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' f��R � u�. w �lz.� cc,�sTQ�c�a1e � S I�lo �tl - CarvlR '�}'] �i � '� �" � � 1 ` \ _ -- - I - - - - 9 __ � : - �'� .. W;. � l. f�('�:VE � '� ♦ ^ - - . �� • VF.IN � � I�A.� �""" ` �� 91 v3L T - � + SEC . 3 . � , , �� F� � �� '�� '� �.aL s�c. �a . � a► ac.E S � So Y 3 ' � D 2-0�� . _ ��L � � , � � F, , : � ,u�s�r� , � � M '9 � � :; r� �Jn� a�,.+ ' � i � , ti � � � l.L � I�l'T�� l U2 W �Art.L Co nt Srp� cR cl ' «, �\� ` ` r��Tr�c , . � — � � VV1 JST � I - E-+2. , r, — � � , . , , , ; „ � eE - �.rs�sn�E I�ssF.v� uc -� - a , E . iJ� m ., i3 -[o � � . . ( ) 6 . � ) S � , � ,�.,.; - _. .�- - — � - - -- �- ' - - - ._.._..�..� , _ ... � ., _-ar--�- : - - . . . . . . "� se'.'.�-.. , ' ` .1 �' . a1� 2'. ?i� , � � U ' „ ` . .�:.. „ , . : . . r. � 1� � . T�4 �3c. E . . � .._ __._. _ ._ . _ -- � , — �o � � � i �, . .,� = „�. � , ,, b � �, � : . ; _ ' . � .. ` _ �sxt:y�',�- '._ . ' � � � �x `�` '� , _ H � � .. / r� - _ � : . . '�' . - . �1 r- _ T _ --_ _ __ � y _ � — � r U� � - - ��I �� -.a:e.. ° � - i r `+ - - , , — _ ��„ -^ ' ^ *� D L9 � �� . i �. . 7 oXxClao.G-�� A � f a . - -. _ � � � �. _ ' i ' � I ,I ` .F-� �` - ' � . _ �j COmro:,;.;� i_ �pment L' _ � �, , , Z �, ; � , � '� � � � �, � I I; � �9 � �IEW rz`r �� E:i= � - � dwl a � Flti� : , #� u artment �� , � � , I � ' q _i . I � q r , � �°-`� !' ' M �T p��r� �� Building Safety & �. spection � - _ � � I � �� z � � � IJ�l1 "TUP� � �: B� d�� cs�J l� E�IT S3NIC&9 i . � � � � � �� . � � � �.�il � i '�, � , �� _ , . ,. � � ..� �_ � . ;��, x � �� t� f�s �PP� �cE TOWNOFYAIL �� _ ' ' �� ! I I � � �. � - - - — � - � � '�- ` `I ' y.a� . � � t , � , sKu� ioe,ea omr.rm � caaa �r ` ., � F _ - o U ?r,4.� ' Valldl o( PermiL �1'he �ssum[O ' � -� � � r. — i ' � I _ I } _ � _ d '� , ' I _ i , ._ . ,�' 3' '' . , . or gmdng of ! pelIDft R �QpIWd O�pYro, NmFica[iens md com�utauaor � . � � � � � {s .. � . i ��- l r i � � � � � ' ` J� � �"��`�"J � ��' "� ! � - - _�� aAell na be conatraed to �e � pe+mk ta4 ar m approval of. nny violation ot �i .� �. . ' ,! . t. � , _� � . . I i I �� h .� � v. -1 V � my of the pmvisiom of Nb tode at of�ny othe+ adina�+a of the �unsdiction. i � � � j � � � � � � 1 v E I.�L' � �.fi� i' �� . { � I � � ' ��W y�U W E�- � - . : � � I � Petmiu p1esuminy W giv0 �IahOfkY b YbICe or tanal �hc pmvisions o 5� 'a �,,. .:. .. _J I .-� � � > � � — I � . I - � _ Y .� � I � �LL N�w FiXTu r�� - � � coa� o� o�r o�,ot We j 'un�didioo � not 6e valid. � _ � r The issuena of e bmed oo lem, e ifica[ions and o�iw deta . . f Fi 1� I=� I-F�S � � �i -��- - oaA pRVem �he building oRrid trom UureaAer requiring the cortectioo of � �� 4�\ + g N I: � � 2-9�` ��,� , �dmrs in caid plans, specifications und othcr da[a, or fmm peeventing buildin� D �+ t.� � � . � - � � ,y,�� - -- �-� �%z " � � � ppentions being c^ c on thenound�r �:'i:� n � iolation of this eode or �f \ M A _ _ ' _ MA� � IZ F� � I: �oM M ' �,A i �� 1�01� � 1- � �vG ! IJN fT " M � mY �«��,,.. , � � , � � o/ .� :f4 �. � �-G � � �. �/4�- 1 =0" � \ INITIALS: U:. iE: J �. �� TWP . — --— - . . .— ----� --- - - . ' ' � ` . � - -- - - - --� - - - . �. .__-- � - - - --- - � �,. _ � ;. ; , . _ _ . � , V � lc�c : 1 . �lF c-� . �'� w. �Ks i . aaY E• � . - �� i . � . _.W,I�T " M' I��rtvva. - � , --- - -_.:.___� - . �4E 1�� _ � - � � . , � - ' • i , . , • ; — � �� 11 � ,— _ q� _ ; 9h"ov�-- Np.r, v ,� �,- — — — — — — — — — — — — ' ( �w ck,c�r�E7 _ p � �z � ; , o � �G �p // ' ---- - ,� _ i • i i i � �� ln �12 j . . . 1 � � � , ; � u�a��►-(�►+) � . . � � -; � � - - _ - = -- - _ -_ ► ' i - - - - — _ _ — ; - - - -- -- - - - , ' � f , - - . , , . ; , i ;; � ) - - , ;=�- ,�, ;,�♦ - , - i � - _ ; � " -� .�-l� - � , � � { I , � , � �� ' - ; `� ; % , � ° - � . � i i � � f ' / ' - , ' ---- _ . � i � / � I � i � "II �T . . . i � � ,-" � ! rr : [ . , //' — -- slicrr�IT Ir�rpoEL � � � f , . i � � i ' � � , � � — ��.`: I � - ' t � i � ' � � I , I / � , � ` � - -- -- i - - . _ . , , I � I � � ' / - - ; % _ I ; j � � � � i � a ' ' � -n - - - - - � - - � , _ , . , � ; j . �' j ' � i � ' - � = - %� ' 1 � , I , � i I i II ' � � - 1 - - ll_, I �1 ----- - ---- -------- _--- -• - i ---- � . �, - -_ __ _____ � - �; l , _ : _ _ � � � _ � _ _�:l ___ �-. ! � =-� __-__ � � � i � : = � . � , . . . - ��l��I1:1��=�t��A110N l�tr- �M ' � �. __,�-�� - . � �. I . . K ._F�.F�F � + � � D$= d9 -U�"- ' I I�Ew n02ME� �'1/tvu�i 'M _ � I . , . ! �.�n.-f P,U. �lh �,� � � � �,_ , , - _ � ` i . . , � i �-� � � , � . " • _ � f _ . L . . ! I ' � ' � �, I I' � - _ . — -- - – - - - ------- - - �— .,_ _ N� �� ' ' + �o � . � ��2 � � � � � ' cti� i ; ce) i I ` ��u craw(N� -- ----_—__ � \ � _ ' �� 4 /,� � � . V�'�Y�f�� ' _ I . . _ ___ _ ___ _ __ _ ____ . � . I . • ' .tr�(N) � �N)WINnnWS , � • , - - - - - - ' �) DH (E�DH RH (E)[7N � , i - i --- ! i ( � . _ -- ' __ - - --- - . ... . I ' i } - " -- : � . i ! i � - --- � � � � I � I ; , �; , , _ . � , : : . , I , , � i n , , l�� I _ _ -i-- - ,1 , - - , _ I L___ � � ': ; ' i L-- J � � - - _ • , 4 . � 1 - - �_ - --� � � � — _ -- - - �►--- ' �'1 � ' i - , - - . . u � - � � - E. � �- �. � n . i . --- N� ��T �1,��-r_�npL 11 ►�z!t�!--- —' ��, � -- - �ti . � � � • . . - - /$ ' - I,-p� �� .. . { � f� ` ,s•i _ n s � � � � . . . . - • .. . .- �{ �-" � :� . . ! j L _ - - . � � . � ` �/;e;'e./ . _' � �� i � GEhERAL hOTES Pinos Del Norte Unit 'M' Schlesinq�r Remodel Vail GO �OB �0103-07 DESIGN CRITERIA: STRUCTURAL STEEL: 1 o��• f Roof Live Load (Snow) - ---------- - ----- ------ ---84 Psf a• Structural steel shall be detailed, fabricated and erected in accordance CONNEC�ION SCHEDULE c.�� Roof Dead Load -- ---- - ----- ----- --- --- -------� 5 psf with the most current editions of AISC Specifications and Code of Floor Live Load --- ----- --- - - - -- --- ----- - -- ----40 psf Standard Practice. � SIMPSON H5 � � Floor Dead Load -------- ----- ----- ------ ------ � 5 psf b. Structural steel rolled shapes, including plates and angles, shall be r'YJ �0 9 ; ' Deck Live Load -- ---- - ---- - ----- ----- ------ ---� 00 psf ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall Q SIMPSON LSSU210 Deck Dead Loa d - ----- --- -- - -- -------- --- -----48 psf be ASTM A53 grade B or ASTM A501 . �?J `4�� fss/ONA� Basic �nd Speed ----- - -------------------- - --$0 mph (Exp. B) c. Tube shapes are actual size os specified on plan. Pipes indicated Q SIMPSON ITT11 .88 ``� Seismic Zone --- ----- 1 on plan are nominal (approximote inside diameter) and refer to AISC +6 � -- - -- --- ----- --- --- ----- UBC Edition -- ----- - ---- - ---- ---------- - - ----1997 pipe schedule dimensions. �D SIMPSON HU410 � �� 2 9 ?�� d. All bolts used in steel framing shall conform to ASTM Specification F QE (3)-3/4'0 ALL-THREAD J`� - - - STRUCTURAL WOOD FRAMING: A325. Anchor bolts and bolts used in timber connections may be ' _ _ _ _ _ _ _ _ _ _ ASTM A307. Bolt sizes shall be 3/4" diameter unless noted � SEE BELOW FOR CONNECTIONS � � a. Except where noted otherwise, all 2" nominal lumber, except studs, otherwise. g`S F I I I 0+ry shall be Dou las Fir-Larch #2 and better, and all solid timber beams e. Bolts used in structural steel framing shall be the breok-off, torque � A� I I I s I I � J I I � � ,� indicating type, or torque inspection shall be provided as required by '�F` I I I I +�d � � N I I `F,1 •� ^ and posts 3 nominal and wider shall be Douglas Fir-Larch #2. the building mspector. �'p I I I I � -' O I I � M � b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. f. Typicol framed beam connections shall consist of pairs of 1 /4" angles RAFTERS SEE PLAN � I I I I � I � I I �j � rn � c. Built-up posts shall consist of Douglas Fir-Larch or Hem �r #2 or using the maximum number of bolts called for in Table II-A of the FOR RIDGE better 2X4 or 2X6 studs per plan and shall be nailed together with 2 AISC Manual (ASD Ninth Edition). I �) W 12x31 _ I - I(E) W 12x31 TO BE REMOVED rows of 16d nails � 6" on center along each stud. HEADER BM. Q Q CONN. TYPE ` __�- �=1--=r x Z � � � d. Built-up beams consisting of multiple 2X members shall be nailed 9• Expansion bolts shall be wedge type °Hilti", "Rowl°, or "Red Head" or � � � together with two rows of 16d nails spaced at 12" on center, or approved equivalent with the following minimum embedments: with two rows 1 /2° diameter thru-bolts spaced 24" on center. 1 /2" diameter - - 2 7 /2" O Q 3 � � I I I I � � KNIFE R; t /4" F � ox e. Top and bottom plates shall be Douglos Fir-Larch or Hem Fir #2 and 5/S" diameter -__- 3" � I I I I � `� - x8 1/2"x7 '-0 Z �' � � 3/4" diameter - - 4" � � I I I I � � o � � W/ (�)-3/4"0 Q .- w better. Plates placed directly on concrete walls or slabs shall be -' I I � I I I I THRU-BOLTS. F ` pressure-treated Hem Fir #2. h. Adhesive anchors called for on the drawings shall be glass capsule y N �Vt I � I WELD PLATE TO � � f. wthin floor joists spaces beneath solid or built-up columns noted on types such as "Molly Parabond" or Hilti HVA onchor systems. 1� O _ II � I I I � I o� � III (E) STEEL, TYP. � ,_ � Minimum embedments, if not s ecificall indicated on the drawin s, � I I I I � �' � Z ti � � � p� N ,� plans, blocking of area equivalent to column above shall be provided. shall be according to the monufacturer s specifications. 9 J O O 1 3x3x0'-3" SI TERED TO (E JOIS I I � I I I I � ��`� � �� I I � d �* ao Door or window trimmers consisting of a single stud do not require i. All welding shall be done by an AWS qualified welder. special blocking in the joist space. j. Delay painting within 3" of field welds until welds are completed. L WELDED TO EA I I g. Except as noted otherwise, minimum nailing shall be provided as RIDGE BM. � ECK EL W I (E) �C 12x20.7 T0� BE R�MOVED� � �A � � I I I GOv � � m v specified in the "Nailing Schedule" on the drawings (UBC Table 23-II-B-1 ). k. Where corrosive soil conditions exist, steel angles that are used to BEAM, TYP. - - h. Bo l ts use d for woo d f ra m i n g c o n n e c t i o n s s h a l l b e i n s t a l l e d w i t h support exterior stone veneer shall be galvanized and shall be attached O VALLEY BM. VALLEY BM. N� B T W 6x12 J � I I I I � � t� � � I � �, 3 � standard washers and nuts. to the foundation with galvanized or stoinless s tee l expansion anc hors. (HIP BM. SIM.) (H I P B M. S I M.) FRAME LOOKOUTS W/ � \ � ° I � I � I. I I I � I �jC j� � I I e\e � U a > i. U n l e s s n o t e d o t h e r w i s e, s t e e l c o n n e c t o r s s u c h a s t h o s e m a n u f a c t u r e d GF N E R A L R E QUIREMENTS: 2x6�s � 16" OVER BENT I � _ � N � � I � ; I I I � � I � t�l � � I � 5Q -1 \ � ,�, by the Simpson Company s ha l l be use d to j oi n r a f t e r s, j o i s t s o r b e a m s � � 0 R A F T E R S S T E E L W I N D O W H EADER � - - I I I � I I I � � � Q' � � � " � Q�� " N to o ther beams at flush-framed conditions. Use all specified nails. L � N ,�o I � � (N) TS2x2 1 /4 S STEREp � � � � I I "� �. Connector conditions not otherwise noted shall utilize Type U or Type a. Structural erection and bracing: The structural drawings i l lus tra te t he � � � I TO E) BA JOI S B E L Q W _ _ � _ _ � �? I � I��1 �O HU hangers of a size specifically designed for the member supported, c o m p l e t e d s t r u c t ure with all elements in their final positions, properly � Z � /ry � II � TO XTEN LOFT FLOOR � � � � � � I I ��. as shown in the manufacturer's published tables. Contact structural supported and braced. The Contractor, in the proper sequence, shall rFJ � � � � ry � � J I � SEE�DETA1 SELO`N � � � � I I � � engineer for details as required. provide shoring and bracing as may be required during construction to �y = I I � � � � � I I j. Wood nailer plates installed on steel beams or concrete walis for top- achieve the final completed structure. Contact the structural engineer MAX. L 1� � � 6•+� I � E 2 - � � � I b � �� I I I flange hangers shall be ripped to match the width of the wall or beom for consultation (not in contract) as required. 6 p � II �KNIFE �[,� 1 /4 � _ I I b. Sho drawin s: Submit sho and erection drawin s for structural steel, 4'-0 (3)-16d (2)-16d EA. SIDE (2)-16d EA. MEMBER I� I , � � � j �x8 1 /�°x1 '-0 � � � � - � � / � � I I I � flange. Nailer plates supporting top flange hangers form one side only P 9 P 9 miscellaneous steel, steel oists and irders, steel deck, masonr ( ) (N) (2)-1 3/4x11 7/8 VL I / ( � I � I � � shall be installed flush with the face of wall or beam flange at the � 9 y 6'-0 (4)-16d (2)-16d EA. SIDE 4 - 16d EA. MEMBER � �W 3 -3 4"� � I \ / � I I 1 4" STEEL BUCKET hanger locations. reinforcing steel, wood trusses, manufactured wood joists and glue- I I I I 4 I � �THRU-�OLTS. � � � � � \ �� I� x BEAM NADTH WELDED k. Manufactured joists shall be from an approved manufacturer and shall lam beams to engineer for review prior to fabrication. This review 8'-0 (6)-16d (3)-16d EA. SIDE (7)-16d EA. MEMBER I I I I I � I � IyyELD f�LATE 1'0 � � � � � \ � � � I TO (E) STEEL BEAM be equivalent in load carrying capacity and deflection criteria to is for general com liance with the intent of the structura� design. 10'-0 (8)-16d (4)-16d EA. SIDE (11 )-16d EA. MEMBER I I I I I � � I(E) ST�EL, TNP. � _ _ � � \ � � � I I TJI/PRO 250 or 350 series joists in depths and spacings indicated The architect ond�or contractor are responsible for checking quantities, I I I I I � I r - - � - - � - - � - - � - - -� - L - - �I �/ I I � � � TYPICAL � � on plan. Provide blocking, bracing, web stiffeners and other dimensions and coordination with other trades. � 2'-p (10)-16d (5)-16d EA. SIDE (2)-3/4"0 THRU-BOLTS I I I I I I � � I I I I � � � � �� I I I accessories as required by manufacturer. c. Existfng structures: If construction adjoins an existing structure, I I I I I � I � I I I I � � II / V I � � I � � � I. Prefabricated trusses shall be designed by a Colorado registered contractor shall be responsible for verifying dimensions, e�evations, 14'-0 SIMPSON LSSU210 SIMPSON LUS210 (3)-3/4"0 THRU-BOLTS I I I I I I � I (E) 118H5 �AR JOISTS � 24" � � I � �� I I engineer to support the full dead and live loads of the roof, ceilin framing, foundotion and anything else thot may effect the work shown g. 16'-0 SIMPSON LSSU210 SIMPSON LUS210 (3)-3/4"0 THRU-BOLTS I � � � I I and any other superimposed loads. The fabricator shall determine on the drawings. Underpinning, shoring and bracing of existing n � I I I I I N � � � � � � � � � � � � � hl �"� � web arrangements and member forces. Load duration factor for snow structures shall be the responsibility of the contractor. � loads is 1 .0. Colculations and shop drawings shall be submitted to d. Dimensions: Check all dimensions against architectural drawings prior N I I I I I I I I I � � � I � � � I � I to construction. Do not scale drowin s. NI I I I I I � I I I I � � � I � � � I � � � � O the orchitect/engineer for review prior to fabrication. The truss 9 X I I I I I � I I I � KNIFIE 1I�� -F � I 'c3 I manufacturer shall specify all truss- to-truss connections. Tem orar e. Construction practices: General Contractor is responsible for means, �FJ � I � � � � � � � � �� x8 1 2�`x1 't0 � � yl � p y methods, techni ues, se uences and rocedures for constructio� of and permanent lateral bracing of trusses shall be installed as required q q P � � I f 1 I 1 I I � 1 � W/ 3)-3/�4"� � � � by the truss manufacturer. this project. Notify structural engineer of omissions or conflicts s+?O wl I I I I I �� I I I s+� THRU-BOLTS. I s+? I ,,�,�,II � m. Laminated veneer lumber (LVL) shall have the following properties: between the working drawings and existing conditions. Coordinate � WELO PLAT€ TO � q 1 . Flexurol stress-- --------------2600 psi requirements for mechanical/electrical/plumbing penetrations through I I I I I � I I I I (E) �STEEL, � TYP. � I I O 2. Modulus of elasticit 1 ,900,000 psi structural elements with structural engineer. Jobsite safety is the sole I I I I I I f1i I I I I I � II � � � res onsibilit of the contractor. All methods used for construction I I I I I _ _I _ - I I 3. Tension parallel to grain--- -------1850 psi P Y (E) �IN 16x 6 � - - �- 1l�( �Cx36= - - - - _ �-� r- - _ � 4. Compression parollel to grain- - ----2310 psi shall be in accordance with the latest edition of the UBC. J � Q�, 5. Compression perpendicular to grain f. It is the responsibility of the contractor to contact the structural � �� (N � 4 IW4 BO R I � I arallel to lue line 750 psi engineer at the appropriate time to perform site observation visits. MECHANICAL LOFT FLOOR SHALL .--� � � 4x x0' I I �L �p 9 � Observations visits to the jobsite by the engineer are for determination I I 4's �I I ��o LD D T wE Z � �r 6. Horizontal shear--- ----- ----- --285 psi CONSIST OF 2x4's O 12" SPAN I I I EC �0 �x EAM � J I I � � 0 7. Where two members are required, each member shall be of general conformance with the construction documents and shall not FROM REAR CLOSET WALL 4> f a s t e n e d to ad jacent members with two rows 16d nails spaced be construed as inspection. CANTILEVERED OVER CLOSET DOOR � I FIL 0 B LO �� I � at 12" o.c. unless noted otherwise. Where three or four g. Thoug h every e f f o r t i s m a d e t o p r o v i d e a c o m p l e t e a n d c l e a r s e t o f W A L L T O N E W R I M B O A R D. N O T I ! I I � _ � _ � _ �3 �� I I members are required, they shall be fastened together with two construction documents, discrepancies or omissions may occur. TO EXCEED 2'-6 FOR CANTILEVER. II 2 21 I � I I "`}� � a I � � � p� Or l rows of 1 /2" diameter thru-bolts at 24" on center unless noted Release of these drawings anticipates cooperation and continued otherwise. communication between the contractor, architect and engineer to n I� I I � � 1 I � v n . Framing Notes: provide the best possible structure. These drawings have been NI I� I I � � I I � � IIN prepared for the use of a qualified contractor experienced in the � N I � I I � � I I � 'h� `�Z 3 IN 1 . Exterior walis: � I^ � � A. All exterior walls are 2X6 studs � 16" o.c. to a maximum construction techniques and systems depicted. FJ `- � �� t * � height of 12'-6" , 2X6 studs � 12" o.c. to o maximum � � �� I � � � N � �� height of 14'-6", and (2)-2X6 studs � 16° to o maximum s+� w� I� I I � � I I � N N � I� height of 17'-4" unless otherwise noted. Cap with a NAIIING SGHEDULE 6 " I� I I � � I I " �� N � - - - - � �� double top plate installed to provide overlapping ot I I� I KNIFE �f1 �4 � I �°` � � I r � /'� corners and at intersections with other partitions. If 2x floor joist to girder, sill or wall plate (toenail) 3-8d II x8 11�� 3 I T� �,/ 1 � overlap is not possible, strap top lates with metal strop � � � W�� -3�4 � � � A+�i Z II ties (Simpson ST292 or equivalent� I-joist to girder, sill or wall plate (down thru bottom chord) 2-10d �I � THF�U- OI�TS. I � rT� B. Floor or roof framing members must be aligned to bear Sole plate to joist or blocking (face nail) 16d O 16" I �I � WE�.D �f�LA7E TO � � N = II �1 within 5 inches of the studs beneath. �� (E)� ST�ELf TYP. � o .- d I � C. Provide 7/16° thick APA rated sheathing (plywood or Top plate to stud (end nail) 2-16d I I� _ _ I _ _ I � L -� - - � I I�� ` I I OSB) rated 24/16, exposure 1 , at exterior face of exterior = L � n walls. Block all horizontal joints. Stud to sole plate � � + �� 4�� $ I � I N �+ 1 � 4-8d toenail or ° I r D. Provide (3)-2X10 headers over all door and window 2-16d (endnail) Ir � N � 7 /4" STEEL BUCKET openings unless otherwise indicated. � � x BEAM WIDTH WELDED � E. At beam bearing locations in stud walls, provide multiple- Double studs (face nail) 16d O 24" � z � TO (N) STEEL BEAM � stud posts equal to width of bearing member unless I � o � � I I � � v � � � TYPICAL EA. SIDE noted otherwise. Doubled top plates (face nail) 16d � 16" �FJ � } N � � � FJ �' � B � � -�-� � 2. Interior load bearing wolls: I A. Interior load bearing walls are 2X4 or 2X6 studs (as Top plates, laps and intersections (face nail) 2-16d � � � I I �'�` '� S � 6' I indicated on plan) O 16" o.c. with 1 /2" gypsum 16d O 16° s+�s ( � ry .� � f� � � ��'Q s+�s �+ s I � ~'� wallboard both sides unless noted otherwise. Cap with a Continuous header, two pieces I � 2 � � �' � � double top plate installed to provide overlapping at along each edge I � _ _ F _ _ _ corners and at intersections with other partitions. If - -. - - � �E� � � - ` �} �� _ _ _ _ _ _ _ _ overlap is not possible, strap top plates with metal strap Continuous header to king stud (toenail) 4-8d � - r - - - - - - L _ -I I_ _ 1 - ties (Simpson ST292 or equivalent). + `t'+ � iry+ B. Floor or roof framing members must be aligned to bear Ceiling/floor joists, laps over partitions (face nail) 3-16d �`y � N within 5 inches of the studs beneath. Ceilin floor ists to parallel rafters (face nail) 3-16d ry � v � C. Provide (2)-2X10 headers over all openings in wall unless 9� �° � I Z noted otherwise. Solid-sawn rafter to plate 3-Sd toenails `� desi ned b LRH D. At beam bearing locations in stud walis, provide mulitple- or Simpson H5 2x10 LOOKOUTS O 24". TYP. 9 Y stud posts equal to width of bearing member unless 6'-0 MIN. ' Qn � o eRC. drawn by LRH noted otherwise. I-joist rofter to plate (down thru bottom chord) 2 - � 2d checked by 3. Floor Construction: CONT. 2x10 STRUCTURAL A. Provide 3/4° thick APA rated Sturdifloor rated 20° Built-up corner studs 16d O 24" SUB-FASCIA, �. issued o.c., tongue and groove exposure 1 . Glue and nail panels to all supports. Install sheathing with long Built-up beams (each member to adjacent) 16d � 12" dimension perpendicular to joists and end joihts along each edge (N) LTWT. CONC. TOPPING PRELIM . 05 /02 /01 staggered. B. Provide solid blocking between floor joists at all bearing plywood or OSB roof/wall/floor sheathing Sd � 6" along edges TO MATCH ELEV. OF EXSTG. PERMIT OG 2� �� locations. Blocking material shall match the floor joist Sd � 12" intermediate (3" MAX) material. supports EQUAL E�UAL REVISED 08 /29 /01 4. Roof Construction: ' A. Provide 5/8" thick APA plywood Sheathing rated 32/16, �_ exposure 1 . Install sheathing with long dimension 1 . The nails in this schedule are common wire or box nails. If cooler, sinker, or 3/4" PLYWD. GLUED perpendicular to rafters or trusses and end joints other types of nails are used, contact engineer for required spacing and sizes. & DRIVE-PINNED TO (E) CONC. TOPPING staggered. 2. If staples are used, contact engineer for required spacing and sizes. TS JOISTS 8. Plywood sheathing shall be applied continuously over the 3. This schedule indicates minimum requirements for nailing. Where special conditions V.I.F. primary roof inembers (rafters or trusses) below exist, use the specified nailing indicated on the plans and details. � '_ '___ _ _ _ _ _ � _ � overframed areas to provide adequate lateral stobility. T.O. PLYWD. � C. Provide wind/seismic anchors at supports for a�� oof R O O F F R A M I N G P LA N SCALE : 1 /4�� _ , � - o �• joists and trusses. See nailing schedule. D. Provide solid blocking between roof rafters, trusses and � PLAN NOTES: lookouts at all bearing locations. Blocking material shall (N) TS 2x2x1 /4 sheet match rafter, truss chord, or lookout material. 5. wnd Bracing: (N) L 1 1 /2x1 1 /2x3/16 1 . INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: � A. Walls over 4 feet long which are sheathed with gypsum WELDED TO SIDE OF TS (E) BAR JOISTS waliboard on both faces and are indicoted as shear walis 2x2 AND TO BOTTOM OF 2. POSTS BELOW ARE INDICATED: C NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � on plan have been designed to resist wind forces in STL. BM. WEB � � accordance with Table 25-I of the UBC. (E) STEEL BEAM 3. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1 , SPAN RATING 40/20. B. At shear walls, screw 1 /2" gypsum waliboard to all studs and to top and bottom plates with �j8 X 1 1 /8" drywall 1 SCALE: 3 4" = 1 ' - O" 4. " Q " INDICATES CONNECTtON TYPE - REF. S1 FOR SCHEDULE. screws at 7" maximum spacing. C. Exterior plywood or OSB wall sheathing is required unless S� specifically deleted by engineer. 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F • I ! � �12 I . . �� r � \� 1 (e) I ; (E) / I FR�N Gc:orfU(N ) _�-_---'_^�-_'_- _ _ 1 ' \ L. �� . � . i � � � - - - - = -- - ---- � �l � � \ � � \ .c�(N) (N)WINnnWS - -�-- • . \ �) DH (��k DH (E)pH i — f I - - I ---- - - - -- � . _ I i I � - � . ` I � - I � � �--� � � 1 I � � 1 I � I � � f ' � � _ . + � � I � I � � - � ; i --- � � tt �� ! -._ �--- --� - -- - , _ i �- � �--- ! ; �-- - ' . � ' , � �- � --� . _ - , -- , r--� , p _- � - —�--- � � �� i I I I! L�� ' L�E — ' Zr � . !J � , __ .� �`.. - - - 1�� S�l' � �Vi�T�.Ql�._ �1'I.� � r G C? „``�,. .� (? ( C � . - � � q _ ��-ON . - - . - �`� �� : �� $ • ; � � � _ � : � , . i � � ', � , � Q ' ' '�.;':. _ �� : _� . �� V ' - t`'� E� A r `'Y`\� _ � � 0 0 ('Fr��RAL NOTES• Pinos Del Norte Unit 'h"' SchlesinpPr Remodel. Vail. GO JOB #0103-07 DESIGN CRITERIA: STRUCTURAL STEEL: Roof Live Load (Snow) - -- --- - ----- -- --- ----- - ---80 psf o. Structural steel shall be detailed, fabricated and erected in accordance CONNECTION SCHEDULE Roof Dead Load - -- --- --- -- --- -------- -- - -----� 5 psf with the most current editions of AISC Specifications and Code of �••• Floor Live Load -- ---------- ----- - ---- - ------ --`� Psf Standard Practice. Q SIMPSON H5 ��•• •• � •F� Floor Dead Load --- ----- - -- --- ----- -----------� 5 psf b. Structurol steel rolled shapes, including plates and angles, shall be ��(. • Deck Live Lood - - ---- - ----- ----- ----- ------ ---� 00 psf ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall � SIMPSON LSSU210 J +6 � �'� � • Deck Dead Load -- - ----- --- --- ----- ----- ------48 Psf be ASTM A53 grade B or ASTM A501 . �?J ry�� 90�;:, • Basic Wind Speed --------- - ------- --- ---------80 mph (Exp. B) c. Tube shapes are actual size as specified on plan. Pipes indicated Q SIMPSON ITT17 .88 \� F ��""'�� +� Seismic Zone ---- ----- ----- - ---- --- -- - ----- - - � on plon ore nominal (approximate inside diameter) and refer to AISC +s � ss�ON111 �� UBC Edition -- ------ ----- ----- ----- - ----- - ---� 997 pipe schedule dimensions. 0 SIMPSON HU410 2001 d. All bolts used in steel framing shall conform to ASTM Specification �FJ - � 2 STRUC1l1RAL WOOD FRAMING: A325. Anchor bolts and bolts used in timber connections may be � (3)-3/4"0 ALL-THREAD �° _ __- __ _ _-_ _ ASTM A307. Bolt sizes shall be 3/4" diameter unless noted 0 SEE BELOW FOR CONNECTIONS g`r7� �F I I I 6+ry0 a. Except where noted otherwise, all 2" nominal lumber, except studs, otherwise. shall be Dou las Fir-Larch #2 and better, and all solid timber beams e. Bolts used in structural steel framing shall be the break-off, torque A I I I s I � J I I 3� � 9 indicating type, or torque inspection shall be provided as required by . and posts 3 nominal and wider shall be Douglas Fir-Larch #2. the building inspector. QF I I I I +2d � I � I I `�i.1 � b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. f. T ical framed beam connections shall consist of pairs of 1 /4" angles SEE PLAN �'p ! I I I � I I � rnn c. Built-up posts shall consist of Douglos Fir-Larch or Hem Fir �2 or � RAFlERS � I I I � I � 0 I I �j �0 rniO better 2X4 or 2X6 studs per plan and shall be nailed together with 2 using the maximum number of bolts cailed for in Table II-A of the FOR RIDGE I I E W 72x31 I I E W 12x31 TO BE REMOVED � � rows of 16d nails � 6" on center along each stud. AISC Manual (ASD Ninth Edition). , HEADER BM. Q Q CONN. TYPE � � - - - - - - - -_ � � � Z d. Built-up beams consisting of multiple 2X members shall be nailed 9• Expansion bolts shall be wedge type "Hilti", "Rawl°, or "Red Head or � � � � - � � � � together with two rows of 16d nails spaced ot 12" on center, or approved equivalent with the following minimum embedments: � r I � I I � o with two rows 1 /2" diameter thru-bolts spaced 24" on center. 1 /2" diameter - - 2 1 /2" O O 3 I � � I I I I � M I X$�;E � ' � ��4� � �� e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and 5/S" diameter ---- 3" Z � °' �'' better. Plates placed directly on concrete walls or slabs shall be 3/4" diameter ---- 4" � I � I I I I � � W/ �)-3/4"0 Q � w pressure-treated Hem Fir #2. h. Adhesive anchors called for on the drawings shall be glass capsule -' I I I I I � � .�o III THRU-BOLTS. F � f. wthin floor joists spaces beneath solid or built-up columns noted on types such as "Molly Parabond" or "Hilti HVA° anchor systems. 1Q O _ I � � I I I I � �PZ Z r'��} � I � (E) STEEL, TYP. � � plans, blocking of area equivalent to column above sholl be provided. Minimum embedments, if not specificallY indicated on the drawings, N � °D Door or window trimmers consisting of a single stud do not require shall be according to the manufacturer s specifications. � • � I I I I � /�I' � `'� �- � I I Z rn ^ � special blocking in the joist space. i. All welding shall be done by an AWS qualified welder. 1� L �2 1 3x3x0'-3" SI TERED TO (E JOIS I � � I I I I � '�'� � � � � I � O u� � � WELDED TO EA I � � � I � I � � U g. Except as noted otherwise, minimum nailing shall be provided as j• Delay pointing within 3" of field welds until welds are completed. RIDGE BM. � � ) I I �r O ECK EL W E �C 12x2�0.7 TO BE R MOVED � � � x o k. Where corrosive soil eonditions exist, steel an les thot are used to BEAM, TYP. I I I I � - � � O � � c� specified in the "Nailing Schedule" on the drowings (UBC Table 23-II-B- 1 ). 9 _ h. Bolts used for wood framing connections shall be installed with support exterior stone veneer shall be galvanized and shall be ottached VALLEY BM. VALLEY BM. N�B T W 6x12 J � I I I I � I �'f I I I G � m standard washers and nuts. to the foundation with galvanized or stainless steel expansion anchors. � HIP BM. SIM. HIP BM. SIM. � - - � - - l I I I I � � � �Q � I I I Q�Q� � � a j � ) � � FRAME LOOKOUTS W/ � o � � i I I I � I I� I i. Unless noted otherwise, steel connectors such as those manufactured 2x6's O 16° OVER BENT � � � X � � � I � I I I I � I � ,f I I �� by the Simpson Company shall be used to join rafters, joists or beams GENERAL REOUIREMENTS� 01 Q2 � STEEL WINDOW HEADER I � �' � � I � � � I � I rm �F `♦ � RAFTERS ` - � � � I I I � I A' Q� i N to other beams at flush-framed conditions. Use all specified nails. L Connector conditions not otherwise noted shall utilize Type U or Type a. Structural erection and bracing: The structurol drawings illustrate the ' � � i 1� � � (N) TS2x2 1 /4 SSTEREq � - � � � III ,'S �. HU hangers of o size specificolly designed for the member supported, com p l e te d s t r u c t u r e w i t h a l l e l e m e n t s i n t h e i r f i n a l p o s i t i o n s, pro perl y � � TO E) BA JOIS BELpW � � I F, �p as shown in the manufacturer's published tables. Contact structural supported and broced. The Contractor, in the proper sequence, shall j ? Z � �ry � I � � T O X T E N L O F T F L O O R � � � - � �� I �F��i. r o v i d e s h o r i n a n d bracin as ma be re uired durin construction to rFJ � � .. ry II I � � SE DETAI BELO�V I � I � I � � � � engineer for de tai ls a s r e q u i r e d. P 9 9 y 9 9 /y _ - � I I ' I � � � � I I j. Wood nailer plates installed on steel beams or concrete walls for top- achieve the final completed structure. Contact the structural engineer MAX. L 1 Q Q 2 �3 �, I I 2 - 1 � I I I I �� I I I I flange hangers shall be ripped to match the width of the wall or beam for consu l ta tion (no t in con trac t) as requi r e d. +�6 � E I I N I F E • 1 /4 a � � � � �� I I 4'-0 3 -16d 2 -16d EA. SIDE 2 -16d EA. MEMBER flange. Nai ler p la tes su p por tin g top f lange hangers form one si de o n l y b. Sho p drawings: Submit shop and erection drawings for structural steel, � ) � ) � � I I � p QD I I I � � � I � shall be installed flush with the face of wall or beam flan e at the J � 9 Y � � � � � x8 1/ x1 '-0 9 miscellaneous steel, steel oists and irders, steel deck, masonr � � � � O ' (N) (2)-1 3/4x11 7/8 VL I / l � � � � \ � � � I I 1 /4" STEEL BUCKET � 6'-0 4 -16d 2 -16d EA. SIDE 4 -16d EA. MEMBER T �W 3 -3 4"�S I I I hanger locations. reinforcing steel, wood trusses, manufactured wood joists and glue- 1 I I I �f I � �TFIRU-�OLTS. I I � � � I \ �/ � � I� x BEAM WIDTH WELDED k. Manufactured joists shall be from an approved manufacturer and shall lam beams to engineer for review prior to fabrication. This review 8'-0 (6)-16d (3)-16d EA. SIDE (7)-t6d EA. MEMBER I I I I I � I � NJELD f�LATE TO � � � \ � � I TO E STEEI BEAM be e uivalent in load carr 'n ca ocit and deflection criteria to is for general com liance with the intent of the structural design. I I I I I � I(E) ST�EL, T11P. � _� _ � � I / � I � � � ^ q N 9 P Y � • 10'-0 (8)-16d (4)-16d EA. StDE (11 )-16d EA. MEMBER � � _ _ L _ _ � � I I I TYPICAL TJI/PRO 250 or 350 series joists in depths ond spacings indicated The architect and or contractor are responsible for checking quantities, I I I I I �- - - 4- - - � - - � - - -� - - �I �! I � � dimensions ond coordination with other trades. I on plan. Provide blocking, bracing, web stiffeners and other 12'-0 (10)-16d (5)-16d EA. SIDE (2)-3/4"0 THRU-BOLTS I I I I I I � � I I I I � � � I �� I I I accessories as required by manufacturer. c. Existing structures: If construction adjoins an existing structure, I I I I I I I I I � I I � / \I I I I. Prefabricated trusses shall be designed by a Colorado registered contractor shall be responsible for verifying dimensians, elevations, 14'-0 SIMPSON iSSU210 SIMPSON LUS210 (3)-3/4"0 THRU-BOLTS I I I I I i � I � i (E) 118H5 �AR JOISTS � 24" � � I � �� I I I � � engineer to support the full dead and live loads of the roof, ceiling, framing, foundation and anything else that moy effect the work shown � 6'-0 SIMPSON LSSU210 SIMPSON LUS210 (3)- 3/4"4 THRU-BOLTS � I � � � I I and any other superimposed loads. The fabricator shall determine on the drawings. Underpinning, shoring and bracing of existing I � web arrangements and member forces. Load duration factor for snow structures shall be the responsibility of the contractor. � I � I I I I � � I I I I � I � � � � I � �1I1 � loads is 1 .0. Calculations and shop drawinqs shall be submitted to d. Dimensions: Check all dimensions against architectural drawings prior I I I I I I I I I � � I � I � � NI I I I I I �� I I I I � � I � � A � � I � � I � � O the architect/engineer for review prior to fabrication. The truss to construction. Do not scale drawings. N � � � ; � I I �1 I � KNIF�E R: 11�� -F � I c'� I manufacturer shall specify all truss-to-truss connections. Temporary e. Construction practices: General Contractor is responsible for means, rFJ � I I I I I I I I r'-I� I � x8 1 2"x1 '}-0 � � � � and permanent lateral bracing of trusses shall be installed as required methods, techniques, sequences and procedures for construction of �y � by the truss manufacturer. this project. Notify structural engineer of omissions or conflicts � � I ! I I v I I � I � �N/ �3)-3/(4"0 � I � � m. Laminated veneer lumber (LVL) shaN have the following properties: between the working drawings and existing conditions. Coordinate s'�'2p �I � � I I I �I I I I s'F?� yTMVELD PLAL� TO � s+?q �II � re uirements for mechanical electrical lumbin enetrations throu h I I I I I I � I I � I (E) STEEL, � TYP. � �I � rT, Q 1 . Flexural stress----- ---------- -z600 psi q � �P 9 P 9 I I 1 I I fP I I I � I I �"� 2. Modulus of elasticity------------1 .900,000 psi structural elements with structural engineer. Jobsite safety is the sole _ _ _ I I 3. Tension parallel to grain- - ---- - ---1850 psi responsibility of the contractor. All methods used for construction � � (E) �IN 16x 6 I I � _ � yy ��3,g I _ - I - - - p�� I r - - � p�) Q 4. Compression parallel to grain-- --- -2310 psi shall be in accordance with the latest edition of the UBC. - - - L ( , � 5. Compression perpendicular to grain f. It is the responsibility of the contractor to contact the structural � �� (N � 4 II� BO R I J arallel to lue line 750 psi engineer at the appropriate time to perform site observation visits. MECHANICAL LOFT FLOOR SHALL -L � � � 4x x0' I � � ^ �P 9 � Observations visits to the obsite b the en ineer are for determination 6. Horizontol shear-- - ---- --------285 psi 1 Y 9 CONSIST OF 2x4's O 12" SPAN I I I 4's OI � I �N ELD D T E v �2 I � 7. Where two members are required, each member shall be of general conformance with the construction documents and shall not FROM REAR CLOSET WALL I I EC 0 �� EAM � � ^j Q fastened to adjacent members with two rows 16d nails spaced be construed as inspection. CANTILEVERED OVER CLOSET DOOR I I I Fu 0 B LO I �.- � I � F.L■� � � at 12" o.c. unless noted otherwise. Where three or four g. Though every effort is made to provide a complete and clear set of I I I � _ I _ _ I _ � members are required, they shall be fastened together with two construction documents, discrepancies or omissions may occur. WALL TO NEW RIM BOARD. NOT 2 2 _ _ _ 3 ^ � I � rows of 1 /2" diameter thru-bolts ot 24" on center unless noted Release of these drawings anticipotes coopervtion and continued TO EXCEED 2'-6 FOR CANl1LEVER. �� I � I I �`} � X II � O otherwise. communication between the contractor, architect and engineer to r I� I I � � I I �I � �y � �� provide the best possible structure. These drawings have been NI I� I I � � I I °� i � 3 IIN / . � n. Framing Notes: prepared for the use of a qualified contractor experienced in the ��J N 'I i i � i i i T� ` � o �c� F-i ^ 1 . Exterior walls: A. All exterior walls are 2X6 studs � 16" o.c. to a maximum construction techniques and systems depicted. '- I ' height of 12'-6", 2X6 studs O 12" o.c. to a maximum � � I� I I � I I I � � a � � Iv � height of 14'-6",p ond (2)-2X6 studs � 16" to a maximum s+i w� I� I I � � I I � x �J N I � � �� ~ height of 17 -4 unless otherwise noted. Cop with a NAILING SCHEDULE s � I � v �`+ � Q double top plate installed to provide overlapping at v �� I I I I corners and at intersections with other partitions. If 2x floor joist to girder, sill or wall plate (toenail) 3-8d I I� I KNIFE � �;-f1�4°� ^ � ; Ir � II x811 x�f-� � � � overlap is not possible, strap top lates with metal strap �� W�� -3�4�� "� � R��,, Z I � ties (Simpson ST292 or equivalent� I-joist to girder, sill or wall plate (down thru bottom chord) 2-10d �I � THI�U�04TS. � rT1 8. Floor or roof framing members must be aligned to bear Sole plate to joist or blocking (face nail) 16d � 16" I �I � WEI�D � LA�TE TO � � N � � I � � within 5 inches of the studs beneath. �� (E)� SI EL� TYP. � � � I �� C. Provide 7/16° thick APA roted sheathing (plywood or _ _ - _ o � OSB) rated 24/16, exposure 1 , at exterior face of exterior Top plote to stud (end nail) 2-16d I �� _ � � � L -� - _ � I I�� t 1� -4xf� - $ � VL _ I q � - - - - - walls. Block all horizontal joints. Stud to sole plate 4-8d (toenail) or - � � D. Provide (3)- 2X10 headers over all door and window o I r - - - - - openings unless otherwise indicated. 2-16d (endnail) Ir � � 1 /4" STEEL BUCKET I � N E. At beam bearing locations in stud walls, provide multiple- Double studs (face nail) 16d O 24" � � x BEAM WIDTH WELDED � S' �-- � � � � TO (N) STEEL BEAM � stud osts e ual to width of bearin member unless TYPICAL EA. SIDE � T /1 P Q 9 noted otherwise. Doubled top plates (face noil) 16d � 16" �FJ� i � cv "J � � �� B � � I 2. Interior load bearing walis: s � � I +'` '< s � �, I � � �� A. Interior load bearing walls are 2X4 or 2X6 studs (as Top plates, laps and intersections (face nail) 2-16d �. I �, � � indicated on plan) O 16" o.c. with 1 /2" gypsum �6 I �.. �x Q� +�O I I �'h�Q 6'.�.�6 �+ E I I �'� wallboard both sides unless noted otherwise. Cap with a Continuous header, two pieces 16d O 16" I � .2 � '� �. % double top plate installed to provide overlapping at along each edge I I � F � corners and at intersections with other partitions. If _ � _ _ � �E� � � _ ` - - �} �� overlap is not possible, strap top plates with metal strop Continuous header to king stud (toenail) 4-Sd � r - - - - - - ties (Simpson ST292 or equivolent). - - -L - - - - - - -� �- - -- _ _ _ -�� - - Ceilin floor oists, la s over artitions face nail 3-16d + + B. Floor or roof framing members must be aligned to bear 9� 1 P P � ) �'+ �� '� �� within 5 inches of the studs beneath. R"' � v � C. Provide (2)-2X10 headers over all openings in wall unless Ceiling/floor joists to parallel rafters (face nail) 3-16d noted otherwise. Solid- sawn rafter to plate 3-8d toenails � I v LRH D. At beom bearing locations in stud walls, provide mulitple- or Simpson H5 2x10 LOOKOUTS O 24", rvP. designed by stud posts equal to width of bearing member unless LRH noted otherwise. I-joist rafter to plate (down thru bottom chord) 2 - 12d 6'-0 MIN. ' � np p BR�. drawn by 3. Floor Construction: CheCked by A. Provide 3/4" thick APA rated Sturdifloor rated 20" Built-up corner studs 76d O 24" CONT. 2x10 STRUCTURAL o.c., tongue and groove exposure 1 . Glue and nail SUB-FASCIA, TYP. ISSUed panels to all supports. Install sheathing with long Built-up beams (each member to adjacent) 16d � 12" dimension perpendicular to joists and end joints along each edge staggered. (N) LTWT. CONC. TOPPING PRELIM . 05 02 �� B. Provide solid blocking between floor joists at all bearing Plywood or OSB roof/wall/floor sheathing Sd � 6" along edges TO MATCH ELEV. OF EXSTG. locations. Blocking material shall match the floor joist Sd O 12° intermediate (3" MAx) PERMIT 06 20 �� material. supports EQUAL EQUAL REVISED 08 /29 /Ol 4. Roof Construction: A. Provide 5/8° thick APA plywood Sheathing rated 32/16, NOTES: exposure 1 . Install sheathing with long dimension 1 . The nails in this schedule are common wire or box nails. If cooler, sinker, or 3/4" PLYWD. GLUED perpendicular to rafters or trusses and end joints other types of nails are used, contact engineer for required spacing and sizes. & DRIVE-PINNEO TO (E) CONC. TOPPING staggered. 2. If staples ore used, contact engineer for required spacing and sizes. TS JOISTS B. Plywood sheathing shall be applied continuously over the 3. This schedule indicates minimum requirements for nailing. Where speciol conditions primary roof inembers (rafters or trusses) below exist, use the specified nailing indicated on the plans and details. V.I.F. ,_ .___ _ _ _ � _ _ _. + • overframed areas to provide adequate lateral stability. T.O. PLYWD. _ C. Provide wind/seismic anchors at supports for all roof R O O F F R A M I N G P L A N � _ joists and trusses. See nailing schedule. SCALE : 1 4" = 1 � - � �� D. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material sholl (N) TS 2x2x1 /4 PLAN NOTES: sheet match rafter, truss chord, or lookout moterial. 5. wnd Bracing• (N) L 1 1 /2x1 1 /2x3/16 1 . INTERIOR WOOD STUD BEARING WALIS ARE INDICATED ON PLAN THUS: � A. Walls over 4 feet long which are sheathed with gypsum WELDED TO SIDE OF TS (E) BAR JOISTS wallboard on both faces and are indicated os shear walls 2x2 AND TO BOTTOM OF 2. POSTS BELOW ARE INDICATED: O NON- CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � on plan have been designed to resist wind forces in Sn. gM_ yyEg � � accordonce with Table 25-I of the UBC. (E) STEEL BEAM 3. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1 , SPAN RATING 40/20. B. At shear walis, screw 1 /2" gypsum wollboord to all studs and to top and bottom plates with #8 X 1 1 /8" drywall 1 SCALE: 3 4" = 1 ' - O" 4. " Q " INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. screws at 7" maximum spacing. C. Exterior plywood or OSB wall sheathing is required unless S� specifically deleted by engineer. JOB # 0103 - 07 � REVISIONS BY --- .. . _ � ---- .. _ - - i � %, I ¢ / \\ � � 0 � � � / j' I —. ----. . _.._ �� . ___ __.._.. . -- —:,.��""__:_: \ ,a � I l�l . �l VVI�[.IAQSL W� S � S 34 /4 I , . � � � � � � � yLt r� C.L.E-�1°P,r4vuCE l.5 l $ � / i , � � p � r� � a� �, �- � � � 99 � . See . yoS .�. � i � j � ~ - _ _ _ _ __ ___ � -- - - - - -- — - _--- _ _ I , L i v i N � �- r'1 _ '-C-__ � � w - ' � � F � G � - -- � - - _ � , � , , -- - 1--:-_- - - ' __ � t�' -- nr � � � �' � _ . -_. - � �J l� P� 4� L � ,; M.�M„ --- . . 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