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STRUCTURAL NOTES
<br /> DESIGN LOADS REINFORCING
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL SPECIAL CONDITIONS REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE CRSI f'C = 4,000 PSI
<br /> BUILDING CODE (IBC), 2021 EDITION, AS AMENDED BY THE CITY OF EVERETT. ALTERATIONS TO THE CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE FIELD MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH fy = 60,000 PSI
<br /> EXISTING BUILDING ARE IN ACCORDANCE WITH THE INTERNATIONAL EXISTING BUILDING CODE (IEBC) BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "GUIDE TO PRESENTING REINFORCING STEEL
<br /> AND THE PRESCRIPTIVE COMPLIANCE METHOD. FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES BETWEEN DESIGN DETAILS". SIZE Ld Ldt Lb Lbt Ldh
<br /> THE EXISTING CONDITIONS AND THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN DIRECTION FROM
<br /> SEISMIC LOADS THE ARCHITECT BEFORE PROCEEDING. DIMENSIONS NOTED AS PLUS OR MINUS (t) INDICATE LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT SHOWN, #4 19 (28) 25 (37) 25 (37) 32 (48) 9
<br /> THE EXISTING SEISMIC FORCE—RESISTING SYSTEM IS COMPRISED OF A COMBINATION OF STEEL UNVERIFIED DIMENSIONS AND ARE APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR USE TYPE Lb (Lbt FOR TOP BARS) SPLICE PER DEVELOPMENT AND SPLICE LENGTH SCHEDULE. #5 24 (36) 31 (46) 31 (46) 40 (60) 12
<br /> BRACED FRAMES, STEEL BUCKLING RESTRAINED FRAMES, AND STEEL MOMENT FRAMES ACROSS THE EXCESSIVE VARIATIONS FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER MECHANICAL SPLICES CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLESS OTHERWISE NOTED.VARIOUS BUILDINGS. REFER TO THE EXISTING DRAWINGS IN BOEING LIBRARY FOR BUILDING 40-026. SCALED DIMENSIONS--DO NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS ARE TO BE TYPE 1 SPLICES SHALL DEVELOP 125 PERCENT OF THE YIELD CAPACITY OF THE SPLICED BARS IN #6 28 (43) 37 (55) 37 (55) 48 (72) 14
<br /> FIELD—VERIFIED BY THE CONTRACTOR. BOTH TENSION AND COMPRESSION. TYPE 2 SPLICES SHALL DEVELOP THE SPECIFIED TENSILE #7 42 (62) 54 (81) 54 (81) 70 (105) 17
<br /> MODIFICATIONS TO THE EXISTING STRUCTURE ARE IN ACCORDANCE WITH THE IEBC PRESCRIPTIVE STRENGTH OF THE SPLICED BARS IN TENSION IN ADDITION TO MEETING TYPE 1 SPLICE g 47 (71) 62 (92) 62 (92) 80 (120) 19
<br /> COMPLIANCE METHOD. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. REQUIREMENTS. SUBMIT ICC—ES OR IAPMO UES REPORT VALID FOR THE 2021 IBC DEMONSTRATING #
<br /> CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, COMPLIANCE OF COUPLERS WITH THESE REQUIREMENTS. #9 54 (80) 70 (104) 70 (104) 90 (136) 21
<br /> THE DESIGN OF NON—STRUCTURAL COMPONENTS ARE DESIGNED WITH THE FOLLOWING PARAMETERS.: EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER SUITABLE TO
<br /> THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL AT THE CONTRACTOR'S OPTION AND WITH THE ARCHITECT'S APPROVAL, HEADED DEFORMED BARS #10 60 (90) 78 (117) 78 (117) 102 (153) 24
<br /> SITE CLASS D — DEFAULT FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS MAY BE USED IN LIEU OF REINFORCING BARS SHOWN WITH STANDARD 90 OR 180 DEGREE HOOKS 1 #11 1 67 (100) 87 (130) 87 (130) 113 (170) 27
<br /> RISK CATEGORY II HAVE ACHIEVED DESIGN STRENGTH. AND MECHANICAL SPLICES MAY BE USED IN LIEU OF LAP SPLICES. USE OF HEADED DEFORMED #14 80 (120) 104 (157) N/A N/A 32
<br /> SEISMIC DESIGN CATEGORY D BARS IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION 25.4.4. USE OF MECHANICAL SPLICES
<br /> 6 = 1.0 FIELD LOCATE REINFORCING BARS, AND EMBEDS AND PROVIDE A MINIMUM OF 3" CLEARANCE TO IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION 18.2.7 AND REQUIRES SUBMITTAL OF AN 1#18 1107 (161) 139 (209) N/A N/A 1 43
<br /> SDS = 1.19 ALL CONCRETE CORES AND CUTS. NO REINFORCING BARS, OR EMBEDS IN EXISTING CONSTRUCTION ICC—ES OR IAPMO UES REPORT VALID FOR THE 2021 IBC.
<br /> SHALL BE CUT UNLESS DIRECTED TO BY THE ARCHITECT OR AS SHOWN ON THE DRAWINGS. ABBREVIATIONS
<br /> SOIL LOADS REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE:
<br /> ALLOWABLE SOIL—BEARING PRESSURE 3000 PSF DL + LL (ASSUMED PER PREVIOUS DRAWINGS) CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, db = BAR DIAMETER
<br /> 4000 PSF DL + LL + SEISMIC/WIND (ASSUMED PER TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. USE COVER Ld = TENSION DEVELOPMENT LENGTH
<br /> PREVIOUS DRAWINGS) COLUMN TIES 1 1/2° Ldt= TENSION DEVELOPMENT LENGTH FOR A TOP BAR
<br /> TUNNEL WALLS 35 PCF (EQUIVALENT FLUID PRESSURE) S01� INTERIOR SLAB BARS 1" Lb = CLASS B LAP SPLICE LENGTH, 1.3 Ld
<br /> UNRESTRAINED SEE THE GEOTECHNICAL REPORT BY GEOENGINEERS DATED JUNE 28, 2006 AND LANDAU NONSTRUCTURAL SLAB—ON—GRADE PER DETAILS Lbt= CLASS B LAP SPLICE LENGTH FOR A TOP BAR, 1.3 Ldt
<br /> 56 PCF (EQUIVALENT FLUID PRESSURE) ASSOCIATES DATED FEBRUARY 27 2014, FOR MORE COMPLETE INFORMATION. EARTHWORK MATERIAL, STRUCTURAL SLAB—AT—GRADE BOTTOM BARS 2" Ldh= TENSION DEVELOPMENT LENGTH FOR A STANDARD HOOK
<br /> RESTRAINED BACKFILL AND COMPACTION SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE FOOTING, PILE CAP, GRADE BEAM BOTTOM BARS 3" (CAST AGAINST EARTH)
<br /> GEOTECHNICAL REPORT(S). BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALLS TOP BARS 1 1/2
<br /> AND SUPPORTING SLABS ACHIEVE 28 DAY CONCRETE STRENGTH OR THE WALLS ARE TEMPORARILY 2" (#6 AND LARGER WHERE EXPOSED TO NOTES:
<br /> GENERAL NOTES BRACED. ALL TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH EARTH OR WEATHER) 1. USE THE LENGTHS IN THIS SCHEDULE, UNLESS NOTED OTHERWISE.
<br /> FILL SUPPORTING CONCRETE SLABS OR PAVING. SIDE BARS 2" 2. USE LENGTH IN ( ) WHEN BAR COVER IS db OR LESS OR BAR CLEAR SPACING IS
<br /> SUBMITTALS WELDING OF REINFORCING, WHERE APPROVED BY THE ARCHITECT, SHALL BE PERFORMED USING 2db OR LESS.
<br /> MEMBER SPACING 3. ATOP BAR IS A HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST
<br /> SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR LOW HYDROGEN ELECTRODES AND PREHEATED IN ACCORDANCE WITH AWS D1.4, REINFORCING BELOW IT.
<br /> DIMENSIONED FRAMING UNLESS NOTED OTHERWISE.
<br /> CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND STEEL WELDING CODE. WELDERS AND WELDING PROCEDURES SHALL BE QUALIFIED IN ACCORDANCE
<br /> REINFORCEMENT, EMBEDDED STEEL ITEMS, AND STRUCTURAL STEEL. WITH AWS D1.4. MATERIALS SHALL CONFORM TO THE FOLLOWING: 4. FOR GRADE 80 BARS, MULTIPLY ABOVE VALUES BY 1.33.
<br /> IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, REINFORCING BARS TO BE WELDED ASTM A 706, GRADE 60, LOW ALLOY
<br /> THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED CONCRETE WELDING ELECTRODES E80XX
<br /> PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN.
<br /> CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19. NONSHRINK GROUT
<br /> DEFERRED SUBMITTALS BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM f'c = 8,000 PSI. ALL OTHER
<br /> PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF CONCRETE MIXTURES NONSHRINK GROUT SHALL HAVE MINIMUM f'c = 5,000 PSI.
<br /> ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
<br /> WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN
<br /> AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR
<br /> TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: CONCRETE MIXTURES ANCHORS
<br /> ALTERNATE ANCHORS (WHEN ALTERNATE ANCHORS ARE PROPOSED) f'C(PSI) TEST I EXPOSURE CLASS POST—INSTALLED ANCHORS
<br /> AGE(DAYS) F S W C USE PROVIDE POST—INSTALLED ANCHORS PER THE FOLLOWING SCHEDULE UNLESS NOTED OTHERWISE:
<br /> NONSTRUCTURAL COMPONENTS DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN 4,000 1 28 FO I SO I WO I CO SLAB—ON—GRADE, CURBS AND PADS
<br /> ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT SPECIFICATIONS. ANCHORS IN CONCRETE
<br /> NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR EXPOSURE
<br /> z SUPPORTING STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1. ANCHOR TYPE APPROVED ANCHORS EVALUATION REPORT
<br /> ELIMINATE TORSIONAL FORCES. TORSIONAL BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL ADHESIVE HILTI HIT—HY 200 V3 ICC—ES ESR-4868
<br /> COMPONENT DESIGNER AND APPROVED BY THE ENGINEER. WATER—REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL
<br /> CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S MECHANICAL HILTI KWIK BOLT TZ2 ICC—ES ESR-4266
<br /> DESIGN, DETAILING AND CONSTRUCTION OF ALL NONSTRUCTURAL COMPONENTS WHICH ATTACH TO RECOMMENDATIONS. CoCl2 OR OTHER WATER—SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE
<br /> 9 STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS ESTABLISHED BY THE USED. ADHESIVE REINFORCING DOWEL MATERIALS
<br /> STRUCTURAL SPECIFICATIONS. ANY NONSTRUCTURAL COMPONENTS WHICH ATTACH TO MORE THAN ADHESIVE REINFORCING DOWELS (ARD) ASTM A 615, GRADE 60
<br /> ONE LEVEL OF THE STRUCTURE SHALL ALSO ACCOMMODATE THE FOLLOWING RELATIVE MOVEMENTS WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THREADED ARID ASTM F 1554, GRADE 36 (CARBON STEEL)
<br /> BETWEEN LEVELS WITHOUT DAMAGE TO THE NONSTRUCTURAL COMPONENTS: THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO AND WATER CONTENT ASTM A193 38M CLASS 1 (STAINLESS)
<br /> M SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT
<br /> z VERTICAL DEFLECTION OF ±1 INCH DUE TO VARIABLE LIVE LOADS EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL RATIO AND/OR WATER CONTENT IF SHOWN ANCHOR EMBEDMENT DEPTHS LISTED SHALL BE CONSIDERED EFFECTIVE EMBEDMENT DEPTHS AS
<br /> ELASTIC STORY DRIFT PER "STORY DRIFT" SECTION ABOVE ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE EXPOSURE CLASSES LISTED. DEFINED IN THE ICC—ES OR IAPMO UES EVALUATION REPORTS. PROVIDE ANCHOR LENGTH AND
<br /> IN ADDITION, NONSTRUCTURAL COMPONENTS ATTACHED TO MORE THAN ONE LEVEL SHALL FIELD—MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE HOLE PER EVALUATION REPORT TO ACCOMMODATE THE EFFECTIVE EMBEDMENT SPECIFIED IN THESE
<br /> ACCOMMODATE AN INELASTIC STORY DRIFT PER "STORY DRIFT" SECTION ABOVE WITHOUT CREATING OF SLUMP SHALL CONFORM TO ASTM C 94. DRAWINGS.
<br /> A LIFE SAFETY HAZARD. MECHANICAL AND ADHESIVE ANCHORS SHALL BE ZINC PLATED CARBON STEEL UNLESS NOTED
<br /> ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED. OTHERWISE. MECHANICAL AND ADHESIVE ANCHORS EXPOSED TO WEATHER SHALL BE STAINLESS
<br /> INSPECTION AIR—ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE PERCENTAGE OF TOTAL AIR SHALL STEEL.
<br /> SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED TESTING BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF t1.5 PERCENT BY
<br /> AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING. ALL PREPARED VOLUME. THE PERCENTAGE OF TOTAL AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE DO NOT DAMAGE EXISTING REINFORCEMENT. IF LOCATION OF REINFORCEMENT IS UNKNOWN, SCAN
<br /> SOIL—BEARING SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO FROM THE TRUCK. FOR EXISTING REINFORCING STEEL PRIOR TO DRILLING.
<br /> & PLACEMENT OF REINFORCING STEEL. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED
<br /> TESTING AGENCY OR GEOTECHNICAL ENGINEER. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR TO USE OF ALTERNATE PRODUCTS, OR OF POST—INSTALLED ANCHORS AT LOCATIONS NOT SHOWN IN
<br /> PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318, CHAPTER THESE DRAWINGS, IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT PROPOSED ANCHORS
<br /> STRUCTURAL OBSERVATION 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED ON THE TO THE ARCHITECT WITH AN ICC—ES OR IAPMO UES REPORT VALID FOR THE 2021 IBC AND
<br /> STRUCTURAL OBSERVATION OF THE SFRS WILL BE PERFORMED BY THE STRUCTURAL ENGINEER OF PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE
<br /> DOCUMENTATION SHOWING THAT THE ALTERNATE PRODUCTS PROVIDE EQUIVALENT CAPACITY FOR ALL
<br /> RECORD IN ACCORDANCE WITH IBC SECTION 1704.6. STRUCTURAL OBSERVATION CONSISTS OF SHALL CONFORM TO THE PROJECT SPECIFICATIONS.
<br /> CONDITIONS IN THIS PROJECT. SUBMITTED ICC—ES AND IAPMO UES REPORTS SHALL DEMONSTRATE
<br /> VISUAL OBSERVATION OF THE STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO THE THAT THE ANCHORS ARE SUITABLE FOR USE IN CRACKED CONCRETE. WHERE ANCHORS RESIST
<br /> CONSTRUCTION DOCUMENTS AND DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE CURING
<br /> SEISMIC LOADS OR SUSTAINED TENSION, SUBMITTED ICC—ES AND IAPMO UES REPORTS SHALL
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<br /> INSPECTIONS REQUIRED BY THE IBC AND AS SHOWN IN THE SPECIAL INSPECTIONS SCHEDULE. IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS OR
<br /> CONTRACTOR SHALL PROVIDE A MINIMUM OF A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER SUSTAINED TENSION (AS APPLICABLE). DOCUMENTATION OF CAPACITY FOR ALTERNATE PRODUCTS
<br /> s 24 HOURS NOTICE BEFORE CONCEALING THE FOLLOWING STRUCTURAL COMPONENTS FROM VIEW: FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS FOR CURING MUST BE INCLUDED AS A DEFERRED SUBMITTAL.
<br /> • REINFORCING STEEL FOR THE FIRST PLACEMENT OF THE FOLLOWING ELEMENTS: SFRS REQUIREMENTS.
<br /> L ADHESIVES SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF 21
<br /> FOUNDATIONS. REINFORCING STEE
<br /> DEFORMED BARS ASTM A 615, GRADE 60, UNO DAYS AS REQUIRED BY ACI 318.
<br /> STRUCTURAL OBSERVATIONS IN ADDITION TO THOSE REQUIRED BY IBC SECTION 1704.6 MAY BE HEADED DEFORMED BARS ASTM A 970, HEAD TYPE HA
<br /> PERFORMED AT THE ENGINEER'S DISCRETION. TIMING OF THESE SHALL BE DISCUSSED AT THE ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION
<br /> PREINSTALLATION CONFERENCE. LOADS SHALL BE INSTALLED BY PERSONNEL CERTIFIED BY THE ACl/CRSI ADHESIVE ANCHOR
<br /> INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT PROGRAM. lq3ff
<br /> M ISSUED FOR CONSTRUCTION
<br /> 1601 Sth Avenue,Suite 1600
<br /> i Seattle,WA 98101
<br /> 206.622.5922 DESIGN BY KPFF DATE 03.01.24
<br /> wvrvv. pff.com
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWNSUBTITLE CURRENT REVISION SYMBOL DATE
<br /> WAYN ACCEPTABILITY B. RONIA 03.01.24 W8861360 0 R I G 03.01.24
<br /> ORIG 737 NORTH LINE-40-26 TOWER RELOCATIONS DP 26.03 W8861360 KPFF A. EWING 03.01.24 Q4F'�os eesy�,E�� THIS DESIGN AND/OR K STRUCTURAL NOTES
<br /> a y�lS y2c SPECIFICATION IS APPROVED B. REEVE 03.01.24 ME
<br /> SEOUENCE NO.
<br /> (J�j BOE/A/6 APPROVED BY DEPT. DATE B. REEVE 03.01.24 737 NORTH LINE — 40-26 TOWER RELOCATIONS DP 26.03 C2u-1
<br /> " KJ BUILDING 40-026
<br /> APPROVED EWING 03.01.24
<br /> j SSIONAL G `ti APPROVED STRUCTURAL MASTER EVERETT, WA D-NO. 40-026—S2u-1
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