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_ ,� .� � - .
<br /> - STR E�CTU RAL N�TES
<br /> DESlGN LOADS
<br /> ,SPIE�IAL �ONDITIOI�S� Contcac�or shall verify all levels, dimensions, and exisfing conditions in TOPPiNG SLAB: Top{�ng slabs shall contain the following amount of WWF, UNC} .LIGHT GAUGE STEEL MATEAIA�.S: PREMANUFACTURED WaOD JOISTS: Shall be manufactured by Level or app�oved equal,
<br /> All desgn and const�ruction shall conform to the requir�em�nts of t��e International Building the fiield 'befiore proceeding. Contractor shall natify the Archit�ct of any discr�ancies or field 4° max topping slab WWF 4x4 W2.9xW29 , Prem�nuf�ctured w�oo� joists shall be of the size and profile shown on the draw�ings. The
<br /> chan es rior �o installation or fabricatia�. In case of discre Stud and track mat�nah
<br /> Code, 2009 ;Edition, as amended by the Gity of �verett, WA 9 p pancies b�tween the existing 6° max topping slab WWF 4x4-�W4.5xW4,5 joist� sh�ll be compatible with the load, dimensional and iire rating requirements of the prr�ect�
<br /> conditions and the drawings, the Cantractor �all obtain dir�tion from the Archite�ct before . , , , , , , , , , S�bmi�ted products shall be accompanieci by a v�alid ICC�ES report substantiating member
<br /> IV A � In addition to the dead load the followin Hoor live loads were used for es� n. ,proeeeding. Dimensions noted as plus or minus �±) indicate unverified dimens�4ns and are NONSHRINK GROUT: �ase plate grout shall be nonshrink type with minimum f'c = 8,000 psi. 16 Gage (�4 mil) and heavi�: 50 ksi mirnmum yield, 65 ksi mirnm�rm tensile strer�gth capaaties and per�ormance equal to o� exceeding the product specified,
<br /> L E LO DS. s, g d g Galvanized st�el er AS�TM A653 - Grade 50 ..�-�,
<br /> Live load reduction is per IBC Section 1607.9. approximate. Notify Architect imm�iately of conf�cts or excessive varia�ions from indicated All other nonshrink grout shall have minimum �`c = 5,000 psi, P �a.. � '
<br /> dimensions. Noted dimensions take precedence over scaled dimensions—fl0 NOT SCALE Where joist size, type� or profile are not designated on tfie drawings, members meeting the �. �.:;�`
<br /> _Redudble Unreducible 18 Ga (43 mil) and li hter: 33 ksi minimum ield, 45 ksi minimum tensi�e stren th
<br /> DRAWINGS. Dim�sions of existing conditions may be based on record drawings and are to • • � 9 , y _ _ g criteria given shall be-specified by a professional engineer lic�ns�e� in the State of V�ashington °�` �
<br /> Corridass, Stairs 100 psf X - S�E� FI�ER REINF�iCING: Steel fibers may b� substituted for mild reinforcing with the Galvarnz.ed steel r ASTM A6a3 - Grade 33 -
<br /> be field-veTified by the Contractor. � who is regularly engaged in the design o�f wood �asts. Membe�s shall be desi�ned per the �r '�''
<br /> Sidewalks, Driveways 250 psf X approval of the Engineer oi Record as a deferred submittal. Suggested dose rates for HELIX or IBC and cr�teria indicated in the �Design Loads" sec�ion on these drawings. In addi�on t�
<br /> Assembly, Lo�y Areas 100 psf X , approved equal are prov�ded below, Structura,l calculations signed and s�amp� by a Washington Miscellaneous steeL
<br /> Contractor shall verify all exisiing conditions before commencing any demo�ition. Contractor • dead �nd live loads; the design o�f roof jasts shall include analysis of wind loads and snow �� �;
<br /> Retail Stores �?00 psf X shall rovide ad uafie shorin and bracin of all structural members, existin construcdion and State Proiessional Engineer must be approved by E� prior to placing i��r reinforced concret�, load as identified in °Desi n Loads�. Roof 'ois�s shall be desi ned for a net wind u lift of 5 `='`' r G^
<br /> Residential Floors 40 psf X p � 9 9 g 20 to 18 Gage �3 ksi minimum yield 9 � 9 p '� v <
<br /> soil excavations, as re�uired, and in a manner suitable to the work sequence. Tempaary . � . . psf unles� otherwise noted on the drawings. �, ,
<br /> Residential Balconies 60 psf X 1 6 t o 1 0 G a g� 5 4 k s i m i rn m u m }n e l d ' ' '�.�� = .Q� '
<br /> L i g h t S t a r a g e 1�5 p s f X s horing an d braang s ha l l no t be remov e d un ti l a l l fina l c�nec tions have been comp let e d in MASONRY 3�/1 6° a n d h e a v i e r: A S T M A 3 6 ����� �,��`�
<br /> ac�ordance with t�e drawings and materials have achieva� �design strength. No reinfiordng Joists shall be supplied wit� the proper end connections, bridging� bracing ta provide lateral ��� �b���.�
<br /> Parking Flo��, Inte�ior 40 psf X . . . . ��'�'
<br /> bars in existing construction shall be cut unless directed to by the Architect or as shown on , , . , , , , stabili�y of all joists, and tie-do�wn connections from �ois�s to wa�l tops and beams. Jois�ts
<br /> Mec�anicallElecb�ical Rms 65 psf or actual equipment weight X ��1CRETE MASONRY; All concre,te masonry units shall comply with ASTM C90 with average � Welding shall be perfiormed by WAB� certrfie� IighY gage weld�rs comply�ng witn
<br /> the drawings, . . . . . � � shall be supplied with tapered hardwood shimming so tha.t every chord bears on thg full-widfh =�-------
<br /> net campressive strength of 19��0 ps�, Assemblies sha11 have a minimum compressive AWS D1.3, °'Spedfications fa Welding S�eei Ste� in Structures°. Welding rods sh�ll conform to of ever su ort, withaut no�tchin the 'ast. Han e�s shall be �v�ded b the 'oist su ier
<br /> IRefe� to �Table 1607.1 in the IBC for relevant c�centrated live loads, stren th ofi f"m = 1500 si. Conaete masonr wa!!s shall be r�nfaced as shown on the y � 9 � � � y 1 �
<br /> Contracta shall be responsible fa all safety precautions and the methods, techniques, 9 p y the fo�Bow�ing: where support conditions require it Weldak�e h�an�ers shall be provided where hanger�
<br /> ROOF �SNOW J�OAD: The roof snow load is determined using Chapter 7 of ASCE 7-05 in sequences or prooedures required to perform the work. plans and details. Walls shall be solid grouted, unless noted otherwise� interface with st�l membersi
<br /> accor�dance with IBC Secfion 1608 and �with ihe following factors; 18 Gage and lighter E60�XX
<br /> . . . . . � SOIL� See the Geo�echnical Report by Adam's Resacarce Consultants, ted May 31, 2012, g . �s shall be as desigined and
<br /> da M RTA All mortar shall be Type S and shall conform to IBC Section 2103. 16 Ga e and heavier: E70XX � E6013 THREADED ROD HtJLD-D�WN SYSTEM: Hold-dowr�
<br /> Mirnmum design I�oad 25 psf without drift 2012, for more com lete informat�on. Eart�work materia) . .�_ , Lighf gage to structural steel. E70XX Low hydrogen manufactured by Earthbound Corporation or approved equal, Design for the uplift
<br /> and letter dated November 08, p ,
<br /> Pg = 20 psf Ce = 1.0 MASONRY �RQUT. Grout shall conform to AG 530 08, Grou� shall conform to proportion forces and condiions shown c�r� the
<br /> back�ill and compactior� shall be in accadance w�i�h the recommendations o# the Geatechnical plans. The hold-down sy�stem shall indude connections
<br /> I S = 1�0 C t = 1.0 specifications of A.CI 530.1-08. Mortar sand shall be used. Grout shall be poured in Lp�N VEL(�ITY FASTENERS: Low velocit
<br /> Rep�r� IBacEcfill behind wa11s shall not be placed befae the wall is properly supported by the t „ . y f�steners (shotpins) shafl be Ramset 1500 Series ca�paible of compensating for wt�d shrinkage and cc��ess�ion.
<br /> P� = 20 psf maximum lifts of 5-0, All cells containing vertical bars and all t�nd beams shall be filled ins�alled in accordance with the mar�facturers recomm�dations. Shot '
<br /> floor slab or temparary bracing. All topsoil organics and loose surface sal shall be removed p�ns shall be 0.14 inch
<br /> with grout Walls shall be grouted solid, unless noted o�therwise. ,
<br /> from beneath fill supparting concrete sl�bs or paving. diameter with 3/4 inch emb�dment into post tensioned concrete, and 1-1/4 inch embedment into _TYP�CA� FRAMING NOT�S:
<br /> shear �WaLOADS: Earthquake and wind loads are resisted by special reinforced eoncrete no�n post-tensioned concxe��e (Street Level), unless nate�cl otherwise. 1, BEARlNG WALL FRAMING
<br /> SEISMIC
<br /> Ils (Ground Level) and wood-framed shear walls (Levels 1-5). Earthq�ake design is REINFORCING STEEL �einfacing shall conform to IBC Section 2103.13 and ACI 530.1--0&
<br /> based on the equivalent �lateral force prooedure in ASCE 7-05 Section 128 with the following CONCRETE Deformed bars shall be Grade 60 and shall be securely placed. Prouide walls studs per schedule. Studs shall also be 3x_ whe�e required by shear
<br /> S�f�W� Sae:ws shall be Grabber or approved equal self drilling/self-tapping steel screws wa� sc�edule or noted or detailed atherwise on struc�tural or architectural drawrngs �shear wall
<br /> factors _ installed in accordance with the manufacturers r�commenda�ions. Screw�s sha�l penetrate the sched�ale s�a.fl take prece�ia�ce in all cases). M��=stud co�lumns below flush beams shail be �'��
<br /> .VENEER T�� Ancha ties shail be 3I16-inch corrosion resistant, Anchor ties shall be as nat� in de��als, Columns not atherwise calla� o�t shaii be two studs minimum, �
<br /> Conaete w�ork shall conform to all req�rements of Chapte� 19 of the International Building Cade, fastened steea framing membe�s at least 2 full diameter threads.
<br /> Site Class C spaced so as to support not more than 2 square feet of wall area, but not more than 24
<br /> incl�es on c�nter horizantall nor more than 18 inches on cente� verticall Anchor ties sha0 2 WAL� B�ASE PLATES ON CC)NCREtE
<br /> Occupancy Catega�y II (I E= 1.0) �,QNCiRETE MJXE� Concrete strength shall be verified by standard 28--day cylinder tests, Y Y ,
<br /> Seismic Design Category D unless approved otherwise. Conaete stengt� for P'ast-tensioned slabs shall be tested at 56 be anchored to haizontal joint reinforce�nent wire of No, 9 gauge or equivalent The jant W��p Wall pla.tes bearing on concre�te shall be pressure-trea.ted. Fo� exterior and interra walls, �
<br /> ' ' Ss = 1.18 g Sj = 0.41 g days. Cona�te mixes shall conform to the following requirements: reinfacement shall be continuous with butt splices between ties permitted. boVt piate o�r sills Co ca�nae�te with 5/8 diamet:+� anchor bolts with spa.cing as indicated p� ■ �
<br /> w�all schedule or �48° oc, uno. Provide a minimum of two anchor bolts per sill and place on�
<br /> SQs = �.78 g S� = 0.38 g p o ancha bolt within 12° of each end of sill,
<br /> Concrete strength at 28 days, STRUCTURAL STEEL sAu�v �uMeE� Sawn lumber shall conf�rm to Grading and Dressing Rules, West �
<br /> Wood-F�amed iSD�ucture Coast Lumber Inspection Bureau (WCLIBj, latest edition. Lumber shall be kiln dried and 3. ROOF AND FLOOR FRAMING �
<br /> R = 6�5 hn = 50 ft Slatr-on-�gr�ade, Curbs, Pads f'c _w �c ratio be the sp�ies and grade noted b�low. Design stresses are based on 2005 NDS. AU Provide solid bloc�ing tor joists and rafte��s at all supports:
<br /> Gs = 0.12 g T = �0.38 seconds and Corxxe�e not nated 3,000 psi 0.50 .��ERENCE SPECIFlGATIONS lumber in contact with cmu, concret�, or ground surfaces shall be preservative treated.
<br /> V = IBase Shear = �97'4 kips 4. PLYWOOD DIAPHRA�GM NAILING
<br /> Found2�tions, C�st-in-Place Wa�s, Structural Steel AISC Speqfication fa Sh�uctural Ste�l U�g Grade .F�p�i) (singe u$�} AEl plywood shear walls, floo�r and roo�f diaphragm nailing shall be as called out in schedules
<br /> � 4,000 psi 0.45 &sildings and plans. �iywood floa and roof sheathing shall be laid up with face gra�rt perpendicuk�r
<br /> Ca►erete Bas�e S#r�c�ure M�d IReinf S�bs & Beams,
<br /> �n
<br /> ' Wall Studs _ ta suppo�rts. P'ro�vide 1I'8� gap be�tween panl Is and stagger panels as indi 9 C�ci o�n drau�in s.
<br /> R = 5�0 h n � i8 #� Site Retaina�g Walls and t�e�r F�atings, u� 9 �
<br /> _ ,a High Str�gth Bolts Specifica.tion for Structural Joints using � � Apply construction a,dhesive to t of floor 'oists immedia#�y pnor to la m sheathing, AI{ floor a
<br /> Cs = 0.16 g T 14 seconds Topping Slabs, UNO 2° to 4 thic�, 2° and wider pouglas Fir Larc� No� 2 900 �, �
<br /> ASTM A 325 a ASTM A 490 &�ts sheathing eclges sl�all have tongue and groo�ve joints (unfiess blocked), Exterior walls, where �, $
<br /> V = Base Shear = 3002 kips � �-
<br /> Post-Tensioned Slabs & Baams 3,000 si (At Stres�in y 0.40 nat indicated as shear pw�lls, shall be nailed to sup�tingl framing with 10d nails at 6 oc at � � � �
<br /> Weldin I all panei �ig�s and 12 oc aC all int:ermediate supports. � �
<br /> A twa--stage analysis was used to eyaluate both types of structures above the c�nc�ete base P 9 9 AWS Q�.1 * typiea ,Plankinq & Plates � �- �
<br /> struct�e. AWS D1.3 for me�tal deck and cold-fiormed framing 2" to 4° thiek, 2° and wider pou las F'r-Larch No. 2 900 Naiu not sho�tn s�hall be as ir�dicated on Tabl� 2304�9.1 o�f the I�C� All n�ils shall be common z ; � � > �.
<br /> Post-Tensio�ed �labs & Beams 6,000 psi (56--0ay) Test Age A W S D 1,8 f ar s u e m e n t a l s e i s m i e r o v i s i c c�n s � � c`a Q � � � �
<br /> ,,� • ;�,� � ,���. � �r . � f c� � � ,, . • �, , . . � „_ _ . _ AWS r ualified �nt det�ils P unl�s sped�CaKy noted otherwes�, � c � � � �
<br /> ,� _- cv o
<br /> WI„Q L�RQ�: 1Nind �.��d ,s �,�.,t.�min�,�. us�r�g Cl�apt.� 6 0, �,.�„� , J5 ,� �,.co,d�r� w��; c,�umns, �ilascers & Grade t�eams �,uf�u psi �u.45 P � � � � J- � � � •+�'
<br /> IBC Section 1609 with the f�ollowing factas: Jasts & Rafters IM�S�IRINKA�E� The architectural; �umbing, electrical and mechanical systems shall be � v� � �' � �;
<br /> The Contractor shall submit concrete mix desi ns for a oval 2 weeks rior to laan an Welder Certification American Welding Sod�ty (AWS) 2° to 4' thick, 2" and wider pou las Fir-Larch No, 2 900 desi ned to account for fhe cumula.tive vertical shrink� e due to lumber dr in and aushin a o � � o 0
<br /> 9 !� p P 9 Y 9 �9 9 Y ,9 9 � ,,� �, N �
<br /> Expo�ure C a teg o ry C I w = 1.0 concret� The mix design shall be in ca�formance with IBC 1905. The submittal shall indicate due to the b uilding se l f-weight. Lumber drying shrin kage is based on a mo�sture oontent at
<br /> V� = 85 mph GCp�= ±0;18 where each concrete mix i� to be used on the prqect, as well as the maximum aggr�ate Washington Association of Building the time o�f placement �ual to 1996� and a final moisture content of 996.
<br /> size of each mix. Maximum agc�egate size shall confam to the prqect spe�ifications. Officials (WABO� Beam/Strmgers
<br /> Design wind pressures for d�termining forces on compvt�ents and dadding shall be 5"x5° and larger pouglas Fir-�l..arch No. 1 1„350
<br /> determi�� using Chapter 6 of ASCE 7^05 in accadance with IBC Section 1609 by the AI�MiXTUF�iE� Water--redudng admixtures may be incaporated 'n conaefe� mix designs, but St�l Jo'rsts and Standard Specifiications of the S N RI N KAG E S CH E D U LE
<br /> Washington Sta�e Regist�red Prof�essional Engineer who is responsible for the design of such shall confam to ASTM C 494, and be used in strict accordance with the manufacturer's Bridging Steel Jast Institute
<br /> ��nents, unless not�ed otherwise on the c�awings. rec�mmendations. GaG�or other water-sofublle chloride admixtures shall not be used. � iFV�1. TOTAL VERTI�AL SHf�f�A,C,� �k
<br /> 5°x5� and larger pouglas Fir-Larch No. 1 �,200
<br /> 4"x4° Douglas Fir-Larch No. 1 1,000 � 11�y4"
<br /> STORY DRlFT� The m�cimum i�ateral displacem�nts with res�ct to the level below (story WALTERfCEMENT RATIC�: Water/cement ra�o shall be measured by weight ar�d shall be Ste�l Decking Steel D�ic �s�tu�e Publication No. 31, -�
<br /> drifts) are as follows: based on the total cementitious material. Water/cement rat�o and water content shall be AI51-Spedfications fa t�e Design of LEVE1 5 i"
<br /> determined by the supplier based on si�errgth requirements and shall not exceed the Cold-Fc�med Steel Structural M�s
<br /> Seismi� LEVEL 4 3j4'
<br /> maximum water/c�rrnent ratio and/or water cc�tent if shawn abcwe a in the praject TIM�R CONNECTION� Connectas r.alled out b}r lett:ers and numbers shall be _ .._4_.�.� __
<br /> Inelastic Story Dnft - 1.696 of story h�ht, at wood-framed build� _ spe�ifications. Fa post ten�oned concrete, slab on grade and t�ng slabs, limrt maximum STE MAT�ALS �al.� P o de n mber and s�e of'fast�ers a�s �th fi dtb the m�anu �01 a a
<br /> _ w a t e r t o 3 4 g a l l o n s p e r c�u b�c y a r d a f c�c r e t e � � � 9 " Y � Ra �a � 09 3, pproveci LEVEL 3 11�2� ,
<br /> Elastic Story Dr�ft - Inelastic Story Drift divided by Cdll E, whe�re Cd/I E 4�0 facture�. Conneclors
<br /> Structural Stee� ASTM A 992 are� t� be installed in ac�dance with the manu�acturer s recommendatiions. Where connector �� 2 �4p
<br /> - � ' � • � Cam�tion material embedd�cJ ASTM A 36, unless noted otf�efw�ise n�wood m�nbers shau ca fam to ASTM A - . bolts in �ach member, All bolts
<br /> • two m�nbers�
<br /> ace on�-#�alf of the nads or
<br /> � _ all confam to the submitted concrete mix des�gn. � n 307. Prov�de washers urzder the heads and nuts , ,
<br /> nelastic fiwy ri t - 0,5 of story aght, at cancrete �se structure UMP: Field-measured slump sh
<br /> Elastic Story pn#t Inelastic Story �ift divided by �d�l E, where Cd11 E = 5,0 To(e�ance of slump shall catform to ASTM C 94. items, chanr�els, angles,
<br /> base plates� and mis� ste� o�f all b�1ts �nd lag saews be�r�rtg on woai. Au shims shall be seasoned �nd dri�l and * Values shown are cuimulative vertical shrinkage due to lumber drying ar�d a�shing
<br /> Wind: Structural Tubes ASTM A 500, Grade B be the same grade �min)as members connect�d. All jasts are to be conne�t� to flush beams perpe,ndicular to grain� Architectural, mechanical, plumb�ng and electrrcal s�ystems sharl �, o
<br /> AIR CONTENT An air-enfiraining agent conforming to ASTM C 260 shall be used in all with LU series joist hangers, ut�o. Afl double and tripfi�ois�t beams are to be connected be designed to acc�unt for thvs. � �
<br /> c�nq'�ete mixes for flatwork which is exposed t�o weather. The amoc�nt of entrained air shall SteeJ Pipe ASTM A 53, Grade B to f�sh beams with U series hangers, uno, �, �
<br /> Story Drift = 0.2596 of stay height Sttuctural Bc�llts ASTM A 325 c �
<br /> be 5 percer�t +_11/2 percent by volume. Tfie amount of ��rained air shall be measured in w
<br /> the field �at the c�schar e from the trudc s ASTM F 1554, Grade 36 All framing nails shall be common nails and shall be of the size and number indir�ted o� � � �
<br /> SOIL LOADS g Anchor Rod� the drawin s� Nailin not shown shall be as indicat�l in Table 2304.9,i of the IBC. � � Q �'
<br /> Threaded R s ASTM A 36 9 9 � m �,
<br /> SHR{NKAG�-REDUCING ADMIXTURE A shnnka �reduan admixture shall be used as W�din Electrodes 70 ks�, Oow hydrogen„ ty�cal ' °' �
<br /> . . . .
<br /> Allowabde Soil-B�earing Pressure �(�,000 psf Dl � LL . 9 9 9 • • Power-driven nails may be substituted for commo�n nails at spacing as foNows: �NERAL NO�TES GONTINUED (�1 �-iEET S1,02 � `� � �
<br /> 1�,300 psf Dl + LL + seismic/wind needed to limit shnnkage of post tensioned slabs to 0.00035 inches per inch, as ven6ed by 60 ksi, mirnmum, metal deck and coVd- ��
<br /> Retainin W�alls 35 pcf ( uivalenfi fluid pressure) �t�estra�ned �esting in at:cadance wi�h ASTM C 157, formed fra�ming � :�
<br /> 9 50 f �uiva�ent fluid essure restrained Headed St�ear Studs AST� A io� ALTERNATE NA(LING SCHEDULE � � �
<br /> � �� � � ,CURiNG: If the air t�xnperature will exceed 75 degrees F within 48 hours of plaang cor�aete, � �; �
<br /> 8H psf Uniform Seismic restrained a mast a�re shall be applied �o the concrete fa a period af 36 hours affi� finishing concre#+� Structural ste� design, falx�cation and er��rt shall conform to the r�uirements of Ch�apter Fast��r Type Diarneter (inches) L�ngth (ir�tes) Spac�ng d ,� � ,�
<br /> 450 pcf P.assive • • ted' ' 8d c�nan wire 131 21� �
<br /> surfaces. Refer to the project spedfications fa cur�ng requirements. 22 of the In�emafional' 6uilding Code� All meml�s ar� fo� be �rec � witl� natural mll ' �°� � � 4� 3� � c� ,.,
<br /> 0.45 Coefficient of Friction camber a induc�d camber up, unless oth�erwise noted on the plans. Substitution of inember
<br /> SHOTCRETE Shota�te shall conform to the American Concrete Institute (ACI) 5(}6R-05, ACI sizes or sted grade will not be allowed without prior approv�al of the Architec� Bolted 16d pcwv�-d'riven na� ,1311 3114°' i2� 6' 4" 3'
<br /> GENERAL NOTES 5os.2-95, and IBC 2009 S�ection 1913. Sho�taete mix design, application, no�zzleman`s connectiions are to be of high stren�gth ASTM A 32'5 bolts as shown, unless noted o�the�wise. ---
<br /> . qualifications and test procedure shall be in strict conformance with these publications. A mirtimum of' two bolts is require�i fa alll beam connections. Alternative connections to 10d carnnon wire .i48� 3' 12° 6` 4° 3' �� , �
<br /> SUBNr�TTAL� Shop drawings shall be submi#ted to the Architect prior to any fak�ication or those shown on these drawings will require prior ap�xov�al of the Arch�tect, 1� ��� �� � 314�, 1�, 4� AWI NG I N D X �.o��As�.G�.
<br /> REWF��NG STEEL MATEF�AL � � � � `��' �
<br /> construc�ion fa all structuraQ items, induding the following: conaete a masonry reinforc��t�, � Beam carr� indicated on dra�ings is the upward camber required in the beam as deliv�ed �4�� . ������ ~ � 4�� a�� - �� �
<br /> precast a estressed concrete it�ns, embedded steel items, structural ste�l, steel 'asts, ste�l pefamed Bars ASTM A 615, Grade 6� to the �Ob sita Contractor to cons�der camber loss, if any, due to sh��pp�ng and han,c�ing. 1Gd c�mrnvrt wre � :l62 ` � 31�2'' _ 1�° _ 6' � 4� 3'� S1.01 GENERAL STRUCTURAL IV�TES AND� DRAWVNG IN�X � '
<br /> Pr- - 1
<br /> 51,�2, C�NERAL NOTES & IN�'ECTION SCHEDULE ,
<br /> deck, shear stud layout, metal grabr�g, gk�ed--laminated members, dadding panels, and sta�rs. 16d pau��ven� na� ,131 31/4' 9` 4' 3' 2` S1.03 LEVEL P1 & GR�UND LEVEL LOAD� MAPS .� ,� ��2 a 4
<br /> Speaal Ductile Quality Deformed Bars ASTM A 706, C-�ade 60 low alloy
<br /> • ' ' ' ''� �'GIST'ER� �$'
<br /> • Smooth Wdded Wire F'abric (iNWF) A,STM A 1�5 (fy T 65 ' s that indude, but
<br /> If the sh� drawings c�ffer from or add to the design of the structural drawings, they shall -- ,000 ps�) The Con�,acta shall be responsa�e for all erection aids and jant preparation
<br /> �� S�04 LE1f�;L 1 AND RO�F LOAD� MAPS �'� `~~ ���
<br /> bear the s�al and s�gnature of the Washington State Registered Professional Engine�r who is Deformed W�ed Wre Fabric (DW�) ASTM A 4�7 (fy -- 7a,Q00 psi) are no�t lim�ted to, erec6on angles, lifit holes and o�ther aids, welding proc�edures, required root �r°xA� ��
<br /> re�nsible for the design. Deformed Bar Anc�ors (DB:A) ASTM A 496 o�ir�s, fc�ot Face dirn�ons, �roaae anglss, ba�c�cing bars, �opes, surface roughness values, AII ftamiru� accessories and fast:��rs in oont�ct w�th �es�vattiv2-treat� lumk�r shall be j {��_��_�,�
<br /> �� �� �$, galvaniz�d wiRh a minimum �oatir� ofi 1,85 oun�s�s�are� f�t S201 LEVEL. P2 AND FOUNDATION PLAN, SOUTH
<br /> DEFERRE� SUBMITTA��: Per IBC Section 10�7,3,�.2, drawings and calcula6ons for ti�e design � �� �a� ductile qual�ty (SDQ) rebar shall be used in ductile frame members and S202 LEVEL P2 ANQ FOUN'DATIONI PLAN, NORTH :
<br /> and fabrication of items that are desi ned by others shall bear the seal and si nature of the shear wall boundary r�embers. ASTM A 615, Grade 60, r�atr may be used in these memb�s GALVANIZ.ING� Structural steel and conn�tions, induding plates and other st:eel items
<br /> RATEO SNEA�HI'NG� Wo�d structural pan�s sha� oonform to the requirement;s, of the latest S2.03 LEVEL P1 FRAMING PLAN, 5CfUTH Revi'sions
<br /> 9 9 editio�n of U.S: ma�f of Commerce. (DOC) PS i °ConstruGtion and Indus6rial' P�ywo�" ar 520�' LEVEL P� PT PLAN, SOUTH
<br /> Washin ton State t�r�ed Professional E�t ineer who is res if 1� the actual i�d stren�gth based on mill tests does not exc� the s eci6ed idd stren th embedded in cx�naet�, which are e ed ta weath� and not to be inted shall be r �� a S204 LEVEL P1 FRAPAING PLAN, NORTH PRE��ERMir REv`i�nr
<br /> g Regis g ponsible for the design and shall Y p Y 9 � � _
<br /> be su�mitted to the Ar�itect and the buildin d rtment for review ia to faEx�ca6on. by more than 18,000 si (retests shall not exceed t�is value by mae than an additional 3,000 hot-�dipped' galvanized after fabricati�on in compliance with AS',TM A �23� All 6eld� w�ds on � �-�� P��mance Standard for W'ood'�--t�ased Structural-use P'ane� . Each panel
<br /> 9 � f� , . � , , , , , S204P LEVEL P1 PT PLAN, NORTH °�12�i2a'�3
<br /> Su�mitted calculations are for cursory review a�nly and will generally not be re#urned. Deierred psi), and 2) the raao of the actual ultimate tensile s�ress ta the actual tensile yield str�gth is galvani�� material shall be coa�ed with �rush a p p l i�l zi�c--rich paint complying� with the shall bear the AF'A grade� trademark of the American Plywood Assoaa.�on. Sheatt�ing shall
<br /> spec�ficafions. be as follows: S205 GR�1ND LEVEL FRAMI�IG PLaN, SOl1rN PER.MIT StJBMIlT�L
<br /> submittals include but are not limited to the foNlowing; not less than 1.25. Mill test certifica�ions _fo� SDQ ASTM A 615, Grade 60, bars shall be S205P GR�1ND LEVEL PT PLAN, S4lITH os��si2o�a
<br /> submitted to the Owne�'s Sp�ial Inspeeta and Architect pria to pladng the bars. 52,06 GR�1ND LEVEL FRAMING PLAN, NORTH
<br /> 1. Prestressed Concrete �Q� AN wdding shall be a� co�formance with AISC and AWS Standards, and shall be Roof Sheathina 52,06P GR�1ND LEVEL PT PLAN NORTH PERr�kr REP°rvsE
<br /> 2. Premanufactured Wood Trusses and Joists F�INFORCiNG STEEL• Reinforang shall be supported as specified by the pro�ect spedficati�s ormed b RWS-WABO-cet�ifi� weld�s usin 70 ksi el�ctrodes and low hyd�ogen 15r32� 32/16 C-D INT APA, with E��rFo� Glue (;CDX) ' 09�����o�s
<br /> 3. Exter�or Cl�addin Systems � y 9 - � S207 LEVEL, 1 FRAMING PLAN, SOtJTHI
<br /> 9 and the CRSI Manual of Standardi Practro� MSP-1. Re�nforang steel shall be d�t�►iled in processes, Only welds that ar� prequalifiied as defined by AWS a c�alified by testing shall S2.07P LEVEL 1 PT PLAN �.1TH
<br /> �4� �r�e-�n�ineered Steel Stairs � , LEVEL 1 FRAMING
<br /> accordance with 'ACI Manc�al of Standard' Practice for Detailing Reinforc�d Concrete be used. Sho drawin s shall show a0 weldin with AW� A24 symbols. W�Ids shcmm on Subflax�ng Sheat g gr edg �
<br /> 5, Skyiight Framing , P , . 9 9 , , , . ' hi� f fon9ue and oau� unless es k�ocked� S208� PLAN, NOFtTH
<br /> � 6. Equipment �nchorage Structures, A�,G 315: the drawings are minimum sizes. Inerease weld s�ze fa AWS mirnmum si�es baseci on 23f 32" 48�24 C-D INT APA with Exteriior Glue (CDX) S208P LEVEL 1 PT PLA�I, NORTH
<br /> 0 7. Seismic Design of Nonstructural Components thiokness. Mir��imum wdd size� sha�' be 3i/16-inch, ur�less noted otherwise. The wdds shown S2Q9! LEVEL 2 FRAft�NG PLAN, SOUTH
<br /> � Lap all r�nforang bars as not�d on the, drawings. Where splice length is not shown, use
<br /> 8. Hand �ails and guard rails are� for the 6nal connectians. Feld w�d symbols are shown whae� �ield welds are� required by �� �� S}���i� S2�10 LEVEL 2 FRAMING PLAN, NORTH
<br /> � 9. F�e-proofing Type Lb (Lb� fcx top bars) splice per development and splice length� schedule. Mec�hanical or the sfrucfuraC design. Where fie�d w�d is not indicat�d, t�e Contracta is res�nsible fior 15�132° 32��6 AP'A, Exposure 1 52.11 LEVEL. 3 FRAMING� PLAN, SOUTH
<br /> � 10. Shoring welded butt splices shall be used subject to ArchitecYs app�oval. Med�anical splices called defermining if a weld should be shop- or field-welded in ordler to faalitafe the structural
<br /> a 11. Fber Reinfordng out c� the plans shall be Type 1, unless oth�rwise noted. Type 1 splices shall develap 125 steel erection. 52.12 LEVEL 3 FRAMING PLAN, NORTH
<br /> �, 12, Wood Shear Wall H�d Downs percent of the yield capacity of the splioed bars in both ta�sion and compression. Type 2 All roofi sheathing and subflooring shall be installed face grain perpendccular fo suppats a
<br /> � S�.�3 LEVEL 4 FRAMING PLANa S�TH
<br /> 13, V�icle Ca�e �rrier Sys.tem splices shall develop the sp�fied tensile s�rength of the splioed bars in tension in addition to as indicated� on t�e drawings. Roo�f and sut�fl�ring sheathing shaN be unbloc�ced or as S�.�14 LEVEL. 4 FHAMING PLAN,, NORTH
<br /> 14. Prefabricated Balco�nies S215 LEVEL 5 FRAN�NG PLAN SOUTH'�
<br /> � 15. Non-8earin Metal Stud Framin ' g � .' ° g p els. Shear wall sheathing shall be '
<br /> ,�.. meeting Type 1 splice requirem�ts. �NCHQ�s indi�cafed on drawin s Insta:ll with 1/8 a � between pan
<br /> 9 9 S216 LEVEL 5 FRAMING PI.AN„ NO�RTHI
<br /> �; blocked at all panel edges as �n�dicated! in the shear wall sch�dule, unless noted �herwis�
<br /> ,.� 5217 ROOF FRAMlNG PLAN, SOUn-Il
<br /> .� NONSTRUCT��RAL COMPONENT� Desi r� detailin and anchora e of all nonstructu�al R�nfadng steel shall have protection as fc�lows� unless noted otherwise: POS�T-INSTALLED ANCHC�: Provide ost-ir�stalled anchors as s ecified in these drawin s, FOoor diaphragm and shear wall nails shall be drivern flush� bu� shall not frach��e the surface� ,
<br /> . 9 , 9 9 P P 9 S2.18 ROOF FRAMING. PLAN4 N� PAGODA VILLAGE
<br /> � com nents shall be in accocdance with IBC Sectiio� 1613, ASCE 7-�5 Cha ter 13 and the of sheatfiing. Na�ing no�t shown sha.11 be as ind�catedl in Tablie 2304.9i.1 of the IBC. AIlI nails
<br /> � P ' sh�ll be common, EVERETT
<br /> �, prqect specifications. Nonstructural components designed by others shall nat induce torsional �S� ����' Use t�f alternate praducts, or ofi post installed anchors at loca6ons no�t shown in these S3.,01 PAR'T1QL PLANS
<br /> loading into supporting stee� structural memt�rs without additia�al braang of those members drawings is subject to th�e approval of the Architect� Submit proposed anchors fio the 5311 BUILDING SECTV�VS
<br /> Shear Walls, Bear� Stirrups and Column Ties 1 1%2' . ' C�UED FLOOR' SYSTEM: All plywood sha�l be glued to the flk�or jois,ts. The fi�c�-glued floor , �RAND & NlA�LL �TREET
<br /> � t�o eliminate tc�sional faces., Torsional bracing shall be designed by the nonstryctural Ar�h��ect with an ICC-ES r�ort v�lid� fa the 2009 IBC: Submittedl IGC-ES reports shall . . . S3�,21 EXTEAI.OR WALL ElEVATIONS
<br /> � component designer and approved by the Engineer. - # demonstrate that the anch�rs are suitable fa use in aadced c�rtcre�e. Where anchors resist ha10 be installed a�ording to� the rec;ommerjdat�ons of the Amaican Plywood
<br /> Elevated' Siab Bars 3I4` 1-hour floor slabs . • sys�tem s EV'E RETT, WA
<br /> -� 1 ' (2-hpur floor slabs) Assodation. Glue s�all be applied to the Jo��ts an�d to the groove in tfie edge o1� the T&G 5�.22 INTERIOR WALL a.EV'ATlONIS
<br /> seismic load�, submitfedl ICC-ES� r�orts shall demonstrate that the anchors are� suitable for
<br /> � • • • • 1 1/4' (3-hour floor slabs) • � panels.��G01uneAFG-01 ant the requirem�.ts of the: American Plywood Association� Ac�esiv�e ,`
<br /> � • Stairs ciesigned by others shall not induce tasional loa�ding mto . the resisfance of se�smic loads. 54.01 TYP�CAL FOUNQA.TIQN DETAILS �
<br /> � su rtin structural members wrtho�t add�ticx�al braan of those members. Torsional br�an Slab-on--Grade mid�d�th be�a lied manuall or wi shanl be tlpplied as directed by the glue manufa�cturer, Glue may _ _ ,
<br /> � 9 9 9 �4:02 FOOTfN� SCHEDUL.E & �O�UNDATK?N DETAd�S
<br /> Q Wall Bars. fn�t�ior �aces 3/�4 pp y th p euma or electric equipm�nt.
<br /> � shall be desi ned b the st�ir desi ner and a oved b the En ineer. Ex osed to Earth or W'eather 1 1I2° (#5 and small�) HEAD�D SHEAR STUDS AND DEFI�RMED� BAR ANCHOR�a�ea�aa unle.ss nofedshall �TIIONS
<br /> 9 y 9 � y 9 S4.,03 F�IJNDATiQN DETAlLS' & WALL SE
<br /> �, P - conform� to ASTM A 108 and shal( be 3�4-inch diametex , S4D4 FCXlN[lATUON DETAlLS & WALL SE:CTION�S GENERAL, NOTES
<br /> � � Cladding designed by oth�s shall be sup�rted at each stor to be consistent #� otherwise. Stud len ths after weld shall k� as showrc� cxt the, drawiin s. De#ormed I
<br /> 2° ( and large�) . . , . , , ,, c�ured and
<br /> � y 9 , 9 �r, LUED LAMINATED MEMBERS: Glued laminat� memk�rs shall be manufa 54.05� F�IQAT10N DETAILS� & WALL SECTIONS
<br /> � . idenfihed in accordJance with Amencan In�t��ut��, of Tamber Constructuon (A1TCJ! A19�.1-2007' AND DRA1f1/IN�
<br /> � ' ure. Claddin desi ned b oth;exs shall not induce Footing, Grade Bearr� Bottom Bars 3 (cast a ainst earth)
<br /> � with the design of the �€ilding struct g 'g y � 9 � anchas (DBA) s�all co�form to ASTM A 496 and shail be of the size and l ength shown on n S4,06 . FOUNDATION DETAILS & W'ALL SECTiIONS
<br /> `'; torsional loading into su�rting steel' structural members without additional'�� br�adng of those Top Bars 1 1f2° the drawin s. AII studls and deformed' bar anchas shall be aurtomatecall end welded' in Structural Glue Laminated Timber". Each member shalll bear an AITC id�t�fiication ma�C 11VDE9��l
<br /> 9 Y • S4�11 TYPICAL CONCRETE WALL DETAI�S
<br /> � members to eliminate torsional forces, unless otherwise approved by the Architect. Torsional 2" (�6 and larger wh�ere shop or fi�dd with equipment raxammended by manufacturer. and' be acc�ompar�ied by an AITC ce�ificaf� o�f conformanc�. One coat of �td seale� shall Sq�,�, CONCRET� CO�.UMNI SCHEDULE. & DE3AILS�
<br /> � bracing shall be designed by the dadding designer and approved by the Engineer. exposed to earth or weather) be appliec� immedi�ately after tr�mming in e�ther shop or fi�d. Memb�s shall be viisually 54� COIJCRETE GOLUMN DETAIL��
<br /> � Side Bars 2� graded West:ern Species architectural gradle with strength indica.ted as follows: S4.31 CONCRETE BEAMI SCHEDULE & TYF�CAL DETAILS
<br /> � COLD-FORMED STEEL
<br /> � — � Speaal inspec6on pe� IBC Chapter 17' shall be perform�ed by an a#�oved . . \ Combin�tiorv S4.4�� TYPI;CAL SLAB DETAIL.S
<br /> �; � tes�ng agency as outlined in the S�ciaf Inspection Schedule and as indicated in the prqect WE:L�lNG � F�NF�NG� Weldir�g of ranf�t�ng, when approved b the Architect, shall be
<br /> y Srymbol ec Uses '
<br /> . . ' S D1.4 ` �' ULE� &TIJDRAIL DETAI�S
<br /> formed usm low h dr en �ectrodes �.nd eheated in acoordance with AW & S
<br /> S4:5�1 SLAB REINF SCHED
<br /> �, � specifications, All prepared soil�bearing surfaces shall be inspected by the Ceot�nical � 9 y °9 � . � Cold-formed steei framing memk�rs shall be of the type shape, size,� gauge, and spacing as , S4;6�1� QETAILS
<br /> ^ � res shall be q�4ifi�ed in �N� TYP PT CONG� SEC�N� & DET '
<br /> En ineer na to lac�ment of r�inforcin stee!„ S�Is com action shall be su ervised b an Reinf�an Steel Weldin Cale. Welders and weldin � yp� ' g memb�s Beams 24� - V4 DF/D�F Simple span„ S4.62 TYP PT CONC SEC AILS�
<br /> ..-- — 9 9 9 Procedu
<br /> g p ' p g p p y _ shown on the drawings. Member t and siz.es shown on the drawm s re#er to
<br /> � � approved t�ting ag�cy or Geotechnical Engine�. accordance wi h AWS D1.4. Mafie�ials shal� oonform to the foll'owing: as defined by the Steel Stud' Manufacturers Assoaatipn (SSMA�. M�nbers, equivalent in S4;71 CQNCRETE SEC�IIIONS & DETAILS
<br /> � m shape, size, sti�fness, and strength by other manufacturers may� be substituted' for framing 24F - �l8 D�/DF Con6nuous or
<br /> v � Weldna Ele B�odes be Welded ES�T X A 70�, Gra� 60, low alloy memt�s shown. Alt�rnat,e members shall be su ect fo rev��w and a oval by the Archit�ct cantile.ver span �
<br /> - 9 �I � PPr S5.0!1 TYPICAL WOOD FRAMING DETAILS
<br /> � �. 9 and Structural Engineer pnor to fabrication and erecfion. All cold form�ed steel framing! shall S5.02 TYPIICAL WQOD FRAM�N� D�E.TAILS
<br /> �- — m p 9 9 � Pitched' and S5.03 TYPICAL WOOD '
<br /> � conform to� the AISI. S ea6cation for the Desi n of Cold-Formed Steel Framin , Members. F�AMING DETAJLS� Date: 06�/21/'20"�3
<br /> �... . ' ^ ' -
<br /> � � CONC.R�TE WALL REINFORCII�G Unless otherwise noted). Curved Bea.ms 24F - 1t4 DFJbF All S5.�4 SHEAR WALL S�GHEDULE. ��D DETAILS �
<br /> � � .lob No: 113041.
<br /> Axial load bearings studs shall be fully seated into the wall b�acf�s witth a i/i6 inch� max gap S5,05 DIAPHRAGM SCHEDULE AND� D�ETAILS
<br /> Wall Th�ckness Honzontal E3ars Vertical Bars Location Columns 2 - L2 DF All
<br /> � Q between the sCuds and tfie track webs. Openings in the stud we�as, other than stand!ard holes S5.06 HOLD �31NN' SCHEDULES AND� DETAILS
<br /> ; — o � punched by the manufacturer, are not permitted unless speafically detailed. Utility punch holes in
<br /> �-, 6 #4 @ 12 o.c, #4 @ �" a.c. Vert., @ CL of Wall
<br /> � � 8° #4 @ 10° o.c. #5 @ 15° o,c. Vert, @ CL of Wall studs shall be located away from connections. Track shaul be unpunched �ith gage to mat�h S6�1 STEEL DETAILS D�rawing No.
<br /> ; � 10" #4 @ 16° o.c, �4 @ 16° a�c. Each �ace stud framing, unless nQted Qtherwise,
<br /> �7,01) TYPICAL MASO�NRY DETAILS' �
<br /> a �2° #4 @ 12° ac, #5 @ 18°' o,c. Each Face Framin com onent� shall be e�t s uarel or c� an an le to s uarely fit a ainst abuttin �
<br /> . � � 9 P � Y 9 q 9 � 9
<br /> ^ �, � members. Sp�ices in joists, axial loaded studs, or braces are no� perm�tted. SB�OiI TYPIICAL LIGHT GA,CE STEE�. DETAILS
<br /> � ;�
<br /> � � For nor�-bearing walls, fateral bridging for studs is required when wall board'�� does not continue full
<br /> � � height on k�th sides. Bridging shall be in�talled in accordance with the detail.'s on these drawings.
<br />
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