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A. B ANCHOR BOLT ' � ;` 2 — 3 14 gage staple ¢� a Design of individual and continuous footings is based on an assumed maximum allowable beanng 2. Interior Load Bearing Walls „ A . F. F. ABOVE FINISHED FLOOR � �� F » 3 1 x 6° subfloor or less to each �oist 2 — 8d common face nail ' �. �Q \� pressure of 200� psf ( dead load plus full live load) A Interior load bearmg walis are 2x4 or 2x6 studs ( as indicated on plan ) � 16 o c A F G ABOVE FINISHED GRADE �� L ENG , b Foundation and retaining walls have been designed using an assumed lateral pressure of 50 pcf, with 1 /2 " gypsum wallboard both sides unless noted otherwise Cap with a double 4 Wider than � " x 6" subf� oor to each �o� st 3 — 8d common face na � l ADJ ADJUSTABLE c Footings shall be placed on the natural undisturbed soil , or compacted structural fill per the top plate installed to provide overlapping at corners and at intersections with other 5 2" subfloor to �o� st or girder 2 — 16d common bl �nd and face na �l ANCH . ANCHOR recommendations of the geotechnical engmeer, below frost depth partitions If overlap is not possible, strap top plates with metal strap ties 6 Sole plate to �o� st or blockmg 16d at 16 " o c typ�cal face na�l APPROX APPROXIMATELY � �T � 2 ��Op d Provide continuous foundation drains around the perimeter of all basement walls and at the base ( Simpson ST292 or equivalent ) 3" x 0 131 " na �l at 8" o c of retaining walls Contact geotechnical engineer for details B Floor or roof framing members must be aligned to bear within 5 mches of the 3" 14 gage staple at 12" o c ARCH ARCHITECT e A representative of the geotechnical engineer shall verify soils conditions and types during studs beneath BD BOARD excavation Because geotechnical information was not available at the time of preparation of the C Provide 2 - 2x10 headers over all o enin s in wall with one 2x4 or 2x6 trimmer Sole plate to �o �st or blocking at braced BLDG . BUILDING � � P 9 � 3 — 16d er 16" braced wall anels � > construction documents, we have used assumed values based on similar sites in the area wall panel „ ,P „ P BLKG BLOCKING and one 2x4 or 2x6 king stud each end , unless noted otherwise ( 4)- 3 x o 131 na �� per 16 � Construction of the foundation may not proceed without verifying these values Report any D At beam beann locations in stud walls, rovide multi le- stud osts e ual to width " ' BM BEAM � cV discre ancies from desi n assum tions to structural en meer for re- evaluation of foundation g P P P q ( 4)- 3 14 gage staple per 16' _ Q P 9 P 9 of bearin member unless noted otherwise BOT BOTTOM � � g 7 Top plate to stud 2 — 16d common end nail � Q design 3 Roof Construction 3 - 3" x o 131 " na � l B 0 W BOTTOM OF WALL -� � °0 0 � f Backfill around and above structural buttresses and retaining walls shall be compaction - tested per A Provide 5/8" thick APA plywood sheathing rated 40/20, exposure 1 Install 3 - 3" 14 gage sta le BRG BEARING U Q O 00 °° the recommendations of the geotechnical engineer p Z �' N v °' °' sheathing with long dimension perpendicular to rafters or trusses and end �oints 8 Stud to sole late 4 - 8d common toena �l CANT CANTILEVER - � � � I I g Do not backfill against retaining walis until supporting elements ( such as floor framing ) are in •• �� P � o o ,� ,� staggered Nail with 8d nails spaced at 6 along panel edges and at 12 along 4 - 3" x o 13t " na �l C J CONTROL JOINT � ,n � r � place and securely anchored , or adequate shoring is installed Concurrent backfilling of each side �� g g P CMU CQNCRETE MASONRY UNIT � � � °' °' of a free- standin retainin wall to final rades as indicated on lan or section is re uired unless intermediate supports 3 - 3 � 4 a e sta � e � 9 g g P q B Plywood sheathing shall be applied continuously over the primary roof inembers �- p� w wr.� temporary shoring is installed. CEM . CEMENT z oo � J ,.� x h Verify type of fill with soils engineer and structural engineer prior to backfilling ( rafters or trusses) below overframed areas to provide adequate lateral stability 2 - 16d common end na � l CLG CEILING Q •� c.�o � � ° Q C. Provide wind /seismic anchors at supports for all roof �oists and trussed rafters 3 - 3" x o 131 " na �l � � � �n � �� CENTERLINE N - REINFORCED CONCRETE See nailing schedule 3 - 3" 14 gage staple � -1 � CLR . CLEARANCE D Provide solid blocking between roof rafters , trusses and lookouts at all bearing . � � �� �� locations Blocking material shall match rafter, truss chord , or lookout material 9 Double Studs 16d at 24' o c face na�l COL . COLUMN (n •- a Concrete design is based on the Building Code Requirements for Reinforced Concrete ( ACI 318) 3 x o 131 na �l at s o c � 4 Wind Bracing . 3" t4 a e sta � " CONC CONCRETE Z � as adopted by Chapter 19 of the 2003 IBC g g p e at 8 o c p r � A Walls over 4 feet lon which are sheathed with sum wallboard on both faces CONN CONNECTION N b Structural concrete shall have a minimum 28- day compressive strength of 3000 psi. g gyp 10 Double top plates 16d at 16" o c typical face nail U cv 00 a' � and are indicated as shear walls on plan have been designed to resist wind forces CONT CONTINUOUS - r 'n "� � c Concrete shall be proportioned using Type I - II sulfate- resistant cement Admixtures containing 3" x 0 � 3� " na � � at � 2" o c � c� rn � in accordance with Table 2306 4. 5 of the 2003 IBC �� .� CONST. CONSTRUCTION � � chloride salts shall not be used „ 3 74 gage staple at 12 o c L � o� � � d Cold weather concretmg procedures shall be provided as recommended in the ACI Manual of B At shear walls, screw 1 /2 gypsum wallboard, to all studs and to top and bottom C P . CRIPPLE POST � X � � Concrete Practice plates with #8 x 1 1 /8 drywall screws at 7 maximum spacing Double top plates s - 16d common lap splice C W. CRIPPLE WALL � m o �' a' e Anchor bolts for beam and column bearm lates shall be laced with settin tem lates C Exterior plywood or OSB wall sheathing is required unless specifically deleted by 9 P p g p 12 — 3" x 0131 " nail DBL D �UBLE � ^^ f Ex ansion bolts shall be located at a minimum of 6 bolt diameters from concrete ed e and engineer i2 - 3" i4 a e sta ie t �cai face na �i �' o =' � Q P 9 9 9 P vP DET DETAIL y' +� spaced at a minimum of 10 bolt diameters unless noted otherwise 11 Blocking between �o�st or rafters 3 — Sd common toena �l DIAG . DIAGONAL N a- � �v g Anc hor bo l ts for woo d si l l p la tes s ha l l be p lace d a t 4' - 0" maximum spacing wi t h one anc hor bo l t S T R U C T U R A L S T E E L to top plate 3 - 3" x o 13t " na �l DWG. DRAWING at 12" from each end or corner and a minimum of two anchor bolts per piece 3 - 3" 14 gage staple h . Concrete floor slabs on rade and on metal deckin or I ood su orted b framin shall have a Structural steel shall be detailed , fabricated and erected in accordance with the most current DWL DOWEL g g P � „ PP y g editions of AISC Specifications and Code of Standard Practice 72 R �m �o �st to top plate 8d at 6" (� 52mm ) o c toena �l EA. EACH sawn or tooled control jomts at a maximum spacing of 15 - 0 in each direct � on Locate control b Structural steel W shapes shall be ASTM A992 Other rolled shapes, including plates and angles 3" x 0 13� " na� l at 6" o c E . J EXPANSION JOINT � joints along column grid lines where possible and provide slab isolation joints around columns shall be ASTM A36 Round or rectan ular HSS sha es shall be ASTM A500 rade B 3" 14 gage stap� e at 6" o c i Concrete coverage for reinforcing steel g p g ELEV ELEVATION c All bolts used in steel framing shall conform to ASTM Specification A325 Anchor bolts and bolts 13 Top plates, laps and intersections 2 - 16d common face na � l ENG ENGINEER 1 Concrete cast against and permanently exposed to earth 3" used in timber connections may be ASTM A307 Bolt sizes shall be 3/4" diameter unless noted 3 - 3" x o 131 " na �l EQUIP . EQUIPMENT � 2 Concrete exposed to earth or weather. otherwise 3 — 3" 14 gage staple A #5 bar and smaller 1 1 /2 �� � 4 continuous header, two ^ EQUIV. EQUIVALENT -��' �� d Typical framed beam connections shall consist of pairs of 1 /4 angles using the maximum number p � eces 16d common � 6 oc along edge B #6 through #18 bar 2" EXSTG . EXISTING � of bolts called for in Table II - A of the AISC M�anual, (ASD Ninth Edition ) � 5 Ceilmg �oists to plate 3 - , 8d common toena �l 3 Concrete not exposed to weather or in contact with ground. ( E � EXISTING I--�-d ,> e Expansion bolts shall be wedge type Hilti or Rawl or 5impson , or approved equivalent with 5 - 3 x 0131 na �l � A Slabs, walls, �oists ( #11 bar and smaller) 3/4 5 - 3" 14 a e sta le EXP . EXPANSION the following minimum embedments 9 9 P � B Beams, columns 1 1 /2" �� _ _ » EXT EXTERIOR 1 �2 diameter - - 2 1 �2 16 Continuous header to stud 4 - 8d common toenail F D FLOOR DRAIN REINFORCING STEEL• 5�8" diameter - - - - 3" 3 — 16d common minimum , Table 2308 10 4 1 face nail 17 Ceiling �oists, laps over partions ,. �. FDTN . FOUNDATION � 3/4" diameter - - - - 4" 4 — 3 x 0131 na �l (See Section 2308 10 4 1 , Table 2308 10 4 1 ) 4 — 3 14 a e sta le FLR . FLOOR r � „ „ „ „ ,> >� �. a Detailing , fabrication and placement of reinforcing steel shall be in accordance with the ACI Manual f Epoxy anchors called for on the drawings shall be Epcon or Rawl or Simpson or approved 9 9 P FRMG FRAMING l,i 1 of Concrete Practice. equivalent anchor systems Minimum embedments, if not specifically indicated on the drawings, 3 - 16d common m � n �mum , Table 2308 to 41 face na�l � � 18 Ceilmg �oists to parallel rafters �, „ FTG FOOTING b Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM shall be according to the manufacturer' s specifications 4 - 3 x 0131 na �l (See Section 2308 10 4 1 , Table 2308 10 4 1 ) Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note on g All welding shall be done by an AWS qualified welder 4 - 3" 14 gage staple GA . GAUGE � plan , or bars to be welded , which shall be grade 40 h Delay painting within 3" of field welds until welds are completed 3 - 8d common toeno �l GALV GALVANIZED � � c At splices, lap bars 44 diameters Do not weld or use mechanical splicing devices unless i. Where corrosive soil conditions exist , steel angles that are used to support exterior stone veneer 19 Rafter to plate 3 - 3" x 0131 " na �l GEN GENERAL (See Section 2308101 , Table 2308101 ) �� specifically approved by engineer shall be galvanized and shall be attached to the foundation with galvanized or stainless steel 3 - 3 14 gage staple G L GLUE - LAM d At corners, make horizontol bars continuous or provide corner bars Around openings and steps expansion anchors „ 2 - 8d common face na �i ALL LUMBER CONNECTORS IN DIRECT GYP GYPSUM /GYPCRETE � in concrete, rovide 2 - 5 bars extendin , 2'- 6 " be ond ed e of o enin or ste � All grout beneath column base plates and steel beams at bearing shall be non - shrink, 20 1 d �agonal brace to each stud and plate 2 - 3" x 0131 " na �l CONTACT WITH PRESSURE- TREATED P � ) # 9 Y 9 P 9 P HDR HEADER e. Extend reinforcing steel a minimum of 2 - 6 through cold joints Unless specifically located on non - metallic type grout Grout shall have a minimum compressive strength of 2500 psi 2 - 3 14 gage staple LUMBER SHALL HAVE A SIMPSON ZMAX HORIZ . HORIZONTAL r� rT1 � plan or details, coordinate cold joint locations with engineer 2� 1 " x 8" sheathmg to each beanng wa� � 2 — 8d common face na�� FINISH OR EQUIVALENT �_�__� �� f Welded wire fabric shall conform to ASTM Specification A- 185 Lap welded wire fabric a minimum STONE /BRICK VENEER HSS HOLLOW STEEL SECTION t--1 � of one full mesh lus two inches . La s shall be wired to ether. 22 w�der than 1 " x s" sheathing to 3 — 8d common face na�l CONNECTION SCHEDULE HT HEIGHT � � P P g each bearing wall INT INTERIOR � g Epoxy adhesive for reinforcing dowels shall be "Hilti " or "Simpson " or approved equivalent adhesive a Anchored stone or brick veneer and its attachments shall conform to IBC Section 1405 6 with a systems Minimum embedments, if not specifically indicated on the drawings, shall be accordmg wire tie to the structural backing for every 2 square feet of veneer 23 Bu �lt-up corner studs 16d common 24" o c QA SIMPSON H5 INV INVERTED � ('� to the manufacturer' s specifications b Unless noted otherwise, provide loose lintels over openings as follows, one angle for each 4" of 3" x o 13t " na �l 16" o c K KING STUD F� 3" 14 gage staple 16" o c �B SIMPSON LSSU210 � � h Metric bar size conversion table wall thickness, long leg vertical , to bear 4" mmimum each end JST JOIST METRIC INCH - POUND 24 eudt- up girder and beams 20d common at 32" o c face ncil at top and C SIMPSON HUS212 - 2TF LAM LAMINATED �j � #10 #3 Openings to 4�- 0" - - - - - - - - - - - - - - - - - 3 1 /2 �� x 3 1 �2'� x 1 �4" 3" x 0131 " nail at 24" oc bottom staggered on 13 4 ' 0 enin s 4' - 1 " to 6 '- 0" - - - - - - - - - - - - - 4" x 3 1 2" x 1 4" 3" 14 a e sta le at 24" o c opposite sides / � / / LLV LONG LEG VERTICAL % 9 9 P � L4x4x1 4x0 - 5 1 2 W �� � � # # p g / / Q LONGIT LONGITUDINAL 16 5 � �� � �� _ _ _ _ _ _ _ _ _ _ _ �� �� �� 2 3 4" � THRU - BOLTS EA LEG # # Openings 6� - 1 „ to 8 � � „ - - 5 �� x 3 1 /2 „ x 1 /4 , - LTWT LIGHTWEIGHT � p--� 2 — 2�d common face nad at ends and at #19 #6 Openings 8 - 1 to 10 - 0 - - - - - - - - - - - - - 6 x 3 1 /2 x 5/16 3 - 3" x o 131 " nail each s lice LVL LAMINATED VENEER LUMBER � #22 #� ( Multiple angles shall be oriented back- to - back) 3 - 3" 14 gage stap�e P E� SEE DETAIL 9 /S4 LSL LAMINATED STRAND RIM MATERIAL � #25 #8 c Stone or brick veneer shall be su orted on dr - stack CMU units to the foundation , or rovide .. � � #29 #9 PP y P 25 2 planks 16d common at each bearing MAX MAXIMUM .� steel angle support per details on the drawings � #32 #� � 26 Collar tie to rafter 3 - 10d common face nail MECH MECHANICAL � ' #36 #11 STRUCTURAL MASONRY 4 - 3" x 0131 " nail MAT' L MATERIAL � „ � 4 - 3" 14 gage staple face nail MANUF. MANUFACTURER � STRUCTURAL WOOD FRAMING o Masonry design assumptions require that special inspection be provided during construction according 27 ,1ack rafter to h �p 3 — 10d common toena �l MIN MINIMUM � „ to the provisions of 2003 IBC Sections 1704 5 and 2107 . 2 1 4 - 3" x o � 3� " nail ( N ) NEW -� � a . Except where noted otherwise, all 2 nominal lumber, except studs, shall be Douglas Fir- Larch b Hollow load- bearing concrete masonry shall be lightweight units conforming to ASTM C90 Exterior 4 - 3 14 gage stap� e NOM NOMINAL � #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas walls and walls below grade shall be grade N - 1 Interior walls not exposed to weather or earth may N W NORMAL WEIGHT � Fir- Larch #2 be grade N - 1 or S- 1 2 — 16d common face na�l 0 C . ON CENTER � b Studs shall be Stud grade and better pouglas Fir- Larch or Hem Fir c Mortar shall conform to ASTM C270 and shall be type S with minimum cube strength of 180� psi 3 - 3" x 0131 " na �l OPNG OPENING c Built- up posts shall consist of Douglas Fir- Larch or Hem Fir #2 or better 2x4 or 2x6 studs per po not use masonry cement or admixtures unless approved by the engmeer 3 - 3" 14 gage staple OSB ORIENTED STRAND BOARD � � plan and shall be nailed together with 2 rows of 16d nails � 6 " on center along eoch stud. d Grout shall be coarse grout as defined in 2003 IBC Table 2103 10 with minimum cube strength of 28 Roof rofter to 2- by ndge beam 2 - 16d common toena �l R PLATE r � d Built- up beams consisting of multiple 2x members shall be nailed together with two rows of 2000 psi. Admixtures shall not be added unless approved by the engineer 3 - 3" x 0131 " na �l PLYWD . PLYWOOD L T 1 � 16d nails spaced at 12" on center, or with two rows of 1 /2" diameter thru - bolts spaced at 24" e. Minimum prism strength of masonry wall assemblies shall be f'm = 15�0 psi 3 - 3" 14 gage staple rr—1 � on center. f Conform to size and height limitations set forth in Table 1 151 of ACI 530 Grout shall be placed in PKT POCKET e Top and bottom plates shall be Douglas Fir- Larch or Hem Fir �2 and better Plates placed a continuous pour in lifts not exceedmg 6 feet 2 - 16d common face na �l R . 0 ROUGH OPENING � directly on concrete walis or slabs shall be pressure- treated Hem Fir #2 g. Bond beam units shall be produced from standard vertically voided units with pre- cut knock- out 3 - 3" x o 131 " na �l RAD . RADIUS f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used , shall cross walls 3 - 3" 14 gage stap� e REF REFERENCE � � have a continuous waterproof inembrane between the concrete and the wood h . All masonry shall be laid up running bond with exposed �omts tooled 29 ,lo�st to band �oist 3 — 16d common face na �l REINF REINFORCE/REINFORCEMENT g Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a treated 2x6 i Use continuous horizontal �oint reinforcing in all masonry walls , consisting of 9 gage side wire welded 5 - 3" x 0131 " na �l REQ ' D REQUIRED � bearing block Provide � " clearance around end of wood beam Block against sides of beam to 9 gage trussed cross wires Width of �oint reinforcing shall be approximately 2 " less than width 5 - 3" � 4 gage staple RET RETAINING pocket with treated 2x blocking to provide lateral support for beam of wall . Provide prefabricated corners and tees Wire shall conform to ASTM Specification A - 82 30 Ledger str�p 3 - 16d common face na �l REV REVISION h . Beneath solid or built- up columns noted on plans, blocking of area equivalent to column above Maximum vertical spacing of �oint reinforcing shall be 16 " 4 - 3" x o 131 " na �l R S ROUGH SAWN � shall be provided within floor joist spaces and in wall spaces below Door or window trimmers � Provide 1 /2" clearance or expansion material between masonry and other structural elements unless 4 - 3" 14 gage staple SCHED SCHEDULE consisting of a single stud do not require specia � blockmg in the �oist space �� noted otherwise. b , � � q i Except as noted otherwise, mmimum nading shall be provided as specified in the Nailing k Vertical control joints shall be provided full height of masonry walls as located on the drawings 31 Wood structural panels and particleboard 1 /2 ' and less 8d � (per KRM ) SECT SECTION � Schedule'� on the drawin s 2003 IBC Table 2304. 9 1 Subfloor, roof and wall sheathing 2 3/8" x 0131 " nail " SHT SHEET � 9 � � Construct control joints as continuous head �oints with mortar raked back 3/4" at both faces and ( to fram �ng) 1 3 /4" x 16 gage ° j Bolts used for wood framing connections shall be installed with standard washers and nuts 507 of the horizontal oint reinforcm cut at the oint Bond beam reinforcin and rout shall 19 32" to 3 4" 8dd 4 SIM . SIMILAR J 9 J 9 9 / / (per KRM ) k Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company continue through the �oint 2 3/8' x o 131 " na �� P S. I . P STRUCTURAL INSULATED PANEL shall be used to �oin rafters, joists or beams to other beams at flush - framed conditions. Use I Fill all voids and cells within 12" either side of centerline of beam or column bearmg location with 2" 16 gageP SPEC SPECIFICATION all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU 7/8" to � " Sd` desi ned b ( 2 ) - #5 reinforcing bars and grout continuous to foundation unless noted otherwise SQ SQUARE STR hangers of a size specifically designed for the member supported as shown in the 9 Y , ' m . Masonry walis, including site walls , shall have a continuous horizontal bond beam consistmg of ( 2)- #5 � � 8" to � 1 4" � od° or Bde STD . STANDARD manufacturer s published tables. Contact structural engineer for detads as required , » � � MTN bars and solid grout at the top of the wall and at 8 - 0 maximum vertical spacing unless noted Single Floor (combination subfloor- 3/4 and less Sde (per KRM) 4 STL. STEEL drawn by I Wood nailer plates installed on steel beams or concrete walls for top - flange hangers shall be " " e STRUCT STRUCTURAL ri ed to match the width of the wall or beam flan e. Nailer lates su ortin to flan e otherwise underlayment to framing) 7/8 to t 8d PP g P PP g P g 1 7 8" to 1 t 4" tod ° or 8de checked b hangers from one side only shall be installed flush with the face of wall or beam flange at the n Openings in masonry walls shall be reinforced with a #5 reinforcmg bar in a vertical grouted cell each � � T TRIMMER y hanger locations side of the opening and ( 2) - #5 bars in a horizontal bond beam above and below the opening 32 Panel siding ( to fram �ng) 1 /2" or less 6df T&B TOP & BOTTOM � » >, f issued m Laminated veneer lumber ( LVL) shall have the followmg minimum properties Extend reinforcmg and grout 2 - 0 past opening on all sides 5/s 8d T&G TONGUE & GROOVE 1 Flexural stress - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2600 si o Masonry wall shall be grouted only at those cells containing reinforcing steel unless specifically 9 ., n T 0 TOP OF p 33 Fiberboard sheathing 1 /2 No 11 gage roofing nail 2 Modulus of elasticit 1 , 900, 000 si authonzed by the engineer. 6d common nail T. 0 C . TOP OF CONCRETE PERMIT 08L25 /06 y - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - p 3 Tension parallel to grain - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1850 psi No 16 gage stap� e' T. O. F . TOP OF FOOTING 4 Compression parallel to grain - - - - - - - - - - - - - - - - - - - - - - - - - - - 2310 psi GENERAL REQUIREMENTS 25/32" No t1 gage roof�ng na �lh REVISED � 8 2g � 6 5 Compression perpendicular to grain ( parallel to glue line) - - - - - - - - - 750 psi 8d common na �l � T 0 L TOP OF LEDGE 6 Horizontal shear - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 285 psi a• Structural erection and bracing The structural drawings dlustrate the completed structure with all No 16 gage staple T 0 M . TOP OF MASONRY CD SET 10 / 12 / 06 elements in their final positions, properly supported and braced The contractor, in the proper ., j T. O. W. TOP OF WALL 7 Connection of multiple- member beams se uence, shall rovide shorin and bracin as ma be re uired durin construction to achieve the 34 Interior paneling 1 /4 � 4dk THRU THROUGH A Top - loaded beams q p g g y q g 3/8 6d i) For members 12 " deep or less, nail each member to the next with 2 rows final completed structure Contact structural engineer for consultation ( not in contract ) as TRANSV. TRANSVERSE „ required NOTES TO TABLE 230491 TRTD . TREATED of 16d nails at 12 o c b Existing structures Contractor shall be responsible for verifying dimensions, elevations , framing , For SI 1 � nch = 25 4mm 2 3/8" x 0 113" na �ls and 3" x 0 131 " na �ls are standard 8d and 10d Gun no �ls TS TUBE STEEL COLUMN ii ) For members greater than 12" deep, nail each member to the next with 3 foundation and anything else that may affect the work shown on the drawings Underpinning , TYP TYPICAL rows of 16d nails at 12" o c shoring and bracing of existing structures shall be the responsibility of the contractor a Common or box na�ls are perm �tted to be used except where otherw �se stated B . Side- loaded beams b Nails spaced at 6 inches on center at edges, 12 mches at mtermediate supports except 6 inches at supports where U N 0 UNLESS NOTED OTHERWISE c. Dimensions Check all dimensions a ainst architectural drawin s rior to construction Do not VERT. VERTICAL 9 9 P spans are 48 inches or more For nailing of wood structural panel and particleboard diaphragms and shear walls, i) For two or three member beams, nail each member to the next with 3 scale drawings. refer to sect �on 23D5 Na��s for wa� l sheathmg are perm � tted to be common , box or cas �ng V I F VERIFY IN FIELD rows of 16d nails at 12" o c � d Construction practices General contractor is responsible for means, methods , techniques, c Common or deformed shank ii ) For four member beams, bolt through with 2 rows of 1 /2 diameter bolts sequences and procedures for construction of this pro�ect Notify structural engineer of omissions d Common W. F. WIDE FLANGE at 12 " o c or conflicts between the working drawings and existing conditions Coordinate requirements for e Deformed shank W. P . WATERPROOF f Corrosion— resistant siding or casmg nad sheet iii For members consistin of more than four members, contact structural mechanical /electrical /plumbing penetrations through structural elements with structural engineer W W F WELDED WIRE FABRIC � 9 g Fasteners spaced 3 inches on center at extenor edges and 6 inches on center at mtermediate supports engineer Jobsite safety is the sole responsibility of the contractor All methods used for construction shall h Corros�on — res �stant roof�ng na �ls w � th 7/16— �nch d �ameter head and 1 1 /2 mch length for 1 /2— mch sheathmg and WD WOOD n . All lumber used in construction shall have a maximum moisture content of 19 % be in accordance with the latest editions of the IBC /IRC 1 3/4 mch length for 25/32- �nch sheathing W� WITH o Unless made of treated or naturall deca resistant wood, all deck beams and oists includin e Details not specifically shown on the drawings shall be constructed in a manner similar to the i Corrosion — resistant staples w � th nommal 7/16 — inch crown and 1 1 /8 mch length for 1 /2- mch sheathing and 1 1 /2 �nch y y � � g len th for 25 32— inch sheathin Panel su orts at 16 inches 20 inches if stren th axis is the lon direction of W�0 WITHOUT glue- lams) wider than 1 � " shall be sealed and flashed at the top surface per architect detads that are shown for like conditions. These items shall be brought to the attention of the the panel , unl ss otherw�se ma ked) PP � 9 g structural engineer as soon as possible for approval . Approval shall be obtained prior to p Frammg Notes. � Casing or finish nads spaced 6 inches on panel edges, 12 inches at intermediate supports installation 1 Exterior w(7115' k Panel supports as 24 inches Casmg or fmish nads spaced 6 inches on panel edges, 12 inches at intermediate supports " , „ f It is the responsibility of the contractor to contact the structural engineer at the appropriate time I For roof sheath �n a I �cat �ons, 8d na �ls are the minimum re uired for wood structura� anels A. All exterior walls are 2x6 studs � 16 " o. c, to a maximum height of 12' - 6 " , 2x6 studs � 9 PP 9 P 12 o. c. to a maximum height of 14 - 6 , and ( 2) - 2x6 studs C� 16 to a maximum height to perform site observation visits. Observation visits to the �obsite by the engineer are for m Staples shall have a mm �mum crown w � dth of 7/16 inch determination of general conformance with the construction documents and shall not be construed n For roof sheath �ng appl � cat�ons, fasteners spaced at 4 mches on center at edges, 8 �nches at �ntermed �ate supports of 17� - 4'� u111ess otherwise noted. Walls taller than 17� - 4�� Shc] II be framed with as InspeCtlotl o Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 - manufactured laminated studs. Contact engineer for spacing requirements, if not indicated g Though every effort is made to provide a complete and clear set of construction documents, mches on center at edges, 6 �nches at mtermed �ate supports for roof sheath �ng - - on plan Cap with a double top plate installed to provide overlapping at corners and at discrepancies or omissions may occur. Release of these drawings anticipates cooperation and p Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports intersections with other partitions If overlap is not possible, strap top plates with metal continued communication between the contractor, architect and engineer to provide the best q Items noted as "per KRM " have been changed from the IBC schedule to a more restr�ct�ve requ �rement , strap ties ( Simpson ST292 or equivalent) possible structure These drawings have been prepared for the use of a qualified contractor JOB # 0608 - 15 ` experienced in the construction techniques and systems depicted , , , \� - - — _ — - - — - - — � � � � — — — — � � — —__— —— � I I � I 4' - 8 " ,�., ��/ �.-S'y�s'•'4`a5-a � I I � I I I I I I ������ o ���i ,� � � � � °o�� �� �F`�'@° � . I 7 ' o � 000 � om.o `� � a I � � I I � II i II S4 TOW _ 119 - 0 , � ���� � . I � � � I � OF VIF � a� o, I � I I I � � I i � I _ T O . W _ SLOPES ���J'�°o�.. �. . o•°�,a`��� . I � � � I 0 . F. V I . F. /��� L ENG�` I � � I I � � I , II � � I � i i I REMOVE ( E i CMU WALL � I �� � - -` � \ STEP OCT � 2 2OOci � I I I I I FOR ( N ) DOOR AND HDR I T 0 F. II I i I & P ROVIDE 4 " MIN BRG , I I � \ � � � I I � I m II � I � � I I I � ' � TOW = VIF � I DWL ( N ) CONC. WALLS TO I � x ° N �i V I F � T 0 F = V. I F. p, > o0 T. 0 SLAB Q `V i I I i I I ( E) w / #5 DWLS x 24 " � x I ao o � '� � � � a� a ° I EPDXIED INTO 3/4 " 4x4" I I � � \ � Q oo � � � � I � HOLES � 12 " 0 C AND ( 2 ) I U p = — =.�I I I T. O ' SLAB I � I � — — — — _ _ _ _ DWLS IN FTG , TYP i � � Z � � �" � °' °' � I � - - - - - - - - - - - - - - - - _ — — — — — — — — — — — — ._ � /� � \ - o � ° o � � L _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� I I cn � � � � o� i - - - _ �J- - - - - - - - - - - - - -�� - - - - - - — - - - - - - _ �J � _ \ ~ � � w --� � X _ � \ Z r � � � _ STEP � � Q L c"�o � f-~- ° � I � 4" CONCRETE SLAB ON 4" CLEAN GRAVEL BASE 4 C - - T \ � N cO � -' `-"' I � ON UNDISTURBED GRADE OR COMPACTED '� ONCRETE SLAB ON 4 " CLEAN GRAVEL BASE ON � � � � � T O . W = SLOPES � � -� � I I I UNDISTURBED GRADE OR COMPACTED STRUCTURAL I I I � � � I I STRUCTURAL FILL PER SOILS ENGINEER °' � FILL PER SOILS ENGINEER REINFORCE SLAB WITH I I I T 0 W. = 119 ' - 0 T 0 F = V I F � .� REINFORCE SLAB WITH 6x6 - W1 4xW1 4 WELDED ,n L p 6x6 - W1 4xW1 4 WELDED WIRE FABRIC THROUGHOUT I � I I I � T. O. F. = V. I . F. � � I Z � I i I I WIRE FABRIC THROUGHOUT PROVIDE 1 " DEEP PROVIDE 1 " DEEP SAWN OR TOOLED CONTROL JOINT I I I T 0 W = V I F / � � oo a, � II SAWN OR TOOLED CONTROL JOINTS AT 15 - 0 � S I � I I � I T 0 F = V I F / V I F I � U _ � � � � i � I MAXIMUM SPACING EACH WAY , AT 15 ' - 0 " MAXIMUM SPACING EACH WAY. � � � I I STEP T 0. SLAB � I � � � I I II � i I � oo' o J L� �� roF / / � � o � � � � I I T 0 . SLAB Ty / I � � v ^^ - I � � � I _ / �_. / 1 P � -N oQ � Q 100' 0 I , T0W - VIF / / � �n � > "� T 0 . SLAB � I � T�� S�LAB I I T. 0 F. = V I F �� � — � _ S2 / / w � � o ¢ � 1 ' - 4" � m 2 � STEP I � � I vJivJi j� � � S4 ��(P ' / TOF � � I � I > � 3 I I S4 � / T OF SLAB � 99 - 8 � / � � � T 0. DRAIN I S4 99 ' - 8 T 0 = SLOPED PER ARCH � �' k� I i � I I A T 0 DRAIN T F. = 99 ' - 6 I I � � / � SLOPE � I __ � SLOPE 1 � STEP T 0 W = V I F. I--� DWL. ( N ) CONC. WALLS TO � SL�PE � � SLOPE I I � \ T 0 F T. 0 F = V I F � ( E) w/ #5 DWLS x 24" I i I I SLAB SLAB SLAB SLAB 10 " I � � � I a� � 1 � \ � EPDXIED INTO 3/4" �x4" ( ) I � I I r I 2 3�4„ I �- \ HOLES � 12 " 0 C . AND 2 � , _ 2 „ S2 � DWLS. IN FTG , TYP � � w 1 ' - 10" TYP � � - - - I I ol 3 3/4" \ � � m \ . \ a B � - - - - - - - � v-'i vJi � � m STEP � � � � � � STEP \ T. 0 W. = V. I F. r-1 � _ - - - _ I T. OF. TOF = VIF � — 99 ' - 9 1 2 , „ T. 0 F. \ 1 Q T O. W = 99 ' - 1 1 /2 `t T 0 = 100 ' - 0 � � 9 � �4�� 1 - 10 \ � � ° - - — T 0 SLAB T 0 F. = 96 ' - 5 1 /2 � T = 96 ' - 5 1 /2 I N - - - - - - I , T. 0 W = 99 ' - 1 1 /2 99 ' - 9 1 2 � \ � — — — — — — — — — — — — o T 0 F. = 96 ' - 5 1 /2 T 0 SLAB � `- T O . F - V II F � / � � � � � � � � � T. 0 W = 100 ' - 0 � � — — — — — — — — I � � T. O. F. = 96 ' - 5 1 /2 � N \ � STEP / / V. I F. / / � � � S4 1 ' - 11 1 /2 " - - - - - - � I T. 0 W. = V I . F. T 0 F � T. O. SLAB / , ,� � � _1 T 0 F = V I F FlELD VERIFY ALL � � ' r' 20 - 3 2 3 �4�• S4 2 3 /4" STEP � STEP DI ENSIONS�OCATIONS � � 1 - 4 1 ' - 10 1 /2 " 20' - 3 " � , _ 6 „ - - - - T 0 F / / T O . F. AND TOP OF WALL/TOP � � OF FOOTING ELE1/AT10NS. � � 23 ' - 6 1 /2 " 23 ' - 7 1 /2 " r — — — — � � � � � ( � � 47' - 2 " � / � I I I V. I F. � � '� � � T 0 SLAB / / �J � � � � � � � � / T. 0. W = V I . F. � � TOW = VIF I = — - - — TOF. = VI . F. � � / N O R TH T 0 F = V I F L - - - STEP Q � TOF ,`� 6 � FO U N D A TI O N P LA N SCALE : 1 4 " = 1 � - o � � S4 � � � PLAN NOTES FOR NEW FRAMING • � � � 1 ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS• i 2� _ 0 �� T 0 W = TOP OF CONCRETE WALL T 0 F = TOP OF CONCRETE FOOTING � SEE ARCH . FOR STAIR THESE ELEVATIONS RELATE TO 100 ' - 0 AS A REFERENCE ELEVATION AT THE ., ' RISE AND RUN TYP GARAGE SLAB , AND DO NOT REFLECT ACTUAL SITE ELEVATIONS � � V I F 2 TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING �.-� ° . ° � . a . T. O . SLAB �o ° CONDITIONS AT THAT DEPTH CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED . d #3 ' s � 12 " EA WAY � a `° � 3 STEPS IN TOP OF CONCRETE WALL INDICATED � a • �r . a \�� �\\��\`�\\� I � ° 'r �\��\ �\ �\ 4 CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION O #3 CONT IN EA � � " ° � ( I WALLS UNLESS NOTED OTHERWISE � NOSING a e / a . � 6,,, I ( 5 CONCRETE FOUNDATION WALLS ARE 8 " THICK AND CONTINUOUS FOOTINGS ARE 8 " � � I THICK x 16 WIDE UNLESS NOTED OTHERWISE 2 — o d � � •y I I desi ned b STR 9 Y » . � . � � / �I 6 ( E ) REFERS TO EXISTING CONSTRUCTION ( -- - - - - — — - ) , ( N ) REFERS TO NEW ( ) , drawn b M TN � a � � Y ° � � I WALL BEYOND 7 DO NOT SCALE DRAWINGS checked � � / I � � y • ° / ( issued � - II � a a � � . �� / � I SPREAD FOOTING SCHEDULE PERMIT 08 25 06 ��o I ( �i —r,�.0. ��� I TYPE SIZE REINFORCING REVISED 08 /29 O6 \��\��\\��\\�\\� ( A 2 ' - 0 x 2 ' - 0 x 1 ' - 0 ( 3) - �5 ' s x 1 ' - 6 EA . waY CD SET 10 /12 /06 .� � I I - I ) I B 2 ' - 6 x 2 ' - 6 x 1 ' - 0 ( 4) - #5 ' s x 2 ' - 0 EA WAY z I C 3 ' - 0 x 3 ' - 0 x 1 ' - 0 ( 4) - #5' s x 2 ' - 6 EA WAY � � � I � 4' - 0 x 4' - 0 x 1 ' - 0 ( 5 ) - #5' s x 3 ' - 6 EA WAY 0 � I I FOOTING BEYOND I I I � VI . F STONE VENEER ANGLE SUPPORT sheet � T 0 F. HEIGHT OF ANGLE EXPANSION \ � VENEER SIZE ANCHORS r � � UP TO 8 ' 4x4x1 /4 5 /8 " �b x 4" � 24" _ � 8 ' TO 14' 4x4x1 /4 5 /8 " b x 4 " � 16 " SCALE : 3 /4 ° = 1 ' - 0 " 14' TO 20 ' 4x4x5 /16 3 /4 " b x 4 " � 24'� 4" - . S2 � 20 ' TO 26 ' 4x4x5 /16 3 /4" � x 4" � 16 " � ` - NOTE • THIS SCHEDULE IS FOR NON - BATTERED N STONE VENEER WITH A MAXIMUM THICKNESS OF 6 " JOB # 0608 - 15 CONTACT ENGINEER FOR OTHER CONDITIONS I � I � I � I � - - - - - - - - - - - - � �����'� 0 ���,��'r° �� om�omA � � o� �. t�� . F' ., i � - - - - - - - - - - - � � O��°� ���; �. � I � I � � e �� �� �' r � � � � ����� ���`�'9� i�•� �J� I I I � i /�NA L EN�� _ I � I � I OCT 1 2 200� � I o�� � I I � I I � 0 �+� r � I �,. 6 x 12 I QDR PPE � Ico �' ¢ � � � I �� � Q � � � � � �'+� I � � v � a oa°o � I IOA N I I � z � � NUO� O� I � � 6 x 1 � � � J p � ° o � � � (�DR PPED " I � � '- � °' °' 9 I c° r -i z �' �, � � �X s4 I I '� Q L c� � � MLai IO �� � � (O (n J �� REMOVE ( E ) CMU WALL � �n � \ � � � ,. 6 x 12 � ,_ � DR PPED �' - - - - - FOR ( N ) WINDOW AND I � cX Z � - - - - - � r - - - - - - - -� I - - - - - - - - - ;- - - - - - - - - - - � I I � I �S — — — — I _ _ � BRG , & YPROVIDE 4" MIN � U U� � � � � I I � � T —i r- - - - - - - - - - -1 � I o �, � I I I I I 8 � � I � � � � � � I � � xo � � I I I � s4 � I ' ; � , I � i � � � m � � � I I � I � � I I I I � � � i � � I I � n ° � �� � � I I � L J L � I I I I I I I I , � � I I i I i ' � � I � � � I ' i I � I � � � NEW PO ' ' � ' � R C H NORTH i � ' ;I � � � i � � � � F ROOF � RAMING P - _ ' ' ' � � � ' � � � L A N SCALE . 1 4 " — 1 ' — 0 " � -� � I REMOVE ( E ) cMU � I � � � ! � i ; � I WALL BELOW & ADD � I � I I � I � � i ( N ) BEAM UNDER ( E ) � I PLAN NOTES FOR NEW FRAMING : i I cMU ABOVE � � I I � � � � � ' � - - - - J � � � 1 . POSTS BELOW ORIGINATING FROM THIS LEVEL) OR ABOVE ARE INDICATED : � � J L6x6x5 16 — — — — — — — — — — — — — — — — — — — — — — — — — — — — � - - - - - - - r f � I 4 _ _ , � - - � � / r — � L — — -- — - -- -- -- — — — — � N - CONTINUOUS POSTS FROM ABOVE ARE INDICATED. � � _ _ � C = _ � _ _ _,_ _ � _ _ f_ _ _ _ _ � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ , r - - - - - - , SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED • p r � � I � � � C � C ; I � I I I 2 . ALL COLUMNS ARE LABELLED AT THE TOP . I i � I� I � � � � 3 ROOF SHEATHING IS 5/8 " APA RATED SHEATHING, EXP . 1 , SP A N R A T I N G 4 0/2 0. I � I ' I ! , � � � � I I I I _ � � 4. " Q " INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE . II f ' , � ` � i ` +�o _ __ _ _ _ _ ______ � _ _J_ _ I I I I I � � � � i � � � I ' I ��T� � 5 . ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS ( DROPPED ) I f � `O — — — � I I I i � I-�--q � , „ II I i f i ' � i — _ — 0 W16x36 - - - — �— k� 6 ALL NEW ROOF RAFTERS ARE• 2x12 s C�? 24 , TYPICAL, UNLESS NOTED OTHERWISE I I ' _ _ _ _ _ � 7. ( E) REFERS TO EXISTING CONSTRUCTION ( - - - -- - - ) , ( N ) REFERS TO NEW ( ) . I I � � j � � � I � � i I � I � I , ; � ' 4 � � I � � ( � � S4 ( N ) DECK JOISTS � � I � � ` MATCH ( E) & � I � D RMERRFRAME � I I � CONTACT ENGR � �`" I � f , ; � � � � � j � i � � '� i ' � r 2 � � � I ' � ' I � � i i � ,� , � +`O S4 � � ., � I � � / � � � I ; �,/� i � , ,� � � � I � � � � ,/ � � JL W14x22 � � ' I I r ' � � r � � � � �,,� � �; ,/� 'i/' I � QB TYP � t� I I � 2 � _ �4„ � 6� I � i '` � �� � � � � � � THRU BOLT I I I il�� i I A� � � �� �1� L , �� � �� 1J I � � V� — — — — I � � i / ; � � ; j //;�' � I � � �� � BQ TYP . X J � � , � � - - - � I�� I ,� W 12 x 26 I DRO�PPED �I ,,�' /� _ +�'` `� s� � ' , � � � - - - - - - - I ' I � ; � � � ' \� `" � A TYP . � RAFTER & � I � � `�1� , � �G LOOKOUT BRG � 4 " MIN BRG — � � r � ` PROVIDE #5 VERT W 12 x 14 OO TY /�+� v ' � IN FULLY GROUTED � �� CELL � BRG L J I Q � ( N ) 2x12 ' s SCABBED �'� W 12 x 6 C�9 ONTO ( E) FRAMING AT � � GP '1'�, � OVERHANG �J� �,+ � ,�+6 ��,i � �o CONT. 2x12 STRUCTURAL SJ� ��,+ SUB — FASCIA , TYP `�+6� �h1 designed by STR 2x12 LOOKOUTS � 24" , TYP drawn by MTN � NORTH checked by R O O � � R A M I N G P LA N SCALE : � 4 " = 1 � - o � � issued �' PLAN NOTES FOR NEW FRAMING : PERMIT 08 25 /06 , 1 INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS. �_� REVISED 08 /29 /06 CD SET 10 / 12 /06 2 POSTS BELOW ( ORIGINATING FROM THIS LEVEL) OR ABOVE ARE INDICATED �] NON — CONTINUOUS POSTS FROM ABOVE ARE INDICATED � SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED � 3 ALL COLUMNS ARE LABELLED AT THE TOP 4 ROOF SHEATHING IS 5/8 " APA RATED SHEATHING, EXP 1 , SPAN RATING 40/20 5 " Q " INDICATES CONNECTION TYPE — REF S1 FOR SCHEDULE 6 ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS ( DROPPED ) 7 ALL NEW ROOF RAFTERS ARE 2x12 ' s � 24" , TYPICAL , UNLESS NOTED OTHERWISE sheet 8 ( E ) REFERS TO EXISTING CONSTRUCTION ( - - -- - - ) , ( N ) REFERS TO NEW ( ) 9 �] INDICATES ROOF OVERFRAME . OVERFRAME WITH RAFTERS TO MATCH SPACING OF ROOF BELOW, WITH 2x4 CRIPPLE POSTS TO RAFTER OR TRUSS BELOW SPACED 48 " O. C. MAX ALONG EACH OVERFRAME MEMBER = 0 . � JOB # 0608 - 15 � � r t _..P>1's�a �.t x � \y T�����0 R�G/��ya � oo �. e� �� �' �< �9m �� ,��o��,��. m �: f= � � ���� � � g s s �� s ����/�N� L E�1G\�� - OCT 12 200ci c rn > � Q N � O � Q pp tD I� ( 4) - 10d NAILS INTO SOLID BLKG BTWN . Z � � o � °�° EA. LOOKOUT, TYP . _ -p � N � °' � LOOKOUTS � BRG , TYP � p o �.!� � z EQ EQ � ° � � � rnrn z � � w J r.r. � ,.� F- � r� x Q •L � � � � � i J � c� (n J �`. ' � c � �rn z � QA TYP O r. PER ARCH U � � � � � T. 0. W Q � co rn � � � rnrn U � � � � � N 0 T U SED 2x12 STRUCTURAL ° m SUB — FASCIA , TYP , , 2x12 RAFTERS PER PLAN � � �� -� � � � � o � ° 1 /2 „ � x 10 " A B . ' s � 48 " 0 C. � � > �� 2x12 LOOKOUTS � 5 � 24 " O. 0 , TYP � °a IN CONT TREATED 2x6 R S4 SCALE . 3 /4 " = 1 '- 0 " STONE VENEER ° � ° � PER ARCH � d � � � Q � STONE CAP PER ARCH � � � 9 � — � CONT. L PER SCHED. � T. 0 W a 1 /2 " EXP . MAT' L, TYP SEE SHEET S2 � CONT. L PER SCHEDULE � a � SEE SHEET S2 4" CONC SLAB PER PLAN , � a 118 � - 0 2x6 STUDS C� 16 " O. C. W� � � r ^ a ° a T 0 SLAB 1 /2 " PLYWD OR OSB � � � 1 ^ ba SHEATHING 5 " 5 " � � � ° .�o �� � � � � ' � ° � � /�� ������ ( E ) BALCONY a rT i� ��i.i. �� STONE VENEER �i���� FRAMING PER ARCH � aa L4x4x1 /4x0 '— 8 1 /2 4 " 4" �� _ = �� — — — � W/ ( 2 ) - 3/4 " �x6 " LAGS & a a 100 ' - 0 � � II � � � ( 2 ) - 3/4" �x6 " EXP . ANCH ' s �� �� T 0 SLAB � � � � ° RAFTERS PER a . , � � , 1 /2 " EXP MAT'L, TYP � � � ° #5 ' s VERT O 16 " 0 C PLAN � � � - z .c (E) CMU WALL � � � '�`� � a ° SLOPE SLAB � CONT. L PER SCHEDULE � � � 5EE SHEET S2 ° ( N ) BLKG PANELS � 24 " ° ° a � � � ° ' 2x6 STUDS Q 16 " 0 C W � z #5 s CONT HORIZ � 16 " 0 C IN FIRST JOIST SPACE W/ ,> � a b ° � � � � O � #5 DWLS x C° ° ( 4) - 8d NAILS INTO EA SHEAT INGD OR OSB ° a ��� �1 �/��/'�� � � PANEL, TYP ( MATCH ( E) 3 „ i���\�i���i;`' „ � O � � ° � 48 " O . C . i� r� 4 CONC SLAB P � I I � � `;; a a JOIST TYPE) � ER PLAN � � I I � `� 6 STEEL BEAM ° �i�� � PER PLAN � � I I � BEAM PER PLAN ( 2) — #5' s CONT HORIZ #5 DWLS xI �I � 10" 0 C L a � I I TOP & BOT a � � � 9 V I F � 1 '— $ , a ( 2) — #5 ' s CONT. HORIZ � � SCALE . 3 /4 " _ � ' — p " T O. F. � a � O r � � S4 � � TRANS #5 ' s � 32 " 0 C TOP & BOT F� � � a ( 5) — #5 ' s CONT LONGIT. � � � N U PERIMETER DRAIN PER STEEL BEAM 96 ' - 5 1 2 � PER PLAN T O F. � a a � � OILS ENGINEER 4" 8 " 4 " Q - 4 ° °� a p � ° , a 1 ' - 4 " S4 SCALE • 3 /4 " = 1 ' - 0 " :- � a , a � � � � a 4 � ° ° a a � SCALE . 3 /4 " — � ' _ p " � 2x12 BLKG . BTWN . S4 2x4 OR 2x6 STUD PERIMETER DRAIN PER 1 ' - 10" 5/8 " G LAG � p �, � � _ 2 „ i� v ., RAFTERS � BRG , TYP BRG. WALL SOILS ENGINEER � CONC STEPS BEYOND � � , RAFTERS PER PLAN BEAM PER PLAN , CONT TREATED 2x6 f� W/ 3 ' - 10 " �'�4 2 — � r — — —' — — — — 16d DRIVE PINS � 16 " O. 0 #4 DWLS x �� � - - 4" CONC. SLAB PER PLAN CONC SLAB PER PLAN ( IF HEATED SLAB , GLUE 2 � � 24" O. 0 N i _ _ _ _ _ _ _ — — R TO CONCRETE) SCALE : 3 /4 " = 1 ' - 0 " � SLOPE SLAB S4 � x BLKG BTWN SLOPE SLAB 2 � �� RAFTERS � BRG. , V I F MIN . TYP . T 0 SLAB aa ' � a ° a a a a a � � n � - Z � � ? � Z VIF �° a i � o ,� ° p°�� o' " atatr �n — � � T 0. W. ''% � �%'�'% ��:���%������� � � �'����'��'�''� 2 ' — 0 � �''��i��i�; ° d • a ��!\�� #4 DWLS x � ., designed by STR i��i�i �` i�i�i. fff � . �i��i ( 1 ) — #4 CONT HORIZ � `� � � % „ NI 4 CONC . SLAB PER PLAN drawn b ,� ���� ( 2 ) — #5 s CONT HORIZ. �.��i �, � 24 0 C � y MTN TOP & BOT � checked by ° EQ EQ -� - z � � � 99 ' - 9 1 2 SLOPE SLAB ° ;� T 0 SLAB a ISSUed co — = 1 � _ 4�� d � ~ `� � BEAM PER PLAN � Z 6 �� � BEAM PER PLAN OPTION 2 � d , ° a a ° � MIN . z 4 " 4 " ( 1 ) — #5 CONT. HORIZ � M I D — H T 9 9 � — � � 2 �0.� a ° , ' ��� PERMIT 08 25 06 � T 0. W �i� r� i� r� ,� ,� ,� ;; � � ( 3) - 3/4 " D LAGS TYP ( 3) - 3/4" � LAGS � 2x4 OR 2x6 STUD ��,��i��i�� D��i��i� �� I BRG WALL '��,;o� a ,,;o�,,'��'� ( ) # REVISED 08 /29 06 ~ 1 — 4 CONT HORIZ. � 5 /s " � LAG � a , ° #5 DWLS x = ���` ``� CD SET 10 12 06 °''� / / � 48 " 0 C � CONT. TREATED 2x6 I� W/ ( 1 ) — #5 CONT. HORIZ � MID — HT. � - 6 16d DRIVE PINS � 16 " 0 C. � ° , ° � CONC. SLAB PER PLAN ( IF HEATED SLAB , GLUE I ° a a #5 DWLS x � POST PER PLAN POST PER PLAN � , R TO CONCRETE) `V 4" 4" � 48 " 0 C � SLOPE SLAB N 2 ) — #5 s CONT HORIZ - SLOPE SLAB 6 .� VIF TOP & BOT a T. O. F o a a a ( 2) — #5' s CONT HORIZ � �` � � o�� ° �, '- , � • ° ° o b� 96 ' - 5 1 2 � a TOP & BOT. � TOF. � o �, . a °��i�i��i�i �a �J'�/ ��/ �o ��������� \ \ \ � \ o sheet �, iii ����� � PERIMETER DRAIN PER � � � � �� �` °O ° SOILS ENGINEER 4" 8" 4 " ( 2) — #5 ' s CONT HORIZ ��i EQ. EQ �!��i � ` TOP & BOT �' PERIMETER DRAIN PER 8 1 ' - 4 " � � _ 4» ''� SOILS ENGINEER 4" 8" 4" OPTION 1 � � SCALE . 3 /4 " _ � ' — p " g 1 ' - 4" S4 SCALE . 3 /4 " = 1 ' - 0 " 3 S4 - SCALE 3 /4 " = 1 ' - 0 " � S4 S4 SCALE . 3 /4 " = 1 ' - 0 " JOB � 0608 - 15 � ' ' a ' ISSUE RECORD `� PROGRE55 155�NGE , 04 02 07 PROGRESS 155�NGE 4.03 .0'I PERMIT 5ET 05 02 07 ( T1. � 1 � 1 L�i L ���� � ��- � �_�` L L��, � , � 7 � � ;-�-� �1 '-�L� ITLr� T_l i ,_ �-!--,_ �-1 �-17� � � � , T � ' TL,�-�� -�- -�_ ��_ -I _ _-r-L� � L i 1�� 1_ _ _L��-L i _� � � 1� W � �� � ��5� 'FLOOR _JTI l_ r I�LT Ll_L L �L� 1�� � � �� � L _i� _ � Z 1 T T�= � i L, _i_ � � I� _ � _ �� � � � 1� _L I -1 , NEW SKYL IGHT W ,� l � 1'�'� �_ � � _L � i Ti � LJ--,r --� -,-�-r �- � �T1 � 1-� -L - -r � � w ' � _ ' _ ,� _`T � i � � ' �-l � ' ' ! - - , f I �- -, ��--r- I u. � � n 1 �_ _1T � �_ i � � I � � L — �� L L LANDING I _ ' � 4 '�- Ib " 1, - 2L O �� � ��-Lr � � /1 J p � � -L- - -1 1- -�- - - - 1 �-� V J J } �O 1� r --� W > W o � rl � � _ �� � --� R � � � I- -r 1 � Lr� Z I_,_1_.! r��- � J ¢ O t-- . 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Y �l �L W L �i � u � Y L � �L � �Y .5 �✓ `�' W l W �L �Y y W y Y ✓ �L �L �L W �L J � �X15TING DOOR � '� `� � �XISTING EXISTING DOOR � TO REM?�IN � W � TO REM�IN „ �, ,� ,� „ � �, �, 5T0 G �V + �L W W � v �L IO� , EXISTING EXISTING � y � � STOR�GE W � W � � r A R C H I T E C T S , STORAGE STOR,4GE � W � W � w � � 107 107 10� _. ._ , �� w , . y W „ � 1650 E Vail Valley Dr Fallridge C-1 Vail, CO 81657 vadarchitects com fax(970) 476-4901 (970) 476-6342 , .r` �, I ' � I � � ,�, � LOl�I� � L � �I� L � I '� I � � � � � � � I I � ( � � � � � � � I `� � � � ) � � I I � � � � I `� � LOOiz i� L � Ns � � � � � � � � � I � _ � I �t 2 � � , ( � � � � � � � i ��� (/�1� � I ��/y �l ` 5 �OO I /�t1 � ' i�� ll I /4 " = I '-O " �200 i /4" = I '-O �� �.. _ : ,4200 ��' � � � � � , � � � � � ,\ , � , ,\ 1�10 �."f' \ \ - - \ � � - C�03°33'50" R=2258 24' L= 140 47' LC= 140 45' Vail Valley Drive ( 50' ROW ) LCB=S 86°04�27�� w � , , , , ; � „ y ZgtiS ( w o ; � , � � v '� � — � � ,�, ; � stairs '�, _ i � ; � � _-- —_ s °'� , � ,, s�o _ _. __-_ — °� � �� 2' 10" per approved plans ' BA��� 20' setback i�ne � - - � 63o p,'L�'' � 4. / ���e � � — — — �— — M g_ _ , _ — — �22B e,� `���a �, � _ - - _ -- - - - - - - - �eve -� � � ` � � rock faaa �, �9,�,� io� o ongmal foundation hne ', r � , \ a , s � � q \ ' , , / \ `� 69 / 2ac, \ \ ga�ge s9 , � , / � , � � - •, , , � �. - , , 271 ' � '� \ � � � p,cj �, garage � p , � party wall -� � �� � � �y . \ �� 1 �, ,, 6 � � Q�S � �, � \ \ � i i � a `' a r'' 35ti s C7 �o, d' � ' , Q3 r' 1 � oatitiR 2 29 2' S6�' � 6� O. step E 1/2 ' � 'i� 181 ' W 1�2 paztywall duplex J, duplex j ' " A `�a�a O, o° r� �� m "'c, d. � f'� � � � ,��1 �� 1 � `, � `, � , O. �� 9 A6 a � , � - _ ,� 5�; `, 'o, 'C ` , 't� 1 � w 2 � a � , �, ,�� �'�, 0 3 '' j°� deck �, , 2 � �, , , � , �� r, � �� � o � � � , , � , � � , � , ; � y `, , , � '� deck area `'• �`6 �', , , ,� ,, ; , , � , ,�" � , , , w , , � � , , , , � i� ,� M t� �� ' � M M _ _ - - - � _ _ _ - - - ' " � ' o M ' - - - - - - - - - - - - O o - � Lot 18B � ° � Parcel 18C � � z � 0 24 Ac ✓°��: Lot 18A '°' 012 A� � � 012 Ac � a Scale 1 "= 10' S 89°20'23" E 0 5 10 15 20 25 50 00' 2100' 11150, — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — N g0°2a'S9" E 10' Utility and Drainage Easement rebar pin and cap 0 S 89°20'23" E 140 . 00' Improvement Survey Notes Lega1 descriphon• Platted easements are shown Lot 18A, Lot 18B and Parcel 18C, Block 3 , Vail Va11ey, First Filing, according to the plat recorded on February 5, 1982 in Book 336 at Page 108 as Reception No. 232461 , Eagle County, Colorado. Address 1448 Va�l Valley Dnve I hereby cerhfy that this IlvIPROVEMENT SURVEY was prepared for Ivflmck Construct�on, that it is not a land survey plat or improvement survey plat I further cerhfy that the �mprovements on the above descnbed parcel on this date, November 12, 2D07, except utility connecUons, are enUrety withm the boundanes of the parcel except as shown, that there are no encroachments upon the Note Accordm to Colorado law, you must commence an le al achon based u on an defect on this cerhficate withm descnbed prem�ses by improvements on any ad�o�mng premises, except as mdicated, and that�th�e.axP,no apparent evidence g y g P Y of any easement crossmg or burdemng any part of said parcel, except as noted three years after you first d�scover such defect In no event may any acUon based upon any defect m this survey be «�r.•n�a�d REClS �,a.,,�, commenced more than ten years from the date of certificarion shown hereon °° u ' ' ' � F ` '' : �i �0 cti � `!� w :' � y�. , ": Leland Lechner PLS 30946 County Rd 356, Buena Vista, Co 81211 ( 719 ) 395-9160 // / � � 07 = � �— Date = �8nd e S • 04 � � � � � .. • ; , _ I� r � �. . lti � . 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