HomeMy WebLinkAboutB16-0242_S.2_1478902193.pdf4x12 DF No. 2
6x6 (E)
DWN
6x6 (E)
DWN
3x10 DF No. 2, LEDGER
FA
S-3
FB
S-3
FC
S-3
FD
S-3
FE
S-3
FLOOR OPENING TO BE
IN-FILLED WITH NEW
FRAMING
STAIRWAY OPENING TO
BE IN-FILLED WITH NEW
FLOOR PLANKS
OPENING TO BE
IN-FILLED WITH NEW
FLOOR PLANKS
VERIFY CONDITION OF EXISTING
SUNDECK AND REPLACE AS
SHOWN IF NECESSARY
6x6
COL. DN
REPLACE EXISTING
NOTCHED 8x8 BEAM
WITH SAME SIZE BEAM
COLUMN UP AND DN
COLUMN UP
COLUMN UP AND DN
UPPER FLOOR FRAMING PLAN
Design Criteria:
Code Edition: 2012 IRC
Live Loads:
Roof 100 psf (snow)
Floor 40 psf
Deck 100 psf (snow)
Dead Loads:
Roof 20 psf
Floor 10 psf
Deck 15 psf
Lateral Loads:
Basic Wind Speed: 90 mph (3 second gust)
Exposure: 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 Schedule" on the drawings ( 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. Manufactured trusses shall be designed by a Colorado registered engineer to support the full dead and live loads of the roof,
ceiling, and any other superimposed loads. The fabricator shall determine web arrangement and member forces. Load
duration factor for snow loads is 1.0. Calculations and shop drawings shall be submitted to the engineer for review prior to
fabrication. The truss manufacturer shall specify all truss-to-truss connections. Temporary and permanent lateral bracing of
trusses shall be installed as required by the truss manufacturer.
K. Laminated Veneer Lumber (LVL) shall have the following stress properties:
x Flexural stress 2400 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 (2)-11 7
8" LVL with (2)-2x6 trimmers and (1)-king stud. Headers 6'-5" and
shorter shall be (2)-9 1
4"LVL headers with foam board spacer, with (1)-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 bearing 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.
e. Floor construction consisting of tongue and groove planking shall use DF No. 1 grade wood or better. Fasten planks
to all supporting members with (3) No. 8 wood screws set flush to top surface of plank.
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.
Structural Glued Laminated Timber:
A. Materials, manufacturer and quality control shall be in conformance with AITC Product Standard PS 66-82, "Structural Glued
Laminated Timber" or latest edition.
B. Laminated members shall be fabricated using Douglas Fir at 12% moisture content in accordance with WCLIB and with the
following combination symbols:
20F-E6 Simple-span beams
20F-E6 Continuous or cantilever beams
C. All members shall be Architectural Appearance Grade, unless noted otherwise by the architect.
D. All members shall be protected from damage and exposure to moisture prior to and during construction.
E. Adhesives shall meet the requirements for wet conditions of service.
F. Do not camber laminated members unless specifically indicated on the plans.
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 shall provide in the proper sequence shoring and bracing as may be required
during construction to achieve the final completed structure. Contact engineer for consultation as required.
B. Shop drawings: Submit shop and erection drawings for all manufactured wood trusses to structural engineer for review
prior to fabrication. This review is for general compliance with the intent of the structural design. The manufacturing or
fabrication of any items prior to written review of the shop drawings will be at the risk of the contractor. The architect
and/or contractor are responsible for checking quantities, dimensions and coordination with other trades.
C. 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. When modifying
existing structures is likely that items may be discovered during construction that were not planned for. Contractor shall
discuss these discoveries with Architect and Engineer as they arise in order to seek a resolution.
D. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not scale drawings.
E. 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.
F. 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.
G. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the
latest edition of the IBC/ IRC.
H. 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.
I. 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.
Foundations:
A. Design is based upon assumed values. Foundation construction may not proceed without verification of these value at open
hole inspection. If discrepancies exist in actual site conditions, notify EOR for review.
B. Concrete pier footings are based upon a maximum allowable design soil bearing pressure of 2000 psf (dead load plus full live
load).
C. Footings shall bear on firm, undisturbed natural soil or properly compacted structural fill in accordance with the
recommendations of the geotechnical engineer including proof-rolling and over-excavation as required. All footings are to
bear a minimum of 48" below exterior grade. Center all footings (drilled piers) under walls, columns or grid lines unless
otherwise noted on plans.
D. Avoid excessive wetting or drying of the excavations, keeping the excavation reasonably free from water during placement of
concrete. Provide continuous perimeter drains around the base of foundation and retaining walls.
E. Backfill shall be compacted to meet a 95% minimum standard Proctor density. Backfill shall be placed in 12" maximum
vertical lifts or as detailed in the soils report and shall be free of deleterious material and compacted in a manner that does
not damage the foundation, waterproofing or damp-proofing material.
F. Contractor shall retain a licensed geotechnical engineer to verify soils conditions during excavation. Verify any discrepancies
from the assumed values in writing to structural engineer for re-evaluation of the foundation design.
Reinforced Concrete:
A. 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 Piers /Slabs on Grade 4500 psi 0.45 6-8%
B. 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. Anchor bolts in wood sill plates shall be spaced at a maximum of 36" on center, unless noted otherwise on shear wall
schedule, with one anchor at 12" from each end or corner and a minimum of two anchors per piece. Bolts for beam and
column bearing plates shall be set with templates.
G. 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.
H. 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.
1/4" = 1'-0"
16012
S-2
UPPER LEVEL FRAMING PLAN MODIFICATIONS
1956 GORE CREEK DRIVE TOWN OF VAIL, CO
SINCLAIR RESIDENCE REMODEL
NO. ISSUE
PROJECT:
JOB NO.
SHEET NO.
JURISDICTION:
1 06.21.16 ISSUED FOR PERMIT
6.21.16
07/19/16