HomeMy WebLinkAboutPlans14,VDEVANDER EXEMPTION PLAT
A PORTION OF THE W1/2 OF SEC. 3, T. 7 S. , R. 89 W. OF THE 6TH P. M.
GARFIELD COUNTY, COLORADO
A= 05°0720"
R = 497.22'
L = 44.45'
CH= N.06 °02'40"E.
44.44'
?CCEPTION NO.
239339
TIE: N.52 14'49"W.
344.73'
W1/16 COR.
SCS. 3 & 34
N.82 ? 156"W.
2;.38'
NW COR SE -C. 3
BRASS C,?
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0 50 100
SCALE: 1 INCH =50 FEET.
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'7783
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3
150
CHELYN
5.81 ° 23'40"E.
10.00'
N.04° 19':7"E.
/ 48. 42'
TIE:
N.09 °43'29"E.
650. 74'
T -CD
WEST 1/16 CO.
SEC'S 3 & 34
t•.
PEDESTAL
S•
ti
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N. 11 ° 40'48"E.
44.48'
N. 08°
.5.87°57'59"E.
46.36'
°
P DESTAL
201E
?S•,,E:
h -L!GHT POLE
WATER SP!CKET
7.
LOT 1
2.351 Ac. +/-
19° 21'45"
/-
19°21'45"
R = 148.02'
L = 50.00'
CH= S.17°08'50"E.
49.76' /
£26°49'30"E.
/46. 11'
493.;
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sliBlyrt
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g,
F4 ep7 °w
3
1
VICINITY MAP
SCALE: 1 INCH = 2000 FEET
NOnCE Acalydirtg to Colorado] law ',w nsst cccwelr:11 any legal action based
upon any .defect In this nutwy within three 1I? year+ after you first
dI.caver def' t. In no event may .try act Ion tssed upon any
(Infect In th1+ sunny CallIWYCOd 1401< than ten i10; years .^rem the
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235.96.
k p -
= 16°0850"
R = 57154'
L = 161.64'
CH= N. 16° 40'45"E.
161. 10'
x
LOT 2
2.000 Ac. +/-
LIGHT POLE
N.55° 35'53"W.
25.00'
S, /�3j?4•F
/0 g��y
20.83',
7.50'. •
4
A4 I\
S.34 24'07"W.
25.0^'
10.00' WATER LINE
EASEMENT
2/9,
N.34 24'07"E.
25.00'
£55 35'53"E.
25.00' X1 "1'�
t.
,ELLJT£"9
DISH IV k9
V I
G4S PUMP
SHED
o= 58°48'10"
R = 278.45'
L = 285.77'
CH= £02° 34'35'. 273.40'
JRNEWAYS
D ORN-
13-.-C47V
PEUESTAL
RECEPTION NO..
335297
Q = 09°24'05"
R = 470.14'
L = 77.15'
CH= £27°16'40"W.
76.90
TIE:. N. 62 ° 16'53"W.
1389.98''
T74:,
BRAss
IN PLACE
SURVEYOR'S CERTIFICATE
I, Frank W. Harrington, do hereby certify that I am a registered land surveyor
licensed under the laws of the State of Colorado, that this plat is a true,
correct and complete plat of the VANDEVANDER EXEMPTION PLAT as laid out,
platted, dedicated and shown hereon, that such plat was made from an
accurate survey of said property by me and under my supervision and correctly
shows the location and dimensions of the lots, easements and streets of said
subdivision as the same are staked upon the ground in compliance with
applicable regulations governing the subdivsion of land.
IN WITNESS WHEREOF I have set my hand and seal this v0day of G.
A.D. 198c
Frank W. Barri
COUNTY SURVEYOR'S CERTIFICATE
PROPERTY DESCRIPTION
LOT 1
A parcel of land situated in the W1/2 of Section 3, Township 7 South, Range 89
West of the Sixth Principal Meridian, County of Garfield, State of Colorado;
said parcel being more particularly described as follows:
Commencing at the West 1/16 Corner common to Section 34, Township 6 South and
Section 3, Township 7 South, Range 89 West of the Sixth P.M.; thence
S.09°43'29"W. 650.74 feet to a point on the easterly right-of-way of Van Dorn
Road, the True Point of Beginning, ( whence the northwest corner of Section 3
bears N.62°16'53"W. 1389.98'); thence leaving said right-of-way EAST 208.81
feet; thence N.17°31'24"E. 219.43 feet to an existing fence angle point; thence
N.20°22'57"E. along an existing fence line 139.62 feet; thence continuing along
said fence $.87°57'59"E. 46.36 feet; thence N.11°40'48"E. 44.48 feet; thence
N.04°19'17"E. 48.42 feet; thence WEST 370.38 feet to a point on said easterly
right-of-way; thence the following four (4) courses along said right-of-way:
1. along the arc of a curve to the left having a radius of 148.02 feet
and a central angle of 19°21'45", a distance of 50.00 feet (chord
bears S.17°08'50"E. 49.76 feet)
2. S.26°49'30"E. 46.11 feet
3. along the arc of a curve to the right having a radius of 278.45
feet, a central angle of 58°48'10", a distance of 285.77 feet (chord
bears 5.02°34'35"W. 273.40 feet)
4.)along the arc of a curve to the left having a radius of 470.14
feet, a central angle of 09°24'05", a distance of 77.15 feet
computed chord bears S.27°15'22"W. 77.06 feet) to the True point._of.,Beginningi
said parcel of land containing 2.351 acres, more or less.
LOT 2
A parcel of land situated in the W1/2 of Section 3, Township 7 South, Range
West of the Sixth Principal Meridian, County of Garfield, State of Colorado;
said parcel being more particularly described as follows:
Commencing at the West 1/16 Corner common to Section 34, Township 6 South and
Section 3, Township 7 South, Range 89 West of the Sixth P.M.; thence
S.52°14'49"E. 334.73 feet to the True Point of Beginning (whence the northwest
corner of Section 3 bears N.82°21'56"W. 1627.38 feet); thence S.04°19'17"W.
48.42 feet; thence S.11°40'48"W. 44.48 feet to an existing fence angle point;
thence continuing along said existing fence N.87°57'59"W. 46.36; thence
continuing along said fenceline S.20°22'57"W. 139.62 feet; thence S.17°31'24"W.
219.43 feet; thence EAST 227.80 feet to a point on the easterly right-of-way of
Cheyln Road; thence continuing along said easterly right-of-way the following
four (4) courses:
1. along the arc of a curve to the left having a radius of 573.54 feet,
a central angle of 16°08'50", a distance of 161.64 feet ( chord bears
N.16°40'45"E. 161.10 feet);
2. N.08°36'20"E. 235.96 feet;
3. S.81°23'40"E. 10.00 feet;
4. along the arc of a curve to the left having a radius of 497.22 feet,
a central angle of 05°07'20", a distance of 44.45 feet ( chord bears
N. 06°02'40"E. 44.44 feet; thence leaving said right-of-way WEST
150.23 feet to the True Point of Beginning; said parcel of land containing
2.000 acres, more or less.
Approved for content and form only and not the accuracy of surveys,
calculations or drafting. Pursuant to C.R.S. 1973, 38-51-101 and 102 (revised).
Date;
EXEMPTION CERTIFICATE
Garfield ° ' Surveyor
/9n
This plat approved by resolution of the Board of County Commissioners at
Garfield County, this ( day of J�)py.g.te lilp� , A.D. 19 Sq. In
filing with the Clerk and Recorder of Garfield County, such approval in noway
implies that the information shown herein is true and accurate but does
indicate that this plat is exempt frau and not subject to regulation under
Garfield County Subdivision Regulations at the time of its filing.
CL
Chairman
Witless my hand and seal of the County of Garfield.
•
Attest:
County Clerk
/ /
•
NOTES:
1.)
APPROVED
SUBJECT TO NOTED
tXCZFf[ONS ci INSPECTIONS
GARFIELD COUNTY
BUILDDEPARTMNT
Date //IF//3 By
LD COPY
NO INSPECTION WITHOUT
THESE PLANS ON SITE
Per a!
Basis of bearing for this survey is a bearing of S.00°40'00"E.
between the northwest corner of Section 3 and the southwest corner
of Section 3, brass caps found in place.
2 ) -x-indicates
3.)
4.) Date of survey was
5.) This survey is based on Reception No. 525612.
• indicates
fencelines.
rebar and cap, L.S. #
July 25 and 26, 1989.
19598 to be set.
6.) No further exemption
granted on this site
from the definition of subdivision shall be
or any portion of it.
7.) Engineered foundations and septic systems may be required.
CLERK AND RECORDER'S CERTIFICATE
This plat was filed for record in
Garfield County at 8:30 0'
of /1,>•.. , ,a•urc ¢.,J , ' ' . 9
.4/, , , .D °°Pd
Page N/A , Reception No.
the office of the Clerk and
clock n M., on the
and is duly recorded in
By:
Recorder of
7.ti, day
Book N ie ,
Clerk and Recorder
Dety
SCARROW & WALKER
INCORPORATED
ENGINEERS & LAND SURVEYORS
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945-8664
PREPARED FOR:
NANCY VANDEVANDER
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description of revisions date
IILLor Le.vEs ti DEScR/Pro Ns 845%89
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_d9te: AUGUST 18. 1989 _
job number: 89.188
design by:
drawn by: DAC
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BLRE-I0-13-3034
STRUCTURAL GENERAL NOTES & SPECIFICATIONS
DESIGN DATA:
A. DESIGN LIVE LOADS
1. Basic Roof Snow
2. Residential Floors
3. Decks
B. DESIGN CODES
Gallegos Deck and Stair
40 PSF
40 PSF
80 PSF
4. Garage 50 PSF
5. Wind 90 mph, Exposure B
6. Seismic Design Category C
International Residential Code. IRC), 2009
with the International Building Code, (IBC), 2009 for additional Information
American Concrete Institute Building Code (ACI 318-99)
American Institute of Steel Construction, Manual of Steel Construction (AISC 9th Edition)
American Institute of limber Construction, Timber Construction Manual (AITC 5th Edition)
National Design Specifications for Wood Construction (NDS 2006)
GENERAL:
1. Any changes to the contract drawings shall be submitted to the structural engineer for approval.
2. All dimensions and details on structural drawings shall be verified against the architectural drawings and
discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details
the structural drawings are typical. DO NOT SCALE DRAWINGS.
3. All openings through the structural system shall be approved by the Engineer.
4. Contractor shall provide all necessary temporary bracing, shoring, guying or other means to prevent excessive
stresses and to hold the structural elements in place during construction.
5. The contract structural drawings and specifications represent the finished structure. They do not indicate
the method of construction. The contractor shall provide all measures necessary to protect the structure during
construction. Such measures shall include, but are not limited to bracing, shoring for loads due to construction
equipment and protection of existing structures. Observation visits to the site by the structural engineer shall
not include inspection of the above items nor will the structural engineer be responsible for the contractor's
means, methods, techniques, sequences for procedure of construction, or the safety precautions and programs
incident there to.
any
on
6. Options are for the convenience of the contractor. He shall be responsible for all changes necessary if he
chooses on option and shall coordinate all details. The cost of additional engineering work necessitated by
selection of an option shall be borne by the contractor.
7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an
engineer registered in Colorado.
8. Dimensions on the structural drawings ore exact with the exception of masonry and sawn lumber dimensions
which are nominal. Verify all dimensions with the architectural drawings.
9. Where required construction details are not shown or noted on these plans the contractor shall notify the
engineer and the engineer shall provide sufficient details for the work to proceed.
10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the
design live load per square foot.
11. Shop drawings shall be submitted to the architect for all structural items. The Engineers review is intended
only as an aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest
with the contractor. The contractor shall review all shop drawings prior to submittal. Items not in accordance
with the contract documents shall be flagged upon his review. The shop drawings do not replace the original
contract drawings. It is the contractors responsibility to make sure items ore constructed to the original
drawings. The adequacy of engineering designs and layout performed by others rests with the designing or
submitting authority.
FOUNDATION:
A. GENERAL
The foundation design was based on the following assumed parameters:
Maximum allowable bearing pressure - 2,000 psf
Minimum required dead load pressure - 0 psf
Lateral soil pressure - Active 50 pcf
- Passive 300 pcf
The actual soil condition shall be investigated and the above parameters shall be verified by a Soils Engineer,
registered in the State of Colorado, prior to construction of the foundation. If there ore any discrepancies with
the above assumptions, then the foundation shall be re -designed.
B. EXCAVATION
1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely
complete the work.
2. Avoid excessive wetting or drying of the foundation excavation during construction. Keep excavations
reasonably free of water at all time and completely free of water during placement of concrete.
C. BEARING REQUIREMENTS
1. Footings shall bear on natural undisturbed soil below the frost depth required by the applicable building
code. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention of the
engineer.
2. Building shall be founded on continuous concrete spread footings placed on undisturbed natural soil.
D. GENERAL REQUIREMENTS
1. Center foundations under columns and walls unless noted otherwise.
2. Provide foundation ventilation in crawl space areas as required by the I.R.C. .
3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilled
on one side only shall have all supporting slabs, permanent framing or temporary bracing in place prior to
placement of the backfill (unless noted otherwise on plans).
CONCRETE:
A. CONCRETE REQUIREMENTS
Concrete shall be mixed, proportioned, conveyed, and placed in accordance with IBC Sections 1905 and 1906, and
ACI 301. Provide hot weather protection per ACI 305. Concrete place in cold weather shall comply with ACI
306R-88 "Cold Weather Concreting".
2.
3.
4.
5.
6.
7.
8.
Concrete shall have a minimum compressive strength at 28 days of:
Walls & footings 3.000 Dat
Slabs 4,000 pit
Provide Type II cement throughout with 4% air entrainment.
Mechanically vibrate concrete.
No admixtures shall be used without approval by the engineer.
Addition of water to the batch material for insufficient slump is not permitted.
Do not place pipes, ducts or chases in the structural concrete without the approval of the engineer.
Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour.
Concrete shall not be in contact with aluminum.
B. REINFORCING
Detailing, fabrication, and erection of reinforcing steel bars shall
Practice for Detailing Reinforced Concrete Structures ACI 315.
1.
2.
3.
Reinforcing bars shall be ASTM A615 -Grade 60.
Welded wire fabric shall conform to ASTM A185.
Concrete protection for reinforcement:
Cast against and permanently exposed
Exposed to earth or weather
Not exposed to earth or weather
comply with
the
Furnish in flat sheets only.
to earth 3 in.
#6-#18 bar 2 in.
#3-#5 bar 1 1/2 in.
slabs & walls 3/4 in.
beams & cols1 1/2 in.
ACI Manual of Standard
4. Reinforcing lap splices shall be a minimum of 36 bar diameters unless noted otherwise. Lap wire
reinforcement one full mesh plus 2" at sides and ends and wire together.
5. Splices in horizontal beams and walls shall occur at midspan for top bars and over supports for
bars.
fabric
bottom
6. Discontinue one-half of horizontal steel across construction/control joints.
7. Provide corner bars of equal size and spacing around all corners.
8. Provide 2-#5 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beams and
slabs. Provide 1-#5 x 4'-0" diagonally at all re-entrant corners of slabs.
9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans.
10. Reinforcing spacings are maximum on center and all reinforcing is continuous, unless noted otherwise.
C. SLABS
1. Provide control joints at 12'-0" max. spacing or as shown on the plans.
2. Provide minimum 4" compacted gravel under floor slab on grade. The material shall consist of minus 2 -inch
aggregate w/ less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.
STRUCTURAL STEEL:
A. STRUCTURAL STEEL
Structural steel shall be detailed, fabricated and erected in accordance with latest provisions
Manual of Steel Construction and AISC Code of Standard Practice. Use welders meeting
of the AWS Standard Qualification Procedure. Comply with AWS 01.1 Structural Welding
of the AISC
the requirements
Code.
1. All steel shall conform to ASTM A36 except beams shall be ASTM A992 Grade 50 and tube columns which
shall conform to ASTM A500 (GR. B) and pipe shapes which shall conform to ASTM A53 (Gr. B).
2. Bolts shall conform to ASTM A325N. Anchor bolts shall conform to ASTM A307. Bolt size shall be 3/4"
diameter unless noted otherwise. Installation shall be in accordance with AISC Specifications for Structural Joints
Using ASTM A325 or A490 Bolts, 1978.
3. All welds shall be made with E70XX electrodes.
4. Prime all steel with approved primer paint to exposed bolts, welds, and abraded shop paint areas.
5. All column base plates shall have 1" minimum grout to provide continuous bearing.
B. GROUT AND ANCHOR BOLTS
1. Dry pack or grout shall be shrink resistant Embeco 153 or equivalent.
2. Expansion bolts shall be Simpson "Wedge -All" or approved wedge type, installed in accordance with the
manufacturer's requirements.
3. Headed anchor studs (H.D.A.S.) shall be attached to structural steel with equipment approved by the stud
manufacturer according to the stud manufacturer's recommendations. 4. Anchor bolts embedded in concrete
shall be placed with setting templates. 5. Location and coordination of anchor bolt placement shall be the
responsibility of the steel fabricator. Steel fabricator shall supply anchor bolt setting plan.
C. STEEL CONNECTIONS
1. Provide bolted connections for steel beams per Part 4 and Port 5 of the AISC Manual of Steel Construction.
Except where otherwise shown, provide connections to support loads equal to one-half the total uniform load
capacity of the member.
2. A minimum of two bolts shall be used for all connections. Size and grade shall be determined by the
fabricator.
STRUCTURAL WOOD FRAMING:
A. DIMENSIONAL LUMBER
All wood members shall be as described in the 2001 edition of the "National design Specifications for Wood
Construction" by the Notional Forest Products Association and the WWPAW.
1. Unless otherwise noted on the drawings, wood framing members shall be Douglas Fir/Larch, Grade #2 or
better. Redwood members shall be construction grade.
2. Sizes shown ore nominal, except when noted as RC (Rough Cut) they are full dimensions.
3. All wood members attached to concrete or masonry shall be redwood or pressure treated lumber.
4. Block all joists and rafters per the I.R.C.
B. FASTENERS AND CONNECTORS
Alternate fasteners and connectors to those listed below, which hove I.C.B.O. approval, may be used with
approval by the Engineer.
1. Connectors shown on the plans are manufactured by the Simpson Strong -Tie Company, Inc. Connectors
by other manufactures shall be deemed as equivalent if their rated capacity is equal to or greater than that
of the connector specified. Follow manufacturer's recommendations for installation of connectors.
2. All timber nailing and connections shall conform to the IRC and AITC.
3. Bolts for wood member connections shall be 3/4" diameter, ASTM A307 with a minimum 1 1/2" washer
at each end (unless noted otherwise).
4. Self -drilling fasteners for the attachment to structural steel shall be "Teks" fasteners as manufactured
by Buildex.
C. PLYWOOD SHEATHING
Sheathing (Wood Structural Panels) for roofs, floors and exterior shear walls shall conform to DOC PS1 or
DOC PS2, marked Exposure 1 or Exterior, unless otherwise noted.
1. Roof Diaphragms shall be 5/8", APA rated sheathing, 40/20 place with 8'-0" dimension perpendicular to
the joist, rafter or truss span. End joists shall be staggered. Attach plywood at edges with 8d nails at 6"
O.C. and at intermediate supports with 8d nails at 12" O.C.
2. Floor Diaphragms shall be 3/4", APA rated Sturdi-l-Floor, 24 O.C. place with 8'-0" dimension
perpendicular to the joist span. End joints shall be staggered. Attach plywood with APA glue and at edges
nail with 8d nails at 6" O.C. and at intermediate supports with 8d nails of 10" O.C. Sheathing shall be T&G.
3. Exterior walls and interior shear wall diaphragms shall be 1/2" sheathing, 24/0 with 8'-O" (or 9'-0")
dimension vertical. End joints shall be staggered. Studs shall be 16" O.C. Attach plywood per IRC Table
602.3(1). Sheath all exterior walls full height. See plan for permissible areas of Densglass sheathing
substitute.
D. GLUE LAMINATED BEAMS Laminated member shall be designed and fabricated in accordance with "The
Standard Specifications for the Design and Fabrication of Structural Glue Laminated Lumber" published by the
AITC and the appropriate Lumber Producers' Association.
1. Use exterior glue for all exposed lominated members.
2. All members exposed to weather shall receive one coat of end sealer at trimmed ends. Seal all exposed
surfaces with sealer coot as soon as practical after erection.
3. Appearance grade shall be in accordance with the architectural drawings.
4. If beam is cantilevered and the cantilever is greater than one-third of the back span, install beam "TOP"
down.
5. Allowable unit stresses for dry conditions of use required shall be as follows:
Members stressed principally in bending such as beams & girders (AITC 24F -V4) unless otherwise
noted on drawings.
Fb=2400 psi Fv=165 psi Fc(perp)=650 psi E=1.8E6 psi
Members stressed principally in compression or tension such as columns & truss members (AITC
24F -V8) Unless otherwise noted on drawings.
Fc(parallel)=1650 psi E=1.6E6 psi
E. MICRO -LAM BEAMS
Micro -laminated members shall be designed and fabricated in accordance with the "National Research Board"
and the "National Design Specifications for Wood".
1. Allowable unit stresses for dry conditions of use required shall be as follows:
Fb=2600 psi Fv=285 psi Fc(perp)= 750 psi E=1.8E6 psi
2. Install micro -laminated members in accordance with the manufacturer's recommendation.
3. Holes, cuts, or notches not previously approved by the engineer or the manufacturer shall not be mode.
4. Micro -laminated lumber is marked on the drawings as "ML" and shall be 1 3/4" wide, unless noted
otherwise.
F. FABRICATED WOOD JOISTS (I -Series)
I -series fabricated joists with structural wood flanges and plywood webs called for on the drawings (TJI/210,
TJI/360, TJI/560) are as manufactured by the Trus -Joist Corp.. Joists by other manufacturers may be used
if the depth and deflection Is equal to or less than that of the joist specified for the particular spun and
spacing and when authorized by the Architect/Engineer.
1. Fabricated wood joists shall be in accordance with the manufacturer's recommendations.
2. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the
manufacturer.
G. TIMBERSTRAND INSULATED HEADERS
Insulated headers shall be Timberstrond LSL 1.5E Insulated Headers as manufacturerd by Trus Joist. The
width shall be 5 1/2 inches with depth as shown on plans.
SIMPSON ABU44
OR EQUAL
SWINGER
-#4 CONT.
1
4" CONC. SLAB
SEE PLAN
\T.O. SLAB
SEE ARCH.
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#9 WIRE TIES
0 12" O.C.
#6 REBAR
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"BIG FOOT"
CLR.
- 8x8 POST
PL 1/4x3x10" (KNIFE)
W/ (2) 5/re BOLTS
PL 1x8x8
VERT.
r
12"
2
3x8 JOISTS
3x8 PRESSURE BLOCKING W/
(2) LEDGER-LOK SCREWS PER BLOCK
INTO SOLID WOOD RIM & BLOCKING;
(2) LEDGER-LOK SCREWS JOIST
INTO PRESSURE BLOCK
2" MIN. PENETRATION
EXISTING FRAMING
3
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Project
Number: 1334
Date: 10-10-201
PERMIT
Drawn By:
EPK
Checked By:
JP
Scale:
S1
H
SOLID RAILING ALONG SIDES;
MATCH EXISTING
EXISTING
DECK
RAIUNG PER
CODE
LANDING:
2x6 0 16" O.C.
6x6 POSTS
GRADE
j
METAL RAILING
LI
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c0
8x10 BEAM
MATCH EXISTING CONNECTION
HARDWARE
8x8 POSTS
' 12" DIAM. PIER W/
24" DIAM. BIGFOOT
DETAIL 2/S1
DECK ELEVATION
PRE-MNFRD.
STEEL GRATE
TREADS
t
ABA66 POST BASE
THICKENED SLAB
NOTE 8
0
EXISTING
DECK
3 1/8 x 10.5 GLULAM
STRINGERS
EXISTING 8x8 POST
GRADE
Afee-4ig>
STAIR ELEVATION
DECKING;
3x PLANKS;
DRIP THRU
4x8 JOISTS
® 16" O.C.
BLOCK BETWEEN JOISTS
OVER BEAM
18'-O"
3'-0"
12'-0"
3'-O"
i
0
`- 8x8 POSTS
1$Y8'(44�
LEDGER; SEE DETAIL 3/S1
8x10 BEAM
EDGE OF DRIVEWAY
SOLID RAILING ALONG SIDES;
MATCH EXISTING
N
EDGE OF
EXISTING SLAB
WESTFACE
GARAGE
GARRAGE
ROOF UNE
ABOVE
T.O. SLAB
100'-0"
5'-0"
/
THICKENED SLAB -
NOTE A
4'-0"
0
0
Q
w
5'0
00
m
3 1/8 x 10.5 GLULAM
STRINGERS
!1/13 3z �
DOUBLE 2x6 RIM
HUC26-2 HNGR.
HUC210-2
HANGERS
DECK PLAN
EDGE OF SLAB
3 1/8 x 10.5 GLULAM
STRINGERS
2-2x10 RIM
MINIMUM
0
LANDING:
2x6 0 16" O.C.
6x6 POSTS -
ABA66 POST BASE
THICKENED SLAB
NOTE B
6"
4'-0"
8 RISE 0 6 86
7 TREAD 0 11
//
6"
HUC210-2
HANGERS
6'-5"
EXISTING
DECK
T.O. DECK
110, -las"
NOTES:
A. 10" THICKENED SLAB W/ 2-#4
CONTINUOUS; SEE DETAIL 1/S1
8. 12" THICKENED SLAB W/ #4 0 14" EA.
WAY OVER 12" FREE DRAINING GRAVEL
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Project
Number: 1334
Date: 10-10-2012
PERMIT
Drawn By:
EPK
Checked By:
JP
Scale:
S2