S06 Updated Drawings 2025-07-18 VA Brockton B45 Laundry Structural Rev 2.pdf

DESIGN CODES:

1.01 2021 INTERNATIONAL BUILDING CODE (IBC) AS MODIFIED BY:

A. VA STRUCTURAL DESIGN MANUAL OCTOBER 1, 2022

B. VA SEISMIC DESIGN MANUAL VA18-8 MAY 1, 2020

C. VA PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL OCTOBER 1, 2020 REVISED JULY 1, 2022

1.02 AMERICAN CONCRETE INSTITUTE (ACI)

A. ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

1.03 AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

A. ANSI/AISC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

1.04 AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

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

DESIGN LOADS:

1.01 DESIGN LOADS ARE AS FOLLOWS:

A. EXISTING ROOF:

1. DEAD LOADS:

a. EXISTING ROOF: SELF WEIGHT OF EXISTING MATERIALS PLUS 10 PSF COLLATERAL LOAD

2. LIVE LOADS:

a. ROOF: 20 PSF PER ORIGINAL DRAWINGS

3. EQUIPMENT LOADS:

a. EQUIPMENT LOADS AS INDICATED IN THE PROJECT MANUAL

B. EXISTING FLOOR:

1. DEAD LOADS:

a. SELF WEIGHT OF EXISTING MATERIAL PLUS 10 PSF COLLATERAL LOAD

2. LIVE LOADS:

a. 100 PSF

3. EQUIPMENT LOADS:

a. EQUIPMENT LOADS AS INDICATED IN THE PROJECT MANUAL

C. RAIN LOADS:

1. N/A: NO ACCUMULATION

D. FLOOD LOADS:

1. N/A: NOT IN FLOOD HAZARD AREA

E. SNOW LOADS:

1. GROUND SNOW LOAD = 35 PSF

F. WIND LOADS:

1. DESIGN WIND SPEED = Vult 123 MPH

2. WIND EXPOSURE = B

3. RISK CATEGORY = II

G. EARTHQUAKE LOADS:

1. RISK CATEGORY = II

2. SPECTRAL RESPONSE COEFFICIENT

a. Ss = 0.220 g

b. S1 = 0.059 9

3. SPECTRAL RESPONSE ACCELERATION

a. Sds = 0.234 g

b. Sd1 = 0.094 g

4. SEISMIC DESIGN CATEGORY = B

5. SITE CLASS = D

6. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE

1.02 DEFLECTION CRITERIA: REFER TO TABLE 1604.3 OF IBC 2021 FOR DEFLECTION LIMITS.

LOCATION ZONE

EFFECTIVE

WIND AREA (SF)

ULTIMATE DESIGN WIND

PRESSURE

(PSF)

ROOF

WALLS

5 5 a = 10'-7" a a h a a

-42.9,+16.0

-26.7,+24.7

1'

6h 6h

.2 h

1'

-36.4,+16.0

-33.5,+16.0

-24.7,+16.0

-24.7,+16.0

-24.7,+16.0

-56.6,+16.0

-48.2,+16.0

-44.5,+16.0

-77.2,+16.0

-60.3,+16.0

-53.0,+16.0

-24.2,+22.1

-23.1,+21.0

-32.9,+24.7

-27.8,+22.1

-25.6,+21.0 h = 29'-0"

GENERAL STRUCTURAL NOTES: CTD

SHOP DRAWINGS:

2.01 STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC

REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE DRAWINGS.

2.02 CONTRACTOR SHALL PROVIDE A MINIMUM OF ONE HARD COPY AND LEGIBLE PDF FOR EACH STRUCTURAL

COMPONENT FOR REVIEW PRIOR TO FABRICATION.

2.03 PHOTOCOPY REPRODUCTIONS OF THE CONTRACT DOCUMENTS WILL BE REJECTED AND CONTRACTOR

WILL BE RESPONSIBLE FOR ANY ASSOCIATED DELAYS.

2.04 SUBMITTALS FOR VENDOR DESIGNED COMPONENTS INCLUDING BUT NOT LIMITED TO COLD FORMED STEEL

FRAMING SHALL BE ACCOMPANIED BY DRAWINGS AND CALCULATIONS SEALED BY A STRUCTURAL

ENGINEER REGISTERED IN THE STATE OF THE PROJECT. IN ADDITION, THESE SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF THE STRUCTURAL ENGINEER

SEALING THIS WORK.

2.05 REVIEW OF SUBMITTALS INCLUDING SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE

RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE

SUBMITTALS.

2.06 SUBMITTALS SHALL BE REVIEWED BY THE CONTRACTOR, PRIOR TO SUBMISSION FOR ENGINEER'S REVIEW, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND AS-BUILT CONDITIONS. ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS SHALL BE CLEARLY NOTED ALONG WITH REASONS FOR THE

DEVIATION.

2.07 ALLOW A MINIMUM OF TWO CALENDAR WEEKS (14 DAYS) FROM RECEIPT OF SUBMITTALS AT THE ENGINEERS OFFICE FOR REVIEW. ALLOW TIME IN THE CONSTRUCTION SCHEDULE FOR SHIPPING AND

PROCESSING TIME IN ADDITION TO SUCH REVIEWS.

EXISTING CONDITIONS:

3.01 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.

3.02 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.

3.03 PRIOR TO THE COMMENCEMENT OF ANY WORK IN PREPARATION OF CONSTRUCTION RELATED ACTIVITIES, INCLUDING BUT NOT LIMITED TO SHOP DRAWING PREPARATION, ALL EMBEDDED AND 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.

3.04 EXISTING CONDITIONS THAT INTERFERE OR OTHERWISE AFFECT THE DESIGN, CONSTRUCTION OR SERVICEABILITY OF THE WORK SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER, INCLUDING PLAN AND SECTION SKETCHES PREPARED BY A LICENSED SURVEYOR, 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 STRUCTURAL

ENGINEER.

EQUIPMENT NOTES:

1.01 EQUIPMENT COORDINATION

A. THE CONTRACTOR SHALL COORDINATE DIMENSIONAL AND UTILITY REQUIREMENTS OF ACTUAL

EQUIPMENT PURCHASED WITH PROVISIONS SHOWN ON THE CONSTRUCTION DOCUMENTS. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING ANY CHANGES NECESSARY TO MAKE SUCH

COORDINATION WITHOUT ADDITIONAL COST TO THE GOVERNMENT.

1.02 EQUIPMENT ANCHORAGE

A. THE CONTRACTOR SHALL ENGINEER, FURNISH AND INSTALL NECESSARY ANCHORAGE AND VIBRATION

ISOLATION FOR ALL EQUIPMENT AND CURBS TO RESIST ALL LOADING INCLUDING BUT NOT LIMITED

VIBRATORY, WIND AND EARTHQUAKE LOADS AT NO ADDITIONAL COST TO THE GOVERNMENT.

B. THE CONTRACTOR SHALL PREPARE AND SUBMIT ANCHORAGE DETAILS AND SUPPORTING

CALCULATIONS PREPARED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT FOR ALL MOUNTED EQUIPMENT, AND ASSOCIATED CURBS, FOR REVIEW AND APPROVAL

PRIOR TO FABRICATION AND INSTALLATION.

1.03 EQUIPMENT STRUCTURAL SUPPORT

A. THE STRUCTURAL DESIGN DEPICTED ON THESE DRAWINGS IS BASED ON THE EQUIPMENT DIMENSIONS

AND WEIGHTS OUTLINED ABOVE. IN THE EVENT THE CONTRACTOR SELECTS EQUIPMENT WITH WEIGHT GREATER THAN THAT DEPICTED IN THE TABLE SHOWN ON THIS SHEET, OR DIMENSIONS MORE THAN 10% GREATER OR LESS THAN THOSE DEPICTED IN THE TABLE SHOWN ON THIS SHEET, THE CONTRACTOR

SHALL HAVE THE AFFECTED SUPPORTING STRUCTURE (NEW AND EXISTING) EVALUATED AND

REINFORCED AS NECESSARY BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE

PROJECT, AND SUBMIT SEALED CALCULATIONS AND DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO COMMENCEMENT OF FABRICATION. COSTS ASSOCIATED WITH ENGINEERING ANALYSIS, DESIGN AND CONSTRUCTION OF REPAIRS SHALL BE BORN BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE

GOVERNMENT.

SPECIAL INSPECTIONS:

1.01 SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE BUILDING CODE REFERENCED ABOVE AND AS DEFINED IN THE SPECIFICATIONS 04 45 35. A QUALIFIED SPECIAL

INSPECTOR APPROVED BY THE GOVERNMENT SHALL MAKE SPECIAL INSPECTIONS.

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, TOP OF WALLS, FOUNDATIONS, ETC. RECORD LOCATION AND EXTENT OF EXISTING CRACKS AND OTHER DAMAGE. PRIOR TO STARTING WORK SUBMIT

EXITING CONDITION PHOTOS AND RECORDS TO THE GOVERNMENT, ARCHITECT, STRUCTURAL

ENGINEER,

B. SCAN EXISTING CONCRETE FOR EMBEDDED ITEMS UTILIZING RADAR. NOTIFY STRUCTURAL ENGINEER, ARCHITECT, AND GOVERNMENT IMMEDIATELY IN THE EVENT THAT EMBEDDED ITEMS ARE DISCOVERED

THAT ARE NOT ON THE STRUCTURAL DRAWINGS. DETERMINE WHAT THE EMBEDDED ITEM IS AND

THE PURPOSE IT SERVES. DO NOT PROCEED WITH DEMOLITION OF THE AFFECTED AREA UNTIL

AUTHORIZED TO BY THE GOVERNMENT.

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, FOUNDATIONS, RETAINING WALLS, 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 GOVERNMENT. STRUCTURAL REPAIRS, REINFORCEMENT OR REPLACEMENT REQUIRE AN ENGINEERED PLAN AND CALCULATIONS SEALED BY A PROFESSIONAL STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT, AND PAID FOR

BY THE CONTRACTOR, AND PRIOR APPROVAL BY THE GOVERNMENT.

1.06 PAVING AND SLABS

A. PROVIDE NEAT SAWCUTS AT LIMITS OF PAVEMENT OR SLABS TO BE REMOVED. REMOVE CONCRETE

AND ASPHALTIC PAVING AND SLABS INCLUDING BASE AS REQUIRED FOR THE NEW WORK.

B. PROVIDE SHORING AND/OR LAY BACK SIDES OF EXCAVATION AS REQUIRED NOT TO UNDERMINE

ADJACENT PAVING OR SLABS.

C. LAP AND TAPE NEW TO EXISTING VAPOR BARRIER TO CREATE A MOISTURE PROOF SEAL.

1.07 ELEVATED WALLS AND SLABS

A. PROVIDE NEAT SAWCUTS AT LIMITS OF SLABS & WALLS TO BE REMOVED DO NOT OVERCUT. REMOVE

CONCRETE, MASONRY, REINFORCING STEEL, and EMBEDDED ITEMS ONLY AS REQUIRED FOR THE NEW WORK. REPAIR REMAINING EXPOSED EDGE SMOOTH WITH A BONDING AGENT & POLYMER MODIFIED

CEMENTITIOUS MORTAR.

B. HOLES PROPOSED FOR EXISTING SLABS, AND WALLS. SHALL BE LOCATED WHERE THERE ARE NO

IMPACTS TO EXISTING CONCRETE & MASONRY REINFORCEMENTS. CONTRACTOR SHALL LOCATE

EXISTING REINFORCEMENTS PRIOR TO COMMENCING CORING OPERATIONS UNO.

C. IF REINFORCEMENTS MUST BE SEVERED DUE TO THE SIZE OF THE OPENING OR ITS REQUIRED LOCATION, CONTRACTOR SHALL PROVIDE EVIDENCE THAT THE MODIFICATION HAS BEEN EVALUATED AND DEEMED ACCEPTABLE BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

D. FOR PLANS THAT INCLUDE RECTANGULAR OPENINGS IN EXISTING WALLS, and SLABS. THE CONTRACTOR SHALL BE USE CORE HOLES OF SUFFICIENT DIAMETER AT EACH CORNER TO PREVENT

OVER CUT UPON INSTALLATION.

1.08 UTILITIES AND RELATED EQUIPMENT

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

COORDINATING WITH AND RECEIVING WRITTEN AUTHORIZATION FROM THE GOVERNMENT.

GENERAL STRUCTURAL NOTES:

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

EXISTING FLOOR OR ROOF ELEVATION UNLESS NOTED OTHERWISE

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 STRUCTURE 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.

1.04 CONTRACTOR IS RESPONSIBLE FOR ALL JOB SITE SAFETY INCLUDING THE SAFE RIGGING, LIFTING AND

SETTING OF EQUIPMENT IN ACCORDANCE WITH APPLICABLE STANDARDS.

1.05 FURNISH AND INSTALL ALL NECESSARY ATTACHMENTS, ANCHORAGES AND ACCESSORIES TO PROVIDE A

COMPLETE STRUCTURALLY SOUND STRUCTURE WITH A CONTINUOUS LOAD PATH. BRING ANY

DISCONTINUITIES TO THE ATTENTION OF THE STRUCTURAL ENGINEER 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 STRUCTURAL ENGINEER IMMEDIATELY.

1.07 COORDINATE AND VERIFY ALL DIMENSIONS AND DETAILS WITH THE EXISTING, CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS.NOTIFY THE STRUCTURAL

ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.

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 SUBMIT REINFORCING STEEL SHOP DRAWINGS AND RECEIVE APPROVAL PRIOR TO FABRICATION OF SAME.

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

STRENGTH AS FOLLOWS UNLESS NOTED OTHERWISE:

A. f'c = 3000 PSI FOR FOUNDATIONS AND LOCATIONS NOT OTHERWISE NOTED.

B. f'c = 4,000 PSI FOR SLAB-ON-GRADE.

C. f'c = 4,000 PSI FOR LIGHT WEIGHT CONCRETE FILL ON COMPOSITE STEEL DECK. LIGHT WEIGHT

CONCRETE SHALL HAVE A FRESH UNIT WEIGHT OF 110-120 PCF AND AIR-DRIED UNIT WEIGHT OF

107-116 PCF.

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. 3000 PSI NORMAL WEIGHT CONCRETE SHALL BE BASED ON A MAXIMUM AGGREGATE SIZE OF 1", MAXIMUM WATER/CEMENT RATIO OF.58 FOR NON-AIR-ENTRAINED AND.46 FOR AIR-ENTRAINED CONCRETE AND A

MAXIMUM SLUMP OF 4"

C. THE MAXIMUM SLUMPS SPECIFIED ABOVE SHALL NOT BE EXCEEDED PRIOR TO THE ADDITION OF WATER

REDUCING ADMIXTURES REGARDLESS OF THE EXISTENCE OF TEST DATA.

D. 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%

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 C.J. ON THE SLAB AND FOUNDATION PLAN INDICATES A KEY-FORMED CONSTRUCTION JOINT OR SAW-CUT CONTROL JOINT IN THE CONCRETE SLAB ON GRADE. SAW-CUT CONTROL JOINTS SHALL BE INSTALLED WITHIN 12 HOURS OF SLAB PLACEMENT. CONTINUE REINFORCEMENT THROUGH JOINTS UNLESS NOTED OTHERWISE, IN WHICH CASE DO NOT CUT REINFORCING STEEL. UNLESS OTHERWISE NOTED CONSTRUCTION AND/OR CONTROL JOINTS SHALL BE SPACED NO FARTHER APART THAN 15-FT. O.C. IN EACH DIRECTION

CREATING PANELS WITH AN ASPECT RATIO NOT GREATER THAN 2:1.

REINFORCED CONCRETE NOTES: CTD

1.08 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.

2. WWF ABOVE FORMED SURFACES SHALL BE SUPPORTED BY PLASTIC COATED CHAIRS AT THE MID

DEPTH BETWEEN THE CONCRETE SURFACE AND TOP OF FORM OR FLOOR DECK FLUTE.

1.09 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 318-14.

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.

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

1.11 ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND THROUGH CONSTRUCTION

JOINTS UNO.

1.12 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"

1.13 CORNER EDGES OF CONCRETE TO BE LEFT EXPOSED TO VIEW SHALL HAVE A CHAMFER OR RADIUS OR AS

INDICATED ON THE DRAWINGS.

1.14 CHECK ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND EQUIPMENT

DRAWINGS FOR EMBEDDED ITEMS AND PENETRATIONS PRIOR TO CONCRETE PLACEMENT

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

CONCRETE POUR.

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

1.17 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.

1.18 CONCRETE SHALL RECEIVE THE FOLLOWING FINISHES:

A. EXTERIOR SLABS - BROOM FINISH IN DIRECTION OF SLOPE.

B. ALL OTHER CONCRETE - STEEL TROWEL FINISH

1.19 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).

1.20 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).

STRUCTURAL STEEL NOTES:

1.01 PART 1 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.

2. THE STRUCTURAL STEEL LATERAL LOAD-RESISTING SYSTEM INCLUDING BUT NOT LIMITED TO BRACED

FRAMES SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH AISC "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS".

B. SUBMITTALS

1. SHOP DRAWINGS: ERECTION AND FABRICATION DRAWINGS. SHOP DRAWINGS SHALL NOT CONTAIN

REPRODUCTIONS OF THE CONTRACT DRAWINGS. MEMBER SUBSTITUTION AND DEVIATIONS FROM THE CONTRACT DRAWINGS SHALL BE CLEARLY IDENTIFIED WITH AN EXPLANATION FOR THE PROPOSED

DEVIATION.

2. CALCULATIONS: PRIOR TO PREPARATION OF FABRICATION DRAWINGS, ALL CONNECTIONS SHALL BE

DESIGNED AND DOCUMENTED WITH CALCULATIONS SEALED BY THE CONTRACTORS PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

C. QUALITY ASSURANCE

1. CONNECTION DESIGN SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL

ENGINEER LICENSED IN THE STATE OF THE PROJECT.

2. AISC CERTIFICATION:

a. FABRICATOR SHALL BE AISC QUALITY CERTIFIED FOR THE FOLLOWING CATEGORY:

1) STD - STANDARD FOR STEEL BUILDING STRUCTURES

b. ERECTOR SHALL BE AISC QUALITY CERTIFIED FOR THE FOLLOWING CATEGORY:

1) CSE = CERTIFIED STEEL ERECTOR - FOR SIMPLE LOW RISE AND LIGHT INDUSTRIAL STEEL

STRUCTURES

D. DELIVERY, STORAGE AND HANDLING

1. PROTECT STEEL MEMBER 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.

1.02 PRODUCTS

A. MATERIALS:

1. ALL WIDE FLANGE W'S & WT'S SHALL BE IN CONFORMANCE WITH ASTM A 992, LATEST ADOPTED

EDITION, GRADE 50, UNO.

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

EDITION, UNO.

3. ALL SQUARE, RECTANGULAR AND ROUND TUBING SHALL BE IN CONFORMANCE WITH ASTM A 500, LATEST ADOPTED EDITION, GRADE B.

4. ALL ROUND PIPE SHALL BE IN CONFORMANCE WITH ASTM A 53, LATEST ADOPTED EDITION, GRADE B.

5. BOLTS SHALL COMPLY WITH ASTM A 325, TYPE 1 UNO.

6. BOLTS/NUT/WASHER ASSEMBLY SHALL COMPLY WITH TWIST-OFF-TYPE TENSION-CONTROL BOLTS IN

ACCORDANCE WITH ASTM F 1852 (SAME STRENGTH AS A 325) TYPE 1 LOAD INDICATOR BOLTS.

7. THREADED RODS SHALL COMPLY WITH ASTM A 36, LATEST ADOPTED EDITION, UNO.

8. ANCHOR RODS SHALL COMPLY WITH ASTM F 1554, LATEST ADOPTED EDITION, UNO.

a. GRADE 36

9. HARDENED STEEL WASHERS SHALL COMPLY WITH ASTM F 436.

10.HEAVY HEX NUTS SHALL COMPLY WITH ASTM A 563.

11.WEDGE ANCHORS, ACCEPTABLE PRODUCTS

a. KWIK BOLT3, HILTI INC.

b. WEDGE-ALL, SIMPSON STRONG-TIE COMPANY INC.

c. POWER-STUD, POWERS FASTENERS INC.

12.DEFORMED BAR ANCHORS:

a. WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A 706 AND BE WELDED IN ACCORDANCE

WITH AWS D 1.4.

b. DEFORMED BAR SHALL BE WELDED TO STRUCTURAL STEEL. COUPLERS AVAILABLE FOR #4 AND #5

REBAR SIZES SHALL BE STUD-ARC WELDED TO THE STEEL. LENTON TAPER REBAR SHALL THEN BE

INSTALLED IN THE FIELD IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

13.GROUT FOR BASE PLATES (WHERE SHOWN OR REQUIRED) SHALL BE NON-SHRINK, NON-METALLIC FACTORY PREMIXED GROUT HAVING A COMPRESSIVE STRENGTH OF 6800 PSI (MIN.) AT 28 DAYS.

FOUNDATION NOTES;

1.01 THE SAFE BEARING CAPACITY OF THE FOUNDATION SOIL SUPPORTING SPREAD FOOTINGS SHALL BE A MINIMUM OF 2,000 PSF AND SHALL BE TESTED AND APPROVED BY A PROFESSIONAL GEOTECHNICAL ENGINEER FOR CONFIRMATION OF THIS VALUE PRIOR TO CASTING FOOTING CONCRETE. ALL FOOTINGS

SHALL BEAR ON ORIGINAL UNDISTURBED SOIL OR CONTROLLED FILL.

1.02 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 BUILDING 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 SLAB-ON-GROUND BASE SHALL BE PROOF-ROLLED AT EACH APPLICABLE

LOCATION.

1.03 THE SAFE BEARING CAPACITY OF THE FOUNDATION SOIL SUPPORTING SPREAD FOOTINGS SHALL BE A MINIMUM OF 3500 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.

1.04 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 MODIFIED 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 MODIFIED PROCTOR MAXIMUM DRY DENSITY. AN INDEPENDENT TESTING LABORATORY SHALL OBSERVE ALL BACKFILL, COMPACTION AND PROOF ROLLING OPERATIONS.

1.05 THE BUILDING FOOTPRINT SHALL NOT BE LOCATED CLOSER THAN 10'-0" FROM THE CREST OR TOE OF

AN ADJACENT SLOPE. ADJACENT SLOPES SHALL NOT EXCEED A 3H:1V SLOPE.

1.06 UNLESS MORE STRINGENT REQUIREMENTS ARE RECOMMENDED BY THE GEOTECHNICAL ENGINEER, SLAB-ON-GROUND SHALL BE PLACED ON A 8 INCH GRANULAR BASE, COMPACTED TO 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE BASE FOR SLAB- ON-GROUND SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO EACH PLACEMENT OF

CONCRETE.

1.07 WHEN FINISH FLOORING MAY BE AFFECTED BY WATER VAPOR, PLACE A 10 MIL PLASTIC VAPOR RETARDER IN COMPLIANCE WITH ASTM E 1745 CLASS A WITH A PERMENANCE OF LESS THAN 0.3, PERMS SHALL BE INSTALLED BETWEEN THE FLOOR SLAB AND THE GRANULAR BASE. THE JOINTS SHALL BE LAPPED A MINIMUM OF 6" AND SEALED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.

FOUNDATION NOTES; CTD

1.08 BACKFILL SHALL NOT BE PLACED AGAINST EXTERIOR OR RETAINING WALLS UNTIL THE WALLS HAVE

ACHIEVED THEIR DESIGN STRENGTH AND THEIR LATERAL SUPPORT ELEMENTS ARE INSTALLED.

RETAINING WALLS SHALL BE DRAINED AND DAMPPROOFED OR WATERPROOFED AS REQUIRED BY THE

ARCHITECT.

1.09 FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.

1.10 ALL FOOTINGS AND TURNDOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 42 INCHES

BELOW TOP OF FINISHED GRADE; OR PAVING.

1.11 ISOLATED FOOTINGS SHALL BE A MINIMUM WIDTH OF 12 INCHES AND STRIP FOOTINGS SHALL HAVE A

MINIMUM WIDTH OF 24 INCHES. IN NO EVENT SHALL FOOTINGS HAVE A WIDTH LESS THAN 36 INCHES.

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

512 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 400

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and

Facilities Management

Drawn

BROCKTON, MA

REVISIONS:

MECHANICAL, ELECTRICAL, &

PLUMBING ENGINEERING SERVICES:

CLARKNEXSEN

3920 ARKWRIGHT ROAD SUITE 385

MACON, GA 31210

478.314.1206 DIRECT

478.743.8415 OFFICE

GEORGE SIMPSON

STRUCTURAL ENGINEERING

SERVICES:

INNOVATIVE ENGINEERING, INC.

3380 TRICKUM ROAD

BLDG 500 SUITE 100

WOODSTOCK, GA 30188

678-883-5862 DIRECT

770-517-5508 FAX

STEPHEN MORGAN

COST ESTIMATING SERVICES:

AXIAS, INC.

225 REINEKERS LANE, SUITE 200

ALEXANDRIA, VA 22314

703-706-0400

GEORGE SHIELDS

LAUNDRY EQUIPMENT VENDOR

SERVICES:

LAUNDRY DESIGN GROUP, LLC

5940 S RAINBOW BLVD, LAS

VEGAS NV USA 89118

1-855-226-3500

BOB CORFIELD

STRUCTURAL NOTES

S001

UPGRADE VISN 1 LAUNDRY BLDG. 45100% SUBMITTAL

523A5-10-316

08-21-2024 SLW DCA

STRUCTURAL STEEL NOTES: CTD

B. FABRICATION

1. ALL NATURAL AND FABRICATED CAMBER SHALL BE INSTALLED UPWARD.

2. THE MINIMUM THICKNESS OF GUSSET AND FIN PLATES SHALL BE 3/8".

3. ANCHOR RODS:

a. BOLT HEADS AND NUTS SHALL BE HEAVY HEX. ANCHOR RODS SHALL BE A MINIMUM OF 3/4" DIA..

EQUAL SIZE AND STRENGTH THREADED RODS WITH TACK WELDED NUTS MAY BE USED IN LIEU OF

HEADED BOLTS.

b. ANCHOR RODS SHALL BE EMBEDDED TO 3" ABOVE THE BOTTOM OF THE LOWEST FOOTING UNO.

4. BOLTED CONNECTIONS:

a. ALL BOLTS SHALL BE CONSIDERED AS "BEARING" TYPE N, UNO.

b. THE MINIMUM NUMBER OF BOLTS IN STRUCTURAL STEEL CONNECTIONS SHALL BE AS FOLLOWS:

1) A MINIMUM OF TWO BOLTS PER CONNECTION SHALL BE USED.

2) IN CONNECTIONS WHERE THE BEAM SHEAR, V, IS NOT NOTED ON THE DRAWINGS, THE

CONNECTION SHALL DEVELOP THE BEAM SHEAR BASED ON THE UNIFORM LOAD TABLES IN THE

AISC MANUAL, SEE DESIGN CODE NOTES.

5. CONNECTIONS THAT ARE PART OF A BRACED FRAME ARE SLIP CRITICAL AND SHALL DEVELOP THE FULL

STRENGTH OF THE CONNECTED MEMBERS, UNLESS FORCES ARE INDICATED ON THE DRAWINGS.

C. FINISH (EXPOSED TO ELEMENTS

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 COATING:

a. HOT DIPPED GALVANIZED: ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER

SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153.

D. FINISH (ALL OTHER STEEL)

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 RUST INHIBITIVE

PRIMER.

3. FINISH COATING

a. PAINT AS SPECIFIED

b. STANDARD COLORS AS SELECTED BY THE GOVERNMENT OR OTHERWISE SPECIFIED

1.03 PART 3 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. INSTALLATION

1. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RCSC-2010, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS BY THE RESEARCH COUNCIL

ON STRUCTURAL CONNECTIONS.

a. PRE-TENSIONED JOINTS (UNO)

1) TWIST-OFF-TYPE TENSION-CONTROL BOLT PRE-TENSIONING

2. WELDED CONNECTIONS SHALL BE MADE WITH E70XX ELECTRODES IN ACCORDANCE WITH AWS D1.1, STRUCTURAL WELDING CODE BY THE AMERICAN WELDING SOCIETY, AND SHALL BE PERFORMED BY CERTIFIED WELDERS. WELDER CERTIFICATION SHALL BE AVAILABLE ON SITE DURING TIMES OF

INSPECTION.

3. GROUT:

a. GROUT SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

4. FINISH

a. SEE ARCHITECTURAL NOTES/SPECIFICATIONS.

b. BURIED STEEL

1) TWO COATS, 12 MILS MINIMUM PER COAT, SINGLE COMPONENT BITUMEN MASTIC COATING.

PREPARE SURFACE AS RECOMMENDED BY THE MANUFACTURER TO 6" ABOVE GRADE UNO.

C. 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,

APRIL 14, 2010.

2. BOLTED CONNECTIONS

a. ALL BOLTS SHALL BE VISUALLY INSPECTED IN ACCORDANCE WITH THE "SPECIFICATION FOR

STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS", LATEST EDITION ADOPTED BY THE BUILDING

CODE IN AFFECT AT THE TIME OF PERMITTING.

3. WELDED CONNECTIONS:

a. ALL WELDS SHALL BE VISUALLY EXAMINED.

b. 15% OF ALL WELDS SHALL BE TESTED IN ACCORDANCE WITH THE FOLLOWING METHODS:

1) FULL AND PARTIAL PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY IN ACCORDANCE

WITH ASTM E 164.

2) ALL OTHER WELDS SHALL BE TESTED BY THE LIQUID PENETRANT METHOD IN ACCORDANCE WITH

ASTM E 165 OR THE MAGNETIC PARTICLE METHOD IN ACCORDANCE WITH ASTM E 709.

3) IN THE EVENT ANY OF THE TESTED WELDS FAIL TO MEET THE TESTING CRITERIA, ALL WELDS

MADE BY THE SAME WELDER SHALL BE TESTED.

D. 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.

E. CLEANING AND PROTECTION

1. CLEAN AFTER INSTALLATION EXPOSED PREFINISHED ITEMS IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS.

2. PROTECT INSTALLED ITEMS FROM DAMAGE CAUSED BY SUBSEQUENT CONSTRUCTION.

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 ENGINEER-OF-RECORD 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 ENGINEER-OF-RECORD 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

3. POWERS

STEEL FLOOR DECKING NOTES:

1.01 FLOOR DECK SHALL BE FORM DECK TO MATCH EXISTING IN ACCORDANCE WITH THE STEEL DECK INSTITUTE. (BY VULCRAFT OR OTHER APPROVED MANUFACTURER) FLOOR DECK SHALL BE GALVANIZED IN

ACCORDANCE WITH ASTM A653-94, G60 (Z180).

BAR GRATING NOTES:

1.01 GENERAL

A. GENERAL REQUIREMENTS: FABRICATE AND INSTALL BAR GRATING AND STAIR TREADS IN ACCORDANCE

WITH:

1. ANSI/NAAMM METAL BAR GRATING MANUAL MBG 531 (ALUMINUM AND LIGHT DUTY STEEL AND

STAINLESS STEEL GRATING)

2. ANSI/NAAMM HEAVY DUTY METAL BAR GRATING MANUAL MBG 532 (HEAVY DUTY STEEL STEEL

GRATING)

B. SUBMITTALS

1. FIELD MEASURE EXISTING CONDITIONS PRIOR TO THE PREPARATION OF SHOP DRAWINGS AND

FABRICATION.

2. PRODUCT DATA AND SHOP AND SETTING DRAWINGS SHALL DEMONSTRATE COMPLIANCE WITH THE

LOADING CRITERIA, THE REQUIREMENTS CONTAINED HEREIN AND THE GRATING AND TREADS,

INCLUDING FASTENERS, SPECIFIED ON THE DRAWINGS.

3. SUBMIT (5) COPIES OF SUBMITTALS

C. QUALITY ASSURANCE

1. MANUFACTURER QUALIFICATIONS: A COMPANY SPECIALIZING IN THE MANUFACTURING OF METAL BAR

GRATINGS WITH NOT LESS THAN 5 YEARS DOCUMENTED EXPERIENCE.

2. INSTALLER QUALIFICATIONS: A COMPANY SPECIALIZING IN THE INSTALLATION OF METAL BAR

GRATINGS WITH NOT LESS THAN 5 YEARS DOCUMENTED EXPERIENCE.

3. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS D1.1/D1.1M FOR THE TYPE OF WELDING AND POSITION UTILIZED ON THIS PORTION OF WORK. IF WELDERS CERTIFICATION IF MORE THAN ONE-YEAR OLD, WELDER SHALL BE ABLE TO DOCUMENT THAT THE WELDER HAS BEEN ENGAGED IN WELDING SINCE THE DATE OF CERTIFICATION WITH NO BREAK IN SERVICE GREATER THAN 6 MONTHS.

D. 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.

E. WARRANTY

1.02 PRODUCTS

A. MATERIALS

1. STEEL GRATING:

a. BEARING, CROSS AND CONNECTING BARS OF RECTANGULAR SECTION SHALL COMPLY WITH ASTM A 1011/A 1011M, LATEST ADOPTED EDITION, COMMERCIAL SERIES (TYPE 2) FOR HOT ROLLED

CARBON SHEET AND STRIP STEEL.

b. TOP SURFACE OF BEARING BARS SHALL THE FOLLOWING FINISH:

1) PLAIN

2) SERRATED

3) ABRASIVE

c. CROSS BARS MADE OF WIRE ROD SHALL COMPLY WITH ASTM A 510/A510M, LATEST ADOPTED

EDITION, FOR CARBON STEEL WIRE RODS AND COARSE ROUND WIRE.

d. STAIR TREAD NOSING SHALL HAVE THE FOLLOWING FINISH:

1) CHECKERED PLATE

2) ABRASIVE

e. FABRICATION:

1) PROVIDE 1/4" CLEARANCE AT ALL SIDES TO PERMIT EASY REMOVAL OF GRATING.

2) FABRICATE SECTIONS NOT TO EXCEED 25 SF (2.3M2) IN AREA AND 200 LBS (90 KG) IN WEIGHT.

3) FABRICATE SECTIONS OF GRATING WITH END-BANDING BARS.

4) FINISH GRATING PENETRATIONS WITH EDGE BANDING.

f. FINISHES:

1) GALVANIZED GRATING SHALL HAVE ALL EXPOSED SURFACES ZINC-COATED BY THE HOT DIP

PROCESS AFTER FABRICATION, WITH A COATING OF NOT LESS THAN 1.8 OZ/SF (550 G/M2) OF

COATED SURFACE.

2) GALVANIZED GRATING SHALL HAVE ALL EXPOSED SURFACES ZINC-COATED IN ACCORDANCE

WITH ASTM A 123, G-90.

2. FASTENERS:

a. REMOVABLE PANELS

1) STAINLESS STEEL SADDLE CLIPS WITH 1/4" STAINLESS STEEL FASTENERS.

2) GRATE-FAST BY STRUCT-FAST (GALVANIZED)

3) MODEL GG CLIPS BY GRATING FASTENERS LLC.

1.03 EXECUTION

A. EXAMINATION

1. PRIOR TO GRATING INSTALLATION, INSTALLER SHALL INSPECT SUPPORTS FOR CORRECT SIZE, LAYOUT AND ALIGNMENT. ANY INCONSISTENCIES DEEMED DETRIMENTAL TO GRATING PLACEMENT

SHALL BE REPORTED AND REPAIRED PRIOR TO INSTALLATION.

B. INSTALLATION

1. INSTALL AND SECURE GRATING IN ACCORDANCE WITH APPROVED SHOP DRAWINGS AND STANDARD

INSTALLATION CLEARANCES IN ACCORDANCE WITH ANSI/NAAMM METAL BAR GRATING MANUAL.

2. CUTTING, FITTING AND PLACEMENT

a. PERFORM ALL CUTTING AND FITTING REQUIRED FOR INSTALLATION. GRATING SHALL BE PLACED

SUCH THAT CROSS BARS ALIGN.

b. WHEREVER GRATING IS PIERCED BY PIPES, DUCTS AND STRUCTURAL MEMBERS, CUT OPENINGS

NEATLY AND ACCURATELY TO SIZE AND WELD RECTANGULAR BAND BAR OF THE SAME HEIGHT

AND MATERIAL AS THE BEARING BARS.

c. CUTOUTS FOR CIRCULAR OBSTRUCTIONS ARE TO BE AT LEAST 2" LARGER IN DIAMETER THAN THE

OBSTRUCTION.

d. UTILIZE STANDARD PANEL WIDTHS WHEREVER POSSIBLE.

3. DISSIMILAR MATERIALS

a. WHERE ALUMINUM SURFACES COME INTO CONTACT WITH DISSIMILAR METALS, CONCRETE, MASONRY OR LIME MORTAR, WOOD, EXPOSED ALUMINUM SURFACES SHALL BE PAINTED WITH ONE

COAT OF BITUMINOUS PAINT OR OTHER APPROVED INSULATING MATERIAL.

4. GRATING ANCHORAGE

a. MECHANICALLY ANCHOR GRATING TO SUBSTRATE AT A SPACING NOT TO EXCEED 24 INCHES (600

MM) ON CENTER. A MINIMUM OF TWO FASTENERS PER PANEL SHALL BE USED AT EACH SUPPORT, WITH A MINIMUM OF FOUR FASTENERS PER PANEL. LOCATE FASTENERS 6" FROM EACH SIDE OF

THE PANEL. REMOVABLE GRATING PANELS SHALL BE FASTENED TO SUPPORT MEMBERS WITH U-

SHAPE CLIPS, OR BY CLIPS THAT WILL NOT CREATE A TRIPPING HAZARD.

C. FIELD QUALITY CONTROL

1. INSTALLATION TOLERANCES SHALL BE IN ACCORDANCE WITH THE METAL BAR GRATING MANUAL.

D. REPAIR

1. TOUCH-UP DAMAGED AND ABRADED GRATING WITH ZINC COATING AS RECOMMENDED BY THE

GRATING MANUFACTURER.

2. TOUCH-UP DAMAGED AND ABRADED GRATING WITH GALVANIZING REPAIR AND PAINT CONFORMING

TO ASTM A 780 OR BY APPLICATION OF STICK OR THICK PASTE MATERIAL SPECIFICALLY DESIGNED

FOR REPAIR OF GALVANIZING.

E. CLEANING AND PROTECTION

1. CLEAN AFTER INSTALLATION EXPOSED PREFINISHED ITEMS IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

2. PROTECT INSTALLED ITEMS FROM DAMAGE CAUSED BY SUBSEQUENT CONSTRUCTION.

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

FWC FOR WOOD CONSTRUCTION

FX FOOTING MARK NUMBER (SEE SCHEDULE)

GT GIRDER TRUSS

HORIZ HORIZONTAL

IFW INSIDE FACE OF WALL

JB JOIST BEARING

JT JACK TRUSS

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

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

PTC POST TENSIONED CONCRETE

PTW PRESSURE TREATED WOOD

PXXX PIER MARK NUMBER (SEE SCHEDULE)

REF REFERENCE

REQ'D REQUIRED

RRS REBAR REINFORCING STEEL

SOG SLAB-ON-GROUND

STD STANDARD

T&B TOP AND BOTTOM

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

REINFORCED MASONRY NOTES:

1.01 MASONRY DESIGN SHALL BE IN ACCORDANCE WITH ACI 530/ASCE 5/TMS 402

1.02 HOLLOW MASONRY LOAD-BEARING CONCRETE UNITS SHALL BE MEDIUM WEIGHT, IN COMPLIANCE WITH ASTM

SPECIFICATION C90. THE AVERAGE MINIMUM COMPRESSIVE STRENGTH OF THREE UNITS SHALL BE 1900PSI BASED ON NET AREA. THE MINIMUM COMPRESSIVE STRENGTH OF ANY INDIVIDUAL UNIT SHALL BE 1700 PSI BASED ON NET AREA. THE MINIMUM ULTIMATE COMPRESSIVE 28-DAY STRENGTH OF MASONRY, F'M, SHALL BE 1500PSI.

1.03 MORTAR SHALL BE TYPE S, AND SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 1800 PSI, AND

SHALL COMPLY WITH ASTM C270.

1.04 CONCRETE FILL FOR MASONRY (GROUT) SHALL COMPLY WITH ASTM C476 THROUGH EITHER PROPORTIONING OR DEMONSTRATING A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI ESTABLISHED IN ACCORDANCE WITH ASTM C 1019. GROUT ESTABLISHED BY TESTING IN ACCORDANCE WITH ASTM C 1019 SHALL HAVE A SLUMP BETWEEM 8 IN. AND 11 IN. AND NOT CONTAIN SUPERPLASTICIZERS. FILL ALL CELLS BELOW GRADE WITH GROUT. MASONRY CELLS FILLED WITH GROUT SHALL BE GROUTED IN INCREMENTS NOT EXCEEDING 4'-0" VERTICALLY. GROUT SHALL BE LEFT 1 1/2" BELOW TOP OF BLOCK AT HORIZONTAL

CONSTRUCTION JOINTS.

1.05 THE BOND OF MASONRY SHALL BE RUNNING BOND UNLESS NOTED OTHERWISE.

1.06 HORIZONTAL JOINT REINFORCING SHALL BE LADDER TYPE WITH NO. 9 SIDE RODS AND SHALL BE SPACED

VERTICALLY AT 16" O.C. UNLESS OTHERWISE NOTED. WIRE SHALL COMPLY WITH ASTM A82 AND BE ZINC COATED IN ACCORDANCE WITH A153, CLASS B-2. PROVIDE CORNER AND INTERSECTION REINFORCING WHERE

APPLICABLE.

1.07 UNLESS OTHERWISE NOTED, PROVIDE REINFORCING STEEL (NO. 5 MINIMUM) WITH POSITIONERS AS FOLLOWS:

A. HEADER COURSE: ONE HORIZONTAL BAR CONTINUOUSLY LAPPED AND AROUND CORNERS.

B. WALLS - VERTICALLY AT: EACH SIDE OF OPENINGS; WALL CORNERS AND INTERSECTIONS; AND NOT TO

EXCEED 48" O/C (SEE SCHEDULE OR ELEVATION). VERTICAL WALL STEEL SHALL LAP WITH HOOKED FOUNDATION DOWELS AND DOWELS HOOKED INTO A CONTINUOUS BOND BEAM AT THE TOP OF THE WALL.

C. LINTEL BEAMS - UNLESS OTHERWISE NOTED LINTEL BEAMS SHALL CONFORM WITH THE LINTEL SCHEDULE.

1.08 DETAILS OF REINFORCEMENT:

A. MINIMUM EMBEDMENT LENGTH OF STRAIGHT BARS = 36 X DIA. OF BAR (12" MIN.)

B. MINIMUM EMBEDMENT LENGTH OF HOOKED BARS = 11.25 X DIA. OF BAR.

C. MINIMUM HOOK LENGTH OF 90 DEG. HOOK = 12 X DIA. OF BAR.

D. MINIMUM LAP SPLICE LENGTH = SEE SCHEDULE (15" MIN.).

1.09 FOR OTHER REINFORCING REQUIREMENTS, SEE PLANS AND "REINFORCED CONCRETE NOTES" ABOVE.

1.10 MASONRY EXPANSION JOINTS (BRICK MASONRY) AND /OR CONTROL JOINTS (CONCRETE MASONRY) (UNLESS

OTHERWISE SPECIFIED BY THE ARCHITECTURAL DOCUMENTS):

A. FACE BRICK - UNLESS MORE STRINGENT REQUIREMENTS ARE RECOMMENDED BY THE BRICK INSTITUTE OF

AMERICA THE FOLLOWING SHALL APPLY AT A MINIMUM:

1. VERTICALLY WITHIN 2 FT OF ONE SIDE OF A CORNERS, AT OFFSETS, SETBACKS, OPENINGS, INTERSECTIONS, CHANGES IN SUPPORT TYPE AND WALL HEIGHT AND AT A SPACING NOT TO EXCEED 25 FT

FOR WALLS WITHOUT OPENINGS AND 20 FT FOR WALLS WITH OPENINGS. PLACE INTERMEDIATE

EXPANSION JOINTS AT PARAPETS.

2. HORIZONTALLY IMMEDIATELY BELOW SHELF ANGLES.

B. CONCRETE MASONRY UNITS (CMU) - UNLESS MORE STRINGENT REQUIREMENTS ARE RECOMMENDED BY THE

NATIONAL CONCRETE MASONRY ASSOCIATION THE FOLLOWING SHALL APPLY AT A MINIMUM. VERTICALLY AT CHANGES IN WALL HEIGHT OR THICKNESS, BUILDING EXPANSION JOINTS, ABUTMENT OF WALL AND COLUMN OR PILASTER,INTERSECTIONS BETWEEN MAIN AND INTERSECTING WALLS AND WITHIN 1/2 CONTROL JOINT SPACING FROM CORNERS, AT OPENINGS NOT WRAPPED IN REINFORCING ONE SIDE OF OPENINGS LESS THAN 6 FEET WIDE, BOTH SIDES OF OPENINGS GREATER THAN 6 FEET WIDE, AND AT A SPACING NOT TO EXCEED 1

1/2 TIMES THE WALL HEIGHT NOR 25 FEET ON CENTER.

REINFORCED MASONRY NOTES: (CTD)

1.11 FACE BRICK DETAILS - UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL PLANS AND SPECIFICATIONS:

A. BRICK TIES SHALL COMPLY WITH THE REQUIREMENTS OF THE "SPECIFICATION FOR MASONRY STRUCTURES"

ACI 530.1/ASCE 6/TMS 602, LATEST EDITION OR THE RECOMMENDATIONS OF THE BRICK INDUSTRY TECHNICAL

NOTE 44B, WHICHEVER IS MORE SEVERE.

B. BRICK TIES SHALL BE W2.6 (3/16") HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153, CLASS B-2.

TIES EXPOSED TO CORROSIVE ELEMENTS SHALL BE STAINLESS STEEL.

C. BRICK TIES SHALL BE INSTALLED AT THE FOLLOWING FREQUENCY UNLESS THE ABOVE REFERENCES ARE MORE RESTRICTIVE. TIES SHALL ALSO BE LOCATED WITHIN 8" OF DISCONTINUITIES (E.G. OPENINGS, JOINTS, AND ENDS OF WALLS). ALL TIES SHALL BE EMBEDDED TO A MINUMUM DEPTH OF 1 1/2" WITH A MINIMUM COVER TO THE OUTSIDE FACE OF 5/8 INCH. PINTLE ANCHORS SHALL HAVE AT LEAST TWO PINTLE LEGS AND HAVE AN OFFSET NOT EXCEEDING 1 1/4". MECHANICAL PLAY IN PINTLE LEGS SHALL NOT EXCEED 1/16".

1. BRICK VENEER/STEEL STUD - 2 SF./ADJUSTABLE TWO PIECE W2.8 UNIT TIE WITH A MAXIMUM VERTICAL AND

HORIZONTAL SPACING OF 18" AND 24" RESPECTIVELY. 4 1/2" MAXIMUM CAVITY (2" RECOMMENDED),(2" TO 3"

AIR SPACE)

2. BRICK VENEER/CMU OR CONCRETE - 2 2/3SF./ADJUSTABLE TWO PIECE W2.8 UNIT TIE WITH A MAXIMUM VERTICAL AND HORIZONTAL SPACING OF 18" AND 32" RESPECTIVELY. 4 1/2" MAXIMUM CAVITY (1" AIR SPACE)

D. 1/4" DIAMETER WEEP HOLES SHALL BE LOCATED IMMEDIATELY ABOVE ALL FLASHING AT A SPACING NOT TO

EXCEED 24" O/C WITHOUT WICKS AND 18" O/C WITH WICKS.

E. MAXIMUM CORBEL SHALL COMPLY WITH THE BRICK INDUSTRY ASSOCIATION TECHNICAL NOTE 36A, BRICK MASONRY DETAILS, CAPS AND COPINGS, CORBELS AND RACKING, LATEST EDITION. UNLESS NOTED

OTHERWISE:

1. MAXIMUM TOTAL CORBEL: 1"

2. MAXIMUM CORBEL SLOPE: 30 DEGREES FROM VERTICAL

3. MAXIMUM INDIVIDUAL CORBEL: 1"

4. CORBELED MASONRY SHALL NOT BE LOAD BEARING AND SHALL BE SUFFICIENTLY TIED BACK TO THE

SUBSTRATE WITH ADJUSTABLE TIES.

1.12 CMU DETAILS:

A. ANCHOR VERTICAL ENDS OF WALL PANELS TO BUILDING COLUMNS WITH DUROWALL D/A 601 NOTCHED STEEL

COLUMN ANCHORS (2 3/4 IN. MIN EMBED., TALLOW = 648 LBS.)

B. TIE MULTI-WYTHE WALLS TOGETHER IN ACCORDANCE WITH "SPECIFICATION FOR MASONRY STRUCTURES" ACI

530.1/ASCE 6/TMS 602, LATEST EDITION.

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

512 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 400

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and

Facilities Management

Drawn

BROCKTON, MA

REVISIONS:

MECHANICAL, ELECTRICAL, &

PLUMBING ENGINEERING SERVICES:

CLARKNEXSEN

3920 ARKWRIGHT ROAD SUITE 385

MACON, GA 31210

478.314.1206 DIRECT

478.743.8415 OFFICE

GEORGE SIMPSON

STRUCTURAL ENGINEERING

SERVICES:

INNOVATIVE ENGINEERING, INC.

3380 TRICKUM ROAD

BLDG 500 SUITE 100

WOODSTOCK, GA 30188

678-883-5862 DIRECT

770-517-5508 FAX

STEPHEN MORGAN

COST ESTIMATING SERVICES:

AXIAS, INC.

225 REINEKERS LANE, SUITE 200

ALEXANDRIA, VA 22314

703-706-0400

GEORGE SHIELDS

LAUNDRY EQUIPMENT VENDOR

SERVICES:

LAUNDRY DESIGN GROUP, LLC

5940 S RAINBOW BLVD, LAS

VEGAS NV USA 89118

1-855-226-3500

BOB CORFIELD

STRUCTURAL NOTES

S002

UPGRADE VISN 1 LAUNDRY BLDG. 45100% SUBMITTAL

523A5-10-316

08-21-2024 SLW DCA

FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGLENGTH WIDTH THICKNESS

F-3 3'-0" 3'-0" 1'-0" (4) #5 E.W.- 3" FROM BOTTOM

CONCRETE REBAR LAP SPLICE SCHEDULE

BAR SIZE CLASS

NORMAL WEIGHT CONCRETE 28 DAY f'c (PSI)

3,000 4,000 5,000 6,000

#6 or Smaller A

#6 or Smaller B 58 Dia. 50 Dia. 44 Dia. 40 Dia.

#7 or Larger A

#7 or Larger B 72 Dia. 62 Dia. 55 Dia. 50 Dia.

8" MASONRY SINGLE REBAR SCHEDULE

LAP SPLICE LENGTH FOR SINGLE BARS IN CELLS

BAR DIAMETER 1500 PSI 28 DAY MASONRY COMP. STRENGTH F'M

# 4 36"

# 5 45"

# 6 54"

. Note: Ref 2016 IBC, TMS 402-16 / ACI 530-16

UP

DN

M

M

M M

4" DRAIN

6" DRAIN

18x24x18

18x18x18

6" DRAIN

18x24x18

39.3 39.3

"D"

CONTROL

"D"

CONTROL

J BOX

"A"

CONTROL

E X

P A

N D

T A

N K

39.3.1

10HP

WATER

HEAT'G

CIRC

PUMPS/

HEAT

EXCHG

CHEM

POT

IN

LE

T

O U T

IN

O U T

"C

LO

O P

H E A T

E X C H A N G E R

C O N T R O L

LWW FILTER SYST.

80"∅ x 5'H Tank

PIPE_

3_

INC

H

PIPE_

3_

INC

H

PIPE_

3_

INC

H

39.1

H E

A T

R E

C L

A

IM

S Y

S T

'P2'

39.4

39.4

TUNNEL HEATING

SYST.S

2 CONTROL

"F" x18 x18

D R A

IN

.2

.3 .2

L H

W T

A N

KL

T

W T

A N

K

T R

IP

L E

P U

M P

S

H

P H

W C

IR

C

D U

A L

P U

M P

S

C O N T R O L

"B

3" GAS INLET

GAS

CONTROL

T-6800

INSPECTION DOOR INSPECTION DOOR

PANEL

24" DRAFT HOODS

6" INLET 6" OUTLET

BARMETRIC DAMPER WITH 28" VERTICAL OUTLET

3" GAS INLET

GAS

CONTROL

T-6800

INSPECTION DOOR INSPECTION DOOR

PANEL

24" DRAFT HOODS

6" INLET 6" OUTLET

BARMETRIC DAMPER WITH 28" VERTICAL OUTLET

A

B

O P

EN

C LO SE

O P

EN

C LO SE

un io n_

2_inc h

B

ALL

VA

LVE

N

IB

CO

un io n_ 2_ inc h

B

ALL

VA

LVE

N

IB

CO

A

B

O P

EN

C LO SE

O P

EN

C LO SE

un io n_

2_inc h

B

ALL

VA

LVE

N

IB

CO

un io n_ 2_ inc h

B

ALL

VA

LVE

N

IB

CO

C A

O U T

LET

MODEL: ASD

40ST

CONTROL

COOLING

AIR

AIR

DISCHARGE

COOLING

AIR

INLET

AIR

ELEC

CONN

D R A I N

AIR

DRYER

COMPRESSOR

COMPRESSOR

OUTLET

INLET

AIR

AIR

DRYER

INLET

C A

O U T

LET

MODEL: ASD

40ST

CONTROL

COOLING

AIR

AIR

DISCHARGE

COOLING

AIR

INLET

AIR

ELEC

CONN

D R A I N

AIR

DRYER

COMPRESSOR

COMPRESSOR

OUTLET

INLET

AIR

AIR

DRYER

INLET

A B C D E F G H I

2.1

A.1

AA

5.1

4.1

3.2

2.2

A.8 B.8 C.8 D.8 E.8 F.8 G.8 H.7

6.2

CCDD

EE

FF

GG

REF

17' - 9"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 8 1/4"

REF

4' - 4"

REF

18' - 1"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

17' - 0"

REF

18' - 1"

R E

F

/8

R E

F

R E

F 2'

1/ 2"

R E

F

1/ 8"

R E

F 6"

R E

F

/8

R E

F 2'

3/ 4"

R E

F

/8

R E

F

4'

5/

8"

R E

F

9'

1/

4"

R E

F

4'

3/

4"

R E

F

/4

R E

F

0"

REF

17' - 11 1/2"

6" THICK CONCRETE SLAB ON GROUND WITH

6x6-W1.4xW1.4 AT 3" BELOW TOP OF SLAB

OVER 10 MIL. VAPOR BARRIER OVER

4"CRUSHER RUN BASE. FINISH FLOOR TO

MATCH EXISTING ADJACENT SLAB

EXIST.

FOOTING,

TYP.

EXIST.

COLUMN, TYP.

S301

S301C .J

C

.J

C.J.C.J.

S301

INFILL EXISTING

MASONRY PER

2/S101

S301

TYP

C.J. TYP

S302

S101

S302

S302

S302

SIM

S302

S302

S302

SIM

9'

7"

7' - 10"

17' - 7"

12" THICK CONCRETE SLAB ON GROUND WITH #6

TOP AND BOTTOM AT 12" O.C. 2" FROM TOP AND 3"

FROM BOTTOM OF SLAB OVER 10 MIL. VAPOR

BARRIER OVER 4"CRUSHER RUN BASE. TOP OF

SLAB 4" ABOVE ADJACENT EXISTING TOP OF SLAB.1

S202

S202

S202

DO NOT DAMAGE OR UNDERMINE

EXISTING FOUNDATION. FIELD VERIFY

PRIOR TO SUBMISSION OF SHOP

DRAWINGS FOR REVIEW

C .J

7' - 11"

8'

5"

TYP

S303

DENOTES TYPICAL SLAB CORNER BAR

BRACED FRAME

HIDDEN EDGE OF FOOTING

EDGE OF SLAB / FOOTING

DENOTES NEW CONCRETE SLAB

DENOTES WALL INFILL

DENOTES NEW WALL OPENING

DENOTES NEW 12" SLAB ON GROUND

PLAN

NORTH

TRUE

NORTH

1. T/SLAB = 0'- 0" TYP. UNO = 111'-4" MSL

2.…