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HomeMy WebLinkAboutB14-0467 Engineering notes.pdfCASTLE ROCK ENGINEERING STRUCTURAL GENERAL NOTES VESTAL RESIDENCE ADDITION CODE: 2012 International Residential Code (IRC), as amended by the local building department. GENERAL: a.Design is void after two years from original date of issue, unless updated to acceptable codes and practices at that time. b.Do not scale. Take dimensions from the architectural plan, except for foundation components. Notify engineer immediately if discrepancies are found between plans. Reference architectural plans by Custom Mountain Architects. c.All details shall be in accordance with instructions from manufacturer or designer. d.All temporary shoring shall be the responsibility of the contractor. VAIL, COLORADO DESIGN CRITERIA: a.Gravity loads: Roof Load (Dead Load)……...... 15 psf (Snow Load)………. 80 psf Floor Load (Dead Load)…….…. 15 psf (Live Load)…….…. 40 psf Deck Load (Dead Load)............. 15 psf (Snow Load)............. 100 psf b.Lateral loads: 90 mph, Exposure B c.Soil bearing: 2000 psf d.Frost depth: 48” FOUNDATION: a.This design has been completed in accordance with pertinent standards, recommended design soil parameters, and accepted engineering design procedures, and is based on the best information available at the time of completion. The design is intended to minimize differential movement resulting from the heaving of expansive soil or settling of subsurface soils. It must be recognized that foundation components will undergo movement. Any subsequent owners shall be appraised of the soil condition and advised to maintain good practices in the future with regard to surface and subsurface drainage, framing of partitions above floor slabs, and finish work above the floor slabs, etc. b.Locate beam pockets and windows per structural/architectural plans. No beam pocket shall be within 16” clear of window frame. Drape horizontal reinforcing below pockets as required. c.Mechanically compact all interior backfill to 90% of proctor density, ASTM D- 1557. All exterior backfill shall be compacted to 85% of maximum proctor density, ASTM D-1557. If it is not possible to fully comply with compaction of all exterior backfill, then a perimeter foundation drain, if not otherwise recommended, will be required to intercept and remove any water collected in the more permeable backfill. It will also be necessary to adjust and maintain the grade immediately against foundations periodically to avoid the creation of a water trap as the backfill settles over time. d.Slope backfill away from the building a minimum of 10% for the first 10 feet (2% at paved areas). Carry roof drains across the backfilled areas. Do not allow water to stand or pond near the building. Do not flood the backfill. e.Walls having backfill on both the interior and exterior faces should have the backfill on either side brought up approximately together. Otherwise, where possible, no exterior backfill should be placed until the floor slab and the floor joists are in place or the wall is otherwise properly braced. f.Floor slabs may have a probability of moving vertically. Floor slabs shall be separated from all structural portions of building with an expansion joint of minimum ½” thick Styrofoam or other approved joint material. g.All foundation pads shall be formed to proper dimensions as indicated on the drawings and centered on column or wall. h.Planters, if any, shall be well sealed and drained. Irrigation devices should be kept a minimum of 5 feet from all foundations. i.The location of foundation windows, jogs, steps and top of wall elevations and connections are critical to foundation performance. These items are shown on the plans but they typically change during the actual construction. As a result, this design can not address proper foundation configuration unless stated specifically on the drawings. j.The gap in non-bearing partitions, the non-rigid connections with the stairway construction and non-rigid construction of door jambs will require reconstruction over the life of the structure to maintain the independent vertical movement to the floor slabs (if required by the Geotechnical Engineer). CONCRETE: a.Detail reinforcement in accordance with ACI 315-80 (Revised 1988), Detailing Manual. Minimum concrete cover for reinforcement shall be as follows: Concrete cast against earth………………………………3” Formed concrete exposed to earth or weather…………...1-1/2” Interior slabs, walls………………………………………3/4” b.Minimum recommended design strength of concrete used for foundations shall be 3000 psi @ 28 days. Use 3/4” maximum coarse aggregate concrete (Provide load records to building dept). c.Reinforcing steel shall conform to ASTM A615, grade 60. d.Longitudinal reinforcing in walls and footings shall be continuous at corners and intersections. Matching corner bars shall be used. Splice wall and footing reinforcement at outer 1/3 of length. Minimum lap of reinforcing shall be 30 bar diameters. e.All concrete operations, including but not limited to mix design, mixing, transporting, placing, reinforcing detailing and placing, curing, and testing shall be done in accordance with the requirements and application of ACI 301-84 (85), “Specifications for Structural Concrete”. f.The contractor is responsible for determining when it is safe to remove forms or shoring. Forms and shoring must not be removed until the walls are strong enough to carry their own weight and any anticipated superimposed loads. For foundation walls, this typically requires at least 12 hours of cumulative curing time at a temperature of 50 degrees (F) or more. Concrete must be adequately covered during cold periods to maintain this surface temperature. Due to varying weather conditions, alternative curing processes, and the use of Type II cement, Castle Rock Engineering suggests forms remain in place a minimum of 3 days to assure this performance specification has been met. When forms are stripped there must be no excessive deflection or distortion and no evidence of damage to the concrete. Adequate thermal protection of the concrete shall be continued after stripping for a cumulative period of 48 hours at 50 degrees (F), or more, after the initial pour. See Foundation Notes for specifications on when to backfill foundation walls. WOOD: a.Framing lumber shall be as follows or better unless otherwise noted on plans: Headers/2x Rafters and Deck Joists..#2 Hem Fir 15% M.C. Engineered Joists and Beams (Boise-Cascade or Truss/Joist equiv.) Joists.............................................BCI 6000-1.8 DF Beams...........................................Versa-Lam Studs and Plates………………….…#2 Hem Fir K.D. 15% M.C. (2x6 or larger) Studs and Plates…………………….Stud Grade Hem Fir (2x4) Glulam beams………………………Single span – DF/DF 24F – V4. Multiple or cantilever spans – DF/DF 24F – V8. Seal for protection if exposed to weather. Structural Beams All timber beams and columns are to be full dimension rough sawn Douglas Fir No. 2 unless noted otherwise on the plans: Doug Fir Select beams...Fb = 1350 psi, Fv = 180 psi, E = 1,400,000 psi Doug Fir No. 1 beams….Fb = 925 psi, Fv = 180 psi, E = 1,300,000 psi Doug Fir No. 2 beams & columns....Fb = 850 psi, Fv = 180 psi, E = 1,200,000 psi, Fc(perp) = 550 psi, Fcll = 775 psi Note: All plates in contact w/ concrete are to be pressure treated. b.Laminated beams and prefab joists shall be installed per manufacturers’ specifications. Built-up beams consisting of (5) or more members shall be secured together with (2) rows of ½” diameter thru bolts @ 16” on center. The distance from the edge of the beam to the bolt holes must be at least 2”. Bolt holes shall be the same diameter as the bolt. Build-up beams consisting of (4) members shall be secured together with (4) rows of 6.75” Trusslok screws at 24” on center. Built-up beams consisting of (3) members shall be secured together with (2) rows of Timberlok screws @ 16” on center, staggered. The distance from the edge of the beam to the bolt holes must be at least 2”. Built-up beams consisting of (2) members shall be secured together with (2) rows of 2 1/2” screws @ 16” on center, staggered, or with glue and (3) rows of 10d nails @ 12” on center. In lieu of multiple members, solid beams may be substituted in the corresponding total width and depth. c.Layout and design of permanent lateral bracing of pre-manufactured roof trusses by others. d.Where not otherwise shown on plans, all nailing or screwing shall be as indicated in the International Residential Code. All sheathing must be nailed or screwed, adhesives SHALL NOT be used in place of nailing. e.Metal connectors to be provided by Simpson Strong-Tie or equivalent. f.APA rated OSB can be used in lieu of plywood. STEEL: a.Structural steel, including cast in angles, plates or other sections shall be detailed and erected in accordance with the American Institute of Steel Construction (AISC) Specifications and Code of Standard Practice, latest edition. b.All wide flange structural steel shall conform to ASTM A992. All other structural shapes and miscellaneous steel shall conform to ASTM A36 unless otherwise noted. Tube steel columns shall conform to ASTM A500, Grade B. Pipe columns shall conform to ASTM A53. c.All beam connections not detailed on the drawings shall be standard framed beam connections as shown in Table II and III of the AISC “Manual of Steel Construction”, latest edition, designed to carry the full capacity of the uniformly loaded member, unless noted otherwise.