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GENERAL NOTES,:
<br />1. DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE, IBC 2018 AND THE STATE OF WASHINGTON AMENDMENTS.
<br />ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND
<br />2. SPECIFICATIONS.
<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE
<br />3. AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED
<br />DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING
<br />PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER.
<br />THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH
<br />4. ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO
<br />LOCATE RECESSED SLABS, SLOPES, DRAINS, EAGLES, BOLT SETTINGS, GRADES, ETC.
<br />ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE
<br />ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
<br />THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE
<br />5. INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING,
<br />SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE
<br />WORK.
<br />THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO
<br />6. ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT
<br />FROM WHAT IS SHOWN ON THE DRAWINGS.
<br />THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE
<br />7. CONSTRUCTION BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON
<br />THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN,
<br />THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED.
<br />THE CONTRACTOR SHALL ARRANGE A PRE -CONSTRUCTION MEETING WITH THE
<br />8. ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE
<br />DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO
<br />CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE,
<br />SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDITIONS. WHERE SECTIONS ARE NOTED TO BE
<br />9. TYPICAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS, ANY LOCATION IN QUESTION
<br />SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER.
<br />THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES,
<br />10. SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE CONTRACTOR, CAR THE SAFETY
<br />PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE CONTRACTOR. THE STRUCTURAL ENGINEER
<br />SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR TO PERFORM THE CONSTRUCTION WORK IN
<br />ACCORDANCE WITH THESE DRAWINGS.
<br />THE INTENT OF SITE VISITS ARE FOR THE STRUCTURAL ENGINEER TO BECOME FAMILIAR WITH THE QUALITY OF THE
<br />11. CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUCTION IS PROCEEDING IN ACCORDANCE WITH THE
<br />CONSTRUCTION DOCUMENTS.
<br />ELEVATIONS:
<br />FINISHED GROUND FLOOR EL =100'-0"
<br />FINISHED GROUND FLOOR REF EL 548'-0" N.G.V.D. (SEE CIVIL DWGS)
<br />1. ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-14, ACI 315-18, AND ACI
<br />301-16, AND THE
<br />2018 INTERNATIONAL BUILDING CODE
<br />2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE.
<br />CONCRETE STRENGTHS (AT 28 DAYS) SHALL BE AS FOLLOWS:
<br />PEDESTRIAN AND UTILITY TUNNELS
<br />F'c
<br />(BASE SLAB,WALLS, AND ROOF) - - - - - - - - - - - - - - -
<br />- - - -- 5000PSI
<br />SLABS -ON -GRADE ------------------- - -
<br />- - -- 5000PSI
<br />SLABS -ON -GRADE MODULUS OF RUPTURE AT 28 DAYS e 625 PSI
<br />WHEN TESTED IN ACCORDANCE WITH ASTMC78---------
<br />- - - - -- 6000PSI
<br />FOUNDATIONS----------------------------------
<br />- - - - -- 5000PSI
<br />ALL OTHER CONCRETE
<br />3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.
<br />4. CONCRETE PROTECTION FOR REINFORCING BARS:
<br />STRUCTURAL ELEMENT
<br />CLEAR COVER
<br />FOOTINGS, (CAST AGAINST & I ------------------- - - - - -
<br />- 31NCHES
<br />PERMANENTLY EXPOSED TO EARTH)
<br />FOOTINGS AND WALLS(CAST-IN-FORMS------------ - - -
<br />- -- 21NCHES
<br />PERMANENTLY EXPOSED TO EARTH)
<br />SLABS(INCONTACTWITHEARTH)-----------------------
<br />- - - - -- 21NCHES
<br />SLABS EXPOSED TO WEATHER)------------------------
<br />11/2 INCHES
<br />SLABS ABOVE GRADE - - - - - - - - -- - - - - - - - - - -- - - - - - - - - -
<br />- -- - - - 314INCHES
<br />5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM Al85AND SHALL BE LAPPED ONE FULL MESH PANEL PLUS
<br />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 315-99
<br />7. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60.
<br />SLAB ON GRADE SCHEDULE
<br />MARK
<br />THICKNESS
<br />REINFORCEMENT*
<br />JOINT TYPE
<br />VAPOR RETARDER
<br />DESIGN LOADS
<br />S1
<br />12"
<br />#5@a 12" OC TOP &BOT
<br />ARMORED**
<br />YES
<br />* USE OF EQUIVALENT ENGINEERED
<br />STRUCTURAL WELD REINFORCING (ESWR),
<br />GRADE 80 WILL BE ACCEPTABLE
<br />LAP SPLICE LENGTH (4000 PSI CONCRETE) - NORMAL WEIGHT, NO EPDXY
<br />BAR SIZES (#)
<br />LEAST CONCRETE
<br />COVER AT BAR 3 4 5 6 7 8 9 10 T 11
<br />3"
<br />12"
<br />20"
<br />25"
<br />29"
<br />43"
<br />49"
<br />551°
<br />65"
<br />80"
<br />2„
<br />12"
<br />20"
<br />25"
<br />29"
<br />43"
<br />49"
<br />60"
<br />74"
<br />891'
<br />0
<br />1112"
<br />15"
<br />20"
<br />25"
<br />( 29"
<br />48"
<br />61"
<br />75"
<br />91"
<br />109"
<br />3/4"
<br />15"
<br />30`°
<br />36"
<br />49"
<br />78"
<br />97"
<br />117"
<br />141"
<br />165
<br />3„
<br />12"
<br />15"
<br />1 19"
<br />23"
<br />33"
<br />37"
<br />42"
<br />50"
<br />62"
<br />2„
<br />12"
<br />15"
<br />1 19"
<br />23"
<br />33"
<br />37"
<br />46"
<br />57"
<br />68"
<br />11/2"
<br />12"
<br />15°'
<br />19°'
<br />23"
<br />37"
<br />47"
<br />58"
<br />70"
<br />84"
<br />F3/4"
<br />14"
<br />20"
<br />27"
<br />37"
<br />60"
<br />74'°
<br />90"
<br />108"
<br />127" l
<br />LAP SPLICE LENGTH (5000 PSI CONCRETE) - NORMAL WEIGHT, NO EPDXY
<br />BAR SIZES (#)
<br />LEAST CONCRETE
<br />COVER AT BAR
<br />3
<br />4
<br />5
<br />6
<br />1 7
<br />8
<br />9
<br />10
<br />11
<br />311
<br />13"
<br />181°
<br />22"
<br />26"
<br />38"
<br />44"
<br />49"
<br />58"
<br />72„
<br />2"
<br />13„
<br />18"
<br />2211
<br />26„
<br />38"
<br />44"
<br />54„
<br />1112"
<br />13"18"
<br />22"
<br />26'°
<br />43°'
<br />54'°
<br />67"
<br />82'°
<br />97"
<br />(
<br />314"
<br />13"
<br />22"
<br />32"
<br />44"
<br />70"
<br />87"
<br />1051,
<br />126"
<br />147"
<br />311
<br />12"
<br />14"
<br />17°
<br />20"
<br />29"
<br />34"
<br />381'
<br />� 45"
<br />55"
<br />CK
<br />Lu
<br />2
<br />12"
<br />14"
<br />17"
<br />1 1 20"
<br />29'°
<br />34"
<br />42"
<br />51"
<br />61
<br />®
<br />1 1l2"
<br />12
<br />14"
<br />17"
<br />20"
<br />33°'
<br />42"
<br />51"
<br />63„
<br />75'
<br />314"
<br />13"
<br />17"
<br />25"
<br />34"
<br />54"
<br />67"
<br />81"
<br />97"
<br />114"
<br />LAP SPLICE LENGTH 6000 PSI CONCRETE) - NORMAL WEIGHT, NO EPDXY
<br />BAR SIZES (#)
<br />LEAST CONCRETE
<br />-
<br />COVER AT BAR
<br />3
<br />4
<br />5
<br />6
<br />7
<br />8
<br />9
<br />10
<br />11
<br />3„
<br />12"
<br />16"
<br />20"
<br />24"
<br />35"
<br />40"
<br />45"
<br />53`°
<br />66"
<br />rrs
<br />2"
<br />12"
<br />16"
<br />-
<br />20"
<br />24"
<br />35"
<br />40"
<br />49"
<br />61"
<br />73"
<br />0
<br />1112"
<br />12"
<br />16"
<br />20"
<br />24"
<br />39"
<br />50"
<br />61'°
<br />75"
<br />89"
<br />3/4"
<br />12"
<br />20"
<br />29"
<br />40"
<br />64"
<br />79"
<br />96"
<br />115"
<br />135"
<br />3"
<br />12"
<br />13"
<br />I 16"
<br />19"
<br />27"
<br />31"
<br />35"
<br />41"
<br />51"
<br />�ret
<br />2„
<br />12"
<br />13"
<br />16"
<br />19"
<br />27"
<br />31"
<br />38"
<br />47"
<br />56"
<br />11/2"
<br />12"
<br />13"
<br />16"
<br />19"
<br />30"
<br />38
<br />47"
<br />58"
<br />69„
<br />3/4" 12" 16" 23" 31 " 49" 61" 74" 88" 104"
<br />NOTE:
<br />MINIMUM C/C BAR SPACING ® 2 X COVER + (1) BAR DIAMETER FOR LAPS INDICATED
<br />9. IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES (MEETING THE REQUIREMENTS OF
<br />SECTION 12.6 IN ACI 318-11) FOR LAP SPLICES AT NO ADDITIONAL COST, MECHANICAL
<br />SPLICES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE REBAR IN TENSION
<br />OR COMPRESSION.
<br />i REINFORCEMENT BENT COLD.REINFORCEMENT
<br />RECORD.CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER
<br />OF HOOKS SHALLBE ACI STANDARD HOOKS IN ACCORDANCE
<br />CHAPTER 7.
<br />11, REINFORCING OR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS
<br />PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS. CORNER BARS SHALL HAVE LAP LENGTHS EQUAL
<br />PLACED,TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS OF THE CORNER BARS.
<br />12AT THE TIME CONCRETE IS NONMETALLIC
<br />COATINGS DECREASE BOND.
<br />SYM I REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE
<br />0 1 IFC I HBL EXPANSION PACKAGE POSITION 7 IFC I IFC 09/01/22
<br />1, DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE
<br />AISC STEEL CONSTRUCTION MANUAL;15TH EDITION. THE STRUCTURAL FRAME FABRICATOR SHALL BE AISC
<br />CERTIFIED FOR STEEL BUILDING STRUCTURES (STD) OR INCLUDE, AT THE FABRICATORS EXPENSE,
<br />INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP PROCEDURES AND FABRICATION
<br />COMPLIES WITH DRAWINGS AND SPECIFICATIONS. SPECIFICALLY, ALL WELDED CONNECTIONS SHALL BE
<br />INSPECTED AND TESTED BY A CERTIFIED TESTING AGENCY.
<br />2. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND YIELD STRENGTHS UNO:
<br />W & WT SHAPES - - - - - - --- - - - - - - - - - - - - - - - - -- - - -- - FY=50KSI(A992,GRADE 50)
<br />RECTANGULAR&SQUAREHSS---------- - - - - -- FY=46KSI(A50D,GRADE B)
<br />ROUND HSS-------------------- - - - - - - - - - - FY=42KSI(A500,GRADE B)
<br />ALL OTHER SHAPES & PLATES (U.N.O.) -- - - - - - - - - - - - - - - - - - - - FY = 36 KS1 (A36)
<br />3. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION
<br />MANUAL AND THE FLORIDA BUILDING CODE.
<br />4. ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED
<br />BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.1 M STRUCTURAL
<br />WELDING CODE - STEEL, LATEST EDITION.
<br />5. ALL FILLET WELDS SHALL BE 3/16" LINO, BUT NOT LESS THAN AISC MINIMUM, SEE CHART BELOW:
<br />MINIMUM SIZE FOR FILLET WELDS
<br />MATERIAL THICKNESS OF
<br />THINNER PART JOINED (INCHES)
<br />MINIMUM SIZE OF
<br />FILLET WELD (INCHES)
<br />TO 1/4" INCLUSIVE
<br />1/8"
<br />OVER 1/4" TO 1/2"
<br />3/16"
<br />OVER 1/2" TO 3/4"
<br />1/4"
<br />OVER 3/4"
<br />5/16"
<br />6. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED
<br />BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE
<br />STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE
<br />FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS
<br />REVIEW IS COMPLETED,
<br />7, CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE
<br />SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE
<br />SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE
<br />PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF
<br />RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br />8. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS.
<br />9, AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL,M SCALE, AND OTHER FOREIGN MATERIAL.
<br />SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED -UP.
<br />10, ALL FIELD CONNECTION ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS.
<br />11. WELDED SHEAR STUDS SHALL BE 1/2" DIA x 6" LONG ASTM A108 HEADED STUDS.
<br />1. FOUNDATION DESIGN IS BASED ON INFORMATION AND RECOMMENDATIONS
<br />PROVIDED IN THE GEOTECHNICAL REPORT 0120-294-02 PREPARED BY GEO
<br />ENGINEERS, DATED JUNE 15, 2022. SHALLOW FOUNDATIONS ARE DESIGNED FOR A
<br />MAXIMUM ALLOWABLE SOIL BEARING CAPACITY OF 4000 PSF AND ALLOWABLE SOIL
<br />MODULUS OF 475 PCL
<br />2. SUB -GRADE FOR ALL FOUNDATIONS SHALL BE PREPARED AND
<br />COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS STATED IN THE
<br />GEOTECHNICAL REPORT REFERENCED ABOVE.
<br />3. EXCAVATION FOR FOUNDATIONS SHOWN ON DRAWINGS SHALL NOT BE LARGER
<br />THAN THE INDICATED FOUNDATION SIZE BY MORE THAN 3" EACH DIRECTION
<br />ADHESIVE ANCHORS:
<br />1. FOR POST -INSTALLED ADHESIVE ANCHORS INTO CONCRETE, PRODUCTS SHALL HAVE
<br />BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.4 AND ICC-ES
<br />AC308. PRE -APPROVED ADHESIVES INCLUDE:
<br />A. SIMPSON STRONG -TIE "SET XP" (ICC-ES ESR-2508)
<br />B. HILTI HIT-HY200 ADHESIVE ANCHORING SYSTEM (ICC-ERS-3187)
<br />2. FOR POST -INSTALLED ADHESIVE ANCHORS INTO MASONRY, PRODUCTS SHALL
<br />HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.
<br />PRE -APPROVED ADHESIVES INCLUDE: (ALL MASONRY CELLS TO RECEIVE
<br />ANCHORS SHALL BE GROUTED SOLID)
<br />A. SIMPSON STRONG -TIE "SET" (ICC-ES ESR-1772)
<br />B. HILTI HIT-HY 150 MAX (ICC-ES ESR-1917)
<br />C. HILTI HIT -RE 500 V3 (ICC-ES ESR=3814)
<br />3. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE
<br />MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD (EOR)
<br />FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS
<br />HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE
<br />APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS
<br />DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING
<br />PERFORMANCE VALUES OF THE PRE -APPROVED PRODUCTS.
<br />4. ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br />INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR
<br />PRODUCT INSTALLATION TRAINING.
<br />5. MINIMUM EMBEDMENT FOR ADHESIVE ANCHORS SHALL BE AS FOLLOWS, UNO:
<br />1/2" DIA = 41/2" 3/4" DIA 4 6 3/4"
<br />5/8" DIA = 5 5/8" 1" DIA = 9"
<br />This item has been electronically signed and sealed by
<br />(Brian L. Sayre, SE) using a digital signature and date.
<br />Printed copies of this document are not considered signed
<br />and sealed and the signature must be verified on any
<br />electronic copies.
<br />09-06 02,
<br />20 9011
<br />ACCEPTABILITY KKB
<br />THIS DESIGN AND/OR BLS CHECKED
<br />SPECIFICATION IS APPROVED
<br />ENGINEEF
<br />APPROVED BY I DEPT. I DATE JMP
<br />INZ
<br />09/01/22
<br />09/01/22
<br />09/01/22
<br />1. DEAD LOADS:
<br />A. UPPER MACHINE PLINTHS 500,000 LBS PER POSITION EVENLY DISTRIBUTED OVER
<br />PLINTH FOOTPRINT (125,000 LBS PER PLINTH LINE) .
<br />B. FDAJ COLUMNS (SEE DRAWING 3849-50-0001 FOR DEAD LOADS) (FDAJ112W0000m9/b10).
<br />C, LOWER ROBOT BEDS 80,000 LBS EVENLY DISTRIBUTED ACROSS 4 BED LINES (20,000
<br />LBS PER INDIVIDUAL BED LINE).
<br />D. ALL MACHINE TRANSPORT COLUMN BASES VARY AS SHOWN BELOW
<br />0,83 KLF
<br />0,60 KLF
<br />TRANSPORTER DEAD LOADS
<br />ASSUME ALL COLUMNS
<br />E. FME DECKING (NOT SHOWN) 400,000 LBS ACROSS *TBD* SUPPORT LEGS
<br />(FME112W0000-9/-10).
<br />2. LIVE LOADS:
<br />A. UPPER GANTRY MACHINES 48,000 LBS PER MACHINE, 4 MACHINES PER CELL, 8
<br />MACHINES PER POSITION MAX. LOADS CARRIED THROUGH PLINTH FLOOR PLATES (A).
<br />UP TO 27,000 LBS:PER MACHINE LEG, MINIMUM SPACING OF 11'4". X - Y LIVE LOADS
<br />MINIMAL.
<br />B. LOWER ROBOTS 20,000 LBS PER ROBOT 4 ROBOTS PER CELL, 8 ROBOTS PER
<br />POSITION. 60" SPANS, 2410" ON CENTER, MINIMUM.
<br />C. LOWER ROBOT ON TRANSPORTER 35000 LBS, 2 LINE LOADS OF 17,500 LBS 15' LONG.
<br />D. ALL MACHINE TRANSPORT COLUMN BASES VARY AS SHOWN BELOW.
<br />1.64 KLF 0.37 KLF 2.29 KLF 0.52 KLF
<br />FF v
<br />TRANSPORTER LIVE LOADS Y Y
<br />50%LOADING TRANSPORTER LIVE LOADS
<br />E. AGV 20,000 LBS. 70% LOADING
<br />F. RSM (HEAVIEST CART)120,000 LBS DISTRIBUTED OVER TRANSPORT CART WHEEL
<br />PATH (PME1 12W0000-90 0).
<br />G. AIRCRAFT PART WEIGHTS LOADED ONTO STANCHIONS. SEE 3849-50-0001 FOR LOADS
<br />APPLIED AS COMPONENTS ARE ASSEMBLED.
<br />H. UPPER COVER FRAME LOADS 11 KIP ON ROOT END POSTS, 4.5 KIP ON TIP END POSTS
<br />(FDAJ 112W0000-9/ 10).
<br />I. PULSE FRAME 100 KIP, 70 ON ROOT END WHEEL SET, 30 ON TIP. ENTERS AND LEAVES
<br />CELL FROM ROOT END (MAX 1080 PSI WHEEL LOAD).
<br />3. DEFLECTIONS UNDER LIVE LOADS:
<br />A. UNDER THE LIVE LOADS FROM THE UPPER MACHINES AND TRANSPORT COLUMNS, THE
<br />PLINTH FLOOR PLATES CANNOT DEFLECT MORE THAN .0035" IN THE Z RELATIVE TO EACH
<br />OTHER (RISE AND FALL). ADDITIONALLY, LINE "A" CANNOT DEFLECT MORE THAN .0004" IN Z
<br />FROM LINE "B" OVER ANY 12-0" LENGTH IN X (TWISTING).
<br />B. THE ROBOT LIVE LOAD IS APPLIED ANYWHERE BETWEEN THE ROBOT BEDS. UNDER THE
<br />LIVE LOADS FROM THE LOWER ROBOTS, LINE "C" CANNOT DEFLECT MORE THAN .0005" IN Z
<br />FROM LINE "D" OVER ANY 24'-0" LENGTH.
<br />C. FDAJ STANCHIONS (FDAJ112W0000-9/-10). REDUCED REQUIREMENTS (HATCHED AREA
<br />ONLY) NEAR THE GANTRY TRANSPORTER OF .0015"LINE A TO B DIFFERENTIAL. SEE SHEET
<br />3451.
<br />4. THE MAXIMUM LOAD ON A SINGLE WHEEL SHALL NOT EXCEED 16,000 POUNDS FOR GROUP
<br />ACTION, WHEEL DISTRIBUTED LOAD ON THE FLOOR SLAB SHALL NOT EXCEED 500 POUNDS PER
<br />SQUARE FOOT (PSF).
<br />5. ALL LOADS ARE PROVIDED AT NET VALUES. NO FACTORS ARE INCLUDED. APPROPRIATE
<br />SAFETY FACTORS SHOULD BE APPLIED DEPENDING ON CODE OR PERFORMANCE
<br />REQUIREMENTS.
<br />6. MACHINE DEFLECTION BUYOFF PROCEDURE: LASER TRACKER NESTS WILL BE PLACED AT THE
<br />FLOOR SURFACE NEAR THE MACHINE BEDS AND PLINTHS. THE MACHINES WILL BE DRIVEN IN X
<br />AND THE VERTICAL DISPLACEMENT OF THE FLOOR WILL BE MEASURED. DIFFERENCES IN LEVEL
<br />BETWEEN ONE SIDE OF THE PLINTH AND/OR BED SHALL BE COMPARED TO THE DEFLECTION
<br />REQUIREMENT.
<br />7. STANCHION DEFLECTION BUYOFF PROCEDURE: TBD
<br />8. SEISMIC AND ANCHOR PULL-OUT REQUIREMENTS (PRELIMINARY: TO BE SPECIFIED FOR EACH LOCATION)
<br />A.1.25" X 15`° EPDXIED INTO 1.375" CORED HOLE: 215 KIP MINIMUM PULLOUT
<br />FORCE AT 30" SPACING (ALONG PLINTH LINES). 1" X 12" EPDXIED INTO 1.125"
<br />CORED HOLE: 15 KIP MINIMUM PULLOUT FORCE AT 24" SPACING.
<br />S. LOWER ROBOT SPECIFIC REQUIREMENTS (C): 5 KIP PULL UP ON ANCHORS SET
<br />AT 12" CENTERS (1"ANCHORS). PLINTH SPECIFIC REQUIREMENTS (A): 25 KIP
<br />PULL UP ON 1.25" ANCHORS SET AT 30" SPACING. FDAJ STANCHION SPECIFIC
<br />REQUIREMENTS (B): 20 KIP ON CORNER OF EACH STANCHION PAD.
<br />9. TRENCH COVERS, WALLS, AND FOUNDATIONS WORST CASE OF THE FOLLOWING:
<br />A. 500 PSF APPLIED UNIFORMLY
<br />B. HS-20 TRUCK LOADING (AASHTO)
<br />C. 30,000PSF APPLIED TO 12"xl2" AREA
<br />DEBRIS MITIGATION:
<br />1, CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND CLEAN-UP REQUIREMENTS FOR ALL
<br />CONSTRUCTION ACTIVITIES AFFECTING AREAS WITHIN THE EXISTING OPERATIONAL BUILDING.
<br />FLOOR FLATNESS REQUIREMENTS:
<br />NO STEPS SHALL BE LARGER THAN 0.125"
<br />2. SEE DETAIL BELOW FOR FINISHED SURFACE FLATNESS U
<br />L-
<br />i !i A
<br />IN CRITICAL AREAS (A) FF60 IN
<br />NON CRITICAL AREAS (B) FF40
<br />FINISHED SURFACES FLATNESS
<br />AND LEVEL REQUIREMENTS
<br />3. FLOOR FLATNESS REQUIREMENTS:
<br />FF OVERALL = 60
<br />FF MINIMUM LOCAL VALUE = 40
<br />GENERAL CONFORMITY TO DESIGN GRADE:
<br />FINISHED FLOOR ELEVATION OF EACH CELL
<br />SHALL FALL WITHIN +/- .5 INCH OF DESIGN ELEVATION
<br />Y OF VSETW ED FOR PERMIT
<br />BUILDING 40-023
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<br />@2022
<br />Architects Engineers,
<br />ga" se Inc.
<br />19020 33rd Ave W, Suite #500
<br />Mate of Washington
<br />Certificate ofo.60Authorization351
<br />Lynnwood, Washington, 93036
<br />Architecture No. 603235512
<br />425-921-3500
<br />Engineering No. 3137
<br />REVISION
<br />16123
<br />I$YMBOL
<br />JDATE
<br />09/01/22
<br />0
<br />EXPIRES 01-24-2024
<br />TRUCTURALMA TER
<br />EVERETT, WA
<br />
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