S02 - Attachment 9 - Butler EHRM IU - Drawing - Structural 1 of 1 R 1.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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-001

STRUCTURAL GENERAL NOTES

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

MATERIAL SPECIFIC STANDARDS ARE LISTED IN THE RESPECTIVE MATERIAL SECTION.

1. VA SEISMIC DESIGN REQIREMENTES, H-18-8 NOVEMBER 1, 2019 REVISED MAY 1ST 2020

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

DESIGN LOADS

WEIGHT OF STRUCTURAL ELEMENTS AND PERMANENT FIXED EQUIPMENT.

DEAD LOADS

SUPERIMPOSED DEAD LOADS

ROOF

WALLS

ROOFING MATERIALS

EXTERIOR WALL SKIN

40 (LATERAL ONLY)

UNIFORM LOAD

(PSF)

CATEGORYLOCATION

LIVE AND ROOF LIVE LOADS

CORRIDORS

MECHANICAL ROOM

OFFICE

STAIRS & EXITS

ROOF

CONCRETE LOAD

(LBS)

OCCUPANCY OR USE

1. REFER TO LIVE LOAD DIAGRAMS AT THE END OF THE GENERAL NOTES SECTION.

UNIFORM LOAD

(PSF)

FIRST FLOOR

OFFICES

FILE AND COMPUTER ROOMS

SNOW LOAD

REFER TO THE SNOW LOAD DIAGRAMS AT THE END OF THE GENERAL NOTES SECTION.

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

25 PSF

19 PSF

FULLY EXPOSED

0.9

1.0

VALUEDESIGN PARAMETER

WIND LOAD

BASIC WIND SPEED (3-SEC GUST), V

WIND EXPOSURE CATEGORY

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

121 MPH

B

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

40.8733° N -79.9736° E

C

0.093 0.044

0.081 0.044

A

VALUEDESIGN PARAMETER

REFER TO THE SEISMIC FORCE RESISTING SYSTEM DIAGRAM AT THE END OF THE GENERAL NOTES SECTION.

SEISMIC LOAD

LATITUTIDE

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

A1 - BEARING WALL

SYSTEM: SPC REINF

CONC SHEAR WALLS

2.5

881 KIPS

0.02

21 KIPS

TRANSVERSE

DIRECTION

SEISMIC SYSTEM DESIGN

A1 - BEARING WALL

SYSTEM: SPC REINF

CONC SHEAR WALLS

2.5

881 KIPS

0.02

21 KIPS

LONG

DIRECTION

EQUIVALENT LATERAL FORCE ANALYSIS

VERTICAL

LATERAL

STORY DRIFT

L/240

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

FLOORS

ROOFS (NOT SUPPORTING PLASTER

OR STUCCO CEILINGS)

WALLS WITH BRITTLE FINISHES

(EXCL. PLASTER & STUCCO)

WALLS WITH FLEXIBLE FINISHES

WIND

SEISMIC

DEFLECTION LIMITS FOR LOAD CASE

LL OR SL OR WL

L/360

L/240

H/240

H/180

H/500 (ELASTIC)

0.02 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 EMBEDED 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. STEEL JOISTS AND GIRDERS,

e. FLOOR AND ROOF METAL DECK INCLUDING HEADED STUD ANCHOR PLACEMENT WHERE APPLICABLE, AND

f. GLUED LAMINATED TIMBER, MANUFACTURED LUMBER, WOOD I-JOISTS, OPEN WEB JOISTS, AND WOOD ROOF TRUSSES.

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 BEARING DEPTH. UNLESS NOTED OTHERWISE, MINIMUM BEARING DEPTH IS 42-INCHES BELOW THE

ADJACENT FINISHED GRADE.

6. FOOTINGS MUST BEAR ON ENGINEERED STRUCTURAL FILL OR COMPETENT NON-EXPANSIVE NATIVE SOILS. PLACE STRUCTURAL FILL MATERIAL IN UNIFORM LAYERS COMPACTED TO 95% OF MAXIMUM DRY DENSITY PER ASTM D1557. A QUALIFIED TEST LABORATORY OR AN EXPERIENCED, QUALIFIED GEOTECHNICAL

ENGINEER MUST BE RETAINED TO MONITOR SOIL COMPACTION.

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

GEOTECHNICAL REPORT.

8. EXCAVATIONS MUST BE DEWATERED TO ALLOW FOR CASTING FOUNDATON CONCRETE IN DRY CONDITIONS.

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

10. 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.

11. DO NOT BACKFILL SOIL AGAINST THE FOUNDATION OR RETAINING WALLS UNTIL THE WALL SECTION HAS GAINED AT LEAST 75% OF THE DESIGN STRENGTH.

12. PROVIDE WALL BRACING WHEN BACKFILLING MORE THAN 3 FT BACKFILL BEHIND WALL. BRACING MUST REMAIN IN PLACE UNTIL SLABS, BEAMS, COUNTERFORTES OR PILASTERS THAT MAKE UP THE WALL LATERAL SUPPORT SYSTEM HAVE BEEN CONSTRUCTED AND HAVE GAINED FULL DESIGN

STRENGTH.

13. FOUNDATION AND RETAINING WALLS HAVE BEEN DESIGNED FOR LOADS SHOWN. SUBMIT A STRUCTURAL EVALUATION IF CRANES, EARTH MOVING- OR LARGE VIBRATORY EQUIPMENT IN EXCESS OF THE DESIGN LOADS SHOWN WILL BE USED WITHIN A HORIZONTAL DISTANCE EQUAL TO THE TOTAL HEIGHT OF THE WALL TO CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER. CALCULATIONS MUST INCLUDE WALL DEMAND-TO-CAPACITY RATIOS AND MUST

BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER.

FOUNDATIONS

REPORT TITLE

PREPARED BY

PROJECT NUMBER

DATED

GEOTECHNICAL REPORT

PROPOSED VA BUTLER HEALTHCARE STRUCTURES

JOSEPH FAGAN, PE

C-18068-0005

8 MAY 2023

SOIL PROPERTY LOAD CASE VALUE

BEARING CAPACITY:

MODULUS OF SUBGRADE REACTION

COEFFICIENT OF FRICTION AT STRENGTH

SUSTAINED

TRANSIENT (INCL. W ,E,OR BLAST)

2,000 PSF

2,670 PSF

120 PCI

0.24

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

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

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

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. PROVIDE WATERPROOF MEMBRANE TO

TOP OF MUD SLAB AS REQUIRED.

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)

C. SLABS ON METAL DECK: 100 FT MAXIMUM LENGTH AND 10,000 SQ FT MAXIMUM AREA

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. USE A RIGID TEMPLATE TO SET COLUMN ANCHOR BOLT GROUPS THAT ARE CAST INTO CONCRETE.

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

THE CONTRACT DOCUMENTS.

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

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

MUST BE REPAIRED PRIOR TO CASTING CONCRETE.

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

14. CONCRETE PLACED ON STEEL DECK MUST BE PLACED SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THAT INDICATED ON THE DRAWINGS.

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

CAST IN PLACE CONCRETE

LOCATION MIN 28-DAY

COMPRESSIVE

STRENGTH

(PSI)

FREEZING

& THAWING

FOUNDATIONS

SLAB-ON-GROUND (EXTERIOR)

SLAB-ON-GROUND (INTERIOR)

WALLS (BUILDING)

WALLS (MECHANICAL YARD)

4,500

4,500

4,000

4,000

4,000

S1

S1

S0

S0

S0

SULFATE WATER

CONTACT

ACI 318, CH. 19 EXPOSURE CATEGORIES

CORROSION

PROTECTION

F2

F2

F0

F1

F1

W1

W2

W0

W1

W0

C1

C1

C0

C1

C0

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 ADAJCENT TO SOIL OR OVER MUD SLABS MUST BE

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

4. UNLESS INDICATED OTHERWISE, REINFORMCENT 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 YEILD STRENGTH (Fy) OF THE STRONGER OF THE TWO BAR BEING SPLICED. TYPE 2 MECHANCIAL 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. ALL WALLS EXCEPT MECHANICAL YARD

CANTILERVER WALLS SHALL HAVE 3/4" CONCRETE COVER.

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

WELDABLE DEFORMED BAR, OR

DEFORMED BAR IN SEISMIC ELEMENTS

WELDED WIRE REINFORCEMENT

W1.2 AND OVER

UNDER W1.2

ASTM A615 GR 60

ASTM A706 GR 60

ASTM A1064

MAX

WATER/CEMENT

RATIO

0.45

0.45

0.50

0.50

0.50

CEMENT

TYPE

II

II

I OR II

I OR II

I OR II

NOMINAL MAX

AGGREDGATE

SIZE

1"

1"

1 1/2"

3/4"

3/4"

DRAWING INDEX

SHEET No. SHEET NAME

21S-100 TR ROOM BUILDING 21 - PLANS ANS SECTIONS

S-001 STRUCTURAL GENERAL NOTES

S-002 STRUCTURAL GENERAL NOTES

S-003 ABRREVIATIONS AND SYMBOLS

S-004 TYPICAL WIND LOAD DIAGRAMS

S-101 FOUNDATION PLAN

S-111 ROOF PLAN

S-201 STRUCTURAL WALL ELEVATIONS

S-202 STRUCTURAL WALL ELEVATIONS

S-501 TYPICAL CONCRETE DETAILS - SHEET 1

S-502 TYPICAL CONCRETE DETAILS - SHEET 2

S-503 CONCRETE FOUNDATION DETAILS

S-511 TYPICAL STRUCTURAL STEEL DETAILS

S-512 TYPICAL STRUCTURAL STEEL DETAILS

S-515 TYPICAL STRUCTURAL STEEL DETAILS

S-525 TYPICAL COLD-FORMED STEEL DETAILS - SHEET 1

S-526 TYPICAL COLD-FORMED STEEL DETAILS - SHEET 2

S-527 TYPICAL COLD-FORMED STEEL DETAILS - SHEET 3

S-528 TYPICAL COLD-FORMED STEEL DETAILS - SHEET 4

S-532 TR ROOM BUILDING 21 - MASONRY VENEER DETAILS

S-541 MECHANICAL ANCHORAGE DETAILS

S-542 TYPICAL DETAILS-CABINET TO CFS FRAMED WALL

S-543 TYPICAL DETAILS-CABINET TO WOOD FRAMED WALL

S-544 TYPICAL DETAILS-CABINET TO CONCRETE AND CMU WALL

Revisions: Date:

21S-100 TR ROOM BUILDING 21 - PLANS ANS SECTIONS

S-001 STRUCTURAL GENERAL NOTES

S-002 STRUCTURAL GENERAL NOTES

S-003 ABRREVIATIONS AND SYMBOLS

S-004 TYPICAL WIND LOAD DIAGRAMS

S-101 FOUNDATION PLAN

S-111 ROOF PLAN

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-002

STRUCTURAL GENERAL NOTES

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

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 A572 GR 50

ASTM A500 GR C

ASTM A500 GR B

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 DEFERED 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. PERFORM NON-DESTRUCTIVE EVALUATION (NDE) PER AISC 360 ON STEEL PLATE 1-1/2-INCH THICK AND THICKER USED FOR BASE PLATES AND END PLATES WELDED TO WIDE FLANGE SECTIONS FORMING PART OF THE LATERAL LOAD-RESISNG SYSTEM, TO IDENTIFY DEFECTS THAT CAUSE LAMELLAR TEARING.

WHERE DEFECTS OR TEARS ARE ENCOUNTERED, REPLACE THE AFFECTED PART.

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

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

9. 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.

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

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

12. BOLTED CONNECTIONS MUST BE SLIP-CRITICAL (SC) PER THE RCSC SPECIFICATION AND INSPECTED IN ACCORDANCE WITH THE IBC, UNLESS NOTED

OTHERWISE.

13. SNUG-TIGHT (ST) BOLTS PER THE RCSC ARE ONLY PERMITTED IN BEARING CONNECTIONS IDENTIFIED IN THE DRAWINGS AND ONLY IF STANDARD SIZE HOLES

ARE PROVIDED AT EACH PLY OF THE CONNECTION.

14. 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.

15. 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.

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

WORK.

17. 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.

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

19. 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 [OR ASTM A767 FOR REINFORCEMENT].

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

21. 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.

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

CORRECTIONS ARE MADE.

STANDARD &

GRADE

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

ASTM F2329 HDG [ASTM B695, F1136, F2833]

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) SUPPLMENT, 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 THE EMBEDDED END OF THE ANCHOR EMBEDDED, USE PROVIDE AN ASTM A572 GRADE 50 ANCHOR PLATE BETWEEN THE DOUBLE NUTS. AT TOP, USE DOUBLE HEAVY HEX NUTS FOR SECURING A WASHER AND WASHER PLATE TO THE TOP SURFACE

OF THE COLUMN BASE PLATE.

4. WHERE AISC OVERSIZED HOLES ARE USED AT BASE PLATES PROVIDE SINGLE-PLY MINIMUM 3/8 INCH ASTM A572 GR 50 PLATE WASHERS WELDED ALL AROUND

TO THE BASE PLATE.

5. THE MINIMUM EMBED LENGTH, AS SHOWN ON THE DRAWINGS, IS MEASURED FROM THE TOP SURFACE OF CONCRETE ELEMENT TO THE TOP OF THE ANCHOR PLATE. ANCHOR LENGTH MUST ACCOMMODATE THE DOUBLE HEAVY HEX NUTS EACH END, BASE PLATE THICKNESS, WASHER & WASHER PLATE, GROUT PAD

BELOW THE BASE PLATE, AND REQUIRED EXTENSION OF THREADED REGION BEYOND THE NUT.

6. 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.

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

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

STRUCTURAL WELDING

1. REFERENCES:

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

B. [AWS D1.8-16 STRUCTURAL WELDING CODE – SEISMIC SUPPLEMENT]

2. WELDING MUST BE DONE BY AWS CERTIFIED WELDERS AND PER AWS D1.1 [AND D1.8].

3. USE LOW HYDROGEN E70XX ELECTRODE WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8, 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 AND 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 THICKNESSES 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 AREVIEW AND APROVAL 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

WOOD STUD WALL

DA 213S

DA 700

DA 904 WITH DA 931

DA 213A OR DA 431

BACKING CONDITION DUR-O-WALL VENEER TIE

DA 807 VENEER SCREW

WELD DA 709 TO STEEL

1/4 IN DIAM EXP ANCHOR

#8 WOOD SCREWS

ATTACHMENT TO BACKING

SPECIAL INSPECTION AND TESTING

1. SPECIAL INSPECTION AND TESTING MUST CONFORM TO SECTION 1704 OF THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY UFC 1-200-1 AND UFC 3-301-01.

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.

4. [ FOR STATEMENT OF SPECIAL INSPECTION SEE PROJECT SPECIFICATIONS. ] [ THE FOLLLOWING GENERAL ITEMS MUST BE INSPECTED:

• IBC 1705.2.1 – STRUCTURAL STEEL

• IBC 1705.2.1 – BOLTING

• IBC 1705.2.1 – NDT OF WELDED JOINTS [ CERTIFICATIONS, WPS, FIT-UPS, CJP, FATIGUE ]

• IBC 1705.2.1 – NDT OF WELDED JOINTS [ USED FOR SEISMIC STEEL FRAME FRS (AISC 341) ]

• IBC 1705.2.1 – COMPOSITE CONSTRUCTION

• IBC 1705.2.1 – OTHER STEEL INSPECTIONS (ANCHOR RODS, FABRICATION & ERECTION, SEISMIC PROTECTED ZONES)

• SDI APPENDIX 1 – METAL DECK INSPECTION

• IBC 1705.2.2, 1705.11.2, 1705.11.3 [UFC 4-023-03 ] – COLD-FORMED STEEL CONSTRUCTION & CONNECTIONS

• IBC 1705.2.3 – OPEN-WEB STEEL JOISTS & JOIST GIRDERS

• IBC 1705.3 – CONCRETE CONSTRUCTION [, INCLUDING COMPOSITE DECK ]

• IBC 1705.4 – MASONRY CONSTRUCTION WITH INSPECTION LEVEL [ B for R.C. II & III, C for R.C. IV ]

• IBC 1705.5 – WOOD CONSTRUCTION [ HIGH-LOADED DIAPHRAGMS, METAL-PLATE TRUSSES WITH SPANS >= 60 FT. ]

• IBC 1705.6 – SOILS INSPECTION

• IBC 1705.7 – DRIVEN DEEP FOUNDATONS

• IBC 1705.8 – CAST-IN-PLACE DEEP FOUNDATONS

• IBC 1705.9 – HELICAL PILE FOUNDATONS

• IBC 1705.10 – STRUCTURAL INTEGRITY OF DEEP FOUNDATION ELEMENTS

• IBC 1705.11 – FABRICATED ITEMS

• IBC 1705.12 – WIND FORCE RESISTING SYSTEM [ EXPOSURE CATEGORY B WHERE V IS 150 MPH OR GREATER, C OR D WHERE V IS 140 MPH OR

GREATER ]

• IBC 1705.12.1 – WOOD CONSTRUCTION

• IBC 1705.12.2 – COLD-FORMED STEEL CONSTRUCTION

• IBC 1705.12.3 – ROOF & WALL COVERING WIND-RESISTING COMPONENTS

• IBC 1705.13 – SEISMIC FORCE RESISTING SYSTEM [ SEE EXCEPTIONS PER IBC ALL CATEGORIES ]

• IBC 1705.13.1 – STRUCTURAL STEEL , STRUCTURAL STEEL ELEMENTS

• IBC 1705.13.2 – STRUCTURAL WOOD

• IBC 1705.13.3 & 1705.13.9 – COLD-FORMED STEEL CONSTRUCTION [ & CFS SPECIAL BOLTED MRF ]

• IBC 1705.13.4 – DESIGNATED SEISMIC SYSTEM

• IBC 1705.13.5 – ARCHITECTURAL COMPONENTS [ EXTERIOR CLADDING, NONBEARING WALLS, VENEERS, ACCESS FLOORS ]

• IBC 1705.13.6 – MECHANICAL, ELECTRICAL AND PLUMBING [ ANCHORAGE OF MEP EQUIPMENT ]

• IBC 1705.14 – TESTING FOR SEISMIC RESISTING SEE EXCEPTIONS PER IBC ALL CATEGORIES

• IBC 1705.14.1 – STRUCTURAL STEEL , STRUCTURAL STEEL ELEMENTS ]

• IBC 1705.14.2 – NONSTRUCTURAL ELEMENTS

• IBC 1705.14.3 – DESIGNATED SEISMIC SYSTEM

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.

CONCRETE

SOLID-GROUTED

MASONRY

SCREW

EXPANSION

ADHESIVE

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 TZ 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 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. COLD-FORMED STEEL (CFS) MEMBERS MUST BE DESIGNED IN ACCORDANCE WITH AISI S100 AND AISI S240.

3. COLD-FORMED STEEL (CFS) CONSTRUCTION MUST COMPLY WITH THE AISI S202.

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

FINISHED.

5. 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.

6. 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.

7. 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.

8. 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.

9. 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.

10. PREFABRICATED MEMBER ASSEMBLIES SUCH AS HEADERS, JAMBS, BRACE GUSSETS, ETC. MAY BE USED IN LIEU OF THE COMPONENTS SPECIFIED ON THE DRAWINGS. IN THIS CASE, THE CFS FRAMING MUST BE SUBMITTED AS A DELEGATED DESIGN ITEM.

11. CONTRACTOR MUST SUBMIT SHOP DRAWINGS AND CACLUATIONS 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.

12. 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.

13. 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.

54 MIL AND THICKER

43 MIL AND THINNER

ASTM A1003 GR 50

ASTM A1003 GR 33

MEMBER THICKNESS STANDARD AND GRADE

MIN YIELD

(KSI)

SHEAR WALL CONSTRUCTION

1. PLYWOOD SHEATHING MUST BE DIRECTLY APPLIED TO THE WALL STUDS AND PLATES AND PANEL EDGES BLOCKED.

2. CONNECTORS MUST BE DRIVEN SO WITH THE HEAD FLUSH TO THE SURFACE OF THE SHEATHING.

3. SHEATHING CONNECTORS MUST BE STAGGERED AT ADJOINING PANEL EDGES.

Revisions: Date:

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

F# INDICATES CONCRETE SPREAD FOOTING

CJ INDICATED PROPSED 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

L LSLT LONG SLOTTED HOLE TRANSVERSE

L LT GA LIGHT GAGE

M MAX MAXIMUM

M MECH MECHANICAL

M MFR MANUFACTURER

M MIN MINIMUM

M MISC MISCELLANEOUS

M MTL METAL

N # NUMBER

N N NORTH

N NA NOT APPLICABLE

N NIC NOT IN CONTRACT

N NOM NOMINAL

N NS NEAR SIDE

N NTS NOT TO SCALE

O OA OVERALL

O OC ON CENTER

O OD OUTSIDE DIAMETER

O OF OUTSIDE FACE

O OPNG OPENING

O OPP OPPOSITE

O OWJ OPEN WEB JOIST

P PAF POWDER ACTUATED FASTENERS

P PCF POUNDS PER CUBIC FOOT

P PEMB PRE-ENGINEERED METAL BUILDING

P PERP PERPENDICULAR

P PH PHASE

P PL PLATE

P PLWD PLYWOOD

P PNL PANEL

P PREFAB PREFABRICATED

P PROJ PROJECT

P PSF POUNDS PER SQUARE FOOT

P PSI POUNDS PER SQUARE INCH

P PT POST TENSIONED

Q QTY QUANTITY

R R RADIUS

R REF REFERENCE

R REINF REINFORCE, REINFORCEMENT

R REQD REQUIRED

R REV REVISION

R RO ROUGH OPENING

S S SOUTH

S SC SLIP-CRITICAL

S SCHED SCHEDULE

S SECT SECTION

S SF SQUARE FOOT

S SHT SHEET

S SIM SIMILAR

S SOG SLAB ON GRADE

S SPA SPACE, SPACING

S SPEC SPECIFICATION

S SQ SQUARE

S SSL SHORT SLOTTED HOLE

S SSLP SHORT SLOTTED HOLE PARALLEL

S SSLT SHORT SLOTTED HOLE TRANSVERSE

S SST STAINLESS STEEL

S STD STANDARD

S STL STEEL

S STRUCT STRUCTURAL

S SUSP SUSPENDED

S SW SHEAR WALL

S SYMM SYMMETRICAL

T T&B TOP AND BOTTOM

T TEMP TEMPORARY

T THK THICK

T THRU THROUGH

T TOB TOP OF BEAM

T TOC TOP OF CONCRETE

T TOF TOP OF FOOTING

T TOM TOP OF MASONRY

T TOS TOP OF STEEL

T TOW TOP OF WALL

T TRANSV TRANSVERSE

T TYP TYPICAL

U UL UNDERWRITERS LABORATORIES

U UNO UNLESS NOTED OTHERWISE

V VERT VERTICAL

V VOL VOLUME

W W WEST

W W/ WITH

W W/O WITHOUT

W WD WOOD

W WP WORKING POINT

W WT WEIGHT

W WTS WELDED THREADED STUDS

W WWR WELDED WIRE REINFORCEMENT

A & AND

A @ AT

A ADDL ADDITIONAL

A ADJ ADJACENT

A AFF ABOVE FINISHED FLOOR

A ALT ALTERNATE

A ALUM ALUMINUM

A APPROX APPROXIMATE

A AR ANCHOR RODS

A ARCH ARCHITECT

A ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

A ATFP ANTI-TERRORISM FORCE PROTECTION

B BAL BALANCE

B BD BOARD

B BLDG BUILDING

B BLKG BLOCKING

B BLW BELOW

B BM BEAM

B BOT BOTTOM

B BRG BEARING

B BTWN BETWEEN

C CFS COLD-FORMED STEEL

C CG CENTER OF GRAVITY

C CIP CAST IN PLACE

C CJ CONTROL JOINT

C CJ CONSTRUCTION JOINT

C CL CENTERLINE

C CLR CLEAR

C CMU CONCRETE MASONRY UNIT

C COL COLUMN

C CONC CONCRETE

C CONN CONNECTION

C CONSTR CONSTRUCTION

C CONT CONTINUOUS

C CONTR CONTRACTOR

C COORD COORDINATE

C CTR CENTER

D DBL DOUBLE

D DEMO DEMOLISH

D DET DETAIL

D DIA OR Ø DIAMETER

D DIAG DIAGONAL

D DIM DIMENSION

D DIST DISTANCE

D DL DEAD LOAD

D DWG DRAWING

E E EAST

E EA EACH

E EF EACH FACE

E EL ELEVATION

E ELEC ELECTRIC

E EMBED EMBEDMENT

E ENGR ENGINEER

E EQ EQUAL

E EQUIV EQUIVALENT

E EW EACH WAY

E EXIST EXISTING

E EXP EXPANSION

E EXT EXTERIOR

F FD FLOOR DRAIN

F FDTN FOUNDATION

F FIN FINISH(ED)

F FIN FLR FINISHED FLOOR

F FLG FLANGE

F FLR FLOOR

F FOC FACE OF CONCRETE

F FOM FACE OF MASONRY

F FOS FACE OF STUD, FACE OF STEEL

F FRMG FRAMING

F FS FAR SIDE

F FT FOOT, FEET

F FTG FOOTING

F FV FIELD VERIFY

G GA GAGE

G GALV GALVANIZED

H HDG HOT-DIP GALVANIZED

H HORIZ HORIZONTAL

H HS HIGH STRENGTH

H HSA HEADED STUD ANCHOR

H HT HEIGHT

I ID INSIDE DIAMETER

I IJ ISOLATION JOINT

I IN INCH

I INFO INFORMATION

I INT INTERIOR

J JBE JOIST BEARING ELEVATION

J JT JOINT

K KSI KIPS PER SQUARE INCH

L LBS POUNDS

L LF LINEAR FEET

L LL LIVE LOAD

L LLH LONG LEG HORIZONTAL

L LLV LONG LEG VERTICAL

L LONG LONGINTUDINAL

L LSL LONG SLOTTED HOLE

L LSLP LONG SLOTTED HOLE PARALLEL

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-003

ABRREVIATIONS AND SYMBOLS

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

MARK DIRECTION

EFFECTIVE WIND AREA

10 SF 100 SF

INWARD

OUTWARD

INWARD

OUTWARD

INWARD

OUTWARD

16 16

-43.7 -16

-63.7 -35.0

-63.7 -35.0

16 16

16 16

MARK DIRECTION

EFFECTIVE WIND AREA

10 SF 200 SF

INWARD

OUTWARD

INWARD

OUTWARD

23.6 19.0

-25.6 -23.2

-31.6 -22.4

23.6 19.0

BUILDING COMPONENT AND CLADDING

ULTIMATE WIND PRESSURE - WALLS

[PSF]

NOTES:

1. WIND PRESSURE COMPUTED FOR A MEAN WALL HEIGHT OF 17 FT

2. WIND DIRECTION IS NORMAL TO THE FACE OF THE SURFACE.

3. LOADS FOR WALLS BUILDING COMPONENTS WITH EFFECTIVE WIND AREA BETWEEN 10 SF AND 500 SF MAY

BE LINEARLY INTERPOLATED.

4. EDGE ZONE DIMENSION a= 4'-5"

5. ROOF DEAD LOAD FOR UPLIFT = 24.7 PSF

BUILDING COMPONENT AND CLADDING

ULTIMATE WIND PRESSURE - ROOF

[PSF]

RIDGE

TYP

4'-6"

T Y

P

4' -6

4'

-6

4' -6

RIDGE

TYP

3'-0" 3'-0" 3'-0"

TYP

TYP

1 TYP

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-004

TYPICAL WIND LOAD DIAGRAMS

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

1/8" = 1'-0"

ROOF WIND PRESSURE

SCALE: NTS

WIND PRESSURE ISOMETRIC VIEW

A

B

4 2.6 1

D

3' -8

'-0

'-1

0"

'-1 1"

1' -0

1'-3 1/8"

6'-4 5/8" 22'-3 3/8" 26'-3 3/8" 17'-8 5/8" 1'-0"

74'-11 1/8"

28'-8" 22'-4" 12'-0" 9'-8"

5" THICK SLAB-ON-GRADE

W/ #4 @ 12" OC, EW @

MID DEPTH

8" THICK SLAB-ON-GRADE

W/ #4@12" OC, EW, T&B

5" THICK SLAB-ON-GRADE

W/ #4 @ 12" OC, EW @ MID DEPTH

CJ, TYP

12" THICK SLAB-ON-GRADE

W/ #4@12" OC, EW, T&B

3 2

C

C8

S-503

C1

S-503

C8

S-503

C1

S-503

C1

S-503

C1

S-503

S-201C1

S-202

B1

S-201 F1

EXIST BLDG

2" E

X P

J O

IN

T

4'-0"

3' -0

3'-0" 3'-0"

4' -0

4'-0"

3'-0"

3'-0"

C6

S-503

3' -6

3' -0

S-202

S-202

F1

D1

S-201 F8

HOUSEKEEPING PAD PER

LOCATION & SIZE PER MECH

DRAWINGS, TYP /B7 S-501

C1

S-503

CJ, TYP CJ, TYP

C3

S-503

C6

S-503

4'-0"

S-503

E1

FOOTING EDGE

BELOW, TYP

C3

S-503

PLAN NOTES:

1. FOR FOUNDATION DETAILS, SEE SHEETS S-501 & S-502.

2. FOR SLAB-ON-GRADE DESIGN SEE /B1 S-501

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-101

FOUNDATION PLAN

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

PLAN NORTH

SCALE: 3/16" = 1'-0"

FOUNDATION PLAN

4 2.6 1

D

'-0

'-1 0"

'-1

1"

6'-4 5/8" 22'-3 3/8" 26'-3 3/8" 17'-8 5/8"

3" 16 GA STEEL ROOF DECK, TYP

4" / 1'-0" 4" / 1'-0"

W24X117

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

TYP

4'-9" MAX

3" 16 GA STEEL ROOF

DECK, TYP

D6

S-511

W10X12

W10X12

W10X12

W10X12

W10X12

3 2

C

C8

S-503

TYP

2'-7 15/16"

W X

W X

W X

W X

W X

W8X13

W X

W X

EQ EQ EQ EQ EQ EQ EQ

W X

W X

W X

EQ EQ EQ EQ EQ EQ

W X

W X

EQ EQ EQ EQ

W X

E Q

E Q

E Q

E Q

E Q

E Q

W10X12

W10X12

W8X15

W8X15

W8X15

W8X15

B1

S-512

B4

S-512

S-201C1

S-202

B1

S-201 F1

D4

S-512

W X

W X

W X

W X

W X

W X

W X

W X

W X

E Q

E Q

E Q

E Q

E Q

B8

S-512

B6

S-512

TYP

TYPTYP

B6

S-512

D4

S-511

D4

S-512

INSTALL W8 BEAMS W/ WEBS VERT.

DO NOT ATTACH TO METAL DECK.

LOCATE OVER FAN SUPPORTS

D1

S-515

B1

S-512

B4

S-512

D6

S-512

D8

S-512

JOIST AT 2 EQ SP JOIST AT 5 EQ SP JOISTS AT 6 EQ SP JOIST AT 4 EQ SP

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

L X

X

/2

3" 16 GA STEEL ROOF

DECK, TYP

S-202

S-202

F1

D1

D9

S-511

S-201 F8

D6

S-512

OPTIONAL SIZE W27X114.

CONTRACTOR MAY SUBMIT OPTIONAL FULL

PENETRATION SPLICE. SPLICE SHALL BE

OUTSIDE THE MIDDLE THIRD OF THE BEAM.

OPTIONAL SPLICE PER /F1 S-511

TYP

TYP

LEGEND:

L3X3 CONTINUOUS HORIZONTAL BRACING PER /B7 S-511

KICKER BRACING PER /B7 S-511

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

S-111

ROOF PLAN

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

PLAN NORTH

SCALE: 3/16" = 1'-0"

ROOF PLAN

PLAN NOTES:

1. METAL DECK SHALL BE LAID IN A MINIMUM THREE-SPAN CONDITION WHERE POSSIBLE.

2. IF NOT DIMENSIONED ON PLAN, BEAMS SHALL BE INSTALLED AT EQUAL SPACING.

3. FOR BEAM END CONNECTIOR REQUIREMENTS, REFER TO TYPICAL STEEL DETAILS ON SHEET

S-511.

4. CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF MEP PENETRATIONS WITH EACH

TRADE'S APPROVED SHOP DRAWINGS TO ENSURE FULL COORDINATION FOR ADDITIONAL

STRUCTURAL REQUIREMENTS AT OPENINGS.

9' - 8" 5' - 3" 13' - 0" 6' - 5"

1413'1312

A

B

C

D

19' - 5"

7'

3'

/4

5" SLAB-ON-GRADE W/

#4 @ 12" OC EW

CENTER IN SLAB

TYP WALL FTG

2' - 0"

(E) FTG, TYP

F5

S-532

F1

S-532

TYP

SW6

SW6

SW6

SW4

SHEAR WALL FULL

LENGTH, TYP

SHEAR WALL

FULL LENGTH

151413'1312

A

B

C

D

9' - 8" 5' - 3" 13' - 0" 6' - 5"

19' - 5"

7'

3'

/4

9/16" SHALLOW VERCO OR EQUAL 20 GA GRADE 80 STEEL DECK

ATTACH PER

1000S200-68

1000S200-68

1000S200-68

1000S200-68

1000S200-68

1000S200-68

1000S200-68

F1

S-527

F1

S-527

F3

S-527 /C1 S-528

1000S200-68

F1

S-526

1'

T Y

P

Level 1 0' - 0"

T/ FTG

-2' - 10"

CLEAR HEIGHT

9' - 6"

TO BEAM

12' - 0"

EXIST BUILDING

SLAB PER PLANFIN GRADE PER CIVIL

METAL STUD SHEAR

WALL PER PLAN

A B C

ROOF DECK PER PLAN

11' - 0" 3' - 4 1/4"

WALL FINISH PER ARCH

S-532 F5

JOIST @ 16" OC

PER PLAN

2'

M

IN

1'

S-527 F3

EXP JOINT

1"

METAL STUD SHEAR

WALL PER PLAN

S-526 F8

OPP

SHOWN AREA

PROJECT

NORTH

LEGEND:

SHEAR WALL PERSW4 /B3 S-527

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite 203

Kent, WA 98032

(206) 590-2118

RAY SPEES

WSP USA Inc.

Suite 300

Federal Way, WA 98003-2600

TEL: (206) 431-2300

FAX: (206) 431-2250

33301 9th Avenue South

21S-100

TR ROOM, BUILDING 21 - PLANS

AND SECTION 21

SPS JKM

100% CONSTRUCTION

DOCUMENTS

11/30/2023

1/4" = 1'-0" C1

FOUNDATION PLAN

PLAN NOTES:

1. FOR FOUNDATION DETAILS, SEE SHEET S-501 TO S-502.

2. PROVIDE BLOCING FOR JOIST PER F5/S-526

1/4" = 1'-0" F1

ROOF PLAN

3/4" = 1'-0"

F6

DECK SUPPORT DETAIL AT ROOF

KEY PLAN

Level 1 0' - 0"

T/ FTG

-2' - 10"

ABD

TO RIDGE BEAM

22' - 11"

C

26'-11" 14'-10" 24'-0"

(4) #7 VERT EF

#3 TIES @ 12" OC

(2) #5 HORIZ EF

#3 TIES @ 12" OC

(4) #7 VERT EF

#3 TIES @ 12" OC

TYP WALL REINF:

#6 @ 6" OC VERT EF

#4 @ 12" OC HORIZ EF

TYP WALK WAY WALL REINF:

#8 @ 6" OC VERT EF

#4 @ 12" OC HORIZ EF

1' -0

(2) #6 VERT EF @ 6" OC &

#3 TIES @ 12" OC

(2) #6 VERT EF

@ 6" OC &

#3 TIES @ 12"

OC

15'-0 1/2"

CJ

CJ

(4) #7 VERT EF

#3 TIES @ 12" OC

CJ

2'-11 3/4"

Level 1 0' - 0"

T/ FTG

-2' - 10"

A B D

TO RIDGE BEAM

22' - 11"

C

24'-0" 14'-10" 26'-11"

TOTAL (2) #4 HORIZ EF

#3 TIES @ 12" OC

(2) #6 VERT EF

#3 TIES @ 12" OC

TYP WALL REINF:

#6 @ 6" OC VERT EF

#4 @ 12" OC HORIZ EF

TYP MECH YARD WALL REINF:

#4 @ 12" OC VERT EF

#4 @ 12" OC HORIZ EF

10'-0"

10'-0"

CJ

CJ

(4) #7 VERT EF

#3 TIES @ 12" OC

(2) #4 VERT EF

Level 1 0' - 0"

T/ FTG

-2' - 10"

A B

S-512

D8

#6 @ 6" OC VERT EF

#4 @ 12" OC HORIZ EF

OPP

24'-0"

NOTE:

CJ CONTRACTION JOINT PER /C1 S-501

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

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

EHRM INFRASTRUCTURE

UPGRADES-BUTLER

VA BUTLER HEALTHCARE, 325 NEW CASTLE ROAD, PA 16001

529-22-700

SPEES DESIGN BUILD

23830 Pacific Hwy S, Suite…