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GENERAL NOTES
BUILDING CODE
2009 IBC EDITION OF THE INTERNATIONAL BUILDING CODE
AS AMENDED BY LOCAL JURISDICTION.
ROOF LIVE LOAD = 25 PSF (SNOW)
ROOF DEAD LOAD = 15 PSF
FLOOR LIVE LOAD = 40 PSF (REDUCIBLE)
FLOOR DEAD LOAD = 12 PSF
WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B"
SOIL SITE CLASS "D"
CONSTRUCTION TYPE: V
OCCUPANCY GROUP: R -3
DEFERRED SUBMITTAL ITEMS
THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE
PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM:
- ALTERNATIVE I -JOIST /BEAM MANUFACTURER PLANS.
- TRUSS DESIGN FOR ROOF FRAMING
- HVAC SYSTEMS DESIGN
- ELECTRICAL PLANS & SPECIFICATIONS (IF REQUIRED)
] � ��in
GENERAL
UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED,
FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT
EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS
TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO
BE THOROUGHLY COMPACTED.
BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3 "0%1/4" PLATE WASHERS.
WOOD BEARING ON OR INSTALLED WITHIN L" OF MASONRY OR CONCRETE TO BE PRESSURE
TREATED WITH AN APPROVED PRESERVATIVE.
FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6' -0" O.C. U.N.O. WITH MIN. 7" EMBEDMENT
METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL.
CONCRETE
MINIMUM CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS TO BE 2,500 PSI
WITH 6% AIR ENTRAINED +/- 1% (FOR WEATHERING)
CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL
REINFORCEING STEEL TO COMPLY WITH ASTM A615 GRADE 40.
LUMBER GRADES
FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING
RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER
INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE
MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE
FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES:
JOISTS:
SHEATING
WOOD TYPE:
SHEAR PANEL
FIELD
2X4
PATE ANCHOR
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
2X6 OR
LARGER
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
BEAM
PI -6
7/16"
QNE
w
4X
12° O.C.
DI #2
- Fb =900 psi, Fv =180 psi, Fc =1350
psi,
E= 1600000psi
6X OR
LARGER
DF
-L #2
- Fb =875 psi, Fv =170 psi, Fc =600
psi,
E= 1300000psi
STUDS
12" O.C.
(2)2X OR 3X
NABS ®
5/8.0 ® 38" O.C.
3X
PER PLAN
2X4
7/16"
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
2X6 OR
LARGER
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
POSTS
4X4
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
4X6 OR
LARGER
HF
#2 -
Fb =975 psi, Fv =150 psi, Fc =1300
psi,
E= 1300000psi
6X6 OR
LARGER
DF
-L #2
- Fb =750 psi, Fv=170 psi, Fc =700
psi,
E= 1300000psi
GLUED - LAMINATED BEAM (LB)
SHALL BE 24F -V4 FOR SINGLE SPANS & 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS
WITH THE FOLLOWING MINIMUM PROPERTIES:
Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 PSI (PERPENDICULAR), E = 1,800,000 PSI.
ENGINEERED WOOD BEAMS AND I -JOIST
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY
BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST
ICC EVALUATION REPORT.
PARALLAM (PSL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES:
Fb = 2,900 PSI, Fv = 290 PSI, Fe = 750 PSI (PERPENDICULAR), E = 2,000,000 PSI.
MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES:
Fb = 2,600 PSI, Fv = 285 PSI, Fe = 750 PSI (PERPENDICULAR), E = 1,900,000 PSI.
CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS.
DEFLECTION SHALL BE LIMTED AS FOLLOWS:
FLOOR LIVE LOAD MAXIMUM = L /480, FLOOR TOTAL LOAD MAXIMUM = L/240.
PREFABRICATED WOOD TRUSSES:
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT
PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES
TRUSSES SHALL BE DESIGNED & STAMPED BY A REGISTERED WASHINGTON STATE
PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS.
NONBEARING WALLS SVALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN
ADDPAII n PAQTPNPD c,Tru As SIAAnRf)N sTC TO F.NRURE THAT THE TRUSS BOTTOM
TRUSSES TO MEIN HALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP
MANUFACTURER - DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED.
ROOF /WALL SHEATHING
TYPICAL WALL SHEATHING SHALL BE 7/16" AND ROOF SHEATHING SHALL BE 7/16" UNLESS OTHERWISE SPECIFIED.
MINIMUM NAILING SHALL B 8d ® 6" O.C. ® PANEL ED ES AND 12" O.C. IN FIELD.
U.N.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE
314" TAG SHEATHING, UNIESS OTIBRWISE SPECIFIED. MINIMUM NAHING SHALL BE 8d COMMOM OR 6d RWG SHANE AT 6" O.C.
WPANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END
LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT
SPAN RATINGS SHALL BE ALLOWED.
SHEAR WALL SCHEDULE
WALL
SHEATING
SIDES
SHEAR PANEL
FIELD
PANEL
PATE ANCHOR
BOLT
PLATE S
HOLDO WN
MARK
TYPE
EDGE NAILING
Bd B 6. O.C.
NAILING
12. O.C.
EDGES
2X
NAILING
1Qd NABS ®
8 O.C.
DIA. & SPACING
5/8 °0 ® 54" O.C.
SIZE
2X
TYPES
PER PLAN
PI -6
7/16"
QNE
w
B .C. d B 4. O
12° O.C.
2X
1 §d NABS ®
s D.C.
5/8 °0 ® 48" O.C.
2X
PER PLAN
P1 -4
7/16°
QNE
Ed 8 3" O.C.
12" O.C.
(2)2X OR 3X
NABS ®
5/8.0 ® 38" O.C.
3X
PER PLAN
PI -3
7/16"
DINE
NE
5/8 °0 ® 18" O.C.
2R
c
q
I
4" O.C.
1. FRAMING SIHALL BE HEM -FIR #2 ® 16" O.C. MAX (U.N.O.). THICKNESS OF
STUDS TO BE 2;x UNLESS NOTED IN SCHEDULE.
2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL
HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (U.N.O.)
3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA
RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT
POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF
8d ® 6" O.C. RDGE, 12" O.C. FIELD.
4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING.
PLYWOOD JOINT' AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE
2306.4.1, NOTE (i),
5. ANCHOR BOILT SPACING IS 6' -0" O.C. UNLESS NOTED OTHERWISE IN SCHEDULE.
MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS
SPACED NO GRIEATER THAN 12" AND NO LESS THAN 7 TIMES THE ANCHOR BOLT
DIAMETER AT ENDS AND SPLICES. PROVIDE 1/4 "x3 "x3" WASHERS AT ANCHOR BOLTS.
DO NOT RECESS BOLTS,
6. ALL NAILS ]FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS
(U.N.O.) PER IBMC TABLE 2306.4.1. ALL SPECIFIED NAILS SHALL HAVE THE
FOLLOWING DIMENSIONS: 8d COMMON (0.131" DIA., 2;/2" LONG), Bd BOX (0.113" DIA.,
21/2" LONG), l0c3 COMMON (0.148" DIA., 3" LONG), 10d BOX (0.128" DIA., 3" LONG),
16d COMMON (C).162" DIA., 31/2" LONG), 16d SINKER (0.148" DIA., 31/4" LONG), 5d
COOLER (0.086 "' DIA., 1%" LONG), 6d COOLER (0.092" DIA., 1 7/0" LONG)
7. 1 1/4" No. 6; DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS
LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER
IBC TABLE 230 (3,4.5,
8. IN LIEU OF' 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2 -2x'S W/ 10d
FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE
SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2 -2x MEMBERS
(THIS ALTERNA'tIVE DOES NOT APPLY TO FOUNDATION SILL PLATES OR TO WALLS
WITH 8d EDGE NAILING AT 2" O.C. OR 10d EDGE NAILING AT 3" O.C. OR 2" O.C. OR
WALLS SHEATHED ON BOTH SIDES)
9. HOLDDOWNS; AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED
FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH
MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF
SUBSTITUTED HARDWARE.
10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS
NOT PROVIDED BY THE FRAMING BELOW.
11. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2)
FOR (1) FOR TIHE I%" DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP
REPLACE (1) 5 /e" DIA ANCHOR BOLT)
1, DOUBLE STUDS AT
STRAP MINIMUM
2, BASE PLATE NAILING PER
SHEAR WALL SCHEDULE
3. 50LID RIM J015T W/ 2 -16d
PER J015T
4, FLOOR 514EAT14ING
5, JOIST PER PLAN
6. DBL TOP PLATE
7, 51MF5ON STRAP FER
PLAN, CENTER 5TRAP AT
RIM J015T
B. SHEATHING 4 NAILING PER
SHEAR WALL SCHEDULE
9. EDGE NAIL
10. 51MPSGN MSTC STRAP
(PRE -BENT
11. BEAM PER PLAN
(U
2)
4)
(ILA
TYPICAL SIMPSON STRAP WALL TO WALL
AND WALL TO BEAM HOLDOWN
N S
(E
(7
(5)
STHD1
STHD1
GREAT RM
BATH M
TRI
ENI
STUDY
"STHDIORJ --
UPPER FLOOR LINE ABOVE
DINING
KITCHEN
la
GARAGE 10
I
P1
UPPER FLOOR LINE ABOVE
H3
- STHD14�
MAIN FLOOR SHEAR WALL
L DOUBLE STUDS AT
HOEDOWN MINIMUM
2. BASE PLATE NAILING PER
SHEAR WALL SCHEDULE
3, FLOOR SHEATHING
4. FOUNDATION GONG. WALL
PER DETAILS 100 & 101
5. SIMPSON HOEDOWN
6. TREATED SILL PLATE
7. RIM JOIST
8. EDGE NAIL
9. SHEATHING PER SHEAR
WALL SCHEDULE
(e)
(5)
TYPICAL STRAP HOLDOWN AT FND J
NI
J1
a
E
e
14RJ
STHD14RJ
-- MST37
BEDRM
UTILITY
BONUS
WAS
LOFT
BA1
LOWER FLOOR uNE MST37
LOWERI FLOOR LINE
,4
UPPER FLOOR SHEAR WALL
1/8"
a
EXTENT OF HEADER (TWO BRACED WALL PANELS
�((44) I)
(6)
1,
L HEADER PER PLAN (MR�Iy,UM :3 "A1�lY ")
r
2- MINIMUM (2)2x4 STUD FRAkIIND TYR
3. FASTEN TOP PLATE TO HEADER Wj 2 ROWS. OF 16d
SINKER NAILS ®3 O.C. TYP.
4, SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE
FACE
5. FASTEN SHEATHING TO HEADER W/ Ed COMMON OR
GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN & 3"
O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP.
6. W MINIMUM THICKNESS WOOD STRUCTURAL PANEL
SHEATHING
7. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE
BLOCKED W/ 3x OR (2) 2x, & OCCUR WITHIN 24" OF
MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/
(3) 16d SINKERS.
g. 4200# STRAP TIE HOEDOWN PER PLAN
9. W DIA. ANCHOR BOLT W/ 7" MINIMUM EMBEDMENT. USE
%6"" 2 "X2" PLATE WASHER MINIMUM (TESTED ASSEMBLY)
B 10, FOUNDATION PER PLAN
11. SHEATHING FILLER IF NEEDED
12. 1000# STRAP TIE HOEDOWN PER PLAN
GECTION
TINRU UJ,4L
PORTAL FRAME CONSTRUCTION (FIELD BUILT
N
CONSTRUCTION NOTE:
• CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER
PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMEb BY THE CONTRACTOR.
* NO FEILD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS.
-7 (�
EXPIRES 12/28/t3
•
V
man
iF
L b r
W
T N
ICI
�M-
M J
m<
•� I I
M M
,(1 m
r N N
w W X
za
m
a
V)
C
m
M
V) 'a °o
(D 3 m
im
Q2,
X3
\F V }
O a`a
m�
ow
L No
O M�
iE
z
z
0
0
O
w
w
`/ '
CO
CV
r
x�
00
O
c
q
I
0
^�
z
I
,4
UPPER FLOOR SHEAR WALL
1/8"
a
EXTENT OF HEADER (TWO BRACED WALL PANELS
�((44) I)
(6)
1,
L HEADER PER PLAN (MR�Iy,UM :3 "A1�lY ")
r
2- MINIMUM (2)2x4 STUD FRAkIIND TYR
3. FASTEN TOP PLATE TO HEADER Wj 2 ROWS. OF 16d
SINKER NAILS ®3 O.C. TYP.
4, SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE
FACE
5. FASTEN SHEATHING TO HEADER W/ Ed COMMON OR
GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN & 3"
O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP.
6. W MINIMUM THICKNESS WOOD STRUCTURAL PANEL
SHEATHING
7. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE
BLOCKED W/ 3x OR (2) 2x, & OCCUR WITHIN 24" OF
MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/
(3) 16d SINKERS.
g. 4200# STRAP TIE HOEDOWN PER PLAN
9. W DIA. ANCHOR BOLT W/ 7" MINIMUM EMBEDMENT. USE
%6"" 2 "X2" PLATE WASHER MINIMUM (TESTED ASSEMBLY)
B 10, FOUNDATION PER PLAN
11. SHEATHING FILLER IF NEEDED
12. 1000# STRAP TIE HOEDOWN PER PLAN
GECTION
TINRU UJ,4L
PORTAL FRAME CONSTRUCTION (FIELD BUILT
N
CONSTRUCTION NOTE:
• CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER
PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMEb BY THE CONTRACTOR.
* NO FEILD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS.
-7 (�
EXPIRES 12/28/t3
•
V
man
iF
L b r
W
T N
ICI
�M-
M J
m<
•� I I
M M
,(1 m
r N N
w W X
za
m
a
V)
C
m
M
V) 'a °o
(D 3 m
im
Q2,
X3
\F V }
O a`a
m�
ow
L No
O M�
iE
O
`/ '
CO
CV
x�
00
O
c
o
^�
a
SCALE: N.T.S.
1. BLOCKING BY JOIST MFR.
2. (3) 16d PER BLOCK
3, FLOOR SHEATHING
4. [-JOISTS PER PLAN
5. BEAM PER PLAN
6, 2x CLEAT EACH SIDE OR
SIMPSON BC POST CAP
T 4, OR 6x P.T. POST W/
SIMPSON A34 EACH SIDE OR
SIMPSON PB POST BASE
8. CONC. FOOTING PER PLAN
1 EDGE NAILS
TYPICAL INTERIOR SPREAD FOOTING
O24
1. BASE PLATE NAILING PER
1. BASE PLATE NAILING PER
10" THICK CONIC. FOOTING
SHEAR WALL SCHEDULE
4 -0
(1) _
2. FLOOR SHEATHING PER PLAN
(1) -'y
(2)
3. I -JOIST PER PLAN, SECURE TO
X 12" THICK GONG. FOOTING W/ (3) # 5 BARS EACH WAY
(2)
(9) PLATE W/ (2) 10d NAIL PER
(3)
X 12" THICK CONIC. FOOTING W/ (4) # 5 BARS EACH WAY
JOIST
P.T. POST ON
3. I -JOIST PER PLAN
4. SOLID CONTINUOUS RIM BOARD
(11)
(9)
5. PROVIDE (1) #4 BAR AT UPPER
(3)
(10) 12" OF STEM WALL
_
(4)
W X
w
5. PROVIDE (1) #4 BAR AT UPPER
(9) 6. 5/8" DIAMETER ANCHOR BOLT
- --
----
z 0 72" O.C. W/ 7" EMBED.
(4)
F BUNG, IN SHEAR WALL
6. 5/8' DIAMETER ANCHOR BOLT
to
�q SCHEDULE)
Q
(6)
- --
w
7. #4 ® 48" O.C. W/ STANDARD
z
(5)
HOOKS ALTERNATE BENDS, NO
f
X
WET SET PERMITTED
m
7. #4 0 48" O.C. W/ STANDARD
8. (2) #4 BARS CONTINUOUS AT
0-
(7)
BOTTOM
".:, r
WET SET PERMITTED
ca
= 1 EDGE NAILING PER SHEAR WALL
8. (2) #4 BARS CONTINUOUS AT
SCHEDULE
-
u
BOTTOM
`p 10. 16d TOE NAILS ® 6" O.C.
N
I
"- 11iaH'1, lT-
NOTE
m
1-4
(8) SIMPSON LTP4 ®48" O.C.
-' 8� I
I II
REQUIRED IF PLYWOOD SHIM
O
OCCURS AT RIM BOARD
CRAWL SPACE
FOUNDATION.
SCALE: N.T.S.
1. BLOCKING BY JOIST MFR.
2. (3) 16d PER BLOCK
3, FLOOR SHEATHING
4. [-JOISTS PER PLAN
5. BEAM PER PLAN
6, 2x CLEAT EACH SIDE OR
SIMPSON BC POST CAP
T 4, OR 6x P.T. POST W/
SIMPSON A34 EACH SIDE OR
SIMPSON PB POST BASE
8. CONC. FOOTING PER PLAN
1 EDGE NAILS
TYPICAL INTERIOR SPREAD FOOTING
SCALE N.IS.
1. SHEATHING & NAILING PER
SHEAR WALL SCHEDULE
2. EDGE NAILING PER SHEAR WALL
SCHEDULE
3. FINISH GRADE OR SLAB AS
OCCURS
4. PROVIDE (1) #4 BAR AT UPPER
12" OF STEM WALL
5. #4 0 48" O.C. W/ STANDARD
HOOKS ALTERNATE BENDS
6. GONG. SLAB AS OCCURS
7. TREATED SILL PLATE W/ 5/8"
DIAMETER ANCHOR BOLT ® 72"
O.C. W/ 7" EMBED. (U.N.O. IN
SHEAR WALL SCHEDULE)
8. (2) #4 BARS CONTINUOUS AT
BOTTOM OF FOOTING
TYPICAL SLAB ON GRADE FONDATION
SCALE: N.T.S. \ / SCAB: N.I.S.
0
8
s
9)
I I (1) LWOOD COLUMN PER PUN 0
((3 2. OCCUR SIMPSON PC POST BASE L I6
(3) OCCURS (LLN.O ON THE PLAN)
(4) 3. #3 TIES AT 10" O.C. AT
(5) PEDESTAL
4. (4) #4 DOWELS W/ ALTERNATE
BEND FOR PEDESTAL
5, FINISH GRADE OR CONCRETE
- - - - - - - SUB WHERE OCCURS
6.12" SQUARE CONCRETE
(6) PEDESTAL (OPTIONAL)
(7) (8) 7. CONCRETE FOOTING
8. 2 - #4 BARS EACH WAY (U.N.O. e
ON THE PUN)
8
9. ARCHITECTURAL COVER, SEE
Q' ARCHITECTURAL DRAWINGS FOR
d ADDITIONAL INFORMATION
)l PER PLAN ,k
WOOD COLUMN AT FOOTING
SCALE: N.T.S.
e
v
21'-6'
14' -6'
104
- - - - - CONIC EDGE
J 6x6 P.T. POST W/ -1
24 24 "x24',10" FTG. W/ (2) -
#4 BARS E.W.
- -- WITH SIMPSON CB66 POST
BASE CONNECTION
COVERED PATIO
4" CONIC. LANDING
14' -6'
24
I
100 1 - - - - -- - - - - -- - -I,
O
------ - - - - -- 100
- - - - -- L L-1 L
0" SIM 30"
i
'i0' 6' -0' 6' -0' 4' -0' 4' -0' 6' -0' 6' -0' 2'11
/ 4X10 DF #2 / / / / X70 OF #2 /
102 °
® !n
10. 4--0-
01
CRAWL SP
I
I axa P.T. POST w/
24" PIER PAD
TYPICAL U N 0 -
CRAWL SPACE
00
70
102
X10 01/2 j 4X10 DF #2 / \
A 30
4' -5' 4' -0' I' -6
100 - -
SIM
❑ ) _ 20' -1'
/ _-
ACE
THIRD CARS GARAGE
102 4" SLAB
_ - T ON GRADE
x1D DF 2 / T
O24
P.T. POST ON
1. BASE PLATE NAILING PER
10" THICK CONIC. FOOTING
24
4 -0
SHEAR WALL SCHEDULE
2
(1) -'y
P.T. POST ON
2. FLOOR SHEATHING PER PLAN
X 12" THICK GONG. FOOTING W/ (3) # 5 BARS EACH WAY
(2)
-
36" X 36"
X 12" THICK CONIC. FOOTING W/ (4) # 5 BARS EACH WAY
42
P.T. POST ON
3. I -JOIST PER PLAN
O
(11)
(9)
1500 psf SOIL BEARING CAPACITY
(3)
4. SOLID CONTINUOUS RIM BOARD
LJ
W X
w
5. PROVIDE (1) #4 BAR AT UPPER
®F
- --
I
12" OF STEM WALL
(4)
(10)
6. 5/8' DIAMETER ANCHOR BOLT
to
(9)
® 72" O.C. W/ 7" EMBED.
- --
w
(U.N.O. IN SHEAR WALL
4
o
Z
SCHEDULE)
X
(6)
`9
7. #4 0 48" O.C. W/ STANDARD
a
0
HOOKS ALTERNATE BENDS, NO
".:, r
WET SET PERMITTED
ca
i
8. (2) #4 BARS CONTINUOUS AT
O O
-
z
BOTTOM
x O
N
I
42"
(7)
m
1 EDGE NAILING PER SHEAR WALL
N4 L
-' 8� I
I II
SCHEDULE
O
M �
I
u
L
L
10. 16d TOE NAILS ® 6" O.C.
oA
(GALVANIZED NAILS)
�L
1OO
11, MOIST BLOCKING AT PANEL
L
(6I)
EDGES (1ST BAY ONLY)
4" PATIO LANDING
-T
NOTE:
F-
SIMPSON LTP4 0 48" O.C.
F
REQUIRED IF PLYWOOD SHIM
OCCURS AT RIM BOARD
CRAWL
SPACE
FOUNDATION,
SCALE N.IS.
1. SHEATHING & NAILING PER
SHEAR WALL SCHEDULE
2. EDGE NAILING PER SHEAR WALL
SCHEDULE
3. FINISH GRADE OR SLAB AS
OCCURS
4. PROVIDE (1) #4 BAR AT UPPER
12" OF STEM WALL
5. #4 0 48" O.C. W/ STANDARD
HOOKS ALTERNATE BENDS
6. GONG. SLAB AS OCCURS
7. TREATED SILL PLATE W/ 5/8"
DIAMETER ANCHOR BOLT ® 72"
O.C. W/ 7" EMBED. (U.N.O. IN
SHEAR WALL SCHEDULE)
8. (2) #4 BARS CONTINUOUS AT
BOTTOM OF FOOTING
TYPICAL SLAB ON GRADE FONDATION
SCALE: N.T.S. \ / SCAB: N.I.S.
0
8
s
9)
I I (1) LWOOD COLUMN PER PUN 0
((3 2. OCCUR SIMPSON PC POST BASE L I6
(3) OCCURS (LLN.O ON THE PLAN)
(4) 3. #3 TIES AT 10" O.C. AT
(5) PEDESTAL
4. (4) #4 DOWELS W/ ALTERNATE
BEND FOR PEDESTAL
5, FINISH GRADE OR CONCRETE
- - - - - - - SUB WHERE OCCURS
6.12" SQUARE CONCRETE
(6) PEDESTAL (OPTIONAL)
(7) (8) 7. CONCRETE FOOTING
8. 2 - #4 BARS EACH WAY (U.N.O. e
ON THE PUN)
8
9. ARCHITECTURAL COVER, SEE
Q' ARCHITECTURAL DRAWINGS FOR
d ADDITIONAL INFORMATION
)l PER PLAN ,k
WOOD COLUMN AT FOOTING
SCALE: N.T.S.
e
v
21'-6'
14' -6'
104
- - - - - CONIC EDGE
J 6x6 P.T. POST W/ -1
24 24 "x24',10" FTG. W/ (2) -
#4 BARS E.W.
- -- WITH SIMPSON CB66 POST
BASE CONNECTION
COVERED PATIO
4" CONIC. LANDING
14' -6'
24
I
100 1 - - - - -- - - - - -- - -I,
O
------ - - - - -- 100
- - - - -- L L-1 L
0" SIM 30"
i
'i0' 6' -0' 6' -0' 4' -0' 4' -0' 6' -0' 6' -0' 2'11
/ 4X10 DF #2 / / / / X70 OF #2 /
102 °
® !n
10. 4--0-
01
CRAWL SP
I
I axa P.T. POST w/
24" PIER PAD
TYPICAL U N 0 -
CRAWL SPACE
00
70
102
X10 01/2 j 4X10 DF #2 / \
A 30
4' -5' 4' -0' I' -6
100 - -
SIM
❑ ) _ 20' -1'
/ _-
ACE
THIRD CARS GARAGE
102 4" SLAB
_ - T ON GRADE
x1D DF 2 / T
FOUNDATION FRAMING PLAN
CONTINUOUS FOOTING
- ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED
- SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS
- PROVIDE SOLID BLOCKING OVER SUPPORTS
- ALL FOOTINGS TO REST ON UNDISTURBED SOIL
- PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN
0 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.)
- PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL
16' -3'
8
6x6 TREATED POST
W /30 "X30 "X10" FTC.
W/ (4) #4 BARS E.W.
W/ SIMPSON PB66 - --
POSTBASE
TYPICAL U.N.O.
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FOUNDATION FOOTING SCHEDULE
NOTE USE MIN. 6" WIDE POST BELOW BEAM SPLICES
USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O.
USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O.
O24
P.T. POST ON
4'-0'
10" THICK CONIC. FOOTING
24
4 -0
4' -5'
2
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P.T. POST ON
30" X 30"
X 12" THICK GONG. FOOTING W/ (3) # 5 BARS EACH WAY
36
-
36" X 36"
X 12" THICK CONIC. FOOTING W/ (4) # 5 BARS EACH WAY
42
P.T. POST ON
42" X 42"
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FOOTING SIZES
BASED ON
1500 psf SOIL BEARING CAPACITY
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W/ (4) #4 BARS E.W.
W/ SIMPSON P066 PO
BASE
TYPICAL U.N.O.
10'
-1'
5' 6'
T -0'
FOUNDATION FRAMING PLAN
CONTINUOUS FOOTING
- ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED
- SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS
- PROVIDE SOLID BLOCKING OVER SUPPORTS
- ALL FOOTINGS TO REST ON UNDISTURBED SOIL
- PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN
0 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.)
- PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL
16' -3'
8
6x6 TREATED POST
W /30 "X30 "X10" FTC.
W/ (4) #4 BARS E.W.
W/ SIMPSON PB66 - --
POSTBASE
TYPICAL U.N.O.
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NOTE USE MIN. 6" WIDE POST BELOW BEAM SPLICES
USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O.
USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O.
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24" DIA. X
10" THICK CONIC. FOOTING
24
P.T. POST ON
24" DIA X
10" THICK CONC. FOOTING W/ (3) #4 BARS EACH. WAY
a30
P.T. POST ON
30" X 30"
X 12" THICK GONG. FOOTING W/ (3) # 5 BARS EACH WAY
36
P.T. POST ON
36" X 36"
X 12" THICK CONIC. FOOTING W/ (4) # 5 BARS EACH WAY
42
P.T. POST ON
42" X 42"
X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY
FOOTING SIZES
BASED ON
1500 psf SOIL BEARING CAPACITY
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TRUSS AT STUD WALL
SCALE: N.T.S.
GABLE END TRUSS
SCALE: N.T.S.
1, TRUSS PER PLAN
2, SIMPSON HE OR H2.5 CLIP
EVERY TRUSS
3. STUD WALL
4. PLYWOOD SHEATHING
5. EDGE NAILING
6, 2X BLOCKING ® 24" W/
3 -10d PER BLOCK TOENAIL
INTO PLATE
7, SHEAR PANEL EDGE NAILING
8, SHEATHING AND NAILING PER
SHEARWALL SCHEDULE
1. EDGE NAILING
2. CONTINUOUS FASCIA WITH (2)
10d NAILS PER JOIST
3, 2x4 OUTRIGGER 12" OR LESS
FROM EXTERIOR WALL 0 48"
0 C. (MORE THAN 12" FROM
EXTERIOR WALL 0 24' O.C.)
4. EDGE NAILS PER SHEAR WALL
SCHEDULE
5, 2 -10d TOENAIL OUTLOOKER
THRU. TRUSS (OUTLOOKER
EXTENDING MORE THAN 12"
FROM EXTERIOR WALL USE A34
MIN.)
g GABLE END TRUSS -
SHEATHING AND NAILING PER
SHEARWALL SCHEDULE FOR
WALL BELOW
7, 2X6 CONTINUOUS W/ 10d
NAILS 0 8" O.C. STAGGER
EACH ROW
8, TRUSSES PER PLAN
0. 10d ® 6" O.C. TIE TRUSS INTO
2X CONTINUOUS MEMBER
1,
GIRDER TRUSS PER PLAN
2.
VALLEY TRUSSES OR
3.
CONVENTIONAL
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ROOF SHEATHING
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CONTINUOUS BELOW
OVERFRAMING. TRUSS TOP
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NOTE
(2) 10d NAILS PER TRUSS
4.
ROOF TRUSS PER PLAN
5.
FACE MOUNT HANGER PER
SHALL BE CONTINUOUS,
TRUSS MANDE.
TRUSS AT GIRDER TRUSS
SCALE: N.T.S.
1,
PLYWOOD SHEATHING
2,
8d 0 6" O.C.
3.
2X OVER FRAME ® 24"
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PLYWOOD SHEATHING ON
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4'- 8 - - - - -- -2X6 MIN.
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10' -12' -- -2X10 MIN.
VALLEY FRAME AT OVERFRAME
SCALE: N.F.S.
1.TRUSS W/ ROOF
SHEATHING PER PLAN TO
BEAR ON LEDGER. USE
FACE MOUNT HANGER TO
RIM PER TRUSS MANUF.
FOR SPANS GREATER THAN
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2. EDGE NAILING
3. 2. BLOCKING ATTACHED W/
(2)16d NAILS PER STUD
4, CONTINUOUS 2x LEDGER
W/ 2 ROWS OF 16d NAILS
STAGGERED 0 6" O.C.
(EACH ROW)
5. SOLID CONTINUOUS RIM
PER PUN
6. SIMPSON A35 FRAMING
ANGLE AT EACH TRUSS
MONO TRUSS TO WALL AT RIM
SCALE: N.T.S.
BEAM AT CORNER WALL
SCALE NA S.
1, TRUSSES PER PUN
2. CONTINUOUS (1) TOP PLATE
OVER ENTIRE BEAM,
ATTACHED PLATE INTO BEAM
W/ 1 E ® 12" O.C.
STAGGER
3. BUT TOP PLATE
4. SIMPSON LSTA36 STRAP
(CENTER STRAP AT BEAM
EDGE)
5. PORCH BEAM PER PLAN
6. (3) STUDS AT CORNER
MINIMUM
7. STUDS 0 16" O.C.
SIMPSON LGT2
TIE GIRDER
TRUSS TO WAI
W/ (3)2X6 P(
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SCALE: 1/4" = 1 " -0"
- ALL BEAMS AND HEADERS TO BE 6X8 DF b2 AT BEARING WALLS, U.N.O.
- SHADED AREAS INDICATE OVERFRAMING, 2X6 ® 24" O.C., U.N.O.
- BEARING WALLS ARE INDICATED AS SHADED WALLS
- PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS
- ALL MANUFACTURED TRUSSES:
* SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL
* SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION
* SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION
* SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS
- IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER,
THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS.
PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION.
M PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.)
EXPIRES 12/28/
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FLOOR JOIST AT BEAM
SCALE: N.T.S.
1. SHEATHING AND NAILING PER
SHEARWALL SCHEDULE
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SHEARWALL SCHEDULE
3. SHEAR PANEL EDGE NAILING
4. 16d 0 6' O.C.
5, DEL TOP PLATE
6. PLYWOOD WEB FLOOR JOISTS
PER PUN, SECURE INTO PLATE
W/ (2) 10d NAILS
7. SOLID CONTINUOUS RIM
8. FLOOR SHEATHING
NOTE:
SIMPSON LTP4 ® 48" O.C.
REQUIRED IF PLYWOOD SHIM
OCCURS AT RIM BOARD
1, 2x STUD WALL W/ BASE PLATE
NAIUNG PER SHEAR WALL
SCHEDULE
2. EDGE NAILING PER SHEAR WALL
SCHEDULE
3. FLOOR JOIST PER PUN W/
JOIST HANGER PER MANUF.
4, BEAM PER PUN
5. WALL SHEATHING CONTINUOUS
OVER BEAM W/ EDGE NAILING
PER SHEAR WALL SCHEDULE
6, I -JOIST BLOCKING 0 FLOOR
SHEATHING PANEL EDGES (48"
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W/ (2) 8d NAILS
1. BEAM SPLICE AS OCCURS
2 WOOD BEAM PER PLAN
3. SIMPSON BC TYPE POST CAP
U.N.O. ON PUN
(5) 4, WOOD COLUMN PER PUN
(4) 5. SIMPSON ACE TYPE
POST CAP U.N.O. ON PLAN
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3. SHEAR PANEL EDGE NAILING
4. 16d TOE NAIL ® 6" O.C.
4) 5. DRIP TOP PLATE AS OCCURS
6. I -JOIST BLOCKING AT PANEL
EDGES, SECURE INTO PLATE
W/ (2) 10d NAILS
7, SOLID CONTINUOUS RIM
3) 8. FLOOR SHEATHING
9. I -JOIST PER PLAN
NOTE:
SIMPSON LTP4 ® 48" O.C.
REQUIRED IF PLYWOOD SHIM
OCCURS AT RIM BOARD
I -JOIST AT STUD WALL
SCALE: N.I.S.
BEAM AT BEARING WALL
SCALE: N.I.S.
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SCALE: N.T.S.
OPEN FOR
STAIR FRAMING
4X10 DF #2`
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MFG'S 11 -7/8" TJI O 16" O.C. CANT.
INSTALL PER MGF'S SPEC'S
DF #2
SEE ROOF FRAMING
PLAN FOR DETAILS
4X10 OF#2 — — — — _LL 2_x 'X Ii -7 8 LVL
4 -2x4 POST
4 X 8 DI #2 -,
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19 -16 -3 X GILL. -- - - - - -- — --- - - _ - - - --_. — } -- 4X 12 DFH —
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4X12 DF #2 SPAN OVER TO WALLS
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UPPER FLOOR FRAMING PLAN
ALL DOOR /WINDOW HEADERS TO BE 6X8 DF#2 AT 2X6 BEARING WALLS , U.N.O. SCALE 1/4" = 1' -0"
- PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C.
- WINDOW HEADERS AT 6' -8° ABOVE SUB FLOOR, U.N.O.
EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O.
- INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 0 PLUMBING WALLS) U.N.O.
- PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN
M PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.)
- FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN
ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS
WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS.
COSTRUCTION NOTE:
* CONTRACTOR TO VERIFY ALL DEMENSIONS AND CONDITIONS QF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER
PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR.
* NO FEIl[_D ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS.
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INSTALL PER MGF'S SPEC'S
DF #2
SEE ROOF FRAMING
PLAN FOR DETAILS
4X10 OF#2 — — — — _LL 2_x 'X Ii -7 8 LVL
4 -2x4 POST
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19 -16 -3 X GILL. -- - - - - -- — --- - - _ - - - --_. — } -- 4X 12 DFH —
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— — — — — — — — — — - - — — — — — — — —
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UPPER FLOOR FRAMING PLAN
ALL DOOR /WINDOW HEADERS TO BE 6X8 DF#2 AT 2X6 BEARING WALLS , U.N.O. SCALE 1/4" = 1' -0"
- PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C.
- WINDOW HEADERS AT 6' -8° ABOVE SUB FLOOR, U.N.O.
EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O.
- INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 0 PLUMBING WALLS) U.N.O.
- PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN
M PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.)
- FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN
ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS
WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS.
COSTRUCTION NOTE:
* CONTRACTOR TO VERIFY ALL DEMENSIONS AND CONDITIONS QF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER
PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR.
* NO FEIl[_D ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS.
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