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PANEL PAINT BOOTH 3 & 4 ONLY:
<br /> GENERAL NOTES: CONCRETE CONT'D: STRUCTURAL STEEL: STRUCTURAL STEEL:
<br /> � 1, DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE, IBC 2015 AND THE STATE 7. REINFORCING LAP SPLICE TABLE: 1. DESIGN, FABRICATION AND ERECTI4N OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH 14, ALL COLUMN ANCHOR ROD HOLES SHALL BE THE SIZES LISTED IN THE CHART BELOW UNO: �
<br /> OF WASHINGTON ADMENDMENTS. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF THE AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION. THE STRUCTURAL FRAME FABRICATOR
<br /> 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND FRESH CONCRETE IS CAST BELOW THE BAR. SHALL BE AISC CERTIFIED FOR STEEL BUILDING STRUCTURES (STD)OR INCLUDE,AT THE NOMINAL MAXIMUM ANCHOR ROD HOLE DIAMETER(INCHES)
<br /> SPECIFICATIONS. FABRICATORS EXPENSE, INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP ANCHOR ROD HOLE ANCHOR ROD HOLE
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE LAP SPLICE LENGTH 4000 PSI CONCRETE - NORMAL WEIGHT PROCEDURES AND FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS. SPECIFICALLY, DIAMETER DIAMETER DIAMETER DIAMETER
<br /> AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED � � ALL BOLTED AND WELDED CONNECTIONS FOR TRUSSES, MOMENT CONNECTIONS AND VERTICAL
<br /> DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING LEAST CONCRETE BAR SIZES (#) BRACED FRAME COMPONENTS SHALL BE INSPECTED AND TESTED BY A CERTIFIED TESTING AGENCY 1/2 1 1116 1 1/4 21/16
<br /> PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. COVER AT BAR 3 4 5 6 7 8 9 10 11 RETAINED BY THE FABRICATOR. COMPLIANCE REPORTS SHALL BE SENT TO THE STRUCTURAL 5/8 1 3/16 1 1l2 2 5/16
<br /> 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ENGINEER OF RECORD. '
<br /> 3" 15° 20" 24" 29" 42" 48" 55" 65" 80° 3/4 1 5/16 1 3/4 2 3/4
<br /> ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO 2, PROVIDE 3" MINIMUM CONCRETE COVER AROUND STEEL BELOW GRADE OR COATED WITH
<br /> LOCATE RECESSED SLABS, SLOPES, DRAINS, REGLETS, BOLT SETTINGS, GRADES, ETC. Q 2" 15" 20" 24" 29" 46" 61" 77" 97" 120" ASPHALTIC OR BITUMASTIC PAINT. 718 1 9116 > 2 d + 1 114
<br /> ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE m „ „ „ „ „ „ „ „ „ „ „ „ �
<br /> ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. 0 1 1/2 15 20 25 36 62 81 102 130 160 3. CONNECTIONS DESIGNED AS SLIP CRITICAL SHALL HAVE FAYING SURFACES PREPARED FOR CLASS 1 1 13/16
<br /> � „ „ „ „ „ „ „ „ „ „ A OR BETTER.ALL BOLTS USED IN MOMENT/BRACING CONNECTIONS SHALL BE ASTM A325 OR A490
<br /> 5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE 3/4 18 32 50 73 106 121 136 153 170 AND SHALL BE PRE-TENSIONED TO VALUES IN TABLE J3.1. PRE-TENSIONED JOINTS, WHETHER 15. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED
<br /> INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, "BEARING TYPE"OR°SLIP CRITICAL TYPE", MAY BE TENSIONED BY THE FOLLOWING METHODS: BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE
<br /> SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE USAGE OF TWIST-OFF-TYPE (TENSION CONTROL) BOLTS. PRE-TENSIONED JOINT ASSEMBLIES SHALL STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE
<br /> 3" 12" 15" 19" 23" 33" 37° 42" 50° 62"
<br /> WORK. BE REQUIRED TO HAVE PRE-INSTALLATION VERIFICATION TESTING IN ACCORDANCE WITH SECTION FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS
<br /> �� �� �� �� �� �� �� �� �� �� �� �� REVIEW IS COMPLETED.
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO � 2 12 15 19 23 36 47 59 75 92 9.2 OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OF A490 BOLTS .
<br /> �� �� �� �� �� �� �� �� �� �� 0 16. CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE `
<br /> ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT � 1 1/2 12 15 20 28 48 62 79 100 123 4. COLUMN SPLICES SHALL MAINTAIN PROPER ALIGNMENT PROVIDING 100/o BEARING OF THE UPPER
<br /> FROM WHAT IS SHOWN ON THE DRAWINGS. � SHAFT UPON THE LOWER SHAFT. WHERE REQUIRED FILL PLATES SHALL BE ADDED IN PAIRS TO SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE
<br /> ! 3/4" 14" 25" 39" 56" 81° 93" 105" 118" 131° ' SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE
<br /> 7. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE BOTH SIDES OF THE COLUMN. FILL PLATES SHALL EITHER BE DEVELOPED BY BOLTS OR WELDS PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF
<br /> UNLESS THE COLUMN SPLICE IS DESIGNED AND INSTALLED SLIP CRITICAL. FILL PLATE �
<br /> CONSTRUCTION BEGINS T� COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON LAP SPLICE LENGTH (5000 PSI CONCRETE)- NORMAL WEIGHT CONFIGURATIONS SHALL ALLOW FOR PROPER ERECTION TOLERANCES. DETAIL ERECTION RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br /> THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, TOLERANCES IN SYMMETRICAL FASHION. FURNISH SUFFICIENT 1/8"THICK STRIP SHIMS OR FIN�ER 17. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. SUBSTITUTES
<br /> THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIEU. LEAST CONCRETE BAR SIZES (#) SHIMS TO PROVIDE 0 T01/16"CLEARANCE EACH SIDE OF COLUMN AFTER HOISTING TO FILL MAY BE USED IF PRE-APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.
<br /> 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUC710N MEETING WITH THE COVER AT BAR 3 4 5 6 7 8 9 10 11 ERECTION TOLERANCE GAPS. BOLTS IN COLUMN SPLICES SHALL BE PRE-TENTIONED. WHERE SLIP 18. AFTER ERECTION, ALL S7EEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND
<br /> ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE �� �� �� �� �� �� �, „ „ „ CRITICAL COLUMN SPLICES ARE UTILIZED BY THE FABRICATOR, PREPARE FAYING SURFACES FOR OTHER FOREIGN MATERIAL. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP. '
<br /> 3 13 18 22 26 38 43 49 58 72 CLASS A OR BETTER. WASHERS SHALL BE INSTALLED IN ACCORDANCE WITH T"SPECIFICATION FOR
<br /> DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO v, „ „ „ „ �� „ �� �� �� �� „ 19. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS.
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. Q 2 13 18 22 26 42 54 69 87 107 STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS .
<br /> 20. ALL STEEL COLUMNS SHALL BE BRACED BY A BEAM JOIST OR AS SHOWN ON DRAWINGS. <
<br /> 0° � �l2" 13" 18" 23" 33" 55" 72" 92" 116" 143" 5. ALL GROUT FOR USE UNDER BEARING PLATES LEVELING PLATES ETC. SHALL BE PRE-MIXED ' '
<br /> 9. SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDiTIONS. WHERE SECTI4NS ARE o ' ' ' 21. WELDED SHEAR STUDS SHALL BE 314" DIA x 4° LONG ASTM A108 HEADED STUDS.
<br /> '- 3/4" 17" 29" 45° 65" 95° 108" 122" 137" 152" NON-SHRINK, NON-METALLIC CONFORMING TO ASTM C827. THE GROUT STRENGTH SHALL BE THE
<br /> NOTED TO BE TYPICAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS. GREATER OF 8,000 PSI OR TWICE THE STRENGTH OF THE SUPPORTING CONCRETE.
<br /> ANY LOCATION IN QUESTION SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. .
<br /> �� � �� � �� �� �� � 6. LEVELING BOLTS OR NUTS SHALL NOT BE USED TO SUPPORTTHE COLUMN DURING ERECTION. IF STEEL FLOOR DECK.
<br /> 10. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, 3 12 14 17 20 29 33 38 45 55 GROUTING IS DELAYED UNTIL AFTER STEEL ERECTION, THE BASE PLATE SHALL BE SHIMMED TO
<br /> TECHNIQUES, SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE CONTRACTOR, 2�� 12" 14" 17" 20" 32" 42" 53" 67" $3" PROPERLY DISTRIBUTE LOADS TO THE FOUNDATION WITHOUT OVERSTRESSING EITHER THE BASE 1. ELEVATED CONCRETE SLABS SHALL BE 3" NORMAL WEIGHT CONCRETE OVER 2" DEEP,
<br /> OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE CONTRACTOR. „� PLATE OR THE CONCRETE, TYPE VLI 20 GAGE 50KS1 DECK (BY VULCRAFT OR APPROVED EQUAL) COMPOSITE
<br /> THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR � 1 1/2" 12" 14" 18" 25° 43" 56" 71" 89" 110" GALVANIZED DECK(TOTAL THICKNESS = 5"). REINFORCE SLAB WITH #4 @ 12" OC EA WAY
<br /> TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH THESE DRAWINGS, 0 7. ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL DECKS DEFLECT WHEN LOADED WITH .
<br /> 3/4° 13" 22" 35" 50° 73" 83" 94" 105" 117" LOCATED 3/4" BELOW TOP OF SLAB.
<br /> CONCRETE. CAMBER AMOUNTS, IF ANY, INDICATED ON THE DRAWINGS ARE BASED ON THEORETICAL
<br /> 11. THE INTENT OF SITE VISITS ARE FOR THE STRUCTURAL ENGINEER TO BECOME FAMILIAR WITH THE CALCULATIONS AND SHALL NOT BE ASSUMED TO EXACTLY EQUAL THE ACTUAL AMOUNT OF STRUCTURAL PROPERTIES OF FLOOR DECK(MINIMUM)
<br /> QUALlTY OF THE CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUGTION IS g, IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES (MEETING THE REQUIREMENTS OF DEFLECTION THAT WILL OCCUR WHEN WET CONCRETE IS PLACED ON THE STRUCTURE. THE MOMENT OF INERTIA, I = 0.406 IN4/ FT
<br /> PROCEEDING IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. SECTION 25.5.7 IN ACI 318-14) FOR LAP SPLICES AT NO ADDIT{ONAL COST. MECHANICAL CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING AND PROVIDING THE AMOUNT OF SECTION MODULUS, Sp = 0.346 I�1 I FT
<br /> 12. ELEVATIONS: SPLICES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE REBAR IN TENSION CONCRETE REQUIRED TO PROVIDE ELEVATED FLOOR SLABS WITH LEVEL TOP SURFACES,
<br /> OR COMPRESSION. INCLUDING THE AMOUNT OF ADDITIONAL CONCRETE REQUIRED TO ACCOUNT FOR THE EFFECTS OF 2• PROVIDE (1)-#4 REBAR x 3'-0" LONG AT EACH CORNER OF ALL OPENINGS THRU STRUCTURAL
<br /> FINISHED GROUND FLOOR EL = 10Q'-0° STRUCTURE AND DECK DEFLECTION. SLAB AND DECK. �
<br /> FINISHED GROUND FLOOR REF EL= 545'-6" N.G.V.D. SEE CIVIL DWGS 9. ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN
<br /> � � CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER 3. DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO.
<br /> OF RECORD. HOOKS SHALL BE ACI STANDARD HOOKS IN ACCORDANCE WITH ACI 318, CHAPTER 25. $� ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND
<br /> CONCRETE. YIELD STRENGTHS UNO: 4. DECK ATTACHMENT FOR CONCRETE FLOORS SHALL BE AS FOLLOWS:
<br /> 10, REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND W&WT SHAPES ------------------- FY= 50 KSI (A992, GRADE 50) A) HILTI X-ENP-19 FRAME FASTENER WITH 36/7 PATTERN AND
<br /> INTERSECTIONS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS. CORNER RECTANGULAR& SQUARE HSS ------------- FY =46 KSI (A500, GRADE B) HILTI S-SLC01 SIDE LAP FASTENER @ 12" OC MAX.
<br /> �• ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-14,ACI 315-04,AND ACI ROUND HSS --------------------- FY=42 KSI (A500, GRADE B) B) HILTI X-ENP-19 FRAME FASTENER @ 6" OC AT ALL PERIMETER
<br /> 301-10, AND THE INTERNATIONAL BUILDING CODE BARS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS
<br /> CRANE RUNWAY W SHAPES-------------- FY= 65 KSI (A913, GRADE 65} EDGES.
<br /> OF THE CORNER BARS. PLATES ------------------------ FY= 50 KSI (A572, GRADE 50)
<br /> 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE. 11, AT THE TIME CONCRETE IS PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OIL OR ALL OTHER SHAPES (UNO)--------------- FY= 36 KSI (A36)
<br /> CONCRETE STRENGTHS (AT 28 DAYS) SHALL BE AS FOLLOWS: OTHER NONMETALLIC COATINGS THAT DECREASE BOND. STE E L ROO F D E C K.
<br /> � 9. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE �
<br /> F c AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATIONAL BUILDING CODE. 1. STEEL ROOF DECK SHALL BE 1-1/2" DEEP, 20 GAGE, 33 KSI, WIDE RIB G-60 GALVANIZED
<br /> PEDESTRIAN AND UTILITY TUNNELS TYPE "B" METAL DECK WITH THE FOLLOWING PROPERTIES:
<br /> ° " " " CAISSONS:
<br /> (BASE SLAB, WALLS, AND ROOF}, CAISSON CAP CAP-2 & CAP-4 --------- 5000 PSI 10. ALL BOLTS SHALL BE A325 HIGH STRENGTH, UNO. ALL NUTS SHALL BE A563, UNO. ALL WASHERS MOMENT OF INERTIA, Ip = 0.201 IN 4/FT
<br /> SHALL BE F436, UNO. SECTION MODULUS, Sp = 0.234 IN 3/FT
<br /> SLABS-ON-GRADE -------------------------------- 5000 PSI
<br /> �. CONCRETE CAISSONS SHALL BE UNCASED 36", 72" OR 96" DIAMETER DRILLED CAISSONS AS 11. ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED BY AWS 2. DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO.
<br /> SLABS-ON-GRADE MODULUS OF RUPTURE AT 28 DAYS = 625 PSI SHOWN ON DRAWINGS. CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.1M STRUCTURAL WELDING CODE- 3. DECK ATTACHMENT SHALL BE AS SHOWN ON SHEET S502-4a.
<br /> STEEL, LATEST EDITION. 4. METAL DECK SHALL NOT BE USED TO HANG PIPES, CONDUITS, ELECTRICAL AND
<br /> WHEN TESTED IN ACCORANCE WITH ASTM C78 2. CAISSON INSTALLATION SHALL BE SUPERVISED BY THE GEOTECHNICAL ENGINEER WHO
<br /> PiLE CAPS, GRADE BEAMS, CAISSONS, FOUNDATIONS (NOT EXPOSED)------- 4000 PSI WILL VERiFY THAT THE REQUIRED CAISSON CAPACITY HAS BEEN ACHIEVED. 12. ALL FILLET WELDS SHALL BE 3/16" UNO, BUT NOT LESS THAN AISC MINIMUM, SEE CHART BELOW: MECHANICAL EQUIPMENT, ETC.
<br /> PILE CAPS, GRADE BEAMS, WALLS, FOUNDATIONS (EXTERIOR EXPOSURE)----- 5000 PSI MINIMUM SIZE FOR FILLET WELDS .
<br /> ALL OTHER CONCRETE (EXTERIOR EXPOSURE)_________________= 5000 PSI FpUN DATIONS. MATERIAL THICKNESS OF THINNER MINIMUM SIZE OF SEISM IC LOAD RESISTI NG SYSTEM.
<br /> ALL OTHER CONCRETE (NOT EXPOSED) 4000 PSI
<br /> PART JOINED (INCHES) FILLET WELD (INCHES) 1. ALL MEMBERS INDICATED AS FR SHALL BE CONSIDERED PART OF THE SEISMIC FORCE
<br /> 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. 1. FOUNDATION DESIGN IS BASED ON INFORMATION AND RECOMMENDATIONS RESISTING SYSTEM. ALL MEMBERS DESIGNATED AS "SFRS" SHALL BE SUBJECT TO THE QUALITY
<br /> PROVIDED IN THE GEOTECHNICAL REPORT PREPARED BY LANDAU ASSOCIATES T01/4" INCLUSIVE 1/8" ASSURANCE PLAN IN ACCORDANCE WITH CHAPTER J PER AISC 341-10 INCLUDING ALL WELDED
<br /> 4. CONCRETE PROTECTION FOR REINFORCING BARS: DATED JULY 18, 2014. SHALLOW FOUNDATIONS ARE DESIGNED FOR A MAXIMUM ALLOWABLE OVER 1/4"T01/2" 3/16" JOINTS AND ALL BOLTED JOINTS. MT TEST 100% OF ALL PENETRATION WELDS AT COLUMN BASES
<br /> STRUCTURAL ELEMENT CLEAR COVER SOIL BEARING CAPACITY OF 4000 PSF. COMPRESSION AND UPLIFT RESISTANCE FOR DEEP OVER 1/2"TO 3/4" 1/4" & COLUMN SPLICES IN THE "SFRS".AT LARGE PENETRATION WELDS (1" GROOVES AND LARGER)
<br /> FOOTINGS (CAST AGAINST& FOUNDATIONS ARE BASED ON CAISSON DIAMETER AND LENGTH 1N ACCORDANCE WITH UT TEST THE BASE & CAP PLATES FOR LAMELLAR TEARING AND LAMINATIONS.
<br /> � FIGURES 9 T011 OF THE REPORT.ALL VALUES SHALL BE VERIFIEQ BY A REGISTERED OVER 3/4" 5/16°
<br /> PERMANENTLY EXPOSED TO EARTH) ---------------- 3 INCHES
<br /> GEOTECHNICAL ENGINEER(OR HIS REPRESENTATIVE) PRIOR TO PLACEMENT OF 2. PER AISC 341-10, SECTION F2.6a, GROOVE WELDS AT COLUMN SPLICES, WELDS AT COLUMN TO
<br /> FOOTINGS AND WALLS (CAST-IN-FORMS CONCRETE. 13. UNO ALL BEAM CONNECTIONS SHALL BE BOLTED/WELDED CONNECTIONS SNUG TIGHT AND BASE PLATE CONNECTIONS AND WELDS AT BEAM-TO-COLUMN CONNECTIONS CONFORMING TO
<br /> PERMANENTLY EXPOSED TO EARTH) ---------------- 2 INCHES INSTALLED IN STANDARD HOLES.ALL BOLTING SHALL BE PRE-TENTIONED. ALL HOLES SHALL BE SECTION F2.6b(b)ARE DEMAND CRITICAL WELDS AND SHALL SATISFY THE REQUIREMENTS OF �
<br /> SLABS (IN CONTACT WITH EARTH) ------------------ 2 INCHES 2. SUB-GRADE FOR ALL FOUNDATIONS SHALL BE PREPARED AND COMPACTED IN MADE IN THE SHOP. FIELD BURNING OF HOLES AND CUTS fN STRUCTURAL STEEL SHALL NOT BE SECTION A3.4b AND 12.3.
<br /> SLABS (EXPOSED TO WEATHER)------------------- 1 1/2 INCHES ACCORDANCE WITH RECOMMENDATIONS STATED IN THE GEOTECHNICAL REPORT PERMITTED,
<br /> REFERENCED ABOVE. 3� � & P.Z. DENOTE PROTECTED ZONES. DISCONTINUITIES CREATED BY FABRICATION OR
<br /> SLABS ABOVE GRADE ----------------------- 3/4 INCHES NOMINAL BOLT HOLE DIMENSIONS (INCHES) ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR-ARC GOUGING AND
<br /> PEDESTALS (TO TIES) ----------------------- 2 INCHES 3. EXCAVATION FOR FOUNDATIONS SHOWN ON DRAWINGS SHALL NOT BE LAR�ER THAN THE THERMAL CUTTING SHALL BE REPAIRED AS DIRECTED BY THE ENGINEER OF RECORD. NO
<br /> BEAMS (TO STIRRUPS) ----------------------- 1 1/2 INCHES INDICATED FOUNDATION SIZE BY MORE THAN 3" EACH DIRECTION BOLT STANDARD OVERSIZE SHORT-SLOT LONG-SLOT WELDED, SCREWED OR SHOT-INFIELD ATTACHMENTS FOR FACADES, PARTITIONS, DUCT WORK,
<br /> DIAMETER (DIA) (DIA) (WIDTHxLENGTH) (WIDTHxLENGTH) PIPING OR OTHER CONSTRUCTION SHALL BE PERMITTED IN THE PROTECTED ZONES lNDICATED.
<br /> COLUMNS ABOVE GRADE (TO TIES) ------------------ 1 1/2 INCHES PROTECTED ZONES SHALL BE INDICATED ON SHOP AND ERECTION DRAWINGS. REFER TO AISC
<br /> 1/2 9/16 5/8 9/16 x 11/16 9/16 x 1 1/4 341-10, SECTION D1.3, SEC710N F2.5c, AND SECTION 12.1.
<br /> 5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED ONE FULL MESH AN C H 0 R B 0 LTS. 5/8 11/16 13/16 11/16 x 7/8 11/16 x 1 9/16
<br /> PANEL PLUS 2 INCHES AT SIDES AND ENDS AND WIRED TOGETHER. 4. ITEMS INDICATED AS "SFRS" SHALL HAVE CLASS A FAYING SURFACE OR BETTER.ALL
<br /> 3/4 13/16 15/16 13/16 x 1 13/16 x 1 7/8 CONNECTIONS OF MEMBERS INDICATED AS "SFRS" SHALL HAVE PRETENSIONED BOLTS. �
<br /> 6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN �• ANCHOR BOLTS SHALL BE HEADED BOLTS OR THREADED RODS WITH NUT TACK WELDED AT
<br /> SECTIONS 7.5.2.1 AND 7.5.3.3 IN ACI 315-04 BOTTOM. THREADS SHALL EXTEND 1/2" PAST TACK WELDED NUT. BENT RODS ARE NOT 7/8 15/16 1 1/16 15/16 x 1 1/8 15/16 x 2 3116 PRETENSIONED BOLTS SHALL BE NOTED ON ERECTION DRAWINGS.
<br /> ACCEPTABLE. 1 1 1/16 1 1/4 1 1116 x 1 5/16 1 1/16 x 2112
<br /> 7. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60. 2. UNHEADED ANCHOR RODS SHALL BE ASTM F1554, GRADE 55. > 1 1/8 d + 1/16 d + 5/16 (d + 1/16�x(d + 3/8) (d + 1/16)x(2.5 * d)
<br /> A. CONFIGURATION: STRAIGHT P�� gq�
<br /> B. NUTS:ASTM A563 HEAVY HEX CARBON STEEL �o PoF WASy��yq�
<br /> � C. PLATE WASHERS: ASTM A36 CARBON STEEL � ,��, , y�,�a�
<br /> . . . . . DAVI F�� WP � � _.
<br /> �
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<br /> Architects, Engineers�tConst�uctors <`'ss���RAL �����`��`
<br /> 19020 33rd Ave W,Suite 530 Cerfifcate of Authorization A L
<br /> Lynnwood,Washington,98036 Architecture No.603235512
<br /> 425-921-3500 David P. Balawajder
<br /> Engineering No.3137 WA PE 28184
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> oF WASN, ACCEPTABILITY c�P o$ os ,� PHASE II - GENERAL NOTES W2548317 O 08/08/17
<br /> 0 ISSUE FOR CONSTRUCTION CLP AHM 08�08�17 P�� N�r THIS DESIGN AND/OR ECK•
<br /> y�` °� SPECIFICATION IS APPROVED AHM 08 08 17 SHEET
<br /> BOE,��� BENGNEERSNCS APPROVED BY DEPT. DATE DPB OS 08 �] TITLE BOEING 777X CWC BUILDING ��
<br /> No.3�3� HECKED �
<br /> �� �, BUILDING40 058 �
<br /> ij P� o APPROVE � JOB N0. COMP N0.
<br />� /cqrF �F AU1N��\�P APPROVED DWG N0. �
<br /> STRUCTURAL MASTER EVERETT, WA 40-058-S2g �
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