HomeMy WebLinkAboutB16-0149_4S0-R_1478907801.pdfDESIGN LOADS: 2012 International Building Code with Town of Vail Amendments, ASCE 7-10
Occupancy Category | Snow | Wind | Seismic |
II | Standard | 1.0 | 1.00 | 1.00 |
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Roofs:
Roof Dead Load 15 psf
Ground Snow: Roof Pitch < 4:12, Pg = 100 psf
Roof Pitch >= 4:12, Pg = 80 psf
Snow Exposure Factor Ce 1.0
Thermal Factor Ct 1.2
Ballast 10 psf
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Wind:
Basic Wind Speed (3-second gust) 115 mph
Wind Exposure C
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Seismic:
Spectral Response Acceleration Coefficient
Short Period Ss 0.252g Sds 0.268g
One Second S1 0.072g Sd1 0.115g
Soils Site Class D
Seismic Design Category B
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FOUNDATION DESIGN:
Refer to Soils Report no. 13-6024 by Ground Engineering Consultants, dated December 5, 2013.
Geotechnical Engineer shall verify soil conditions and types during excavation and prior to
placement of formwork or concrete.
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FOOTINGS:
Design of footings is based on maximum allowable bearing pressure 5,000 psf
Bear on the natural undisturbed soil or compacted structural fill. Exterior footings
shall bear below frost depth; minimum frost depth shall be 4'-0" below exterior grade.
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REINFORCED CONCRETE:
Design is based on ACI 318-05 "Building Code Requirements for Structural Concrete" and
ACI 332-04 Requirements for Residential Concrete Construction. Concrete work shall
conform to ACI 301-05 Standard Specifications for Structural Concrete.
Structural concrete shall have the following properties:
| | Max | | Slump, | Entrained | | |
|f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,|
Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments |
Footings | 4,500 | 0.45 | 3/4" Stone | 4 | 6 | I/II | |
Walls | 4,500 | 0.45 | 3/4" Stone | 4 | 6 | I/II | |
Detailing, fabrication, and placement of reinforcing steel shall be in accordance with
ACI 315-05 Details and Detailing of Concrete Reinforcement.
Reinforcing bars shall conform to ASTM A615-04a, Grade 60, except ties or bars shown to
be field-bent, which shall be Grade 40.
Bars to be welded shall conform to ASTM 706-04a.
Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum).
At corners and intersections, make horizontal bars continuous or provide matching corner
bars for each layer of reinforcement.
Trim openings in walls and slabs with 2-#5 for each layer of reinforcement, fully
developed by extension or hook.
Except as noted on the drawings, concrete protection for reinforcement in cast-in-place
concrete shall be as follows:
Cast against and permanently exposed to earth: 3
Exposed to earth or weather:
#5 bar, W31 or D31 wire, and smaller 1-1/2
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STRUCTURAL STEEL:
Structural steel shall be detailed, fabricated, and erected in accordance with the
"Specification for Structural Steel Buildings" (AISC 360) and the
"Code of Standard Practice for Steel Buildings and Bridges" (AISC 303) by the
American Institute of Steel Construction (AISC).
Other rolled shapes, including plates, channels, WTs, and angles shall conform to
ASTM A36-04, 36 ksi yield.
Anchor rods shall conform to ASTM F1554-99, Grade 36 as noted on the
Structural Drawings with weldability supplement S1.
Expansion anchors shall be approved "wedge" type unless specifically noted to be "sleeve"
type as noted on the Structural Drawings.
Chemical anchors shall be approved epoxy or similar adhesive type as appropriate for
installation in solid and non-solid base materials.
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STRUCTURAL WOOD & TIMBER:
In-Grade Base Values have been used for design.
2x framing shall be S4S Hem Fir-Larch No. 2 and better unless noted otherwise.
All lumber shall be 19% maximum moisture content, unless noted otherwise.
Solid timber beams and posts shall be Douglas Fir-Larch No. 1.
Studs shall be Hem Fir-Larch Stud grade and better.
Top and bottom plates shall be Hem Fir-Larch No. 2 and better.
Fasteners for use with treated wood shall comply with IBC Section 2304.9.5
Wood in contact with concrete shall be pressure-treated Douglas Fir-Larch or
Southern Yellow Pine.
Preservative treated wood shall be treated in accordance with AWPA U1 and AEPA M4.
Conventional light framing shall comply with IBC Section 2308.
Provide solid blocking between joists under jamb studs of openings.
Columns must have a continuous load path to foundation.
Unless otherwise indicated, install two lengths of
solid blocking x joist depth x 12 inches long in floor framing under column loads.
All beams and trusses shall be braced against rotation at points of bearing.
Except as noted otherwise, minimum nailing shall be provided as specified in
IBC Table 2304.9.1 "Fastening Schedule."
Metal framing anchors shown or required, shall be Simpson Strong-Tie or equal
Code approved connectors and installed with the number and type of nails recommended
by the manufacturer to develop the maximum rated capacity.
Note that heavy-duty hangers and skewed hangers may not be stocked locally and require
special order from the factory.
All roof rafters, joists, trusses, beams shall be anchored to supports with metal
framing anchors.
Lead holes for lag screws shall be 40%-70% of the shank diameter at the threaded
section and equal to the shank diameter at the unthreaded section per NDS section 11.1.3.
Connector bolts and Lag Screws shall conform to ANSI/ASME B18.2.1 and ASTM SAE J429
Grade 1. Nails and Spikes shall conform to ASTM F1667.
Wood Screws shall conform to ANSI/ASME B18.6.1.
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WOOD SHEATHING:
Plywood roof sheathing shall be APA rated
with stamp including APA trademark and panel span rating.
Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed.
Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed.
Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12" at
intermediate framing except as noted. Block and nail all edges between studs.
Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicated.
Sheathe all exterior walls. Sheathe interior walls as designated on the drawings.
Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes
around openings. Lap sheathing over rim joists a minimum 4" at all floors to tie upper
and lower stud walls together.
Minimum height of sheathing panels shall be 16" to ensure that plates are tied to studs.
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PLANT FABRICATED / PRE-ENGINEERED WOOD FRAMING:
I-series roof and floor joists shall be manufactured by iLevel Trus Joist with structural
wood flanges and webs designed for structural capacities and design provisions according
to ASTM D 5055. Substitution of equivalent series by other manufaturer is acceptable
with engineer approval.
I-series roof and floor joists shall be installed per the manufacturer's recommendations.
Do not cut or notch chords in any manner. Holes in webs shall not exceed manufacturer's
published limit criteria.
Members noted as LVL (Laminated Veneer Lumber) on plan shall be 1-3/4" wide x depth
indicated, plant-fabricated, and have the following minimum allowable design values:
F /b = 2600 psiF /v = 285 psiF /c|| = 2460 psi F /c- = 750 psi E = 1900 ksi
Members noted as PSL (Parallel Strand Lumber) on plan shall be plant-fabricated and
have the following minimum allowable design values:
F /b = 2900 psiF /v = 290 psi F /c|| = 2900 psi F /c- = 750 psi E = 2000 ksi
Members noted as LSL (Laminated Strand Lumber) on plan shall be plant-fabricated and have
the following minimum allowable design values:
F /b = 1700 psiF /v = 400 psi F /c|| = 1400 psi F /c- = 680 psi E = 1300 ksi
Bridging and blocking shall be installed according to the fabricator's requirements.
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STRUCTURAL GLUED LAMINATED TIMBER:
Materials, manufacture, and quality control shall be in conformance with
ANSI/AITC A 190.1-02 "Structural Glued Laminated Timber" and AITC 117-2004
"Standard Specifications for Structural Glued Laminated Timber of Softwood Species,
Design and Manufacturing Requirements."
Glued Laminated Alaska Yellow Cedar beams shall have the following minimum allowable
design values:
Fb(t) = 2000 psi Fv = 265 psi Fc ( || ) = 1400 psi Fc(^) = 650 psi E = 1500 ksi
Simple span beams shall be Combination Symbol 20F-V12 with no camber.
Continuous and cantilevered members shall be fabricated to satisfy the tension
zone strength requirements both top and bottom.
Columns shall be Combination #2 or better.
Adhesives shall meet the requirements for wet conditions of service.
Seal cut edges and ends exposed to weathering.
The fabricator shall furnish all items of connection steel and hardware for joining
timber members to each other and to their supports; exclusive of anchorage embedded
in masonry, setting plates, and items field-welded to structural steel.
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STRUCTURAL ERECTION AND BRACING REQUIREMENTS:
The Structural Drawings illustrate and describe the completed structure with elements in
their final positions, properly supported, connected, and/or braced.
The Structural Drawings illustrate typical and representative details to assist the
General Contractor. Details shown apply at all similar conditions unless otherwise
indicated. Although due diligence has been applied to make the drawings as complete as
possible, not every detail is illustrated and not every exceptional condition
is addressed.
All proprietary connections and elements shall be installed in accordance with the
manufacturers' recommendations.
All work shall be accomplished in a workmanlike manner and in accordance with the
applicable codes and local ordinances.
The General Contractor is responsible for coordination of all work, including layout and
dimension verification, materials coordination, shop drawing review, and the work of
subcontractors. Any discrepancies or omissions discovered in the course of the work
shall be immediately reported to the Architect and Structural Engineer for resolution.
Continuation of work without notification of discrepancies relieves the Architect and
Structural Engineer from all consequences.
Unless otherwise specifically indicated, the Structural Drawings do not describe methods
of construction.
The General Contractor, in the proper sequence, shall perform or supervise all work
necessary to achieve the final completed structure, and to protect the structure,
workmen, and others during construction. Such work shall include, but not be
limited to temporary bracing, shoring for construction equipment, shoring for
excavation, formwork, scaffolding, safety devices and programs of all kinds,
support and bracing for cranes and other erection equipment.
Temporary bracing shall remain in place until all floors, walls, roofs and any other
supporting elements are in place.
The Architect and Structural Engineer bear no responsibility for the above items, and
observation visits to the site do not in any way include inspections of these items.
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SHOP DRAWINGS:
The Structural Drawings are copyrighted and shall not be copied for use as erection plans
or shop details. Use of JVA's electronic files as the basis for shop drawings requires
prior approval by JVA, a signed release of liability by the General Contractor and/or
his subcontractors, and deletion of JVA's name and logo from all sheets so used.
The General Contractor shall submit in writing any requests to modify the
Structural Drawings or Project Specifications.
All shop and erection drawings shall be checked and stamped (after having been checked)
by the General Contractor prior to submission for Structural Engineer's review;
shop drawing submittals not checked by the General Contractor prior to submission to
the Structural Engineer will be returned without review.
Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review
prior to fabrication for structural steel, steel form, floor, and roof deck,
plant fabricated wood joists, pre-engineered wood trusses, glued-laminated timber,
and timber logs,
Submit in a timely manner to permit 10 working days for review by the
Structural Engineer.
Shop drawings submitted for review do not constitute "request for change in writing"
unless specific suggested changes are clearly marked. In any event, changes made by
means of the shop drawing submittal process become the responsibility of the one
initiating the change.
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FIELD VERIFICATION OF EXISTING CONDITIONS:
The General Contractor shall thoroughly inspect and survey the existing structure to
verify conditions that affect the work shown on the drawings.
The General Contractor shall report any variations or discrepancies to the Architect and
Structural Engineer before proceeding.
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MACH Machine
Deformed Anchor Bar
DAB
(generic term)
(Trus-joist brand LVL)
LSL Laminated Strand
(Control Joint)
(Management)
WP Work Point
WWF Welded Wire Fabric
WT Weight
WA Wedge Anchor
VERT Vertical
VIF Verify in Field
UNO Unless Noted Otherwise
ULT Ultimate
TYP Typical
TRANS Transverse
TL Total Load
TPG Topping
TW Top of Wall
TJ Top of Joist
TD Top of Deck
TC Top of Concrete
TB Top of Beam
T&B Top and Bottom
T&G Tongue and Groove
THD Thread
THK Thick, -ness
SYM Symmetrical
SUPT Support
STRUCT Structure, -al
STIFF Stiffener
STL Steel
STD Standard
SY Square Yard
SF Square Feet
SQ Square
SPEC Specifications
SP Spaces
ST Snug Tight
SC Slip Critical
SOG Slab on Grade
SIM Similar
SLV Short Leg Vertical
SLH Short Leg Horizontal
SHT Sheet
SHTG Sheathing
SDST Self Drilling Self Tapping
SECT Section
SCH Schedule
RO Rough Opening
RMO Rough Masonry Opening
RM Room
RET Retaining
REQMT Requirement
REQ Required
REINF Reinforce, -ed, -ing
RE Reference (refer to)
RECT Rectangle
R Radius
QTY Quantity
PL Property Line
PS Prestressed
PC Precast
PSI
Pounds per Square Foot
PSF
Pounds per Square Inch
PLF Pounds per Linear Foot
PCF Pounds Per Cubic Foot
PT (1) Post Tensioned
PWD Plywood
PERP Perpendicular
PEN Penetration
PTN Partition
PSL Parallel Strand Lumber
PP Panel Point
PNL Panel
OF Outside Face
OD Outside Diameter
OH Opposite Hand
OPP Opposite
OPNG Opening
NTS Not to Scale
NIC Not In Contract
N-S North to South
NS Near Side
NF Near Face
MIN Minimum
ML Microllam
MEZZ Mezzanine
MTL Metal
MECH Mechanical
MAX Maximum
MATL Material
MO Masonry Opening
MASY Masonry
MFR Manufacture, -er, -ed
MB Machine bolt
LLV Long Leg Vertical
LLH Long Leg Horizontal
LD Load
LL Live Load
LT Light
Lumber (generic term)
K Kip (1,000 lbs.)
JB Joist Bearing
JST Joist
JT Joint
INT Interior (Intermediate)
IF Inside Face
ID Inside Diameter
HORIZ Horizontal
HT Height
HAS Headed Anchor Stud
GYP BD Gypsum Board
GND Ground
GR Grade
GL Glue laminated (Glulam)
GC General Contractor
GEN General
GALV Galvanized
GA Gage (Gauge)
FP Full Penetration
FDN Foundation
FTG Footing
FL Flush
FLR Floor
FLG Flange
FIG Figure
FS Footing Step, Far Side
FF Finished Floor, Far Face
F-F Face to Face
FO Face of
XS Extra Strong
EXT Exterior
EJ Expansion Joint
EXP Expansion
EXC Excavate
EST Estimate
EQUIV Equivalent
EQUIP Equipment
EQ Equal
ENGR Engineer
E-E End to End
EL Elevation
ELEC Electric (Electrical)
ECC Eccentric
E-W East to West
ES Each Side
EF Each Face
EA Each
DP Drilled Pier
DWG Drawing
DN Down
DWL Dowel
XXS Double Extra Strong
DIM Dimension
DIAG Diagonal
DEV Develop
DET Detail
DL Dead Load
CY Cubic Yard
CF Cubic Foot
XSECT Cross-section
CS Countersink
CB Counterbore
CONT Continue (Continuous)
CM Construction Manager
CJ Construction Joint
CONN Connection
CMU Concrete Masonry Unit
CONC Concrete
COM Common
COMB Combination
COL Column
CLR Clear
CG Center of Gravity
CTR Center
CLG Ceiling
CIP Cast in Place
BL Brick Ledge
BW Bottom of Wall
BC Bottom of Concrete
BOT Bottom
BLKG Blocking
BLK Block
BRG Bearing
BM Beam
AVG Average
ARCH Architect, -ural
APPROX Approximate
ANCH Anchor, Anchorage
AB Anchor Rod (Bolt)
AMT Amount
ALT Alternate
ATR All Thread Rod
ADDL Additional
AFF Above Finished Floor
AESS Architectural Exposed
Structural Steel
DT Double Tee
COORD Coordinate, -tion
Pressure Treated
PT (2)
OSB Oriented Strand Board
PAF Powder Actuated Fast'nr
OCJ OSHA Column Joist
GT Girder Truss
LOC Location
ADJ Adjustable
Laminated Veneer
Lumber (generic term)
LVL
HP High Point
LGS Light Gage Steel
HDG Hot Dipped Galvanized
LP Low Point
ABBREVIATIONS KEY
Location of bend in bent beam
Top of footing or pier elevation
Top of concrete wall elevation
Joist
Concrete
Earth
Slope
Wood joist or beam supported
Wood joist continuous over
intermediate support
Wood joist bearing
on top of support
Header
Top of sub-floor or slab elevation
Wood bearing wall
FRAMING SYMBOLS
FOUNDATION SYMBOLS
GENERAL SYMBOLS
Holdown
Step in elevation
Beam
Column or other element below
by metal hanger
Floor drain
XX
SYMBOLS KEY
( XX'-XX" )
ELEV
XX
FD
XX'-XX"
Step T/O Wall [XX'-XX'] Top of Beam Elevation
SHEET NUMBER
1309 ELKHORN DRIVE . VAIL . COLORADO. 81657
970.479.2158
# DATE DESCRIPTION
ISSUE DATE
REVISIONS
DRAWN: REVIEWED: 4/8/2016
9:52:25 AM
S0-R
REDEVELOPMENT
BOOTH
CREEK
PARK
2900
MANNS
RANCH
ROAD
VAIL,
COLORADO
100% CD
04/08/16
JPU
CMK
JVA PROJECT #17831
SHEET SCHEDULE
SHEET
NUMBER SHEET NAME
S0-R COVER SHEET
S1-R FOUNDATION PLAN & SECTIONS
S2-R ROOF FRAMING PLAN & SECTIONS
xx/xx/xx
4/08/2016
08/03/16