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VAIL, COLORADO 81657
BILL PIERCE, MIW.,IPAL IN CHARGE
FRITZLEN PIERCE ARCHITECTS - FPA
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VAIL, COLORADO 81657
P: 110.416.6542
F: q70.476.4
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EXTERIOR
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ELECTRICAL
SERVICE ENCLOSURE
ISSUE RECORD
04.0'7.08
FRIalls[6 SET
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CONSTRUCTION.
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THE LOWER STRUCTURAL SLAB AND THE UPPER TRAFFIC,
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A201
---------------------___________________
GENERAL STRUCTURAL NOTES
JVA Job 812192.1
DESIGN LIVE LOADS: 2003 IBC
Snow 80 psf (Roof pitch 4:12 and greater)
Wind 90 nipli, exp B, 3 second gust
Floors 40 psf
Garage floor 50 psf or 2000# point load
FOUNDATION:
* Foundations are designed - vvithout an engineer's soil investigation. Foundation design criteria was assurned for purposes of foundation
design and shall be confirmedby a soils eng ineer, ato expense, prior to construction. (This procedure may require revisions to
foundation design, at additional expense to the owner, if soils engineer determines that such design critcria are inappropriate for this
building site.)
* Footings shall be placed on undisturbed natural soil or compacted fill tested and approved by soils crigiricer.
* Maximum design soil pressure: 2000 psf (Assumed)
BASEMENT WALLS:
* Design lateral soil pressure (equivalent fluid pressure): (Assumed)
Foundation Walls: 60 pef (at-rest)
Passive Resistance 250 pef
Coefficient of Friction 0.33
* Backfill all foundation walls with select non - expansive, free draining granular material except the top two feet.
Provide perimeter drain system with invert mimmurn of 6" below bottom of basement slab. Extend perimeter drain to daylight or to
SUMP
Slope perimeter grade away from building.
Place concrete continuously without horizontal cold joints.
Basement slab and main level floor system must be in place prior to backfilling, or provide adequate shoring and bracing for review.
CONCRETE AND RE INFORCEMENT:
Concrete shall conform to applicable provisions of ACI-301 and 318.
Minimum 28 day compressive strength (Fc)
as follows:
Footings: 3000 psi
Foundation Walls: 3000 psi
Interior slabs on grade: 3500 psi
Structural slabs on steel deck: 3500 psi
Cement Tv P c: 1/11
Ty p
* Deformed reinforcement: ASTM A615 grade 60, except bars specified to be field-bent stirrups, and ties which shall be grade 40, bars
to be welded shall conform to ASTM 706.
* Fibremsh: 100% virgin polypropylene, fibrillated fibers as manufactured by Fibremesh Co. per ASTM C -1116 type 111 4.1.3 and
ASTM C-I 116 performance level one, I lb. per cubic yard,
* Typical minimum foundation reinforcing: 2 #5 top and bottom,(except as noted) continuous at comers and steps.
* Reinforcement shall be fabricated and placed per ACI Manual of Standard Practice (ACI-315). At splices, lap bars 5O diameters unless
noted otheim4se.
* Minimum 2 #5 around all four sides of all openings; extend min 2"-0 beyond openings.
* Concrete cover over reinforcing: 0/ for concrete placed against forms; 3" for concrete placed against earth. See also drawings.
* Keep reinforcement clean and free of dirt, oil, scale. Oil forms prior to placing reinforcement.
* Permanent corrugated steel forin decks for concrete floor slabs shall be manufactured and erected according to the "Specifications and
Code or Standard Practice" of the Steel Deck Institute.
* All concrete work is subject to inspection by a qualified special inspector employed by the owner in accordance with IBC Section
1704.4.
STRUCTURAL STEEL:
Structiral Beams: ASTM A992, Grade 50.
Angles, Plates, mLsc: ASTM A36
Anchor Bolts: ASTM A307 or A36. (UNO)
Connector bolts: ASTM A325-N
Expansion Anchors shall have a current ESR approval, and be installed in accordance with manufacturers specifications.
In. concrete: Wedge Type
* Non-shrink grout beneath colunia base and bcarn bearing plates shall. be non-metallic with minimum compressive strength 5000psi.
* Structural steel shall be detailed, fabricated, and erected in accordance with AISC Specifications, 2005, and Code of Standard
Practice, 2005.
* Welding by qualified ,velders. E70XX electrodes. (3/16" fillet weld, unless noted otbcr'.viSc)
* Except as noted, framed beam connections shall be detailed to develop 0.6 x Allowable Uniform Load values tabulated in the 9th
Edition AISC Manual, Pp. 2-27 and following.
* All bearns shall have fitted, full depth web stiffeners each side of webs above and below columns. (1/4" plates or as noted)
STEEL DECKING:
Deck shall be manufactured and erected according to "Specifications and Code of Standard Practice" of the Steel Deck Institute.
Welding patterns, screw patterns, and details shall be indicated on the supplier's shop drawings.
WOOD FRAMING:
* All ftatifing and details riot specifically specified shall comply with the prescriptive (non - engineered) requirements of the International
Residential Code.
* Dimension Lumber is designed and shall be supplied using BASE VALUES Design Criteria.
* Hein-Fir #2 and better (Maximum Moisture Content 19 U. N. O.
Studs: Hem Fit 2x4 and 2x6 tog'-O: stud grade
2 x 4 and 2 x 6 over 8'-0 No. 2 mid better
Top & Bottom Plates: Hem Fir No. 2 or standard and better
Sill plates: Preservative treated Hem Fir or Southern Pine.
"Pressure treated lumber" shall be framing material of the specified species which has been pressure treated with a
decay and insect resistant solution, meeting all current standards for wood in contact with concrete or earth. Sill plates
in contact with masonry or concrete foundations, footings or slabs may be treated Timber Strand L SL (zinc berate
treatment). Acceptable treatment meditims for wood in contact with earth or in exterior applications include ACQ
(Alkaline Copper Quaternary) and copper azole .
All connectors shall meet the recommendations of the pressure treated wood manufacturer, but shall be not less than
Hot Dipped Galvanized or Stainless Steel.
All screws, nails and bolts shall match hangers and other connectors.
Do not nix stainless with galvanized products.
Do not allow aluminum to contact treated wood.
* Laminated Veneer Lumber (LVL): Manufactured 1 3/4" wide Microllams (ML) by Trus Joist or equivalent.
Fb=2,600 psi, F=1,900,000 psi, Fv=285 psi, depth noted on ph
* All plywood and oriented strand board (OSB) sheathing shall be engineered grades NvithAPA grade stamp indicating appropriate
maximrim spacing of supports.
Roof sheathing minimum 5/8" CDX plywood, or 19132" OSB, APA 40/20, nailed.
Exterior Wall sheathing; 15/32" CDX plywood or 7/16" OSB, APA 24/16, ALL edges blocked and nailed.
* Nall all sheathing with a mininium. of 8d commons at 6" o.c. at panel edges, and 12" o. c. intermediate framing U.N.O.
* Minimum nailing shall comply with IRC Table R602.3(l) except where more or larger nailing shown on drawings. Alternate
attachments size and spacing shall comply with IRC Table R602,3(2)
* Wall sheathing shall be continuous from bottom plate to top plate. Cut in "L and " T" shapes around openings. Nail plates with edge
nail spacing.
* All trusses shall be anchored to supports with metal framing anchors. Truss to truss connections specified by truss supplier, unless
specifically noted on the drawings.
* Lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'_0 on center and later braced to roof
training at 8'-0 on center maximum spacing, or as required by the fabricator.
* Provide continuous wall studs each side of wall openings equal to one half or greater of number of studs interrupted by openings.
* All wall studs shall be continuous from floor to roof.
* Solid block beuveen trusses at bearings.
* Unless otherwise indicated, trusses shall be designed for perpendicular to grain bearing on Hem Fir plates (405 psi). End grain
bearing is not allowed unless accepted in writing by JVA. Design truss hearings forbearing blocks or Truss Bearing Enhancers as
required to compensate for overstresscs. Specify size, species and nailing for hearing blocks.
* Pre-engineered, prefabricated trusses shall be designed for the fabricator by a Professional Engineer Registered in the State of
construction, and shall comply with Code and the Truss Plate Institute Requirements, Manufacture and installation of trusses shall
comply with ANSI/TPI I "National Design Standard for Metal - Plate -Co mected Wood Truss Construction ", TPI 11113 "Commentary
and Recommendations for Handling Installing and Bracing Metal Plate Connected Wood Trusses", and TPI DSB "Recommended
Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses".
* Metal comiectors: Simpson Strong Tic unless otherwise noted, installed with nw and type of nails to achieve maximum rated
capacity.
* Drypack grout all beam pockets full after beams are set.
* Lead holes for lag screws shall be 60% to 70% of lag shank diameter in compliance with Alm criteria.
STRUCTURAL ERECTION AND BRACING REQUIREMENTS
• The structural drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. The
contractor, in the proper sequence, shall provide proper shoring and bracing as may be required to achieve the final completed
structure.
• These plans have been engineered for construction at one specific building site. Builder assumes ALL responsibility for use of these
plans at Any Other building site. Plans shall not be used for construction at any other building site without specific review by the
engineer.
• Observations of fowidation reiriforcing or Iraming required by the ovner, lender, insurer, building department or any other party will
be accomplished by the engineer at the owner's expense. At least 24 hours advance notice is requested.
• All slabs on g rade shall be separated from adjacent structural and finish elements to allow free movement of the slab, unless specifically
shovat and noted otherwise.
• Use of these plans is indication that the owneribuilder accepts the risks associated with building on this site, especially those related to
slab on grade construction in finished areas. JVA will not be held liable for dan'lages caused by slab movement.
SHOP DRAWINGS
Fabricator and / or supplier of rebar, structural steel, and prefabricated wood truss systems shall submit shop and erection drawings for
architect and engineer review. Submit one reproducible and two prints for each drawing. Allow five working days for review.
ABBREVIATIONS KEY
AB
Anchor Rod (Bolt)
EF
Each Face
LVL
Laminated Veneer
Lumber (generic term)
RMO
Rough MasonnrvQpe
ADDL
Additional
EJ
Expansion Joint
RO
Rough Opening
ADJ
Adjustable
EL
Elevation
MACH
Machine
SC _
Slip Critical
AFF
Above Finished Floor
ELEC
Electric (Electrical)
MASY
Masonry
SCH
Schedule
ALT
I Alternate
ENGR
I Engineer
MATE
1 Material
SDST
ISelf Drilling Self Tapping
AMT
Amount
EQ
E ual
MAX
Maximum
SECT
Section
ANCH
Anchor, Anchorage
EQUIP
Equipment
MB
Machine bolt
SF
Square Feet
APPRO
Approximate
Pier Penetration
Equivalent
MECH
Mechanical
SHT
Sheet
ARCH
Architect, -ural
_EQUIV
ES
Each Side
MEZZ
Mezzanine
SHTG
Sheathing
ATR
All Thread Rod
EST
Estimate
MFR
Manufacture, -er, -ed
SIM
Similar
AVG
Average
E-W
East to West
MIN
IMinimum
SLH
�Horizon�tal
BC
Bottom of Concrete
EXC
Excavate
ML
Microllam
(Tres joist brand LVL)
j qh�ortLe
SLV
Short Leg Vertical
BL
Brick Ledge
EXP
Expansion
SOG
Slab on Grade
BLK
Block
EXT
Exterior
MO
Masonry OpeniRg_
—
SP
IS paces
BLKG
Blocking
FDN
Foundation
MTL
Metal
SPEC
Specifications
BM
Beam
F F
Finished Floor, Far Face
NF
Near Face
_
SQ
Square
BOT
Bottom
F-F
Face to Face
NIC
Not In Contract
ST
Snutz Ti alit
BRG
Bearing
FIG
Figure
NS
Near Side
STD
Standard
BW
of Wall
FL
Flush
N-S
North to South
STIFF
Stiffener
CB
' Bottom
Counterbore
FLG
Flange
NTS
Not to Scale
STL
ISteel
CF
Cubic Foot
FLR
Floor
OCJ
OSHA Column Joist
STRUCT
Structure, -al
CG
Center of Gravity
FO
Face of
OD
Outside Diameter
SUPT
Support
CIP
Cast in Place
FP
Full Penetration
OF
Outside Face
SY
Square Yard
CJ
Construction Joint
(Control Joint)
FS
Footing Step, Far Side
OH
O pposi te Hand
SYM
Symmetrical
FTG
Footing
OPNG
Opening
T&B
To and Bottom
CLG
Ceiling
GA
Gage (Gauge)
OPP
Opposite
T&G
Tongue and Groove
CLR
Clear
GALV
Galvanized
OSB
Oriented Strand Board
TB
Too of Beam
CM
Construction Manager
(Management)
GC
General Contractor
PAF
Powder Actuated Fast`nr
TC
To of Concrete
GEN
General
PC
Precast
TD
Top of Deck
CMU 1
Concrete Masonry Unit
GL
I Glue laminated (Glulam)
PCF
Pounds Per Cubic Foot
T 4
Thread-
COL
Column
GND
Ground
PEN
Penetration
THK
Thick, -ness
COM
Common
GR
Grade
PERP
Perpendicular
TJ
To of Joist
COMB
Combination
GT
Girder Truss
PL
Pro rty Line
TL
Total Load
CONC
Concrete
GYP BD
Gypsum Board
PLF
Pounds per Linear Foot
TPG
To in
CONN
Connection
HAS
Headed Anchor Stud
PNL
Panel
TRANS
Transverse
CONT
COORD
Continue (Continuous
Coordinate, -tion
HORIZ
Horizontal
Pp
Panel Point
TW
To of Wall
HP
High Point
PS
Prestressed
TYP
Typical
CS
Countersink
HT
Height
PSF
Pounds per Square Foot
ULT
Ultimate
CTR
Center
ID
Inside Diameter
PSI
Pounds per Square Inch
UNO
lUnless Noted Otherwise
CY
Cubic Yard
IF
Inside Face
PSL
Parallel Strand Lumber
(generic term)
VERT
Vertical
DAB
Deformed Anchor Bar
INT
Interior (Intermediate)
VIF
Verify in Field
DET
Detail
JI3
Joist Bearing
PT (1)
Post Tensioned
WA
Wedge Anchor
DEV
Develop
JST
Joist
PT (2)
Pressure Treated
WP
Work Point
DIAL
Diagonal
JT
Joint
PTN
Partition
WT
lWeight
DIM
Dimension
K
Kip (1,000 lbs.)
PWD
Plywood
WWF
Welded Wire Fabric
DL
Dead Load
LD
Load
QTY
Quantity
XS
Extra Strong
DN
Down
LL
Live Load
R
Radius
XSECT
Cross-section
DP
Drilled Pier
LLH
Long Leg Horizontal
RE
Reference (refer to)
XXS
Double Extra Strong
DT
Double Tee
LLV
Long Leg Vertical
RECT
Rectangle
DWG
Drawing
LOC
Location
REINF
Reinforce, -ed, -ing
DWL
Dowel
LP
Low Point
REQ
Re aired
EA
Each
LSL
Laminated Strand
Lumber (generic term)
REQMT
Requirement
ECC
Eccentric
RET
Retaining
E-E
End to End
LT
Light
RM
Room
SYMBOLS LEGEND_
GENERAL SYMBOLS
COLUMN SYMBOLS
CMU
Column Above this level. See Next
Level Framing Plan For Size.
Ef Column or Other Element Below.
See Schedules & Notes.
Ox = Column
SIX = Base Plate
69r = Embed Plate
ASY = Anchor Bolt
H,0X = Holddown
Concrete
W/5 15 CONT hfORIZ
Existing Concrete
Earth
Interior Wood Bearing Wall
Wood Shear Wall
Shoring
Column Continuous Through
Floor Framing.
Existing
<N>
New
X" Number of Trimmer Studs Below.
"Y" Number of King Studs Below.
<'R>
To Be Removed
SWx
Shear Wall. See Schedule for Sheathing
Type and Nailing.
`
Roof Slope
E "X" Number of Built-Up 2x Studs
in Column Below.
SLOPE
Z OPE
Direction of Slope
TO P 0 F WALL &I
*
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LJ
FOUNDATION SYMBOLS
FRAMING SYMBOLS
(XXX -X)
Top of Footing Elevation
L
Wood Joist Supported By
Metal Hanger.
FXX
Continuous Spread Footing Mark.
See Schedule For Size and Reinforcing.
fXAV
Isolated Spread Footing Mark.
See Schedule For Size and Reinforcing.
Wood Joist Continuous Over
Intermediate Support.
PI
Drilled Pier Mark. See Schedule
For Size and Reinforcing.
-0
_1
Wood Joist Bearing
On Top of Support.
A/
Pier Penetration
Top of Concrete Wall Elevation.
Ir-ZEYJ
Top of Steel/Wood Beam Elevation.
LSL rrk"-,v
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Brick Ledge Elevation
ElEv
Top of Sub-Floor Elevation.
{� $
Top of Concrete Slab Elevation.
Joist
Beam
Header
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Step In Floor Elevation
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P I E R C E
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1650 E. Vail Valley Dr. Fallridge C-1
Vail, CO 81657 vai larch itects.com
fax(970) 476-4901 (970) 476-6342
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ISSUE RECORD
JUNE! 4, 3008
PERMIT 51!T
WOUTS 6 24 "
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1VA, Incorporated Post Office Box 1860
79050 U.S. Highway 40 Winter Park, CO
Zip Code 80482 Phone: 970.722.7677
Fax: 970.722.7679 E -mail: info @jvajva.com
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JUNE! 4, 3008
PERMIT 51!T
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'8 HANGERS, TYP /CAL
1VA, Incorporated Post Office Box 1860
79050 U.S. Highway 40 Winter Park, CO
Zip Code 80482 Phone: 970.722.7677
Fax: 970.722.7679 E -mail: info @jvajva.com
HEADER
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10 0 5 10 20
(
IN FEET )
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GENERAL NQTFa
1 DATE OF TOPOGRAPHY: APRIL 4, 2006.
2 PROJECT BENCHMARK: SEWER MANHOLE No. 0020 LOCATED NEAR.THE SOUTHWEST
CORNER OF LOT 20B IN GREENHILL COURT. RIM ELEVATION = 8135.3'.
3 APPROXIMATELY 4' OF SNOW ON LOT ON DATE OF TOPOGRAPHY, OTHER FEATURES
MAY EXIST WHICH WERE NOT VISIBLE NOR SHOWN HEREON.
4 INDICATES AN EVERGREEN TREE WITH A TRUNK DIAMETER OF 3" OR GREATER.
5 INDICATES A DECIDUOUS TREE WITH A TRUNK DIAMETER OF 3" OR GREATER.
6 PEAK LAND SURVEYING, INC. DID NOT PERFORM A TITLE SEARCH OF THE SUBJECT
PROPERTY TO ESTABLISH OWNERSHIP, EASEMENTS OR RIGHTS —OF —WAY OF RECORD.
RECORD DOCUMENTS UTILIZED IN THIS TOPOGRAPHIC MAP WERE PROVIDED BY LAND
TITLE GUARANTEE COMPANY, ORDER No.V50010172, DATED JULY 6, 2005, AT 5:00 P.M.,
7 NOTICE:
ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED
UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST
DISCOVER SUCH DEFECT, IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT
IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE 'OF
CERTIFICATION SHOWN HEREON.
SURVEYOR'S CERTIFICATE
I, BRENT BIGGS, A PROFESSIONAL LAND SURVEYOR REGISTERED UNDER THE LAWS OF
THE STATE OF COLORADO, DO HEREBY CERTIFY THAT THIS TOPOGRAPHIC MAP WAS
MADE BY ME AND UNDER MY SUPERVISION, AND THAT THE MAP IS ACCURATE AND
CORRECT TO THE BEST OF MY KNOWLEDGE. . Jr
DATE: ! - - - ----------------------- 8 IL
7— BRENT BIGGS
COLORADO P.L.S. 27598
FOR & ON BEHALF OF 27598 \
PEAK LAND SURVEYING, INC. t
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fax(970) 476-4901 (970) 476-6342
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