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STRUCTURAL NOTES
<br /> KAISFR
<br /> DESIGN LOADS CONCRETE ANCHORS AN
<br /> ENTE Project
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIAL CONDITIONS CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19. POST-INSTALLED ANCHORS Kaiser Permanente Everett
<br /> INTERNATIONAL BUILDING CODE(IBC),2015 EDITION,AS AMENDED BY THE CITY OF EXISTING BUILDING CONSTRUCTION INDICATED IS BASED ON ORIGINAL CONSTRUCTION PROVIDE POST-INSTALLED ANCHORS AS SPECIFIED IN THESE DRAWINGS. S ecialt Center
<br /> EVERETT. DRAWINGS BY ABAM CONSULTING ENGINEERS AND DATED 3/24193. CONCRETE MIXTURES P Y
<br /> ALL CONCRETE SHALL HAVE MINIMUM STRENGTH(fc)OF 4,000 PSI MEASURED AT 28 DAYS. ADHESIVE REINFORCING DOWEL MATERIALS
<br /> SEISMIC LOADS CONTRACTOR SHALL VERIFY ALL LEVELS,DIMENSIONS,AND EXISTING CONDITIONS IN THE ADHESIVE REINFORCING DOWELS(ARD) ASTM A 615,GRADE 60
<br /> EARTHQUAKE DESIGN OF THE NEW NON-LOAD-BEARING CONCRETE WALLS IS BASED ON FIELD BEFORE PROCEEDING.CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY WATER-REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS,BUT THREADED ARID ASTM F 1554,GRADE 36(CARBON STEEL) 2930 MAPLE STREET
<br /> CHAPTER 13"SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS"OF DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION.IN CASE OF SHALL CONFORM TO ASTM C 494,AND BE USED IN STRICT ACCORDANCE WITH THE ASTM A193 38M CLASS 1(STAINLESS) EVERETT,WA 98201
<br /> ASCE 7. DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS,THE MANUFACTURER'S RECOMMENDATIONS.CaCl2 OR OTHER WATER-SOLUBLE CHLORIDE
<br /> CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING. ADMIXTURES SHALL NOT BE USED. ANCHOR EMBEDMENT DEPTHS LISTED SHALL BE CONSIDERED EFFECTIVE EMBEDMENT
<br /> SITE CLASS C DIMENSIONS NOTED AS PLUS OR MINUS(i)INDICATE UNVERIFIED DIMENSIONS AND ARE DEPTHS AS DEFINED IN THE ICC-ES OR IAPMO UES EVALUATION REPORTS.PROVIDE Prepared for
<br /> RISK CATEGORY II APPROXIMATE.NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE ANCHOR LENGTH AND HOLE PER EVALUATION REPORT TO ACCOMMODATE THE EFFECTIVE KAISER FOUNDATION
<br /> SEISMIC DESIGN CATEGORY D FROM INDICATED DIMENSIONS.NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED BASED ON THE TOTAL CEMENTITIOUS MATERIAL.WATER/CEMENTITIOUS MATERIALS RATIO EMBEDMENT SPECIFIED IN THESE DRAWINGS.
<br /> DIMENSIONS--DO NOT SCALE DRAWINGS.DIMENSIONS OF EXISTING CONDITIONS MAY BE AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH Ip = 1.5 BASED ON RECORD DRAWINGS AND ARE TO BE FIELD-VERIFIED BY THE CONTRACTOR. REQUIREMENTS. HEALTH PLAN, INC.
<br /> S, = 0 1.3 g FIELD-MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. STRUCTURAL STEEL
<br /> Sos= . g CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
<br /> DEMOLITION.CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94.
<br /> PULLING IRONS STRUCTURAL MEMBERS,EXISTING CONSTRUCTION AND SOIL EXCAVATIONS,AS REQUIRED,
<br /> PULLING IRONS ARE DESIGNED FOR A 10,000 LB LOAD. AND IN A MANNER SUITABLE TO THE WORK SEQUENCE.TEMPORARY SHORING AND BRACING THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR REFERENCE SPECIFICATIONS
<br /> SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN TO PLACING ANY CONCRETE.THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318, STRUCTURAL STEEL AISC 360-SPECIFICATION FOR STRUCTURAL STEEL
<br /> SOIL LOADS ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. CHAPTER 19.THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED BUILDINGS
<br /> ALLOWABLE SOIL-BEARING PRESSURE 2,000 PSF DL+LL AS DESCRIBED IN ORIGINAL NO REINFORCING BARS IN EXISTING CONSTRUCTION SHALL BE CUT UNLESS DIRECTED TO ON THE PROJECT,AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX.MAXIMUM
<br /> CONSTRUCTION DRAWINGS. BY THE ARCHITECT OR AS SHOWN ON THE DRAWINGS. AGGREGATE SIZE SHALL NOT EXCEED 1 INCH. WELDING AWS D1.1,TYPICAL
<br /> SUBMITTALS CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, CURING STEEL MATERIALS
<br /> SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR TECHNIQUES,SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING PLATES(PL),BARS ASTM A 36 TYPICAL,
<br /> CONSTRUCTION FOR ALL STRUCTURAL ITEMS,INCLUDING THE FOLLOWING:CONCRETE CONCRETE,A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 WELDING ELECTRODES 70 KSI,LOW HYDROGEN,TYPICAL
<br /> REINFORCEMENT,EMBEDDED STEEL ITEMS,STRUCTURAL STEEL. HOURS AFTER FINISHING CONCRETE SURFACES.REFER TO THE PROJECT SPECIFICATIONS
<br /> MASONRY FOR CURING REQUIREMENTS. STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL CONFORM TO THE
<br /> IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL REQUIREMENTS OF IBC CHAPTER 22.
<br /> DRAWINGS,THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REINFORCING STEEL
<br /> REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. CONCRETE MASONRY DEFORMED BARS ASTM A 615,GRADE 60 PROTECTION OF STEEL INSPECTION ALL CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C 90 WITH AVERAGE NET STRUCTURAL STEEL,INCLUDING PLATES AND OTHER STEEL ITEMS,SHALL BE HOT-DIPPED
<br /> REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE CRSI MANUAL OF STANDARD GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A 123.
<br /> SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED COMPREHENSSIVE STRENGTH OF 2,000 PSI.ASSEMBLE SHALL HAVE A MINIMUM PRACTICE.REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI STANDARD
<br /> TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND COMPRESSIVE STRENGTH OF fm=2,000 PSI AT 28 DAYS AFTER GROUTING.CONCRETE OF PRACTICE AS OUTLINED IN ACI 315,"GUIDE TO PRESENTING REINFORCING STEEL DESIGN WELDING
<br /> TESTING.ALL PREPARED SOIL-BEARING SURFACES SHALL BE INSPECTED BY THE MASONRY WALLS SHALL BE REINFORCED AS SHOWN IN THESE DRAWINGS.MASONRY SHALL DETAILS". ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS,AND SHALL BE
<br /> GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL.SOILS BE FULLY GROUTED,UNLESS NOTED OTHERWISE. PERFORMED BY WABO-CERTIFIED WELDERS.ONLY WELDS THAT ARE PREQUALIFIED,AS
<br /> COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY OR MORTAR LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. DEFINED BY AWS,OR QUALIFIED BY TESTING SHALL BE USED.SHOP DRAWINGS SHALL
<br /> GEOTECHNICAL ENGINEER. ALL MORTAR SHALL BE TYPE S AND SHALL CONFORM TO IBC SECTION 2103. SHOW ALL WELDING WITH AWS A2.4 SYMBOLS.
<br /> Hellmuth,Obata&Kassabaum,Inc.
<br /> MASONRY GROUT 1218 Third Avenue,Suite 1315
<br /> GROUT MATERIALS AND PROPORTIONS SHALL CONFORM TO TMS 602. Seattle,WA 98101 USA
<br /> t+1 206 493 1771 f+1 206 493 1778
<br /> REINFORCING STEEL
<br /> REINFORCING SHALL CONFORM TO IBC SECTION 2103.4 AND TMS 602.DEFORMED BARS
<br /> SHALL BE GRADE 60 AND SHALL BE SECURELY PLACED. °'"feprotluctlon a'ntall"fuel`roaarb rams ra'ar•'etl
<br /> 20fg
<br /> In Association With
<br /> MASONRY-LEVEL B Mortensen
<br /> TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS VERIFICATION OF SLUMP FLOW AND VISUAL TABLE 3 - REQUIRED STRUCTURAL TESTING 10230NE Points Drive,Suite 300
<br /> INSPECTION STABILITY INDEX(VSI)AS DELIVERED TO THE TMS 602:TB 4 TESTING Kirkland,WA 98033
<br /> SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY(NOTE 6) REMARKS PROJECT SITE FOR SELF-CONSOLIDATING TMS 602:1.5 B.1.b.3 X SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS
<br /> REFERENCE REFERENCE CONTINUOUS PERIODIC GROUT. REFERENCE REFERENCE I CONTINUOUS I PERIODIC ConXtech,Inc
<br /> CONCRETE VERIFICATION OF fm PRIOR TO CONSTRUCTION, 1705.4 CONCRETE Structural Fabncator
<br /> EXCEPT WHERE SPECIFICALLY EXEMPTED BY TMS 602:TB 4 X 6701 Kell Center Parkway,Suite 150
<br /> ACI 318:.6.25.2-25.3,
<br /> THE CODE. TMS 602:1.4 B ONE SAMPLE FOR EA 150 Pleasanton,CA 94566
<br /> INSPECT REINFORCEMENT,INCLUDING TB 1705.3(1) 26.6.1-26.6.3,26.8, TOLERANCE AND REINFORCING PLACEMENT ASTM C 172 CY NOR LESS THAN 5,000 OBTAIN WHEN FRESH CONCRETE IS PLACED
<br /> EMBEDMENTS AND PRESTRESSING TENDONS, 1705.3 - X VERIFY COMPLIANCE W ITH THE APPROVED TMS 602:TB 4(1) _ _ COMPOSITE SAMPLES SO FT OF SLABS AND
<br /> AND VERIFY PLACEMENT. 1908.4 26.13.3; PER ACI 318:26.6 SUBMITTALS TMS 602:1.5 X ACI 318:26.12 WALLS,ONE SET PER DAY FOR EACH MIX DESIGN USED KPFF Consulting Engineers
<br /> AISC 360:N5.7 MIN Civil+Structural Engineering
<br /> AS MASONRY CONSTRUCTION BEGINS,VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE: 1601 Fifth Avenue,Suite 1600
<br /> INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS: PROPORTIONS OF SITE-PREPARED TMS 602:TB 4(2.a) _ X _ EACH MORTAR TMS 602:2.1,2.6 A ( )SAMPLE: NOTE 9 REFER TO GENERAL NOTES FOR Seattle,WA 98101
<br /> ADHESIVE ANCHORS AND ADHESIVE ACI 355.4 CONCRETE STRENGTH,UNO 1903 ASTM C 39 ,CYL-7 DAYS TEST AGE.FOR 6 BY AGE
<br /> CYLINDERS,2
<br /> TMS 602:TB 4(2.b) _ ACI 318:26.12 3 CYL-TEST AGE CYLINDERS AT TEST AGE IS PERMITTED. MaZZettl
<br /> REINFORCING DOWELS INSTALLED IN EVALUATION
<br /> PMO CONSTRUCTION OF MORTAR JOINTS 1705.4 - X 1705.3
<br /> HORIZONTALLY OR UPWARDLY INCLINED TB 1705.3(4.a) EVALUATION REPOR X _ REFER TO ANCHOR CALLOUTS FOR TMS 602:3.3 B 1 CYL-HOLD CYL=CYLINDER MEP+RIP Engineering
<br /> ORIENTATIONS TO RESIST SUSTAINED ACI 318:17.8.2.4, SUSTAINED TENSION(ST)DESIGNATION LOCATION OF REINFORCEMENT TMS 602:T6 4(2.d) _ _ 2013 4[h Avenue,Suite 200
<br /> TENSION LOADS. 26.13.3 AND CONNECTORS TMS 602:3.4 X CONCRETE SLUMP ASTM C 143 ONE TEST PER COMPOSITE SAMPLE AT POINT OF PLACEMENT Seattle,WA 98121
<br /> PRIOR TO GROUTING,VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:
<br /> ACI 355.4 ONE TEST PER
<br /> TMS 602:TB 4(3.a) CONCRETE AIR CONTENT ASTM C 231 COMPOSITE SAMPLE MIN ONE PER DAY
<br /> MECHANICAL ANCHORS,ADHESIVE EVALUATION
<br /> PMO GROUT SPACE - X - Key Plan
<br /> X TMS 602:3.2 D,3.2 F
<br /> ANCHORS,AND ADHESIVE REINFORCING TB 1705.3(4.b) EVALUATION REPOR - ALL ANCHORS SHALL BE VISUALLY INSPECTED ONE TEST PER ONE TEST PER HOUR WHEN AIR TEMP IS
<br /> DOWELS NOT DEFINED ABOVE. ACI 318:17.8.2, (NOTE 7) TMS 602:TB 4(3.b) CONCRETE TEMPERATURE ASTM C 1064 COMPOSITE SAMPLE BELOW 40 DEG F OR ABOVE 80 DEG F
<br /> 26.13.3 GRADE,TYPE,AND SIZE OF TMS 602:2.4,3.4 - X -
<br /> REINFORCEMENT TMS 402:6.1 MASONRY
<br /> TB 1705.3(5) TMS 602:TB 4(3.c) ASTM C 62
<br /> 1705.3 PLACEMENT OF REINFORCEMENT AND 1705.4 ASTM C 216
<br /> ACI 318,19, TMS 602:3.2 E,3.4 - X
<br /> VERIFY USE OF REQUIRED DESIGN MIX. 1904 - X - CONNECTORS
<br /> 26.4.3-26.4.4,26.13.3 TMS 402:6.1-6.2652
<br /> 1908.2 2105 ASTM C 476
<br /> 1908.3 TMS 602:TB 4(3.d) UNIT STRENGTH METHOD 1705.4 ASTM C 76 -
<br /> PROPORTIONS OF SITE-PREPARED GROUT TMS 602:2.6 B X - ASTM C 55
<br /> PRIOR TO CONCRETE PLACEMENT,FABRICATE ASTM C:1
<br /> SPECIMENS FOR STRENGTH TESTS,PERFORM ASTM C 172 CONSTRUCTION OF MORTAR JOINTS TMS 602:TB 4(3.e) _ X _ TMS 602: .4 B.2
<br /> SLUMP AND AIR CONTENT TESTS,AND TB 1705.3(6) ASTM C 31 X - - TMS 602:3.3 B
<br /> 10
<br /> DETERMINE THE TEMPERATURE OF THE 1908. ACI 318:26.4,26.12 OBSERVE PREPARATION OF GROUT SPECIMENS, 1705.4 TMS 602:TB 4(5) X
<br /> CONCRETE. MORTAR SPECIMENS,AND/OR PRISMS TMS 602:1.4 B
<br /> Professional Seals
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<br /> 8 9 EX 24x18 FTG EX 30x24 FTG EXI,,THICK PT SLAB HDK Project No: 19.05002.00
<br /> 1 S00 is 0 Sheet Title:
<br /> 1 soo CONTINUE ISOLATION TRANSFORMER
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<br /> PLANS AND NOTES
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<br /> NEW TRANSFORMER VAULT PLAN, LEVEL P2-EX LEVEL P3 - EX PARTIAL PLAN VAULT WALL ELEVATION Sheet Number
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