531-325 - Drawings-05-S1.pdf

412 E. Park Center Blvd, Suite 200

Boise, ID 83706

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Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

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

CONSTRUCT PRIMARY

CARE / MENTAL HEALTH

BUILDING

BOISE VA MEDICAL CENTER - BOISE, ID

531-325

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(360) 223 - 8994

RAY SPEES, PRESIDENT

07/23/2021

MEDICAL CENTER DIRECTOR

Approved: CHIEF, FACILITY MANAGEMENT SERVICE S-000

TITLE SHEET

CH/JW SG

S-000

ISOMETRIC VIEW1

ARCH ARCHITECTURAL

BM BEAM

BRG BEARING

BTWN BETWEEN

BLKG BLOCKING

BOT BOTTOM

B.O. BOTTOM OF

CTR CENTER

CL CENTERLINE

CLR CLEAR

COL COLUMN

CJP COMPLETE JOINT PENETRATION

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

DBA DEFORMED BAR ANCHOR

DIA DIAMETER

BN DIAPHRAGM BOUNDARY NAILING

DWG DRAWING

EA EACH

ES EACH SIDE

EW EACH WAY

EL ELEVATION

ELEV ELEVATION

EQ EQUAL

FT FEET

FIN FINISH

FLR FLOOR

FTG FOOTING

FDN FOUNDATION

GA GAUGE

GR GRADE

HSS HOLLOW STRUCTURAL SECTION

HORIZ HORIZONTAL

IN INCH

INFO INFORMATION

INT INTERIOR

IBC INTERNATIONAL BUILDING CODE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OPNG OPENING

EN PANEL EDGE NAILING

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLWD PLYWOOD

PT POST-TENSIONED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCING

REQ'D REQUIRED

RTU ROOFTOP MECHANICAL UNIT

RO ROUGH OPENING

SCHED SCHEDULE

SECT SECTION

SHTG SHEATHING

SIM SIMILAR

SOG SLAB-ON-GRADE

SC SLIP CRITICAL

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

STD STANDARD

STL STEEL

STIFF STIFFENER

STIRR STIRRUP

STRUCT STRUCTURAL

SUPP SUPPORT

SYM SYMMETRICAL

TB TABLE

THK THICK(NESS)

THRU THROUGH

T&G TONGUE AND GROOVE

T&B TOP AND BOTTOM

T.O. TOP OF

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

W W-SHAPE

WHS WELDED HEADED STUD

W/ WITH

W/O WITHOUT

WP WORK POINT

S-000 TITLE SHEET

S-001 GENERAL STRUCTURAL NOTES

S-002 SPECIAL INSPECTIONS 1 OF 2

S-003 SPECIAL INSPECTIONS 2 OF 2

SB201 FOUNDATION PLAN

SF202 FLAT ROOF PLAN

SF203 HIGH ROOF PLAN

SE301 BUILDING ELEVATIONS

SE302 BUILDING ELEVATIONS

SE303 FRAME ELEVATIONS

SE304 FRAME ELEVATIONS

SS311 BUILDING SECTIONS

SS312 BUILDING SECTIONS

SS314 WALL SECTIONS

SS315 WALL SECTIONS

SS316 WALL SECTIONS

SS317 WALL SECTIONS

SD401 CONCRETE DETAILS

SD402 CONCRETE DETAILS

SD501 STEEL DETAILS

SD502 STEEL DETAILS

SD503 STEEL DETAILS

SD504 STEEL DETAILS

SD505 STEEL DETAILS

SD510 METAL DECK DETAILS

SD601 COLD FORMED STEEL DETAILS

SD602 COLD FORMED STEEL DETAILS

DRAWING INDEX

Revisions: Date:

S T A T E O F I D A H O

P R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A MS

1 2 0 3 3

R

EG I S T ER ED

STRUCTURAL DRAWINGS:

1. STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH OTHER DRAWINGS, SPECIFICATIONS, AND DOCUMENTS ENUMERATED IN THE OWNER/CONTRACTOR AGREEMENT.

2. REVIEW AND COORDINATE THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCY IDENTIFIED SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS

SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE.

3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

CODE REQUIREMENTS AND REFERENCED STANDARDS:

1. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES:

2018 INTERNATIONAL BUILDING CODE (IBC), VA HANDBOOK H-18-8 SEISMIC DESIGN REQUIREMENTS AND LATEST REVISIONS REFERRED TO HERE AS “THE CODE”, AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK AND THOSE CODES & STANDARDS LISTED IN THESE NOTES AND

SPECIFICATIONS.

2. ASTM SPECIFICATIONS ON THE DRAWINGS SHALL BE THE VERSION REFERENCED IN CHAPTER 35 OF THE CODE OR

AS REFERENCED IN THE APPLICABLE DESIGN STANDARD.

EXISTING CONDITIONS:

1. VERIFY EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING CONSTRUCTION. NOTIFY THE

ARCHITECT ANY DISCREPANCIES OR INCONSISTENCIES.

2. INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, NOTIFY THE ARCHITECT IMMEDIATELY.

TEMPORARY CONDITIONS:

1. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION, INCLUDING BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER DO NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

2. THE CONTRACT STRUCTURAL DRAWINGS SHOW THE BUILDING IN ITS FINAL INTENDED POSITION. MAKE PROVISIONS IN THE CONSTRUCTION SEQUENCING OF THE BUILDING TO TAKE INTO ACCOUNTS SHRINKAGE, CREEP, SHORTENING, THERMAL EXPANSION, ETC.

3. SPREAD OUT CONSTRUCTION MATERIALS IF PLACED ON FRAMED ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE

DESIGN LIVE LOAD PER SQUARE FOOT.

OTHER DRAWINGS:

1. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

A. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED

B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS UNLESS NOTED AND/OR

DETAILED ON THE STRUCTURAL DRAWINGS

C. SIZE AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC

D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN

E. FLOOR AND ROOF FINISHES

F. MISCELLANEOUS DRAINAGE AND WATERPROOFING

G. ALL FIREPROOFING REQUIREMENTS INCLUDING FIREPROOFING OF STRUCTURAL STEEL

H. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS

2. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED.

B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS.

C. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES.

D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR MOTOR MOUNTS.

GENERAL:

GEOTECHNICAL INVESTIGATION:

1. GEOTECHNICAL INFORMATION AND FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL REPORTS AND SUPPLEMENTS/ADDENDUMS. COPIES OF THE REPORTS SHALL BE AVAILABLE AT THE JOBSITE AT ALL TIMES.

ALSO SEE PROJECT SPECIFICATIONS FOR REPORT.

GEOTECHNICAL DESIGN CRITERIA:

1. SPREAD OR CONTINUOUS FOOTINGS:

FOUNDATION REQUIREMENTS:

1. STRUCTURAL FILL: COMPACT ALL SOIL BELOW FOUNDATIONS AND SLABS-ON-GRADE TO MINIMUM 95% OF OPTIMUM

DRY DENSITY PER ASTM D1557.

2. FROST PROTECTION: AT EXTERIOR FOOTINGS, PROVIDE 30 INCHES MINIMUM FROM LOWEST ADJACENT GRADE TO BOTTOM OF FOOTING. VERIFY THAT FOOTING ELEVATIONS AND FINAL GRADES INDICATED WILL PROVIDED THIS MINIMUM DEPTH. NOTIFY ARCHITECT OF ANY LOCATIONS THAT MAY NOT ACHIEVE THIS MINIMUM FROST DEPTH.

3. PROVIDE DE-WATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER AND/OR SEEPAGE.

4. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING

CONCRETE AND REINFORCING.

5. REMOVE ALL ABANDONED FOOTINGS, UTILITIES, ETC. NEW FOOTINGS MUST EXTEND INTO UNDISTURBED SOILS.

6. THE DESIGN GROUNDWATER ELEVATION IS GREATER THAN 16 FEET BELOW EXISTING GRADE PER THE

GEOTECHNICAL INVESTIGATION REPORT.

FOUNDATION:

REPORT/ADDENDUM TITLE PREPARED BY DATE

ANTICIPATED BEARING MATERIAL ALLOWABLE

BEARING

CAPACITY

ALLOWABLE LATERAL

RESISTANCE

PASSIVE

RESISTANCE

COEFFICIENT

OF FRICTION

MTI FILE NUMBER B201282g NICK STEVENS, G.I.T. AUGUST 28, 2020

FOOTINGS MUST BEAR ON AT LEAST 1.5 FEET OF

COMPACTED STRUCTURAL FILL REINFORCED WITH TWO

LAYERS OF TENSER T160 GEOGRID. GEOGRID REINFORCED

FILL MUST BEAR ON NATIVE CLAYEY SAND OR SILTY SAND

SEDIMENTS. THE EXPOSED SUBGRADE SHOULD BE

PREPARED AS FOLLOWS:

1. SIX INCHES OF STRUCTURAL FILL (ISPWC TYPE 1

CRUSHED AGGREGATE BASE) SHOULD BE PLACED OVER

THE NATIVE CLAYEY SAND/SILTY SAND SEDIMENTS AND

BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY

DENSITY AS DETERMINED BY ASTM D1557.

2. A LAYER OF TENSER TX160 GEOGRID SHOULD BE

PLACED OVER COMPACTED STRUCTURAL FILL

FOLLOWED BY 6 INCHES OF COMPACTED STRUCTURAL

FILL. THIS PROCESS SHOULD BE CONTINUED UNTIL TWO

LAYERS OF GEOGRID ARE IN PLACE. AT LEAST 6 INCHES

OF COMPACTED STRUCTURAL FILL SHOULD BE PLACED

OVER THE TOP LAYER OF GEOGRID.

GEOGRID SHOULD EXTEND A MINIMUM OF 2 FEET BEYOND

FOOTINGS ON ALL SIDES. GEOGRID SHOULD BE

OVERLAPPED A MINIMUM DISTANCE OF 24 INCHES BETWEEN

SPLICES. SEE GEOTECH REPORT "PLATE 3" ATTACHED FILE

FOR GRAPHICAL REPRESENTATION OF THE SYSTEM.

2,000 PSF 349 PSF/FT 0.45

FLOOR LIVE LOADS:

EQUIPMENT ROOMS 150 PSF (N0 REDUCTION)

ROOF LIVE LOADS:

ROOF 20 PSF (REDUCIBLE)

ROOF SNOW LOADS: (SECTION 1603.1.3 OF THE CODE):

GROUND SNOW LOAD: Pg = 15 PSF

FLAT ROOF SNOW LOAD: Pf = 12 PSF

MINIMUM SNOW LOAD: Pm = 25 PSF

SNOW EXPOSURE FACTOR: Ce = 1.0

SNOW LOAD IMPORTANCE FACTOR: Is = 1.1

THERMAL FACTOR: Cf = 1.0

WIND DESIGN DATA:

WIND LOADS ARE IN ACCORDANCE WITH SECTION 1609 OF THE CODE.

RISK CATEGORY: III

BASIC WIND SPEED: V = 110 MPH (3-SECOND GUST)

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: GCpi = ± 0.18

EARTHQUAKE DESIGN DATA:

DESIGN CRITERIA:

COMPONENTS & CLADDING WIND PRESSURES (PSF)

LOCATION

ROOF

WALLS

PARAPETS

ZONE 1

COMPONENT TRIBUTARY AREA (SQ FT)

10 50 100

ZONE 2

ZONE 3

ZONE 4

ZONE 5

ZONE 4

ZONE 5

SITE AND OCCUPANCY PARAMETERS

RISK CATEGORY

DESIGN SPECTRAL RESPONSE ACCELERATION

PARAMETERS

SEISMIC IMPORTANCE FACTOR

III

Ie = 1.25

SS = 0.312

S1 = 0.111

MAPPED SPECTRAL RESPONSE ACCELERATION

PARAMETERS

SDS = 0.323

SD1 = 0.176

SITE CLASS

BUILDING PARAMETERS

SEISMIC FORCE RESISTING SYSTEM

SYSTEM OVERSTRENGTH FACTOR

CS = 0.135

R = 3

DESIGN BASE SHEAR

Ω0 = 3

Cd = 3

RESPONSE MODIFICATION FACTOR

SEISMIC RESPONSE COEFFICIENTS

DEFLECTION AMPLIFICATION FACTOR

ANALYSIS PROCEDURE USED

D

SEISMIC DESIGN CATEGORY C

EQUIVALENT LATERAL FORCE

V = 199 KIPS

12.0 / -46.8

12.0 / -61.7

12.0 / -84.1

29.4 / -31.9

29.4 / -39.3

91.1 / -61.3

113.5 / -68.7

10.3 / -39.7

10.3 / -52.5

10.3 / -65.7

26.3 / -28.8

26.3 / -33.2

78.8 / -55.1

92.1 / -59.5

9.5 / -36.6

9.5 / -48.6

9.5 / -57.8

25.0 / -27.5

25.0 / -30.5

73.6 / -52.5

82.8 / -55.5

R = 3 BRACE FRAME SYSTEM

GENERAL:

1. COMPLY WITH THE PROVISIONS OF ACI 301 AND ACI 117, EXCEPT AS MODIFIED BY THESE CONTRACT DOCUMENTS.

2. MANUFACTURER QUALIFICATIONS: CERTIFIED ACCORDING TO NRMCA's "CERTIFICATION OF READY MIXED

CONCRETE PRODUCTION FACILITIES.

EXECUTION:

1. OPENINGS, POCKETS, ETC., LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE SLABS, DECKS, OR WALLS UNLESS SPECIALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE ARCHITECT WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6" NOT SHOWN ON THE STRUCTURAL DRAWINGS.

2. PIPES AND CONDUITS EMBEDDED IN CONCRETE:

A. PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE

SPECIFICALLY APPROVED BY ARCHITECT.

B. PIPES SHALL NOT DISPLACE OR INTERRUPT REINFORCING BARS.

C. DO NOT STACK CONDUITS. SPACE EMBEDDED PIPES AND CONDUITS AT A MINIMUM OF AT A MINIMUM OF 3 DIAMETERS CLEAR FROM OTHER EMBEDDED PIPES/CONDUITS AND 1 1/2" CLEAR FROM REINFORCING BARS.

D. NO CONDUITS SHALL BE PLACED IN CONCRETE FILL OVER METAL DECK.

3. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS NOT PERMITTED WITHOUT ARCHITECT REVIEW AND

APPROVAL.

4. SCREED CONCRETE FILL OVER STEEL DECK TO A CONSTANT THICKNESS AS SPECIFIED IN THE DECKING

SCHEDULE.

5. ALL CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED SHALL BE CLEANED AND

ROUGHENED TO 1/4" AMPLITUDE.

PRODUCTS:

1. CONCRETE MIXTURES: PREPARE DESIGN MIXTURES FOR EACH TYPE AND STRENGTH OF CONCRETE, PROPORTIONED ON THE BASIS OF LABORATORY TRIAL MIXTURES OR FIELD TEST DATA OR BOTH, ACCORDING TO ACI 301.

CONCRETE MIXTURES

LOCATIONS IN STRUCTURE DESIGN

STRENGTH

MAX UNIT

WEIGHT

MAX W/C

RATIO

FOOTINGS AND FOUNDATION WALLS 4,000 PSI 145 PCF 0.45

SLAB ON GRADE 4,000 PSI 145 PCF 0.45

NORMAL WEIGHT CONCRETE DECK 4,000 PSI 145 PCF 0.50

CURBS, PADS, TOPPING SLABS, ETC. 3,000 PSI 145 PCF 0.50

EXPOSURE

CATEGORIES

F1, S0, W0, C1

F0, S0, W0, C0

F1, S0, W0, C1

F1, S0, W0, C1

CONCRETE:

GENERAL:

1. DETAIL, FABRICATE, AND INSTALL REINFORCING IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301, ACI 117, AND THE "CRSI MANUAL OF STANDARD PRACTICE."

REINFORCING STEEL:

PRODUCTS:

1. REINFORCING STEEL: ASTM A615, GRADE 60, DEFORMED

EXECUTION:

1. PROVIDE THE MINIMUM CONCRETE COVER FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE (NON-

PRESTRESSED) AS INDICATED IN THE TABLE BELOW.

MINIMUM CONCRETE CLEAR COVER

BAR SIZE

ALL

CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH

LOCATION

#6 & LARGER

CONCRETE EXPOSED TO EARTH OR WEATHER

CLEAR COVER

3"

2"

#5 & SMALLER 1 1/2"

#14 & LARGERSLABS, WALLS, OR JOISTS NOT EXPOSED TO

WEATHER OR IN CONTACT WITH THE GROUND

1 1/2"

#11 & SMALLER 3/4"

ALL

BEAM AND COLUMN TIES & STIRRUPS NOT EXPOSED

TO WEATHER OR IN CONTACT WITH GROUND

1 1/2"

GENERAL:

1. DETAIL, FABRICATE, AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE FOLLOWING PROVISIONS:

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

B. AISC 360 - "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"

C. RCSC's - "SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS"

2. COMPLY WITH THE FOLLOWING PROVISIONS FOR ALL WELDED JOINTS:

A. AWS D1.1 - "STRUCTURAL STEEL WELDING CODE"

3. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360 SECTION J2.2b.

STRUCTURAL STEEL:

EXECUTION:

1. DO NOT CUT OR DAMAGE EXISTING REINFORCEMENT. PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED TO REINFORCED CONCRETE USING POST-INSTALLED ANCHORS, LOCATE ALL REINFORCEMENT AND CONFIRM CONTRACTIBILITY OF ANCHOR LOCATIONS. SHOULD CONFLICTS WITH REINFORCEMENT OCCUR, SUBMIT ALTERNATE ANCHOR LOCATIONS AND REVISED STEEL FABRICATIONS TO

ARCHITECT FOR REVIEW AND APPROVAL.

PRODUCTS:

1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATED BELOW (UNO):

W SHAPES AND WT SHAPES A992, GR 50 (S75)

TYPE ASTM SPECIFICATION

ANGLES & CHANNELS A36

PLATES & BARS

A36

A572, GR 50 (WHERE INDICATED)

HSS SECTIONS A500 GR B

HIGH STRENGTH BOLTS

(AS INDICATED IN DETAILS)

A325 OR F1582 (TWIST-OFF TYPE)

ANCHOR RODS F1554 GR 36

F1554 GR 55 (WHERE INDICATED)

COMMON/MACHINE BOLTS A307, GR A

GENERAL

1. FABRICATE AND INSTALL STEEL DECK ACCORDING TO THE FOLLOWING PROVISIONS:

A. ROOF DECK: ANSI/SDI RD-2017, "STANDARDS FOR STEEL ROOF DECK."

B. COMPOSITE FLOOR DECK: ANSI/SDI C-2017, "STANDARDS FOR COMPOSITE STEEL FLOOR DECK-SLAB."

C. WELDING OF STEEL DECK: AWS D1.3, "SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES."

STEEL DECK:

PRODUCTS

1. STEEL ROOF DECK: PROVIDE AND INSTALL ROOF AS NOTED ON THE STEEL DECK SCHEDULE. SUBSTITUTIONS MUST BE EQUAL OR BETTER TO THE PRODUCT SPECIFIED, AND MUST BE SUBMITTED TO THE DESIGN TEAM FOR

APPROVAL.

EXECUTION

1. EXAMINE SUPPORTING FRAME AND FIELD CONDITIONS FOR COMPLIANCE WITH REQUIREMENTS FOR INSTALLATION TOLERANCES AND OTHER CONDITIONS AFFECTING PERFORMANCE. PROCEED WITH INSTALLATION ONLY AFTER

UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED.

A. RUN UNITS CONTINUOUS OVER THREE OR MORE SPANS.

B. PROVIDE 2" MINIMUM DECK BEARING AT ALL SUPPORTS.

2. INSTALL DECK PANELS AND ACCESSORIES ACCORDING TO ANSI/SDI STANDARDS AND MANUFACTURER'S WRITTEN

INSTRUCTIONS.

3. INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS AS REQUIRED TO MEET DEFLECTION LIMITATIONS.

GENERAL

1. FABRICATE AND INSTALL COLD-FORMED METAL FRAMING ACCORDING TO THE FOLLOWING PROVISIONS:

A. AISI S100, "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS".

B. AISI S200, "NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL FRAMING".

C. WELDING OF COLD-FORMED METAL FRAMING: AWS D1.3, "SPECIFICATIONS FOR WELDING SHEET STEEL IN

STRUCTURES."

COLD-FORMED METAL FRAMING:

PRODUCTS

1. PROVIDE GALVANIZED COLD-FORMED STEEL STUDS, TRACKS, AND FURRING CHANNELS CONFORMING WITH ICC-ES #3064P, "PRODUCT TECHNICAL GUIDE" BY THE STEEL STUD MANUFACTURERS ASSOCIATION AND THE FOLLOWING:

A. MATERIAL SPECIFICATION:

a. 16 GAGE AND THICKER: ASTM A653, GRADE 50 OR ASTM A1003, GRADE 50, TYPE H

b. 18 GAGE AND THINNER: ASTM A653, GRADE 33 OR ASTM A1003, GRADE 33, TYPE H

B. MINIMUM SECTION PROPERTIES: BASED ON ICC-ES #3064P, "PRODUCT TECHNICAL GUIDE" BY THE STEEL STUD

MANUFACTURERS ASSOCIATION.

EXECUTION

1. INSTALL COLD-FORMED STEEL FRAMING ACCORDING TO AISI S200 AND TO MANUFACTURER'S WRITTEN

INSTRUCTIONS.

OPEN WEB STEEL JOISTS:

1. DESIGN, DETAILING, FABRICATION, AND ERECTION OF OPEN-WEB STEEL JOIST SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. DESIGN SHALL COMPLY WITH THE CURRENT BUILDING CODE AND WITH LOADS SHOWN ON

THE GENERAL NOTES AND ON THE LOADING PLANS.

2. SHOP DRAWINGS (STAMPED AND SIGNED BY A LICENSED STRUCTURAL OR CIVIL ENGINEER IN THE STATE OF IDAHO) AND CALCULATIONS FOR OPEN-WEB STEEL JOISTS SHALL BE SUBMITTED FOR APPROVAL TO THE ARCHITECT OR

STRUCTURAL ENGINEER PRIOR TO FABRICATION.

3. NON-COMPOSITE LONGSPAN STEEL JOISTS, NOTED AS TYPE "LH", SHALL COMPLY WITH SJI-LH/DLH-2015 STANDARD

SPECIFICATION FOR LONGSPAN STEEL JOISTS, 2015.

4. NON-COMPOSITE K-SERIES STEEL JOISTS, NOTED AS TYPE "K", SHALL COMPLY WITH SJI 100-2015 STANDARD

SPECIFICATION FOR K-SERIES.

5. BEARING SEAT DEPTH TO BE DETERMINED BY THE CONTRACTOR AND COORDINATED WITH THE STEEL, CMU AND BEARING METAL STUD SUBCONTRACTORS TO DETERMINE TOP OF STEEL ELEVATIONS FOR STRUCTURE

SUPPORTING OPEN WEB STEEL JOISTS.

6. DESIGN ALL OWSJ FOR THE FOLLOWINGS MAXIMUM DEFLECTIONS:

A. TOTAL DEFLECTION < L/240

B. LIVE LOAD / SNOW LOAD DEFLECTION < L/360

7. STEEL JOIST SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER FOR APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION AND SHALL INDICATE NUMBER, TYPE, LOCATION, SPACING AND ANCHORAGE OF ALL STEEL

JOISTS. SHOP DRAWINGS MUST ALSO INCLUDE THE PROPOSED CAMBER OF ALL JOISTS.

8. PROVIDE MEP PIPE SUPPORT LOCATION AND ATTACHMENT SUBMITAL TO SEOR IF ATTACHED TO OWSJ.

P d

DRIFT LENGTH

DEAD LOAD

LIVE / FLAT ROOF SNOW LOAD / MINIMUM SNOW LOAD

SNOW DRIFT

WIND UPLIFT

BEND-CHECK

OR ADD-LOAD

AXIAL LOAD AXIAL LOAD

JOIST SCHEDULE (ASD)

JOIST TYPE

JOIST

DEPTH

DESIGN LOADS, PLF CONCENTRATED DESIGN LOAD, LB

DEAD

LOAD

ROOF

LIVE

LOADS

SNOW LOAD NET

WIND

UPLIFT

(ASD)

BEND-

CHECK

ADD-

LOAD

AXIAL

P f

P d

DRIFT

LENGTH

JOIST

DESIGNATION

OWSJ-01

OWSJ-02

JOIST

SPACING

1. DEAD LOADS LISTED ARE SUPERIMPOSED LOADS. SELF-WEIGHT OF JOISTS ARE NOT INCLUDED

2. WIND UPLIFT VALUES PROVIDED ARE SERVICE-LEVEL (ASD) NET WIND UPLIFTS (PLF) FROM ASCE 7-16, SECTION 30.4.

3. FOR ADD-LOAD, DESIGN JOIST FOR CONCENTRATED LOADS LOCATED AT ANY ONE PANEL POINT ALONG THE

JOIST. ADD LOADS SHOULD BE CONSIDERED AS DEAD LOADS.

4. FOR BEND-CHECK, DESIGN JOIST TOP CHORD FOR ADDITIONAL BENDING STRESSES RESULTING FROM

CONCENTRATED LOADS LOCATED AT ANY LOCATION ALONG CHORD.

6. COMBINE FLAT ROOF SNOW LOAD (Pf) AND DRIFT LOAD (Pd). DRIFT LOADS INDICATED SHOULD BE APPLIED

TO BOTH ENDS OF JOIST U.N.O.

8. BEARING SEAT NOTED IS NOMINAL AND DOES NOT ACCOUNT FOR SLOPED SEAT

REQUIREMENTS. COORDINATE FINAL BEARING SEAT DEPTH WITH STEEL FABRICATOR.

5. AXIAL LOADS PROVIDED ARE FROM WIND PRESSURE OR SEISMIC COLLECTOR FORCES THAT ARE ALREADY

FACTORED TO ASD OMEGA (Ω) LEVEL.

9. POINT LOADS SHOWN ON PLANS ARE VERTICAL SERVICE LEVEL (ASD) LOADS. THEY ARE

SHOWN AS TOTAL LOAD/LIVE LOAD.

12. VENDOR SHALL DETAIL BRIDGING AND WEB COMPONENTS OF JOISTS TO ENFORCE YIELDING OF THE

TOP AND BOTTOM CHORDS FOR LOADING IN THE UPWARD AND DOWNWARD DIRECTIONS.

10. SEE PLAN FOR ADDITIONAL LOADING APPLIED TO SPECIFIC JOISTS.

K-SERIES

P min

7. MINIMUM ROOF SNOW LOAD (P

min

) IS A SEPARATE UNIFORM LOAD CASE. IT NEED NOT BE USED IN DETERMINING

OR IN COMBINATION WITH DRIFT,UNBALANCED, OR PARTIAL LOADS.

24"

24"

7'-6" MAX

7'-6" MAX

LH-SERIES

OWSJ-03 LH-SERIES 24" 3'-10" MAX

4,000

4,000

2,000

2,000

2,000

2,000

1,000

1,000

1,000

11. ALL OWSJ TO HAVE 5" BEARING SEATS. EXCEPT AS INDICATED IN NOTE 8.

OWSJ-04 K-SERIES 18" 7'-0" MAX245 175 4,000140 3,0001,000

MIN

PANEL

POINTS

PER PLAN

SEE PLAN

SEE PLAN

SEE PLAN

SEE PLAN

SEE PLAN

SEE PLAN

SEE PLAN

SEE PLAN

BLAST

UPLIFT (AT

CONNECTION)

23,300

18,000

17,900

11,600

412 E. Park Center Blvd, Suite 200

Boise, ID 83706

O: 208.336.6985 www.kpff.com

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

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

CONSTRUCT PRIMARY

CARE / MENTAL HEALTH

BUILDING

BOISE VA MEDICAL CENTER - BOISE, ID

531-325

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(360) 223 - 8994

RAY SPEES, PRESIDENT

07/23/2021

MEDICAL CENTER DIRECTOR

Approved: CHIEF, FACILITY MANAGEMENT SERVICE S-001

GENERAL STRUCTURAL NOTES

CH/JW SG

R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A MS

1 2 0 3 3

R

STRUCTURAL OBSERVATIONS:

1. KPFF WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE REQUIREMENTS OF CHAPTER 17 OF THE CODE AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL NOTIFY ARCHITECT AND PROVIDE ACCESS FOR KPFF TO PERFORM THESE OBSERVATIONS.

2. KPFF WILL ISSUE AN OBSERVATION REPORT TO ARCHITECT FOR DISTRIBUTION TO THE OWNER AND CONTRACTOR. OBSERVATION REPORT WILL IDENTIFY

WORK OBSERVED AND ANY WORK NOT IN CONFORMANCE WITH CONTRACT DOCUMENTS.

3. STRUCTURAL OBSERVATION IS TO VERIFY GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS. STRUCTURAL OBSERVATIONS DO NOT REPLACE THE

NEED FOR SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE CODE.

SPECIAL INSPECTION AND TESTING:

1. SPECIAL INSPECTION WILL BE PROVIDED BY A THIRD-PARTY TESTING AGENCY, RETAINED BY THE OWNER TO VERIFY COMPLIANCE WITH ITEMS SUMMARICED IN

THE STATEMENT OF SPECIAL INSPECTION.

2. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE INSPECTIONS.

STRUCTURAL OBSERVATIONS

ITEM

A. FOUNDATIONS

B. CONCRETE WALLS

C. STEEL FRAME

D. LATERAL FORC RESISTING SYSTEM

E. STEEL DECK DIAPHRAGMS

TIMING/FREQUENCY OF OBSERVATION

PRIOR TO FIRST CONCRETE PLACEMENT, AFTER REINFORCING IS

INSTALLED AND TIED.

PRIOR TO FIRST CONCRETE WALL PLACEMENT. AFTER REINFORCING

IS INSTALLED AND TIED.

AFTER EACH LEVEL OF STEEL IS ERECTED, PRIOR TO

APPLICATION OF FIRE PROOFING.

AFTER STTL DECK IS INSTALLED AND ATTACHED TO STRUCTURE.

PRIOR TO ROOFING ISTALLATION.

AFTER EACH LEVEL OF STEEL IS ERECTED PRIOR TO APPLICATION OF

FIRE PROOFING.

412 E. Park Center Blvd, Suite 200

Boise, ID 83706

O: 208.336.6985 www.kpff.com

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

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

CONSTRUCT PRIMARY

CARE / MENTAL HEALTH

BUILDING

BOISE VA MEDICAL CENTER - BOISE, ID

531-325

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(360) 223 - 8994

RAY SPEES, PRESIDENT

07/23/2021

MEDICAL CENTER DIRECTOR

Approved: CHIEF, FACILITY MANAGEMENT SERVICE S-002

SPECIAL INSPECTIONS 1 OF 2

CH/JW SG

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

VERIFYING WELDER QUALIFICATIONS - X COPY OF QUALIFICATION CARDS

VERIFYING USE OF PROPER WELDING

PROCEDURE SPECIFICATIONS

- X

COPY OF WELDING PROCEDURE

SPECIFICATIONS

MATERIAL VERIFICATION OF WELD FILLER

METALS

1705.3.1

- X MANUFACTURER'S CERTIFIED TEST REPORTS

INSPECTION OF REINFORCING STEEL WELDING

TB 1705.3(2)

1705.3.1

ACI 318: 26.6.4

AWS D1.4: 7

- - EXCEPT AS NOTED OTHERWISE

INSPECT REINFORCEMENT, INCLUDING

EMBEDMENTS AND PRESTRESSING TENDONS,

AND VERIFY PLACEMENT.

TB 1705.3(1)

1705.3 1908.4

ACI 318: 20, 25.2-25.3,

26.6.1-26.6.3, 26.8, 26.13.3

- X

TOLERANCE AND REINFORCING PLACEMENT

PER ACI 318: 26.6

CONCRETE

INSPECTION IN FABRICATION SHOP 1704.2.5 - - -

WHERE FABRICATION OF STRUCTURAL,

LOAD-BEARING OR LATERAL LOAD-RESISTING

MEMBERS OR ASSEMBLIES IS BEING

PERFORMED ON THE PREMISES OF A

FABRICATOR'S SHOP, SPECIAL INSPECTION OF

THE FABRICATED ITEMS SHALL BE AS

REQUIRED BY TABLE 2 AND AS REQUIRED

ELSEWHERE IN THE STATEMENT OF SPECIAL

INSPECTIONS. REFERENCE SECTION 1704.2.5.1

FOR APPROVED FABRICATOR EXCEPTION.

FABRICATION

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY (NOTE 6)SYSTEM OR MATERIAL

INSPECTION

REMARKS

TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS

VERIFY USE OF PROPER MATERIALS, DENSITIES

AND LIFT THICKNESSES DURING PLACEMENT

AND COMPACTION OF COMPACTED FILL.

X -

PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS.

- X

VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL.

- X

VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

TB 1705.6

1705.6

GEOTECHNICAL

REPORT

- X

BY THE CONTRACTOR

SOILS

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY (NOTE 6)SYSTEM OR MATERIAL

INSPECTION

REMARKS

TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

INSPECT REINFORCING STEEL MECHANICAL

COUPLERS, TERMINATORS AND FORM SAVERS

ICC/IAPMO

EVALUATION

REPORTS

- X

VISUALLY INSPECT FOR CORRECT ASSEMBLY

AND LOCATION

INSPECT FORMWORK FOR SHAPE, LOCATION

AND DIMENSIONS OF THE CONCRETE MEMBER

BEING FORMED.

TB 1705.3(12)

1705.3

ACI 318: 26.11.1.2(b) - X -

VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

TB 1705.3(8)

1705.3 1908.9

ACI 318: 26.5.3-26.5.5,

26.13.3

- X -

VERIFY CURING METHOD AND DURATION OF

CURING FOR EACH MEMBER.

- ACI 318: 26.13.3.3(b) - X -

PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE

CONCRETE.

TB 1705.3(6)

1908.10

ASTM C 172

ASTM C 31

ACI 318: 26.4, 26.12

X - -

VERIFY USE OF REQUIRED DESIGN MIX.

TB 1705.3(5)

1705.3 1908.2 1908.3

ACI 318: 19,

26.4.3-26.4.4, 26.13.3

- X -

MECHANICAL ANCHORS, ADHESIVE

ANCHORS, AND ADHESIVE REINFORCING

DOWELS NOT DEFINED ABOVE.

TB 1705.3 (4.b)

ACI 355.4

ICC/IAPMO

EVALUATION REPORT

ACI 318: 17.8.2, 26.13.3

X

(NOTE 7)

ALL ANCHORS SHALL BE VISUALLY INSPECTED

ADHESIVE ANCHORS AND ADHESIVE

REINFORCING DOWELS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

TB 1705.3 (4.a)

ACI 355.4

ICC/IAPMO

EVALUATION REPORT

ACI 318: 17.8.2.4,

26.13.3

X -

REFER TO ANCHOR CALLOUTS FOR

SUSTAINED TENSION (ST) DESIGNATION

INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS:

INSPECT ANCHORS CAST IN CONCRETE WAC 51-50-1705 ACI 318 17.8.2 - X ALL ANCHORS SHALL BE VISUALLY INSPECTED

INSPECT ALL OTHER WELDS

TB 1705.3

(2.c)

X -

ALL WELDS VISUALLY INSPECTED PER AWS

D1.4: 7.5

INSPECT SINGLE PASS FILLET WELDS,

MAXIMUM 5/16"

TB 1705.3

(2.b)

- X -

VERIFY WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A 706.

TB 1705.3

(2.a)

AWS D1.4

ACI 318: 26.6.4

- X CERTIFIED MILL TEST REPORTS

FASTENERS ARE PRETENSIONED IN

ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING

SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGES

X - -

FASTENER COMPONENT NOT TURNED BY

THE WRENCH PREVENTED FROM

ROTATING

X - -

JOINT BROUGHT TO SNUG-TIGHT

CONDITION PRIOR TO THE

PRETENSIONING OPERATION

X - -

FASTENER ASSEMBLIES, OF SUITABLE

CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED

AS REQUIRED

1705.2

AISC 360: TB N5.6-2

AISC 360: N5.6

X - -

INSPECTION TASKS DURING BOLTING:

PROPER STORAGE PROVIDED FOR BOLTS,

NUTS, WASHERS AND OTHER FASTENER

COMPONENTS

X - -

PRE-INSTALLATION VERIFICATION TESTING

BY INSTALLATION PERSONNEL OBSERVED

AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

X - -

CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF

SPECIFIED, MEET APPLICABLE

REQUIREMENTS

X - -

PROPER BOLTING PROCEDURE FOR JOINT

DETAIL

X - -

PROPER FASTENERS SELECTED FOR THE

JOINT DETAIL (GRADE, TYPE, BOLT LENGTH

IF THREADS ARE TO BE EXCLUDED FROM

SHEAR PLANE)

X - -

FASTENERS MARKED IN ACCORDANCE

WITH ASTM REQUIREMENTS

X - -

MANUFACTURER'S CERTIFICATIONS

AVAILABLE FOR FASTENER MATERIALS

1705.2

AISC 360: TB N5.6-1

AISC 360: N5.6

- X -

INSPECTION TASKS PRIOR TO BOLTING:

DOCUMENT ACCEPTANCE OR REJECTION

OF WELDED JOINT OR MEMBER

- X -

REPAIR ACTIVITIES - X -

BACKING REMOVED AND WELD TABS

REMOVED (IF REQUIRED)

- X -

K-AREA - X -

ARC STRIKES - X -

WELDS MEET VISUAL ACCEPTANCE

CRITERIA: CRACK PROHIBITION,

WELD/BASE-METAL FUSION, CRATER

CROSS SECTION, WELD PROFILES, WELD

SIZE, UNDERCUT, POROSITY

- X -

SIZE, LENGTH AND LOCATION OF WELDS - X -

WELDS CLEANED

1705.2

AISC 360: TB N5.4-3

AISC 360: N5.4

X - -

INSPECTION TASKS AFTER WELDING:

WELDING TECHNIQUES: INTERPASS AND

FINAL CLEANING, EACH PASS WITHIN

PROFILE LIMITATIONS, EACH PASS MEETS

QUALITY REQUIREMENTS

X - -

WPS FOLLOWED: SETTINGS ON WELDING

EQUIPMENT, TRAVEL SPEED, SELECTED

WELDING MATERIALS, SHIELDING GAS

TYPE/FLOW RATE, PREHEAT APPLIED,

INTERPASS TEMPERATURE MAINTAINED

(MIN./MAX.), PROPER POSITION (F, V, H, OH)

X - -

ENVIRONMENTAL CONDITIONS: WIND

SPEED WITHIN LIMITS, PRECIPITATION AND

TEMPERATURE

X - -

NO WELDING OVER CRACKED TACK WELDS X - -

CONTROL AND HANDLING OF WELDING

CONSUMABLES: PACKAGING, EXPOSURE

CONTROL

X - -

USE OF QUALIFIED WELDERS

1705.2

AISC 360: TB N5.4-2

AISC 360: N5.4

X - -

INSPECTION TASKS DURING WELDING:

CHECK WELDING EQUIPMENT - - FABRICATOR OR ERECTOR SHALL OBSERVE

FIT-UP OF FILLET WELDS: DIMENSIONS

(ALIGNMENT, GAPS AT ROOT),

CLEANLINESS (CONDITION OF STEEL

SURFACES), TACKING (TACK WELD

QUALITY AND LOCATION), BACKING TYPE

AND FIT (IF APPLICABLE)

X - -

CONFIGURATION AND FINISH OF ACCESS

HOLES

X - -

FIT-UP OF GROOVE WELDS (INCLUDING

JOINT GEOMETRY): JOINT PREPARATION,

DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL), CLEANLINESS

(CONDITION OF STEEL SURFACES),

TACKING (TACK WELD QUALITY AND

LOCATION), BACKING TYPE AND FIT (IF

APPLICABLE)

X - -

WELDER IDENTIFICATION SYSTEM X - -

MATERIAL IDENTIFICATION (TYPE/GRADE) X - -

MANUFACTURER CERTIFICATIONS FOR

WELDING CONSUMABLES AVAILABLE

- X -

WELDING PROCEDURE SPECIFICATIONS

(WPS) AVAILABLE

1705.2

AISC 360: TB N5.4-1

AISC 360: N5.4

- X -

INSPECTION TASKS PRIOR TO WELDING:

STEEL

OBSERVE PERFORM

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY (NOTE 8)SYSTEM OR MATERIAL

INSPECTION

REMARKS

4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.

3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION

OF THE REPORTS.

2. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE

BUILDING OFFICIAL.

1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.

FOR SEISMIC DESIGN CATEGORY C, D, E AND F STRUCTURES, THE CONTRACTOR IS RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR SEISMIC FORCE-RESISTING SYSTEM, OR A WIND OR SEISMIC FORCE-RESISTING COMPONENT LISTED IN TABLES 2C, 3 AND 4. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE

CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

CONTRACTOR RESPONSIBILITY:

10. THE SPECIAL INSPECTION SCHEDULE AND PROCUREMENT IS THE RESPONSIBILITY OF THE CONTRACTOR AND NOT THE VA.

9. INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND INSPECTING AGENCY. ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE

CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE.

8. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT.

- SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE MINIMUM NUMBER OF ANCHORS

WERE INSPECTED.

- INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS.

- FOR EACH ANCHOR TYPE AND SIZE, INSPECTOR SHALL BE ONSITE TO CONTINUOUSLY INSPECT A MINIMUM OF THE FIRST 10 ANCHORS INSTALLED BY EACH INSTALLER FOR CONFORMANCE WITH ICC/IAPMO EVALUATION REPORT. PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER MANUFACTURER'S INSTRUCTIONS, PROVIDE PERIODIC INSPECTION ON A MINIMUM OF 10% OF THE NEXT 1000 ANCHORS BY EACH INSTALLER AND A MINIMUM OF 5% OF THE REMAINING ANCHORS BY EACH INSTALLER. INSPECTIONS SHALL OCCUR A MINIMUM OF ONCE PER WEEK AT A RANDOM TIME WHILE ANCHOR INSTALLATION IS ONGOING. ANY NON-COMPLIANCE ISSUES SHALL RESET THE INSPECTION REQUIREMENTS TO TEN (10) CONTINUOUS INSPECTIONS. NON-COMPLIANT ANCHORS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD FOR REVIEW AND

SHALL BE BROUGHT INTO COMPLIANCE BY EITHER TESTING OR RE-INSTALLATION.

- FOR ALL ANCHORS, PRIOR TO CONCEALMENT, VERIFY: ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR SPACING AND EDGE DISTANCE.

7. WHERE PERIODIC INSPECTION IS ALLOWED IN ACCORDANCE WITH THE ANCHOR ICC/IAPMO EVALUATION REPORT, INSPECTIONS SHALL BE AS FOLLOWS:

6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE

WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE

INSPECTION REPORTS HAVE BEEN CORRECTED.

4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON

DISCOVERY.

3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY A QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E 329 (MATERIALS), ASTM D 3740 (SOILS), ASTM C 1077 (CONCRETE), AND ASTM E 543 (NON-DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE COR A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1.

SDI QA/QC-2011

TMS 402-13, 602-13

RCSC 2009

341-10

AISC 360-10

ASTM CURRENT EDITION

AWS CURRENT EDITION

AWC SDPWS 2015

ACI 318-14

IBC 2018

2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS:

1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN NOTE 2. REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS.

STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES:

CONTINUE ON SHEET S-003

R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A MS

1 2 0 3 3

R

412 E. Park Center Blvd, Suite 200

Boise, ID 83706

O: 208.336.6985 www.kpff.com

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

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

CONSTRUCT PRIMARY

CARE / MENTAL HEALTH

BUILDING

BOISE VA MEDICAL CENTER - BOISE, ID

531-325

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(360) 223 - 8994

RAY SPEES, PRESIDENT

07/23/2021

MEDICAL CENTER DIRECTOR

Approved: CHIEF, FACILITY MANAGEMENT SERVICE S-003

SPECIAL INSPECTIONS 2 OF 2

CH/JW SG

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING - CONTINUED

INSTALLATION OF VIBRATION ISOLATION

SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC

DESIGN CATEGORY C, D, E OR F WHERE THE

CONSTRUCTION DOCUMENTS REQUIRE A

NOMINAL CLEARANCE OF 0.25 INCHES OR LESS

BETWEEN THE EQUIPMENT SUPPORT FRAME

AND RESTRAINT

1705.12.6 - - X

INSTALLATION OF OTHER SEISMIC SUPPORTS

FOR DESIGNATED MECHANICAL SYSTEMS AND

THEIR COMPONENTS

- - X

INSTALLATION OF EQUIPMENT USING

COMBUSTIBLE ENERGY SOURCES

1705.12.4

- - X

INSTALLATION OF FIRE PROTECTION SPRINKLER

SYSTEM

1705.12 - - X

INSTALLATION AND ANCHORAGE OF HVAC

DUCTWORK DESIGNED TO CARRY HAZARDOUS

MATERIALS

1704.3.2 1705.12.6

- - X

SEISMIC RESTRAINT OF BUILDING

MECHANICAL COMPONENTS IS A CONTRACTOR

RESPONSIBILITY AND IS LISTED HERE FOR

INFORMATION ONLY. REFERENCE

MECHANICAL FOR FURTHER INFORMATION.

BUILDING MECHANICAL AND PLUMBING

INSTALLATION OF OTHER SEISMIC SUPPORTS

FOR DESIGNATED MECHANICAL SYSTEMS AND

THEIR COMPONENTS

- - X

INSTALLATION OF EQUIPMENT USING

COMBUSTIBLE ENERGY SOURCES

1705.12.4

- - X

INSTALLATION AND ANCHORAGE OF PIPING

SYSTEMS DESIGNED TO CARRY HAZARDOUS

MATERIALS AND ASSOCIATED MECHANICAL

UNITS

1704.3.2 1705.12.6

- - X

SEISMIC RESTRAINT OF PROCESS

MECHANICAL COMPONENTS IS A CONTRACTOR

RESPONSIBILITY AND IS LISTED HERE FOR

INFORMATION ONLY. REFERENCE

MECHANICAL FOR FURTHER INFORMATION.

PROCESS MECHANICAL AND PLUMBING

INSTALLATION OF OTHER SEISMIC SUPPORTS

FOR DESIGNATED ELECTRICAL SYSTEMS AND

THEIR COMPONENTS

1705.12.6 - - X

INSTALLATION OF VIBRATION ISOLATION

SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC

DESIGN CATEGORY C, D, E OR F WHERE THE

CONSTRUCTION DOCUMENTS REQUIRE A

NOMINAL CLEARANCE OF 0.25 INCHES OR LESS

BETWEEN THE EQUIPMENT SUPPORT FRAME

AND RESTRAINT

1705.12.6 1705.12.8

- - X

ANCHORAGE OF ALL ELECTRICAL EQUIPMENT IN

SEISMIC DESIGN CATEGORY E OR F ONLY

- - X

ANCHORAGE OF ELECTRICAL EQUIPMENT FOR

EMERGENCY OR STANDBY POWER SYSTEMS 1704.3.2

1705.12.6

- - X

SEISMIC RESTRAINT OF ELECTRICAL

COMPONENTS IS A CONTRACTOR

RESPONSIBILITY AND IS LISTED HERE FOR

INFORMATION ONLY. REFERENCE ELECTRICAL

FOR FURTHER INFORMATION.

ELECTRICAL

INSTALLATION OF OTHER SEISMIC SUPPORTS

FOR DESIGNATED ARCHITECTURAL SYSTEMS

AND THEIR COMPONENTS

1704.3.2 1705.12.5

- - X

REFERENCE ARCHITECTURAL FOR

INFORMATION

INSTALLATION AND ANCHORAGE OF STORAGE

RACKS

1704.3.2 1705.12.7

ASCE 7: 15.5.3 - X FOR RACKS OVER 8 FEET IN HEIGHT

ERECTION AND FASTENING OF EXTERIOR

NONBEARING WALLS IN BUILDINGS MORE THAN

30 FEET IN HEIGHT

- - X

ERECTION AND FASTENING OF INTERIOR

NONBEARING WALLS WEIGHING MORE THAN 15

PSF IN BUILDINGS MORE THAN 30 FEET IN

HEIGHT

- - X

INSTALLATION AND ANCHORAGE OF CLADDING

AND INTERIOR/EXTERIOR VENEER WEIGHING

MORE THAN 5 PSF IN BUILDINGS MORE THAN 30

FEET IN HEIGHT

1704.3.2 1705.12.5

- - X

INSTALLATION AND ANCHORAGE OF ACCESS

FLOORS

1704.3.2 1705.12.5.1

- - X

REFERENCE ARCHITECTURAL FOR

INFORMATION

ARCHITECTURAL

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCYSYSTEM OR MATERIAL

TESTING

REMARKS

* TABLE N2 - REQUIRED NONSTRUCTURAL SPECIAL INSPECTIONS

FOR SEISMIC RESISTANCE

INSTALLATION 1705.18 - - X RECORD DEVICE LOCATION(S)

SMOKE CONTROL SYSTEMS

INSTALLATION 1705.17 - - X -

FIRE-RESISTANT PENETRATIONS AND JOINTS

INSTALLATION 1705.16 - X - -

EXTERIOR INSULATION AND FINISH SYSTEMS

APPLICATION - X

SURFACE CONDITIONS

1705.14 1705.15

ICC/IAPMO

EVALUATION

REPORT

- X

SPECIAL INSPECTIONS APPLY TO

CLEANLINESS OF STEEL, PRODUCT NAME AND

TYPE, MATERIAL EXPIRATION DATE, AMBIENT

CONDITIONS, APPLICATION PROCEDURES, AND

MATERIAL THICKNESS, DENSITY AND BOND

STRENGTH

SPRAYED FIRE-RESISTANT MATERIALS AND INTUMESCENT FIRE-RESISTANT COATINGS

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCYSYSTEM OR MATERIAL

TESTING

REMARKS

TABLE N1 - REQUIRED ARCHITECTURAL SPECIAL INSPECTIONS

MT OF THE ENDS OF FLANGE WELDS FROM

WHICH WELD TABS HAVE BEEN REMOVED

AISC 341: J6.2f

AWS D1.1: 6.14.4

EACH LOCATION -

MT OF THE WELD AND ADJACENT AREA IN A

REDUCED BEAM SECTION (RBS) PLASTIC HINGE

REGION REPAIRED BY WELDING

AISC 341: J6.2e

AWS D1.1: 6.14.4

EACH LOCATION -

MT OF THERMALLY CUT SURFACES OF BEAM

COPES AND ACCESS HOLES AT WELDED SPLICES

AND CONNECTIONS WHEN THE FLANGE

THICKNESS EXCEEDS 1-1/2" FOR ROLLED

SHAPES OR THE WEB THICKNESS EXCEEDS 1-1/2"

FOR BUILT-UP SHAPES

AISC 341: J6.2d

AWS D1.1: 6.14.4

EACH LOCATION -

UT OF BASE METAL THICKER THAN 1-1/2"

SUBJECT TO THROUGH-THICKNESS WELD

SHRINKAGE STRAINS

AISC 341: J6.2c

AWS D1.1: 6.13 &

6.14.3

BEHIND AND ADJACENT

TO EACH WELD

MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT)

TESTING OF COMPLETE JOINT PENETRATION

GROOVE (CJP) WELDS IN MATERIALS 5/16" THICK

AND GREATER

AISC 341: J6.2b

MT - AWS D1.1: 6.14.4

UT - AWS D1.1: 6.13 &

6.14.3

UT 100% OF WELDS

MT 25% OF WELDS

REFER TO DRAWINGS FOR LOCATIONS

MT OF K-AREA OF ROLLED WIDE FLANGE

COLUMN WEBS ADJACENT TO

DOUBLER/CONTINUITY PLATE WELDS

1705.13.1

AISC 341: J6.2a

AWS D1.1: 6.14.4

EACH PLATE LOCATION -

STEEL

COMPONENT TESTING INCLUDING MOUNTING

SYSTEMS OR ANCHORAGE IF CERTIFICATES OF

COMPLIANCE ARE NOT AVAILABLE

1705.13 1705.13.2 1705.13.3

ASCE 7: 13.2 - X

SEISMIC RESTRAINT OF MECHANICAL AND

ELECTRICAL COMPONENTS IS A CONTRACTOR

RESPONSIBILITY AND IS LISTED HERE FOR

INFORMATION ONLY. REFERENCE

MECHANICAL AND ELECTRICAL FOR FURTHER

INFORMATION.

MECHANICAL AND ELECTRICAL

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY

SYSTEM OR MATERIAL

TESTING

REMARKS

TABLE N4 - REQUIRED NONSTRUCTURAL TESTING FOR SEISMIC

RESISTANCE

LEAKAGE, PRESSURE DIFFERENTIAL, FLOW

MEASUREMENT AND DETECTION AND CONTROL

VERIFICATION

1705.18 -

DETERMINED BY

JURISDICTION

SMOKE CONTROL SYSTEMS

THICKNESS 1705.15

AWCI TECHNICAL

MANUAL 12-B

ASTM D1182

REFERENCE ARCHITECTURAL FOR ADDITIONAL

INFORMATION

INTUMESCENT FIRE-RESISTANT COATINGS

BOND STRENGTH AT STRUCTURAL FRAMING

MEMBERS

1705.14.6.2

EACH TYPE OF

STRUCTURAL MEMBER

FOR EACH 2500 SQ FT OF

FLOOR AREA EACH FLOOR

LEVEL

BOND STRENGTH AT FLOOR, ROOF, AND WALL

ASSEMBLIES

1705.14.6.1

ASTM E 736

EACH 2500 SQ FT OF

SPRAYED AREA EACH

FLOOR LEVEL

REFERENCE ARCHITECTURAL FOR ADDITIONAL

INFORMATION

DENSITY 1705.14.5 -

THICKNESS AT STRUCTURAL FRAMING MEMBERS

TEST A MINIMUM OF 25%

OF THE STRUCTURAL

MEMBERS AT EACH LEVEL

THICKNESS AT FLOOR, ROOF, AND WALL

ASSEMBLIES

1705.14.4

ASTM E 605

NOT LESS THAN (4)

MEASUREMENTS FOR

EACH 1000 SQ FT OF

SPRAYED AREA EACH

FLOOR LEVEL

REFERENCE ARCHITECTURAL FOR ADDITIONAL

INFORMATION

SPRAYED FIRE-RESISTANT MATERIALS

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY

SYSTEM OR MATERIAL

TESTING

REMARKS

TABLE N3 - NONSTRUCTURAL TESTING

R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A MS

1 2 0 3 3

R

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

T.O. SOG

EL XXX'-XX"

T.O.F.

EL XXX'-XX"

S S

A

B

C

D

E

F

G

H

I

J

K

L

2 3 4 6" 44'-3"

9" 15'-7 1/2" 15'-7 1/2"

9"

44'-3" 6"

SS311

M

SE303

H SS6x6x1/4

H SS6x6x1/4

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 5/

H SS6x

6x 5/

H SS6x

6x 5/

H SS6x

6x 5/

H SS6x

6x 1/

H SS6x

6x 5/

H SS6x

6x 5/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x6x1/2

H SS6x6x1/2

4" SOG W/ #4 @ 1'-6" OC

EA WAY PER .

PROVIDE CONTROL

JOINTS PER .

SS311

SS312

CONC STEM

WALL, TYP

SE303

SE303

SE304

SE304

SE304

SE304

SE301

F6.0

(97'-0")

F6.0

(97'-0")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(98'-6")

F6.0

(95'-6")

F9.0

(99'-0")

F10.5

(99'-0")

F10.5

(99'-0")

F9.0

(99'-0")

F10.5

(98'-6")

F10.5

(98'-6")

F10.5

(99'-0")

F10.5

(99'-0")

F9.0

(99'-0")

F9.0

(99'-0")

BLAST HARDENED

METAL STUD PARTITION

WALL PER

CONC STEM

WALL, TYP

CONC STEM

WALL, TYP

2'-9" 2'-9"

#7 @ 12" OC

TOP & BOT

#7 @ 12" OC

TOP & BOT

2'-9" 2'-9"

2'-0" THICK

CONC FTG

2'-0" THICK

CONC FTG

(6) #7 TOP &

BOT

(6) #7 TOP

& BOT

4'-0" 4'-0"

#8 @ 12" OC TOP

& BOT

2'-8" THICK

CONC FTG

(8) #8 BOT & (8) #8 TOP

BARS

SD402

TYP BTWN

COL FTGS

CONT FTG BTWN PAD FTGS

PER . TOP OF FTG

ELEV = 98'-6", TYP UNO

5/SD402

CONT FTG BTWN PAD FTGS

PER . TOP OF FTG

ELEV = 98'-6", TYP UNO

5/SD402

CONT FTG BTWN PAD FTGS

PER . TOP OF FTG

ELEV = 98'-6", TYP UNO

5/SD402

CONT FTG BTWN PAD FTGS

PER . TOP OF FTG

ELEV = 98'-6", TYP UNO

5/SD402

SD402

TYP UNO

T.O. SOG

EL = 100'-0"

(7) #7 TOP & BOT

#7 @ 12" OC

TOP & BOT

2'-0" THICK

CONC FTG

SD402

TYP BTWN

COL FTGS

(7) #7 TOP & BOT

#7 @ 12" OC

TOP & BOT

2'-0" THICK

CONC FTG

4'-0" 4'-0"

(7) #7 TOP & BOT

#7 @ 12" OC

TOP & BOT

2'-0" THICK

CONC FTG

(7) #7 TOP & BOT

#7 @ 12" OC

TOP & BOT

2'-0" THICK

CONC FTG

4'-0" 4'-0"

(98'-6")

(98'-6")

(98'-6")

(98'-6")

(98'-6")

(99'-0") (99'-0")

(98'-6")

(98'-6")

5'-0"

5'-6" 5'-6"

2'-8" THICK

CONC FTG

(10) #8 BOT

& (12) #6

TOP BARS

#8 @ 12" OC TOP

& BOT

#8 @ 12" OC TOP &

BOT(10) #8 BOT & (10) #7

TOP BARS

4'-0"4'-0"

(6) #8 BOT &

(6) #5 TOP

BARS

2'-0" THICK

CONC FTG

#8 @ 12" OC

TOP & BOT

SD401

L.2

2.1 2.92.51.1 3.9

TYP

B.8

/2 SB201

MATCH LINE

SS312

A.1

4'-0" 4'-0"

4'-0" 4'-0"

14'-0"

T.O.F.

EL = 95'-6"

T.O.F.

EL = 95'-6"2

T.O.F.

EL = 97'-0"

3'-0"

T.O.F.

EL = 97'-0"

COORDINATE

LOCATION OF UTILITY

WITH PLUMBING

T.O.F.

EL = 97'-0"

T.O.F.

EL = 95'-6"

T.O.F.

EL = 97'-0"

COORDINATE LOCATION OF

UTILITY WITH PLUMBING

CSW-12

CSW-12

CSW-12

CSW-12

C S

W -1

C S

W -1

C

S W

-1

CSW-12CSW-16CSW-12

C S

W -1

C

S W

-1

SE302

10'-0"

H SS6x6x1/4

F4.0

(99'-0")

UTILITY TO GO UNDER FTG PER

DETAIL AT THIS LOCATION.

COORDINATE LOCATION OF UTILITY

WITH PLUMBING.

/3 SD401

SD402

SD402

TYP

UNO

SD402

TYP

UNOSD401

TYP

SD402

SE302

HSS JAMB PER

ELEVATION

HSS JAMB PER

ELEVATION

/1 SD402

/4 SD402

SD402

TYP

SD402

TYP

UNO

SD401

SD401

TYP

HSS JAMB PER

ELEVATION

HSS JAMB PER

ELEVATION

HSS JAMB PER

ELEVATION

HSS JAMB PER

ELEVATION

HSS JAMB PER

ELEVATION

SS313

SD402

COORDINATE WITH

ELECTRICAL DRAWINGS

LOCATION AND ELEVATIONS

OF ELECTRICAL CONDUIT

/1 SD601

B -S

T U

D -6

B -S

T U

D -6

B -S

T U

D -6

B -S

T U

D -6

B -S

T U

D -8

B -S

T U

D -8

B -S

T U

D -6

B-STUD-6

B-STUD-6

B-STUD-6

B-STUD-8

B-STUD-6

B-STUD-6

B-STUD-6

B-STUD-6

T.O.F.

EL = 97'-0"

16'-6"

T.O.F.

EL = 97'-0"

SS313

PROJECT

NORTH

TYP @

ENTRY/DOOR

T.O.F.

EL = 98'-6"

SD401

8 TYP @ COL IN

STEM WALL

SD401

8 TYP @ COL IN

STEM WALL

TYP @

ENTRY/DOOR

T.O.F.

EL = 98'-6"

T.O.F.

EL = 98'-6"

SD602

3 SD602

3"

3"

3"

3"

3"

3"

3"

3"

3"

2"

3"

3"

19'-6 3/4" 8'-6" 8'-6"

" 2

1'-2 1/2" 8'-5" 8'-6" 4'-5"

" 2

" 2

3"

3"

3"

3"

3"

3"

3"

3"

3"

2"

3"

3"

13'-6" 13'-9 1/2"

13'-9 1/2" 13'-6"

4"

4"

4"

4"

2'-8"

3"3

6'-9 1/2"

3"

6'-9 1/2" 3'-0"

3" 3"

3"3"

3" 3"

3"

3"

3" 3"3

"3

2"

HSS JAMB PER ELEVATION

FOUNDATION PLAN NOTES

1. FOR TYPICAL CONCRETE DETAILS SEE SHEET &

2. FOR OPENINGS IN SLAB ON GRADE SEE

3. WHERE BELOW GRADE UTILITIES RUN ABOVE OR BELOW FOOTING SEE .

UTILITIES MUST GO ABOVE OR BELOW FOOTINGS AND NOT THROUGH THE

FOOTINGS.

4. INDICATES FOOTING TYPE PER FOOTING SCHEDULE AND PER

5. (XXX'-XX") INDICATES TOP OF FOOTING ELEVATION

OR

6. INDICATES TOP OF SLAB ON GRADE ELEVATION

100'-0" = 2,725.85 FT MSL ELEVATION PER CIVIL

7. INDICATES HSS COLUMN

8. INDICATES FRAME BRACE.

INDICATES FRAME BRACE BELOW.

9. INDICATES STEP IN FOOTING PER DETAIL

10. FOR TYPICAL EXTERIOR WALL FRAMING SEE

11. CSW-X INDICATES CONCRETE STEM WALL SIZE AND REINFORCEMENT PER SCHEDULE

IN DETAIL . SEE ARCHITECTURAL DRAWINGS FOR EXTENTS OF STEM

WALL TYPES.

12. B-STUD-X INIDICATES INTERIOR BLAST METAL STUD WALL TYPE PER SCHDULE IN DETAIL

13. SEE LANDSCAPE DRAWINGS FOR LIGHT POLE LOCATIONS. FOR LIGHT POLE

FOUNDATION REQUIREMENTS SEE DETAIL

F#

FOOTING SCHEDULE

DIMENSIONS

TYPE MARK REINFORCING

WIDTHLENGTH DEPTH

F6.0

F9.0

6'-0"

9'-0"

6'-0"

9'-0"

1'-0"

1'-2"

(6) - #5 EW

(8) - #6 EW

3/SD402

3/SD401

9/SD401

1/SD601

SD401 SD402

/5 SD402

F4.0 4'-0" 4'-0" 1'-0" (4) - #5 EW

F10.5 10'-6" 1'-4" (8) - #7 EW10'-6"

4/SD401

1/SD601

8/SD402

L

2 3

M

N

L.2

2.1 2.92.5

H SS6x

6x 1/

H SS6x

6x 1/

H SS6x6x1/2

H SS6x6x1/2

4" SOG W/ #4 @ 1'-6" OC

EA WAY

(98'-6")

(98'-6")

(98'-6")

F6.0 (98'-6")

F6.0

MATCH LINE

/1 SB201

CSW-8

C S

W -8

C S

W -8

SD402

SD402

SD402

SD402

3"

3"

412 E. Park Center Blvd, Suite 200

Boise, ID 83706

O: 208.336.6985 www.kpff.com

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

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

CONSTRUCT PRIMARY

CARE / MENTAL HEALTH

BUILDING

BOISE VA MEDICAL CENTER - BOISE, ID

531-325

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(360) 223 - 8994

RAY SPEES, PRESIDENT

07/23/2021

MEDICAL CENTER DIRECTOR

Approved: CHIEF, FACILITY MANAGEMENT SERVICE SB201

FOUNDATION PLAN

CH/JW SG

1/8" = 1'-0"1

FOUNDATION PLAN

1/8" = 1'-0"2

VESTIBULE PARTIAL FOUNDATION PLAN

R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A MS

1 2 0 3 3

R

B.O. DECK

EL = X'-X"

A

B

C

D

E

F

G

H

I

J

K

L

2 3 4

SS311

M

SE303

OWSJ 01 OWSJ 02 OWSJ 01

W21x93 W21x44 W21x50

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

W24x94 (LFRS)

OWSJ 01

OWSJ 02

OWSJ 02

OWSJ 02

OWSJ 02

OWSJ 02

OWSJ 02

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

OWSJ 01

W24x94 (LFRS)

OWSJ 01

W21x44 (LFRS)

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W21x44 (LFRS)

W x

L F

R S

W x

L F

R S

W x

L F

R S

W21x44 (LFRS)

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x (L

F R

S

W10x12

W x

W x

W18x35

W x

W x

L F

R S

W21x44 (LFRS)

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

W x

L F

R S

D1

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

OWSJ 03

D2

22'-0"

D1

D2

W18x35

MECH UNIT

MECHANICAL. MAX

WEIGHT = 28,000 LBS

SS311

SS312

6" 44'-3" 9" 15'-7 1/2" 15'-7 1/2" 9" 44'-3" 6"

W14x22

OWSJ 03

SE303

SE303

SE304

SE304

SE304

SE304

W21x44 (LOW) W21x44 (LOW) W16x26 (LOW)

SE301

W x

W x

BLAST HARDENED

PARTITION WALL

BELOW. FOR TOP OF

WALL CONN SEE

DETAIL

EQ EQ EQ EQ

EQ EQ EQ EQ

W x

EQ EQ EQ EQ

SD502

TYP BTWN

OWSJ CONN

SD502

TYP OWSJ

TO HSS COL

NOTE WF BEAMS ARE 5"

BELOW B.O. DECK ELEVATION,

TYP WHERE OWSJ BEARS ON

BEAM

SD502

TYP OWSJ TO WF

@ PERIMETER

NOTE WF BEAMS ARE 5" BELOW

B.O. DECK ELEVATION, TYP

WHERE OWSJ BEARS ON BEAM

B.O. DECK

EL = 113'-7 1/2"

B.O. DECK

EL = 113'-7 1/2"

B.O. DECK

EL = 113'-7 1/2"

B.O. DECK

EL = 113'-7 1/2"

B.O. DECK

EL = 116'-6"

TYP UNO

B.O. DECK

EL = 116'-6"

TYP UNO

B.O. DECK

EL = 114'-6"

B.O. DECK

EL = 114'-6"

SD502

TYP OWSJ TO

WF @ INT

SD502

TYP OWSJ TO WF

@ PERIMETER

W x

W x

OWSJ 01 OWSJ 01

W x

G A

P

S

E

IS

M

IC

W x

L F

R S

OWSJ 01

B .F

B

.F

B.F. B.F.

B .F

B .F

B.F.

B .F

B

.F

B.F. B.F.

W x

L F

R S

W x

L F

R S

L.2

2.1 2.92.51.1 3.9

B.8

OWSJ 01

SS312

MATCH LINE

/2 SF202

A.1

OWSJ 01OWSJ 01

B.O. DECK

EL = 114'-6"

B.O. DECK

EL = 114'-6"

B.O. DECK

EL = 114'-6"

EQ EQ EQ EQ EQ EQ EQ EQ

W14x22 W14x22

W16x40 (LFRS)

W x

W18x35

W18x35

W18x35 W18x35

W x

W x

W x

W x

W x

W x

SD502

SD502

W x

L F

R S

W16x40 (LFRS)

(L F

R S

(L

F R

S

W x

W x

W10x12

W10x12

W x

W x

W10x12

W x

W x

W10x12

W10x12 W x

W x

W10x12

W10x12

W x 2W x

SKYLIGHT PER ARCH

LOCATE PER ARCH

DRAWINGS, TYP

W x

W10x12

W x

W x

W10x12

W x 2 W10x12 W10x12W x

W10x12

W x

W x

W10x12W x

W10x12

W x

W x

W10x12

W10x12

SE302

SE302

SD505

W12x14 (LOW)

W21x44

SD504

OWSJ 01 OWSJ 02 OWSJ 01

OWSJ 01

OWSJ 03 OWSJ 03

OWSJ 03 OWSJ 03

SD504

SD504

WELDED DRAG

CONNECTION

PER /3 SD503

SD504

SD504

B.O. DECK

EL = 116'-6" 1

SS313

____ W12x14

W x

W x 4W12x14

OWSJ 01

SD504

TYP @

WF TO

OWSJ

W12x14

W x

W x

W12x14

B.O. DECK

EL = 116'-6"

W14x22

W14x22

W x

L F

R S

W x

L F

R S

OWSJ 01

W x

W x

W x

W x

TYP UNO

B.O. DECK

EL = 116'-6"

B.O. DECK

EL = 116'-6"

SD502

BLAST HARDENED METAL

STUD WALL BELOW

7'-9"

7'-9"

7'-9" 7'-9"

" 1

M

IN

M

IN

MIN

6'-0"

MIN

6'-0"

LINE INDICATES EDGE

OF METAL STUD TRUSS

OVERBUILD, TYP

25'-5 11/16"

Pd = 31 psf

P d p s f

P d p s f

P d…