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HomeMy WebLinkAboutB13-0260 REV1 PLANS APPROVED , ��
DESIGN CR { fiERIA; STCICKT(3N RESIDENCE JOB �: 1306 - 12 4. Compression paraliel to grain - - - - - - - - - - - - - - - - - 231fl psi c. Qimensions: Check all dimensions against architectural drawings prior to construction . Da �
5. Compressian perpendicular to grain ( parailel to glue line) 750 psi not scale drawings.
Roaf Live Lc�ad { Snow} - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - 100 psf 6. Horizonta ! shear - - - - - - - - - - - - - - - - - - - - - - - - - 285 psi d . Construction practices: General contractor is responsible for means, methods, techniques,
Rc�c�f Dead Load _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 15 psf 7. Connection of muitiple- member beams: sequences and procedures for construction of this pro ject. Notify structural engineer of A B B R E VI A TI � I� � � � T � � ��h� �
n � n '
3-�;, � �a:. ����^
Floor Live Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 40 psf A. Top - loaded beams amissions or conflicts between the warking drawings and existing conditions. Coordinate :. %�,�'% 44�4°�P ���
` Floar Dead Laad _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ..._ _ _ _ _ _ _ _ _ _ _ _ _ �� p �f i) For members 12" deep or less, nail each member ta the next with 2 rows of requiraments for rnechanical /electrical /plumbing penetrations through structural elements with �'� �Q�" �§�� r�'�"�� �
Deck �iue �oad _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1p� p �f 16d nails at 12" o . c. structural engit� eer. Jabsit� safety is the sole respansibility af the contractor. All methods ��m�'� � � ��,
A. B . ANCHOR BGLT �AM . LAMINATED
p ��� p��d ���� _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ q.� � �� � i For members reater than 12" dee , nail each m �mber to the next with 3 used for constructian shali be in accordance with the latest editions of the IBC/lRC. � � °�t�� � �� ;
} 9 P A. F. F. ABOVE FIN1SHED FLO�R LL.H LONG LEG NC�RIZ4NTAL.
Wind ( 3 Secand Gust) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 90 mph (Exp . B} rows of 16d nails at 12 " o. c. e. Detaifs not specifically shawn on the drawings shall be eonstructed in a manner similar to the q, F, G. ABOVE F{ NISHED GRADE LLV LONG �EG VERTICA� �. Q�� � ��
Seismic Design Gategory `�-�^A� ��� _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �x�MPT B . Side- loaded beams datails that are shown far like conditians. These items shall be brought ta the attention of ADJ. ADJUSTABLE LONGI7. LQNGITUDiNAL '��'��.��o�a'°"���' �
«��� � � �� °tt°� ���� i) Far twa or three member beams, naii each member to the next with 3 rflws the structural engmeer �s soon as possible far approval . Approval shall be obtained prior to ANCFI . ANCHOR LTWT. LIGHTWEIGHT ��IOS���
3� installation .
af 16d naiis at 12 a. c. APPROX. APPROXIMATELY LVL LAMINATED VENEER LUMBER
`�PECfA� IhiSF' E�TIONS: „ f. A11 waterproofing and flashing is the responsibility af the architect and contractor. ARCH . ARCNITECT LSL LAMINATED STRANC? RIM MATERIAL
ii} Far faur member beams, bolt through with 2 rows of 1 f2 diameter bolts at � . � � is the respansibility of the contractor to contact the structurpl engineer at the appropriate
� �°: o, �. BD . BC?ARD MAX. MAXIMUM
a . Special lnspeetions shal ! be provided accarding to S�cti�n 17Q4. 1 anei the statement of special time to perform site abservation visits. Observatian visits to the jobsite by the engineer are �7l26/2013
iii For members cansistin of more than four members, cantact structural BLDG. BUILQING MECH . MECHANI �AL
inspectic�ns os required by the Town of Vail . ) 9 for determination of general conformance with the cons#ruction documents and shall nat be �
b . G�ntinuous lnspec# ion shall be performed for field welciing (except single- pass fillet welds less engineer. construed as inspection . BLKG. BLOCKING MAT L MATERIAL
All lumber used in construction shall have a maximum moisture cantent of 19 �. h . Thau h ever affort is made to BM . BEAM MANIJF. MANUFAC7URER
than ��" } , and anchor bolts where indicated on the fic�ur� datiar� plan . � � Q g y provide a complete and clear set of constructian documents, r.
Unless made of treated ar naturall deca r�sistant waad , al ! deck beams and oists �ncludin BOT. BOTTOM MIN . MINlMUM � *- r.
c. Periadie ins ection of steel construction elements shal ! incl � d� rnarerictl v�rification in q • Y Y- j ' (` 9 discrepancies or omissions may occur. Release of these drowings anticipates cooperation and as ,n
accord�ance with these drawin s, manufacturer° s certific� te of com liance, snu ti ht balted 9� � �� � �ms} wider than 1 �� " shall be seoled and flashad ot the top surfiace per architect. contin�a� ��r�p�nicatian between the contractor, architec�> d�nd engineer to provide the best B� a. W. BOTTUM OF WALL ( N ) NEW ,� � �
� � �° � BRG. BEARING NOM . NOMINAL
jaints, Y�." and sma( ler weids, reinforcing steel , epaxy anchors, and an �hor� insta ( led in r. [�rive pins specified on plon shall be powder actuated fasteners by Ramset, Powers, Niiti, or possible structure. These drawings have been prepared for the use of a qualified cantractar GANT. CANTILEVER N . W. NORMAL WEIGHT � � ¢
hardened concrete. approved equivalent. Fastener and load size shall be determined accarding to manufactur�rs ex erienced in the c n t u tion te hni s s ' ed �j �'7 d- �,
C. J. CCINTROL JOINT Q. C. ON CENTER �
d . The structura! engineer does not provide speciaf inspe�tions, Periodi� observations of r�commendatians for mttterials being attached . 2009 iBC FASTE �lING SCHEDULE * CMU C4NCRETE MASONRY UNIT OPNG. OPENWG � � ��
canstru �tion b the structural en meer are not to be considered s ecial ins ections. s. Framing Notes: � o h„
�' � �' p 1 . Exteriar walls: *TNIS IS A PARTIAL SCHEDULE. SEE ! BC TABLE 2304. 9 . 1 FOR FULL SCHEDULE �E� • CEMENT OSB ORIEN7ED STRAND BC3ARD � p � �
�i � _, C�G. CEILING R PLATE �
FQUNDATlaN QESIGN . A. All exterior walfs are 2x6 studs C�D 16 o. c. to a maximum height of 12 - 6 , 2x6 I- �, . .
� CENTER �INE P�YWD . PLYWC70D � x
studs � 12" ac. to a maximum height af 14' - 6 " , and { 2} - 2x6 sfiuds C�D 16 " to a FASTENING c = ¢
a . D �sign of individual and continuous footings is b �ased an a rr� aximum ailowable bearing pressure maximum � eight af 17' - 4" unless otherwise nated. Walls taller than 17' - 4" shall CLR. CLEARANCE PKT. PQCKET � '� a t.,_
1 . ,laist ta si►I or CO�. CC3LUMN R . Q. ROUGH QPENING v
gf 3, 000 psf ( dead load plus fulf live Iaad ). be framed with manufactured laminated studs. Contact engineer for spacing girder 3 - $d common taenai� J q�
re uirements, if not indicated on fan . Go with a double ta late installed ta 3 - 3" x o,t3� " nail C O N C. C Q N C R E T E R A l�. R A D I U S � �
b. Fo�andatian and retaining wails have been designed using a I � teral pressure of 60 pcf. 4 P P p P 3 - 3" 14 gage staple CONN . CONNECTiQN REF. REFERENCE U? •�
c. Fc�otings shalf be plaGed an the natural undisturbed sail , or compacted structural fil ! per the provide overlapping at corners and at intersections with ather partitions. { f overlap CONT. CONTINUOUS REINF. REINFORCE REINFORCEME6� T �
2. Bridging to joist 2 - 8d comrr�on taenail each end f �
recammendations of the geotechnica! engineer, b �IQw frost depth . is nat possible, strap top piates with metal strap ties (Simpson STZ92 or „ „ � p �
2 - 3 x o:131 nail CONST. CC}NSTRUCTIQN REQ D REQUIRED �
d. This foundation has been designed according to the design rece�mmendations set forth in equivalent}. � U � ,ry
2 - 3 14 gage staple G. P . CR(PPLE PO�T RET. RETAINING - r�
geotechnicol repor� 13- 2864 by Ll� P Engineering, lnc. The conteactor shall follow the B . Gable- end walls shall be ballaon - framed ta the bottom of rafters unless approved t� � �
6. Sale plate to joist or blocking 16d at 16" o.c. #ypical face nail C. W. CRIPPI�E WA�L REV. REVISION � �#- �
constructian requirements from this same report. by engineer, 3" X 0.131 " naii at s" o.c. DB �. DOUBLE R. '�. ROUGN SAWN ��" �
e. Provide continuous faundation drains around the perimeter c�f a ( I btrsement walls and cst the C. Floor or roof framing members must be aligned to bear within 5 inches of the 3" 14 gage stapte at � 2" o.c. QET. DETAIL SCHED. SCHEDl1LE � � �
ba�e of retaining walls. Contact geote�hnical engineer for d �tails. studs beneath , DIAG . DlAGONAL SECT. S�CTiaN � �
f. A re r�sentative of th � eot�chnical en ineer shall verif soils conditions and t es durin D . Pravide 7 16 " thick APA rated sheathin I ood or OSB r�ted 32 16, ex osure 1 , sole p�ate to joist ar blocking at braced
p g g y yp y j g {p yw } � P wall panel 3 - 16d per 16" braced wall panels �W�. pp�� SHT. SNEET � -+ �? ¢
excava�ic�n . Report any �i�crepancies from original findings to structural engineer for at exterior face af exterior waHs, Black all harizontal jaints and nail panels with 8d (4)-3" x o, � st " nail per 16" pWG. DRAWING �IM . SIMILAR � �- �
re- �valuation af faundatian design . nails spaced at 6 " along panel edges and at 12" along intermediate supports. (4)-3" i4 gage stap�e pe� � s" EA. EACH S. LP . STRUCTURAL INSl1LATED PANEL
g. Bockfill around and above structural buttresses and retaining walls sha{ I be compaction - tested E. Provide ( 3) - 2x10 headars over all door and window apenings, with one 2x6 trimmer �• Top plote to stud 2 - � sd common end noil E. J. EXPANSION JOfNT SPEC. SPECCFICATION
per the recornmendations c�f the geotechnical engina�r. 3 - 3" x o.� 3i " r,a��
and one 2x6 king stud each end, unless otherwise indicated . � ELEV. ELEVATI4N SQ. SC2UARE
h . Dc� not backfilf against retaining walls unfiii supporting elements ( such as floar framing) are in F. At beam bearin lacations in stud walls, pravide multi le- stud osts e ual ta width 3 - 3 14 gage staP�e
9 P R a ENG. ENGINEER S7D . STANDARD
place and securely anchored, ar adequate shoring is inst�rEled . Concurrent backfiEling cafi sach of bearin member unless noted atherwise. s. stua to soie p�ate 4 - �sd common toena��
side of a free- st�anding retc�ining wall to final grades as indicated on plan or section is 2. Interior �oad Bearing Wal1s: a� - 3 x o.� 3� noil EQUIP . EQUIPMENT STL. STEEL
�equired unless tempar�ry sharing is installed . A. Interior foad bearin walls are 2x4 ar 2x6 studs as indicated on lan C? 16" o. c. 3 ° 3 14 gage staple EQUIV, E(�UIVALENT STRUCT. �7RUCTURAL
i. Verify type of fill with soils engineer ar� d structural engineer prior to backfilling. �i � � p � EX�TG. EXISTING T8c6 TOP & BQTTOM �
with 1 /2 gypsurn wallboard both sides ur� less nated oth �rwise. Cap with a double z - � sd common end nail ( E) EXISTlNG T8cG TONGUE 8c GRUOVE �
F�Ei �3FdRC�d CaNCRE7E: top plate installed to pravide averlapping at corners and at intersections with other 3 - 3" x o.� 37 " nail EXP . EXPANSION T. O. TOP QF . �
partitions. If overlap is not possible, strap tap plates with metal strap ties 3 - 3" 14 gage staP�e EXT. EXTERI �R T. O. C. TOP OF CQNCRETE r„�
( Simpson ST292 or equivalent) . S. �ouble studs � sd at 24" o.c. face na�i F. D. FLOOR DRAIN T, Q. F. TC�P OF �aOTING
a . Concrete design is based on the '° Building Code Requirements fae Reinfarced Concrete'" ( ACI g . Floor or raof framin members must be a ! i ned to bear within 5 inches of the 3" x o.� 3� " naii at sTM O.C. r �
,�18) as adopted by Chapter 19 of the 20Q9 IBC. 9 9 FDTN . FOUNDATI �N T. C?. 1.. TOP OF LEDGE �
studs beneath . 3" 14 gage stup�e at s" o.c. FLR . FLC?C7R T. O. M . TOP OF MASONRY
b , Structural cancrete sha( I have a minimum 28- day compressive strength of 3QOQ psi. ..
C. Provide (2) - 2x10 headers �ver all openings in wall , wit� one 2x4 or 2x6 trimmer � o. Double toP ��ates � sd at � s a.c. typtca� face nail FRMG. FRAMING T. J, W. 1'OP OF WALL �
c. Can �refie shali be proportioned using Type I - f! suffate- resistant cement. Admixtures containing 3" x 0.131 " nail at 12" o.c.
chloride salts shall nat be used , and one 2x4 or 2x6 king stud each end, unless nated otherwise. n „ FT�. FC30TING THRU THROUGH �
D. At beam bearin locations in stud wa# Is, provide multi le- stud osts e ua1 to width 3 14 gage staple at 12 o.c.
d . Gold weather concreting procedures shall be provid �d aS recomm �nded in the ACI Manual of 9 p P G GA. GAUGE TRANSV, TRANSVERSE
�a� ��.� �� �, �,� ��;�� of bearing mernber unless noted otherwise. GALV. GALVANIZED TF2TD . TREATED � #�
Oouble top plates s - � sd comrnon �°P sp� 1°� GEN . GENERAL TS TUBE STEEL COLIJMN �
3. Floor Construction : „ „
e. Anchor bolts far beam and calumn bearing �I �ates shal ) be plac�d with setting templates. „ „ 12 - 3 x o.13� noil
f. Expansion boits shal ) be located at a minimum of 6 bolt diameters from concrete edge and A. Pravide 3/4 thick APA rated Sturdifloor rated at 24 o. c. , tangue and groove, 12 - 3" 14 goge staple typical face nail G. L. GI�UE- I.AM TYP . TYPICAL
spaeed at ca minimum of 10 bolt diameters unl �ss noted atherrvise. exposure 1 . Glue and N ail panels to all supports with 8d nc�ils spaced at 6 " along � � , g��eking between �atst or rufters 3 - 8d common foenail GYP . GYPSUMfGYPCRETE U . N . O. UNLESS N �fiEO O7HERWISE t""�
g. Anchor balts for wood sil ! plates shall be placed c�t 4' - Q" maximum spacing with on � anchc�r panel edges �and at 12 along intermediate supports. { nstall sheathing with # ong to top plate 3 - 3" x o. � �1 " nai► HDR . HEADER VEF� T. VERTCCAL �
bolfi c�t 12" fram each end or carner and a minimum afi two anchor bolts p �r piece. dimensian perpendiaular to joists and end joints staggered . s - s" 14 gage staple HORIZ. HQRIZt3NTAL. V. I . F. VERIFY ( h! FiEL.C}
h . Cancrete flaor slabs on grade and on m �etal ciecking or plywood supported by framing shall � • Pravide solid blocking between floar joists ot all bearing locations. Blocking material 12. Rim joist to tap plate 8d at 6" (152mm) ac. toenail HSS H4LLQW STEE� SECTION W. F�. W1DE FLANGE �
i }} sha( I match the floor oist material . s" x 0.131 " na;� at s" o.c. HT. MEIGHT W. P. WATERPR4QF ,
have scawn or t�aled �antrol joints at a maximum spacir� g af 14 -- 0 in each direction , Loeate � „ „ �
cantra( joints alang column grid fines where possible and provide slab isQlation jQints around 4. Roof Construction : 3 14 gage stap�e at s o.c, INT. 1N7ERIOR W. W. �. WELDED WIRE FAE�RIC �
A. Provide 5�$" thi�k APA plywood sheathing rated 4oj20, exposure 1 . Install 13. Top plates, laps and intersectians 2 - 16d comman face nail INV. INVERTED WD . W0017 � �
G�� � � � �. 3 - 3" x Q. 131 " nail �� �`_"I
i. Co� crete cavera e for re�nforcin steel : sheathing with lang dimension p �rpendicular to rafters ar trusses and end joints JST. JOlST W/ WITF# �
� � ,= staggered . Nail with 8d nails spaced at 6" along panel edges and at 12" along 3 - 3" 14 gage stap�e K KING S7lJD W/a WITHOl1T
1 . Concrete cast agcainst and permar� ently exposed ta earth : 3 14. Cantinuaus header, two Pieces 7sd common � s" o.c. alon ed e � ' r"� �
2. C�ncrete expos�d to earth or wecsther: intermediate supparts. � 9
A. �5 bar and smaller � � l2" B • Plywood sheathing shall be applied continuously over th � primary roof inembers 1s. Cantinuous header to stud � - sd common toenai� ALL LUMBER CQNNECTaRS ! R! QIRECT CaNTACT WITH PRESSIlRE- TREATED Ll1MBER SMA�.L. HAVE A � ��
» ( rafters or trusses) beltiw overframed areas to provide adequate � ateral stability. � 3 - sd e4mmon toenai� �� � p�ON ZMAX OR HQG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE G/�LVANIZED �
B , #6 thrOUgh �18 bar 2 19. Rafter ta late ,. „
C, Provide wind seismic anchors ot su orts far al1 roof oists and trussed rafters. 3 - 3 x 0.131 nail
3, CQncrete nat ex osed ta weather or in con �act with round : f PP J (See section 2308.10.1 , Toble 2308.1Q.1 ) � ;
P 9 3 - 3" 14 a e sta le PER ASTM A153. CONTACT ENGINEER FOR ALTERNATE USE OF Bf\RRIER MEMBRANES. r""� , ``""'
A. Siab �, walls, oists 11 bar and smaller 3 4„ See nailing schedule. s 4 � . �,,:,� , ��'�
a �# � � D . Pravide salid blocking between raofi rafters, trusses and lookouts at all bearing 23• �uiit-up cor�er studs 16d comman 2q.� o,G, ^
B . Beams, ealumns 1 1 /2" 3" x o.� 3� " naii 16" o. c. CQNNECTION SCHEDULE T4P F'A�E JOIST � r-� �
lacations. Blocking material shall match rafter, truss ch �rd, ar lookc�ut material . 3" 14 gage stap�e � g� �, �, t,..,,_ • �-1
5. Wind Bracin _ �� �.
REI �lFt?RCIIVG ST�E�.: � ' 29, �Joist to band joist 3 - 16d common face nail � SIMPSON hl5 { 4� - 8d (4}- Sd E�'" �
A. Walls over 4 feet iong which are sheathed with gypsum wallboard on both faces and 5 - 3" x o. 13� " na�� �
are indicated as shear wal { s on plan have been designed to resist wind forces in # � SIMPSON HU14 ° ���� ° � � � { �}°' � ���� � 1� �• `�
Q. Detailing , fabricatior� at� d placement af reinforcing steel shall be in accordance with the ACI 5 - 3 14 gage staple � ,n
accordance with Taf�le 2306 . 7 of the 2Q09 IBC. C SIMPSQN LSSU126 - { 10)- 1Od (7}- 10d- 1 1 j2
Manuai of Concrete Fractice. i. ��F-��'
B . At shear walls, screw 1 /2 gypsum wallboard to alf studs and to top and battom NoTES: � �� .
b, Except where otherwise noted on the drawings, reinforcing bars sl� all canform to ASTM _
�pG'Cifi�tltlQll A6 'S5 tltld ShC711 b � C�!"CIdB 6a 8XC8�7 � �les, field bent bc� rs W�10C'e permitted by nt?t8 P� C� tBS With �$ X 1 1 �$�� dt'}nNt31 � screws Q '� 7�� Y1'IQXi1'YIUi'Yi spacing. For SI. 1 inch = 25.4mm. 2 3/8" x 0.713" nails and 3" x Q.931 " nails ore standard 8d and i0d Gun nails. � SIMPSON U414 ( 16 )- 16d (6}- 10d ��j
o�t lc�np or bars to t� e wsldetf, which shc�l { be rctde 4C�. C. Exterior plywaad or t�SB wall sheathing is required unless specifi�a( ly deleted by Q. Cammon ar box nails cara perrnitted to be used except where otherwise; stated. _ ����� ��
P 9 � E� SIMRSON HUCQ412- SDS (14}- SDSY�X2Yz (6 }- SDSxYx2X�
c. At splicest fap bars 44 diameters. Da not weld or use m �chanical spl3�ing devices unless engineer. �. Staples shafl have d minimum crown widtn of 7/16 inch. -
s eeificail a roved b en �neer. F�} SIMPSQN LSSU410 - (18} - 96d ( 12�- 10dx1Y�
f� Y PR Y 9� STRUGTURAL STEEL. C.� � ,�`�` ,
d. At corners, make horizantal bars Gontinuaus or provide c�rner bars. Araund openings and S�OPE SLAB � 8320'- 9�1�. Q SIMPSQN HUC416 - (2�) -- 16d (8}- 10d � � �
steps in concr�te, pravide (2)- #5 bars extending 2' - 6" bey4nd edge of opaning or step . „� 8320' - 7Y2 T. O. PLYWD. ,
, ,k a . Structural steel shall be detailed , fabricated and erected in accardan �e with the most current H - 30 16d 10 1 �d � r--� , .
e. �xtend reinfarcing stee! a minimum c�f 2 - 6 fihrough cold joinfs. Unless specifically located � T 4. V�, � � SIMP.SC}N HHUS410 { � �' � )�' �
on plan or detc�ils, coordir, j ' � editians af AISC Specifications and Code of Sfiandard Prpctice. . � . � � 2�!2" ° � �Y` TYP . � ' - _ _
ate co6d a �r� t locations with en ineer. ' : �� � d NOT USED
f. Welded wire fabric shc� ll conform to ASTM Specification A- 18�. Lap welded wire fabric � �' � Structural steel W shapes shall be ASTM A992. Qther rolled shapes, including plotes and 8320 ° 1 ,� . � d .
angles shall be ASTM A36 . Round or rectc�ngular HSS shapes shall be ASTM A5Q0 grade B . -�, p, �. ' � " � J SIMPSQN CJJ3 ( � ) � /�}
minimum c�f one full m �;sh plus two inches. L.aps shail be wired tagether. � ' ' (� - 6�- SDS 3 - PIN � �J 1
„ „ „ „ c. Ali bolts used in steel framing shall confiorm to ASTM Specificatic�n A325. Anchar bolts and a z d
g . E pox y adhesive for reinforcin c� dowels shall be Hilti or �im ps�n or a R proved e quivaient bo� ts use d in tim ber connec tions may be A S T M A 3 0 7. Bo 1 t sizes s ha l l be 3 f 4" diame ter „ ��.��;���%�� � " � � Q SIMPSC?N HGA10KT { 4)- SDS��x3 - (4)- �D S Yqx1 � �
adh �sive systems. Minimum embedments, if not specific�rlly indicat�d on the drawings, shall unless not�d otherwise. #5 VERT. C� 16 O. G �!�% , . ' . FLOOR JOISTS PER PLAN � � �
be according tc� the manufacturer s speci�cations. d. T ical fram �d beam connections shall cansist of airs af 1 4" an { es usin the maximum �,,� „ Q SIMPSON ITS2. 37/11 , 88 ( '�) - � �d . ( 2)- 1 0 d - � �
� � R f � g � #5 CONT. HORIZ. C� 16 O. C. � �
h . Metr� c bc�r size conversion table: 1S 16d 12 10dx1Y� �'a �
METRIC #10 �13 #16 �19 �22 �25 #�9 #32 �36 number of bolts called for in Table Il - A cif the AISC Manual ( ASD Ninth Editian }. , � a {M� SIMPSON LSSUH310 � � }- � )�'
,� „ » • » ,: ,� � �t,.
I 1� C H - P 4 U N D �3 �4 #5 �6 �7 #8 �9 �1 J �1 1 e. Expansion bolts shall be wedge type Hilti ar Rawl or Simpson , Qr approved equivalant with � � W L� x � Q S I M P S O N L.B V 1 , 8 1 f 7, 2 5 ( 6 ) - 1 b d { 4}- 1 6 d (2� - 1 C 3 d x 1 }y ,.}� � �-a
the following minimum embedments: �
STf� UC�1RAL WC}OD FRAMING: 1 ' �/2 ,� diameter - - - - 2 ,� 1 /2'� C�D 16 " O. C. g„ ° Q SIMPS4N HUCH48 - ( 10}- 16d (4�- 10d (,} � � �
2. /$ diamete 3
�, » » 2 5' s CONT. HORIZ. • � � � � SIMPSON HWU5. 50 f 9. 5 (4) - 16d (4} - 16d ( 6}- 10d �
e�. Except where nated atherwise, all 2 nornina ! lumber, exc�pt studs, shail be Douglas Fir- Larch 3. 3/4 diameter - - - - 4 t �" � �
�2 a n d b e t t e r, a n d a l l s o l i d t i m b e r b e a m s a n d p o s t s 3" n o m i n a l a n d w i d e r s h a l ! b e D a ug l c a s f. E pox y anchars ca( led for on the drawin gs shall b� " E pcon " or " Rawl " ar " Sim pson " or a p praved TQP & BOT. ' . „ � SIMPSON H ?Z ° (�} p� - g� ( 4}- 8d _
5 CONC. SLAB PER PI.AN
�'l�-- �a�-�}� ��, equivalent anchor systems. Minimum embedments, if not specifically indicated fln the a R J L 5x5xY4x0� - 8y 3 -- �i' "� THRU -- BQI�TS EA.
b . Studs shc� ll � e Stud rade and better Dcau Ic�s Fir- Larch ar Hem F'ir. drawin s, sholl be aecordin ta the manufacturer's s ecifications. #5' s TRANSV. t� 16 " Q. C.
9 9 9 9 P . 8310' - 5Y�. SIMPSON IUS2. 37 11 . 88
�. Built- up posts shall consist of DQUglas Fir- Larch or Herrr Fir .�2 or bettar 2x4 or 2x6 studs g. All welding shall be done by an AWS qualified welder. Welds not speciffcaliy indicated shall be � � , . ¢ . � a � f - { 1Ct� - 1Qdx1 � ° � M �
� 7. 0. SLAB •
per plan and shall be nailed tog�fiher with 2 rows of 16d ncsils C�7 6" Qn center al �+ng ec�ch �i��" fillet welds across the full length af the joint. �309 ' - 1ay4 �y � a � ° . . . . � . Q SIMPSON LSTA21 ( 1g )- � p� ��� ��� �� ��
s�ud . h . Delay painting within 3°' af field welds unfiil welds are compfeted. �J � Q / �L (�
d. �uilt- up beams consisting c�f multiple 2x members shalC be naif �d together with two raws of i, Where corrosive soil canditians exist, steel angles fihat are used ta support exterior stone T. O. F. ° $ „ �}U SIMPSON M1U1 . 81 /9 - ( � �,�- � g� {2) - 10dx1 }� drtiwtl b � /
16d nails s aced at � 2" on center, c�r with twa rows af 1 2" diameter thru - bolts s aced at veneer shall be aivaniz�d and shali be attached to the foundation with alvanized �ar stainless ' . . � A 2 RIGID fNSl1L. � �R TDH
P � P 9 9 c> . ' . ° ,a ,a ,� �h �Cl{�d b
„ �a � ' tl . • . \��\���ff�\ � ARCH . , TYP. Q SIMPSON MWU7. 12/9. 25 (4)- 16d (4}- 16d (6)- 10d Y
24 on center. steel expansion anchQrs. I . .
e. Tc�p and bottom plates shall b � Dougfos Fir- L.arch or Ne►rr Fir .�2 and better. Plates placed j. Ail graut beneath column base pfates and steel beams at bearing shall be non - shrinki � . • ' a '• a , ' a • , Q �� � { 5) - #5's CONT. �C?NGI7. � SIMPSON HUC416 - (�,�})- � � � (8)- 10d lSSU �d
direct€ y on ct�ncrefie walls or slabs shall be � ressure- tr�ated Hem Fir #2. non - mstallic type grout. Grout sholl have a minimum compressive strength of 2500 psi. ° � �%
f. �edgers attached to ccancrete walls shcall be treated Hem Fir �2} r�r if LVL materiaf is us�d, {�X SIMPSON BA3, 56 /11 . 88 ( 14} - 1qd (� 0)- 16d (2}-- 10dx Y2
shall h � ve a cc�r� tinuous waterproof inembrane E� etween the concrete and the woad . STONE BR1 �K VENEER: PERIMETER DRAIN PER 1 ' - fl" 8" 6" � � SIMPSON LBV2. 37/11 . 88 (10)-- 10dx � (4)- 16d {�}- 10dx1X� PEI� MIT 07 jQ9 ,�13
g . Woad beams laearing in beam � ockets in concr�te or masonry walls shall b �ar on a teeated SOlLS ENGINEER v ' �� Q � 2 � � � '
2x6 bearirrg block. Provide �,� " cl �arance around end of wood beam , Block agoinst sides of a . Anchored stone or brick veneer and its attachments shall conform to 1BC Section 1405. 6 with �, _ 2„ � Z� SIMPSCIN LUS28 - (� )- � pd (4}-- 10d f �
beam pocket with treated 2x blocking ta provide fateral support for beam . a wire tie to the structuraE backing ' for every 2 square feet af veneer, � SIMPSQN LUS28-- 2 - (� )- 1g�{ �4)- 16�!
!� . Beneath solid or built- t� p calumns nc�ted on plans, bl4cking of area equivalent ta column b . Unless noted otherwise, prouide loose lintels ouer openings as follows, ane angle for each 4"
above shaN be provided �rithin floor jaisfi spaces and in wall space� b �( ow. Door ar windt�w af wall thickness, long leg vertical , to bear 4'° minimum each end: � „ > „ �B SIMPSON HNUS5. 5Q/1t7 - (3p)- 1 �� {10}�-- 16d
SCA�E: �Ia = 1 - Q
trimmers consisting �afi a single stud do not require special blocking in the joist space, 1 , apenings ta 4'_ 0 " _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3 1 f2" x 3 1 j2" x 1 /4" r ����
i, Exce t as noted otherwise, minimum r� oilin shall be rovided as s eci#ied in the " Fasten �n , „ , „ „ }, �, 51
P 9 P P 9 2. Openings 4� - 1 �� ta 6� - 0,� _ _ _ _ _ _ _ _ _ _ _ _ _ 4,� x 3 1 /2i� x 1 f4+}
Schedule" c�n the drawings (2009 fBC Table 2304. 9 . 1 }. 3. Qpenings 6 - 1 to 8 - 0 _ _ _ _ _ _ _ _ _ _ _ _ _ 5 x 3 1 j2 x 1 f4 I - JOIST C?R LVL �, .
B o l t s u s e d f o r w o o d f r a m i n c a n n e c t i c�n s s h a l l b e i n s t a l l e d w i t h s t a n d a r d w a s h e r s a n d n u t s. . ° �} , „ „ » " � � .
J• 9 4. �penmgs 8 - 1 to 1 Q - 0 - - - - - - - - - - - - 6 x 3 1 j2 x 5 j16 HEADER TO MATCH SEE FRAMING P LANS �, �
k. Unless noted otherwise, steel conn �ctors such as thase manufactured by the Simpson • . , �� ���.� � ,
( Multiple angles shall be orient�d back- ta- back) DEPTN OF FLt30R ��� M ������ �
Corrtg�any shall b � used ta joir� rafters, joists ar b�ams tt� other bear� s at flush - framed c. Stone or brick veneer shaN be su orted on dr - stack CMU units to the faundotion , or �` J '- � � `� � � ��» �
ct�nditic�ns. Use all specifiec! nails. Cannector conditions nc�t atherwise noted shal ( utilize Type P P Y J Q I S T S � � � � ����` � � � �� �,�� �� �
provide steel angla support per details on the drawinc�s. � , ;� �� � � ,,.�
�! or Typ � FIU hangers of a size spe�ifically designed for the member supported as shrawn in X ��� �� �� 2.,� � ,� � � ���
' Q . PROVIDE A MINIMUM � �tt: Sh ��t
the manufc��#urer's publish �d #ables, Cantact structural �ngineer for detaiis as required . � E- h � �„ r° ,,,,a � ,
I . Wood nailer lat�s instailed or� steel beams or cnncret� v� alls for to flan e han ers shall be � .� � OF �NE KING STUD , �� � t� 3n . r� /� ,�'
I� P � 9 9 GENERAL REQUIREMENTS: � -' ��� � OR AS SPECIFIED t�N � y.' �� �-x�". ��"�"�° _� °
ripped to match the width of the wall car beam flange, Nailer plat�s supporting top fle�nge j� � -i P�AN � ° �
han ers frarr� c�ne sid � onl shai ) be instalt �d fl �t �h with the f�ce af wall or bec� m flan e at _ �` �".,�`°�� "�`"���°.�_�°,��
� Y 9 �. Structural erection and bracing : The structural drawings illustrate the compfeted structure t- o � , a � " `
t� � � �� � �� � °������ �� with all elements in their final positians, properly supparted and braced. The canfiractar, in �-�------ PQSTS � - C�3�� ED 7.Q�►�, Pt..�►�k�,.�
m . Manufactured joists shafl be fram an a p proved manufactur�r and shal ! be e quivalent in load the proper sequence, sholl provide shoring and bracinq as may be reqtaired during construction r � � ' 1 N D I C A T E T R I M M E R S O N �Y A N C} ���
carr}ring capacity and defiection criteria to BCI 60QQ series jaists in the depths and spacinqs ta achieve the fina ! completed structure. Cantact structurai engineer for consultation { not in DO NOT { NCLUQE KING �TUDS
indicated on plan . Provide bloeking, bracir+ g, web stiffeners �nd other accessories as r�quir�d contract) as required, " ' �
by t� e manufacturer. QSB rims shctN be AP�4 Perfiormance Rat�d Rim Board material . � , Shop drawings: Submit shap and erection drawings for structurai steel , miscellaneous steel , � ~
r� . �.aminated ueneer lumber {�.VL) shal ! have the fcallawing minimum praperties: steel jaists and girders, steal deck, masonry reinforcing stesl , waod trusses, manufactured
1 . Flexural stress _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 26t3Q psi
wood joists and glue- lam beams to engineer far review prior to fabricatian . This review is for >, _ � , _ ��, z�
2. Modulus of elc� sticit 1 , 900, 000 si 2 TYPICA � P.�UMBING MECHAf� 1GAL HEADER � TY(� ICA � WINDQW QOOR HEADER SCALE ; 3 4 0
�, _ _ _ _ ._.. _ �. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ p general campliance with the intent af the structural design . " The architect and /or contractor f SCALE: 3 4-" = 1 ' - Q" j
3, Tensir�n parallel to grain _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ,._ � 1 �5� psi . _ 51
are responsible for checking quantities, dimensions and coordination with other trades. �� � � � �*� 3 � � � � �
. �
s: �ihy
� � � _ �3��» 7 23' - 23./q.,, 6 13' _ Qy2» 17' - 4�q," 18' - 5y2" 5 � 10'- 2 �q. � . .;,`�;�A°���s�° a�''�a�'
5 4 3 = � //� Z
f_ J " T" �''1 .� `1«. uf{�ryJ"' ,
�
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31 , _ 6 „ 14 - 6Y2 17 - 1 /4 15 ` � Y2 6 ` - 6 " 12' - 11 �4..
f I I ! I � I CUt� TRACTOR TC7 CflORDINATE ( T. O. W. = 832t3'- 2
i I I I fT. O. W. = 832t�' - 7Y2 T. b, W. = S QPES I SLAB AND WALL HEIGHT Wf I
T. O. F. = 8311 - 0
T. O. L. - 8317' - 6 T. . L. = S C}PES SPA SPEC. fSE�ECTION ;�� � _. -� : .= ��rx :_ . � . • ,,}��- ., �. .. 47/26/2013
� w ,
ro�".4. "#' Y t`L'�` y L: µ� 2 , k ,. .i:y *Yii:
TA. F, - 83Q9' - 10Y4 � � T, . F'. = 8 15'- 6 � � ` � � �: , � �'� � ,
f � fi s .��., r , x �� : s
¢ ���4s� �pC1G oo � � �7 N a ` ''� r..
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, , . . F � .. . .. . . .. ... . .. . . .., . . , . ., . . ., . . ., . . , � A ` R� T. O. F. �p� T. O,
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. �.. zr : . o ,t. ,o .a „ .,Y "t:�� :aF. \�:;`,a.,.�:az.., ;z:�.z:C.a`�a. . ��2r:a�.ii::t^ ¢:�;, z;�. '
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� � � ( .�__ � � � rn
t�., `v � S6 ° �- ° � : � " � � _ , ` � f,� ( $31 ?' - 6 � � � '� �o
y,, � � �' � „ � a T. �. W. - 8319 - 9 T, U. SLAB •. � r. v�"'i
�� 832t�' - 6 8320' - 6 � � 12 I� � 7; ( I , � .� (/} � cs, �.-•
.� �� � _ T. O . S�AB T. O. S�AB ,' � �i' ' � � k 8„ 8320'_ 3/ �..� T. C�. F. - 831 � - 6 � , � � � �
1 �� �$, T � �
f`. : ° �. �. �. - � 'J�� � 3: ;} d- �� x; T, d. .�7. �. B � .�"i^� � ` °u Z �
� ; ,� . • • �- �-° � ;`r N 00 ': � Yz: � '; 2 + ���� I a'�S:a ( Q '� CL L�..
ti
�'' �e � T. C1. � 8� "- 2 � �,.� STEP ��� ( a � I =� I BM . � �� � �� �� � � L�. ( T. O. F, " . �� � J �
�° I f a � T. O. F'. ' � � I ( I PKT. S7 � � � � � � > p � � ` �° �((� �
�; � wn m f�„ /�!1 : .�1 ____ e y�2 _ _
,�..: i.L LL! V ' u + �,� \�p � . . g$ °y� , t :., 4riYc=. Y; �,`. . �a. `^."�'Z "�� . t"". �` � ll /
d> :�:! A's, re' ' f +� d f� p �
� � , �+ii � � '�� � . x� `z zo a. a a rx ��}
.. '� � �..�i\�ii\�"' � � W a M � � =Z�t„` 4 �2µ �� � n'
� t - �ar �
� J .� 2 � � �
,� - -�a ffi- -� - � m - � ._ _ ._ _ . _ � ^ T. a. W. = 8320�- 7� � _ � � � � � e_.f. �T. tJ. W. - 8..�' 2{J� - 2 � � _.._ _ _ - � t`�D
=. 4 � � � 2 T. O. F. - 8349 ' - 14Y . O. W. = 832a - 9 � � � � � p ,-
_ _ _ �� � � �' ( � T. O. F. = 8309 '- 14Y �� T. O. F. - 8313' - 6 ,� �- `�' �
T. O. W. - 832Q - 6 �� � � j T. O. W. 832 ' - 1 {° E { � ( I i� �� -� � o
� T. C}, L. = 8320 - 1 .� SL_._. _. QPE � S� _ LC}PE_ T. (?. F. = 83 9 ' - 10Y,4 „ T. O. W. = 8320' - 7Y2 1 ' - 6 " ' ��� �' � � m c.�
�- TRo. �. = �3� �3- 2 ` �� I � st��s s��� � � - 1 � � I , 1 � I � I I � ��
cv � SL.OPE � S��OPE SLpPE � �� 23f�„ T. t7. F. = 83Q9 - 1 ClY4 �� �� g , � -+� �' Q
� SLAB S�.AB SLAB SLOPE ( � � 8 � z= S7 �318 - 9 u� a >
� � � SLAB ( �� I T. O . SLAB
' '� � „ � I � t �
w �� 1 ' � �
: � �� � ¢ ' „ _ ..�". ' ( �831,�0' - 5Y__ � ( EDGE OF SLAB � � T. O. W. = 8319 '- 9 I
�k, -' -, W W 1 - Q 8 T. O. W. = 832Q'- 7Y Y T. Ct. S�AB ,� „ ,:. T. a. F. - 8315 - 6 ;...
� �
`�: � � � �r> � ¢ Q � ��2,f T. ' - 1 � � � � f ( 145� � 2r� 3 - 6 ;r � T. Q, W. = 8319 '- 9 � '`_
� �f7 � � � � J � T. Q, F. - 8349 ' - 1QY� � o w I y „ � :; r STEP �, IT: O. F. - $31 �5' - 6 � �
�z- I vy v� cn v3
I � I � � � � - � ?-, T. o. F. . 1 � : � .
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� � � �, x _,__�.�..�_._.__.��.�,�_,� � �
� � �� . 1 F �r S6 � �,. �: �
$320' _ g � `�cc�a 8320' - 6 8320' - 6 S1 � � �� EDGE OF SLAB •- BM . �� '. SLOPE ` �`� �� :�r;,�, �� 8317 =6 � ° �
T. U. SLAS T. C3. SLAB 4 �;;, �, �1
, PKT. �:�� SLAB � ��'�'` �"?�� > �> . , � �
T. O. S�AB S6 �� x � '�� �::��. � �� T. O, SLA .
_�-- � _ `� _ _ � _._ � ._ T � � _ > > � j - - - - � _ � T .._ s - - - - - � ._ � r��. � '�
F �3�� � �- � A - - BM . �°• T. O. W. 8318'- 2 � F-+-�
� � i � �. j � � �
� � g � � � � � � � PM � � �. � � PKT. ' �t- 10 � � T. O. L, SLC}PED �
° � � 1 . O. W. = 8320 81� \ 7. O.F. - 8349 -- 1 4 I � �.�{
�v ! - - - `� - - - - ''' - -T.�Q u!.-=--�?:�C}' =1 � I `- ___ ______� � ( T. (7. F. - 8309 � 10 j 57 �' i� �-�-f
k Q � �,
� - .. - - - - - - - - - _ - - _ = _ _ _ _ _
, � -� � I �r. o. �. = s�os '- � oY4 I � �- ---� � � � � � ; � � µ �.,
T. Q. W. = 8319 - 1 ,�. � ( C�
,;
� � T. Q. F. = 8317'- 2 I 2, _ 9 � „ 7. Q. W. � 8319 ' - 10 7 STEP � �� � �� � � 4' - 9��4�, � ( I � I �� T. Q�. c�' �
� � �4 T. O. F. 'x , E I � � I
� � T. �. F. = 8317' - 2 S6 : � r*�
n � � � _. � ._._ � � � - - - - - - - - - - - ( - � � � ' � � _. . � _.. � �
. � � � � �� :�� �-�� � �� �, � ;_ � t;�; � `� " Q.�
''`� . Q. W. = 8320'- � � � � I � � �� � � �'� � -
` s� � � } � � t� �}s � � � �
� I r. c�. . = s -- � �r. a. w, ��za' - � o� � ,_ „ � c � _ �� , » � `� ° � �
� �
T s c� �, ��,2„ � o _ $ �� � `� �� ,�-�
` T. 4. �, - 8317 - 2 ' T. 4. F. � 8309 ' - 10Y4 I � Y� r
� I . . . � I ' � � .
I I 8320 }-- 9 11 � � ( � . � � . � �
! r� �•
� T. O. �AB �C �„ Ct3NCRETE SLAB ON 4" CLEAN I ( � � � 1 �
� , _ „ „ GRAVEL BASE UN UNDIS7URBED GRADE I ,- ,� I �
° � � � �' I � OR COMPACTED STRUCTURAL FILL PER F $ � � ;" �
r �
� g„ SC71LS ENGINEER . REIN �ORCE SLAB � � �g T - ' - 5}`4 _ t �� � � � �
I I T. O. W. = 8321} - 6 ��E � I � WITH 6x6 - W1 . 4xW1 . 4 WELDED W1RE �� f . p. . = 8310'- 0 T. fl. W. -- 8314 - 3 ; ;. � w � C� .
I � � I ( �I T. o, �.. = s�oP�D �; r--�
l'. 4. F. = 8314 _ p S�AB STEP FABRIC THROUGHt?UT. PROVIDE� 1Y4 , � T. 4. F. = 8306' - Q � _� �' , ,,,t
I I � (Y&" f FT. � T. O. F. TOQLED CUNTRO� JOINTS AT 10 - 0 � S6 o I T. C3. �". = 830$ � 8 � � � STEP 8�11 - 6 � �•v
� STEF B MAXIMUM SPACING EACH WAY. � ' � � � � �� �• �• T. O, SLA �.
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1 . ELEVATIQNS QF C NCRETE F�UNLATfdN EI�EMEN7S IINC}ICA7ED C�N P �AN THUS: 8 `' ( I T. Q. W. = 8312' - Q U �
y S7 � � T. Q. F. = 83(�6 '- tJ :r-
- T. Q. W. = TC}P aF C NCRETE WALL T. a. F'. = Tt�P OF �QNCRETE FQQTING S5 T. O. W. = 8315 - 3 � �
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� � T. O. L. = .,�� S6 .� T fl. W. = 8310' - 3314 # I I I � , � �} „
i� 2. TOP t}F FOUTING �LEVAI'lQNS ARE BASED 4N FlND (NG ADEQUATE SOIL BEARfNG I I : I ^ t_ " I r• ' } �
C�NDETIONS AT THAT DEPTN . CONTACT ENGINEER IF QVEREXCAVATION ! S REQUIRED . 1 , �„ z4 : „ T. O. F. 8309 10Y4 � T. O. �, = 83Q9r- 10Y4 ! � ��/ 1
( � � � a �4 � � � � ;- T. O. F. _ $3Q6 - 0 � ( � 1 �*
3. STEF�S W TOP t7F CQNCRETE WALL ENDICATED : � ! � -- ° �� �, T. O. W. = 8 1 ' - Y ' _ � vy �
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4. COhlTINU �US G�N RETE FOOTINGS ARE CENTERED ENEATN CONCRE�E FQUNDATIQN i�. 'a ; $ T. O. F. = 8308'- 8 2Y2 T. (7.4SLAB o0
WAL�S UNI.ESS N TED 4THERWISE. STEPzV ' ( SL{�PE "'�"�
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5. CONCRETE FQUNDATI {�N WALLS ARE 8" THICK AND I CQNTINUQUS FOOTINGS ARE 8" � � �. ` ^ ( � ` � � � � -.. I I I 1 {Y�,,'/FT. ) I �
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6 . ALL OPEfi� lNGS A D STEPS IN CQNCRETE WALLS S ALL �E VERIFIED WITH ARCHfTECT 2;; � : ( T. D. W. = 8310' - 5Y4 j �
� AND CC7NTRAGTO . �� � f 13 ,� T. O. W. = 8312'- 9 T. O. L. = 8309' - 14Xa �
T. O. W. _ $314 - 6 � T. O. F. = 8306 ' - 0 � t"
� 7. PQS`{`S FRC1M ABQ E ARE lNDICATED . �il ' :` T. O. F. = 8308' - 8 S6 � � T. Q. L. = 831 (?'- 0 F tv � " cv
� STEEL CQI.UMNS FRqM ABOVE ARE INDICATED. OO ' °�' A = . T. Q. F. = 8306 ' - 0 - - � t��Slf�Cl �d �7 � � M �
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HEIGHT t?F ANGLE EXPANSION �- N�� Shee�k
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PLAI� N (� TES
1 . INTERIOR WOOD STUD BEARING WA�LS ARE INDICATEd ON PLAN THUS: ; '��;=�=» N3<
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BOT. OF I - J41STS � BRG. ��/ 1
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TYP . �--�� 3. A�� POSTS ARE LASELED AT THE TOP.
�RUCTU�AL ���-�...� � �
SUB- FASCIA, TYP . 4. ROOF 5HEATHING IS 5/$" APA RATED SHEATHING, EXP. 1 , SPAN RATING 40 f 20, (�„�
BM , PER P�AN
��� 5. " Q " INDlCATES CQNNECTfON TYPE � REF. S1 F4R SCHEDU �E. t—i
131�x14 �VL �QCIKQUTS HEADER PEt� PLAN
� 24" O. C. , TYP . 6 . RODF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS ( pROPPED) .
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��{ �q�-�{ f �y � PER PLAN 8, �` .� .�' .�� �= r�� INDICATES ROOF 4VERFRAME. OVERFRAME WITH RAFTERS TO MATCH SPACING OF
ROOF SELOW, WlTH 2x4 CRIPPLE POSTS TO RAFTER QR TRUSS BEL�W SPACED 48" (J. G. drC]Wn b� JM U� C �R
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JOB #13C� � - 12