HomeMy WebLinkAboutB16-0473_B16-0473_S-1_1483477526_1492642320.pdfDesign Criteria:
Code Edition: 2015 IRC
Live Loads:
Roof 100 psf
Floor 40 psf
Dead Loads:
Roof 15 psf
Floor 15 psf
Lateral Loads:
Basic Wind Speed: 90 mph (3 second gust)
Exposure: C
Seismic Site Class: D
Seismic Design Category C
Structural Wood Framing:
A. All framing and truss lumber shall be of dry Douglas Fir-Larch (DF), graded by Western Wood Products according to the
following recommendations. All 2" nominal lumber, except studs shall be of DF #2 or better, and solid timber beams and
post 3" nominal and wider shall be DF #2.
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. Laminated Veneer Lumber (LVL) shall have the following stress properties:
x Flexural stress 2800 psi
x Modulus of elasticity 2,000,000 psi
x Tension parallel to grain 2100 psi
x Compression parallel to grain 3000 psi
x Compression perpendicular to grain 900 psi
x Horizontal shear 285 psi
L. For multiple member beam connections, unless noted otherwise in manufacturer's specification, use the following guide:
x Strong-axis Loading of Beams (vertical loading):
1. For members 12" deep or less, nail each member to the next with (2)-rows of 12d nails @ 12" o.c.
2. For members greater than 12" deep, nail each member to the next with (3)-rows of 12d nails at 12" o.c.
3. For four member beams, bolt through with (2)-rows of 1/2" dia. bolts staggered at 12" o.c.
x Weak-axis Loading of Beams (lateral loading):
1. For two or three member beams, nail each member to the next with (3)-rows of 12d nails @ 12" o.c.
2. For four member beams, bolt through with (2)-rows of 1/2" dia. bolts at 12" o.c.
3. For members consisting of more than four members, contact structural engineer.
M. 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. Gable-end walls shall be balloon-framed to the bottom of rafters.
c. Floor to roof framing members must be aligned to bear within 5" of the studs beneath.
d. 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.
e. Exterior headers 6'-6" and longer shall be (3)-2x12 with (2)-2x6 trimmers and (1)-king stud. Headers 6'-5" and shorter
shall be (3)-2x10 headers, with (2)-2x6 trimmer and (1)-2x6 king stud each end, unless noted otherwise on plans.
f. At beam bearing locations in stud walls, provide multiple-studs post equal to width of bearing member unless noted
otherwise.
x Interior Load Bearing Walls:
a. Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plans) @ 16" o.c. with 1/2" plywood wallboard, unless
noted otherwise. Cap with 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. Floor and roof framing members must be aligned to bear within 5" of stud beneath.
c. Provide (2)-2x10 headers over all openings in wall, with (1)-2x4 or (1)-2x6 trimmer and (1)-2x4 or (1)-2x6 king stud
each end, unless noted otherwise.
d. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of bearing member unless noted
otherwise.
x Floor Construction:
a. Provide 3/4" thick APA rated Sturdifloor rated @ 24" o.c., tongue and groove, exposure 1. Glue and nail panels with
10d nails @ 6" o.c. along panel edges and @ 12" o.c. at intermediate supports, unless noted otherwise. Install
sheathing with long dimension perpendicular to joists and end joints staggered.
b. Provide solid blocking between floor joists at all bearing locations. Blocking material shall match floor joist material.
c. Panels shall be identified with the grade-trademark of the American Plywood Association and shall meet the
requirements of U.S. product standard PSI, latest edition for plywood.
d. Floor construction shall have blocking at intervals not greater than 8'-0.
x Roof Construction:
a. Provide 5/8" thick APA plywood sheathing rated 32/16, exposure 1. Install sheathing with long dimension
perpendicular to rafters or trusses and end joints staggered and nails a@ 4" o.c. along panel edges and @ 12" o.c. at
intermediate supports, unless noted otherwise.
b. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below
over-framed areas to provide adequate lateral stability.
c. Provide wind/seismic anchors at supports for all roof joists and trussed rafters. See "Connection Schedule" on the
plans.
d. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shall match
rafter, truss chord or lookout material.
e. Panels shall be identified with the grade-trademark of the American Plywood Association and shall meet the
requirements of U.S. product standard PSI, latest edition for plywood.
x Wind Bracing:
a. Walls over 4'-0" long which are indicated as shear walls on plans have been designed to resist wind forces in
accordance with Section 2306.1 of the IBC.
b. At shear walls, screw 1/2" plywood or OSB to all studs and to top and bottom plates with 10d nails @ 6"o.c.
maximum spacing. All other walls may be nailed w/ 8d nails at 6"o.c. maximum spacing. See shear wall schedule for
more information.
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.
SCALE: 3
4"=1'-0
N
S-1
EXISTING 2x10 @ 16" RAFTERS
EXISTING T&G SOFFIT
10X14 DF RIDGE BEAM
L3 x3 x1/4" w/ (1) 5/8" BOLT
10X14 SHOULDER BEAM
BEYOND, NOTCH TO FIT OVER
8x12
8x8 KING POST
L3 x3 x1/4" x0'-6" w/ (2) 5/8" BOLTS
8x12 DF No. 2
8X8 KNEE-BRACE
EXISTING HEADER TO REMAIN
STUD JAMB COLUMN
VERIFY MIN (3) 2x6
NEW DOOR HEADER
(3) 2x8
EXISTING DOOR HEADER TO BE
REMOVED
(2) 5/8" DIA. THRU-BOLT (4" o.c.)
4'-0"
COUNTER-BORE BOLT HOLES
2"
EXISTING ROOF
BEYOND
2"
1"
8x8 KNEE-BRACE
10x14 SHOULDER
BEAM
3/4" DIA. THRU-BOLT
8x12 D.F. No. 2
TIMBERLOK 6"
SCREWS x4
8x8 KING POST
10x14 RIDGE BEAM
EXISTING ROOF
STRUCTURE
TIMBERLOK 6"
SCREWS x4
TIMBERLOK 6"
SCREWS x4
(2) 2x6 FLAT BACKING BLOCKS
(2) 5
8" x6" DIA LAG BOLTS INTO
END OF 10X14 BEAM
TIMBERLOK 6"
SCREWS x2 INTO
EDGE RAFTER
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 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.
16033
S-1
GENERAL NOTES
B 12.16.16 ISSUED FOR PERMIT
LOT 3, LIA ZNEIMER SUBDIVISION
TOWN OF VAIL, CO
1714 BUFFEHR CREEK RD RENOVATION
NO. ISSUE
PROJECT:
JOB NO.
SHEET NO.
JURISDICTION:
12.16.16
01/03/17