Attachment 7 Drawings 4 of 11 Structural.pdf

GENERAL STRUCTURAL NOTES

SHEET INDEX

S-001

S-002

SF101

SF501

GENERAL

DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN

ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION CONTRACT AND SHALL BE PROVIDED BY THE

CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL APPLY AS

SHOWN OR DESCRIBED IN THE DETAILS AND NOTES. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT

ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER

CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND

CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO

CONSTRUCTION.

DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL NOTIFY THE

ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO PROCEEDING. NOTES ON INDIVIDUAL

STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL STRUCTURAL NOTES. DIMENSIONS NOTED IN THE

DRAWINGS SHALL BE FOLLOWED. DO NOT SCALE DRAWINGS.

SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS.

ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, NON-

BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC.

CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING FOR APPROVAL PRIOR TO FABRICATION AND

CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS

REQUIREMENT.

CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM.

CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS REQUIRED TO

PERFORM WORK.

CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL NOT BE REMOVED

UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS, AND MATERIALS

HAVE ACHIEVED DESIGN STRENGTH.

EXISTING CONDITIONS: CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS

PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS

ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. EXISTING CONDITIONS SHOWN ON DRAWINGS ARE

BASED EITHER ON SITE OBSERVATIONS, ORIGINAL DRAWINGS, OR WERE ASSUMED BASED ON EXPECTED

CONDITIONS. IF EXISTING CONDITIONS DO NOT CLOSELY MATCH CONDITIONS SHOWN ON DRAWINGS, OR IF

EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY ENGINEER PRIOR TO

COMMENCING ANY WORK.

STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6

SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING

OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULE.

CODES

BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE

DRAWINGS, SPECIFICATIONS AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, AS AMENDED BY THE

STATE OF WASHINGTON.

STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED IN

THE 2015 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE.

DESIGN CRITERIA

FLOOR DESIGN DATA:

IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN:

UNIFORM CONCENTRATED SUPERIMPOSED

LIVE LOAD LIVE LOAD DEAD LOAD REDUCIBLE

(PSF) (LBS) (PSF) (SEE NOTE)

WALKWAY (UNO) 60 - NO

SNOW DESIGN DATA:

ROOF SNOW LOAD 25 PSF MIN UNIFORM SNOW

LOAD IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010

WIND DESIGN DATA:

ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27

TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2)

BASIC WIND SPEED V = 115 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1C)

EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3)

INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1)

ENCLOSURE CLASSIFICATION OPEN (ASCE 7 SECTION 26.10.1)

DIRECTIONALITY FACTOR K

d

= 0.85 : MWFRS (ASCE 7 TABLE 26.6-1)

TOPOGRAPHIC FACTOR K

zt

= 1.0 (ASCE 7 SECTION 26.8)

GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1)

EARTHQUAKE DESIGN DATA:

SEISMIC-FORCE-RESISTING SYSTEM: CANTILEVERED COLUMN SYSTEM DETAILED TO CONFORM TO THE

REQUIREMENTS FOR TIMBER FRAMES AT COVERED WALKWAY

ANALYTICAL PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE (COVERED WALKWAY)

SEISMIC RESPONSE COEFFICIENT: C

S

= 0.652

(ASCE 7 SECTION 12.8.1.1)

SEISMIC IMPORTANCE FACTOR I

e

1.5 (ASCE 7 TABLE 1.5-2)

SITE CLASS D (ASCE 7 SECTION 11.4.2)

S S

= 1.468 g (ASCE 7 SECTION 11.4.1)

S

= 0.565 g (ASCE 7 SECTION 11.4.1)

S

DS

= 0.978 g (ASCE 7 SECTION 11.4.4)

S D1

= 0.565 g (ASCE 7 SECTION 11.4.4)

SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6)

RESPONSE MODIFICATION COEFFICIENT R = 1.5 (ASCE 7 TABLE 12.2-1)

GEOTECHNICAL

ALLOWABLE SOIL PRESSURE, LATERAL EARTH PRESSURE, AND SOIL PROFILE TYPE ARE ASSUMED AND

THEREFORE MUST BE VERIFIED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER OR INSPECTOR. IF SOILS ARE

FOUND TO BE OTHER THAN ASSUMED OR FOUND TO BE EXPANSIVE, NOTIFY THE CONTRACTING OFFICER FOR

POSSIBLE FOUNDATION REDESIGN.

FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT

LEAST 18" BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. FOOTING DEPTHS AND ELEVATIONS SHOWN ON

DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN

FIELD. BACKFILL BEHIND ALL WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE

DRAINAGE IN AN APPROVED MANNER.

SOIL PROFILE TYPE SITE CLASS "D"

ALLOWABLE VERTICAL DESIGN PRESSURE 1,500 PSF

SUBMITTALS

SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR CONSTRUCTION OF THESE

ITEMS:

STRUCTURAL STEEL

CONCRETE MIX DESIGN

CONCRETE REINFORCING EMBEDDED ITEMS IN CONCRETE

CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES ARE

CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL

MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW SUFFICIENT

TIME FOR REVIEW.

SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP

DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR

UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND

INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE

DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE

DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.

RENOVATION:

DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.

SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE

TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE POSSIBLE AND AS NOTED ON

DRAWINGS. SAW-CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED.

DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.

CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS SHALL BE LIMITED TO 40

PSF.

1. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY

SAWCUTTING WHEREVER POSSIBLE. ALL NEW OPENINGS SHALL BE SAWCUT NEAT AND CLEAN; NO

OVERCUTTING AT OPENING CORNERS SHALL BE ALLOWED, UNLESS NOTED OTHERWISE. AS REQUIRED, CORE

DRILL CORNERS AND CHIP, GRIND, OR CUT THE CORNERS TO PROVIDE REQUIRED DIMENSIONS.

2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY

OPENINGS.

3. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING.

EXISTING REBAR SCANNING: THE GENERAL CONTRACTOR SHALL SELECT THE APPROPRIATE SCANNING METHODS

BASED ON CONSTRUCTION MEANS AND METHODS REQUIRED TO INSTALL POST-INSTALLED ANCHORS IN

ACCORDANCE WITH DETAILS. GROUND-PENETRATING RADAR, X-RAY, AND MAGNETIC-BASED METHODS ARE ALL

ACCEPTABLE METHODS OF SCANNING. HOWEVER, CERTAIN METHODS MAY HAVE LIMITATIONS AND THE

APPROPRIATE METHODS AND EQUIPMENT MUST BE DETERMINED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.

DO NOT CUT, DAMAGE, OR REMOVE EXISTING REBAR TO INSTALL ANCHORS.

CONCRETE:

REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS, EXCEPT AS MODIFIED BELOW:

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE"

ACI 311 "GUIDE FOR CONCRETE INSPECTION"

ACI SP-15* "FIELD REFERENCE MANUAL"

*A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES.

MATERIALS:

CEMENT ASTM C150, C595

*AGGREGATES ASTM C33

ADMIXTURES ASTM C260, C494, C1017

* *FLY ASH ASTM C618, CLASS F OR C

*AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33

APPENDIX XI SHALL NOT BE USED. THE 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75.*

*MAXIMUM LOSS ON IGNITION SHALL BE 1%.

CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT

SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW BY ENGINEER

PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED THE FOLLOWING CRITERIA:

TYPE OF CONSTRUCTION SPECIFIED COMPRESSIVE MAXIMUM EXPOSURE CLASS

STRENGTH (f 'c) WATER/CEMENT (ACI 318-14 TABLES

AT 28 DAYS, UNO RATIO 19.3.1.1 AND 19.3.2.1)

CONCRETE EXPOSED TO WEATHER 4,500 PSI 0.45 F2, S0, W0, C1

INTERIOR SLAB AND WALL INFILL 4,000 PSI 0.55 F1, S0, W0, C1

CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED

TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND

SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER

AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING

STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF

RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS.

CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE.

ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE

COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM

CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED.

ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING WITH

ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS

FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN ACCORDANCE

WITH ASTM C173.

WATER/CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME.

MAXIMUM AGGREGATE SIZE SHALL BE 3/4"

SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND

INCLUDED IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX

DESIGN. SLUMP SHALL CONFORM TO ASTM C94.

BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE NEW

CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE

WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES.

NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT LESS

THAN THE MATERIAL ON WHICH IT IS PLACED UPON.

CONCRETE REINFORCEMENT

REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS OF

THEFOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW:

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI SP-66 "ACI DETAILING MANUAL"

ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

CRSI "PLACING REINFORCING BARS"

CRSI "MANUAL OF STANDARD PRACTICE" MSP-1

MATERIALS:

DEFORMED BARS ASTM A615, GRADE 60

BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1

3. IF MILL TEST REPORTS ARE NOT AVAILABLE, REINFORCEMENT SHALL BE TESTED PER THE SPECIFICATIONS AT

THE CONTRACTOR'S EXPENSE.

REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL

BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE

PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE.

CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE:

SLABS ON GRADE 2" BOTTOM

EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER)

FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES)

CONCRETE ANCHORAGE

EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S

INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED

BELOW, UNLESS NOTED OTHERWISE.

HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), DEWALT SCREW-BOLT+

(ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027).

SHALLOW EMBEDMENT MECHANICAL ANCHORS TO THE UNDERSIDE OF CONCRETE SLABS SHALL BE HILTI HDI-P TZ

(ESR-4236) EXPANSION ANCHORS OR DEWALT MINI-UNDERCUT+ UNDERCUT ANCHOR (ESR-3912).

POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR

REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER.

PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO OR ICC-

ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.

NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES

SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY.

STEEL

REFERENCE STANDARDS: STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING

DOCUMENTS:

AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

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

AWS D1.1 "STRUCTURAL WELDING CODE - STEEL"

AISC 348 "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS"

MATERIALS:

TYPE OF MEMBER ASTM SPECIFICATION YIELD

PLATES, ANGLES, CHANNELS A36 36 KSI

THREADED RODS (TR) AND BARS

ANCHOR RODS (AR) F1554 GRADE 36, WELDABLE

LOAD-INDICATING WASHERS F959, TYPE A325

WELDING: ALL WELDS SHALL COMPLY WITH AWS D1.1. WELDS SHALL BE MADE USING LOW HYDROGEN E70XX

ELECTRODES. ONLY AWS PREQUALIFIED WELDED JOINTS SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL

WELDING WITH AWS A2.4 STANDARD SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE

WELD SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS.

ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V-NOTCH TOUGHNESS OF

20 FT.-LBS. AT 0 DEGREES F. IN ADDITION TO MEETING THE ABOVE REQUIREMENTS, ALL WELDS INDICATED AS

"DEMAND CRITICAL" SHALL BE MADE WITH MATERIAL WITH A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 40 FT-LBS

AT 70 DEGREES F. SEE AISC 341-10 CHAPTER A AND AWS D1.8 SECTION 6.3 FOR ADDITIONAL REQUIREMENTS.

PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO

CONSTRUCTION.

WELDS SHOWN ON DRAWINGS ARE FOR FINAL CONNECTIONS. UNLESS FIELD WELD SYMBOLS ARE SHOWN, CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN

ORDER TO FACILITATE STEEL ERECTION.

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL JOINT PREPARATIONS AND WELDING PROCEDURES, INCLUDING

ROOT OPENINGS AND FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, WELD ACCESS HOLES, TAPERS, AND SURFACE ROUGHNESS.

WELDER CERTIFICATION: AWS OR WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO).

ANCHOR RODS SHALL BE INSTALLED TO AISC SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK WASHERS OR JAM

NUTS AT THE TOP. AT THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, TACK-WELDED NUT OR DOUBLE NUT. NO

HEATING OR BENDING OF ANCHOR RODS IS PERMITTED. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING IS

NOT PERMITTED. BASE PLATE HOLES FOR ANCHOR RODS SHALL BE AS SHOWN BELOW

AR MAXIMUM HOLE MINIMUM WASHER MINIMUM WASHER

DIAMETER DIAMETER DIAMETER THICKNESS

5/8" 1 1/16" 1 1/2" 3/16"

3/4" 1 5/16" 2" 1/4"

7/8" 1 9/16" 2 1/2" 5/16"

1" 1 13/16" 3" 3/8"

WOOD

REFERENCE STANDARDS: WOOD SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS:

AITC TCM "TIMBER CONSTRUCTION MANUAL"

ANSI/AWC NDS "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"

ANSI/AWC SDPWS " SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC"

ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM

NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 OR CURRENT ICC-ES REPORT ESR-1539, UNLESS OTHERWISE

NOTED. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL

DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON

WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO NDS SECTION 12.1.4, AND INSTALLATION OF BOLTS

SHALL CONFORM TO NDS SECTION 12.1.3.

WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE

NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW.

ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS

AT 12" OC STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION

2308.3 (EMBED 7"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.229" PLATE WASHERS SHALL BE USED WITH ALL SILL

PLATE ANCHOR BOLTS PER IBC SECTION 2308.3.2 AND SDPWS SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-

UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16d @ 12"oc STAGGERED.

FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER

MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID

BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS

TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL

ALL MULTI-JOIST BEAMS TOGETHER WITH 16d @ 12" OC STAGGERED.

ROOF, FLOOR & WALL SHEATHING SHALL BE APA RATED, STRUCTURAL I PLYWOOD OR ORIENTED STRAND BOARD

(OSB) IN CONFORMANCE WITH IBC SECTION 2303.1.5. SHEATHING SHALL BE MANUFACTURED UNDER THE

PROVISIONS OF VOLUNTARY PRODUCT STANDARDS PS 1-09, PS 2-10, OR APA PRP-108 PERFORMANCE STANDARDS

AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING

REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF

24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA

SPECIFICATION AFG-01.

ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AS

SHOWN ON THE DRAWINGS. INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT

UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-

GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES

AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" OC. AT BLOCKED

FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH

EDGE NAILING SPECIFIED.

ALL PRESSURE-TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS SHALL BE PRESSURE-TREATED

WITH COPPER AZOLE CA-B (HEM-FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-C FOR DOUGLAS-FIR, OR ACQ-D FOR

HEM-FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA)

PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SEE GENERAL

STRUCTURAL NOTES BELOW FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH

PRESSURE-TREATED MEMBERS. INSTALL (2) LAYERS OF ASPHALT-IMPREGNATED BUILDING PAPER BETWEEN

UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY.

SAWN LUMBER: SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING OR

INSPECTION AGENCY APPROVED BY AN ACCREDITATION BODY COMPLYING WITH US DEPARTMENT OF COMMERCE

PS20. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH

W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. SAWN LUMBER SPECIES AND GRADES

SHALL BE AS FOLLOWS:

JOISTS: (2x MEMBERS) DOUGLAS FIR NO. 2

Fb = 900 PSI, Fv = 180 PSI, E = 1600 KSI

(3x AND 4x MEMBERS) DOUGLAS FIR NO. 1

Fb = 1000 PSI, Fv = 180 PSI, E = 1700 KSI

BEAMS AND STRINGERS: DOUGLAS FIR NO. 1

(INCLUDING 6x AND LARGER MEMBERS) Fb = 1350 PSI, Fv = 170 PSI, E = 1600 KSI

POSTS: (4x MEMBERS) DOUGLAS-FIR NO. 1

Fc = 1500 PSI, E = 1700 KSI

(6x AND LARGER MEMBERS) DOUGLAS FIR NO. 1

Fc = 1000 PSI, E = 1600 KSI

STUDS, PLATES, LEDGERS & DOUGLAS FIR NO. 2

MISCELLANEOUS LIGHT FRAMING: Fb = 900 PSI, E = 1600 PSI, Fc = 1350 PSI, Ft = 575 PSI

SF102

SF103

NONSTRUCTURAL COMPONENTS (EQUIPMENT SUPPORT ANCHORAGE)

R p

= 2.5 (ASCE 7 TABLE 13.5-1)

a p

= 1.0 (ASCE 7 SECTION 13.5-1)

I = 1.5 (ASCE 7 SECTION 13.5-1)

ARCHITECTURAL COMPONENT COEFFICIENTS:

p

SF103

SF104

SF502

GENERAL STRUCTURAL NOTES AND SHEET INDEX

ABBREVIATIONS AND SPECIAL INSPECTION SCHEDULES

LEVEL BASEMENT PLAN

COVERED WALKWAY FOUNDATION PARTIAL PLAN

COVERED WALKWAY ROOF FRAMING PLAN

COVERED WALKWAY SECTIONS

TYPICAL SECTIONS AND DETAILS

TYPICAL SECTIONS AND DETAILS

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

F

E T

TA

IN

O

GT

N

O WASH

IGE

EEN

O

R

LNA

P

FOR

SSE

I N

GNELARUTCUR

TS

E R

NI

E

100% CD 06/25/2021

GENERAL STRUCTURAL NOTES AND

SHEET INDEX

S-001

EPPPNC06/25/2021

AutoCAD SHX Text P

AutoCAD SHX Text A

AutoCAD SHX Text U

AutoCAD SHX Text L

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text H

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text C

AutoCAD SHX Text R

AutoCAD SHX Text O

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AutoCAD SHX Text E

AutoCAD SHX Text K

AutoCAD SHX Text C

AutoCAD SHX Text 06/25/21

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

F

E T

TA

IN

O

GT

N

O WASH

IGE

EEN

O

R

I N

GNELARUTCUR

TS

E R

NI

E

100% CD 06/25/2021

ABBREVIATIONS AND SPECIAL

INSPECTION SCHEDULES

S-002

EPPPNC06/25/2021

SPECIAL INSPECTION SCHEDULE

STRUCTURAL STEEL SPECIAL INSPECTION

SPECIAL INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

REFERENCED

STANDARD

CONTINUOUS PERIODIC

IBC

REFERENCE

1. INSPECT ANCHORS POST-INSTALLED

IN HARDENED CONCRETE MEMBERS

ACI 318: 17.8.2.4 -

SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION.

TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK.

DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE

CONTRACT DOCUMENTS.

O - OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS.

FREQUENCY OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE

WITH THE APPLICABLE DOCUMENTS.

P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N

QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N.

X

- X ACI 318: 17.8.2 -

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY

OR UPWARDLY INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS

NOT DEFINED IN 4.a

SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON SHEET S001 FOR SEISMIC-FORCE RESISTING-SYSTEMS.

SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ACCORDANCE WITH THE

FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE-RESISTING SYSTEM NEED ONLY BE INSPECTED IN

ACCORDANCE WITH NON-SEISMIC TABLES.

WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE

ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION

PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE

SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR

TO THE COMMENCEMENT OF WORK.

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY

- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

- X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS - X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL

X -

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY

- X

REFERENCE

STANDARD

IBC

REFERENCE

1705.6

1705.6

1705.6

1705.6

1705.6

PERIODICCONTINUOUS

a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f'

C

, IN ACCORDANCE WITH ACI 318-14 SECTION 26.12.

b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT

TIMES FRESH CONCRETE IS SAMPLED.

c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f' c

, IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER

SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE.

CONCRETE

TESTS

2. VERIFY USE OF REQUIRED DESIGN MIX

ACI 318:

CH. 19, 26.4.3, 26.4.4

X

1904.1, 1904.2, 1908.2, 1908.3, 1908.10

3. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE

ASTM C 172

ASTM C 31

ACI 318: 26.4, 26.12

1908.10

PLYWOODPLWD

APA AMERICAN PLYWOOD ASSOCIATION

BLKG BLOCKING

PENNYWEIGHT (NAILS)d

BC

DS

BOF

CA

DRAG STRUT

CONCRETE (EXPANSION) ANCHOR

BOTTOM CHORD

EPOXY (ADHESIVE) ANCHOR

BOTTOM OF FOOTING

PA

NLG

GRD

HDR

POWDER ACTUATED

GIRDER

NAILING

HEADER

TOW

TC

SHTHG

TOP OF WALL

SHEATHING

TOP CHORD

TWS THREADED WELDED STUD

THREADED RODTR

SJI STEEL JOIST INSTITUTE

POUNDS PER CUBIC FOOTPCF

MILES PER HOURMPH

IJ ISOLATION JOINT

HIGH STRENGTH BOLTHSB

DEEPDP

DEMOLISH, DEMOLITIONDEMO

DIVIDER BEAM, DROPPED BEAMDBAMERICAN SOCIETY OFASCE

AMERICAN IRON ANDAISI

ELEV ELEVATOR

JOIST

JOINT

JST

K

JT

POUND

LEVEL

KSI

LB, #

LEV

L

LL

LLH

LONGIT

LOC

LLV

LF

KSF

KIP (1,000 LB)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH, ANGLE

LINEAL FOOT

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LOCATION, LOCATE

MATERIAL

MINIMUM

MAXIMUM

LSH

MATL

MB

MECH

MIN

MISC

MFR

MAX

NOMINAL

NUMBER

NF

NO, #

NOM

NIC

NS

NTS

OD

OC

N-S

MTL METAL

MECHANICAL

MANUFACTURER

MISCELLANEOUS

NEAR FACE

NOT IN CONTRACT

NORTH-SOUTH

NEAR SIDE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

MACHINE BOLT

LONG SLOTTED HOLE

OPENING

OPPOSITE

PANEL

PLACES

OPP

OPNG

PCC

OSH

PERP

PL

PNL

PLCS

PEN

RADIUS

PS

PSI

PSF

PT

PVC

RD

R, RAD

P.T.

PREFAB

PP, PJP

PRECAST CONCRETE

PENETRATION

PERPENDICULAR

PLATE, PROPERTY LINE

PARTIAL JOINT PENETRATION

PREFABRICATED

PRESTRESSED CONCRETE

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

POINT, PRESSURE TREATED

POLYVINYL CHLORIDE

ROOF DRAIN

POST-TENSIONED

OVERSIZED HOLE

OUTSIDE FACEO.F.

LOW POINTLPT

AB

ACI

AND

AT

ANCHOR BOLT

ADJ

ANCH

ALT

AISC

AR

AWS

ASTM

ARCH

APPROX

ANCHOR ROD

APPROXIMATE

ANCHOR

ALTERNATE

ADDITIONALADDL

AMERICAN WELDING SOCIETY

AMERICAN SOCIETY FOR

ARCHITECT, ARCHITECTURAL

AMERICAN INSTITUTE OF

ADJACENT, ADJUSTABLE

AMERICAN CONCRETE INSTITUTE

BAL

B/

BLDG

BF

BOT

BRG

BTWN

BU

BM

BALANCE

BETWEEN

BEARING

BOTTOM

BEAM

BUILDING

BUILT-UP

BRACED FRAME, BOTTOM FLANGE

BOTTOM OF

C

CANTIL

CC

CAP

CIP

CJ

CLR

CL

CG

CAPACITY

CLEAR

CENTERLINE

CAST-IN-PLACE

CANTILEVER

CONTROL JOINT,

CENTER OF GRAVITY

CENTER-TO-CENTER

CAMBER, CHANNEL

COL

CONC

CONT

CONN

CONST

CU YD

CTR

COORD

CONTR

CUBIC YARD

CENTER, CENTERED

COORDINATE

CONTRACTOR

CONSTRUCTION

CONNECTION

CONCRETE

COLUMN

DBA

DBL

DET

DEG,

DIAG

DIA

DIM

DICA

DIAPH

DIMENSION

DIAPHRAGM

DIAGONAL

DIAMETER

DETAIL

DEGREE

DOUBLE

DEFORMED BAR ANCHOR

CONTINUE, CONTINUOUS

DRILLED-IN CONCRETE ANCHOR

CONCRETE MASONRY UNITCMU

REQUIRED

RETURN

SCHEDULE

SECTION

SHEET

SIMILAR

REQD

REINF

RTN

SCHED

SIM

SHT

SECT

SQUARE

STIFFENER

STIRRUP

STEEL

SUPPORT

SPEC

SPC

SST

STD

SSH

SQ

STL

STIR

STIF

SYMM

SPRT

STRUCT

SOG SLAB ON GRADE

SPACE, SPACED, SPACING

SPECIFICATION

STAINLESS STEEL

SHORT SLOTTED HOLE

STANDARD

STRUCTURAL

SYMMETRICAL, SYMMETRY

REINFORCING

TOP OF

THROUGH

SW

T&B

T/

THK

THRU

TOF

TOS

TOC

TEMP

TYPICAL

WIDTH, WIDE FLANGE

WITH

WOOD

VERTICAL

TYP

UNO

W

WD

WHS

W/

VERT

TRANS

THICK, THICKNESS

TRANSVERSE

UNLESS NOTED OTHERWISE

WELDED HEADED STUD

TOP OF CONCRETE

TOP OF STEEL

TOP OF FOOTING

TOP AND BOTTOM

TEMPERATURE

SHEAR WALL

WEIGHTWT

WP

WWR

WORK POINT

WELDED WIRE REINFORCEMENT

W/O WITHOUT

DO

DN

DWL

DWG

EA

EE

EJ

EL

EF

(E), EXIST

ELEVATION

EACH FACE

EACH END

EACH

EXISTING

DOWEL

DRAWING

DITTO

DOWN

ENGR

ETC

ES

EQUIP

EQ

EMBED

EXP

EW

E-W

FD

EXT

ET CETERA

FLOOR DRAIN

EAST-WEST

EACH WAY

EXPANSION

EXTERIOR

EMBEDMENT

ENGINEER

EQUIPMENT

EACH SIDE

ELECTRICALELEC

EXPANSION JOINT

EARTHQUAKE, EQUAL

FF

FEMA

FDN

FIN

FLG

FLR

FS

FT, '

FTG

GALV

GA

FAR SIDE

GALVANIZED

FEET

FOOTING

GAGE, GAUGE

FOUNDATION

FAR FACE, FINISH FLOOR

FINISH

FLOOR

FLANGE

GEN

GB, GR BM

GRND

HGR

HPT

HK

HORIZ

HIGH POINT

HANGER

HOOK

HORIZONTAL

GROUND

GRADE BEAM

GENERAL

FEDERAL EMERGENCY

INSIDE FACE

INCH

INCLUDE

INFORMATION

INTERIOR

HT

HSS

I.F.

IBC

ID

INFO

INCL

IN, "

INT

HEIGHT

INTERNATIONAL BUILDING CODE

HOLLOW STRUCTURAL SECTION

INSIDE DIAMETER

DEAD LOADDL

REFERENCEREF

PLF POUNDS PER LINEAR FOOT

LONG LEGS BACK TO BACKLLBB

COMPLETE JOINT PENETRATIONCJP, CP

REMAINDERREM

OPEN WEB JOISTOWJ

CONCRETE REINFORCEDCRSI

STAG STAGGER, STAGGERED

MF MOMENT FRAME

CONTROL DENSITY FILLCDF

STEEL CONSTRUCTION

STEEL INSTITUTE

CIVIL ENGINEERS

TESTING AND MATERIALS

CONSTRUCTION JOINT

STEEL INSTITUTE

MANAGEMENT AGENCY

BP BASE PLATE

DESIGN-BUILDD-B

EXT GR EXTERIOR GRADE

GL, GLU LAM GLUE LAMINATED WOOD

GLB GLUE LAMINATED BEAM

HLDN HOLD DOWN

PRCST PRECAST

REBAR REINFORCING STEEL BARS

T&G TONGUE AND GROOVE

LVL LAMINATED VENEER LUMBER

PSL PARALLEL STRAND LUMBER

GWB

HF HEM-FIR

GYPSUM WALL BOARD

FL

FOS

FLUSH LEDGER

FACE OF STUD

OSB

GE GABLE END

ORIENTED STRAND BOARD

SWS SHEAR WALL SCHEDULE

WIJ WOOD I-JOIST

LSL LAMINATED STRAND LUMBER

DIST DISTANCE

THP TENDON HIGH POINT

HD HOLDOWN

AFF ABOVE FINISHED FLOOR

FB FLUSH BEAM

DOUGLAS FIRDF

ABBREVIATIONS

COR CONTRACTING OFFICERS

REPRESENTATIVE

INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING

QAQC

WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE

PP

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

PP

MATERIAL IDENTIFICATION (TYPE/GRADE)

OO

WELDER IDENTIFICATION SYSTEM

OO

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)

OO

FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION

OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION)

OO

CHECK WELDING EQUIPMENT -O

THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR

MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

INSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING

QAQC

USE OF QUALIFIED WELDERS

OO

CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE

CONTROL

OO

NO WELDING OVER CRACKED TACK WELDS

OO

ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION

AND TEMPERATURE

OO

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)

OO

WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE

LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS

OO

REFERENCED

STANDARD

IBC

REFERENCE

1705.2.1

AISC 360 CH. N

& AWS D1.1

REFERENCED

STANDARD

IBC

REFERENCE

1705.2.1

AISC 360 CH. N

& AWS D1.1

WELDING

INSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING

QAQC

WELDS CLEANED

OO

SIZE, LENGTH AND LOCATION OF WELDS

PP

WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY

PP

ARC STRIKES

PP

REPAIR ACTIVITIES

PP

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

PP

REFERENCED

STANDARD

IBC

REFERENCE

1705.2.1

AISC 360 CH. N

& AWS D1.1

INSPECTION TASKS

INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS

SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND

PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION

QAQC

REFERENCED

STANDARD

AISC 360

CH. N

STEEL DETAILS

OO

AutoCAD SHX Text P

AutoCAD SHX Text A

AutoCAD SHX Text U

AutoCAD SHX Text L

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text H

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text C

AutoCAD SHX Text R

AutoCAD SHX Text O

AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text K

AutoCAD SHX Text C

DW

GFI

G F

I

SE

38-0

NW

SE

0-0

S

176-7

S143-3

S

128-9

E

146-6

E

197-4

E

201-0

SE

76-0

SE

114-0

SE

152-0

SE

190-0

SE

179-4

NW

14-9

NW

3-6

SE

152-10

LOW TEMP

B130

STERILIZATION COOL

DOWN

B108

OFFICE

B106

DIRTY PROCESSING

B122

STERILE/

NON-STERILE EQUIP

STORAGE

B110

CLEAN HAC

B110A

MACHINE

B109

CORR

CB-18B

RECEIVING /

BREAKDOWN

B114

CORRIDOR

CB-14

OUTPATIENT LOBBY

CB15A

CORRIDOR

CB-16

CORRIDOR

CB15C

CONFERENCE

B102

CORRIDOR

CB13

CORRIDOR

CB-12

MECHANICAL ROOM

#3

BD-111

AUTOPSY PREP

ROOM

BD-117

CORRIDOR

CB-10

ELECTRICAL

CB15K

SIGNAL

BD-110B

VESTIBULE

BD-110A

TELE

BD-110A

EDUCATION LAB

BD-152

OFFICE

BD-149H

BD-149F

OFFICE

BD-149G

SUPERVISOR OFFICE

BD143F

STAFF

BD-143E

CORRIDOR

CB-15

SPD CORRIDOR

CB-18B

ELEV #10

CB-18C

ELEV #9

CB-18D

STAIR #1

CB-18E

ELEV #6

CB-18F

ELEV #5

CB-18G

STAFF ELEV LOBBY

CB-16A

OFFICE

BA-102I

OFFICE

BA-102J

FEMALE LOCKERS /

TOILET

BA-105

MALE LOCKERS /

TOILET

BA-106

BULK STORAGE

BD-105A

MAIL ROOM

BD-105

OFFICE

BA-103

RME COOR / SPD

SECRETARY

B101

ENDO PROCESSING /

HIGH LEVEL

DISINFECTION

B123

DETERGENT

B117

COORD OFFICE

B115

BREAK

B127

FEMALE STAFF

TOILET / LOCKER /

SHOWER

B129

C L

E A

N

A

N T

E

B

OFFICE

B104

OFFICE

B107

UPGRADE

CART

ELEVATOR

PROVIDE

PROJECTOR

SYSTEM WITH

SPEAKERS

CLEAN SCOPE

STORAGE

B124

MALE STAFF TOILET /

LOCKER / SHOWER

B128

FEMALE STAFF

TOILET / SHOWER

B119

MALE STAFF TOILET /

LOCKER / SHOWER

B120

HAC

B118

Room

B405

PREP AND PACK

B126

OFFICE

B105

DECONTAM

B116

PRZ CLOSET

B116A

S O

I L

E D

A

N T

E

B

ANTE

B112

IMPLANT

B111

SUPPLY CLOSET

D & T

TRUE

NORTH

NURSING

TOWER

AREA SHOWN

BUILDING 100

BASEMENT LEVEL

NE

380-0

NE

342-0

NE

304-0

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

F

E T

TA

IN

O

GT

N

O WASH

IGE

EEN

O

R

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100% CD 06/25/2021

LEVEL BASEMENT PLAN

SF101

EPPPNC06/25/2021

SHEET NOTE:

ALL DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURAL

COMPONENTS ARE BASED ON INFORMATION GATHERED FROM ORIGINAL

DRAWINGS OR CURSORY FIELD MEASUREMENTS AND ARE SHOWN FOR

GENERAL INFORMATION ONLY. CONTRACTOR SHALL FIELD MEASURE AND

VERIFY ALL CONDITIONS PRIOR TO COMMENCING ANY WORK. NOTIFY THE

VA CONTRACTING OFFICER'S REPRESENTATIVE (COR) WHERE CONDITIONS

VARY FROM THOSE SHOWN.

LEVEL BASEMENT PLAN

SCALE: 1/8"=1'-0"

PROJECT

NORTH

GENERAL NOTES

1. SEE ARCHITECTURAL FOR LAYOUT AND

EQUIPMENT LOCATIONS.

KEY PLAN

2. LOCATE EXISTING REINFORCEMENT PRIOR TO CORING

INTO EXISTING CONCRETE SLAB.

3. SEE SF501 FOR TYPICAL DETAILS.

4. SEE B4 AND C4/501 FOR TYPICAL EQUIPMENT ANCHOR

DETAILS FOR USE AT EQUIPMENT WHERE

ANCHORAGE IS NOT SPECIFICALLY NOTED ON THIS

PLAN. EACH PIECE OF EQUIPMENT THAT IS NOT

INTENDED TO BE MOBILE MUST BE ANCHORED.

RECESSED SLAB,

SEE F4/SF501

E4

SF501

WASHER /DISINFECTOR, ENDOSCOPE, (2) LOC

MAX WEIGHT = 1543 LBS

CONNECT SINK BP W/ (4) 1/2" DIA

ADHESIVE ANCHORS W/ 4 1/2" MIN

EMBED TO SOG, TYP SEE C6/SF501

AMSCO 50 3-COMPARTMENT

REPROCESSING SINK, (6) LOC

MAX WEIGHT = 490 LBS

CONNECT SINK BP W/ (4) 1/2" DIA

ADHESIVE ANCHORS W/ 4 1/2" MIN

EMBED TO SOG, TYP SEE C6/SF501

TYP (4) SIDES OF

RECESSED SLAB

SEE F4/SF501 FOR WALL BLKG AT CABINET,

LOCATIONS COORD W/ CABINET SUPPLIER

BRACING REQUIREMENTS

5. FIELD VERIFY OPENING ALIGNMENT AND COORDINATE

WITH MECHANICAL AND EQUIPMENT SUPPLIER PRIOR

TO FABRICATION OF STEEL OR CUTTING OF OPENING.

DO NOT OVERCUT OPENING OR DAMAGE WALL.

OPENING SHALL BE INFILLED WHEN MOVEMENT OF

EQUIPMENT AND MATERIALS THROUGH THE

TEMPORARY OPENING IS COMPLETED. TIME BETWEEN

CUTTING AND INFILL SHALL NOT EXCEED TWO WEEKS

10" (FIELD VERIFY TO MATCH

(E) WALL THICKNESS)

76" W x 120" H TEMPORARY

WALL OPNG, SEE NOTE 5

(E) CONC WALL(E) CONC WALL

(E) BM ABOVE,

FIELD VERIFY

CENTER OPNG BTWN BEAMS

ABOVE, FIELD VERIFY LOC

PRIOR TO CUTTING

B6

SF501

B2

SF502

WALL INFILL

STL

SUPPORT

FRAME

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DN

SPS SUPPORT

POD

TEMP SPS

PET / CT

HVAC

ENCLOSURE

RADIATION THERAPY

BUILDING 33

STORAGE

8x8 POST W/ SIMPSON RPBZ

POST BASE AND CPS

STAND-OFF, TYP (3) LOC

(E) COVERED WALKWAY (ROOF ABOVE)

4x12 BM, UNO TYP

2x12

DO

DO

DO

DO

DO

DO

DO

DO

4x12

E Q

(3) EQ SPC

TYP

EDGE OF (E) LOADING DOCK AND

WALKWAY, FIELD VERIFY

2x12 @ 24" MAX, (ADDED JOISTS AT

SOME POST LOCATIONS) TYP

DO

x

D O x

E Q

8x8 POST, SEE C6/SF104

FOR POST BASE AND CONC

PAD, TYP (26) LOCATIONS

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

2x12

DO

DO

DO

DO

DO

DO

DO

x

D O x x

D O x x

D O x

4x12 BM, TYP

ALONG THIS LINE

4x12 BM, TYP

ALONG THIS LINE

D & T

TRUE

NORTH

NURSING

TOWER

AREA SHOWN

BUILDING 100

BASEMENT LEVEL

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

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100% CD 06/25/2021

COVERED WALKWAY

FOUNDATION PARTIAL PLAN

SF102

EPPPNC06/25/2021

SHEET NOTE:

ALL DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURAL

COMPONENTS ARE BASED ON INFORMATION GATHERED FROM ORIGINAL

DRAWINGS OR CURSORY FIELD MEASUREMENTS AND ARE SHOWN FOR

GENERAL INFORMATION ONLY. CONTRACTOR SHALL FIELD MEASURE AND

VERIFY ALL CONDITIONS PRIOR TO COMMENCING ANY WORK. NOTIFY THE

VA CONTRACTING OFFICER'S REPRESENTATIVE (COR) WHERE CONDITIONS

VARY FROM THOSE SHOWN.

COVERED WALKWAY FOUNDATION AND FLOOR PARTIAL PLAN

SCALE: 1/8"=1'-0"

PROJECT

NORTH

GENERAL NOTES

1. SEE ARCHITECTURAL FOR WALKWAY LOCATIONS

DIMENSIONS, AND INFORMATION NOTE NOTED.

KEY PLAN

2. LOCATE EXISTING REINFORCEMENT PRIOR TO CORING

INTO EXISTING CONCRETE SLAB.

3. SEE SF104 FOR SECTIONS.

C6

SF104

CONT RIM BOARD, SEE C10/FS104

C10

SF104

4. WOOD JOIST, POST, AND BLOCKING FRAMING SHALL

BE PRESSURE TREATED. CONNECTIONS SHALL USE

HOT-DIP GALVANIZED NAILS AND BOLTS. SIMPSON

CONNECTORS SHALL BE ZMAX OR BETTER.

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DN

TEMP SPS

PET / CT

HVAC

ENCLOSURE

RADIATION THERAPY

BUILDING 33

[No Slope]

SPS SUPPORT

POD

1/2" / 1'-0"

1/2" / 1'-0"

SEE SF104 POST, TYP

4x8 BM, UNO TYP

(E) COVERED WALKWAY

x

4x8

D O

D O

D O

D O

D O

D O

D O

D O x

2x8 @ 24" MAX (ADDED JOISTS AT

SOME POST LOCATIONS) TYP

2x8

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

D O

DO

DO

DO

DO

DO

DO

DO

DO

D O

D O

D O x

4x8 BM, TYP

ALONG THIS LINE

4x8 BM, TYP

ALONG THIS LINE

x x x x x x x

D & T

TRUE

NORTH

NURSING

TOWER

AREA SHOWN

BUILDING 100

BASEMENT LEVEL

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

F

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100% CD 06/25/2021

COVERED WALKWAY ROOF

FRAMING PLAN

SF103

EPPPNC06/25/2021

SHEET NOTE:

ALL DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURAL

COMPONENTS ARE BASED ON INFORMATION GATHERED FROM ORIGINAL

DRAWINGS OR CURSORY FIELD MEASUREMENTS AND ARE SHOWN FOR

GENERAL INFORMATION ONLY. CONTRACTOR SHALL FIELD MEASURE AND

VERIFY ALL CONDITIONS PRIOR TO COMMENCING ANY WORK. NOTIFY THE

VA CONTRACTING OFFICER'S REPRESENTATIVE (COR) WHERE CONDITIONS

VARY FROM THOSE SHOWN.

COVERED WALKWAY ROOF FRAMING PLAN

SCALE: 1/8"=1'-0"

PROJECT

NORTH

GENERAL NOTES

KEY PLAN

C6

SF104

SEE ARCHITECTURAL FOR WALKWAY LOCATIONS

DIMENSIONS, AND INFORMATION NOT NOTED.

2. LOCATE EXISTING REINFORCEMENT PRIOR TO CORING

INTO EXISTING CONCRETE SLAB.

3. SEE F104 FOR SECTIONS.

1.

C10

SF104

4. WOOD JOIST, POST, AND BLOCKING FRAMING SHALL

BE PRESSURE TREATED. CONNECTIONS SHALL USE

HOT-DIP GALVANIZED NAILS AND BOLTS. SIMPSON

CONNECTORS SHALL BE ZMAX OR BETTER.

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(3) EQ SPC

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(3) EQ SPC

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LEVEL BASEMENT

-18' - 0"

PAVING

-21' - 6"

PET / CT

CONC BASE W/ 5/8" DIA

ANCH SEE NOTE 1, TYP

SIMPSON STRONG-TIE

CB88 POST BASE, TYP

4x12 BM W/ SIMPSON STRONG

TIE LUS410 HANGER, TYP

SIMPSON STRONG-TIE H1, TYP

EACH END OF EACH JST

2x12 FLR JST

POST PER PLAN, TYP

4x8 BM W/ SIMPSON STRONG-TIE

LUS46 HANGER, AT EACH END TYP

2x8 RAFTER

2x12 CONT

SIMPSON STRONG-TIE

LUS210, TYP

SIMPSON STRONG-TIE H1,

EACH END OF EACH JST TYP

LEVEL BASEMENT

-18' - 0"

LEVEL BASEMENT -

INTERSTITIAL

-7' - 11"

PAVING

-21' - 6"

CONT RIM BOARD CONNECT

TO (E) CONC WALKWAY W/ (2) 1/2" DIA EPOXY

ANCH W/ 3" MIN EMBED @ 12" OC

4x12 BM W/ SIMPSON STRONG-TIE

LUS410 HANGER, TYP

(E) CONC WALKWAY

NOTE:

1. SEE C6/SF104 FOR INFORMATION NOT SHOWN HERE.

3/4" APA-RATED PLWD ROOF SHTHG W/ 10d

NLG @ 12" OC FIELD, 4" OC AT PANEL EDGES

SEE ARCH FOR ROOFING, TYP

SEE ARCH FOR RAILING, TYP

2x BLKG, TYP

NOTE:

1. CONCRETE BASE DIMENSIONS SHALL BE A MINIMUM OF 22" BY 22" SQUARE AT THE BASE, TAPERING TO A

MINIMUM OF 12" BY 12" SQUARE AT THE TOP, AND A MINIMUM OF 1'-5" TALL. MINIMUM WEIGHT IS 350 POUNDS.

BASES MAY BE PRECAST OR CAST ON-SITE. CONCRETE STRENGTH SHALL BE 3,500 PSI, MINIMUM.

3/4" APA-RATED EXPOSURE 1 PLWD ROOF

SHTHG W/ 10d NLG @ 12" OC FIELD, 4" OC

AT PANEL EDGES

SIMPSON STRONG-TIE DTT2Z, TYP @

4'-0"OC MAX ALONG THE RIM BOARD

E10

SF104

SIM, TYP EA END OF JOISTS

AT POST LOCATIONS

E10

SF104

TYP AT EA END OF JOISTS

AT POST LOCATIONS

E10

SF104

SIM, TYP EA END OF JOISTS

AT POST LOCATIONS

E10

SF104

TYP AT EA END OF JOISTS

AT POST LOCATIONS

2"

TYP

POST PER PLAN

(4) 1/2" DIA THRU-BOLTS

JST PER PLAN, TYP

EA FACE OF POST

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

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N

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IGE

EEN

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100% CD 06/25/2021

COVERED WALKWAY SECTIONS

SF104

EPPPNC06/25/2021

SHEET NOTE:

ALL DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURAL

COMPONENTS ARE BASED ON INFORMATION GATHERED FROM ORIGINAL

DRAWINGS OR CURSORY FIELD MEASUREMENTS AND ARE SHOWN FOR

GENERAL INFORMATION ONLY. CONTRACTOR SHALL FIELD MEASURE AND

VERIFY ALL CONDITIONS PRIOR TO COMMENCING ANY WORK. NOTIFY THE

VA CONTRACTING OFFICER'S REPRESENTATIVE (COR) WHERE CONDITIONS

VARY FROM THOSE SHOWN.

COVERED WALKWAY CROSS SECTION

SCALE: 1/2" = 1'-0"

C6

COVERED WALKWAY CROSS SECTION

SCALE: 1/2" = 1'-0"

C10

JOIST CONNECTION AT POST LOCATIONS

SCALE: 1/2" = 1'-0"

E10

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NEWEXIST

10" THK SOG W/

#5 @ 16" EW

CENTERED

S E

E

A R

C H

L2x2x3/8 W/

3/8" DIA x 4 WHS @ 12"

(E) SOG

#5 CONT

DOWEL TO

MATCH SLAB REINF

10"

Phase

ARCHITECT/ENGINEER OF RECORD

321 4 5 6 7 8 9 10

REID MIDDLETON

728 134 th

Street SW

(425) 741 - 3800

A/E:

625 IST AVE, UNIT #301

Seattle, WA, 98104

(360) 223 - 8994

RAY SPEES, PRESIDENT

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved: Project Director

VA FORM 08 - 6231

A

100% CD

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

STAMP

CONSULTANT

321 4 5 6 7 8 9 10

Structural Engineer:

Everett, WA, 98204

PAUL CROCKER PE SE, SENIOR ENGINEER

663-20-102

Revisions: Date:

SPEES DESIGN BUILD

RENOVATE & EXPAND SEATTLE

STERILE PROCESSING SERVICES

IN BUILDING 100

VA PUGET SOUND HEALTH CARE SYSTEM - Seattle, WA

Suite 200

FULLY SPRINKLERED37358

S

F

E T

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100% CD 06/25/2021

TYPICAL SECTIONS AND DETAILS

SF501

EPPPNC06/25/2021

TYPICAL SCREWED STUD GROUP

SCALE: NTS

B10

METAL FRAMING NOTES

SCALE: NTS

C8

@ TRACKS, UNO

DRIVE PIN SPC

HEIGHT

MAX WALL

DEPTH

STUD

600S162-33

600S200-43

600S200-43

600S200-68

600S137-33

600S137-33

600S137-33

600S137-33

400S162-33

400S200-43

400S137-33

400S137-33

METAL STUD WALL TYPES

SPACING

STUD

STUD

TYPE

6" OC

5" OC

8" OC

6" OC

8" OC

10" OC

METAL FRAMING NOTES:

1. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE

GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE.

2. METAL FRAMING AND STRAP BRACING SHALL BE GALVANIZED UNLESS NOTED

OTHERWISE CONFORMING AS FOLLOWS:

12, 14, 16 GAGE ASTM A653, QUALITY SQUARE GRADE 50, CLASS 1

18, 20 GAGE ASTM A653, QUALITY SQUARE GRADE 33.

3. ALL STUDS AND STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK

AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD. WALLS

WHICH HAVE SHEATHING CONNECTED ON ONE SIDE ONLY SHALL HAVE UNSHEATHED

FLANGES LATERALLY SUPPORTED PER DETAIL.

4. TRACK SECTIONS SHALL BE UNPUNCHED WITH GAGE MATCHING STUDS, AND HAVE

LEAST 1" FLANGES.

5. WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND

SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED

CLASSES OF WELD.

6. SCREWS TO BE #8 SIZE, UNLESS NOTED OTHERWISE.

7. WALL FRAMING:

TWO STUD MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH

SIDE OF ALL OPENINGS. SEE DETAIL FOR FRAMING OF OPENINGS, UNLESS NOTED

OTHERWISE.

8. SEE DETAIL FOR REQUIRED BRIDGING.

9. SEE ARCHITECTURAL FOR SIZING AND DETAILING OF INTERIOR NON-BEARING WALLS.

10. TRACK CONNECTED TO CONCRETE OR STRUCTURAL STEEL SHALL BE FASTENED

WITH .138" MINIMUM DIAMETER DRIVE PINS AT SPACING PER TABLE BELOW.

F

S

F

4'-0" MAX

PLAN

TRACK TO MATCH

TOTAL STUD WIDTH, ES

SCREWS @ 2'-0" OC

TYP (6) PLCS

SCREWS @ 2'-0" OC

TYP (4) PLCS

STUDS, PER PLAN OR SCHED

TRACK SAME GA

AS STUD W/ 1"

WIDE FLG MIN

L16GAx1 1/2x1 1/2

BRIDGE CLIP, TYP

1/2

(4) SCREWS

16 GA

TRACK

(2) ROWS OF

(4) #12 SCREWS

ES OF SPLICE

UNPUNCHED STUD

GAGE TO MATCH

TRACK

TYP STUDS, PER NOTES

STUD GROUP, ES OF OPNG

SEE B10/SF501

HEADER & SILL

SEE F8/SF501

NOTES:

1. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING IS

ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION

CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATIONAL AND

MINOR AXIS BENDING CAUSED BY AXIAL LOADING.

2. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN.

18GA BRIDGING C @

4'-0" OC VERT MAX, TYP

L 1 1/2x1 1/2, SAME GA

AS STUD LENGTH =

STUD WIDTH LESS 1/2"

USE (3) SCREWS TO

ATTCH L TO WEB

NOTES:

1. STUD WEBS SHALL BEAR AGAINST TRACK WEBS.

2. ATTACH ANGLE TO TRACK WITH SCREWS WHERE POSSIBLE. WHERE TRACKS IS ON CONCRETE OR

AGAINST STEEL, SHOOT (2) .138 MIN DIA DRIVE PINS THROUGH…