HomeMy WebLinkAboutS0 - COVER SHEET.pdfTYPICAL REINFORCING AT STEPS AND OPENINGS
OPEN
STEP TOP OF WALL,
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
STEP BOTTOM OF WALL,
SEE PLAN
2-#5 VERT
w/10" HOOK AT
TOP
TOP REINF
ADD 2-#5 ALL
AROUND OPENINGS
FOOTING
STEP, SEE
PLAN
FOOTING SEE PLAN DOWELS, SEE SECTIONS
HOOK VERTICAL BARS
WHERE "H" IS LESS THAN 2'-0"
MINIMUM 12" CONCRETE
COVER OVER OPENINGS
WHERE COLD JOINTS ARE REQUIRED,
INSTALL 2x4 INTERMITTENT KEYWAY
FULL HEIGHT OF WALL, AND EXTEND
ALL HORIZONTAL REINFORCING 3'-0
AND LAP WITH REINFORCING FOR 2nd
POUR.
36"
2" CLEAR
36"
36"
4'-0"
MAX
10"
36"
H
1'-0" 1'-0"
STRUCTURAL GENERAL NOTES
_____________________________________________________________________________________________
DESIGN LOADS: 2012 International Residential Code (IRC), except as noted
| Importance Factor |
Occupancy Category | Snow | Wind | Seismic |
II | Standard | 1.0 | 1.00 | 1.00 |
_____________________________________________________________________________________________
Roofs:
Ground Snow Load Pg 145 psf
Minium Roof Snow Load Pr 100 psf (Roof pitch 4:12 or less)
Minium Roof Snow Load Pr 80 psf (Roof pitch greater than 4:12)
_____________________________________________________________________________________________
Floor Live Loads (Reference ASCE 7-05):
| Uniformly | |
Occupancy or Use | Distributed (psf) |Concentrated (lbs)|
Residential | 40 | N/A |
Parking | 40 | 3,000 |
Exterior Decks & | Same as occupancy served | N/A |
Balconies | | |
_____________________________________________________________________________________________
Wind:
Basic Wind Speed (3-second gust) 115 mph
Wind Exposure B
_____________________________________________________________________________________________
Seismic:
Spectral Response Acceleration Coefficient
Short Period Ss 0.256g Sds 0.272g
One Second S1 0.073g Sd1 0.116g
Soils Site Class D
Seismic Design Category B
Basic Seismic-Force-Resisting System(s) Multi System
Seismic Response Coefficient(s) Cs 0.078
Response Modification Factor(s) R 3.5
Analysis Procedure Equivalent Lateral Force
_____________________________________________________________________________________________
FOUNDATION DESIGN:
Refer to Soils Report no. 114 043A by HP Geotech dated March 12, 2014.
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 3000 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.
_____________________________________________________________________________________________
EARTH RETAINING STRUCTURES:
Earth Equivalent Fluid Lateral Pressure:
Walls Restrained at Top (at rest) 45 pcf
Cantilevered Walls (active) 40 pcf
Passive Resisting 450 pcf
Coefficient of Sliding Friction 0.5
_____________________________________________________________________________________________
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 | 3,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | |
Walls | 3,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | |
Structural | | | | | | | |
slab on deck | 3,500 | 0.50 | 3/4" Stone | 4 | 3 | I | |
Interior slabs | | | | | | | |
on grade | 4,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | Fiber |
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:
#6 through #18 bars 2"
#5 bar, W31 or D31 wire, and smaller 1-1/2"
Not exposed to weather or in contact with ground:
Slabs, walls, joists: #11 bars and smaller 3/4"
Beams and columns:
Primary reinforcement 1-1/2"
Stirrups, ties, spirals 1-1/2"
Fiber admixture shall be 100% virgin polypropylene, fibrillated fibers, type 111 4.1.3,
performance level one, per ASTM C1116-02.
_____________________________________________________________________________________________
STRUCTURAL STEEL:
Structural steel shall be detailed, fabricated, and erected in accordance with the
"Specification for Structural Steel Buildings" (AISC 360-05) and the
"Code of Standard Practice for Steel Buildings and Bridges" (AISC 303-05) by the
American Institute of Steel Construction (AISC).
Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield.
Rolled steel floor plates shall conform to ASTM A786-05, Commercial Grade.
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.
Headed anchor studs (HAS) shall conform to ASTM A108-03e1 and shall be connected to
structural steel with equipment approved by the stud manufacturer according to the stud
manufacturer's recommendations.
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.
_____________________________________________________________________________________________
STEEL DECKING:
Steel roof, non-composite floor (or 'form'), and composite floor deck shall be manufactured
and erected in accordance with the standard deck specifications and the "Manual of
Construction with Steel Deck" (SDI No. MOC1) as prepared by the
Steel Deck Institute (SDI).
Roof deck shall be connected to supporting members and interconnected to develop the
diaphragm shears due to lateral forces as noted on the Structural Drawings.
Non-composite and composite floor deck shall be connected to supporting members and
interconnected as required to satisfy SDI minimum requirements except as noted on the
Structural Drawings.
Welding patterns, screw patterns, and details shall be indicated on the deck supplier's
shop drawings.
_____________________________________________________________________________________________
STRUCTURAL WOOD FRAMING:
In-Grade Base Values have been used for design.
2x framing shall be S4S Douglas 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 Douglas Fir-Larch Stud grade and better.
Top and bottom plates shall be Douglas Fir-Larch No. 2 and better.
Fasteners for use with treated wood shall comply with IRC Section 2304.9.5 - '06/'09 IBC.
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.
Unless noted on drawings, lower chord of gable end trusses shall be anchored
to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof
framing at 8'-0 spacing.
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.
_____________________________________________________________________________________________
WOOD FRAMING NOTES:
Provide solid blocking between joists under jamb studs of openings.
Columns must have a continuous load path to foundation.
Unless noted otherwise, 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.
Unless noted otherwise, lower chord of gable end trusses shall be anchored to wall plate
with framing anchors at 4'-0 spacing and laterally braced to roof framing at
8'-0 spacing.
Provide continuous wall studs each side of openings equal to one-half or greater the
number of studs interupted by opening unless noted otherwise.
All wall studs shall be continuous from floor to floor or from floor to roof.
Provide solid blocking or rim joists at all joist supports and joist ends.
Sole plate at all perimeter walls and at designated shear walls shall be nailed with
(3) 16d box nails (coated or deformed shank) at 16 . 12d nails are not acceptable.
All roof rafters, joists, trusses, beams shall be anchored to supports with
metal framing anchors.
_____________________________________________________________________________________________
WOOD SHEATHING:
Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated
with stamp including APA trademark and panel span rating.
Minimum Floor Sheathing: 23/32" APA Sturd-i-floor rated 24 inch o.c. tongue & groove,
glued and nailed.
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 indicted.
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.
_____________________________________________________________________________________________
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 psi F /v = 285 psi F /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 psi F /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 psi F /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.
_____________________________________________________________________________________________
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 reinforcing steel, structural steel, steel floor roof deck,
plant fabricated wood joists.
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.
_____________________________________________________________________________________________
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.
Do not backfill against basement or retaining walls until supporting slabs and floor
framing are in place and securely anchored, unless adequate temporary bracing
is provided.
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.
_____________________________________________________________________________________________
PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR:
Interior architectural finish detailing must accommodate the relative differential
movements of supporting structural elements.
Where the roof framing element spans are long, applied loading will naturally cause
substantial deflection. Interior elements hung from the roof structure will deflect
with the roof.
The floor is a floating concrete slab-on-grade and may experience movements independent of
the structural foundations. Interior elements supported on the slab-on-grade floor will
move with the floor. Interior elements supported on foundations and columns will
not experience similar or measurable movements.
Exterior/perimeter wall assemblies hung from the edge of the building structure will be
directly affected (to some degree) by changes in external temperature and
floor deflection.
Exterior/perimeter and interior architectural finish details should allow for relative
movements between elements with different support conditions.
_____________________________________________________________________________________________
DEFERRED SUBMITTALS:
Portions of the structure have elements of proprietary design and fabrication, which shall
be submitted by the supplier for approval after award of contract.
These items shall conform to the load, capacity, size, geometry, connection, and support
criteria noted on the Structural Drawings.
Shop drawings and calculations shall be prepared by an engineer registered in the
state of Colorado. Final shop drawing submittals shall be stamped and signed.
Furnish deferred submittals for: interior steel stair
Submittals will be reviewed by the Structural Engineer of Record for compliance with the
specified design requirements, stamped as "Reviewed," and forwarded to the local
building authority for review as required.
Final issue of the Building Permit may, at the approval authority's option, be contingent
on its approval of the deferred submittal documents.
Deferred submittal items shall not be installed until their design calculations and
drawings have been reviewed by the Architect, Structural Engineer, and/or local
building authority as required.
_____________________________________________________________________________________________
LETTERS OF CONSTRUCTION COMPLIANCE:
The General Contractor shall determine from the local building authority, at the time the
building permit is obtained, whether any letters of construction compliance will be
requested from the Structural Engineer.
The Contractor shall notify the Structural Engineer of all such requirements in writing
prior to the start of construction.
Two day advance notice shall be given when requesting site visits necessary as the basis
for the compliance letter.
The General Contractor shall provide copies of all third-party testing and inspection
reports to the Architect and Structural Engineer a minimum of one week prior to the date
that the compliance letter is needed.
_____________________________________________________________________________________________
_____________________________________________________________________________________________
SPECIAL INSPECTIONS:
The following Special Inspections and Testing shall be performed by a qualified
Special Inspector, retained by the Owner, in accordance with the following sections
of IBC Chapter 17:
Section 1704 Special Inspections and the following sub-sections:
1704.2 Inspection of Fabricators
1704.3 Steel Construction including 1704.3.1 Welding, 1704.3.2 Details,
1704.3.3 High Strength Bolts
1704.4 Concrete Construction
1704.5 Masonry Construction, Level <I or II> Special Inspection
1704.7 Soils
1704.8 Pile Foundations
1704.9 Pier Foundations
1704.13 Special Cases
Section 1707 Special Inspections for Seismic Resistance and the following
sub-sections:
1707.1 Special Inspections for Seismic Resistance
1707.2 Structural Steel
1707.3 Structural Wood
1707.4 Cold-formed Steel Framing
1707.5 Pier Foundations
1707.9 Designated Seismic System Verifications
1707.10 Seismic Isolation System
Section 1708 Structural Testing for Seismic Resistance and the following
sub-sections:
1708.1 Masonry, Quality Assurance Level <I or II>
1708.2 Testing for Seismic Resistance
1708.3 Reinforcing and Prestressing Steel
1708.4 Structural Steel
1708.6 Seismically Isolated Structures
Section 1710 Design Strengths of Materials
Section 1711 Alternative Test Procedures
Section 1712 Test Safe Load
Section 1713 In-Situ Load Tests
Section 1714 Preconstruction Load Tests
Section 1715 Material and Test Standards
The Special Inspector shall be a qualified person who shall demonstrate competence, to the
satisfaction of the building official, for inspection of the particular type of
construction or operation requiring special inspection.
Duties and responsibilities of the Special Inspector shall be to inspect and/or test the
work outlined above and within the Statement of Special Inspections in accordance
with Chapter 17 of the IBC for conformance with the approved construction documents.
All discrepancies shall be brought to the immediate attention of the contractor
for correction.
Per Section 1704.1.2 the Special Inspector shall furnish regular reports to the
building official and the Structural Engineer. Progress reports for continuous
inspection shall be furnished weekly. Individual reports of periodic inspections
shall be furnished within one week of inspection dates. The reports shall note
uncorrected deficiencies, correction of previously reported deficiencies, and changes
to the approved construction documents authorized by the Structural Engineer of Record.
The Special Inspector shall submit a final signed report within 10 days of the final
special inspection stating whether the work requiring special inspection was, to the
best of the inspector's knowledge, in conformance with the approved
construction documents and the applicable workmanship provisions of the IBC.
Work not in compliance shall be noted in the report.
The Contractor shall submit a statement of responsibility to the Building Official and the
Owner prior to the commencement of work on a main wind- or seismic-force-resisting
system, designated seismic system or a wind- or seismic-resisting component listed
in the Statement of Special Inspections per section 1706.
Except as noted, the special inspections outlined above are in addition to, and beyond
the scope of, periodic Structural Observations as defined in section 1709. Structural
Observations are included in the structural engineering design and construction
administration services provided by the Structural Engineer.
_____________________________________________________________________________________________
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
(2) PLY (3 1/2") (3) PLY (5 1/4")
(3) ROWS
OF 12d GUN
NAILS @ 12"
TYPICAL MULTI-MEMBER CONNECTIONS
FOR BUILT-UP BEAMS
4-PLY (7")
(2) ROWS OF 6" SDS
SCREWS @ 6" EA
SIDE, STAGGER
SCREWS ON OPP
SIDES
(4) 3" SDS SCREWS
EACH SIDE OF
SUPPORTED MEMBER
LVL
SUPPORT
MEMBER
NAILS OR
SCREWS, SEE
BELOW
CARRIED
BEAM
(3) ROWS
OF 12d GUN
NAILS @ 12"
EACH SIDE
2" 2"
2" 2"
2" 2" 8"
2" 2"
Location of bend in bent beam
Top of 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
10"
STANDARD HOOK
TYPICAL WALL INTERSECTIONS
SINGLE CURTAIN
DOUBLE CURTAIN
STD HOOK
STD HOOK
STD HOOK
STD HOOK
SEE SECTIONS FOR
REINFORCEMENT
SEE SECTIONS FOR
REINFORCEMENT
CORNER BAR
CORNER BAR
LAP
50db
LAP
50db
LAP
50db
LAP 50db
ISSUE RECORD
1650 Fallridge Road, Suite C-1
Vail, Colorado 81657
f.(970) 476-4901 p.(970)476-6342
182 West Meadow Drive
Vail, CO 81657
S0
COVER SHEET
MERIBEL CORPORATION
17040
01/13/15
CONSTRUCTION
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"
S0
SECTION
2
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"
S0
SECTION
3
SHEET SCHEDULE
SHEET
NUMBER SHEET NAME
S0 COVER SHEET
S1 FOUNDATION PLAN
S2 MAIN LEVEL FRAMING PLAN
S3 UPPER LEVEL FRAMING PLAN
S4 ROOF FRAMING PLAN
S5 FOUNDATION SECTIONS
S6 FOUNDATION SECTIONS
S7 FRAMING SECTIONS
S8 ROOF FRAMING SECTIONS
S9 STEEL SECTIONS
S10 SECTIONS
S11 BRACED FRAMES ELEVATIONS
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"
S0
SECTION
1
01/13/15
04/15/15