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DESIGN CRITERIA: LOT #12 ALPINE DR 0507-18
Roof Live Load (Snow) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
paf
Roof Dead Load -----------------------------------
15 paf
Floor Live Load ------------------------------------
40 pof
Floor Dead Load -----------------------------------
JOpof
Deck Live Load ------------------------------------
100pof
Deck Dead Load -----------------------------------
15paf
Wind (3 Second Gust) --------------------------------
SO mph /Exp. B\
Seismic Design Category -------------------------------
EXEMPT
|BC/IRCEdition -----------------------------------
2003
FOUNDATION DESIGN:
o. Design of individual and continuous footings is based on o rnoxhnunn oUowob|o bearing pressure of
1500 pmf (dead load plus full live load).
b. Foundation and retaining woUa have been designed using o }otoro| pressure of 60 pct
o. Footings ohoU be placed on the natural undisturbed soil, or unnopootod structural fill per the
recommendations of the geotoohnioo| engineer, below frost depth.
d. This foundation has been designed according to the design recommendations set forth in
gnotoohnioo| report #04187 by LKP Engineering, Inc. The contractor ahoU follow the construction
requirements from this some report.
e. Provide continuous foundation drains around the perimeter of all basement wo||a and at the base
of retaining wo||a. Contact gooteohnioo| engineer for details.
f. Provide crawl opooa ventilation per |8C/|RC requirements.
g. A representative of the geotechnical engineer oho|| verify soils conditions and types during
excavation. Report any discrepancies from original findings to structural engineer for re-evaluation
of foundation design.
h. Bookfi!i around and above structural buttresses and retaining *o(|u eho|| be oonnp action -tested per
the recommendations of the goot*ohnioo| engineer.
REINFORCED CONCRETE:
o. 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 ahoU have o nninhnunn 28-doy compressive strength of 3000 psi
o. Concrete ahoU be proportioned using Typo |-U sulfate-resistant oornont. Admixtures containing
chloride oo|te shall not be used.
d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of
Practice Concrete
e. Anchor bolts for boonn and oV|unnn bearing plates shall be placed with netting templates.
t Expansion bolts ohoU be located at o nnininnuno of 0 bolt diameters from concrete edge and
ap000d at 10 bolt diameters unless noted otherwise.
g. Anchor bolts for wood sill plates ahoU be placed at 4'-0" rnoxinnurn spacing with one anchor bolt
at 12" from each end or corner and o rninirnunn of two anchor bolts per piece.
h. Concrete floor a|obo on grade and on rneto| decking or plywood supported by framing ahmU have
oo*n or tooled control joints at o nnoxinnurn spacing of 15'-0" in each direction. Locate control
joints along column grid ||noa whore possible and provide slab isolation joints around on|unone.
i. Concrete coverage for reinforcing steel:
1' Concrete ooat against and permanently exposed to earth: 3^
2. Concrete exposed to earth or weather:
A. #5 bar and onno||ar 1 1/2"
B. #G through #18 bar 2"
J. Concrete not exposed to weather or in contact with ground:
A. 5|obo woUo joists /#11 bar and arnoUor\ 3/4"
B. Beams, columns 1 1/2"
o. Detailing, fabrication and placement of reinforcing steel ohoU be in accordance with the /CI
Manual of Concrete Practice.
b. Except where otherwise ot d on the drawings, reinforcing bars shall conform to A3TW
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.
- At splices, - ~-~ 44 diameters. ~` not ^~'~ or use mechanical ^ ~ ~~''`~~ unless ^
specifically approved by engineer.
d. At oornarn, rnoko horizontal bona 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 o nninirnunn of 2`-6 through cold joints. Unless specifically located on
plan or details, coordinate cold joint |nootiona with engineer.
t Welded *ire fabric oho1| conform to ASTW Specification &-185. Lop welded wire fabric o rnininnunn
of one full mesh plus two inches. Lops aho1| be wired together.
g. Epoxy adhesive for reinforcing dowels oho|| be "Hi|ti" or "Simpson" or approved equivalent adhesive
ayatorna. Minimum ernbednnonta, if not apnoifino||y indicated on the dro*inga, shall be
according to the manufacturer's specifications.
h. Metric bar n|za conversion table:
METRIC
3
STRUCTURAL WOOD FRAMING:
o. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir-Larch
#2 and better, and all solid timber beorna and posts 3" nominal and wider ohoU be Douglas
Fir-Larch #2.
b. Studs shall be Stud grade and better Douglas Fir-Larch or Hem Fir.
C. Built-up posts nhoU consist of Douglas Fir-Larch or Honn Fir #2 or better 2x4 or 2x0 studs per
okzn and ohoU be nailed together with 2 rows of 16d nails @ 8^ on cantor along each stud.
d. Built-up baorne consisting of multiple 2x members ohoU be nailed together with two rows of 16d
noUa spaced at 12" on center, or with two rows of 1/2" diameter thru-bolts ap000d at 24" on
center.
e. Top and bottom plates ohnU be Douglas Fir-Larch or Henn Fir #2 and better. P|otoa placed
directly on concrete *oUo or n|oba ohoU be preouu re- treated Horn Fir #2.
t Wood boonns bearing in beam pockets in concrete or masonry walls ohoU bear on o treated 2x6
bearing block. Provide }<" o|eoronoo around and of wood beam. Block against sides of beam
pocket with treated 2x blocking to provide iotoro| support for boonn.
g. Within floor joist apooeo beneath solid or built-up columns noted on plans, blocking of area
equivalent to column above oho|| be provided. Door or window trirnnnorn consisting of o single
stud do not require special blocking in the joist space.
h. Except as noted otherwise, noinirnurn nailing eho|| be provided as specified in the "Nailing
Schedule" on the drawings (2003 IBC Table 2304.9.1).
I. Bolts used for wood framing connections oho|| be installed with standard washers and nuts.
j. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company
nho|| be used to join rafters, joists or boorna to other boorno at flush-framed conditions. Use
all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU
hangers of o size specifically designed for the rnornbor supported, as shown in the
manufacturer's published tables. Contact structural engineer for d*toUa as required.
k. Wood nailer p|otoo installed on steel boorno or concrete wo||o for top-flange hangers oho|| be
ripped to rnntoh the width of the no|| or b*orn flange. Nailer plates supporting top flange
hangers from one aide only eho|| be installed flush with the face of wo|| or beam flange at the
hanger locations.
|. Manufactured joists oho|| be from on approved manufacturer and aho|| be equivalent in load
carrying capacity and deflection criteria to BC| GOOO series joists in the depths and spacings
indicated on plan. Provide b|ooking, brocing, web stiffeners and other 0000aooriee as required by
the manufacturer.
rn. Laminated veneer lumber (LVL) aho|| have the following rnininnuno properties:
1. Flexural stress ------------------------------------- 2600 psi
2. Modulus uf elasticity --------------------------------- 1.900,000 psi
3. Tension poro||o| to grain ------------------------------ 1850 psi
4. Compression parallel tograin --------------------------- 2310 psi
5. Compression perpendicular to groin (parallel to glue line) --------- 750 psi
G. Horizontal shear ----------------------------------- 285 poi
7. Connection of rnu|tip|o-rnonnber beams:
A. Top-loaded beorna
i\ For rnornboro 12" deep or less, nail each rnonnber to the next with 2 rows of 16d
nails at 12" o.c.
ii\ For rnernbena greater than 12" deep, nail each member to the next with 3 rows of
16d nails at 12" o.c.
B. Side-loaded beornn
I) For two or three rnonnbor beams, nail each rnernbor to the next with 3 rows of 16d
noUa at 12 o.c.
ii) For four rnarnb*r boonnu, bolt through with 2 rows of 1/2" diameter bolts at 12" o.c.
iii) For members consisting of more than four nnennbons, contact structural engineer.
n. All lumber used in construction oho|| have m rnoxinounn moisture content of 10%.
o. Framing Notes:
1. Exterior *oUn:
A. All exterior wuUa are 2x6 studs @ 16 o.c. to o nnoxirnurn height of 12'-0" 2x6 studs @
12 o.c. to o noox|rnunn height of 14'-8", and (2)-2x6 studs @ 18 to o nnox|nnuno
height of 17'-4" un|aao otherwise noted. VVoUo taller than 17'-4^ ohoU be framed with
manufactured poroUonn studs, contact engineer for spacing requirements, if not indicated
on plan. Cop with o double top plate installed to provide overlapping at corners and at
intersections with other partitions. If overlap is not possible, strop top plates with nnoto|
strap ties (Simpson ST292 or equivalent).
B. Gable-end wo|a ohoU be balloon-framed to the bottom of rafters or end-wall trusses
unless approved by engineer.
C. Floor or roof framing rnarnbero must be aligned to boor within 5 inches of the studs
beneath.
D. Provide 7/16^ thick APA rated sheathing (plywood or 0SB) rated 24/18, exposure 1 at
exterior f000 of exterior walls. Block all horizontal joints and nail pona|o with 8d nails
apooad at 6" along panel edges and at 12" along intermediate supports.
E. Provide ( over all door and window openings, with one 2x5 trimmer and
one 2x6 king stud each ond, un|oaa otherwise indicated.
F. At beam bearing locations in stud woUo, provide multiple-stud posts equal to width of
bearing member unless noted otherwise.
2. Interior Load Bearing Walls:
A. Interior load bearing woUa are 2x4 or 2x8 studs /oe indicated on plan) @ 16" o.c. with
1/2" gypsum wallboard both sides un|oaa noted otherwise. Cop with o double top plate
installed to provide overlapping at corners and at intersections with other partitions. If
owsdop is not pooaib|e, strap top p|otao with nneto| strop ties (Simpson ST292 or
equivalent).
B. Floor or roof framing rnornboro must be aligned to bear within 5 inches of the studs
beneath,
C. Provide (2)-2x10 headers over all openings in woU, with one 2x4 or 2x0 trimmer and one
2x4 or 7x6 king stud each end, unless noted otherwise.
D. At baonn bearing locations in stud *oUo, provide multiple-stud posts equal to width of
bearing nnonnb*r un|ooa 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 pono|e to all supports with 8d nails spaced at G along panel edges and at
12 along intermediate supports. |natoU sheathing with long dimension perpendicular to
joists and end joints staggered.
B. Provide solid blocking between floor joists at all bearing locations. Blocking nootorio| ahoU
rnotoh the floor joist material.
4. Roof Construction:
A. Provide " thick APA plywood sheathing rated 40/20 exposure 1. |notoU sheathing
with long dimension perpendicular to rafters or trusses and end joints staggered. Nail
with Od nails spaced at G along panel edges and at 12" along intermediate supports.
B. Plywood sheathing shall be applied continuously over the primary roof nnonobero (rafters or
truoaoo) below ovnrfronn*d or*oo to provide adequate |otoro| ntobi|ity.
C. Provide wind/seismic anchors at supports for all roof joists and trussed rafters. See
nailing schedule.
D. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations.
Blocking material ahoU match roftor, truss chord, or lookout material.
5. Wind Bracing:
A. WoUa over 4 feet long which are sheathed with gypsum wallboard on both f0000 and are
indicated as shear woUa on plan have been designed to nsa|ot wind forces in accordance
with Table 2306.4.5 of the 2003 |8C.
B. At shear wo||o. screw 1/2" gypsum wallboard to all studs and to top and bottom plates
with #8 x 1 " drywall aopawo at 7" nnoxinnunn spacing.
C. Exterior plywood or 0S8 wall sheathing is required unless specifically deleted by engineer.
STRUCTURAL GLUED LAMINATED TIMBER:
o. Woteria|o, manufacturer and quality control ohuU be in conformance with AJTC Product Standard
PS 06-82, "Structural Glued Laminated Timber".
b. Laminated rnonnborm ohoU be fabricated using Douglas Fir with the following combination symbols:
24F-V4 Simple-span boonna
24F-V8 Continuous or cantilever boonna
3 Columns
o. All members eho|| be Architectural Appearance Grodo, un|oao indicated otherwise by the architect.
d. Protect members from damage or exposure to moisture prior to and during construction.
*. Adhesive uhn|| meet the requirements for wet conditions of service.
f. Do not camber laminated nnonnboro unless indicated on the drawings.
STRUCTURAL STEEL:
o. Structural steel ohoU be detailed, fabricated and erected in 0000rdono* with the most current
editions of A|SC Specifications and Code of Standard Practice.
b. Structural steel YY shapes uhoU be ASTW A992. Other rolled ehopoo including plates and angles
ahoU be ASTN A36. Tube shapes ohoU be ASTW A500 grade B. Pipes ahoU be ASTW A53 grade
B or A3TW A501.
o. Tube ahopoo are ootuo| size as specified on plan. Pipe sizes indicated on plan are nnnnino|
(approximate inside diameter) and refer to ABC pipe schedule dimensions.
d. All bolts used in steel fnzno|ng ahoU conform to ASTW Specification A325. Anchor bolts and bolts
used in timber connections may be ASTM A307. Bolt sizes ahoU be 5/4" diameter unless noted
otherwise.
o. Tvoioo| framed beam connections ohoU consist of pairs of 1 angles using the rnoxirnurn
number of bolts called for in Table U-A of the A|SC Manual (ASD Ninth Edition).
t Expansion bolts aho|| be wedge type "Hi|ti or "Rawl" or "5innpoon", or approved equivalent with
the following nnininnunn ernbednnento:
diameter ---- 2 1/2
5/8" diameter ---- 3"
3/4" diameter ---- 4"
g. Epoxy anchors co||od for on the drawings uho|| be "Epuon" or "Rawl" or "Simpson 11 or approved
equivalent anchor systems. Minimum onobodrnonta, if not specifically indicated on the drawings,
aho|| be according to the manufacturer's specifications.
h. All welding aho|| be done by on AWS qualified welder,
I. Delay painting within 3" of field welds until welds are completed.
� VVhoro corrosive soil conditions ox|et steel angles that are used to support exterior stone veneer
oho{| be galvanized and aho|| be attached to the foundation with galvanized or atoin|*aa steel
expansion anchors.
BACK}ILLING:
o. Do not bookfU| against retaining wo||o until supporting elements are in p|000 and securely
anchored, or adequate shoring is installed. Concurrent boukfi||lng of each side of o retaining wo||
to final grades as indicated on plan or section in required un|ona temporary shoring is installed.
b. Verify type of fill with soils engineer and structural engineer prior to bockfi||ing.
GROUT:
o. All grout beneath column boon p|otoo and steel beonna at bearing shall be on-ohhnk.
non-metallic type grout. Grout ohoU have o nnininnurn uonopraoaivo strength of 2500 psi.
GENERAL REQUIREMENTS:
n. Structural erection and bracing: The structural drawings illustrate the completed structure with
all elements in their final positions, properly supported and braced. The oontrootor, in the proper
aequenoo, aho|| 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. Shop drawings: Submit shop and erection drawings for structural atoo|, rni000Uonnoua steo|, atoo|
joists and girders, otoo| dook, rnonnnry reinforcing steel, wood tnmooea manufactured wood joists
and glue-lam b*onna to engineer for review prior to fabrication. This review is for general
compliance with the intent of the structural design. The architect and/or contractor are
responsible for checking quantities, dimensions and coordination with other trades.
o. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not
000{e drawings.
d. Construction practices: General contractor is responsible for rn*ona, 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
nnoohon /electrical /plum bin g penetrations through structural elements with structural engineer.
Jobaito safety is the oo|o responsibility of the contractor. All methods used for construction ohoU
be in accordance with the |otont editions of the |8C/URC.
o. Details not specifically shown on the drawings ohoU be constructed in o manner oirnUor to the
details that are shown for like conditions. These itmnno ahoU be brought to the attention of the
structural engineer as soon as possible for approval. Approval nhmU be obtained prior to
installation.
f. It is the responsibility of the contractor to contact the structural engineer t the i t
time to perform site observations visits. Observation visits to the joboite by the engineer are for
determination of general conformance with the construction documents and ohoU not be construed
on inspection.
g. Though every effort is nnodo to provide o complete and o|oor sot of construction documents,
discrepancies or omissions may occur. Release of these drawings anticipates cooperation and
continued communication between the contractor, architect and engineer to provide the boot
pnaeib|o structure. These drawings have been prepared for the use of o qualified contractor
experienced in the construction techniques and systems depicted.
2003 IBC FASTENING SCHEDULE (TABLE 2304.9.1)
CONNECTION
FASTENING 0, m
LOCATION
1. Joist to sill or girder
3 - 8d common
toenail
3 - 3" 14 gage staple
2. Bridging to joist
2 - 8d common
toenaileach end
Q
NOT USED
2 - 3" 14 gage staple
3. 1" x 6" subfloor or less to each joist
2 - 8d common
face nail
4. Wider than 1 " x 6" subfloor to each joist
3 - 8d common
face nail
5. 2" subfloor to joist or girder
2 - 16d common
blind and face nail
6. Sole plate to joist or blocking
16d at 16" o.c.
typical face nail
Sole plate to joist or blocking at braced
wall panel
3 - 16d per 16"
braced wall panels
7. Top plate to stud
2 - 16d common
end nail
3 - 3" 14 gage staple
8. Stud to sole plate
4 - 8d common
toenail
3 - 3" 14 gage staple
2 - 16d common
end nail
3 - 3" 14 gage staple
9. Double Studs
16d at 24" o.c.
face nail
10. Double top plates
16d at 16" o.c.
typical face nail
Double top plates
8 16d common
lap splice
12 3" 14 gage staple typical face nail
11. Blocking between joist or rafters
3 - 8d common
toenail
3 - 3" 14 gage staple
12. Rim joist to top plate
8d at 6" (152mm) o.c.
toenail
13. Top plates, laps and intersections
2 - 16d common
face nail
3 - 3" 14 gage staple
14. Continuous header, two pieces
16d common
16" o.c. along edge
15. Ceiling joists to plate
3 - 8d common
toenail
5 - 3" 14 gage staple
16. Continuous header to stud
4 - 8d common
toenail
17. Ceiling joists, laps over portions
3 - 16d common minimum, Table 2308.10.4.1
face nail
4 - 3" 14 gage staple
18. Ceiling joists to parallel rafters
3 - 16d common minimum, Table 2308.10.4.1
face nail
4 - 3" 14 gage staple
19. Rafter to plate
3 - 8d common
toenail
3 - 3" 14 gage staple
20. 1" diagonal brace to each stud and plate
2 - 8d common
face nail
2 - 3" 14 gage staple
21. 1" x 8" sheathing to each bearing wall
2 - 8d common
face nail
22. Wider than 1" x 8" sheathing to
3 - 8d common
face nail
each bearing wall
23. Built-up corner studs
16d common
24" o.c.
24. Built-up girder and beams
20d common at 32" o.c.
face nail at top and
3" x 0.131" nail at 24" o.c.
bottom staggered on
3" 14 gage staple at 24" o.c.
opposite sides
2 - 20d common
face nail at ends and at
3 - 3" 14 gage staple
25. 2" planks
16d common
at each bearing
26. Collar tie to rafter
3 - 10d common
face nail
4 - 3" 14 gage staple face nail
27. Jack rafter to hip
3 - 10d common
toenail
4 - 3" 14 gage staple
2 - 16d common
face nail
3 - 3" 14 gage staple
28. Roof rafter to 2-by ridge beam
2 - 16d common
toenail
3 - 3" 14 gage staple
2 - 16d common
face nail
3 - 3" 14 gage staple
29. Joist to bond joist
3 - 16d common
face nail
5 - 3" 14 gage staple
30. Ledger strip
3 - 16d common
face nail
4 - 3" 14 gage staple
31. Wood structural panels and particleboard:b
1/2" and less 8d' (per KR M)q
Subfloor, roof and wall sheathing
2 3/8" x 0.131" nail'
(to framing):
1 3Z4" x 16 gage
2" 16 gageP
Single Floor (combination subfloor-
3/4" and less 8d' (per KRM)q
32. Panel siding (to framing)
1/2" or less 6d'
33. Fiberboard sheathing:
1/2" No. 11 gage roofing n ailh
6d common nail
No. 16 gage staple'
25/32" No. 11 gage roofing noilh
8d common nail
No. 16 gage stople
34. Interior paneling
1/4"
4di
NOTES 0 TABLE 2304S1
For SI: 1 inch = 25.4mm. 2 3/8^ x 0i113^ noUn and J^ x 0.131 nuUn are standard Od and 10d Gun nai|u
o. Common or box nails are permitted to be used except nhom otherw stated.
». woi|e spaced at 6 inches on center at adgea, 12 inches at intermediate supports xvopt O inches at supports where
spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear wo||o,
refer to Section 2305. Nails for wo|| sheathing ore permitted to be common, box or casing.
o. Common or deformed shank.
d. Common
a. Deformed oxonx.
t Corrooion - msiatqntnidingnrvoaingnoi/.
g. Fasteners ap000d J inches on center at exterior edges and 0 inches on center at intermediate supports.
h. Corrosion-resistant fi 7 /16-inch diameter head and 1 1/2 inch length for 1/2-inch sheathing and
1 3/4 inch length for 25/32-inch sheathing.
I . Co r r osion r_-_- s w nom .' ., -... c and 1 ,. ..~, leng for . ..~^ sheat . and 1 ./^ ~..
length for sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of
the pono|, unless otherwise mar
} Cooing or finish nails ap000d O inches on panel odgnm. 12 inches at intermediate supports.
k. Panel supports as 24 inches. Casing or finish nails ap000d 6 inches on panel edges, 12 inches at intermediate supports.
|. For roof sheathing opp|inntiono. Dd nnUn are the minimum required for wood structural pono|a
m. Staples ohu|| have p minimum crown width of 7/16 inch.
n. For roof sheathing oppocotiona, footon;m np000d at 4 inches on center at edges, O inches at intermediate supports.
o. Fasteners vp000g 4 inches on center at *dgoo. O inches at intermediate supports for suhflvnr and wo|| sheathing and 3
inches on center at edges, V inches at intermediate supports for roof sheathing.
p. Fasteners apoond 4 inches on center at edges, D inches at intermediate supports.
q. Items noted on "per KRM" have been changed from the IBC schedule to q more restrictive requirement.
ALL LUMBER CONNECTORS IN DIRECT
CONTACT WITH PREBSU RE- TREATED
LUMBER SHALL HAVE A S|MP3ON ZWAX
FINISH DR EQUIVALENT
CONNECTION SCHEDULE
SIMPSON H5
Q
NOT USED
JIL 4x4xl/4xO'-5 1/2 WELDED
CONNECTION W/ 1/4" FILLET WELDS
4.B.
A.FF
A.FG.
ADJ.
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APPRDX
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C. J.
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CONT.
CONST
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DBL.
DET.
D|A(l
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EA.
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ELEV.
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EQUIP.
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EXSTG.
-''
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F. D.
FDTN.
FL,
FRM G.
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GA.
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--''
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MANUF.
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R. 0.
RAD.
REF
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REQ'D
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REV.
R. S.
5CHED.
SECT
SHT.
S|W.
S. 1.
SPEC.
STD.
STL.
STRUCT
T
T&B
T&Q
T.D.C.
TO.F.
TO.L
T0.M.
T.{\
T[LYK
THRU
TRANS\(
TS
TYP.
U.N.(l
VERT.
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W. F.
W. P.
W. W. F.
ANCHOR BOLT
ABOVE FINISHED FLOOR
ABOVE FINISHED GRADE
ADJUSTABLE
ANCHOR /
APPROXIMATELY
ARCHITECT
BOARD
BUILDING
BLOCKING
BEAM
BOTTOM
BOTTOM OF WALL
BEARING
CANTILEVER
CONTROL JOINT
CONCRETE MASONRY UNIT
CEMENT
CEILING
CENTERLINE
CLEARANCE
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
CONSTRUCTION
CRIPPLE POST
CRIPPLE WALL
DOUBLE
DETAIL
DIAGONAL
DRAWING
DOWEL
EACH
EXPANSION JOINT
ELEVATION
ENGINEER
EQUIPMENT
EQUIVALENT
EXISTING
EXISTING
EXPANSION
EXTERIOR
FLOOR DRAIN
FOUNDATION
FLOOR
FRAMING
FOOTING
GAUGE
GALVANIZED
GENERAL
GLUE-LAW
GYPSUM/SYPCRETE
HEADER
HORIZONTAL
HOLLOW STEEL SECTION
HEIGHT
INTERIOR
INVERTED
KING STUD
JOIST
LAMINATED
LONG LEG VERTICAL
LONGITUDINAL
LIGHTWEIGHT
LAMINATED VENEER LUMBER
LAMINATED STRAND R|k4 MATER|
MAXIMUM
MECHANICAL
MATERIAL
MANUFACTURER
MINIMUM
NEW
NOMINAL
ON CENTER
OPENING
ORIENTED STRAND BOARD
PLATE
PLYWOOD
POCKET
ROUGH OPENING
RADIUS
REFERENCE
REINFORCE/REINFORCEMENT
REQUIRED
RETAINING
REVISION
ROUGH SAWN
SCHEDULE
SECTION
SHEET
SIMILAR
STRUCTURAL INSULATED PANEL
SPECIFICATION
SQUARE
STANDARD
STEEL
STRUCTURAL
TRIMMER
TOP 8c BOTTOM
TONGUE 8o GROOVE
TOP OF CONCRETE
TOP OF FOOTING
TOP OF LEDGE
TOP OF MASONRY
TOP OF
TOP OF WALL
THROUGH
TRANSVERSE
TUBE STEEL COLUMN
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
VERIFY IN FIELD
WIDE FLANGE
WATERPROOF
WELDED WIRE FABRIC
WOOD
WITH Town of Vail
OFFICER-M COPY
CON'
LED[
ANC|
1/4xll 7/8 LSL RIM
FLOOR PERIMETER
T.O.W. = 8047
T.O.F. = 8034-8
STEP
T0.F.
3
_
S3
STEP |
|
T.O.F .'
,
T.O.W. = 003�—O
'
T.O.F. = 8023'-2
STEP
T.O.F.
. 8034
T.O. SLAB
|
/
T.O.W. = 80,35 5|L� �—� ' 14 |T[\F. = 8031-2
TO.F
-- T.O.W. = 8047'-9 3/4
| |
T.O.F. = 8031'-2
'
|
|
/
T.O.W. = 805 1'-3
T.O.F. = 8034-8
SLOPE T.O.W.
PER ARCH.
T.O.F. = 8023'-2
HTmT� A
q T.O.W. 8035'-0
T.O. SLAB
O �4T.O.F. = 8(
F.
�
'—---|
A
---�. |
| |
| |
/ .
L —5 | /� | TT 0. SLAB T.O.W. = 8029'-3
| u34—u | `
/ L -HT.O.F. = 8027-11
6 L
�5 S16
A 7 .
| | = /\LiF\
| | O0�8'—O ' ` /
T.O.W. = 8038'-0 T.O.F. = 8025-8
T.O.F. = 8025-8 |
/ |
T.O.W. = 8028'-4
T.O.F. = 8025'-8
T.O.W. = 8043'-8 3/4
p T.O.F. = 8025-8
STEP
T.O.F.
T.O.W. OL 8029'
.O.W. = 8030 -0
B T.O.W. = 8O48
' rnc _ on o' o / --
STEP T.O.
SLAB
3
_
STEP
�- +��+-- ---|--- --- ---|
STEP S7 | | | \ |TO.F. |
-8 I DECK
SPAN
DECK
SPAN
�
T.O.F. 8028'--ll <S 6
7
_
S7
LOWER FLOOR FRAMING PLAN SCALE: IZ4 = 1
PLAN NOTES:
1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS BELOW ARE INDICATED: [o NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: 0
SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BEU}YY ARE INDICATED: 0
J. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURD|FL00R EXP.1, SPAN
RATING 24 O.C.
4. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS.
/" _\
5. " �� INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE.
6. ALL FLOOR JOISTS ARE 11 7/8" TJI/210 @ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE.
NORTH
FOUNDATION PLAN
/
4' " C000NCRETE SLAB ON 4' " T / O.YK = 8O48`-0
CLEAN GRAVEL BASE ON T.O.F. = 028'-8
UNDISTURBED GRADE OR i �
COMPACTED STRUCTURAL
| `�---BW, PKT]
FILL PER SOILS ENGINEER. L_ __}
— [—--
REINFORCE SLAB WITH | |
6x6—VN.4xVYl.4 WELDED WIRE
FABRIC THROUGHOUT. | |
| |
PROVIDE 1 " DEEP SAWN OR 0<
TOOLED CONTROL JOINTS AT m m | |
, | |
15'-0" MAXIMUM SPACING
T.O.W. EACH WAY.
= 8058'-5
T.O.F. = 8028'-8
L ABOVE
5TRUCT CONC. CAP)
--- | 8 '
�
STEP
--- T.O.F.
,
J—OxO' —O (HIGH
CRAWLSPACE ACCESS.
VERIFY LOCATION ABOVE
3LAB.(PR0VlDE MIN. 48"
FROST PR{)TECTlON\
NORTH
/ �(��|�. 1 " ,
/4 _ �_O"
`'�'`��. ./ . _ . "
PLAN NOTES
1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS:
T.O.W.=TOP OF CONCRETE WALL T.O.F.=TOP OF CONCRETE FOOTING
2. TOP OF FOOTING ELEVAT ARE BASED ON FINDING ADEQUATE SOIL BEARING
CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF 0VEREXCAVATlON IS REQUIRED.
5. STEPS IN TOP OF CONCRETE WALL INDICATED:
4. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION
WALLS UNLESS NOTED OTHERWISE.
5. CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8"
THICK x 16" WIDE UNLESS NOTED OTHERWISE.
O. DO NOT SCALE DRAWINGS.
PERMANENT
SOIL—NAILED
RETAINING WALL BY
OTHERS
T.O.W. SPREAD FOOTING SCHEDULE
TYPE SIZE REINFORCING
= 8043'-9 3/4
T.O.F. = 8025-8 |
=
T.O.F. =
8028'-11
'
T.O.W. �M( =
8052` -9
|
|
T.O.F. =
8034'-8
S TEP
T.O.F.
|
|
�
'—---|
A
---�. |
| |
| |
/ .
L —5 | /� | TT 0. SLAB T.O.W. = 8029'-3
| u34—u | `
/ L -HT.O.F. = 8027-11
6 L
�5 S16
A 7 .
| | = /\LiF\
| | O0�8'—O ' ` /
T.O.W. = 8038'-0 T.O.F. = 8025-8
T.O.F. = 8025-8 |
/ |
T.O.W. = 8028'-4
T.O.F. = 8025'-8
T.O.W. = 8043'-8 3/4
p T.O.F. = 8025-8
STEP
T.O.F.
T.O.W. OL 8029'
.O.W. = 8030 -0
B T.O.W. = 8O48
' rnc _ on o' o / --
STEP T.O.
SLAB
3
_
STEP
�- +��+-- ---|--- --- ---|
STEP S7 | | | \ |TO.F. |
-8 I DECK
SPAN
DECK
SPAN
�
T.O.F. 8028'--ll <S 6
7
_
S7
LOWER FLOOR FRAMING PLAN SCALE: IZ4 = 1
PLAN NOTES:
1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS BELOW ARE INDICATED: [o NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: 0
SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BEU}YY ARE INDICATED: 0
J. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURD|FL00R EXP.1, SPAN
RATING 24 O.C.
4. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS.
/" _\
5. " �� INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE.
6. ALL FLOOR JOISTS ARE 11 7/8" TJI/210 @ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE.
NORTH
FOUNDATION PLAN
/
4' " C000NCRETE SLAB ON 4' " T / O.YK = 8O48`-0
CLEAN GRAVEL BASE ON T.O.F. = 028'-8
UNDISTURBED GRADE OR i �
COMPACTED STRUCTURAL
| `�---BW, PKT]
FILL PER SOILS ENGINEER. L_ __}
— [—--
REINFORCE SLAB WITH | |
6x6—VN.4xVYl.4 WELDED WIRE
FABRIC THROUGHOUT. | |
| |
PROVIDE 1 " DEEP SAWN OR 0<
TOOLED CONTROL JOINTS AT m m | |
, | |
15'-0" MAXIMUM SPACING
T.O.W. EACH WAY.
= 8058'-5
T.O.F. = 8028'-8
L ABOVE
5TRUCT CONC. CAP)
--- | 8 '
�
STEP
--- T.O.F.
,
J—OxO' —O (HIGH
CRAWLSPACE ACCESS.
VERIFY LOCATION ABOVE
3LAB.(PR0VlDE MIN. 48"
FROST PR{)TECTlON\
NORTH
/ �(��|�. 1 " ,
/4 _ �_O"
`'�'`��. ./ . _ . "
PLAN NOTES
1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS:
T.O.W.=TOP OF CONCRETE WALL T.O.F.=TOP OF CONCRETE FOOTING
2. TOP OF FOOTING ELEVAT ARE BASED ON FINDING ADEQUATE SOIL BEARING
CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF 0VEREXCAVATlON IS REQUIRED.
5. STEPS IN TOP OF CONCRETE WALL INDICATED:
4. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION
WALLS UNLESS NOTED OTHERWISE.
5. CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8"
THICK x 16" WIDE UNLESS NOTED OTHERWISE.
O. DO NOT SCALE DRAWINGS.
PERMANENT
SOIL—NAILED
RETAINING WALL BY
OTHERS
T.O.W. SPREAD FOOTING SCHEDULE
TYPE SIZE REINFORCING
= 8043'-9 3/4
T.O.F. = 8025-8 |
= 8043'-9 3/4
T.O.F. = 8025-8 |
2x8 STUDS @ 16 O.C. w/
1/2" PLYWD. OR OSB
1 1/2" LW. CONC TYP.--
11 7/8 |—JOISTS
PER PLAN
O L 8034'-10 1Z2
lm
1/2" 0 x 10 A.B.'s @ 48" O.C.
IN CONT. TREATED 2x0 R,
2" LEDGE NO EXP. MAT'L
8035
v /.0.v«/ r
�---- T.O. SLAB
4" CONC. SLAB PER PLAN
VERT@1O"
CONCONT. HDR|Z. @10 " __
1
@R1
|ND|C/
#5'a CONT. HOR|Z.
& BOT —
T.O.F. F
/2\—#5`a CONT. LONG|l.
SCALE: 3/4" = 1' (i)_
_
'
#4 D�LS x 4- CONC. SLAB PER PLAN
8029'-0 SLOPE SLAB
T.O. SLAB
(1)—#4 CONT. HOR|Z
(1)—#5 CONT. HOR|Z. @W|D—HT
o
#5 DWLS x
@ 48" O.C.
/2\—#5`m CONT. HOR!Z.
TOP &BOT
T |.0.F. CONT. 3 11 7/8 LVL
LEDGE O X 5 EXF
ANCH. @ 12^ O.C.
PERIMETER DRAIN PER--/
SOILS ENGINEER
2x8 STUDS @ 18" O.C. */
1/2" PLYVYD. OR OSB `
0 x 10" A.B.'a @ 48" O.C.
IN CONT. TREATED 2x6 IT
^J, 8035-0
T T[LVK
1'—O
DWL3 x
2 "
D�LS x
@ 32^ D.C. ~`
1'—O
1/2" EXP. WA7 TYP.---
4~ CONC. SLAB PER PLAN
,J, 8029`-3
199=0xAl�
� U^
U�
�
91
^'
°
' "
�-2'
4" CONC. SLAB PER PLAN
T.O. SLAB
#5`o CONT. HOR|Z.
TOP &BOT.
"
0
T 5
I
T 4
T 2
I
T 3
T I
'a
MAIN FLOOR FRI
NORTH
MING PLAN «�(,/�| ��_ 7 /��" �= 1 ^__[),, SCALE: . / . . `~ 40%
PLAN NOTES: 77
1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS BELOW ARE INDICATED: 'Ulu NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: 0
SINGLE STUD TRIMMERS THAT D0 NOT REQUIRE BLOCKING BELOW ARE INDICATED: Q
3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STUR0FL0OR, EXP.1 SPAN
RATING 24 O.C.
4. (XXX'—XX") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED).
/_\"
5' " �� INDICATES CONNECTION TYPE — REF. 31 FOR SCHEDULE.
7. GLU—LAM BEAMS EXPOSED TO WEATHER SHALL BE NATURALLY RESISTANT ALASKAN YELLOW CEDAR.
r,
_G
IH SO __
K11 LSL RIM
OR PERIMETER
'1 LVL
ER STONE VENEER
PKT
TREATED 2xl 2
w/ 3/4"Ox5"
qCH. @ 32^ D.C.
| 5 11 7 LVL
W/3 4'O X 5
@ 12' O.C.
________ __�D
UL
-----R ' 4 '
�' - —''
ANCH. @ 24" O.C.
1'—O
DWL3x
m ----
@ 18" O.C. -'|
�|
#5 D�L5 x
@ 32^ O.C.
��
��
1—D
1/2" EXP. WAT`L
TYP.---
4~ CONC. SLAB
PER PLAN
OL .
VERT@1O"
CONCONT. HDR|Z. @10 " __
1
@R1
|ND|C/
#5'a CONT. HOR|Z.
& BOT —
T.O.F. F
/2\—#5`a CONT. LONG|l.
SCALE: 3/4" = 1' (i)_
_
'
#4 D�LS x 4- CONC. SLAB PER PLAN
8029'-0 SLOPE SLAB
T.O. SLAB
(1)—#4 CONT. HOR|Z
(1)—#5 CONT. HOR|Z. @W|D—HT
o
#5 DWLS x
@ 48" O.C.
/2\—#5`m CONT. HOR!Z.
TOP &BOT
T |.0.F. CONT. 3 11 7/8 LVL
LEDGE O X 5 EXF
ANCH. @ 12^ O.C.
PERIMETER DRAIN PER--/
SOILS ENGINEER
2x8 STUDS @ 18" O.C. */
1/2" PLYVYD. OR OSB `
0 x 10" A.B.'a @ 48" O.C.
IN CONT. TREATED 2x6 IT
^J, 8035-0
T T[LVK
1'—O
DWL3 x
2 "
D�LS x
@ 32^ D.C. ~`
1'—O
1/2" EXP. WA7 TYP.---
4~ CONC. SLAB PER PLAN
,J, 8029`-3
199=0xAl�
� U^
U�
�
91
^'
°
' "
�-2'
4" CONC. SLAB PER PLAN
T.O. SLAB
#5`o CONT. HOR|Z.
TOP &BOT.
"
0
T 5
I
T 4
T 2
I
T 3
T I
'a
MAIN FLOOR FRI
NORTH
MING PLAN «�(,/�| ��_ 7 /��" �= 1 ^__[),, SCALE: . / . . `~ 40%
PLAN NOTES: 77
1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS BELOW ARE INDICATED: 'Ulu NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: 0
SINGLE STUD TRIMMERS THAT D0 NOT REQUIRE BLOCKING BELOW ARE INDICATED: Q
3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STUR0FL0OR, EXP.1 SPAN
RATING 24 O.C.
4. (XXX'—XX") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED).
/_\"
5' " �� INDICATES CONNECTION TYPE — REF. 31 FOR SCHEDULE.
7. GLU—LAM BEAMS EXPOSED TO WEATHER SHALL BE NATURALLY RESISTANT ALASKAN YELLOW CEDAR.
r,
_G
IH SO __
K11 LSL RIM
OR PERIMETER
'1 LVL
ER STONE VENEER
PKT
TREATED 2xl 2
w/ 3/4"Ox5"
qCH. @ 32^ D.C.
| 5 11 7 LVL
W/3 4'O X 5
@ 12' O.C.
________ __�D
R E GI
xv
5 4 3
2
II
----- -----
I I
------------ III
(3)— x 'S�A"l
- x I
TRIM EIP D (1)-2
KING E A SIDE
UNIL SSrFN T OTHI
IN
1 1/4x1 1 7/8 LSL
FLOOR PERIMETER
INDICATED THUS, 1
( D — -
:H. @ 32" O.C.
I
C\l
q
(0
C)
CD
I WIN Moll M
SEE PLAN J,
T. 0. STL. "V
-7"
SCALE: 3/4" = l'—O"
6*11 m 001 IT, m a 0 SOO a
(2)-1/2" 0 x 6
BUILT -UP CTHn
PER PLAN
SCALE: 3/4" = l'—O"
- — -
3/4 x 11 7/8 LVIL
V/3/4"O X 5" EXP.
12" O.C.
FASTEN TO
LEDGER w/ ' 374"�X ' �' (FLAT FA
EXP. ANCH. @ 32" O.C. WALL W/ (2) 3/4"Ox8"
EXP. AN CH ' S
NORTH
UPPER FLOOR FRAMING PLAN SCALE: 1 Z4" = V-0)l
PLAN NOTES:
1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS BELOW ARE INDICATED: END NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED:
SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 9
3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN
RATING 24 O.C.
4.
(XXX'—XX") INDICATES TOP OF STEEL
BEAM
ELEVATION. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED).
5.
"0" INDICATES CONNECTION TYPE —
REF.
Sl FOR SCHEDULE.
6.
ALL FLOOR JOISTS ARE 11 7/8" BCl
6000
@ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE.
I
jUL -2 6
designed by MPS
drawn by STR/MTN
checked by
issued
REV.& 1 1/3/05 ■
REV. A 1 Zl 0/05
FINAL 7Z• i•
sheet
Somil I Nil
1--: 00
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designed by MPS
drawn by STR/MTN
checked by
issued
REV.& 1 1/3/05 ■
REV. A 1 Zl 0/05
FINAL 7Z• i•
sheet
Somil I Nil
Cc
x pmm�
0
co
Co
EATED 2x12
v1 3/4"Ox5"
T-41
designed by MPS
drawn by STR/MTN
checked by
issued
REV.& 1 1/3/05 ■
REV. A 1 Zl 0/05
FINAL 7Z• i•
sheet
Somil I Nil
(D
SHEATHING PER PLAN
BRG. SADDLE:
SIDE .Cs — ./`"v^v—.v ../ (2)—
= "
RAFTERS PER PLAN
TYP.
TS COL. REF. PLAN
u u
/-Z *� . z /^.^^ . ."
'"`'"`'.
/ NAILS INTO SOL BLKG. BTWN.
EA. LOOKOUT, TYP. LOOKOUTS 0BRG.. TYP.
EQ. [E Q.
T 4 3 2
T T T
(
2x12 STRUCTURAL
SUB—FASCIA,
2x12 RAFTERS PER PLAN
2x12LOOK0UT�---�
@ 24" O.C., TYP.
2x6 STUDS @ 16"
1/9" PLY�D. OR O3B N |
'— � |
SHEATHING '
(D
2x12 3TRUCTURA
SUB—FASCIA, TYF
NORTH
ROOF F PLAN SC&| E: 1 /4 == 1
0RAL PLAN NOTES:
, LAN
1. INTERIOR 000D STUD BEARING WALLS ARE INDICATED ON PLAN THUS:
2. POSTS 8EL0VY ARE INDICATED: 0 NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: El
SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 0
3. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1, SPAN RATING 40/20.
4. "/l" INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE.
5. ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS (DROPPED).
O. ALL ROOF RAFTERS ARE: 2x12'o @24'", TYPICAL, UNLESS NOTED OTHERWISE.
/
_
_
�-- �1111
2x2 LOOKOUTS
@ 24- o.o, TYP
_
UH|Mk4ER AND (l
KING STUD EA. SIDE, TYP.
UNLESS NOTED OTHERWISE
4 6 6
FASTEN PLYWD. TO BEAM
W/ 8d NAILS @ 6" ox.
CONC.WALL
-------
(BEYOND)
/2\-1 3/4x11 7/8 LVL
(UNDER STONE VENEER)
L6x4x5/16xO'-3 1/2"
ANCH's (PROVIDE
5" EMBED. INTO .\
SEE 2/S6 FOR
"
,
#5's �O'[\C
� LONG|T
4" CONC. SLAB PER PLAN/ TRANSV.
8028 IF
SCALE: 3/4" = 1`-O"
8058
T.O. SLAB
4" CONIC. SLAB PER PIL �\
AN
LOPE SLAB
/3j 3/4x11 1/4 LVL
LAGS
HSS Jx3
BRG. h!
BEAM SADDLE:
BRG. R' 1/2 "x5 3/8"xO
/3j-1 3/4x11 7/8 LVL BM.
SCALE: 3/4" = 1`-O"
_#4oVERT @10" D.C.
-LEDGER PER PLAN
-11 7/8" |-JOISTS PER PLAN
0.
PERIMETER DRAIN P
SOILS ENGINEER �
#5 D�LS x ---
@ 16' D.C.
PERIMETER DRAIN PER v
SOILS ENQNEER �
/2\-#5'a CONT. HOR|Z.
TOP /k BOT.
' #5'a @ 16" TRANS\( `
O L 8034'
---
1/2" 0 x 10" /LB.'o @ 48" D.C.
IN CONT. TREATED 2x6 FE
/--TJ| BLKG. PANELS @24"
/
IN FIRST JOIST SPACE w/
NAILS INTO EA.
PANEL TYP.
1 1/2" LYK CONC, TYP.
-JOISTS PER PLAN
8058'-5 3/4j
LEDGER PER PLAN
12" CONC. WALL, RBNF
w/ #5`e @ 10" EA. VYA\� 0 °
T.O. rL/vvu. r EA. FACE w/ #5 DWL'a x
@ D O.C. EA. FACE [�
'P TYP. INTO FDTN. WALL 2'-0
^ �
(SEE 1 /S7 FOR DVYL
\ - '
4 � �.�^ _
it
, -1O ,
�;`
. '
LEDGER PER PLAN
-��----- rL*U�w�m/)
#5's CONT. HORIZ. /11 7/8" I-JOISTS PER PLAN
PERMANENT LEDGER PER PLAN
SOIL-NAILED RETAINING
WALL BY OTHERS
17C L R.
° EXP. k�A7 TYP. #5 "``LS ^
4 4" CONIC. SLAB PER PLAN
�ONC' SLAB PER PLAN 2 o
VARIES
— �� — r
' ' ' -�`^ LDNG|T
D WITHIN 6 ur T ANS\(
THEN INCREASE SPACING A
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FINAL 7/26/06
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PERIMETER DRAI
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CONT. TREATED 2x5 R/W/
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FINAL 7/26/06
VARIES
sheet
PERIMETER DRAI
SOILS ENGINEER �
; | S6
(2� SCALE: 3/4" l'-O"
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CONT. TREATED 2x5 R/W/
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1 1 ro
8026
x 10" A.B.'a @ 48" D.C.
IN CONT. TREATED 2x8 FT
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GRAVEL - ,,::TOTAL DEPTH
O L 8056'-0
SLOPE SLAB
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FINAL 7/26/06
VARIES
sheet
PERIMETER DRAI
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FINAL 7/26/06
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REV.z�, 1113Z05
FINAL 7/26/06
VARIES
sheet
PERIMETER DRAI
SOILS ENGINEER �
; | S6
(2� SCALE: 3/4" l'-O"
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REV.z�, 1113Z05
FINAL 7/26/06
VARIES
sheet
PERIMETER DRAI
SOILS ENGINEER �
; | S6
(2� SCALE: 3/4" l'-O"
8x (7)-3/4 EXP. ANCH's
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FOR ALTERNATIVE
OPTIONS
5" SLAB " VLR
COMPOSITE METAL DECK BY
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STOP
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