALS

1. The Contractor shall coordinate, review and submit shop drawings that identify all penetrations for all trades through structural walls, slabs, beams, and columns. A single drawing of each portion of the structure identifying locations and sizes of all cores shall be submitted for review and approval three weeks prior to coring through these structural elements. Cores not shown on the approved shop drawings will not be permitted in the field. Prior approval must be obtained from COR for all coring of concrete not specifically detailed and shall be reviewed on a case-by-case basis.

2. Shop drawings and calculations for all informational and action submittals as noted in project specifications shall be submitted to the COR for approval prior to fabrication or construction of all structural items including the following: structural steel.

3. The general contractor shall submit any substitution request to the COR prior to making any changes. The request shall include all information required for the COR to fully evaluate the substitution and determine any required compensation for the evaluation.

4. Design, materials, equipment, and products other than those described below or indicated on the drawings may be considered for use, provided prior approval is obtained from the COR, and the applicable governing code authority.

SPECIAL INSPECTIONS

1. All omissions or conflicts between the various elements of the working drawings and/or specifications shall be brought to the attention of the COR before proceeding with any work so involved.

2. A detail, section, or elevation reference may be indicated only once on a structural construction drawing, but is to be used at all like and similar conditions.

3. No modification shall be made to any structural member without the approval of the COR. This also applies to any openings for plumbing, electrical, and mechanical trades.

4. Contractor must check all dimensions, framing conditions, and site conditions before starting work. COR shall be notified immediately of any discrepancies or possible deficiencies.

5. The structural drawings have been completed using the available information regarding existing conditions. It is the responsibility of the General Contractor to field verify the existing conditions and notify the COR of any discrepancies before proceeding with work.

6. The Contractor shall be responsible for all excavation procedures and protection of adjacent property, structures, utilities, etc. in accordance with all VA guidance, and applicable codes.

7. All mechanical and electrical equipment purchases shall be coordinated with the structural drawings by the General Contractor. This includes equipment size, weight, openings, required support, etc. Any discrepancies shall be brought to the COR's and COR's attention prior to equipment purchase.

8. The contractor shall not stockpile any building materials or equipment in a manner that will exceed the load carrying capacity, cause damage, or create excessive deflection to any structural element. The contractor shall contact the COR for evaluation of locations where it may be necessary for heavy equipment or building material stockpiles prior to placement of these items on any structural element.

9. Nothing contained within the contract documents shall relieve the general contractor and the subcontractors of:

a. responsibility to determine any aspect of how the work is to be performed

b. dealing with matters of safety of personnel

c. safety of property

d. superintending of the work

e. construction means and methods

CONSTRUCTION

1. All foundation excavations, compaction, fill material, testing and inspection of foundation bearing strata shall be performed under supervision of a licensed Geotechnical Engineer. Inspections shall be performed prior to placement of reinforcement and pouring of concrete.

2. Contractor shall provide for de-watering of excavations to remove water from any source prior to pouring concrete.

3. Do not place concrete for foundation on frozen soil.

SPREAD FOOTING FOUNDATIONS

DESIGN CRITERIA

1. Foundation design is based upon owner's accepted recommendations for spread footings. The spread footings are designed based upon the presumptive load-bearing values provided in Table 1806.2 in the 2021 IBC.

2. Allowable bearing pressure used in design is 1500 psf.

CONSTRUCTION

1. Reinforcing steel shall conform to ASTM A615, Grade 60. Reinforcing to be welded or field bent shall be ASTM A706, Grade 60.

2. Reinforcing to be welded or field bent shall be ASTM A706, Grade 60. Welding of reinforcing steel shall conform to AWS D1.4, using proper low hydrogen electrodes.

3. Epoxy-coated reinforcing steel shall conform to ASTM A775 and shall be coated prior to fabrication.

4. Welded wire reinforcement (WWR) shall conform to ASTM A1064, Fy=65 ksi. WWR must lap one full mesh plus 2" at side and end laps, but not less than 6" and shall be wired together. WWR shall be placed in the center of slabs-on-grade or in the center of the concrete thickness above the deck for slabs on form deck, unless noted otherwise.

5. Studrail shear reinforcing shall be made of Low Carbon Steel, C1015 in accordance with ASTM A1044, ASTM A36, and ASTM A29 with a minimum yield of 50,000 psi and a minimum tensile strength of 60,000 psi and a maximum 20% elongation in 2" as manufactured by Decon or Suncoast. The complete and finished studrail shall be ICBO evaluated and all welding must take place in an ICC approved and audited facility.

REINFORCING STEEL

PRODUCTS AND MATERIALS

REINFORCING DEVELOPMENT AND SPLICES

1. All bars in concrete shall be lapped in accordance with Tension Lap Splice Length (Class B) per ACI 318 unless specifically noted otherwise.

2. Extend and anchor all horizontal bars at corners and intersections to fully develop the bar. All top reinforcing shall terminate with standard hooks at ends of slabs, construction joints, beams, walls, and foundations unless noted otherwise.

3. Continuous bars in walls, beams and grade beams shall be spliced as follows:

a. Top bars - at midspan

b. Bottom bars - over supports

SHOP DRAWINGS

1. Detail reinforcing elements in accordance with the latest editions of the ACI Detailing Manual and ACI Building Code Requirements for Structural Concrete.

CONSTRUCTION

REINFORCING AT OPENINGS

1. Provide 2- #5 bars (1 each face) with 2'-0" projection around all openings greater than 10" in any dimension in concrete slabs and walls, unless noted otherwise.

2. Provide 2- #5 bars at all reentrant and opening corners.

GENERAL REINFORCING REQUIREMENTS

1. All reinforcing bar bends shall be made cold with a bar bender at the ACI 318 specified minimum radius. Do not use added heat to bend bars.

2. Dowels for walls and columns shall be the same size and spacing as the wall/column reinforcing, unless noted otherwise.

3. Corner bars shall be provided at each mat of horizontal wall reinforcing and shall match horizontal bar size and spacing.

4. All stirrups shall have a minimum of 2- #4 horizontal reinforcing bars provided as spacers when no other horizontal reinforcing is provided.

5. Provide all accessories necessary to support reinforcing at positions shown on the plan.

1. Mechanical and adhesive anchors in concrete and masonry shall be as specified by the contract documents.

2. All post-installed anchors shall meet ICC-ES compliance for each type of application.

3. If requested, ICC ES reports indicating conformance with ICC-ES Acceptance Criteria shall be provided.

4. The contractor shall arrange for onsite installation training from a manufacturer’s representative who is certified in accordance with the ACI/CRSI Adhesive Anchor Installer certification program. If requested, the contractor shall submit certificates of the on-site personnel who will be installing the anchors to the COR.

5. All post-installed anchors in concrete shall be approved for use in seismic and cracked concrete applications.

6. Drill and install post-installed anchors and rebar per manufacturer's printed installation instructions and on-site training.

7. Unless otherwise specified, do not drill holes in concrete or masonry until concrete, mortar, or grout has achieved full design strength, or a minimum age of 21 days, whichever is longer.

POST-INSTALLED ANCHORS AND REBAR

Footnotes:

1. Normal weight concrete unless noted otherwise.

2. Testing age is 28 days unless noted otherwise.

3. Slump to be determined by Contractor and Mix Supplier with final approval by COR. Recommended slump of 5-8" for drilled piers.

4. CO2e content shall be documented by a product specific Type III Environmental Product Declaration for each unique mix design. Maximum CO2e shall be achieved through use of accepted practices that might include but are not limited to: approved blended cements (see below), supplemental cementitious materials such as fly ash, slag, or natural pozzolans, and injected carbon products or the like. Added products shall be included in Concrete mix designs and shall include product information and qualified test data for review.

Exposure Class Required

Admixtures

Maximum CO2e

(kg/m3)4

1"

Maximum Aggregate

Size

Compressive Strength3

4500psi (56-day)

Footings

Intended Use of Concrete

CONCRETE MIX MATRIX1,2

A

Mix Type

1. Design mixes shall provide concrete with the following properties as indicated on drawings and schedules:

F0 S2 W1 C2 409

1. Square and rectangular hollow structural sections (HSS) shall be ASTM A500 Grade C (50 ksi).

2. Plates shall be ASTM A36 unless noted otherwise. Plates used for any type of moment connection shall be ASTM A572-50.

3. All welding electrodes shall conform to ASTM E70XX. The minimum fillet weld size shall be 3/16", unless noted otherwise.

4. Headed anchor studs shall conform to ASTM A108 (60 ksi).

5. Anchor rods and unfinished rods shall conform to ASTM F1554, Grade 36.

6. All structural steel shall be shop coated with an approved rust inhibitive primer. Do not prime beams that are to receive fireproofing.

STRUCTURAL STEEL

PRODUCTS AND MATERIALS

SHOP DRAWINGS

CONSTRUCTION

1. Shop drawings for all structural steel indicated on the structural drawings shall be submitted for review to the COR prior to fabrication.

2. Connections shall be as shown in schedules and sections in the drawings. Any changes to the connections proposed by the contractor shall be submitted with the structural steel shop drawings. This connection submittal shall include calculations stamped and signed by the contractor's COR.

FABRICATION AND ERECTION

1. All fabrication and erection shall conform to the latest edition of the AISC Manual of Steel Construction.

2. All members are to be erected with natural mill camber or induced camber up, unless noted otherwise on the plans.

HOLES AND OPENINGS

1. No holes other than those specifically detailed shall be allowed through structural steel members. No cutting or burning of structural steel shall be permitted without written consent from the COR.

WELDING

1. A Certified Welder approved by the authority having jurisdiction in accordance with AWS, Structural Welding Code D1.1, shall perform all welding.

BOLTING

1. All high-strength bolts in bearing type connections shall be snug tight. The snug tight condition is defined as the tightness that exists when all plies in a joint are in firm contact. A few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench may attain this. All high-strength bolts shown on the drawings as slip critical or subject to tension loads shall be tightened to a bolt tension not less than that given in Table 8.1 for the RCSC Specification for Structural Joints using High-Strength Bolts. Tightening shall be done by the turn-of-nut method, by a direct tension indicator, or by properly calibrated wrenches. Provide hardened washers under the nut or bolt head, whichever is the element turned in tightening. Bolts not indicated as slip critical shall not be pre-tensioned.

2. For slip-critical bolted assemblies the assembly surface, including those adjacent to the washer, shall be free of mill scale, oil, paint or other coatings.

MISCELLANEOUS STRUCTURAL STEEL

1. Miscellaneous structural steel includes any steel that is not specifically included in the framing of the building superstructure. Superstructure steel may include beams, columns, trusses, girders, joists, braces, frames, and any associated connections, parts, and subparts.

2. The structural steel supplier shall supply all necessary steel items, whether indicated on the drawings or not, that fulfill the structural design and architectural design intent for the structure. These items may include edge angles, closure angles, deck support, miscellaneous plates, etc.

STANDARD ABBREVIATIONS

AB

ACI

ADD'L

AFF

ALT

APA

ARCH

ASD

B

BETW

BF

BL

BLDG

BLKG

BRG

BW

CFS/CFMF

CIP

CJ

CJP

CLR

CMU

CONC

CONST

CONT

CNNX

DBA

DBS

DL

DN

DT

DWG

EA

EF

EJ

EL

ELEV

EQ

ETC

EW

EXP

EXT

(E)

FD

FDN

FS

FT

FTG

FV

GALV

GC

GET

GL

GT

GYP

HAS

HDR

HORIZ

HSS

HGT

HT

IBC

IF

JT

k

LL

LLBB

LLH

LLV

LONG

LSL

LVL

MAT'L

MAX

MECH

MF

MFR

MIN

MISC

MR

MTL

(N)

NTS

OC

OH

OPNG

PAF

PC

PJP

PL

PSL

PT

QTY

R

RD

REINF

REQ'D

RO

RT

SCHED

SHTG

SIM

SLBB

SOG

SP

SPECS

STD

STF'R

STL

STR

SYM

TC

TF

THK

TL

TM

TP

TS

T&B

TRANS

TYP

UNO

VERT

VT

W/

WP

WWR

Ø

ANCHOR BOLT

AMERICAN CONCRETE INSTITUTE

ADDITIONAL

ABOVE FINISH FLOOR

ALTERNATE

AMERICAN PLYWOOD ASSOCIATION

ARCHITECT / ARCHITECTURAL

ALLOWABLE STRESS DESIGN

BOTTOM

BETWEEN

BOTTOM OF FOOTING

BRICK LEDGE

BUILDING

BLOCKING

BEARING

BOTTOM OF WALL

COLD FORMED STEEL/COLD FORMED METAL FRAMING

CAST-IN-PLACE

CONTROL JOINT, CONSTRUCTION JOINT

COMPLETE JOINT PENETRATION

CLEAR

CONCRETE MASONRY UNIT

CONCRETE

CONSTRUCTION

CONTINUOUS

CONNECTION

DEFORMED BAR ANCHOR

DOWEL BAR SUBSTITUTE

DEAD LOAD

DOWN

DRAG TRUSS

DRAWING

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATOR

EQUAL

ECTETERA

EACH WAY

EXPANSION

EXTERIOR

EXISTING

FLOOR DRAIN

FOUNDATION

FAR SIDE

FLOOR TRUSS

FOOTING

FIELD VERIFY

GALVANIZED

GENERAL CONTRACTOR

GABLE END TRUSS

GLULAM

GIRDER TRUSS

GYPSUM

HEADED ANCHOR STUD

HEADER

HORIZONTAL

HOLLOW STRUCTURAL SECTION

HEIGHT

HIP TRUSS

INTERNATIONAL BUILDING CODE

INSIDE FACE

JOINT

KIPS

LIVE LOAD

LONG LEG BACK-TO-BACK

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LAMINATED STRAND LUMBER

LAMINATED VENEER LUMBER

MATERIAL

MAXIMUM

MECHANICAL

MOMENT FRAME

MANUFACTURER

MINIMUM

MISCELLANEOUS

MILD REINFORCING

METAL

NEW

NOT TO SCALE

ON-CENTER

OPPOSITE HAND

OPENING

POWDER-ACTUATED FASTENER

PRECAST

PARTIAL JOINT PENETRATION

PLATE

PARALLEL STRAND LUMBER

POST-TENSION

QUANTITY

RADIUS

ROOF DRAIN

REINFORCING

REQUIRED

ROUGH OPENING

ROOF TRUSS

SCHEDULE

SHEATHING

SIMILAR

SHORT LEGS BACK-TO-BACK

SLAB-ON-GRADE

SPACE(S)

SPECIFICATIONS

STANDARD

STIFFENER

STEEL

STRUCTURAL

SYMMETRICAL

TOP OF CONCRETE

TOP OF FOOTING

THICKNESS

TOP OF LEDGE

TOP OF MASONRY

TOP OF PLATE

TOP OF STEEL

TOP AND BOTTOM

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VALLEY TRUSS

WITH

WORK POINT

WELDED WIRE REINFORCEMENT

POUNDS

DIAMETER

CARBON FIBER POLYMER REINFORCEMENT

PRODUCTS AND MATERIAL

1. Carbon fiber polymer reinforcment fabric material shall be Sikawrap HEX 103C.

2. Epoxy resin saturant shall be Sikadur 300 and primer shall be Sikadur 330.

CONSTRUCTION

1. The notes below are to provide a synopsis of the installation procedure for the carbon fiber polymer reinforcment materials. They shall be read and followed in conjunction with all material manufacturer's instructions.

2. All materials shall be protected from moisture during installation.

3. All cut edges shall be sealed with epoxy.

4. Material shall be prepared and installed per manufacturer's specifications. Contractor shall be approved by manufacturer to install FRP product.

5. No metal may be in direct contact with carbon fiber materials. epoxy and glass fiber, or approved material, Insulating layer must be between carbon and metals to act as electrical bond breaker.

6. Note all dimensions may vary, Contractor shall verify in field prior to any fabrication.

7. For additional information and locations, see project drawings.

SUBSTRATE REPAIR

1. Concrete surface shall be in good condition and free of defects. Repair surface defects per the project specific repair procedures. inspect concrete surface to receive carbon fiber polymer reinforcment material and remove all incipient spalls and loose concrete. Patch all locations where concrete has been removed or previously fallen out, restore to approximate original surface profile.

2. Grind any concrete fins or high spots.

3. Fill-in any dished areas including mortar joints using Sika 30 epoxy mixed with clean dry sand as directed on the container or Sika 31.

4. Major patching shall be performed with materials specified in project repair documents and allowed to cure sufficiently.

Prior to installation of carbon fiber polymer reinforcment materials over patched areas, perform a moisture test to confirm required moisture level. If patching material is Sikatop 123 or 1000 repair mortar cured as directed on the manufacturer's written instructions, no moisture test is required.

5. Minor patching can be performed using Sika 30 epoxy mixed with clean dry sand as directed on the container or Sika 31.

SURFACE PREPARATION

1. Water blasting in conjunction with mechanical abrasive cleaning or mechanically remove all dirt, debris, dust and laitance and previous coatings. blast clean, shotblast or use other approved mechanical means to provide an open roughened texture.

CARBON FIBER POLYMER REINFORCEMENT FABRIC INSTALLATION

1. Store, mix and apply all epoxy and carbon fiber polymer reinforcment products in accordance with the manufacturer’s written instructions.

2. Coat area to receive carbon fiber polymer reinforcment material with Sika 330 two-component, medium viscosity structural epoxy adhesive immediately prior to installing carbon fiber material. In no case shall the pot life time be exceeded prior to the installation of fabric. if primer sets, at COR's discretion, it shall be removed or coated over.

3. Wet-layup method A. Pre-saturate Sika HEX 103C carbon fiber polymer reinforcment fabric with Sika Sikadur 300 two-component, low viscosity structural epoxy saturant resin and apply saturated material to prepared slab. Use j-roller or other suitable means and methods to ensure intimate contact, adequate bond and roll-out any air bubbles. Fabric shall be applied with all laps, joints and gaps as shown on engineered details provided by the manufacturer.

4. Second layer A. If required, install second layer while epoxy for first layer is still wet/tacky. install Sika HEX103C saturated onto previous layer (no primer required) . Use j-roller or other suitable means and methods to ensure intimate contact, adequate bond and roll-out any air bubbles. Apply additional Sikadur hex300 as required to ensure fully saturated material.

INSPECTION

1. Manufacturer's representative shall inspect the work:

A. After surfaces have been prepared but prior to installation of FRP.

B. During the application of first ply of the carbon fiber polymer reinforcment .

C. Upon completion of work.

2. Small penetrations less than 2 in2 are permissible as long as the penetrations are less than 5% of the total laminate area and there are no more than 10 such penetrations per 10ft2. For additional steps on addressing installation issues, contact manufacturer.

8490 E Crescent Parkway, Suite 250

Greenwood Village, CO 80111

303.839.1963 main

7' -6

5'

1"

5'

3/

8'

1/

1/

1"

0'

1"

0'

1"

0'

0'

1"

0'

1"

0'

9" 6"

3"

3"

1' -6

1'

6"

1/

2"

2' 1'

6"

1"

3' 2'

1'

3/ 4"

4'

2' 1'

1/

2"

6' 4'

2'

3/ 8"

8'

4'

3/

8' 4'

2'

1/ 4"

8'

4'

1/ 8"

Drawing Title

VA FORM 08 - 6231

F

CONSULTANTS:

750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

10987654321

10987654321

E

D

C

B

A

F

E

D

C

B

A

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

SEE REVISION

SCHEDULE

R E

V

IS

IO

N

S C

H E

D U

L E

A ut od es k D oc s:

//2 4.

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S-001

GENERAL NOTES IMPROVE RO-DI RECIRCULATION

1901 VETERANS MEMORIAL DRIVE, TEMPLE TEXAS

674-23-255

JDB MAR

100% CONSTRUCTION

DOCUMENTS

VEG 24.01Number: Revision: Date:

0 100% CONSTRUCTION DOCUMENTS 09/25/2024

09-19-24

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3

1. Inspect reinforcment, including prestressing tendons, and verify placement.

TYPE

CONTINUOUS

SPECIAL INSPECTION

PERIODIC SPECIAL

INSPECTION

IBC

REFERENCE

REFERENCED

STANDARD

REQUIRED THIRD PARTY SPECIAL INSPECTIONS AND TESTS OF

CONCRETE CONSTRUCTION - 2021 IBC

X-

2. Reinforcing bar welding:

ACI 318: 17.8.2

3. Inspect anchors cast in concrete.

-X-

4. Inspect anchors post-installed in hardened concrete members.

5. Verifying use of required design mix. X- 1904.1, 1904.2, ACI 318: Ch. 19, 26.4.3, 26.4.4

6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete. 1908.10-X

ASTM C 172

ASTM C 31

ACI 318: 26.5, 26.12

7. Inspect concrete and shotcrete placement for proper application techniques.

-X ACI 318: 26.5

8. Verify maintenance of specified curing temperature and techniques.

X- ACI 318: 26.5.3-26.5.5

10. Inspect erection of precast concrete members. X- -ACI 318: Ch. 26.9

13. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs. -X- ACI 318: 26.11.2

14. Inspect formwork for shape, location and dimensions of the concrete member being formed.

-X- ACI 318: 26.11.1.2 (b)

AWS D1.4

ACI 318: 26.6.4

a. Verify weldability of reinforcing bars other than ASTM A706.

-X-

b. Inspect single-pass fillet welds, maximum 5/16"; and -X

c. Inspect all other welds.

--X

ACI 318: 17.8.2.4

a. Adhesive anchors installed in horizontally or upwardly inclined orientatations to resist sustained tension loads.

-X -

ACI 318: 17.8.2

b. Mechanical anchors and adhesive anchors not defined in 4.a.

X -

9. Inspect prestressed concrete for:

a. Application of prestressing forces; and

--X ACI 318: 26.10

b. Grouting of bonded prestressing tendons.

--X

AWS D1.4

ACI 318: 26.6.4

AWS D1.4

ACI 318: 26.6.4

AWS D1.4

ACI 318: 26.6.4

ACI 318: 26.10

11. For precast concrete diaphragm connections for reinforcement at joints classified as moderate or high deformability elements (MDE HDE) in structures assigned to Seismic Design Category C,D,E or F, inspect such connections and reinforcement in the field for :

a. Installation of the embedded parts

b. Completion of the continuity of reinforcement across joints.

c. Completion of connections in the field

-X

ACI 318: Ch. 26.13.1.3

12. Inspect installation tolerances of precast concrete diaphragm connctions for compliance with ACI 550.5

- X ACI 318: 26.13.1.3 -

-X -X

ACI 550.5

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

TYPE

CONTINUOUS

SPECIAL INSPECTION

PERIODIC

SPECIAL INSPECTION

REQUIRED THIRD PARTY SPECIAL INSPECTIONS AND TESTS

OF SOILS - 2021 IBC TABLE 1705.6

X-

2. Verify excavations are extended to proper depth and have reached proper material. X-

3. Perform classification and testing of compacted fill materials. X-

4. During fill placement, verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify 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-

INSPECTION TASKS PRIOR TO WELDING

QUALITY

CONTROL[1]

QUALITY

ASSURANCE[2]

REFERENCED

STANDARD

Welder qualification records and continuity records

WPS available

Manufacturer certifications for welding consumables available

Material identification (type/grade)

Welder identification system [5]

Fit-up of groove welds (including joint geometry)

Fit-up of CJP groove welds of HSS T-, Y- and K-joints without backing (including joint geometry)

Configuration and finish of access holes

Fit-up of fillet welds

P

O[4]

NOTES:

1. QUALITY CONTROL (QC) AS SPECIFIED IN THIS CHAPTER SHALL BE PROVIDED BY THE FABRICATIOR AND ERECTOR.

2. QUALITY ASSURANCE (QA) AS SPECIFIED IN THIS CHAPTER SHALL BE PROVIDED BY OTHERS WHEN REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ), APPLICABLE BUILDING CODE, PURCHASER, OWNER OR ENGINEER OF RECORD

(EOR).

3. OBSERVE(O): THE INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED TO BE DELAYED PENDING THESE INSPECTIONS.

4. PERFORM (P): THESE TALKS SHALL BE PERFORMED FOR EACH WELDED JOINT OR MEMBER.

5. THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW STRESS TYPE.

6. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3" OF THE WELD.

7. AFTER ROLLED HEAVY SHAPES (PER AISC 360 SECTION A3.1c) AND BUILT-UP HEAVY SHAPES (PER AISC 360 SECTION A3.1d) ARE WELDED, VISUALLY INSPECT THE WELD ACCESS HOLES FOR CRACKS.

INSPECTION TASKS DURING WELDING

Control and handling of welding consumables

No welding over cracked tack welds

Environmental conditions

WPS followed

Welding techniques

AISC 360 TABLE N5.4-2

INSPECTION TASKS AFTER WELDING

Welds cleaned

Size, length and location of welds

Welds meet visual acceptance criteria

Arc strikes k-area [6]

Weld access holes in rolled heavy shapes and built-up heavy shapes [7]

Backing removed and weld tabs removed (if required)

Repair activities

Document acceptance or rejection of welded joint or member

No prohibited welds have been added without the approval of the EOR

INSPECTION TASKS PRIOR TO BOLTING

Manufacturer's certifications available for fastener materials

Fasteners marked in accordance with ASTM requirements

Correct fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

Correct bolting procedure selected for joint detail

Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

Protected storage provided for bolts, nuts, washers and other fastener components

INSPECTION TASKS DURING BOLTING

Fastener assemblies placed in all holes and washers and nuts are positioned as required

Joint brought to the snug-tight condition prior to the pretensioning operation

Fastener component not turned by the wrench prevented from rotating

Fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges

INSPECTION TASKS AFTER BOLTING

Document acceptance or rejection of bolted connections

P[3]

TASK

P

P P

O O

O O

O O

P O

O O

O O

Placement and installation of steel headed stud anchors

Check welding equipment O -

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-1

AISC 360 TABLE N5.4-2

AISC 360 TABLE N5.4-2

AISC 360 TABLE N5.4-2

AISC 360 TABLE N5.4-2

AISC 360 TABLE N5.4-2

O[4]O

O O

O O

O O

O O

P[3] P

O[4]O AISC 360 TABLE N5.4-3

P[3] P AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

AISC 360 TABLE N5.4-3

PP

PP

PP

PP

PP

PP

PP

O O

O P

O[4]O

O O

O O

O O

P[3] O

O O

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

AISC 360 TABLE N5.6-1

O[4]O

O O

O O

O O

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

AISC 360 TABLE N5.6-2

P[3] P AISC 360 TABLE N5.6-3

REQUIRED THIRD PARTY VERIFICATION AND INSPECTION

FOR STEEL CONSTRUCTION - 2021 IBC

STATEMENT OF SPECIAL INSPECTIONS - 2021 IBC

1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY A THIRD PARTY AGENCY EMPLOYED BY THE OWNER.