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Home My WebLink AboutSunburst Filing 3 Unit 65 \ I � \ � \ i j' \ �\ I // \\ \ \ i ! �` � �� \ �� \ \ I\\ � % _ - �� \�\ N ' ,/.ji� � �'".. �J existing building � � ' �pPe� — — - - — — — — — — — — — — - Floor Level _ � new door from ' \ xistg laundry � � ❑ � � 42" hi n guardrad - - n stairs to grade - exact tch existg rail - l ! , configuration to be design � ` J � �� determined final � , � __ _ distance to grade - � � i � ; ' � '� � � � , � � y � i � � �� i ' f I , � Kitchen/Laundry �� -�- � � � � � i I � 1 � ' J � � � � � � Floor Level I � � � �� - i LWDeck - - Floar Level � �, � �/�-' \ �'N� � �i `c (� � o�ts to bear on t' " p _, ( , o I 2" diam conc . — �-1� base co below frost 5outh Elevation '�a " = � '-0" �\ � I Deck Ex �ansion/Unit 65 approx. location of c� �' � / Vail Golfcourse Townhomes existg trees edge of existg deck � � � new door from approx. location of existg � �. / existmg Laundry to retainmg wall below /� deck / � — � w � � a � � � � 1 I 1 I I I 1 I I I I I ZR I i I I I �x12 � � � � � @ 6"c}c. stairs to grade - exact number � height of � � � � � 1 I I I � � nsers to be deterrmned —� I I I I I I I I I 1 I � � � � � � f�nal distance to ex�stg ) 2 � �� ° .c. 2x I 2's @ I 6" c. I 's N grade / @ 2• ,� O �� I I 1 I 1 I I I I I 1 I � I I I I I 1 1 I I I I I I I I frame opng in deck posts to bear on ( around existg tree - I 2" diam conc. �� budt-up beam - fmal size TBD prune branches to base to below frost above deck level Framing Ptan Assumptions: I 00 psf LU I O psf DL, 2x I 2's to be DP/L #2 or better. Jo�st with spans in excess of I 2' to be spaced @ � 2° �4 ° = � �—�n O.G. Deck Expansion/Unit 65 Vail Golfcourse Townhomes DESIGN CRITERIA: VAIL GOLFCOURSE TOWNHOME $65 DECK Job �0605- 27 2003 IBC FASTENING SCHEDULE ( TABLE 2304. 9 . 1 ) Deck Live Load - - - - - - - - 100 psf Deck Deod Load - - - - -- - - - - - - - - - - - - -- -- -- - - - - - - - 10 psf CONNECTION FASTENING °� '" LOCATION �� `.'•«'ST Wind ( 3 Second Gust) - - - - - - - - - - - - - - - - - - - - - - - - - - 80 mph ( Exp. B ) ' n � ` ��%,f,°,, �U ,/s �� ;.o . - ., , 9 Seismic Design Category - - - - - - - - - - - - - - - Exempt A ,° ��" ' y, 1 . Joist to sill or girder 3 - 8d common toenail kic•_.' .� -; , IBC�IRC Edition - - - - - - - -- - - - - -- - -- - - - - - - - - - - - - 2003 3 - 3" x 0.131 " nail �' '. `� 3 - 3" 14 gage staple A B B R E VI A TI 0 N LI S T �:. ��°� _�' � c FOUNDATION DESIGN : " �:`� 2. Bridging to joist 2 - Bd common toenail each end � ,o. •, o. Design of individuol and continuous footings is based on an assumed maximum allowable bearing 2 - 3" x 0. 131 " nail �'��`°_� „ , �•'��'` pressure of 1500 psF (dead load plus full live load). 2 - 3" ta goge staple 5' c � � ' b. Footings shall be placed on the natural undisturbed soil , or compacted structural fill per the A. B . ANCHOR BOLT � �� F`� � 3 1 �2° 2" recommendations of the geotechnical engineer, below frost depth . 3. t " x 6" subfloor or iess to each joist 2 - ad common race nail A. F. F. ABOVE FINISHED FLOOR � c. A representative of the geotechnical engineer shall verify soils conditions and types during a. wider than � " x s" subFloor to eacn jo�st 3 - sd common foce naii A. F. G. ABOVE FINISHED GRADE 3�4'�0 LAG. excavation. Because geotechnical information was not available at the time of preparation of the 5. 2" subfloor to joist or girder 2 - 16d common blind and face noil ADJ. ADJUSTABLE construction documents, we have used assumed values based on similar sites in the a�ea. 6. Sale plate to joist or blocking � sd at � 6" o.c. typicai face na�i ANCH . ANCHOR 3�4"0 LAG. Construction of }he foundation may not proceed without verifying these values. Report any 3" z o.131 " nail at 8" o.c. APPROX. APPROXIMATELY discrepancies from design assumptions to structural engineer for re- evaluation ot foundation 3" 14 gage staple at 12" o.c ARCH . ARCHITECT design . d. Verif t e of fill wi !h soils en ineer and structural en ineer rior to backfillin Soie piote to joist or biocking at braced 3 - 16d er te" braced woii paneis BD . BOARD � j � Y YP 9 9 P 9 woll pane� P BLDG. BUILDING _ Q N � (a)-s" x 0. 131 " nail per ie" BLKG. BLOCKING � o REWFORCED CONCRETE: BM . BEAM ' p � o � 6�� MIN . � (4)-3" 14 gage staple per 16" � oD cD r 7. Top plate to stud 2 - 76d common end nail C) Q p N o7 N s - 3" x o.i3i " �oii BOT. BOTTOM Z r- N � rn rn a. Concrete design is tased on the "Building Code Requirements for Reinforced Concrete° ( ACI 318) B. O. W. BOTTOM OF WALL - � � I I I as adopted by Chapter 19 of the 2003 IBC. 3 - 3" i4 goge stap�e � O p - r� r� 3 SCALE : 3 4�� = 1 � - 0 �� b. Structural concrete sholl have a minimum 28- day compressive strength of 3000 psi. 8. Stud to sole plate 4 - ed common toenail BRG. BEARING � p 3 �n p � � 4 - 3" x 0. 131 " nail CANT. CANTILEVER S� a Concrete shall be proportioned using Type I - II sulfate- resistant cement. Admixtures containing 3 _ 3" ia a e stapie C. J. CONTROL JOINT Z � °J � � M x chloride salts shall not be used. 9 9 CMU CONCRETE MASONRY UNIT Q i � � F- M Iai d. Cold weother concreting procedures shall be provided as recommended in the ACI Manual of � � � � ,�� Concrete Practice. 2 - isd common end noil CEM. CEMENT J � e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. 3 - 3" x o.t3� " naii CLG. CEILING � � f. Expansion bolts shall be locoted at a minimum of 6 bolt diameters from concrete edge and 3 - 3" ta gaqe stapie � CENTERLINE � 'p� spoced ot a minimum of 10 bolt diameters unless noted otherwise. 9. ooubie studs � sd at 2a" o.c. face noa CLR. CLEARANCE z [ , g. Anchor bolts for wood sill plates sholl be placed at 4' - 0" maximum spacing with one anchor bolt 3" x o. t3� " naii at s" o.c. COL COLUMN � � ao rn n 5�8� 0 TFiRU - BOLTS 3" 14 gage staple ot 8" o.c. U � �n M � at 12" from eoch erid or corner and a minimum of two anchor bolts per piece. CONC. CONCRETE eo rn � h . Concrete CovEra e 10r reinforCin Sfeel : 10. Double top plotes t6d ot 16" o.c. typical foce nail O g g CONN . CONNECTIQI�f � � � I I i� 1 . Concrete cast against and permanently exposed to earth : 3" 3" x o.t3t " �a�i at � 2" o.a CONT. CONTINUOUS � � x � � 3" 14 gage staple at 12" o.c. +' p � � m 2. Concrete exposed to earth or weather. CONST. CONSTRUCTION � U m ° A. #5 bar and smaller 1 1 /2" C. P. CRIPPLE POST � . - o x � B. 6 throu h 18 bar 2" Double top p�ates 8 - 16d common lap splice C. W. CRIPPLE WALL � " � Q ^ a � # 9 # 12 - 3" x 0.131 " nail N a > �v 4�� 3. Concrete not exposed to weather or in contoct with ground: 12 - 3" 74 gage staple typical face nail DBL. DOUBLE A. Slobs, w011s, joisls �#11 ba� and Smoller� 3�4" 11 , Blocking between joist or rafters 3 - Bd common toenail �ET. DETAIL (2)- 2x12's 2 1 �2" � B. Beams, columns 1 1 2' � � to top plate 3 - 3" x 0.131 " nail DIAG. DIAGONAL � � 3 - 3" 14 goge stap�e DWG. DRAWING � REINFORCING STEEL 12. Rim joist to top plate ed at 6" (152mm) o.c. toenoil DWL. DOWEL � � 3" x 0.131 " noil at 6" o.c. EA. EACH i� a. Detailing , fabrication and placement of reinforcing steel shall be in accordance with the ACI 3" 14 gage staple at 6" o.a E. J. EXPANSION JOINT MOnU01 Of COnCrete PraCtiCe. 13. Top plates, lops and intersections 2 - l6d common foce nail ELEV. ELEVATION ?r b. Except where othe�wise noted on the drawings, reinforcing bars sholl conform to ASTM 3 - 3" x 0.131 " noil � Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note on 3 - 3" � a goge stapie ENG. ENGINEER N N plan, or bars to be welded, which shall be grade 40. EQUIP. EQUIPMENT � \ \ 14. Coniinuous header, two pieces 16d common 16" o.c. along edge c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices unless EQUIV. EQUIVALENT � r specifically approved by engineer. 15. Ceiling joists to plate 3 - ed common toenail EXSTG. EXISTING 5 - 3' x 0.131 " nail � d. Extend reinforcing s[eel a minimum of 2'- 6'� through cold joints. Unless specifically located on 5 - 3" 14 gage staple �E� EXISTING � �2 - 5 8"� THRU- BOLTS plan or detoils, coordinate cold joint locations with engineer. EXP. EXPANSION � � 16. Continuous header to stud 4 - Bd common toenail � e. Epoxy adhesive for reinforoing dowels shall be "Hilti" or "Simpson ' or approved equivolent adhesive EXT. EXTERIOR Y P Y 9 17. Ceiling joists, laps over partions 3 - i6d common minimum, Table 2308.10. 4. 1 face nail s stems. Minimum embedments, if not s ecificall indicated on the drawin s, sholl be F. D. FLOOR DRAIN 4 - 3" x0.131 " nail according to the manufacturer's specifications. (See Section 2308. 10. 4. 1 , Table 2308.10.4.i ) FDTN. FOUNDATION 4 - 3" 14 gage staple f. Metric bar size con �ersion table: FLR . FLOOR � r ^ 3 - l6d common minimum, Table 2308.10.4.1 foce noil METRI'_ INCH - POUND 18. Ceiling joists to po�allel rafters FRMG. FRAMING 4 - 3' x 0.131 " nail `l/ #10 #3 (See Section 2308. 10. 4. 1 , Toble 2308.10.4.1 ) 4 - 3" 14 gage staple FTG. FOOTING � (4) - 2x12's #13 #4 #16 �5 19. Rafter to plote 3 - Bd common toenail GA. GAUGE #22 #7 (See Section 2308.10. 1 , Table 2308.10.1 ) 3 - 3" z o.131 " nail GALV. GALVANIZED � 3 - 3" 14 gage stap�e GEN . GENERAL � �� #25 #8 20. 1 " diogonal brace to each stud and plote 2 - Bd common foce nail G. L. GLUE- LAM � #29 #g 2 - 3" x 0.131 " noil GYP . GYPSUM �GYPCRETE � #32 #� Q 2 - 3" 14 gage staple HDR. HEADER !� #36 {�11 21 . 1 " x 8" sheothing to each bearing wall 2 - ed commo� face nail HORIZ. HORIZONTAL �� 22. Wider thon 1 " x S" sheathing to 3 - ed common face nail HSS HOLLOW STEEL SECTION \ STRUCTURAL W000 FRAPAING: each bearing wall HT. HEIGHT � O 23. Buift-up corner studs 16d common za' o.c. INT. INTERIOR a. Except where notecl otherwise, all 2° nominal lumber, except studs, shall be Douglas Fir-Larch 3" x 0.731 " noil ie" o.c. INV. INVERTED O � #2 and better, ana all solid timber beams and posts 3" nominal and wider shall be Douglas 3" ta qage stapie is" o.c K KING STUD Fif- L4fCh #2. 24. Built-up girder and beams 20d common ot 32'� o.c. face nail ot tap and JST. JOIST ~r �� 2 SCALE : 3/4 " = 1 ' - 0 " b . Studs shall be Stud grade and better pouglas Fir- Larch or Hem Fir. 3" x 0. 137 " noil ot 2a" o.c. bottom staggered on LAM . LAMINATED �/ 1 � c. Built- up posts shall consist of Douglas Fir- Larch or Hem Fir #2 or better 2x4 or 2x6 studs per 3" ta gage stapie ot 2a" o.c. opposite sides Sl plon and shall be nailed together with 2 rows of 16d noils � 6 " on center along each stud. LLV LONG LEG VERTICAL � �� d. Built- up beams consisting of multiple 2z members shall be nailed together with two rows of t6d 2 - zod common face naii at ends and at LONGIT. LONGITUDINAL � � � noils spaced at 12° on center, or with two rows of 1 /2" diameter thru - bolts spaced at 24" on 3 - 3" x 0. 131 " noii each splice LTWT. LIGHTWEIGHT center. 3 - 3" 14 gage stap�e LVL LAMINATED VENEER LUMBER � ^ � e. Beneath solid or built- up columns noted on plans, blocking of area equivalent to column above 25. 2" planks 76d common at each beoring LSL LAMINATED STRAND RIM MATERIAL `--�•1 shall be provided v: ithin floor joist spaces and in wall spaces below. 26. Couor tie to ratter 3 - tod common foce nail MAX. MAXIMUM � f. Except as noted o°herwise , minimum nailing shall be provided as specified in the "Nailing 4 - 3" x 0. 131 " nail MECH . MECHANICAL r�., Schedule" on the rrawfngs ( 2003 IBC Table 2304. 9 . 1 �. 4 - 3" 14 goqe stopie face �a�i MAT'L MATERIAL �-+-� g. Bolts used for wood framing connections sholl be installed with standard washers and nuts. 27. Jack rafter to nip 3 - tod common toenoii MANUF. MANUFACTURER 6x6 POST h . Unless noted other�vise, steel connectors such as those manufactured by the Simpson Company a - 3' x O.i3� " no�i MIN . MINIMUM shall be used to join rafters, joists or beams to other beams at Flush - framed conditions. Use 4 - 3" 14 gage stapie ( N ) NEW r �j all specified nails. �onnector conditions not otherwise noted shall utilize Type U or Type HU NOM . NOMINAL ��-- r � SIMPSON ABA66 W/ hangers of a size >pecifically designed for the member supported, as shown in the 2 - isd common face naii N . W. NORMAL WEIGHT � �••� manufacturer's published tables. Contact structural engineer for details as required. 3 - 3" x 0.131 " noil O. C. ON CENTER w 5/8"� x 5° EXP. i. All lumber used in construction shall have a maximum moisture content Of 19%. 3 - 3" 14 gage stapie ANCH . OPNG. OPENING � � Unless made of treated or noturall deca resistant wood, all deck beams and oists mcludin 28. Roof rafter to 2-by ridge beam 2 - 16d common toenail j. y y- j ( g OSB ORIENTED STRAND BOARD 3 - 3' x 0.131 " nail I I glue- lams) wider tnan 1 �" shall be sealed and floshed at the top surface per architect f�' PLATE � - z � � 3 - 3 14 gage staple GENERAL REQUIREMENTS ; PLYWD . PLYWOOD 2 - 16d common face nail PKT. POCKET � � T ' �/� 3 - 3' x o.131 " nail R .O. ROUGH OPENING ,��^ ��T I � \i��\��\ , . a. Structural erection and bracing: The structural drawings illustrate the completed structure with 3 - 3" ta gage stapie RAD. RADIUS �� i�, all elements in their final positions, properly supported and braced . The contractor, in the proper �/�/� a �� 29. Joist to band oist 3 - 16d commoo face nail REF. REFERENCE � I I �,c sequence, shall provide shoring and bracing as may be required during construction to achieve the � � final completed strueture. Contact structural engineer for consultation (not in contract) as 5 - 3" x o.t31 " naii REINF. REINFORCE/REINFORCEMENT I I required. 5 - 3" 14 goge stap�e REQ'D REQUIRED � Z b. Existing structures: Contractor shall be responsible for verifying dimensions, elevotions, framing, 30. Ledqer strip 3 - 16d common foce nail RET. RETAINING � 12"� CONC. PIER a - 3' x 0.131 " nail REV. REVISION g I foundation and anything else that may affect the work shown on the drowings. Underpinning, q - 3" 14 gage stople shoring ond bracing of existing structures shall be the responsibility of the contractor. R . S. ROUGH SAWN � ° c. Dimensions: Check all dimensions against architectural drawings prior to construction . Do not 3i . wood structural panels ond particieboard:° � /2" and iess sd`•' (per KRM)4 SCHED. SCHEDULE � I I scale drawings. Subfloor, roof ond wall sheathing 2 3/8" x 0.131 " nail ^ SECT. SECTION d. Construction ractic��s: General contractor is res onsible for means, methods, techni ues, (to framing): 1 3 4 ' x 16 gage° (2� - #5 DWLS x � P P q 19/32" to 3/4" 8d (per KRM)a SHT. SHEET I I � sequences and proa:dures for construction of this project. Notify structural engineer of omissions 2 3/8^ x o.t31 " nailo SIM . SIMILAR � or conflicts between the working drawings and existing conditions. Coordinate requirements for 2" 16 gage° S. I . P. STRUCTURAL INSULATED PANEL designed by ALE mechanical �electrical /plumbing penetrations through structural elements with structural engineer. 7/e" to 1 " ed` SPEC. SPECIFICATION JDH 6 Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall a . S0. SQUARE drawn by be in accordance with the latest editions of the IBC/IRC. t � /s" to t � /a" tod or 8d Single Floor (combination subfloor- 3/4" and less Bd° (per KRM)9 STD. STANDARD checked by e. Details not specificaily shown on the drawings shail be constructed in a manner similor to the underloyment to framing): 7/e" to 1 " Bd° STL STEEL p _ J L _ details thot are shown for like conditions. These items shall be brought to the attention of the � � /8" to t i /a" tOd" or 8d° STRUCT. STRUCTURAL ISSU2d � L _ _ structural engineer as soon as possible for approval . Approval sholl be obtained prior to 3z, panel sid�nq (to r�aming) i /z" o� iess sd' T TRIMMER installation . r � E f. It is the responsibility of the contractor to contact the structurol engineer at the appropriate 5/a" ad T&B TOP & BOTTOM a 9 n T&G TONGUE & GROOVE PERMIT 06 /15 /06 � � SEE SCHED. FOR REINF. time to perform sitc+ observation visits. Observation visits to the jobsite by the engineer are for 33. Fiberboard sheathing: 1 /2" No. 11 gaqe roofing naii M J determination of general conformance with the construction documents and shall not be construed ae common naii T. O. TOP OF � rn c� EQ. EQ. No. ie gage staple T. O.C. TOP OF CONCRETE vi OS in5pection . 25/32" No. 11 gage roofing nail^ G' -a � g. Though every effort is made to provide a complete and clear set of construction documents, ed common naii T. O.F. TOP 0� FOOTING �+ o discrepancies or om �ssions may occur. Release of these drawings anticipates cooperation and No. 16 gage staple' T. O.L TOP OF LEDGE r°,� SEE SCHED. continued communication between the contractor, architect and engineer to provide the best T. O. M . TOP OF MASONRY � � 34. Interior poneling 1 /4" 4d � N possible structure. These drawings have been prepared for the use of a qualified contractor 3/e" 6dk T. O. W. TOP OF WALL � � � ALL LUMBER CONNECTORS IN DIRECT experienced in the construction techniques and systems depicted . THRU THROUGH CONTACT WITH PRESSURE- TREATED NOTES TO TABLE 2304. 9.1 TRANSV. TRANSVERSE Q� o LUMBER SHALL HAVE A SIMPSON ZMAX For 51: � inch = 25.4mm. 2 3/e" x o. � � 3" nails and 3" x o.131 " nails are standord 8d and lod Gun nails. TRTD. TREATED 1 SCALE : 3 4" = 1 ' - 0" FINISH OR EQUIVALENT TS TUBE STEEL COLUMN c4 � �U o. Common or box noils are permitted to be used except where otherwise stated. c� � p_ $� b. Noils spaced at 6 inches on center at edges, 12 inches at intermediote supports except 6 inches at supports where TYP. TYPICAL g ��'� � vl CONNECTION $CHEDULE s ans are 48 inches or more. For nailin of wood structurol particleboord diaphragms ond shear wou5, U . N . O. UNLESS NOTED OTHEF7'I� , p g ponel ond � reter to Section 2305. Nails for wall sheathinq ore permitted to be common, box or cosinq. VERT. VERTICAL ��4 � i QA SIMPSON LUS28 c. Common or detormed shank. C , � d. Common V. LF. VERIFY W FIELD �7, �f.i! sheet I o BQ SIMPSON LSSU28 e. Deformed shank. W. F. WIDE FLANGE O �� f. Corrosion-resistant siding or casing nail. }e P = o W. P . WATERPROOF �aa = OC SIMPSON PC66 g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports. N/ N/ F. WELDED WIRE FABRIC i' c h. Corrosion-resistant roofing nails with 7/16-in[h diomete� heod and 1 1 /2 inch length for 1 /2-inCh sheathing and ��,;� _ � QD SIMPSON EPC66 � 3/a inch �ength for 25/32-inch sheathing. WD. WOOD �� _ 3 i. Corrosion-resistant sta les with nominal 7 16-inch crown and I 1 8 incb len th for 1 2-inch sheathin and 1 1 2 inch � � � - P � � 9 � 9 � W� WITH , Q SIMPS�N LUS28- 2 length for 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of . � the panel, unless otherwise marked). W�0 WITHOUT = _ � j. Casing or fnish nails spaced 6 inches on panel edges, 12 inches at intermediate supports = � k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. > I. For roof sheathing opplications, 8d noils are the minimum required for wood structurol ponels - I� m. Staples sholl have a minimum crown width of 7/16 inch. - . � n. For roof sheathing app�ications, fasteners spaced at 4 inches on center ot edges, 8 inches at inlermediate supports. p o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subFloor and wall sheathing and 3 � inches on center at edges, 6 inches at intermediate supports for roof sheathing. p. Fasteners spoced 4 inches on center at edges, 8 inches at intermediate supports. U �JB #0605 - 27 g q. Items noted as °per KRM" have been changed from the IBC schedule to a more restrictive requirement. � � � `e;� " '- - - - O@ •'^�}l�- . -� _ � O• O ;� � t� � i : 34'.E,� -- , �- . t s�� •09;�� ; _ OF •.....�� V\ / /` (E)-DECK fSS/ONA��' / / % \ � � (FIELD VERIFY �UN Z Z '(��'. ^. � / � / � EXSTG. FRAMING) / / � � � � � � � �- - - - - - - - - � I � c w � � ' ' MAIN FLOOR FRAMING PLAN SCALE : 1 /4�� _ , � — o •� �m a � � ^ � n � � � U � a o a°o a�o � N U � � � � � � � � PLAN NOTES : ? � '- o � M � I I i 2x12 LEDGER W I 1 . POSTS BELOW ARE INDICATED: ■ H � � � o � � � � � � 3/8"�x3 N/2'S L GS � +�o � WOOD BEAMS ARE FLUSH WITH DECK JOISTS UNLESS NOTED (DROPPED). Z � M ~ � o a � � � � 32" STAGGERED i�' 2. " O � �NDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. � � ctOO v=i � �L` � 2x12 �EDGER W/ � � �' � 3. (E) REFERS TO EXISTING CONSTRUCTION ( ). (N) REFERS TO NEW ( ). � � (4)-10d NAILS � 6" & � � � � c � � 3/8"�x3 1 /2" LAGS � I I � 2xt 2 LEDGER W/ � � �' � / � � 32" STAGGERED � � � (3)-10d NAILS � 6" & � �F , ; I O m n � I I � 3/8"0x3 1 /2" LAGS � I �' ; I j U n � M � \ _ _ � I 32" STAGGERED E E �' �- I � - - - - - O - - O - - 2 -2x12�s i• i 2 0 � °° rn rn _ - - - - - - - - - - - - - I ; ir � r 1 ' S� 7 _ , r TY � I � I 1 , �IT�. � I � .� I � � I � � mU0101 i � X 0 � � Z' X 1 �S 1B : O. C�. � I � � ; i � ! � �ox I � _ _ J I � � ; ; — � � - -� �- - - - - - - - - - - � I I ; � � 6,+ a a > ..... Y a' OQrn � ��r � i s i � YP• i ' I i � DBL� j Q I yp � � i � I ' JOIS S . �y5 sj- � � � i I I I j ; � � �1��'+� x 12' 1 C. x 2's �� 1 " 0. I 2 z 1 's ' � ��1 )- x12; " ` ' i � ,12 0. �. � --_- 6` rT1 � , ; +s r'..y I ' I I I1 y A � i i a - +1� �ST , , , � ' ,�� I � (1 - �x12 `"� � ;� T • 3 2 12' 2x1 's 3 - x12' ,!� , 3 -2sc12 3 F�1 05'� QQ o5'� 05'� 05"� Qc Trn. 05'� s� F�1 � 6+6e �+�e 6+6e �+6e �+�e � � � E..� � � � � � � � O � � � � � � � a � ' � ` � � � ' � � � � � w � ' � , , � � i � � i i l � � ' ' � ►� W � � i , � � � Q , � � � , � � � � � , � � � � FOUNDATION PLAN SCALE: 1 /4°� _ , ° — o �� I i � PLAN NOTES �� I / 1 . TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING � \ \ � � / � / CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. \ � / � - - - - - - - - � r - - - - - - � \ - -��- - J 2. DO NOT SCALE DRAWINGS. I I � � � I I � � \ � � � 3. (E) REFERS TO EXISTING CONSTRUCTION ( -- -- - - -- - ). (N) REFERS TO NEW ( ). I � \ � \ � 4. NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � designed by ALE � L - - - - - - - - - J \ drawn by JDH � ALIGN (N) co�. w/ checked by I (E) FNDTN WALL i� issued 0 a N PERMIT 06 /15 /06 � - - - - - - - - - - o A 0 o ^ SPREAD FOOTING SCHEDULE 0 N N ° TYPE SIZE REINFORCING � � � � � � � � � � � A 2'-0 x 2'-0 x 1 '- 0 (3)-#5 s x 1 '-6 EA. WAY � J - - L J - - L J - LJ LJ � �G• N Gp� _ A 1 A A A A u� . m g� � '�Q��,F`' sheet 0 2� �'- > > 3/s° �'-ii s/a" �'- i � s/a" �'-� i a/a•' s'-i i �a" s i /a° �' � =t � � � > � N � O � JOB #0605 - 27 3 0 �