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01000-GENERAL REQUIREMENTS: 03001-REINFORCING STEEL: 05400•COLD FORMED METAL FRAMING: Structural al DrawingSchedule 2436
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS.ANY DISCREPANCY REINFORCING STEEL DETAILING,FABRICATION,AND PLACEMENT SHALL BE PER ACI 318-14. LIGHT GAGE STEEL FRAMING MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE Issue
<br /> FOUND BETWEEN THE DRAWINGS,NOTES,SPECIFICATIONS,SITE CONDITIONS,AND REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: AMERICAN IRON AND STEEL INSTITUTE(AISI)"SPECIFICATION FOR THE DESIGN OF COLD SHT Sheet Name Date Rev Rev Date
<br /> ARCHITECTUAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE FORMED STEEL STRUCTURAL MEMBERS".MATERIALS SHALL CONFORM TO THE FOLLOWING:
<br /> DISCREPANCY IN WRITING.ANY WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY ASTM A-615 DEFORMED BARS GRADE 40(fy=40 KSI)FOR#3 BARS ONLY
<br /> SHALL BE DONE AT THE CONTRACTORS RISK,REFER TO ARCHITECTURAL PLANS FOR ASTM A-615 DEFORMED BARS GRADE 60(fy=60 KSI)FOR#4 BARS AND LARGER GAGE ASTM DES MIN FY HS2.O
<br /> Structural Notes 08/17/23 U S
<br /> OPENINGS,ARCHITECTURAL TREATMENTS,AND DIMENSIONS NOT SHOWN.CONSULT ASTM A-706 DEFORMED BARS GRADE 60(fy=60 KSI)FOR ALL WELDABLE BARS 0.0179"(26 GA.)TO 0.0451"(18 GA.) ASTM A653 Be GRADE 33 33 KSI Inspecton Schedule OB/17/23 Z
<br /> MECHANICAL PLANS FOR DUCTS,PIPES,ETC.NOT SHOWN. ASTM A-185 SMOOTH BAR(fy=60 KSI)FOR WELDED WIRE FABRIC. 0.0538"(16 GA.)TO 0.1180"(12 GA.) ASTM A653 SS GRADE 50 50 KSI - a
<br /> Partial Foundation Plan Oell 1123 1 10/19/2023THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC UNLESS ALL MEMBERS SHALL BE GALVANIZED.ALL MEMBERS SHALL BE STAMPED WITH ICBO Partial Roof Framin Plan 08/17/23
<br /> CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING NOTED OTHERWISE.PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET 56.00. EVALUATIONDe[ells OB/17/23 1 �_T_0/19/2023
<br /> ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY REINFORCING STEEL AT ALL WALLS,SLABS,AND FOOTINGS SHALL BE CONTINUOUS AROUND NUMBER,BASE METAL THICKNESS,AND YIELD STRENGTH.SIZE,SHAPE,AND GAGE SHALL BE Grand total:5 � m
<br /> SUPPORTED. CORNERS ELSE CORNER BARS SHALL BE PROVIDED. AS 0) 8
<br /> INDICATED ON THE PLANS.SECTION DESIGNATIONS,SECTION PROPERTIES,ETC.ARE AS SET C ry
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK INCLUDING COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: FORTH IN THE STEEL STUD MANUFACTURERS ASSOCIATION(SSMA)"PRODUCT TECHNICAL
<br /> BUT NOT LIMITED TO EXCAVATION,SHORING,AND OTHER WORK WITH ALL UTILITIES AND INFORMATION"AND NOTED SUCH AS(600S162-54): C
<br /> ADJACENT PROPERTIES.CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT CONCRETE CAST AGAINST EARTH U]6
<br /> 1-800-424-5555. ALL BAR SIZES 3" 600 DEPTH 11100 INCH)
<br /> g
<br /> S STYLE:S-STUD OR JOIST,T-TRACK,U-CHANNEL,F-FURRING CHANNEL
<br /> 01001-CODE REQUIREMENTS: FORMED SURFACE EXPOSED TH EARTH OR WEATHER 162 FLANGE WIDTH(1/100 INCH) u>-
<br /> #6 AND LARGER 2" 54 MATERIAL THICKNESS(MILS.)1 MIL=111000 INCHES
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING #5 AND SMALLER 1 1/2" z N
<br /> CODE&2018 IEBC AS ADOPTED BY THE LOCAL JURISDICTION. CONCRETE NOT EXPOSED TO EARTH OR WEATHER FASTENING OF COMPONENTS SHALL BE WITH SELF DRILLING SCREWS OR WELDING. fn m`8N
<br /> WELDING OF
<br /> 01003-DESIGN LIVE LOADS I DATA: COLD FORMED METAL FRAMING SHALL BE IN ACCORDANCE WITH AWS D1.4.SCREWS SHALL
<br /> WALLS AND JOISTS MEET
<br /> DEAD LOADS #14 AND#18 BARS 1 112" THE REQUIREMENTS OF AISI SPECIFICATION E4,AND SHALL BE ICBO CERTIFIED FOR THE
<br /> ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. #11 BARS AND SMALLER 314" FOLLOWING LOADS:
<br /> FLOOR LIVE LOADS SLABS AND JOISTS #8 SCREW(0.164"DIA.) #10 SCREW(0.190"DIA.)
<br /> FLOORS PER ORIGINAL DESIGN #14 AND#18 BARS 1 112" MILS INCHES GAGE SHEAR(LBS.)PULLOUT(LBS.) SHEAR(LBS.) rh
<br /> "#11 BARS AND SMALLER 1 PULLOUT(LBS.)
<br /> DOCUMENTS
<br /> BEAMS,COLUMNS 33 0.0346 20 1164 72 177 84
<br /> ROOF LIVE LOADSPRIMARY REINFORCEMENT 11/2" 43 0.0451 18 244 94 263 109 '•;+ i�L� p
<br /> GROUND SNOW LOAD 25 PSF �y o�2 fY
<br /> EXPOSURE FACTOR,Ce 1 0 TIES,STIRRUPS AND SPIRALS 1 1/2" 54 0.0566 16 344 118 370 137
<br /> 88 0.0713 14 •-• -- 523 173
<br /> THERMAL FACTOR,Ct 1.0 REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 97 0.1017 12 --- -- 523 173 -
<br /> SNOW LOAD IMPORTANCE FACTOR,Is 1.0 PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT .� a
<br /> ROOF SNOW LOAD 25 PSF AS NOTED IN THE DESIGN DRAWINGS.WELDING OF REINFORCING STEEL SHALL NOT BE 6`P�
<br /> PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON 08100•EPDXY ADHESIVE ANCHORS:
<br /> WIND DESIGN DATA THE DESIGN DRAWINGS.
<br /> BASIC WIND SPEED 100 MPH CONCRETE
<br /> (3-SECOND GUST) EPDXY SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE SET-XP EPDXY
<br /> WIND IMPORTANCE FACTOR Iw=1.0 03100-CAST-IN-PLACE CONCRETE: ADHESIVE.ANCHOR ROD,THREADED ROD,OR REINFORCING DIAMETER AND EMBEDMENT
<br /> WIND EXPOSURE EXPOSURE B PER PLAN.AS A MINIMUM PERIODIC SPECIAL INSPECTION IS REQUIRED PER SECTION 4.4 OF
<br /> TOPOGRAPHIC FACTOR Kl=1.00 CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE ESR-2508.
<br /> INTERNAL PRESSURE COEFFICIENT GCpi=+/-0.18 STANDARD ACI 318-14"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
<br /> COMPONENT&CLADDING WIND PRESSURE P(C)=25 PSF 08200-EXPANSION ANCHORS:
<br /> EARTHQUAKE DESIGN DATA CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1 ADMIXTURES SHALL BE
<br /> APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLYY WITH ACI 318-14 SECTION
<br /> CONCRETE
<br /> SEISMIC IMPORTANCE FACTOR Is=1.0 3.6.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING EXPANSION ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE
<br /> OCCUPANCY CATEGORY II ADMIXTURE CONFORMING TO IBC SECTION 1904.2.THE USE OF WATER SOLUBLE CHLORIDE STRONG-BOLT 2 WEDGE ANCHOR.ANCHOR DIAMETER AND EMBEDMENT PER PLAN.
<br /> SPECTRAL RESPONSE ACCELERATIONS S1=0.42 ION SHALL NOT BE USED, INSTALLATION PER SECTION 4.3 OF ESR-3037.AS A MINIMUM PERIODIC SPECIAL INSPECTION
<br /> Ss=1.08 IS REQUIRED PER SECTION 4.4 OF ESR-3037.
<br /> SITE CLASS D THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL
<br /> SPECTRAL RESPONSE COEFFICIENTS SD1=OA4 TWO WEEKS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REVIEWED FOR 08300-SCREW ANCHORS:
<br /> SDS=0.77 CONFORMANCE TO IBC SECTIONS 1904 AND 1905,
<br /> SIESMIC DESIGN CATEGORY D
<br /> BASIC FORCE RESISTING SYSTEM-SPECIAL REINFORCED CONCRETE SHEAR WALLS CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: CONCRETE
<br /> DESIGN BASE SHEAR Cs'W=0.218•W (1)28 DAY STRENGTH It[PSI](2)MAX.WATER/CEMENT RATIO(3)MAX.SLUMP[IN](4)AIR SCREW ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE TITEN HD.
<br /> RESPONSE MODIFICATION COEFFICIENT R=5.0 ENTRAINMENT 1%](5)SPECIAL INSPECTION REQUIRED(6)MIN.90 LS SACKS OF CEMENT(7) ANCHOR DIAMETER AND EMBEDMENT PER PLAN.AS A MINIMUM PERIODIC SPECIAL
<br /> ANALYSIS PROCEDURE LOCATION AND APPLICATION. INSPECTON IS REQUIRED PER SECTION 4.4 OF ESR-2713.
<br /> -EQUIVALENT LATERAL FORCE PROCEDURE
<br /> (1) (2) (3) (4) (5) (6) (7)
<br /> 3000 0.58 5-1-1 5+/-1 YES 5 EXTERIOR SLAB AND FOOTINGS
<br /> 01004-GEOTECHNICAL INVESTIGATION: 300o 0.50 5+/-1 0+/-1 YES ALL OTHER CONCRETE
<br /> EARTHWORK AND FOUNDATIONS SHALL BE CONSISTENT WITH THE GEOTECHNICAL ONE COMPRESSION TEST MINIMUM SHALL BE COMPLETED FOR EVERY 150 CUBIC YARDS OR
<br /> ENGINEERING RECOMMENDATIONS.ALL FOUNDATIONS SHALL BE FOUNDED ON COMPETENT 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY.A TEST
<br /> NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY THE GEOTECHNICAL ENGINEER. SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE
<br /> AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CYLINDERS MAY BE MADE FOR
<br /> SEE THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY GEO RESOURCES DATED INFORMATION REGARDING POST TENSIONING,FORM REMOVAL,STRENGTH DEVELOPMENT,
<br /> MAY 21,2012.FOUNDATIONS SHALL BE SUPPORTED ON SPREAD FOOTINGS.ALLOWABLE OR OTHER PURPOSES.CONCRETE SHALL BE ACCEPTABLE IF: § y
<br /> BEARING CAPACITY IS 3,500 PSF,
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH
<br /> DESIGN PARAMETERS ARE AS FOLLOWS: 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BELOW THE
<br /> SPECIFIED STRENGTH,
<br /> ACTIVE EARTH PRESSURE(YIELDING) 35 PCF 46 w w
<br /> CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING m c7
<br /> ACTIVE EARTH PRESSURE(AT-REST) 50 PCF AT NO ADDITIONAL EXPENSE TO THE OWNER. w c1 0 w c 0 Sao
<br /> PASSIVE EARTH PRESSURE FILL 350 PCF(ALLOWABLE) CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/41NCH IF NOT
<br /> SPECIFIED BY THE ARCHITECT.
<br /> COEFFICIENT OF FRICTION 0.40(ALLOWABLE)
<br /> SOIL PROFILE SITE CLASS D
<br /> 05100-STRUCTURAL STEEL:
<br /> ALL FOUNDATION INSTALLATIONS SHALL BE SUBJECT TO APPROVAL OF THE GEOTECHNICAL DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE
<br /> ENGINEER. WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION"AISC
<br /> 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".MATERIALS SHALL BE IN
<br /> ACCORDANCE WITH THE FOLLOWING UNO:
<br /> 01005-REQUIRED SUBMITTAL PROCEDURES: STRUCTURAL W SHAPES ASTM A-992 FY=50 KSI
<br /> S,M,AND C SHAPES ASTM A-36 FY=36 KSI
<br /> THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SUBMITTALS TO THE ENGINEER OF STEEL ANGLES ASTM A-36 FY=36 KSI
<br /> RECORD FOR APPROVAL TWO WEEKS PRIOR TO POUR OF CONCRETE OR FABRICATION. PLATE MATERIAL ASTM A-36 FY=36 KSI
<br /> STRUCTURAL PIPE ASTM A-53 FY=35 KSI
<br /> SHOP DRAWINGS: GRADES
<br /> SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD FOR STRUCTURAL HSS ASTM A-500 FY=46 KSI
<br /> APPROVAL PRIOR TO FABRICATION.IF SHOP DRAWINGS DIFFER FROM THE APPROVED GRADE B
<br /> DESIGN DRAWINGS.NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGATURE OF A
<br /> LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH HEADED STUDS ASTM A-108
<br /> THE SHOP DRAWINGS TO THE APPROPRIATE JURISDICTION FOR APPROVAL PRIOR TO HIGH STRENGTH BOLTS ASTM A-325N BEARING TYPE(SNUG TIGHT)TYPICAL U.N.O.
<br /> FABRICATION.SHOP DRAWINGS ARE REQUIRED FOR:STRUCTURAL STEEL.
<br /> ' ANCHOR RODS ASTM F1554 FY=36 KSI
<br /> CONCRETE MIX DESIGN: WOOD CONNECTION BOLTS ASTM A-307 L
<br /> RE:SECTION 03100 GRADE A
<br /> SUBSTITUTION REQUESTS, WELDING ELECTRODES E7018
<br /> DEFERRED SUBMITTALS. O
<br /> ALL WELDING SHALL CONFORM TO THE AWS D1.401 AM-2011"STRUCTURAL WELDING CODE"
<br /> 01006-CODE REQUIRED SPECIAL INSPECTIONS: AND AISC 341-16"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"APPENDIX W.
<br /> ALL WELDING SHALL BE PERFORMED BY A WASHINGTON ASSOCIATION OF BUILDING
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY OFFICIALS(WABO)AND AMERICAN WELDING SOCIETY(AWS)CERTIFIED WELDERS.ALL
<br /> THE LOCAL BUILDING DEPARTMENT,IN ADDITION TO INSPECTIONS REQUIRED BY THE LOCAL COMPLETE PENETRATION(CP)WELDS SHALL BE ULTRASONICALLY TESTED.ALL FILLETWELDS SHALL BE VISUALLY INSPECTED RE:51.1.
<br /> BUILDING DEPARTMENT,THE OWNER OR A REGISTERED DESIGN PROFESSIONAL IN
<br /> E RESPONSIBLE CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOY ONE OR MORE STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER SHALL BE HOT DIPPED
<br /> SPECIAL INSPECTORS TO PROVIDE INSPECTIONS FOR ITEMS NOTED IN IBC SECTION 1705 GALVANIZED AFTER FABRICATION IN COMPLIANCE WITH ASTM A-123.ALL FIELD WELDS
<br /> WHICH ARE SUMMARIZED IN THE SPECIAL INSPECTION SCHEDULE ON SHEET SIA. EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED ZINC-RICH PAINT
<br /> B COMPLYING WITH ASTM A-780.
<br /> THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON EMPLOYED BY AN APPROVED
<br /> �i AGENCY.THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF INSPECTIONS AND FURNISH ALL STRUCTURAL STEEL TO RECEIVE ONE SHOP COAT OF PAINT(PRIME COAT).PROVIDE A
<br /> THEM TO THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD ON A REGULAR BASIS.A MINIMUM FRY-FILM THICKNESS OF ONE MIL.PREPARE SURFACE TO MEET REQUIREMENTS OF C73 v -0
<br /> FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND THE CORRECTION OF SSPC-SP2.TOUCHUPS OF ABRASIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR.UNO. 4- M
<br /> ANY DISCREPANCIES SHALL BE PROVIDED PRIOR TO COMPLETION OF BUILDING FINISHES. � of O
<br /> �n WHERE FABRICATION OF STRUCTURAL COMPONENTS AND ASSEMBLES IS BEING PERFORMED L C.
<br /> = ON THE PREMISES OF A FABRICATOR'S SHOP,SPECIAL INSPECTION OF THE FABRICATED
<br /> ITEMS SHALL BE REQUIRED EXCEPT HERE THE FABRICATOR IS REGISTERED AND APPROVED
<br /> TO DO SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION }� a--•r
<br /> 1705.2.PERIODIC INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM
<br /> THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS.
<br /> CONTINUOUS SPECIAL INSPECTION REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES r
<br /> THAT WORK REQUIRING SPECIAL INSPECTION IS PERFORMED.
<br /> �� N a
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