20120287 Permit Pkg 09252012City of Yelm
Community Development Department
Building Division
Phone: (360) 458 -8407
Fax: (360) 458-3144
Applicant:
Name: ROGER SMITH
Address: 15111 CARTER LP SE
YELM WA 98597
Property Information:
Site Address: 1F111 rAPTFR I P SF
Assessor Parcel No.: 52920003200 Subdivision:
Contractor Information:
Name: ODEESINC.
Address:
PO BOX 579
SPANAWAY WA 98384
Contractor License No.: ODEES19000M
Project Information:
Project: RESIDENTIAL ADDITION
Description of Work: ADDITION
Sq. Ft. per floor: First
Second
Third
Garage
Basement
Fees:
Item
BUILDING
Contractor
ODEES INC.
Permit No.: 20120287
Issue Date: 912512012
(Work must be completed within 180 days)
Phone: 360 - 458 -4777
Owner: ROGER SMITH
Lot:
Phone:
Expires: 9/30/2012
Heat Type (Electric, Gas, Other):
TOTAL FEES:
Applicant's Affidavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and reqtrrOtions of record applying as a tractor, I further certify that I am currently
registered in the t lb of Washingto
Sionature /% Date
Firm
Fees
$ 1,184.08
$ 1,184.08
OFFICIAL USE ONLY
# Sets of Prints:
Final Inspection:
Date:
By:
City of Ye1M
(36 ) 458 -8402
REC#: 00106277 9/25/2012 12:04 PM
OPER: CO TERM: 001
REFS: 1503
TRAN: 33.0000 BUILDING PERMITS
20120287 1,184.08CR
SMITH, ROGER
15111 CARTER LP SE
BLDG 1,184.08CR
TENDERED: 1,184.08 CHECK
APPLIED: 1,184.08 -
CHANGE: 0.00
•
•
is
aO/ a O&8-7
CITY OF YELM
RESIDENTIAL BUILDING PERMIT APPLICATION FORM
Project Address: (G4l CC cfor (,dap 5 j;L Parcel
Subdivision: Lot #: Plan #: Zoning:
New Construction lx Re -Model / Re -Roof / Addition i Home Occupation Sign
k Plumbing y Mechanical 1 1 Mobile / Manufactured Home Placement Other
Project Description /Scope of Work: 7W i try 4�oa�C 1/2
Project value: �" j/ 7(7c,
Building Area (sq. ft) 1" Floor 2n° Floor Garage Deck
Basement Carport Patio
# Bedrooms # Bathrooms Heating: GAS /OTHER or ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel?
ff yes, a completed environmental checklist must accompany permit application.
BUILDING OWNER NAME:_R94IPC i
ADDRESS 5 EMAIL
CITY wr Y�L STATE_ZIP BYO �I F TELEPHONE ^ h�A �^ Y Se41X
ARCHITECT /ENGINEER jl r c L,; 4-e, a San- rrLICENSE # L;
ADDRESS 12131 P EMAIL
CITY- ZW_Qwu�_ STATE 47A- ZIP tr TELEPHONE o(d^8--2 .2-2 -?Ze
GENERAL CONTRACTOR S TELEPHONE:2 o
ADDRESS o — EMAIL tb �
(°
CITY a STATE o� ZIP FAX
CONT ACTOR'S LI NSE #C}U Sg _OXP DATE .1CITY LICENSE #
PLUMBING QONTRACTOR
TELEPHONE -
ADDRESS EMAIL
CITY_d&l STATE WA ZIP FAX
CON RACTOR'S L CENSE # XP bATF&ACITY LICENSE #
CITY
EXP DATE3/ 19CITY LICENSE
Copy of mitigation agreement with Yelm Community Schools, if applicable.
1 hereby certify that the above information Is correct and that the construction on, and the occupancy and the use of the
above desc ed propertt III be In accordance with the laws, miss and regulations of the State of Washington and the
cli of Yer
Applica Si nature _ Date
Owner Contractor / Owner's Agent I ontractor's Agent Please circle one.)
All permits are non - transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
405 Yelm Avenue West
Yelm, WA 98597
www.ci.yelm.wa.us
Mi
(360) 458 -3885
(360) 458 -3
BY:_
we know of no design methodology
that would allow us to assign any
strength to the structural sheathing
layer. That means that in coming up
with the schedule for Detail 3, we had
to assume that the ledger is separated
from the band joist by a 1 -inch gap.
(This condition would be the same if
the ledger were installed over 1 -inch-
thick foam insulation board, which
also has no design strength.) The result
is that each 1/2 -inch bolt yields only
about 80 pounds of shear strength,
both because of the 1 -inch gap and
because of the "wet -use" service condi-
tions of the ledger. It is likely that the
bolt schedule in Detail 3 is overly con-
servative; certainly some of the spac-
ings are ridiculously close when looked
at from the carpenter's viewpoint.
For now, we have to rely on the NDS
design methods to be safe. However, we
have plans to test ledgers under actual
loading conditions next year and will
report our findings here as soon as we
have them. Meanwhile, for those wish-
ing to leave a space at the ledger, we
strongly recommend Detail 4, page 7.
Supporting the Ledger With Posts
Attaching the ledger to the band
joist may be common, but it makes it
somewhat difficult for the builder — as
well as the inspector — to be certain
that the connection is safe and
durable. In addition to the gravity
loads, deck ledgers are subject to lat-
eral, or sideways, loads, which are not
addressed by the fastener schedules in
the details above.
We recommend a different approach:
supporting the ledger with pressure -
treated posts, as shown in Detail 4. This
approach has several advantages:
• It eliminates the need to penetrate
the house siding, sheathing, and
band joist, thus eliminating the
potential for decay.
Detail 3a: Attaching Ledger
With Drainage Spacers
Sheathing
' /z' hot - dipped / Housewrap or
galvanized bolts i building paper
and washers, ,1
staggered -' I
Flashing membrane
/ J Washers
%'— create 'h'
.-� drainage
�—� space
•c �
- PT deck joist
.0
PT deck ledger
Y.
Band joist
a.. .pa
Detail 3 Fastener Schedule*
joist span (ft.) 6 8 10 12 14 16 18
Bolt spacing (in.) 6.3 4.7 3.8 3.2 2.7 2.4 2.1
'Required spacing of 1/2 -inch bolts (with washers on both sides) connecting
SPF band joist (G = 0.42) to a PT ledger with the same or greater G value.
Tabulated values are based on the assumption that the band and ledger
are separated 1 inch due to 1/2 -inch wall sheathing and a 1/2 -inch spacer
(washers). Assumes a residential deck load of 40 -psf live plus 10-psf dead.
AUGUST ILC 200,3
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The Smith Residence Addition
15111 Carter Loop S.E.
Yelm, WA 98597
SCOPE OF WORK:
The proposed project is to construct new addition to the
Remodel the existing bath, make it ADA.
Rebuilt rear porch with new roof and decking.
Make interior hall wider for ADA.
BUILDING INFORMATION:
CONSTRUCTION:
CONSTRUCTION TYPE:
OCCUPANCY TYPE:
REMODEL AND NEW ADDITION CONS
V B (One Story)
Single Family
BUILDING AREA:
Existing Main Floor area
Existing Attached Garage
NEW PROPOSED
Proposed New Addition
104th Way SE
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CLOSET
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New 1 Pair of
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5616 REGISTERED
ARCHITECT
V Tzzy M. Wong
LATE OF WASHINGTO
REVISION: 4/26/12
SHEET NO.
A2.2
JOB NO: —
DRAWN TW
DATE: 03/04/12 —
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CODES.
All methods, materials and workmanship shall conform to the 2009 International Residential Code (IRC) as amended and adopted by the local building
authority. Engineered design in accordance with the International Building Code is permitted for all buildings and sitructures, end parts thereof, included
in the scope of this code (IRC R301.1.3). All reference to other codes and standards, (ACI, ASTM, etc.,), shall be for the latest or most current edition
available.
Design criteria.
Uniform loads:
Snow (IRC R301.2) Ground snow load 25 psf
Loads Live. food Dead load
Roof 25 psf actual
Floor 40 psf actual
Lateral loads:
Wind (IRC R301.2) Basic wind speed: 85 mph (3 second gust)
Exposure: B Importance factor: 1.0
Seismic (IRC R301.2) Soil Site Class D
Seismic Design category D1
Importance factor: 1.0
Lateral earth pressure:
Basement walls and other walls in which horizontal movement is restricted at the top shall be designed for at resat load of not more than 60 psf /ft.
Retaining walls free to move and rotate at the top are permitted to be designed for active load of not more thon 30 psf /ft.
Soil data.
1500 psf assumed - Contractor to field verify condition. A geotechnical report is required for review by the Engineer and Building Official whenever
structures or portions thereof are to be located on fill.
Inspection - shall be performed per the Building Official's rules.
CONCRETE.
All concrete shall be hard rock concrete meeting requirements of ACI -318, "guiding Code Requirements for Structural Concrete ". Place concrete per
ACI -318 and conform to ACI- 306R -88 for winter concreting and ACI- 305R -91 for hot weather concreting. Do not over - vibrate. Minimum specified
compressive strength and aircontent of concrete shall be as shown below. (Ref.:IRC Table R402.2 for Moderate Weathering Potential.)
Type or location
of concrete construction
Strength(psi)
Air content Notes
Basement walls,
foundations and other concrete not exposed to the weather
2500
None
Basement slabs
and interior slabs on grade, except garage Floor slabs
2500
None
Basement walls,
foundation wolfs, exterior walls and other vert. conc. work exposed to
the weather 3000
5 -7%
Porches, carport
slabs and steps exposed to the weather, and gorage floor slabs
3000
5 -7% 1
Note 1: See IRC R402.2 and ACI 318 Chapter 4 for minimum cement content.
Reinforcing steel.
Deformed bar reinforcement: ASTM A -615 Grade 60
HEADER PER PLAN
Welded wire fabric: ASTM A -185 & ASTM A -82
fy = 65 ksi
All reinforcing shall
be lap- spliced a minimum lap of 40 bar diameters except as noted
specifically on the structural
drawings. No more than 50% of
horizontal or vertical bars shall be spliced at one location. Provide elbow bars (40 diameters) to lap horizontal
steel at corners and intersections in
footings and walls.
Concrete cover on reinforcing (unless shown otherwise). Bottom of footings 3"
Formed earth face & slab -on -grade 2"
WOOD.
Framing lumber shall be DF #2 or better, except that 2x framing lumber may be HF #2 unless otherwise shown on the plans. All 2" lumber shall be kiln
dried (KO). Each piece of lumber shall bear a grade stamp of a recognized lumber grading or inspection bureau Orr agency per the MIST American
Softwood Lumber Standard PS 20 -99.
Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood.
Treat all wood in contact with concrete, mortar, grout, masonry, and within 8" of earth; all wood over water; and all wood in contact with earth; with
one of the following processes:
Chromated Copper Arsenate (CCA -C),
DOT Sodium Borate (SBX)
Alkaline Copper Quat ACQ -C and ACQ -D (Carbonate)
Copper Azole (CBA -A end CA -B)
Where possible, pre -cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with AWPA M -4
Accessories.
Bolts shall be ASTM A -307.
Washers shall be malleable iron washers (M.I.W.) or heavy plate cut washers.
Nails shall have the minimum wire dimensions shown on Detail 5 this sheet.
Lag screws, shear plates - see national design .specifications.
Anchors and connections shall be Simpson, Teco, Lumberlok or other International Code Council (]CC) approved products. All fasteners shall be installed
per manufacturer's recommendations unless otherwise shown.
All hardware exposed to weather, in unheated portions of building, or in contact with treated wood as specified obiove shall be galvanized as follows:
Fasteners shall be hot dipped per ASTM A 153 or mechanically galvanized per ASTM B 695, class 55 or greater. Hardware shall be galvanized per one
of the following processes: ASTM A 653 Class 185 (Simpson ZMax G185) or Batch /Post Hot Dipped Galvanized per ASTM A 123.
Stainless steel hardware and fasteners shall be used in connection with any preservative treatment process not specifically listed above.
Minimum nailing.
Minimum nailing shall be per IRC table R602.3 (1) - nailing schedule.
Sheathing (plywood /osb).
All grading shall conform to the following standards: NIST Voluntary Product Standard PS 2 -92. Thickness and lay - -up shall be as shown. All plywood
shall be group I or II species. Unless otherwise shown, provide the following minimum nailing:
Panel edges 8d at 6" on center
Intermed. Support 8d at 12" on center
Gluelom Beams.
Materials, manufacture and quality control shall be per ANSI /AITC A -190.1 "Structural Glue Laminated Timber ". Unle,ss otherwise shown, camber all
beams 1 -1/2 times dead load deflection. Unless otherwise shown all beams shall be combination 24F -1.8E as listed in AWC -ASD table 3.1, and have
exterior glue. Unless otherwise shown, industrial appearance is acceptable.
Wood adhesive.
All wood adhesives shall be elostomeric and shall have a current [CC-ES approval. Apply all adhesives in accordance with the adhesive manufacturer's
recommendations.
Pre - Engineered Trusses.
NOTE: LAP SPLIICE ALL DBL TOP PLATES DBL TOP PLATE CONT. OVER HEADER
8' -0" MIM. WITH (2) ROWS OF 16d 6" O.C.
Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing member as shown or as necessary to
provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall have the heel plates
designed considering the effect of eccentric loading.
Where noted precut blocking,
bridging,
bracing and /or
filler pieces shall be furnished
by the manufacturer. Where applicable, wind uplift bracing shall be
provided by the manufacturer.
Unless
noted otherwise,
the truss manufacturer shall
specify and furnish connection hardware for the installation of their
system.
Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species /grades and applicable
ICC -ES approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington.
Metal plated trusses shall be manufactured a detailed in conformance with the following standards:
r
ANSI /TPI 1 -2002 National Design Standards for Metal Plate Connected Wood Truss Construction.
ANSI /TPI 1 -1995 Code of Standard Practice for the Metal Plate Connected Wood Truss Industry.
ANSI /TPI 2 -1995 Standard for Testing Metal Plate Connected Wood Trusses.
When delivered, the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by the
following user advisory notices (or notices equivalent) to:
BCSI -B1 Summary Sheet - Guide for Handling, Installation and Bracing of Metal Plate Connected Wood Trusses.
BSCI -132 Summary Sheet - Truss Installation and Temporary Bracing.
BSCI -83 Summary Sheet - Web Member Permanent Bracing /Web Reinforcement.
BSCI -B4 Summary Sheet - Construction Loading.
NOTES:
(6) 16d TY'F
(4) 16d TYIT
TYPICAL WALL STUDS
LE STUDS AT TYP.
SPACING
PROVIDE (1) CRIPPLE STUD MIN, UNLESS NOTED OTHERWISE
PROVIDE (1) FULL HEIGHT STUD MIN. U.N.O.
TYPICAL STUD WALL CONSTRUCTION AT HEADER
NTECTION
1) SEE FOUNDATION PLANS FOR HOLDOWN LOCATIONS
2) ALL HOLDOWNS NOT OCCWRRING AT A WALL CORNER
SHALL BE LOCATED AT THE EDGE OF A 'WINDOW OR DOOR.
PROVIDE 8d ® 4" O.C. Alf EACH HOLDOWN STUD.
TYP. ANCHOR ROD TYPE HOLDOWN
SIZE
SDS 1/4" X 2 1/2"
SCREWS
THREADED
ROD
ROD
REQUIRED
STUDS
CRIPF
HDU5
(14)
STUD
l' -3"
(2) 2X_
HEADER PER PLAN
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PROVIDE (1) CRIPPLE STUD MIN, UNLESS NOTED OTHERWISE
PROVIDE (1) FULL HEIGHT STUD MIN. U.N.O.
TYPICAL STUD WALL CONSTRUCTION AT HEADER
NTECTION
1) SEE FOUNDATION PLANS FOR HOLDOWN LOCATIONS
2) ALL HOLDOWNS NOT OCCWRRING AT A WALL CORNER
SHALL BE LOCATED AT THE EDGE OF A 'WINDOW OR DOOR.
PROVIDE 8d ® 4" O.C. Alf EACH HOLDOWN STUD.
TYP. ANCHOR ROD TYPE HOLDOWN
SIZE
SDS 1/4" X 2 1/2"
SCREWS
THREADED
ROD
ROD
REQUIRED
STUDS
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(14)
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TREATED SILLO PLATE
TOP OF FOUNDATION
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DETAIL
2 NTS
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`HDU" HOLDOWN
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ON GRADE
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AT HOLDOWN FOR 12" IN LENGTH
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SHEETNO.
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DATE: 03/20/12
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SHEETNO.
S1.1
JOB NO:
DRAWN
DATE: 03/20/12
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2x FULL
NsR FRAMING DETAIL
2x4 DECKING
16d @ 8" OC
16d TOENAIL
EA SIDE
TRTD
6X8
BEAM
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6x6 POST
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NEW FOUNDATION
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8d @ 6" O.C.
METAL_ FLASHING j
2X4 CE=DAR DECKING
1RT'D ',2x8 @ 16"
2 ROWS -
S SCREWS
EXISTING FOUNDATION
DRILL EXISTING FOUNDATION s
IN PATTERN TO MATCH NEW
FOUNDATION REBAR. EPDXY STUB
STEEL INTO EXISTING FOUNDATION
Od @ 6" O.C.
'2° A.B. X 10° 0 48' O.C.
1D 12" FROM CORNER
IA 2x8 @ 16" OTC. FLOOR JOIST
IV[ y
2x BLKG @ 48" OC WHEN
JSTS RUNS II TO WALL
16d
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#4 @ 18" OC VERT.
#4 @ 12" OC HORIZ.
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FOOTING DETAIL
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JSTS
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it li IIII
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Access
-- - -—
2
3
Z
Floor Diaphragm:
3/4" T&G Plywood (48/24)
8d @6 O.C.@
Panel Edges & Boundaries.
8d @ 10' O.C. @ Field
(Glued & Nailed)
-2X10 Ledger
Parallel to Property Line
Crawl
Space
Vent
per
R 408
Crawl
Space
Area
161
S.F.
Crawl
Space
Vent
161
S.F./ 150 = 1.07 S.F.
North
FOUNDATION PLAN
1 /4 1' -0"
Trt'd 2X10 Ledg r
`r Trt'd 2X8 @ 6" 0 C.
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6 a'
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LANDING
@ Bottom JOB NO:
DRAWN
DATE: 03/04/12
TW