HomeMy WebLinkAboutDRB100128 Plans`� Party Wall
1' -0" 1 , 2' -11 )/2" 2' -112"
I
5' -1 " 5'- 4,
_OIL 128' -0 T.O. RIDGE
108' - 10
F.F. UPPER LEVEL
,L 104' -3Y
F.F. MAIN LEVEL (LANDING) –
1 E – —
F. F. ENTRY LEVEL
O L 95' -5Y2
F.F. LOWER LEVEL –
SECTION SCALE: 1/4" = 1' -0"
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102 sf
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EXISTING LANDING LEVEL I
13 -3Y jj
)ORMER
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Line of former shed
roof beyond
Wk
SCALE: 1/4" = 1' -0"
a.
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Seat
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_OIL 128' -0 T.O. RIDGE
108' - 10
F.F. UPPER LEVEL
,L 104' -3Y
F.F. MAIN LEVEL (LANDING) –
1 E – —
F. F. ENTRY LEVEL
O L 95' -5Y2
F.F. LOWER LEVEL –
SECTION SCALE: 1/4" = 1' -0"
FBI
I II '- - - - --i
- - - -_ --
---
I
Closet I�
22 sf I I
IIII - - -- — - — _ --s ^— L� �i I
I II
IIII Landing H I
I fl I 25 sf I I I
IIII up II
IIII d o ("1- —— I I I
III — --IL_ — I II I
IIII I I ' 7 1 Bedroom I I I
r ___
102 sf
III I II I
IIII L� _________- _._= J� - - - -E—
EXISTING LANDING LEVEL I
13 -3Y jj
)ORMER
:)f
Line of former shed
roof beyond
Wk
SCALE: 1/4" = 1' -0"
a.
a
J
_
'
'
'
T F.F. UPPER LEVEL
'
O L -
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EXISTING WEST ELEVATION SCALE: 1,/4" = 1'-0"
T.O. RIDGE
128
_
T.O. RIDGE
OI L 11 3' — 3Y2
`
OIL T F.F. UPPER LEVEL
104
F.F. MAIN LEVEL �LANDING)
F.F. ENTRY LEVEL
`
T F.F. LOWER LEVEL
T F.F. LOWER LEVEL
PROPOSED WEST ELEVATION SCALE: 1/4" = 1'-Q"
'
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�x/unoy /—///
OL
Nood Siding
108
F.F. UPPER LEVEL
'r MAIN LEVEL
FF. LOWER LEVEL
0 r4i NE Oil SCALE: 1/4" - l'-O-
'
OIL
F.F. UPPER LEVEL
'
OL "r F.F. MAIN LEVEL
TF.F. ENTRY LEVEL
IM MIN"I
N "qw a alww�,
Jew Standing
,earn Metal Roof
4ew Dormer Addition
O° Horizontal
Cedar Siding
- xisting Cedar
3hake Roof
Replace
roofing
on new
shed
roof to
rnotoh
existing
cedar
shake roof
T F.F. LOWER LEVEL
ATION SCALE: 1/4" = 1'-0"
DESIGN CRITERIA: CLARK DORMER JOB #: 0907 -20
Roof Live Load (Snow) -------------------------- - - - - -- 80 psf
Roof Dead Load ------------------------------ - - - - -- 15 psf
Wind (3 Second Gust) -------------------------- - - - - -- 90 mph (Exp. B)
Seismic Design Category - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXEMPT
IBC /IRC Edition ------------------------------ - - - - -- 2003
STRUCTURAL WOOD FRAMING:
a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir -Larch
#2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas
Fir -Larch #2.
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.
e. Beneath solid or built -up columns noted on plans, blocking of area equivalent to column
above shall be provided within floor joist spaces and in wall spaces below. Door or window
trimmers consisting of a single stud do not require special blocking in the joist space.
f. Except as noted otherwise, minimum nailing shall be provided as specified in the "Fastening
Schedule" on the drawings (2003 IBC Table 2304.9.1).
g. Bolts used for wood framing connections shall be installed with standard washers and nuts.
h. 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.
i. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load
carrying capacity and deflection criteria to BCI 6500 series joists in the depths and spacings
indicated on plan. Provide blocking, bracing, web stiffeners and other accessories as required
by the manufacturer. OSB rims shall be APA Performance Rated Rim Board material.
j. 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
k. All lumber used in construction shall hove a maximum moisture content of 19 %.
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. 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 mechonical /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.
C. All waterproofing and flashing is the responsibility of the architect and contractor.
d. It is the responsibility of the contractor to contact the structural engineer at the appropriate
time to perform site observation 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.
e. Though every effort is made to provide a complete and clear set 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 best
possible structure. These drawings have been prepared for the use of a qualified contractor
experienced in the construction techniques and systems depicted.
f. 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.
2003 IBC FASTENING SCHEDULE*
*THIS IS A PARTIAL SCHEDULE. SEE IBC TABLE 2304.9.1 FOR FULL SCHEDULE
CONNECTION
FASTENING a, b
1. Joist to sill or girder
3 - 8d common
toenail
(4) -8d
3 - 3" x 0.131" nail
SIMPSON LSSUH310
-
3 - 3" 14 gage staple
(12) -10d x 1Y2
2. Bridging to joist
2 - 8d common
toenail each end
(8) -10d
2 - 3" x 0.131" nail
SIMPSON LSSU410
2 - 3" 14 gage staple
(18)-16d
6. Sole plate to joist or blocking
16d at 16" o.c.
typical face nail
3" x 0.131" nail at 8" o.c.
3" 14 gage staple at 12" o.c.
Sole plate to joist or blocking at braced
3 " - 16d per 16
braced wall panels
wall panel
(4) -3" x 0.131" nail per 16"
(4) -3" 14 gage staple per 16"
7. Top plate to stud
2 - 16d common
end noil
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
8. Stud to sole plate
4 - 8d common
toenail
4 - 3" x 0.131" nail
3 - 3" 14 gage staple
2 - 16d common
end nail
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
9. Double Studs
16d at 24" a. c.
face nail
3" x 0.131" noil at 8" o.c.
3" 14 gage staple at 8" o.c.
10. Double top plates
16d at 16" o.c.
typical face nail
3" x 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.
Double top plates
8 - 16d common
lop splice
12 -3 "x0.131 "nail
12 - 3" 14 gage staple typical face nail
11. Blocking between joist or rafters
3 - 8d common
toenail
to top plate
3 - 3" x 0.131" nail
3 - 3" 14 gage staple
12. Rim joist to top plate
8d at 6" (152mm) o.c.
toenail
3" x 0.131" nail at 6" o.c.
3" 14 gage staple at 6" o.c.
13. Top plates, lops and intersections
2 - 16d common
face nail
3 - 3" x 0.131" roil
3 - 3" 14 goge staple
14. Continuous header, two pieces
16d common
16" o.c. along edge
16. Continuous header to stud
4 - 8d common
toenail
19. Rafter to plate
3 - 8d common
3 - 3" x 0.131" nail
toenail
(See Section 2308.10.1, Table 2308.10.1)
3 - 3" 14 gage staple
23. Built -up corner studs
16d common
24" o.c.
3" x 0.131" noil
16" o.c.
3" 14 gage staple
16" o.c.
29. Joist to band joist
3 - 16d common
face noil
5 - 3" x 0.131" nail
5 - 3" 14 gage staple
NOTES:
For Sl: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails.
a. Common or box nails are permitted to be used except where otherwise stated.
b. Staples sholl hove a minimum crown width of 7/16 inch.
Y PLYWD. ROOF
SHEATHING
/
12 /
r
/
NEW 2x10 RAFTERS /
LAPPED DIRECTLY /
AGAINST CANTILEVERED /
FLOOR JOISTS /
2x4 STUDS Q 16" / / G _ °`" LINE OF FORMER
Q.C. W/ ,2" / RAFTERS TO BE
PLYWD. OR OSB / REMOVED
SHEATHING /
12
12
EXSTG. 2x12 RAFTERS
L
104 -3,
-__ - -_
I I
EXSTG. 2x12 FLOOR JOISTS
(6) -16d NAILS PLUS I i CANTILEVERED TO
(3) -4" BIG TIMBER I I SUPPORT EXISTING ROOF
RAFTERS
CONSTRUCTION I I
SCREWS
I I
I I
I I
I I
SCALE: 3/4" = 1' -0"
SIMPSON HU610 ,.
244" TITEN OR RAWL MASONRY
ANCHORS TO CONCRETE WALL
2x4 STUDS 0
16" O.C. W/
GYPSUM
WALLBOARD
EACH SIDE
6x12 TREATEC - ....
(3) -2x12 BEAM
TREATED 6x6
CRIPPLE POST
(4) - "0x10"
LAGS
2x10 RAFTERS TO MATCH
SPACING OF CANTILEVERED
FLOOR JOISTS BELOW (18"
O.C. MAX. SPACING)
2X4 STUDS @ 16" Q.C. -
FRAMED UP TO BOT. OF
ROOF SHEATHING
SCALE: 3/4" = 1' -0"
(2) -2x6 DOOR HEADER
W /(1) -2x4 TRIMMER EA.
END, TYP.
Z_
0
I
1,4x11 OSB RIMBOARD -
STRUCTURAL SUB - FASCIA
TO BE CONTINUOUS AT
CORNERS
11 I -JOIST
LOOKOUTS @ 24" O.C.
ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH PRESSURE - TREATED LUMBER SHALL HAVE A
SIMPSON ZMAX OR HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE GALVANIZED
PER ASTM A153. CONTACT ENGINEER FOR ALTERNATE USE OF BARRIER MEMBRANES.
CONNECTION SCHEDULE
TOP
FACE
JOIST
SIMPSON H5
-
(4) -8d
(4) -8d
Q
SIMPSON LSSUH310
-
(18) -16d
(12) -10d x 1Y2
SIMPSON LUS210
-
(8) -10d
(4) -10d
SIMPSON LSSU410
--
(18)-16d
(12) -10d x 1Y2
(N) CONT. 144x11 LVL
LEDGER W/ (3) -SY8"
LEDGERLOK SCREWS AT 16"
O.C. (EACH EXSTG. STUD)
i
ADD (2)-1 LVL
RAFTERS AT 12:12 PITCH
WITH CRIPPLE WALL ABOVE
FOR NEW DORMER SIDE
WALLS, TYP.
t,,_ (E) RAFTERS AT 12:12
PITCH TO REMAIN
I
I
I
I
I 5
I P `
I
1-
SC ROOF FRAMING PLAN /
VERIFY CONDITION AND
CONNECTIONS OF (E) RAFTERS AT
LOW ROOF BELOW DORMER,
REPLACE AS REQ'D
(N) 2x12 CONT. STRUCTURAL
SUB - FASCIA AT LOW ROOF RAFTERS
EXTERIOR HEADERS ARE:
2 (3) -2x1 O's W/ (1) -2x6
TRIMMER AND (1) -2x6
51 KING STUD EA. SIDE, TYP.
UNLESS NOTED OTHERWISE
��C O
! I I I I I I F,
2x12 JOISTS @ 16"
O.C.
TREATED 6x12 BEAM
2x4 STUDS @ 16" O.C.
W/ %" GYPSUM
WALLBOARD EACH
SIDE, TYP. ABOVE AND
BELOW DECKING
SCALE: 3/4" = 1'--0"
(3)- LEDGERLOK SCREWS
@ 16" O.C.
DECK FRAMING PLAN SCALE: 1/4" = V-0 ))
R '44