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Communi Developmen,Department I
• Building Safety and Inspection Services , Lp
Section
International Building Code/International Residential �4 ��_ �•� ( -- ----.-
Code Validity cf permit. The issuance or granting of a permit shall ._
i not be construed to be a permit for,or an approval of,any violation of " •�•'�--- •-
any of the provisions of this code or of any other ordinance c'the
pJurisdiction. Permits presuming o give authority o violate or cancel the
rovisions of this code or other ordinances of the jurisdiction shall not be
! valid, The issuance of a permit based on construction documents and
j —— other data shall not prevent the building official from requiring the—
correction of errors in the construction documents and other data.The
building official is also authorized to prevent occupancy or use of a
l structure wherein violation of this code r of any other Or of •. ♦ S�°A �� -
or
this jurisdiction.
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PLANS EXAMINER: DATE:
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IMPORTANT TO CUSTOMER" \l
This Plan MUST BE Signed by the following I. 14
and Returned to DIAMOND HOMES, INC.
Before-home can be delivered.
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• RESIDENCE FOR DEi'N P
Written dimensions on these drawings shat{ have precedence over scaled. � 3279 SOUTH SANTA FE ORIVF„�, ++"
dimensions; masonry. contractors shall verify, and be responsible for, all ENGLEW000, COLORADO 80110
cf'Imensions and conditions on the job and this office must be ratified of any , (303)789-4451
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RESIDENCE MR �"''� ' DR'N BY DATE' SUET
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EN�il.EW00D COLORADO $0110
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RESIDENCE FOR /yiG�Si OWN 8Y DATE SHEET
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L RESIDENCE FOR/y /y�j OWN BY DATE ST ET
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7844 , 7 Topographic .
Lot 9 , Block 2
- Fail Intermountain
Development Subdivision
Lot 5 Section 14, Township 5 South,
Range 81 11`vest, of the 6th Principal Meridian,
/ � L� � F� �- __._ - ---- -_ _-- Eagle County, Colorado,
9
00-
�- d '�,82'3Lt'48' - •
R - 46.
7. Date of Survey. November 20, 1595.
T = 39.57
1 Y, Rood L 64.91' \� 2. Benchmark Elevations obtained from USC&GS Datum.
i 8 � ��n� trL ��v� '� 3. Basis of Bearing; N 65'2,N2LP W. 110.48' between #5 Rebor and Aluminum Cape at
t, �[� �� - — "���_�III
CAP the Northeast and Southeast comers of Lot 6, Block 2 of the Wail Intermountain
# �--'-
LS 36626 �--�
- 4. This Property is subject to applicable restrictive covenants.
S. Contours generated from 1993 Aerial Topographic Mapping.
Property comer loccUons based on Field Surveyed Data.
-- — ■ _ 8. Notice: According to Colorado Low you must commence any legal action based
= �` N g
any defect in this survey whithin three years after you first discover such defect.dOW C�4P
`� RESAR l, / sS�3 °8ie of In no event may any action based upon any defect in this survey be commenced Vm
r/I r r— LS D'ly 6e I�9 than Ten years from the dots of the Certification shown her-son. -
1 7. The utlilty locations on these drawings are intended to provide and contain general
0 ! Information as to the description, nature and location of any and ail facnitiss.
y I -� Alpine Engineering Inc. expressly disdaims and assumes no liability for the
precise location or exioWnee of the facilities depicted on these drawings.
~r f LS 26626 UTILITY PEDESTAL SEWER MANHOLE
Lot 4 IRRIGATION HEAD 0 COMMUNICATIONS MANHOLE
STREET LIGHT 0 ELECTRIC MANHOLE
SIGN VAULT
WATER VALVE 0 WATER
[} a��^ / EXISTING
Lot i
-�-�- D4 GAS VALVE EDGE OF ASPHALT/CONCRETE
F"M HYDRANT CURB LINE
STORM DRAIN INLET GUARD RAL
ELECTRIC TRANSFORMER
MASONARY WALL.
PROPERTY LINE
1 s CONIFER TREE
C
�0 G CONTOUR LINES
DECIDUOUS TREE SPOT ELEVATION
Lane 8'
left
vKNI -VIE
004 1 20'
Contour Interval = 2'
Lot 7 LATE:
f( 7AFF -�: _$
Lot 8
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ENGINEERING INC.
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K R PSI CONSULTANTS, INC. joB PUETZER ADDITION #0506-27
P.O. Box 4572 SHEET NO. 1-S OF 1
Vail, Colorado 81658 DRAWN BY KRM DATE 06/28/05
(9 7 0) 949-9391 CHECKED BY DATE
Fax (970) 949-1577 SCALE 3/4' = 1'-0
-town of Mail
opy
2x6 STUDS @ 16" O.C. W/ � —•
1/2" PLYWD. OR OSB "�°�
SHEATHING
CONT. 2x10 RIMS 100'-0 or 100'-8
T.O. PLYWD.
1/2" 0 x 10" A.B.'s @ 48" O.C.
IN CONT. TREATED 2x6 FE
�rT.O.W. 1/2 or 99'-8 1/2
as
2x1 0's ® 16" O.C.
CRAWLSPACE
(1)—#5 CONT. HORIZ. ® MID—HT.
4' 4'
#5 D WLS x
® 48" O.C.
(2)—#5's CONT. HORIZ.
°
95'-2 1/2 or 95'-10 1/2, TOP & BOT.������
T.0.F. a o
PERIMETER DRAIN PER
A 0 REGf
SOILS ENGINEER a' a• a• h��� �
1'-4'
,y r1 J
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GENERAL NOTES: Puetzer Addition JOB #0506-27
DESIGN CRITERIA:
80 psf
Roof Live Load (Snow) ------------------------------------------ 15 psf
Roof Dead Load ----------------------------------------------------- 40 psf
Floor Live Load ----------------------------------------------------- 15 psf a p�
s
Floor Dead Load 90 mph mph (Exp. B) WP
�
---------------------------------------------
Wind (3 Second Gust) EXEMPT
Seismic Design Category -----------------------------------°°---
IBC/IRC Edition 2003
------------------------------------------------------
FOUNDATION DESIGN:
a. Design of continuous footings is based on an assumed maximum
allowable bearing pressure of 1500 psf (dead load plus full live load).compacted
b. Footings shall be placed on e dationslof the geotechnicalrengi eer, below
structural fill per the recom
frost depth.
C. Provide continuous fat the base of retaining basement walls and walls. Contact geotechnical
engineer for details.
d. Provide crawl space ventilation per IBC/IRC requirements.
er shall verify soils conditions
e. A representative of the geotechnical engine
and types during excavation construction truction document was Weot•
available at the time of prep aration of the on
have used assumed values based on similar sites in the area.
Construction of the foundation may not proceed without verifying these
values. Report any discrepancies from design assumptions to structural
engineer for re-evaluation of foundation design.
REINFORCED CONCRETE:
a. Concrete design is based on the "Building Code Requirements for
Reinforced Concrete" (ACI 318) as adopted by Chapter 19 of the 2003
IBC.
b. Structural concrete shall have a minimum 28-day compressive strength of
3000 psi.
C. Concrete shall be prop chloride salts shall not lbe usedresistant cement.
Admixtures containing chloride
shall be provided as recommended in
d. Cold weather concreting proced
the ACI Manual of Concrete Practice. from
e. Expansion bolts shall be located t d
concrete edge and spaced bolt diamet sou Hess no' t d ottherw se.
f. Anchor bolts for wood sill plates shall be placed at 4'-0" maximum spacing
with one anchor bolt at 12" from each end or corner and a minimum of two
anchor bolts per piece.
g. Concrete coverage for reinforcing steel:
1. Concrete cast against and permanently exposed to earth: 3"
2. Concrete exposed to earth or weather:
A. #5 bar and smaller 1 1/2"
B. #6 through #18 bar 2"
3. Concrete not exposed to weather or in contact with ground:
A. Slabs, walls, joists (#11 bar and smaller) 3/4"
B. Beams, columns 1 1/2"
REINFORCING STEEL:
a. Detailing, fabrication and placement of reinforcing steel shall be in
accordance with the ACI Manual of Concrete Practice.
b. Except where otherwise noted on the drawings, reinforcing bars shall
conform to ASTM Specification A615 and shall be grade 60 except ties,
field bent bars where permitted by note on plan, or bars to be welded,
which shall be grade 40.
C. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing
devices unless specifically approved by engineer.
d. At corners, make horizontal bars continuous or provide corner bars.
Around openings and steps in concrete, provide (2)-#5 bars extending
2'-6" beyond edge of opening or step.
e. Extend reinforcing steel a minimum of 2'-6" through cold joints. Unless
specifically located on plan or details, coordinate cold joint locations with
engineer.
f. Metric bar size conversion table:
METRIC INCH-POUND
#10 #3
#13 #4
#16 #5
#19 #6
#22 #7
#25 #8
#29 #9
#32 #10
#36 #11
STRUCTURAL WOOD FRAMING:
a. Except where noted otherwise, all 2" nominal lumber, except studs, shall
be Douglas Fir-Larch #2 and better.
b. Studs shall be Stud grade and better Douglas Fir-Larch or Hem Fir.
C. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir#2 or better
2x4 or 2x6 studs per plan and shall be nailed together with 2 rows of 16d
nails @ 6" on center along each stud.
d. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir#2 and
better. Plates placed directly on concrete walls or slabs shall be
pressure-treated Hem Fir#2.
e. Within floor joist spaces beneath solid or built-up columns noted on plans,
blocking of area equivalent to column above shall be provided. Door or
window trimmers consisting of a single stud do not require special
blocking in the joist space.
f. Except as noted otherwise, minirnum nailing shall be provided as
specified in the "Fastening Schedule" (2003 IBC Table 2304.9.1).
g. Unless noted otherwise, steel connectors such as those manufactured by
the Simpson Company shall be used to join rafters, joists or beams to
other beams at flush-framed conditions. Use all specified nails.
Connector conditions not otherwise noted shall utilize Type U or Type HU
hangers of a size specifically designed for the member supported, as
shown in the manufacturer's published tables. Contact structural
engineer for details as required.
h. Manufactured joists shall be from an approved manufacturer and shall be
equivalent in load carrying capacity and deflection criteria to TJI 210
series joists in the depths and spacings indicated on plan. Provide
blocking, bracing, web stiffeners and other accessories as required by the
manufacturer.
i. Laminated veneer lumber (LVL) shall have the following minimum
properties:
1. Flexural stress ------------------------------------- 2600 psi
2. Modulus of elasticity ------------------------------ 1,900,000 psi
3. Tension parallel to grain ------------------------- 1850 psi
4. Compression parallel to grain ------------------ 2310 psi
5. Compression perpendicular to grain
(parallel to glue line) ------------------------------ 750 psi
6. Horizontal shear----------------------------------- 285 psi
7. Connection of multiple-member beams:
A. Top-loaded beams
i) For members 12" deep or less, nail each member to
the next with 2 rows of 16d nails at 12" o.c.
ii) For members greater than 12" deep, nail each
member to the next with 3 rows of 16d nails at 12"
O.C.
B. Side-loaded beams
i) For two or three member beams, nail each member to
the next with 3 rows of 16d nails at 12" o.c.
ii) For four member beams, bolt through with 2 rows of
1/2" diameter bolts at 12" o.c.
iii) For members consisting of more than four members,
contact structural engineer.
o. All lumber used in construction shall have a maximum moisture content of
19%.
P. Framing Notes:
1. Exterior walls:
A. All exterior walls are 2x6 studs @ 16" o.c. to a maximum
height of 12'-6", 2x6 studs @ 12" o.c. to a maximum height
of 14'-6", and (2)-2x6 studs @ 16" to a maximum height of
17'-4" unless otherwise noted. Walls taller than 17'-4" shall
be framed with manufactured parallam studs, contact
engineer for spacing requirements, if not indicated on plan.
Cap with a double top plate installed to provide overlapping
at corners and at intersections with other partitions. If
overlap is not possible, strap top plates with metal strap ties
(Simpson ST292 or equivalent).
B. Gable-end walls shall be balloon-framed to the bottom of
rafters or end-wall trusses unless approved by engineer.
C. Floor or roof framing members must be aligned to bear
within 5 inches of the studs beneath.
D. Provide 7/16" thick APA rated sheathing (plywood or OSB)
rated 24/16, exposure 1, at exterior face of exterior walls.
Block all horizontal joints and nail panels with 8d nails
spaced at 6" along panel edges and at 12" along
intermediate supports.
E. Provide (3)-2x10 headers over all door and window
openings, with one 2x6 trimmer and one 2x6 king stud each
end, unless otherwise indicated.
F. At beam bearing locations in stud walls, provide multiple-
stud posts equal to width of bearing member unless noted
otherwise.
3. Floor Construction:
A. Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c.,
tongue and groove, exposure 1. Glue and nail panels to all
supports with 8d nails spaced at 6" along panel edges and at
12" along intermediate supports. Install sheathing with long
dimension perpendicular to joists and end joints staggered.
B. Provide solid blocking between floor joists at all bearing
locations. Blocking material shall match the floor joist
material.
4. Roof Construction:
A. Provide 5/8" thick APA plywood sheathing rated 40/20,
exposure 1. Install sheathing with long dimension
perpendicular to rafters or trusses and end joints staggered.
Nail with 8d nails spaced at 6" along panel edges and at 12"
along intermediate supports.
B. Provide wind/seismic anchors at supports for all roof joists,
Simpson H5 or equivalent.
C. Provide solid blocking between roof rafters, trusses and
lookouts at all bearing locations. Blocking material shall
match rafter, truss chord, or lookout material.
GENERAL REQUIREMENTS:
a. Structural erection and bracing: 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 shoring and bracing as may be required during construction to
achieve the final completed structure. Contact structural engineer for
consultation (not in contract) as required.
b. Existing structures: Contractor shall be responsible for verifying
dimensions, elevations, framing, foundation and anything else that may
affect the work shown on the drawings. Underpinning, shoring and
bracing of existing structures shall be the responsibility of the contractor.
C. Dimensions: Check all dimensions against architectural drawings prior to
construction. Do not scale drawings.
d. Construction practices: General contractor is responsible for means,
methods, techniques, sequences and procedures for construction of this
project. Notify structural engineer of omissions or conflicts between the
working drawings and existing conditions. Coordinate requirements for
mechanical/electrical/plumbing penetrations through structural elements
with structural engineer. Jobsite safety is the sole responsibility of the
contractor. All methods used for construction shall be in accordance with
the latest editions of the IBC/IRC.
e. Details not specifically shown on the drawings shall be constructed in a
manner similar to the details that are shown for like conditions. These
items shall be brought to the attention of the structural engineer as soon
as possible for approval. Approval shall be obtained prior to installation.
f. It is the responsibility of the contractor to contact the structural engineer at
the appropriate time to perform site observations visits. Observation visits
to the jobsite by the engineer are for determination of general
conformance with the construction documents and shall not be construed
as inspection.
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