S06 - Amendment 0008 - ATT 4 - Structural Set 04-21-2026.pdf

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-001

STRUCTURAL GENERAL NOTES

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

MATERIAL SPECIFIC STANDARDS ARE LISTED IN THE RESPECTIVE MATERIAL SECTION.

1. VA SEISMIC DESIGN REQUIREMENTS, H-18-8, JULY 1ST 2023

2. 2021 INTERNATIONAL BUILDING CODE (IBC) WITH STATE AND LOCAL AMENDMENTS

CODES AND STANDARDS

REFERENCES:

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

VA STRUCTURAL DESIGN MANUAL PG-18-10 OCTOBER 1ST 2022, REVISED JULY 1, 2023

DESIGN LOADS

WEIGHT OF STRUCTURAL ELEMENTS AND PERMANENT FIXED EQUIPMENT.

DEAD LOADS

SUPERIMPOSED DEAD LOADS

ROOF

WALLS

WALLS

ROOFING MATERIALS

EXTERIOR WALL SKIN

PARTITIONS

20 (10 LATERAL)

UNIFORM

LOAD (PSF)

CATEGORYLOCATION

LIVE AND ROOF LIVE LOADS

CORRIDORS

DATA CENTER

MECHANICAL ROOM

TOWER FLOORS

OFFICE

STAIRS & EXITS

ROOF

ROOF STAIRS AND PLATFORM

3500 (16 sq ft) 2000 (2.5 sq ft) 2000 (2.5 sq ft) 2300 (16 sq ft)

2000 (2.5 sq ft) 2000 (2.5 sq ft)

CONCENTRATED

LOAD (LBS)

OCCUPANCY OR USE UNIFORM

LOAD (PSF)

FIRST FLOOR

OFFICES

FILE AND COMPUTER ROOMS

SNOW LOAD

SNOW LOAD IMPORTANCE FACTOR, Is

GROUND SNOW LOAD, Pg

SNOW LOAD ON FLAT ROOFS, Pf

EXPOSURE CATEGORY

SNOW LOAD EXPOSURE FACTOR, Ce

THERMAL FACTOR, Ct

1.2

20 PSF

24 PSF

C

1.1

1.0

VALUEDESIGN PARAMETER

WIND LOAD

BASIC WIND SPEED (3-SEC GUST), V

WIND EXPOSURE CATEGORY

KZT

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

119 MPH

C

1.62

ENCLOSED

±0.18

VALUEDESIGN PARAMETER

REFER TO THE COMPONENTS AND CLADDING DIAGRAMS AT THE END OF THE GENERAL NOTES SECTION.

SEISMIC IMPORTANCE FACTOR, Ie

SITE LOCATION

SOIL SITE CLASS

MAPPED SPECTRAL ACCELERATION

DESIGN SPECTRAL ACCELERATION

SEISMIC DESIGN CATEGORY

1.5

38.3841745° N -82.5165789° E

C

0.155 0.069

0.134 0.069

C

VALUEDESIGN PARAMETER

SEISMIC LOAD

LATITUDE

LONGITUDE

SHORT PERIOD, Ss

1-SECOND PERIOD, S1

SHORT PERIOD, Sds 1-SECOND PERIOD, Sd1

PRINCIPLE BUILDING AXES (NTS)

LONG AXIS

T R

A N

S A

X

IS

SEISMIC FORCE RESISTING SYSTEM

RESPONSE MODIFICATION FACTOR, R

OVERSTRENGTH FACTOR, Ω0

DEFLECTION AMPLIFICATION FACTOR, Cd

SEISMIC WEIGHT, W

SEISMIC RESPONSE COEFF., Cs

DESIGN BASE SHEAR, V

ANALYSIS PROCEDURE

SEISMIC SYSTEM DESIGN

STEEL ORDINARY

MOMENT FRAME

3.5

66 KIPS

0.062

4.1 KIPS

BOTH DIRECTION

TOWER 3

EQUIVALENT LATERAL

FORCE ANALYSIS

VERTICAL

LATERAL

STORY DRIFT

L/600

L/180

TOTAL: DL + LL

ELEMENT

1. DEFLECTION LIMITS OF MATERIAL STANDARDS ALSO APPLY.

2. SPAN LENGTH (L) AND WALL HEIGHT (H) ARE MEASURED IN INCHES FROM THE CENTERLINES OF SUPPORTS. THE LENGTH OF CANTILEVERED ELEMENTS

MUST BE FACTORED BY 2.

DEFLECTION LIMITS

VENEER LINTELS

ROOFS (NOT SUPPORTING PLASTER

OR STUCCO CEILINGS)

WALLS WITH BRITTLE FINISHES

(EXCL. VENEER)

WALLS WITH FLEXIBLE FINISHES

WIND

SEISMIC

DEFLECTION LIMITS FOR LOAD CASE

LL OR SL OR WL

L/600

L/240

H/600

H/180

H/500 (ELASTIC)

0.010 H (INELASTIC)

1. CONFLICTS BETWEEN THE DRAWINGS AND SPECIFICATIONS MUST BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER AND STRUCTURAL ENGINEER OF RECORD (SER) IN WRITTEN FORM AND RESOLVED BEFORE PROCEEDING WITH AFFECTED WORK.

2. STRUCTURAL DRAWINGS REPRESENT THE COMPLETED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS NECESSARY TO COMPLETE THE WORK, FOR JOB SITE SAFETY AND FOR COORDINATING WITH OTHER DISCIPLINES AS REQUIRED.

3. THE CONTRACTOR IS RESPONSIBLE FOR THE ERECTION PROCEDURE AND SEQUENCING TO ENSURE STABILITY OF THE STRUCTURE DURING CONSTRUCTION. PROVIDE SHORING, BRACING, AND FALSEWORK AS NEEDED TO PROTECT THE STRUCTURE THROUGHOUT CONSTRUCTION.

4. ERECTION AIDS FOR FACILITATING CONSTRUCTION NOT SHOWN IN THESE DRAWINGS MUST BE REMOVED AND ELEMENTS RESTORED TO ITS ORIGINAL

DESIGN INTENT SHOWN PER THESE DRAWINGS.

5. STRUCTURAL DRAWINGS SHOW GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE SPECIFIC CONDITIONS ARE NOT SHOWN, DETAILS OF

SIMILAR TYPE AND CHARACTER MAY BE USED BUT REQUIRE APPROVAL FROM THE SER.

6. TYPICAL DETAILS MAY NOT BE REFERENCED FROM THE PLANS BUT APPLY FOR THE CONDITIONS AS DESCRIBED BY THE DETAIL.

7. CONTRACTOR-INITIATED CHANGES REQUIRE APPROVAL FROM THE SER.

8. FOR A CONTRACTOR REQUESTED DESIGN REVISION, THE PROPOSED ALTERNATIVE MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER. THE SUBMITTAL MUST INCLUDE DRAWINGS, STRUCTURAL DETAILS AND RELATED CALCULATIONS, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE JURISDICTION OF THE PROJECT LOCATION. CALCULATIONS MUST DEMONSTRATE COMPLIANCE WITH THE CODES AND DESIGN REQUIREMENTS LISTED PER THESE DRAWINGS; AND THAT THE ALTERNATIVE DESIGN DOES NOT ADVERSELY

AFFECT THE STRUCTURE SHOWN IN THESE DRAWINGS.

9. CONTRACTOR MUST COORDINATE THESE DRAWINGS WITH THE DRAWINGS OF THE OTHER DISCIPLINES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT SHOWN ON THE STRUCTURAL DRAWINGS. EXAMPLES INCLUDE EMBEDDED ANCHORS, SLEEVES AND INSERTS, MISCELLANEOUS ATTACHMENT DETAILS, FLOOR FINISHES, DOOR THRESHOLDS, SLOPES TO DRAINS, OPENINGS IN STRUCTURAL ELEMENTS, ETC.

10. VERIFY DIMENSIONS AND DETAILS PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES COORDINATING THE SIZE AND LOCATION OF OPENINGS THROUGH STRUCTURAL ELEMENTS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR USE BY

OTHER TRADES.

11. NO PIPES OR DUCTS MAY BE PLACED IN STRUCTURAL MEMBERS UNLESS DETAILED BY THE STRUCTURAL PLANS OR APPROVED BY THE SER.

12. DIMENSIONS MUST NOT BE SCALED FROM THE DRAWINGS.

13. PROVIDE SUBMITTALS AND (FABRICATION, AND ERECTION, ETC.) SHOP DRAWINGS FOR THE WORK SHOWN IN THESE DRAWINGS TO THE CONTRACTING OFFICE FOR APPROVAL FROM THE SER. WORK MUST NOT PROCEED WITHOUT REVIEW AND APPROVAL BY THE SER.

14. SUBMIT A DETAILED PLAN OF THE CONSTRUCTION INCLUDING A DESCRIPTION OF DEMOLITION, CONSTRUCTION METHODS, ERECTION SEQUENCING, METHODS OF STABILIZING THE STRUCTURE, SHORING LAYOUT, ELEMENT SIZES, CONNECTIONS AND ACCESSORIES WITH SUPPORTING CALCULATIONS STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER, TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL PRIOR TO BEGINNING

WORK.

15. SHOP DRAWINGS MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. UNLESS NOTED

OTHERWISE, PROVIDE SHOP DRAWINGS FOR:

A. DEFORMED BAR REINFORCING LAYOUT FOR CONCRETE AND MASONRY.

B. STRUCTURAL AND MISCELLANEOUS STEEL.

C. COLD-FORMED STEEL FRAMING.

D. ROOF METAL.

E. MICROPILES.

16. BY SUBMITTING FOR ENGINEER’S REVIEW, THE CONTRACTOR CONFIRMS THE ACCURACY OF THE SUBMITTALS FOR DIMENSIONS, QUANTITIES, ELEMENT SIZES, CONSTRUCTION MATERIALS, FIELD MEASUREMENTS AND THAT THE CONTENTS HAVE BEEN REVIEWED FOR MEANS, METHODS, AND OPERATIONS

OF CONSTRUCTION, AND FOR ITS ADHERENCE TO SAFETY PROTOCOLS AT THE SITE.

17. SHOP DRAWING REVIEW DOES NOT RELIEVE THE CONTRACTOR FROM HAVING SOLE RESPONSIBILITY FOR THE ACCURACY OF ELEMENT SIZES, DIMENSIONS AND DETAILS. SUCH REVIEW DOES NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR IS A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT.

GENERAL CONDITIONS

1. GROUND PREPARATION FOR THE SITE MUST BE IN ACCORDANCE WITH THE FINAL GEOTECHNICAL REPORT LISTED.

2. THE CONTRACTOR MUST BE FAMILIAR WITH SUBSURFACE CONDITIONS AND RELEVANT ASPECTS OF THIS REPORT BEFORE COMMENCING EXCAVATION. THE CONTRACTOR MUST RETAIN A GEOTECHNICAL ENGINEER FOR INSPECTIONS, TO VERIFY CONDITIONS, OR TO PERFORM ADDITIONAL EXPLORATION, AS

NECESSARY.

3. LOCATIONS OF SUBSURFACE SITE CONDITIONS, INCLUDING BURIED UTILITIES OR OBSTRUCTIONS AND OTHER FEATURES KNOWN TO THE DESIGN TEAM ARE IDENTIFIED IN DRAWINGS. VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES AND OBSTRUCTIONS. REPORT ANY DISCREPANCY ENCOUNTERED AS

SOON AS THEY ARE KNOWN TO THE CONTRACTING OFFICER.

4. FOOTING DESIGN IS BASED ON THE FOLLOWING ALLOWABLE SOIL PROPERTIES:

5. EXTERIOR FOOTINGS MUST BEAR AT OR BELOW MINIMUM FROST DEPTH, UNLESS NOTED OTHERWISE.

6. MCR FOUNDATIONS TO BEAR ON BEDROCK OR OVER-EXCAVATE TO BEDROCK AND BACK FILL WITH 2000 PSI SLURRY BACKFILL. SEE GEOTECHNICAL REPORT

FOR MORE INFORMATION.

7. SLAB ON GRADE TO BEAR ON EXISTING SOIL OR RECOMPENSED SOIL. SEE GEOTECHNICAL REPORT FOR MORE INFORMATION

8. SPECIAL INSPECTION MUST BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT EXISTING CONDITIONS COMPLY WITH CONDITIONS IN THE

GEOTECHNICAL REPORT.

9. EXCAVATIONS MUST BE DEWATERED TO ALLOW FOR CASTING FOUNDATION CONCRETE IN DRY CONDITIONS.

10. USE FORMWORK TO CAST CONCRETE, SOIL FORMING CONCRETE WORK IS PROHIBITED.

11. USE A 15 MIL MIN VAPOR RETARDER AND A 4 INCH COMPACTED DRAINAGE LAYER BELOW SLABS-ON-GRADE, UNLESS NOTED OTHERWISE OR PER SPECIFIC

REQUIREMENTS OF THE GEOTECHNICAL REPORT.

FOUNDATIONS

REPORT TITLE

PREPARED BY

PROJECT NUMBER

DATED

GEOTECHNICAL REPORT

HUNTINGTON VA FIBER DUCTBANK

NGE

W24044

APRIL 2024

SOIL PROPERTY LOAD CASE VALUE

BEARING CAPACITY SHALLOW FOUNDATION:

TOWER 3

MCR

MODULUS OF SUBGRADE REACTION

COEFFICIENT OF FRICTION AT STRENGTH

FROST DEPTH

MICROPILE GROUT IN BEDROCK SKIN

FRICTION

SUSTAINED

TRANSIENT (INCL. W ,E,OR BLAST)

SUSTAINED

TRANSIENT (INCL. W ,E,OR BLAST)

5,000 PSF

6650 PSF

3000 PSF

3900 PSF

100 PCI

0.40

30"

5 KSF (ULTIMATE) DOWN

2.5 KSF (ULTIMATE) UPLIFT

1. REFERENCES:

A. ACI 301-20 SPECIFICATIONS FOR CONCRETE CONSTRUCTION

B. ACI 315R-18 DETAILS AND DETAILING CONCRETE CONSTRUCTION

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

D. ACI 347-14 GUIDE TO FORMWORK FOR CONCRETE

1. CONCRETE WORK MUST CONFORM TO ACI 301. FORMWORK MUST CONFORM TO ACI 347.

2. MINIMUM CONCRETE PROPERTIES AT 28-DAYS PER THE FOLLOWING TABLE.

3. CONCRETE EXPOSED TO THE ENVIRONMENT MUST HAVE 6% +/- 1% AIR ENTRAINMENT BY VOLUME PER ASTM C260.

4. PROVIDE A MUD SLAB (MINIMUM 2 INCHES OF CONCRETE, LEVELED AT THE TOP SURFACE) UNDER SLABS AND FOOTINGS AT WET OR MUDDY GROUND SURFACES WHICH ARE UNSUITABLE FOR SUPPORTING REBAR CHAIRS, CONSTRUCTION WORKERS AND EQUIPMENT.

5. HORIZONTAL CONSTRUCTION JOINTS IN SPREAD FOOTINGS, STRIP FOOTINGS, PILE CAPS, BEAMS AND SLABS ARE PROHIBITED UNLESS SHOWN ON THE

DRAWINGS OR APPROVED BY THE SER.

6. THE EXTENT OF CONCRETE PLACEMENTS MUST BE LIMITED AS FOLLOWS, UNLESS NOTED OTHERWISE:

A. STRIP FOOTINGS AND WALLS: 60 FT (UNLESS INTERMEDIATE CONTROL JOINTS ARE PROVIDED).

B. SLABS-ON GROUND: 30 FT MAXIMUM LENGTH AND 900 SQ FT MAXIMUM AREA (UNLESS INTERMEDIATE CONTROL JOINTS ARE PROVIDED).

7. BEFORE CASTING THE SECOND SIDE OF A CONSTRUCTION JOINT, ROUGHEN SURFACE OF CONCRETE ELEMENTS AT CONSTRUCTION JOINTS TO A MINIMUM AMPLITUDE OF 1/4 INCH, UNLESS NOTED OTHERWISE. CLEAN AND APPLY BONDING AGENT TO THE HARDENED CONCRETE SURFACE RECEIVING FRESH

CONCRETE.

8. SECTIONS AND DETAILS MAY NOT SHOW ALL REQUIRED DEFORMED BAR REINFORCEMENT FOR CLARITY. ADDITIONAL REINFORCEMENT MAY BE DESCRIBED

IN PLANS, SCHEDULES, NOTES, OR OTHER DETAILS, AS APPLICABLE.

9. COORDINATE FLOOR FINISHES, SLAB SLOPES & DEPRESSIONS, FLOOR DRAINS, CURBS, CONCRETE PADS, AND OTHER CONCRETE FEATURES IDENTIFIED IN

THE CONTRACT DOCUMENTS.

10. THE STRUCTURAL DRAWINGS DO NOT NECESSARILY SHOW ALL ITEMS EMBEDDED IN THE CONCRETE. COORDINATE AND PROVIDED EMBEDDED ITEMS AS SHOWN IN THE CONTRACT DOCUMENTS AND AS REQUIRED BY THE EQUIPMENT MANUFACTURERS, AS NEEDED.

11. NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE HOT-DIP GALVANIZED OR PAINTED. DAMAGED COATINGS OF EMBEDDED ITEMS MUST

BE REPAIRED PRIOR TO CASTING CONCRETE.

12. PENETRATIONS THROUGH CONCRETE WALLS OR SLABS MUST CONFORM TO STANDARD DETAIL DRAWINGS.

13. PROVIDE 3/4" CHAMFER ON EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE.

CAST IN PLACE CONCRETE

1. REFERENCES:

A. ACI 301-20 SPECIFICATIONS FOR CONCRETE CONSTRUCTION.

B. ACI SP-66-04 ACI DETAILING MANUAL.

C. ACI 315R-18 DETAILS AND DETAILING CONCRETE CONSTRUCTION.

D. AWS D1.4 2018 STRUCTURAL WELDING CODE – REINFORCING STEEL.

2. STEEL REINFORCEMENT MUST CONFORM TO:

3. PROVIDE BAR SUPPORTS AND SPACERS PER ACI 315 UNLESS NOTED OTHERWISE. DEFORMED BAR REINFORCEMENT AND INSERTS MUST BE SECURED IN- PLACE PRIOR TO PLACING CONCRETE. DO NOT PLACE REBAR MATS DIRECTLY AGAINST SOIL; REBAR MATS ADJACENT TO SOIL OR OVER MUD SLABS MUST BE

SUPPORTED BY CHAIRS, DO NOT LIFT INTO PLACE DURING POURING.

4. UNLESS INDICATED OTHERWISE, REINFORCEMENT BARS ARE CONTINUOUS AND MUST BE LAP SPLICED OR COUPLED WITH MECHANICAL CONNECTORS. LAP

LENGTH NOTES:

A. SEE DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULES FOR REINFORCEMENT DETAILS.

B. LAP SPLICE LENGTH MUST BE USED FOR THE LARGER BAR SIZE WHEN BAR SIZE TRANSITIONS AT LAP.

C. OVERLAP WELDED WIRE LAYER REINFORCEMENT A LENGTH OF 1.5X WIRE DEVELOPMENT LENGTH OR ONE CROSSWIRE SPACING PLUS 2 INCHES, WHICHEVER IS LARGER.

D. MECHANICAL CONNECTORS MUST HAVE A MINIMUM CAPACITY OF 1.25 X YIELD STRENGTH OF THE BAR.

E. MECHANICAL CONNECTORS IN MEMBERS DESIGNATED AS PART OF THE SEISMIC-FORCE-RESISTING SYSTEM MUST HAVE A MINIMUM CAPACITY

EQUAL TO THE TENSILE STRENGTH OF THE BAR.

5. TYPE 1 MECHANICAL CONNECTORS MUST DEVELOP 125% OF THE YIELD STRENGTH (Fy) OF THE STRONGER OF THE TWO BAR BEING SPLICED. TYPE 2 MECHANICAL CONNECTORS MUST DEVELOP THE FULL TENSILE STRENGTH OF THE STRONGER OF THE TWO BARS BEING SPLICED. WHERE MECHANICAL CONNECTORS ARE USED IN LIEU OF LAP SPLICES, PROVIDE TYPE 2 MECHANICAL CONNECTORS EXCEPT WHERE TYPE 1 ARE PERMITTED AS INDICATED.

6. HEADED DEFORMED BARS (TERMINATORS) MUST BE INTEGRALLY FORMED OR THREADED DEVICES MEETING THE REQUIREMENTS OF ACI 318, SECTION 25.4.4.1.

7. UNLESS NOTED OTHERWISE ON THE DRAWINGS:

A. DEFORMED BAR COVER MUST CONFORM TO SPECIFIED CONCRETE COVER REQUIREMENTS OF ACI 318.

B. REINFORCEMENT MUST BE CONTINUOUS THROUGH CONSTRUCTION JOINTS.

C. APPROVAL FROM SER REQUIRED BEFORE WELDING NON-ASTM A706 Gr. 60 REINFORCEMENT .

D. APPROVAL FROM SER REQUIRED BEFORE FIELD BENDING REINFORCEMENT PARTIALLY EMBEDDED CONCRETE.

E. MATCH DOWELS TO THE LARGER OF MULTIPLE BAR SIZES.

8. DOWELS MUST BE SECURED WITH A RIGID TEMPLATE TO ENSURE SPLICE IS LOCATED INSIDE THE CONFINED REGION (REGION ENCLOSED BY SHEAR OR

HORIZONTAL REINFORCEMENT) OF CROSS-SECTION.

REINFORCING STEEL

CONDITION STANDARD AND GRADE MIN YIELD (KSI)

TYPICAL DEFORMED BAR ASTM A615 GR 60 OR

ASTM A706

LOCATION MIN 28-DAY

COMPRESSIVE

STRENGTH

(PSI)

FREEZING &

THAWING

FOUNDATIONS

CONC OVER METAL DECK

(LT.WT 115PCF MAX)

SLAB-ON-GROUND (INTERIOR)

5,000

4,000

4,000

S1

S0

S0

SULFATE WATER

CONTACT

ACI 318, CH. 19 EXPOSURE CATEGORIES

CORROSION

PROTECTION

F2

F0

F0

W1

W0

W0

C1

C0

C0

MAX

WATER/CEME

NT RATIO

0.45

0.50

0.50

CEMENT

TYPE

II

I OR II

I OR II

NOMINAL MAX

AGGREGATE

SIZE

1"

3/4"

1 1/2"

1. DEFERRED COMPONENT SUBMITTALS ARE INTENDED TO BE VENDOR DESIGNED AND HAVE NOT BEEN DESIGNED BY THE ARCHITECT/ENGINEER OF RECORD. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND NECESSARY CONNECTIONS NOT CALLED OUT ON

ARCHITECTURAL OR STRUCTURAL DRAWINGS.

2. DEFERRED SUBMITTALS INCLUDING CALCULATIONS MUST BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER. DEFERRED SUBMITTALS MUST FIRST BE SUBMITTED TO THE ENGINEER OF RECORD FOR A CURSORY REVIEW FOR LOADS IMPOSED ON THE BASIC STRUCTURE.

3. A SUBMITTAL MAY THEN BE MADE BY THE CONTRACTOR TO THE CONTRACTING OFFICER’S REPRESENTATIVE TO SUBMIT TO THE AUTHORITY HAVING

JURISDICTION FOR REVIEW AND APPROVAL.

4. THE LIST OF ITEMS FOR DEFERRED SUBMITTALS INCLUDES THE FOLLOWING ITEMS:

A. MICROPILES.

B. MCR ROOF STAIRS AND PLATFORM.

C. SEISMIC RESTRAINT FOR NON-STRUCTURAL COMPONENTS.

D. TEMPORARY ROOF OVER DATA CENTER.

5. SUBMITTAL MUST INCLUDE:

A. CALCULATIONS.

B. A DIAGRAM SHOWING LOAD MAGNITUDES AND LOCATIONS, SEPARATED INTO DEAD, LIVE, WIND AND/OR SEISMIC COMPONENTS - THAT ARE

APPLIED TO THE PRIMARY STRUCTURE.

DEFERRED SUBMITTALS

BOTH DIRECTION

MCR

EQUIVALENT LATERAL

FORCE ANALYSIS

LIGHT-FRAME (COLD-FORMED STEEL) WALLS

SHEATHED WITH WOOD STRUCTURAL PANELS RATED

FOR SHEAR RESISTANCE OR STEEL SHEETS

6.5 2.5

36 KIPS

0.038

1.37 KIPS

Revisions: Date:

ADDENDUM PRE-BID RFI 3-13-26

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-002

STRUCTURAL GENERAL NOTES

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

STRUCTURAL STEEL

WIDE FLANGES (W) AND TEES (WT)

CHANNELS (C & MC) AND ANGLES (L)

PLATE AND FLAT BAR STOCK (PL)

HSS

PIPE

OTHER STEEL

ASTM A992

ASTM A36

ASTM A36 GR 36

ASTM A500 GR C

ASTM A500 GR C

ASTM A53 GR B

ASTM A572

MIN YIELD

(KSI)

SHAPE

1. REFERENCES:

A. AISC 303-22 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

B. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

C. AISC 341-16 SEISMIC PROVISIONS FOR STEEL BUILDINGS.

D. AISC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS 2014.

2. STRUCTURAL STEEL WORK MUST BE PERFORMED BY AISC CERTIFIED FABRICATORS & ERECTORS.

3. STEEL CONSTRUCTION AND DESIGN AS PART A DEFERRED DESIGN SUBMITTAL MUST CONFORM TO AISC 360 AND AISC 303.

4. USE STRUCTURAL STEEL SHAPES (AS APPLICABLE PER THE DRAWINGS), WITH CROSS-SECTIONS PER ASTM A6, PER THE FOLLOWING TABLE.

5. PROVIDE PROTECTIVE COATING AT STEEL EXPOSED TO THE ENVIRONMENT AND WEATHER PER ARCHITECTURAL REQUIREMENTS.

6. MACHINE COLUMN ENDS AT SPLICES TO PROVIDE A FLUSH BEARING CONTACT SURFACE, UNLESS NOTED OTHERWISE.

7. EQUALLY SPACE STEEL BEAMS, NOT SPECIFICALLY DIMENSIONED ON PLAN, BETWEEN COLUMN GRID LINES OR THE INDICATED DIMENSIONED POINTS.

8. CAMBER BEAMS AS INDICATED. WHERE CAMBER IS NOT SHOWN, FABRICATE BEAMS WITH INCIDENTAL CAMBER SO THE HIGH SIDE IS PLACED UPWARD, OR

OUTWARD AT WIND GIRTS.

9. CAMBER MUST BE COLD FORMED PER AISC SPECIFICATIONS AND TOLERANCES.

10. USE HIGH STRENGTH (HS) BOLTS PER ASTM F3125, GRADES AS INDICATED IN THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE.

11. SLIP-CRITICAL (SC) BOLTS MUST BE PER THE RCSC SPECIFICATION AND INSPECTED IN ACCORDANCE WITH THE IBC.

12. USE SNUG-TIGHT (ST) BOLTS PER THE RCSC WHEN SLIP-CRITICAL IS NOT IDENTIFIED IN THE DRAWINGS.

13. USE ASTM A449 BOLTS WITH ASTM F563 NUTS AND ASTM F436 HARDENED WASHERS FOR THROUGH BOLTING HSS SHAPES. BOLTS MUST BE SNUG TIGHT ONLY.

PROVIDE JAMB NUT TIGHTENED AGAINST STANDARD NUT TO FASTEN CONNECTOR.

14. DIRECT TENSION INDICATING (DTI) WASHERS, IF USED FOR HIGH STRENGTH BOLTS, MUST NOT BE TIGHTENED TO A FULLY CRUSHED CONDITION. DTI MUST HAVE THE MINIMUM ACCEPTABLE NUMBER OF TAPERED GAGE REJECTIONS BETWEEN LUGS. REJECTION OF GAGE AT EACH LUG LOCATION IS CAUSE FOR

REJECTION OF BOLT INSTALLATION.

15. CONTRACTOR MUST SUBMIT A BOLTING PROCEDURE PLAN TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER BEFORE BEGINNING

WORK.

16. BOLT HOLES CUT IN THE FIELD MUST BE DRILLED, NOT BURNED. BOLT HOLES CUT IN THE SHOP MAY BE DRILLED, WATER-JET OR LASER CUT; PLASMA CUTTING

HOLES NOT PERMITTED.

17. LOCATION OF EMBEDDED ELEMENTS MUST BE COORDINATED WITH CONTRACT DOCUMENTS.

18. STEEL COMPONENTS EMBEDDED IN CONCRETE OR MASONRY AT EXTERIOR LOCATIONS, EXPOSED TO EARTH, OR LOCATED IN UNCONDITIONED SPACE, MUST

BE HOT-DIPPED GALVANIZED PER ASTM A123.

19. AT INTERIOR CONDITIONS (NOT EXPOSED TO WEATHER) AND COMPONENTS EMBEDDED IN CONCRETE OR MASONRY MUST BE LEFT UNPAINTED.

20. ERECTION AIDS, WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR, MUST BE REMOVED AND THE AFFECTED ELEMENTS RESTORED TO ORIGINAL DESIGN INTENT. ERECTION AIDS AND OTHER ATTACHMENTS ARE NOT PERMITTED IN PROTECTED SEISMIC ZONES OF ELEMENTS WITHOUT PRIOR APPROVAL

FROM THE SER.

21. NOTIFY CONTRACTING OFFICER OF ANY FABRICATION OR ERECTION ERRORS, OR DEVIATIONS. WRITTEN APPROVAL IS REQUIRED BEFORE FIELD

CORRECTIONS ARE MADE.

STANDARD &

GRADE (UNO)

RECTANGULAR OR SQUARE

ROUND

BOLT DIAMETER

BOLT ASTM F3125 GRADE

BOLT FINISH/COATING

HEAVY HEX NUT

HARDENED WASHER (CIRCULAR, BEVELED OR

CLIPPED, AS REQ'D)

DIRECT TENSION INDICATING WASHERS

BOLT DIAM. 1-1/2 IN AND SMALLER

BOLT DIAM. UP TO 2-1/2 INCHES

TENSION CONTROLLED BOLTS (USE

MANUFACTURER SUPPLIED NUTS AND WASHERS)

7/8 INCH DIAMETER, UNO

A325, TYPE 1 UNO

ASTM F2329 HDG

ASTM A563 TYPE DH

ASTM F436 TYPE 1

ASTM F959

ASTM F2437

F1852 , TYPE 1

TYPICAL HIGH STRENGTH

BOLTS

STANDARD, GRADE, AND

NOTES

ANCHOR RODS

1. ANCHOR RODS MUST BE ASTM F1554 GRADE 55 WITH S-1 (WELDABLE) SUPPLEMENT, UNLESS NOTED OTHERWISE.

2. PROVIDE SMOOTH ANCHOR RODS THREADED ONLY AT EACH END OF THE ANCHOR ROD. BEFORE CASTING CONCRETE, GREASE THE UPPER 2/3 LENGTH OF EACH ANCHOR ROD. IN LIEU OF GREASE, PROVIDE TWO, INDEPENDENT LAYERS OF VISQUEEN OVER UPPER 2/3 THE LENGTH OF THE ANCHOR.

3. USE TWO HEAVY HEX NUTS ON EACH END OF ANCHOR ROD. AT TOP, USE DOUBLE NUTS FOR SECURING A WASHER AND WASHER PLATE TO THE TOP SURFACE

4. ANCHOR HOLES SHALL BE MAX 5/16" LARGER THAN ANCHOR RODS UNLESS WASHER PLATE IS USED. FOLLOW AISC TABLE 14-2 RECOMMENDED MAX HOLE

SIZES FOR ANCHOR-ROD HOLES IN BASE PLATES

5. USE A RIGID STEEL TEMPLATE TO LOCATE AND SECURE ANCHOR RODS BEFORE PLACING CONCRETE. TEMPLATES MUST BE REMOVED AFTER THE CONCRETE

HAS HARDENED WITHOUT DAMAGING THE STRUCTURE.

6. AFTER BASE PLATE INSTALLATION, FULLY TIGHTEN ANCHOR ROD NUTS UNLESS NOTED OTHERWISE.

7. HEATING OR BENDING ANCHOR RODS IS PROHIBITED AND GROUNDS FOR REJECTION.

STRUCTURAL WELDING

1. REFERENCES:

A. AWS D1.1-18 STRUCTURAL WELDING CODE – STEEL.

2. WELDING MUST BE DONE BY AWS CERTIFIED WELDERS AND PER AWS D1.1.

3. USE LOW HYDROGEN E70XX ELECTRODE WITH TENSILE STRENGTH PER AWS D1.1, UNLESS NOTED OTHERWISE.

4. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM MUST HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0° F.

5. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN USED IN THE DRAWINGS. CONTRACTOR MUST COORDINATE THE USE OF SHOP AND FIELD WELDS AS

NECESSARY.

6. FILLET WELD SIZES SHOWN ON DRAWINGS INDICATE THE MINIMUM LEG SIZE REQUIRED AT THE JOINT. INCREASE WELD SIZE BY ROOT GAP DIMENSION IF A GAP EXISTS AT THE JOINT. IF THE INCLUDED ANGLE OF THE TWO CONNECTED PLATES EXCEEDS 90°, THE WELD MUST BE CONTOURED TO PROVIDE AN EFFECTIVE THROAT DIMENSION NO LESS THAN 72% OF WELD SIZE INDICATED. IF NOT SHOWN THE MINIMUM FILLET WELD SIZE AT INTERIOR LOCATIONS MUST BE NO LESS

THAN 3/16 INCHES, AND NO LESS THAN 1/4 INCHES AT EXTERIOR LOCATIONS.

7. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS AND MUST BE SIZED ACCORDINGLY

FOR THE WELD PROCESS USED.

8. COMPLETE JOINT PENETRATION (CJP) MUST HAVE A BACKUP BAR WITH RUNOFF TABS TO ACHIEVE FULL DEPTH OVER FULL LENGTH OF WELD. BACKGOUGING THE ROOT IS REQUIRED. BACKUP BAR MUST BE REMOVED AND GROUND SMOOTH, UNLESS NOTED OTHERWISE.

9. ULTRASONICALLY TEST (UT) CJP WELDS UPON COMPLETION OF THE WELDED JOINT. PLATE THICKNESS OF 5/16-INCH OR LESS MAY USE MAGNETIC PARTICLE

INSPECTION (MPI) OR EDDIE CURRENT ARRAY (ECA) TESTING.

10. QUALIFICATIONS AND WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 AND D1.8 MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS MUST BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.

STEEL FLOOR AND ROOF DECK

1. REFERENCES:

A. AISI SDI SD-22 STANDARD FOR STEEL DECK.

B. AISI S100-16 (2020) WITH S2-20 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

C. AWS D1.3-18 STRUCTURAL WELDING CODE – SHEET STEEL.

2. METAL FLOOR AND ROOF DECK MUST CONFORM TO THE STEEL DECK INSTITUTE (SDI) STANDARD FOR STEEL DECK.

3. METAL DECK AND ACCESSORIES MUST BE FORMED FROM STEEL SHEET CONFORMING TO ASTM A653, SS GR. 50, WITH A ZINC COATING FINISH CONFORMING TO ASTM A 525, CLASS G-60 (OR G-90 WHERE SPECIFIED). METAL DECK SURFACE USED FOR COMPOSITE CONSTRUCTION IN CONTACT WITH CONCRETE MUST

BE PHOSPHATIZED OR GALVANIZED.

4. METAL DECK EXPOSED TO THE WEATHER MUST BE HOT-DIPPED GALVANIZED AFTER FABRICATION.

5. ALL DECK MUST BE INSTALLED USING 3 OR MORE SPANS. WHERE ONLY 1 OR 2 SPAN CONDITIONS ARE POSSIBLE, PROVIDE A DECK WITH SUFFICIENT SECTION PROPERTIES TO EQUAL BOTH LOAD AND DEFLECTION CONDITIONS OF THE 3 SPAN CONDITION. DECK LAPS MUST OCCUR OVER SUPPORT.

6. FLOOR DECK MUST HAVE A 3-INCH MINIMUM BEARING AND ROOF DECKING MUST HAVE A 2-INCH MINIMUM BEARING.

7. FURNISH ALL ACCESSORIES, INCLUDING REINFORCING ANGLES, CLOSURE STRIPS, POUR STOPS, AND OTHER ELEMENTS TO ADEQUATELY SUPPORT DECK

GRAVITY LOADS AROUND OPENINGS TO COMPLETE INSTALLATION.

ANCHORED MASONRY VENEER

1. ANCHORED MASONRY VENEER AND ATTACHMENTS MUST CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 14 AND THE PROJECT SPECIFICATIONS.

2. ANCHOR TIES AND JOINT REINFORCEMENT MUST BE HOT-DIPPED GALVANIZED PER ASTM A153, CLASS B-2 AND MUST BE MANUFACTURED BY DUR-O-WAL OR

APPROVED EQUAL.

3. PROVIDE #9 GAUGE HORIZONTAL JOINT REINFORCEMENT WIRE. JOINT REINFORCEMENT MUST BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES

PERMITTED.

4. ANCHOR TIES MUST BE SPACED 16” O.C. EACH WAY MAXIMUM AND MUST HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE

HORIZONTAL JOINT REINFORCEMENT WIRE. ATTACH TO BACKING PER THE FOLLOWING TABLE.

POST INSTALLED ANCHOR IN CONCRETE AND MASONRY

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS CONSIST OF THE FOLLOWING ANCHOR TYPES OR APPROVED EQUAL:

2. ANCHOR CAPACITY USED IN DESIGN MUST BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT. SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE

CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER PRIOR TO USE.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

4. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

5. EXISTING DEFORMED BAR REINFORCEMENT IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED OTHERWISE, THE CONTRACTOR MUST LOCATE THE POSITION OF THE EXISTING REINFORCING BARS AND AVOID CUTTING.

6. DRILLING, CORING, SAW-CUTTING, ETC. INTO CONCRETE SHALL MEET THE LATEST OSHA REGULATIONS FOR SILICA DUST EXPOSURE.

METAL STUDS

STRUCTURAL STEEL

CONCRETE WALL

DA 213S

DA 700

DA 904 WITH DA 931

BACKING CONDITION DUR-O-WALL VENEER

TIE

DA 807 VENEER SCREW

WELD DA 709 TO STEEL

1/4 IN DIAM EXP ANCHOR

ATTACHMENT TO

BACKING

CONCRETE

SOLID-GROUTED

MASONRY

SCREW

EXPANSION

ADHESIVE

UNDERCUT

SCREWS

EXPANSION

ADHESIVE

CONDITION TYPE

HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3027

SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

DEWALT WEDGE-BOLT+ PER ICC ESR-2526

HILTI KWIK-BOLT TZ2 ANCHOR PER ICC ESR-4266

SIMPSON STRONG BOLT 2 ANCHOR PER ICC ESR-3037

DEWALT POWER-STUD+ SD1 ANCHOR PER ICC ESR-2818

HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM PER ICC ESR-3187

SIMPSON SET-XP ADHESIVE ANCHOR SYSTEM PER ICC ESR-2508

DEWALT PE1000+ ADHESIVE ANCHOR SYSTEM PER ICC ESR-2583

HILTI HDA-P UNDERCUT ANCHOR PER ICC ESR-1546

SIMPSON TORQ-CUT SELF UNDERCUTTING ANCHOR PER ICC ESR-2705

DEWALT CCU+ UNDERCUT ANCHOR CARBON STEEL PER ICC ESR-4810

HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3056

SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

DEWALT SCREW-BOLT+ PER ICC ESR-4042

HILTI KWIK-BOLT 3 ANCHOR PER ICC ESR-1385

SIMPSON STRONG BOLT 2 ANCHOR PER UES ER-240

DEWALT POWER-STUD+ SD1 ANCHOR PER ICC ESR-2966

HILTI HIT-HY 270 ADHESIVE SYSTEM PER ICC ESR-4143

SIMPSON SET-XP ADHESIVE SYSTEM PER IAPMO UES ER-265

DEWALT AC100+GOLD ADHESIVE SYSTEM PER ICC ESR-3200

(STEEL ANCHOR MUST BE ASTM F1554 GRADE 55 CONTINUOUSLY

THREADED ROD PER DRAWINGS)

ACCEPTABLE

ANCHORS

COLD-FORMED STEEL

1. REFERENCES:

A. AISI S100-16 (2020) WITH S2-20 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

B. AISI S202-20 CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING.

C. AISI S240-20 NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING.

D. AISI S400-20 NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL STRUCTURAL SYSTEM.

E. AWS D1.3-18 STRUCTURAL WELDING CODE – SHEET STEEL.

2. CFS STRUCTURAL MEMBERS MUST MEET THE FOLLOWING MATERIAL REQUIREMENTS. PROVIDE MINIMUM PROTECTION COATING EQUAL TO G60 GALVANIZED

FINISHED. (THIS TABLE DOES NOT APPLY TO METAL DECK)

3. CFS FRAMING MEMBERS MUST MEET THE TYPE, SIZE AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND SPECIFICATIONS, AND MUST BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE-APPROVED EQUAL, IN ACCORDANCE WITH SSMA ICC

EVALUATION REPORT ESR-3064P.

4. FASTENING OF COMPONENTS MUST BE WITH SCREWS OR WELDS AS NOTED ON THE DRAWINGS. WELDERS MUST BE CERTIFIED FOR WELDING OF SHEET

STEEL PER AWS AND WELDING MUST CONFORM TO AWS D1.3.

5. POWDER ACTUATED FASTENERS (PAF) MUST HAVE A MINIMUM SHANK DIAMETER OF 0.145 INCHES WITH A MINIMUM WASHER BEARING AREA OF 0.321 SQUARE INCHES. THE PAF MUST COMPLY WITH THE IBC AND MUST BE PROVIDED IN ACCORDANCE WITH THE MANUFACTURER’S PUBLISHED INSTRUCTIONS AND APPROVED ICC-ES REPORT OR IAPMO-ES REPORT. INSPECTION AND TESTING MUST BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, GENERAL STRUCTURAL NOTES AND APPROVED ICC-ES REPORT OR IAPMO-ES REPORT.

6. FRAMING COMPONENTS MUST BE CUT TO FIT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS MUST BE HELD FIRMLY IN POSITION UNTIL PROPERLY

FASTENED. SPLICES IN STUDS AND BRACES ARE NOT PERMITTED.

7. PROVIDE ACCESSORIES INCLUDING CLIPS, STRUTS, BRACES, FASTENING DEVICES, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. BRIDGING PER MANUFACTURER’S REQUIREMENTS AND AS SHOWN IN THE STRUCTURAL DRAWINGS MUST BE IN PLACE PRIOR TO PLACING OF

CONSTRUCTION LOADS. RUNS MUST BE RIGIDLY ANCHORED TO END WALLS.

8. CONTRACTOR MUST SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY AN SSE AND ALL SUPPORTING DESIGN DOCUMENTATION TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER BEFORE CONSTRUCTION BEGINS.

9. CALCULATIONS MUST DEMONSTRATE THE ADEQUACY OF THE PROPOSED MEMBERS AND CONNECTIONS FOR STRUCTURAL DESIGN CRITERIA SHOWN IN DOCUMENTS. DRAWINGS MUST SHOW CFS SIZE, THICKNESS, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION AND ACCESSORIES.

DESIGN MUST BE IN ACCORDANCE WITH AISI STANDARDS.

10. MANUFACTURED PRODUCTS DEMONSTRATING ADEQUATE CAPACITY MAY BE USED IN LIEU OF THE CONNECTORS AND MEMBERS SPECIFIED. A COPY OF THE ICC EVALUATION REPORTS OF THE PRODUCTS SELECTED MUST BE INCLUDED IN THE SUBMITTAL.

13. WHERE NOTE SPECIFICALLY CALLED OUT ONT HE DRAWINGS, CONTRACTOR MAY USE STANDARD WALL CONNECTIONS TO THE ROOF MEMBERS.

54 MIL AND THICKER

43 MIL AND THINNER

ASTM A1003 GR 50

ASTM A1003 GR 33

MEMBER THICKNESS STANDARD AND

GRADE

MIN YIELD

(KSI)

SPECIAL INSPECTION AND TESTING

1. SPECIAL INSPECTION AND TESTING MUST CONFORM TO SECTION 1704 OF THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY H-18-8.

2. ONE OR MORE QUALIFIED SPECIAL INSPECTION & TESTING AGENCIES MUST BE EMPLOYED TO PERFORM THE NECESSARY INSPECTION OF IBC SECTION 1705, AS APPLICABLE. QUALIFICATIONS FOR SPECIAL INSPECTION AND TESTING AGENCIES AND INSPECTORS MUST BE SUBMITTED TO THE CONTRACTING

OFFICER FOR REVIEW AND APPROVAL.

3. SPECIAL INSPECTOR QUALIFICATIONS MUST MEET THE REQUIREMENTS OF SPECIFICATION SECTION 01 45 35.

• FOR STATEMENT OF SPECIAL INSPECTION SEE PROJECT SPECIFICATIONS.

5. REPORTING ON SPECIAL INSPECTION AND TESTING MUST CONFORM TO IBC SECTION 1704.5 AND BE SUBMITTED TO THE CONTRACTING OFFICER WEEKLY , OR AS REQUIRED BY THE SPECIFICATIONS.

1. STRUCTURAL OBSERVATIONS MUST BE PERFORMED BY THE DESIGNATED REPRESENTATIVE BY THE GOVERNMENT, FOR THE FOLLOWING:

A. FOUNDATION: PLACEMENT OF DEFORMED BAR REINFORCEMENT, BEFORE CONCRETE.

B. CONCRETE WALLS: FINAL PLACEMENT OF DEFORMED BARS REINFORCEMENT AND ANCHORS PRIOR TO POUR.

C. STRUCTURAL STEEL: BEAMS AND METAL DECK.

D. ANCHORAGE ANCHORAGE OF TOWERS TO EXISTING BUILDINGS.

2. CONTRACTOR MUST NOTIFY CONTRACTING OFFICER 14 DAYS IN ADVANCE OF WHEN WORK IS EXPECTED TO COORDINATE THE DATE OF OBSERVATION.

3. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY OF SPECIAL INSPECTION REQUIREMENTS.

STRUCTURAL OBSERVATIONS

Revisions: Date:

ADDENDUM PRE-BID RFI 3-13-261

C-1 INDICATES STEEL COLUMN PER SCHEDULE

C-24-1 INDICATES CONCRETE COLUMN PER SCHEDULE

MC-1 INDICATES MOMENT FRAME COLUMN PER SCHEDULE

GB-1 INDICATES GRADE BEAM PER SCHEDULE

G-1 INDICATES GIRDERS PER DETAILS

B-1 INDICATES BEAMS PER DETAILS

MB-1 INDICATES MOMENT FRAME BEAM PER SCHEDULE

S-1 INDICATES SLAB PER SCHEDULE

BF-1 INDICATES BRACED FRAME

SMF-1 INDICATES SPECIAL MOMENT FRAME

CJ INDICATED PROPOSED LOCATION FOR SLAB-ON-GRADE CONTROL JOINT

STRUCTURAL DRAWING LEGEND

INDICATES STEP FOOTING PER DETAIL

INDICATES STEP IN SLAB / DECK

INDICATES SLOPE IN SLAB / DECK

INDICATES APPROXIMATE SPOT ELEVATION

CENTERLINE

STRUCTURAL DRAWING SYMBOLS

S S

CL

SECTION OR ELEVATION CUT

SECTION, DETAIL, OR ELEVATION CALLOUT

DRAWING WHERE SECTION, DETAIL OR

ELEVATION IS SHOWN OR CALLED

FROM

TITLE

SCALE: X' = X'-XX"

PLAN

N XXXXX.XX

E XXXXX.XX

COORDINATES

GRID NO.XX

X x-xx

X x-xx

0.5%

SLOPE

WORK POINT

# PLAN REVISION

WP ##

ELEVATION OF COMPONENTS

T/XXXX

EL ##.#

x-xx

TITLE

SCALE: X' = X'-XX"

SECTION, DETAIL, OR ELEVATIONX

TRUE

NORTH

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VOL VOLUME

W WEST

W/ WITH

W/O WITHOUT

WD WOOD

WP WORKING POINT

WT WEIGHT

WTS WELDED THREADED STUDS

WWR WELDED WIRE REINFORCEMENT

JBE JOIST BEARING ELEVATION

JT JOINT

KSI KIPS PER SQUARE INCH

LBS POUNDS

LF LINEAR FEET

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGINTUDINAL

LSL LONG SLOTTED HOLE

LSLP LONG SLOTTED HOLE PARALLEL

LSLT LONG SLOTTED HOLE

TRANSVERSE

LT GA LIGHT GAGE

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

# NUMBER

N NORTH

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OWJ OPEN WEB JOIST

PAF POWDER ACTUATED FASTENERS

PCF POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL

BUILDING

PERP PERPENDICULAR

PH PHASE

PL PLATE

PLWD PLYWOOD

PNL PANEL

PREFAB PREFABRICATED

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST TENSIONED

QTY QUANTITY

R RADIUS

REF REFERENCE

REINF REINFORCE, REINFORCEMENT

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

S SOUTH

SC SLIP-CRITICAL

SCHED SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACE, SPACING

SPEC SPECIFICATION

SQ SQUARE

SSL SHORT SLOTTED HOLE

SSLP SHORT SLOTTED HOLE PARALLEL

SSLT SHORT SLOTTED HOLE

TRANSVERSE

SST STAINLESS STEEL

STD STANDARD

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

SW SHEAR WALL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

TEMP TEMPORARY

THK THICK

THRU THROUGH

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TRANSV TRANSVERSE

TYP TYPICAL

& AND

@ AT

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECT

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

ATFP ANTI-TERRORISM FORCE

PROTECTION

BAL BALANCE

BD BOARD

BLDG BUILDING

BLKG BLOCKING

BLW BELOW

BM BEAM

BOT BOTTOM

BRG BEARING

BTB BACK TO BACK

BTWN BETWEEN

CFS COLD-FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST IN PLACE

CJ CONTROL JOINT

CJ CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CTR CENTER

DBL DOUBLE

DEMO DEMOLISH

DET DETAIL

DIA OR Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DWG DRAWING

E EAST

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRIC

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDTN FOUNDATION

FIN FINISH(ED)

FIN FLR FINISHED FLOOR

FLG FLANGE

FLR FLOOR

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD, FACE OF STEEL

FRMG FRAMING

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

FV FIELD VERIFY

GA GAGE

GALV GALVANIZED

HDG HOT-DIP GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HT HEIGHT

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH

INFO INFORMATION

INT INTERIOR

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-003

ABRREVIATIONS AND SYMBOLS

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

Revisions: Date:

SHOWN AREA

PROJECT

NORTH

LEGEND:

INDICATES BEAM AND BEAM SIZE (#OF STUDS)

GRAVITY MOMENT FRAME CONNECTION PER

LATERAL MOMENT FRAME CONNECTION PER

INDICATES COLD FORMED HEADER PER

INDICATES DIRECTION OF DECK SPAN.

INDICATES METAL STUD SHEAR WALL PER

INDICATES APPROXIMATE LENGTH OF SHEAR WALL

INDICATES LOCATION OF SHEAR WALL SHEATHING

INDICATES SIMPSON HOLDOWN TYPE AND SIZE PER

D1 COMPOSITE DECK PER

DECK OPENING

MICROPILE

TB TIE BEAM PER

SHEATHING PER

/D7 S-511

/D7 S-511

W14x22( )

CFH /C3 S-525

SW1 /3 S-527

S/H

DU4

X'-XX"

/B1 S-512

/D1 S-503

/B3 S-527

W8x40, TYP

X

T2-3

T2-4

T1-SCT1-SB

T1-S2

5' - 5 1/8" 1' - 2" 7' - 2 3/4"

5 1/2"

1/

2"

8'

/8

2'

/4

5'

/8

30" MAT FOOTING

W/ #8 @ 12" OC EW

TOP & BOT

T1-SA

CONC CURB

CONC CURB

B4

S-503

B4

S-503

MICRO PILES DESIGN, MIN TOP OF BOND

ZONE IS ELEVATION -12'-0" UNO LOWER IN

GEOTECHNICAL REPORT.

DESIGN EACH MICRO PILE FOR MAXIMUM

COMPRESSION REACTION OF 150 KIPS LRFD

(105 KIPS, ASD) AND TENSION REACTION OF

(-) 15 KIPS LRFD (-11 KIPS, ASD)

3'

S-502 F1

TYP

DESIGN MICROPILE FOR THE

MAXIMUM REACTION OF 85 KIPS LRFD

(62 KIPS ASD)

DESIGN MICROPILE FOR

THE MAXIMUM REACTION

OF 105 KIPS LRFD

72 KIPS (ASD)

MICRO PILES DESIGN, MIN TOP OF BOND

ZONE IS ELEVATION -12'-0" UNO LOWER IN

GEOTECHNICAL REPORT. DESIGN

MICROPILE FOR THE MAXIMUM REACTION

OF 150 KIPS LRFD (105 KIPS, ASD)

S-502 C1

S-502 B4

S-502 F1

SIM

T1-S1

X

T2-3

T2-4

T1-SCT1-SB

T1-S2

W X

W X

W16X40 (7)W16X40 (2)

W16X40 (9)W16X40 (5)

W16X40 (26)

W X

W X

1/

2"

8'

/8

2'

/4

5'

/8

5' - 5 1/8" 1' - 2" 7' - 2 3/4"

5 1/2"

TYP NON BEARING FRM WALL:

LG STUDS 800S200-54 PER

D1

E5

S-511

W X

W X

C6X8.2

EXP JOINT

2"

E X

P J

O

IN

T

3"

E X

P J

O

IN

T 2"

/C3 S-525

TYP ALONG THIS SIDE

W X

(9

T1-SA

W X

(5

L8X6X3/4 (26) LLV

EXP JOINT

3"

EXP JOINT

3"

F4

S-528

TYP

W12X14 (3)

W12X14 (3)

T1-S1

X

T2-3

T2-4

T1-SCT1-SB

T1-S2

5' - 5 1/8" 1' - 2" 7' - 8 1/4"

1/

2"

8'

/8

2'

/4

5'

/8

E5

S-511

TYP ALONG THIS SIDE

T1-SA

D1

L8X6X3/4 (26) LLV

W X

W X

W16X40 (7)W16X40 (2)

W16X40 (9)W16X40 (5)

W16X40 (26)

W X

W X

W X

W X

W X

(9

W X

(5

L8X6X3/4 (26)

C6X8.2

B8

S-512

B8

S-512

W12X14 (3)

W12X14 (3)

T1-S1

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-101

STRUCTURAL PLANS - TOWER T1

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

PLAN NOTES:

1. REFER TO SHEETS S-001 THRU S-003 FOR GENERAL NOTES. THESE NOTES & DETAILS ON SHEET

S-511, S-512, AND S-515 SHALL BE USED WHERE APPLICABLE, WHETHER SPECIFICALLY

REFERENCED OR NOT.

2. REFER TO FOUNDATION AND SLAB-ON-GRADE NOTES ON SHEET S-001 & SPECIFICATIONS FOR

GEOTECHNICAL RECOMMENDATIONS AND PAD PREPARATION.

3. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ANY DIMENSIONS, OPENINGS, AND

ELEVATIONS NOT SHOWN.

4. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE FOLLOWING:

A. DIMENSIONS NOT SHOWN.

B. OPENINGS NOT SHOWN.

C. FLOOR ELEVATIONS.

5. FOR TYPICAL OPENINGS EXACT LOCATION AND SIZE, SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS.

6. DIMENSIONS AND ELEVATIONS SHALL BE VERIFIED PRIOR TO STEEL FABRICATION AND

ERECTION.

7. FOR TYPICAL CONCRETE DETAILS, REFER TO SHEET S-501.

8. FOR FOUNDATION DETAILS, REFER TO SHEET S-502.

9. FOR TYPICAL STRUCTURAL STEEL DETAILS, REFER TO SHEET S-511, S-512, AND S-515.

10. BEAM-TO-BEAM CONNECTION PER B1/S-511 UNO.

KEY PLAN

1/4" = 1'-0" C1

FOUNDATION PLAN T1

1/4" = 1'-0"

C5

FRAMING PLAN - LEVELS 01 THROUGH 05 T1

1/4" = 1'-0" F1

ROOF FRAMING PLAN T1

01S

Revisions: Date:

ADDENDUM PRE-BID RFI 3-13-26

GC136

GC137

MEN

FEMALE

GC128e

T2-SA

T2-S2

T2-S1

T2-B

T2-1

T2-2

T2-A

3' - 6"

7' - 9"

5 1/2"

4" SLAB-ON-GRADE W/

#4 @ 12" OC EW

CENTER IN SLAB

PC2 PER

, TYP

T2-SB

CJ

TYP

2' - 0"

W8x40, TYP

1/

2"

7/ 8"

1/

2"

TYPF4

S-503

F1

S-503

TYP

G B

GB1

GB1

TB

D1

S-503

EXIST FTG BELOW

TOF = -15'-0"

DO NOT DAMAGE

MICRO PILES DESIGN, MIN TOP OF

BOND ZONE IS ELEVATION -15'-0" UNO

LOWER IN GEOTECHNICAL REPORT.

MICRO PILES DESIGN, MIN TOP OF BOND

ZONE IS ELEVATION -7'-0" UNO LOWER IN

GEOTECHNICAL REPORT.

GRADE BEAM TIES DO NOT EXTEND INTO

PILE CAPS., TYP

PC2 PER

, SIM

/C6 S-502

/C6 S-502

T2-SA

T2-S2

T2-S1

T2-B

T2-1

T2-2

T2-A

3' - 6"

7' - 9"

5 1/2"

W

X

W

X

W 12X45 (7)

W 12X45 (2)

W 12X45 (2)

W 12X45 (7)

T2-SB

1/

2"

7/ 8"

1/

2"

TYP NON BEARING FRM WALL:

LG STUDS 800S200-54 PER

D1

W

X

E5

S-511

W

X

C6X8.2

1' - 0"

/C3 S-525

TY

P

AL

O

N G

T

HI

S

SI

D E

L8 X 6X

3/

(2 8)

F4

S-528

TYP

TYP NON BEARING FRM WALL:

LG STUDS 800S200-54 PER

W 12X14 (3)

SHOWN AREA

PROJECT

NORTH

T2-SA

T2-S2

T2-S1

T2-B

T2-1

T2-2

T2-A

T2-SB

3' - 6"

7' - 9"

5 1/2"

W

X

W

X

W 12X45 (7)

W 12X45 (2)

W 12X45 (2)

W 12X45 (7)

1/

2"

7/ 8"

1/

2"

D1

W

X

E5

S-511

W

X

C6X8.2 1' - 0"

TY

P

AL

O

N G

T

HI

S

SI

D E

L8 X 6X

3/

(2 8)

B8

S-512

B8

S-512

W 12X14 (3)

LEGEND:

INDICATES BEAM AND BEAM SIZE (#OF STUDS)

GRAVITY MOMENT FRAME CONNECTION PER

LATERAL MOMENT FRAME CONNECTION PER

INDICATES COLD FORMED HEADER PER

INDICATES DIRECTION OF DECK SPAN.

INDICATES METAL STUD SHEAR WALL PER

INDICATES APPROXIMATE LENGTH OF SHEAR WALL

INDICATES LOCATION OF SHEAR WALL SHEATHING

INDICATES SIMPSON HOLDOWN TYPE AND SIZE PER

D1 COMPOSITE DECK PER

DECK OPENING

MICROPILE

TB TIE BEAM PER

SHEATHING PER

/D7 S-511

/D7 S-511

W14x22( )

CFH /C3 S-525

SW1 /3 S-527

S/H

DU4

X'-XX"

/B1 S-512

/D1 S-503

/B3 S-527

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-102

STRUCTURAL PLANS - TOWER T2

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1/4" = 1'-0" C1

FOUNDATION PLAN T2

1/4" = 1'-0"

C5

FRAMING PLAN - LEVELS 00G THROUGH 03 T2

KEY PLAN

1/4" = 1'-0" F1

ROOF FRAMING PLAN

PLAN NOTES:

1. REFER TO SHEETS S-001 THRU S-003 FOR GENERAL NOTES. THESE NOTES & DETAILS ON SHEET

S-511, S-512, AND S-515 SHALL BE USED WHERE APPLICABLE, WHETHER SPECIFICALLY

REFERENCED OR NOT.

2. REFER TO FOUNDATION AND SLAB-ON-GRADE NOTES ON SHEET S-001 & SPECIFICATIONS FOR

GEOTECHNICAL RECOMMENDATIONS AND PAD PREPARATION.

3. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ANY DIMENSIONS, OPENINGS, AND

ELEVATIONS NOT SHOWN.

4. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE FOLLOWING:

A. DIMENSIONS NOT SHOWN.

B. OPENINGS NOT SHOWN.

C. FLOOR ELEVATIONS.

5. FOR TYPICAL OPENINGS EXACT LOCATION AND SIZE, SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS.

6. DIMENSIONS AND ELEVATIONS SHALL BE VERIFIED PRIOR TO STEEL FABRICATION AND

ERECTION.

7. FOR TYPICAL CONCRETE DETAILS, REFER TO SHEET S-501.

8. FOR FOUNDATION DETAILS, REFER TO SHEET S-502.

9. FOR TYPICAL STRUCTURAL STEEL DETAILS, REFER TO SHEET S-511, S-512, AND S-515.

10. BEAM-TO-BEAM CONNECTION PER B1/S-511 UNO.

01W

Revisions: Date:

ADDENDUM PRE-BID RFI 3-13-26

A7

A8 A9

T3-SA1

T3-S2

T3-SA

T3-SB

D1

TYP NON BEARING FRM WALL:

LG STUDS 800S200-54 PER

4"

/2

4"

E Q

E Q

E Q

E Q

W12X45 (11)

W12X22 (11)

W12X19 (11)

W12X45 (11)

W X

W X

W12X22 (11)

W12X22 (11)

6"

11' - 8 5/8"

1' - 6"

C X

.2

/C3 S-525

EXP JOINT

2"

F4

S-528

TYP

W X

W X

A7

A8 A9

T3-SA1

T3-S2

T3-SA

T3-SB

D1

4"

/2

4"

6"

11' - 8 5/8"

1' - 6"

W12X45 (11)

W12X22 (11)

W12X45

W X

W12X19 (11) E Q

E Q

E Q

E Q

W X

W12X22 (11)

W12X22 (11)

C X

.2

EXP JOINT

2"

B8

S-512

B8

S-512

W X

W X

SHOWN AREA

PROJECT

NORTH

LEGEND:

INDICATES BEAM AND BEAM SIZE (#OF STUDS)

GRAVITY MOMENT FRAME CONNECTION PER

LATERAL MOMENT FRAME CONNECTION PER

INDICATES COLD FORMED HEADER PER

INDICATES DIRECTION OF DECK SPAN.

INDICATES METAL STUD SHEAR WALL PER

INDICATES APPROXIMATE LENGTH OF SHEAR WALL

INDICATES LOCATION OF SHEAR WALL SHEATHING

INDICATES SIMPSON HOLDOWN TYPE AND SIZE PER

D1 COMPOSITE DECK PER

DECK OPENING

MICROPILE

TB TIE BEAM PER

SHEATHING PER

/D7 S-511

/D7 S-511

W14x22( )

CFH /C3 S-525

SW1 /3 S-527

S/H

DU4

X'-XX"

/B1 S-512

/D1 S-503

/B3 S-527

A7

A8 A9

T3-SA1

T3-S2

T3-SA

T3-SB

/2

11' - 8 5/8"

1' - 1 1/8"

TYP

2' - 0"

GB2

G B

GB2

TY

P

1'

E Q

E Q

12" CONC

WALL, TYP

DESIGN EA MICROPILE FOR THE

MAXIMUM REACTION OF 35 KIPS

COMPRESSION LRFD (23 KIPS,

ASD), -15 KIPS TENSION LRFD

(-10 KIPS, ASD) , TYP UNO

8" CONC WALL

POURED AGAINST

(E) WALL

S-502

F9 TYP @ COL

W12x50 COL ABOVE, TYP

A B

O V

E

D O

O R

O P

N G

P E

R A

R C

H

TYP

1' - 6"

8' - 8 5/8"

F4

S-502

TYP

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

2'

2'

12" THICK CONC

SLAB-ON-GRADE W/

#4 @ 12" OC EW T&B

PC3 PER /C8 S-502

DO NOT DAMAGE

EXISTING BUILDING

FOOTINGS

DO NOT DAMAGE

EXISTING BUILDING

FOOTINGS

SEE NOTE

NOTE:

DO NOT DAMAGE EXISTING BUILDING FOOTING.

INSTALL WITHIN 6" OF EXISTING FOOTING FOOTING.

SEE NOTE

EXP JOINT

2"

S-103 F6

1' - 6"

1'

"1' - 6"

1' - 6"

Level 00B -13' - 9"

EXIST FLOOR

C8x11.5

M

IN

1'

3/4"Ø THREADED ROD EMBED 6" W/

SIMPSON SET 3G @ 16" O/C, TYP DO NOT

DAMAGE EXISTING REINF.

2" M

IN

TYP

1' - 0"

1/4

3 SIDES

EXIST CONRETE WALL

4"

3/4"Ø THREADED ROD EMBED 6" W/

SIMPSON SET 3G @ 12" O/C STAGG, TYP

DO NOT DAMAGE EXISTING REINF.

2"

4"

EDGE OF CONCRETE

EDGE OF CONCRETE

DOOR FRAME PER ARCH.

4"

OPENING IN EXIST

WALL, (PREDRILL

CORNERS TO

AVOID OVER

CUTTING

CORNERS)

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-103

STRUCTURAL PLANS - TOWER T3

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

1/4" = 1'-0" C6

FRAMING PLAN - LEVELS 00B AND 00G T3

1/4" = 1'-0" F1

ROOF FRAMING PLAN T3

KEY PLAN

1/4" = 1'-0" C1

FOUNDATION PLAN T3

PLAN NOTES:

1. REFER TO SHEETS S-001 THRU S-003 FOR GENERAL NOTES. THESE NOTES & DETAILS ON SHEET

S-511, S-512, AND S-515 SHALL BE USED WHERE APPLICABLE, WHETHER SPECIFICALLY

REFERENCED OR NOT.

2. REFER TO FOUNDATION AND SLAB-ON-GRADE NOTES ON SHEET S-001 & SPECIFICATIONS FOR

GEOTECHNICAL RECOMMENDATIONS AND PAD PREPARATION.

3. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ANY DIMENSIONS, OPENINGS, AND

ELEVATIONS NOT SHOWN.

4. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE FOLLOWING:

A. DIMENSIONS NOT SHOWN.

B. OPENINGS NOT SHOWN.

C. FLOOR ELEVATIONS.

5. FOR TYPICAL OPENINGS EXACT LOCATION AND SIZE, SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS.

6. DIMENSIONS AND ELEVATIONS SHALL BE VERIFIED PRIOR TO STEEL FABRICATION AND

ERECTION.

7. FOR TYPICAL CONCRETE DETAILS, REFER TO SHEET S-501.

8. FOR FOUNDATION DETAILS, REFER TO SHEET S-502.

9. FOR TYPICAL STRUCTURAL STEEL DETAILS, REFER TO SHEET S-511, S-512, AND S-515.

10. BEAM-TO-BEAM CONNECTION PER B1/S-511 UNO.

1/2" = 1'-0" F6

OPENING AT EXIST CONC WALL

Revisions: Date:

ADDENDUM PRE-BID RFI 3-13-26

EXIST CONC WALL

BELOW

EXIST CONC DECK

W12X35

W12X35

O P Q

T4-SA T4-SB

9' - 2 7/8" 5' - 6 3/4" 10' - 5 1/2" 7' - 1 3/8"

9'

3'

6'

/8

2'

/4

T4-S1

EXIST 12"

WALL BELOW

4" SLAB-ON-GRADE W/

#4 @ 12" OC EW

CENTER IN SLAB

SEE NOTE

SEE NOTE

NOTE:

CENTER COLUMN ON EXISTING WALL BELOW.

F8

S-502

A4

S-301

CONC CURB

8"

CONC CURB

8"

A4

S-301

W X

W X

W12X45 (15)

W12X45 (15)

D1

O P Q

T4-SA T4-SB

9' - 2 7/8" 5' - 6 3/4" 10' - 5 1/2" 7' - 1 3/8"

9'

3'

6'

/8

2'

/4

T4-S1

TYP NON BEARING FRM WALL:

LG STUDS 800S200-54 PER

C15X40 (30)

O P Q

W X

W X

S-511 E7

EXIST CONC COLUMN

E9

S-511

F9

S-511

W12X22 (15)

C X

.2

6" MAX

6" M

A X

6" MAX

TYP LEFT OF COLUMN TYP RIGHT OF COLUMN

/C3 S-525

F4

S-528

TYP

W X

SHOWN AREA

PROJECT

NORTH

O P Q

T4-SA T4-SB

T4-S1

D1

W X

W12X45 (15)

W X

W12X45 (15)

9' - 2 7/8" 5' - 6 3/4" 10' - 5 1/2" 7' - 1 3/8"

9'

3'

6'

/8

2'

/4

C15X40 (30)

EXIST CONC COLUMN

EXIST 12" CONC WALL

S-511 E7

W X

W X

W12X22 (15)

C X

.2

6" MAX

6" M

A X

6" MAX

E9

S-511

TYP ALONG THIS LINE TYP ALONG THIS LINE

F9

S-511

B8

S-512

B8

S-512

W X

LEGEND:

INDICATES BEAM AND BEAM SIZE (#OF STUDS)

GRAVITY MOMENT FRAME CONNECTION PER

LATERAL MOMENT FRAME CONNECTION PER

INDICATES COLD FORMED HEADER PER

INDICATES DIRECTION OF DECK SPAN.

INDICATES METAL STUD SHEAR WALL PER

INDICATES APPROXIMATE LENGTH OF SHEAR WALL

INDICATES LOCATION OF SHEAR WALL SHEATHING

INDICATES SIMPSON HOLDOWN TYPE AND SIZE PER

D1 COMPOSITE DECK PER

DECK OPENING

MICROPILE

TB TIE BEAM PER

SHEATHING PER

/D7 S-511

/D7 S-511

W14x22( )

CFH /C3 S-525

SW1 /3 S-527

S/H

DU4

X'-XX"

/B1 S-512

/D1 S-503

/B3 S-527

1/4" = 1'-0" C1

GROUND LEVEL PLAN T4

KEY PLAN

1/4" = 1'-0" C5

FRAMING PLAN - LEVELS 01THROUGH 05 T4

1/4" = 1'-0" F1

ROOF FRAMING PLAN T4

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

S-104

STRUCTURAL PLANS - TOWER T4

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

EHRM INFRASTRUCTURE

UPGRADES - HUNTINGTON

VA HUNTINGTON

1540 SPRING VALLEY DRIVE, HUNTINGTON, WV 25704-9300

581-22-700

09/03/2025 CH JKM

100% CONSTRUCTION

DOCUMENTS

PLAN…