ATTACHMENT 7 - Drawings Structural.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ ENGINEER OF RECORD

A/E:

STAMPCONSULTANT/ DISCIPLINE

321 4 5 6 7 8 9 10

DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

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GENERAL NOTES

EB GRB

100% CONSTRUCTION

DOCUMENTS

08/22/2025

528A7-22-700EHRM INFRASTRUCTURE

UPGRADES - SYRACUSE VA

VA NY SYRACUSE

800 IRVING AVE., SYRACUSE, NY 13210

Revisions: Date:

DESIGN CRITERIA

STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH 2020 BUILDING CODE OF NEW YORK

STATE (IBC 2018) AND SUBSEQUENT REFERENCE STANDARDS.

1.

RISK CATEGORY: IV2.

LIVE LOADS: LIVE LOAD REDUCTION USED AS ALLOWED PER CODE3.

ROOF TYPICAL 20 PSF

FLOOR

TYPICAL MCR FLOOR 250 PSF (UNREDUCIBLE)

UPS LOBBY FLOOR 100 PSF (UNREDUCIBLE)

UPS ROOM 300 PSF (UNREDUCIBLE)

OTHER HANDRAILS

MAX OF 50 PLF HORIZ PLUS

50 PLF VERT OR 200 LBS IN

ANY DIRECTION, APPLIED AT

TOP OF RAILING

MECHANICAL UNITS: THE CONTRACTOR SHALL CONFIRM THE ACTUAL MECHANICAL UNITS

PURCHASED ARE OF WEIGHT AND SIZE SUCH THAT:

4.

a.

b.

c.

THE UNIT WEIGHT IS LESS THAN OR EQUAL TO WEIGHT LISTED ON PLAN.

THE UNIT LENGTH IS LESS THAN 15 FEET. IF UNIT LENGTH IS GREATER THAN 15

FEET, SNOW DRIFT ON ROOF SHALL BE ACCOUNTED FOR.

THE TOTAL SUPERIMPOSED LOAD UNDER EACH UNIT DOES NOT EXCEED THE LIVE

LOAD FOR WHICH THE FLOOR WAS DESIGNED IN THE FLOOR AREA WHERE THE

UNIT IS LOCATED AS INDICATED BY THE EQUATION BELOW:

TOTAL SUPERIMPOSED

LOAD UNDER UNIT =

TOTAL EQUIPMENT WEIGHT

/ UNIT FOOTPRINT AREA =

INDICATED SERVICE LEVEL

DESIGN LIVE LOAD

TOTAL EQUIPMENT WEIGHT

OPERATING WEIGHT OF UNIT + CONCRETE

HOUSEKEEPING PAD + INTERTIA BLOCK + OTHER

ANCILLARY ITEMS ASSOCIATED WITH THE EQUIPMENT

UNIT FOOTPRINT AREA = EFFECTIVE AREA OF UNIT OR HOUSEKEEPING PAD,

WHICHEVER IS LARGER

EFFECTIVE AREA = (LENGTH + 6 FEET) x (WIDTH + 6 FEET)

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION ON

THE LOCATION OF ANY MECHANICAL UNITS WHERE THE SUPERIMPOSED LOAD UNDER

THE UNIT EXCEEDS THE INDICATED DESIGN SIZE AND LOAD FOR THE ROOF AND/OR LIVE

LOAD FOR THE FLOOR AS INDICATED ON THE PLAN.

SNOW:5.

GROUND SNOW 55 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.2

FLAT-ROOF SNOW 46 PSF

DESIGN SNOW 46 PSF

SEE S002 FOR SNOW DRIFT PLAN.

SEISMIC:6.

SEISMIC DESIGN CATEGORY C

IMPORTANCE FACTOR 1.50

SITE CLASS D (DEFAULT)

SS 0.14 g

S1 0.051 g

SDS 0.15 g

SD1 0.081 g

SEISMIC FORCE RESISTING SYSTEM MOMENT FRAME

RESPONSE MODIFICATION COEFFICIENT, R 3

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

WIND:7.

BASIC WIND SPEED VULT = 121MPH

EXPOSURE CLASS B

INTERNAL PRESSURE

COEFFICIENT, GCpi ±0.18

MAIN WIND FORCE

PRESSURE

(STRENGTH LEVEL)

30.5 PSF

COMPONENTS & CLADDING:

ROOF COMPONENTS ZONE 1 ZONE 2 ZONE 3

SUPPORT BEAMS

(A>100 SF) -39 PSF -64 PSF -87 PSF

ROOF SHEATHING (A=

50 SF) -42 PSF -67 PSF -92 PSF

DECK FASTENERS (A=

10 SF) -48 PSF -76 PSF -104 PSF

WALL COMPONENTS ZONE 4 ZONE 5

A=200 SF -29 PSF -43 PSF

A=50 SF -31 PSF -53 PSF

A=20 SF -33 PSF -61 PSF

C & C NOTES:

a.

b.

c.

d.

THE PRESSURES LISTED ARE IN ACCORDANCE IBC CBC AND ASCE 7, AND THE

DESIGN FORCES USED BY THE SUBCONTRACTOR FOR A SPECIFIC APPLICATION

ARE THE RESPONSIBILITY OF THE SUBCONTRACTOR.

WIND PRESSURES ARE ULTIMATE DESIGN LEVEL.

SEE ASCE 7 FOR ZONE DEFINITIONS AND EXTENT OF ZONES.

SUBMIT DESIGN CALCULATIONS SIGNED AND SEALED BY A LICENSED ENGINEER IN

THE PROJECT’S JURISDICTION FOR ANY DESIRED MODIFICATION TO THE STATED

PRESSURES.

ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED

STRUCTURE IS PROVIDED BY _____ IN EACH ORTHOGONAL DIRECTION. SEE PLANS FOR

LOCATIONS. THE ____ SERVE AS HORIZONTAL DIAPHRAGMS DISTRIBUTING THE LATERAL

FORCES TO THE VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE

BUILDING FOUNDATIONS.[ENGR NOTE: KEEP IF HAVE STEEL IN THE PROJECT AS THIS IS

REQUIRED BY THE AISC CODE OF STANDARD PRACTICE.]

8.

GENERAL

DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FOR

THE SAFETY OF PERSONNEL AND PROPERTY ON AND AROUND THE JOBSITE. THE

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, GUYS, ETC. IN

ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

TEMPORARY BRACING, SHORING, GUYING, ETC. SHALL AVOID EXCESSIVE STRESSES AND

HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THE STRUCTURE

SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN

CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

1.

ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT

DOCUMENTS. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND

COORDINATION OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY

DISCREPANCIES OR OMISSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT PRIOR TO THE START OF CONSTRUCTION SO A CLARIFICATION CAN BE

ISSUED. ANY WORK THAT DEVIATES FROM OR IS PERFORMED IN CONFLICT WITH THE

CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE

CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR THE

DESIGN PROFESSIONALS.

2.

THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR

DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR DETERMINING SEQUENCES

OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO

PROTECT THE STRUCTURE AND SAFETY OF WORKERS DURING CONSTRUCTION. SUCH

MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO: FALSEWORK, FORMWORK, STAGING,

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

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT SHALL NOT INCLUDE INSPECTION

OR APPROVAL OF THE ABOVE ITEMS AND DO NOT IN ANY WAY RELIEVE THE CONTRACTOR

OF THEIR RESPONSIBILITIES FOR THE ABOVE. THE CONTRACTOR SHALL TAKE ALL

NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE

STRUCTURE AT ALL STAGES OF CONSTRUCTION.

3.

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

JOBSITE PRIOR TO BID SUBMITTAL, START OF SHOP DRAWINGS, START OF

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

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

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

4.

STRUCTURAL SUBSTITUTIONS MAY BE ALLOWED WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER. SUPPLIER SHALL PROVIDE SIGNED AND SEALED DESIGN

CALCULATIONS OR SUITABLE PRODUCT LITERATURE FOR THE COMPONENTS. ALL

PRODUCT SUBSTITUTIONS SHALL INCLUDE A CODE EVALUATION REPORT SPECIFIC TO

THE BUILDING CODE LISTED IN THE DESIGN CRITERIA.

5.

STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

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

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL CONSTRUCT THE

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

MECHANICAL, AND ELECTRICAL DESIGN.

6.

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

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

7.

DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

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

DETERMINE FINAL DIMENSION WITH ARCHITECT.

8.

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

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

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

9.

SEE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF / FLOOR OPENINGS, TOP OF

WALL ELEVATIONS, STAIRS, SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO

STRUCTURAL ELEMENTS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS. FOR THESE

NON-STRUCTURAL ELEMENTS SHOWN ON STRUCTURAL DRAWINGS, THEY ARE FOR

GENERAL INFORMATION ONLY.

10.

COORDINATE FLOOR FINISH INCLUDING, BUT NOT LIMITED TO THE "FLATNESS" AND

"LEVELNESS" REQUIREMENTS, WITH THE FLOOR FINISH CONTRACTOR. PROVIDE

UNDERLAYMENT / TOPPING WHERE REQUIRED TO PROVIDE A SURFACE ACCEPTABLE FOR

INSTALLATION OF FLOOR FINISHES. SEE ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

11.

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

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

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

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

12.

THE EXACT WEIGHTS, DIMENSIONS, AND LOCATIONS OF ALL MECHANICAL UNITS AND

ELECTRICAL GEAR SUPPORTED ON STRUCTURAL FRAMING SHALL BE DETERMINED AND

COORDINATED BY THE CONTRACTOR PRIOR TO DETAILING THE STRUCTURAL FRAMING

SUPPORTING THOSE UNITS. IF THE UNIT WEIGHTS ARE GREATER THAN THE WEIGHTS

SHOWN ON THE STRUCTURAL DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE

NOTIFIED PRIOR TO DETAILING THE STRUCTURE. UNIT WEIGHTS, DIMENSIONS, AND

LOCATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE APPROXIMATE ONLY AND

SHALL NOT BE USED FOR DETAILING THE STRUCTURE.

13.

PROVIDE TEMPORARY BLOCKOUTS AND TEMPORARY OPENINGS IN THE STRUCTURE AS

REQUIRED TO PERMIT INSTALLATION OF ALL WORK. BLOCKOUTS AND TEMPORARY

OPENINGS SHALL BE LOCATED, CONFIGURED, DETAILED, AND INFILLED IN A MANNER THAT

ALTERS NEITHER THE STRENGTH OF THE STRUCTURAL FRAMING NOR THE STRENGTH OF

CONNECTIONS. INFILL ALL BLOCKOUTS AND TEMPORARY OPENINGS USING THE

MATERIALS SPECIFIED FOR THE FRAMING AT THE LOCATIONS WHERE THE BLOCKOUTS

AND OPENINGS OCCUR. SUBMIT DRAWINGS INDICATING THE LOCATIONS, DIMENSIONS,

AND DETAILS OF ALL PROPOSED BLOCKOUTS AND OPENINGS AND DETAILS INDICATING

THE MANNER IN WHICH THE BLOCKOUTS AND OPENINGS WILL BE INFILLED.

14.

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

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

15.

BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, CONTRACTOR SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH FIELD CONDITIONS, TEMPORARY

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

SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK.

16.

ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED

BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL

MOVEMENTS. THE STRUCTURAL FRAMING WAS DESIGNED TO LIMIT DRIFT AND

DEFLECTION OF THE STRUCTURAL SYSTEM TO LESS THAN THE MAXIMUM PERMITTED

DEFLECTIONS LISTED IN THE BUILDING CODE. THE CONTRACTOR SHALL COORDINATE THE

WORK OF OTHER TRADES TO ACCOMMODATE THESE DEFLECTIONS AND TO

ACCOMMODATE CONSTRUCTION TOLERANCES.

17.

FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AS SPECIFIED BY

THE ARCHITECTURAL DRAWINGS. UL FIRE RESISTANCE RATING RESTRAINT

CLASSIFICATION AS FOLLOWS:

18.

a. "PRIMARY STRUCTURAL FRAME", AS DEFINED BY IBC SECTION 202 IS "RESTRAINED"

EXCEPT AS INDICATED IN FOLLOWING NOTE.

SUBMITTALS

SUBMITTALS ARE:1.

a.

b.

c.

d.

e.

CONCRETE MIX DESIGNS

MATERIAL PRODUCT DATA FOR STRUCTURAL MATERIALS

STEEL FABRICATION AND MISCELLANEOUS METALS

STEEL DECK

COLD FORMED STEEL FRAMING AND CONNECTIONS

SUBMITTALS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

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

WITHOUT REVIEW BY THE DESIGN PROFESSIONALS.

2.

SUBMITTALS SHALL BE REVIEWED BY THE DESIGN PROFESSIONALS FOR GENERAL

CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE DESIGN

PROFESSIONALS ON THE SHOP DRAWINGS DO NOT RELIEVE THE CONTRACTOR FROM

COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

3.

FOR ADDITIONAL INFORMATION ON REQUIRED SUBMITTALS, SEE INDIVIDUAL MATERIAL

SECTIONS.

4.

DELEGATED DESIGN

DELEGATED DESIGNS PER SECTION 107.3.4.1 SHALL BE SUBMITTED TO THE BUILDING

OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.

1.

DELEGATED DESIGNS ARE:2.

a.

b.

c.

d.

STRUCTURAL STEEL CONNECTIONS

EXTERIOR WALL SYSTEMS

COLD FORMED STEEL FRAMING AND CONNECTIONS

STAIRS, ACCESS LADDERS, HANDRAILS, GUARDRAILS, AND GRATING

ALL DELEGATED DESIGNS SHALL BE SIGNED AND SEALED BY AN ENGINEER LICENSED IN

THE PROJECT'S JURISDICTION RESPONSIBLE FOR THE PREPARATION OF THESE

DOCUMENTS.

3.

STAIRS:4.

a.

b.

c.

STEEL STAIRS IN STEEL FRAMED STRUCTURES SHALL BE CONFIGURED SO THE

STAIR STRINGERS CONNECT TO THE WEBS OF SUPPORTING STRUCTURAL STEEL

FLOOR FRAMING MEMBERS. STAIR STRINGERS MAY NOT CONNECT TO SLABS ON

DECK. STAIR STRINGER AND HANGER CONNECTIONS SHALL BE CONFIGURED SO

THEY CONNECT TO THE SUPPORTING STRUCTURAL STEEL IN A MANNER THAT

IMPOSES NO TORSION UPON THE SUPPORTING STRUCTURAL MEMBER. WHERE

STAIR HANGERS MUST FRAME ECCENTRIC TO THE SUPPORTING STEEL,

SUPPLEMENTAL FRAMING SHALL BE PROVIDED AS INDICATED ON THE CONTRACT

DOCUMENTS TO PREVENT TORSION ON THE SUPPORTING STEEL FRAMING.

DESIGN FRAMING MEMBERS IN COMMUNICATING STAIRS AND MONUMENTAL

STAIRS TO LIMIT LIVE LOAD DEFLECTION TO THE SMALLER OF L/600 OR 1/4". SIZE

STAIR FRAMING MEMBERS TO PROVIDE A STAIR ASSEMBLY WITH A NATURAL

FREQUENCY > 5 HERTZ AND PEAK ACCELERATION, ap/g = 0.015, AS COMPUTED PER

AISC DESIGN GUIDE 11 EQUATION 2.3 USING INDOOR FOOTBRIDGE CRITERIA.

SEE ARCHITECTURAL DRAWINGS FOR STEEL STAIR DETAILS. DESIGN OF FRAMING

MEMBERS AND CONNECTIONS TO BE BY SPECIALTY ENGINEER, WORKING

DIRECTLY WITH THE STAIR DETAILER AND FABRICATOR. WHERE SUPPORT POSTS

ARE REQUIRED, PROVIDE 3'-0" SQUARE x 1'-0" THICKENED SLAB WITH (4)#5 BOTTOM

AT BASE OF STAIR.

FACADE:5.

a.

1.

2.

3.

4.

5.

DESIGN AND DETAILING OF THE FACADE SYSTEM AND CONNECTIONS TO THE

STRUCTURE SHALL TAKE INTO CONSIDERATION THE FOLLOWING MOVEMENTS:

±1/2" VERTICAL DIFFERENTIAL DEFLECTION OF SLAB EDGES ON ADJACENT

FLOORS

±1/2" HORIZONTAL DIFFERENTIAL DEFLECTION BETWEEN ADJACENT FLOORS

DIFFERENTIAL THERMAL EXPANSION / CONTRACTION BETWEEN FACADE

SYSTEM AND SUPPORTING PRIMARY STRUCTURAL SYSTEM

THE FACADE SHALL NOT BE INSTALLED UNTIL AFTER THE SUPERSTRUCTURE

HAS BEEN PLUMBED, ALL FRAMING CONNECTIONS HAVE BEEN INSTALLED, AND

ALL SHORES AND RESHORES HAVE BEEN REMOVED.

WHERE STRUCTURAL STEEL HORIZONTAL GIRTS ARE PROVIDED, THOSE GIRTS

MAY BE USED ONLY TO RESIST LATERAL LOADS FROM THE FACADE. VERTICAL

LOADS MAY NOT BE IMPOSED BY THE FACADE UPON THE GIRT FRAMING

UNLESS THE SECTIONS AND DETAILS ON THE STRUCTURAL DRAWINGS

SPECIFICALLY INDICATE THAT FACADE GRAVITY LOAD CONNECTIONS MAY BE

MADE TO THE GIRTS.

EXISTING CONDITIONS / DEMOLITION

EXISTING CONDITIONS:1.

a.

b.

EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS DATED MAY 1ST, 1956 PROVIDED BY VETERAN AFFAIRS.

ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS

IS GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO VERIFY EXISTING

INFORMATION, DIMENSIONS, AND SIZES AS REQUIRED TO COMPLETE THEIR WORK.

WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE

REPORTED TO THE ARCHITECT SO CLARIFICATION MAY BE MADE. MODIFICATION

OF CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL

OF THE ARCHITECT.

EXISTING BUILDING MATERIAL PROPERTIES:2.

a.

b.

c.

EXISTING STRUCTURE IS STEEL ENCASED IN CONCRETE

EXISTING STEEL ASSUMED TO HAVE MINIMUM YIELD STRENGTH OF 36KSI

EXISTING CONCRETE ASSUMED TO HAVE MINIMUM f'c=4KSI

ALL DEMOLITION SHALL BE CARRIED OUT IN SUCH A WAY TO PREVENT DAMAGE TO

EXISTING ELEMENTS WHICH ARE TO REMAIN.

3.

ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING DEMOLITION

WORK SHALL BE REPLACED AT NO ADDED COST. CONTRACTOR SHALL PROVIDE AND BE

RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENT EXISTING SURFACES AND

AREAS WHICH MAY BE DAMAGED AS A RESULT OF NEW WORK.

4.

CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING

STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH

FABRICATION AND CONSTRUCTION.

5.

ALL CONSTRUCTION IS NEW UNLESS IDENTIFIED AS EXISTING, "(E)". THE CONTRACTOR

SHALL VERIFY ALL EXISTING BUILDING INFORMATION AND SHALL NOTIFY THE ARCHITECT

OF ANY DISCREPANCIES PRIOR TO FABRICATION OF ANY STRUCTURAL COMPONENT. NEW

SLABS ARE TO BE AT THE SAME ELEVATIONS AS ADJACENT EXISTING SLABS UON.

FOUNDATION ELEVATIONS OR COLUMN LENGTHS SHALL BE ADJUSTED WITH THE

APPROVAL OF THE STRUCTURAL ENGINEER TO ACHIEVE MATCHING SLAB ELEVATIONS.

6.

REINFORCING STEEL IN EXISTING CONCRETE SHALL BE LOCATED PRIOR TO INSTALLATION

OF NEW OPENINGS OR CORING OF HOLES IN THE CONCRETE. REINFORCING STEEL MAY

NOT BE CUT WITHOUT APPROVAL FROM THE ENGINEER.

7.

CAST-IN-PLACE CONCRETE

CONCRETE MATERIALS SHALL CONFORM TO:1.

PORTLAND LIMESTONE CEMENT ASTM C595, TYPE IL

PORTLAND CEMENT ASTM C150, TYPE I

FLY ASH ASTM C618, TYPE C OR F

SLAG CEMENT ASTM C989

FINE AND COARSE AGGREGATE ASTM C33

LIGHTWEIGHT AGGREGATE ASTM C330

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER REDUCING ADMIXTURE ASTM C494

ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318, BUILDING

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, AND ACI 301, SPECIFICATIONS FOR

STRUCTURAL CONCRETE UON.

2.

AIR ENTRAINMENT:3.

NOMINAL MAXIMUM

AGGREGATE SIZE

REQUIRED AIR CONTENT PER EXPOSURE CATEGORY

F1 F2

3/8" 6% 7.5%

1/2" 5.5% 7%

3/4" 5% 6%

1" 4.5% 6% a.

b.

ALL LIGHTWEIGHT CONCRETE SHALL HAVE 4-7% AIR ENTRAINMENT.

AIR ENTRAINMENT SHALL CONFORM TO UL RATING REQUIREMENTS FOR FIRE

RESISTANCE.

CONCRETE STRENGTHS SHALL CONFORM TO:4.

LOCATION f'c AT 28 DAYS (PSI) MAX PERMITTED

W/C EXPOSURE CLASS

LIGHTWEIGHT SLAB

ON DECK* 3000 0.55

TOPPING SLABS 3000 0.55

* LIGHTWEIGHT CONCRETE SHALL HAVE A 115 PCF DRY UNIT WEIGHT (±3PCF).

LIGHTWEIGHT AGGREGATES SHALL BE PRESOAKED AS REQUIRED IN ACCORDANCE WITH

ACI 301.

REQUIRED NOMINAL MAXIMUM COARSE AGGREGATE SIZE:5.

CONCRETE ELEMENT REQUIRED NOMINAL MAXIMUM COARSE

AGGREGATE SIZE*

ALL CONCRETE UON 1"

TOPPING SLABS LESS THAN 3" THICK 3/8"

* SMALLER NOMINAL MAXIMUM COARSE AGGREGATE SIZE SHALL BE USED WHERE

REQUIRED PER ACI 318.

"ROUGH JOINTS" ARE JOINTS ROUGHENED TO AN AMPLITUDE OF 1/4" AND FREE AND

CLEAN OF LAITANCE. PROVIDE ROUGH JOINTS AT ALL CONSTRUCTION JOINTS UON.

6.

CONSTRUCTION JOINTS IN SLAB ON DECK SHALL BE LOCATED AS FOLLOWS:7.

a.

b.

c.

JOINTS PERPENDICULAR TO THE DECK SPAN SHALL BE LOCATED MIDWAY

BETWEEN ADJACENT PARALLEL BEAMS.

JOINTS PARALLEL TO GIRDERS SHALL BE LOCATED 4 FEET AWAY FROM THE

GIRDERS.

JOINTS PERPENDICULAR TO GIRDERS SHALL BE LOCATED NO FARTHER THAN 'S'/2

FROM ONE END OF THE GIRDER WHERE 'S' IS THE DIMENSION BETWEEN

ADJACENT BEAMS FRAMING TO THE GIRDER.

INSTALLATION OF ELECTRICAL CABLE, CONDUIT, AND PIPING IN OR THROUGH CONCRETE

COLUMNS AND WALLS IS PROHIBITED UNLESS APPROVED BY THE STRUCTURAL ENGINEER

PRIOR TO INSTALLATION. INSTALLATION OF PIPING IN CAST-IN-PLACE CONCRETE IS

PROHIBITED UNLESS APPROVED BY STRUCTURAL ENGINEER PRIOR TO INSTALLATION.

DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING PROPOSED PLACEMENT OF

ELECTRICAL CABLE AND CONDUIT IN SLABS. THOSE DRAWINGS SHALL SHOW SIZES AND

DIMENSIONED LOCATIONS OF ALL CABLE AND CONDUIT.

8.

ELECTRICAL CABLE AND CONDUIT (HEREAFTER REFERRED TO AS CONDUIT) MAY BE

INSTALLED IN SLABS ON DECK SUBJECT TO THE FOLLOWING CONSTRAINTS:

9.

a.

b.

c.

d.

e.

f.

g.

h.

i.

CONDUIT SHALL BE NO LARGER THAN 1 1/2" MAXIMUM OUTSIDE DIAMETER.

PARALLEL CONDUITS SHALL BE INSTALLED IN A SINGLE LAYER AND SHALL BE

SPACED NO CLOSER THAN 3".

CONDUIT RUNNING PERPENDICULAR OR SKEWED TO THE DECK SPAN MAY BE

INSTALLED DIRECTLY ON TOP OF THE DECK. CONDUIT RUNNING PARALLEL TO THE

DECK SPAN SHALL BE INSTALLED 1" CLEAR ABOVE THE TOP OF THE DECK.

REQUIRED MINIMUM CLEAR COVER BETWEEN TOP OF SLAB AND TOP OF CONDUIT

EQUALS 1".

ONLY ONE LAYER OF CONDUIT MAY CROSS OVER ANOTHER LAYER OF CONDUIT AT

ANY LOCATION.

INSTALLATION OF CONDUIT ON TOP OF THE CONTINUOUS WELDED WIRE FABRIC

SLAB REINFORCING STEEL IS NOT PERMITTED.

LOCATIONS WHERE MULTIPLE CONDUITS EXIST VERTICALLY FROM THE SLAB

SHALL BE TREATED AS A MULTIPLE SLAB OPENING AND ADDITIONAL REINFORCING

STEEL SHALL BE PROVIDED AROUND THE EFFECTIVE SLAB OPENING AS

REQUIRED.

COORDINATED DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING THE

PROPOSED LOCATIONS OF ALL SLAB-EMBEDDED ELECTRICAL CONDUIT. THESE

DRAWINGS SHALL SHOW "DRAWN TO SCALE" CONDUIT RUNS, LOCATIONS, AND

DIMENSIONS WHERE GROUPED CONDUITS EXIT THE SLABS ALONG WITH

LOCATIONS AND DIMENSIONS OF SLAB-EMBEDDED ELECTRICAL BOXES.

INSTALLATION OF CONDUIT IN PARKING LEVEL SLABS AND SLABS EXPOSED TO

WEATHER IS NOT PERMITTED.

NO LOADS SHALL BE PLACED ON STRUCTURAL CONCRETE SLABS ON DECK WITHIN 7 DAYS

AFTER CONCRETE IS PLACED.

10.

AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE SUPERIMPOSED CONSTRUCTION

LOADS BE GREATER THAN SPECIFIED DESIGN LIVE LOADS UNLESS THE WORK IS SHORED.

11.

NOTIFY THE ARCHITECT 48 HOURS MINIMUM PRIOR TO ALL POURS.12.

CONTRACTOR SHALL SURVEY ALL CONCRETE WORK WITHIN 48 HOURS OF PLACING

CONCRETE TO ENSURE PLACEMENT IS IN ACCORDANCE WITH PROJECT REQUIREMENTS.

13.

CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL

ENGINEER. SUBMIT LOCATIONS OF PROPOSED CONCRETE CORES.

14.

REINFORCING STEEL SHALL NOT BE DAMAGED WHEN DRILLING CONCRETE.15.

ADHERE TO ACI 305R AND ACI 306R FOR HOT AND COLD WEATHER CONCRETE

CONSTRUCTION.

16.

DRYPACK AND GROUT SHALL HAVE A MINIMUM 28-DAY STRENGTH OF 7000 PSI.17.

THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND

REVIEWED BY THE TESTING AND INSPECTION AGENCY. RESPONSIBILITY FOR OBTAINING

THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S. SUBMIT TEST DATA ON EACH

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

SUBMITTED WITHOUT THE REQUIRED TEST DATA WILL BE RETURNED WITHOUT REVIEW.

18.

SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, LOCATIONS, AND DETAILS OF ALL

ARCHITECTURAL FEATURES IN THE CONCRETE. SEE ARCHITECTURAL DRAWINGS AND

PROJECT SPECIFICATIONS FOR REQUIREMENTS FOR ALL CONCRETE FINISHES.

19.

STEEL

STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE AMERICAN INSTITUTE

OF STEEL CONSTRUCTION (AISC) "DETAILING FOR STEEL CONSTRUCTION" AND

FABRICATED AND ERECTED IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS".

1.

STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:2.

WIDE FLANGE SHAPES ASTM A992 Fy=50 KSI

WIDE FLANGE SHAPES,

HIGH-STRENGTH WHERE

NOTED

ASTM A913, GR 65 Fy=65 KSI

OTHER ROLLED SHAPES ASTM A36 Fy=36 KSI

HSS SECTIONS, ROUND ASTM A500, GR C Fy=46 KSI

HSS SECTIONS, SQ/RECT ASTM A500, GR C Fy=50 KSI

BASE AND CONNECTION

PLATES ASTM A36 A572 Fy=36 50 KSI

ANCHOR RODS ASTM F1554, GR 36 55 Fy=36 55 KSI

HIGH STRENGTH BOLTS ASTM F3125, GR A325 A490 Fv=120 150 KSI

HIGH STRENGTH TWIST-OFF

BOLTS ASTM F3125, GR F1852 F2280 Fv=120 150 KSI

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

HEADED STUD ANCHORS

(HSA) ASTM A108, TYPE B

ELECTRODES FOR ARC

WELDING AWS 5.1, E70XX

HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC

"SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS". SEE DETAILS

FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

3.

ALL BOLTED CONNECTIONS SHALL BE GRADE A325N BEARING TYPE BOLTS UON. ALL

BOLTS SHALL BE INSTALLED TO A MINIMUM SNUG TIGHT CONDITION UON.

4.

FULLY TENSIONED HIGH STRENGTH BOLTS AND SLIP CRITICAL HIGH STRENGTH BOLTS

SHALL USE TENSION-CONTROL "TWIST-OFF" BOLTS OR BE INSTALLED USING THE TURN OF

THE NUT METHOD.

5.

EXCEPT WHERE DETAILED OTHERWISE, FABRICATOR SHALL SELECT LRFD BOLTED (OR

WELDED EQUIVALENT) SIMPLE SHEAR CONNECTIONS PER AISC 360 PART 10 TO SUPPORT

LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN,

CONNECTION SHALL SUPPORT 60% OF THE TOTAL UNIFORM LOAD CAPACITY FOR EACH

GIVEN BEAM SIZE AND SPAN AS LISTED IN AISC 360 TABLE 3-6. FOR COMPOSITE MEMBERS,

CONNECTION SHALL SUPPORT 80% OF THE TOTAL UNIFORM LOAD CAPACITY FOR EACH

BEAM SIZE AND SPAN.

6.

BEAM REACTIONS GIVEN ON THE CONTRACT DOCUMENTS SHALL SUPERSEDE THE

PREVIOUS NOTE. IN NO CASE SHALL THE CONNECTIONS BE DESIGNED FOR AN LRFD END

REACTION LESS THAN 15 KIPS.

7.

FIELD CONNECTIONS SHALL BE WELDED OR BOLTED. SHOP CONNECTIONS SHALL BE

WELDED UON. WELDS INDICATED WITH A SHOP WELD SYMBOL MAY BE MADE IN THE FIELD

WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. LOCATIONS OF ALL FIELD WELDS

SHALL BE CLEARLY SHOWN ON THE SHOP DRAWINGS. WELDS SHALL BE DESIGNED TO BE

FULLY EQUIVALENT IN STRENGTH TO BOLTED CONNECTIONS DETAILED TO MINIMIZE

BENDING IN THE CONNECTION.

8.

WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH

REQUIRED. WHERE WELD LENGTH IS NOT SPECIFIED, PROVIDE WELD ALONG ENTIRE

INTERSECTION OF THE JOINED PARTS. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT

INDICATION OF SIZE, USE MINIMUM WELD SIZE AS SPECIFIED IN AISC 360, TABLE J2.4.

9.

ALL WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED BY CERTIFIED WELDERS

WITH EXPERIENCE AND CERTIFICATION IN THE TYPES OF WELDING INDICATED. WELDERS

SHALL HAVE BEEN RECENTLY QUALIFIED AS PRESCRIBED IN "QUALIFICATION

PROCEDURES" OF THE AMERICAN WELDING SOCIETY (AWS).

10.

HEADED STUD ANCHORS (HSA): SHALL BE INSTALLED IN ACCORDANCE WITH AWS D1.1

AND SHALL BE AUTOMATICALLY END WELDED IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS IN SUCH A MANNER AS TO PROVIDE COMPLETE

FUSION BETWEEN THE END OF THE HSA AND THE STEEL SHAPE. THERE SHOULD BE NO

POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE WELDED END OF THE HSA

AND THE STEEL SHAPE. THE HSA SHALL DECREASE IN LENGTH DURING WELDING

APPROXIMATELY 1/8" FOR 5/8"Ø AND SMALLER AND 3/16" FOR LARGER THAN 5/8"Ø.

11.

MINIMUM HORIZONTAL CONCRETE COVER FOR HSA TO BE 2".12.

BEAMS SHALL BE CAMBERED UPWARD WHERE SHOWN ON THE DRAWINGS. WHERE NO

UPWARD CAMBER IS INDICATED, ANY MILL CAMBER SHALL BE DETAILED UPWARD IN THE

BEAMS.

13.

SPLICING OF STEEL MEMBERS WHERE NOT DETAILED ON THE DRAWINGS IS PROHIBITED

WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE

OF SPLICE, AND CONNECTION TO BE MADE.

14.

PROVIDE ONE SHOP COAT OF PAINT ON ALL STRUCTURAL STEEL NOT COVERED WITH

CONCRETE, FIREPROOFING, MASONRY, OR AT CONTACT SURFACES AT HIGH STRENGTH

BOLTS.

15.

ALL STEEL EXPOSED TO WEATHER OR AS NOTED ON PLAN SHALL BE HOT-DIP GALVANIZED

AFTER FABRICATION IN ACCORDANCE WITH ASTM A123 G60. ABRADED AREAS TO BE

TOUCHED UP WITH COLD GALVANIZING COMPOUND IN ACCORDANCE WITH ASTM A780.

16.

ALL GALVANIZED HOLLOW SECTIONS SHALL HAVE WELDED CAP PLATES TO SEAL

EXPOSED ENDS.

17.

CUTS, HOLES, OPENINGS, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE

WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS. BURNING OR

TORCHING OF HOLES, CUTS, AND OTHER FIELD MODIFICATIONS SHALL NOT BE ALLOWED,

EXCEPT BY WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER.

18.

SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, ETC. FOR MISCELLANEOUS STEEL NOT

DETAILED SPECIFICALLY ON THE STRUCTURAL DRAWINGS.

19.

GROUT FOR BASE AND BEARING PLATES SHALL BE A NON-SHRINK, NON-METALLIC

PRODUCT. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 7000 PSI. INSTALL

GROUT PRIOR TO APPLYING SIGNIFICANT LOADING TO MEMBER.

20.

THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL

STRUCTURAL STEEL FOR REVIEW AND APPROVAL BEFORE FABRICATION.

21.

ALL WELDING ELECTRODES SHALL BE E70XX UON. 22.

STEEL DECK

MATERIAL, DETAILING, DESIGN, MANUFACTURE, AND ERECTION OF STEEL DECKS SHALL

BE IN ACCORDANCE WITH THE STEEL DECK INSTITUTE (SDI) SPECIFICATION.

1.

DECK SIZE AND GAUGE INDICATED ON THE DRAWINGS ARE BASED ON THE FOLLOWING:2.

a.

b.

CURRENT VERSION OF VULCRAFT VERCO CATALOG FOR GRAVITY DESIGN LOADS

AND UNSHORED CONSTRUCTION SPANS

SDI DIAPHRAGM DESIGN MANUAL 4 FOR DIAPHRAGM LOADS

PROVIDE MINIMUM DECK BEARING AND LAP LENGTHS PER MANUFACTURER'S

RECOMMENDATIONS.

3.

FOR PENETRATIONS LESS THAN OR EQUAL TO 12"Ø OR 12"x12", FRAMING OF OPENINGS

FOR OTHER TRADES SHALL BE THE RESPONSIBILITY OF THE TRADES INVOLVED. HOLES

LOCATED AND DIMENSIONED ON THE DRAWINGS SHALL BE THE RESPONSIBILITY OF THE

DECK ERECTOR. SEE STRUCTURAL FRAMING DETAILS FOR ANY OPENING EXCEEDING

LIMITS NOTED.

4.

SUBMIT SHOP DRAWINGS SHOWING DECKING LAYOUT, DECK GAUGE, DECK DIRECTION,

FASTENERS, AND FASTENING PATTERN FOR REVIEW AND APPROVAL.

5.

FURNISH DECKING IN MINIMUM LENGTHS TO ACHIEVE 3-SPAN CONDITION UON.6.

ROOF DECK:7.

a.

b.

c.

d.

ALL ROOF DECK SHALL BE GALVANIZED TO CONFORM TO ASTM A653 WITH A

MINIMUM COATING OF G60.

ALL ROOF DECK SHALL BE PRIME PAINTED GRAY TO CONFORM TO ASTM A1008.

DO NOT EXCEED 25 LBS PER HANGER AND A MINIMUM SPACING OF 2'-0" ON

CENTER WHEN ATTACHING TO ROOF DECK. THIS 25 LBS LOAD AND 2'-0" SPACING

INCLUDE ADJACENT MECHANICAL, ELECTRICAL, AND ARCHITECTURAL ITEMS

HANGING FROM THE DECK. IF THE HANGER RESTRICTIONS CANNOT BE ACHIEVED,

SUPPLEMENTAL FRAMING SUPPORTED OFF STEEL FRAMING WILL NEED TO BE

ADDED. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING

LOCATION AND WEIGHT OF ALL THE ELEMENTS BEING HUNG WITH STRUCTURAL

ENGINEER UON.

DECK MANUFACTURER SHALL FURNISH ALL RIDGE AND VALLEY PLATES, SUMP

PANS, DRAIN PLATES, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE

INSTALLATION.

COMPOSITE DECK:8.

a.

b.

c.

d.

e.

ALL FLOOR DECK SHALL BE GALVANIZED TO CONFORM TO ASTM A653 WITH A

MINIMUM COATING OF G60.

CONDUITS SHALL NOT BE PLACED IN SLAB ON DECK WITHOUT COORDINATION

WITH THE STRUCTURAL ENGINEER UON.

COORDINATE ALL PENETRATIONS, EMBEDS, AND RECESSES IN COMPOSITE DECK

WITH THE STRUCTURAL ENGINEER UON.

COMPOSITE DECK HAS BEEN DESIGNED FOR THE UNSHORED CLEAR SPAN.

CONCRETE FILL THICKNESS SHOWN ON FRAMING PLANS AND DETAIL SHEETS IS A

MINIMUM THICKNESS. CONTRACTOR TO PROVIDE CONCRETE FILL REQUIRED TO

COMPENSATE FOR BEAM AND DECK DEFLECTIONS AND TO MAINTAIN SURFACE

TOLERANCES SPECIFIED. DO NOT INSTALL MORE THAN 1" OF ADDITIONAL

CONCRETE WITHOUT NOTIFYING STRUCTURAL ENGINEER.

DECK MANUFACTURER SHALL PROVIDE ALL CLOSURE PLATES AND POUR STOPS

NOT PROVIDED BY THE STEEL FABRICATOR.

POST-INSTALLED ANCHORS

BASIS OF DESIGN ANCHORS:1.

INSTALLATION CONDITION ANCHOR TYPE

EXPANSION ANCHORS INTO CONCRETE HILTI KWIK BOLT TZ2 (ESR-4266)

SCREW ANCHORS > 1/4"Ø INTO CONCRETE HILTI KWIK HUS-EZ (ESR-3027)

ADHESIVE ANCHORS INTO CONCRETE

HILTI SAFE-SET SYSTEM w/ HIT-HY 200 V3 AND HIT-Z ROD (ESR-4868)or HILTI SAFE-SET SYSTEM w/ HIT-HY 200 V3

AND HAS-E THREADED ROD (ESR-4868)

or HILTI SAFE-SET SYSTEM w/ HIT-RE 500 V3

AND HAS-E THREADED ROD (ESR-3814)

FOR ALL ADHESIVE ANCHORS, HOLES

SHALL BE HAMMER DRILLED AND HOLES

MAY BE DRY OR WATER SATURATED.

EXPANSION ANCHORS INTO GROUTED CMU HILTI KWIK TZ2 (ESR-4561)

ADHESIVE DOWELING FOR ANCHORING

REINFORCING BARS INTO (E) CONCRETE

HILTI SAFE-SET SYSTEM w/ HIT-HY 200 V3

ADHESIVE (ESR-4868)

or HILTI SAFE-SET SYSTEM w/ HIT-RE 500 V3

ADHESIVE (ESR-3814)

POWDER-ACTUATED FASTENERS (PAF's) IN

CONCRETE HILTI X-U FASTENERS (ESR-2269)

ALTERNATIVE ANCHORS MAY BE USED IF APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER. THE CONTRACTOR SHALL SUBMIT CALCULATIONS SIGNED AND SEALED BY AN

ENGINEER LICENSED IN THE PROJECT’S JURISDICTION VERIFYING PROPOSED

ALTERNATIVE ANCHORS WILL PROVIDE THE SAME OR GREATER LOAD-CARRYING

CAPACITY AS THE SPECIFIED ANCHORS. THE CONTRACTOR SHALL SUBMIT EVALUATION

REPORTS. EACH ANCHOR CONFIGURATION SHALL BE EVALUATED AND COMPARED TO THE

SPECIFIED ANCHOR.

2.

CRACKED CONCRETE IS ASSUMED FOR ALL ANCHORAGE DESIGN CONDITIONS UNLESS IT

CAN BE DEMONSTRATED THROUGH ENGINEERING ANALYSIS THAT THE CONCRETE

REMAINS UNCRACKED DURING THE GOVERNING ULTIMATE LOAD STATE.

3.

POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS.

4.

THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER ’S

REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR EACH SPECIFIED

ANCHOR TYPE. THE STRUCTURAL ENGINEER SHALL RECEIVE DOCUMENTATION VERIFYING

ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS HAVE BEEN TRAINED

PRIOR TO COMMENCEMENT OF INSTALLING ANCHORS.

5.

INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED

BY AN APPROVED CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN

AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR

INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT. THE ACCEPTABILITY OF

CERTIFICATIONS OTHER THAN THE ACI/CRSI ADHESIVE INSTALLER CERTIFICATION WILL BE

DETERMINED BY THE STRUCTURAL ENGINEER.

6.

CONCRETE SHALL HAVE ACHIEVED DESIGN STRENGTH PRIOR TO INSTALLING POST-

INSTALLED ANCHORS. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE THAT HAS

CURED FOR A MINIMUM OF 21 DAYS.

7.

ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ANCHORS AND PROXIMITY

OF ANCHORS TO EDGES OF CONCRETE OR MASONRY. INSTALL ANCHORS IN

ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

8.

855 GRANDVIEW AVE

SUITE 300

COLUMBUS, OH 43215

P: 614.443.1178 www.imegcorp.com

PROJECT #23000139.00

DISCIPLINE:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ ENGINEER OF RECORD

A/E:

STAMPCONSULTANT/ DISCIPLINE

321 4 5 6 7 8 9 10

DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

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GENERAL NOTES

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100% CONSTRUCTION

DOCUMENTS

08/22/2025

528A7-22-700EHRM INFRASTRUCTURE

UPGRADES - SYRACUSE VA

VA NY SYRACUSE

800 IRVING AVE., SYRACUSE, NY 13210

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

TABLE J9.1

6. COMPOSITE STEEL MEMBERS HAVE REQUIRED SIZE - X AISC 341:

TABLE J9.1

7. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM

A706

- X AWS D1.4 -

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16”; AND - X ACI 318: 26.6.4 -

c. INSPECTS ALL OTHER WELDS X - - -

8. INSPECT ANCHORS CAST IN CONCRETE - X ACI 318: 17.8.2 -

9. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS:

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

X - ACI 318:

17.8.2.4

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a

- X ACI 318: 17.8.2 -

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

26.4.2, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

11. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE

X - ASTM C172,

ASTM C31, ACI

318: 26.5, 26.12

1907.10

12. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES

X - ACI 318: 26.5 1908.6,

1908.7, 1908.8

13. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES

- X ACI 318:

26.5.3-26.5.5

1908.9

14. INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF PRESTRESSING FORCES; AND X - ACI 318:

26.11.2

b. GROUTING OF BONDED PRESTRESSING TENDONS X - - -

15. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS X - ACI 318: 26.9 -

16. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS

- X ACI 318:

26.11.2

17. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED

- X ACI 318:

26.11.2(b)

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

STRUCTURAL STEEL - FABRICATION

1. FABRICATION FACILITY - - X

2. CONNECTION ERECTION AND ASSEMBLY X X -

3. PRETENSIONED AND SLIP-CRITICAL BOLTS/JOINTS USING TURN-OF-NUT

METHOD WITHOUT MATCHMAKING OF CALIBRATED WRENCH METHODS

OF INSTALLATION

X X -

4. SINGLE PASS FILLET WELDS 5/16” OR LESS X X X

5. ALL OTHER WELDS INCLUDING COMPLETE AND PARTIAL PENETRATION

WELDS

X X X

6. SHEAR STUD PLACEMENT X X -

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

STRUCTURAL STEEL - ERECTION

1. STRUCTURAL STEEL ERECTION X X -

2. CONNECTION ERECTION AND ASSEMBLY X X -

3. PRETENSIONED AND SLIP-CRITICAL BOLTS/JOINTS USING TURN-OF-NUT

METHOD WITHOUT MATCHMAKING OF CALIBRATED WRENCH METHODS

OF INSTALLATION

X X -

4. SINGLE PASS FILLET WELDS 5/16” OR LESS X X X

5. ALL OTHER WELDS INCLUDING COMPLETE AND PARTIAL PENETRATION

WELDS

X X X

6. SHEAR STUD PLACEMENT X X -

7. BEAM CAMBER (IN-PLACE) X - -

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL PRIOR TO BOLTING - MINIMUM INSPECTION

1. MANUFACTURER’S CERTIFICATIONS AVAILABLE FOR FASTENER

MATERIALS

O P TABLE C-

N5.6-1 2.1, 9.1

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O TABLE C-

N5.6-1

6.5.1

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE,

TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM THE

SHEAR PLANE)

O O TABLE C-

N5.6-1

2.3.2, 2.7.2, 9.1

4. CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O TABLE C-

N5.6-1

4, 8

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING

SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS

O O TABLE C-

N5.6-1

TABLE

6.1(2)

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

P1 O1 TABLE C-

N5.6-1

3, 9.1, 9.3

7. PROTECTION STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND

OTHER FASTENER COMPONENTS

O O TABLE C-

N5.6-1

2.2, 8, 9.1

1 DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THE WORK HAS

BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORTS

NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UPS, WPS SETTINGS,

COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP

FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED.

FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND

FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT

DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY

REPAIRED SHALL BE NOTED IN THE INSPECTION.

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL AFTER BOLTING - MINIMUM INSPECTION

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P TABLE C-

N5.6-3 N/A

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL PRIOR TO WELDING - MINIMUM INSPECTION

1. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE P P TABLE C-

N5.4-1 6.3

2. MANUFACTURER CERTIFICATES FOR WELDING CONSUMABLES

AVAILABLE

P P TABLE C-

N5.4-1

6.2

3. MATERIAL IDENTIFICATION O O TABLE C-

N5.4-1

6.2

4. WELDER IDENTIFICATION O O TABLE C-

N5.4-1

6.4

(WELDER

QUALIFICA

TION)

5. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY) O O TABLE C-

N5.4-1

a. JOINT PREPARATION O O TABLE C- N5.4-1

6.5.2

b. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) O O TABLE C- N5.4-1

5.22

c. CLEANLINESS (CONDITION OF STEEL SURFACE) O O TABLE C- N5.4-1

5.14

d. TACKING (TACK WELD QUALITY AND LOCATION) O O TABLE C- N5.4-1

5.17

e. BACKING TYPE AND FIT (IF APPLICABLE) O O TABLE C- N5.4-1

5.9, 5.21.1.1

6. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- & K--JOINTS WITHOUT

BACKING (INCLUDING JOINT GEOMETRY)

P/O1 O TABLE C-

N5.4-1

9.11.2

a. JOINT PREPARATION P/O1 O TABLE C- N5.4-1

9.11.2

b. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) P/O1 O TABLE C- N5.4-1

9.11.2

c. CLEANLINESS (CONDITION OF STEEL SURFACE) P/O1 O TABLE C- N5.4-1

9.11.2

d. TACKING (TACK WELD QUALITY AND LOCATION) P/O1 O TABLE C- N5.4-1

9.11.2

7. CONFIGURATION AND FINISH OF ACCESS HOLES O - TABLE C-

N5.4-1

6.5.2, 5.16

(& SEE

AISC 360

SECT. J1.6)

8. FIT-UP OF FILLET WELDS P/O1 O TABLE C-

N5.4-1

a. DIMENSIONS (ALIGNMENT, GAPS AT ROOT) P/O1 O TABLE C- N5.4-1

5.21.1

b. CLEANLINESS (CONDITION OF STEEL SURFACES) P/O1 O TABLE C- N5.4-1

5.14

c. TACKING (TACK WELD QUALITY AND LOCATION) P/O1 O TABLE C- N5.4-1

5.17

9. CHECK WELDING EQUIPMENT O O TABLE C-

N5.4-1

6.2, 5.10

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL DURING WELDING - MINIMUM INSPECTION

1. USE OF QUALIFIED WELDERS O O TABLE C-

N5.4-2 6.4

2. CONTROL AND HANDLING OF WELDING CONSUMABLES O O TABLE C-

N5.4-2

6.2

a. PACKAGING O O TABLE C- N5.4-2

5.3.1

b. EXPOSURE CONTROL O O TABLE C- N5.4-2

5.3.2 (FOR

SMAW),

5.3.3 (FOR

SAW)

3. ENVIRONMENT CONDITIONS O O TABLE C-

N5.4-2

a. WIND SPEED WITHIN LIMITS O O TABLE C- N5.4-2

5.11.1

b. PRECIPITATION AND TEMPERATURE O O TABLE C- N5.4-2

5.11.2

4. WPS FOLLOWED O O TABLE C-

N5.4-2

6.3.3, 6.5.2, 5.5, 5.20

a. SETTINGS ON WELDING EQUIPMENT O O TABLE C- N5.4-2

b. TRAVEL SPEED O O TABLE C- N5.4-2

c. SELECTED WELDING MATERIALS O O TABLE C- N5.4-2

d. SHIELDING GAS TYPE/FLOW RATE O O TABLE C- N5.4-2

e. PREHEAT APPLIED O O TABLE C- N5.4-2

5.6, 5.7

f. INTERPASS TEMPERATURE MAINTAINED (MIN/MAX) O O TABLE C- N5.4-2

g. PROPER POSITION (F, V, H, OH) O O TABLE C- N5.4-2

h. INTERMIX OF FILLER METALS AVOIDED UNLESS APPROVED O O TABLE C- N5.4-2

5. WELDING TECHNIQUES O O TABLE C-

N5.4-2

6.5.2, 6.5.3, 5.23

a. INTERPASS AND FINAL CLEANING O O TABLE C- N5.4-2

5.29.1

b. EACH PASS WITHIN PROFILE LIMITATIONS O O TABLE C- N5.4-2

c. EACH PASS MEETS QUALITY REQUIREMENTS O O TABLE C- N5.4-2

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

AWS D1.1

CLAUSES

STRUCTURAL STEEL AFTER WELDING - MINIMUM INSPECTION

1. WELDS CLEANED O O TABLE C-

N5.4-3 5.29.1

2. SIZE, LENGTH AND LOCATION OF WELDS P P TABLE C-

N5.4-3

6.5.1

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA P2 P2 TABLE C-

N5.4-3

6.5.3

a. CRACK PROHIBITION P2 P2 TABLE C- N5.4-3

TABLE

6.1(1)

b. WELD/BASE-METAL FUSION P2 P2 TABLE C- N5.4-3

TABLE

6.1(2)

c. CRATER CROSS-SECTION P2 P2 TABLE C- N5.4-3

TABLE

6.1(3)

d. WELD PROFILES P2 P2 TABLE C- N5.4-3

TABLE

6.1(4), 5.24

e. WELD SIZE P2 P2 TABLE C- N5.4-3

TABLE

6.1(6)

f. UNDERCUT P2 P2 TABLE C- N5.4-3

TABLE

6.1(7)

g. POROSITY P2 P2 TABLE 6.1(8)

4. ARC STRIKES P P TABLE C-

N5.4-3

5.28

5. K-AREA3 P2 P2 TABLE C-

N5.4-3

N/A

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY

SHAPES

P P TABLE C-

N5.4-3

5.16, 6.5.2

(& SEE

AISC 360

SECT. J1.6)

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P2 P2 TABLE C-

N5.4-3

5.9, 5.30

8. REPAIR ACTIVITIES P P2 TABLE C-

N5.4-3

6.5.3, 5.25

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR

MEMBER

P P TABLE C-

N5.4-3

6.5.4, 6.5.5

10. PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF

REQUIRED)

P2 P2 TABLE C-

N5.4-3

6.5.4, 6.5.5

1 FOLLOWING PERFORMANCE OF THIS INSPECTION TASK FOR TEN WELDS TO BE MADE

BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF

REQUIREMENTS AND POSSESSION OF THE SKILLS TO VERIFY THESE ITEMS, THE

PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE

WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THE WELDER

HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO

PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE

ASSURANCE THE WELDER WILL PERFORM THE INSPECTION TASKS LISTED.

2 DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THE WORK HAS

BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORT

NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UPS, WPS SETTINGS,

COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP

FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED.

FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND

FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT

DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY

REPAIRED SHALL BE NOTED IN THE INSPECTION.

3 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN

PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 ”

OF THE WELD. THE VISUAL INSPECTION SHALL BE PERFORMED NO SOONER THAN 48

HOURS FOLLOWING COMPLETION OF THE WELDING.

VERIFICATION AND INSPECTION TASK QC QA MATERIAL

STD

REFERENCE

STRUCTURAL STEEL - OTHER INSPECTION TASKS REQUIRED BY AISC 341

1. RBS REQUIREMENTS, IF APPLICABLE P1 P1 -

2. CONTOUR AND FINISH P1 P1 -

3. DIMENSIONAL TOLERANCES P1 P1 -

4. PROTECTED ZONE - NO HOLES AND UNAPPROVED ATTACHMENTS MADE

BY FABRICATOR OR ERECTOR, AS APPLICABLE

P1 P1 -

1 DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THE WORK HAS

BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORTS

NEED NOT PROVIDE DETAILED MEASUREMENTS FOR JOINT FIT-UPS, WPS SETTINGS,

COMPLETED WELDS, OR OTHER INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP

FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED.

FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND

FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH THE CONTRACT

DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY

REPAIRED SHALL BE NOTED IN THE INSPECTION.

VERIFICATION AND INSPECTION TASK CONTINUOU

S

PERIODI

C

MATERIAL

STD

REFERENCE

IBC

REFERENCE

STRUCTURAL DECKING

1. DECK PLACEMENT AND ATTACHMENT X X - -

Revisions: Date:

TESTING, INSPECTIONS, AND OBSERVATIONS

1.

2.

3.

THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF

CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF

THE CONSTRUCTION. SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED

INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS “SPECIAL

INSPECTIONS” AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL

BUILDING CODE.

SEE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS

OF NON-STRUCTURAL COMPONENTS.

DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

a.

b.

c.

d.

SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER,

THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND

APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.

PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED

TESTING AND INSPECTION PROGRAM.

FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER,

THE ARCHITECT, STRUCTURAL ENGINEER AND THE GENERAL

CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND FURNISHED

WITHIN 48 HOURS OF INSPECTED WORK.

SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING

SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION

AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS

AND SPECIFICATIONS.

4. SPECIAL INSPECTIONS AND TESTS ARE REQUIRED FOR MATERIALS AND SYSTEMS

REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL

MANUFACTURER’S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT

CONTAINED IN CHAPTER 17 OF THE IBC OR IN STANDARDS REFERENCED BY THE

IBC. THESE ITEMS INCLUDE:

a. POST-INSTALLED ANCHORS - INSPECTION

5. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR

UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.

VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC

MATERIAL

STD

REFERENCE

IBC

REFERENCE

CONCRETE CONSTRUCTION

1. INSPECT REINFORCEMENT, AND VERIFY

PLACEMENT

- X ACI 318: CH 20,

25.2, 25.3, 26.2.1-26.6.3

1908.4

2. MATERIAL IDENTIFICATION OF REINFORCING

(TYPE/GRADE)

- X AISC 341:

TABLE J9.1

3. REINFORCING STEEL HAS NOT BEEN REBENT

IN THE FIELD

- X AISC 341:

TABLE J9.1

4. REINFORCING STEEL HAS BEEN TIED AND

SUPPORTED AS REQUIRED

- X AISC 341:

TABLE J9.1

855 GRANDVIEW AVE

SUITE 300

COLUMBUS, OH 43215

P: 614.443.1178 www.imegcorp.com

L P Q

19.1

'-0

12'-0"

30'-0"

1.

2.

KEYNOTES:

62 PSF DRIFT SNOW LOAD.

57 PSF DRIFT SNOW LOAD.

1.

2.

LOAD SHEET NOTES:

MINIMUM BALANCE SNOW LOADING:

46 PSF ENTIRE ROOF

RAMP UP TO PEAK DRIFT LOAD OVER

DISTANCE SHOWN ON PLAN.

ROOF LIVE LOAD: 20 PSF (REDUCIBLE)

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PCF

P.H.

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SC

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

W/

WP

WT

WWR

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

GLB

GT

HORIZ

HSA

HSB

JT

K, KIP

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GLULAM BEAM

GIRDER TRUSS

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

POUNDS PER CUBIC FOOT

PENTHOUSE

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT/ ENGINEER OF RECORD

A/E:

STAMPCONSULTANT/ DISCIPLINE

321 4 5 6 7 8 9 10

DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

8/

/2

1:

:4

PM

Au to de sk

D oc s:

//5

A7

-2 2-

VA

S yr ac us e

EH

R

M in fra st ru ct ur e

U pg ra de s/

VA

SY

_0

1_

ST

_I M

EG

.rv t

S002

PLAN NOTES & LOAD SCHEDULE

EB GRB

100% CONSTRUCTION

DOCUMENTS

08/22/2025

528A7-22-700EHRM INFRASTRUCTURE

UPGRADES - SYRACUSE VA

VA NY SYRACUSE

800 IRVING AVE., SYRACUSE, NY 13210

BASEMENT FL HOSPITAL (LAB & OFFICE ) 100 Y

GROUND FL CANTEEN / DINNING HALL 100 N

1ST FL HOSPITAL (PATIENT ROOM & OFFICE) 100 Y

2ND FL HOSPITAL (LAB & OFFICE ) 100 Y

3RD FL HOSPITAL (LAB) 100 Y

4TH FL HOSPITAL (LAB & OFFICE ) 100 Y

5TH FL OPEN TO BELOW N/A N/A

LOW ROOF NO OCCUPANCY 20 Y

LOWER MCR FLOOR UPS ROOM/MECHANICAL/PLATFORM 300/100/40 N/N/Y

MCR FLOOR (6TH FL) DATA CENTER 250 N

MCR ROOF ROOF 20PSF ROOF LL/SNOW LOAD Y

LEVEL CURRENT USAGE (AREA UNDER DATA CENTER) ASSUMED LIVE LOAD (PSF) REDUCIBLE? (Y/N)

1/8" = 1'-0"

SNOW DRIFT MAP2

NO SCALE

EXISTING FLOOR LOAD SCHEDULE4

Revisions: Date:

1 : 1

ABBREVIATIONS3

3D VIEW1

855 GRANDVIEW AVE

SUITE 300

COLUMBUS, OH 43215

P: 614.443.1178 www.imegcorp.com

K L L.1 M N P Q

17.1

16.1

19.1

K.9

6'-6" Ø (-15'-0") 5'-6" Ø (-15'-0")

5'-9" Ø (-15'-0")5'-3" Ø (-15'-0")

5'-9" Ø (-15'-0") 5'-3" Ø (-15'-0")5'-6" Ø (-15'-0")

5'-3" Ø (-15'-0")

5'-6" Ø (-15'-0")

6'-9" Ø (-15'-0")

6'-6" Ø (-15'-0")

8'-6" Ø (-15'-0") 7'-0" Ø (-15'-0") 7'-0" Ø (-15'-0") 6'-0" Ø (-15'-0")

A: 650k B: 595k C: 61k D: 656k

A: 396k B: 371k C: 115k D: 486k

A: 434k B: 415k C: 100k D: 515k

A: 510k B: 482k C: 69k D: 551k

A: 466k B: 414k C: 81k D: 495k

A: 405k B: 361k C: 103k D: 464k

A: 398k B: 346k C: 76k D: 422k

A: 578k B: 519k C: 56k D: 575k

A: 413k B: 363k C: 109k D: 472k

A: 409k B: 346k C: 130k D: 476k

A: 466k B: 416k C: 76k D: 492k

A: 447k B: 421k C: 49k D: 470k

A: 611k B: 585k C: 107k D: 692k

A: 670k B: 644k C:…