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B13-0022 plans approved
& i� �; � DESIGN CRlTERIA : MERTENS REMODEL JOB �: 1302- Q6 hangers from one side only shall be installed flush with the face of wall or beam flange at f. Details not specifica { ly shown on the drawings shall be constructed in a manner similar to the the hanger locations. details that are shown for like conditians. These items shall be brought to the attention of � Roof �ive Load ( Snow) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 80 psf m . Manufactured joists shall be from an approved manufactursr and shail be equivalent in load the structural engineer as soon as possible for approval . Appravai shall be obtained priar to � �� �' ' A� Rc�c�f Dead Laad - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - 15 psf carrying capacity and deflection criteria to BCI 60Q0 series jaists in the depths and spacings installation . . . . . . . . A B B F� E VI �, TI C� f� LI S T :��.�����`���`��,� ` Floc�r Live ��ad - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 40 psf indicated on plan . Prav� de blocking , bracmg , web stiffeners and other accessor�es as requ � red g . All waterproofmg and flashtng is the respons �bility of the architect and contractor. , �`��o�: - �� � � Floar Dead Lc�ad - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 psf by the manufaGturer. OSB rims shall be APA Performance Rated Rim Board materiai . h . It is the respansibdity of the contractar to cantact the structural engineer at the apprapriate ,�'� ��,: � Deck Live Laad - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 80 psf n . �aminated veneer lumber ( LVL) shall have the following minimum praperties: time ta perform site observa#ion visits. Observation visits to the jobsite by the enginesr are A, B . ANCHOR BOLT LAM . L.AMiNATED � ��'� ' ' r�,` � Deck Dead Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 sf 1 , Flexural stress - - - - - - - - - - - - - - - - - - - - - - - - - - - 2600 si for determinat�on of general conformance with the constructian dacuments and shall not be " +w p P . A. F. F. ABOVE FINISNEQ FLa(JR L�N LOhJG LEG NQRIZONTAI. ' � Wind ( 3 Second Gus#) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - g4 mph ( Exp . B ) 2. Madulus of elas#icity - - - - - - - - - - - - - - - - - - - - - - - 1 , 900, 040 psi construed as inspection . A. F'. G. ABOVE FINISHED GRADE L�V L.ONG LEG VERTICAL ``��,t� ����` Seismic Des� gn Category - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXEMPT 3. Ten $ian parallel fio grain - - - - - - - - - - - - - - - - - - - - - 1854 psi i. Though every effort is made to provide a compiete and clear set of canstruction documents, ADJ. ADJUSTAB�E LONGIT. LONGlTUGINAL '�����#A�� '�; IBCfIRC Edition - - - - - - - - - - - - - - - - - - - - - - - - - - _... _ _ _ _ _ _ _ _ _ 2p{}g 4. Gompre �sion paraflel to grain - - - - - - - - - - - - - - - - - 2310 psi discrepane �es or am �ssions may accur. Release of these drawings anticipates cooperation and ANCH . ANCHOR �T�M'. LI �HTWEIGHT 5. Com ressian er endicular to rain arailsl ta 1ue line 750 si cantinued communicatian between the contractor, architect and engineer ta provide the best � P P P 9 CP 9 ) P . . APPROX. APPROXIMATELY LVI. �AMINATED VENEER �UMBER � SPECIAL { NSPEe71C}NS: 6 . Horizontcal shear - - - - - - - - - - - - - - - - - - - - - - - - - 2g� QS� pcassible structure. These drawings have been prepared for .the use of a qua { ified contractor �� CH . ARCNlTECT LS� �AMIMATED STRAND RIM MATERIAL � 7. Connection of mufti ie- member beams: expanenced � n the construction techniques and systems depicted . 06�1'1612013 � o . Na specital structural inspections are required. Periadic observations of con �truction by the A. Top - loaded beams j. Existing structures: Contractor sha ( I be responsible far verifying dimensions, elevations, BD . B4ARQ MAX. MAXIMUM °-���rr BLDG, BUI �DING MECH , MECHANICAL � structural en ineer c� re not cansidered to be s ecial ins ections. i For members 12" dee or less, nail each member ta the next with 2 rows of framing, foundatian and anything efse that may affect the work shawn on the drawings. , �.� g' p p ) P BLKG . BLOCKING MAT � MATERIA�, � � �� Underpinning , shoring and bracing of existing structures shali be the responsibility of the � 16d naiis at 12 o. c, BM , BEAM MANUF. MANl1FACTURER ¢ � „ contractc�r. r• � Ft?UNDATION DESlGN : ii} For members greater than 12 deep , nail each member to the next with 3 BOT. BOTTOM MIN . MINIMUM c �, ti � rows of 16d nails at 12" o. c. B . O. W. B(�TTOM QF WAL� ( N ) NEW �' � `� a , Design of individual and continuous footings is based on a maximum allowabla bearing pressure g , Side- laaded beams * BftG. BEARING NCtM . NOMINAL � °' p, � of 2, 5t�0 psf { dead laad plus �u11 live Ioad }, 20 � 9 IBC FASTENING SCHEDULE n� � i) For two or three member beams, nail each member to the next with 3 raws CANT. CANTILEVER N . W. NORMA� WEIGHT • � d' b . Footings shall be placed on the naturai undisturbed sail , or compaeted structural fill per the » *THlS IS A PARTIAL SCHEDU �E. SEE 18C TABLE 2304. 9 . 1 �OR FUL� SCHEDULE G. ,� , CONTROL JaINT Q. C. ON CENTER � � � � � � � of 16d nails at 12 o. c. � � �� �# � recammendat'o f e g technicai engineer, be fr t �� CMU CONCRETE MASQNRY UNIT OPNG. QPENING � ii} For four member beams, balt through with 2 rows of 1 /2 diameter bolts at � o r. � � c. i ou a ic�n has been designe r ng o he design re ` in „ CONNECTION FASTENING � � g �otechnical report 2034 t� y �KP Ertgineering, Inc. and report 113 139A by NP Geote�h , The 12 �'. �• CEM . CEMENT OSB ORIENTED STRAND BOARD � p � rn� � " contractor shall follQw the construction re uirements from thi s , iii) �or members consisting of more th �n four members, contaet structura! CLG. CEI �fNG f� P �ATE � � 1 . Joisfi to sili or girder 3 - 8d common toenail � ��RJ '1'E� (�, (� � PI.YWD . P �YWC70D Z � � Q � d . A r�pr�sentative of th � t� SOt �ChCiICl7I en gineer shall verif y soiis conditi�ns and t y pes durin g engineer. 3 - 3" x a.� s� " nai� C L R. G L E A� A N C E P K T. P t J C K E T ' � '� `� t i- �- = excavation . Report rsny discrepanci�s from original findings to structural engineer for p . A l l lum ber use d in cans firuc tion s ha i l have a maximum mais tura con ten t a f 1 9%� � - �" 14 gage stapte C O L. C O L U M N R. t 3, RC}UGH UPENING �' � p � � re- evdluation af foundation desi n , q . Un less ma de o# trea te d ar nc�tura l ly decay- resis tan t waa d , a l l dec k beams an d jois ts { inc lu ding 2, srid �n to . . � � "#�:r � t� g g jobst 2 - 8d common toenail each snd CON �. GONCRETE RAD. RADIUS J � � glue- ( arns) wider than 1 � " shall be sealed and flashe d a t t he top sur fcace per arc hi tec t. 2 - s" x a.� 3� " na�� CONN . CONNECTI �N REF. REFERENCE U) •- � STEE� HE�IGAL PIERS: r. Drive ins s ecifisd an lan shall be owder actuafied fasteners b Ramset, Powers, Hilti, ar 2 - 3° 14 gage stap�e c� `� P � P P P Y CONT. CQNTENUflUS RE1NF. REINFQRCE/REIN �'ORCEMENT � � f;� � approved equivc�lent. Fastener and load size shalf be determined according ta manufacturers 6. Sole plate ta joist or talacking � sd at ts" o.c. typica� foce nai► , p � � CC7NST. GONSTRUCTI �N REQ D REQUIF�ED o0 a . Steel helical iers shall be desi ned and install �d ta resist the unfactared desi n loads as recomrnendafiions for materials bein attached. a" x a.� 3� " nail at s" o.c. U � � � � � � � � C. P . CRIPPLE POST RET. RETAINING - � � � shc�wn r�n Sh �et 52. Unless oth �rwi�e recommended by the manufacturer, the factor of s. Framing Notes: 3 14 gage staple at i2 o.G. safefiy ta be applied to the design loads to abtain the ultimate load capacity af each pier 1 . Exterior waNs: C. W. CRIPPLE WALL REV. REVISfON � ��a- � „ , „ Sole plate ta joist or blacking at braced 3 - 16d per 1f" braced wall panels C?BL. Dt7UBLE R. S. RatJGH SAWN � � a shal ! be 2. A. All exterior walls are 2x6 studs Q 16 o. c. to a maximum height af 12 - 6 , 2xC wall panel q. 3" x o.131 " nail per t6" DET. QETAIL SCHED, SCHEQULE U � � � b . Install �r Qualifications: InstaflatiQn shall bs done by an autharized instc�liation cantractor. studs C� 12" o. c. to a maximum height of 14' - 6" , and (2) - 2x6 studs � 16 " to a � }- » � � °° {4)-3 14 gage staple per is DIAG. DIAGQNAL SECT SECTfON � Praof of current certification with the manufacturer, as an authorizad installer of the hslical maximum height af 17' - 4" unless otherwise noted . Walls taller than 17' - 4" shall � '` ci -' � piers being used , sha11 be submitt�d to the Architect or Structural Engineer prior to starting be framed with manufactured laminated studs. Contact ert ineer for s acin 7• Top plate to stud 2 - 16d common end nail DWL. �(?WEL SHT. SHEET � � � � 9 P 9 3 - 3" x 0.131 " nail pWG. DRAWING SiM . SIMI�AR installatican . re uirements, if not indicated on lan . Ca with a double to late installed to • c. A writfien instalfa #ion record shal ! be ke t for each helical ier, inclucfin date of installatian , q p � � � 3 - 3 14 gage stap►e EA. EACH S. I . P . STRUC7URAL 1NSUL.ATED PANEL � P P 9 provide overlapping �t carners and at intersections with other partitians. If overlap $, �tud to sole plate 4 - 8d common tosnai� E, ,�, EXPANSION J01 �1T SPEC. SPECIFl �ATIC?N � locatian of pier, descriptian af lec�d sectit�n , including number and diameter of helices and is nat possible, strap tap plates with metal strap ties {Simpson ST2�2 or 4 - 3" x o. 13t " nail extensions used, averall depth of installation from a known referance point, and ir► stallatian � _ �,. 14 �a9� gtap�� ELEV. ELEVATIaN SQ. SQUARE � torque at termination of pier. equivalent). ENG. ENGINEER �TD. S1`ANDARI7 B . Gable- end walls shall be ballaan - framed to the bottam af rafters or end - wall d . Soil carrosivity and required mediation shall be determined tay the geotechnical engineer and EQU1P . EQUIPMENT STL. STEE� � trusses unless a roued b en ineer. z - � sd common end naii � helicc� l pier supplier, respectivefy. All piers must have a minimum corrasion prcatectian of hot P � Y g s - 3" x o. � s� " naii EQUIV, EQUIVA�ENT STRUCT. STRUCTURAL � C. Ffoor or rocrf framing members must be aligned ta bear within � inches of the EXSTG. EK1STIh1G T8c6 TOP �c �C?T�'OM dip or electropiate galvani�ation . 3 - 3" 14 gage staple studs beneath . E EXISTING T&G TON �U � 8c �R4�VE � e. The steel helicai pier sysfiem shall comply with ISt} {lnternational Qrganization af Standards) �, 9. Dauble studs 1Bd at 24" o.c. face nat� � � D . Provide 7/16 thick APA rated sheathing {pEywood or �SB} ratsd 32/16 exposur 1 9001 . Certificates of Rec� istration denati� g ISO Standards Number shall be presented upan ' ,� �" x o. t31 " r,a�a ot a" o.c. EXP . EXPANSiON T. O. TC}P OF at exterior face af exterior walls. Block all horizontc�l jaints and nail panels with � 3" 14 gc�ge staple at s" o.c. EXT. EXTERIOR T. C}. C. TQP tJF CONCRETE request to the Owner or th �ir representative. „ „ � f. Aece table tolerance for aIi nment of to of � er �half be 2 inches. Aece tal�le tolerance far n � �f � �pQG�d at 6 alang panel edges and at 12 aiong intermediate supparts. p 9 p p ' p 10. Double top plates 16d at 16" o.c. #ypical foce nail F. Q. FI�tJQR DRAIN T. O. F. Tt�P tJF Ft�t�T1NG � plumbness shal { be within 2" of design angie. F'iers exceeding these amounts shall be removed E. Pravide { 3} - 2x10 headers over ail door and windaw openings, with ane 2x6 trimmer s" x 0. 131 " nai� at � 2" o.c. FDTPJ , FOUNDATION T. d. L. TOP U�` LEDGE ; and redrilled. C? a not fc�r�e pier tops into alignment. and ane 2x6 king stud each end, unless oth �rwise indicated . 3" 14 gage staple at 12" o,c. FLR . F�OOR T. C7. M . TOP QF MASdNRY � g . The Contractor shall submit shc�� drawin � s for all helical pier components, including corrc�sian F. At beam bearing iacations in stud walls, provide multiple- stud pasts equa! to width FRMG. FRAMING T'. tJ. W. TOP OF WALL prc�tection and pi{ e top attachment to the 4v,+ner for review and approvaf , This inclucies heliccal of bearing member unless noted otherwise. �oub�e top plates s - 1sd comman �aP sP���e FTG. FOQTING i'HRl1 THF2�UGN 2. Floar Construction : � 2 - 3" x o.131 " nail ' pier lec�d /starter and extension section identificati�n (rnanufacturer 's cata{ og numbers) . „ �z 12 - 3" 14 gage Stop�e typ�cai �ace nai► GA. GAUGE TftANSV. TRANSVERSE � **C1hILY FC}R COMMERCIAL PROJECTS** A. Provide 3/4 thick APA rated Sturdifloor rated at 24 o. c. , tongue and groove , GALV. GALVANIZED TRT[� . TREATED � exposure 1 . Glue and nail panels to all supports with $d nails spaced at 6 " along 11 . Blacking between joist ar rafters 3 - �sd commo�, b toenatl GEN . GENERAL TS Tl1BE STEEL CQLUMN (� � � ta top plate 3 - 3 x a. 131 noil v�„ar " panel edges and at 12" along interrnediate supports. Install sheathing with long � G. L. GLUE- �AM TYP. TYPlCAL 3 - 3 14 gage staple RE.�Iy,�ORCED CONCRETE: dimension perpendicular to joists and end joints staggered . � GYP . GYPSUMfGYPCRETE U . N . O. UNLESS NaTED OTHERWI �E � B . Provide solid blocking between floar jaists at all bearing foeations. Blocking material � �• �im joist to top plate �d a� s" {152mm} e.c. toenail HDR . HEADER VERT. VERTICA�. h . Concrete design is based on the " Building Code Requirements for R �inforced Concrete" { ACI shall match the floor joist material . 3" x 0. 131 " nai► at s" aa. HOR1Z. HORIZ4NTAL V. I . F, VERIFY 1N FIELD � � � 3, Roaf Constructian : 3" 14 gage staple at s" o. c. 318) as adopted by Chapter 19 of the 2009 IBC. „ 13. Top ptates, laps and intersections 2 - 16d comman face nail HSS HOLL�W STEEI� SECTION W. �. WIDE FI.ANGE i. Structural concrete shafl have o minimum 28- day campressiue strength of 3000 psi . A. Provide 5f� thick APA piywosad sheathing rated 40/20, exposure 1 . Install 3 - 3" x o.� 3� " nai� HT. HEIGHT W. P. WAT�RPR(70F �- � �. Goncrete shall be proportioned using Type I - II sulfate- resistant cement. Adrrrixtures containing sheathing with long dimension perpendicular ta rafters or firusses and end joints 3 - 3° 14 gage staple INT. INTERIQR 4V. W. F. WELDED WIRE FABRIC � � � ch ( ot-ids sctlts shalf not be used. stctggered. Ncti! with 8d na[Is spaced at 6 " along panef edges t� nd at 12" along 14. Continuous header, two pieces 16d cammon 16° o.c. along edge lNV. INVERTEQ WD , WC)OQ k. Cold weath �r concreting procedures sht� ll be prQVided as recommended in the ACI Manual of interrnediate supports. � s, continuous header to stud 4 - 8d comman toenai� JST. JOlST Wf WITN � � � Concrete Practice. B . Plywood sheathing shall be app { ied continuous( y aver the primcary roof inembers K KING STIJD Wf0 WITHUUT � ! . Anchor bolts for b �arn and eolumn bearin lates shall be laced with settin tem lates. rafters or trusses below overframed aretis to rovide ade uate Ic� teral stabilit . 19. Rafter to p�ate 3 - �sd common toenail � 9 P P 9 P ( � p q Y 3 - 3 x o.131 naii {� � � m . Expansion b �alts and epoxy anchors shall lae IQCated at a minimum of 6 bolt diameters from C, Provide windjseismic anchors at supports for all roof joists and trussed rafters. (see Section 2308.� o.i , Tab�e 23os.� o.� ) � - 3" 14 gage stoP�e � concrete �dge and spaced at o minimum of 1Q balt diameters unless noted c�therwise. See nailin schedule, � �°,�� 9 23. Built-up corner studs 16d common 24 o.c. � � n . Anchor bolts for wood sili plat�s shall be placed at 4'- 0" maximurn spacing with one anchor p . Pravide solid blocking befiween roof rafters, trusses and Ir�okouts at all bearing 3" x Q.131 " nail � s" o.c, � bolt at 12" from each end or �orner and a minimum ofi two ancha� bolts per pisce. locations. Blocking material shal ! match rafter, truss chard , or loakout material . �" � 4 qaye staPie � s~ �.c. � (� o. Concrete flat�r slabs on grade and on metal decking ar plywood supported by framing shall 4. Wind Bracing: 29, �oist to band joist 3 - 16d common face no�� � have sawn or tooled contral jcaints at a maximum spacing af 1t?' - Q" in each direction . Lacate A. Walls ower 4 feet lang which are sheathed with gypsum wallboard on both faces and 5 - 3" x o.t31 " nai� �� � � cantr�l joints along calumn grid lines where possible and provide slab isalation jaints around are indicated as shear walls on plan hove been designed to resist wind forces in 5 - 3" 14 gage stapie � columns. accordance with Table 2306 , ? of the 20Q9 IBC. Nn.r�s: � � "' � p. Cc�nerete coveraqe for reinfc�rGing steel : B . At shear walls, serew 1 f2 gypsum wallboard to all studs and to top and battom „ „ „ „ �� r�--i Far Sl: 1 inch = 25.4mm. 2 3/8 x 0.113 noils and 3 x 0.131 nails are standard 8d and 1Dd Gun nails. 1 . Concrete �ast agc�inst and permanently expos�d ta earth : 3" plates with �8 x 1 1 f8" drywal ! screws at 7" moxirnurn spacing. � � " � 2. Concrete exposed to sarth or weather; C. Exterior plywood ar OSB wal ! sheathing is required unless specificaily deleted by o. common or �ox naiis are permitted to be used except where atherwise stated, A< �5 �Qt' a �td SYYtt71 � e1' 'I � ��y� engineer. b. Staples shall have a minimum crown width of 7f16 inch. � B. �6 thraugh �18 bar 2" � �'" � 3. Concrete not exposed fio weather or in contact with ground: STRUCTURAL STEEL: A» Slabs, wa( Is, �aists (�11 bar and smaNer} 3j4" ��� � � B. Beams, columns � � fZ" a . StructuraE steel shall be detailed , fabricated and erected in accordance with the mast current � � �� � � �t,�,' editions of AISC Specifications and Code of Standard Practice. � � ��� � ��� �� � � �-�-���, b . Structura ! st�el W shapes shall be ASTM A992. Other ralled shapes, including pfates and ���f� angles shall be ASTM A36. Round or rectangular HSS shapes shall be ASTM A5Q0 grade B . ,��� � � Q . Detailing, fabri�atian and placement of reinforcing steel shafl be in accc�rdanee with the ACI �• �� � bolts used in steei framing shall eanfarrrr to ASTM Specificatian A325. Anchar bolts and Mc�nual of Cor� crete Practice. bolts used in timber connections may be ASTM A307. Bolt sizes �n �� i � � 3/�- diameter ,�,. �� �� ���� b , Exc�pt whers oth �rwise noted on fihe drawings, reinforcing bars shall confarm to ASTM uniess nated otherwise. Specificatic�r� A� 15 and shall be grade 60 except ties, field bent bars where permitted by nate d . Typicai framed beam connections shall consist af pairs of 1 /4" angles using the maximum c�n plan , or bars ta be weld�d, whi�h shall be grade 44. number af balts called far in Table II - A of the AISC Manual { ASD Ninth Edition ) . Y���,�� �� ��� ��� � c. At splices, ( ap bars 44 diameters. � a nat weld or us� mechanical splicing devices unless e. Expansion bolts shall be wedge type " Hilti" or "Rawl " or " Simpson ", or appraved equivalent with 3 � �� �� '`� " � �; � � ��� � �� �� �� �� �:��.� �.� �; specifically approved by engineer. the fallowing minimum embedments: �, � � , � �� ,� � � d . At corners, make horizonta{ bars cantinuous or pravide corner bars. Around openings and 1 . 1 /2'A diameter - - - - 2 1 f2" � ' ��� �� � ��� '��� � � � � steps in concret�, provid � ( 2) - �5 bars extsnding 2 ' - 6 " beyond edg � of opening or step . 2. 5 8" diametar _ _ _ _ 3„ 4� � , � ° a� � „ � „ „ &> � �`�� % .� ��� �_�.tt. . .� �.��� ,n�.-�.,�`a n ,. ,�-�-> e. Ext�nd reinforcing steel a minimum af � - 6 through cald joints. Unless specificaiiy facated 3. 3j4 diameter - - - - 4 on lan ar d �t� ils, coordinate cold oint locations with en meer. „ " „ " „ " �� P J 9� f. Epoxy anchors called far on the drawings sha11 be Epeon or Rawl or Simpson or approved ���� � -� ��~� f. Welded wire fal�ric shol ) canfcarm to ASTM SpecifiGation A- 185. Lap weld�d wire fabric a equivolent anchor systems. Minimum embedments, if nat specificoliy indicated on the � � ��� � minimum of c�ne full mesh plus two inches. �aps she�ll be wired togeth �r. drawings, shall be according to the mQnufacturer' s specifications, A�`�'� �` ` `� "Y`m' � µ��� ���� . ;��m� g . Epoxy adhesive for reinforcing dowe{ s shall be "Hilti" or "Simpson " c�r capproved equivaCent g . All welding shall be done �iy an AWS qualified wefder. I - JOIST OR LVL c�dhesive systems. Minimum embedments, if not specifically indicated on the drawings, sha{ I h . Delay painting within 3" of field welds until weids are completed . POST PER PLAN HEADER TO MATCH be according ta tha mc�nufacfiur�r's S(3 �GitIGQ �IOCtS. i, Where carrosive soil canditians exist steel angfes that are used ta support exteriar stone DEPTH aF FLOOR h . Metric bar size conversian table. veneer shall be galvanized and shall � be attached to the f�undation with galvanized or stainless � � � � '��� �T� desi� ned by �M � ` METRIC #10 �13 #16 �19 �22 #25 #29 #32 #36 steel expansion anchors. o o SlMPSON CPTZf>6, TYP . x ,� � �} INCH - Pt�UND #3 #4 #5 �fi �7 #8 �9 �10 �11 j, All grout beneath column base plates and steel beams nt bearing shall be non - shrink, ° � i= r �r�W� � y � nan - metallic type grout. Grout sha11 have a minimum compressive strength of 2540 psi. � � � �� ����� b � TDH ', �TRUCTURA� WaOD FRAMiNG: � � � � � � . - _ �r . ' . � STONE�BRiCK VENEER : � � � � � � ° i � � 18SU �CI � a . Except where noted otherwise, a41 2" nominal lum6er, except studs, shal { be Douglas Fir- Larch � , � ii ii � � �- ° '' �` .m�'. � 2 and better, and all salid timber beams and osts 3" nominal and wider shall be �ou las c� , Anchored stone or brick venser and its attachments shafl conform to IBC Section 1405. 6 with . � f � u � ` �. '' ' �' ' PERMIT {J2 25 13 � �ir- G.arch �2. � � a wire tie to the structural backing far every Z square feet of veneer. ''y�'`„� I �� �,�,\�,���'r' � � � b . Sfiuds shall b � Stud grade and better pouglas Fir- Larch or Mem Fir. b . Unles� nated otherwise, ravide loose lintels over o enin s as follows, one an { e for each 4" � ,ct � c. Built- u osts shall consist af Dc+u las Fir- �arch or Nem Fir � or better 2x4 ar 2x6 studs � » p � g � � I � `� , 1� EV. � 0 �-,�� 9r1 � F P 9 # of wall thickness, 4ong leg vertical , to bear 4 minimum each end : � per p1an and shall be nai{ ed tagether with 2 rows of 16d nails (� 6" an center along each 1 . Openings to 4' - 0" - - - - - - - - - - - - - - - - - 3 1 j2" x 3 1 f2" x 1 /4" 12"� GONC. PIER CD t� 5 �1 fi f 13 xstud. , » , „ ,� „ �, � 2. Openings 4 - 1 tc� 6 - C? - - - - - - - - - - - - - 4 x 3 1 f 2 x 1 /4 � d . Built- up beams consisting of multiple 2x members shall be nailed together with twc� rows of . , „ , „ - _ - - - - - - �, „ :� • • 2 TYPICAL PL.UMBINGjMECHANICAL HEADER ��/.��,E ; 3 q." � � ' -.. p " � 16d nails s aced at 12" on center, or with two rows of 1 2" diam �ter thru - bolt� s aced at �. Qp �nings 6 - 1 to 8 - 0 - - - - - 5 x 3 1 j2 x 1 /4 z E-- 3 �: r �r » �r r� � S �� � 24" on ce ner. p 4. Open ings 8 - 1 ta 10 - 0 - - - - - - - - - - - - 6 x 3 1 /2 x 5 j16 � . � e. Top artd bottom plates shalf be Dc�uglas Fir- Larch or Hem Fir #2 and b�tter. Piates placed ( Multiple c�ngles shall be oriented back- ta- back} a { 4) - #5 DWLS x -J-� b = � directly on concrete walEs or slabs shcall be pressure- treated Hem Fir #2. � � � � " �`' ��� ���M}� � �,��� � � f. Ledgers attached to concrete walls shall be trsated Hem Fir #2, or if �VL material is used , � �hall have a continuc�us waterproaf rrtembran � between the cancrete and the wc�od . FC?R HEAQER SiZE � g . Waod beams bearing in b �am pockets in concrete car masor� ry walis shall bear on a treated GENERAL REQUIREMENTS: f � 2x6 b�aring block, Provide �� '+ �learance araund end af wc�ad beam . Black o � ainst sides of _ � beam pockefi with treated 2x blocking to provide lateral support far beam . a ,_ J �,.,, ,� PROVIDE A M { NIMUM �� ��t � h . Beneath solid ar built- up columns noted nn plans, b ( c�cking of area equivalent ta cc�lumn c. Structural erection and bracing : The structural drawings illustrate the completed structure r � 4F �NE KING STUD , � with all elements in their final positions, properly supported and braced. The contractor, in `�' �'-- OR AS SPECIF�{ ED flN �above shall b� prQVidsd within floor jaist spaces and in wall spaces below. Daar or windaw the proper sequence, shall provide shoring and bracing as may be required during construction teimmers cansisting �f a sinqle stud da not require special blocking in fhe jQist space. to achieve the final completed structure. Contact structural engineer for consultation {not in � ��� ;� i. Exce t as noted otherwise, minimum nailin shall be rovided as s ecified in the Fastenin c� - #5' s HOR1Z. t� 12}' O. C. , R 9 P P �� 9 � PGISTS SPECIFIED aN P�AN „ cantr�ct} as required. t,.� EA. WAY TYP . �� Seh �dule on the deawings (20Q9 ! BC Table 2304. 9. 1 ) . EQ. EQ. � INDICATE TR( Mt� �F�S QiV �.Y AlVD `.� j. Bolts us�d for wc�ad frarrting connections sha{ I be installed with sfiandard washers and nuts. d . Dimensions: Gheck all dimensions against architectural drawings prior ta constructian . Do _ = not scale drawings. � DC? NOT 1NCLUDE K{ NG STUDS k. Unless nated otherwise, stee! connectors such as those manufactured by the Simpson � e. Gonstructian praGtices: General contraetor is responsibl � for means, methods, techniques, Cc�mpany shall be used to join rafters, joists or beams to ather beams at fiush - framed SEE P �AN � conditions. U �e all specified nails. Gannector conditians not otherwis� noted shall utilize Type sequences and pro�cedures for construction af this project. Natify structural engineer of U or Type HU hangers of � size specifically designed tor the member supparted , as shown in Qmissions or conflicts between the working drawings and existing conditions. Coordinate � , requirements for mechanical felectrical fplumbing penetrations through structural e{ ements with 3 the manufacturer s published tables. Confiact structural engineer far details as required. 3 SCALE: /4" = 1 ' - 0" � TYPICAL WINDC� W/DC?C� R HEr�D � R � CALE» 3 4„ = 1 ' -- O" ! . Wood nailer plates installed on steel beams or can �rete walls for tap - flange hangers shall be structural engineer, Jobsite safety �s the sole responsibility of the contractor. All methods � ripped ta match the width of the wall or bearr� filange. Nailer plates supporting top flange used for construction shall be in accordance with the latest editions of the 18C/fRC. S1 S1 � � � �-� � � � � � � � � �k �s {.. � � . . . ... . . . . . . . . ... . ... .. _ . . . . . . . __ . . . . . . . . ..._ . . .... . . . . .. . .. ; .� � � � � 2, _ 4„ �, _ 83�4,� 11 ' - 9Yq." 11 ' - 9yq.» 8' _ 2��4r, , ,�. ,. i�� � , �,,� ;��.�c���... . . ALL DIMENSfQN� T+0 :=����,��'!°° ° � i,l I � � 8E VEi�IF1ED 11+1 FlEt.0 ���'Q ��'�' ���, �� i11 I � a c� �°� .. � '� � � � � C. CAP REQUIRED IF jFI � � TYPE OF �, ��'��: � � HEL.ICAL. PIER !S MORE THAN � i s s s FOUNDAT10N T4 � 1X,�" 011T OF PLUMB. CONTAGT e� � � `S� � VERIFlED AND OK'd �'�,r�.S� : ��+�`�'�` ENt�. FOR DET'AIL lil I BY Sflll..S ENGINEEFt : ���i 111 l 3 � , � VARIES, SEE P �AN '�-� � _ S2 � - - - - - - ^ - _ _ _ ��� � 06i1lfl?013 �r. o. w. ��� ;Q �° `�' i ' (� � ' I � d ; d � � � �� � � � � _ � _ - - - _ -1� � I� � � �I ► �� - - - - - -, .� � �. � � C1 � I� ��` �r O t3 ) I ' ' 1 � p _ _ _ � _ � �° � � � � L` CI � u CI � � � � — — -- — — J� ( � �L — — -- — — � � � I �' '�� � r� � � S2 �� °' 1 � #5' s VERT. CG 16 " Cl d � i � � I i � � � � � �`Q�4�`�"' >'/- � � rn� � .o '�7 .�- rn � �ENTERED fN WA�L --� -;"�,j--�- ( � � I � � ( " ( � ( • � � Z �7 rn.�-.o � '._ � � � � � � tJ I I I 14 � � ' - � " `�' � a � �., . CONC, CAP REQUIRED IF I ( I I ( I - �.. �- 8 " CORE CON �ORM VWF8 : �� HELiGAL PIER IS M4RE THAN � _ � � � ( ( � I � • `-` Z �' X <C �� � � CENTERED ON FTG . � ; Y2" EXP . MAT' L., TYP . 1�" OUT OF PLUMB, C4NTAC `� � I � ' � � � � � "`� � � � w �� �.�� � ` ENGR. FOR DETAIL �- � ( ( I 1 ' - o" J �����,��`��f���,��f' ; o �, '� ������'� {N ) 6 CONC. SLAB PER PLAN I ' ( � I � � � I � �`,� � � f� � � ' I i � ' I T. O . W. _ 95 ,_ 2 1 /4 � z ._ � ' ���� ; , ( E) �DTN . WALL. �:�� � ; _._.. 96 - 2 I I I � � �' T. O. SLAB g,_ g " T. O . F . - 9 2 2 1 /4 ( � � I O N C ( I . � � �o (� ' t, . � � 1 I I � I j � � � � � #5 ' s CONT. MORIZ . C�? 10 " `• I I f I I ( ONE EACH COURSE } �- - i - �S,� ' � Q � � I � �� _,,�, � p #5x2' - 0 BAR DRIVEN INTC? � �3 MAY BE EITHER � � ( ( 41 I co R � 3/4" �x4" HQLE C�? 16 " O. C. DETAI � DEPENDIN � ON � ° T. O . CAP = 96 - Q U � C> I I T. O . W. = 95 - 11 3/4 � �5 DW�S x � (� � � � � CONDITION IN �IELD i ; � i ( I T. O . F. = 92' - 11 3 /4 r - � � � � � a: > � C� 16 " � � _ `� ! � C? ( i � C} � � ; ; ( „ � , �: I � � I � _ � � L _ � �, (� � _ I T. d, W. = 9 5 — 2 1 /4 I ( I ; :n ( 2) — #5 ' s CQNT. HORIZ, _' � T. O. W. _ 99 ' - 11 3 /4 � 4 � i T. O. F. = 92' - 2 1 f4 ' _ I � � � I I ( o� TOP & BOT. �- — � . T. O. F. 92 ' - 7 3/4 �" S2 S3 I i � ( I � I � � � o ' � f . I � I I L I �-- � : ___J f� _ _ — — — — _ _ _ � � _ = = = � —. _ f � � _ � ____ ..�.... `� ._._ � .�. — _ �- - - - - - - - - -�-� -� L _ ; : � �- _ �- _ = - - � a Q - - - - - _ _ _ _ _ _ _ _ � .�-� v. � . F. �: � i_ A � -i I� � � — �- �- �� - _ - ����J -I� _- � _- � _ _ -� �.-. — _ _ _ _l- �a� -� T-.. - - - � �-. �- -� -� � T. O. F. �� ' � � ._ __ _.. I I � � I STEP STEP� � �� " �' (- - - - - - -f STEP I 1 T. O . W. = 104' - 11 3 /4 T. O . F. T. O . �'. T. O . F. � � T. O , F. = 95 ' - 11 3 /4 " I i ` � � Q � MAY BE EITHER ' � � � � DETAIL DEPENDiNG I � ¢ SCALE: �/4„ = 1 , _ 0" ON CQND ( TION IN � U � 6" STRUCTURAl. I I � I ( � � ( IELD SLAB Wf �5 HORIZ I � ( l°� S� ( ( � if 12" 4.C. EA. WAY, I I � STEMWALLQ C3R I j � ( TRtED IN SLAB �� 8 � i f I GAME RC?OM ACCESS ( � � I `� s� � � � � T. a . w. _ � �' — � � � / j � �. �.. � � CONC. CAP REt�lIREt� IF I � I I I � I T. O, F. = 92 - 11 3j4 � � � NELiCAI P'IER IS MORE THAPI C�L. PER P�AN & �' � � 96 ' - 2 I O ( 1 T. O . W. = 95 ' - � 1 /�- � � I f C� � � � ��{F� �� B. CQNTACT MANUFACTURER S2 T. �. SLAB S 2 , �- I � I � � � - - - T. �. F. = 9 2 - 2 1 f 4 I � — ____ ' _ � � ____ � - - ____ ____ ,_ - - - � � � _._. � ..._ � �.. ._._. �,j � I � - - � — ��-- - I � � — _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � � c� i � -r. o . ca� _ � s ° - o �.�'J - - - - - - - - � � - - - �— _ _ _ �-- - - .���� o � a _ - - _ _ _ _ °_ _ _ _ _ _ _ _ _ _ _°_ _ _ _ ° - - _ _ _ �' � '--� C,�j . i l ( � � STEP �--- STEP ( � � � � R � � _.. � � SIMPS4N f . �;� ;����,�� , � f HUC210- 2 �;. '�-�.�q���� ��'��'',� � ( 2) - 2x10 ,�" `� ���- L�, � ( , t.........__.._._,__ __. _._..__...__..____..---.._.._....__......._..,_. � .. .. . _. _,. __.. .........._..,__........._,___...__� .----._._.._ __.____;_...._...._ .......�...... ......._.__,_..._. .........._.__.._...._,.._.____._.__.�.._.�._,._.._.................__.._ .__._...._._.__. ^�v • . �...._.. .., . ._.._.._._._...._..._. ....___ _..._._. ... . . �..,w.,..,......._.,....�..�..�..._. ..._..�,�... � � , _.r.__......._�._._..__._ .. ... : � t �` o-:� : � € ' � 2x1 � (� 16 " �. C. ' 3 � ; SIMPS�N 5, ��,�� , . � TYP . � ! _ _ } ? ° a� ��'• '�� �` � � ��� .....,.�.......... ��,.... � 2 t € � s (�E-� e � . aar �? .� D . f.: 16 10 bR Q . F. 2 6 12 ? ; CON . ° : : � SIMPSON �(G� �-�t�'' ' �"a � CC}L, ABOVE & G��� � � : ......., .. �.....� _.....,�o = ( ROP�PED� �. — �_ � � � � �SIM SON H5, � o �US28- 2 �'� �11� • ' '" . �e��„� �,'��,`. � JOISTS FLUSN ,, � � .�.�.,.. .— � — — — — � AT SIM . ,�O F. Q .�-, SIMP�SON � 3 I. ..r ............. ..... ...... ............. � . � � � SIM S�N ; ,!� .� �� . ����i `� E FLOOR Q � LUS 8 2 � �" � � ) Q� � � � (2�� c� � � F ; � � � � �C : LUS 8, € YP. � ;�. .`�,� � ASSEMBLY " � �k`s 1 � € � � ( I � a = ;. z S.3 � �.....�._....�. � ���.��= _ � � �,�,�..�.._,,, ._ .. ..��,. _ �.� �_=_—_� � ��' �� � 06M�tZ0'13 II! r' 00 . " C� . � � � _..... ....... ....�:: :�w ,... .. _..... ._._.. .... . ...... _,._. ..... .. . __... ; � jl� : �.� _W.., ._._ ..�..� � -..mm �:.��- _ _�:, �� .:.� i -- .�..--�,. -.� x_.�.�..�... _�:: � � _ .. .. . .. ..�... . . ....... ............. ... . ............. ... ... ..�... .... � SEE PLAN SIMPSQN H5 I (4��- 1 /4x9Y2 .. LVL ...f.F.. FULL ; . ...�.4) - 11a�x9�'2....LVL... IF �FU�� ..... . � � � IIl : ': �: °� T. tJ. BEAM TYP. ( HEIGHT STONE lS....ADDED ; . . ........... .....HEIGHT ST�hlE.... I5 ADDED...... � � _!-� r. � " {i I: ..... .. .. ....... ............. ............. .... � �t� t • •, 4: � . . . t . . ...... ............. .. ...... (.....i S� Q /� � �� � L , � t r ...._.+................�+w �, � I� ` �� �� �' ���N l !! : ._...... .. _. .._...._... .......,wv ....._.. .......... ............. ...�.,..__ _v..._._. �._..I � � �' +� � ' , , . _ �-. _. . ..�._...... ......._._. .......__.. ........._.. ..... ._... X . . - : ; � _.�...�.. �.....�......v...�...�.�......� �.�.�,... I : I � � Q . � � � ` I(( i � Q �.�. C ............. ............. ............. ............ ._........_. ; .. .......... .,........... ...... ..... ............. ......._.... ............. ....._..... ........._.. _........... ...,......... .I.....� � � .-- � U � � � � z � .. ; - � ; � `° " - -� ..-.o II! � ,� � �' I i -.--- -: � s� MPSaN .- � � �. � VARIES, SEE P�AN �� ' CAP & BASE �: Y2 xBM . STEEL BEAM Q � r- '.v.� ............ _........... .....(�j��:....... ............. _ .. .......... ............. ..... .. ............. ............. ............. ............. ............. ....,........ ............. �.....� ,�� �,� „ � �,, �, ° -' ( I I LU S28, YP . � c�n �...' '�'` � ' -o WIDTM x4' - 10 W/ PER PLAN � `��' ""'" � . ; � � � 1— � ............. ............. ............. ....._...... ...._.�.... : ..._.__ �.. �' T. o. W. � ......._ � .... ._.......... ..........._ ...._...._� ...._..._.. ...........,. ._....�... .........._ }.._l z °' d ° :° � � 4,� - 3/q}3 � THRU — BOLTS. � � °- ° SIMPSON � I.... � . X d , � { 2) — EA. SIDE OF WEB . ., HSS COL. PER PLAN �� �..��� c��v .�LUS28,�. TYP . I � : �i � I 1�-- +� � ��'` � � � � co ° I_...� ............. ............. ..... .... .. ............. ............. : „ .......... _............ ..��.,. ..... ... .......�..,..._.... ............. ...__...... ............. ............. ............. �....I --� t� , _ � � r- S � � � • : _ ; _ ,,,., _ ._ ° (� . CJ � ............. ............. ..... .�.�. . ............. ..........,.. ; .. .......... ............. ... .. ............. ..........,.. ............. ............. ............. ............. �...w.�..�. .� c1'! � ` .. ,.. ....� d : a d � .�...�.�. .. . � _._...__.._.__�__.: �n .f-�.+� .. u..... �, : . -�. .- 5 ' s VERT. C� 16 " C) ° f� o ..__f;...�....... .......M.... ._........._ ..___..... ............:; ._..._. ..._........ �.. ._.. ........_... .._..._.... ..... ..._......_. ........_... _..,.,.__. _..._._..,. �....� ,�,...._,. ......_..... ..,....._.., ._,.,....... ...... ,....� . .._, S.3 _._. � � � .r , > >. ..._ — — — — — — — — — — -� � � aa # . �c...... ... U � CENTERED iN WALL F�' _" ' _.._ -� . , 2x10 LEDGE W,���....... ........... ::::::::::.:: ::::::::::::: :..... ..... ::::::::::: ::::.._ .....,...,.. ....,,........ .:��;:I� � Rn _. :..: .,.. .;.. ... .......... _ ..._..._. . . �....w_.........._..._._.�...w..� � ........... . ..... .. . . ....... .. ........ � � • � � �n �.-. � � � � � —f�,�- I » x u ROWS OF LE GERLOK . 3 _ _ . °J _ . . ............. ............. ........._.. ......._.... ............. ............. ............. ...... ..... ......... ............. ............. ............. ..._......... ..,.......... ............. 1.... ........... ...........,.. ............. . ....... ..._. � d' � ` i � SCALE. /4 1 Q SCREWS C� 1 " d. C. � � ) n+� 1 �........... .............. ._.......... r�. ...._. .....:::::.: :::::::::::: ::::::::::::� :�:::::::: :;:::::::.:: :.:::::.::;: �:;:::: ... ::-.::::.;: :�:::::�.: ::.::.�;::: �:: .::: :::�:.::: :�-:-::::: �;:: ;:::; :::�:�::� � o0 : . .,...,.r�a Gaza '�°'+ ro � V � X � I � /. 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ROWS OF �EDGERLOK L � ��= _ v � � � _ _ � � � ��— — — — � — � _ � ..._ J — __. = . . — .� — .— ._. � ,h� ,� � <. , . , r, . �_.. e.. . �..�. a .��._. _F.,=�,�� x_��... � — � — — — � . . — . �'�� �� `� _ � _ _. J ��-s�.� �� �,� � ' SCREWS C� 16 " Q.C. `° ' , j ,t _ ' , ; ; T ' � (}.�t_ ; } # 3 '• � . f i � Y f �� yr i j i t � i f . ? . . . , i . . �� � � -,_ � � _� � � � � _..._ . � � _�._ �_ . _ _...�.r. £ � i i : n 't � `" } � � C� G'SIt� t1@C� �} y � � � . � ,`�} drawn by �1M0 � PLA �I �~` checked by TDN � N OR TN � � � � i��� �� � � (! 1�" � [� � � � � 1- � � I- \ � # '� � �� � i�" � � � SCALE : 1 4 >, � � , � Q �� ° � ' �� _: p Nt3RTH � ! \ lJ � I � 1 � t� �� � �� V li � � � SCAL. E : 1 4 „ = 1 , _ a „ ��' , PERMIT � 2 /25f13 � PLAN NOTES FOR NEW FRAM ( NG . � I� EV. 2 {� 4 � 9 �13 � 1 . NEW PC?STS BEL.OW ( ORIGINATfNG FROM TNIS LEVEL OR ABqVE) ARE INDICATED ; � PLAN NOTES FOR NEW FRAMING : � EXISTING PQSTS BE�OW { ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: � � � � � �� � �� � � NON - CONTlNUOUS POSTS FROM ABCIVE ARE INd { �ATED : �I 1 . NEW INTERIOR WOOD STUD BEARING WALLS ARE iNDiCATED ON PLAN THUS. ° y��:,�� �� SINGLE STUD TRIMMERS THAT DO NQT REQUIRE B �OCKING BELOW ARE INDICATEQ : � � 2. EXISTING INTERI �R WdOD STUD BEARI �JG WALl.S ARE INDICATED DN PLAN THUS: . � 2. ALL POSTS ARE LABE�ED AT THE TaP . 3. �IEW POSTS BELflW (ORIGINATlNG FROM THIS LEVE� {�R ABOVE) ARE { NDiCATED: � � � 3. NEW FLQt7R SHEATHING { S �f4" T0�lGUE AND GROQVE APA STURD( FLOOR , EXP . 1 , SPAN RATING 24 O. G. EXiSTING POSTS BELOW (ORfGINATING FRQM THIS LEVEL OR ABOVE} ARE INDICATED : � � 4. { XXX' - XX" } IIVDICATES TC1P QF STEE� BEAM ELEVATiON . NEW WQOD BEAMS AT THfS LEVEL, EXCEPT NON - C4hlTINUOUS POSTS FROM ABQVE OR CRIPPLE POSTS ARE INDICATEQ . � ` HEADERS, ARE FLUSH WITN F�CIOR JC}ISTS UNLESS NQTED ( DRt�PPED ) . SiNGLE STUD TRIMMERS TNAT DO NOT REQUIRE BL4CKiNG BEL(JW ARE iNDICATE[� : � . ' � 4. ALL POSTS ARE LABELED AT THE TOP . gn ��� � 6. ALL NEW FLOOR JOISTS ARE 9Y�" BCI �000 1 . 8 C� 16" O. C. , TYPICAL, UNLESS NOTED dTHERWiSE. , 5. NEW R�OF BEAMS, EXCEPT HEADERS, ARE F�USH FRAMED UNLESS NOTED AS { DRQPPED ). � 7. {E} REFERS TQ EXISTING CONSTRUCTION ( ...... . .... .. ..�. ...... ..-.., ...,.- ) , ( N } REFERS TO NEW CONSTRUCTION ( ) . 5. EXISTING G4NSTRUCTION IS INDICATED THUS ( -.... ...... ...... .-�... ...... ...... ), NEW C4NSTRUCTIOiV IS INDICATED THUS ( ). � � � � � � � �; JaB �13 {� 2 - � � � � � �_ � _