3-07 PCLS Sumner Library Bid Set - Structural.pdf

STRUCTURAL NOTES

ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE

INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION, AS AMENDED BY THE CITY OF SUMNER.

DESIGN LOADS

LIVE LOADS

IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USED FOR

DESIGN. LIVE LOAD REDUCTION IS PER IBC SECTION 1607.12.

REDUCIBLE UNREDUCIBLE

CORRIDORS, STAIRS 100 PSF X

SIDEWALKS, DRIVEWAYS 250 PSF X

ASSEMBLY AREAS 100 PSF X

LIBRARY STACK ROOMS 150 PSF X

LIGHT STORAGE 125 PSF X

REFER TO TABLE 1607.1 IN THE IBC FOR RELEVANT CONCENTRATED LIVE LOADS.

STORY DRIFTS

RELATIVE LATERAL DISPLACEMENTS WITH RESPECT TO THE LEVEL BELOW (STORY DRIFTS)

ARE AS FOLLOWS:

SEISMIC:

DESIGN STORY DRIFT Δ = 1.5 % OF STORY HEIGHT

ELASTIC STORY DRIFT = DESIGN STORY DRIFT DIVIDED BY Cd/Ie, WHERE Cd/Ie = 3.2

WIND:

STORY DRIFT = 0.25 % OF STORY HEIGHT

DEFERRED SUBMITTALS

PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND

FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND

SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS

RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE

BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS

INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING:

AGGREGATE PIER GROUND IMPROVEMENTS

PREMANUFACTURED WOOD TRUSSES AND JOISTS

EXTERIOR CLADDING SYSTEMS

EQUIPMENT ANCHORAGE

SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

INTERIOR NONBEARING COLD-FORMED STEEL FRAMING

SUSPENDED CEILINGS

ALTERNATE ANCHORS (WHEN ALTERNATE ANCHORS ARE PROPOSED)

NO CONSTRUCTION OF DEFERRED SUBMITTAL ITEMS SHALL BE CONDUCTED UNTIL SUCH

TIME AS THE DEFERRED SUBMITTAL HAS BEEN RECEIVED AND APPROVED BY THE ENGINEER

AND THE CITY.

ROOF SNOW LOAD

THE ROOF SNOW LOAD IS DETERMINED USING CHAPTER 7 OF ASCE 7 IN ACCORDANCE WITH

IBC SECTION 1608 AND WITH THE FOLLOWING FACTORS:

MINIMUM DESIGN LOAD 30 PSF WITHOUT DRIFT

Pg = 18 PSF Ce = 1.0 Is = 1.1 Ct = 1.1 Pf = 16 PSF Cs = 1.0

SEISMIC LOADS

THE SEISMIC FORCE-RESISTING SYSTEM (SFRS) USED TO RESIST EARTHQUAKE AND WIND

LOADS IS COMPRISED OF WOOD FRAMED SHEAR WALLS AND BUCKLING-RESTRAINED

BRACED FRAMES DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF NDS AND AISC 341

"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS". EARTHQUAKE DESIGN IS BASED

ON THE EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7 SECTION 12.9 WITH THE

FOLLOWING FACTORS:

SITE CLASS F hn = 29 FT

RISK CATEGORY III T = 0.25 SECONDS

SEISMIC DESIGN CATEGORY D R = 6.5

Ie = 1.25 Ω = 3.0 Ss = 1.246 g ρ = 1.3 S1 = 0.428 g Cs = 0.192 SDS = 1.00 g V = CsW = 196 KIPS SD1 = 1.14 g

TL = 6 SECONDS

THE SEISMIC FORCE-RESISTING SYSTEM IS COMPRISED OF THE WOOD AND STRUCTURAL

STEEL MEMBERS AND CONNECTIONS IDENTIFIED IN PLAN AND ON THE BRACED FRAME

ELEVATIONS.

SOIL LOADS

ALLOWABLE SOIL-BEARING PRESSURE ARE AS FOLLOWS. THESE BEARING PRESSURES ARE

BASED ON AGGREGATE PIER GROUND IMPROVEMENTS PROVIDED BELOW THE BUILDING

FOOTPRINT + 10 FT ON ALL SIDES, PER THE GEOTECHNICAL REPORT:

STATIC LOADING: 3,000 PSF DL + LL

TRANSIENT LOADING: 4,000 PSF DL + LL + SEISMIC/WIND

GROUND IMPROVEMENTS ARE TO BE PROVIDED BENEATH THE INTERIOR SLAB-ON-GRADE

AND BUILDING FOUNDATIONS.

WIND LOADS

WIND LOAD IS DETERMINED USING CHAPTERS 26-31 OF ASCE 7 IN ACCORDANCE WITH IBC

SECTION 1609 WITH THE FOLLOWING FACTORS:

RISK CATEGORY III Kzt = 1.0 EXPOSURE CATEGORY B Ke = 1.0 V = 104 MPH Gcpi = ±0.18 Vasd = 62.4 MPH

DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS AND CLADDING

SHALL BE DETERMINED USING CHAPTER 30 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION

1609 BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS

RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

SUBMITTALS

SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR

CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE OR

MASONRY REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL DECK,

GLUED-LAMINATED MEMBERS, CLADDING PANELS AND STAIRS.

IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL

DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE

REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN.

NONSTRUCTURAL COMPONENTS

DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN

ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT

SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT

INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL MEMBERS WITHOUT

ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL

BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL COMPONENT DESIGNER AND

APPROVED BY THE ENGINEER.

DESIGN, DETAILING AND CONSTRUCTION OF ALL NONSTRUCTURAL COMPONENTS WHICH

ATTACH TO STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS

ESTABLISHED BY THE STRUCTURAL SPECIFICATIONS. ANY NONSTRUCTURAL COMPONENTS

WHICH ATTACH TO MORE THAN ONE LEVEL OF THE STRUCTURE SHALL ALSO

ACCOMMODATE THE FOLLOWING RELATIVE MOVEMENTS BETWEEN LEVELS WITHOUT

DAMAGE TO THE NONSTRUCTURAL COMPONENTS:

GENERAL NOTES

CLADDING

CLADDING DESIGNED BY OTHERS SHALL BE SUPPORTED AT EACH STORY TO BE

CONSISTENT WITH THE DESIGN OF THE BUILDING STRUCTURE. CLADDING DESIGNED BY

OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL

MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL

FORCES, UNLESS OTHERWISE APPROVED BY THE ARCHITECT. TORSIONAL BRACING SHALL

BE DESIGNED BY THE CLADDING DESIGNER AND APPROVED BY THE ENGINEER.

INSPECTION

SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED

TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND

TESTING. ALL PREPARED SOIL-BEARING SURFACES SHALL BE INSPECTED BY THE

GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. SOIL

COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY OR

GEOTECHNICAL ENGINEER.

STRUCTURAL OBSERVATION

STRUCTURAL OBSERVATION OF THE SFRS WILL BE PERFORMED BY THE STRUCTURAL

ENGINEER OF RECORD IN ACCORDANCE WITH IBC SECTION 1704.6. STRUCTURAL

OBSERVATION CONSISTS OF VISUAL OBSERVATION OF THE STRUCTURAL SYSTEMS FOR

GENERAL CONFORMANCE TO THE CONSTRUCTION DOCUMENTS AND DOES NOT INCLUDE OR

WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE IBC AND AS SHOWN

IN THE SPECIAL INSPECTIONS SCHEDULE. CONTRACTOR SHALL PROVIDE A MINIMUM OF

24 HOURS NOTICE BEFORE CONCEALING THE FOLLOWING STRUCTURAL COMPONENTS

FROM VIEW:

• REINFORCING STEEL FOR THE FIRST PLACEMENT OF THE FOLLOWING ELEMENTS:

SFRS FOUNDATIONS.

• COMPLETION OF FIRST BRACED FRAME.

STRUCTURAL OBSERVATIONS IN ADDITION TO THOSE REQUIRED BY IBC SECTION 1704.6 MAY

BE PERFORMED AT THE ENGINEER'S DISCRETION. TIMING OF THESE SHALL BE DISCUSSED

AT THE PREINSTALLATION CONFERENCE.

SPECIAL CONDITIONS

CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE

FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY

DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF

DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE

CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING.

DIMENSIONS NOTED AS PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE

APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS

FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED

DIMENSIONS--DO NOT SCALE DRAWINGS.

CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY

DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL

STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED,

AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY 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.

FIELD LOCATE REINFORCING BARS AND EMBEDS AND PROVIDE A MINIMUM OF 2" CLEARANCE

TO ALL CONCRETE CORES AND CUTS. NO REINFORCING BARS OR EMBEDS IN EXISTING

CONSTRUCTION SHALL BE CUT UNLESS DIRECTED TO BY THE ARCHITECT OR AS SHOWN ON

THE DRAWINGS.

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,

TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.

SOILS

SEE THE FINAL GEOTECHNICAL REPORT BY NV5, DATED 6/4/2024, FOR MORE COMPLETE

INFORMATION. EARTHWORK MATERIAL, BACKFILL AND COMPACTION SHALL BE IN

ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. BACKFILL

BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALLS AND SUPPORTING SLABS

ACHIEVE 28 DAY CONCRETE STRENGTH OR THE WALLS ARE TEMPORARILY BRACED. ALL

TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH FILL

SUPPORTING CONCRETE SLABS OR PAVING.

MEMBER SPACING

ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND

DIMENSIONED FRAMING UNLESS NOTED OTHERWISE.

CONCRETE

CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19.

CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR

EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1.

WATER-REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT

SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS. CaCl2 OR OTHER WATER-SOLUBLE CHLORIDE

ADMIXTURES SHALL NOT BE USED.

CONCRETE MIXTURES

CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:

CURING

IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING

CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36

HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS

FOR CURING REQUIREMENTS.

REINFORCING STEEL

DEFORMED BARS ASTM A 615, GRADE 60, UNO

SPECIAL DUCTILE QUALITY DEFORMED BARS ASTM A 706, GRADE 60 LOW ALLOY, UNO

HEADED DEFORMED BARS ASTM A 970, HEAD TYPE HA

NONSHRINK GROUT

BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM f'c = 8,000 PSI. ALL OTHER NONSHRINK GROUT SHALL HAVE MINIMUM f'c = 5,000 PSI.

REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE:

USE COVER

BEAM STIRRUPS AND COLUMN TIES 1 1/2"

INTERIOR SLAB BARS 1"

NONSTRUCTURAL SLAB-ON-GRADE PER DETAILS

STRUCTURAL SLAB-AT-GRADE BOTTOM BARS 2"

WALL BARS: INTERIOR FACES 3/4"

EXPOSED TO EARTH OR WEATHER 1 1/2" (#5 AND SMALLER)

2" (#6 AND LARGER)

FOOTING, PILE CAP, GRADE BEAM BOTTOM BARS 3" (CAST AGAINST EARTH)

TOP BARS 1 1/2"

2" (#6 AND LARGER WHERE

EXPOSED TO EARTH OR

WEATHER)

SIDE BARS 2"

WELDING OF REINFORCING, WHERE APPROVED BY THE ARCHITECT, SHALL BE PERFORMED

USING LOW HYDROGEN ELECTRODES AND PREHEATED IN ACCORDANCE WITH AWS D1.4,

REINFORCING STEEL WELDING CODE. WELDERS AND WELDING PROCEDURES SHALL BE

QUALIFIED IN ACCORDANCE WITH AWS D1.4. MATERIALS SHALL CONFORM TO THE

FOLLOWING:

REINFORCING BARS TO BE WELDED ASTM A 706, GRADE 60, LOW ALLOY

WELDING ELECTRODES E80XX

AT THE CONTRACTOR'S OPTION AND WITH THE ARCHITECT'S APPROVAL, HEADED

DEFORMED BARS MAY BE USED IN LIEU OF REINFORCING BARS SHOWN WITH STANDARD 90

OR 180 DEGREE HOOKS AND MECHANICAL SPLICES MAY BE USED IN LIEU OF LAP SPLICES.

USE OF HEADED DEFORMED BARS IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION

25.4.4. USE OF MECHANICAL SPLICES IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION

18.2.7 AND REQUIRES SUBMITTAL OF AN ICC-ES OR IAPMO UES REPORT VALID FOR THE 2021

IBC.

ANCHORS

POST-INSTALLED ANCHORS

PROVIDE POST-INSTALLED ANCHORS PER THE FOLLOWING SCHEDULE UNLESS NOTED

OTHERWISE:

ANCHOR EMBEDMENT DEPTHS LISTED SHALL BE CONSIDERED EFFECTIVE EMBEDMENT

DEPTHS AS DEFINED IN THE ICC-ES OR IAPMO UES EVALUATION REPORTS. PROVIDE

ANCHOR LENGTH AND HOLE PER EVALUATION REPORT TO ACCOMMODATE THE EFFECTIVE

EMBEDMENT SPECIFIED IN THESE DRAWINGS. SEE DETAIL .

MECHANICAL AND ADHESIVE ANCHORS SHALL BE ZINC PLATED CARBON STEEL UNLESS

NOTED OTHERWISE. MECHANICAL AND ADHESIVE ANCHORS EXPOSED TO WEATHER SHALL

BE STAINLESS STEEL.

DO NOT DAMAGE EXISTING REINFORCEMENT. IF LOCATION OF REINFORCEMENT IS

UNKNOWN, SCAN FOR EXISTING REINFORCING STEEL PRIOR TO DRILLING.

ADHESIVE REINFORCING DOWEL MATERIALS

ADHESIVE REINFORCING DOWELS (ARD) ASTM A 615, GRADE 60

THREADED ARD ASTM F 1554, GRADE 36 (CARBON STEEL)

ASTM A193 B8M CLASS 1 (STAINLESS)

RAIN LOADS

RAIN LOADS ARE DETERMINED USING CHAPTER 8 OF ASCE 7 IN ACCORDANCE WITH IBC

SECTION 1611 WITH THE FOLLOWING FACTORS:

i = 1.0 IN/HOUR

FIELD-MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN.

TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94.

ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED.

AIR-ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE PERCENTAGE OF TOTAL AIR

SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF ±1.5 PERCENT

BY VOLUME. THE PERCENTAGE OF TOTAL AIR SHALL BE MEASURED IN THE FIELD AT THE

DISCHARGE FROM THE TRUCK.

THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR

TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318,

CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED

ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM

AGGREGATE SIZE SHALL CONFORM TO THE PROJECT SPECIFICATIONS.

VERTICAL DEFLECTION OF ± 1 INCH DUE TO VARIABLE LIVE LOADS AT INTERIOR SPANS.

VERTICAL DEFLECTION OF ± 1/2 INCH DUE TO VARIABLE LIVE LOADS AT PERIMETER SLAB

EDGES AND SPANDREL BEAMS THAT SUPPORT CLADDING.

IN ADDITION, NONSTRUCTURAL COMPONENTS ATTACHED TO MORE THAN ONE LEVEL SHALL

ACCOMMODATE THE SEISMIC RELATIVE DISPLACEMENT, Dpl, WHERE Dpl IS THE DESIGN

STORY DRIFT PER THE "STORY DRIFT" SECTION OF THE STRUCTURAL NOTES MULTIPLIED BY

Ie AND THE STORY HEIGHT (Dpl = Δ * Ie * STORY HEIGHT) WITHOUT CREATING A LIFE SAFETY

HAZARD.

WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE

BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO

AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH

REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL

RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE

EXPOSURE CLASSES LISTED.

REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND

THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN

ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "GUIDE TO

PRESENTING REINFORCING STEEL DESIGN DETAILS".

LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT

SHOWN, USE TYPE Lb (Lbt FOR TOP BARS) SPLICE PER DEVELOPMENT AND SPLICE LENGTH

SCHEDULE. MECHANICAL SPLICES CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLESS

OTHERWISE NOTED. TYPE 1 SPLICES SHALL DEVELOP 125 PERCENT OF THE YIELD CAPACITY

OF THE SPLICED BARS IN BOTH TENSION AND COMPRESSION. TYPE 2 SPLICES SHALL

DEVELOP THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BARS IN TENSION IN

ADDITION TO MEETING TYPE 1 SPLICE REQUIREMENTS. SUBMIT ICC-ES OR IAPMO UES

REPORT VALID FOR THE 2021 IBC DEMONSTRATING COMPLIANCE OF COUPLERS WITH THESE

REQUIREMENTS.

Johnston Architects, LLC

3131 Western Ave, Suite 510

Seattle, WA 98121 t 206.523.6150 f 206.523.9382

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STRUCTURAL NOTES

AND DRAWING LIST

S001 Author Checker

CONCRETE MIXTURES

f'c

(PSI)

TEST AGE

(DAYS)

EXPOSURE CLASS

USE

F S W C

3,000 28 F0 S0 W1 C1

SLAB-ON-GRADE, CONCRETE TOPPING SLABS,

CURBS AND PADS

4,000 28 F1 S0 W1 C1 FOUNDATIONS, CONCRETE WALLS

ANCHORS IN CONCRETE

ANCHOR TYPE APPROVED ANCHOR(S) EVALUATION REPORT

ADHESIVE HILTI HIT-RE 500 V3 ICC-ES ESR-3814

MECHANICAL HILTI KWIK BOLT TZ ICC-ES ESR-1917

DRAWING LIST

S001 STRUCTURAL NOTES AND DRAWING LIST

S002 STRUCTURAL NOTES

S003 STRUCTURAL ABBREVIATIONS AND SYMBOLS

S004 STATEMENT OF SPECIAL INSPECTIONS

S005 STATEMENT OF SPECIAL INSPECTIONS

S006 STATEMENT OF SPECIAL INSPECTIONS

S101 LOAD MAPS

S201 FOUNDATION PLAN

S202 LOW ROOF FRAMING PLAN

S203 HIGH ROOF FRAMING PLAN

S204 DLT PANEL PLAN

S301 BRACED FRAME ELEVATIONS

S311 FRAMING ELEVATIONS

S401 TYPICAL CONCRETE DETAILS

S402 TYPICAL CONCRETE DETAILS

S501 TYPICAL STEEL DETAILS

S502 TYPICAL STEEL DETAILS

S503 TYPICAL STEEL DETAILS

S511 STEEL DETAILS

S512 STEEL DETAILS

S521 STEEL SFRS DETAILS

S522 STEEL SFRS DETAILS

S601 TYPICAL WOOD DETAILS

S602 TYPICAL WOOD DETAILS

S603 TYPICAL WOOD DETAILS

S604 TYPICAL WOOD DETAILS

S605 TYPICAL WOOD DETAILS

S611 WOOD DETAILS

S612 WOOD DETAILS

S613 WOOD DETAILS

S614 WOOD DETAILS

# DATE DESCRIPTION

2025/06/25 PERMIT SET

2025/07/21 100% CD

1 2025/12/10 PERMIT REVISION 2

2026/03/25 BID SET

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STRUCTURAL NOTES

STRUCTURAL STEEL

REFERENCE SPECIFICATIONS

STRUCTURAL STEEL AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS"

HIGH STRENGTH BOLTS RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING

HIGH-STRENGTH BOLTS"

WELDING AWS D1.1, TYPICAL

AWS D1.3 FOR STEEL DECK AND COLD-FORMED FRAMING

AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS

AWS PREQUALIFIED JOINT DETAILS

WELDER CERTIFICATION AMERICAN WELDING SOCIETY (AWS)

WASHINGTON ASSOCIATION OF BUILDING OFFICIALS

(WABO)

STEEL DECKING ANSI/SDI C "STANDARD FOR COMPOSITE STEEL FLOOR

DECK-SLABS"

ANSI/SDI RD "STANDARD FOR STEEL ROOF DECK"

AISI S100 WITH S2 "NORTH AMERICAN SPECIFICATION FOR

THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS" WITH SUPPLEMENT 2

STEEL MATERIALS

WIDE FLANGE SHAPES (W AND WT) ASTM A 992

PLATES (PL), BARS ASTM A 36 TYPICAL,

ASTM A 572 GRADE 50 WHERE NOTED

ANGLES (L), CHANNELS (C AND MC) ASTM A 36

STRUCTURAL TUBES (HSS) ASTM A 500, GRADE C

STEEL PIPE ASTM A 53, GRADE B

STRUCTURAL BOLTS ASTM F 3125, GRADE A 325

ANCHOR RODS ASTM F 1554, GRADE 36

UNLESS NOTED OTHERWISE

THREADED RODS ASTM A 36, UNLESS NOTED OTHERWISE

WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL

60 KSI, MINIMUM, STEEL DECK

STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE

REQUIREMENTS OF IBC CHAPTER 22. ALL MEMBERS ARE TO BE ERECTED WITH NATURAL

MILL CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON THE PLANS.

SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR

APPROVAL BY THE ARCHITECT. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM

CONNECTIONS. ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE DRAWINGS WILL

REQUIRE PRIOR APPROVAL BY THE ARCHITECT.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT

PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES

AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE

DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES,

AND UNEQUAL PARTS.

PROTECTED ZONES

PORTIONS OF THE SEISMIC FORCE-RESISTING SYSTEM MEMBERS, AS DEFINED IN DETAIL

ARE DEFINED AS PROTECTED ZONES AND ARE SUBJECT TO THE FOLLOWING

LIMITATIONS:

1. WITHIN THE PROTECTED ZONES, HOLES, TACK WELDS, ERECTION AIDES, AIR-ARC

GOUGING, AND UNSPECIFIED THERMAL CUTTING FROM FABRICATION OR ERECTION

OPERATIONS SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER.

2. WELDED HEADED STUD ANCHORS AND DECKING ATTACHMENTS THAT PENETRATE THE

BEAM FLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED

ZONES. ARC SPOT WELDS AS REQUIRED TO SECURE DECKING SHALL BE PERMITTED.

3. WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS FOR PERIMETER EDGE

ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHER

CONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONES.

WELDING

ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS, AND SHALL BE

PERFORMED BY WABO-CERTIFIED WELDERS. ONLY WELDS THAT ARE PREQUALIFIED, AS

DEFINED BY AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL

SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE

MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON THICKNESS.

MINIMUM WELD SIZE SHALL BE 3/16-INCH, UNLESS NOTED OTHERWISE. THE WELDS SHOWN

ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD

WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. WHERE FIELD WELD IS NOT

INDICATED, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE

SHOP OR FIELD-WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION.

PROTECTION OF STEEL

STRUCTURAL STEEL AND CONNECTIONS, INCLUDING PLATES AND OTHER STEEL ITEMS

EMBEDDED IN CONCRETE, WHICH ARE EXPOSED TO WEATHER AND NOT TO BE PAINTED

ACCORDING TO THE ARCHITECT, SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION IN

COMPLIANCE WITH ASTM A 123. ALL FIELD WELDS ON GALVANIZED MATERIAL SHALL BE

COATED WITH BRUSH APPLIED ZINC-RICH PAINT COMPLYING WITH THE SPECIFICATIONS.

STRUCTURAL STEEL AND CONNECTIONS SHALL BE FIREPROOFED WHERE REQUIRED BY THE

ARCHITECT. PRIMARY AND SECONDARY STRUCTURE ARE TO BE AS DEFINED BY THE IBC.

STRUCTURAL MEMBERS SHALL BE ASSUMED TO BE IN A THERMAL UNRESTRAINED

CONDITION FOR THE PURPOSES OF DETERMINING FIREPROOFING THICKNESS. UL DESIGN

SHALL BE IN ACCORDANCE WITH LRFD DESIGN METHODOLOGY.

WHERE SPRAY-APPLIED CEMENTITIOUS FIREPROOFING IS EXPOSED TO WEATHER,

STRUCTURAL STEEL SHALL BE CONSIDERED EXPOSED TO WEATHER, AND SHALL BE

PROTECTED ACCORDINGLY.

ALL COATINGS ARE TO FOLLOW THE SPECIFICATIONS AND PRODUCT MANUFACTURER'S

INSTRUCTIONS.

WELDED HEADED STUDS AND DEFORMED BAR ANCHORS

ALL STUDS AND DEFORMED BAR ANCHORS (DBA) SHALL BE AUTOMATICALLY END WELDED IN

SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER WITH LENGTH AFTER

WELD AS SHOWN ON THE STRUCTURAL DRAWINGS.

TYPE MATERIAL SIZE

WELDED HEADED STUDS AWS D1.1 TYPE B 3/4"Ø UNLESS NOTED OTHERWISE

DEFORMED BAR ANCHORS ASTM A 1064 1/2"Ø UNLESS NOTED OTHERWISE

ADHESIVES SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF 21

DAYS AS REQUIRED BY ACI 318.

ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED

TENSION LOADS SHALL BE INSTALLED BY PERSONNEL CERTIFIED BY THE ACI/CRSI ADHESIVE

ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT PROGRAM.

USE OF ALTERNATE PRODUCTS, OR OF POST-INSTALLED ANCHORS AT LOCATIONS NOT

SHOWN IN THESE DRAWINGS, IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT

PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO UES REPORT VALID

FOR THE 2021 IBC AND DOCUMENTATION SHOWING THAT THE ALTERNATE PRODUCTS

PROVIDE EQUIVALENT CAPACITY FOR ALL CONDITIONS IN THIS PROJECT. SUBMITTED ICC-ES

AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR

USE IN CRACKED CONCRETE. WHERE ANCHORS RESIST SEISMIC LOADS OR SUSTAINED

TENSION, SUBMITTED ICC-ES AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE

ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS OR SUSTAINED TENSION

(AS APPLICABLE). DOCUMENTATION OF CAPACITY FOR ALTERNATE PRODUCTS MUST BE

INCLUDED AS A DEFERRED SUBMITTAL.

WELDING OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL BE EXECUTED IN ACCORDANCE

WITH THE PROVISIONS OF AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT".

WELDS ASSOCIATED WITH THE SEISMIC FORCE-RESISTING SYSTEM ARE IDENTIFIED WITHIN

THESE DRAWINGS AS FOLLOWS:

NOTE WITHIN WELD TAIL

D1.8 INDICATES WELDS SUBJECT TO REQUIREMENTS OF D1.8

D1.8-DCW INDICATES DEMAND CRITICAL WELDS SUBJECT TO

ADDITIONAL SPECIFIC REQUIREMENTS WITHIN D1.8

THE LOWEST ANTICIPATED SERVICE TEMPERATURE IS 30 DEGREES FAHRENHEIT FOR

DETERMINATION OF REQUIRED CHARPY V-NOTCH TOUGHNESS LEVEL.

WOOD FASTENERS AND CONNECTORS

WOOD CONNECTORS SHALL BE SIMPSON STRONG-TIE AS SPECIFIED IN CATALOG NO.

C-C-2021, OR APPROVED EQUAL. INSTALL CONNECTORS IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS WITH NUMBER AND SIZE OF FASTENERS AS

SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO

MEMBERS, PLACE ONE-HALF OF THE FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD

MEMBERS SHALL CONFORM TO ASTM A 307. PROVIDE STANDARD WASHERS UNDER THE

HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE

SEASONED DRY AND BE THE SAME GRADE (MIN) AS THE MEMBERS CONNECTED. ALL JOISTS

SHALL BE CONNECTED TO FLUSH BEAMS WITH LU SERIES JOIST HANGERS, UNLESS NOTED

OTHERWISE. ALL DOUBLE AND TRIPLE-JOIST BEAMS SHALL BE CONNECTED TO FLUSH

BEAMS WITH U SERIES HANGERS, UNLESS NOTED OTHERWISE.

ALL FRAMING NAILS SHALL HAVE THE SIZE AND MINIMUM LENGTH AS SPECIFIED IN THE

FOLLOWING TABLE, UNLESS NOTED OTHERWISE. NAIL TYPE SHALL BE COMMON UNLESS

NOTED OTHERWISE. POWER-DRIVEN NAILS AND STAPLES SHALL BE IN ACCORDANCE WITH

ICC-ES ESR-1539. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.10.2.

SEE FOR NAIL SIZES AT SHEAR WALL SHEATHING AND FOR NAIL SIZES AT

ROOF DIAPHRAGM SHEATHING.

POWER-DRIVEN NAILS MAY BE SUBSTITUTED FOR COMMON NAILS AT SPACING AS FOLLOWS.

SUBSTITUTIONS FOR NAIL SIZE, SPACING, OR QUANTITY NOT SHOWN REQUIRE APPROVAL.

ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE-TREATED LUMBER

SHALL BE GALVANIZED WITH A MINIMUM COATING OF 1.85 OUNCES/SQUARE FOOT.

IDENTIFICATION

ALL SAWN LUMBER AND PREFABRICATED WOOD PRODUCTS SHALL BE IDENTIFIED BY A

GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY.

SELF-DRILLING SCREWS FOR DLT CONSTRUCTION

SELF-DRILLING SCREWS FOR WOOD-TO-WOOD AND WOOD-TO-STEEL CONNECTIONS SHALL

BE AS SHOWN ON THE STRUCTURAL DRAWINGS FROM THE FOLLOWING APPROVED

MANUFACTURERS. INSTALL SCREWS IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

USE OF ALTERNATE PRODUCTS IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT

PROPOSED SCREWS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO UES REPORT VALID FOR

THE 2021 IBC AND DOCUMENTATION SHOWING THAT THE ALTERNATE PRODUCTS PROVIDE

EQUIVALENT CAPACITY FOR ALL CONDITIONS IN THIS PROJECT AND DO NOT REQUIRE

REVISION TO THESE DRAWINGS.

WOOD

WOOD CONSTRUCTION SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 23.

ANCHORS, CONTINUED METAL-PLATE-CONNECTED WOOD TRUSSES

BIDDER-DESIGNED METAL-PLATE-CONNECTED WOOD TRUSSES SHALL COMPLY WITH IBC

2303.4 AND BE FABRICATED BY A MANUFACTURER WHO IS A MEMBER OF THE TRUSS PLATE

INSTITUTE. TRUSSES SHALL BE OF THE PROFILE SHOWN ON THE DRAWINGS AND SHALL BE

COMPATIBLE WITH THE LOAD, DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE

PROJECT. MINIMUM TRUSS DESIGN LOADS SHALL BE AS FOLLOWS:

DEAD LOAD: TOP CHORD = 15 PSF

BOT CHORD = 10 PSF

LIVE LOAD: TOP CHORD = 30 PSF (SNOW)

WIND NET UPLIFT: 20 PSF

DEFLECTION CRITERIA: LIVE LOAD = L/360 , 1" MAX

DEAD + LIVE LOAD = L/240 , 2" MAX

SPECIFIED LOADS ARE SERVICE LEVEL. DEAD LOAD DOES NOT INCLUDE TRUSS SELF

WEIGHT. SEE PLANS AND DETAILS FOR ADDITIONAL LOADING REQUIREMENTS SUCH AS

TRANSMISSION OF IN-PLANE LATERAL WIND OR SEISMIC FORCES AND MECHANICAL UNIT

LOCATIONS.

PRESERVATIVE-TREATED WOOD

WOOD SHALL BE PROTECTED FROM DECAY AND TERMITES IN ACCORDANCE WITH IBC

2304.12. PRESERVATIVE-TREATMENTS SHALL CONFORM TO THE APPROPRIATE STANDARDS

OF THE AWPA FOR SAWN LUMBER, GLUED-LAMINATED TIMBER, ROUND POLES, PILES, AND

MARINE PILES AND SHALL BEAR A TREATMENT IDENTIFICATION MARK BY THE CERTIFYING

AGENCY. THE SELECTED PRESERVATIVE-TREATMENT SHALL CONFORM TO THE "BEST

MANAGEMENT PRACTICES" OF THE WWPI. ALL LUMBER IN CONTACT WITH CMU, CONCRETE,

OR GROUND SURFACES SHALL BE PRESERVATIVE-TREATED. PRESERVATIVE TREATMENT

SHALL NOT REDUCE ALLOWABLE DESIGN STRESSES.

TRUSSES SHALL BE SUPPLIED WITH THE PROPER END CONNECTIONS, BRIDGING, AND

BRACING TO PROVIDE LATERAL STABILITY OF ALL TRUSSES AND TRUSS MEMBERS, AND TIE-

DOWN CONNECTIONS FROM TRUSSES TO TOPS OF WALLS AND BEAMS. THE TRUSS

MANUFACTURER IS RESPONSIBLE FOR ENSURING THE BEARING SEAT DOES NOT EXCEED

THE COMPRESSION CAPACITY OF THE SUPPORTING WALL PLATE. HANGERS SHALL BE

PROVIDED BY THE TRUSS SUPPLIER WHERE SUPPORT CONDITIONS REQUIRE THEM.

WELDABLE HANGERS SHALL BE PROVIDED WHERE HANGERS ATTACH TO STEEL MEMBERS.

WOOD STRUCTURAL PANELS

WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST

EDITION OF DOC PS 1 OR DOC PS 2. SHEATHING SHALL BE AS FOLLOWS:

ROOF SHEATHING

19/32 CATEGORY APA RATED SHEATHING, 40/20, EXPOSURE 1

15/32 CATEGORY APA RATED SHEATHING, 32/16, EXPOSURE 1, WHERE NOTED ON PLAN

SHEAR WALL SHEATHING

15/32 CATEGORY APA RATED SHEATHING, 32/16, EXPOSURE 1

ALL ROOF SHEATHING AND SUBFLOORING SHALL BE INSTALLED WITH THE LONG DIMENSION

PERPENDICULAR TO SUPPORTS, UNLESS NOTED OTHERWISE, AND WITH THE PANELS

CONTINUOUS OVER TWO OR MORE SUPPORTS. INSTALL WITH 1/8" GAP BETWEEN PANELS.

FLOOR DIAPHRAGM AND SHEAR WALL NAILS SHALL BE DRIVEN FLUSH, BUT SHALL NOT

FRACTURE THE SURFACE OF THE SHEATHING.

SAWN LUMBER

SAWN LUMBER SHALL CONFORM TO THE LATEST EDITION OF "GRADING AND DRESSING

RULES" BY WCLIB OR "WESTERN LUMBER GRADING RULES" BY WWPA. LUMBER SHALL BE

SEASONED DRY WITH A MAXIMUM MOISTURE CONTENT OF 19% AND BE THE SPECIES AND

GRADE SPECIFIED BELOW.

USE GRADE Fb (PSI) (SINGLE USE)

WALL STUDS

2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900

1 3/4" LSL 1.55E 2,325

PLANKING & PLATES

2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900

JOISTS & RAFTERS

2" TO 4" THICK, 2" AND WIDER DOUGLAS FIR-LARCH NO. 2 900

BEAMS & STRINGERS

5"x5" AND LARGER DOUGLAS FIR-LARCH NO. 1 1,350

POSTS

5"x5" AND LARGER DOUGLAS FIR-LARCH NO. 1 1,200

4"X4" DOUGLAS FIR-LARCH NO. 1 1,000

WOOD I-JOISTS

WOOD I-JOISTS SHALL BE MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. JOISTS

SHALL BE OF THE SIZE AND PROFILE SHOWN ON THE DRAWINGS. JOISTS SHALL BE

COMPATIBLE WITH THE LOAD, DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE

PROJECT.

PRODUCT SUBSTITUTION REQUESTS SHALL INCLUDE AN ICC-ES OR IAPMO-UES REPORT

VALID FOR THE 2021 IBC. PRODUCT SUBSTITUTIONS SHALL BE DEMONSTRATED TO HAVE

EQUIVALENT STRENGTH, STIFFNESS, AND ALLOWABLE SPACING OF FASTENERS WITHOUT

ALTERING THE STRUCTURAL DESIGN. WHERE SUBSTITUTION REQUESTS INVOLVE ALTERING

THE STRUCTURAL DESIGN, THE SUBSTITUTION REQUEST SHALL INCLUDE THE SEAL AND

SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS

RESPONSIBLE FOR THE DESIGN.

JOISTS SHALL BE SUPPLIED WITH THE PROPER END CONNECTIONS, WEB STIFFENERS,

BRIDGING, AND BRACING TO PROVIDE LATERAL STABILITY OF ALL JOISTS. HANGERS SHALL

BE PROVIDED BY THE JOIST SUPPLIER WHERE SUPPORT CONDITIONS REQUIRE THEM.

WELDABLE HANGERS SHALL BE PROVIDED WHERE HANGERS ATTACH TO STEEL MEMBERS.

GLUED-LAMINATED TIMBER

GLUED-LAMINATED TIMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ANSI/AITC

A190.1 "STRUCTURAL GLUED LAMINATED TIMBER". APPLY ONE COAT OF PENETRATING END

SEALER IMMEDIATELY AFTER TRIMMING IN SHOP OR FIELD. MEMBERS SHALL BE VISUALLY

GRADED WESTERN SPECIES MANUFACTURED WITH INDUSTRIAL APPEARANCE GRADE AND

WITH LAYUP COMBINATION AS FOLLOWS.

COMBINATION

TYPE SYMBOL SPECIES USES

BEAMS 24F-V4 DF/DF SIMPLE SPAN

24F-V8 DF/DF CONTINUOUS OR

CANTILEVER SPAN

STRUCTURAL COMPOSITE LUMBER

STRUCTURAL COMPOSITE LUMBER PRODUCTS SHALL BE OF THE SIZE AND TYPE SHOWN ON

THE DRAWINGS AND MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. MEMBERS

SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES:

MODULUS OF ALLOWABLE

TYPE ELASTICITY (PSI) FLEXURAL STRESS (PSI)

PSL (COL) 1,800,000 2,400

PSL (BEAM) 2,000,000 2,900

LVL 2,000,000 2,600

LSL 1,550,000 2,325

FLEXURAL STRESSES NOTED ABOVE ARE FOR A 12-INCH MEMBER. DEEPER MEMBERS SHALL

BE DESIGNED FOR REDUCED STRESSES PER THE MANUFACTURER'S REQUIREMENTS.

PRODUCT SUBSTITUTION REQUESTS SHALL INCLUDE AN ICC-ES OR IAPMO-UES REPORT

VALID FOR THE 2021 IBC. PRODUCT SUBSTITUTIONS SHALL BE DEMONSTRATED TO HAVE

EQUIVALENT STRENGTH, STIFFNESS, AND ALLOWABLE SPACING OF FASTENERS WITHOUT

ALTERING THE STRUCTURAL DESIGN. WHERE SUBSTITUTION REQUESTS INVOLVE ALTERING

THE STRUCTURAL DESIGN, THE SUBSTITUTION REQUEST SHALL INCLUDE THE SEAL AND

SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS

RESPONSIBLE FOR THE DESIGN.

DOWEL-LAMINATED TIMBER PANELS

DOWEL-LAMINATED TIMBER (DLT) PANELS SHALL BE MANUFACTURED BY STRUCTURECRAFT

OR APPROVED EQUAL. DLT PANELS SHALL BE MANUFACTURED IN CONFORMANCE WITH NDS.

DEMONSTRATION OF EQUIVALENCE SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER.

PANELS SHALL BE OF THE STRUCTURAL GRADE: DOUGLAS FIR NO. 2 & BTR.

DLT PANEL DESIGN IS BASED ON THE FOLLOWING EFFECTIVE CROSS SECTIONAL

PROPERTIES:

IX = 62.3 IN4/FT

SX = 31.4 IN3/FT

DLT CONNECTIONS AND FASTENERS SHALL BE AS SHOWN ON THE STRUCTURAL DRAWINGS.

ALTERNATE PRODUCTS ARE SUBJECT TO THE APPROVAL BY THE ARCHITECT.

FIELD CUTTING, NOTCHING, AND BORING OF ANY KIND ARE NOT PERMITTED IN DLT PANELS

UNLESS APPROVED IN WRITING BY THE ARCHITECT.

7/S521

7/S602 11/S601

Johnston Architects, LLC

3131 Western Ave, Suite 510

Seattle, WA 98121 t 206.523.6150 f 206.523.9382

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FRAMING NAILS

TYPE MARK TYPE

SHANK

DIAMETER

MINIMUM

LENGTH

8d COMMON 0.131" 2 1/2"

10d COMMON 0.148" 3"

16d COMMON 0.162" 3 1/2"

16d-SHORT SHORT 0.131" 3 1/4"

ALTERNATE NAILING SCHEDULE

FASTENER

TYPE

SHANK

DIAMETER

LENGTH

SPACING

8d COMMON 0.131" 2 1/2" 16" 12" 8" 6" 4" 3" 2"

16d SHORT 0.131" 3 1/4" 16" 12" 8" 6" 4" 3" 2"

10d COMMON 0.148" 3" 16" 12" 8" 6" 4" 3" 2"

16d SHORT 0.131" 3 1/4" 12" 10" 6" 4" 3" 2 1/2" 1 1/2"

16d COMMON 0.162" 3 1/2" 16" 12" 8" 6" 4" 3" -

16d SHORT 0.131" 3 1/4" 10" 8" 5" 4" 2 1/2" 2" -

SELF-DRILLING SCREWS

APPROVED

SCREW(S)

MANUFACTURER

SCREW

ABBREVIATION

EVALUATION REPORT

27400 SIMPSON STRONG-TIE SDHR ICC-ES ESR-3046

# DATE DESCRIPTION

2025/06/25 PERMIT SET

2025/07/21 100% CD

2026/03/25 BID SET

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IN

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R O F

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G I N

E E R

ST

AT

T/SLAB

LEVEL 01

CONCRETE COLUMN ABOVE OR PASSING THROUGH THIS LEVEL

CONCRETE COLUMN BELOW

REINFORCING TYPE

STEPPED FOOTING

LOW SIDE

PARTIAL HEIGHT CONCRETE WALL

MASONRY WALLS

CONCRETE WALL ABOVE OR PASSING THROUGH LEVEL

CONCRETE IN CROSS SECTION

EXISTING CONCRETE IN CROSS SECTION

CONCRETE SYMBOLS

STEEL COLUMN ABOVE OR PASSING THROUGH THIS LEVEL

STEEL COLUMN BELOW THIS LEVEL

COLUMN SPLICE PER FRAME ELEVATIONS

COLUMN SPLICE TYPE

DOUBLER PLATE PER FRAME ELEVATIONS

STIFFENER PLATES PER FRAME ELEVATIONS

STEEL IN CROSS SECTION

BOTH DOUBLER & STIFFENER PLATES

A

D 1/2"

S 3/4"

D 1/2"

S 3/4" x

B

"Ø

A

D 5

FH

[5 ,3

,5

C

BEAM SIZE

NUMBER OF STUDS, OR

LETTER INDICATES

NAILER TYPE

CAMBER AT MID-SPAN

COLUMN

BELOW

FULL HEIGHT

PLATE

CONNECTION

SPECIAL STUD

SPACING FOR

GIRDERS

NUMBER OF BOLTS IN

SPECIAL CONNECTIONS

NUMBER OF BOLTS IN

CONNECTION IF

DIFFERENT FROM TYPICAL

SCHEDULE

TOP OF STEEL

ELEVATION

DEVIATION FROM

TYPICAL

SPECIAL MOMENT

RESISTING FRAME

CONNECTION

MOMENT OR TENSION

RESISTING

CONNECTION

BEAM

PENETRATION

BOT FLANGE

BEAM BRACE

SHOP WELDED

CANTILEVER

W24x55 [20] C 3/4" (-10")

W x

C

W x

W x

S F

R S

MEMBER OF THE

SEISMIC FORCE-

RESISTING SYSTEM

STEEL SYMBOLS

BRACED

FRAME

ABOVE

BRACED

FRAME BELOW

GRID BUBBLE

SURFACE - SLOPE UP

SURFACE - STEPPED

SURFACE - SLOPE DOWN

SURFACE - SLOPE TWO WAYS

UNDISTURBED SOIL, COMPACTED SOIL, BACKFILL, OR

ANY PREPARED SUBGRADE. SEE SPECIFICATIONS FOR

TYPE OF MATERIAL AND PREPARATION METHOD.

STANDARD SECTION CUTS

NORTH ARROW

BUILDING SECTION CUTS

ELEVATION OF WALL OR FRAME

SPOT ELEVATION: TOP OF PLYWOOD

TOP OF CONCRETE

TOP OF STEEL

TOP OF CONCRETE ELEVATION

TOP OF STEEL ELEVATION

WORKPOINT

DIRECTION OF DOWNWARD SLOPE

DIRECTION OF SPAN

PLAN

NORTH

WP

REFERENCE ELEVATION. REFER TO PLAN

UNLESS NOTED OTHERWISE.

EXISTING FRAMING

ELEVATION OF LEVEL

GENERAL SYMBOLS

100'-0"

100'-0"

100'-0"

S3.1

S3.1

S3.1

S3.1

HINGE CONNECTION

GLULAM SECTION

SOLID WOOD SECTION

ENGINEERED LUMBER SECTION (PSL, LSL, LVL)

SOLID WOOD BLOCKING SECTION

BUNDLED STUDS, WOOD POST

PLYWOOD SECTION

BEAM / GIRDER / JOIST

WALL ABOVE THIS LEVEL WITH HEADER BELOW

WALL BELOW THIS LEVEL WITH HEADER BELOW

WALL ABOVE THIS LEVEL

WALL BELOW THIS LEVEL

WOOD SYMBOLS

Johnston Architects, LLC

3131 Western Ave, Suite 510

Seattle, WA 98121 t 206.523.6150 f 206.523.9382

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STRUCTURAL

ABBREVIATIONS AND

SYMBOLS

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STRUCTURAL ABBREVIATIONS

AB ANCHOR BOLT

ADD'L ADDITIONAL

ADH ADHESIVE

ADJ ADJUSTABLE

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISH FLOOR

AGG AGGREGATE

ANCH ANCHOR

ARCH ARCHITECTURAL

ARD ADHESIVE REINFORCING DOWEL

B/ BOTTOM OF

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BN DIAPHRAGM BOUNDARY NAILING

BOT BOTTOM

BRB BUCKLING-RESTRAINED BRACE

BRBF BUCKLING-RESTRAINED BRACE FRAME

BRG BEARING

BSMT BASEMENT

BTWN BETWEEN

BUR BUILT-UP ROOF

C CAMBER

CAP CAPACITY

CC CENTER TO CENTER

CDF CONTROLLED DENSITY FILL

CFS COLD-FORMED STEEL

CIP CAST-IN-PLACE

CJ CONSTRUCTION OR CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEAR

CLT CROSS-LAMINATED TIMBER

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CONTY CONTINUITY

COORD COORDINATE

CTR CENTER

CY CUBIC YARD

DB DIVIDER BEAM

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DCW DEMAND CRITICAL WELD

DEMO DEMOLISH

DET DETAIL

DF DOUGLAS FIR

DIA DIAMETER

DIAG DIAGONAL

DKG DECKING

DN DOWN

DO DITTO

DWF DEFORMED WIRE FABRIC

DWG DRAWING

DWL DOWEL

EA EACH

EF EACH FACE

EL ELEVATION

ELECT ELECTRICAL

ELEV ELEVATOR

EN PANEL EDGE NAILING

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

F FAHRENHEIT

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISH FLOOR

FIN FINISH

FLG FLANGE

FLR FLOOR

FOB FACE OF BUILDING

FS FAR SIDE

FT FEET

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GL GLUED LAMINATED TIMBER

GOVT GOVERNMENT

GR GRADE

GWB GYPSUM WALL BOARD

HF HEM-FIR

HGR HANGER

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IE INVERT ELEVATION

IF INSIDE FACE

IN INCH

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

K KIP (1,000 LBS.)

KSF KIPS PER SQUARE FOOT

LF LINEAL FOOT

LFH LONG FACE HORIZONTAL

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LNGT LONGITUDINAL

LP LOW POINT

LSL LAMINATED STRAND LUMBER

LVL LAMINATED VENEER LUMBER

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MOM MOMENT

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NS NONSHRINK

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

P POST

PAF POWER ACTUATED FASTENER

PC PIECE

PC PILE CAP

PEN PENETRATION

PJP PARTIAL JOINT PENETRATION

PL PROPERTY LINE

PL PLATE

PLWD PLYWOOD

PNL PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONED

PT PRESERVATIVE-TREATED

PWT PREFABRICATED WOOD TRUSS

R RADIUS

RD ROOF DRAIN

REINF REINFORCING

REM REMAIN(DER)

REQ'D REQUIRED

RND ROUND

RO ROUGH OPENING

RTN RETURN

SC SLIP CRITICAL

SCHED SCHEDULE

SDQ SPECIAL DUCTILE QUALITY

SECT SECTION

SFRS SEISMIC FORCE-RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SOG SLAB-ON-GRADE

SP SPACE

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

ST SUSTAINED TENSION ANCHOR

STD STANDARD

STIFF STIFFENER

STIRR STIRRUP

STL STEEL

STRUCT STRUCTURAL

SUPP SUPPORT

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

TB TABLE

THK THICK(NESS)

THRU THROUGH

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

UT ULTRASONIC TESTING

VERT VERTICAL

VIF VERIFY IN FIELD

W W-SHAPE

W/ WITH

W/O WITHOUT

WD WOOD

WHS WELDED HEADED STUD

WL WATER LINE

WP WORK POINT

WSBC WASHINGTON STATE BUILDING CODE

STRUCTURAL DRAWING SYMBOLS

# DATE DESCRIPTION

2025/06/25 PERMIT SET

2025/07/21 100% CD

2026/03/25 BID SET

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Johnston Architects, LLC

3131 Western Ave, Suite 510

Seattle, WA 98121 t 206.523.6150 f 206.523.9382

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STATEMENT OF

SPECIAL

INSPECTIONS

S004 Author Checker

MECHANICAL ANCHORS, ADHESIVE

ANCHORS, AND ADHESIVE REINFORCING

DOWELS NOT DEFINED ABOVE.

TB 1705.3 (4.b)

ACI 355.2, ACI 355.4

ICC/IAPMO

EVALUATION REPORT

ACI 318: 26.13.3

- X

ALL ANCHORS SHALL BE VISUALLY INSPECTED.

(SEE SPECIFICATION PART 3 POST-INSTALLED

ANCHOR REQUIREMENTS)

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: 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 AND

ANCHOR REINFORCEMENT, INCLUDING

TOLERANCES REQUIRED FOR LOCATIONS OF

ANCHOR REINFORCEMENT

TB 1705.3 (3)

WAC 51-50-1705

ACI 318: 26.13.3

AISC 360: N5.8

- 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: 9.5

INSPECT SINGLE PASS FILLET WELDS,

MAXIMUM 5/16"

TB 1705.3

(2.b)

- X -

VERIFY WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A706.

TB 1705.3

(2.a)

ACI 318: 26.6.4

AWS D1.4: 9

- X CERTIFIED MILL TEST REPORTS

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: 9

- - EXCEPT AS NOTED OTHERWISE

INSPECT REINFORCEMENT, INCLUDING

EMBEDMENTS AND PRESTRESSING TENDONS,

AND VERIFY PLACEMENT.

TB 1705.3(1)

1705.3 1908.1

ACI 318: 20, 25.2-25.3,

26.6.1-26.6.3, 26.8, 26.13.3;

AISC 360: N5.8

- 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

FREQUENCYSYSTEM OR MATERIAL

INSPECTION

REMARKS

TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS

INSTALLATION

1703.4 1705.1.1

GEOTECHNICAL AND

ICC/IAPMO

EVALUATION

REPORTS

X -

BY THE GEOTECHNICAL ENGINEER.

SPECIAL INSPECTIONS APPLY TO HOLE SIZE

AND DEPTH, VERIFICATION OF AGGREGATE

MATERIAL, NUMBER AND LIFTS OF

AGGREGATE, INSTALLATION RAMMER ENERGY,

AND TOP OF COLUMN ELEVATION.

STONE COLUMNS

FOR SPECIALTY ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS AS DETERMINED BY

THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE.

DEFERRED SUBMITTAL TO SPECIFY REQUIRED

INSPECTIONS.

FOR CONCRETE ELEMENTS AND

CONCRETE-FILLED ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS.

1705.3 - - -

FOR STEEL PILES, PERFORM ADDITIONAL

INSPECTIONS.

1705.2 - - - REFER TO TABLE 2 FOR ADDITIONAL

MATERIALS RELATED SPECIAL INSPECTIONS

AND TABLE 3 FOR TESTING BY SPECIAL

INSPECTOR.

VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM TYPE AND SIZE OF

HAMMER, RECORD NUMBER OF BLOWS PER

FOOT OF PENETRATION, DETERMINE REQUIRED

PENETRATIONS TO ACHIEVE DESIGN CAPACITY,

RECORD TIP AND BUTT ELEVATIONS AND

DOCUMENT ANY DAMAGE TO FOUNDATION

ELEMENT.

X - -

INSPECT DRIVING OPERATIONS AND MAINTAIN

COMPLETE AND ACCURATE RECORDS FOR EACH

ELEMENT.

X - -

DETERMINE CAPACITIES OF TEST ELEMENTS AND

CONDUCT ADDITIONAL LOAD TESTS, AS

REQUIRED.

X - -

VERIFY ELEMENT MATERIALS, SIZES AND

LENGTHS COMPLY WITH THE REQUIREMENTS.

TB 1705.7

1705.7

GEOTECHNICAL

REPORT

X -

BY THE GEOTECHNICAL ENGINEER:

SPECIAL INSPECTIONS APPLY TO ELEMENT

TYPE AND SIZE, CAPACITY OF TEST ELEMENTS,

CONDUCT LOAD TESTS (IF REQUIRED),

RECORD BLOW COUNT PER FOOT OF

PENETRATION AND TIP/CUTOFF ELEVATIONS

(IF APPLICABLE), DOCUMENT ANY ELEMENT

DAMAGE.

DRIVEN DEEP FOUNDATION ELEMENTS

PRIOR TO PLACEMENT OF COMPACTED FILL,

INSPECT SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

- X

VERIFY USE OF PROPER PROCEDURES,

MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF...

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 GEOTECHNICAL ENGINEER

SOILS

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCYSYSTEM OR MATERIAL

INSPECTION

REMARKS

TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

NO PROHIBITED WELDS HAVE BEEN ADDED

WITHOUT THE APPROVAL OF THE EOR

X - -

DOCUMENT ACCEPTANCE OR REJECTION

OF WELDED JOINT OR MEMBER

- X -

REPAIR ACTIVITIES - X -

BACKING REMOVED AND WELD TABS

REMOVED (IF REQUIRED)

- X -

WELD ACCESS HOLES IN ROLLED HEAVY

SHAPES AND BUILT-UP HEAVY SHAPES

- X

AFTER ROLLED HEAVY SHAPES AND BUILT-UP

HEAVY SHAPES ARE WELDED, VISUALLY

INSPECT THE WELD ACCESS HOLE FOR

CRACKS.

K-AREA - X

WHEN WELDING OF DOUBLER PLATES,

CONTINUITY PLATES OR STIFFENERS HAS

BEEN PERFORMED IN THE K-AREA, VISUALLY

INSPECT THE WEB K-AREA FOR CRACKS

WITHIN 3 INCHES OF THE WELD.

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:

PLACEMENT AND INSTALLATION OF STEEL

HEADED STUD ANCHORS

- X -

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

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 CJP GROOVE WELDS OF HSS T-,

Y- AND K-JOINTS WITHOUT BACKING

(INCLUDING JOINT GEOMETRY): JOINT

PREPARATIONS, DIMENSIONS (ALIGNMENT,

ROOT OPENING, ROOT FACE, BEVEL),

CLEANLINESS (CONDITION OF STEEL

SURFACES), TACKING (TACK WELD

QUALITY AND LOCATION)

X - -

FIT-UP OF GROOVE WELDS (INCLUDING

JOINT GEOMETRY): JOINT PREPARATIONS,

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 -

WPS AVAILABLE - X -

WELDER QUALIFICATION RECORDS AND

CONTINUITY RECORDS

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

FREQUENCYSYSTEM OR MATERIAL

INSPECTION

REMARKS

INSPECT REINFORCING STEEL MECHANICAL

COUPLERS, HEADED DEFORMED BARS 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(14)

1705.3

ACI 318: 26.11.1.2(b) - X -

VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

TB 1705.3(8)

1705.3 1908.1

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(c) - X -

INSPECT CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

TB 1705.3(7)

1705.3 1908.1

ACI 318: 26.5, 26.13.3 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)

1908.1

ASTM C31

ASTM C172

ACI 318: 26.5, 26.12

X - -

VERIFY USE OF REQUIRED DESIGN MIX.

TB 1705.3(5)

1705.3 1908.1

ACI 318: 19,

26.4.3-26.4.4, 26.13.3

- X -

# DATE DESCRIPTION

2025/06/25 PERMIT SET

2025/07/21 100% CD

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47248

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Suite 510

Seattle, WA 98121 t 206.523.6150 f 206.523.9382

SHEET TITLE

SHEET NO.

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© 2025 JOHNSTON ARCHITECTS

DRAWING ISSUE

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STATEMENT OF

SPECIAL

INSPECTIONS

S005 Author Checker

PROTECTED ZONE, NO HOLES AND

UNAPPROVED ATTACHMENTS MADE BY

FABRICATOR OR ERECTOR, AS

APPLICABLE

- X -

RBS REQUIREMENTS IF APPLICABLE,

CONTOUR AND FINISH, DIMENSIONAL

TOLERANCES

1705.13.1 AISC 341: TB J8.1

- X -

OTHER INSPECTION TASKS:

PLACEMENT OF REINFORCING OR

CONTOURING FILLET WELDS (IF

REQUIRED)

1705.13.1 AISC 341: TB J6.3 - X -

VISUAL INSPECTION TASKS AFTER WELDING:

STEEL

OBSERVE PERFORM

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCYSYSTEM OR MATERIAL

INSPECTION

REMARKS

DESIGNATED SEISMIC SYSTEMS (SECONDARY) IN

STRUCTURES ASSIGNED TO SEISMIC DESIGN

CATEGORY C, D, E OR F

- X -

REFERENCE TABLE N1 AND N2 FOR

INSPECTION REQUIREMENTS.

SEISMIC FORCE-RESISTING SYSTEMS (SFRS) IN

STRUCTURES ASSIGNED TO SEISMIC DESIGN

CATEGORY B, C, D, E OR F 1704.3.2

1705.12

- X -

REFERENCE THE STRUCTURAL NOTES IN THE

STRUCTURAL DRAWINGS FOR OUTLINE OF

SFRS SYSTEM. REFERENCE TABLE 2A FOR

MATERIAL SPECIFIC INSPECTION...

GENERAL

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCYSYSTEM OR MATERIAL

INSPECTION

REMARKS

TABLE 2A - REQUIRED STRUCTURAL SPECIAL INSPECTIONS FOR

SEISMIC RESISTANCE

PREFABRICATED WOOD SHEAR PANELS

1703.4 1705.1.1(3)

ICC/IAPMO

EVALUATION

REPORT

- X

SPECIAL INSPECTIONS APPLY TO HOLD-DOWN

ANCHOR SIZE AND PLACEMENT, INCLUDING

EMBEDMENT LENGTH, SPACING, AND EDGE

DISTANCE

METAL-PLATE-CONNECTED WOOD TRUSSES. 1705.5.2 - - X

WHERE TRUSS CLEAR SPAN IS 60 FEET OR

GREATER, VERIFY TEMPORARY INSTALLATION

RESTRAINT/BRACING AND PERMANENT

INDIVIDUAL TRUSS MEMBER

RESTRAINT/BRACING ARE INSTALLED IN

ACCORDANCE WITH THE APPROVED TRUSS

SUBMITTAL PACKAGE.

FABRICATION OF HIGH-LOAD DIAPHRAGMS

AWC SDPWS

TB 4.2

1705.5.1 2306.2

- - X

VERIFY STRUCTURAL PANEL GRADE AND

THICKNESS. VERIFY NOMINAL SIZE OF

FRAMING MEMBERS AT ADJOINING PANEL

EDGES. VERIFY NAIL OR STAPLE DIAMETER

AND LENGTH, NUMBER OF FASTENER LINES

AND SPACING BETWEEN FASTENERS IN EACH

LINE AND AT EDGE MARGINS

FABRICATION OF PREFABRICATED STRUCTURAL

ELEMENTS

1704.2.5 - - X

REFER TO INSPECTION IN FABRICATION SHOP

REQUIREMENTS

WOOD

VERIFICATION OF COMPLIANCE WITH

CONSTRUCTION DOCUMENT DETAILS.

1705.2 AISC 360: N5.8 - X -

INSPECTION OF FABRICATED AND ERECTED STEEL FRAMES:

VISUALLY INSPECT EXPOSED CUT

SURFACES AND EXPOSED CORNERS OF

RECTANGULAR HSS FOR CRACKS AFTER

GALVANIZATION.

- AISC 360: N5.7 - X -

INSPECTION OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS:

DOCUMENT ACCEPTANCE OR REJECTION

OF BOLTED CONNECTIONS

1705.2 AISC 360: TB N5.6-3 - X -

INSPECTION TASKS AFTER BOLTING:

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 PLACED IN ALL

HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED

1705.2

AISC 360: TB N5.6-2

AISC 360: N5.6

X - -

INSPECTION TASKS DURING BOLTING:

PROTECTED STORAGE PROVIDED FOR

BOLTS, NUTS,…