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I � i I � -�-- ; � � �� ��� �iNr�� �� � _��1�cr�� r��� � --�—� —l- -� -f—� .�� . —�,+- -�t p�I�-t�N G j � � � �.t � � . � .,�_- - - - � y i ��x� �-��t-�� -� o .� -�-- ,——1- - - - -t-'--,-�—��- ___ � =- � ` i�'� t`�' � �— � •�',� �" I •�►� � . - I�i � � �" � �-- � `''�.� �" 1 � f`� ��-�� � °e° ° ---E -� + + f ^ � - � �,�, �I � il „a li „ , �'�,a,� 11 ' ,� .�l ,.. 0 d „ 4 � � �� ' -- - . � ` Y �a-�'� % .a�k-�, h-}.�.-{-�I� i.��� �N p �I N I�I� �'4 ��-� -fv Nt�-fi�f-� • • - _. �x��•-►'i l�a tr.l N�l.r��� ��~�h �fi'�-1���tr���► � , _ � , .- � �11�►.--� ��izl��' ��-�. ��I ���� I��J.t L� ptrl�. oaN���-r iohls . . � � , � � DESIGN CRITERIA DUNIETZ REMODEL Job # 0611-19 3 Roof Constru:tion 2003 IBC FASTENING SCHEDULE TABLE 2304 9.1 A. Provice 5/8" thick APA plywood sheathing rated 40/20, exposure 1 Install � � I cT � Roof Live Load (Snow) -------------------------------80/100 psf sheathing with long dimension perpendicular to rafters or trusses and end �oints A B B R E VI A TI 0 N L I J I =;�1��0�������, ` Roof Dead Load -----------------------------------15 psf staggered Nail with 8d nails spaced at 6" along panel edges and at 12" along CONNECTION FASTENING°� "' L�CATION �c�����'��'A"�'�° �� , Floor Live Load ------------------------------------40 psf mternediate supports. ;�A�,,,� "� ��� Floor Dead Load -----------------------------------15 psf B Plywo�d sheathin shall be a lied continuousl over the rimar roof inembers � =���{ g PP y P y 1 ,loist to sill or irder 3 — 8d common toenail A B ANCHOR BOLT LAM LAMINATED � �.�� � a , Deck Live Load ------------------------------------100 psf (roft�rs or trusses) below overframed areos to provide adequate lateral stability 9 'T.--a� � - Deck Dead Load -----------------------------------15 10 sf 3 — 3" x o�3i" r,a�� A F F ABOVE FINISHED FLOOR LLV LONG LEG VERTICAL m ' � P C Provice wind/seismic anchors at supports for all roof joists and trussed rafters 3 — 3" �4 a e sta �e `���`� ��� Wind (3 Second Gust) --------------------------------90 mph (Exp B) See �ailing schedule 9 9 P A.F G ABOVE FINISHED GRADE LONGIT. LONGITUDINAL h,��,,�me ��a ��.� Seismic Desi n Cate or --------------------- EXEMPT D Provice solid blockin between roof rafters, trusses and lookouts at all bearin 2 Bridging to �o�st 2 — Sd common toera�l each end ADJ ADJUSTABLE LTWT LIGHTWEIGHT tF��°��r���;���3,�'` g g y 9 9 2 — 3' x 0131' nail ANCH ANCHOR LVL LAMINATED VENEER LUMBER � IBC/IRC Edition ------------------------------------ 2003 locations Blocking material shall match rafter, truss chord, or lookout material 2 — 3" 14 gage staP�e APPROX. APPROXIMATELY LSL LAMINATED STRAND RIM MATERI L FOUNDATION DESIGN STRUCTURAL STEEL 3 1" x 6" subfloor or less to each �oist 2 — 8d common face nail ARCH ARCHITECT MAX MAXIMUM 4 Wider than 1" x 6" subfloor to each �oist 3 — Sd common face nail BD BOARD MECH. MECHANICAL �iAA 2 7 2���� a Design of individual and continuous footings is based on a maximum allowable bearing pressure o Expansion bolts shcll be wedge type "Hilti" or "Rawl" or "Simpson", or approved equivalent with 5 2" subfloor to �o�st or girder 2 — �sd common blmd and face na�l BLDG BUILDING MAT'L MATERIAL of 2500 psf (dead load plus full live load). the following minimam embedments s so�e p�ate to �o�st or blocking �sd at �s" o c typi�al face na�� BLKG BLOCKING MANUF MANUFACTURER b Footings shall be placed on the natural undisturbed soil, or compacted structural fill per the 1/2" diameter ---- 2 1/2" 3" x 0131" na�l at 8" oc BM BEAM MIN MINIMUM recommendations of the geotechnical engineer, below frost depth 5/8" diameter ---- 3" 3" 14 gage staple at t2" o c BOT BOTTOM (N) NEW c. This foundation has been designed according to the design recommendations set forth in 3 4" diameter ---- 4" B 0 W. BOTTOM OF WALL NOM NOMINAL � W � Sole plate to �oist or blocking at braced o0 geotechnical report by Chen & Associates dated December 3, 1981 The contractor shall follow �> �� » �� �> 3 — 16d per �s" braced wall panels BRG. BEARING N W. NORMAL WEIGHT �' � c� b Epoxy anchors called for on the drawings shall be "Epcon or Rawl or Simpson or approved wall panel — Q the construction requirements from this same report. (4)-3" x o�3�" na�� per ts" CANT CANTILEVER 0 C ON CENTER � o equivalent anchor systems Minimum embedments, if not specifically indicated on the drawings, (4)-3" 14 gage staple per 16" � Q oo � � d A representative of the geotechnical engineer shall verify soils conditions and types during � C J CONTROL JOINT OPNG OPENING � o �t shall be according o the manufacturer s specifications � excavation Construction of the foundation may not proceed without venfying these values 7 Top p�ate to stud 2 — 16d common end na�l U Q o � � Report any discrepancies from onginal findings to structural engineer for re—evaluation of 3 — 3" x o 131" na�l CMU CONCRETE MASONRY UNIT OSB ORIENTED STRAND BOARD — � � v � � GENERAL REQUIREMENTS CEM CEMENT f� PLATE z I I foundation design. 3 — 3" 14 gage stap�e � o o r� r� CLG CEILING PLYWD PLYWOOD a z � � 8 Stud to sole plate 4 — 8d common toenail (/j � N O rn rn a Structural erection and bracing. The structural drawings illustrate the completed structure with CENTERLINE PKT. POCKET REINFORCED CONCRETE' 34— 33 14 �a e1 sta Ile � Z � 00 � -J�X all elements in thei� final positions, properly supported and braced The contractor, in the CLR CLEARANCE R 0. ROUGH OPENING a Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI proper sequence, shall provide shoring and bracing as may be required during construction to g 9 P COL COLUMN RAD. RADIUS Q •L c"�o � � ° � achieve the final ccmpleted structure Contact structural engineer for consultation (not in CONC CONCRETE REF. REFERENCE � � CO � —'"" 2 — 16d common end nail � 318 as adopted by Chapter 19 of the 2003 IBC. J b Structural concrete shall have a minimum 28—day compressive strength of 3000 psi contract) as required 3 — 3" X o�3�" na�� CONN CONNECTION REINF REINFORCE/REINFORCEMENT � � c. Concrete shall be proportioned using Type I—II sulfate—resistant cement. Admixtures containing b. Existing structures Contractor shall be responsible for verifying dimensions, elevations, framing, 3 — 3" 14 gage staple CONT CONTINUOUS REQ'D REQUIRED (n •� foundation and anyhing else that may affect the work shown on the drawings Underpinning, � chlonde salts shall not be used 9 Double studs �sd at 24" o c face na�� CONST CONSTRUCTION RET. RETAINING Z d Cold weather concreting procedures shall be provided as recommended in the ACI Manual of shoring and bracing of existing structures shall be the responsibility of the contractor , 3" x o t3�" na�� at 8" o c C P CRIPPLE POST REV. REVISION 0 � Q, c Dimensions Check all dimensions against architectural drawings prior to construction Do not 3" 14 a e sta le at 8" o c U � N � � � Concrete Practice 9 9 P C W CRIPPLE WALL R.S ROUGH SAWN — � � � � scale drawings p �n � e Anchor bolts for beam and column bearing plates shall be placed with setting templates 10 Double top plates 16d at 16" o c typ��al face na�l DBL DOUBLE SCHED SCHEDULE L �t � I I d Construction practices General contractor is responsible for means methods, techniques, � � f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and ° 3" x o 131" na�l at 12" o c DET DETAIL SECT SECTION � se uences and rocedures for construction of this ro ect Notif structural en ineer of +� X o �" �" , spaced at a minimum of 10 bolt diameters unless noted otherwise q P P � y g 3" 14 gage stap�e at �2" o c DIAG DIAGONAL SHT. SHEET � � o c� °' °' g Concrete coverage for reinforcing steel omissions or conflicts between the working drawings and existing conditions Coordinate DWL DOWEL SIM SIMILAR � � '�'� >� requirements for m:chanical/electrical/plumbing penetrations through structural elements with Double to lates 8 — 16d common lap spl�ce DWG DRAWING S I P STRUCTURAL INSULATED PANEL Y +� Q Q, � 1 Concrete cast against and permanently exposed to earth 3 p p L p J ° Q structural engineer Jobsite safety is the sole responsibility of the contractor All methods 12 — 3" x o 131" na�l 2 Concrete exposed to earth or weather: cn a >"� � used for construction shall be in accordance with the latest editions of the I B C/IRC 12 — 3" 14 ga ge st a ple t y p�cal fa ce n a�� EA EACH SPEC. SPECIFICATION A #5 b a r a n d s m a l l e r 1 1/2' e Details not s ecificall shown on the drawin s shall be constructed in a manner similar to the E J EXPANSION JOINT SQ SQUARE B. #6 t h r o u g h #1 8 b a r 2" P y g 11 Blockin g between �oist or rafters 3 — 8d common toenail ELEV. ELEVATION STD STANDARD 3 Concrete not exposed to weather or in contact with ground• details that are shown for like conditions These items shall be brought to the attention of to top plate 3 — 3" x 0131" na�l the structural engineer as soon as possible for approval Approval shall be obtained prior to 3 — 3" 14 gage staple ENG ENGINEER STL. STEEL A. Slabs, walis, joists (#11 bar and smaller) 3/4" mstallation EQUIP EQUIPMENT STRUCT STRUCTURAL B. Beams, COIUmnS 1 1 2'� 12 Rim �oist to top plate 8d at 6" (152mm) o c toenail � f It is the responsibilty of the contractor to contact the structural engineer at the appropriate 3" x o t3i" na�i at s" o c EQUIV EQUIVALENT T TRIMMER time to perform site observation visits. Observation visits to the �obsite by the engineer are 3" 14 gage staple at 6" o c EXSTG EXISTING T&B TOP & BOTTOM REINFORCING STEEL for determination o� general conformance with the construction documents and shall not be 13 Top plates, laps and �ntersect�ons 2 — �sd common face na�l (E� EXISTING T&G TONGUE & GROOVE construed as inspection 3 — 3" x o�3�" na�� EXP. EXPANSION T 0 TOP OF a Detailing, fabncation and placement of reinforcing steel shall be in accordance with the ACI g Though every effort is made to provide a complete and clear set of construction documents, 3 — 3" 14 gage staple Manual of Concrete Practice. discrepancies or orrissions may occur Release of these drawings anticipates cooperation and EXT. EXTERIOR T 0 C TOP OF CONCRETE b Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM continued communication between the contractor, architect and engineer to provide the best 14 Continuous header, two p�eces t6d common �6" oc along edge F D FLOOR DRAIN T 0 F TOP OF FOOTING Specification A615 and shall be grade 60 possible structure These drawings have been prepared for the use of a qualified contractor �5 Ceiling �oists to plate 3 — sd common toena�� FDTN FOUNDATION T 0 L. TOP OF LEDGE c. Do not weld or use mechanical splicing devices unless specifically approved by engineer experienced in the �onstruction techniques and systems depicted 5 — 3" x o�3�" na�� FLR. FLOOR T 0 M TOP OF MASONRY d Metric bar size conversion table' 5 — 3" 14 gage staple FRMG FRAMING T O.W. TOP OF WALL METRIC INCH—POUND 16 Continuous header to stud 4 — 8d common toenail FTG. FOOTING THRU THROUGH #10 #3 3 — 16d common minimum, Table 230810 41 face nad GA GAUGE TRANSV TRANSVERSE ' #13 #4 4 — 3" x 0131" nail 1 . eiling �oists, laps over partions 8x8 POST (See Section 230810 41, Table 2308 70 41) GALV GALVANIZED TRTD TREATED #16 #5 4 — 3" 14 gage staple GEN GENERAL TS TUBE STEEL COLUMN F=� #19 #6 SIMPSON ABU88 w 3 — 16d common mmimum, Table 23081041 face nail G L GLUE—LAM TYP TYPICAL � ' #22 7 � 18 Ceiling �oists to parallel rafters # > > 4 - 3" x0131" nad � (2�-3�4'�x4' EXP (See Section 230810 41, Table 230810 41) GYP GYPSUM�GYPCRETE U N.0 UNLESS NOTED OTHERWISE #25 #8 4 — 3" 14 gage staple #29 #9 ANCH 's HDR HEADER VERT VERTICAL #32 #�� 19 Rafter to plate 3 — 8d common toenad '� .#36 #11 - z (See Section 2308101, Table 2308101) 3 — 3" x 0131" nail HORIZ HORIZONTAL V I F VERIFY IN FIELD � � �� 3 — 3" 14 gage staple HTS HOIGLOW STEEL SECTION W P. WA�ERPROOF � STRUCTURAL WOOD FRAMING 20 1" diagonal brace to each stud and plate 2 — $d common Face nail INT INTERIOR W.W.F. WELDED WIRE FABRIC � � / � /��j� �// 2 — 3" x 0131" nail � ���������������y�� I I i��i��i���i���i��� 2 — 3" 14 gage staple I N V I N VER TED WD. WOOD a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas �%�;��%��% ;������%`�� K KING STUD W WITH Fir—Larch #2 and better, and all solid timber beams and posts 3" nommal and wider shall be ��!��% I I ����; 2� �" x s" sheathing to each bearing wa�� 2 — sd common face na�� JST JOIST W/0 WITHOUT _ � � Douglas FI� Larch #2 �� �� � 22 Wider than 1" x 8'� sheathing to 3 — 8d common face nail � each bearmg wall � � e ' , b. Studs shall be Stud grade and better pouglas Fir—Larch or Hem Fir �� >, �a c Built—up posts shall consist of Douglas Fir—Larch or Hem Fir #2 or better 2x4 or 2x6 studs Z 16 � CONC PIER 23 Bu�lt—up corner studs 16d common 24" o c 3" x 0 131" nail 16" o c ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH � O per plan and shall be nailed together with 2 rows of 16d nails � 6" on center along each � I I 3" 14 gage stap�e �6" o c PRESSURE—TREATED LUMBER SHALL HAVE A SIMPSON ZMAX OR � r°1 r"� " Stud 24 Budt—u irder and beams 20d common at 32" o c face rail at to and f����� d. Built—up beams consisting of multiple 2x members shall be nailed together with two rows of ° P g P HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE � I � 3" x o 131" nail at 24" o c bottorn staggered on GALVANIZED PER ASTM A153 CONTACT ENGINEER FOR 16d nails spaced at 12" on center, or with two rows of 1/2" diameter thru—bolts spaced at � I = 3" 14 gage staple at 24" o c opposite s�des ALTERNATE USE OF BARRIER MEMBRANES � � 24" on center (4)—#5 DWLS x � e Top and bottom plates shall be Douglas Fir—Larch or Hem Fir #2 and better Plates placed � 2 — 2od common face na�� at ends and at directl on concrete walls or slabs shall be ressure—treated Hem Fir 2 I I � CONNECTION SCHEDULE � Y P # 3 — 3° x 0131" nail e�ch splice � � �� f Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, 6,� 3 — 3" 14 gage staple QA SIMPSON H5 shall have a continuous waterproof inembrane between the concrete and the wood �0» 25 2" planks 16d common at �ach bear�ng �„� •r--I g. Beneath solid or built—up columns noted on plans, blocking of area equivalent to column 26 Co��ar t�e to rafter 3 — 10d common Face na�l � SIMPSON LSSU210 OR � � � above shall be provided within floor �oist spaces and m wall spaces below. Door or window _ #3 TIES x o I 4 - 3" x0131" nad trimmers consisting of a single stud do not require special b►ocking in the �oist space o C� TOP, MID, HT. (4)—LEDGERLOK TOE—SCREWS � � � � 4 — 3" 14 gage staple face nad � h. Except as noted otherwise, minimum nailing shall be provided as specified in the "Nailing ..� & BOT „ a� 27 Jack rafter to hip 3 — 10d common toenail QC SIMPSON LUS410 (PACK WEB) � Schedule on the drawings (2003 IBC Table 2304 9 1) 4 — 3" x 0�31" na�� i Bolts used for wood framing connections shall be installed with standard washers and nuts 4 — 3" 14 gage staple QD SIMPSON LSSU410 (PACK WEB� � � Unless noted otherwise, steel connectors such as those manufactured by the Simpson � SEE SCHED FOR REINF — � Company shall be used to join rafters, �oists or beams to other beams at flush—framed v EQ EQ. 2 — 16d common face na�l � SIMPSON LUS28 � � conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type 3 — 3" x o 131" na�l FQ SIMPSON LSSU28 U or Type HU hangers of a size specifically designed for the member supported, as shown in i� 3 — 3" 14 gage staple � the manufacturer's published tables Contact structural engineer for details as required SEE SCHED 2$ Roof rafter to 2—by ridge beam 2 — �sd common toenail QG SIMPSON LSSU210 � k Laminated veneer lumber (LVL) shall have the following minimum properties 3 — 3" x o 131" na�l Q SIMPSON HHUS210-3 3 - 3" 14 aestale 1 lexural stress ------------------------------------- 2600 psi 3 SCALE 3/4" = 1 '-0" 9 9 P I� NOT USED 2 Modulus of elasticity --------------------------------- 1,900,000 psi 3 Tension parallel to grain ------------------------------ 1850 psi S1 2 — 16d common Face na�� 4 Compression parallel to grain --------------------------- 2310 psi 3 — 3" x 0131" na�l JQ SIMPSON HHUS5.50/10 5 Compression perpendicular to gram (parallel to glue line) --------- 750 psi � ° 3 — 3" 14 gage staple 6 Horizontal shear ----------------------------------- 285 psi � 2�� MIN 29 Joist to band �oist 3 — 16d common Face nad KO SIMPSON U610 � 7 Connection of multiple—member beams „ 5 — 3" x o 13�" na�� LQ SIMPSON ABU88 A. Top—loaded beams �''� 5 — 3" 14 gage staple i) For members 12" deep or less, nail each member to the next with 2 rows 3o Ledger strip 3 — 16d common face na�� � of 16d nails at 12" o.c B a 4 — 3" x 0131" na�l ii) For members greater than 12" deep, nail each member to the next with 3 O T�P 4 — 3" 14 gage staple rOwS of 16d nails at 12�� O.0 31 Wood structural panels and particleboard b 1/2" and less 8d`�� (per KRM)Q B Side—loaded beams Subfloor, roof and wall sheathing 2 3/8" x 0131" nail" i) For two or three member beams, nail each member to the next with 3 (2)-3/4"�x1'-0 LAGS (to framing) � 3�4" x 16 gage° 19/32" to 3/4" Sd (per KRM)4 rows of 16d nails at 12" o c 6x14 DF #1 W/ 6" MIN PEN , TYP 2 3/8' x 0.131" na�lP TDH ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts 2" 16 gageP designed by at 12" o c. 2x DECK JOISTS 6" MIN TYP �/s" to �" $d° JDH iii` For members consistin of more than four members, contact structural PER PLAN 8x8 POST NOTCHED FOR d e drawn by / g BM BRG AS SHOWN 1 1/8" to 1 1/4" 10d or Sd englneer Single Floor (combination subfloor— 3/4" and less 8de (per KRM)4 checked by I All lumber used in construction shall have a maximum moisture content of 19% underlayment to frammg) 7/8" to 1" 8de m Unless made of treated or naturally decay—resistant wood, all deck beams and Joists „ „ 1 1/8" to 1 1/4" 10dd or 8d° - includin lue—lams wider than 1� ' shall be sealed and flashed at the to surface er 2 SCALE• 3/4 = 1'-0 f ISSU2d � 9 9 � �� P P 32 Panel siding (to frammg) 1/2" or less 6d arch itect. S1 5�g° $df n Framing Notes: PERMIT 03/27/07 1 Extenor Wc]IIs' � 33 Fiberboard sheathing 9 1/2" No 11 gage roofing nadh } 6d common nail A. All exterior walls are 2x6 studs � 16" o.c to a maximum height of 12�-6", 2x6 ~" No 16 gage staplei studs � 12" o c to a maximum height of 14'-6", and (2)-2x6 studs � 16" to � 25/32" No 11 gage roofmg nailh a maximum height of 17'-4" unless otherwise noted. Walls taller than 17'-4" (2)-3/4"�x1'-0 LAGS 8d common na�l , shall be framed with manufactured laminated studs Contact en ineer for s acin No 16 gage staple' r 9� P 9 W/ 6 MIN PEN , T''P ' '�� requirements, if not indicated on plan Cap with a double top plate installed to 34 Interior panelinq �/4" 4dk provide overlapping at corners and at intersections with other partitions. If 2x DECK JOISTS 3/s" sd � overlap is not possible, strap top plates with metal strap ties (Simpson ST292 PER PLAN NOTES TO TABLE 230491 I—JOIST OR LVL �� or equivalent) 2x DECKING PER For SI 1 inch = 25 4mm 2 3/8" x 0 113" nails and 3" x 0 131" nails are standard 8d and 10d Gun iads HEADER TO MATCH � B Floor or roof framing members must be aligned to bear within 5 inches of the ARCH � DEPTH OF FLOOR , StUds beneath a Common or box naiis are permitted to be used except where otherwise stated L J L J �OISTS 6x14 DF #1 b Nads spaced at 6 inches on center at edges, 12 mches at intermediate supports except 6 inches at s�pports where � , C. Provide 7�16�� thick APA rated sheathing (plywood oY OSB� rated 24/16, expOSUI'e �� spans are 48 mches or more For nailing of wood structural panel and particleboard diaphragms and >hear walls, X 1, at exterior face of extenor walls. BIoCk all horizontal jollltS and nail panels 6 MIN TYP refer to Section 2305 Nails for wall sheathmg are permitted to be common, box or casmg Q with 8d nails spaced at 6" along panel edges and at 12" along intermediate c Common or deformed shank � ~ ~ ,� supports d Common � � � � 5h2et e Deformed shank - D At beam bearing locations in stud walls, provide multiple—stud posts equal to � —� --� f Corrosion—resistant siding or casing nail _ m Cp width of bearing member UnleSS noted Otherwlse g Fasteners spaced 3 inches on center at extenor edges and 6 inches on center at intermediate supporis � � � � S 2. Floor COnStruCtiOn h Corrosion—resistant roofing nails with 7/16—inch diameter head and 1 1/2 inch length for 1/2—mch sh:athing and A Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c , tongue and groove, 1 3/4 inch length for 25/32—inch sheathing � ' � ' expOSUt'e 1 GIUe and nail panels to all SuppOrts with 8d nails spaced at 6'� alOng i Corrosion—resistant staples with nominal 7/16—inch crown and 1 1/8 mch length for 1/2—mch sheathm� and 1 1/2 inch length for 25/32—inch sheathmg Panel supports at 16 inches (20 inches if strength axis is the long direction of panel edges and at 12" along intermediate supports Install sheathing with long the panel, unless otherwise marked) dimension perpendicular to �o�sts and end joints staggered 6x12 2" TYP � Casmg or finish nails spaced 6 inches on panel edges, 12 mches at intermediate supports B Provide solid blocking between floor �o�sts at all bearing locations Blocking 8x8 POST NOTCHED FOR k Panel supports as 24 inches Casing or finish nails spaced 6 inches on panel edges, 12 inches at mtermediate supports material Shall match the floor �oist material BM BRG AS SHOWN I For roof sheathmg applications, 8d nails are the minimum required for wood structural panels r m Staples shall have a minimum crown width of 7/16 inch A TYPICAL PLUMBING/MECHANICAL HEADER SCALE. 1 �4" = 1'-0" n For roof sheathing applications, fasteners spaced at 4 inches on center at edges, 8 inches at mtermediate supports � SCALE• 3/4�� = 1�-0�� o Fasteners spaced 4 inches on center at edges. 8 inches at mtermediate supports for subfloor and wall sheathing and 3 Sl inches on center at edges, 6 inches at intermediate supports for roof sheathing ~ S1 p Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports JOB #0611 -19 q Items noted as "per KRM" have been changed from the IBC schedule to a more restnctrve requirement � _ . \ NOTE CONTACT ENGR TQ REVIEW EXSTG CONDTIONS � (E) DBL � i JOIST DURING DEMOLITION I I , G,� , � � . � , - - -- --- - - - -�-- - ---- --- --- --- - -- - - - -- - I -- - , � � �F - REINF E DBL. JOIST W � � � � F � B I I - P <,. - -- - --- J � ) � � � +`o �'u ! R �FJ �-� - -- -- �/� ST�O --- -- - - -(3)-1 3/4x11 7/8 LVL W/ - - -- �--- '�`���� --- - � � � I � ; , x � � ` , � I �'�����������'�-;v � � I � (srJ�iO,q�, (2)-1/2 � LAGS � 16 I I��1 L �� � I � �`��� �� I � 1 ! s�d��, �,� �- i �� ���`i . S�,i-i- -- - -- ---- - - - — 2� �--- -- �� - � ; o .�� , � � � � , � � � � � o �r`��� � . _ (E)_5 1/8x13 1/2 G L 6 (E) DBL 4x12 (I-JOIST) I � � �(E) 4x12 I-JOISTS (_ � _ � � „u,° � �" � , �Q�y _ _ _ _� � ` � � — — �—� -- _�� �_ �-i— �� —� — —� �—� � — — — — — — — — — ���� � 'I ' I � ' i ° � ` , , w �� — — — — — — — — — ���C"Q'a���+a�ss���\��i��� - - e s � � � � t � ! ` , , ` � � � � , L - - - - - - - - - - � � � , � � , - -- -, -,- � --- ,.er,��Q���,�.�-`�=�� I I , \ I ; / , � ��, � � � ; , � � �r�«-.� ` � , � �� � / � � ' cv � � I , � i ' I_ _ I �+ � �� ,� � , � \ ( , � � � (E) 4x12 I-JOISTS 6' '� � s E i ; � �� . . � OS I { E I � � 1 i v s � j ; , ; ; � ° ; � i I � � '� � X � � � �,6� , { ` _ «/�R 2 7 2007 � y I�I , � , , X m ' IN— -- -- I + � ` ' � a , I � INFILL PORTION OF� II I ' I I � i i � � 'I ' w I I , � s ' "��' -- - -- -- - - -- I � ; y �?i,� , � ` Y � EXISTG WINDOW PER � � � , � , I I , , ' , � I� ,(E) 4x10' I-JOISTS ! t I , , , , w I , , `` � w ;�� i �► I � , � � ARCH � � , , � i .�. , � , � , ° o0 ��� j � i � � � � �I ' _ �- ADD (1)-1 3/4x11 1/4 LVL TO I � � ` , � � Q N � I � ; ' � , � ' ; ! O 0 � D�TYP � � '� -(E) (3)-2x12's W/ (2)-1/2"�x5" I II � - - -�- - �- -`- -- -- - -- - - -;- -� - ,- - - -'� ` � � °° o � � � � , � , ) �� — _— — — _ LAG SCREWS � 16" I�y\ - - -�! - - - - - - - - - - - - - - - - ° � ' U � � rnrn � s { � ; � , , �o ' � Q�YP ' , � �- � I � , ,,� I , '� � Z -� � � \�� j � ` O � �i � � > + %i 5�,� � � ` CONT 2x10 LEDGER (N) � I O I � ` ^ � N o � � � ' � j k �,�' { BQ TYP � � FJ � \ I � ��x10's � 16' � E TYP � ° Z � r� ��� „ ' , � ( )-2x8 s � (N)-�x12 s K� 24 � O � � W 3 -LEDGERLOK ` I � � � � � E � � � � ,TYP!� a � .O , � � ) i g E— w \ �; , s � � : � �T p �>, J� y \ � � � , � � � o, � ,,� J.-..�. �\�� G 16� (C�.�? R00 ) �,6c �\ ? ' SCREWS � 16" 3 ;1 3i 4x11 7 ;8 LVL OR 6x14 D� 1 � ,� _ , , Q •L � � � r°� � �� - - -�- - 1 - - � � + � �y- - - - - - -k - -J' I ' - - - - - --i - ° - � , � - I ' � - - - - - - - - J � cncn �.�.. _ - _ _ _I _ k _ J L J L I PG� I (N)(3)-1 3/4x11 7/8 LVL � � ��J CONT 2x12 LEDGER W/ I � � �E ITYP � -� � � j � � �TYP - �Q +6 QA TYP � RAFTER I � ��+ (2) LEDGERLOK SCREWS � 16" � j I � � � � � CONTACT ENGR FOR CONN IF � •� c,�� 1'� � BRG I � 6 CONT TREATED 2x12 � ` ; ' �, TEP' T 0 � � � � FNDTN. WALL IS PRESENT Z � �F,1 �� �� I I � LEDGER W/ 3/4"4>x6" I� � � j � `ECK NG ! I � � � � N o�o � � � � NOTE CONTACT ENGR TO REVIEW I � EXP ANCH's � 8" 0 C , i� � ( I I I � I I - �` cfl rn � � I INTERFACE W EXSTG. STAGGERED � � > ' » I � � � �� � I �� � � � � Q, Q, � � � �� �(N) ,2x12 s (� 16i � � ,(N -2x1Q s � 16° � p � � WATERPROOFED DECK , + , I � � I Q � -+� X o rn rn � DURING DEMOLITION I � �1 � � � � � � � I � �+`� � m �.-..-. � I � �! � � 1 � � � � � �� � -�' ° Qrn � li � '�' � � . I � � cn a >...� � � � � N T6x12 � � ' EQ TYP � N1 -6�14 C�F 1 , �- - - - - - - - - - �- - - - - - - - - - - - - - - - - - - - - - J- - - - - - - -- - � � _ € (�DROPPE�) I ! - - - - ��- � - - - - - - - - - - - - - NORTH Qo� �� � _ ` _ _ ,i, +� CANT 2x12's �8�� UPPER �LOOR LOW ROO � �RAMING PLAN SCALE: 1 4" = 1 �-0�� �� , Aos� PLAN NOTES: s� NORTH 1 POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED � L O W E R �L O O R FR A M I N G P L A N SC ALE: 1 4" = 1 �-O�� NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED � 2 ALL COLUMNS ARE LABELLED AT THE TOP PLAN NOTES FOR NEW FRAMING. 3 FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN RATING 24 O.0 1. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED � NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED• � . 4. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1, SPAN RATING 40/20 2 ALL COLUMNS ARE LABELLED AT THE TOP � 5. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED). � 3 FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN � Q� • 6 "O" INDICATES CONNECTION TYPE - REF S1 FOR SCHEDULE. RATING 24 0 C � 7 (E) REFERS TO EXISTING CONSTRUCTION ( - ), (N) REFERS TO NEW ( � N 0 TE: C 0 N TA C T E N G R . FO R 4 UOOD S NOTED (DROPPED�EL, EXCEPT HEADER�, ARE FLUSH WITH FLOOR JOISTS � '� H D R . S I Z E S @ N E W 5 " 0" INDICATES CONNECTION TYPE - REF S1 FOR SCHEDULE. � � WI N D O WS D U R I N G 6. (E) REFERS TO EXISTING CONSTRUCTION (- - - - - - ), (N) REFERS TO NEW ( ). o DEMOLITION , TYPICAL � - '� � C� � ; � � � - � O . +� � � �° �,� ° ii, ; � ! 'l ; � ; �; � � , , ; I i ii i ii ��� ��� � � � � jI" �i � ; � � i , ;��oe PG� ' i I � I � \�-� �+ I I O f , , � i r ; , � � ��� � � � i I ; � � I I ��� � I I � � � � � � � � � ��1 , �� ; � � � o� I I �_�i � � i i 1 i '� ���`� � � � � ! � � � � � � � � �- � � � � .� �, � � � ; , , , = i i � � , , , , � � � � - - - - - - -- - - - - � j I �I L - —==—== � 0 � -�-�� , � � 1 I l r�—I_I�I—; ! i � i � i � i '� ; ' I ' i ' I I � , L�——————— � � . _ _ _ _ _ _ _ _ _ _ � VERIFY � ' � I i � (E) 2 -� �] MIN � 1 � , , , i � I � ' ; FTG SIZE OR 3,300 PSF � I li � � � � � I I � � I i � I I i ' � I i ,� i � ' CONTACT ENGR FOR � I � I i i ; , � �I! � 1 � � ' ' I � I CONNECTIONS IF FLUSH , I , � MIN SOIL BEARING _ � 1 ,(E �x121I-JOISTS� I ' I I I I I � CAPACTIY � � �� , � ��� � � BM. OPTION IS CHOSEN i C, , I � I � � � I' � ' 1 J ; ' � � ' � ; � � ; ' � � j , I � I � � � I� � � ; � I a � � �3 i ; � I ' � � � i I I � �O� I I � � �� �' � ; 1 � 1 , �:2�.�I,I ;; !; I,{ ''' ' ;'' ;' !'�� !; �II +`Oe i ; I � � I� a � ' � � a � I ,I��I� ;` �II i i I I ��I I'� �il ��� �p i , I j � I � — — — — — — — — — — — � 1� � � ' 3 � � I '�ANT ; �N)�2)-1 3/4x11 7/8 LVL ( LUSH) OR/I;� , , , (E) BEAM � �� �� - - — — — — — — — — — �� � � OVERFRAME EXSTG � ,�' � �( , I , ,� , , �„ , ;�, , i , �� ' I � � � �� \ � � - - - - - - - -- - - - - - - - - - - - � I �� / , 3)-1 3 4x9 1/2 LVL (DROPPE ���\ � DECK TO MATCH ,�f ,,�f� '�� Ex� 2 {2x8's @� 16'�I�i�% ���/ I QPG� I ; � \ I I I I � � � (E)-FLOOR ELEV , , I}'/,��/ ''�'�/" . �� / c,��4 /�� \\ \ I I I I = ���1 ; � � � , , ' r'��I7'r/i;�'�i����� � �` ��� ��� � �� � � — — ( � — — — — - i � � � \\ � 1 _ a �_�� � �, �y� "%� /(E) 5 1/8x16 1/2 GL ''��j'� � � � �� I \ �-- - - - - - - - - � � � �- - - - - - - - - - - - - �_=_�= - - -Z � - - I-� ' _ _ _ = --_ �- - - - - - - - - - -� I �- - - - - - - - - - -- - " G,� �� I' i; � ! DRO P�1� ) j, I 11 I� r��, ' � � , - - — - - - P � I j � � ' I � � Q �,+ � �, ia ;; �� i � � � � �`�0���, � �, ; �� �� � � �, �� I � � � � � I � ;� �a I' i I ; I j i , ,� ����� � ' �� I' � �i � (I I' � I ' I ' i � � . � i� I� � I� 1 I I� �� i� �� � � � � � � � i c, i designed by TDH I � � � � � o � ' �' Q drawn b JDH � i � (N 2x1 's � 16" � � � ( I � '�� y 2 � � ; , i ; �Q��,e' L Q T Y P. c hec ke d by E�TYP I �' ' ' s� � � ,, ; i , ; � - � - - - - - � � issued - - - - - - - - - - - - - - - - - - - - � � - - - = -- - �, (N)-6x14 DF #1 - - - � � � � � � �� �� A A �-�Q 3 A PERMIT 03�27/07 +� +� OST OST S1 (E) 8'-0" ;E) 16'-1" (V I F ) (V.I.F.) N O R TH ��"��� NORTH �O U N D A TI O N P LA N �� � �° � `� M A I N F L O O R F R A M I N G P L A N SCALE: 1 4" = 1 �-0�� SCALE: � 4 = 1 -0 PLAN NOTES PLAN NOTES: , 1 " O�� INDICATES CONNECTION TYPE - REF S1 FOR SCHEDULE. sheet '' 1 POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: 0 2 DO NOT SCALE DRAWINGS NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � � SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: � SPREAD FOOTING SCHEDULE 2 ALL COLUMNS ARE LABELLED AT THE TOP. 0 3 FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN TYPE SIZE REINFORCING RATING 24 0 C. A 2'-0 x 2'-0 x 1'-0 (3)-#5's x 1'-6 EA WAY 4 WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS � UNLESS NOTED (DROPPED). 5. "O�� INDICATES CONNECTION TYPE - REF. 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I � ,� \ ' i R , I � ,Yn i �, ` `e� I ' ^^�4 } � , �v 2 �' e � • F2 1 - � � --- ' . � r'�. • - - ------- --- - =_ti�I��CI'�=-�-��I»I-�-[� ----- `� ,� , - -- -- -- - - , , ���-�-�=� �, , �.� � � - - , -- � _ � _�--- _ � � � n�� . - _I��h-�,�-- ' ' � � � - ��� -'� - �� , x ---.._.._ _ � � . A -- -� ` _ - _�.�_M_a,r�__��'_I�`t�-�-- - - --- �� � , --�-�-�-=#=- - --�------ ,. ��I�'Gr_ ��='G`�'f`'��-- � _ - -- -- --- ^_ _ - -- - -_ - _ - - --- -- - - - � -- l - -=��t=��G.____2�,G�'�1-��;,�--- -----—= , .� � �-�!`�'°-`G��..`�' � � --� � -L--- �,__ �- � � � -��'�-"��5�'4L_►f�'�� - -- �- -� - � � - - � , ,r i � Nf� _� ���- � -�--� ---�-------- -- � -- °" -- _----���--'"'`-f G _� _ -�-� -� _ " _ _` _ _ _ . -��-�I�--�°�-�- -�-"�'_ , . -=�=��`�'R'I'__=-__ � �,`�. � DESIGN CRITERIA: DUNIETZ REMODEL Job # 0611-19 3. Roof Construction: 2003 IBC FASTENING SCHEDULE (TABLE 2304.g.� � A. Provide 5/g'� thick APA plywood sheathing rated 40/20, exposure 1. Install A B B R E VI A TI 0 N LI S T � - � Roof Live Load (Snow) -------------------------------80/100 psf sheathing with long dimension perpendicular to rafters or trusses and end joints __�Q.R`�,,� h Roof Dead Load -----------------------------------15 psf staggered. Nail with 8d nads spaced at 6" along panel edges and at 12" along CONNECTION FASTENING°� "' LOCATION �9.••a�'��'��`; Floor Live Load ------------------------------------40 psf intermediate supports. -�'�,0,�����9�p�o ��.F,�� f Floor Dead Load -----------------------------------15 psf B. Plywood sheathing shall be applied continuously over the primary roof inembers A.B. ANCHOR BOLT LAM. LAMINATED ���°'@R.� �'�'� Deck Live Load ------------------------------------100 Sf 1 Joist to sdl or girder 3 - 8d common toenal � o , � P (rafters or trusses) below overframed areas to provide adequate lateral stability. 3 - 3" x o�3i" na�i A.F.F. ABOVE FINISHED FLOOR LLV LONG LEG VERTICAL � ; Deck Dead Load -----------------------------------15/10 psf C. Provide wird/seismic anchors at supports for all roof joists and trussed rafters. 3 - 3" 14 gage stap�e A.F.G. ABOVE FINISHED GRADE LONGIT. LONGITUDINAL �.,�e � ;�� Wind (3 Second Gust) --------------------------------90 mph (Exp. B) See nailing schedule �1�° �.•c�,�''•'� 2. Bridging to �oist 2 - 8d common toenail each end ADJ. ADJUSTABLE LTWT. LIGHTWEIGHT �, o � �y Seismic Design Category ------------------------------- EXEMPT D. Provide so6d blocking between roof rafters, trusses and lookouts at all bearing 2 - 3" x o.�3�" na�� ANCH. ANCHOR LVL LAMINATED VENEER LUMBER ��� �'••••°'� ��'` IBC/IRC Edition ------------------------------------ 2003 locations. Blocking material shall match rafter, truss chord, or lookout material 2 - 3" 14 gage staple APPROX. APPROXIMATELY LSL LAMINATED STRAND RIM MATERI L '�°��oNA��'�� � FOUNDATION DESIGN: STRUCTURAL STEEL: 3 1" x 6" subfloor or less to each �oist 2 - 8d common face n�d ARCH. ARCHITECT MAX. MAXIMUM , n „ �� „ „ " 4. �der than 1" x 6" subfloor to each joist 3 - 8d common face md BD. BOARD MECH. MECHANICAL JUL 3 1 2007 a. Design of individual and continuous footings is based on a maximum allowable bearing pressure a. Expansion bolts shall be wedge type Hilti or Rawl or Simpson , or approved equivalent with 5 2" subfloor to �o�st or girder 2 - 16d common blind ond face na�l BLDG. BUILDING MAT'L MATERIAL � of 2500 psf (dead load plus full live load). the following minimum enbedments: s so�e p�ate to �o�st or blocking �sd at �s" o c typ�ca� face na�i BLKG. BLOCKING MANUF. MANUFACTURER b. Footings shall be placed on the natural undisturbed soil, or compacted structural fdl per the 1/2 diameter ---- 2 1/2 3" x o�31" na�l at s" o.c. BM. BEAM MIN. MINIMUM recommendations of the geotechnical engineer, below frost depth 5/8" diameter ---- 3" „ 3" 14 gage staple at �2" o c BOT. BOTTOM (N) NEW c. This foundation has been designed according to the design recommendations set forth in 3 4" diameter ---- 4" B.O.W. BOTTOM OF WALL NOM NOMINAL � W � Sole late to oist or blockin at braced N geotechnical report by Chen & Associates dated December 3, 1981. The contractor shall follow » >� �> » >� �� P � 9 3 - 16d per �s" braced wall panels BRG. BEARING N.W. NORMAL WEIGHT � � b. Epoxy anchors called for on the drawings shall be Epcon or Rawl or Simpson or approved wall panel • ¢ the construction requirements from this same report. (4)-3" x o�3�" nad per �s" CANT CANTILEVER O.C. ON CENTER N o equivalent anchor systerns. Minimum embedments, if not specifically indicated on the drawings, (4)-3" 14 gage staple per 16" � Q ao � � d. A representative of the geotechnical engineer shall verify soils conditions and types during � C.J. CONTROL JOINT OPNG. OPENING � o � shall be according to the manufacturer s specifications. �j �v excavation. Construction of the foundation may not proceed without verifying these values. � Top plate to stud 2 - �sd common end nai� CMU CONCRETE MASONRY UNIT OSB ORIENTED STRAND BOARD � �� � Report any discrepancies from original findings to structural engineer for re-evaluation of 3 - 3" x 0131" na�l GENERAL REQUIREMENTS: CEM CEMENT Fj' PLATE - � o I I foundation desi n. 3 - 3" 14 gage stap�e C o r� r� 9 CLG. CEILING PLYWD. PLYWOOD p z r � 8 Stud to sole plate 4 - Sd common toenal (n � N �rn rn a. Structural erection and bracin The structural drawin s dlustrate the com leted structure with CENTERLINE PKT. POCKET REINFORCED CONCRETE: all elements in their find postions, properly supported and braced. The contractor, in the 34- 33~�4 �a e~s t a �l e CLR. CLEARANCE R.O. ROUGH OPENING z � � � � r i x „ „ proper sequence, shall p-ovide shoring and bracing as may be required dunng construction to 9 9 P COL. COLUMN RAD. RADIUS Q � � � � � � a. Concrete design is based on the Buildmg Code Requirements for Reinforced Concrete (ACI achieve the final com le-ed structure. Contact structural en meer for consultation not in � c° � J`"� p g � 2 - 16d common end nail CONC. CONCRETE REF. REFERENCE N 318) as adopted by Chapter 19 of the 2003 IBC J � contract) as required 3 - 3" x o�3�" na�� CONN. CONNECTION REINF. REINFORCE/REINFORCEMENT � � b. Structural concrete shall have a minimum 28-day compressive strength of 3000 psi. , b. Existing structures. Cortractor shall be responsible for verifying dimensions, elevations, framing, 3 - 3" �4 gage stap�e CONT. CONTINUOUS REQ D REQUIRED (� '- c. Concrete shall be proportioned using Type I-II sulfate-resistant cement. Admixtures containing foundation and anything else that may affect the work shown on the drawings Underpinning, �' chloride salts shall not be used. s Double studs tsd at 24" o c face m�� CONST. CONSTRUCTION RET. RETAINING Z , shoring and bracing of existing structures shall be the responsibility of the contractor. 3" x o�3�" na�� at 8" o c C.P. CRIPPLE POST REV. REVISION � � � � d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of N oo rn � Concrete Practice. c. Dimensions: Check all dimensions against architectural drawings pnor to construction. Do not 3" 14 gage staple at 8" o c C.W. CRIPPLE WALL R.S. ROUGH SAWN U r � "� � scale drawings. p �n � °' � e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. 10. Double top p�ates 16d at 16" o.c typica� face na�� DBL. DOUBLE SCHED. SCHEDULE � �r � � � d Construction practices: General contractor is responsible for means methods, techniques, � ' f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and ' 3" x 0131" na�l at 12" o.c DET. DETAIL SECT SECTION 3 sequences and procedures for construction of this project. Notify structural engineer of 3" �4 a e sta le at 12" o c. +' x o � � spaced at a minimum of 10 bolt diameters unless noted otherwise. 9 9 P DIAG. DIAGONAL SHT. SHEET � o c� °' °' g. Concrete coverage for reinforcing steel: omissions or conflicts between the working drawings and existing conditions. Coordinate m �� �� requirements for mechanical/electrical/plumbing penetrations through structural elements with Double to �ates 8 - 16d common �ap spl�ce DWL. DOWEL SIM. SIMILAR � �o x 1. Concrete cast against and permanently exposed to earth: 3 P P DWG. DRAWING S.I.P. STRUCTURAL INSULATED PANEL , � +� � Q � Q structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods 12 - 3" x o t3�" na�� � �- 2. Concrete exposed to earth or weather: N a >...... A. #5 bar and smaller 1 1/2" � used for construction shvll be in accordance with the latest editions of the IBC/IRC. 12 - 3" 14 gage stople typical face nail EA. EACH SPEC. SPECIFICATION „ . e. Details not specifically shown on the drawings shall be constructed in a manner simdar to the �� Blocking between �o�st or rafters 3 - Sd common toenal E.J. EXPANSION JOINT SQ. SQUARE B. #6 through #18 bar 2 details that are shown for like conditions. These items shall be brought to the attention of to top plate 3 - 3" x o 131" na�1 ELEV. ELEVATION STD. STANDARD 3. Concrete not exposed to weather or in contact with ground: the structural engineer es soon as possible for approval. Approval shall be obtained prior to 3 - 3" 14 gage staple ENG. ENGINEER STL. STEEL A Slabs, walls, joists (#11 bar and smaller) 3/4 installation. EQUIP. EQUIPMENT STRUCT. STRUCTURAL B. BeamS, COIUm�S 1 1 '2„ 12 Rim joist to top plate 8d at 6" (152mm) o.c toenal , � f. It is the responsibility of the contractor to contact the structural engmeer at the appropriate , 3" x o t3�" na�� at s" o c EQUIV. EQUIVALENT T TRIMMER � time to perform site observation visits. Observation visits to the jobsite by the engineer are 3" 14 gage stap�e at s" o.c. EXSTG. EXISTING T&B TOP & BOTTOM REINFORCING STEEL: for determination of gen�ral conformance with the construction documents and shall not be �3 Top plates, �aps and intersections 2 - �sd common face n��� (E) EXISTING T&G TONGUE & GROOVE construed as inspection. 3 - 3" x o�31" na�� EXP. EXPANSION T.O. TOP OF a. Detading, fabrication and placement of reinforcing steel shall be in accordance with the ACI g. Though every effort is rrade to provide a complete and clear set of construction documents, 3 - 3" 14 gage staple Manual of Concrete Practice. discrepancies or omissions may occur. Release of these drawings anticipates cooperation and EXT. EXTERIOR T.O.C. TOP OF CONCRETE b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM continued communication between the contractor, architect and engineer to provide the best 14 Contmuous neader, two pieces 16d common �s" o c along edge F.D. FLOOR DRAIN T.O.F. TOP OF FOOTING Specification A615 and shall be grade 60. possible structure. These drawings have been prepared for the use of a qualified contractor 15. Ceding �oists to plate 3 -�ed common toena� FDTN. FOUNDATION T.O.L. TOP OF LEDGE c. Do not weld or use mechanical splicing devices unless specifically approved by engineer. experienced in the const�uction techniques and systems depicted. 5 - 3 x o 13� na�� FLR. FLOOR T.O.M. TOP OF MASONRY d. Metric bar size conversion table: 5 - 3" 14 gage stap�e FRMG. FRAMING T.O.W. TOP OF WALL METRIC INCH-POUND 16 Continuous header to stud 4 - Sd common toenal FTG. FOOTING THRU THROUGH #10 #3 17. Cedin 3 - 16d common minimum, Table 230810 41 face n�d GA. GAUGE TRANSV. TRANSVERSE ��6 �5 8x8 POST g joists, laps over partions . (See Section 2308 70 4.1, Table 2308�0 4 7) 4 - 3 x o 131" nail GALV. GALVANIZED TRTD. TREATED 4 - 3" 14 gage staple GEN. GENERAL TS TUBE STEEL COLUMN � #19 #6 SIMPSON ABU88 W 3 - 16d common minimum, Table 230810 41 face mil G.L. GLUE-LAM TYP. TYPICAL Q,� #22 #7 „ „ � 18. �eiling joists to parallel rafters 4 - 3" x 0131" nail #25 #8 (2)-3/4 �x4 EXP. (See Section 230810 41, Table 2308 70 41) GYP. GYPSUM/GYPCRETE U.N.O. UNLESS NOTED OTHERWISE � � 4 - 3" 14 gage staple #29 #9 ANCH.'s HDR. HEADER VERT. VERTICAL #32 #�0 19. Rafter to plate 3 - Sd common toenal 'r"� #36 #�1 � Z 3 - 3" x 0131" nail HORIZ. HORIZONTAL V.I.F. VERIFY IN FIELD �� (See Section 2308�01, Table 2308.�01) 3 - 3" 14 gage staple HSS HOLLOW STEEL SECTION W.F. WIDE FLANGE � � H T. H E I G H T W.P. W A T E R P R O O F � Q 20 1" dia onal brace to each stud and late 2 - 8d common face nnl STRUCTURAL WOOD FRAMING: 9 p 2 - 3" x 0131" nail INT. INTERIOR W.W.F. WELDED WIRE FABRIC O � I ( � , 2 - 3" 14 gage staple INV. INVERTED WD. WOOD a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas �`i 2�. �" x s" sheathing to each beanng wa�� 2 - sd common face n�i► K KING STUD W/ WITH � �"� Fir-Larch #2 and better, and all solid timber beams and posts 3" nominal and wider shall be - i I I �� � 22 wder tnan �" X s° sheathing to 3 - 8d common face n��� JST. JOIST W/0 WITHOUT � Douglas Fi�-Larch #2• each beanng wa�i � � b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. �� �. „ � , " c. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2x6 studs Z 16 �b CONC. PIER 23 Bu��t-up comer studs 16d common 24 0� 3" x 0131" nail 16" o.: ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH � O per plan and shall be nailed together with 2 rows of 16d nails � 6" on center along each � 3" 14 a e sta �e ' i' ^ I I 9 9 p 16, °'"' PRESSURE-TREATED LUMBER SHALL HAVE A SIMPSON ZMAX OR r'1 r�1 , � stud. 0 24 Budt-up girder and beams 2od common at 32" o c. face nail at top and HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE E"� � d. Built-up beams consisting of multiple 2x members shall be n ailed together with two rows of � � 3" x o.�3�" na�i at 24" o.c bottom stagqered on 0 ' 16d nails spaced at 12 on center, or with two rows of 1/2 diameter thru-bolts spaced at ;� I = 3" 14 gage staple at 24" o c. opposite sides GALVANIZED PER ASTM A153 CONTACT ENGINEER FOR � l 24" on center. (4)-#5 DWLS x J ALTERNATE USE OF BARRIER MEMBRANES. O v . e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates placed � 2 - 2od common face na�� at er,ds and at CONNECTION SCHEDULE ` directly on concrete walls or slabs shall be pressure-treated Hem Fir #2. I I �- 3 - 3" x 0�3t" na�l each sp�ce '� ., f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, 6„ 3 - 3" 14 gage staple QA SIMPSON H5 � � shall have a continuous waterproof inembrane between the concrete and the wood. 10�� 25 2" planks �sd common at each b�armg � � •r-1 g. Beneath solid or budt-up columns noted on plans, blocking of area equivalent to column _ 0 SIMPSON LSSU210 OR � O (� above shall be provided within floor joist spaces and in wall spaces below. Door or window _ #3 TIES x o 2s conar t�e to rafter 3 - 10d common face n�ii � � � TOP, MID, HT. � 4 - 3" x 0131" nail (4)-LEDGERLOK TOE-SCREWS � trimmers consistin of a sin le stud do not re uire s ecial blockin in the oist s ace. o ■ ^ 9 g q p g � p I & BOT. 4 - 3" 14 gage staple face nad - F�y h. Except as noted otherwise, minimum nailing shall be provided as specified in the Nailing � i v Jack rafter to hip 3 - 10d common toena�I OC SIMPSON LUS410 (PACK WEB) � Schedule" on the drawings (2003 IBC Table 2304.9 1). 4 - 3" x o�3�" na�� i. Bolts used for wood framing connections shall be installed with standard washers and nuts. 4 - 3" 14 gage staple QD SIMPSON LSSU410 (PACIf WEB) O j Unless noted otherwise, steel connectors such as those manufactured by the Simpson � SEE SCHED. FOR REINF. Company shall be used to join rafters, �oists or beams to other beams at flush-framed v EQ. EQ. 2 - 16d common face n��l ED SIMPSON LUS28 � conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type 3 - 3" x 0131" na�l FQ SIMPSON LSSU28 U or Type HU hangers of a size specifically designed for the member supported, as shown in M 3 - 3" 14 gage staple � the manufacturer's published tablss. Contact structural engineer for details as required. 2s Roof rafter to 2-by ndge beam 2 - tsd common toena�� QG SIMPSON LSSU210 � SEE SCHED. k. Laminated veneer lumber (LVL) shall have the following minimum properties: 3 - 3" x o 131" na�l HQ SIMPSON HHUS210-3 1. Flexural stress ------------------------------------- 2600 psi 3 SCALE: 3 4" = 1'-0" 3 - 3" 14 gage staple 2. Modulus of elasticity --------------------------------- 1,900,000 psi IQ NOT USED 3. Tension parallel to grain ------------------------------ 1850 psi S1 2 - 16d common face n��� 4. Compression parallel to grain --------------------------- 2310 psi 3 - 3" x o 131" na�l JQ SIMPSON HHUS5.50/10 5. Compression perpendicular to grain (parallel to glue line) --------- 750 psi y�'- 2" MIN. 3 - 3" 14 gage stap�e KQ SIMPSON U610 6. Horizontal shear ----------------------------------- 285 psi � 29 Joist to band �oist 3 - 16d common face n�il 7. Connection of multiple-member beams: _ 5 - 3" x o 13�" no�� LD SIMPSON ABU88 A. Top-loaded beams , ►�'� 5 - 3" 14 gage staple i) For members 12" deep or less, nail each member to the next with 2 rows 3o Ledger strip 3 - 16d common face n��� of 16d nails at 12° o.c. , , 4 - 3" x 0131" na�l ii) For members greater than 12" deep, nail each member to the next with 3 EQ TYP. 4 - 3" 14 gage staple rOws of 16d nails at 12» O.C. 31 Wood structural panels and particleboard•b 1/2" and less 8d`�� (per KRM)4 B. Side-loaded beams Subfloor, roof and wall sheathing 2 3/8" x 0.131" nad" i) For two or three member beams, nail each member to the next with 3 (2)-3/4"s�x1'-0 LAGS (to framing): 1 3�4" x �6 gage° 19/32" to 3/4" 8d (per KRM)4 rows of 16d nails at 12" o.c. W/ 6" MIN. PEN., TYP. 2 3/8" x o.t31" na��P TDH ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts 6x14 DF #1 2" 16 gageP designed by � at 12" o.c. 2x DECK JOISTS� 6�° MIN. TYP. �/8" to �° sd° drawn by JDH � iii For members consistin of more than four members, contact structural PER PLAN 8x8 POST NOTCHED FOR d e � 9 1 1/8" to 1 1/4" tOd or 8d engineer. BM. BRG. AS SHOWN Smgle Floor (combmotion subfloor- 3/4" and less 8d° (per KRM)Q checked by I. All lumber used in construction shall have a maximum moisture content of 19�. under�ayment to framing): 7/8" to 1" 8d° m. Unless made of treated or naturally decay-resistant wood, all deck beams and �oists 2 ,. , „ 1 1/8" to 1 1/4" lodd or 8d° ISSUed includin lue-lams wider than 1�'� shall be sealed and flashed at the to surface er SCALE: 3/4 = 1 -0 f �� 9 9 � P P 32 Panel siding (to framing) 1/2" or less 6d architect. S� 5/8" 8df n. Framing Notes: 9 ,, 1. Exterior walls d 33 Fiberboard sheathing 1/2" No 11 gage roofing nail PERMIT 03 27 �7 } 6d common nad REVISED 06 � 3��7 � A. All exterior walls are 2x6 studs � 16" o.c. to a maximum height of 12'-6", 2x6 ~ No. 16 gage stapie' studs � 12" o.c. to a maximum height of 14'-6", and (2)-2x6 studs � 16" to � 25/32" No 11 gage roofing nadh a maximum height of 17'-4'� unless otherwise noted. Walls taller than 17�-4" (2)-3/4�'�x1�-0 LAGS sd common na�� shall be framed with manufactured laminated studs. Contact en meer for s acin No 16 gage stap�e' 9� P 9 W/ 6 MIN. PEN., TYP. requirements, if not indicated on plan. Cap with a double top plate installed to 34 Interior paneling �/4" 4dk provide overlapping at corners and at intersections with other partitions. If 2x DECK JOISTS 3/8° sd overlap is not possible, strap top plotes with metal strap ties (Simpson ST292 PER PLAN NOTES TO TABLE 2304 9.1 I I-JOIST OR LVL Yown of Vail _ or equivalent� 2x DECKING PER For SI 1 mch = 25 4mm 2 3/8° x 0113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails. HEADER TO MATCH B. Floor or roof framing members must be aligned to bear within 5 mches of the ARCH. DEPTH OF FLOOR studs beneath. 6x14 DF 1 � a Common or box nads are permitted to be used except where otherwise stated ` J ` ' JOISTS C. Provide 7�16�� thick APA rated sheathing (plywood or OSB� rated 24�16, exposure # b Nads spaced at 6 inches on center at edges, 12 mches at mtermediate supports except 6 inches at supports where � � - „ spans are 48 mches or more For nading of wood structural panel and particleboard diaphragms and shear valls, X � 1, at exterior face of exterior walls. Block all horizontal joints and nail panels 6 MIN. TYP. refer to Section 2305 Nads for wall sheathing are permitted to be common, box or casing. Q with 8d nails spaced at 6" along panel edges and at 12" along intermediate c Common or deformed shank � � N supports. d Common � � � � sheet D. At beam bearing locations m stud walls, provide multiple-stud posts equal to e Deformed shank. � f Corrosion-resistant sidmg or cosing nail _ m m width of bearing member unless nOted otherwise. g Fasteners spaced 3 �nches on center at extenor edges and 6 mches on center at intermediate supports. � � � � � 2. FIoO� ConstrUCtiOn: h Corrosion-resistant raofing nads with 7/16-inch diameter head and 1 1/2 inch length for 1/2-inch sheathinc and � , � � � A. Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c., tongue and groove, 1 3/4 inch length for 25/32-inch sheath�ng , _ expOSUre 1. Glue and nail panels to all SUpports wlth 8d nalls spaCed at 6�� along � �length�forr25/32t�nchPsheathng � Panel7supports atrl6ni ches (208i chesef9st ngth/xisnis thee0long dre tin�of �nch panel edges and at 12" along intermediate supports. Install sheathing with long the panel, unless othe�+nse marked). �� dimension perpendicular to JOistS and end joints staggered. 6x12 ° j Casing or finish nads spaced 6 inches on panel edges, 12 inches at intermediate supports -� B. Provide solid blocking between floor joists at al) bearing locations. Bloeking 2 TYP' 8x8 POST NOTCHED FOR k Panel supports as 24 inches. Casing or finish nads spaced 6 mches on panel edges, 12 inches at mtermedicte supports material shall match the floor jOiSt IY1ate�ial. BM. BRG. AS SHOWN I For roof sheathing applications, 8d nails are the minimum required for wood structural panels m. Staples shall have a min�mum crown width of 7/16 inch A TYPICAL P�..UMBING/MECHANICAL HEADER SCALE: 1 4" = 1'-O" n For roof sheathmg applicat�ons, fasteners spaced at 4 inches on center at edges, 8 inches at intermediate s�pports. 1 SCALE: 3/4" = 1'-0�� a Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 S1 inches on center at edges, 6 inches at �ntermediate supports for roof sheathmg. S1 p Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. J 0 B #0 611 -19 ,"'"` q Items noted as "per KRM" have been changed from the IBC schedule to a more restrictrve requirement. ' . _ ,! _ � _ --- -- -- � -- - - ._ __.� - ____ __ _ - - �-�- — — — — -�-i- — -- — — — — — — — — — — — — -- --�- — - I � _ . i-r- -- — — - - �- - -— — -�— — — — — — — — ..y � � - J�( - --- — — — — — — — — — NOTE: CONTACT ENGR. TO REVIEW _���� � �T�`,� � • � �I EXSTG. CONDTIONS � (E� DBL. ;�a�,�� ,����,.t� �° �e��ooeo 12� -- — — -- I I-�- — - � -- — -- — — — — — — — — — JOIST DURING DEMOLITIOV ��o' � �' , i � �o ��� • s I �I � 1� � �-}- - -- - � '' ��J - - - - - - - - - - t--i — oQP+- --- - � i ; ; � � t � ; � i I� I � i I � I I I I � � �°�� .;�w, I � �� � 0 .• � �FJA I�_ _ _ _ ^_ s,� �GO _ _ _ _ _ _ _ �, ���� �' ___ ____ _ �� ; ; ; � ; ; � ! � � C � � , � i � � � � � °��s►o N P���'�� o I v� ±� � � �. � � — � _ ����',� __ .�_ _ � � � � � � � � � f � i i i � I s�,�T � � — �,�� � � � I ; , � ! i � i ' I � � I � f � i I I � � I �_ (E)-5 1/8x13 1/2 G L _ (N) (3)-1 3/4 x 13 1/2 LVL _ � (E) 4x12 I-JOISTS I � , � - � ' I I � + -�- - �� - - I --- - - - -- �`.il , � ' ' I I I I I i � I I i I �- - - - - - - --- JUL 3 1 2007 �� � �I ! fy I I , - - - / K I I � ° I I' I /� { J � � � � , I i � '�� � � � � LT I I J � I J I I � I \� 1 I � ( ( � N ( 1 � �I � ( � � � - - -- - - -- I I i `-f-S p ; I � i � � t I I iI ` ` ��� � 'I�vr PRONIDE i EQU� L � � � i � r -- ----- _____. .� � �� (E) 4x12 I-JQISTS; ��; O pS ` I i � } i i � I � w � � I I I I I BRG4 FOf� EAP BM� � � ( � � �I I I I � I X -- -- --- --- — I I ' � � i ��T � � I � ' � I � I f �' Q N I I� � { ` � � Si UDPACK � °° � i \ � ' � ! , i I +6 � i � � � � { I N a ° c� r INFILL PORTION OF ��I � ! � � � � I � '� I ( I �9 I � � SIWIPS�N � �- --- -- ---- —. � � � � I I f ��L � � � I , ; � , � U � Q p a°o a�o EXISTG. WINDOW PER �`�I � I ;(E 4x10� I-J ISTS' F ' `- { � � , i � � � � � + Z � v a' a' ARCH. i I I I � � ��-`�.� f r' I ( �I I ! H�US4$ ^ ......� ....�.. ___.. ..._ � � , , , , + � I � ' j ; � I I � , I , 1 _ -o i- I I " (Nf (2)-1 3/4x ) `� I I ; ' ' ; i � i I 4 1 � i � � � Uj � � c�� rnrn I f l ' I � F{ QC TYP. , � - - - � rh r� ( i � I I � G � � 11� 1/4� LVL� z -- — -- — � , � ' --I- ' � ' --�- ' � ` � .�.,-. i � i � i i � � � , � � , � ,� � � -� - � t � , , , r-1 - ,- -L-,- —; - - - ,- - � � -� ~ �' � w � � X �� ( �, - --�-- -- - -- - - - - - -- - - I ' i Z C MF- � pQ � i � � � ( � � I �� ^ r O rYP. �� +~ � , I , � I , � �r I � � I I Q '� C� � _ M LL . �\�� I � I I i i i p C ��1•+ Q NP. ---- - --�-- — \\ �� ' CONT. 2x10 LEDGER ' � (N) 2x1 's 16' O TYP. � � J � C° N -�`-"-' �"�� ; ( ' � � `�' � ( )-2 8's (N)- x12's 24" � • � W/ (3)-LEDGERLOK � I I � , � � � ���� I � I I I G�TYP�� .� O T P � .. ( R00 ) ..�_ ..� _�.. � �� � � SCREWS C�? 16" i � � � � � Z �rn � � � _� _,_Q� � ,� __ (E�DBL JOIST \ ,� - - - - -- - - - -� _� 3 1 3 4 11 8 LV_ OR x14 DF 1 ,,. I L- -i- - -- -�- �- - �- O � rn s � -; ' �.-. -- 4 � - n -- _ _ — _ —_ _ �Y--'— -- -- -- � �r � 1L — _ _ — — — _ — U � I.n I'7 � � (N)(3)-1 3/4x11 7/8 LVL � �SJ CONT. 2x12 LEDGER W/ ' � ED TYP. p �n ° °' � �QP�+6 � Q TYP. � RAFTER ��+ (2)-LEDGERLOK SCREWS � 16" � Q TYP � � CONTACT ENGR. FOR CONN. IF � � `� 00 a� � c,�`-51' � BRG. � 6 CONT. TREATED 2x12 � � TEP T.O. � FNDTN. WALL IS PR�SENT � � o rn rn ��1�� E � SIMPSON HU612 LEDGER W/ 3/4"�x6" ECK NG � � L J o X � � N O T E: C O N T A C T E N G R. T O R E V I E W I E X P A N C H's � 8" 0 C., I I I � +' �a rn � (A d >`.�. I INTERFACE W/ EXSTG. � � STAGGERED � N 2x1 's 16' � N 2x1 's � 16" � O�'� � WATERPROOFED DECK � ( I I �Q � DURING DEMOLITION � i I I I /�+ I � � � I I � � � L - - - - - - - -- I N 6x1 � - - - �TYP- - - N=6 14 F 1 I �- --- - -- - - -- - - - - -- - - - - - � - - - - - - - - - �'� DRO PE )_ _ - - - - -- - - N O R TH �Q° CANT. 2xi 2's �`8+ UPPER FLOOR LOW ROOF FRAMING P �AN SCALE: , 4" = 1 �-0�� �,�+ , BA�s� PLAN NOTES: s� NORTH 1. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: ■ L O WE R F L O O R F R A M I N G P L A N SCALE: 1 4" = 1 �-O�� NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � 2. ALL COLUMNS ARE LABELLED AT THE TOP. PLAN NOTES FOR NEW FRAMING: � 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN � \ � RATING 24 O.C. 1. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR AB�VE) ARE INDICATED: ■ � NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � � 4. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1, SPAN RATING 40/20. N O TE: C 0 N TA C T E N G R. F 0 R 2. ALL COLUMNS ARE LABELLED AT THE TOP. � �� ' 5. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED). H D R. S I Z E S � N E W 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE AP4 STURDIFLOOR, EXP.1, SPAN � Q 6. "O" INDICATES CONNEC710N TYPE - REF. S1 FOR SCHEDULE. RATING 24 O.C. O 7. (E) REFERS TO EXISTING CONSTRUCTION (- - - - - -), (N) REFERS TO NEW ( ). WI N D O WS D U R I N G 4. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS � � D E M 0 LI TI 0 N , TYP I C A L UNLESS NOTED (DROPPED) ,� � 5. "�" INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. � � ` � -f-� �+s r - -_- -_- _- _1-__ - -________ ___- _-_- _ � 6. (E) REFERS TO EXISTING CONSTRUCTION (- - - -- - -), (N) REFERS TO NEW ( ). � � ,.. T � � � T � I � � � � � a� �' , 0 1 I I � ; � � --r � ' N ! � � ' f C I I I , , ,�+ 0 . � � � � I i I i � ; � � � � �,,�°`���� � � �1 .° `,� I ! I I I ��� , � � � ���+� � � � � � � +0 I J�e `L+�O I I ) � I � � I ��,���` F. � � � � •rl �ti � � � � `�� ��1� � � � �� � � � I � � o`� I I I I � � , 1 -'� � I l I ! I I - ���- �ITBLI I I � � I � � � � � � � - - - - • � ° � � i I I I I II'I � � �-- - - - - - - - - -- - - - -- -- -- -- -- � . � ��==- -- - - -- - a �� � � I I I i � � -� -� -,- - - �-►-� -�- -,� � T- �--���� � ' ; � �- �------- � i � I� ( I I I r � � I ( � � i � I VERIFY (E) 2'-3 l� MIV. Q � �I ( I I I i I I I I I ( � � I ( ( I � I I � FTG. SIZE OR 3,300 PSF I II I I I MIN. SOIL BEARING � � � � � � _ � I I I I I � I I ( I CAPACTIY � � II I �� �(E} �-x12�I J�ISTS� __I � SIM SON LS9 I I I ( I I I I I ( I I I � I i � I b i I „ � � ( II ( ( I f I I ( 3 ( EP KIDE,UT B ( I I I pc�� � I I I � � I I i I I I I ( I � ' , 2 I I� � � � � I I I � u , � � ' ' � i 1 ! I +¢ I I I �+� i I t � I i I I I I � � � ' � � - - - - - — I �AN . (N (2) 1 3 4 x 11 /8 VL FLU H) R � � ,� � � i � � � � � � i � � �� �`� �- - - - --- - -- - - - � �� �� I I I ( ` � I � (3 -1 /4 x 9 1/2 LVL (DR PE ) � � \�� I N 1 3 x 11 7 8 L L's 16 SI�IPSO�N IU(T9 TYP. I � I I ',r;� � � \�� � I I � �\J � � ( � � I 1 � � '� I � � � � \�\ - - - - � ) 5 1/8 16 1/2 L I -I -I- I- - �-I- - I - � �3 -2x 0 � \\\ � -— - - --J I I L - - - - — -= — - � � � � - __ _ - __ _ - -I - -- - - - - - - - - - - - -- - - - ,� ( RO PED J � � .. � � — — J I I �- — — — - � I QPG +�O I 1 3 4 x 11 8 VL IM I 'yi S� � I � � �� � Q ��1. � • � Op I �.1 `1 � � L� � ��J ti1 I I I � �J 2� � I I I 4 I � � siM so �u 2�0, TYP. k designed by TDH `���� � � � 6 � � f � � � � ° ° drawn by JDH I I � i ��� i I i I I I � f I � `' G° '' j N - x�o S � �6" j �� ,�-�Q checked by 2 I � I ( ( ( I � ( � � ! ( �Q��,Q' �QT�. issued s� - - - -�YP--- - - - -- ---- - I _ .l _ L _� �_�. _L _ L_I_ �_1_ L_LJ_ � - � - - � - - - - - � � PERMIT 03/27/07 � �, (N)-6x14 DF #1 �, � � � � Q � � ��+ ��+ q A ,� '3 A REVISED 06/13/07 1 �'��s� �'��s� Sl (E) 8'-0" (E) 16'-1" (V.I.F.) (V.I.F.) NORTH NORTH �O U N D A TI O N P LA N SCALE: 1 4" = 1 '-0" M AI N FLOOR FR AM I N G P LAN SCALE: � 4" = 1 �-0�� PLAN NOTES sheet PLAN NOTES: 1. " O" INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. Q 1. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: ■ 2 DO NOT SCALE DRAWINGS. NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � - SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 1 SPREAD FOOTING SCHEDULE 2. ALL COLUMNS ARE LABELLED AT THE TOP. � 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN TYPE SIZE REINFORCING RATING 24 O.C. A 2'-0 x 2'-0 x 1'-0 (3)-#5's x 1 -6 EA WAY 4. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS OR USE "BIGFOOT" PIER W/ 28"� BASE, REINF. W/ (4)-#5's VERT. UNLESS NOTED (DROPPED). JOB #0611 -19 ` 5 "O" INDICATES CONNECTION TYPE - REF. 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