HomeMy WebLinkAboutBLD2006-00450 Garage - BLD Construction Plans (Blue Prints) - 3/24/2006 ----------------
_ - __-- - OPTIONAL WINDOW
6:12
Full truss engineering must 12 COMPOSITION ROOF
be available on site at b
framing inspection. t-1-11 SIDING
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36' HIGH HANDRAIL
W1 2'x2' PICKETS VENT A
1 4' O.C. MAX. AT l _c_,q Ft Per - R `
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10/0 x -1/0 O.H.D. i4
er1w0 SQ Ft _�N THE Jl_,L� zo I 1
FOR INSPECTIONI FRONT ELEVATION
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WASHINGTON STAT►:ICODE5 I
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THOMPSON ENGINEERING
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C7 J�
SHELTON, WA
470 U
PHONE: 360 432-8903 FAX: 360 426-0726
c SCALE APPROVED BY DRAWN BY
PROJECT #06-078
REVISED
ED
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DRAWING NUMBER
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ELEVATIONS SHEET Al OF 3
STOCK DR AFT]NG FORM NO.101-83
P.T. 4x6l Fo�rf�- - - .T; J (Z ��R11 G{ZGv
w/ PC46�POST CAP
-- - ---- - - _ t PB 44roBASE (TYP or-i) `''�PT. ?�e[� s' NG elr� -LIP—
P.T. 2x6 LEDGER w/ 18'x18'xl2 CONC. FTCs. 3'-2' 11'-1O' I 4'-@ �,4'—I
3/85 X 6' LAG SCREWS 160 O.C. �Typ. oF r4)
w/ LW2&JOIST NANC-0;6 DN I?'C- 4- — I — �
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RAKE WINDOW 64L
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WASHINGTON STATE CODE I UNHEPT"�! FATED 2'-011
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T-0' TO 8'-O' HIGH CONCRETE
I I I I FOUNDATION WALL AS
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24' x 48' I 24' x 48' I Ara- (�*T . w&V,� I 0
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APPROVED AM MISSES 243 O.C.
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9'-6' 9'-6' S I &AP16 c>"ffm Nc. 24'-0' a�e,�coea etc mac.
ZERO YrTH bt a 16Q0 261w 6T.F_
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24'-Omss �f'Cl7 n' s-stoo
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PHONE: (360) 432-8903 FAX: (360) 426-0726
SCALE APPROVED BY DRAWN BY
DATE
PROJECT #06-078
REVISED
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a DRAWING NUMBER
FLOOR PLANS SHEET A2 OF 3
STOCKDRAFTING FORM NO.101-83
, -rI 6. Parallel Strand Laminated Beams (PSL) shall have the
W`1 x I rI w5 11 _ s o 24'OZ. -
� �Z�a�_ `^��'Ihnrnl -I-t+l' GONG, S►.q� following properties: STRUCTURAL NOTES
(Fb = 2,285 PSI) These structural notes supplement the drawings. Any discrepancy
I {�pp-5} q7y!! (E = 000 PSI) found among the drawings, these notes, and the site conditions
�Il�t� t M""' (E = 2,000,000 PSI) shall be reported to the Engineer, who shall correct such
Full truss a 4 :�eering must (FcL = 650 PSI) discrepancy in writing. Any work done by the Contractor after
_ be availr.':;3 on site at 7. Plywood shall be nailed 6"o.c. edges and 12" field with discovery of such discrepancy shall be done at the Contractor's
/O (jiy "ac.CtlOn. Hardware: 8d s unless otherwise noted on the drawings. risk- The Contractor shall verify and coordinate the dimensions
among all drawings prior to proceeding with any work or
All connection hardware shall be Simpson "Strong Tie". Connection fabrication. The Contractor is responsible for all bracing and
(a Qp1�t,Dj ����� shoring during construction. All construction shall conform to the hardware exposed to the weather or soil shall be treated as in
steel above. applicable portions of the latest edition of the 2003 International
MI t•7 Building Code except where noted.
,� 11 T-o• CAUTION
2 GtfL 3 Design Criteria:
SIMPSON H 1 CLIPS AT PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER 1. Live Load = 25 PSF (Snow)
Z "o.c. RECOMMENDATIONS.
� _ - 40 PSF (Floors)4if VENT CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL CONDITIONS AND ALL = 60 PSF (Decks)
rimISN RAC AT 1 Sq F* Per 150 Sq Ft ELEVATIONS. 2. Dead Load = 15 PSF (Roofs)
,� IBAG- __ = 12 PSF (Floors)
2- TYPICAL SHEAR WALL NOTES - 10 PSF (Decks
= 10 PSF (Wood Walls/Partition Load)
�aStu All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB = 150 PCF (Concrete)
A
t • • 10" (with studs at 16"o.c.) , or as called out below, with 3• Wind : 2003 IBC
exterior exposure glue and span rated "SR 24/0" or better. a. Basic wind speed = 85 mph(3-second gust)
b. Importance factor = 1.0
(5/$" T1-11 siding is an acceptable substitution except P
NpA,� ►21 2�3° 4 where 5/8" or thicker sheathing is specifically called out C. Building category = "I"
„ ,, 4 B in the schedule below) . Sheathing may be installed either d. Exposure category = "B"
wI�-
horizontally or vertically. 4. Earthquake: 2003 IBC
.. "
sn4'-- M��• TYP. TRUSS WALL CONNECTION a. Importance factor I = 1.0
" ' S All nails shall be 8d box (0.113"diameter) 8d COMMON b. Site classification = "D1"
Ft Per 150 S - 0.131"diameter 10d box c. Building category "I"
,05+ EIA c-p r-a A K r*Tohar_4 ( ) , size
an "diameter) , or lOd COMMON d. Basic force resisting system = bearing walls-"K"
(0.148"diameter) . Nail size and spacing at all sheathing e. Design procedure = Simplified analysis
iXl�lr 15, EL71otJ T E_S` i-'Lr'.!'a. iviUZ-)T BE edges shall be as required below. 5. Soil = 1500 PSF, Assumed Bearing Capacity
- -- — ON THE .SOB BITE Foundation
Hold-downs shall be Simpson "Strong Tie" and shall be
ram, FOR IN�r EC-1 1O N installed per the manufacture's recommendation. 1. All footings shall be founded on native undisturbed soil.
pi✓j�'ClL_ I rc�-7yP(CpC 2. Pressure-treated Mud-sills: Use 1/2" diameter X 10"
All double and triple studs (IF ALLOWED IN HOLDOWN anchor bolts at 48" on center with pressure treated 2x
�I
v "`b 0-F S HbA>,4 MUST MEE1 A' i, .. lkr'.EN' SCHEDULE) shall be nailed together with (2) rows lOd's nominal thickness plates, unless otherwise noted on the
WASHINGTth� brA T` r0►�sr staggered at 4" on center each row for each layer, foundation plan. For non-pressure treated sills use 30#
felt or other approved vapor barrier_ Same diameter wedge
CIABLE 614EATHMG ON Tfa.155 ALL SHEARTC ALL FRAMING LUMBER SHALL BE DOUG-FIR SPECIES anchors with 3-1/2" minimum embedment are and acceptable
R oo TRISS
• �-0 MATERIAL UNLESS OTHERWISE NOTED ON PLANS. substitution for poured in place anchor bolts.
3. Simpson MA6 sill anchors at 36" on center may substituted
SHEAR WALL SCHEDULE for 3-i" anchor bolts at 48" on center. Contact Engineer
of Record for substitutions in areas with larger diameter
!1 8d'aeoz � 7/16" sheathing nailed with 8d galvanized box at 6" on anchor bolts or closer spacings than 48" o.c. .
(o I 4. All anchor bolts shall use 2" square x 3/16" thick steel
6•-0" SIMPSON A-35 CLIPS AT J a c center all edges = 260 plf..
- 5'-0" ONLY FOR GABLE SHEATHIN
plate washers.
THAT DOES NOT OVERLAP WALLPLATES GABLE TRUSS SHEATBING JOINT TO 5. Contractor may step foundation footings, but shall not
`1 OVERLAP TOP PLATES II/2-MINIMUM on lf.edges = 350 step foundation walls short of floor diaphragm unless
• 3n - p other wise calle ut 2gQpndation plan.
I --NOTE:
2, 7/16" szeat.tl ng .c' rD
— - - -
-- - _ -- - ---
-
18MnJ 10„ Use 3X (MINI 1 thickness) �ACEFILL AGAINST CONCRETE WALLS -FOR A III or framing members r -_ O _NOT
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for fling
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7/16" sheathing nailed with 8d galvanized box at 2" on SHO BRACING, ACT N DURING T AFILL PROCESS
center all edges. Use 3X (MINIMUM nominal thickness) IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR!
material for framing members receiving edge nailing
6 � s^ from abutting vertical panel edges = (�p'plf. Concrete & Reinforcing Steel:
2-0• ADDITIONAL SHEAR WALL NOTES: 1.-4; All concrete work shall be per the 2003 IBC Chapter 19.
.-�ii
Tolerances shall be per IBC Chapter 19, Section 07.
I N INCH I-Dt,1► _VA<TC44 S, 2 END TRUSS WALL CONNECTION Mixing, placement, and inspection shall be per Sections
03, 04, 05, and 06,
2. All reinforcing shall be ASTM A615 Grade 40 for #4 bars
Blocking is requied at all edges of sheathing. or smaller and Grade 60 for #5 bars or larger.
Sheating edge nailing is required at all holdown 3. Concrete shall be in accordance with ASTM 150.
posts. f'c = 2500 PSI @ 28 day
- Intermediate framing is to be minimum 2x members slump = 4 maximum 6% Air entrained
with nailing at 12" on center.
� ��� P`�L * Double 2x studs nailed together (per note above) Carpentry:
may be used in place of a single 3x stud, unless
other wise required in holdown schedule below. 1• Structural 2X and 4X framing shall be #2 Douglas Fir.
CAUL- � N�SI�Ov`" P-e- 2. 6X columns/beams/headers shall be #1 Douglas Fir unless
2X6 $ EDGE Lids ® "OL otherwise noted on plans.
2X&5TU f E INTO $ —HOLDOWN SCHEDULE -2
e BRACE L TION PHD6 attaches to concrete foundation with a Simpson SSTAB28 s
bolt 24" into concrete foundation. PHD6 attaches to
(5) IDd's double 2X stud with (18) SDS 1/4X3 wood screws in wall 4. Roof trusses shall be by a pre-approved manufacturer and
above. constructed according to the specifications of the Truss
! *HOLDOWN ANCHORS ARE TO BE INSTALLED DURING FOUNDATION Plate Institute. Contractor and Truss Manufacturer are
POUR. ANCHORS MAY NOT BE DRILLED AND EPDXIED W/O responsible for all bracing of the trusses including end
• SPECIAL wall bracing and all other bracing between the building
(5) 10d
BRACE`d
and the trusses unless specifically shown otherwise on
B
• a'o^ DL_2X4 INTO drawings.the
(2)ROWS 5. Glue laminated beams shall be 24f-V8 for cantilevered or
3•4- IDd's a S"O.G- 2X6 $LK•TO continuous beams and 24f-V4 for simple spans.
SIDE OF NAILER
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I I'll (Fb = 2,400 PSI)
u t io �� R. T�� (Fv = 240 PSI)
Vtffi " "* (E - = 1,800,000 PSI)
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3" 2X42) R . e� r �i�Q � (FcL = 650 PSI
PER TRUSS O
FULL NT_
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STUDS
0 ,'-3• 34471 THOMPSON ENGINEERING
SHELTON WA
. .
-s• NoT>=: e. INS NOT ia'u F cEIL!r �'f�ts�� PHONE: (360) 432-8903 FAX: (360) 426-0726
I EE >a MAtf7/c 0 APPROVED BY
DRAWN BY
SCALE
^9 PROJECT #06-078
u FFS 8- �^ DATE REVISED
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END WALL TRUSS BRACE DETAIL --r
L a IOSET GARAGE-GARAGES ECT., INC.
DRAWING f
° STRUCTURAL NOTES & DETAILS SHEET S1 OF 1
STOCK DRAFTING FORM NO.101-83
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Full truss engineering must
be available on site at
framing inspection. 12 7.� ROOFING TO BE 2400 N COMPOSITION
SHINGLE WITH 150 FELT
SHEATHING TO BE 1/16' Oft
VENT w/ 8d 6'/ 12' O.C.
AT 1 So F=t Per 150 Sq 1 ��— 2x SCREENED EAVE
APPROVED ATTIC tRLISSEB 24 O�G T BLOCKS W/(3)
. . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ' HOLES EACH -
` �j rl� �• \1 w/ SIMPSON H-1 TIE EACH
G TRUSS-EACH END
0
_ THESE PLAN, MUST BE - � C"� w��� �L�
ON THE �Cs� SITE �� �
�
FOR INSPECTION. �9 �� IS
6
0 Nit-!►CAT E D TYPICAL WALL
1 � `� (2)2x4 TOP P_
MOST A . OD ' 2x4 STUD * 16' O.C.
WAyHINGTON STATE CCE STRUCTURE
1/16' t-1-11 SIDING
1/2' x 10' A B. • 4' O.C. � &_lz-a C. P.T. 2x4 SOT. F_
w/ 2'x2'x 3/16' STEEL PLATE MIN ��,
4' THICK CONC. SLAB 6' MIN.FROM SIDIw.3
5-SACK 3,000 PSI CONCRETE TO FINISH GRADE
_`er. 3at.or.is e.;, 21-v, TO W-Ou Ais4 CONCRETE
- C.
,nt�= _: 32e od FOUNDATION WALL
az " • 4 REBAR PER --STRUCTURAL iqt�► -
s� I SS SlP
2- + 4 BARS REBAR CONT.
IN FOOTING:
VENT SEGT I Oil �
AT 1 Sq Ft Per 150 Sq Ft
1/4'= 1'-0'
ML K.A614M HEADER
\- "` T�0 b-bd NAILS
9x ttaEc oR ®� Y�.���, ,�..
b '
H%WAWMe ,� e► ` ' DOUBLE
STUD
' ONLY * O.H. DOORS
�� 3 447 le
x TMATW DRIX
2-2x4 TRIMMERS
olVAt
2x& UM CG=AT r
1 C.'I RAJ. I HEADER FRAMING: DETAIL
us ct_
-�� DECKING
DECK TO LEDGER CONN. , OIST"6 oc?
P_t.4x1m DF 2—�
Pl�}Co POST CAP / 18' DIA x 8' D
P.T. 4x. CONCRETE FTC:.
I-F +2 POST: w/ SIMPSON
- -_ C544 COL. BASE
HANDRAIL 34'-38'
ABOVE TREAD NOSING.
PICKETS PER IRC.
=BECK I7ETA I L (5irn)
N.ts.
DECK
JOISTS PER PLAN
RISERS/
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TTa � r� THOMPSON ENGINEERING
FA STIRNGER
SHELTON, WA
a / 2-2X12 P.T.STRINGERs izp�v PHONE: (360) 432-8903 FAX: (360) 426-0726
u w/ r 'T ZX� `"'t-��7 APPROVED BY
4' MN CONC PAD (� / SCALE �/ DRAWN BY
au 12' THK'D EDGES / OT STP► a NP.I�ee-- DATE PROJECT #06-0/8 REVISED
Z
IOSET GARAGE-GARAGES ECT., INC.
EXTERIO
DRAWING NUMBER
BUILDING SECTION& DETAILS SHEET A3 OF 3
STOCKDRAFTING FORM NO.101-B3 -