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"c"g" �"MC"a• 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
Code Edition: 2003 IBC following recommendations. All 2" nominal lumber, except studs shall be of DF#2 or better,and solid timber beams and ' r1
post 3" nominal and wider shall be DF#2. IS ir
Live Loads: Od
B. All studs shall be of Stud Grade Douglas Fir or Hem-Fir (HF). + ti
Roof ?? psf C. Built-up 2x nominal lumber members shall be of the following requirements: 0,)
Floor ?? psf 11701 IIIP
Deck ?? psf Element Connection DRB
APPROVED
Beams 2x- DF#2 or better (2)-rows of I 2d nails @ 12" O.C. 4/5/2017 12:00:00
Dead Loads: (sizeperplan) ( )_ 1/2" @24" IBC FASTENING SCHEDULE (TABLE 2304.9. 1) AM
Ian or (2)-rows of dia. thru-bolts o.c.
Roof ?? psf
Beams 3x- DF#2 (2)-rows of I 2d nails @ 12" o.c.
Floor ?? psf (size per plan) or (2)-rows of 1/2" dia.thru-bolts @ 24" o.c.
Deck ?? psfPosts DF or HF#2 or better (2)-rows of I 2d nails @ 6" o.c. CONNECTION FASTENING a'm LOCATION
2x4 or 2x6 studs
Lateral Loads: I.Joist to sill or girder 3-8d common toenail
Basic Wind Speed: 90 mph (3 second gust) 3-3"x 0.131"nail
D. Top and bottom plates shall be of Douglas Fir-Larch or Hem-Fir#2 or better. Plates in direct contact with concrete or 3-3" 14 gage staple
Exposure: C masonry shall be of pressure treated Hem-Fir#2. Preservative treated lumber requires all connections and nailing be
Seismic Site Class: D 2.Bridging to joist 2-8d common toenail each end
galvanived per code. 2-3"x 0.131"nail
Seismic Design Category C E. For all solid or built-upcolumns bearingthrough floor spaces, provide blockingin space with cross sectional area to 2-3" 14 gage staple
g joistP • joistP gg
match column above. Typical door/window headers noted on plans consisting of a single stud are exempt from this 3. 1"x 6"subfloor or less to each joist 2-8d common face nail
general Requirements: requirement. 4.Wider than 1"x 6"subfloor to each joist 3-8d common face nail
A. Structural erection and bracing: The structural drawings illustrate the completed structure with all elements in their final F. Except as otherwise noted,the minimum nailing shall be provided as specified in the "Nailing Schedule" on the drawings (2003
positions supported and braced. The contractor, in the proper sequence, shall provide shoring and bracing as may be IBC Table 2304.9.1). 5.2"subfloor to joist or girder 2- I 6d common blind and face nail
required during construction to achieve the final completed structure. Contact engineer for consultation (not in contract) as G. Bolts used for wood framing connections shall be installed with standard washers and nuts. 6.Sole plate to joist or blocking 16d at 16"o.c. typical face nail
H. Unless noted otherwise, steel connectors such as those manufactured bythe Simpson Company shall be used tojoin rafters, 3"x 0.131"nail at 8"o.c.
required. P P Y 3" 14 gage staple at 12"o.c.
B. Shop drawings: Submit shop and erection drawings for all structural steel, miscellaneous steel, steel joists and girders, steel joists or beams to other beams at flush-framed conditions. Use all specified nails. Connector conditions not otherwise
deck, masonryreinforcingsteel, manufacturedwood joistsglue-lam beams to structural engineerfor noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported, as shown in the
woodtrusses, and Sole plate to joist or blocking at braced wall panel 3- I6d per 16" braced wall panels
review prior to fabrication. This review is forgeneral compliance with the intent of the structural design. The manufacturingmanufacturer's published tables. Contact structural engineer for details as required.
P g (4)-3"x 0.131"nail per 16"
or fabrication of any items prior to written review of the shop drawings will be at the risk of the contractor. The architect 1. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load carrying capacity and deflection (4)-3" 14 gage staple per 16"
and/or contractor are responsible for checkingquantities, dimensions and coordination with other trades. criteria to joists shown on plans. Provide blocking, bracing,web stiffeners and other accessories as required by the
P 7.Top plate to stud 2- I6d common end nail
C. Existing structures: If construction adjoins an existing structure,the contractor shall be responsible for verifying dimensions, manufacturer. Alternative joists of the same depth and spacing may be considered provided their load carrying capacity is 3-3"x 0.131"nail
elevations,framing,foundation and anything else that may affect the work shown on the structural plans. Under pinning, equivalent or greater bending, shear and deflection. All joist alternatives shall be approved by the Engineer of Record (EOR) 3-3" 14 gage staple
shoring and bracing of the existing structure shall be the sole responsibility of the contractor. prior to use. 8.Stud to sole plate 4-8d common toenail
D. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not scale drawings. J. Pre-manufactured trusses shall be designed by a Colorado registered engineer to support the full dead and live loads of the 4-3"x 0.131"nail
E. Construction practices: The general contractor is responsible for means, methods,techniques, sequences and procedures roof, ceiling, and any other superimposed loads. The fabricator shall determine web arrangement and member forces. Load 3-3" 14 gage staple
for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and duration factor for snow loads is 1.0. Calculations and shop drawings shall be submitted to the engineer for review prior to
existing conditions. fabrication. The truss manufacturer shall specify all truss-to-truss connections. Temporary and permanent lateral bracing of 2- I6d common end nail
F. Coordinate requirements for mechanical/electrical/plumbing penetrations through structural elements with structural trusses shall be installed as required by the truss manufacturer. 3-3"x 0.131"nail
K. Laminated Veneer Lumber(LVL) shall have the followingstress properties: 3-3" 14 gage staple
engineer. Prior to installation of such equipment or other items to be attached to the structure,the contractor shall obtain P P
approval for connections and support. Contractor shall furnish required hangers, connections, etc. required for installation • Flexural stress 2800 psi 9.Double Studs 16d at 24"o.c. face nail
of such items, unless specifically noted on plans. • Modulus of elasticity 2,000,000 psi 3"x 0.131"nail at 8"o.c.
• Tensionparallel tograin 2100 psi 3" 14 gage staple at 8"o.c.
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. • Compression parallel to grain 3000 psi 10.Double top plates 16d at 16"o.c. typical face nail3"x 0.131"nail at 12"o.c.
H. The structural engineer may make periodic observation visits to the jobsite for determination of general conformance with • Compression perpendicular to grain 900 psi 3" 14 gage staple at 12"o.c.
the construction documents. Such observation visits shall not replace required inspections by the governing authorities or • Horizontal shear 285 psi
serve as "special inspections"as maybe required bySection 17 of the International BuildingCode. L. For multiple member beam connections, unless noted otherwise in manufacturer's specification, use the following guide:
P P q Double top plates 8- I6d common lap splice
1. Though every effort has been made to provide a complete and clear set of construction documents, discrepancies or • Strong-axis Loading of Beams (vertical loading): 12-3"x 0.131"nail
omissions may occur. Release of these drawings anticipates cooperation and continued communication between the 1. For members 12" deep or less, nail each member to the next with (2)-rows of I 2d nails @ 12" o.c. 12-3" 14 gage staple typical face nail
contractor, architect and engineer to provide the best possible structure. These drawings have been prepared for the use of 2. For members greater than 12" deep, nail each member to the next with (3)-rows of I 2d nails at 12" O.C. I I.Blocking between joist or rafters 3-8d common toenail
a qualified contractor experienced in the construction techniques and systems depicted. 3. For four member beams, bolt through with (2)-rows of 1/2" dia. bolts staggered at 12" o.c. to top plate 3-3"x 0.131"nail
• Weak-axis Loading of Beams (lateral loading): 3-3" 14 gage staple
Structural Glued Laminated Timber: 1. For two or three member beams, nail each member to the next with (3)-rows of I 2d nails @ 12" o.c. 12.Rim joist to top plate 8d at 6"(152mm)o.c. toenail
A. Materials, manufacturer and quality control shall be in conformance with AITC Product Standard PS 66-82, "Structural Glued 2. For four member beams, bolt through with (2)-rows of 1/2" dia. bolts at 12" o.c. 3"x 0.131"nail at 6"o.c.
Laminated Timber" or latest edition. 3. For members consisting of more than four members, contact structural engineer. 3" 14 gage staple at 6"o.c.
B. Laminated members shall be fabricated using Douglas Fir at 12% moisture content in accordance with WCLIB and with the M. Framing Notes: 13.Top plates,laps and intersections 2- I6d common face nail
following combination symbols: • Exterior Walls: 3-3"x 0.131"nail
24F-V4 Simple-span beams a. All exterior walls are 2x6 studs @ 16" o.c.to a maximum height of I 2'-6", 2x6 studs @ 12" o.c.to a maximum height 3-3" 14 gage staple
24F-V8 Continuous or cantilever beams 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" 14.Continuous header,two pieces 16d common 16"o.c.along edge
C. All members shall be Architectural Appearance Grade, unless noted otherwise by the architect. shall be framed with manufactured versa-lam studs, contact engineer for spacing requirements, if not indicated on 15.Ceiling joists to plate 3-8d common toenail
D. All members shall be protected from damage and exposure to moisture prior to and during construction. plans. Cap with a double top plate installed to provide overlapping at corners and at intersections with other 5-3"x 0.131"nail
E. Adhesives shall meet the requirements for wet conditions of service. partitions. If overlap is not possible, strap top plates together with metal strap ties (Simpson ST292 or equivalent). 5-3" 14 gage staple
F. Do not camber laminated members unless specifically indicated on the plans. b. Gable-end walls shall be balloon-framed to the bottom of rafters. 16.Continuous header to stud 4-8d common toenail
c. Floor to roof framing members must be aligned to bear within 5" of the studs beneath. 3- I6d common minimum,Table 2308.10.4.1 face nail
17.Ceiling joists,laps over partions
d. Provide 1/2"thick APA sheathing(plywood or OSB)with floor/roof span rating of 24/16, exposure 1, at exterior face 4-3"x 0.131"nail
(See Section 2308.10.4.1,Table 2308.10.4.1) 4-3" 14 gage staple
of exterior walls. Block all horizontal joints.
e. Exterior headers 6'-6" and longer shall be (3)-2x 12 with (2)-2x6 trimmers and (1)-king stud. Headers 6'-5"and shorter 3- I6d common minimum,Table 2308.10.4.1 face nail
18.Ceiling joists to parallel rafters 4-3"x 0.131"nail
shall be (3)-2x10 headers,with (2)-2x6 trimmer and (I)-2x6 king stud each end, unless noted otherwise on plans. (See Section 2308.10.4.1,Table 2308.10.4.1)
f. At beam bearing locations in stud walls, provide multiple-studs post equal to width of bearing member unless noted 4-3" 14 gage staple
otherwise. 3-8d common
toenail
19.Rafter to plate
• Interior Load Bearing Walls: (See Section 2308.10.1,Table 2308.10.1) 3-3"x 0.131"nail
3-3" 14 gage staple
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 20. I"diagonal brace to each stud and plate 2-8d common face nail
other partitions. If overlap is not possible, strap top plates together with metal strap ties (Simpson ST292 or 2-3"x 0.131"nail
2-3" 14 gage staple
equivalent).
b. Floor and roof framing members must be aligned to bear within 5"of stud beneath. 21. I"x 8"sheathing to each bearing wall 2-8d common face nail
c. Provide (2)-2x 10 headers over all openings in wall,with (1)-2x4 or(I)-2x6 trimmer and (1)-2x4 or(1)-2x6 king stud 22.Wider than 1"x 8"sheathing to each bearing 3-8d common face nail
each end, unless noted otherwise. wall
Reinforced Concrete: d. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of bearing member unless noted 23.Built-up corner studs 16d common 24"o.c.
A. All structural concrete had been designed in accordance with ACI 318-99. All structural concrete construction work shall otherwise. 3"x 0.131"nail 16"o.c.
g 3" 14 gage staple 16"o.c.
conform to ACI 301-99 (or latest edition) unless noted otherwise. • Floor Construction:
B. Cast in place concrete shall be made with type 1/11 sulfate-resistant cement to maintain the following requirements, a. Provide 3/4"thick APA rated Sturdifloor rated @ 24" o.c.,tongue and groove, exposure 1. Glue and nail panels with 24.Built-up girder and beams 20d common at 32"o.c. face nail at top and bottom staggered
3"x 0.131"nail at 24"o.c. opposite sides
admixtures containing chloride salts shall not be used. I Od nails @ 6" o.c. along panel edges and @ 12" o.c. at intermediate supports, unless noted otherwise. Install 3" 14 gage staple at 24"o.c. ono pp
sheathing with long dimension perpendicular to joists and end joints staggered.
Element: F'c Mix Type Max W/C Ratio %Air b. Provide solid blocking between floor joists at all bearing locations. Blocking material shall match floor joist material. 2-20d common
Foundations& Footings 3000 psi ---- ---- c. Panels shall be identified with the grade-trademark of the American Plywood Association and shall meet the 3-3"x 0.131"nail face nail at ends and at each splice
Interior Slabs on Grade 3000 psi 0.5 ---- requirements of U.S. product standard PSI, latest edition for plywood. 3-3" 14 gage staple
Exterior Slabs on Grade 4500 psi 0.45 6-8% d. Floor construction shall have blocking at intervals not greater than 8'-0. 25.2"planks -
16d common at each bearing
• Roof Construction: -
26.Collar tie to rafter 3- I Od common face nail
C. Concrete coverage for reinforcing steel shall provide the following: a. Provide 5/8" thick APA plywood sheathing rated 32/16, exposure 1. Install sheathing with long dimension 4-3"x 0.131"nail
1. Concrete poured permanently against earth: 3" perpendicular to rafters or trusses and end joints staggered and nails a@ 4" o.c. along panel edges and @ 12" o.c. at 4-3" 14 gage staple face nail
2. Concrete poured in forms (exposed to weather or earth): 2" intermediate supports, unless noted otherwise. 27.Jack rafter to hip 3- I Od common toenail
3. Concrete (not exposed to weather or earth) b. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below 4-3"x 0.131"nail
• Slabs and walls 3/4" over-framed areas to provide adequate lateral stability. 4-3" 14 gage staple
• Beams and columns 1 1/2" c. Provide wind/seismic anchors at supports for all roof joists and trussed rafters. See "Connection Schedule" on the
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 plans. 2- I 6d common face nail
sq-ft within 12 hours of pouring. Carry reinforcement through joints and locate isolation joints around columns at exterior d. Provide solid blocking between roof rafters,trusses and lookouts at all bearing locations. Blocking material shall match 3-3"x 0.131"nail
wall. Consult engineer prior to connecting the slab on grade to other portions of the superstructure. rafter,truss chord or lookout material. 3-3" 14 gage staple
E. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual of Concrete Practice. e. Panels shall be identified with the grade-trademark of the American Plywood Association and shall meet the 28.Roof rafter to 2-by ridge beam 2- I 6 common toenail
F. Anchor bolts in wood sill plates shall be spaced at a maximum of 36" on center, unless noted otherwise on shear wall requirements of U.S. product standard PSI, latest edition for plywood. 3-3"x 0.131"nail
12" • Wind Bracing:
3-3" 14 gage staple
schedule,with one anchor at from each end or corner and a minimum of two anchors per piece. Bolts for beam and g:
column bearing plates shall be set with templates. a. Walls over 4'-0" long which are indicated as shear walls on plans have been designed to resist wind forces in
G. Expansion bolts shall be placed a minimum of 6 bolt diameters from concrete edge and maintain a 10 bolt diameter in spacing, accordance with Section 2306.1 of the IBC. 2- I 6d common face nail
3-3"x 0.131"nail
unless noted otherwise. b. At shear walls, screw 1/2" plywood or OSB to all studs and to top and bottom plates with I Od nails @ 6"o.c. 3-3" 14 gage staple
H. Any stop in concrete work must be made at third point of span with verticcal bulkheads and horizontal shear keys, unless maximum spacing.All other walls may be nailed w/8d nails at 6"o.c. maximum spacing. See shear wall schedule for
noted otherwise. Slabs,footings, beams and walls shall not have in a horizontalplane. more information. 29.Joist to band joist 3- I 6d common face nail
g joints5-3"x 0.131"nail
5-3" 14 gage staple
Reinforcing Steel: 30.Ledger strip 3- I 6d common face nail
A. All reinforcement detailing,fabrication and placement shall conform to the ACI Details and Detailing of Reinforcement (ACI NOTES TO TABLE 2304.9.1 4-3"x 0.131"nail
315-99). 4 For SI: I inch=25.4mm. 2 3/8"x 0.113"nails and 3"x 0.131"nails are standard 8d and I Od Gun nails. -3" 14 gage staple
B. All reinforcing shall be of high grade deformed bars conforming to ASTM A6I5,grade 60, except ties and anchors which shall
31.Wood structural panels and particleboard: 1/2"and less 6d`'
conform to ASTM A615,grade 40 or ASTM A706,grade 60. a. Common or box nails are permitted to be used except where otherwise stated. Subfloor,roof and wall sheathing 2 3/8"x 0.131"nail"
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 b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where (to framing):b 1 3/4"x 16 gage°
spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls,
and end splices and be wired together. 19/32 ' 9
"to 3/4" 8d (per J&1c)
refer to Section 2305. Nails for wall sheathing are permitted to be common,box or casing. 2 3/8"x 0.131"nail
D. Lap splices of reinforcement,where permitted, shall be a minimum of 48 bar diameters for#6 bar and smaller and 80 bar c. Common or deformed shank. 2" 16 gage
diameters for#7 and#8 bar, unless noted otherwise. Contact engineer for splicing recommendations prior to construction d. Common 7/8"to 1" ad`
where not specifically detailed or noted. Do not weld or use mechanical splicing. e. Deformed shank.
f. Corrosion-resistant sidingor casingnail. d
E. Continuous top bars shall be spliced at mid-span and continuous bottom bars over supports. 11/8"to 11/4" lod or 8de
g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.
F. At corners make bar continuous or through discontinuityprovide corner bars. Corner bars to extend 3'-0" each side ofSingle Floor(combination subfloor- 3/4"and less 6de
gh. Corrosion-resistant roofing nails with 7/16-inch diameter head and I 1/2 inch length for I/2-inch sheathing and
underlayment to framing): 7/8"to I" 8de
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. 1 3/4 inch length for 25/32-inch sheathing. I I/8"to I 1/4" IOddor 8de
Provide#5 x 5'-0" diagonal at all openings/steps in walls, slabs and beams. i. Corrosion-resistant staples with nominal 7/16-inch crown and 11/8 inch length for I/2-inch sheathing and 11/2 inch
„ . length for 25/32-inch sheathing. Panel supports at I6 inches(20 inches if strength axis is the long direction of 32.Panel siding(to framing) I/2"or less 6df
G. Contractor shall place (2)-#5 s vertically full height of wall at high side of all wall steps higher that 4'-0 1n addition to wall the panel,unless otherwise marked). 5/8" 8df
reinforcing shown otherwise. j. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
H. Extend reinforcing steel a minimum of 2'-6"through cold joints and coordinate cold joint locations with structural engineer. k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. 33.Fiberboard sheathing:g 1/2" No. I I gage roofing nail h
1. For roof sheathing applications,8d nails are the minimum required for wood structural panels 6d common nail
m. Staples shall have a minimum crown width of 7/16 inch. No. 16 gage staple'
n. For roof sheathing applications,fasteners spaced at 4 inches on center at edges,8 inches at intermediate supports. 25/32" No. I I gage roofing nail h
Structural Steel: o. Fasteners spaced 4 inches on center at edges,8 inches at intermediate supports for subfloor and wall sheathing and 3 8d common nail
A. Structural steel shall be detailed,fabricated and erected in accordance with the latest provisions of AISC "Manual of Steel inches on center at edges,6 inches at intermediate supports for roof sheathing. No. 16 gage staple'
Construction". p. Fasteners spaced 4 inches on center at edges,8 inches at intermediate supports.
shapes, includingplates and angles, shall conform to ASTM A36. Tube shapes shall conform to 34.Interior paneling 1/4" 4d k
B. All structural steel rolled
g P 3/8" 6d
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.
PROJECT: 100 E. MEADOW DRIVE JURISDICTION: SHEET NO.
Grout: UNITS 7A, 8, 21, 22
A. All grout beneath column plates and steel beams at bearing shall be non-shrink, non-metallic type grout. KERRIGAN
B. Grout shall have a minimum compressive strength of 3500 psi. I) • • • • • • • • • •
GENERAL NOTES TOWN OF VAIL CO C
WINDOW & DOOR HEADER SCHEDULE
engineering
P.O. Box 3032 • Eagle, Colorado 81631 H 0 12.01.16 PROGRESS SET
m NO. DATE REASON FOR ISSUING THIS DRAWING JOB NO. J16034