HomeMy WebLinkAboutB16-0149_4S0-P_1478899523.pdfMACH 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
DESIGN LOADS: 2012 International Building Code with Town of Vail Amendments, ASCE 7-10
Ground Snow: Roof Pitch < 4:12, Pg = 100 psf
Roof Pitch >= 4:12, Pg = 80 psf
Wind: 115 mph, exp C, 3 second gust
_____________________________________________________________________________________________
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.
_____________________________________________________________________________________________
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 3'-6" below exterior grade.
_____________________________________________________________________________________________
EARTH RETAINING STRUCTURES:
Earth Equivalent Fluid Lateral Pressure:
Cantilevered Walls (active) 35 pcf
Passive Resisting 295 pcf
Coefficient of Sliding Friction 0.45
_____________________________________________________________________________________________
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
_____________________________________________________________________________________________
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).
Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield.
Other rolled shapes, including plates, channels, WTs, and angles shall conform to
ASTM A36-04, 36 ksi yield.
Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a,
Grade B, 46 ksi yield.
HSS round shapes shall conform to ASTM A500-03a, Grade B, 42 ksi yield.
Pipe shapes shall conform to ASTM A53-02, Grade B, 35 ksi yield.
Except as noted, framed beam connections shall be bearing-type with 3/4" diameter,
snug tight, ASTM A325-04 bolts, detailed in conformance with the Structural Drawings
and the "Steel Construction Manual" by the AISC, 13th Edition. Install bolts in
accordance with AISC's "Specification for Structural Joints Using ASTM A325 or
A490 Bolts," 2004.
All beams shall have full depth web stiffeners each side of webs above and below columns.
Anchor rods shall conform to ASTM F1554-99, Grade (36, 55, and/or 105) as noted on the
Structural Drawings with weldability supplement S1.
Welding shall be done by a certified welder in accordance with the AISC documents listed
above, the American Welding Society (AWS) D1.1: 2006 Structural Welding Code, and the
recommendations for use of weld E70 electrodes. Where not specifically noted, minimum
weld shall be 3/16" fillet by length of contact edge.
All post-installed anchors shall have current International Code Council Evaluation Service
(ICC-ES) reports and shall be installed in accordance with the manufacturer's
requirements.
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.
Grout beneath column base and beam bearing plates shall have a minimum 28-day, compressive
strength of 7,500 psi and shall be non-shrink, non-metallic, and tested in accordance
with ASTM C1107-04.
_____________________________________________________________________________________________
STRUCTURAL WOOD & TIMBER:
Design is based on ANSI/AF&PA NDS-2005 National Design Specification for
Wood Construction with Supplement: Design Values for Wood Construction and
ANSI/AF&PA SDPWS-2005 Special Design Provisions for Wind and Seismic.
All lumber shall be 19% maximum moisture content, unless noted otherwise.
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.
_____________________________________________________________________________________________
WOOD SHEATHING:
Plywood and oriented strand board (OSB) 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.
_____________________________________________________________________________________________
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-V13 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.
_____________________________________________________________________________________________
TONGUE AND GROOVE DECKING:
Tongue and groove decking shall be Douglas Fir-Larch and have the following minimum
allowable design values:
Fb = 2,585 psi Fv = 165 psi E = 1800 ksi
Tongue and groove decking shall comply with section 2304.8 of the IBC installed in
a two span continuous layup pattern.
_____________________________________________________________________________________________
_____________________________________________________________________________________________
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.
_____________________________________________________________________________________________
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.
_____________________________________________________________________________________________
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.
_____________________________________________________________________________________________
SHEET NUMBER
1309 ELKHORN DRIVE . VAIL . COLORADO. 81657
970.479.2158
# DATE DESCRIPTION
ISSUE DATE
REVISIONS
DRAWN: REVIEWED: 3/31/2016
2:08:30 PM
S0-P
REDEVELOPMENT
BOOTH
CREEK
PARK
2900
MANNS
RANCH
ROAD
VAIL,
COLORADO
PERMIT
03/25/16
JPU
CMK
JVA PROJECT #17831
SHEET SCHEDULE
SHEET
NUMBER SHEET NAME
S0-P COVER SHEET
S1-P FOUNDATION PLAN
xx/xx/xx
3/25/2016
08/19/16