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GENERAL NOTES:
<br />1. ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 313-14, ACI 315-05, AND ACI
<br />301-10, AND THE INTERNATIONAL BUILDING CODE
<br />2, CONCRETE SHALL BE NORMAL WEIGHT CONCRETE.
<br />CONCRETE STRENGTHS (AT 23 DAYS) SHALL BE AS FOLLOWS:
<br />Pc
<br />PEDESTRIAN AND UTILITY TUNNELS
<br />(BASE SLAB, WALLS, AND ROOF), CAISSON CAP "CAP-2" "CAP-4" - — -- — — — - 5000 PSI
<br />SLABS=ON-GRADE---------------------------------_ 5000 PSI
<br />SLABS —ON —GRADE MODULUS OF RUPTURE AT 23 DAYS zz 625 PSI
<br />WHEN TESTED IN ACCORANCE WITH ASTM C73
<br />PILE CAPS, GRADE BEAMS, CAISSONS, FOUNDATIONS (NOT EXPOSED)— — — — — — — 4000 PSI
<br />PILE CAPS, GRADE BEAMS, WALLS, FOUNDATIONS (EXTERIOR EXPOSURE)— — - — — 5000 PSI
<br />ALL OTHER CONCRETE (EXTERIOR EXPOSURE) — — — — — -- — — -- — — — — — — — — — 5000 PSI
<br />ALL OTHER CONCRETE (NOT EXPOSED)— — — — -- - — — — — — — — — — — — — — — — — 4000 PSI
<br />3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.
<br />4. CONCRETE PROTECTION FOR REINFORCING BARS:
<br />STRUCTURAL ELEMENT CLEAR COVER
<br />FOOTINGS, (CAST AGAINST &
<br />PERMANENTLY EXPOSED TO EARTH) — — — — — — — — — — — — — — —
<br />— 3 INCHES
<br />FOOTINGS AND WALLS (CAST -IN -FORMS
<br />PERMANENTLY EXPOSED TO EARTH) — — — - — — — — — — — — — — —
<br />— 2 INCHES
<br />SLABS (IN CONTACT WITH EARTH) - — — — — — — — — — — — — — — — —
<br />- 2 INCHES
<br />SLABS (EXPOSED TO WEATHER) - — — — — - — — — — — — — — — — — -
<br />- 1 112 INCHES
<br />SLABS ABOVE GRADE -----=-------------------
<br />3/4 INCHES
<br />PEDESTALS (TO TIES) -®------------ --- ------------
<br />2 INCHES
<br />BEAMS (TO STIRRUPS)------------------------1
<br />1/2 INCHES
<br />COLUMNS ABOVE GRADE (TO TIES)-----------------1
<br />1/2 INCHES
<br />5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A135 AND SHALL BE LAPPED ONE FULL MESH
<br />PANEL PLUS 2 INCHES AT SIDES AND ENDS AND WIRED TOGETHER.
<br />6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN
<br />SECTIONS 7.5.2.1 AND 7.5.3.3 IN ACI 315-04.
<br />7. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE
<br />60,
<br />CONCRETE B e
<br />m
<br />7, REINFORCING LAP SPLICE TABLE:
<br />TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF
<br />FRESH CONCRETE IS CAST BELOW THE BAR.
<br />LAP SPLICE LENGTH (4000 PSI CONCRETE) - NORMAL WEIGHT
<br />LEAST CONCRETE
<br />COVER AT BAR
<br />BAR SIZES ()
<br />3
<br />4
<br />5
<br />6
<br />7
<br />6
<br />9
<br />10
<br />11
<br />1
<br />31
<br />15„
<br />2011
<br />2411
<br />2911
<br />42„
<br />48"
<br />55"
<br />1
<br />651
<br />30aa
<br />cn
<br />2"
<br />1
<br />151
<br />1
<br />201
<br />24aa
<br />29aa
<br />461a
<br />6111
<br />77aa
<br />97"
<br />120"
<br />11/2"
<br />15" 1
<br />20"
<br />25"
<br />36"
<br />62"
<br />31"
<br />102"
<br />130"
<br />160"
<br />0
<br />314"
<br />13"
<br />32aa
<br />50"
<br />73"
<br />106"
<br />121"
<br />136"
<br />153"
<br />170"
<br />3"
<br />12"
<br />15"
<br />19"
<br />23"
<br />33"
<br />37"
<br />42"
<br />50"
<br />�62"
<br />2"
<br />12"
<br />15"
<br />19"
<br />23"
<br />361'
<br />47"
<br />59"
<br />1
<br />751
<br />1
<br />921
<br />11/2"
<br />12"
<br />1511
<br />20"
<br />2311
<br />4311
<br />62"
<br />79"
<br />100"
<br />123"
<br />0
<br />3/4"
<br />14"
<br />25"
<br />39"
<br />56"
<br />61"
<br />93"
<br />105"
<br />113"
<br />131"
<br />LAP SPLICE LENGTH (5000 PSI CONCRETE) - NORMAL WEIGHT
<br />LEAST CONCRETE
<br />COVER AT BAR
<br />BAR SIZES ()
<br />3
<br />4
<br />6
<br />7
<br />3
<br />9
<br />10
<br />11
<br />3"
<br />1311
<br />13"226
<br />P22lf
<br />26"
<br />33"
<br />43"
<br />49"
<br />53"
<br />72"
<br />2"
<br />13"
<br />13"
<br />2611
<br />42"
<br />54aa
<br />69"
<br />37"
<br />10711
<br />11/2"
<br />13"
<br />13"
<br />23"
<br />33"
<br />55"
<br />72"
<br />92"
<br />116"
<br />143"
<br />314
<br />17ae
<br />"
<br />29
<br />45"
<br />65"
<br />95"
<br />108"
<br />122"
<br />137"
<br />152"
<br />31'
<br />1211
<br />14"
<br />1711
<br />20"
<br />29"
<br />33"
<br />33"
<br />45"
<br />551'
<br />211
<br />1
<br />121
<br />1411
<br />17"
<br />20aa
<br />1
<br />321
<br />1
<br />421
<br />1
<br />531
<br />1
<br />671
<br />3"
<br />11/2"
<br />12"
<br />14"
<br />131'
<br />25"
<br />43"
<br />5611
<br />71'°
<br />69"
<br />110"
<br />0
<br />3/4"
<br />13"
<br />22"
<br />35"
<br />50"
<br />73"
<br />33"
<br />94"
<br />105"
<br />1 117"
<br />DRAWINGS.1. CONCRETE CAISSONS SHALL BE UNCASED 36", 72" OR 96" DIAMETER DRILLED CAISSONS AS
<br />SHOWN ON
<br />2. CAISSON INSTALLATION L BE SUPERVISED THE Eli-_^ ; r u. WHO WILL
<br />VERIFY THAT E REQUIRED
<br />STRUCTURAL
<br />3. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND
<br />YIELD STRENGTHS UNO:
<br />W & WT SHAPES -------------------- FY o 50 KSI (A992, GRADE 50)
<br />RECTANGULAR & SQUARE HSS - — — — — - - — - — — - - FY 46 KSI (A500, GRADE B)
<br />ROUND LISS-----g---------------_ FY 42 KSI (A500, GRADE B)
<br />CRANE RUNWAY W SHAPES — — — — — — — — — — — — — — FY e 65 KSI (A913, GRADE 65)
<br />PLATES -----®- -----_----- -------- FY ® 50 KSI (A572, GRADE 50)
<br />ALL OTHER SHAPES (UNO) - — — — — -- — — — — — — — -- - FY ® 36 KSI (A36)
<br />9. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST
<br />EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATIONAL
<br />BUILDING CODE.
<br />% ALL BOLTS SHALL BE A325 HIGH STRENGTH, UNO. ALL NUTS SHALL BE A563, UNO. ALL
<br />'MASHERS SHALL BE F436, UNO.
<br />11. ALL MELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED
<br />BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.lM STRUCTURAL
<br />WELDING CODE - STEEL, LATEST EDITION.
<br />12. ALL FILLET WELDS SHALL BE 3/16" LINO, BUT NOT LESS THAN AISC MINIMUM,
<br />SEE CHART BELOW:
<br />MINIMUM SIZE FOR FILLET WELDS
<br />MATERIAL THICKNESS OF THINNER MINIMUM SIZE OF
<br />PART JOINED (INCHES) FILLET WELD (INCHES)
<br />TO 1/4" INCLUSIVE 1/31a
<br />OVER 1/4" TO 1/2" 3/16"
<br />OVER 1/2" TO 3/4" 1/4"
<br />OVER 3/4" 5/16"
<br />1 DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL1 AGCOru,,ARCE 13
<br />THE AISC STEEL CONSTRUCTION MANUAL, LRFD; 14TH EDITION. THE STRUCTURAL FRAME 13, UNO ALL BEAM CONNECTIONS SHALL BE BOLTEDMELDED SHEAR END PLATE
<br />FABRICATOR BUILDING AT CONNECTIONS SNUG TIGHT AND INSTALLED IN STANDARD HOLES. ALL BOLTING SHALL BE
<br />THF FABRICATORS EXPENSE, INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP PRE-TENTIONED. ALL HOLES SHALL BE MADE IN THE SHOP. FIELD BURNING OF HOLES AND
<br />S IN
<br />PR*CEDURES AND FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS. SPECIFICALLY, STRUCTURAL STEEL SHALL NOT BE PERMITTED.
<br />4. COLUMN SPLICES SHALL MAINTAIN PROPER. ALIGNMENT PROVIDING 100% BEARING OF THE UPPER 14. ALL COLUMN ANCHOR ROD HOLES SHALL BE THE SIZES LISTED IN THE CHART BELOW UNO:
<br />SHAFT UPON THE LOWER SHAFT. WHERE REQUIRED, FILL PLATES SHALL BE ADDED IN PAIRS TO
<br />BOTH SIDES OF THE COLUMN. FILL PLATES SHALL EITHER BE DEVELOPED BY BOLTS OR WELDS NOMINAL MAXIMUM ANCHOR ROD HOLE DIAMETER (INCHES)
<br />UNLESS THE COLUMN SPLICE IS DESIGNED AND INSTALLED SLIP CRITICAL. FILL PLATE
<br />CONFIGURATIONS SHALL ALLOW FOR PROPER ERECTION TOLERANCES, DETAIL ERECTION ANCHOR ROD HOLE ANCHOR ROD HOLE
<br />TOLERANCES IN SYMMETRICAL FASHION, FURNISH SUFFICIENT 1/3" THICK STRIP SHIMS OR FINGER DIAMETER DIAMETER DIAMETER DIAMETER
<br />SHIMS TO PROVIDE 0 TO 1/16" CLEARANCE EACH SIDE OF COLUMN AFTER HOISTING TO FILL
<br />ERECTION TOLERANCE GAPS. BOLTS IN COLUMN SPLICES SHALL BE PRE-TENTIONED, WHERE SLIP 1/2 1 1/16 1 1/4 21/16
<br />CRITICAL COLUMN SPLICES ARE UTILIZED BY THE FABRICATOR, PREPARE FAYING SURFACES FOR 5/3 1 3/16 1 1/2 2 5/16
<br />CLASS A OR BETTER. WASHERS SHALL BE INSTALLED IN ACCORDANCE WITH T"SPECIFICATION FOR
<br />STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" 3/4 1 5/16 1 3/4 2 5. ALL GROUT FOR USE UNDER BEARING PLATES, LEVELING PLATES, ETC, SHALL BE PRE -MIXED, 7/$ 1 9/16 2 + 1 1 1/4
<br />NON -SHRINK, NON-METALLIC CONFORMING TO ASTM C627. THE GROUT STRENGTH SHALL BE THE 1 1 13/16
<br />GREATER OF 3,000 PSI OR TWICE THE STRENGTH OF THE SUPPORTING CONCRETE.
<br />15.
<br />THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED
<br />6. LEVELING BOLTS OR NUTS SHALL NOT BE USED TO SUPPORT THE COLUMN DURING ERECTION. IF
<br />BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE
<br />GROUTING IS DELAYED UNTIL AFTER STEEL ERECTION, THE BASE PLATE SHALL BE SHIMMED TO
<br />STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE
<br />PROPERLY DISTRIBUTE LOADS TO THE FOUNDATION WITHOUT OVERSTRESSING EITHER THE BASE
<br />FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS
<br />PLATE OR THE CONCRETE.
<br />REVIEW IS COMPLETED.
<br />7. ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL DECKS DEFLECT WHEN LOADED WITH
<br />16.
<br />CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE
<br />CONCRETE. CAMBER AMOUNTS, IF ANY, INDICATED ON THE DRAWINGS ARE BASED O THEORETICAL
<br />SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE
<br />CALCULATIONS AND SHALL NOT BE ASSUMED TO EXACTLY EQUAL THE ACTUAL AMOUNT OF
<br />SHOP, FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE
<br />DEFLECTION THAT WILL OCCUR WHEN WET CONCRETE IS PLACED ON THE STRUCTURE. THE
<br />PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF
<br />CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING AND PROVIDING THE AMOUNT OF
<br />RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br />CONCRETE REQUIRED TO PROVIDE ELEVATED FLOOR SLABS WITH LEVEL TOP SURFACES,
<br />INCLUDING THE AMOUNT OF ADDITIONAL CONCRETE REQUIRED TO ACCOUNT FOR THE EFFECTS OF
<br />17.
<br />SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. SUBSTITUTES
<br />STRUCTURE AND DECK DEFLECTION.
<br />MAY BE USED IF PRE -APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.
<br />13.
<br />AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND
<br />OTHER FOREIGN MATERIAL. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED -UP.
<br />19.
<br />ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS.
<br />20.
<br />ALL STEEL COLUMNS SHALL BE BRACED BY A BEAM, JOIST, OR AS SHOWN ON DRAWINGS.
<br />21.
<br />WELDED SHEAR STUDS SHALL BE 3/4" DIA x 4" LONG ASTM A103 HEADED STUDS.
<br />22.
<br />THE FOLLOWING DEMAND CRITICAL WELD FILLER METALS SHALL MEET THE MINIMUM REQUIREMENTS OF AISC
<br />341-10, SECTION 4b INCLUDING CVN TOUGHNESS OF 20 FT -LB @ 0 DEG F AND 40 FT -LB @ 70 DEG F:
<br />a. GROOVE WELDS @ COLUMN SPLICES THAT ARE A PART OF THE BRB FRAMES
<br />b. WELDS AT COLUMN TO BASE PLATE FOR COLUMNS THAT ARE PART OF THE BRB FRAMES
<br />c. BEAM TO COLUMN CONNECTIONS WHERE BRB GUSSETS ARE PRESENT.
<br />i
<br />r -;z
<br />..fDavid P. Balawajder
<br />111A PE 28184
<br />DRAWN
<br />MEM
<br />DATE
<br />06 25 19
<br />06 25 19
<br />SUBTITLE
<br />GENERALNOTES
<br />BY
<br />APPROVED
<br />DATE SYM
<br />REVISION
<br />BY
<br />APPROVED
<br />DATE
<br />0
<br />ACCEPTABILITY
<br />THIS DESIGN AND/OR
<br />SPECIFICATION IS APPROVED
<br />SYM
<br />REVISION
<br />AHM KED
<br />REVISION RELEASE 117 (IFC—PHW2)
<br />SLJ
<br />DPE
<br />06/25/19
<br />0
<br />ENGINEER
<br />DP8
<br />O6 25/19
<br />TITLE
<br />UOEING 777X CWC BUILDING
<br />APPROVED BY
<br />DEPT.
<br />DATE
<br />C}�ECKED
<br />BUILDING 40 -058
<br />APPROVED
<br />STRUCTURAL MASTER
<br />APPROVED
<br />RRENT REVISION SYM
<br />W254 1717
<br />EET
<br />S2b
<br />JOB N0.
<br />EVERETT, WA
<br />CITY F EVERETT
<br />REVIEWED FOR PERMIT
<br />DATE
<br />0 06/25/19
<br />(COMP NO
<br />40-05S—S2b
<br />I
<br />
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