HomeMy WebLinkAboutB17-0148_S-2_1501531080.pdf1/4" = 1'-0"
F
S-4
E
S-4
G
S-4
H
S-4
J
S-4
C
S-3
B
S-3
A
S-3
D
S-3
8x12 H.F. No. 1 DROPPED (2-span)
8x12 H.F. No. 1
(CANTILEVER) 8x8 R.S.C
OL COLUMN CAP8x8 R.S.
COL.
8x8 R.S.COL.
10'-4" 14'-11" 3'-11"
A
S-3
A
S-3
8x12
1/4" x10" STEEL PLATE STRINER
REINF. CONTINUOUS, TYPICAL (5)
STRINGERS
2x12 H.F. No. 2 @ 16"o.c.
DOUBLE JOIST TO MATCH
EXIST. DECK JOIST SIMPSON ECCQ886x6 GUARDRAIL POSTS
@ 6' O.C., MAX.
FOUNDATION PLAN
SUNDECK EXTENSION PLAN
1/4" = 1'-0"
2' SQUARE
FOUNDTION PIER,
TYP. OF (3)
EXISTING TREE
EXISTING TREE
4x12 H.F. No. 1 RIM
Reinforced Concrete:
A. All structural concrete had been designed in accordance with ACI 318. All structural concrete construction work shall conform to ACI 301 (latest edition) unless noted
otherwise.
B. Cast in place concrete shall be made with type I/II sulfate-resistant cement to maintain the following requirements, admixtures containing chloride salts shall not be used.
Element: F'c Mix Type Max W/C Ratio % Air
Foundations & Footings 3000 psi ---- ----
Interior Slabs on Grade 3000 psi 0.5 ----
Exterior Slabs on Grade 4500 psi 0.45 6-8%
C. Concrete coverage for reinforcing steel shall provide the following:
1. Concrete poured permanently against earth: 3"
2. Concrete poured in forms (exposed to weather or earth): 2"
3. Concrete (not exposed to weather or earth)
x Slabs and walls 3/4"
x Beams and columns 1 1/2"
D. Concrete slabs on grade shall have sawn or trowel cut control joints at a maximum spacing of 12'-0" in each direction or 144 sq-ft within 12 hours of pouring. Carry
reinforcement through joints and locate isolation joints around columns at exterior wall. Consult engineer prior to connecting the slab on grade to other portions of
the superstructure.
E. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual of Concrete Practice.
F. Expansion bolts shall be placed a minimum of 6 bolt diameters from concrete edge and maintain a 10 bolt diameter in spacing, unless noted otherwise.
G. Any stop in concrete work must be made at third point of span with verticcal bulkheads and horizontal shear keys, unless noted otherwise. Slabs, footings, beams and
walls shall not have joints in a horizontal plane.
Reinforcing Steel:
A. All reinforcement detailing, fabrication and placement shall conform to the ACI Details and Detailing of Reinforcement (ACI 315-99).
B. All reinforcing shall be of high grade deformed bars conforming to ASTM A615, grade 60, except ties and anchors which shall conform to ASTM A615, grade
40 or ASTM A706, grade 60.
C. Welded wire fabric shall conform to ASTM A185, grade 60 and be lapped a minimum of one full mesh plus two inches at side and end splices and be wired
together.
D. Lap splices of reinforcement, where permitted, shall be a minimum of 48 bar diameters for #6 bar and smaller and 80 bar diameters for #7 and #8 bar, unless
noted otherwise. Contact engineer for splicing recommendations prior to construction where not specifically detailed or noted. Do not weld or use
mechanical splicing.
E. Continuous top bars shall be spliced at mid-span and continuous bottom bars over supports.
F. At corners make bar continuous through discontinuity or provide corner bars. Corner bars to extend 3'-0" each side of corner. Place two #5's (per 8" of
thickness) to extend a minimum of 2'-6" around all openings/steps in walls, slabs and beams. Provide #5 x 5'-0" diagonal at all openings/steps in walls, slabs and
beams.
G. Contractor shall place (2)-#5's vertically full height of wall at high side of all wall steps higher that 4'-0" in addition to wall reinforcing shown otherwise.
H. Extend reinforcing steel a minimum of 2'-6" through cold joints and coordinate cold joint locations with structural engineer.
Structural Wood Framing (Sundeck and exterior stairway):
A. All framing lumber shall be of dry Hem Fir (HF), graded by Western Wood Products according to the following recommendations. All 2" nominal lumber, except studs shall be
of HF #2 or better, and solid timber beams and post 3" nominal and wider shall be HF # .
B. All studs shall be of Stud Grade Douglas Fir or Hem-Fir (HF).
C. Built-up 2x nominal lumber members shall be of the following requirements:
Element Connection
Beams 2x - DF #2 or better (2)-rows of 12d nails @ 12" o.c.
(size per plan) or (2)-rows of 1/2" dia. thru-bolts @ 24" o.c.
Beams 3x - DF #2 (2)-rows of 12d nails @ 12" o.c.
(size per plan) or (2)-rows of 1/2" dia. thru-bolts @ 24" o.c.
Posts DF or HF #2 or better (2)-rows of 12d nails @ 6" o.c.
2x4 or 2x6 studs
D. Top and bottom plates shall be of Douglas Fir-Larch or Hem-Fir #2 or better. Plates in direct contact with concrete or masonry shall be of pressure treated Hem-Fir #2.
Preservative treated lumber requires all connections and nailing be galvanived per code.
E. For all solid or built-up columns bearing through floor joist spaces, provide blocking in joist space with cross sectional area to match column above. Typical door/window
headers noted on plans consisting of a single stud are exempt from this requirement.
F. Except as otherwise noted, the minimum nailing shall be provided as specified in the "Nailing Schedules (IBC Table 2304.9.1).
G. Bolts used for wood framing connections shall be installed with standard washers and nuts.
H. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company shall be used to join rafters, joists or beams to other beams at flush-framed
conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported,
as shown in the manufacturer's published tables. Contact structural engineer for details as required.
I. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load carrying capacity and deflection criteria to joists shown on plans. Provide blocking,
bracing, web stiffeners and other accessories as required by the manufacturer. Alternative joists of the same depth and spacing may be considered provided their load carrying
capacity is equivalent or greater bending, shear and deflection. All joist alternatives shall be approved by the Engineer of Record (EOR ) prior to use.
J. Framing Notes:
x Exterior Walls:
a. All exterior walls are 2x6 studs @ 16" o.c. to a maximum height of 12'-6", 2x6 studs @ 12" o.c. to a maximum height of 14'-6", and (2)-2x6 studs @ 16" o.c. to a
maximum height of 16"-0" unless otherwise noted. Walls taller than 16'-0" shall be framed with manufactured versa-lam studs, contact engineer for spacing requirements,
if not indicated on plans. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible,
strap top plates together with metal strap ties (Simpson ST292 or equivalent).
b. Provide 1/2" thick APA sheathing (plywood or OSB) with floor/roof span rating of 24/16, exposure 1, at exterior face of exterior walls. Block all horizontal joints.
c. At beam bearing locations in stud walls, provide multiple-studs post equal to width of bearing member unless noted otherwise.
x Deck Floor Construction:
a. Decking shall be 2x6 redwood, Hem-fir or synthetic decking that meets a flame spread rating of Class B.
b. Provide solid blocking between floor joists at all bearing locations. Blocking material shall match floor joist material.
c. Floor joists shall have blocking at intervals not greater than 8'-0.
Structural Steel:
A. Structural steel shall be detailed, fabricated and erected in accordance with the latest provisions of AISC "Manual of Steel Construction".
B. All structural steel rolled shapes, including plates and angles, shall conform to ASTM A36. Tube shapes shall conform to ASTM A500 Grade B. Pipe
columns shall conform to ASTM A53. The latest editions of these requirements shall be used. Steel supplier may optionally provide ASTM Grade 50.
C. All structural bolts used in steel framing shall be A325-N, installed to a minimum snug nut condition. All anchor bolts shall be of ASTM A307.
D. Typical Framed beam connections with steel bolts shall use the maximum number of bolts per AISC "Manual of Steel Construction" Table IIA and/or AISC
"Simple Shear Connection Manual" with A325-N bolts.
E. All welding shall be performed by an AWS qualified welder.
F. Delay painting within 3" of field welds until welds are completed.
Grout:
A. All grout beneath column plates and steel beams at bearing shall be non-shrink, non-metallic type grout.
B. Grout shall have a minimum compressive strength of 3500 psi.
General Requirements:
A. Structural erection and bracing: The structural drawings illustrate the completed structure with all elements in their final positions supported and braced. The contractor, in
the proper sequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact engineer for consultation as
required.
B. Existing structures: Where construction adjoins an existing structure, the contractor shall be responsible for verifying dimensions, elevations, framing, foundation and anything
else that may affect the work shown on the structural plans. Under pinning, shoring and bracing of the existing structure shall be the sole responsibility of the contractor.
C. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not scale drawings.
D. Construction practices: The general contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural
engineer of omissions or conflicts between the working drawings and existing conditions.
E. Coordinate requirements for mechanical/electrical/plumbing penetrations through structural elements with structural engineer. Prior to installation of such equipment or other
items to be attached to the structure, the contractor shall obtain approval for connections and support. Contractor shall furnish required hangers, connections, etc. required
for installation of such items, unless specifically noted on plans.
F. Jobsite safety is the sole responsibility of the contractor.
G. The structural engineer may make periodic observation visits to the jobsite for determination of general conformance with the construction documents. Such observation visits
shall not replace required inspections by the governing authorities or serve as "special inspections" as may be required by Section 17 of the International Building Code.
H. Though every effort has been made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings
anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best possible structure. These drawings have been
prepared for the use of a qualified contractor experienced in the construction techniques and systems depicted.
Design Criteria:
Code Edition: 2015 IRC
Live Loads:
Sundeck 100 psf
Dead Loads:
Deck 10 psf
Lateral Loads:
Basic Wind Speed: 90 mph (3 second gust)
Exposure: C
Seismic Site Class: D
Seismic Design Category C
NO. ISSUE
PROJECT:
JOB NO.
SHEET NO.
JURISDICTION:
S-2
SUNDECK EXTENSION FRAMING &
FOUNDATION PLAN
B 06.30.17 SUNDECK EXTENSION PLAN - ISSUED FOR PERMIT
17116
95 FOREST ROAD
TOWN OF VAIL, CO
PITKIN RESIDENCE
6.30.17
07/31/17