S02 Attachment II - Drawing Package.pdf

BUILDING 27 STRUCTURAL

REPAIR / UPGRADE

100% CONSTRUCTION DOCUMENTS

AT VAMC HAMPTON

100 EMANCIPATION DRIVE, HAMPTON, VA 23667

DRAWING TITLE

DWG

NO.

INDEX OF DRAWINGSPROJECT LOCATION

PROJECT SITE

APPROVAL SIGNATURES:

PROJECT # 590-20-104

DRAWING TITLE

DWG

NO.

COVER SHEET

G001

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

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FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

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D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

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HAMPTON, VA

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Project Director

06/04/2021 TS EORevisions: Date:

ARCHITECTURAL LEGEND

MATERIAL LEGEND ARCHITECTURAL GENERAL NOTESGENERAL PROJECT NOTES ARCHITECTURAL ABBREVIATIONS

1.

2.

4.

5.

a.

b.

GENERAL SAFETY NOTES

LEGENDS, ABBREVIATIONS AND

NOTES

G002

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

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Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

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CONSTRUCTION

LAY-DOWN AREA

-VERIFY WITH VA

BLDG 27

STAGING AREA

OVERALL CAMPUS PLAN

G003

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

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FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

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ABATEMENT PLANS AND NOTES

AB101

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

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FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

HAMPTON, VA

590-20-104

STAGING PLAN

AS101

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

HAMPTON, VA

590-20-104

BASEMENT FLOOR PLAN

AE100

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

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590-20-104

FIRST FLOOR PLAN

AE101

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

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REFLECTED CEILING PLAN

AE102

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

HAMPTON, VA

590-20-104

ROOF PLAN

AE103

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

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ELEVATIONS

AE201

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

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BUILDING 27

HAMPTON, VA

590-20-104

DETAILS

AE501

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

590-20-104

BASEMENT DOOR AND FRAME SCHEDULE

DOOR NO.

DOOR FRAME

FIRE

RATING

HDWR

SET

REMARKS

SIZE

TYPE MATL TYPE MATL

DETAIL

W x H THK HEAD JAMB SILL

FIRST FLOOR DOOR AND FRAME SCHEDULE

DOOR NO.

DOOR FRAME

FIRE

RATING

HDWR

SET

REMARKS

SIZE

TYPE MATL TYPE MATL

DETAIL

W x H THK HEAD JAMB SILL

BASEMENT ROOM FINISH SCHEDULE

ROOM NO. ROOM NAME FLOOR BASE

WALLS CEILING

REMARKS

N E S W MATL HEIGHT

FIRST FLOOR ROOM FINISH SCHEDULE

ROOM NO. ROOM NAME FLOOR BASE

WALLS CEILING

REMARKS

N E S W MATL HEIGHT

DOOR AND FINISH SCHEDULES

AE601

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

100%

CONSTRUCTION DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

590-20-104

DESIGN CODES

1.01 2018 INTERNATIONAL BUILDING CODE (IBC) AS MODIFIED BY:

A. ANSI/ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

1.02 AMERICAN FOREST & PAPER ASSOCIATION (AF & PA)

A. NDS-2012 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH 2012

SUPPLEMENT

1.03 AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

A. ANSI/AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

1.04 AMERICAN CONCRETE INSTITUTE (ACI)

A. ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

DESIGN LOADS

1.01 DESIGN LOADS ARE AS FOLLOWS:

A. ROOF:

1. DEAD LOADS:

a. SELF WEIGHT OF MATERIALS

2. LIVE LOADS:

a. 20 PSF WITH NO LOAD REDUCTION

3. RAIN LOADS: NOT APPLICABLE.

4. SNOW LOADS: GROUND SNOW LOAD

a. GROUND SNOW LOAD Pg = 10.0 PSF

B. FLOOR:

1. DEAD LOADS:

a. SELF WEIGHT OF MATERIALS

b. ADDITONAL SUPERIMPOSED DEAD LOAD: 15 PSF

2. LIVE LOADS:

a. 100 PSF WITH NO LIVE LOAD REDUCTION. A PARTITION LOAD OF 20 PSF IS NOT REQUIRED

BECAUSE THE FLOOR LIVE LOAD IS 100 PSF.

C. WIND LOADS:

1. ULTIMATE DESIGN WIND SPEED Vult = 117 MPH

2. NOMINAL DESIGN WIND SPEED Vasd = 90.6 MPH

3. IMPORTANCE FACTOR Iw = 1.0

4. RISK CATEGORY II

5. WIND EXPOSURE = B

D. EARTHQUAKE LOADS:

1. GENERAL RISK CATEGORY

a. CATEGORY II

b. SEISMIC IMPORTANCE FACTOR I = 1.0

c. OCCUPANCY CATEGORY = II

d. MAPPED SPECTRAL RESPONSE ACCELERATIONS

1) Ss = 0.091

2) S1= 0.04

e. SITE CLASS = D

f. SPECTRAL RESPONSE COEFFICIENTS (FOR SITE CLASS D)

1) Sds = 0.097

2) Sd1 = 0.064

g. SITE COEFFICIENTS

1) Fa = 1.6

2) Fv = 2.4

h. SEISMIC DESIGN CATEGORY = A E. GROUND SNOW LOAD Pg = 10 PSF aa

2 22

COMPONENTS AND CLADDING SURFACE PRESSURE (PSF)

ZONE LOCATION

POSITIVE ALL ROOF ZONES

POSITIVE ALL WALL ZONES

EDGE

EDGE

CORNER OVERHANG

EDGE OVERHANG

CORNER

EDGE

FIELD

R O

O F

W A

LL

NOTE: THE DESIGN WIND PRESSURE IS ACTING IN EITHER

DIRECTION NORMAL TO THE SURFACE OF THE C&C

MATERIALS. PRESSURE SHALL NOT BE LESS THAN 10 PSF.

At=10SF At=20SF At=50SF At=100SF

-63.1 -58.9 -53.4 -49.2

-83.2 -77.8 -70.8 -60.1

-113.4 -102.7 -88.5 -77.8

-77.1 -70.0 -60.6 -53.5

-107.3 -94.8 -78.3 -65.9

-39.2 -37.6 -35.5 -33.9

-48.3 -45.1 -40.8 -37.6

+36.2 +34.6 +32.5 +30.9 a = 6' - 6"

+16.0

DEMOLITION AND REMOVAL:

1.01 GENERAL

A. PERFORM ALL DEMOLITION WORK INCLUDING REMOVAL, TRANSPORT, AND DISPOSAL PER ALL

FEDERAL, STATE AND LOCAL RULES AND REGULATIONS.

1.02 EXISTING CONDITIONS

A. BEFORE BEGINNING ANY DEMOLITION WORK, SURVEY THE SITE AND EXAMINE THE

DRAWINGS AND SPECIFICATIONS TO DETERMINE THE EXTENT OF THE WORK.

PHOTOGRAPH EXISTING CONDITIONS AND RECORD EXISTING ELEVATIONS OF FINISH FLOORS

ETC. RECORD LOCATION AND EXTENT OF EXISTING CRACKS AND OTHER DAMAGE. PRIOR TO

STARTING WORK SUBMIT EXISTING CONDITION PHOTOS AND RECORDS TO THE OWNER.

1.03 DUST, DEBRIS AND NOISE CONTROL

A. CONFINE NOISE AND DUST TO IMMEDIATE WORK AREA.

B. CONTRACTOR SHALL REMOVE AND DISPOSE OFF-SITE ALL MATERIALS INDICATED TO BE

DEMOLISHED AND REMOVED, RUBBISH AND DEBRIS DAILY INCLUDING DUST AND DIRT.

1.04 TRAFFIC CONTROL

A. WHERE PEDESTRIAN AND DRIVER SAFETY IS ENDANGERED IN THE AREA OF THE WORK, USE

BARRICADES ANCHORED IN A MANNER TO PREVENT DISPLACEMENT BY WIND.

1.05 ITEMS TO REMAIN IN PLACE

A. TAKE PRECAUTIONS TO AVOID DAMAGE TO EXISTING ITEMS TO REMAIN IN PLACE, TO BE

REUSED OR TO REMAIN THE PROPERTY OF THE OWNER.

B. DO NOT DISTURB EXISTING CONSTRUCTION BEYOND THE EXTENT INDICATED OR

NECESSARY FOR INSTALLATION OF THE NEW WORK.

C. PROTECT NEW WORK FROM DAMAGE AS A RESULT OF SUBSEQUENT WORK.

D. DO NOT OVERLOAD EXISTING STRUCTURAL ELEMENTS, PAVEMENT, FOUNDATIONS, OR WORK TO

REMAIN.

E. INCREASE STRUCTURAL SUPPORT OR ADD NEW SUPPORTS AS MAY BE REQUIRED AS A RESULT

OF DEMOLITION WORK INCLUDING BUT NOT LIMITED TO CUTTING, REMOVAL, AND

DECONSTRUCTION.

F. PROVIDE NEW SUPPORTS AND REINFORCEMENT FOR EXISTING CONSTRUCTION WEAKENED BY

DEMOLITION, DECONSTRUCTION, OR REMOVAL WORK.

G. PROVIDE TEMPORARY SHORING AND BRACING FOR SUPPORT OF BUILDING COMPONENTS TO

PREVENT SETTLEMENT OR OTHER MOVEMENT.

H. COMPLY WITH ALL OSHA REGULATIONS INCLUDING BUT NOT LIMITED TO EXCAVATION SUPPORT.

I. REPAIR OR REPLACE DAMAGED ITEMS AT NO COST TO THE OWNER.

1.06 UTILITIES AND RELATED EQUIPMENT

A. DO NOT INTERRUPT EXISTING UTILITIES SERVING OCCUPIED OR USED FACILITIES WITHOUT

FIRST COORDINATING WITH AND RECEIVING WRITTEN AUTHORIZATION FROM OWNER.

FOUNDATION NOTES

1.01 ALL FOUNDATIONS SHALL BE INSTALLED UNDER THE GUIDANCE OF A REGISTERED

PROFESSIONAL GEOTECHNICAL ENGINEER IN THE STATE OF THE PROJECT. THE

GEOTECHNICAL ENGINEER SHALL GIVE CONSIDERATION TO THE TYPE OF

STRUCTURE AND FOUNDATION LOADS INVOLVED AS WELL AS THE REQUIREMENTS OF

THESE DOCUMENTS. THE GEOTECHNICAL ENGINEER SHALL CONDUCT SUBSURFACE

EXPLORATION TO THE EXTENT NECESSARY TO PROVIDE THIS GUIDANCE. AT A MINIMUM, 2

HAND AUGER BORINGS SHALL BE TAKEN AND THE SLAB-ON-GROUND BASE SHALL BE PROOF-

ROLLED AT EACH APPLICABLE LOCATION.

1.02 THE SAFE BEARING CAPACITY OF THE FOUNDATION SOIL SUPPORTING SPREAD FOOTINGS

SHALL BE A MINIMUM OF 2000 PSF AND SHALL BE TESTED AND APPROVED BY A

PROFESSIONAL GEOTECHNICAL ENGINEER FOR CONFORMATION OF THIS VALUE PRIOR TO

CASTING FOOTING CONCRETE. ALL FOOTINGS SHALL BEAR ON ORIGINAL UNDISTURBED

SOIL OR CONTROLLED FILL.

1.03 STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A

GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. STRUCTURAL FILL UNDER SLABS AND

WITHIN 10' - 0" OF THE STRUCTURE FOOTPRINT SHALL BE PLACED IN LIFTS OF THICKNESS

DETERMINED BY THE INDEPENDENT TESTING AGENCY AND COMPACTED TO AT LEAST 95%

OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE

TOP 12" OF SUB-BASE UNDER SLABS ON GROUND SHALL BE COMPACTED TO AT LEAST 98%

OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY. AN INDEPENDENT TESTING

LABORATORY SHALL OBSERVE ALL BACKFILL, COMPACTION AND PROOF ROLLING

OPERATIONS..

1.04 UNLESS MORE STRINGENT REQUIREMENTS ARE RECOMMENDED BY THE GEOTECHNICAL

ENGINEER, SLAB-ON-GROUND SHALL BE PLACED ON A 4 INCH GRANULAR BASE, COMPACTED

TO 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM

D698. THE BASE FOR THE SLAB-ON-GROUND SHALL BE INSPECTED BY A GEOTECHNICAL

ENGINEER PRIOR TO EACH PLACEMENT OF CONCRETE.

1.05 ALL FOOTINGS AND TURNDOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF

16 INCHES BELOW TOP OF FINISHED GRADE.

1.06 ISOLATED FOOTINGS SHALL BE A MINIMUM WIDTH OF 18 INCHES AND STRIP

FOOTINGS SHALL HAVE A MINIMUM WIDTH OF 12 INCHES. IN NO EVENT SHALL FOOTINGS

HAVE A WIDTH LESS THAN 12 INCHES.

REINFORCED CONCRETE NOTES:

1.01 CONCRETE DESIGN IS IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE, ACI 318.

1.02 CONCRETE WORK SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH THE FIELD

REFERENCE MANUAL: STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE ACI 301

WITH SELECTED ACI AND ASTM REFERENCES (SP-15).

1.03 ALL CONCRETE SHALL BE NORMAL WEIGHT (145PCF) AND HAVE A MINIMUM 28-DAY

COMPRESSIVE STRENGTH AS FOLLOWS UNLESS NOTED OTHERWISE:

A. f'c = 4,000 PSI .

1.04 FOR CEMENTITIOUS REPAIR MATERIALS SEE SPECIFICATIONS.

1.05 WHEN STRENGTH DATA FROM FIELD EXPERIENCE OR TRIAL MIXTURES ARE NOT AVAILABLE, CONCRETE MIX DESIGN SHALL COMPLY WITH THE FOLLOWING:

A. 4000 PSI NORMAL WEIGHT CONCRETE SHALL BE BASED ON A MAXIMUM AGGREGATE SIZE

OF 1 IN., MAXIMUM WATER/CEMENT RATIO OF .44 FOR NON-AIR-ENTRAINED AND.35 FOR

AIR-ENTRAINED CONCRETE AND A MAXIMUM SLUMP OF 3"

B. THE MAXIMUM SLUMPS SPECIFIED ABOVE SHALL NOT BE EXCEEDED PRIOR TO THE

ADDITION OF WATER REDUCING ADMIXTURES REGARDLESS OF THE EXISTENCE OF TEST

DATA.

C. AIR ENTRAINED CONCRETE SHALL BE USED FOR EXTERIOR EXPOSED CONCRETE IN

ACCORDANCE WITH THE FOLLOWING:

1. MODERATE EXPOSURE BASED ON THE MAXIMUM NOMINAL AGGREGATE SIZE:

a. 3/4": 5 % +/- 1-1/2%

b. 1": 4.5 % +/- 1-1/2%

c. 1-1/2": 4.5 % +/- 1-1/2%

D. NORMAL WEIGHT AGGREGATE SHALL COMPLY WITH ASTM C 33.

E. WHEN PERMITTED, THE WEIGHT OF FLYASH SHALL NOT EXCEED 25% OF THE WEIGHT OF

CEMENT PLUS POZZOLAN.

1.06 CONCRETE SLABS ON GRADE SHALL NOT BE LOADED UNTIL A MINIMUM CONCRETE

STRENGTH OF 1800 PSI HAS BEEN ATTAINED AND THE CONCRETE IS AT LEAST THREE DAYS

OLD. ALL OTHER CONCRETE MEMBERS SHALL NOT BE LOADED UNTIL THE SPECIFIED

CONCRETE DESIGN STRENGTH HAS BEEN ATTAINED.

1.07 ALL STEEL REINFORCEMENT SHALL CONFORM WITH THE FOLLOWING:

A. DEFORMED BARS SHALL CONFORM WITH ASTM A 615 GRADE 60.

B. WELDED WIRE FABRIC (WWF) SHALL CONFORM WITH ASTM A 185, LATEST ADOPTED

EDITION, 65 KSI YIELD AND SHALL BE SUPPLIED IN FLAT SHEETS.

1. SLAB-ON-GRADE WWF SHALL BE SUPPORTED BY PLASTIC COATED CHAIRS OR

CONCRETE BRICK 2" BELOW THE TOP OF SLAB. THE USE OF CLAY BRICKS OR PULLING

UP WWF DURING CONCRETE PLACEMENT IS STRICTLY PROHIBITED. USE A MINIMUM OF

6 X 6 - W1.4 X W1.4.

1.08 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE. SPLICE ONLY AS SHOWN OR

APPROVED. STAGGER SPLICES WHERE POSSIBLE. DOWELS SHALL MATCH SIZE AND

SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH TENSION

SPLICES. UNLESS OTHERWISE NOTED, ALL REINFORCING SHALL BE CONTACT LAP SPLICED

WITH A CLASS B SPLICE IN ACCORDANCE WITH ACI 318-05. FOR BARS WITH A MINIMUM

COVER AND SPACING GREATER THAN 2.0DB AND 3.0DB (DB = BAR DIAMETER) RESPECTIVELY,

THE MINIMUM SPLICE LENGTH, EXPRESSED IN BAR DIAMETERS, SHALL NOT BE LESS THAN

SPECIFIED IN THE REBAR SPLICE SCHEDULE. SPLICE LENGTHS SHALL BE INCREASED BY A

FACTOR OF 1.3 FOR TOP REINFORCEMENT AND WHEN LIGHTWEIGHT CONCRETE IS USED.

LAP WELDED WIRE FABRIC (WWF) ONE SPACE PLUS 2" ON ALL SIDES AT SPLICES.

1.09 ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90-DEG HOOK UNO.

1.10 ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND THROUGH

CONSTRUCTION JOINTS UNO.

1.11 CONCRETE COVER AT REINFORCEMENT:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH -3"

B. FORMED CONCRETE EXPOSED TO WEATHER OR EARTH:

1. (#5 AND SMALLER) -1½ ".

2. (#6 TO #18) -2".

C. FORMED CONCRETE NOT EXPOSED TO WEATHER OR EARTH:

1. SLABS, WALL AND JOISTS:

a. # 11 BARS & SMALLER - 3/4".

2. BEAMS AND COLUMNS - 1½"

1.12 CORNER EDGES OF CONCRETE TO BE LEFT EXPOSED TO VIEW SHALL HAVE A CHAMFER OR

RADIUS OR AS INDICATED ON THE DRAWINGS.

1.13 CHECK ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND

EQUIPMENT DRAWINGS FOR EMBEDDED ITEMS AND PENETRATIONS PRIOR TO CONCRETE

PLACEMENT

1.14 ALL CONSTRUCTION JOINTS SHALL HAVE A ROUGH SURFACE AND BE CLEAN PRIOR TO

SUBSEQUENT CONCRETE POUR.

1.15 NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN SLABS AND FOOTINGS UNO.

1.16 WHERE OPENINGS OCCUR IN SLABS AND WALLS, PLACE THE REINFORCING THAT NORMALLY

OCCURS IN LINE WITH THE OPENING EQUALLY TO EITHER SIDE OF THE OPENING.

1.17 CONCRETE SHALL RECEIVE THE FOLLOWING FINISHES:

A. ALL OTHER CONCRETE - BROOM FINISH

1.18 ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATION, SPADING, RODDING OR FORKING

SO THAT THE CONCRETE IS THOROUGHLY WORKED AROUND THE REINFORCEMENT, AROUND

EMBEDDED ITEMS, AND INTO CORNERS OF FORMS, ELIMINATING ALL AIR OR STONE

POCKETS WHICH MAY CAUSE HONEYCOMBING, PITTING, OR PLANES OF WEAKNESS. IF

VIBRATORS, OF ADEQUATE SIZE, ARE USED THEY SHALL BE INSERTED AND WITHDRAWN AT

POINTS APPROXIMATELY 18 INCHES APART. AT EACH INSERTION, THE DURATION SHALL BE

SUFFICIENT TO CONSOLIDATE THE CONCRETE BUT NOT SUFFICIENT TO CAUSE

SEGREGATION (GENERALLY FROM 5 TO 15 SECONDS).

1.19 MAINTAIN CONCRETE AFTER PLACEMENT WITH MINIMAL MOISTURE LOSS AT RELATIVELY

CONSTANT TEMPERATURE FOR THE PERIOD NECESSARY FOR HYDRATION OF CEMENT AND

HARDENING OF CONCRETE (NOT LESS THAN 7 DAYS). COMPLY WITH THE REQUIREMENTS OF

ACI 308 - STANDARD PRACTICE FOR CURING CONCRETE; AMERICAN CONCRETE INSTITUTE. A

COMBINATION CURING AND SEALING COMPOUND SHALL BE APPLIED AFTER THE CONCRETE

HAS BEEN FINISHED OR THE FORMS REMOVED. COMPOUND SHALL BE IN ACCORDANCE WITH

ASTM C309, LATEST ADOPTED EDITION, TYPE I, CLASS B. (DESIGN BASIS W.R. MEADOWS

CS-309).

EXISTING CONDITIONS

1.01 AS WITH ANY WORK AFFECTING EXISTING CONSTRUCTION, UNFORESEEN CONDITIONS ARE UNAVOIDABLE WITHOUT DEMOLISHING OTHERWISE SERVICEABLE CONSTRUCTION, DISRUPTING OCCUPIED OPERATIONS AND INCURRING SIGNIFICANT COST FOR CLOSE UP EXAMINATION AND NON-DESTRUCTIVE TESTING

DURING THE DESIGN STAGE.

1.02 WITH THE PASSAGE OF TIME SINCE THE CREATION OF AS-BUILT DRAWINGS AND/OR THE DESIGNERS SURVEY, BOTH CONCEALED AND VISIBLE CONDITIONS MAY HAVE CHANGED DUE TO ALTERATIONS, ADDITIONS, RENOVATIONS, AND DETERIORATION.

1.03 PRIOR TO THE COMMENCEMENT OF ANY WORK IN PREPARATION OF CONSTRUCTION RELATED ACTIVITIES ALL BURIED, EMBEDDED, CONCEALED ITEMS LIKELY TO BE ENCOUNTERED DURING CONSTRUCTION SHALL BE LOCATED AND MARKED ON THE SURFACE. THIS WORK SHALL BE ACCOMPLISHED BY DESTRUCTIVE

AND/OR NON-DESTRUCTIVE MEANS WITHOUT IMPAIRING THE STRUCTURAL INTEGRITY OF THE

ASSOCIATED MEMBERS. SHORING AS REQUIRED SHALL BE DESIGNED BY A PROFESSIONAL STRUCTURAL ENGINEER, LICENSED IN THE STATE OF THE PROJECT, AND FURNISHED AND INSTALLED AT NO ADDITIONAL

COST.

1.04 EXISTING CONDITIONS THAT INTERFERE OR OTHERWISE AFFECT THE DESIGN, CONSTRUCTION OR SERVICEABILITY OF THE WORK SHALL BE BROUGHT TO THE ATTENTION OF THE COR, INCLUDING PLAN AND SECTION SKETCHES, IMMEDIATELY FOR RESOLUTION. THE CONTRACTOR SHALL ALLOW TWO CALENDAR WEEKS IN THE SCHEDULE FOR DESIGN RESOLUTION OF THE INTERFERENCE AFTER ALL INFORMATION ABOUT THE INTERFERENCE, INCLUDING SIZE, LOCATION, AND FUNCTION OF THE EMBEDMENT, HAS BEEN

RECEIVED BY THE COR.

SPECIAL INSPECTIONS

1.01 SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE BUILDING CODE

REFERENCED ABOVE AS DEFINED IN THE SPECIFICATION 0145 35.

GENERAL STRUCTURAL NOTES

1.01 ELEVATIONS AS SHOWN ON THE STRUCTURAL DRAWINGS ARE ELEVATIONS RELATIVE TO THE

FINISHED FIRST FLOOR.

1.02 WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED.

1.03 THE STRUCTURAL DESIGN OF THE BUILDING IS BASED ON THE FULL INTERACTION OF ALL ITS

COMPONENT PARTS, WITH NO PROVISION MADE FOR CONDITIONS OCCURRING DURING

CONSTRUCTION. THEREFORE, CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND TEMPORARY

SHORING DURING CONSTRUCTION IN ACCORDANCE WITH APPLICABLE STANDARDS.

1.04 CONTRACTOR IS RESPONSIBLE FOR ALL JOB SITE SAFETY INCLUDING THE SAFE RIGGING, LIFTING, BRACING AND SETTING OF MATERIALS AND EQUIPMENT IN ACCORDANCE WITH APPLICABLE

STANDARDS.

1.05 FURNISH AND INSTALL ALL NECESSARY ATTACHMENTS, ANCHORAGES AND ACCESSORIES TO PROVIDE A COMPLETE STRUCTURALLY SOUND BUILDING, STRUCTURE WITH A CONTINUOUS LOAD PATH. BRING

ANY DISCONTINUITIES TO THE ATTENTION OF THE COR IMMEDIATELY.

1.06 FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF FABRICATION OR CONSTRUCTION.

BRING ANY DISCREPANCIES ALONG WITH DETAILED FIELD SKETCHES OF AS-BUILT CONDITIONS TO THE

ATTENTION OF THE COR IMMEDIATELY.

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

STRUCTURAL NOTES STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S001

590-20-104

06/04/2021

100% CONSTRUCTION

DOCUMENTS

DCASLW

STRUCTURAL STEEL NOTES

1.01 GENERAL

A. GENERAL REQUIREMENTS

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN

ACCORDANCE WITH THE MANUAL OF STEEL CONSTRUCTION, BY THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION, INC..

B. DELIVERY, STORAGE AND HANDLING

1. PROTECT FROM CORROSION, DEFORMATION, AND OTHER TYPES OF DAMAGE. STORE

ITEMS IN AN ENCLOSED AREA FREE FROM CONTACT WITH SOIL AND WEATHER.

REMOVE AND REPLACE DAMAGED ITEMS WITH NEW ITEMS.

3.02 PRODUCTS

A. MATERIALS:

1. ALL OTHER SHAPES, PLATES AND BARS SHALL BE IN CONFORMANCE WITH ASTM A 36,

LATEST ADOPTED EDITION, UNO.

B. FINISH:

1. SURFACE PREPARATION:

a. UNLESS NOTED OTHERWISE, SHOP CLEAN THE SURFACE OF ALL STRUCTURAL

STEEL IN ACCORDANCE WITH THE REQUIREMENTS OF SSPC-SP2

2. PRIMER:

a. UNLESS NOTED OTHERWISE SHOP PAINT WITH A MINIMUM OF 1.0 MILS OF THE

FABRICATORS STANDARD RUST INHIBITIVE PRIMER.

3. FINISH COAT:

a. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

3.03 EXECUTION

A. EXAMINATION

1. PRIOR TO STRUCTURAL STEEL ERECTION, ERECTOR SHALL INSPECT EXISTING

CONSTRUCTION FOR CORRECT SIZE, LAYOUT AND ALIGNMENT. ANY INCONSISTENCIES

DEEMED DETRIMENTAL TO THE ERECTION OF STEEL SHALL BE REPORTED AND

REPAIRED PRIOR TO INSTALLATION.

B. FIELD QUALITY CONTROL

1. TOLERANCES

a. FABRICATION TOLERANCES SHALL BE IN CONFORMANCE WITH THE CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES BY THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION, MARCH 18, 2005.

2. WELDED CONNECTIONS:

a. ALL WELDS SHALL BE VISUALLY EXAMINED.

C. REPAIR

1. PROTECTIVE COATINGS DAMAGED DURING THE TRANSPORTATION, ERECTION AND FIELD

WELDING PROCESSES SHALL BE REPAIRED IN THE FIELD TO MATCH THE SHOP APPLIED

COATING.

POST-INSTALLED ANCHORS

1.01 POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE

COR PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED

CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS

TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED IN

ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS. SUBSTITUTION

REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED

BY THE CONTRACTOR TO THE COR ALONG WITH CALCULATIONS THAT ARE PREPARED &

SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL

DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE

PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT

USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE

BUILDING CODE.

1.02 CONCRETE ANCHORS

A. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE

BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES

AC193. PRE-APPROVED MECHANICAL ANCHOR MANUFACTURERS:

1. SIMPSON STRONG-TIE ANCHORING SYSTEMS

2. HILTI

3. POWERS

B. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE

BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308. PRE-

APPROVED ADHESIVE ANCHOR MANUFACTURERS

1. SIMPSON STRONG-TIE ANCHORING SYSTEMS

2. HILTI

3. POWERS

1.03 MASONRY ANCHORS

A. ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY

1. MECHANICAL AND CONCRETE SCREW ANCHORS FOR USE IN SOLID-GROUTED

CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ICC-ES AC01 OR AC106, RESPECTIVELY. PRE-APPROVED

MECHANICAL AND CONCRETE SCREW ANCHOR MANUFACTURERS:

a. SIMPSON STRONG-TIE SYSTEMS

b. HILTI

c. POWERS

2. ADHESIVE ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE

BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. PRE-

APPROVED ADHESIVE ANCHORS MANUFACTURERS:

a. SIMPSON STRONG-TIE SYSTEMS

b. HILTI

c. POWERS

B. ANCHORAGE TO HOLLOW CONCRETE MASONRY/UNREINFORCED CLAY BRICK MASONRY

SCREW ANCHORS FOR USE IN HOLLOW CONCRETE MASONRY SHALL HAVE BEEN TESTED

AND QUALIFIED IN ACCORDANCE WITH ICC-ES AC106. PRE-APPROVED SCREW ANCHOR

MANUFACTURERS:

1. SIMPSON STRONG-TIE SYSTEMS

2. HILTI

3. POWERS

C. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL BE TESTED AND QUALIFIED IN

ACCORDANCE WITH ICC-ES AC58 OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN

TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE-

APPROVED ADHESIVE ANCHORS WITH SCREEN TUBE MANUFACTURERS:

1. SIMPSON STRONG-TIE SYSTEMS

2. HILTI

WOOD NOTES

1.01 GENERAL

A. CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING AND BRACING FOR ALL

STRUCTURAL ELEMENTS DURING CONSTRUCTION.

B. LUMBER IN CONTACT WITH CONCRETE AND OR MASONRY SHALL BE PRESSURE TREATED

IN ACCORDANCE WITH AWPB LP-2

1.02 TREATED WOOD PRODUCTS.

A. ALL TREATED LUMBER SHALL COMPLY WITH THE REQUIREMENTS OF "AWPA U1-05- USE

CATEGORY SYSTEM: USER SPECIFICATION FOR TREATED WOOD" FOR WOOD

TREATMENTS DETERMINED BY USE CATEGORIES, EXPECTED SERVICE CONDITIONS, AND

SPECIFIC APPLICATIONS.

1. UCFA & UCFB CAN USE REGULAR GALVANIZED FASTENERS AND CONNECTORS.

B. TREATED MATERIAL SHALL BE DRIED AFTER TREATMENT TO A MOISTURE CONTENT OF NOT

MORE THAN 19% FOR LUMBER AND 15% FOR PLYWOOD.

C. APPLY WOOD TREATMENT COMPATIBLE WITH FACTORY APPLIED TREATMENT AT SITE-SAWN

CUTS, COMPLYING WITH MANUFACTURERS INSTRUCTIONS. ALLOW TREATMENTS TO DRY PRIOR

TO ERECTING MEMBERS.

1.03 SAWN LUMBER SHALL BE PROVIDED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION, BY THE AMERICAN FOREST & PAPER ASSOCIATION.

A. LUMBER GRADE AND SPECIES SHALL CONFORM TO THE LUMBER GRADE & SPECIES SCHEDULE.

ALL LUMBER SHALL BE IDENTIFIED BY AN AFFIXED GRADE MARK OF A LUMBER GRADING OR

INSPECTING AGENCY. LUMBER AND WOOD PANELS SHALL NOT CONTAIN MORE THAN 19%

MOISTURE AT THE TIME OF INSTALLATION.

B. PROVIDE DOUBLE TOP PLATE LAPPED AT CORNERS AND AT SPLICES (4' SPLICE).

C. PROVIDE FULL HEIGHT TRIPLE STUDS AT CORNERS. PROVIDE FULL HEIGHT DOUBLE STUDS AT

EACH SIDE OF OPENINGS LESS THAN 6' WIDE PLUS ONE TRIMMER STUD.

D. HOLES IN JOISTS, RAFTERS, STUDS AND PLATES NOT EXCEEDING 1/5 THE DEPTH/WIDTH OF THE

MEMBER AND NOT CLOSER THAN 3 TIMES THE DEPTH/WIDTH OF THE MEMBER FROM THE END

ARE PERMITTED AT THE MID-DEPTH/WIDTH OF THE MEMBER.

E. BRIDGING, FULL DEPTH SOLID BLOCKING, OR CROSS BRACING SHALL BE INSTALLED AT

INTERVALS NOT EXCEEDING 8 FT O.C. WHEN THE DEPTH TO BREADTH RATIO OF SAWN JOISTS

AND RAFTERS EXCEEDS 6 TO 1.

1.04 PLYWOOD SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION (APA). THE MINIMUM THICKNESS' WHICH FOLLOW SHALL BE INCREASED AS

REQUIRED TO SATISFY ARCHITECTURAL REQUIREMENTS.

A. WALL SHEATHING SHALL BE 15/32" APA RATED SHEATHING, 32/16, EXPOSURE I, 48" X 96" WITH

CONTINUOUSLY 2X MINIMUM SUPPORTED EDGES UNO. AN 1/8" GAP SHALL BE LEFT BETWEEN

ADJACENT PANELS.

1. FASTEN SHEATHING WITH 8D NAILS @ 6" O/C (6" MAXIMUM) AT 2X MINIMUM PANEL EDGES AND

@ 12" O/C AT INTERMEDIATE SUPPORTS UNO. (V = 260LBS./FT @ 6" O/C, V = 380LBS./FT @ 4" O/C, V = 490LBS./FT @ 3" O/C) FASTEN SHEATHING WITH #8 X 1" BUGLE HEAD SCREWS @ 6" O/C AT PANEL EDGES AND @ 12" O/C AT INTERMEDIATE 2X MINIMUM SUPPORTS. (V=200 PLF @ 6"

O/C, V=300 PLF @ 4" O/C, V=390 PLF @ 3" O/C)

1.05 TIMBER DECKING

A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) BEVELED V-JOINT WITH TONGUE AND

GROOVE IN ACCORDANCE WITH AITC 112 SELECT QUALITY.

B. SPECIES SHALL BE NO. 2 GRADE OR BETTER, SOUTHERN PINE, SOUTHERN PINE INSPECTION

BUREAU (SPIB) KILN DRIED TO 15% AT DELIVERY.

C. PATTERN SHALL BE EDGE VEE ONE SIDE (EV1S).

D. LENGTHS SHALL BE CONTROLLED RANDOM LAYUP: END MATCHED DECKING.

E. INSTALLATION

1. INSTALL IN ACCORDANCE WITH AITC 112 UNO.

2. TONGUE-AND-GROOVE WOOD DECKING IS TO BE INSTALLED WITH TONGUES UP ON SLOPED

OR PTCHED ROOFS, AND OUTWARD IN DIRECTION OF LAYING FOR FLAT OR SPAN IN

DIRECTION OF OR PARREL TO THE SLOPE.

3. FASTENING

a. (1) 16d COMMON TOE NAIL THROUGH TONGUE, (1) 16d COMMON FACE NAILS AT EACH

SUPPORT FOR EACH BOARD. GLUE JOINT.

b. (1) 16d COMMON TOE NAIL THROUGH TONGUE, (2) 16d COMMON FACE NAILS AT EACH

SUPPORT FOR EACH BOARD.

1.06 ENGINEERED LUMBER SHALL BE FURNISHED IN THE SIZES SPECIFIED ON THE DRAWINGS AND

PRODUCED BY THE FOLLOWING MANUFACTURERS:

A. LAMINATED VENEER LUMBER (LVL): 2.0E MICROLLAM LVL BY WEYERHAEUSER OR EQUAL.

1. Fb = 2,600 PSI

2. Ft = 1,895 PSI

3. Fc-perp = 750 PSI (PERPENDICULAR TO GRAIN)

4. Fc-parallel = 2,510 PSI (PARALLEL TO GRAIN)

5. Fv = 285 PSI

6. SG = 0.50

B. PARALLEL STRAND LUMBER (PSL) BEAM: PARALLAM PSL BY WEYERHAEUSER OR EQUAL.

1. Fb = 2,900 PSI

2. Ft = 2,300 PSI

3. Fc-perp = 625 PSI (PERPENDICULAR TO GRAIN)

4. Fc-parallel = 2,900 PSI (PARALLEL TO GRAIN)

5. Fv = 290 PSI

6. SG = 0.50

USE

CATEGORY

SERVICE

CONDITIONS

EXAMPLES

CONNECTOR

FINISH

FASTENER

FINISH

UNTREATED INTERIOR

CONSTRUCTION

ABOVE DRY

GROUND

ROOF

TRUSSES

ASTM A653

G185

ASTM A153

UC2 INTERIOR

CONSTRUCTION

ABOVE DAMP

GROUND

INTERIOR

CONSTRUCTION

EXPOSED TO

OCCASIONAL

SOURCES OF

MOISTURE AND

SILL PLATES

ASTM A653

G185

ASTM A153

UCFA ROOF

SHEATHING,

ROOF

TRUSSES,

STUDS, JOISTS

AND PANELING

ASTM A653 G185 ASTM A153FIRE

PROTECTION

AS REQUIRED

BY CODES

ABOVE

GROUND

INTERIOR

CONSTRUCTION

WOOD NOTES (CTD.)

1.07 FASTENING SCHEDULE SHALL BE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE TABLE

2304.9.1 UNLESS OTHERWISE SPECIFIED OR MODIFIED ON THE FASTENING SCHEDULE.

1.08 SILL ANCHOR

A. HEADED ANCHOR BOLTS SHALL CONFORM TO ASTM F 1554 GRADE 36 OR A36 UNLESS NOTED

OTHERWISE.

B. ALL SILL ANCHORS SHALL BE HOT DIPPED GALVANIZED.

C. BOLT HEADS AND NUTS SHALL BE HEAVY HEX. ANCHOR BOLTS SHALL BE A MINIMUM OF 5/8 IN.

DIA. EQUAL SIZE AND STRENGTH THREADED RODS WITH TACK WELDED NUTS MAY BE USED IN

LIEU OF BOLTS.

D. ANCHOR BOLTS SHALL BE PROVIDED WITH A HARDENED STEEL WASHER IN ACCORDANCE WITH

ASTM F 436 - 93 UNO.

E. ANCHOR BOLTS SECURING WOOD PLATES SHALL BE PROVIDED WITH 1/4 IN. X 2-1/2 IN. X 2-1/2 IN.

BEARING PLATE BP 5/8 IN. BY SIMPSON STRONG-TIE COMPANY INC.

F. UNO SILL PLATE ANCHORS SHALL BE SPACED AT A MAXIMUM SPACING OF 32"o/c AND NOT LESS THAN 4" NOR MORE THAN 12" FROM THE END OF EACH PLATE SECTION OR CORNER. EACH SILL

PLATE SEGMENT SHALL HAVE AT LEAST TWO (2) BOLTS.

G. ANCHOR BOLTS SECURING WOOD PLATES AT STRUCTURAL AND FIRE RATED WALLS SHALL BE

EMBEDDED A MINIMUM OF 7 IN. INTO CONCRETE OR MASONRY.

H. POWDER ACTUATED FASTENERS MAY BE USED TO ANCHOR NON-LOAD BEARING AND NON-

SHEARWALL SILLS TO CONCRETE WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH f'c = 2,000

PSI. FASTENERS SHALL BE SPACED AT STUD SPACING NOT TO EXCEED 18 IN. O/C WITH ONE

FASTENER AT 6 IN. AND AT 10 IN. FROM THE END OF THE PLATE. MINIMUM FASTENER DIAMETER

IS 0.145 IN. DIA. MINIMUM EMBEDMENT IS 1 IN.. MINIMUM CONCRETE EDGE DISTANCE AT

EXTERIOR WALLS IS 1-3/4 IN. AND 2-3/4 IN. AT INTERIOR WALLS. THE FOLLOWING PRODUCTS ARE

ACCEPTABLE FOR PRESSURE TREATED SILLS IN DRY AREAS:

1. HILTI: X-CP 72 P8 S23.

2. SIMPSON: PDPWL-300MG. 1" MIN PEN

3. POWERS: 50115MG

I. POWDER ACTUATED FASTENERS SHALL NOT BE USED ALONG SHEARWALLS DESIGNED TO

RESIST MORE THAN 100 PLF.

STRUCTURAL DRAWING ABBREVIATIONS:

BOT BOTTOM

B/STL BOTTOM OF STEEL

C.J. CONSTRUCTION OR CONTROL JOINT

CJT CORNER JACK TRUSS

CMU CONCRETE MASONRY UNIT

CONN CONNECTION

DBA DEFORMED BAR ANCHOR

DIAG DIAGONAL

EA EACH

EF EACH FACE

EL ELEVATION

EMBED EMBEDMENT

EOD EDGE OF DECK

EOS EDGE OF SLAB

EW EACH WAY

EXF EXISTING FOOTING

FOB FACE OF BRICK

FF FAR FACE

FP FACE OF PANEL

FX FOOTING MARK NUMBER (SEE SCHEDULE)

GT GIRDER TRUSS

HORIZ HORIZONTAL

IFW INSIDE FACE OF WALL

JB JOIST BEARING

JT JACK TRUSS

LBW LOAD BEARING WALL

LLH LONG LEG HORIZONTAL

LLO LONG LEG OUT

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

MAX. MAXIMUM

MIN. MINIMUM

NDS NATIONAL DESIGN STANDARD

FWC FOR WOOD CONSTRUCTION

NF NEAR FACE

OC ON CENTER

OFW OUTSIDE FACE OF WALL

PAF POWDER ACTUATED FASTENER

PC PRECAST

PDF POWDER DRIVEN FASTENER

PJF PREMOLDED JOINT FILLER

PLF POUNDS PER LINEAR FOOT

P.T. PRESSURE TREATED

PXXX PIER MARK NUMBER (SEE SCHEDULE)

RRS REBAR REINFORCING STEEL

SOG SLAB-ON-GROUND

STD STANDARD

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE DECKING

T/FTG TOP OF FOOTING

T/STL TOP OF STEEL

T/U TILT-UP

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

WWR WELDED WIRE REINFORCEMENT

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

STRUCTURAL NOTES STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S002

590-20-104

06/04/2021

100% CONSTRUCTION

DCASLW

IBC 2018 TABLE 2304.10.1 - FASTENING SCHEDULE

BLOCKING BETWEEN CEILING JOISTS,

RAFTERS, OR TRUSSES TO TOP PLATE OR

OTHER FRAMING BELOW

3-8D COMMON (2 1/2" x 0.131")

EACH END, TOENAIL

CONNECTION FASTENING, NUMBER, AND TYPE SPACING AND LOCATION

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

2-8D COMMON (2 1/2" X 0.131")

2-3" x 0.131" NAIL

2-3" x 14 GAGE STAPLE

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE

2-16D COMMON (3 1/2" X 0.162")

EACH END, TOENAIL

END NAIL

BLOCKING BETWEEN RAFTERS OR TRUSS

NOT AT THE WALL TOP PLATE, TO RAFTER

OR TRUSS

FLAT BLOCKING TO TRUSS AND WEB FILLER

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE

16D COMMON (3 1/2" X 0.162")

FACE NAIL @ 6" O.C.

3-8D COMMON (2 1/2" x 0.131")

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

EACH JOIST, TOENAIL2 CEILING JOISTS TO TOP PLATE

3-16D COMMON (3 1/2" x 0.162")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

4-10D BOX (3" x 0.128")

CEILING JOIST NOT ATTACHED TO

PARALLEL RAFTER, LAPS OVER PARTITIONS

(NO THRUST) (SEE IBC 2018 SECTION

2308.7.3.1, TABLE 2308.7.3.1)

3 FACE NAIL

CEILING JOIST ATTACHED TO PARALLEL

RAFTER (HEEL JOINT) (SEE IBC 2018 SECTION

2308.7.3.1, TABLE 2308.7.3.1)

PER IBC 2018 TABLE 2308.7.3.1 FACE NAIL

3-10D COMMON (3" x 0.148")

4-10D BOX (3" x 0.128")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

FACE NAILCOLLAR TIE TO RAFTER5

ROOF

6 RAFTER OR ROOF TRUSS TO TOP PLATE (SEE

SECTION 2308.7.5, TABLE 2308.7.5

3-10D COMMON (3" x 0.148")

4-10D BOX (3" x 0.128")

3-16D BOX (3 1/2" x 0.135")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

7 ROOF RAFTERS TO RIDGE VALLEY OR HIP

RAFTERS; OR ROOF RAFTERS TO 2-INCH

RIDGE BEAM

2-16D COMMON (3 1/2" x 0.162")

3-10D BOX (3" x 0.128")

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D COMMON (3" x 0.148")

4-10D BOX (3" x 0.128")

4-16D BOX (3 1/2" x 0.135")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

WALL

STUD TO STUD (NOT AT BRACED WALL

PANELS)

16D COMMON (3 1/2" x 0.162")

3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

10D BOX (3" x 0.128")

16D COMMON (3 1/2" x 0.162")

16D BOX (3 1/2" x 0.135")

3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

STUD TO STUD AND ABUTTING STUDS AT

INTERSECTING WALL CORNERS (AT BRACED

WALL PANELS)

16D COMMON (3 1/2" x 0.162")

16D BOX (3 1/2" x 0.135")

TOENAIL

c

END NAIL

TOENAIL

FACE NAIL @ 24" O.C.

FACE NAIL @ 16" O.C.

FACE NAIL @ 16" O.C.

FACE NAIL @ 12" O.C.

10 BUILT-UP HEADER (2" TO 2" HEADER)

16" O.C. FACE EA. EDGE

12" O.C. FACE EA. EDGE

4-8D COMMON (2 1/2" x 0.131")

CONNECTION FASTENING, NUMBER, AND TYPE SPACING AND LOCATION

4-10D BOX (3" x 0.128")

11 CONTINUOUS HEADER TO STUD

12 TOP PLATE TO TOP PLATE

16D COMMON (3 1/2" x 0.162")

3" x 0.131" NAIL

3" 14 GAGE STAPLE, 7/16" CROWN

10D BOX (3" x 0.128")

8-16D COMMON (3 1/2" x 0.162")

12-3" x 0.131" NAIL

12-3" 14 GAGE STAPLE, 7/16" CROWN

12-10D BOX (3" x 0.128")

13 TOP PLATE TO TOP PLATE, @ END JOINTS

BOTTOM PLATE TO JOIST, RIM JOIST,

BAND JOIST, OR BLOCKING (NOT AT

BRACED WALL PANELS)

16D COMMON (3 1/2" x 0.162")

3" x 0.131" NAIL

3" 14 GAGE STAPLE, 7/16" CROWN

16D BOX (3 1/2" x 0.135")

TOENAIL

FACE NAIL @ 12" O.C.

EACH SIDE OF END JOINT,

FACE NAIL (MIN. 24" LAP

SPLICE LENGTH EACH

SIDE OF END JOINT)

BOTTOM PLATE TO JOIST, RIM JOIST, BAND

JOIST, OR BLOCKING AT BRACED WALL

PANELS

2-16D COMMON (3 1/2" x 0.162")

3-16D BOX (3 1/2" x 0.135")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

16 STUD TO TOP OR BOTTOM PLATE

2-16D COMMON (3 1/2" x 0.162")

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

4-8D COMMON (2 1/2" x 0.131")

4-3" x 0.131" NAIL

4-10D BOX (3" x 0.128")

4-3" 14 GAGE STAPLE, 7/16" CROWN

TOP PLATES, LAPS AT CORNERS AND

INTERSECTIONS

2-16D COMMON (3 1/2" x 0.162")

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

1" BRACE TO EACH STUD END PLATE

1"x6" SHEATHING TO EACH BEARING

1" x 8" AND WIDER SHEATHING TO EACH

BEARING

JOIST TO SILL, TOP PLATE, OR GIRDER

RIM JOIST, BAND JOIST, OR BLOCKING TO

TOP PLATE, SILL, OR OTHER FRAMING

BELOW

1" x 6" SUBFLOOR OR LESS TO EACH JOIST

2" SUBFLOOR TO JOIST OR GIRDER

2" PLANKS (PLANK AND BEAM)

2" PLANKS (FLOOR AND ROOF)

2-8D COMMON (2 1/2" x 0.131")

2-10D BOX (3" x 0.128")

2-3" x 0.131" NAIL

2-3" 14 GAGE STAPLE, 7/16" CROWN

2-8D COMMON (2 1/2" x 0.131")

2-10D BOX (3" x 0.128")

3-8D COMMON (2 1/2" x 0.131")

2-10D BOX (3" x 0.128")

3-8D COMMON (2 1/2"x 0.131") OR FLOOR

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

8D COMMON (2 1/2" x 0.131")

3" x 0.131" NAIL

3" 14 GAGE STAPLE, 7/16" CROWN

10D BOX (3" x 0.128")

2-8D COMMON (2 1/2" x 0.131")

2-10D BOX (3" x 0.128")

2-16D COMMON (3 1/2" x 0.162")

2-16D COMMON (3 1/2" x 0.162")

2-16D COMMON (3 1/2" x 0.162")

FACE NAIL @ 16" O.C.

END NAIL

TOENAIL

FACE NAIL

FACE NAIL

FACE NAIL

FACE NAIL

TOENAIL

TOENAIL @ 6" O.C.

FACE NAIL

FACE NAIL

EACH BEARING,FACE NAIL

EACH BEARING,FACE NAIL

20D COMMON (4" x 0.192")

CONNECTION FASTENING, NUMBER, AND TYPE SPACING AND LOCATION

BUILT-UP GIRDERS AND BEAMS, 2"

LUMBER LAYERS

3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

10D BOX (3" x 0.128")

AND:

2-20D COMMON (4" x 0.192")

3-3" x 0.131" NAIL

3-3" 14 GAGE STAPLE, 7/16" CROWN

3-10D BOX (3" x 0.128")

LEDGER STRIP SUPPORTING JOISTS OR

RAFTERS

3-16D COMMON (3 1/2" x 0.162")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

4-10D BOX (3" x 0.128")

28 JOIST TO BAND JOIST OR RIM JOIST

3-16D COMMON (3 1/2" x 0.162")

4-3" x 0.131" NAIL

4-3" 14 GAGE STAPLE, 7/16" CROWN

4-10D BOX (3" x 0.128")

2-8D COMMON (2 1/2" x 0.131")

2-3" x 0.131" NAIL

2-3" 14 GAGE STAPLE, 7/16" CROWN

2-10D BOX (3" x 0.128")

29 BRIDGING OR BLOCKING TO JOIST,

RAFTER, OR TRUSS

FACE NAIL 32" O.C. T&B,

STAGGERED OPP SIDES

FACE NAIL 24" O.C. T&B,

STAGGERED OPP SIDES

CONNECTION FASTENING, NUMBER, AND TYPE

6D COMMON OR DEFORMED (2" x 0.113") (SUBFLOOR

& WALL)

WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF, AND INTERIOR WALL SHEATHING TO FRAMING

AND PARTICLE BOARD WALL SHEATHING TO FRAMING

8D COMMON OR DEFORMED (2 1/2" x 0.131") (ROOF) OR RSRS-01 (2 3/8" x 0.113") NAIL (ROOF)

2 3/8" x 0.113" NAIL (SUBFLOOR AND WALL)

1 3/4" 16 GAGE STAPLE, 7/16" CROWN (SUBFLOOR & WALL)

2 3/8" x 0.113" NAIL (ROOF)

1 3/4" 16 GAGE STAPLE, 7/16" CROWN (ROOF)

8D COMMON (2 1/2" x 0.131") (SUBFLOOR AND WALL)

6D DEFORMED (2 1/2" x 0.113") (SUBFLOOR AND WALL)

8D COMMON OR DEFORMED (2 1/2" x 0.131") OR RSRS-01 (2 3/8" x 0.113") NAIL (ROOF) d d

OTHER EXTERIOR WALL SHEATHING

WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING

PANEL SIDING TO FRAMING

WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF, AND INTERIOR WALL SHEATHING TO FRAMING AND

PARTICLEBOARD WALL SHEATHING TO FRAMING , INTERIOR PANELING

a

2 3/8" x 0.113" NAIL

2" 16 GAGE STAPLE, 7/16" CROWN

10D COMMON (3" x 0.148")

8D DEFORMED (2 1/2" x 0.131")

1 1/2" GALVANIZED ROOFING NAIL (7/16" HEAD DIAMETER)

1 1/4" 16 GAGE STAPLE, 7/16" OR 1" CROWN

1 3/4" GALVANIZED ROOFING NAIL (7/16" HEAD DIAMETER)

1 1/4" 16 GAGE STAPLE, 7/16" OR 1" CROWN

8D COMMON (2 1/2" x 0.131")

6D DEFORMED (2" x 0.113")

8D COMMON (2 1/2" x 0.131")

8D DEFORMED (2 1/2" x 0.131")

10D COMMON (3" x 0.148")

8D DEFORMED (2 1/2" x 0.131")

6D CORROSION-RESISTANT SIDING (1 7/8" x 0.106")

6D CORROSION-RESISTANT CASING (2" x 0.099")

8D CORROSION-RESISTANT SIDING (2 3/8" x 0.128")

8D CORROSION-RESISTANT CASING (2 1/2" x 0.113")

4D CASING (1 1/2" x 0.080")

4D FINISH (1 1/2" x 0.072")

6D CASING (2" x 0.099")

6D FINISH (PANEL SUPPORTS AT 24 INCHES)

3/8" - 1/2"

19/32" - 3/4"

7/8" - 1 1/4"

1/2" FIBERBOARD SHEATHING

25/32" FIBERBOARD SHEATHING

3/4" AND LESS

7/8" - 1"

1 1/8" - 1 1/4"

1/2" OR LESS

5/8"

1/4"

3/8" b

SPACING AND LOCATION

EDGES (IN.) INTERMEDIATE

SUPPORTS (IN.)

6 12

6 12

6 12

4 8

4 8

3 6

6 12

4 8

6 12

6 12

3 6

3 6

6 12

6 12

6 12

6 12

6 12

6 12

6 12

NOTES TO TABLE 2304.10.1

FOR SI: 1 INCH = 25.4 MM

A. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO IBC 2018 SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX, OR CASING B. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED) C. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL D. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.

FACE NAIL, ENDS AND

AT EACH SPLICE

FACE NAIL, EACH

JOIST OR RAFTER

END NAIL

EACH END, TOENAIL

FACE NAIL @ 16" O.C.

FACE NAIL @ 16" O.C.

FACE NAIL @ 12" O.C.

FLOOR

a b

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

FASTENING SCHEDULE STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S003

590-20-104

06/04/2021

100% CONSTRUCTION

AuthorChecker

R E

F

/4

REF

28' - 9"

R E

F

1/ 2"

1x4 AND 1x6 T&G DECKING WITH

(ASSUMED) CORK INSULATION

& CONCRETE TOPPING

EXISTING 2x12 @ 16" O.C.

LOAD BEARING

MASONRY WALLS

LOAD BEARING

MASONRY WALLS

7" A

B

3'

6"

9' - 1"

F

B

10' - 9"

A

3'

0"

4'

0"

4' - 0"

4'

0"

3'

0"

B

6'

0"

4'

0"

F

A

S601S101

4'

5'

5'

S601S101

PLAN

NORTH

TRUE

NORTH

E X

IS

T

. 4 x8

O

.C

EXIST. 2x8 @ 16" O.C.

LOAD BEARING

MASONRY WALL

1x4 AND 1x6 T&G

DECKING WITH (2)

LAYERS OF CORK

INSULATION

8x S

T E

E L

B E

A M

8x S

T E

E L

B E

A M

8x S

T E

E L

B E

A M

LOAD BEARING

MASONRY WALL

8x S

T E

E L

B E

A M

8x S

T E

E L

B E

A M

8x S

T E

E L

B E

A M

B11' - 3"

3'

0"

7' - 0"

13' - 6"

2'

0"

B A

7' - 0"

5' - 0"

0"

4'

0"

S601S101

S601S101

14' - 0 1/2"

T&G

A

B

C

D

E

F DETERIORATED JOIST. REPLACE FULL LENGTH

DETERIORATION

X

"#" DENOTES L.F. OF DAMAGE EA.

DETERIORATED CORNER JACK

CORRODED STEEL - REPAINT

DETERIORATED RAFTER TAIL

DETERIORATED TONGUE AND GROOVE PLANKING.

REPLACE IN KIND.

DETERIORATED JOIST OR RAFTER

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

FRAMING PLANS STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S101

590-20-104

06/04/2021

100% CONSTRUCTION

DOCUMENTS

DCASLW

1/4" = 1'-0"S101

1 LOWER ICE ROOM CEILING FRAMING PLAN

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

1' 4' 8' 12

1/4" = 1'-0"S101

2 UPPER ICE ROOM CEILING FRAMING PLAN

KEY PLAN

KEY NOTESNOTE: ALL DAMAGE DIMENSIONS ARE FOR REFERENCE ONLY. VERIFY IN FIELD.

NOTE: ALL DAMAGE DIMENSIONS ARE FOR REFERENCE ONLY. VERIFY IN FIELD.

FINISH FLOOR EL. = 9' - 5 1/2"

T/STEEL EL. = 18' - 0 1/2"

T/SLAB BASEMENT EL. = FINISH FLOOR EL. = 0' - 0"

B

B

B

B

B

B

B

2x @ 24" O.C.

T&G DECKING

T&G DECKING

2x4 KNEE WALL

2x4 KNEE WALL

C

E

REPOINT 400' @ WALL.

REPLACE 4 BRICK. PERFORM

MORTAR ANALYSIS.

E

B

B

E

A

B

A

A

A

E 3x10 SILL REPLACE FULL LENGTH

A

A

A

B

B

NOTE: ALL DAMAGE DIMENSIONS ARE FOR REFERENCE ONLY. VERIFY IN FIELD.

S601S102

S601S101

T/SLAB WAREHOUSE = 5' - 2 1/2"

T/STEEL EL. = 21' - 6 1/2"

BEARING EL. = T/SILL EL. = 21' - 9 1/2"

S601S102

S102 S102

7'

4' E

4'

4'

9'

9'

D 20'

16'

11' A

9'6'

7'

9'

7'

4'

T&G

T&G

T&G

S102 S601

S601S102

S601S102

S601S102

S601S102

S601S102

REPLACE DAMAGED CORNER

JACK IN KIND. SHORE AS

REQUIRED.

BE

LO

W

PLAN

NORTH

TRUE

NORTH

EXIST. BEAM / JOIST

DENOTES DECK SPAN DIRECTION & DECK DESCRIPTION

A

B

C

D

E

F DETERIORATED JOIST. REPLACE FULL LENGTH

DETERIORATION

X

"#" DENOTES L.F. OF DAMAGE EA.

DETERIORATED CORNER JACK

CORRODED STEEL - REPAINT

DETERIORATED RAFTER TAIL

DETERIORATED TONGUE AND GROOVE PLANKING.

REPLACE IN KIND.

DETERIORATED JOIST OR RAFTER

REPLACE PLYWOOD

OVER OFFICE

12' - 6"

2x8 @ 16" O.C. TYP.

2x8

5'

4"

EXIST. BRICK MASONRY WALL

EXIST. EXTERIOR BRICK

MASONRY WALL

EXIST. DOUBLE DOORWAY

EXIST. DOORWAY BELOW

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

FRAMING PLANS STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S102

590-20-104

06/04/2021

100% CONSTRUCTION

DOCUMENTS

DCASLW

1/4" = 1'-0"S102

1 ROOF FRAMING PLAN

ROOF FRAMING LEGEND

KEY NOTES

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

1' 4' 8' 12

' KEY PLAN

3/4" = 1'-0"S102

2 WAREHOUSE OFFICE CEILING FRAMING PLAN

EXIST WAREHOUSE

EXIST LOWER ICE ROOM

EXIST ELEVATED CONCRETE SLAB AND STAIR @ EXTERIOR

EXIST CONCRETE

BEAM AND COLUMN

SPALLS

S103S103

S103S103

S103S103

S103 S103

NEW CONCRETE STAIR AT EXTERIOR DOOR

5'

0"

5' - 0"

5'

0"

PLAN

NORTH

TRUE

NORTH

EXIST EXTERIOR

HANDRAIL

EXIST REMOVEABLE TOEBOARD

EXIST ELEVATED

SLAB

NEW 4" x 1" x 5/16" PLATE

WELDED TO EXIST. HANDRAIL

1/4

S103S103

AFFECTED LENGTH

CROSS SECTION

LOSS OF 10% OR MORE

REQUIRED LAP REQUIRED LAP

AFFECTED LENGTH

SUPPLEMENTAL BAR

REMOVE UNSOUND CONCRETE FROM

REPAIR AREA. CAST TO RESTORE ORIGINAL

CROSS SECTION.

APPLY EPOXY

BONDING AGENT. SEE

SPECIFICATIONS.

EXISTING

CONCRETE

SAW CUT AROUND

PERIMETER OF SPALL

TO THE MINIMUM DEPTH

REQUIRED BY THE

REPAIR MORTAR USED.

EXISTING REINFORCING BARS, BLAST, CLEAN, AND COAT WITH

CORROSION INHIBITOR WHERE BARS ARE EXPOSED. SEE

SPECIFICATIONS. WHERE REINFORCEMENT IS FOUND TO BE SEVERELY

CORRODED OR HAS LOST 10% OR MORE OF ITS CROSS SECTIONAL

AREA, SUPPLEMENTARY REINFORCEMENT WILL BE REQUIRED. SEE

3/S103. IF CORROSION IS PRESENT ON EMBEDDED REINFORCEMENT

WHERE IT CONTACTS SOUND CONCRETE, ADDITIONAL CONCRETE

REMOVAL IS REQUIRED UNTIL SOUND REINFORCING IS ENCOUNTERED.

CHIP CONCRETE TO

EXPOSE A MIN 3/4"

ANNULAR SPACE

AROUND REINFORCING

STEEL.

3/4" MIN. CLEARANCE BEYOND REINFORCING

REFER TO DETAIL 4/S103

FOR CONCRETE REPAIR

EXISTING COLUMN

TIES & REINFORCING

NEW MATERIAL TO MATCH

ORIGINAL SURFACE,

SEE SPECIFICATIONS

EXIST. CONCRETE

COLUMN

REMOVE BEYOND DELAM.

TO SOUND CONCRETE

NOTES:

1. PROTECT EXISTING REINFORCEMENT FROM DAMAGE DURING

CHIPPING, GRINDING, OR SAW CUTTING.

2. IF REINFORCEMENT IS EXPOSED DURING SURFACE PREPARATION

THAT IS FOUND TO BE SEVERELY CORRODED OR HAS LOST 10% OR

MORE OF ITS CROSS SECTIONAL AREA, SUPPLEMENTARY

REINFORCEMENT WILL BE REQUIRED. REPORT TO COR TO REVIEW

AMOUNT OF SUPPLEMENTARY REINFORCEMENT REQUIRED. IF

CORROSION IS PRESENT ON EMBEDDED REINFORCEMENT WHERE IT

CONTACTS SOUND CONCRETE, ADDITIONAL CONCRETE REMOVAL IS

REQUIRED UNTIL SOUND REINFORCING IS ENCOUNTERED.

3. COLUMN DIMENSIONS MAY BE INCREASED BY UP TO 1" ON EACH SIDE

TO ALLOW FOR ADEQUATE CONCRETE COVER.

5"

0' - 4" SLAB WITH 6x6 - W7.5xW7.5

WWM @ MID DEPTH

#4 @ 48" O.C.

#5 @ 1' - 0" O.C.

#4 @ 12" O.C.

#4 @ 12" O.C.

(2) #4 CONT.

#3 NOSING TYP.

#4 @ 12" 0.C. E.W. E.F.

LEDGE

1'

0"

2' - 0"

T Y

P

1'

4"

7" RISE x 13" RUN TYP EA. RISER

0' - 4" SLAB WITH 6x6 - W7.5xW7.5

WWM @ MID DEPTH

EXIST BLDG 27

1' - 0"

3"

(2) #4 CONTINUOUS

(2) #5 CONTINUOUS

GRADE EL.

T/SLAB

B/DOOR EL.

COMPACTED FILL

#4 @ 12" O.C. E.W. CENTER

OF WALLS TYP (3) SIDES

NOSING. SEE ARCH.

EXIST.

REMOVEABLE

TOEBOARD

NEW 4" x 1" x 5/16"

PLATE WELDED

TO EXIST.

HANDRAIL

1/4

INSTALL EXIST.

TOEBOARD TO

SUPPORT

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

CONCRETE & STEEL

PLANS & DETAILS

STRUCTURAL REPAIR UPGRADE

BUILDING 27

HAMPTON, VA

S103

590-20-104

06/04/2021

100% CONSTRUCTION

DOCUMENTS

DCASLW

3/16" = 1'-0"S103

1 CONCRETE AND STEEL PLAN

KEY PLAN

3/4" = 1'-0"S103

2 NEW TOEBOARD @ EXT

3"…