HomeMy WebLinkAbout41 Uncle Roberts plans 18GENERAL NAILING SCHEDULE
JOINT DESCRIPTION
NUMBER OF
NUMBER OF
COMMON NAILS
BOX NAILS
NAIL SPACING
ROOF FRAMING
BLOCKING TO RAFTER (TOE -NAILED)
2-8D
2-1 OD
EACH END
RIM BOARD TO RAFTER (END -NAILED)
2-16D
3-16D
EACH END
WALL FRAMING
TOP PLATES AT INTERSECTIONS (FACE -NAILED)
4-16D
5-16D
AT JOINTS
STUD TO STUD (FACE NAILED)
2-16D
2-16D
24" O.C.
HEADER TO HEADER (FACE -NAILED)
16D
16D
16" O.C. ALONG EDGES
FLOOR FRAMING
JOIST TO SILL, TOP PLATE OR GIRDER (TOE -NAILED)
4-8D
4-10D
PER JOIST
BLOCKING TO JOIST (TOE -NAILED)
2-8D
2-10D
EACH END
BLOCKING TO SILL OR TOP PLATE (TOE -NAILED)
3-16D
4-16D
EACH BLOCK
LEDGER STRIP TO BEAM OR GIRDER (FACE -NAILED)
3-16D
4-16D
EACH JOIST
JOIST ON LEDGER TO BEAM (TOE -NAILED)
3-8D
3-10D
PER JOIST
BAND JOIST TO JOIST (END -NAILED)
3-16D
4-16D
PER JOIST
BAND JOIST TO SILL OR TOP PLATE (TOE -NAILED)
2-16D
3-16D
PER FOOT
ROOF SHEATHING
WOOD STRUCTURAL PANELS
RAFTERS OR TRUSSES SPACED UP TO 16" O.C.
8D
10D
6" EDGE / 6" FIELD
RAFTERS OR TRUSSES SPACED OVER 16" O.C.
GABLE ENDWALL RAKE OR RAKE TRUSS W/O GABLE OVERHANG
8D
8D
10D
10D
4" EDGE / 4" FIELD
6" EDGE / 6" FIELD
GABLE ENDWALL RAKE OR RAKETRUSS W/ STRUCTURAL OUTLOOKERS
8D
10D
6" EDGE / 6" FIELD
4" EDGE 4 FIELD
GABLE ENDWALL RAKE OR RAKE TRUSS W/ LOOKOUT BLOCKS
8D
10D
/
CEILING SHEATHING
GYPSUM WALLBOARD
5D COOLERS
-
7" EDGE / 10" FIELD
WALL SHEATHING
WOOD STRUCTURAL PANELS
STUDS SPACED UP TO 24" O.C.
8D
10D
6" EDGE / 12" FIELD
1/2" AND 25/32" FIBERBOARD PANELS
8D1
-
3" EDGE / 6" FIELD
1/2". GYPSUM WALLBOARD
5D COOLERS
-
7" EDGE / 10" FIELD
FLOOR SHEATHING
WOOD STRUCTURAL PANELS
1" OR LESS
8D
10D
6" EDGE / 12" FIELD
GREATER THAN 1"
10D
16D
6" EDGE / 6" FIELD
1 CORROSION RESISTANT 11 GAGE ROOFING NAILS AND 16 GAGE STAPLES ARE PERMITTED, CHECK IBC FOR ADDITIONAL REQUIREMENTS.
NAILS- UNLESS OTHERWISE STATED, SIZES GIVEN FOR NAILS ARE COMMON WIRE SIZES, BOX AND PNEUMATIC NAILS OF EQUIVALENT
DIAMETER AND EQUAL OR GREATER LENGTH TO THE SPECIFIED COMMON NAILS MAY BE SUBSTITUTED UNLESS OTHERWISE PROHIBITED.
TOP PLATE SPLICE
BUILDING DIMENSION OF WALL CONTAINING TOP PLATE SPLICE (FT.)
SPLICE LENGTH
(FT.)
12
16
20
24
1 28
1 32
1 36
1 40
1 50
1 60
70
80
NUMBER OF 16D COMMON NAILS PER EACH SIDE OF SPLICE
2
4
6
8
8
NP
NP
NP
NP
NP
NP
I NP
NP
4
4
6
7
8
10
12
14
16
NP
NP
NP
NP
6
4
6
7
8
10
12
14
16
20
24
NP
NP
8
4
1 6
7
8
110
112 J
14
116
20
24
28
32
NP= NOT PERMITTED
WALL CONNECTIONS FOR ENDWALL ASSEMBLIES
WALL HEIGHT (FT)
STUD SPACING
UPLIFT
(LB.)
8
10
1 12
14
16
18
20
PLATE -TO -STUD -.NO. OF 16D COMMON NAILS - (ENDNAILED)
12" O.0
127
2
2
2
2
2
2
2
16" O.0
169
2
2
2
2
2
2
2
24" O.0
253
2
2
2
3
3
3
4
WALL OPENINGS - HEADERS IN LOADBEARING WALLS & NON-LOADBEARING WALLS
HEADER SPAN (FT.)
MINIMUM HEADER
SIZE
REQUIREMENTS AT EACH END OF HEADER
NUMBER OF
FULL -HEIGHT STUDS
UPLIFT (LB.)
LATERAL (LB.)
HEADERS IN LOADBEARING WALLS
2
2-2X4
1
277
132
3
2-2X4
2
416
198
4
2-2X4
2
554
264
5
2-2X4
3
693
330
6
2-2X6
3
831
396
7
2-2X8
3
970
462
8
2-2X12
3
1,108
528
9
3-2X10
3
1,247
594
10
3-2X12
4
1,385
660
11
4-2X10
4
1,524
726
HEADERS IN NON-LOADBEARING WALLS AND WINDOW SILL PLATESI
2
1-2X4 (FLAT)
1
60
132
3
1-2X4 (FLAT)
2
90
198
4
1-2X4 (FLAT)
2
120
264
5
1-2X4 (FLAT)
3
150
330
6
1-2X6(FLAT)
3
180
396
7
1-2X6 (FLAT)
3
210
462
8
1-2X6 (FLAT)
3
240
528
9
2-2X6 (FLAT)
3
270
594
10
2-2X6 (FLAT)
4
300
660
11
2-2X6 (FLAT)
4
330
726
12
2-2X6 (FLAT)
5
360
792
1 FOR NON -LOADING
BEARING WALLS
AND
WINDOW
SILL PLATES,
2-2X4 (FLAT) CAN
BE SUBSTITUTED
FOR
1-2X6
(FLAT)
Pony
wall
height,
12'
Max.
total
wall
height
10,
Max.
height
PORTAL FRAMING DETAIL
Outside Elevation
Extent of header (two braced wall segments)
Extent of header (one braced wall segment)
O 0 0 0 0
0
°
° 0 ° 0 0
° ° ° ° °
°
° ° ° ° ° ° °
Min. 3" x 11-1/4" net header
°
0 0
O
Header shall be Top plate
>J) fastened to the continuity is
Cl)00 .R °J
king stud with required per
°°
W/
6-16D sinker nails R602.3.2
0o
a oo
Minimum 1000 lb header -to-
0 °
°
° jack -stud strap shall be centered
.0
°
at bottom of header and installed
°
on backside as shown on
°
QO
°
0.
.0
° 0 side elevation
0.
2' to 18' (finished width)
00
°°
0
°°
0 O
3
lo
Braced wall line with
Min. number of continuous sheathing
° °
°
° studs shown
No. of jack studs
00
°°
°°
° Full -length per table R502.5(1 &2)
i
king stud
\_ 2 Anchor bolts per R403.1.6 required
\- Foundation per code
Side Elevation
Min. 1000 Ib
tension strap,.
Strap shall be
centered at
bottom of
header.
Sheathing
filler if needed
16d sinker
nails in 2 rows
@3"o.C.
Wood Structural
panel must be
continuous from
top of wall to
bottom of wall,
or from top of
wall to permitted
splice area
Full-length
king studs
3/8" min.
thickness wood
structural panel
sheathing
Not to scale
1O Fasten sheathing to header with 8d common nails in 3-in. grid pattern as shown and 3 in. o.c. in all framing
(studs and sills) typ.
2O For a panel splice (if needed), panel edges shall occur over and be nailed to common blocking and occur
within the middle 24 in. of wall height. One row of 3 in. o.c. nailing is required at each panel edge.
3O Min. length based on 6:1 height -to -width ratio. For example: 16 in. min. for 8 ft. height.
AT FIRST INTERIOR BAY,
PROVIDE 2X BLOCKING AT
GUARD POSTS; TOE NAIL
WITH 10D COMMON NAILS
TOP & BOTTOM, EACH SIDE -
OUTSIDE JOIST
SEE FIGURE 24 FOR
GUARD POST ATTACHMENT
REQUIREMENTS
GUARD POST
CROSS BLOCKED &
THROUGH BOLTED
GUARD POST TO JOIST DETAIL
General Notes:
1. The structural drawings shall be used in conjunction with the architectural, civil, mechanical, plumbing, and electrical drawings and the
specifications. The contractor shall verify the requirements of other trades as to items to be placed o r set in the structural work.
2. The structure has been designed in accordance with the provisions of the International Residential Code (IRC 20 15) with Massachusetts
State Building Code Amendments (9th Edition).
3. The contractor shall provide temporary shoring and bracing required to erect and hold new structures in proper alignment until permanent
supports and lateral bracing are in place.
4. Where construction occurs within or adjacent to existing construction, the contractor shall field measure the existing building dimensions
and components and coordinate construction details with the actual dimensions.
Design Loads:
1. The structure was designed for the following loads:
Roof Snow Loads Ground Snow Load (Pg)=30 psf
Sleeping Areas 30 psf
All Other Areas 40 psf
Wind Loads Ultimate Wind Speed (V) 140 mph (3 second gust) Exposure C
Soil Conditions and Structural Fill :
1. All footings shall be carried to the depths shown and deeper, if required, and shall rest on undisturbed soil having a safe bearing
pressure of 2000 psf.
2. No footing shall be placed on frozen soil or in standing water.
3. Structural fill shall be well graded bank run, screened or crushed gravel, and shall be placed in 8" maximum lifts and compacted to
95% of maximum dry density as determined by ASTM D1557.
Provide a minimum of 6" (or greater if required by the geotechnical engineer) well compacted, clean, coarse sand and gravel under
all slabs on grade after the top soil has been removed.
Concrete :
1. All concrete shall at tain a minimum compressive stre ngth of 3000 psi at 28 days except the garage slab w hich stall attain a minimum
compressive strength of 3500 psi at 28 days.
2. All reinforcing steel shall be deformed bars conforming to ASTM A615 Grade 60.
3. The following minimum cover shall be provided for re inforcement:
Concrete against the earth 3"
Formed concrete expose d to earth or weather #5 or smaller 1 %" #6 or larger 2"
Concrete not exposed to earth or weather slabs or walls %11 beams and columns 1 %"
4. All concrete work and detailing shall comply with t he latest specifications and recommendations of the ACI. All cont inuous reinforcing
bars shall be lapped 36 bar diameters at splices and at corners unless otherwise noted. Terminate continuous bars at non -continuous
ends with standard hooks.
Wood Framing:
1. Lumber shall be Spruce -Pine-Fir #1/#2 or better with the followin g minimum properties:
Allowable Bending Stress Fb=875 psi
Allowable Shear Stress Fv=70 psi
Compressive Stress Fc=1150 psi
Modulus of Elasticity E=1,400,000 psi
2. Pressure treated lumber shall be used where indicated on plans, in all exterior applications, and in applications where the lumber is in
contact with ground. Pressure treated lumber shall be Southern Yellow Pine #1 and shall be treated with Alkaline Copper Quat (ACQ) or
Copper Azole (CBA) preservative.
3. Framing connectors and fasteners for use with pressure treated lumber shall be stainless steel. Alternatively, batch/post hot -dipped
galvanized fasteners (ASTM A153) and framing connectors (ASTM A123) may be used.
4. Plywood wall sheathing sha II be 15/32" or %" thick APA rated sheathing, Structura 11, C-D exterior glued, 24/0 spa n rating. Face grain shall
be placed perpendicular to supports and joints shall be staggered.
5. Plywood shear wall sheathing shall be 15/32" or Y thick APA rated sheathing, C-D exposure 1, 24/0 span rating. Strength axis sha II be
perpendicular to supports.
6. Install horizontal blocking in exterior stud walls. Blocking shall align with horizontal joints in exterior plywood sheathing
7. Fasten sheathing to studs and hor izontal blocking with 8d nails spaced at 6" on center around th a perimeter of individual sheets and at 12"
on center elsewhere.
8. Plywood roof sheathing shall be 19/32 or 5/8" thick APA rated sheathing, C -D exposure 1, 32/16 s pan rating. Long dimension shall be
perpendicular to supports and joints shall be staggered.
9. Fasten roof sheathing to supporting members with 8d nails spaced at 4" on center around the perimeter of individual whets and at 12" on
center elsewhere.
10. Plywood subfloor shall be 23/32" or 3/4" thick APA rated Sturd-I-Floor, C (plugged)-D exposure 1, 16" on center rating. Provide tongue and
groove joints or provide blocking at all unsupported edges.
11. Plywood subfloor shall be glued to the supporting members with a mi nimum of 1 " diameter continuous bead of construction adhesive
conforming to the requirements of ASTM D3498 (AFG-0a)/ Use two beads where panel edges abut.
12. Fasten plywood sub floor to each supporting joist with 10d (3" long) deformed shank nails spaced at 6" on center along the panel edges
and at 12" on center elsewhere.
13. Provide solid blocking at all floor levels between upper and to wer posts or between upper posts and foundation walls.
14. Provide solid blocking (16" on center) or double all joists under each partition where the joists span pa rallel to the walls.
15. Use fully nailed metal connectors (TECO, S impson, or equal) joist or beam h angers when framing into other joists or beams.
16. Header Sizes (unless noted on plans):
Up to 4'-0" (3) 2x8s for a 2x6 wall and (2 ) 2x8s for a 2x4 wall
Up to 6-6" (3) 2x10s for a 2x6 wall and (2) 2x10s for a 2x4 wall
17. All Parallams or Microllams shall be ins talled in accordance with the manufacturer's specifications and recommendations. The minimum
allowable bending stress (Fb) shall be 2600 psi, the minimum allowable comp ressive stress (Fc) shall be 2510 psi, and the modulus of
elasticity (E) shall be 1,900, 000 psi.
18. Built-up members using conventional lumber shall be fully spiked together with 2 -10d nails (top and bottom) at 8" on ce nter or with (2) %"x
3-1/2" long lag bolts (top and bottom) at 16" on center.
Structural Steel
1. Structural steel has been designed in a ccordance with the American In stitute of Steel Construction (AISC) "Steel Construction Manual -
Allowable Stress Design (15 th Edition).
2. Structural steel fabricatio n and erection shall comp ly with the provisions of AISC's "Code of Standard Practice for Steel Buildings and
Bridges (current edition).
3. Structural steel shall confo rm to the following:
W sections ASTM A992, Fy=50 ksi
HSS sections ASTM A500, Grade B, Fy=46 ksi
Other structural steel shapes, plates, and bars ASTM A36, Fy=36 ksi
Anchor bolts ASTM F1554 Grade 36, 55, or 105
4. All field welding sha 11 be performed by a n AWS certified welder qualified for the welds sh own.
2X6 RAIL CAP
4X4 PT POST W
FIBERGLASS SLEEK
PROVIDE ADJUSTMI
TURNBUCKLES @ CORNE
CABLES RUN THRO
INTERMEDIATE POD
(2) 1 /2" DIAM. THRU-BOL'
OPENINGS SHALL NOT
THE PASSAGE OF H 1+
DIAMETER SPHERE
mom
TYPICAL GUARD RAIL DETAIL
PERMIT SET 12*01*2022
r c h �LT%c ts
architects interior designers builders
299 WHITE'S PATH
SOUTH YARMOUTH,
MASSACHUSETTS, 02664
tel (508) 362 - 8883
(508) 760 - 2800
fax (508) 760 - 5800
WWW.ERTARCHITECTS.COM
RESIDENCE
FOR:
PETER
8c
ROBERTA
FAIRBANKS
41
UNCLE,J
ROBERT
ROAD
WEST
YARMMOUTH,
PROJECT # 210422
2022 ERT ARCHITECTS, INC. THE DRAWINGS AND
ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND
PLANS INDICATED THEREON OR REPRESENTED
THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY
OF ERT ARCHITECTS, INC. NO PART THEREOF SHALL
BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION
FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN
PERMISSION OF THE FIRM ERT ARCHITECTS, INC.
THESE PLANS ARE NOT TO BE USED
FOR PERMITTING OR CONSTRUCTION
PURPOSES UNLESS STAMPED & SIGNED
WITH AN ORIGINAL ARCHITECT'S
STAMP AND SIGNATURE & MARKED
AS "PERMIT SET" OR "CONSTRUCTION SET".
REGISTRATIO
REVISIONS
DATE: REVISIONS:
ISSUED FOR: PERMITTING
DATE: 12.01.2022
(i) &
PROJECT TRUE
SCALE: 1 /4"=V-0
0 1 2 4 8
UNLESS OTHERWISE NOTED.
SHEET NO.
A * 1 8
TOTAL NUMBER OF SHEETS
IN SET:
38
THIS SHEET INVALID
UNLESS ACCOMPANIED BY
A COMPLETE SET OF
WORKING DRAWINGS