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<br /> 1) THE EXTENT OF THE STRUCTURAL LIGHT GAGE FRRMING IS SHOIMK ON THE DRAWINGS AND �R�1wlNG� DRAWINGS CQNT: DRAWINGS CONT:
<br /> INCLUDES ALL CQLD FQRI�ED F'RAMING 22 GA. AND HEAViER. IT INCl.UDES BU7 IS Nf�T LJMITED T(� AB ANCHOR BOLT EF EACH FACE THRU THROUGH
<br /> INSTALLATION QF RQOF JOISTS, FLOQR JOISTS, WALL STUDS, ANR RUNNER TRACKS COMPLEfE WITH ABV ABQVE EJ EXPANSIQN JQINT TO TOP QF
<br /> CLIPS, BRIDGING, STIFFENERS, ETC., REQUIRED FOR A GOMPLEfE FRAMIN� PACKAGE. ADH ADNESIVE ELEV ELEVATION TflC TOP OF C�NCRETE
<br /> ADJ ADJACENT EMBED EMBEDMEN7 TflF TOP OF FOOTiNG ,
<br /> 2} MATERIALS: ALL MEMBERS SHALL BE C4LD FORMED FROM STRUCTURAL QURLIT'f SHEET STEEL AFF ABOVE �iNISHED EO ED6E OF TQL TOP QF LEDGER
<br /> , MfEfING THE REQUIREMENTS QF ASTM A446 GRRDE A, MINIMUM YiELD Of 33 KSI FOR 20 GA. AND FLOOR EQ EQUAL T4M TOP OF MAS4NRY cn
<br /> � LIGNIER, AND MEETING TNE REQUIREMENTS „4SSTM A653, GRADE D, MINIMUM YIEL� Q�" 57 KSI FOR ANCH ANCHOR EXP �XPANSION - TOP TOP 4F PARARET �
<br /> 18 GA, AND I�EETING THE REQUIRE�AENTS ASTM A653 SS GRADE 5Q GiASS1, ASTti1 A570 GRADE ARCH ARCHITECTUR,4L EXT EXTERIOR-EXIENSION TQS TOP OF STEEL �
<br /> 50, OR ASTM A6Q7-92 GRADE EE, MINIMUM YIELD OF 55 KSI F�R 1S GA. AND HEAVIER. ALL ARCHITECT EW EACN WAY TQW TOP QF WALL �
<br /> MfhAABERS SHALL BE MARKEQ S4 THAT SUPPLIED MATERIALS CAN BE FIELD VfRIFIED. �D BQARD FF FINiSh FLflOR TS TUBE STEEL
<br /> BLDG BUILDING FG FINISH GRADE 7YP TYPICAL r-
<br /> 3) INSTALLATION: BLK BLOCK FLR FLOOR UNO UNLESS OTHERWISE
<br /> A. WALL STUDS; INSTALL STUDS IN CONTINUOUS TRACKS, SIZED TQ MATCH S1UDS T4P BLKG BLQCKlNG FND FOUNDATIQN NpTED �
<br /> RND BOITQM, ANQ SECURE THE STUDS TO THE TRACKS WITH APPRQVEp CONNECTIONS, BM ��� FOC FACE OF CONCREfE VERT VERTICAL w
<br /> . INSTALL BRIDG4NG AS INDIGATED ON THE DRAWINGS. �n BOTTOhA 0�" FOM FAC� QF MASONRY W WIDE FLAN�E MEMBER �
<br /> B. !}0 NQT SPL(CE AM( FRAMIt�G MEMBER EXCEPT AS SHOWN ON THE DRAWINGS OR WITI� BOF BOTfOM Of FOQTIlVG FOS FACE OF STUD WWM WELDED WIRE MESH Z
<br /> THE APPRQVAL OF TNE ARCNITECT/ENGiNEER. OR FOUNDAT(ON Ff FOQ?-FEET WWF WELDEQ WIRE FABRIC �
<br /> C. ALL FRAMING COMPQNEN7S SN4ULD BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICUTAR gOT BOTfOM FfG FOOTING Z Z SHAPE MEMBER �
<br /> MEMBERS OR AS REQUIRED FOR ANY ANGULAR fiT AGAINST AN ABUTfING MEt�BER. �P BOTTOM-BASE PLATE GA GAUGE '
<br /> Q. TOP AND BOTfQM TRACKS TO BEAR DIREGTLY ON STUDS/POSTS, WHERE IT OCCURS. BRG BEARING GYP GYPSUM
<br /> E. USE UGM'-GAU6E SHIMS IN BOTTOM TRACK TQ ACCOUNT FQR SLAB IRREGULARITIES. B$ B4TH SIDES H, HQR HEADER
<br /> BTWN BETWEEN HGT HElGNT Z
<br /> f. STUQS�POSTS MIUST BE FASTENED ON BOTH SIDES OF TOP AN� BOTTOM TRACKS, C C SHAPE MEMBER HORZ HORIZONTAL PIECE MARKS:
<br /> WHERE IT OCCURS. CHANNELS IN INCH-INCHES BA BASE ANGLE o�a � Q R
<br /> CJ CONTR4L INT INTERiQR
<br /> BC BASE CHANNEL �Q'= � �
<br /> 4) CONNECTIONS: CONSTRUCTION JOfN7 JNT JT JOlNT a a`�
<br /> A. W E L D S: W E L D i N G S H A L L B E I N C O I V F O R M A N C E W I T H A W S D 1.1 & D 1.3. U S I N G E 6 0 X X O R C J P C Q M P L E f E J Q I N T L � A N G L E S H A P E �lBM p p� ��� I� v °p
<br /> E70XX ELECTROD�S. 7HE ENGiNEER OF RECORD MAY REQUEST A NONDESTRUCTIVE PENETRATION MEMBER *-COL COLUMN ��� �d
<br /> � C�NERAt- NOTE� F�INFORCED At� C�NC,��ETE S�.AB NaTE� REiNF�RCED MAS+taNRY: TEST TO VERIFY PROPER WELDS. CL CENTER LINE MATL MATERIAL Q� D O p R H E A D E R ��� � `��°
<br /> GLR CLEAR MRX M�XIMUM p� DOOR JAMB ���n c� �•
<br /> 1) GENERAL CQNTRACTOR TO VERIFY ALL QIMENSIONS AND CONDITIUNS WffH ARCNiTECTURAL 1} S�IL FILL, PREPARATION, AND CQMPACTION PER SO{L'S REPOftT. 1} REINFORCED MASONRY C4NSTRUCTION SHALL BE IN ACCORDANCE WITH ACI-531. LAY UP 8. STEEL SCREN(S: � .� � t� �
<br /> ' DRAWINGS, REPORT ANY DiSCREPANCIES TO STRUGTURAL ENGINEER PRfOR T� PROCEEDING CMU CQNCREfE MASONRY M$ MNCHINE BOLT pS pRqG S�(RUT ?Z� o �
<br /> MASONRY UNITS iN RUNNING BOND. 1. SELF DRIU.ING AND SELF TAP'PING, PROVIDE EXTERIOR COATING FQR SCREW D(POSED UNiT MC MlSCELLANEOUS N
<br /> WITH WORK. 2) STRUCTURAL CONCRETE SHALL C�NFORM TO ACI 318-Q5 AND SHAIL HAVE A f'c = 3,000 PSt. TO THE EXTERIOR USES, OF THE SIZE REQUIRED FOR LOADINGS. EC EAVE CHANNEL W �a
<br /> CQNC CONCREfE CHANNEL EFO* EAST FACE OF * A�� �
<br /> TIiE GONCRETE SHAi.L BE TYPE II QR TYPE V PORTLAND CEMENT, PER SOIL�S ENGINEER, AND 2� MASONRY UNITS SHALL CONFORM TO ASTM C 90 AND SHALL HAVE A I�INIMUM PRISM STRENGTH 2. USE �12 TEKS UNLESS OTHERWISE NOTED, FROM: CONN CONNECTiQN M!N MiNIMUM H HEADER Z�n� (L, � o
<br /> 2) STRUCTURAL SY57EMS AND CQMPQNEt�'TS DESlGN SHALL FOL10W: SHALL CONFORM TO "STANDARD SPECIFiCATIONS FQR PORTLAND CEMENT" (ASTM C 150-04a). 0� 1,500 PSI AT 28 DAYS IN ACCQRDANCE WtTH A5TM E-447. MASONRY UNiTS SHALL BE A DART5 BRAND BY PR1MESQURCE BUILDING PRODUCTS PER ICC �ESR-1408, CQNST CQNSTRUGTION (N) (NEW) �, LEDGER �u� (.f-' �°
<br /> BUILDING CODE: 2009 IMERNATiONAL BUitDlNG C()DE (IBC) CQNCRETE USED FOR ALL SLABS ON GRADE SNALL BE SPECIFIED TO REACH A 7-QAY MINIMUM Of MINIMUM OF 45� S4LID. CONCREfE MASQNRY UNffS SHALL CONFORM TO THE FOLL4WING KILP! K W I K-P R O B Y H I L T I, I N C. P E R I C C #E S R-2 1 9 6, O R E Q U A L L Y A P P R O V E D. C O N T C O N T I N U O U S NTS NQT TO SCALE M� MINI GLIP ��� �' �
<br /> OCCt1PANCY = S-1. 5fORAGE 1,500 PSI AND SNALL RFAGH A MINIMUM QF 3,d00 PSI WITHIN 28 DAYS. CONCREfE COtyIPRESSNE PROCESS AND GRADED IN ACCORDANCE WITN A�fM 0331-64T: 3. SCREW PLACEMENT: MINIMUM EDGE pISTANCE END DISTANCE AND SPACING SMALL CVR COVER Oe ON CENTER *=M MASONRY �o� � �
<br /> TESTS SHALL CON�ORM TO AS�M C39. A. HOLLOW LOAD BEARING C90-66T, GRADE P-1. ' ' � o
<br /> CONSTRUCTI4N TYPE = 2B BE THREE TIMES TNE SCREW DIAMEfER. SCREWS SHALL BE SUFFlCIENT LENGTH TO ENSURE DBL DOUBLE PART PARTITION NFO* NORTH FACE OF * �+ �(� c o
<br /> B. S Q L I D L O A d B E A R I N G C 1 4 5-6 6 T, G R A D E U-1. PENETRATIQN IN70 S1UD BY AT LEAST TWO FULL DIAMEfER THREADS. DEG REGREE PLCS P L A C E S p P l 1 R t I N l�l l
<br /> 3) C O N T R A C T O R I S R E S P O N S I B L E F O R A D E Q U A T E B R A C I N G O F S T R U C T t J R A L M E M B E R S, W A L L S, C. FlREWAl1 MASONRY UNffS SHALL BE ASTM CLASSIFiGATION C-3 FOR DTL QETAtL REQ RE4UIRED pB� POST BASE CLIP h&� v �
<br /> 3) AGGREGATES FOR CONCRfTE OF �iORMAL WEIGNT SHALL CONFORM TO "S7ANDARD SPECIFICATIONS
<br /> A ND N O N-S T RUC TURAL ITEMS DURING CONSTRUCTION. # 3 HOUR FlRE RATING. 10 3 P01�lT 0.�36" - 0.175" DIA DIAMEfER a`��
<br /> FOR CQNCRETE AGGREGA'i'ES (ASTM C 33-03), THE NOMINAL MAXIMUM S1ZE OF COARSE SIM SIMILAR pp PARTITION PANEL ,�� �-;�4 = = W Q
<br /> AGGREGATES SHALL NOT BE M�RE THAN 3/4 INCH. a � „ „ 12 3 POINT Q.036 - 0.210 DIAG DIAGONAL SPCG SPACING {�q RAKE ANGLE ;+�-a ' � �
<br /> 4) BUILUINGS ARE QESIGNED FOR THE FOLLOWING LQADS: 3) USE TYPE S OR M MORTAR IN ACCORDANCE WITH ASTM C 270. MASONRY UN(TS SNALL 1 2-2 4 4.5 P O I N T 4.1 2 5 - a.3 7 5 D I M D I M E N S I O N S P E C S S P E C I F I C A T I Q N S S F O� S O U T H F A C E O F * Z Q �
<br /> RIX}�' SN4W lOAD: 2 5 P S F REDUCIBIE: � R O QF O E A D L O A D: $�Q� 4) N O A D M I X T U R E S, O T H E R T H A T A I R-E N T R A W I N 6 A D M I X T U R E C O N F O R M I N� T O "S T A N Q A R D HAUE 3/8" FULL BEDDIN(�. MORTAR PROTRUDING IM'0 GELL CAVffIES THAT ARE TQ BE FtfINFORCED 12-24 5 POIM 0.250 - Q.500 DWG DRAWING S Q S Q U A R E *-S S T E E L g
<br /> FL40R LNE LQI�I: 125 P5F FLOQR pEAR L�AD; 5Q RSF SPECIFICA710N5 FOR AIR ENTRAINING ADMIXTURES F'OR CQNCRECE" (ASTM C 260-01} MAY BE U5ED AND GROU7ED SNALL BE REMQVED. ALLOW MQRTA� TO CURE TO A POINfi STRONG �NQUGH TO (E) (IXISTING) STD STANDARD W�Q* WEST FACE OF *
<br /> BUILDING CLASSI�ATION: II - QTNER STRUC7URE.S WITNOUT THE WRCffEN ApRRQVAL OF 71-IE ENGIN�ER. THE USE OF CALCIUM CHLORIDE SHALL NOT �'OUR GROUT. ALL JOIM'S SHAU. BE NEATLY TQOLED TO FORM CQNCAVE JOIM'S. THOU SHAIl C. POWDER DRIVEN SHOTS: SIZE AND SPACING AS REQUiRED TO PROPERLY ANCHOR THE EA EACH STL STEEL *-W WALL
<br /> SNOW IMPORTANCE FI�TOR, I� =1� SEISMiC (MP�R7'ANCE FI4CTOR. I� _ � BE FERMITTEp IN THIS PR4JECT. N4T USE 1YFE 'N' MORTAR. FRAMING MEMBERS, USE CHARGE AS APPROPRIATE FOR ACTURL U5E FOR ,
<br /> HILTI, INC (ICC #ESR-2269).
<br /> WIND IMPORTANCE �'A�'TOR� Iw = 1�QQ 5} THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP QF 4 INCHES OR 4) ALL. GROUT SHALL GONFORM TO ASTM C 476 WITH A MINiMUM COMPRESSNE STRENGTH OF
<br /> ��� �� _ �� ; WIND SPEED {3 SEC GUS� = � �IRH D(POSURE =C LESS. A TOLERANCE OF 1-INCH ABQVE THIS AMQUNT SHALL BE PERMITfEU FOR INDMDUAL AND S U�MPNQFg8�T0 10 INCHESDANCE WCfH ASTFA C 39. MAXIMUM AGGREGA7E SlZE OF 3/8° 0 THE BOLT DIAMETER P UISM/32 NCHO�STANDARD DIAMLEfER �AHO ESnFOR �o�►� uMITED ��� �Nt�'GA�
<br /> BUILDING TYFE: � ENCLOSEQ CI PARi'UhLl.Y ENCL4SED � FlILLY OPEN BATCHES PROVIDED THE AVERAGE FOR ALL BATCHES DOES NOT EXCEED 4 INCHES. THE SLUMP �+
<br /> SPECNRAL RESPONSE CQEfFiC1ENT5: SHQRT PERiOD RESPOi�iSE ACCEILERl1T#QN, S� 1.2Q5a SHRIl BE DETERMiNED BY °STANDARD TESTING MEfHOD FOR SLUMP OR PORTLAND CEMEt�f 1/2"� OR GREATER SHALL BE LIMITED TO THE BOLT DIAMEfER PLUS 1/16-iNCH. (PER 2a04 S1.1 GENERAL NOTES
<br /> 4NE SECt}ND PERIOp RESPONSE ACCELLERATIO�t, 5�: 0.422q CONCRETE" (ASTM C172-04}, 5) GROUTED CELLS WITH REINFORCiNG SHALI. BE REINF4RCED W�TH VERTICAL BARS PER PLANS, AT AISI-NORTH AMERICAN SPECIFICATIONS SECTION E3a) BOLTS SHAIl BE INSTALLEQ USING
<br /> SHORT PERIOD RESPONSE ACCE�.I.ERATION PARAtiIETER, Su� �.818a WALL IMERSECTiONS, AND CORNERS, EACH SfDE OF OPENINGS IN THE WALL AND AT THE END OF "TURN QF THE NUT" ME�HOD.
<br /> QNE SECOPiD PERIOQ RESPONSE ACCELLERATION PAFt�U�IETER, Sur. �•44� 6) CONCREfE SLABS SHALL BE PROTECTED FROM LOSS OF SURFAGE MOISTURE FOR NOT LESS WALLS UNLESS SHOWN OT�iERWI5E. HOOK TOP OF ALL DISCONTINUED BARS. HORIZONTAL BOND S2.1 BUILDING: FOUNDATION PLAN
<br /> THAN 7 DAY5 BY U51NG A CURING COMPOl1ND TO ASTM C-309 OR BY WEf BURL4P QR A PLASTIC �� �ElNFORCING TQ BE (2) #4's AT 48° OC. S2.2 BUfLQING: 1 ST FLpOR PARTffION PLAN
<br /> SEISMIC USE GROUP: j ; SEISMIC SITE CLASS: Q ; SEISIYttC DESIGN CAlEG�OaY:Q S2.3 BUILDING: 2ND FLOOR DECKING PLAN
<br /> RESPONSE MODIFlCATION GfJfFFlCiENT, R:6.5 => IJGHT FRAIdifD WALLS 5NEATHED WffH STEEL SHEETS MEMBRANE. 6) REINfORCING BARS SHALL CONFORM TQ ASTM A-615, GRADE 60. NO WELDING OF • 52.4 BUfLDING: 2ND FLOQR PARTiTION PLAN
<br /> SEISMIC RESPQNSE t�EFFIClENT. C� Q.126 7) ALL CONCREfE MATERIAl.S AND WORKNiAt�SHIP SHALL CONFORM TO CNAPTER 19 OF THE REINFQRCING WfLL BE PERMCITED. 'WHERE NECESSARY, SPLICING OF' REINFORCING BARS SHALL BE ST1F�3C1URAL �'fEEL• S2.5 BUILDING: 3RD F1(3flR DECKING PLAN
<br /> RESPONSE MOQIFlCATIQN C�ffFlCIENT, R:5 =� SPECUIL RBNFOR(�D f�IASONR1f SHEl1it WALLS MADE �l' OVERLAPPING RER DETAiL 28 ON SNEEC SD2 AND PROPERLY TYING THE BARS. 1 fiLL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANGE WiTH THE A.I.S.�. MI�IUAL OF ��•fi BUILDING: 3RD FL.OQR PARTiTiON PLAN
<br /> INTERNATIONAL BUILDING CQDE AND TO ALL REQUIREMENTS OF ACI 318-�5, SPECIFICATIONS F4R � S2.7 BUILDING: ROOF �RAMING PLAN
<br /> SOSMIC RFSPONSE CUEFFICIENT. C� Q.164 STRUCTl1RAL CONCRETE FOR BUILDINGS, UNO. STEEL CQNSTRUCTION, NiNTH EDfTI�N ASD. "SPECIFICATIONS FOR THE DESIGN, FABRlCATI�N, AND '
<br /> DEFLECTION LIMR: ❑ CB� � IBC D f8G l� OTHER 7) PROVIDE INSPECTIQN /�ND CLEAN QUT HOLES AT BASE OF VERTICA� CELL GROUT LIFTS IN ERECTION OF STRUCTl1RAl. STEEL FQR BUILDINGS." THE ERECTOR SHALL MEEf ALL O.S.H.A. SAfEfY
<br /> 8 All WATER, CEMfNT, AND AGGREGATE5 USED IN TH£ CONCREfE SHALL CONF�RM TQ I.B.C. EXCE5S pF 5'-0" IN HEIGKI'. STANDARDS.
<br /> 5) ALL STRUCTURAL COMPQNENTS AND S`fSTEMS ARE DESIGNED FOR SELF WEIGNT, � SDl S7RUCTURAL DETAILS
<br /> ��P�R �S� SD2 STRUCTURAL DETAILS
<br /> SUPERIMPOSED DEAD LOADS, CONCENTRA7ED LOAQS, AhID THE LNE LOADS SHOWN ABQVE. $} ALL, ISQLATED BQLTS EMBEQDEO IN t�SONRY SHALL BE SQLIDLY GROUTED !N PLACE WiTH NOT 2� THE CONTRACTQR IS RESPONSIBLE FOR THE FlT OF ALL STRUCTURAL STEEL AND SHALL VERIfY SD3 STRUCTURAL DETAILS
<br /> 9) USE ASTM A-615 GRADE 60 FQR All REINFORCING STEQ. lAP CONTINUOUS REINFORCING 4t! L.ESS Ti�AAN FULL CELL OF GROUT ALL AROUND THE BQLT. ALL DIMEN510NS PRIOR TQ FABRICATION. SD4 STRUCTURAL DETAILS
<br /> 6) NON-STRUCTURAL FRAMING REQUtREMENTS ARE NOT SFECIFIED ON STRUGTURAL DRAWlNGS. �AR QIAMEfER (MINIMUM) IN BEAMS AND 40 BAR D#AMETERS IN SLABS. LAP BOITOM STEEL OVER SD5 STRUCTURAL DETAILS
<br /> REFER TO ARGHITECTURAL DRA4VINGS FOR ANY ADDITIONAL FRAMING REQUIREO. SUPPORT AMD T4P STEfL MID-SPAN UNLESS 4THERWISE SpECiFiED. HOOK OISCQNTINUOUS ENDS '�) 1�E MASONRY CONTRAGTOR SHAI1 INSTALL ALL JRMBS AND HEADERS F4R THE DOOR UN[fS. 3) WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIEfI' (AWS) D1.1 ,
<br /> ' OF AlL TOP BARS. REFERENCE DETAILS ON SHEET SD2 FQR ALL TIES, HOOKS, BENDS, & LAPS. THESE SHALL BE INSTAL�ED PLilMB, LEVEL� AND TRUE TO DIMENSIONS GIVEN. ANY ERRORS IN "STRUCIURAL WELDING CO�E" USING E70 ELECTRODES. QUALIFlED WELDERS APPROVED BY THE
<br /> 7) THE MEfAL STRUCTURE (S DESIGNED TO SUPRORT A FIRE SPRINKLER SYSTEM AS DRAWN. USE 1" COVER OVER REINFORCING EXCEPT AS FOLLOWS; THESE INS7ALLATI4NS RESULTII�G IN THE INABILfiY TO OPERATE THE DOORS OR IMPRpPER BUILDING DEPARTMENT SHALL, PERFQRM ALL STRUCTURAL VUELQING. A REGISTERED DEPUTY
<br /> SPRINKLER PLAN SHOP DRAWlNGS AND MANUFACTURERS LITERI�TURE SNALL BE SUBMITTED BpTTpM TOP S1DES INSTALtAT10NS SHALL Bf THE RESPONSIBILCIY OF THE MASONRY CONTRACTOR. IN�PECTOR SHALL COMINUOUSLY INSPECT ALL FlELD WELQING BY USING NON-DESTRUCTNE TESTING
<br /> AND APPROVEQ BY THE ENGINEER OF RECORD. MAKO STEEL IS NOT RESPONSIBLE �'OR THE „ � � OF ALL FULL PENETRATI4N WELD CONNECTIONS. WELDERS SHALL NAVE LIGHT GRUGE STEEL
<br /> SUBMITCAL OF SPRINKLER PIANS FpR PERMIT. ASSUMED MAXIMUM PIPE SIZE FOR �OQTINGS 3 2 3 10) LINTELS SHALL BE PRflV1DED OVER DOORS, WINDOWS, DUCTS, ELECTRICAL BOXES, AfdD GERI1FICATION WHEN WELDING UGHT GAUGE 5TEEL.
<br /> BRANCHUNES ARE 2"� SCHEDULE 40 PIPE & MAINS ARE 4"� SCHEDU�E 10 PIPE. SIAB-ON-GRADE 1�A 1�'" - MfSCELLANEOUS OPENWGS AS FOl14WS� UNLESS OTHERWISE NOTED, FOR EACH 4 iNCHES
<br /> 8) PENEfRATIQNS OF F1RE RESISTIVE WALLS, FL,OOR-CEIUNG, AND ROOF--CEILING SHALL BE ALL REINFt7RCING 5HALL 8E SUPPORTED ON EITHER DQBIES, CHAIRS, OR EQUNALENT. ALL (THfCKNESS) OF WALLS: 4) ALL EXPOSED WELDS SNALL BE FILLED AND GROUND 5MQOTH WHERE METAL COULD COME IN
<br /> PROTECTED AS REQUIR£D i'ER BUILpiNG CODE. (PENETRATIONS BY OTHERS) RElNFORCING/WELD W(RE �"ABRIC (MESH) SHALL BE PLACED NEAR THE MIQDLE 0� THE SLAB, UNO. ��) � 3 1/2�x3 1/2�x5/16" FOR ALL SPANS UP TO 3'-fi" WiTH 6° BEARIN6 EACH END. CONTACT WITH BUII�ING OCCUPANTS. �
<br /> (1} L 3 1/2"x4"x5f 16" FOR ALL SPANS UP TO 5'-0" WlTH 6" BEARING EACH END. �
<br /> 9) MINIMIJM DISTANCE BETWEEN NEW--EXISTING AND NEW-NEW BUILDING IS 4-INCHES, UNp. �0) WATERPROOFlNG SHALL BE PLACED BETWEEN SOIL AND CONCRETE WHEREVER SOIL IS USED AS (�) L 3 1/2"x5"x5/16" FOR ALL SPRNS UP TO 8'-9" W{TH 8" BEARING EACH END. 307 USING AM RCAN STANDARD BOLTSEUNL�SS NQTED OTHERWISfRDAN�E WITH THE ASTM A - �
<br /> A FORM FOR GONCREfE, EXCEPT FOR FOOTlNGS. USE 2 OF CLEAN SAND OVER A 1 a-MIL VAPOR 11) STRUCTURAL STEEL SHALI. BE CLEANED IN ACCORDANGE WITH THE STEEL STRUCTURES PAIMiNG
<br /> BARRIER OVER 4" OF CLEAN FREE-DRAINING GRAVEL, PER SOILS REPORT. Cflt�NCIL SPECIFlCATiON SP-3-82 FOR POWER TOLL CLEANING AND PAINTED TO A MINIMUM DRY 6) NO CUITING, BURNING, OR HOLES QTHER THAN TH4SE SPECIFICALLY DETAILED SHALL BE J -�
<br /> � � rriGPt'111I1� I-Vfl ��Ifi1�O �QN: 11) SLEEVE ALL PIPES THRU SLABS INDIVIDUALLY: UNlESS APPROVED BY ENGINEER. FILM TNICKNESS Q� 2 MILS WCfH A SHOP COAT OF RUST 1NHIBCfIVE PRIMER. 0 ESESHAL.L CONFQRM 0 AISC�SPECIFI�CATION,�AND SpHALL�BEOSTA D Rp HQLESNUNLE S NOTED � �
<br /> 12� THE MA50NRY CONTRACTOR SHALL BE RESPONSIBLE FQR ANY AND ALL SNORlNG OF THE OTHERWISE.
<br /> W
<br /> PRIOR TO DEUVERY OF STRUCTURAL STEEL TO THE PROJECT SCfE, ALL UNDERGROUND WORK 12) ALL REINFORCING SHOWN TO BE N04KED SHALL HAVE STANDARD HOOKS UNLESS SHOWN �qS�NRY WORK. W W
<br /> MUST BE COMPLETED, THE SITE SHALl. BE CAPPED WITH A MINIMUM 0� A PAVEMENT BASE, OTWERWISE. REFERENCE DETAlLS QN SHEE7 SD2. ALL REIN�ORCING BARS, DQWELS, ANCHOR BOLTS 7� HIGH-STRENGTH BQLTS WHERE INDiCATED IN THE PLANS OR DETAIIED SNALL CflNfORM TO � �'
<br /> ELECTRICAL P�WER 5HALL 8E SUPPUEQ TO WITHIN 20Q FEEf 0�' ALL WORK AREAS AND AN AND aTHER INSERTS SHALL BE SECURED IN POSI�ION PRit}R TO PLRCING OF CONCRETE. 13) THE NlASONRY CONTRACTOR SHALL INSTALL STARTER BLOCKS, HALF BLOCKS ANp �L�KS OF A�.S.T.M. A325 OR A494 AND BE PR4VIDED WITH HARDENED WASHERS CONFORMING TO AS.T.M.
<br /> ADEQUATE AREA FQR STORING MATERIAI.S SHALL BE DESIGNATEQ. MASONRY ELEVATiONS MUSf` SPECtRL SIZES AND SHAPES AS REQUIRED BY THE DRAWINGS OR TO MEE? FIELD CONpITiOPfS. THE �436.
<br /> BE PEa PlANS. CONCRETE SLABS MUST BE CURED AND CLEAN PRIOR TO MAKE}'S ARRIVAL. 13) PIACE CRACK CONTROL JOINTS BY SAW CUTiING AT 1/4" WIDE x 1/4 THE THICKNESS OF 6LOCKS StiALL HAVE SMQOTH SURFACES AND UNBROKEN EDGES IN THE EXPOSED WORK.
<br /> SLAB WHERE SHQWN, SEE DETAIt 24 ON SHEET SD2. CUTTING T0 BE PERFQRMED WCfHiN 24 CLQSURE BIOCKS WITM FlNISMED ENDS SHALL BE INSTALLED AT WAfl ENDS, REVEALS, REfURNS, 8) TUBULAR STEEL MEMBERS SHALL CONFORM TO ASTM A-50Q, GRADE B (Fy = 46 KSI).
<br /> HOURS OF CONCREfE PLACfMEfVT. DO NOT PLACE CONTROL JOINTS QR C{7NSIRUCTI4N JOINTS AND PIERS, ETC, WHERE SHOWN AND WHERE NECESSARY TO MAKE A WORKMANLIKE JflB. GIRCULAR PIPE MEMBERS SHALL CONFORM TO ASTM A-53, GRADE 8, TYPE E OR S. WIDE FLANGE
<br /> � ���y�A�� U N D E R O R W I T H I N 1'-6" F R O M P O S T I i N E. MEMBEF2S SHALL C(7NFORM TQ ASTM A-992 (Fy = 50KSI). ALL OTHER STEEL MEMBERS SHALI.
<br /> �Gvi !1 14} TQ PREVENT WATER {NTRUSION MAKQ RECOMMENQS THAT ALL MASONRY WALLS AND JOINTS BE CONFORM TO AS7M A-36 (Fy=36 KSI) U.N.Q
<br /> 1} MAKp REQUIRES A MINIMUM 0� WORKABLE SLAB AREA PRIOR TO DEI.IVERY AND 14} CONCRETE SLAB SHALL BE PLACED AND FlNiSHED WITHIN A TOLERANCE OF 1/�° INCH IN 1NATER PROOFED. THE PR4JECT ARCHITEGT OR MASONRY CONTRACTOR SHALl. DEfERMINE WATER �
<br /> EVERY 10-FEET, AS DE7ERMINED BY PLACING A 10 FOOT STRAIGHT EDGE ON THE SLAB IN ANY pROQFlNG SYSTEMS. MAKO IS NOT RESPONSIBLE FOR DEiERMINING PROVIDING AND pR 9 COLtIMN BASE PLATES SHALL BE GROUTED WITH "�IVE-STAR" NON-5HRINK GROUT OR
<br /> INSTALLATION OF MATERIALS. MINIMUM DETERMiNED BY PROJEGT SIZE. , , / ) �
<br /> DIREGTIQN. ANY DEVIATION FROM THIS WHICH REQUlRES ADDiTiONAL CUTTING OF OTHER BUILDfNG qPPLICAT1t7N OF WATER PROOFlNG SYSTEMS. APPROVED ALTERNATE, WHERE REQUiRED. MINiMUM CQMPRESSIVE STRENGTH SHALL BE 5,000 PSI
<br /> 2) ALL UNDERGROUND WORK SHALL BE COMPLETE AND DRIVEWAY AREAS SHALL BE CAPPPED COMPONENTS SHALL BE THE RE5P6NS(BIL(fY OF THE CONCRETE CONTRACTOR. t#.N.O. ALL SURFACES SNALL BE PROPERLY CLEANED 4� FOREiGN MATERIAL PR(OR TQ THE �
<br /> WITH SUB PAVING PRl4R TO MATERiAL DELIVERY. GR4UTING OPERA714N.
<br /> 15J BUI�DING SLAB IS NOT DESIGNED TO SUPPORT GRANE LOADS, CONCREFE MIXING TRUCKS, OR �
<br /> 3) TEMPORARY POWER SHALL BE PROVIDEp TO ALLOW FOR A hAAXIMUM PQWER LEAU aUN qF �TH�R SPECIFlC CONSTRUCTION LQADINGS. VVNIF�� C�E�Vl�� � 10) ALL MATERIALS SHALL RECEIVE ONE SHOP COAT OF STANpARD RUST INHIBI�IVE STEEL PRIMER.
<br /> 200 FT. TO EACH STRUCTl1RE TO BE ERECTEp, 16) ALL CONCRETE REINFORCING SNALL BE PLACED AND SUPPORTED IN CONFORMANCE WITH ACI ALL WELDS, ABRASIONS, AND OTHER SURFACE DEFEGTS IN THE SHOP PRIMER SHALL RECEIVE ONE � r
<br /> 1} COMPOSITE DECK IS TO 8E TYPE 2W� FORk� OF GAGE PER PLAN WITH 2 1/2" OF CONCREtE �IELD APPLIED CQAT OF RUST INHIBffIVE PRIMER PRIOR TO ENCL�SURE OR FiNAL ACCEPTANCE.
<br /> 4) CONCRETE SIABS WILL BE BROOM CLEAN ANQ FREE OF QEBRIS. 318 AND THE MANUAL QF STANDARD PRACTICE FOR RElNFORCED CONCRETE CONSTRUGTlON, LATEST OVER HIGH RIB FOR A TOTAL TNICKNESS 0�' 5 1/2° (SPEClAL ItJSPECTION REQUIRED}. REfER TO ARCNITECTURAL DRAWINGS AND/OR SPECIFlCATIONS FOR FINISH OF ALL EXPOSED p�� It p�►-�A' � �
<br /> EDfTION PUBUSHED BY C.f2.S.i. NORMAL WEIGHT CONCRETE SHALL NAVE A f'c = 3,OQ0 PSI. SURFACES. �r1w•• �� �VK�I�GV 1 M�1
<br /> 5} AN AREA ON SITE IS TQ BE DESIGNATED FOR MATERIAL STORAGE AND STAGiNG OF MAKQ �7) PROViDE (2) #4 x 4'-0° LQNG � 4A OC RT MID-DEPTH OF SLAB AT CflRNERS OF 2) MANUFACTURER: ASC STEEL DECK 1) ALL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFpRMED BY AN INDEPENDENT IESTIPIG AND � �
<br /> MATERIALS. BLOCK-OUTS AND AT RE-ENTRANT GORNERS WNERE CJ'S DO NOT QCCUR. 3} DECK TO 8E FASTENED TD ALL FRAMING W�fH #12 TEKS PER PLANS. 11) PROVIDE �IILL REPORTS AND IQENTfFICATION OF STEEL {AFFIDAVIT OF COl�PLIANCE) A5 INSPECTiON AGENCY EMPLQYED BY THE OWNER PER 201Q CBC. JOB SITE VIS(TS BY THE ENGINEER
<br /> 4) FASTEN COMPQSITE DECK SIDE LAPS WiTH #12 1`EKS AT 24" ON CENTER. REQUIRED BY THE GOVERNING AGENCY. DO NOT CONSTITUTE AN OFFICIAL INSPECTION. COPIES OF REPORTS AND TEST RESULTS SHALL BE
<br /> fi) ACCESS TO THE SITE AND ALL SIDES OF ALL BUILDINGS WITH EQUIPMENT IS REQUIRED OR BUITON PUNCH AT 24" ON CENTER, FURNISHED TQ THE BUILDING OFFICIAL, THE ENGINEER, THE CONTRACTOR, AND TFiE OWNER. SPECIAL �
<br /> FOR TI�IELY COMPLETION ANq SAF'ETY PURPQSES. 5) USE MACRO �lBER ADDCfIVES: 12) ALL BQLT HOLES SHALL BE 1/16" LARGER 1N piAMETER THAN BOLTS. INSPECTOR MUST SUBMIT FINAL REPORTS, IF PREUMINARY REPORTS ARE fSSUED.
<br /> 7) ALL I�ATERIAL AND LABOR REQUIREI� FOR SAFET`( RAILINGS AND DEVIC�S ON MULTISTQRY C�'RIL.LGV � NOVOMESH 850 AT 25# PER CUBIG YARD, AND PER MANUFACTURER iNSTRUCTIONS 13) ALL ANCHOR BOITS SNALL BE AST#A A-307, UNLESS NQTEfl OTHERWISE, WffH DOUBLE NUTS. 2) NAMES OF INSPECTION CONSULTANTS TO BE USED ON THIS PROJECT SNALL BE PRQVIDED TO li �
<br /> PROJECTS TO BE PROVIDED BY OTHERS, 1 CONCREfE RA _ OR FlBERMESH 650 AT 4# PER CUBI� YARO, AND PER MANUFACT!lRER INSTRUCTIONS THE BUILDING QFFICIAi.. PRiOR TO ISSUANCE OF BUIl�ING PERMIT. �
<br /> ) EX NSI01� ANCNORS SHALL BE HILTI KB TZ PER iCC #ESR-1917. QR EQUAIIY APPROVED. 14) THE USE OF ROt1ED STEEI. SECTIQNS AND/OR BOL.TS MANUFACTUREQ OUTSiDE THE UNITED Q �
<br /> ACCEPTABLE EPDXY SYSTEMS (NCLl1DE HILTI RE50�SD PER ICC #ESR-2322 OR SIMPSON 6) GNORp STEEL AND REINFQRCING SfEEL AROUND OPENINGS TO 8E Fy = 64 KSI. STATES WILL REQUIRE VERIFICATION THAT THE PRODUGTS COMPLY WffH APPLICABLE ASTM 3) CONTINUOUS SPECIAL INSPECTIOM, IXCEPT WHERE PERIODIC SPECIAL INSPECTION IS AILOWEI? IN � �
<br /> SEf-XP PER ICC �ESR-2508. 7) PRQVIDE A MINIMUM 4" PANEL. L,AP. STANDARDS. MILL CERIFlCATES WILL BE REQUIRED FOR ALL STEEL. STEEL GRADES OTHER THAN THE NOTES BELOW, IS REQUIRED FOR:
<br /> � � �' 2) lNSTALLATION & MINIMUM EMBEDMENT SHALL 8E IN ACGQRDANCE WITH MANUFACTURER'S $� SEE REIN�ORCED CQNCREfE NOTES FOR ADDITIONAL IN�ORMATION. ASTM-A36 WILL REQUiRE TESTING BY AN APPRQVED LABORATORY. ALL FOREIGN BOLTS �1UST BE � � �
<br /> 9) USE NORMAL WEIGHT CONCREfE IE i45 PCF. APPROVED BY THE GOVERNING AGENCIES DEPARTMENT OF BUILDING ANp SAFEfI' PRIOR TO THIER a, CONCREfE DURING TAKING OF TEST SPECIMENS AND PLACiNG 0� REINFORCED GONCRETE �
<br /> WHILE SIDING, PARTITION, AND ROQF PANELS ,4RE LdCATED ON-SITE AWAIT3NG INSTALLATION, SPECIFICATIONS QR AS SPECIFIED ON THE DRAWINGS, WHfCHEVER IS GREATEft. 10} NO CHLORIDE ADDITNE T4 BE USED IN CONCRETE FlLL USE. � (EXGEPT NOT�REQUIRED FOR FOUNDATION GONCRETE IF f'c DESIGN STRENGTH (S NOT MORE THAN
<br /> THE PA�lELS MUST BE STORED AT A SLOPE TQ PREVENT PONDiNG OR STANDING WAlER FROM � 11} Np CONTRQL JQIMS, SAW CUT OR QTHERWISE, IN GQMPQSlTE DECK. 2,500 PSI AND FOR SITE WORK CONCRETE FUtIY SUPP4RTED ON EARTH) �
<br /> ACCUMULATfNG ANQ CAUSING SUBSEQUENT OXIDATION OF THE PANELS. 3) WHERE SLEEVE, EXPANSION, OR EPDXY ANCHORS ARE SE( IN MASONRY WALLS, FILL 12} THE FQLLOWING WfLL MINIMiZE CRACKING: b. DURING PREPARATION AND TAKING 0� MASONRY TEST SPECIMENS, PLACING OF All MASONRY �
<br /> BLOCK CELLS WRM CONCRETE FOR BOLfiED COURSE AND ONE COURSE BELOW ANCHOR A. USE FACTORY CUT STUDS. �p��p�/A � UNITS,- PLACEMENT OF MAS4NRY REINFORCEMENT, INSPECTION OF GROUT SPACE, tMMEDIATELY PRIOR W �
<br /> ELEVATION. ACCEPTABLE EXPAN5i0N ANCHOR SYSTEMS INCLUpE HILTI KWIK BOLT 3 PER ICG g, DO NOT USE MEDIUM TO HEAVY RIQE-ON EQUIPMENT INCLUQiNG FINISHERS L�T� VD7Gfl�f1�� TO CLOSING OF CLfANOUfS, AND DURING ALL GROUTING OPE�ATIONS. W
<br /> #ESR-1385 OR APPROVEp EQUAL ACCEPTABLE EPDXY SYSTEMS INCLUDE HILTI HY-15Q MAX p{� SCISSOR LIFfS.
<br /> '`�/� �p pp • PER ICC #ESR-1967, c. EPDXY / ADNESIVE ANCHORS IN CONCRE(E AND MASONRY O
<br /> �lGf1THLf7 f f7Q��• C. DO NOT PLACE ANY CONCENTRATED LOADS ON DECK BEFORE CONGRETE HA5 1) THE OV�NER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAI.. d. FIELD WELDiNG OF LOAD-SUPPQRTING STEEL MEMBER5 AND REINFORCING
<br /> CQMPLEfELY CURED. OBSERVATIONS, e. SHOP WELQING IF NOT PERFORMED IN AN APPROVED FABRICATION SHOP PER CBC SECTION �
<br /> 1) ALL WEATHER-EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT 4) AT MASONRY WALL CONNEGTIONS WITH DtPANSION/SCREW ANCHQRS: 13� THE COMPOSITE RECK SHOULD NOT BE LOADED UNTIL THE GONCREfE STRETIGTH OF 3,000 �7���� � �
<br /> THE INTERIOR WALL COVERINGS. ALL EXTERIOR OPENINGS SHALL BE FLASNED IN SUCH A A. ANCMOR MUST BE INSTALLED A MINIMUM pF 1 3/8" FROhA ANY VERTICAL M0�'i'AR P4UN�S PER SQUARE INCH HAS BEEN REACHED AND A MINIMUM QF 7-DAYS AFTER POURING. 2) PRIOR TQ THE COMMENGEMENT OF QBSERVATIONS, THE STRUCTURAL OBSERVER SHALL SUBMIT
<br /> . MANNER AS TO MAKE TNEM WEATHER-PROOF. JOlNT. TO THE BUlLAING QFFiC�IL A WRITTEN STATEMEM IpENTIFYING THE FREQUENCY AND EXTENT QF 4 IN ADDITION Tfl THE REGUL.AR INSPECTIQNS TIiE FOLLOWiNG CHECKED ITEMS WILL ALSO REQUIRE
<br /> A) MAKO STEEL, INC./MAKO STRUCTURES, INC. WILL BE RESRONSiBLE FOR B. ANCHOR LOCATIONS ARE LIMITED TO QNE PER MASONRY CELL WlTH A MINIMUM WHEN THE DECK IS LQADED, THE l.4AQING SNOULQ BE SPRFAD OUT (NQ CQNGEMRATED l.OADS) ) �A �
<br /> WEA7HER-PROOFING ALL STEEL FRAMING CONDITIONS ANp MATERlALS TNERIN WHICH ARE 5PACING OF 8" OC, AND MUSf NOT EXCEED 125 POUNDS PER SQUARE FOOT. DURING LOADING, MATEftiAL SHOULD BE STRUCTURAL OBSERVATIONS. SPECIAL IN5PECi10N IN ACCORDRNCE WCfH SECTION 9704 OF THE 20i0 CBC: * ,
<br /> PLACED OVER BEARING AND N07 AT MID-SPAN OF FLOOR DECK. J
<br /> ERECTED AS A RESULT OF THE APPROVED CONSTRUCTION CONTRACT. C. EMBEDMEM' DEP7H iS MEASURED FROM THE OUTS{DE FACE 4F THE CMU. 3) THE ENGINEER QR ARCHffEGi RESPONSIBLE FOR THE STRUGTURAL OBSERVATION, THE � j � ���QN AIVD INSPECTION OF STEEt. CONSTRUCfiON Pe� CBC Tabie 1�04.3 �
<br /> � B) MAKO STEEL, WC./MAKO STRUCTURES, WG. IS NOT RESPONSIBLE FOR EXTERfOR D. USE A MINIMUM QF 12 EDGE DISTANCE, tJNO. C O N T R A C T O R, A N D A P P R O P R I A T E S U B C O N T R A C T O R S S H A L L H O L D A P R E-C O N S T R U C T I O N M E E T I N G T O �, �-
<br /> WEATHER-PRQOFING OF CONCRETE WALLS, PANEL JOINTS, MAS�NRY, ANDjQR BRICK WORK, REVIEW THE DETAILS qF THE STRUCIURAL SYSTEM TO BE STRUCTURALLY OBSERVED. �, � VERIFlCATION AND II�ECTIQN OF CONCRETE CONSTRUCTtQN Per CBC Table 1704.4 � �
<br /> FLASHINGS OR WEATHEft STRiPPING TYPICALI..Y CQMMON TQ D40RS AND WINDOWS. ' c�
<br /> .
<br /> ��y ��� �''~�- � VERIFlCATION AND INSPECTION OF MASONRY C�iNSTRUCTiOt�l Pe� CBC Table 17Q4.5.1 (L.EYE1 I� �
<br /> �7VIL�� IN I IVl�• � 1) STEEL DECK SHALL BE WL.CRAF1' i.SB DECK OR EQUALLY APPRQVED, FORM OF 22 GAGE 4) A. F�UN ATION�AND�SI�4B PREPARATION TO VERit-Y PROPER STEEL PIACEMENT AND GRADE BEAM �
<br /> STEEL SHEEfS CONFORRAING TO ASTM A-446, WITH A PROTECTIVE CflATtNG OF ZING AidD PAD FOOTING SlZES PRIOR TO POUR. n-
<br /> � 1) GEOTECHNICAL REPORT BY: ASSOGIATED EARTH SCIENCES, INC. CONFQRMING TO ASTM A-525. B. MA50NRY WA11S: VERIFY WALL DIMENSlONS, CONCRETE MASONRY UNIT SIZE, AND STEEL &
<br /> � " � Q ����LS. PROJECT N0: KE07QQ23A, DATED FEBRUARY 13, 2007 GROUTING PIACEMENT. 5) THE SPECiAL INSPECTOR NEED NOT SE CQNTINUOUSLY PRESENT DURING WELDING OF
<br /> AND CHAPTER 16.01 AMENQMENTS TQ THE iNTERNATIONAL BUILDiNG COQE AND THE 2� THE DECK SHALl. BE CAPABLE OF RESISTING A UNIFORMLY DISTRIBUTED RQQF LOAD AS C. PRIOR TD FLOOR GONCREfE BEING PQURED ANp RpQ� DECK INSTA�LATiQN TO VERIFY PLANS SINGLE-PASS FlLLE'f WELDS NOT EXCEEDING 5 16" IN SIZE, PROVIDED THE MATERIALS, STAMP
<br /> 1. PROCEDURE: SUBMIITAL pOCllMENTS FOR DEFERRED SUBM(TTAL lTEMS SHALL BE INTERNA�'10NAL RESIaENTIAL CODE PER THE EVERETT MUNICIPAL CODE. /
<br /> SUBMIITED TO TH� ARCHITECT OR ENGINEER OF RECORD, WHQ SHALL REVIEW TH�M M!D SHOWN IN GENERAL NO3E #4. AND DEtAILS ARE BEtNG FOLLQWED AND TQ MAKE DEFICIENCIES KNOWN EARLY ENOUGH TO QUAI.IFICATIQNS OF WEIDING PROCEDUR�S, AND IMELDER QUAI.IFICATIONS ARE VERIFIED PRIOR TO P�' �' �
<br /> FORWARD THEM TO THE BUIl.DING OFFICIAI.. WiTH A NOTATION tNDICATING THAT THE DEFERRED 2) DESIGN VALUES: ALLOW FOR CORRECI'ION PRIOR T4 GOMPLEiION. ITEMS TO BE 08SERVED INCLUDE THE START 0�' WQRK; PERiODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A ViSUAL G�` �y
<br /> SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN p n 3) THE DEGK SHALI BE DESIGNED AND MANUFAGTURED IN ACCORDANCE WiTH THE a. FRAMING SIZES, SPACING, AND SPANS. INSPECTION 0� ALL WEL�S IS MADE PRIOR TO COMPLEfION OR PRIOR TO SHIPMEM OF SHOP ��. �
<br /> MINIMUM FOQTING 18 WIDE x 18 DEEP b. SHEAR WALL AND ROOF DECK SCREW PAITERNS. WELDING.
<br /> GENERAL CONFORMANCE WffH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS M MSPECIFICATION� FOR DESIGN OF LIGHT GAGE COLD FORMED STEEL 5TRUCTURAL MEMBERS", z
<br /> MINIMUM PAD FOQTENG: 36 SQUARE
<br /> SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN AND CONFORM TO THE STEEL DECK INSTI7UTE'S RECOMMENDED SPECIFICAT(ONS. c. POST/STUD ANCHORAGES AND NUMBER OF FASTENERS.
<br /> ALLOWABLE SOIL BEARING: 2,50a PSF
<br /> APPROVED BY THE BUiLDiNG OFFICIAL. d. LEQGER AhlD HEADER ATTACHMENTS. 6) REQl11RED TESTING: � �
<br /> SUBGRADE MODULUS: 115 PC[ e. FLOOR CHORD & TIE 5TEEL. �'0 40700 w
<br /> 2. DEFERRED lTEMS: THE FOLLOWING ITEMS RRE TO B� pEFERRED SUBMI'17AL5; 4) DECK UN�TS SHALL BE ERECTED AND ANCHQRED IN ACCORDANCE WITH 7HE �,���,G ��q��
<br /> MANUFACTURER S SPECIFICATIONS AND ERECTION DRAWINGS. a. CONCREI'E CYLlNDERS FOR 2$ DAY STRENGTH (2 CYLINDER AVERAGE FOR EACH CtASS OF s �s`�'� c�
<br /> 3) GEOTECHNICAL ENGINEER SNALL REVIEW TNE FOUNDATION PIANS AND GENERAL NOTES 5) AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER CONCREfE, NOT LESS THAN ONCE A DAY, NOT LESS THAN QNCE FOR E.ACH 150 GU YDS, At+lD NOT stONAL ��'
<br /> - PRE-FABRICATED STAIRS PER1'AINING TQ THE FOUNDATI4N PLANS FOR COMPLIANCE W#TH THE GEOTECHNICAL REPORT, 5HALL SUBMII' TQ THE BUILDING O�FiCIAL A WRITTEN STATEMENT THAT THE SffE VISITS HAVE BEEN LESS THAN ONCE FOR EACH 5,000 SF OF SLABS.
<br /> - FIRE SPRINKLER PLANS MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO TNE @EST OF THE SiRUCTURAL b. CONCRET'E MASQNRY UNITS SNALL BE TESTED PRIOR TO CONSTRUCTION TO VERiFY COMPRES5IVE EXPLRES: OS-18-15
<br /> - ELEVATOR DRAWiNG5 4) PRIOR TO THE CONTRAGT�R RE4tJESTING A E�UILDIt�G FOUNDATION I�ISPECTION, THE SOiLS OBSERVEFt'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. STRENGTH QF 1,90Q PS4 MlNIMUM.
<br /> �NGINEER SHALL AQViSE THE BU1LDiNG OFF'ICAI. (N WRITING THAT: c. CONCRETE MASONRY UN1TS SHAl.L BE TESiED DURING CONSTRUCTIQN FOR EAGH 5,0�(l SF OF �"'�'�""�
<br /> A. THE BUILDING PAD YVAS PREPARED IN ACGORDANCE WlTH THE SOILS REPORT. ' 6) 4WNER SNALL SUBMlT A COPY OF THE STRUCIURAL OBSERVATION REPORT TO THE GOVERNING WALt, AREA FQR COMi'RESStON STRENGTH TO SHOW GOMPLIANCE WITH IBC (1,90Q PSI MlNIMl1M). DATE t�4-30--13
<br /> B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED. ANGENCY AND MAKO STEEL, INC/MAKO STRUCTURES, iNC.. d. MASONRY GROUT SHALL BE TESTED FOR EACH 5400 SF OF WALL ARFA, BUT NOT LESS THAN 1 DRAWN PJPH
<br /> C. THE F4UNqATION EXCAVATIONS COMPLY WITH THE INTENT OF THE 541LS REPORT. TEST PER PROJECT, TO SHOW COMPWINCE WITH 2O10 CBG, BUT NOT LESS THAN 2,OQ0 PS! PER
<br /> �g�. CHECKED M�0
<br /> 5) THE ENGINEER Q�' RECORD MUST BE 1NFORMED OF ANY CNANGES IN DESIGN CRITERIA e. NON-DESTRUCTIVE TESTiNG OF ALL FllLL PENETRATION WELD (COMPLEfE JflINT PENETRATION J06 N0. 1211
<br /> MADE BY THE SOlLS GEQLOGIST IN THE COURSE OF �ONSTRUCTION. WELDS) CQNNEGTi0N5< SCALE NA
<br /> DRAWING No.
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