HomeMy WebLinkAboutS0 - COVER SHEET.pdfTYPICAL REINFORCING AT STEPS AND OPENINGSOPENSTEP TOP OF WALL,SEE PLANSEE PLANSEE PLANSEE PLANSTEP BOTTOM OF WALL,SEE PLAN2-#5 VERTw/10" HOOK ATTOPTOP REINFADD 2-#5 ALLAROUND OPENINGSFOOTINGSTEP, SEEPLANFOOTING SEE PLANDOWELS, SEE SECTIONSHOOK VERTICAL BARSWHERE "H" IS LESS THAN 2'-0"MINIMUM 12" CONCRETECOVER OVER OPENINGSWHERE COLD JOINTS ARE REQUIRED,INSTALL 2x4 INTERMITTENT KEYWAYFULL HEIGHT OF WALL, AND EXTENDALL HORIZONTAL REINFORCING 3'-0AND LAP WITH REINFORCING FOR 2ndPOUR.36"2" CLEAR36"36"4'-0"MAX10"36"H1'-0"1'-0" STRUCTURAL GENERAL NOTES_____________________________________________________________________________________________DESIGN LOADS: 2012 International Residential Code (IRC), except as noted | Importance Factor | Occupancy Category | Snow | Wind | Seismic | II | Standard | 1.0 | 1.00 | 1.00 |_____________________________________________________________________________________________ Roofs: Ground Snow Load Pg 145 psf Minium Roof Snow Load Pr 100 psf (Roof pitch 4:12 or less) Minium Roof Snow Load Pr 80 psf (Roof pitch greater than 4:12)_____________________________________________________________________________________________ Floor Live Loads (Reference ASCE 7-05): | Uniformly | | Occupancy or Use | Distributed (psf) |Concentrated (lbs)| Residential | 40 | N/A | Parking | 40 | 3,000 | Exterior Decks & | Same as occupancy served | N/A | Balconies | | |_____________________________________________________________________________________________ Wind: Basic Wind Speed (3-second gust) 115 mph Wind Exposure B_____________________________________________________________________________________________ Seismic: Spectral Response Acceleration Coefficient Short Period Ss 0.256g Sds 0.272g One Second S1 0.073g Sd1 0.116g Soils Site Class D Seismic Design Category B Basic Seismic-Force-Resisting System(s) Multi System Seismic Response Coefficient(s) Cs 0.078 Response Modification Factor(s) R 3.5 Analysis Procedure Equivalent Lateral Force_____________________________________________________________________________________________FOUNDATION DESIGN: Refer to Soils Report no. 114 043A by HP Geotech dated March 12, 2014. Geotechnical Engineer shall verify soil conditions and types during excavation and prior to placement of formwork or concrete._____________________________________________________________________________________________FOOTINGS: Design of footings is based on maximum allowable bearing pressure 3000 psf Bear on the natural undisturbed soil or compacted structural fill. Exterior footings shall bear below frost depth; minimum frost depth shall be 4'-0 below exterior grade._____________________________________________________________________________________________EARTH RETAINING STRUCTURES: Earth Equivalent Fluid Lateral Pressure: Walls Restrained at Top (at rest) 45 pcf Cantilevered Walls (active) 40 pcf Passive Resisting 450 pcf Coefficient of Sliding Friction 0.5_____________________________________________________________________________________________REINFORCED CONCRETE: Design is based on ACI 318-05 "Building Code Requirements for Structural Concrete" and ACI 332-04 Requirements for Residential Concrete Construction. Concrete work shall conform to ACI 301-05 Standard Specifications for Structural Concrete. Structural concrete shall have the following properties: | | Max | | Slump, | Entrained | | | |f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,| Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments | Footings | 3,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | | Walls | 3,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | | Structural | | | | | | | | slab on deck | 3,500 | 0.50 | 3/4" Stone | 4 | 3 | I | | Interior slabs | | | | | | | | on grade | 4,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | Fiber | Detailing, fabrication, and placement of reinforcing steel shall be in accordance with ACI 315-05 Details and Detailing of Concrete Reinforcement. Reinforcing bars shall conform to ASTM A615-04a, Grade 60, except ties or bars shown to be field-bent, which shall be Grade 40. Bars to be welded shall conform to ASTM 706-04a. Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum). At corners and intersections, make horizontal bars continuous or provide matching corner bars for each layer of reinforcement. Trim openings in walls and slabs with 2-#5 for each layer of reinforcement, fully developed by extension or hook. Except as noted on the drawings, concrete protection for reinforcement in cast-in-place concrete shall be as follows: Cast against and permanently exposed to earth: 3 Exposed to earth or weather: #6 through #18 bars 2" #5 bar, W31 or D31 wire, and smaller 1-1/2" Not exposed to weather or in contact with ground: Slabs, walls, joists: #11 bars and smaller 3/4" Beams and columns: Primary reinforcement 1-1/2" Stirrups, ties, spirals 1-1/2" Fiber admixture shall be 100% virgin polypropylene, fibrillated fibers, type 111 4.1.3, performance level one, per ASTM C1116-02._____________________________________________________________________________________________STRUCTURAL STEEL: Structural steel shall be detailed, fabricated, and erected in accordance with the "Specification for Structural Steel Buildings" (AISC 360-05) and the "Code of Standard Practice for Steel Buildings and Bridges" (AISC 303-05) by the American Institute of Steel Construction (AISC). Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield. Rolled steel floor plates shall conform to ASTM A786-05, Commercial Grade. Other rolled shapes, including plates, channels, WTs, and angles shall conform to ASTM A36-04, 36 ksi yield. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a, Grade B, 46 ksi yield. HSS round shapes shall conform to ASTM A500-03a, Grade B, 42 ksi yield. Pipe shapes shall conform to ASTM A53-02, Grade B, 35 ksi yield. Except as noted, framed beam connections shall be bearing-type with 3/4" diameter, snug tight, ASTM A325-04 bolts, detailed in conformance with the Structural Drawings and the "Steel Construction Manual" by the AISC, 13th Edition. Install bolts in accordance with AISC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts," 2004. All beams shall have full depth web stiffeners each side of webs above and below columns. Anchor rods shall conform to ASTM F1554-99, Grade (36, 55, and/or 105) as noted on the Structural Drawings with weldability supplement S1. Headed anchor studs (HAS) shall conform to ASTM A108-03e1 and shall be connected to structural steel with equipment approved by the stud manufacturer according to the stud manufacturer's recommendations. Welding shall be done by a certified welder in accordance with the AISC documents listed above, the American Welding Society (AWS) D1.1: 2006 Structural Welding Code, and the recommendations for use of weld E70 electrodes. Where not specifically noted, minimum weld shall be 3/16" fillet by length of contact edge. All post-installed anchors shall have current International Code Council Evaluation Service (ICC-ES) reports and shall be installed in accordance with the manufacturer's requirements. Expansion anchors shall be approved "wedge" type unless specifically noted to be "sleeve" type as noted on the Structural Drawings. Chemical anchors shall be approved epoxy or similar adhesive type as appropriate for installation in solid and non-solid base materials. Grout beneath column base and beam bearing plates shall have a minimum 28-day, compressive strength of 7,500 psi and shall be non-shrink, non-metallic, and tested in accordance with ASTM C1107-04._____________________________________________________________________________________________STEEL DECKING: Steel roof, non-composite floor (or 'form'), and composite floor deck shall be manufactured and erected in accordance with the standard deck specifications and the "Manual of Construction with Steel Deck" (SDI No. MOC1) as prepared by the Steel Deck Institute (SDI). Roof deck shall be connected to supporting members and interconnected to develop the diaphragm shears due to lateral forces as noted on the Structural Drawings. Non-composite and composite floor deck shall be connected to supporting members and interconnected as required to satisfy SDI minimum requirements except as noted on the Structural Drawings. Welding patterns, screw patterns, and details shall be indicated on the deck supplier's shop drawings._____________________________________________________________________________________________STRUCTURAL WOOD FRAMING: In-Grade Base Values have been used for design. 2x framing shall be S4S Douglas Fir-Larch No. 2 and better unless noted otherwise. All lumber shall be 19% maximum moisture content, unless noted otherwise. Solid timber beams and posts shall be Douglas Fir-Larch No. 1. Studs shall be Douglas Fir-Larch Stud grade and better. Top and bottom plates shall be Douglas Fir-Larch No. 2 and better. Fasteners for use with treated wood shall comply with IRC Section 2304.9.5 - '06/'09 IBC. Wood in contact with concrete shall be pressure-treated Douglas Fir-Larch or Southern Yellow Pine. Preservative treated wood shall be treated in accordance with AWPA U1 and AEPA M4. Conventional light framing shall comply with IBC Section 2308. Provide solid blocking between joists under jamb studs of openings. Columns must have a continuous load path to foundation. Unless otherwise indicated, install two lengths of solid blocking x joist depth x 12 inches long in floor framing under column loads. All beams and trusses shall be braced against rotation at points of bearing. Unless noted on drawings, lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof framing at 8'-0 spacing. Except as noted otherwise, minimum nailing shall be provided as specified in IBC Table 2304.9.1 "Fastening Schedule." Metal framing anchors shown or required, shall be Simpson Strong-Tie or equal Code approved connectors and installed with the number and type of nails recommended by the manufacturer to develop the maximum rated capacity. Note that heavy-duty hangers and skewed hangers may not be stocked locally and require special order from the factory. All roof rafters, joists, trusses, beams shall be anchored to supports with metal framing anchors. Lead holes for lag screws shall be 40%-70% of the shank diameter at the threaded section and equal to the shank diameter at the unthreaded section per NDS section 11.1.3. Connector bolts and Lag Screws shall conform to ANSI/ASME B18.2.1 and ASTM SAE J429 Grade 1. Nails and Spikes shall conform to ASTM F1667. Wood Screws shall conform to ANSI/ASME B18.6.1._____________________________________________________________________________________________WOOD FRAMING NOTES: Provide solid blocking between joists under jamb studs of openings. Columns must have a continuous load path to foundation. Unless noted otherwise, install two lengths of solid blocking x joist depth x 12 inches long in floor framing under column loads. All beams and trusses shall be braced against rotation at points of bearing. Unless noted otherwise, lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof framing at 8'-0 spacing. Provide continuous wall studs each side of openings equal to one-half or greater the number of studs interupted by opening unless noted otherwise. All wall studs shall be continuous from floor to floor or from floor to roof. Provide solid blocking or rim joists at all joist supports and joist ends. Sole plate at all perimeter walls and at designated shear walls shall be nailed with (3) 16d box nails (coated or deformed shank) at 16 . 12d nails are not acceptable. All roof rafters, joists, trusses, beams shall be anchored to supports with metal framing anchors._____________________________________________________________________________________________WOOD SHEATHING: Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated with stamp including APA trademark and panel span rating. Minimum Floor Sheathing: 23/32" APA Sturd-i-floor rated 24 inch o.c. tongue & groove, glued and nailed. Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed. Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed. Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12 at intermediate framing except as noted. Block and nail all edges between studs. Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicted. Sheathe all exterior walls. Sheathe interior walls as designated on the drawings. Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes around openings. Lap sheathing over rim joists a minimum 4 at all floors to tie upper and lower stud walls together. Minimum height of sheathing panels shall be 16 to ensure that plates are tied to studs._____________________________________________________________________________________________PLANT FABRICATED / PRE-ENGINEERED WOOD FRAMING: I-series roof and floor joists shall be manufactured by iLevel Trus Joist with structural wood flanges and webs designed for structural capacities and design provisions according to ASTM D 5055. Substitution of equivalent series by other manufaturer is acceptable with engineer approval. I-series roof and floor joists shall be installed per the manufacturer's recommendations. Do not cut or notch chords in any manner. Holes in webs shall not exceed manufacturer's published limit criteria. Members noted as LVL (Laminated Veneer Lumber) on plan shall be 1-3/4 wide x depth indicated, plant-fabricated, and have the following minimum allowable design values:F /b = 2600 psi F /v = 285 psi F /c|| = 2460 psi F /c- = 750 psi E = 1900 ksi Members noted as PSL (Parallel Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 2900 psi F /v = 290 psi F /c|| = 2900 psi F /c- = 750 psi E = 2000 ksi Members noted as LSL (Laminated Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 1700 psi F /v = 400 psi F /c|| = 1400 psi F /c- = 680 psi E = 1300 ksi Bridging and blocking shall be installed according to the fabricator's requirements._____________________________________________________________________________________________SHOP DRAWINGS: The Structural Drawings are copyrighted and shall not be copied for use as erection plans or shop details. Use of JVA's electronic files as the basis for shop drawings requires prior approval by JVA, a signed release of liability by the General Contractor and/or his subcontractors, and deletion of JVA's name and logo from all sheets so used. The General Contractor shall submit in writing any requests to modify the Structural Drawings or Project Specifications. All shop and erection drawings shall be checked and stamped (after having been checked) by the General Contractor prior to submission for Structural Engineer's review; shop drawing submittals not checked by the General Contractor prior to submission to the Structural Engineer will be returned without review. Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review prior to fabrication for reinforcing steel, structural steel, steel floor roof deck,plant fabricated wood joists. Submit in a timely manner to permit 10 working days for review by the Structural Engineer. Shop drawings submitted for review do not constitute "request for change in writing" unless specific suggested changes are clearly marked. In any event, changes made by means of the shop drawing submittal process become the responsibility of the one initiating the change._____________________________________________________________________________________________FIELD VERIFICATION OF EXISTING CONDITIONS: The General Contractor shall thoroughly inspect and survey the existing structure to verify conditions that affect the work shown on the drawings. The General Contractor shall report any variations or discrepancies to the Architect and Structural Engineer before proceeding._____________________________________________________________________________________________STRUCTURAL ERECTION AND BRACING REQUIREMENTS: The Structural Drawings illustrate and describe the completed structure with elements in their final positions, properly supported, connected, and/or braced. The Structural Drawings illustrate typical and representative details to assist the General Contractor. Details shown apply at all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated and not every exceptional condition is addressed. All proprietary connections and elements shall be installed in accordance with the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner and in accordance with the applicable codes and local ordinances. The General Contractor is responsible for coordination of all work, including layout and dimension verification, materials coordination, shop drawing review, and the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the Architect and Structural Engineer for resolution. Continuation of work without notification of discrepancies relieves the Architect and Structural Engineer from all consequences. Unless otherwise specifically indicated, the Structural Drawings do not describe methods of construction. The General Contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, and to protect the structure, workmen, and others during construction. Such work shall include, but not be limited to temporary bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices and programs of all kinds, support and bracing for cranes and other erection equipment. Do not backfill against basement or retaining walls until supporting slabs and floor framing are in place and securely anchored, unless adequate temporary bracing is provided. Temporary bracing shall remain in place until all floors, walls, roofs and any other supporting elements are in place. The Architect and Structural Engineer bear no responsibility for the above items, and observation visits to the site do not in any way include inspections of these items._____________________________________________________________________________________________PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR: Interior architectural finish detailing must accommodate the relative differential movements of supporting structural elements. Where the roof framing element spans are long, applied loading will naturally cause substantial deflection. Interior elements hung from the roof structure will deflect with the roof. The floor is a floating concrete slab-on-grade and may experience movements independent of the structural foundations. Interior elements supported on the slab-on-grade floor will move with the floor. Interior elements supported on foundations and columns will not experience similar or measurable movements. Exterior/perimeter wall assemblies hung from the edge of the building structure will be directly affected (to some degree) by changes in external temperature and floor deflection. Exterior/perimeter and interior architectural finish details should allow for relative movements between elements with different support conditions._____________________________________________________________________________________________DEFERRED SUBMITTALS: Portions of the structure have elements of proprietary design and fabrication, which shall be submitted by the supplier for approval after award of contract. These items shall conform to the load, capacity, size, geometry, connection, and support criteria noted on the Structural Drawings. Shop drawings and calculations shall be prepared by an engineer registered in the state of Colorado. Final shop drawing submittals shall be stamped and signed. Furnish deferred submittals for: interior steel stair Submittals will be reviewed by the Structural Engineer of Record for compliance with the specified design requirements, stamped as "Reviewed," and forwarded to the local building authority for review as required. Final issue of the Building Permit may, at the approval authority's option, be contingent on its approval of the deferred submittal documents. Deferred submittal items shall not be installed until their design calculations and drawings have been reviewed by the Architect, Structural Engineer, and/or local building authority as required._____________________________________________________________________________________________LETTERS OF CONSTRUCTION COMPLIANCE: The General Contractor shall determine from the local building authority, at the time the building permit is obtained, whether any letters of construction compliance will be requested from the Structural Engineer. The Contractor shall notify the Structural Engineer of all such requirements in writing prior to the start of construction. Two day advance notice shall be given when requesting site visits necessary as the basis for the compliance letter. The General Contractor shall provide copies of all third-party testing and inspection reports to the Architect and Structural Engineer a minimum of one week prior to the date that the compliance letter is needed.__________________________________________________________________________________________________________________________________________________________________________________________SPECIAL INSPECTIONS: The following Special Inspections and Testing shall be performed by a qualified Special Inspector, retained by the Owner, in accordance with the following sections of IBC Chapter 17:Section 1704 Special Inspections and the following sub-sections:1704.2 Inspection of Fabricators1704.3 Steel Construction including 1704.3.1 Welding, 1704.3.2 Details, 1704.3.3 High Strength Bolts1704.4 Concrete Construction1704.5 Masonry Construction, Level <I or II> Special Inspection1704.7 Soils1704.8 Pile Foundations1704.9 Pier Foundations1704.13 Special CasesSection 1707 Special Inspections for Seismic Resistance and the following sub-sections:1707.1 Special Inspections for Seismic Resistance1707.2 Structural Steel1707.3 Structural Wood1707.4 Cold-formed Steel Framing1707.5 Pier Foundations1707.9 Designated Seismic System Verifications1707.10 Seismic Isolation SystemSection 1708 Structural Testing for Seismic Resistance and the following sub-sections:1708.1 Masonry, Quality Assurance Level <I or II>1708.2 Testing for Seismic Resistance1708.3 Reinforcing and Prestressing Steel1708.4 Structural Steel1708.6 Seismically Isolated StructuresSection 1710 Design Strengths of MaterialsSection 1711 Alternative Test ProceduresSection 1712 Test Safe LoadSection 1713 In-Situ Load TestsSection 1714 Preconstruction Load TestsSection 1715 Material and Test Standards The Special Inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and responsibilities of the Special Inspector shall be to inspect and/or test the work outlined above and within the Statement of Special Inspections in accordance with Chapter 17 of the IBC for conformance with the approved construction documents. All discrepancies shall be brought to the immediate attention of the contractor for correction. Per Section 1704.1.2 the Special Inspector shall furnish regular reports to the building official and the Structural Engineer. Progress reports for continuous inspection shall be furnished weekly. Individual reports of periodic inspections shall be furnished within one week of inspection dates. The reports shall note uncorrected deficiencies, correction of previously reported deficiencies, and changes to the approved construction documents authorized by the Structural Engineer of Record. The Special Inspector shall submit a final signed report within 10 days of the final special inspection stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved construction documents and the applicable workmanship provisions of the IBC. Work not in compliance shall be noted in the report. The Contractor shall submit a statement of responsibility to the Building Official and the Owner prior to the commencement of work on a main wind- or seismic-force-resisting system, designated seismic system or a wind- or seismic-resisting component listed in the Statement of Special Inspections per section 1706. Except as noted, the special inspections outlined above are in addition to, and beyond the scope of, periodic Structural Observations as defined in section 1709. Structural Observations are included in the structural engineering design and construction administration services provided by the Structural Engineer._____________________________________________________________________________________________MACH MachineDeformed Anchor BarDAB(generic term)(Trus-joist brand LVL)LSL Laminated Strand(Control Joint)(Management)WP Work PointWWF Welded Wire FabricWT WeightWA Wedge AnchorVERT VerticalVIF Verify in FieldUNOUnless Noted OtherwiseULT UltimateTYP TypicalTRANS TransverseTL Total LoadTPG ToppingTW Top of WallTJ Top of JoistTD Top of DeckTC Top of ConcreteTB Top of BeamT&B Top and BottomT&G Tongue and GrooveTHD ThreadTHK Thick, -nessSYM SymmetricalSUPT SupportSTRUCT Structure, -alSTIFF StiffenerSTL SteelSTD StandardSY Square YardSF Square FeetSQ SquareSPEC SpecificationsSP SpacesST Snug TightSC Slip CriticalSOG Slab on GradeSIM SimilarSLV Short Leg VerticalSLH Short Leg HorizontalSHT SheetSHTG SheathingSDSTSelf Drilling Self TappingSECT SectionSCH ScheduleRO Rough OpeningRMORough Masonry OpeningRM RoomRET RetainingREQMT RequirementREQ RequiredREINF Reinforce, -ed, -ingRE Reference (refer to)RECT RectangleR RadiusQTY QuantityPL Property LinePS PrestressedPC PrecastPSIPounds per Square FootPSFPounds per Square InchPLF Pounds per Linear FootPCF Pounds Per Cubic FootPT (1) Post TensionedPWD PlywoodPERP PerpendicularPEN PenetrationPTN PartitionPSL Parallel Strand LumberPP Panel PointPNL PanelOF Outside FaceOD Outside DiameterOH Opposite HandOPP OppositeOPNG OpeningNTS Not to ScaleNIC Not In ContractN-S North to SouthNS Near SideNF Near FaceMIN MinimumML MicrollamMEZZ MezzanineMTL MetalMECH MechanicalMAX MaximumMATL MaterialMO Masonry OpeningMASY MasonryMFR Manufacture, -er, -edMB Machine boltLLV Long Leg VerticalLLH Long Leg HorizontalLD LoadLL Live LoadLT LightLumber (generic term)K Kip (1,000 lbs.)JB Joist BearingJST JoistJT JointINT Interior (Intermediate)IF Inside FaceID Inside DiameterHORIZ HorizontalHT HeightHAS Headed Anchor StudGYP BD Gypsum BoardGND GroundGR GradeGLGlue laminated (Glulam)GC General ContractorGEN GeneralGALV GalvanizedGA Gage (Gauge)FP Full PenetrationFDN FoundationFTG FootingFL FlushFLR FloorFLG FlangeFIG FigureFS Footing Step, Far SideFFFinished Floor, Far FaceF-F Face to FaceFO Face ofXS Extra StrongEXT ExteriorEJ Expansion JointEXP ExpansionEXC ExcavateEST EstimateEQUIV EquivalentEQUIP EquipmentEQ EqualENGR EngineerE-E End to EndEL ElevationELEC Electric (Electrical)ECC EccentricE-W East to WestES Each SideEF Each FaceEA EachDP Drilled PierDWG DrawingDN DownDWL DowelXXS Double Extra StrongDIM DimensionDIAG DiagonalDEV DevelopDET DetailDL Dead LoadCY Cubic YardCF Cubic FootXSECT Cross-sectionCS CountersinkCB CounterboreCONT Continue (Continuous)CM Construction ManagerCJ Construction JointCONN ConnectionCMU Concrete Masonry UnitCONC ConcreteCOM CommonCOMB CombinationCOL ColumnCLR ClearCG Center of GravityCTR CenterCLG CeilingCIP Cast in PlaceBL Brick LedgeBW Bottom of WallBC Bottom of ConcreteBOT BottomBLKG BlockingBLK BlockBRG BearingBM BeamAVG AverageARCH Architect, -uralAPPROX ApproximateANCH Anchor, AnchorageAB Anchor Rod (Bolt)AMT AmountALT AlternateATR All Thread RodADDL AdditionalAFF Above Finished FloorAESS Architectural ExposedStructural SteelDT Double TeeCOORD Coordinate, -tionPressure TreatedPT (2)OSB Oriented Strand BoardPAFPowder Actuated Fast'nrOCJ OSHA Column JoistGT Girder TrussLOC LocationADJ AdjustableLaminated VeneerLumber (generic term)LVLHP High PointLGS Light Gage SteelHDG Hot Dipped GalvanizedLP Low PointABBREVIATIONS KEY(2) PLY (3 1/2")(3) PLY (5 1/4")(3) ROWSOF 12d GUNNAILS @ 12"TYPICAL MULTI-MEMBER CONNECTIONSFOR BUILT-UP BEAMS4-PLY (7")(2) ROWS OF 6" SDSSCREWS @ 6" EASIDE, STAGGERSCREWS ON OPPSIDES(4) 3" SDS SCREWSEACH SIDE OFSUPPORTED MEMBERLVLSUPPORTMEMBERNAILS ORSCREWS, SEEBELOWCARRIEDBEAM(3) ROWSOF 12d GUNNAILS @ 12"EACH SIDE2"2"2"2"2"2"8"2" 2"Location of bend in bent beamTop of pier elevationTop of concrete wall elevationJoistConcreteEarthSlopeWood joist or beam supportedWood joist continuous overintermediate supportWood joist bearingon top of supportHeaderTop of sub-floor or slab elevationWood bearing wallFRAMING SYMBOLSFOUNDATION SYMBOLSGENERAL SYMBOLSHoldownStep in elevationBeamColumn or other element belowby metal hangerFloor drainXXSYMBOLS KEY( XX'-XX" )ELEVXXFDXX'-XX"Step T/O Wall10"STANDARDHOOKTYPICAL WALL INTERSECTIONSSINGLE CURTAINDOUBLE CURTAINSTD HOOKSTD HOOKSTD HOOKSTD HOOKSEE SECTIONS FORREINFORCEMENTSEE SECTIONS FORREINFORCEMENTCORNER BARCORNER BARLAP50dbLAP50dbLAP50dbLAP50dbISSUE RECORD1650 Fallridge Road, Suite C-1Vail, Colorado 81657f.(970) 476-4901 p.(970)476-6342182 West Meadow DriveVail, CO 81657S0COVER SHEETPIETRINI RESIDENCE1704009/05/14PERMIT06"1'2'3'3/4" 3/4" = 1'-0"S0SECTION206"1'2'3'3/4" 3/4" = 1'-0"S0SECTION3SHEET SCHEDULESHEETNUMBERSHEET NAMES0 COVER SHEETS1 FOUNDATION PLANS2 MAIN LEVEL FRAMING PLANS3 UPPER LEVEL FRAMING PLANS4 ROOF FRAMING PLANS5 FOUNDATION SECTIONSS6 FOUNDATION SECTIONSS7 FRAMING SECTIONSS8 FRAMING SECTIONSS9 FRAMING SECTIONSS10 TRUSS ELEVATIONSS11 BRACED FRAMES ELEVATIONS06"1'2'3'3/4" 3/4" = 1'-0"S0SECTION109/05/14