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<br /> �TRI�C��! R,AL I�QT�S �
<br /> DES�GN Lt�ADS C��1�f��TE s���� nnaT��iaLs C{J�D-FURMED STEEL -
<br /> Structural S�ee3 (W & WT membersj ASTM A 992
<br /> All design and construc#ion shall cvr�forrt� to th� requirements o#the In#ernational Concrete work shall conform tv aI! req�irements c�f 1BC �hapter 19. Cold-�'ormed steel framing members shail be o#tne �pe, shape, size, gage, and
<br /> Connectian material, embedded ASTM A 36, unless no#ed otherwise
<br /> Builc�ing Code {IBC), 2012 Edition, as amende�� by the City of Everett. t���� g spacing as shown on #he draWvings. Member#ypes and sizes showr� an the
<br /> �hannels, an les drawin s refer to members as defineci b #he Steel Stud I\Jlanufac�urers Association
<br /> CONCRETE MIXES: Cancrete mixes sh�il conform �o �he following requiremer�ts: base pla�es, anc� misc. steel g � --�
<br /> L1V� LC�ADS: It� acldition to the dead loads, the #ollowing ffoor live loacls were used Structural Tubes RSTM A 500, Grade B (SSMA). Members equivalen� in shape, size, stiffness, and strength by o#her �
<br /> r for d�sign. Live laad rec{uction ;is per IBC Section 16�7.'E 0. Concre#e s�rength at 28 days: Steei Pipe ASTM A 53, Grade B manufacturers may be sub�tituted for framing members showr�. Altemate members
<br /> Struetural Bolts ASTM A 325 shall be subjecf to review anci approvat by the Architect and Structura( Engineer m
<br /> Reciucible Unreducible �� �'`�f� r���� prior fo fabrica#ion and erection_ Ali cold-formed steel framing shall cortfQrm to the � .
<br /> Corridors, S�airs 'IC►0 sf X Concrete on Metal Deek 3,000 si p_�p �+����►' Rods ASTM F 1554, Grade 36 tn
<br /> P P Threaded Rods ASTM A 36 AISI S1�0 - "Nar�h American �pecification for the flesign af Ca1d-Formed Stee1 �
<br /> As�embly, Lobby Areas '[C►0 ps# X Structural Members." Af{ studs, tracks and joists sha11 be gafvanized. Fastenings �
<br /> Mild Rein# Sfabs 4,000 psi �.45 We(ding Electrodes 70 ksi, !ow hydrogen, typica� s- � .
<br /> t�ffices f�5 psf + 15 ps°F partition foad X 6(? ksi, minimum, metal deck and colcl- shall be as shown on the drawings_ Fas�enir�gs not shown shall be as �Q �
<br /> Retaii Stores 1C►p psf X The Contrac�or shall submit concre#e mix efesi ns for a roval2 weeks riar to fQ�.��� ��.�m�� recommended by the manufacturer.
<br /> 9 t�i� p g
<br /> placin� any concr�te. The mix design shal{ be in canformance with AC1 318, Ghap�er „
<br /> Refer to Table 1607.'1 in the �BC #or re(eva�fi cc�ncentrated live loads. Cold-formed stee! weldir�g shafl be in accordance wi#h A1l1/S D1.3, Specifica�ion #or �r,
<br /> 5. The submitta{ shail indicate where each concrete mix is to be used c�n the project, Structural s#ee! design, fabrieation and erection sha16 conform to the requirements o# �t
<br /> as we11 as #he rr�aximum a re ate size of each mix. M�ximum a re ate size shall Wefding Sheet Steel i� Structures. Welders shall be qualifieci by V1TABt� �heet o
<br /> �g 9 99 9 {BC Chapter 22. A!! members are to be erected wi�h natural mill camber or ir�duced Steel Welder Certification Pro ram. N
<br /> RC70F SNOW LOAD: The roof:�now load is d�termined using Chap#er 7 af ASCE 7 9 � a
<br /> � canfarm to the project speciftcations. carz�ber up, ur�less o�herwise no#ed on the plans. Substitution ofi member sizes or � �
<br /> i n a c c o r d a n c e w i t h 1 g G �e c t i o n 't�i 0 8 a n d w i t h t h e f a{l o w i n g #a c t o r s: �
<br /> steel grade wil! not be ailowed wi�hout prior approval o##he Architect. Bolted Q o
<br /> ADMIXTUR�S: Water-rec�u�in c� admixtures ma y be incor porated in concrete mix c a n n e c t i o n s a r e t o b e o f h ig h s t r e ng t h A S T M A 3 2 5 b o�t s a s s h o w n, u n l e s s n o t e d �Q(��
<br /> Minimum design load 25 ��s#withou� drift designs, but shall eonform to ASTM C 494, and be used in strict accordance with the o�����s e_ A m i n i m u m af two bolts is re quir�d for �A beam connec�ions. Alternative
<br /> F� = 15 psf C e = '�.�� manufacturer`s recommendations. CaC12 or other water-soluble chlvride admixtures connec#ions to those shown or► #hese drawin s wili re uire rior a roval of the j� "
<br /> � s = �.Q C t - °�-"� shali nat be used. , � '� p pp S/-�VVN LUMBER: Sawn tumber shali eonform to Grading and Dressing Fiutes, � .
<br /> �f � �2 �S� Architect. Vl/est Coast Lumber Inspection Bureau (WCLIB), latest eclitiotz. Lumber shaN be ki(n Ty
<br /> ���e�°` ��S�G�`�C>
<br /> W�LTERfCEMENT RATIC3: Waterlcement ratio sha{f b� rneasured by weight and dried and be the species and grade noted below. Design stresses are bssed or� � ' ''o�;�
<br /> SEISMIC LflAD�: �ar�hquake c�esign is based on the 1�SCE 7.with #he foliowing sha{i be ba�ed on the tc�tal cemen#i�ious material. Wa#er/cement ratia and water ��►e Contractor shall be responsible #ar all erecti4n aids and joint preparations that �lpS. l�il lumber in con�act with cmu, concrete, or graunc! s�rfaces shali be -
<br /> facfors: content shail be determined by the supplier based an strength requiremer�ts and include, but are not limited tq erection angles, lift hoies and other aids, welding preserva�ive treated. �
<br /> shall not exceed the maximum waterlcement ratio and/or water conten# if shown procedures, req�tired root openings, roat face dimensions, groove angles, I�JaCkII�I� �, G, 462 � �
<br /> bars, capes, sur#ace roughness values, and unequai par�s. Use Grade Fb (psi) (sirtgle use) �''ssia,��N�� ,5
<br /> � Site Class C abov� ar in #he project specifications. ���
<br /> R�s4c Ca#egory Il Planking & Plates �
<br /> Seisr�ic �esign Category D SLUMP: Field-measured s(�mp shall conform to tF�e submi�#ed concrete mix design. �ALVANIZING: Struc#ura� steel and eonnections, including pia�es and other steef �, FF �o
<br /> T4lerance of�lump shall conform to AS7M C 94. ����s embedded in concrete, �rvhi�cl� ar� exposed to weather and not to be painted 2 to 4 thick, 2 and wider Hern-Fir No. 2 850
<br /> shall be ho#-dipped galvanized after fabrication in compliance with ASTM A 'I23. AI1 �
<br /> �s = 1.33 g Joists & Rafiters
<br /> fie[d wel�s on ga{vanized materia( shall be coated with brush applied zino-rich paint �
<br /> S� = 0.�0 g AI#� �ONTEMT: An air-entrainir�g agent conforming to�STM C 26C1 sha11 be used ir� ����Yi�� with the specifications. 2" to 4" thick, 2" and wider Hem-Fir No. 2 850 � �
<br /> s p� = p.gg g all concrete mixes for#la�work whic#� is exposed �a weather. The �mount of entrained � � �
<br /> air shali be 5 ercent +� '{/2 ercent b voiume. The arnount of entrained air shall be a c�v �` �
<br /> S�� = 0.44 g P _ P Y TIMBER CUNNECTIU�JS: Cannectors cal{ed out by le#�ers and numbers shail b� > � c� �
<br /> measured in the field at�he dischar e #rom the truck. V�lELt71NG_ All welding shafl t�e in cortformance with AISC and AWS Standards, � � T �
<br /> � � ��� g and shall be perforrr�ed by AWS-WABt)-certif ed welders using 70 ksi electrodes "Strong-Tie" by Simpson Company, or approved equal. Provide number and size of �� � N
<br /> arrd fow hydrogen pro�esses. Only welcls that are prequalified, as defiined by AWS, fasteners as spe�ifiec� by the manu#acturer. Conr�eetors are #o be installed in -g cv r
<br /> WlND LOADS: Wind lo�d is d�i:ermined using Ghapters 2fi-31 of ASCE 7 in CU�tING: If the air temperature will exceed 75 degrees F within �8 hours of placing accardance with the manufacturer's recommendations. Where connector straps cj � c°'s'� �
<br /> or qualified by tes#ir�g shall be used. Shop drawings shall show afl we1ding with a� �-.
<br /> � accorc4ance with IBC Section �6i3� with the following #actors: concrete, a moist cure shatl be appiied to the concrete f�ar a period of 3fi hours after corrnect two memi�ers, place one-haif of the nails or bolts in sach member. AI( bolts N �- �n -�
<br /> finishin canere�e surFaces. Refer to tt�e ro�eet s cific�tions for curin �+�� ��� sYmbols. 1Nelds shown on the drawings are minimum sizes. Increase �, � cv �
<br /> 9 P 1 !� g in woad members shall canform ta ASTM I�,3Q7. Provide washers ur�der the heads � w �
<br /> re uirements. weld size to A�1/S mirtimum sizes based on thickness. Minimum weld size shall be
<br /> Risk �ategory I! Kzt = �.0 � and nuts of aH bol#s and fa� screws bearing on wvod. All shims shali be seasaned •
<br /> 3/1�i-inch, unless noted atherwise. The wefds shown are for the fiinal connec#ians.
<br /> Exposure Cafegory C GC�► _ �-a.'t8 REINFORClNt� STE�� MAT�RIAL lField weld symbols are shown where fiefd welds are required by#h� structural and dried and be the same grade (min) as members connected.
<br /> � - ��� ��� c{esign. Where field weld is not indi�ated the Contractor is responsible for � �> - �
<br /> ' Deforrr►ed Bars ASTM A 6'[5, Grade 60 determining if a weld shoufd be shop- ar field-welded in order to facili�ate the All framing nails shail be commor� nails and sha11 be of the siz� ane! number �� i ' � i j� �
<br /> Design wind pressures for determining farces nn components and cladding shall be rr structural steet erection, inciicated on the drawings. _ "" � r 5
<br /> - determined usin g Cha p#er 30 of ASC� 7 in acc,ordance rrvith IB� Section 'fG09 b y Smooth Welded Wire Fabric (WWFj ASTM A '185 (fy = G5,000 psi)
<br /> x ., .._a:w.� � �.;�
<br /> De#ormed Sar Anchors QBP� ASTM l�496 `
<br /> t f�e W a�h i n g t o n S t a t e R e g i s t e r e`� P r a f e s s i o n a l E n g i n e e r w h o i s r e s p o n s i b l e f o r t h e � � A l l fi r a m i n g a c c e s s o r�e s a n d f a s#e n e r s i n c o n t a c t wi�h preservative-treated lumber ' �
<br /> design of su�h eler��;nts, �nless noted atherwi�e on the c�rawings. METAL DECK shall be gaivanized with a mir�imurr� coating of '1.85 aunceslsq�are foot. r = �s� (�.L�1�, <4
<br /> REIhIF4RCl�l� STEEL: Reinforcing shal[ be supporte�f as specifed by fhe project � �� �r� �x _
<br /> � s ecifiications and �he CRSI ManuaR o# Star�c�ard Practice. Reinfiorc�n steel sha11 be w
<br /> ' ,�7��h1EF�AL ��IC�TES p � Steel deek sh�li conform to A�TM A 653, Grade 33, minimum_ Minimum fy = � � Y� � y�
<br /> detailed in accordance with AC! Standard of practice as Qutlined in "Detaiis and 38,000 psi. Where the deck is left permanentfy exposed, galvanized coa#ing shall t � � f;
<br /> �� �� � �`��;� �-: <.
<br /> De#ailing o�f Cor�crete Reinforcement, I�GI 315. conform to ASTM A 924, G90. In other areas, gaivar�ized coating shall confiarm ta � �` " ? �
<br /> SU�MITTALS: Shap drawings ;>hail be submi��tsd to the Archi�ect prior�o any � `f „
<br /> � ASTM A 9�4, G�(J. ��� _ ���� � �
<br /> fabrieation or eonstructiar� #ar al! struciural items, including the foNowing: concrete Lap aii reinforeing bars as noted on the drawings. Wher� spfice iength is not shown, .
<br /> or masonry reinforc�ment, struci;ural steel, anc+ steel deck. use Type Lb {Lbt for top bars)splice pea-deveiopmen# ar�d splice length schedule.
<br /> Minimum deck gages are shown c�n plar�s �nd are based on unshored condifions.
<br /> Mechanical or welded b�t�f sp4ices shall k�e used subJect�o Architect's approvaL o
<br /> lf the shop drawings differ from c�r add to the d�sign afi the structural drawings, they Deck Supplier shali verify de�k gages ar�d Gapaciti�s based or� ac�tual deck layflu�
<br /> �; shall bear the seal and si na�ur�� of the Washin tan State Re isterecf Pro#essiana! and span eonditions. Qeviafions in deck gages#ram those shown shall be �°
<br /> � 9 g � R��n#orcing s#ee1 shall have protection as foilows, unless noted o#herv+�ise: �u�mitted to the Architect, along wifih a va[id ICC repar�for �pprova{ �rior to shop � �
<br /> .� Engineer who is responsi�le for the design. detailing. � � �
<br /> � Use Caver
<br /> �, INSPECTIC�N; Speciaf inspectic►n per ISC Ch��pter 17 shall be performed by an ,� � � H �
<br /> � a p p r o v e d t e s t i n g a g e r�c y a s i n d i�;,a t e d i n t h e S t�t e m e r�# o# S p e c i a l l n s p e c t i o n s a n d E#evated Slab Bars 1 112" Deck wefding sh�l! be in accordance wi#h AWS D'E.3, Structural Welcfing Code - ¢ ¢ � �
<br /> Q Tes tin r �h�et Steel." Welders sha16 be qualifiecl by WABO Sheet Steel Welder Certification .� � �c ,
<br /> � �� Pro ram. Are s o#weld sizes noted are based on the r�amir�al vfsible c#iameter. � � � 3
<br /> N4NSHRIN�E GRQUT: Base pla�e grout shall b� nor�sh��rink type with minimum f c = 9 P � ) � � � �
<br /> � SPEGIAL CUNaIT10NS: Corttr�ctor shall ver�fy alllevels, dimensions, ancl existing 8,000 �si. All oth�r nonshrink grout shall have minimurr�fc = S,OE}0 Msi. � � H � ,
<br /> � c o n d i t i o n s i n t h e f i e l d b e f o r e p r o�c e e d i n g. G o n t r a c t o r s h a l l r t o�i f y#h e A r c h i#�c t o f a n y Con#ractor shalf �rovide closure plates, #lashing, an�t ail miscellaneous light gage
<br /> �; discrepancies or field ch�nges prior to installation or fabrication. (n case flf �T�UCTU R�AL ST�E� metal shapes neeessary to camplete the �vc�rk. The minimum bearing shail be 2
<br /> � discrepancies between t1�e e�cist�ng conditions ancl the drawings, the Gontractor ����e$.
<br /> � shall obtain directior� from fihe/�r•chitect before proeeeding. Dirnensions noted as
<br /> � COMP�SITE FLOOR SLAB �ECK: S#eel floor deck shall be a com osite t e
<br /> �, plus or minus (±) indicate ur�veri'�ec[ dimensions and are approximate. No�ifyr REFERE��E SPECIFlCATlONS p yp
<br /> � `" Architect immedia#ely a�# confiict.> or exeessive variatians from indicated deek with ribs at 12 inches on center af the size and gage shown on the plans and �p n �j �/� l ��� �
<br /> � dimensior�s. Noted dimensions �take precedence over scaled dimensions--D� NOT Strue#urai Steei AISC 36a - Specifcation for details, or an approved equal. �1 � � � L
<br /> " �- � � s a be based on recard Struetural S#eef Bt��ldin s �
<br /> � SCALE DRAWINGS. flimensians of ex�stmg ondit�on m y 9
<br /> `t drawin s and are to be field-verified b the Ca�tractor. �fovr deck fastening shall be as fo#lows, unless noted otherwise, and except as '
<br /> g y S1.'C Struc#ural Notes and Drawing List �
<br /> �; — High Strength Boits �CSG Specificatio� fiar Structural inciicated in typical composite beam c#etails.
<br /> � � Jaira�s usirtg High-�trength Bolts 51.2 Statemenfi of S#ruc�ura{ SpeciaE lnspections ar�d Testing
<br /> -� � Contractar shail veri�y ali existir�c� conditions b�fore commencing any demolition. t� -
<br /> o � Contractor shall rovide �de u�ite shorin anc� bracin of a(1 structurai members, min 5/8-inch diame#er arc-spot welds at �2 inches on
<br /> p q g g S2_'[ Floor Plan - North --�
<br /> existin construcfion a�d saii ex�:,avations, as re uired, and in a manner suitable #o Welding AWS D'1.'1 , typical center at transverse and perimeter supports �
<br /> � U,' 9 � S2.2 Suspended Canopy P1an - South , '�,
<br /> �' a the work sequence. Temporary shoring and b�acing shaC1 not be removed untif ai1 AWS �71.3 for metal c�eck and cold-fQrmed #raming �
<br /> � AUVS re uaiifed oint detaifs Button unch or 1 1f2-ir�ch t� or side seam weld at '18 S2.3 Suspended Can�py Plan - North �— �
<br /> r- U final cor�nectiar�s have been completecl ir� acccardanee with the drawings and p g j � � S2.4 St�spended Canopy Par�ial P1ans � �
<br /> �'� -� materials have achieved design strengtl�. Nc� reir�forcing bars in existing inches on cen�er a�side lap connectians z
<br /> � � '� construction shall be cut unies� {directed �o by �the Architect or as shown or� the Welder Certifiication American V�lefding Society (AWS} Q- �
<br /> � �� drawings. ���HQ�� S3.1 Floor - Sections artd �etails
<br /> � S3.2 Front Entrance Canopy Elev & Details � Q
<br /> � o V1t'ashing#on Associatiort of �
<br /> � S3.3 Canopy - Seetions and Detaiis c3
<br /> ; c� Contractor shali be res onsib(e i�or al� safe recau�ions anr� the methods, Building {��ci�ls (V1/ABt3) � �— z
<br /> � p � � P�ST-INSTALLED ANCHC3RS: Provide past-instal(ecf anch�rs as specified in S3.4 Cold-Formed Steel ae#ails L Q
<br /> � J techniques, sequence� or procf:dures requirec� to perform the work. these drawings. �
<br /> ,� Steel Deckin� Steei Deck Ins�i#ut� Public�tion iVo. 31 .� � � �
<br /> `� AlSI 5100 - North Arnerican a == p
<br /> � � Use of alternate produ�ts, or of post-ins�afiied anchors at loc�fions no� shawn in � (� c� �
<br /> Specifica�ion #or#h� �esign of �
<br /> � � Cald-Formed Steef Structural Members ����� �rawings, is subject to the approval of the Architect. Submit proposed anchors o � � � Q
<br /> �--�- ,,,_ #o #he Archi#ect with an 1CC-ES report vaiid #or�he 2012 IBC. Submitted ICC-ES � � ,� �.
<br /> x — repar�s sha11 demor�strate that the anchors are suitable for use in cracked concre�e. E � > � ��..
<br /> �- � Where ar�chors resist seismic loads, submitted ICC-ES reports shall demonstrate � (� ..`s� � �
<br /> � a � that the anchors are suifiable for the resistance of seismic iaads. � ,� � �, tr
<br /> i � � � t� u� m �
<br /> ,`�Y,' -N NEADED SHEAR STUDS AND DEFOl�MED BAR ANCH4RS: All headecl shear U �
<br /> �' studs shal! conform to ASTM A 108 ar�d shall be 3/4-inch diameter headed studs, Drawin
<br /> �
<br /> <-- � g:
<br /> a — unless noted otherwise. Stud leng#hs after weld shall be as shown on the drawir�gs. �
<br /> o � �eformed bar anchors (C?BA) shal! con#orm to ASTM A 496 anci shal! be a#the size � � �
<br /> �-- � and length shown on the drav�rings. A11 studs and deformed bar anchors shali be
<br /> � �' auf�matically end welded in shop or fie(d with equipment reeommended by
<br /> � �
<br /> � � manufacturer.
<br /> � � o um er.
<br /> � x
<br /> 113Q�1 .30
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