HomeMy WebLinkAboutS-0 General Notes24" o.c.
16" o.c.
16" o.c.
16d common
3" x 0.131" nail
3" 14 gage staple
23. Built-up corner studs
6d common nail
1 3/4 inch length for 25/32-inch sheathing.
m. Staples shall have a minimum crown width of 7/16 inch.
a. Common or box nails are permitted to be used except where otherwise stated.
refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
j. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
l. For roof sheathing applications, 8d nails are the minimum required for wood structural panels
inches on center at edges, 6 inches at intermediate supports for roof sheathing.
p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
For SI: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails.
g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.
b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where
spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls,
h. Corrosion-resistant roofing nails with 7/16-inch diameter head and 1 1/2 inch length for 1/2-inch sheathing and
i. Corrosion-resistant staples with nominal 7/16-inch crown and 1 1/8 inch length for 1/2-inch sheathing and 1 1/2 inch
length for 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of
k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
n. For roof sheathing applications, fasteners spaced at 4 inches on center at edges, 8 inches at intermediate supports.
o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3
c. Common or deformed shank.
f. Corrosion-resistant siding or casing nail.
the panel, unless otherwise marked).
d. Common
e. Deformed shank.
NOTES TO TABLE 2304.9.1
34. Interior paneling
25/32" No. 11 gage roofing nail
3/8"
1/4"
No. 16 gage staple
8d common nail
No. 16 gage staple i
i
6d
4dj
k
h
b
(to framing):
underlayment to framing):
32. Panel siding (to framing)
Single Floor (combination subfloor-
33. Fiberboard sheathing: g
29. Joist to band joist
Subfloor, roof and wall sheathing
31. Wood structural panels and particleboard:
30. Ledger strip
28. Roof rafter to 2-by ridge beam
27. Jack rafter to hip
24. Built-up girder and beams
26. Collar tie to rafter
25. 2" planks
1 3/4" x 16 gage
2 3/8" x 0.131" nail
2 3/8" x 0.131" nail
1/2" No. 11 gage roofing nail
1 1/8" to 1 1/4" 10d or 8d
1 1/8" to 1 1/4" 10d or 8d
7/8" to 1" 8d
5/8" 8d
1/2" or less 6d
19/32" to 3/4" 8d (per J&K)
7/8" to 1" 8d
3/4" and less 8d
f
d
e
f
e
2" 16 gage
c
d
e
d
e
p
3 - 16d common
5 - 3" x 0.131" nail
5 - 3" 14 gage staple
3 - 16d common
4 - 3" x 0.131" nail
4 - 3" 14 gage staple
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
1/2" and less 8d c,l
h
p
face nail
face nail
face nail
o
n
3 - 10d common
4 - 3" x 0.131" nail
4 - 3" 14 gage staple face nail
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
3 - 10d common
4 - 3" x 0.131" nail
4 - 3" 14 gage staple
16d common
2 - 20d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
20d common at 32" o.c.
3" x 0.131" nail at 24" o.c.
3" 14 gage staple at 24" o.c.
face nail
toenail
toenail
face nail
at each bearing
face nail at ends and at each splice
face nail at top and bottom staggered
on opposite sides
13. Top plates, laps and intersections
18. Ceiling joists to parallel rafters
(See Section 2308.10.4.1, Table 2308.10.4.1)
22. Wider than 1" x 8" sheathing to each bearing
wall
21. 1" x 8" sheathing to each bearing wall
20. 1" diagonal brace to each stud and plate
19. Rafter to plate
(See Section 2308.10.1, Table 2308.10.1)
15. Ceiling joists to plate
16. Continuous header to stud
14. Continuous header, two pieces
17. Ceiling joists, laps over partions
(See Section 2308.10.4.1, Table 2308.10.4.1)
12. Rim joist to top plate
11. Blocking between joist or rafters
to top plate
Double top plates
9. Double Studs
10. Double top plates
8. Stud to sole plate
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
3 - 16d common minimum, Table 2308.10.4.1
4 - 3" x 0.131" nail
4 - 3" 14 gage staple
3 - 16d common minimum, Table 2308.10.4.1
4 - 3" x 0.131" nail
4 - 3" 14 gage staple
3 - 8d common
2 - 8d common
2 - 8d common
2 - 3" x 0.131" nail
2 - 3" 14 gage staple
3 - 8d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
16d common
4 - 8d common
3 - 8d common
5 - 3" x 0.131" nail
5 - 3" 14 gage staple
face nail
face nail
face nail
toenail
face nail
face nail
16" o.c. along edge
toenail
toenail
8 - 16d common
12 - 3" x 0.131" nail
12 - 3" 14 gage staple typical face nail
16d at 16" o.c.
3" x 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.
3 - 8d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
8d at 6" (152mm) o.c.
3" x 0.131" nail at 6" o.c.
3" 14 gage staple at 6" o.c.
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
4 - 8d common
4 - 3" x 0.131" nail
3 - 3" 14 gage staple
16d at 24" o.c.
3" x 0.131" nail at 8" o.c.
3" 14 gage staple at 8" o.c.
face nail
lap splice
toenail
toenail
end nail
face nail
typical face nail
toenail
IBC FASTENING SCHEDULE (TABLE 2304.9.1)
4. Wider than 1" x 6" subfloor to each joist
6. Sole plate to joist or blocking
5. 2" subfloor to joist or girder
Sole plate to joist or blocking at braced wall panel
7. Top plate to stud
1. Joist to sill or girder
3. 1" x 6" subfloor or less to each joist
CONNECTION
2. Bridging to joist
3 - 8d common
2 - 16d common
2 - 16d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
16d at 16" o.c.
3" x 0.131" nail at 8" o.c.
3" 14 gage staple at 12" o.c.
3 - 16d per 16"
(4)-3" x 0.131" nail per 16"
(4)-3" 14 gage staple per 16"
2 - 8d common
3 - 8d common
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
2 - 8d common
2 - 3" x 0.131" nail
2 - 3" 14 gage staple
FASTENING a, m
face nail
end nail
typical face nail
blind and face nail
braced wall panels
face nail
toenail each end
LOCATION
toenail
q
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
Foundations:
A. Design is based upon soil properties provided by HP Geotech, report Job No 116 002A, dated January 15, 2016 and
supplement letter dated March 7, 2016 . Foundation construction may not proceed without verification of these values. If
discrepancies exist between the actual site conditions and the soil conditions indicated in the report contact EOR for further
direction. Concrete footing sizes shown are based upon a minimum allowable design soil bearing pressure of 2000 psf for
footings that bear on the natural gravel soils below the uncontrolled fill material.
B. All 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. 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.
C. Backfill shall be compacted to meet a 95% minimum standard Proctor density per ASTM D-1557 unless otherwise noted in
the geotechnical report. 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. If soft spots are encountered contractor shall remove material and re-compact w/ approved material
Finished grading shall drain away from the foundation wall at a minimum of 5%.
D. Do not backfill against lower level walls or walls in retaining until all supporting elements are in place and properly anchored
or adequate shoring is installed. Concrete slabs shall be properly cured.
E. 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..
Micro Piles:
A. Piles shall be designed and installed to resist a design service load of 15,000 lbs per pile. The factor of safety applied to the
design loads to obtain the ultimate load capacity of each pile shall be 2, unless otherwise recommended by the pile
contractor.
B. Installation shall be done by a manufacturer authorized contractor, with proof of current authorization being submitted to
the structural engineer prior to installation.
C. Specific micro pile components shall be designed by micro pile contractor, and bear the stamp of a registered engineer.
These items include but are not limited to: reinforcing, casing, grout design mix,
D. Pile to footing connection to be designed by micro pile contractor.
E. Micro pile bearing plate shall effectively distribute the design force to the footing concrete such that the lone shear
requirements of ACI 349, Appendix B, are met and the bending stress does not exceed 0.55 fy for steel.
F. Submit shop drawings including pile/ shaft sizes and types, locations, tolerances, and capacities. Also the contractor's
cataloged cuts, general installation plan and data sheets shall be submitted to structural engineer for review prior to
installation. Calculations shall be included, bearing the stamp of a registered engineer.
G. The geotechnical engineer shall be present during installation.
H. The maximum tolerance for top of pile alignment shall not exceed 1% of total length alignment +/-. Do not force into
alignment.
I. All piles shall have a minimum corrosion protection of hot dipped galvanization. The geotechnical engineer shall determine if
further corrosivity protection is required, and the pile contractor shall determine required mediation.
J. A written record shall be kept for each pier including the following:
x Date of installation
x Location of pile
x Description of lead section
x Number and size of piles
x Number of extensions used
x Depth of installation from a known reference point
x Torque at termination of pile
M. Pier holes shall be cleaned, dewatered and inspected by the geotechnical engineer prior to pouring concrete.
N. Micro pile contractor is responsible for the micro pile testing and procedures, at his expense, and shall provide Verification
Test and Proof Test data to the structural engineer and architect.
Reinforced Concrete:
A. All structural concrete had been designed in accordance with ACI 318-99. All structural concrete construction work shall
conform to ACI 301-99 (or 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. 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.
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 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 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" 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.
Non-Structural Elements:
A. All elements not specifically structural such as non bearing partitions attached to and/or supported by the sub/super
structure shall take into account any deflections and other structural movement.
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.
CONSTRUCTION
CONST.
HT.
INT.
HORIZ.
HDR.
GEN.
GYP.
G.L.
GYPSUM/GYPCRETE
HEIGHT
INTERIOR
GENERAL
HEADER
HORIZONTAL
GLUE-LAM
EQUIV.
FDN.
FTG.
GA.
FLR.
EXP.
EXT.
EXSTG.
EA.
ENG.
ELEV.
DWG.
DBL.
EQUIVALENT
FOUNDATION
FOOTING
GAUGE
FLOOR
EXISTING
EXPANSION
EXTERIOR
EACH
ELEVATION
ENGINEER
DOUBLE
DRAWING
UNLESS NOTED OTHERWISE
VERTICAL
WELDED WIRE FABRIC
WITHOUT
WITH
W.W.F.
W/O
W/
U.N.O.
VERT.
TRANSVERSE
TYPICAL
TONGUE & GROOVE
TOP OF WALL
THROUGH
TOP OF FOOTING
TRANSV.
TYP.
THRU
T.O.W.
T.O.F.
T&G
SIMILAR
STRUCTURAL
STANDARD
SPECIFICATION
SECTION
SCHEDULE
STRUCT.
STD.
SCHED.
SPEC.
SIM.
SECT.
CANT.
CONN.
CONT.
CONC.
COL.
CLR.
L
C
BOT.
B.O.W.
BRG.
BLKG.
BM.
BLDG.
ARCH.
APPROX.
ANCH.
CANTILEVER
CONNECTION
CONTINUOUS
CLEARANCE
COLUMN
CONCRETE
CENTERLINE
APPROXIMATELY
BOTTOM OF WALL
BLOCKING
BOTTOM
BEARING
BEAM
ARCHITECT
BUILDING
ANCHOR
A.B. ANCHOR BOLT
LAMINATED STRAND LUMBER
ORIENTED STRAND BOARD
LAMINATED VENEER LUMBER
REINFORCE/REINFORCEMENT
PLATE
PLYWOOD
REFERENCE
REQUIRED
REVISION
REV.
RE:
REQ'D
REINF.
PLYWD.
OSB
PL
MAXIMUM
MANUFACTURER
MINIMUM
NOMINAL
ON CENTER
MATERIAL
MECHANICAL
MANUF.
O.C.
NOM.
MIN.
MAX.
MAT'L
MECH.
LSL
LVL
LONGITUDINAL
JOIST
LONGIT.
JST.
DOWEL
DWL.
E.O.R. ENGINEER OF RECORD
TOP OF STEEL
T.O.S.
ABBREVIATION LIST
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.
15031
S-0
GENERAL NOTES
4 3.14.16
TOWN OF VAIL, CO
MATTERHORN INN
NO. ISSUE
PROJECT:
JOB NO.
SHEET NO.
JURISDICTION:
REVISED FOUNDATION PLAN, ADDED MICRO-PILE NOTES
3.14.16
06/15/16