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Home My WebLink AboutB16-0149_S0_1478907808.pdfMACH Machine Deformed Anchor Bar DAB (generic term) (Trus-joist brand LVL) LSL Laminated Strand (Control Joint) (Management) WP Work Point WWF Welded Wire Fabric WT Weight WA Wedge Anchor VERT Vertical VIF Verify in Field UNO Unless Noted Otherwise ULT Ultimate TYP Typical TRANS Transverse TL Total Load TPG Topping TW Top of Wall TJ Top of Joist TD Top of Deck TC Top of Concrete TB Top of Beam T&B Top and Bottom T&G Tongue and Groove THD Thread THK Thick, -ness SYM Symmetrical SUPT Support STRUCT Structure, -al STIFF Stiffener STL Steel STD Standard SY Square Yard SF Square Feet SQ Square SPEC Specifications SP Spaces ST Snug Tight SC Slip Critical SOG Slab on Grade SIM Similar SLV Short Leg Vertical SLH Short Leg Horizontal SHT Sheet SHTG Sheathing SDST Self Drilling Self Tapping SECT Section SCH Schedule RO Rough Opening RMO Rough Masonry Opening RM Room RET Retaining REQMT Requirement REQ Required REINF Reinforce, -ed, -ing RE Reference (refer to) RECT Rectangle R Radius QTY Quantity PL Property Line PS Prestressed PC Precast PSI Pounds per Square Foot PSF Pounds per Square Inch PLF Pounds per Linear Foot PCF Pounds Per Cubic Foot PT (1) Post Tensioned PWD Plywood PERP Perpendicular PEN Penetration PTN Partition PSL Parallel Strand Lumber PP Panel Point PNL Panel OF Outside Face OD Outside Diameter OH Opposite Hand OPP Opposite OPNG Opening NTS Not to Scale NIC Not In Contract N-S North to South NS Near Side NF Near Face MIN Minimum ML Microllam MEZZ Mezzanine MTL Metal MECH Mechanical MAX Maximum MATL Material MO Masonry Opening MASY Masonry MFR Manufacture, -er, -ed MB Machine bolt LLV Long Leg Vertical LLH Long Leg Horizontal LD Load LL Live Load LT Light Lumber (generic term) K Kip (1,000 lbs.) JB Joist Bearing JST Joist JT Joint INT Interior (Intermediate) IF Inside Face ID Inside Diameter HORIZ Horizontal HT Height HAS Headed Anchor Stud GYP BD Gypsum Board GND Ground GR Grade GL Glue laminated (Glulam) GC General Contractor GEN General GALV Galvanized GA Gage (Gauge) FP Full Penetration FDN Foundation FTG Footing FL Flush FLR Floor FLG Flange FIG Figure FS Footing Step, Far Side FF Finished Floor, Far Face F-F Face to Face FO Face of XS Extra Strong EXT Exterior EJ Expansion Joint EXP Expansion EXC Excavate EST Estimate EQUIV Equivalent EQUIP Equipment EQ Equal ENGR Engineer E-E End to End EL Elevation ELEC Electric (Electrical) ECC Eccentric E-W East to West ES Each Side EF Each Face EA Each DP Drilled Pier DWG Drawing DN Down DWL Dowel XXS Double Extra Strong DIM Dimension DIAG Diagonal DEV Develop DET Detail DL Dead Load CY Cubic Yard CF Cubic Foot XSECT Cross-section CS Countersink CB Counterbore CONT Continue (Continuous) CM Construction Manager CJ Construction Joint CONN Connection CMU Concrete Masonry Unit CONC Concrete COM Common COMB Combination COL Column CLR Clear CG Center of Gravity CTR Center CLG Ceiling CIP Cast in Place BL Brick Ledge BW Bottom of Wall BC Bottom of Concrete BOT Bottom BLKG Blocking BLK Block BRG Bearing BM Beam AVG Average ARCH Architect, -ural APPROX Approximate ANCH Anchor, Anchorage AB Anchor Rod (Bolt) AMT Amount ALT Alternate ATR All Thread Rod ADDL Additional AFF Above Finished Floor AESS Architectural Exposed Structural Steel DT Double Tee COORD Coordinate, -tion Pressure Treated PT (2) OSB Oriented Strand Board PAF Powder Actuated Fast'nr OCJ OSHA Column Joist GT Girder Truss LOC Location ADJ Adjustable Laminated Veneer Lumber (generic term) LVL HP High Point LGS Light Gage Steel HDG Hot Dipped Galvanized LP Low Point ABBREVIATIONS KEY Location of bend in bent beam Top of footing or pier elevation Top of concrete wall elevation Joist Concrete Earth Slope Wood joist or beam supported Wood joist continuous over intermediate support Wood joist bearing on top of support Header Top of sub-floor or slab elevation Wood bearing wall FRAMING SYMBOLS FOUNDATION SYMBOLS GENERAL SYMBOLS Holdown Step in elevation Beam Column or other element below by metal hanger Floor drain XX SYMBOLS KEY ( XX'-XX" ) ELEV XX FD XX'-XX" Step T/O Wall [XX'-XX'] Top of Beam Elevation DESIGN LOADS: 2012 International Building Code with Town of Vail Amendments, ASCE 7-10 Occupancy Category | Snow | Wind | Seismic | II | Standard | 1.0 | 1.00 | 1.00 | _____________________________________________________________________________________________ Roofs: Roof Dead Load 15 psf Ground Snow: Roof Pitch < 4:12, Pg = 100 psf Roof Pitch >= 4:12, Pg = 80 psf Snow Exposure Factor Ce 1.0 Thermal Factor Ct 1.2 Ballast 15 psf _____________________________________________________________________________________________ Wind: Basic Wind Speed (3-second gust) 115 mph Wind Exposure C _____________________________________________________________________________________________ Seismic: Spectral Response Acceleration Coefficient Short Period Ss 0.252g Sds 0.268g One Second S1 0.072g Sd1 0.115g Soils Site Class D Seismic Design Category B _____________________________________________________________________________________________ FOUNDATION DESIGN: Refer to Soils Report no. 13-6024 by Ground Engineering Consultants, dated December 5, 2013. 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 5,000 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. _____________________________________________________________________________________________ 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 | 4,500 | 0.45 | 3/4" Stone | 4 | 6 | I/II | | 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: #5 bar, W31 or D31 wire, and smaller 1-1/2 _____________________________________________________________________________________________ STRUCTURAL STEEL: Structural steel shall be detailed, fabricated, and erected in accordance with the "Specification for Structural Steel Buildings" (AISC 360) and the "Code of Standard Practice for Steel Buildings and Bridges" (AISC 303) by the American Institute of Steel Construction (AISC). Other rolled shapes, including plates, shall conform to ASTM A36-04, 36 ksi yield. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500, Grade B, 46 ksi yield. HSS round shapes shall conform to ASTM A500, Grade B, 42 ksi yield. Pipe shapes shall conform to ASTM A53, Grade B, 35 ksi yield. Anchor rods shall conform to ASTM F1554-99, Grade 36 as noted on the Structural Drawings with weldability supplement S1. 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. _____________________________________________________________________________________________ STRUCTURAL WOOD & TIMBER: In-Grade Base Values have been used for design. All lumber shall be 19% maximum moisture content, unless noted otherwise. Solid timber beams and posts shall be Douglas Fir-Larch No. 1. Fasteners for use with treated wood shall comply with IBC Section 2304.9.5 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. 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. 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 SHEATHING: Plywood roof sheathing shall be APA rated with stamp including APA trademark and panel span rating. 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 indicated. 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. _____________________________________________________________________________________________ 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. 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. _____________________________________________________________________________________________ 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 structural steel, steel form, floor, and roof deck, and timber logs, 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. _____________________________________________________________________________________________ SHEET NUMBER 1309 ELKHORN DRIVE . VAIL . COLORADO. 81657 970.479.2158 # DATE DESCRIPTION ISSUE DATE REVISIONS DRAWN: REVIEWED: 4/22/2016 2:14:20 PM S0 BOOTH CREEK PARK 2900 MANNS RANCH ROAD VAIL, CO 81657 CONSTRUCTION DOCUMENTS ADDENDUM - 3 4/22/2016 Author JPU 17831 SHEET SCHEDULE SHEET NUMBER SHEET NAME S0 COVER SHEET S1 OVERALL SITE S2 CABIN PLAN VIEWS S3 CABIN SECTION S4 FORT AND INT STRUCTURE PLAN S5 FORT DETAILS S6 INTERMEDIATE STRUCTURE DETAILS S7 INT STRUCTURE DETAILS S8 SWINGSET PLAN AND SECTION 4/22/2016 08/03/16