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<br /> �� �������� ������� �1 V����y�l V .
<br /> ��N��tAL NO �
<br /> s II conform to the re uirements of the Concrete work shall comply, in general, with ACI ���. (I�te�t edition) ��Y�D SH��l"f-�I�1G: Wood �truct�ar�l pan�ls shall be�r tf7e �pA trademark of ��e�cial insp�cti�n k�y a qualified inspec�or is required in accordance with the �.���
<br /> All design and construc�ion ha q
<br /> the Ameri��n �lywood Assoc:i��ion. Sheathing sh�ll be �s follows: Zp12 ZgC, The s ecial ins ector shall be a ualified erson who shall
<br /> International Building Code 2012 Edition. "Specific�tians for Stiructural Concrete for Buildine�s." �� p p Q p �n j����'i�
<br /> She�r W�II 5htc� 15/�2 �2/16 C�[� IN�AP� with �xteri�r Glue (CDX) demonstrated competence to the buildinc� satisfaction of the building officiaL � �
<br /> SPECIAL CONDITIONS: Contractor shall verify all levels, dimensions and CONCRETE MIXES: Concrete mixes shall conforr�°� ACI �1� Ch. 5, and tc� the R��� ���� ��/�Z" ��/�.6 C-D INT AP� with Ext�rior Glu� (CDX) The special inspector sh�ll perform the verifications and inspections n�ted ������
<br /> existing conditions in field before proceeding with any construction or following r�c�uirements: �ub Fl��r Shtg 3/4 4�3/24 �"�G C-L7 TN�f AF�A with Ex�erir�r Glue ����W:
<br /> demolition. Contractor shall notify �he Architect of any discrepancies or field Cnncr�te strength at 28 days: : ���
<br /> changes prior to installation or fabrication. If discrepancies exist between Slab-on-grade, Curbs and Pads - 20�0 �asi ��eathing shall be �rientateti over the supp�r�s �s �hown on the drawings. ����,��� ����� ��,�� *Freq F�eference
<br /> these drawings and existing conditions, the contractor shall be directed by the F�undations, Concrete Walls - 25�OU psi Shear wall �heathing shall b� k�locked �t �II panel edc�es �s shown in the shear Reinforcir�g steel & placerr�ent P ACI 318 3.5, 7.1-7.7 (425) 314-2373
<br />� Architect prior to proceeding. Dimensions noted as (+/-) are approximate wall sched�ile. IBC 1910.4 ryan.ross@rossenc�ineer.com
<br /> dimensions and must be verified. Dimensions noted on the dr�wings take Water/cement ratio sh�ll be measured by weigh� ar�d �hall be b���d on tihe Pl�cerrient of an�,hors & embeds P ACI318
<br /> precedence over scaled dimensions. y GLIJEb LAMINA�'�d MEM�ERS: Gluecl L.arr�in�t�d memt��rs shall e�ch� bear an
<br /> total cementitious material. Water/cement ra�io sh�ll be ��tiermin�d b the � �.1.3,21.2.�
<br /> supplier b�sed on strength req�airements and sh�ll no� exceeci 0.55. A�TC id�ntification mark �nd �e accompar�i�� by �r� AI�"C certificate �f I�C 1908.5, 1909.1 ..��� w �oss
<br /> Contractor shall provide adequate shoring and bracing of all structural conformance. (�ne coat ofi er�d se�ler sh�ll be applie�l imme�iiately after o� y�H •
<br /> Use of required mix design P A�I 318 Ch.4, 5.2-5.4 �- �, . c
<br /> members, existing construction and soil excavati�ns as required, in a manner Water-reducing admixtures may be incorpar�ated in concrete rr�ix r�esigns but trimming either shop or fiel�. Members shall be Visual �raded Wes�ern I�C 1904.2, 1910.2 L,� � " r��
<br /> suitable to the wor{c sequence. Temporary shoring and bracing shall not be shall conform�to A�TM C 464, and be us�d in ac��rdance witt� the Specie� Inductrual, Architect�ral or Pre��m grade with strEnc�th as follows: 1910.3
<br /> _ i Symba1 S�cie_ - t C ASTM C172 C31 �� �' ,
<br /> removed until all final connections have been completed in accordance with manufac�ur�er s recommer�dations. CaCI ar�d other w�t�r salual�l� cl�lor de - At th� time fresh cor�cre1:e is sampled o , sa,
<br /> the drawin s and materials have achieved desi n stren th. No reinforcing bars admixtures shall not be used. GL� 24�-V4 D�/DF 2400/1�50 psi 1,�00,000 psi '�a R�,�� ��
<br /> 9 9 � GL� 24F-V8 D�/�F ��00/2400 psi 1,800,000 psi �� ��bricate test specimens for s�rength ACI 318 5.6, 5.� �
<br /> in `existin construction shall be cut without direction from the Architect unless te�ts, perform slump and air conten� tests, I�C 19�.0.10 s�o""1'�-�' �
<br /> g REINFORCING STEEL: *King Be�m DF/�YP 3000/3000 psi 2,300,000 psi r ine the tem era�ure of the concrete. 2�� ��
<br /> shown on the drawings. Contractor shall be responsible for all safety and det� m p �.0
<br /> Deformed Bars - ASTM A 615 Grade 60 *King Beam is a product of �oi�e CaScade
<br /> precautions and the methods, techniques, sequences or procedures required � �roper techni�ue of pl�cem�nt of concrete C ACI 318 5.9, 5.10
<br /> to perform the work: Galvanized Welded Wire Fabric - ASTM A 165 IBC 1910.6-1910.�3
<br /> �?U E ��=�~d rn= m� c o 0
<br /> ENGINEERED COMPO�ITE LUMBER: Engineereci Composite Lumber shall be � �� � °L � �a� � N �
<br /> M a i n t e r��a n c� o f s p e c i f i e d c u r i n g P A C I 3 1 8 5.�1-5.1 3 p'"~°�"��� � � � '� _ �
<br /> zohu�aoocamua�� cm =
<br /> Reinforcin steel shall be detailed in accordance with ACI 315 "Manual of Y p P q "¢Z Q° " �°_=c ���� "°_
<br /> manu f a c t u r e d b T r u s-J o i s t, B o i s e C a s c a d e o r a r o v e d e u a l a n d s h a l l h a v e =o���v�� a� �ro o o_ m N�
<br /> �U B M I T f A L S: S h o p d r a w i n g s s h a l l b e s u b m i t�e d �o t h e A r c h i t e c t o r �r i o r t o 9 tem perature and t�cl�nique I�C 1910.9 �U- N � __ � E= o �y� ��N z
<br /> S tan dar d Prac tice far De tai lin Rein force d Concre te S truc ture s."' t h e f o l l o w i n g m i n i m u m s t r e n g t h (b a s e d o n 1 2" r r i e r�b e r d e��h): m �� �� � ° y�-s � ��= E N
<br /> any fabrica�ion or constructi�n for all structur�l items, including the following: 9 h '����� �Z¢�� � � " � m� � N o �
<br /> �"u1.7•-� cwccmgQdma= �
<br /> � � � . . , . . . . � . . �ymbol � � �V . . � .� - n'� o 0 o c m.- G N m `o
<br /> Concr�te reinforcement, embeddeci ste�l items, structlaral st�el, steel °j� �U��� ��c c� 3=� �
<br /> ***�N�iling, t�oltin�g, ancharing, fa�tening, C IBC 1705.10.1 � � '� m� °.�`� o� "D �
<br /> W�namCLmE �+� dL �cati
<br /> R einforcin steel shall be la ed as noted on the drawin s Where la len th P S L 2•O E 2 9 0 0 p s i 2,0 0 0,0 0 0 p s i x�¢ � ` °o= � m " �
<br /> c a n o i e s l u e d-I�m i n a t e d m e m b e r s a n d r e-m a n u f a c t u r e d w o o d m e m b e r s. 9 p p g • p g e t c. a f c 1 i a h r a r n s s h�a r w a l l s d r a s t r u t s 1 7�5.1 1.2
<br /> p � g p s i n n d i� not s hown, rein forcin g bars s ha l l be la p pe d as fo l lows: L V L 2.O E 2 6 0 0 p d i 2,0 0 0,0 0 0 p s i p � � � g � '
<br /> D e s i c�n d r a w i n c�s a n d c a l c u l a t i o n s, o r s h o p d r�w i n g s f o r t h e c i e g a L S L 1.3 E 1 7 0 0 p s i 1,3 0 0,0 0 0 p s i b r�c e s �n d h o l d-c i o w n s t l�a� a r e a p a r t
<br /> fa brica tion o f i tems t ha t are designe d by o t h e r s, p r e-m a n u f a c t u r e d w o o d 3 5 „ o f t l�e M�i n W i n d F o r c e �e s i s t i n g
<br /> � g g Where la len th is not shown reinforcin bars �hall be la �d as follows. Versa-��m 1/4-2/g ) 2800 psi Z,OOO,Q00 psi �y��em and seisr�ic resistine� s ystem
<br /> t r u s s e s a n d 'o i s t s s h a l l b e ar t h e seal and si nature of �he Washin ton State p g � g pp �
<br /> Rec�istered Profes�ional Enc�ineer who is responsible for the design, and shall #5 and smaller Top bars - 48 b�r diameters VersalL.am (3%" & wider) 31.00 psi 2,000,000 psi ���abric�tidr� an�1 irrrplementation NA I�C 1705.5 1704.2.5.1
<br /> be submitted to the Architect and Building afficial for review prior to Bottom bars - 36 bar diameters
<br /> #6 and larger Top bars - 6a bar diameters PREMANUFACTURED OPEN W�B UVOOD TRUS�ES: �`russes shall be design �y processes of inetal plate conne�ted
<br /> fabrication. wood trusses.
<br /> Bottom bars - 45 bar diameters a Structural EngineerJicensed in the State af Washinc�ton, who is regularly _
<br /> LIN S HEDULE engaged in the design nf plate-connected wood trusses. Truss design shall be
<br /> DIAPHRAGM NAI G C ��t���
<br /> Minimum concrete cover over reinforcing shall be as follows: accordanc� wi�h IgC Section 2303.4. In addition t� dea� loads, �he design
<br /> ALL VALUES ARE BASED ON ANSI/AF&PA SDPWS-2012 FOR S7RUCTURAL PANEL SHEAR WALL WITH FRAMING OF HEM FIR) v ^ � � _ _ _ (1/�I(�'[)� �h shall include the live WII�1'�, sn�w and �now cirift loads as identified in th� *� - Continuous, {� = p�r�t7��C
<br /> u___ �_�....M__ _ _.__..___._.�_____...__�...__�___�_.__ ._.�_._�.___.___..___..-----__,.___,.._w.._.__..__.__.�.�__,___.____.__..__,_ . �_ . _..._ .. Nonstruct�ir�l 51ab on grade p ,
<br /> � LINESOF � DIAPHRAGMBOUNDARIESAND � "FASTENERSPACINGiALLOWABLESHEAR _ " " �� S�e r�feren�es abov+� for meaning of C�ntinuous and Periodic.
<br /> �BLKG SIZE OF ( ALL OTHER PANEL EDGES � W��) g�rS: interior face 3/�+ nesign Laad� section of these drawings. In �dr�ition, the truss design sh�ll
<br /> LOCATION SHEATHING FASfENERS ER CONTINUOUS PANEL EDGES � � AT INTERMEDIATE _(LBS/FI') eal'��l We��heC - 1-�. ��t #S dCIC� SCY1�IIer ICICIUCI� C011C�'C1�rc���C� t�3C1C.� �XIC�I IO�C�S SIIOWrI OCl f1+c�3CY11C1� �'JI�C1S c�C1C.� r1aC1C��'C **�'�f-'CIaI IllSpeC�IOCI fOr ��rUC��.Irt�I S�eel IS CIOt C�C,UIreC� fOr WOr{C
<br /> � REQD �#, FASTEN ___.____...�___.._.._��»_T.._�.�_.---_.__.__.__�___..�_..__..________._.______..___..._�____._._�FRAMINGMEMBERS - .- -__---_... __, eXpOSECi rO � � � �
<br /> FRAMING WIDTH*) FASTENERSPACINGI FRAMINGWIDTH*_� FASTENERSPACING �._______�___..,_ WIND �SEISMIC. " s in these drawin S. �russes shall �e d��i�aned for wind net � lift of perforrr�ed on the premises of a f�bricator registerec� and approved to
<br /> ---- _�-e--�_������_.�.-= .:�--=� -�.-�-�___..�.___�___�_�_.:_.�._�_�:�._�__.__.._._.�.�__�_:»�_:._�____�_ _ __.______._._ _._��._____�._.__.__.�____�.w�..._ _�__. _. 2 (#�6 �nd larger) schedule g .. P
<br /> ROOF SEE No � �oa � zX (� 6��oc I 2x 6°oc I 12��oc � 235 � 16� , � �� • 1 sf unless otl�erwise noted on the �r�win s. perform such work with special ins�ection in accordance with IBC
<br /> ��__ ____.___�_ .___________� �__._-----�____---._.____ .___�.__ __.__.____.___�__._________.._._---.��,._�____--________,___.___�__.__..---- Footings. Bottom Bars � (c�st ag�inst ��r�h) 0 p g
<br /> SUB-FLR STRUCT � NO 1 �10d&GLUE � 2x 4"�C � 2x 4"OC � 12'OC - ( - �7�4.2,.�.2
<br /> � I - -- __�_..___�__,_______ �� .
<br /> __�_
<br /> No,�S � �._�__._..__�__._�__.__. __...�.--.--�__.__...___�.�_._.�_.___.�___._�._____,___�_.._..�._ Tap �ars - �-1/� . . i f r wood framed elements with ed e
<br /> r_.__��_--�___�________�__.___�___._ � �
<br /> * FRAMING WIDTHS INDICATED ARE NOMINAL'
<br /> ' Side Bars - 2" Yrusses sh�ll be fabricat�d by � mar�uf�c�ur�r wh�a is � mer�ber of ti�e Truss ***�pecial irtspec�ion is not requ r�d o �
<br /> _- ,_�� Pla�e Institut�. TrL�sses shall be su��lie� with the praper hanc�er�, end nail greater than 4". �
<br /> SHEARWALL NOTES ( �'
<br /> 1. ALL DIAPHRAGM SHEATHING IS TO BE STAGGERED IN THE F;� � _ �� - yVv.�
<br /> M o�,-AI� �, f.-: . �.�� Provide su�ports as required for proper alic�nment anrl concrete cover around connections, �ridging, bracir�g to pravide lateral s�ability �f all truss members,
<br /> DIRECTION OF TFIE PLYWOOD SPAN PER DIAPHRAG _ _ _ -'� `W�
<br /> .
<br /> 2. PROVIDEBOUNDARYNAILINGCONTINUOUSAROUNDTHEEN7IRE ' � tI�E rGIC1f17rC�CT�GIIt. Consult the CRSI Manu�l of Stand�rd Practice MSP-1 for �nd tie-down connections to be�ms arr� top� of w�lls. Trus�es shall b� [������ �����
<br /> PERIMEfER OF THE DIAPHRAGM BOUNDARY NAILING�-"" � ""' r ;� ,� � _ ' _
<br /> �.
<br /> 3. NAILS SHALL BE COMMON OR GALVANIZED BOX � �' ��r , =R r �1 _ --SHEARWALL Sp2CI�IC IC1�01'CYIatIOCI. supplied with tapered hardwuo� shimming so that every chord �ears on the Structur�l calcul�tions and design conform to the requirements of the
<br /> ,�,�' !j ` - _ full width af ev�ry support, withou� ni��hinc� the truss merri�ers. �'t�e truss fallowing codes:
<br /> ,� _,r, • �- _ = ,
<br /> y� -� _ _ _ manufacturer is responsible f�r ensuring the be�rir�g seat dc�es not exceed the General - 2012 International Building Code
<br /> I- ---._; r_._' �� -- -_-°t_,1 �N���'�.� sill late ca �cit of the su.� attirtg elem�nt. - N I AF&PA �1DS 2012 ANSI AF&PA SDPWS
<br /> INTERMEDIATE NAILING--� ; I � Use of �rilled concrete ancl�ors, includin� expan�ior� k�ol�� and ad�esive � � � �� WOOC.� 2�12 A S � � �
<br /> ��-��, ��, �l, ,.�_. :,lJ ..� - �� -�«_����'��E� Concrete - ACI 318-11
<br /> .� � � EDGE NAILING allChC)t"S where nat s ecified in these docur��n�s sh�ll be suk���ct �o � rov�l �
<br />� corvT�Nuous ParvE�--� DIAPHRAGM DEfAIL ' � � p� PREMANUF�CTURED WO�d I-JOI�T: �hall be fabricated by Truss-.��ist or Loads - ASCE/SEI 7-10 � �
<br />� �ozrv-r _..�_. by the �rchitect. -�
<br /> � �oise C�s�ade. Al�ern�tive m�nuF��tures rr�ust �e �ppraved by the Architect or
<br /> Enc�ineer. �c�ist� shall be inst�lled accor�ing �o the manuf�ctures instructions �
<br /> �F�IEAR WALL SCHEDULE EXPANSION f30LTS: Expansion bolts in s�lid con�rete st��ll be we�ge-type C.�E�Z�Iv L.�AC��
<br /> ALL VALUES ARE I3ASED ON ANSI AF&PA SDPWS-2012 FOR STRUCTURAL PANEL SHEAR WALL WITH r=RAMING OF HEM FIR) a11CI1OCS CY1c�C�� {�f CaCI�O(1 S�@@I. gt�lt 51Z@� 5pacing a�d emk�edm�nt length shall includinc� blockingr WE.'I� S�I���IE.'rSr bridging� ��C. �c�S��CI �C�IS�S �0 SU�p'�I'�S as
<br /> LIVE LDA�S: In addition to de�d loacis, the faliowing live loads are used for �
<br /> - -,�_�______�_�____._.____r.___._.___._�„_.__....�_�._i,.._..____�w_..,_.__.�._____..__.�.__.____�._�_.._�__._.____.___._..----._.____.___.__��.____._�___.___.---.__�___.__� . . . . rec�mmended by the joi�t �nd h�nger mar�ufacturer. f�r�vide temporary . �
<br /> WALL BOUNDARIE5� FASTENER SILL PLATE/SOLE PLATE � � I�e 7S CIeSIgC1a�E.'CI IIl tlleSC CIraWIC1C�S. Balts shall be inst�alleci �er �he desi n. Live load reduction is in accordance with ASCE 7-10 Section 4.7 � o
<br /> { � ANOPANE�EOGEs _______ ________�__ _ _________._._� bracing as rec�r�nmended by tr�e manuf�ctur�r to holci jois�ts in place ur�til � � �,
<br /> � SPACING AT � ALLOWABLE�ALLOWABLE manUft�C�UCer�S IC1StrUC�lOC1S WI�I�1 IC1SpeCtIOC1 p�r SCI1�L�lII�. Exp�nsion bolts s��ll Residential = 40 psf (reducible) _
<br /> � NUMBER Z -.---.--- { -.---_._..___.(INTERMEDIATE� � SILL PLATE �SOLE PLATE � SHEAR SHEAR r ��
<br /> SYMBOL :SHEATHING OF SIDES , SIZEOF FRAMING FASTENERI FRAMING �FR/�MING CONNECTION �CONNECTION! SEISMIC WIND be KWII'C-Bolt 3 or approved equal. A current I�B� or ICC RepUrt sh�ll be permanent�y J�cured, Cut o�enings in j�ist webs only as allowed by the � �
<br />' �SHEATHING I FAST�NER SIZE SPACING � MEMBERS � SIZE 3 TO CONCREfE TO RIM/BLKG� (LBS/FO (LBS/F'� , I1�c�i�lUfc7C�Ul'�C. �
<br /> �_��S E_.._. �._w_�_ -- = __� __._ _w�._-_-__--_�...__�� �w_._��___.___ -_ _� ___�, _�-_ _ _ submitted for alterr�ates.
<br /> aE,AD L.OAC�S: � �
<br /> �_�__________-�: .__._,.�w�-�-':___.��._..-:-.�__.�__,_..___w_-��-;_�: _ • .__ _ I 5/8"DIA.AB �----�--- _;__--_ _.:.--i..__-_��_--�__-___�---:-_ � ll
<br /> � 1 8d 2x 6"OC 12"OC 2x �� � 16d @ 6 OC � 242 339
<br /> Roaf Truss Dead Load = 15 psf
<br /> � �` ; �----@4s_oc__._�._.__.____._.__..�__..__---_._.___�,__��._------ MINIMUM WOOD NAILING FtEQUIREMENTS: Unless otherwise noted an the d� �
<br /> _�__,._.____._ ____.__..�__.�._____�..�_.._ __-----___
<br /> 0 Z sEE 1 �� �8a Y 2X� �4°oc � �2°oc zx � 5@ aIAOCB �16d @ 4°oc � s5o 493 �DHESIVE ANCHORS: Adhesive or epo�ry type anchors in solid concrete shall
<br /> � , , . dr�wings, typical wood framing shall be ��stened in cor�formance with Floor Tru�s Dead La�d = 14 psf . � w
<br /> __ --_.---�____._�,.__w_._____ __.____ �.��._.._�__ ._.._____----_--..--_ _____.---_._�___._.,;_.._.._.___�_�►__.___.____.__„_�.___�.._.__v._._I_�___�_.__.__._-- �� installed er the manufactur�rs instructions wi�h ins ecti+�n er schedule.
<br /> 3 � , � 5/8 DIA.AB SDS-1/4x6 { p p p �
<br /> STRUCT 1 i Sd 3x 3"OC ' 12' OC 3x � 456 I 638 ��O�C �OIS� �ea� �OC�C� = �2 Sf
<br /> 3 NOTES _ �_..________.____.__i____.._____.�� __.@�`�°o� � @ 6"oc - Anchor size, spacing and embedment length shall be as designated in these IBC TabIE, 2304.9.1
<br /> 0 � -- ._ .._.__. ._._.. _---.____��_---�___..__-_--- ..�____�.�__
<br /> _...�..._.�_ __...,.._�__�__._..�_._._.�__.._ � 5/8 DIA.AB � SDS-1/4x6 � � .a
<br /> 1 $a '� � �� i � � @ 18 oc @ 4� oc _ Y _ __ _ _ _ _ _ drawings. Adhesive shall be Hilti HIT-RE 500-SD. Anchors shall be Hilti EiA5-R. . 5NOW L4ADs: Snow loads are determined in accordance with ASCE Ch. 7 0
<br /> 4 x 2"OC � 12"OC 3x , , 595 833
<br /> c�
<br /> l� �._-__�___ ��_...� - � _ , .__._._-,__�-�_._______....__ _ _ I
<br /> _�w.___�._�._;__ __�.___.. . _. _________.��__._ ____.____�. LL__....LL__ 7oi�ts/F��fters
<br /> z ' ea 3X 3��oc � �2��oc � 5i$° DIA.AB ; SD�S-1/4x6° { 86s s63 A current ICBO or ICC Re ort shall be submitted for alternates. : . C• • � with �h� fnllowin F�ctors:
<br /> � � ( � � � � 3x i@ �s oc , � 4 oc � � p Jaist/Rafter to plate, .�ill or girder (3) 8d common toe n�il g
<br /> SNFAR:^JALL NOTE� GrOUI�d Sr1OW LO�d PC� - �GO pS�F Ct = �..0 Ce = �..0
<br /> Blacking/Bridging
<br /> 1. SEE TYPICAL SHEI�RWALL NAILING DEfAIL FOR NAILING PATTERNS -� �''y ��(}f Sn�W �.�a� P5 .- �,J� psf IS = 1.Q
<br /> AND REQUIREMENTS. ,�':,_._._....��.NOLD-eOWN ID .;-' WVOD BCICIgICIg tO ,JO15� (Z� SC� COI'1'lIY1OIl tOe C�I�II
<br />' 2. ALL PANEL EDGES BLOCKED WITH FRAMING SIZE PER SCHEDULE. ,.�''
<br /> USE 3"x3"x "STEEL PLATE WASNERS AT SILL BOLTS PER IBC 2305.1.1 r� � SAWN LUMBER: S�rllC�llra� $aWrl �1111�ber Sha�� �e �CI�I� CirleC� �I7d bf: �f �he B��C�CIr1C� betWeell ��IS� t0 ��p p���� �3� $� C01�111TIDr1 �de rl�l�
<br /> 3• � , , , ���- ���� , . WIND L4A�S: Wind loads are based on ASCE 7-10 Ch. 28 (Envelope �
<br /> 4. WHERE NAIL 5PACING IS IESS THAT 4'oc,STAGGER NAILS /'. -'-�"'""��;- species and g rade noted below �r better: ��Ub�e tQp �7�a�e5
<br /> 5. 3x SILL PLATES MAY E3E SUBSTIT1IfEb WITIi DOUBLE 2x PLATES NAILED �
<br /> ,�1 .1 Procedure) with tl�e following factors: �
<br /> TOGETHER WITFi (2)ROWS lOd @ 4��o.c. SH[ARWALL ID------�'""��-��� X TQp �3��tE.' t0 StI.IUS �2� 16� C01�171�n �CIU rlal�
<br /> 6. N/�ILS SHALL BE COMMON OR GALVANIZED BOX
<br /> .�
<br /> .
<br /> SHEAR wAl.l� KEY Use �rade Fb si Nail toge�her 16d common 16" o.c. face nail ����s�are Cat�gor� = B Iw = 1.0 �
<br /> -�- -°TOP OF ti'UALL�� corvNEcr�or, Wall Studs Hem Fir �tud 675 intersections ends /2 16d comman face nail Velocity (3 sec) =110 mph (ult) �
<br /> STRAP TYPE HOLD-DOWN-..�___�_.t. � �'� WHERE REQ'D, SEE \ �
<br /> i
<br /> AT UPPER FLOOR � �:€� -= :_ _-�( . ---EDGE NAILING PER
<br /> =-,r ��`� -:_, o�rAi�s ._.�_�.____�-.-_--..----.-_ plates & Planks Hem Fir #2 675 Lap splices (�) �.6d common face nail
<br /> cEN-r�R orv R�M �orsr � ,�� __s�, ,� ��� ___ � _ - sH�RwA��scHEn Design wind pressured far determining forces on components and cladding
<br /> �= -- _ �_- _ � -- Joists & Rafters Hem Fir #2 850 Sole plate
<br /> _�?:����e�v_���-� .;:.�. , ,-��;r��,��n. ;,,. , ,,,, �,P,;Tr�,�.��,,� ; =-:�_ _.�..._-----sHEaRwa��sH-r� are deterrnined in ac:cordance with ASCE 7-10 Cha ter 30.
<br /> --_ -- --t,,�,,�;;ti ,��,�T��R,;�I;,s,;�;;�,�,,;,,,�, ,; ,�;,Y��,�.���,T�'�, +�s;,�!�t�,t:�::��-. B ms Dou las Fir-Larch #2 900 Sole late to studs
<br /> 2 16d common end nail or p
<br /> �. _.. 4x ea g p { )
<br /> EDGE NAILING PER � _-__-��_ _ ,���II,�,�i�,����!I'!', ` � i,�;'� � �i;!:'I �� irll I I i �!+,��;r;: _ __.- A EL
<br /> `�,j ---� .�...,_�_' �'' !�;;����� �, i ��� i�i��I,�,,� �i�l,i,i,�� l'f�i: �„�;��i�:I�! � ._�.-__-__ - BLKG AT ALL P N
<br /> . - �i il i,i�.� .��iII�,I;�i�l�,�, li�li�i ..;, i I"��.I�ni .�,�d rl ��.u.!i.�.., . � . . � � � � � . . . . . . . . . . . . .. . . .
<br /> - � �: � ,� , ,,,� � ,,,.,, � •,���.�, �� . � , B ms Dou las Fir Larch #2 875 4 8d cornmon toe nail
<br /> SHEARWALL SCHED I�i,�:I,t I� ,�L� ��ti i�i;ii�_ �s i . � }si.� i,� r�rl� EDGES PER SHEARWALL GX ea g C �
<br /> ` l � . „ • ��TSMIC LOADS: Seismic Ioads are based on the Equivalent Lateral Force �oy
<br /> ;-__•___ '� -�` .�...c�, �,��, .� �:�. � , ;' �
<br /> . .Z h-�, � '"' FL C a"Y '.-' � i
<br /> � ',!��!!,!',`� '�'������;!�,'���'''',�,�;� '��I'�� �' �! '�'��I�,';���,'�; s�HED Posts Dou las Fir-Larch #2 750 �ole late to rim 'oist blockm 16d common 6 o.c. face nail -
<br />. � �, �,,,� � �;, ��� �,, , i,, ,; , �, � 9 P J I 9 �
<br /> ILING PER--_.;_.._: \ �i��iij7l{`���I;�����i I�� +:4�,�i��I��;,i,���i;!�iii��l���' ����I��I f,�'„�'���I'��;I� --- -
<br /> Procedure in ASCE 7-10 Section 12.8 with the following factors:
<br /> . .
<br /> INTERMEDIATE NA �__�--} , ,,.... , , � ,;�i ,��� � �i 1 I EDGE NAILING PER
<br /> ����.�.' �� - .,�� ;i,�� � �,;;;,�, �,`;�,�;�;� . ._-�=_�.__ 2x4 T&G Decking Douglas Fir-Larch Select 1750 Studs
<br /> SHEARWALL SCHED . .� 1 . , .____._ �il;�,�ii++�il,i� .,i ;�� SHERWALL SCHED . n • RI5IC CdtE'g0�/ = II �S = 1..09
<br /> ' � �. Built u s�ud osts & corner� 10d common 8 o.c. face nail �, ;�
<br /> �•�:��� . _.--�, i,� ��sru� sizE . . p P �ite Class = D S1 = 0.371 '�
<br /> SOLE PLATE PER SHEARWALL--�-�-��., ! ��,., � f_.�____._.TYP WA S t' tih 1' Il I� FILE/NO. 7309�:�
<br /> SCHED AT RIM JOIST �``.,, 'I. �., , ,• . •�.�-'�,i..---� AND SPACING PER PLAN AII (UI71I�E1' 8C1CI pIy11N00d ICl COI1taCt Wl�h COt1CC2��� S�UCCO� t11� OCII'�/ 0 0 e S�l�C�S t0 h2ad81' �4� $t� COt71!'1'IOCt ��e d [�251 n Cate OC = � ��`J' = 0.771
<br /> CONDITION `�,•• � �'� _ C21'1'12C1�ItI0US t71a�eCIaIS S�IaII bE.' �rL'�t@CI WI�II an �.P.A. aCC2��c��.7�e WOOC� g � y DATE 5i24/2014
<br /> I .' .�,
<br /> ..-�---- --f�--�MIN (2) STUDS AT EA
<br /> �: ED NAILI G PER. .,,_ � .' . __-:_._�__-_.._. -----•. n u � - �.5 wood shear wall SD1 = 0.41�
<br /> ANCHORIYPE HQLD- DOWN-�.` SH RWAL CHED ---- � HOLD-DOWN W/ PANEL p1'2SE:IVd�IVB� SUC�'1 aS /4�ka�IC1C-COppE;l'-Ql1dt2Cfldt'y ACQ 01" COp(�E',I" �0�2 � � DESIGNED BY TL
<br /> \ ,, �. .._ j _ � Ba�� She�r - 10.2 Cs - 0.119 (ult)
<br /> PER PLAN w/ASTM F1554 \ �`• � � •:` �, EDGE NAILING TO n u - _
<br /> CBA e A and B. DRAWN BY TL&RM
<br /> GRADE 36 (MIN) ANCHOR. ' � • � f BOTH STUD5 �p I2 1.O
<br /> . . . �, •
<br /> .�� f . �,� f�.}
<br /> EMBED 12" MIN w/STANDARD , .
<br /> � � -.--STRAP TYPE HOLD- CHECKED BY RR
<br /> CUT WASHERAND NUT •�_ / � . ' � CS SI1�II I�8 t71dllUfaC�Ul"eCI I� Sim sc�n 5tr�n Tie Com an
<br /> t All wood connecto y p g p Y
<br /> `� ��3 DOWN PER PLAN SHEET:
<br /> RIM JOIST��_,. � ', ;�` j .: �
<br /> � ` �. �,/ (or approved equal), and of the size and type �h�wn dn the dr�wir�gs. All
<br />, � • -�`�.,-_•- �- ,._ -:--SILL PIATE AND ANCHOR BOLTS Ct Wlt reservative-tr..ated w�ocl shall be Tri le Zink
<br /> .. .; .
<br /> TOP OF RIM JOIST t,._ - .-� � � � f - wood connectors in conta � p
<br /> �' ' � TO FDN PER SHEARWALL SCHED. �
<br /> -- -------_..__.___ ►t" l�f_ _F� _ 1� v �C" _ \ ' � /
<br /> .
<br /> ' _= i�t = �il ` `,, •;, ENSURE(2)ANCHOR BOLTS MIN. G'ZSS gC�IVC�C�IIZed �1.�rJ OZ�sq � CD�t�l�g�
<br /> ,lil:' �tlll.._ I�! 1 !
<br /> TOP OF CONC 1�_ .:E�i�:_. ;.�.Y�a:.�.���.c---�:y [.r_:�..-"f---L�-r-�-- .__.-- :-�' :.;__;_-�_-_.�# EA. SILL PIECE. LOCATE FIRSI" � ��i��`�� �3;,
<br /> 3 ���
<br /> �t� � �
<br /> �._�_-_ __-__.�.__.� i � ..,z, . _-%`--- -_._..__�... � AND LAST ANCHOR BOLTS 6��
<br /> .�._ _ �._.._�_...�-----
<br /> -
<br /> ---_._.__, �_._._ i� �� %` � _:.� MIN, 12"MAX FROM SILL PIECE
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<br /> ��'� - -i--- __-_ - --- � ENDS AND JOINTS. : �`,�;,,�� ��
<br /> I
<br /> ADD #4x24"AT TOP&�--'f,� TYPICAL SHEAR ELAVATION '__'_�"THICKEN FfG AS REQ'D FOR
<br /> BOT ALL HOLD-DOWNS HOLD-DOWN EMBEDMENT
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<br /> � �����.�.�� � �.� ��„����.� ���� � �� �' ��� .., ����� � ;: �� �:�• .. PRINT DATE 6/18/2014 1:49 PM
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