3003 W CASINO RD 2017 BLDG 40-41 Plans 2022-11-04

' ��_ _. . . �. _ `_ . ;,,ii , . . _ . . . . . . . - . .. ' � . . . . ., :: . . . , GENERAL '` Y ,: ' ' - i;; : , REINFORCING STEEL _ STRUCTURAL STEEL ANCHOR RODS � ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS`SHALL APPCY UNLESS NOTED OTHERWISE. TYPICAL ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE ALL STEEL SHALL CONFORM TO THE FOLLOWING: ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS UNLESS NOTED , OTHERWISE. FURNISH DETAILS MAY NOT NECESSARILY BE INDICATED ON:THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN SECURELY TIED IN PLACE WITH#16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOT,ED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. THE CONTRACTOR SHALL COORDINATE W-SHAPES ASTM A992, Fy=50 KSI CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR USED. WHERE NO DETAIL IS NOTED, IT SHALL.B;E THE.CONTRQCTOR'S RESPONSIBILITY TO CHOOSE THE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS ASTM A913, Fy=50 KSI SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE APPROPRIATE TYPICAL DETAIL FROM THOS� PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED T0, AND NOTED. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL REVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION. ALL ANGLES AND CHANNELS ASTM A36, Fy=36 KSI RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. UNLESS NOTED OTHERWISE MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE ' ,, ; REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. BUILDING CODE � ; � - � AND#18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS INCLUDING SPLICES WITH SMALLER BARS. #14 AND SQUARE OR RECTANGULAR ASTM A500, GRADE B, ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL #18 BARS SHALL NOT BE LAP SPLICED. AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS MAY BE USED FOR STRUCTURAL TUBE (HSS) Fy=46 KSI NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. AFTER BASE ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE ANY BAR SIZE, PROVIDED A CURRENT ICC—ES (OR IAPMO-ES EQUIVALENT) REPORT DEMONSTRATES THAT THE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG-TIGHT CONDITION. NO HEATING OR BENDING THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF PRODUCT CAN ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE ROUND STRUCTURAL TUBE (HSS) ASTM A500, GRADE B, OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING. CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN. BAR. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. SPLICE DEVICES SHALL HAVE A CURRENT ICC-ES (OR Fy=42 KSI IAPMO-ES EQUIVALENT) REPORT THAT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. HEADED BARS OR THE CONTRACTOR SHALL VERIFY EQUIPMENT ANCHOR ROD SIZES, LOCATIONS, THREAD ENGAGEMENT, AND OTHER APPLICABLE CODES AND STANDARDS TERMINATORS SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS OR AT THE CONTRACTOR'S OPTION FOR STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S, BOLTING REQUIREMENTS FROM APPROVED MANUFACTURER'S DRAWINGS OF EQUIPMENT BEFORE STARTING � � �� CONGESTED AREAS OF REINFORCEMENT ANCHORAGE SUBJECT TO THE ENGINEER'S APPROVAL. HEADED BARS OR THAN OR EQUAL T012 INCHES GRADE B, Fy=35 KSI � CONSTRUCTION. ANCHOR RODS SHALL BE INSTALLED TO THE PLAN DIMENSIONS WITH A DIMENSIONAL TOLERANCE BUILDING CODE INTERNATIONAL BUILDING CODE (IBC), � � TERMINATORS SHALL MEET THE REQUIREMENTS OF ACI 318 AND ASTM A970, AND HAVE A CURRENT ICC-ES (OR IAPMO- OF 1/16 INCH IN ANY HORIZONTAL DIRECTION WITH A DEVIATION OF NOT MORE THAN 1 DEGREE FROM PLUMB. 2015 EDITION (INCLUDING THE CITY OF EVERETT � �' ES EQUIVALENT) REPORT. MATERIAL CALLED OUT ON ASTM A36, Fy=36 KSI ANCHOR ROD LOCATIONS SHALL BE INSPECTED BY THE OWNER'S TESTING AGENCY BEFORE PLACING CONCRETE. BUILDING CODE AMENDMENTS) PLANS AS (A36) WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, STRUCTURAL DESIGN DATA ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY MATERIAL CALLED OUT ON ASTM A913, Fy=65 KSI REQUIREMENTS FOR STRUCTURAL CONCRETE," AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPROVED PLANS AS (Fy=65 KSI) LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE. 2014 EDITION ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4. ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI LIVE LOADS: LIVE LOADS ARE AS FOLLOWS: RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, MINIMUM CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE AS NOTED OTHERWISE ASTM A588, Fy=50 KSI "SPECIFICATION FOR STRUCTURAL JOINTS USING FOLLOWS: STAIRS: 100 PSF OR 1,000 LBS HIGH-STRENGTH BOLTS,"2009 EDITION GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED OTHERWISE. 1. CONCRETE CAST AGAINST EARTH: CATWALKS: 60 PSF OR 300 LBS AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED AND "SEISMIC PROVISIONS FOR STRUCTURAL:STEEL ALL BAR SIZES: 3 INCHES REVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND POINT OF ENTRY PLATFORM: 5,000 LBS BUILDINGS,"2010 EDITION OTHER MEMBERS EMBEDDED IN CONCRETE SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FOR BUILT-UP 2. CONCRETE EXPOSED TO EARTH OR WEATHER: MEMBERS SHALL BE PER AWS D1.1. LOAD ACTUATORS AND COUNTERWEIGHTS: TBD AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, SPECIFICATION FOR STRUCTURAL STEEL #6 BAR OR LARGER: 2 INCHES FOR ASTM A6 HOT-ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 2 INCHES OR GREATER, SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE fBUILDINGS,"2010 EDITION #5 BAR OR SMALLER: 1 1/2 INCHES CHARPY V—NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY E R QUIREMENT S5 (SECTION 1608). OR S30, AS APPLICABLE, WITH A MINIMUM VALUE OF 20 FOOT—POUNDS AT 70 DEGREES FAHRENHEIT. EXCEPTIONS ASCE 7 AMERICAN SOCIETY OF CIVIL ENGINEERS, SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOWN IN THE AISC SPECIFICATION SECTION A3.1C MAY BE USED FOR MEMBERS THAT ARE NOT PART OF THE GROUND SNOW LOAD: Pg = 20 PSF "MINIMUM DESIGN LOADS FOR BUILDINGS AND SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW. SEISMIC LOAD-RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1C, OTHER STRUCTURES," 2010 EDITION, HOT-ROLLED SHAPES THAT ARE PART OF THE SEISMIC LOAD-RESISTING SYSTEM WITH FLANGES OF 1 1/2 INCHES AND IMPORTANCE FACTOR: Is = 1.0 INCLUDING SUPPLEMENT N0. 1 SLEEVES THICKER SHALL HAVE A MINIMUM CHARPY V—NOTCH TOUGHNESS OF 20 FOOT—POUNDS AT 70 DEGREES FAHRENHEIT TESTING IN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY REQUIREMENT S30. SNOW EXPOSURE FACTOR: Ce = 1.1 ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS� EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY V—NOTCH TOUGHNESS OF 20 FOOT—POUNDS AT (ASTM INTERNATIONAL) SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER. 70 DEGREES FAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673. THERMAL FACTOR: Ct = 1.2 AWS A2.4 AMERICAN WELDING SOCIETY, "STANDARD SYMBOLS FOR ANCHORAGE TO HARDENED CONCRETE THE SEISMIC LOAD-RESISTING SYSTEM (SLRS) INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT IN FLAT-ROOF SNOW LOAD: Pf= 25 PSF WELDING, BRAZING, AND NONDESTRUCTIVE EVALUATION," ELEVATIONS AND MEMBERS CALLED OUT IN PLAN AS SUCH. � 2007 EDITION ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, AND WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609). SPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESS AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLlSHED INSTRUCTIONS AND AN APPROVED NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO-BOLT CONNECTION USING 7/8—INCH-DIAMETER A325 BASIC WIND SPEED (3-SECOND GUST): Vult = 110 MPH WELDING CODE -STEEL,° 2010 EDITION ICC=ES (OR IAPMO-ES EQUIVALENT) REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH BOLTS IN SINGLE SHEAR. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN BASIC WIND SPEED (3-SECOND GUST): Vasd = 85 MPH THE GENERAL NOTES AND THE APPROVED ICC—ES (OR IAPMO-ES EQUIVALENT) REPORT. ACCORDANCE WITH THE RCSC. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT UNLESS AWS D1.3 AMERICAN WELDING SOCIETY, "STRUCTURAL � ' � ' ' ` � � SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). ALL OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA RISK CATEGORY: [II] WELDING CODE -SHEET STEEL,"2008 ED.ITION � � WHERE THE ANCHOR TYPE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FQR A DIFFERENT TYPE OF ANCHORAGE FOR SLIP-CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG-TIGHT. WHERE CONNECTIONS ARE NOTED � � (INCLUDI,.N,G SUBSTITUTWG FOR CAST-IN-PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR CONSENT OF AS SNUG-TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG-TIGHT BOLTS. SLIP-CRITICAL EXPOSURE CATEGORY: C ICC � 'INTERNATIONAL CQDE�COUNCIL, INTERNATIONAL ' ' THE E,NGI�EER. CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL � � , CODE COUNCIL EVALUATION SERVICES`(ICC-ES) �' � ; '; ' ,' '� � � BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD INTERNAL PRESSURE C - ! ��' " ` � � ' � ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC—ES (OR IAPMO-ES EQUIVALENT) REPORT INDICATING THAT THE SIZE UNLESS NOTED OTHERWISE. OEFFICIENT: GCpi - [0.0] CONCRETE � � � � ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. ANCHOI�S SHALL BE ASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDWATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON � MIXING, BATCHING, TRANSPORTWG, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE �� ' ` '` � ' THE DRAWINGS. BUILDING LOCATION: LATITU'DE: 47.9347° N MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED WHEN EN�BEDMENT IS NOTED ON THE DRAWINGS, THE ANCHOR EFFECTIVE EMBEDMENT DEPTH SHALL EQUAL OR LONGITUDE: 1 2.2 ° 2 818 W B E L O W. P R O P O R T I O N S O F A G G R E G A T E T O C E M E N T I T I O I J S P A S T E S H A L L B E S U C H A S T O P R O D U C E A D E N S E, E X C E E D.T H E�N O T E D E M B E D M E N T D E P T H. W H E R E N O E M B E D M E N T I S N O T E D O N T H E D R A W I N G S, T H E M I N I M U M T H E C O N T R A C T O R S H A L L B E R E S P O N S I B L E F OR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED T0, � WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. EFFECTIV�ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE T O T HE NEAREST ERECTION ANGLES, L IF T H OLE S, AND OTHER AIDS. RISK CATEGORY: II ' � ` ` �'' � '' � CONCR�T��EDGE SHALL BE 12 AN C H O R D I A M E T E R S, A N D M I N I M U M A N C H O R S P A C I N G S H A L L B E 8 A N C H O R D I A M E T ER S. MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OF '` `�� ' � � ' ' S T R U C T U R A L S T E E L W E L D I N G I M P O R T A N C E F A C T O R: le = 1.0 ' CONCRETE MIX PROPORTIONS'SHALL BE IN ACCORDANCE WITH ACI 301. MIX P R OP O R T I O N S S H A L L M E E T O R E X C E E D S T A I�I�L E,S r S�S T E E L A N C H O R S S H A L L B E U S E D A T A L L E X T E R I O R L O C A T I O N S A N D W H E R E S P E C I F I C A L L Y I N D I C A T E D O N T H E R E Q U IREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS THE'DRAININGS, NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE MAPPED SPECTRAL A E - - CC LERATION PARAMETERS: Ss - 1.453, S1 - 0.561 LISTED SHALL GOVERN. �' ' ` � HOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT DONE BY AWS/WABO (WASHWGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ' � : � � � . � ` � CONCRETE COMPRESSNE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO SITE CLASS: D PROVIDE ASTM C150 TYPE I OR TYPE II CEMENT UNLESS NOTED OTHERWISE. THE CEMENTITIOUS MATERIAL CONTENT WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SHALL BE ADEQUATE FOR THE SPECIFIED REQUIREMENTS FOR STRENGTH, WATER-CEMENT RATIO, DURABILITY, AND ELAST_I�ITY,'MATCHING THAT OF THE ADJACENT CONCRETE. SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING SITE COEFFICIENTS: Fa = 1.0 Fv= 1.5 FINISH ABILITY. � = � �' = ' " '` � PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S ' " � ` � ' ' � HOL,ES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE _ - SPECTRAL RESPONSE COEFFICIENTS: Sds 0.969, Sd1 - 0.561 MAXIMUM COMPLEMENTARY CEMENTING MATERIALS (EX. FLY ASH, SLAG, SILICA FUME) AS A PERCENTAGE OF TOTAL ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, AND WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 50 PERCENT. FLY ASH SHALL MEET ASTM C618 REQUIREMENTS, AND CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE USING LOW HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI . LOW SEISMI DE ) C SIGN CATEGORY: D SHALL NOT EXCEED 30 PERCENT OF TOTAL C�MENTlTIOUS MATERIAL; WATER/CEMENT RATIO SHALL BE BASED ON ICC ,—'ES;;(OR IAPMO-ES EQUIVALENT) REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED TOTAL CEMENTITIOUS MATERIAL, INCLUDING COMPLEMENTARY CEMENTING MATERIALS. MAXIMUM SIZE OF AND A�IR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONTAINERS, OR SHALL BE REBAKED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN � ATERAL SYSTEM: STEEL ORDINARY CONCENTRICALLY BRACED FRAME AGGREGATE SHALL BE AS LISTED BELOW. ''�'`� ' � `�' ' CONCRETE. FOSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. CURING PERIOD. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE RESPONSE MODIFICATION COEFFICIENT: R = 2 1/2 THE CONTRACTOR SHALL DETER.MINE SLUMP. EACH CONCRETE�MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION SLUMP SHALL BE MEASURED :ATTHE DISCHAR�E"OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE DEFECTIVE'OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT (WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S - SEISMIC RESPONSE COEFFICIENT: NORTH-SOUTH: Cs - 0.388 MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND —2 INCHES OF THE WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW EAST-WEST: Cs = 0.388 SPEGFIED SLUMP. : . `�` ' �''' '"'� '� B E F O R E S T A R T I N G F A B R I C A T I O N O R E R E C T I O N. C O P I E S O F T H E W P S S HALL BE ON SITE AND AVAILABLE TO ALL ' ` � ' � �� ' NONSHRINK GROUT FOR BASE PLATES, SLEEVES, AND EMBEDDED STEEL WELDERS AND THE SPECIAL INSPECTOR. DESIGN BASE SHEAR: NORTH-SOUTH: V= 776 KIPS THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOUVED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL '� � EAST-WEST: V= 776 KIPS BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER. GROUT SHALL BE AN APPROVED NONSHRWK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE � TO THE JOB,SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL T01/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS CONCRETE MIX SPECIFICATION TABLE ; 28-DAY�COMPRESSNE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. ' ' ' � - STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE fc '� ; `TEST � MAX � MAX AIR � WITH TH,E MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT MIN ' AGE ' ` �W/C AGGREGATE CONTENT PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR INCLUDE, BUT ARE NOT LIMITED T0: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, LOCATION (PSI) (DAYS) RATIO SIZE PERCENT WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED. BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. '' Permit�: a�7u-oz6 g~� g� -y~ Site Address: 30Q3 W CASINO RD _ ?$ �.44 1 ' ,:. _ . .. . �7 0 � �� f�� B � Owner: BOEING COMPANY . . , ., , .. a SPREAD FOOTINGS 4,000 ` '� �'''� - " `' ' ''' ' `� `' � ��+�� `�` ��1� Tenant: [Tenrvame] A Qate: 12 18 Z017 + ,� : _. � � i- .. �� , : :�, r ; , �,oP✓�� ¢pP� PP• l / � , . . � , � �� S, Praposed Use: MFG � ` � �� Descriptian: FAB AND INSTALL FATIGUE TEST FRAME . ., ,. 1,,, � �� ., � '.. � � . .. , � NEXT T0 4�-41-BOEING � i�,� �::� : . , 1 � � , l ,. ,f ., .. � , ,{'; . Reviewed 8Y� �� aate: 1� �� h• ,. . � : �.: ,, _ , , = a � ' �N�SE QOGUMEN`T'S WA�'� N��j'�, �Fice Set �o�s t set Fire/Planning et � �FPHOVE�FQR THE iSSU�NC�� .. � ,. _ . ;i :.� . . ,: , PU�LlC WORK, MECH��IC�l�, �i�� : . �UF�PR�SSfON, ELEC��tlG�1�.C)R � � . . i��;: :., . ... : , � ... i � ��.tJMQING P�I��ITS �'J , i � ' . , `, � ,� .: �,�� . .. . ;. .. . '�, ��:za�erzY�-�ivi!�r��i�s��r� �. � ��.��i �� T3�1 i`Sftk�Aa qug,Soii�32�� � � � � � .� �' Sv=71ic,��a�n�r��n�:�7�1-2b=d4 � � � � �-''� � ��"�: '� : � ��S��i��`�� ; ��z�2��.�� :z�2�2 €z�i � , ;< <�._' . , . SYM REVISIOIV BY APPROVED DATE SYM REVISION BY APPROVED DATE �DRE DRAWN DATE SUBTITLE CURRENT SYMBOL DATE yP 19s ACCEPTABILITY R.F. HENRY 11.17.17 REVISION — - 777-9X FATIGUE TEST FRAME ' , ; � ; 1 MKA P.T. RYAN 11.1 Z.17 ti w��ff � THIS DESIGN AND/OR CHECKED ST R U CTU RAL G E N E RAL N OT ES � �.�7.�7 � : , � . , .3 ' i : ry ^ . . �� ,�F f'lrT �� SPECIFICATION IS APPROVED P.T. RYAN 11.17.17 � SHEET ' ' ` � � � BOE,�� ENGINEER TITLE 777-9X FATIGUE TEST FRAME . " ' i :,; , , , r '. � ; :, ( I � � APPROVED BY DEPT. DATE SZA R.A. LARSEN 11.17.17 �� CHECKED ' � BUILDING 40-041 � � ' ' .' ' P.T. RYAN 11.17.17 . ,, . ,. ,o : �, , � � � �O��'l,�a z��r,G��'� APPROVED JOB COMP _ __ . ,_. _ F C2tL r• � NO. NO. , . �sslONAL �� aPPRovEo STRUCTURAL MASTER EVERETT WA N�G 40-041-TF-S2A i ., : , , � �� . .