HomeMy WebLinkAbout162 Springer Ln plan006TART F 9- rFNFRAL NAILING SCHEDULE
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
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
7777 -7
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
:SHEATHING'
WOOD STRUCTURAL PANELS
RAFTERS OR TRUSSES SPACED UP TO 16" O.C.
8D
10D
6- EDGE f 6" FIELD
RAFTERS OR TRUSSES SPACED OVER 16" O.C.
8D
10D
4" EDGE 4" FIELD
GABLE ENDWALL RAKE OR RAKE TRUSS W/O GABLE OVERHANG
8D
10D
6" EDGE 6" FIELD
GABLE ENDWALL RAKE OR RAKE TRUSS W/ STRUCTURAL OUTLOOKERS
8D
10D
6" EDGE 6" FIELD
GABLE ENDWALL RAKE OR RAKE TRUSS W1 LOOKOUT BLOCKS
8D
10D
4" EDGE f 4" FIELD
L '.J' 4E�A "' N'G
THi NG'S
'7777
GYPSUM WALLBOARD
5D COOLERS
7" EDGE f 10" FIELD
WOOD STRUCTURAL PANELS
STUDS SPACED UP TO 24" O.C.
8D
10D
6" EDGE 12" FIELD
1/2" AND 25/32" FIBERBOARD PANELS
8D 1
3" EDGE 6" FIELD
1/2" GYPSUM WALLBOARD
1
5D COOLERS
7" EDGE 10" FIELD
SHEATHING:
-A
WOOD STRUCTURAL PANELS
1" OR LESS
8D
10D
6" EDGE f 12" FIELD
GREATER THAN 1"
10D
16D
6" EDGE 6" FIELD
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.
TABLE 6. TOP PLATE SPLICE
ENSIONd ... .'E1UILPING'�.DIM. �QF,�WA ::;CONTAINING JOR:PLATE -�81?LACE (FT;)
LL�:,CO4.T
SPLICE LENGTH
FT.()
12
lNUMBER.
16
2
24
28
32
36
40
50 1
60
70
80
OF16 COMMON NAILS*
...
PER EACH'StDEOF. SPLICE
2
4
6
8
8
NP
NP
NP
NP
NP
NP
NP
NP
4
4
6
7
8
10
112
14
16
NP
NP
NP
NP
6
4
6
7
8
10
12
14
16
20
24
NP
NP
8
4
6
7
8
10
12
14
16
120
124128
132_
NP= NOT PERMITTED
TABLE 8. WALL CONNECTIONS FOR ENDWALL ASSEMBLIES
WALL;." T , HEIGHT
STUD SPACING
UPLIFT
'(LB.)6
8
10
2
1 4
18
20
C . 0 1,
PLATE., T04STUD-... OF 1 D� NAILS (ENbNAiLED)
.
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
TABLE 9. WALL OPENINGS - HEADERS IN LOADBEARING WALLS & NON-LOADBEARING WALLS
HEADER SPAN (FT.)
MINIMUM HEADER
SIZE
REQUIREMENTS. AT FACHEND..-%OF.HEADER
NUMBER OF
FULL -HEIGHT STUDS
UPLIFT (LB.)
LATERAL (LB.)
HEADERS N '0A 0
'''1 1 DBEARING. WALLSw':'
2
2-2X4
1
277
139,
t
3
2-2X4
2
416
19'8
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- 2X1 2
3
1,108
528
9
3-2X10
3
1,247
594
10
3-2X12
4
1,385
660
11
4-2X10
1 4
1 1,524
726
HEADERS IN NORLOAOBEARING -..WALLS- AND :WINDOW SILL'. PLATES
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
1FOR NON -LOADING
BEARING WALLS AND
WINDOW
SILL PLATES,
2-2X4 (FLAT) CAN
BE SUBSTITUTED FOR
1-2X6
(FLAT)
I
IN
(10'� i
.3
t-hFIRST FLOOR
WA-05K W_/_EkI9TII4_G
. iX AZEK WRAP
6X6 PT POST
'2X- PADDING
FINISHED DIMS. 10"X10"
TYP. COLUMN DETAIL
SCALE I" = 1'-0"
10
!.3
5+/-
@ 0 16'w
1X6 T&G V-GROOVE PINE
CEILING, STAINED, TYPI.
ADJUST ROOF PITCH AS NECESSARY
TO AVOID EXISTING SECOND FLOOR
WINDOW TO REMAN.
SUNROOM
11 11 2X1 0 0) 16 "i D - -_. __ -_ -
CRAWL SPACD"E
_ n.
ASECTION
0 SUN ROOM
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 Building Code (IBC 20 15), the International Existing
Building Code (IEBC 2015), and the Commonwealth of Massachusetts Building Code Amendme nts (9th Edition).
3. The contractor shall provide tempor ary shoring and bracing required to erect and hold new structures in proper alignment until permanent
supports and lateral bracing are in place.
4. The contractor is responsible for shoring and bracing the existing building components prior to the start of construction. Means and methods
of construction are exclusively the responsibility of the contractor.
5. Where construction occurs within or adjacent to existing construction, the contractor shall field measure the existing building dimensions
and components an d coordinate construction details with the actual dimensions.
6. The structure was designed for the following loads:
Roof Snow Loads Ground Snow Load (Pg)=30 psf Flat Roof Snow (Pf)=25 psf (+drift where applicable)
Floor Live=40 psf
Hallways =80 psf
Stairs=100 psf
Wind Loads
Basic Wind Speed (V) 140 mph (3 second gust)
Wind Impo rtance Factor (1) 1.0
Risk Category 11
Wind Exposure B
Earthquake Design Data
Seismic Importance Factor 1=1.0
Risk Category 11
Mapped Spectral Accelerations S,=O. 150 S1=0.054
Site Class D (Assumed)
Spectral Response Coefficients SDS=0.160 SD1=0.086
Seismic Design Category B
Basic Seismic -force Resisting System Light framed wood wa Ils sheathed with wood structural panels rated for shear resistance
Seismic Response Coefficient cs=0.025
Response Modification Factor R=6-1/2
Analysis Procedure Used Equivalent Lateral Force Analysis
Shop Drawings and SRecl fications,
1. Shop drawings reviewed by the gen eral contractor fo r the reinforcing steel and structural ste el shall be submitted to the engineer and a
stamped approval received before fabrication can proceed. Erection shall be made from approved shop drawings only. Concrete mix design
specifications shall be su bmitted for approval before concre to is poured.
2, Changes, sub stitutions, or omissions made by the general contractor or their subcontractors to the c ontract documents shall be submitted
to the engineer for approval. The submission shall highlight and note the proposed change, substitutio n, or omissions to the contra ct
documents which do not follow this approval procedure shE.111 be considered not approved.
Soil Conditions and Structural Fill
1, All footings shall be carried to the depths shown and deepe r, if required, and shall rest on undist urb ed soil having a safe bearing
pressure of 2000 psf. The owner shall engage the services of a geotechnical engineer registered in the Commonwealth of
Massachusetts to ensure that the above requirements are met. Thi s office is not qualified to determine s oil bearing capacities or
subsurface preparation.
2. No footing shall be placed on frozen soil or in standing water.
3. Structural fill shall be well graded bank run, screened orcrushedgravel, and shall be placed in accordance with the geotechnical
report and compacted to 95% of maximum d ry density as determined by ASTM D1 557.
Provide a minimum of 6" (or greater if required by the geotechnical engineer) well compacted, clean, coarse sand and g ravel under
all slabs on grad e after the topsoil has been removed.
Concrete
Concrete work shall conform to the latest American Concrete Institute (ACI) code'for Building Code Requirements for R einforced
Concrete.
2. All concrete shall attain a minimum compressive strength of 4000 psi at 28 days except the concrete slab shall attain a minimum
compressive strength of 3500 psi at 28 days.
3. Concrete shall not contain slag or s ilica fume and, if using fly -ash the maximum quantity per w eight of cement shall be 20 %.
4. A set of four (4) concrete test cylinders shall be taken by an indepe ndent concrete testing lab on each day when concrete placement
exceeds 5 cubic yards. One cylinder shall be broken at 7 days, two at 28 days, and one at 56 days. A copy of all test reports shall be
filed with the eng ineer.
5. All reinforcing steel shall be de formed bars conforming to AST M A615 Grade 60.
6. All reinforcing steel shall be electrically grounded in accordance with the National Elect ric Code, as amended by the Massachusetts
State Building Code.
7. The following mi nimum cover shall be provided for reinfo rceme nt:
Concrete against the earth 3"
Formed concrete exposed to earth or weather #5 or smaller 1 Y2" #6 or larger 211
Concrete not exposed to earth or weather slabs or walls %it beams and columns 1 %"
8. All continuous reinforcing bars shall be lapped 48 bar diameters at splices and' at corners unless otherwise noted. Terminate
continuous bars at non -continuous ends with sta ndard -hooks.
FIRST. FLOOR
�.3
Structural Steel
1. Structural steel has been designed in accordance with the American I nstitute of Steel Construction (AISC) "S teel Construction Manual -
Allowable Stress Design (1 5thEdition).
2. Structural steel fabrication 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 A 992, Fy=50 ksi
HSS sections ASTM A500, Grade B, Fy=46 ks!
Other structural steel shapes, plates, and bars ASTM A36, Fy=36 ksi
Anchor bolt s ASTM F 1554 Grade 36, 5 5, or 105
4. Lintel angles shall be provid ed at all masonry openings an d shall be hot d ipped galvanized.
Provide L4x3 -1/2x3/8 for openings up to 4' -0"
Provide L6x3-1/2x3/8 for openings from 4'-0" up to 6-0"
5. All field welding sha 11 be p erformed by a n AWS certified welder qualified for the w elds sh own.
II
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
RENOVATIONS
0
FOR*
LYLE
ADREA
MCIRRI SON
162
SPRINGER
LANE,
WEST
YARMOUTH,
MA
PROJECT # 120222
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".
REGISTRATION
�IONS
TE: REVISIONS:
ISSUED FOR:
DATE:
PROJECT TRUE
SCALE: 1/4"=V-0"
0 1 2 4
UNLESS OTHERWISE NOTED.
SHEET NO.
A • 4
TOTAL NUMBER OF SHEETS
IN SET:
JOWA&
THIS SHEET INVALID
UNLESS ACCOMPANIED BY
A COMPLETE SET OF
WORKING DRAWINGS