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<br /> Plan Check No.: B1409-003 �
<br /> 1. FOUNDATION DESIGN IS SASED ON INFORMATION AND RECOMMENDATIONS Job Address: 3003 W CASINO RD#40-58
<br /> 1. DESIGN IS BASED ON T�IE lN7ERNATlONAL �UILDING CODE, IBC 20�2 AND THE STAT� 7, REINFORCING LAP SPLICE TABLE: PRQVIDED IN THE G�OTECHNICAL �EPC)RT PR�PARED �Y LANDAU ASSOCl/�TES, 8• ALL STRUCTURAL�TEEL SHALL HAVE THE F�LLOWING ASTM �PECI�ICATION ANC Owner: BOEING COMPANY �
<br /> OF WASHINGTON ADMENDMENTS. YI�LD STRENGTHS UNO: Tenant: BOEING COMPANY �
<br /> TOP �ARS AR� HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF DATED JU�Y 18, 2014. SHA�.�OW FOUNDATIONS/�RE DESIGNED FOR A MAXIMUM ALLOWA�LE Application Date: j4/2014
<br /> 2. ALL MATERIALS AND WORKMANSHIP SNALL C(�MPLY WITN P�OJECT DRAWINGS AN[� FRESi� CONCRETE 1S CAST BELOW THE BAR. a SOIL �EARiNG CAPACITY�F 4000 PS�. COMPRESSION AND UPLIFT RESlSTANCE FOR DEEf' : W&W7 SFiAPES --- ------------- FY=50 KSI (A992, GRADI Proposed use: �
<br /> SPECIFICATIONS. ' FOUNDATIONS ARE BASED ON CAISSON DIAM�af�R AND L�NGTH IN ACCORDANCE WITH RECTANGULA�$� SQUARE H55 ------------- FY=45 KSI (A500, GRADI Type of work� FOUNDATION ONLY FOR NEW BLD
<br /> 3. THE CON`fRACTOR SHALL VERIFY ALL DiMEN51ONS, CONNECTIONS, EM�ED F'LAT� FlGURES 9 T011 OF TH� REPORT.ALL VA�U�S SHALL BE VERIFIED �Y A REGIST�f�ED ; R4UN� H�� --------------------- FY�42 K51 (A500, GRADI ot�ice se �ob set Fire/Planning Se
<br /> AND ANCHOR BOLT LOCATIONS FI�OM EQUIPMENT MANUFACTURER'S APPR�V�D LAP SPLICE LENGTH (4000 PSI CONCRETE)- NORMAL WEIGHT GEOTECHNICAL ENGINEER OR NIS REPRESENTATIVE PRIOR TO PLACEMENT OF CRANE RUNWAY W SHAPES-------------- FY= 65 KSl A913 GRADI � '�ZT� �j �
<br /> DftAWINGS AI�1D STEEL FA�RICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING ti � � � � Reviewed For Permit: Date: � By: .,,,
<br /> LEAST�ONCRETE BAR SIZES (#) , CONC�E�E. ALL OTHER SHA,PES $� PLATES (UNO)---------- FY= 36 KSi (A36)
<br /> �
<br /> PLANS, WHICH HAVE BEEN APPROVED BY TH�ARCHITECT/ENGINEER. COVER AT �AR 3 4 5 6 7 8 9 .10 11 � i�
<br /> 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH 2. SUB-�RADE FOR ALL FOUNDATIONS SHALL B� PREPARED AND 9. ALL DETAiLING, �'A�RICATION AiVD ERECTION SHALL CONFORM TO 7'HE LATEST '
<br /> ARCi�ITECTURAL, MECHANICAL, PLUM�ING, ELECTRICAL AND CIV1L DRAWINGS TO 3" 15" 20" 24° 29° 42°' 48" 55" 65°' 80" COMPACTED 1N ACCORDANCE WITH R�COMMENDATIONS STATED I�1 THE EaITION OF TNE AISC STEEL Ct�NSTRUCTlON MANUAL AND THE INTERNATIONAL
<br /> "' �� �� �� ,� �o �� �o „ „ �� GEO�TECNNICAL REPORT REFERENCED ABOVE. BUlLDiNG CODE.
<br /> LOCATE RECESSED SLABS, SLOPES, DRAWS, REGLETS, �OLT�ETTiN�S, GRAD�S, ETC. ac 2 15 20 24 29 46 61 77 97 120
<br /> ANY DISCREPANCIE5 SHALL BE CALLED TO THE ATTENTION OF THE m 10. AL.L BOLTS SHALL E�E A325 WIGH STRENGTN, UNO. ALL NU�S Si�ALL �E A563, UNO. ALL
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<br /> ARCHITECT/ENGWEER�EF0�2E PROCEEDING WITH �'HE WORK. � 2 15 20 25 36 62 81 102 130 160 3, EXCAVATION FOR FOUNDATIONS SHOWN 0�! DRAWINGS S�iA�L NOT �E LARGER
<br /> WASHERS SHALL �E F436, UNO.
<br /> 5. THE STRUCTURAL INTEGRITY OF THE COM�LETED STRUCTURE ���'ENqS UPON 7HE � ��4" �8" 32" 50" 73" 106'° 121° 136" 153" 170" THAN THE lNDICATED FOUNDATiON �IZE �Y MORE THAN 3'° EACH DIRECTION
<br /> INTERACTION OF VARIOUS CONNECTED COMPONENTS. PFZOViDE AD�QU�,T� �R/aCING, 11. ALL WELDING ELECTRODES SHALL BE E70XX, UNO.AL�WELDING SHALL BE PERFORMED
<br /> BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D9.1/D1.1 M STRUCTURAL
<br /> SHORING, AND OTHER TEMPORARY SUPP�RTS AS R�QUIRE�TO SAFELY COMPLETE TNE 3" 12° 15" 19" 23" 33" 37" 42°' 50" 62° L . WELDIN� CODE-STEEL, LATEST EDITION.
<br /> WORK.
<br /> .
<br /> 2" 12" �5" 19" 23" 36" 47" 59° 75" 92" 12. ALL FILLET WELDS SNALL �E 3/16" UNO, �UT NC7�f L�SS THAN AISC MINIMUM,
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTIN� DIMENSIONS AND CONDITIONS PRIOR TO � SEE CHAR7 ��LOW:
<br /> ORDERING ANY MATERIALS AND SWALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT � 1 1/2" �2" 15" 20" 28" 48" 62" 79" 100° 123" 1. ANCHOR�OLTS SHAI�L �� HEADED BO�TS OR THREADED RODS WIiH NUT TACK
<br /> FROM WHAT IS SHOWN ON THE DRAWINGS, 0 3/4" 14" 25" 39" 56" 81" 93" 105" 118" 131°' VVELDED AT BOTTOM. THREADS SHALL EXTEND 1/2" PAST TACK WELDED NUT. BENT MINIMUM SIZE FOR FILL�T WELDS
<br /> RODS ARE N�T ACCEPTA�LE.
<br /> 7. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AN�VI51T THE PROJEC�'SITE �EFORE
<br /> CONSI'RUCTION BEGINS TO COMPAFt�ALL �XISTING CONDITIONS WI�H WHAT IS SH�U11N ON 2. UNHEADED ANCHOR RODS SHALL 8E ASTM F1554, GRADE 55. MATERIAL THICKN�SS OF THINNE� MINIMUM SIZE U�
<br /> THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENI" FF�OM WHAT IS SHOWN, LAP SPLICE LENGTH (5000 PSI CONCRETE)-NORMAL WEiGHT P�RT JOiNED (INCHES) FILL�T WELD (INCHES)
<br /> THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. BAR SIZES #) A. �CONFIGURATION: STR,'�iGHT
<br /> L�AST CONCRETE � B. NUTS: ASTM A563 HEAVY HEX CAR�ON STEEL TO 1/4" INCLUSIV� 1/8" �'
<br /> 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE COVER AT BAR 3 4 5 6 7 8 9 10 11 C. PLATE WASHERS:ASTM A36 CAR��N ST�EL OVER 1/4 T0112 3/16
<br /> ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR°S UNDERSTANDING 4F THESE �� �� �� �� �� �� ,• �� „ ��
<br /> DRAWINGS AND PLAN FOR THE WORK IS W ACCORDANCE WITH THE DESIGN INTENT AND TO � 3 13' 18 22' 26" 38 43" 49' 58' 72" ��p i � �� � � �a OVER 1/2"TO 3/4" 1/4"
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. Q 2 13 18 22 26 42 54 69 87 107 �� OVE�3/4" 5/16"
<br /> 0° 11/2" 13" 18" 23" 33" 55" 72" 92" 116" 143"
<br /> 9. SECTIONS AND DETAILS ARE SHOWN TO lNDICATE SPECIFIC CONDITIONS, WHERE SECTIONS ARE o 1. DESIGN, FA6RICATION AND ER�CTION OF ALL STRUCTURAL STE�L SHALL �E IN ACCORDANC�WITH 13. UNO ALL �EAM CONNECTIONS SHALL �E �OL7�DM/ELDED SHEAR END PLP,TE
<br /> NOTED TO BE TYPICAL, THESE S�CTIaNS OR DETAILS S�-lALL APPLY TO OTHER SIMlLAR LOCATIONS. � 3/4" 17" 29" 45" 65° 95" 108" 122" 137" 152° THE ABSC STE�L CONSTRUCTION MANUAL, LRFD; 14TH �DlTION. TNE ST�UCTU�L FRAME CaNNECTI0N5 SNU�TI�H7 AND INSTALLED IN S�'ANDARD HOL�S.A�L BOL7ING SHALL ��
<br /> ANY LOCATI(JN IN QUESTION SHALL �E BROUGHT TO THE ATZENTIO� OF TNE STRUCTURAL ENGINEER. FABRICAYOR SHALL �E AISC C�RTIFIED FOR STEEL �UlLD1NG STRUCTUaES (STD) OR INCLUD�,AT PRE-7�NTIt7NEd. ALL HOL�S SHALL �E MADE IN THE Si��P. FIELD �URNlNG OF HOLE�AND CUTS IN
<br /> 10. TNE STRUCTURAL ENGINEER OF RECORD SHALL NOT �E RESPONSIBLE FOR THE MEANS, METHQDS, 3" 12° 14" 17" 20" 29" 33" 38" 45" ���� THE FA�RiCA70RS EXPENSE, INSPECTION SERVICES NECESSARY TQ INSURE THAT THE SHOP STRUCTURAL STEEL SHALL N4T�E PERMITTED.
<br /> TECHNIQUES SEQUENCES NOR f'ROCEDlJRES OF CONSTRUCTION SEL�CTED BY TH� CONTRACTOR PROCEDURES AND �ABRICATION COMPLIES WITH QRAWINGS AND SPECIFICATIONS. SPECIFICALLY,
<br /> ' ' ' � 2° 12°' 14" 17° 20'° 32" 42°' 53°' 67°' 83'° ALL BOLTED AND WELDED CONNECTiONS FOR TRUSSES, MOMENT CONNECTIONS AND VERTICAL NOMINAL �nLT H�L� DIM��ISIC�NS (INCi�ES)
<br /> OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE CONTRACTOR. �, BRACED FRAM� COMPONENTS SHALL �E INSP�CT�D AND TEST�� �Y A CERTIFIED T�STING AGENCY
<br /> THE STRUCTURAL ENGiNEER SHALL NOT�E R'�SPONSI�LE F0�TWE �AILUR� OF THE CONTRAC70R � 1 1/2" 12" 14" 18" 25" 43" 56" 71" 89" 110" �OLT STAND�RD OVERSIZE SHORT-SLOT LONG-SLOT
<br /> � RETAINED �Y THE FA�RICATOR. COMPLIA�lC� R�PQR7S SHALL �E S�NT 7'0 THE �TRUCTUf�AL
<br /> TO PERFORM TH� CONSTRUCTiON W�RK IN ACCORDANGE WITH THE�E DRAWINGS. 3/4" 13" 22" 35" 50" 73" 83" 94° 105° 117° ENGINEER OF RECORG, DIAMETER (DIA) (DIA) (WIDTHxLENGTH} (WIDTHxL�NGTH)
<br /> 11. THE INTENT OF SIT� VISITS ARE FOR T�HE STRUCTURAL ENGINEER T� �ECOME �AMILlAR WITH THE 2. PROVIDE 3" MINIMUM CONCRETE COVER AROUND STEEL �ELOW GRA[JE OR COATED WITH 1l2 9/16 518 9116 x 11/16 9/16 x 1 1/4
<br /> QUALITY OF TNE CONSTRUCTION AND TO DETEF�MINE IN GENERAL I�THE CONSTRUCTION 1S ASPHALTIC �R�ITUMASTIC PAINT.
<br /> PROCEEDING IN ACCORDANCE WITH THE CONSTRUCTION DOCUM�NTS. 5/8 1�/16 13116 11/16 x 7/8 11/16 x 1 9/16
<br /> 12. ELEVATIONS: 8. 1� !S PERMI I TED TO SUBSTITUTE MECHANICAL SPLICES (MEETING THE REQUIREMENTS OF 3• CONNECTIOfV� D�SlGNED AS "S�IP CRITICAL" SHA�L HAVE FAYING SURFACES PREPARED FOR CLASS 3/4 13/16 15/16 13/16 x 1 13/16 x 1 7/8 �
<br /> SEC�ION 12.6 IN ACI 318-11} FOR LAP SPLICES AT NO ADDITIONAL COST. MECHANICAL A OR �ETTER. ALL �OLTS USED IN M�MENT/�RACING CONN�CTIONS SHALL 6E ASTM A325 OR A490
<br /> FINISHED GROUND FLOOR EL = 100'-0°' SPLlCES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE REBAR W TENSION AND SHALL �E PRE-7�NSlONEf� TO VAI�U�S IN TA�LE J3.1. �R�-TENSIONED JOINTS, WHETH�R 7l� 15/16 1 1/16 15/16 x 1 1/8 15116 x 2 3/16
<br /> FINISNED GROUND FLOOR REF EL� 545'-6" N.G.U.D. (SEE CIVIL DW�S) OR COMPRES510N. "BEARING TYPE" OR"SLIP CRITICAL TYPE", MAY BE TENSIONED �Y THE FOLLOWING M�THODS: � 1 1/16 1 1/4 1 1/16 x 1 5/16 1 1/16 x 2 112
<br /> USAGE OF TWiST-�F��TYP� �TENSION CONT�OL) �OLTS. PR��TENSIONED JC�INT ASSEM�LIES SHALL
<br /> �����E� . 9. ALL REINFORCEMENT SHALL �E BENT COLD. REINFORCEMENT PARTIALLY EM�EDDED IN BE REQUI��D TO hiAVE PR�-INSTALLATION VERlFiCATION T�STING IN ACCO�DANCE WITH SECTION ?1 1/8 d + 1/16 � + 5/16 (d + 1/16)x(d + 3/8) (d + 1/16)x(2.5 *d)
<br /> C(�NCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER 9.2 OF THE SPECIFICATION FOR STRUCTURAL JOINTS USlNG ASTM A325 OF A490 �OLTS .
<br /> OF R�CORD. N�OKS SHALL BE ACI ST�,NDARD HOOKS IN ACCORDANCE WITH ACI 318, CHAPTER 7. 4. COLUNIN SPLICES SHALL MAINTAIN PROPER ALIGNMENT PROVIDING 100°/a 6EARING OF THE UPPEF� 14. ALL COLUMN ANCHOR f�flD HaLES SNALL �E THE SIZES LISTED IN THE CHART BELOW UNO:
<br /> �. ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-11, ACI 315-�5, AND ACI SHAFT UPON THE L�WER SHAFT. WHERE REQUIR�D, FILL PLATES SHALL ��ADDED IN PAIf�S T�0 N�MINAL MAXIMUM ANCHOR ROD i�OLE DIAMETER (INCHES)
<br /> 301-10,AND THE INTERNATI�NAL �UILDING CODE 10. R�INFO�CING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTlNUOUS A1' CORNERS AND BOTH SIDE� OF THE COLUMN. FILL PLAT�S SFiALL �IThiER �E DEVELOPED �Y 80LTS OR WELDS
<br /> lNTERSECTIONS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONB. CORNER UNLESS TNE COLUMN SPLIC� fS DESIGNED AND INSTALLED SLIP CRITICAL. FILL PLATE ANCHOR ROD `;H�LE ANCHOR ROD HC?LE
<br /> 2, CONCRETE SHALL BE NORMAL WEIGHT C�NCRETE. �AaS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS CONFIGURATIONS S�IALL ALLOW FOR PROPER ERECTION TOLERANCES. DETAI�. EREGTION DIAMETER DIAMETER DIAMETER DIAMETER
<br /> CONCRETE STRENGTHS (AT 28 DAYS)SHALL �E AS F�LLOW5: OF TF�� CORNER BARS. TOLERANCES IN SYMMETRICAL FASHION. FURNISH SUFFICIENT 1/8"THICK STRIP SHIMS OR FINGER
<br /> SHIMS TO PROV9�E 0 TO 1/16" CLEAI�ANCE EACH SIDE OF COLUMN AFTER HOISTING TO FILL ��2 1 1/16 1 1/4 2 1/16
<br /> F'c 11. A�THE TIME CUNGRETE i5 PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OiL OR ERECTION TQLERANCE GAPS. BOLTS !N COLUMN SPLICE5 SHALL BE PRE-TENTIONED. WHERE SLIP �/g 1 3/16 1 1/2 2 5/16
<br /> PEDESTRIAN AND UTILITY TUNNEL� OTHER NONMETALLIC COATINGS THAT DECR�ASE BOND. CRITICAL COLUMN SPLICES ARE UTILIZED BY THE FABRlCATOR, PREPARE FAYING SURFACES FOR
<br /> (BASE SLAB, WALLS, AND ROOF), CAiSSON CAP "CAP-2° &"CAP-4" --------- 5000 PSI CLASS A OR�ETTER. WASHERS SHALL �E iNSTALLED IN ACCORDANCE WITH T"SPECIFICATION FOR 3/4 1 5/16 1 3/4 2 3/4
<br /> STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". 7/g 1 g/18 >2 d + 1 1i4 '
<br /> SLABS-ON-GRADE ------------------------------- 5000 PSI � e 5. ALL GROUT FOR USE UNDER �EARING PLATES, LEVELING PLATES, ETC. SHALL BE PRE�MlXED, 1 1 13/16 ("` . �- �' - ' �» ` �-��)� �`/�� �
<br /> SLABS-ON-GRADE MODULUS OF RUPTURE AT 28 DAYS - 625 Pil NON-SNRINK, NON-MET,4LLIC GONFORMING TO ASTM C$27. TWE GF�OU7 STRENGT�1 S�iALL BE TH� � ��- � �� r���
<br /> GREATE�i OF 8,000 PSI OR TWICE THE STRENGTH OF THE SUPPORTING CONCRETE. 15. THE FA�RICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED . �, ��� ����, j�v���'`��`�,�'���
<br /> WHEN TESTED W ACCORANGE WITN ASfiM C78 1. CONCRETE CAISSONS SH�LL BE UNCASED 36", 72"OR 96" DIAMETER DRILLED CAISSONS AS �Y THE CONTRACTOR FOR COMPLETENESS AND �ONTENT PRIOR TO SU�MlTTAL TO TH� �g� ��� '
<br /> SHOWN ON fJF�AWINGS. 6. LEVELING BOLTS 4R NUTS S�1ALL NOT BE USED TO SUPPORT THE COLUM�1 DURING ERECTION. IF S�"RUC7URAL ENGIN�ER OF RECORD �OR�EVIEW. THE SU�MBTTAL SHOULD INCLUDE
<br /> PILE CAPS, GRADE BEAMS, �AISS�NS FOUNDATIONS (NOT EXPO���)------- 4000 F'SI GROUTING IS DELAYE� UNTIL AFTER STEEL �RECTION, THE �ASE PLATE 5�1,4LL B� SHIMMED TO
<br /> 2. CAISSON INSTALLATION Sw�ALL BE SUPE�VISED BY THE GEOTECHNICAL ENGINEER WHO WILL PROPERLY DISTRI�UTE LOADS TO THE FOUNDATiON WITHOUT OVERSTRESSING EITHER TH� BASE FA�RICATI�N AND EF��CTION DF�AWINGS. FA�RICATIt�N SHALL NOT COMMENCE UNTIL 7HIS
<br /> PILE CAPS, GRADE BEAMS, WALL5 FOUNDATIONS (EXT�RIOR EXP05URE)----- 5000 PSI REVIEW IS COMPLET�D.
<br /> ALL OTHER CONCRETE �EXTERIOR EXPOSURE)------------------ 5000 PSI VERIFY THA7 THE REQUIRLD CAISSON CAPACITY HAS BEEN ACHIEVED. PLATE OR THE C�NCFtETE.
<br /> 7. ALL S7RUC7URAL STEEL MEM�ERS AN�ALL STEEL DECKS DEFLECT UVHEN LOADED WITH ��• CUTS, HOLE�AND THEIR REINFORC�M�NT(REQUIRED �Y OTHER TRAD�S)SHALL �E
<br /> ALL OTHER CONCRETE (NOT EXPOSED)---------------------- 4000 PSI CONCRETE. CAM�ERAM�UNTS, IF ANY, INDICATED ON THE DRAWINGS AR� �ASED 4N 7HEOF�ETICAL SHOWN OiV TH� STRUCTURAL STEEL SHOP DRAWINGS AND SHALL �E MADE iN THE
<br /> CALCULATi�NS AND �HALL NOT BE ASSUMED TO EXACTLY EQUAL THE ACTUAL AMOUNT OF �HOP. FIELD BURNfNG OF HOLES & CUTS IN STRUCTURAL ST�EL SHALL NOT �E
<br /> 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. DEFLECTION 1�HAT WILL OCCUR WNEN WET CQNCRETE 1S PLACED nN THE STF�UC7URE. TNE �ERMITT�D EXC�PY�Y WRITT�N PERMISSiON FROM THE STRUCTURAL ENGINE�R OF
<br /> CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING AND PROVIDING THE AMOUNT OF RECORD, UNLESS N�TED OTHERWISE ON THE DRAWINGS.
<br /> 4. CONCRETE PROTECTION FOR REINFORCING BARS: CONCRETE REQUIRED TO PF�OVIDE ELEVATED �LOOR SLA�S WITH LEVEL TOP SUR�ACES, 17. SIZE AND SHAPE OF STRUCTURAL �TEEL SHALL ��AS S�IQWN ON DRAWINGS. 5UBSTITUTES
<br /> STRUCTURAL ELEMENT CLEAR COVER INCLUDING TH�AMOUNT OF ADDlTIONAL CC?NCRETE RE�2UIRED TO ACCOUNT FOR THE EF�ECTS OF MAY �E US�� IF PR�-APP�OVED W W�ITING �Y TNE S�'RUCTURAL ENGINEER OF RECORD.
<br /> STRUCT�JRE AND DECK DEFLECTION.
<br /> FOOTINGS, (CAST AGAINST& 18. AFTER ERECTI4N,ALL STEEL SHALL �E GLEANED OF ALL RUST, L04SE M1l..L, SCALE, AND
<br /> PERMANENTLY EXPOSED TO EARTHj ________________ 3 INCHES OTHER FOREiGN MATER#AL. SCUFFS AND A��ASIONS SHALL BE FI�LD TOUCHED�UP.
<br /> FOOTINGS AND WALLS (CAST-IN-FORMS 19. AL� FIELD CONNECTIONS ARE Tc� �E PAINT��T� MATCH ATTACNED C�MPONENTS.
<br /> PERMANEN7LY EXPOSED TO EARTH) ---------------_ 2 BNCHES
<br /> SLABS (IN CONTACT WITH EARTH} -_________________ 21NCHES 20. ALL ST��L C�LUMN� SHALL BE B�tACED 6Y A�EAM, JOIST, OR AS SHOWN ON DRAWINGS.
<br /> SLABS (EXPOSED TO WEATHER) -------------------- 1 1l2 INCHES
<br /> SLABSABOVEGRADE ----------------------- 3/41NCHES
<br /> PEDESTALS (TO TIES) ----------------------- 2 (NCHES
<br /> BEAMS (TO STIRRUPS) ----------------------- 1 1/2 INCHES
<br /> .
<br /> COLUMNS A�OVE GRADE (TO TIES) ----------------- 1 1/2 INCFiES
<br /> 5. ALL WELDED WIRE FA�RIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED ONE �ULL MESH
<br /> PANEL PLUS 2 INCHES AT SIDES AND ENDS AND WIRED TOGETHER.
<br /> 6. ALL REINFORCING STEEL 5HALL BE PLACED WITHIN TOLERANCES SPECiFlED IN
<br /> SE:CTIONS 7.5,2.1 AND 7.5.3.3 If� ACI 315-99
<br /> 7. ALL REINFORCING STEEL REBAR SHALL CONFOR�I TO ASTM A615 CRADE 60.
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<br /> WA PE 28184 0
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWN DATE SUBTITLE CURRENT REVISION SYM601 DATE 6,
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<br /> � B�cmeFRSlrics APPROVED BY DEPT. DATE �pgNEER 09 04 14 TITLE BOFING 777X CWC BUILDING �
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<br /> STRUCTURAL MASTER EV , A 40-Q58-S2b
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