HomeMy WebLinkAboutB16-0212_S-1 Structural Plan_1479510031.pdfEXISTING COLUMN AND
PARTITION FROM UPPER
FLOOR TO LOWER FLOOR
TO BE REMOVED
EXISTING COLUMN TO
REMAIN (REINF. RE: D/S-2)
EXISTING GLB 5 1
8"x18 TO
REMAIN (UPPER FLOOR BEAM)
REINFORCE EXIST.
MICRO-LAM BEAM w/
STEEL W12x22 RE: C/S-2
VERIFY COLUMN SECTION
= 30 SQ. IN. (MIN.)
EXISTING COLUMN TO
REMAIN OR REPLACE w/
EQUIVALENT STRENGTH
STEEL COLUMN
C6X13 CHANNEL
S-2A
W8x18 w/
KNEE-BRACE
BELOW
2x8 DF No. 2
PURLINS @ 16"
PLYWOOD
LEDGER
NEW WINDOW HEADER
FRAMING
RE: B AND E S-2
NEW WINDOW HEADER
FRAMING
RE: E-S2
STRUCTURAL PLAN
PLAN NOTES:
1. MODIFICATIONS SHOWN ARE BASED ON LIMITED VISUAL OBSERVATION OF EXISTING CONDITIONS
AND REVIEW OF THE ORIGINAL CONSTRUCTION DRAWINGS. IT IS IMPERATIVE THAT DISCREPANCIES
BETWEEN THESE PLANS, THE ORIGINAL CONSTRUCTION PLANS AND ACTUAL CONDITIONS
DISCOVERED DURING DEMOLITION AND EXPOSING OF THE STRUCTURAL ELEMENTS BE REPORTED TO
THE ENGINEER OF RECORD (EOR).
2. NOTIFY EOR ONCE DRYWALL IN THE AREAS TO BE MODIFIED HAS BEEN REMOVED SO THAT A MORE
THOROUGH INSPECTION CAN BE CONDUCTED.
3. FIELD MEASURE EXISTING CONDITIONS PRIOR TO ORDERING, FABRICATING AND CUTTING NEW ITEMS
THAT WILL ABUT OR CONNECT TO EXISTING ELEMENTS.
4. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED OF 2x6 STUDS SPACED AT 16" o.c., TYPICAL, UNLESS
NOTED OTHERWISE - RE: EXTERIOR WALL CONSTRUCTION SECTION IN THE STRUCTURAL GENERAL
NOTES, SHEET S1.1. ALL WALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR
TO ROOF (INCLUDING RAKE WALLS).
1/4" = 1'-0"
Design Criteria:
Code Edition: 2012 IBC
Live Loads:
Roof 100 psf
Floor 40 psf
Loft (uninhabitable) 20 psf
Dead Loads:
Roof 10 psf
Floor 10 psf
Loft 10 psf
Lateral Loads:
Basic Wind Speed: 90 mph (3 second gust)
Exposure: C
Seismic Site Class: D
Seismic Design Category C
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: If 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. All methods used for construction shall be in accordance with the
latest edition of the IBC.
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.
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 standard
top flange 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 2400 psi
x Modulus of elasticity 1,900,000 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 2x4 studs @ 16" o.c. to a maximum height of 12'-6", 2x4 studs @ 12" o.c. to a maximum height of 14'-0".
Walls taller than 14'-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 shall be as shown.. Headers shall be supported with header hangers to full height jamb ("king") studs as shown on
plan ( 2 studs, minimum).
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. 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" (u.n.o.) 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 rafters. Provide solid blocking between roof rafters, trusses and
lookouts at all bearing locations. Blocking material shall match rafter, truss chord or lookout material.
d. 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 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.
16010
S-1
GENERAL NOTES
0 5.2.16 ISSUED FOR PERMIT
1450 LIONS RIDGE LOOP TOWN OF VAIL, CO
THE ROACH RESIDENCE - REMODEL
NO. ISSUE
PROJECT:
JOB NO.
SHEET NO.
JURISDICTION:
5.2.16
06/22/16