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<br /> GENERAL N07E �Ef �� o �� �n ��
<br /> STRUCTURAL STEEL AND MISCELLANEOUS STEEL SPRWKLER SUPPORT NOTES SPECIAL CONDITIONS + '�`',�,
<br /> � � ALL WORK iN ACCORDANCE WITH"AISC SPEGFICATION FOR.THE DESIGN, FAeRICATION AND ERECTION OF� �,TriE FOLLOWING CRITERIA IS A MINIMUM LEVEL REQUIRED.THE FIRE PROTECTION DESIGNEWDRAWINGS MAY CONTRACTOR SHALL V ""`� o
<br /> ERIFY ALL�IMENSIONS IN THE FIELD AND SHALL PROVIDE ADE�UATE SHORING AND � g� ;
<br /> . � . THE FOLLOWING NOT�S APPLY UNLESS NOTED OTr1ERWI5E-ASTM'S NOTED ARE TO BE LATEST EDITION. STRUCTURAL STEEL FOR BUILDINGS",AND THE"CO�E OF STANDARD PRACTICE". STRUCTURAL STEEL SHA�� ScT FORTH MORE STRINGENT REDUIREMENTS AT THEIR DISCRETION.REFER TO MBS DRAWINGS FOR THc BRACING OF AL STRUCTURAL MEMBERS DURING CONSTRUCTION..CONTRACTOR SHALL NOTIFY ENGINEER OF
<br /> . CONFORM TO THE FOLLOWING STANDARDS: ' � � MAXIMUM LOAD THAT THE ROOF TRUSSES CAN SUPPORT WITH A PARTICULAR TYPE OF HANGER. -ALL FI�LD CHANGES PRIOR TO INSTALLATION. � y� ( �P- y(�. � ^
<br /> 1.DESCRIPTION �NIDE FI.ANGE SHAPES ASTM A-992 (Fy=50,000 PSI) � 2.a. ALL SPRINKLER PIPE LARGER THAN 3"NOMWAL DIAMETER IS TO BE CONSIDERED A"MAIN"FOR THE Ix;p,� b
<br /> � � Building Name&Sita Location-MTorres America-Everett,WA � � � �THER SHAPES AND PIATES � . ASTM A36(Fy=36,000 P51) �pURPOSE OF THESE NOTES. r
<br /> TuaE cawMNs qsrM a-soo,canoe e NOTE TO MECHANICAL AND ELECTRICAL TRADES 'S; ` s y
<br /> � � � Metal Building Supplier's Name-NUCOR BWLDWG SYSTEMS � (Fy=46,000 PSp � b.THE BIDS FOR BOTH THE SPRWKLER&JOISTS ARE TO WCWDE ALL HANGERS,BRACES,ETC.,AND ACCOUNT � �A )
<br /> Building�ept.Contact-Stzve Miller � WE�OHEAD STU�S ASTM A-108 (Fy=55,000 PSI) FOR THE LOADS INDICATED.FIRE PROTECTION DESIGNER IS RESPONSIBLE FOR CONTRACTOR SHA�L SUBMIT PLANS SHOWING LOCATION,LOAD AND ANCHORAGE OF AL�HANGERS SUPPORTING `4�,i �. y �
<br /> , � � � � � � � ALL-THREAD . ASTM F7554,GRADE 36 (Fy=36,000 P51) . . � �COORDINATING THEIR DESIGN WITH THE TYPE OF SUPPORTWG MEMBERS TO BE USED ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCE55 OF 50 POUNDS. ANY ROOF Y 5f . ��` sj �
<br /> . . . 2.�ESIGN CODE AN�STANDARDS MACHINE BOLTS ASTM A307 FOR SUPPORT OF THEIR LINES(I.E.OWJ,TRUSS-PURLINS,GIR�ERS,ETC.) MOUMED ECIUIPMENT SHALL BE WCLUOED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE � P �
<br /> Applicable Code(EtlitionlName)-20121ntemational Building Code(IBC). � HIGH STRENGTH BOLTS ASTM A-325N(U.N.O.) - � - � � � 3.a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER SHALL BE SUBPdITTED TO ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS �
<br /> . . � Other documents referenced by these notes shall be the specifc eddion referznced 6y the � - ALl STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325 TYPE N APART THAN AT EVERY OTHER JOIST(I.c 10 FEET). � � � E�UIPMENT. SEE DETAILS ON DRAWING 55.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. AL DETAILS OF � �
<br /> � � ouiltling code specified above,or if not specified,shall be the latest zdition.� . CONNECTIONS-BEARING TYPE WITH THREADS INCLUDED M SHEAR PLANE. CONNECTIONS ARE NON-oLIP b,cACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED POR THc VERTICAL SUPPORT LOAD 9ASED ON CONNECTIONS TO THE STRUCTURE FOR EDUIPMENT SHAL�BE BY THE SUP?LfER OF THAT ECIUIPPAENT. THE �
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<br /> � . Code supplzment&�Jate-ASCE 7-1p � � � CRITICAL AND eOLTS NEED TO BE TIGHTENED°SNUG TIGHT"ONLY EXCEPT AT FRAMES. AT MECHANICAL , --�� -- --� .- _-_ ��
<br /> �.___-._.._. __ .-..
<br /> � - �PLATFORM FRAMES � PROVIDE A325SC. � SLIP CRITICAL BOLTS AT CONNECTIONS PER � � SUPPORTS AT EVERY OTHER.JOIST. � , . � BUILDING DEPARTMEN7 REQUIRES A SUBMITTAL FOR PLAN CHECK REGAR�ING THE DESIGN OF THESE DcTAILS,IT !. � - � .
<br /> � � 4.ALL MAINS RUNNING PARALLEL TO THE JOISTS fdUST 8E: IS THE RESPONSIBIUTY OF THE EQUIPNENT SUPPLIER TO PROVI�E THIS SUBMITTA�.
<br /> . � � . � � 3.D'c51GN LOADS � -. . . � ScCTIONS 1/52.3 AND 4/52.3. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. WSTALL A-325 BOLTS IN a:PLACED MID-WAY BETWEEN TWO JOISTS&BE TRAPEZED 50 EACH JOIST SUPPORTS HALF 7HELOAD. � � -
<br /> a.1.RwfLiveLoatl � � Seesnowload � � � . � � � �ACCORDANCE� WITH �"SPECIFICATION FOR STRUCTURAL JOIN75 USING � ASTM �A325 . OR b.SUPPORTEDATIO`-0"OCMAXIMUM. � � � � � � � � � � � - � �
<br /> IL Slab Liva Load 350 psf A490 BOLTS"(11I13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON DRAWINGS. ALl 5.USE THE FOLLOW WGS WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: ABBREVIATIONS - K � KIP(1000 POUNDS)
<br /> . � III.Mezzanine Live Load'100 psf at offce mezzanine,uniz�s othervrise noted on framing WELDING TO CONFORM WITH AWS Q7.1 "CODE FOR WELDING IN BUILDING CONSTRUCTION". WELDS NOT ARCH. ARCHITECi L.W. LONG WAY � � +
<br /> SPEGFIED SHALL BE 114",CONTINUOUS FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDEgS. USE FRESH 70XX PIPE N/T.PER BAL. BALANCE M.B.S. METAL BLOG SUPPLIcR �-'
<br /> � � � � plans. - . SIZE FOOT �VcRTICAL JOIST LOAD EXAMPLE: � �
<br /> • b.SnowLoad Basicgroundsnowload-Pg=357psf ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS(WHS) � � � B.OR BOT. BOTTOM � � N.F. � NEARFACE � N - �
<br /> Basic roof snow load-Pf=25 sf ARE TO BE MACHINE`NELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. e" �7# GNEN:8"DIAMETER MAW TRUSSES @ 5'oc � �
<br /> P BTWN. BETWEEN N.T.S. . NOTTOSCALE
<br /> � � - �m danceFactor-15='I.O,snowex osurefaclor-Ce=7A � � 6" 32# FIND:JOISTDESIGNLOAD ' � �7A
<br /> P° P � BLDG. BUILDING oc ON CENTER �
<br /> DriRingsnowisrequiredinthedesiga PRE•ENGINEEREDMETALBUILDINGSYSTEM b" z4# so�N:si#�FTXto'= 570# BRG. BEnRINc o.F. ouTSIDEFncE '
<br /> 4" 17# ADDN'LPERNFPA#13= 250# � .0.5. OUTSIDE . � �
<br /> c.5eismic RskCategoryl� �� PROJECTDEFINRION � - � - � C�JP CONSRUCCONJOINT �.T.O. OUTTOOUT , '�. , � �
<br /> Ss-1.437,51 0 552,le=1.0,Site Class"C°, THE METAL BUILDING SUPPLIER (M.B.S.) IS TO PROVIDE AND INSTALL AL� MEMBERS TO CARRY AND 3-1/2" 14# 760#/h{GR � � �
<br /> � � SDS-0957;SD7 0 477 - � DIS7RIeUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. ALL HANGERS TO BE�ESIGNED,SUPPLIED&INSTALLED BY TH�SPRWKLER SUPPLIER. C.L CENTcRLINE QTY. �UANTITY � �
<br /> REINF. �REINFORCING. � � l/) �
<br /> Seismic Design Category=D PREREQUISITE TO FABRICATION: 6.SPRINKLER LATERAL SWAY BRACING,FOR SEISMIC DESIGN CATEGORY C,D,E,F(AT 30 DEGREES TO 2-12"NOM. CMU CONCRETE MASONRY UNIT REM. . REMAINDER (7 �j �'
<br /> � easic Seismic Force . THE M.B.S.IS TO PROVIDE ENN/A LAYOUT�RAWING SHOWING MAXIMUM DOWNWARD,UPLIF7 AND.LATERAL p�A 8 LARGER PIPE)TO BE: ° R.O. ROUGH OPENING � V , z }i ��
<br /> . . , Resisting System(s)=Steel ordinary concenlrically breced frames. LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR COL �COLUMN � "
<br /> � � CS=0207,R=325. Equivalent lateral force proczdure was used . TO THE CASTING OF ANY POOTING,IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE a.SPACED A MAXIMUM OF 40 FT.OR AS ALLOWED BY N.F.P.A.#13.� � � � CONC. CONCRETc � � SECT. SECTIONS � Z � - �V � �
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<br /> b..�RACED FROM THE MAW TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED&INSTALLED BY C.S.d � CLOSURE STRIP JOIM� SIM. SIMILAR � Uj. � g C1
<br /> . Mech.&Refrigeration unit loads will be picked up at the � . THE ACTUAL BUILDING LOADS. SEE"SPRINKLER SUPPORT NOTES"FOR SPRWKLER REQUIREMENTS.. S.J �SHRINKAGE JOINT � �a /� .
<br /> � point of the units and transferred into the lateral system. - COORDINATION: � - � � THE SPRINKLER SUPPLIER. � � cA. EACH STL. STEEL � "�" Z � � �
<br /> . Sprinkler lines will be breced to top af girdzrs ortop chord of steel THE METAL BUILDING SUPPLIER IS TO PROVIDE ROOF FRAMING PLFUJS FOR BUILDING DEPARTMENT REVIEW a DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF NJATER FILLED PIPE TIMcS THE SWAY BRACE =�E. EACH END i,
<br /> � Imss,by the sprinkler contractoc� � � - THAT CLEAR�Y SHOW WHICH JOISTS SUPPORT 3"AND LARGER SPRINKLER LINES,MECHANICAL 11NITS,�RAfT � SPACING,PLUS THE WEIGHT OF TRIBUTARY BRANCH LINE WATER FILLED PI?E � � E.F. EACH FACE � SW SHEARWALL � � m .
<br /> � d.Wind Load � .RiskCategory II �� �- . . CURTAINS AND OTHER CONCEN7RATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED d.CROSS MAIN BRACING MUST BE ADEQUATELY FASTENED TO THE MAIN FRAME BEAMS. E.J. EXPANSION JOINT � SYMM. " SYPJ�ME7RICA� � � � W (,� � � (g .
<br /> � � . . . Basic wind speed(3 sec.gust)VULT=110 mph,VASD=85 mph . . WITH THE�GENERAL AND SPRWKLER CONTRACTORS PRIOR TO SUBMITTAL NO CHANGES FROM �. 7,THE SPRWKLER DESIGNER IS TO PROVIDE THE CONTRACTOR,ARCHITECT,ENW&THE ROOF SUPPLIER WITH EL OR ELEV. � ELEVATION � ��T. TOP ' � , w � (�^� � � �I
<br /> E.N.W.OR ENW ENGINEcRS NORTHWEST T.O.B. �� TOP OF BEAM � � Z W "' W �
<br /> Expasure 8. � ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRIT.TEN APPROVAL FROM THE LOCATIONS AND DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH THEIR DESIGN LOADS,SO THESE EQ. EQUAL T.O.F. TOP OF FOOTING � � (n�
<br /> � � �t=��� ARCHITECT.SEE THE ANCHOR BOLT NOTE ON DRAWING 57.1. LOADS CAN BE DESIGNED INTO THc JOISTS,ETC. c ,,��l � '
<br /> IBC Loatl Cases per sec.'16052 or 1605.3.1 only Kd=0.85 FINAL INSPECTION: 8.THE SPRMKLER CONTRACTOR/DESIGNER SHALL SUBMIT: E.S. EACH SIDE � T.O.S. � TOP OP STEEL � � � �" N z � � � C q��, �� �
<br /> Importance factor 1.0. THE M.B.S.ENGINEER�S TO DO A FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS TO INCLU�E E.W. EACH WAY TOP OF SLAB � � � w Q � O Q � '�� �l-' �
<br /> a.PLAN WITH LOCATIONS APJD LOADS OF ALL HANGERS. F.O.Q . FACE OF CONCRETE � � T.O.W. TOP OF WALL � . � � � a � ,�, ` �tn � .
<br /> 2 psf of collaterel loads was used in uplift desiga � VERIfICAT10N THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER b.�ETAILS AND CAPACITIES OF ALL HANGERS USED. F.O.S. FACE OF STUD TYP. TYPICAL W . .
<br /> e.Collateral Load (nof including mechanical units or draft curtains) CONCENTRATED LOA�S HAVE BEEN�PLACEO PER THE CONTRACT�RAWINGS AND THAT THE HANGERS, � � O W Q �� �.
<br /> Joist 5 psf or 4 psf plus sprinkler concentrated loads, pLA7FORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE A�L THE VERTICAL AND 9�THE MBS ROOF D'cSIGNER TO PROVIDE&INSTALL ADDITIONAL BRACES TO TAKE THc SWAY BRACc LOAD FROM F.O.W. FACE OF WALL U.N.O. .UNLE55 NOTED OTHcRWISE , � � � � N [� R� O � �
<br /> , . . V.E.F. VERTICAL EACH FAC� �� � � ,
<br /> � � whichever is more criticaL(As an alternate,MBS may � LATERAL FORCES WITHOUT OVERSTRESSING THE S7RUCTURE. THc 5`NAY BRACE INTO THE ROOF LATERAL RESISTING SYSTEM. FTG. FOOTING _ � �y � .� � �
<br /> use 8 sF min.w/o s ecifc s rinkler loads - � VERT. VERTICAL� � Q p� Z O
<br /> . P p P VERIFICATION. GA GAGE V.F.F. VERTICALFARFAC� �
<br /> � � � with no reduction from item 3,a.) . � . . . WHEN THE eUILDING HAS BEEN COMPLE7ED,INCLUOING ANY NECESSARY FIXES,THE M.B.S.WILL PROVIDE � � � GALV. HOT DI?GALVANIZED . - � � V �- �-1 � _ �
<br /> SPECIAL INSPECTIONS G.W.B. GYPSUM WALL BOnaD VFY VeaIFY '"� � a \ d O ~c I
<br /> , � � Framzs 4 psf.Min.plus sprinklzr concentrated loads. � � - THE ARCHITECT A LETTER CERTIFYING THAT"THEIR STRUCTURE AS-BUILT COMPLIcS WITH THEIR DRAWINGS, INSPECTIONS AR`c TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPEN�ENT TESTING LAB m � a � � V LL G
<br /> . . � � f. �ead loads Weight of structure. � � � � THE CODE UNDER WHICH THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REqUIREMENTS IN�ICA7ED ON H.OR HORIZ. HORIZONTAL VJ.F. VERTICAL INSIDE FACE �
<br /> �g.apecial Loads The following special loads are to be considered � � THE CONTRACi DRAWINGS."�THE M.B.S.TO ACCOUNT IN THEIR DESIGN FOR THE FOUNDATION SETTLEMEMS AP?ROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEpT.AND TRE ARCHITECT. INSPECT AL. I.B.C. � INTERNATIONAL BUILDING CODE �V.N.F. VERTICAL NEAR FACc � � � �
<br /> . . . Mechanical equipment on roof. AND DIFFERENTIAL SETTLEMENTS INDICATED IN THE SOILS REPORTS. SHOP WELDING UNLESS THE SHOP IS CcRTIFIED BY THE�OCAL BUILDING DEPARTMENT. I.C.C. INTERNATIONAL CO�E COUNCIL V.N.F. VERTICAL OU7SIDE FACE � � {-� '
<br /> �. . � . � . . �Sprinkleclines,canopy&other reactions as noted on structural . � . . � . � � � � � - FOUN�ATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS I.F INSIDE FACE � � ��� `�'��TH � � C m � ..
<br /> araw;n9s. MASONRY NOTeoneove. wc. iNc�uoiNc wio wiTHour ' � �y
<br /> � h.Future Rooftop Solar?anelslncluded in design.Add 2 psfto frames and 4 psf tojoists for- � - � - CONCRETE: TAKE CONCRETE CYLINDERS AS RE�UIRED,VERIFY SLl1MP AND STRENGTH. SPECIA! - � 'N.H.S. WELD HEAD STUD � � Z7 � L7 QI � �
<br /> � � i. Load Combinalions All Code required load combinations are to be usztl in the building . HOLLOW CONCRETE MASONRY UNITS SHALL BE MEOIUM�WEIGHT(50/50)GRAOE"N"IN ACCORDANCE.WITH ASTM� . � . . . . ,
<br /> � � � C-90. MASONRY STRcSSES USED 1N DESIGN(F'M=-1500 PSI)WERE POR INSPECTED CONSTRUCTION.�MASONRY � INSPECTION IS REqUIRED OURING THE TAKWG OF TEST SPECIM�NS AND PLACING OF ALL . @ CL AT CENTER LINE . � 2J ro d1 Q . (U V �;
<br /> � � � � ..design. � � � �� � UNIT COMPRESSIVE STRENGTH TO BE 1900 PSI MIN�MUM ON NET AREA AND 10W�P51 MINIMUM ON GROSS AREA � � . RcINFORCED CONCRETE. � � . . . . . �. . � � � � +' -C7 � � (� � �� � � p �
<br /> � � � � Column reactions fmm thzse load combinations are to be given to �ALL MASONRY TO BE ERECTED IN ACCORDANCE WITH CO�E INDICATED ABOVE. LAP REINFORCING STEEL PER REWFORCING VERIFY ALL REINFORCING IS PLACE�]IN ACCORDANCE WITH THESE DRAWINGS.CHECK FOR � �� � �� � � Q � (q Q U � � O �p
<br /> . � � the foundation engineec. � � � � REQUIRED COVER,SIZE,SPACING,lAP AND GRADE.SPECIAL INSPECTION IS REqUIRED DURING � � � � � � L- � C Q-.. O � � 5 �� '
<br /> � SCHEDU�E ON THE DRAWINGS. � � � � 3 � �I� � � �
<br /> j. lateral bUldmg anft at all pomts is to be limited to values on plans � � � � � � THE PLAGNG OF REWFORCING STEEL � � � � � . � , .' � � � � Q � .
<br /> . � 4.SOLAR PANEL GRAVITY LOADS � . � . � �MORTAR � CONC.EXPANSION � � �
<br /> � 1.MORTAR SHALL BE TYPE"S"PER ASTM C-270.MASONRY CEMENT AND MORTAR CEMENT ARE NOT TO BE USED &MASONRY ANCHORS � �
<br /> � Wzight of photovoltaic panel systems,including rack suppod systems together with thz weight of ballast system,if applicable, ON THIS PROJECT. -� � . � � � � � � &DRILLED-IN DOWELS:COPY OF ICC REPORT FOR ANCHORS OR ADH�SIVE SYSTEM USED � � �
<br /> • should be considered a5 dead loads in addition to all other dead load supported by the mof system.Uniform and concentrated p.SUBMIT A MORTAR MIX PER EITHER TABLE 1 OR TABLE 2 OF ASTM C-270.MIXES SUBMITTED PER TABLE t MUST MUST BE AVAILABLE AT JOB SITE.VERIFY ANCHORS OR ADHESIVE
<br /> roof live Ioads shou!d be Induded,in addltion to all dzad loads,excapt[he live loatl need not apply to the area under the solar �NCLUDE THE VOLUME PROPORTIONS FOR VARIFICATION. MIXES SUBMITTED PEft TABLE2 MUST INCLUDE THE SYSTEM INSTA�LATION IN ACCORDANCE WITH REPORT.VERIFY CERTIFICqTION OF INSFALLER � � ��
<br /> . photovoltaic systzm where the clear�space detween lhe arrays and tne roof surface is 12 inches or less.The space with 72 VOUJME PORTIONS ALONG WITH A MINIMUM OF 6 RECENT STRENGTH TESTS OF LAB MIXED MORTAR. � FOR ADHESIVE ANCHORS. �
<br /> . inches or less height can be considered as inaccessible space(similar to attics).In addi[ion,other roof loads such as snow, 3.THE MORTAR SUFPLIER IS TO CERTIFY IN WRITING THAT THE PRE B�ENDED MIX � � �
<br /> snow drift or rain should be taken into accaunt when applicable.Limit solar pane tilt to not exceed 10 degrees from hor¢ontal � - .SUPPLIED TO THE SITE EXACTLY MEETS THE PROPORTIONS OF THE MIX ACCEPTED BY ENW FOft THIS � � . � +
<br /> . plane. - . . � pROJECT.THIS CERTIFICATION MUST ACCOM?ANY EACH MORTAR DELIVERY TO THE SITE ANDiS TO BE GIVEN � � v �
<br /> - � TO THE TESTING LAB REPRESENTATIVE FOR THIS PROJECT. WF!DING: SPECIAL INSPECTION IS REQUIRED DURING ALCSTRUCTURAL WELDING.INSPECT ALL RELD � � . �
<br /> � � 5.VERIFICATION� � � � � � .4.MORTAR SHALL BE DELIVERED PRcBLENDED TO THE SITE.SITE BLENDING IS ALLOWED ONLY WITH� WELDING-VERIFY CERTIFICATION OF WELDERS.CONTRACTOR SHALL PAY FOR REWELDING AND � � � � �
<br /> NUCOR 9UILDING SYSTEMS is to verify all design information listed above and notify Engineers Northwest of any CONTINUOUS INSPECTION 9Y THE TESTING LAB.MEASURING BY THE SHOVELFUL IS NOT ALLOWED. � REINSPE.,TION OF ALL WELDS NOT MEETING SPECS.INSPECTOR SHALL NOTIFY STRUCTURAL � .�� � � �
<br /> I discrepancies prior to metal builtling desigh � . 5.SHOULD THE ABOYE REqUIREMENTS NOT BE FOLLOWED W THEIR ENTIRETY,THE TESTING LAB IS TO VERIFY , ENGINEER OF WEI.DS NOT MEETING SPEC& � � � � . � �
<br /> OSHA STANDARDS � � THE VOLUME PROPORTIOPIS BY PETROGRAPHIC ANALYSIS AND/OR PRISM TESTING OR OTHER TESTING AT ENW'S � ��E-ENGINEERED� � � � � � . � . � . � . � . ��. � �
<br /> THE GENERAL COMRACTOR SHALL BE RESPOPJSIBI.E FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. �ISCRETION.THE COST OF WHICH IS TO BE BORNE BY THE GENERAL CONTRACTOR. 3UILDING SYSTEM: ENGINEER FOR M.B.S.OR HIS REPRESENTATIVE TO INSPECT FINISHED BUILDWG AND � , � .
<br /> PROVIDE A LETTER TO THE ARCHITECT AND BUILDING DEPT.CERTIFYING THAT THE BUILDING AS � �
<br /> � � . � THE GENERAL CONTRACTOR SHAIL REVIEW THESE STRUCTURAL DRAWIDIGS FOR ANY NONCOMPLIANCE WITH . � GROUT � � � - - � � - � - � CONSTRUCTED MEETS BOTH TRE CONTRACT DRAWINGS AND BUILDING CODE STRUCTURAL �
<br /> , � � OSHA ST?JJ�ARDS,TAKING INTO ACCOUN7 THE�GENERAL CONTRACTOR'S MEANS AND ME7HODS.-THE GENERAL GROUT SHALL CONFORM TO THE VOLUME PROPORTION REqUIREMENTS OF AST 476.TESTED GROUT � REQUIREMENTS.LETTER TO BE STAMPED&SIGNED BY THE ENGINEER THAT STAMPED M.B.S. � � �
<br /> � .� CONTRACTOR SHALL INFORM ENW OF-ANY NONCOMPLIANCE SO THE �RAWINGS MAY BE MO�IFIED FOR � � M � DRAWINGS. � � � � � � � � � � . ,
<br /> COMPLIANCE PRIOR TO CONSTRUCTION.7HE GENERAL.CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND STRENGTH SHALL BE 2,000 PSI MINIMUM AT 28 DAYS.GROUT SOLID ANY CAVITY CONTAINING REWFORCING STEEL � MASONRY: VERIFY THAT UNITS HAVE MINIMUM CELL SIZE PER DRAWINGS.VERIFY REINFORCING LAP AND
<br /> . � METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECL � IN LIFTS NOT TO EXCEED 4'-0"UNLESS HIGHLIFT CODE PROCEDURES ARE FOLlON/ED AND MONITORED AND � � .
<br /> � � � �. � - � � � . � . REPORTED BY THE TESTING LAB.REINFORCING STEEL SHALL BE�EFORMED BARS ASTM A615,GRADE 60 PLACEMENT IS PER DRAWINGS.MASONRY CONSTRUCTION SHALL HAVc SPECIAL INSPECTION �
<br /> . � . �FOUNDATION&SLABS - - _ �(FY=60,000 PSI).SP�ICES SHALL BE 60 BAR DIAMETERS MINIMUM UNLESS OTHERWISE SHOWN.ALL CONNECTIONS PER CODE.DAILY VERIFY MASONRY TO�ERANCES PER MASONRY NOTE THIS SHEET.SPECIAL � � � . � � � . � � �
<br /> � � � AND BOLTS SHOWN EMBEDDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS DURING THE CONS7RUCTION � INSPEC710N IS REQUIRED BASED ON THE"UNIT S7RENGTH METHOD"PER THE THREE STEPS � '
<br /> . THE FOUNDATION WAS DESIGNED WUH-AN ALLOWABLE SOIL BEARING CAPACITY OF 3000PSF,IN ACCOR�ANCE OF THE WALL OR PIER�..PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL REINFORCING.AL�MASONRY TO BE � NOTED BELOW,SAMPLWG AND PLApING OF ALL MASONRY UNITS,PLACEMENT OF � � - -
<br /> . WITH SOILS REPORT NO.T-7364 DATED FEBRUARY 22,2016 PREPARED BY TERRA ASSOCIATES,INC. THE SITE ���RUNNWG BON�LAY-UR�ALL MASONRY BOLTS&WHS ON THIS PROJECT TO BE GROUTED IN PLACE WITH AT LEAST REINFORCEti1ENT,INSPECTION OF GROUT SPACE,IMMEDIATELY 2RIOR TO CLOSING OF � � -� � � �
<br /> . SHALL BE PREPARED PER SOILS ENGWEER RECOMMENDATIONS.ALL FOOTINGS AND SLABS SHALL BEAR SOIELY p�OF GROUT BETWEEN THE BOLT AND THE MASONRY(NO-XCEPTIONS).MAXIMUM ALLOWABLE CONSTRUCTION � CLEANOUTS AND.DURING ALL GROUTING OPERATIONS.THE SPECIA4INSPECTOR IS 70 VERIFY �
<br /> ON MATERIAL PREPARED PER SOILS REPORT.ALL ENGWEERED PILL AND BACKFILL TO BE COMPACTED PER SOILS �n/ALL ALIGNMENT TOLERANCcS(BASED ON ACTUAL�IMENSIONS)ARE AS FOLLOWS:VERTICAL+1/4"IN 70 FT,3/8" THAT: � � � ¢ � •
<br /> ENGINEER RECOMMcNDATIONS. THE MAXIMUM DENSITY SHALL BE �ETERMINED BY SOILS ENGINEER. ALL IN 20 FT.81/2"MAXIMUM IN WALL HEIGHT.HORIZONTAL+1!4"IN 10 FT.,3/8"IN 20 PT&+1/T'PAAXIMUM.WALLS 1.UNITS CONFORM TO ASTM C90 AND ARE SAMPLED AND TES7ED M ACCORDANCE WITH ASTM C140. �w �
<br /> � � EXTERIOR FOOTINGS TO BE FOUN�ED 78"MIN.BELOW FINAL GRADE:FOOTWG�STEP LOCATIONS SHOWN ON EXCEE�WG THESc TOLERANCES MUST BE REMOVED AND RcPLACED(NO EXCEPTIONS).TESTING LABORATORY 2.GROUT CONFORMS TO ASTM C476 AND IS SAMPLED FOR EACH 5000 SF OF WALL AND TESTED FOR STHENGTH. - � � � - � � � � W��
<br /> . PLANS ARE APPROXIMATE.CONTRACTOR TO VERIFY AND COORDINATE FOOTING STEPS WITH CIVIL ENGWEER TO 70 CHECK CONSTRUCTION DAILY TO THESE TOLERANCES.NO7E: MASONRY IS NOT TO BE CONSTRUCTED ABOVE 3.MORTAR CONFORMS TO THc VOLUME PROPORTIONS FROM THE MASONRY SECTION.THIS MAY BE � � � �'
<br /> FINISH GRADE PIANS.ADD FOOTING STEPS AS REQUIRED.A COEFFICIENT OF FRICTION OF 0.35 BELOW FOOTINGS ELEVATION 18'-8"AT MAIN BUILDING 8 ELEVATION 10'-0"AT TIRE CENTER UN71L M.B.S.ROOF IS INSTALLED AND IS ACCOMPLISHED eY CHECKING THE CERTIFICATION FROM THE MORTAR$UPPLIER GNEN WITH EACH BATCH OF � �" �
<br /> � AND PASSIVE RESIST,yVCE�OF 350 PCF. FOR CANTILEVERED RETAINING WALLS WITH LEVEL BACK FILI.USE M! �STRAIGHT AND TRUE AT INSIDE FACE OF MASONRY.THE MASON MUST VERIFY THE PLACEMENT OF THE VERTICA� MOftTAR.(PROVIDEO 7HAT ALL THc ABOVE ARE SATISFACTORY,TcSTS FOR STRENGTH ARE NOT REQUIRED). - �� W
<br /> ACTIVE PRESSURE OF 35 PCF(USE NON-EXPANSIVE GRANULAR BACK FtLL PER SOILS REPORT)AND A 250 PSF \n/ALL Dp`NELS PRIOR TO THE CASTWG OF THE FOOTINGS.
<br /> . � SURCHARGE WHERE TRUCK TRAFFIC CAN OCCUR. SEE ARCH.�AND SOILS REPORT FOR SLAB ON GRADE � � - � � - � � � � - 4.SITE 2LENDING OF DRY INGREDIENTS REQUIRES CONTINUOUS WSPECTION 9Y TESTING LAB. MIXING BY� � � � _ � � �
<br /> � UNDERLAYMENT. ALL EXTERIOR SIDEWALK AND WTERIOR SLABS SHAL BEAR ON SOILS PREPARED PER AND CONCRETE AND MASONRY ANCHORS IBOLTS THREADED RODS AND REBAR SHOVELFUL IS NOTALLOWED IN ANY CASE. - � � � . � � � � � �O � � � �
<br /> � APPROVED BY SOILS cNGINEER AND HAVE AN A!LOWABLE BEARING CAPACITY OF AT LEAST 1000 PSF. i�.� � � w
<br /> DOWELS
<br /> � . �� -�� - - - . � � FAILURE TO FOLLOW THESE FOUR STEPS WILL MEAN TRAT PRISM TESTS WILL BE RE�UIRED.�THE � � �
<br /> CONCRETE � � � DRILLED IN EXPANSION ANCHORS � - � � �CONTRACTOR MAY ELECT TO TAKE PRISM TESTS IN LIEU OF THE"UNIT STRcNGTH � � � � � � � � �
<br /> . F�4000 P51.@ 28 DAYS 5-V2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE SLABS. CONCRETE HILTI BO�T TZ PER ESR-1917 PROCEDURE'.TESTING LAB TO NOTIFY ENGINEERS NORTHWEST AND THE ARCHITECT BY PHONE �
<br /> F'c=3000 PSL @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER. � CMU � HILTI KWIK BOLT 3 PER ESR-7385 � - � AND FAX OF ALL�NONCOMPLIANCES REGARDING MASONRY IMMEDIA7ELY.TESTING LAB TO SEND -
<br /> � . USE TYPE I/ll CEMENT. USE TYPE III(HIGH EARLY STRENGTH)CEMENT FOR MEAT P�ATFORM.FOR SPECIAL A�HESNE ANGHORS: REPORTS TO ENGINEERS NORTHWEST AND THE ARCHITECT WITHIN 5 DAYS OF TEST.
<br /> � � � CONDITIONS ANOTHER TYPE CEMENT MAY�BE REQUIRED. SUBMIT FOR APPROVAL ULTIMATE STRENGTH�ESIGN � CONCRETE . HILTI HIT-RE 500-SD PER ESR-2322 AND HILTI HIT-HY 200-R PER ESR 3787. STEEL: IN ACCORDANCE WI7H TABLE 1704.3 OF IBC AND REFERENCED STANDAROS. � 1Q
<br /> � � . CMU HILTI HIT-HY 70 PER ESR-2682 � � � � � � n .
<br /> METHOD USED..MIXING AND PLACING OF ALL CONCRETE ANQ SELECTION OF MATERIA�S SHALL BE IN UNREINFORCEO � CONTINUOUSINSPECTION: .
<br /> ACCORDANCE WITH THE ACI CODE 318.PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO MASONRY: HILTI.HIT HY-70 PER ESR-3342 S�IP-CRITICAI.(SC)HIGH STRcNGTH BOLTED CONNECTIONS. N
<br /> � � � � PRODUCE A DENSE WORKABLE MIX WITH 4"MAXIMUM SIUMP(UNLESS SUPERPLASTICtZERS ARE�USED)WHICH � CAST IN PLACE ANCHORS � � � COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-�ESTRUCTIVE TESTING IS� � � n
<br /> . CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE CONCRETE EMBED PER IBC TABLE 19082 REqUIRED FOR ALL COMPLETE PENETRATION WELDS-SHOP AND RE�D. � N �
<br /> � SPECIfICATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49.��3/4".CHAMFER ALL EXPQSED EDGES, UNLE55 CMU EMBED 7 BOLT DIAMETERS.PROVIDE'/:INCH OF GROUT 6ETWEEN BOLT&CMU. MULTIPASS FILLET WELDS. - �
<br /> INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL SCREW ANCHORS: SINGLE-PASS RL�ET WELDS GREATER THAN 5/76-INCH.
<br /> HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3%TO 6%AIR BY VOLUME LIMIT WATER CEMENT RATIO TO . . CONCRETE � HILTI KWIK HUS-EZ KH-FZ AND HUS-EZ I KH-EZ I PER ESR-3027 : /p
<br /> 1d' 0.45 AND USE TYPE V CEMENT WHERE SOILS"WATER SOLUBLE SULFATE EXCEEDS 020 PERCENT BY WT.ADD NO I -1 ( ) - � . � WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMEM FRAMES,BOUNDARY� � � �
<br /> � � 'NATER TO CONCRETE AT�SITE. IF INCREASED WORKABILITY IS RE�UIRED,CONTRACTOR IS TO SUBMIT A MIX � CMU �HILTI KWIK HUS-EZ � � � ELEMENTS OF SPECIAL REINFORCED CONCRETF$HEAR WALLS AND SHEAR REINFORCEMENL � � � N
<br /> DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUM WATER REDUCING AGENT OR A FIXED AMOUNT OF . �(KH-EZ)PER ESft-3056 � . � . � PERIODIC INSPECTION: � � � � � � � � � � �
<br /> � t
<br /> Qj � � SUPER-PLAS7ICIZER AT THE CONCRETE PLANT. DO NOT USE FLY ASH OR OTHER,NON-PORTLAND CEMENT, ADHESIVE ANCHORS SHALL-BE INSTALLED W CONCRcTE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF VERIFY HIGH-STRENGTH eOLT IDEDlTIFICATION MARKINGS CONFCRM TO SPECIFIED ASTM . . W •
<br /> CEMENTUOUS MATERIALS W CONCRETE FOR THfS PROJECT. AG.306R IS TO BE FOLLOWED FOR COLD WEATHER INSTALLATION PER ACI 318- 11 SECTION D22. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR � STANDARDS. REVIEW OF MANUFACTURERS CERTIFICATE OF COMPLIANCE: F
<br /> CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY UPWAR��Y INCLINED TO SUPPORT TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN INSTALLATION OF BEARING-TYPE BOLTED CONNECTIONS. � � �
<br /> � THEIR AP?ROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. 7ESTING LAB TO NOTIFY THE ARCHITECT CONFORMANCE TO ACI 318-11 SECTION D.922. SINGLE-PA55 FILLET WELDS 5/16-INCH OR LESS. + , _ t �
<br /> IMME�IATELY BY FAX AND PHONE OF ANY NONCOMPLIANCE. FLOOR AND ROOF DECK WELDS. G W
<br /> . g . FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS.PROVIDc SPECIAL COLD-FORMED STEEL FRAME WELDING. - � � � � � O � ,
<br /> p
<br /> REINFORCWG STEEL INSPECTION AS NOTED AN�/OR RcQUIRED BY ESR REPORT.SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN (q �
<br /> 1 ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60(fy=60,000 psi) LAP APPROVAL BY ENW IS RECENED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW POR REVIEW PRIOR TO � WEIDINGOPSTAIRSANDRAILINGS. � � � � � � � � � � � � '
<br /> �p . CONTINUOUS REINFORCING BARS 44 BAR�IAMETERS,1'-70"MINIMUM UNLESS NOTED OTHERWISE.CORNER BARS. CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANGHORS FOR EXTERIOR APPLICATIONS AS � WEI.DING OF STUDS. �� � . . . � . ` � �3
<br /> . (1'-10"BEND)TO BE PROVIOED FOR ALL HORIZONTAL REINFORCEfdENT. DETAIL STEEL IN ACCORDANCE WITH"ACI � VERIFICATION OF WELDABILITY OF REWFCRCING STEEL OTHER THAN ASTM A-706. � � � � �
<br /> . � REQUIRED.ANCHORS RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS � WEL�ING OF RcWFORCING STEc�OTH�R iHAN THAT RE�]UIRING CONTINUOUS INSPECTION. . , � � f � �
<br /> MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WE�DED WIRE FABRIC pER ESR REPORT. _ � �
<br /> (WWF)TO CONFORM WITH ASTM A785.REINFORCING HOOKS TO COMPLY WITH STANDARDACI HOOKS. STEE�JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. S�V�L LI S� T��I�
<br /> � COVER TO MAIN REINFORCEMENT TO BE . � . ' ' . .
<br /> BOTTOM OF FOOTINGS � 31NCHE5 .. . .. . . .. . . .. . . .. . . . . . . . .. �.. . . .. ¢ U
<br /> � PORMED SURFACES WEATHER&EARTH PACE 1-V2INCHES -� SHOP DRAW WGS � � W W y � � �
<br /> FORMED SURFACES INTERIOR FACE 3/41NCHE5 SUBMIT 4 SETS OF PRINTS(U.N.O.BY ARCHITECT)OR ELECTRONIC PDF FI!ES,OF SHOP�RAWINGS TO ENGINEER SH EET J
<br /> �FOR RcVIEW AFTER CONTRACTOR HAS REVIEWED 8 STAMPED FOR COMPLIANCE AND PRIOR TO FA3RICATION NUMBER SHEET TITLE J f, .
<br /> SHOULD THE REWFORCING SUPPLIER ANO/OR DETAILER CHOOSE TO USE SOFT METRIC,EACH AND EVERY REBAR FOR: STRUCTURAI STEEL,MISCELLANEOUS STEcL AND REINPORCING STEEL WHEN SHOP�RAWING SUPPLIER W � �
<br /> � � � CALLOUT MUST BE INDIdATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS:"ik4/#13°NO EXCEP710NS,�A � � . � � . � � . � . MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT . � W �
<br /> � . CONVERSION TAB�E A�ONE IS UNACCEPTABLE:WE WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES � . FLAGGED ANO CLOUDED ARE TO BE CONSIDERED AS UNAGCEPTABLE EVEN WRHOUT BEING COMMENTED ON W � � � - �0 �
<br /> . . . ONLY.IT WILL BE THE RESPONSIBILITY OF THE REINFORCWG SUPPLIER AND THE GENERAL CONTRACTOR TO . - � THE SHOP�RAWING REVIEW PROCE55. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE � � � 50.1 GENERAL NOTES � � �� = y . �
<br /> , � VERIFY THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL qS THE IMPERIAL � - � � � RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE�RAWINGS AT NO COST TO THE OWNER AT � S02- SPECIAL INSPECTIONS�. � � � . � �
<br /> W E.N.W.'S OPTION."SHOP DRAV`lINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT W v
<br /> � � OVERTHESHOPDRAWINGS..'. � 50.3 MISCELLANEOUSSECTfONS U
<br /> � REINFORCING STEEL WELDING st� FouNoniioN a�w � x ¢
<br /> USE ASTM A706 GRADE o"0(fy=60,000 psi)FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES a
<br /> 5 OF AN51/AWS D1.4-92,"STRUCTURAL WEL�ING CODE- RcINFORCWG STEEL'. USE EeOXX LOW HYDROGEN S1.1J SLABJOINTPLAN F- j < ^
<br /> � ELECTRODES CONFORMING TO AN51/AWS A5.1 OR A5.5. DO NOT WEL�REWFORCING IF TEMPERATURE IS BEI.OW - � � S12 2ND AND 3RD FLOOR FRAMING PLAN �
<br /> �S�j, 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT�AND INTERPASS TEMPERATURE OF 50 OEGREES � � � � � � � 51.3 � ROOF FRAMING PLAN J •M��t
<br /> FAHRcNHEIT FOR NO.7 THROUGH N0.11 BARS. DO NOT WELD NO.74 AND N0.18 BARS. DO NOT WELD WITHIN
<br /> 3-INCHES OF BENDS,lET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING;.�O NOT QUENCH. - � � 54.1 �� . FOUNDATION SECTIONS � Q
<br /> � USE CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMR MILC CERTIFICATES� � � � � � � � � � � � - � . . . � . . � . . � . � "
<br /> 542- FOUNDATION SECT�ONS � � ^ i
<br /> � � �� . . . . . .. . .. . . . .. . . . . . . . . � 54.3 � FOUNDATION SECTIONS � . Z �O. I .
<br /> 570.1 RETAINING WALL LOCATION PLAN �
<br /> 1.1 � . . . - . - . . . .. . �
<br />
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