HomeMy WebLinkAboutB16-0845 039-210-092NOTE: BUILDING LOCATIONS SHOWN AS APPROXIMATE.
(E) STORAGE ACTUAL DIMENSIONS SHALL BE VERIFIED IN THE FIELD.
ow
AR.
ELL 000-11
Ry
'Ity
(E) GRAVEL DRIVEWAY GREGORY PEITZ, AIA
60
(E) BAG HOUSE ARCHITECT OF RECORD 383 RIO UNDO AVE 4t
CHICO, CA 95926 ONO. C
IS
(530) 894-5719 (P
PROPOSED 20'-0 x 40'-0" ELECTRICAL ROOM 0
"Oe
45'
�CODE ANALYSIS
GOVERNING CODES: 2013 CBC
2013 CEC
2013 CPC
2013 CIVIC
2013 CFC
2013 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS
2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS
2013 CALIF. BUILDING CODE CHAPTER 11
OCCUPANCYGROUP: Fl -FACTORY INDUSTRIAL (SHELLER/STORAGE. MODERATE HAZARD)' (OCCUPANT LCAD= 30)
OCCUPANCY SEPARATION: NONE t
ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE C102.1)
ALLOWABLE AREA: 15 500 S F IBASICI
FRONTAGE INCREASE: If [F/P-.25]W/30 =35 (30 FT OPEN YARD (4) SIDES)
ADJUSTED ALLOWABLE AREA: 15,500 S.F. x (1.75) 27,125 S.F.
s
ACTUAL FLOOR AREA: 14,040 S.F. (EXISTING) + 800 S.F. (PROPOSED) = 14,840 S.F.<27,125 S.F. OK
ALLOWABLE STORY/HEIGHT: 2/55'
ACTUAL STORYMEIGHT: 1/30'-0"
CONSTRUCTION TYPE: TYPE IIB PERN41T # n P
BUTTE COUNTY DEVELOPMENT SERVICES
FIRE -RESISTANCE RATINGS: NONE REVIEWED FOR
EXTERIOR WALL S I EPARATION: NONE CODE C)OMPLIANCE
DAT BY
RATED CONSTRUCTION: CHAPTER 7
PROJECTIONS: NON -RATED (SECTION 704.2)
OPENINGS: UNLIMITED UNPROTECTED (TABLE 704.8)
AUTOMATIC SPRINKLER: NONE
�jp
NUMBER OF EXIT REQ!D: 1
VESS/0�1
C.
0
0 6 8 �,-_ rn
30. 18
j UIV
OFC
05/25 t
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
NORTH VALLFY BUILDING SYSTEM
.j
< 0 <
U
Z 250
<au
<
U
LU z
0
C Co
Ca Uj
_j
U
�-2
z
2
C:)
lc�r
x 0
ri
LU
Ln
REVISIONS:
05/24/16 RTPC#1
DATE: 04/19/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 16-190
SHEET:
Al
VICINITY MAP: NOT TO SCALE
610' APPROX.
�liz
at -
"011 '04
PROJECT DIRECTORY
OWNER:,
JSR FARMS
10617 FIMPLE ROAD
10617 FIMPLE ROAD
CHICO, CA
CHICO, CA
APN: 039-210-092
PROJECT ENGINEER:
SUMMIT STRUCTURAL DESIGN
24 ACRES
383 RIO UNDO AVE
CHICO, CA 95926
(530) 592-4407
GENERAL CONTRACTOR:
TROY FERGUSON
0
n-
NORTH VALLEY BUILDING SYSTEMS
CL
30 SEVILLE COURT
n
CHICO, CA 95928
(530) 345-7296
U.)
0
NOTE: BUILDING LOCATIONS SHOWN AS APPROXIMATE.
(E) STORAGE ACTUAL DIMENSIONS SHALL BE VERIFIED IN THE FIELD.
ow
AR.
ELL 000-11
Ry
'Ity
(E) GRAVEL DRIVEWAY GREGORY PEITZ, AIA
60
(E) BAG HOUSE ARCHITECT OF RECORD 383 RIO UNDO AVE 4t
CHICO, CA 95926 ONO. C
IS
(530) 894-5719 (P
PROPOSED 20'-0 x 40'-0" ELECTRICAL ROOM 0
"Oe
45'
�CODE ANALYSIS
GOVERNING CODES: 2013 CBC
2013 CEC
2013 CPC
2013 CIVIC
2013 CFC
2013 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS
2003 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS
2013 CALIF. BUILDING CODE CHAPTER 11
OCCUPANCYGROUP: Fl -FACTORY INDUSTRIAL (SHELLER/STORAGE. MODERATE HAZARD)' (OCCUPANT LCAD= 30)
OCCUPANCY SEPARATION: NONE t
ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE C102.1)
ALLOWABLE AREA: 15 500 S F IBASICI
FRONTAGE INCREASE: If [F/P-.25]W/30 =35 (30 FT OPEN YARD (4) SIDES)
ADJUSTED ALLOWABLE AREA: 15,500 S.F. x (1.75) 27,125 S.F.
s
ACTUAL FLOOR AREA: 14,040 S.F. (EXISTING) + 800 S.F. (PROPOSED) = 14,840 S.F.<27,125 S.F. OK
ALLOWABLE STORY/HEIGHT: 2/55'
ACTUAL STORYMEIGHT: 1/30'-0"
CONSTRUCTION TYPE: TYPE IIB PERN41T # n P
BUTTE COUNTY DEVELOPMENT SERVICES
FIRE -RESISTANCE RATINGS: NONE REVIEWED FOR
EXTERIOR WALL S I EPARATION: NONE CODE C)OMPLIANCE
DAT BY
RATED CONSTRUCTION: CHAPTER 7
PROJECTIONS: NON -RATED (SECTION 704.2)
OPENINGS: UNLIMITED UNPROTECTED (TABLE 704.8)
AUTOMATIC SPRINKLER: NONE
�jp
NUMBER OF EXIT REQ!D: 1
VESS/0�1
C.
0
0 6 8 �,-_ rn
30. 18
j UIV
OFC
05/25 t
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
NORTH VALLFY BUILDING SYSTEM
.j
< 0 <
U
Z 250
<au
<
U
LU z
0
C Co
Ca Uj
_j
U
�-2
z
2
C:)
lc�r
x 0
ri
LU
Ln
REVISIONS:
05/24/16 RTPC#1
DATE: 04/19/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 16-190
SHEET:
Al
-- P 11
L
I.
0
FESS
0
F`
N
Q
q
O l
C.
J
� IQF
— o
'G
c.�
c1� Z
rTl
w dN 6 80 m
Z
6 30/1
J� C/vl �P
9
T
0 F
F
0 \
F CAL
``^^ 5I
S1
l
to
V
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
!I
383 Rio Lin
do Ave.
Suite 200
Chico CA 95926
P. 530.592.4407
SummitChico.com
FEORTH VALLEY SUILDING SYSTO
111:111111111mmomig m,Q
V
W
z
O Q
- U
O
OU
Q
U
0
ttttt�
t_
O
CO
W
M -J
J
Wi�
a
W -
LL
O
c -i
1
0 X
O
O r -I
c'V
W
J
W
REVISIONS:
DATE: 04/19/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 16-190
SHEET:
A2s2
ROOF FRAMING PER PLANS
26 GA. METAL ROOFING
#10 SCREW AT 6 O.C.
l
i
WEB STIFFENER WITH I
w:-
i
8 10 SCR —�
EWS :
#10 E.S. EA. STUD
H2.5 EA. RAFTER
I
I
_
-
c E.S. AT DOUBLE JOIST)—/
(
.....
TYPICAL METAL STUDS PER PLAN
I
I
I
120OT200-43 WITH 1
#10
I
I
SCREWSR
PE 1 S3.1
ALIGN STUD WITH
TH FRAMING ABOVE
I
i
I
I
SHEAR PERA
PL N
TYPICAL METALSTUDSPER PLAN
-
600T150 4 3 BOTTOM TRACK
I
I
1 2 DIA. X 7 EMBED A.B.
�
I
PER PLAN 4' -Om O.C. MAX
I
10 E.S. EA.
S OG PER PLAN
8" MIN. FINISHED GRADE,
SLOPE ' AW AY
.0 o
.FROM
FND.
—
II
I1I
Z
c
N
a
3 CLR.
4 TOP & BOTT. CONT.
12 B
BUILDING WALL SECTION
N
A
NO SCALE A2.2
GABLE TRIM: COOL
OCEAN
BLUE
0
I
0
M
y�
K-}
I
o
r � y q
, r
v , s�
> t x
Y
� k
as t
3 � $
1 §
>
BUTLERIB II WALLS:
"COOL
BIRCH WHITE EXISTING 80'-0" 0 x 176- 6 METAL BUILDING
ENDWALL ELEVATION
NO SCALE
0
FESS
0
F`
N
Q
q
O l
C.
J
� IQF
— o
'G
c.�
c1� Z
rTl
w dN 6 80 m
Z
6 30/1
J� C/vl �P
9
T
0 F
F
0 \
F CAL
``^^ 5I
S1
l
to
V
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
!I
383 Rio Lin
do Ave.
Suite 200
Chico CA 95926
P. 530.592.4407
SummitChico.com
FEORTH VALLEY SUILDING SYSTO
111:111111111mmomig m,Q
V
W
z
O Q
- U
O
OU
Q
U
0
ttttt�
t_
O
CO
W
M -J
J
Wi�
a
W -
LL
O
c -i
1
0 X
O
O r -I
c'V
W
J
W
REVISIONS:
DATE: 04/19/16
SCALE: NTS
DRAWN BY: ACJ
JOB NUMBER: 16-190
SHEET:
A2s2
i
QOFESS/ 0N
GENERAL
C. l
F
�z
W
0
N 69 8 z
rn
1: GENERAL
4 CONCRETE REINFORCING CONTINUED
9. DESIGN GN LOADS
Ex. 01
A
ALL WORK SHALL CONFORM TO THE 2013 CBC C AND ALL LOCAL CODES.
)
REINFORCEMENT COVER SHALL BE A O •
S FOLLOWS:
C
S L
V 1 P
9
T
S.
A THE STRUCTURE HAS BEEN DESIGNED FOR HE FOLLOWING CRITERIA PER
_
,
F 0 F CAI.
B
THE ENGINEER MM
(SUMMIT STRUCTURAL DESIGN HAS PROVIDED AND I
( ) S RESPONSIBLE FOR
CBC CHAPTER ATE
R 16 DIVISIONS II III AND IV U.N.O..
,
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REUIREMENTS OFTHE BUILDING CODE
CONCRETE CAST AGAINST D PERMANENTLY EXPOSED SED TO SOIL. 3
2 b
INCLUDING WATERPROOFING FIREPROOFING,SEISMIC.
DRAINAGE HANDICAP ACCESSIBILITY EGRESS
CONCRETE WITH SOIL OR WEATHER E XPOSURE.
u
B )
/
THESE P ��
PLANS HAVE BEEN REVIEWED
REQUIREMENTS,
NTS PARKING AND ALL O
Q OTHER DESIGN REQUIREMENTS NOT SP
, Q SPECIFICALLY SHOWN
5 BARS AND SMALLER 1/
SEISMIC IMPORTANCE
M ORTANCE FACTOR. 1
FOR OMP
COMPLIANCE ONLY WITH THE
IN THE STRUCTURAL DESIGN CALCULATIONS,
A CULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
6
# BARS AND LARGER 2
MAP PED SPECTAL RE _
SPONSE ACCELERATIONS. Ss 0.617 S -
1 0.275
ATTACHE D srRucruRAL
OWNER. SHOULD ANY CHANGES BE MAD E FROM THE DESIGN AS SPECIFIED IN THESE
CONCRETE
RETE WITHOUTSOIL OR W FATHER EXPOSURE. 3 4
/
SEISMIC SITE CLASS. D
CALCULATIONS
TIONS
D
DOCUMENTS
S WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER THEN THE ENGINEER
SPECTRA - _
LRE SPONSE COEFFICIENTS. SDS 0. -
537, SD1 0.339
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE S TRUCTURE.
J
REINFORCEMENT SHALL BE GRADE 60 PER AST A6
M 15 U.N.O. LAP BOTTOM REINFORCING 60
( )
EI
SEISMIC DESIGN CATEGORY. D
(
BAR DIAMETERS UN „
. .0. AND LAP TOP REINFORCING, P LACED ABOVE
E 12 -0F CONCRETE
EOR
BASIC SEISMIC _
SEISMIC -FORCE -RESISTING
FORCE RESISTIN
} G SYSTEM. LIGHT FRAMED SHEAR WALLS
C
THE DRAWINGS AND CALCULATIONS REPRESENT FINISHED STRUCTURE AND, UNLESS
MORE (80) BAR DIAMETERS TERS U.N.O.SEISMIC
BASES SHEAR: KIPS ULT
SPECIFICALLYO
NOTED OTHERWISE DO NOT SHO W THE METHOD OF CONSTRUCTION. THE
RESP =
ONS E MOD
MODIFICATION FACTOR:
A TOR. R 2.0 LGS GYPSUM SH
( EAR WALL PORTION
.,
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
K )
#5 AND _
LARGER REBA R SHALL O
L N .TBE RE-BENT.
1 ANALYSIS PROCEDURE USED .EQUIVALENT STATIC FORCE PROCEDURE
MEASURES NECESSARY TO PROTECT THE PUBLIC CONSTRUCTION WORKERS, AND THE
.STRUCTURE DURINGA
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
L )
ALL REINFORCING G STEEL AND ANCHOR OL
BOLTS SHALL BE LOC
LOCATED AND
C ) WIND.
,
BRACING SCAFFOLDING,
NG, ETCETERA.
DE
A UATELY
Q SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
WIND P
SEED. 110 MPH
,
,
WIND EXPOSURE: C
D
IFATI
PAR CULAR FEATURE OF CONSTRUCTION S RUCTION I O
S NOT FULLY SHOWN OWN THE DRAWINGS OR IN
THE CALCULATIONS THEN IT SHALL BE CONSTRUCTED THE SAME CHARACTER
, H ACTER AS SIMILAR
6. LIGHT
D LIVE LOADS.
)
CONDITIONS THAT
T ARE SHOWN ON THE DESIGN DOCUMENTS.
ROOF 20 PSF REDUCIBLE
ALL STUD TRACK MATERIAL SHALL CONFORM TO THE FOLLOWING:
383 Rio Lin
do Ave.A
E
ANY CONDITIONS NOT ED AS EXISTING MUST BE FIELD BY CONTRACTOR AND
,
_
54 MILS AND HEAVIER 50 KSI MIN. YIELD ASTM 570 - GRADE
A 570 GRADE 50 GALVANIZED
-
Suite 200
ANY DISCREPANCIES MUST BE BROUGHT TO THEA ATTENTION
TT TION OF THE ENGINEER WITHOUT
STEEL PER ASTM A 446 -GRADE D.
co CA 95926
O
PROCEEDING WITH CONSTRUCTION O
U I N PRIOR TO THE REVIEW O THE ENGINEER..
_
43 MILS AND LIGHTER 33 KSI MIN. YIELD AST 570 - GRADE
, M A 570 GRADE SO GALVANIZED
P. 530.592.4407
STEELPER ASTM A 446 -GRADE A.
_ SummitChic o com
i
F
ALL WATERPROOFING
A ND
A FLASHING ROOFS FOUNDATIONS, GARAGE FLOORS ETC IS THE
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
B
ALL MISCELLANEOUS COLD FORM STEELS SHALL CONFORM TO THE FOLLOWING:
33 TO 43 MILS- 3 KSI SI MIN. YIELD
G
SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY E
THE STRUCTURAL DRAWINGS UNDER
54 TO 114 MILS - 50 KSI MIN. YIELD
. ry
ALLIRC
C UMSTANCES. THE GENERAL CONTRACTORLL VERIFY THAT ALL CONSTRUCTION TION IS N
.-
FULL AGREEMENT WITH S
T HE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGSC
BY
)
ALL WELDING SHALL BE PERFORMED BY CERTIFIED LIGHT GAUGE STEEL WELDERS
THE ENGINEER G NEER OF RECORD DOES NOTUARA
G NTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
CERTIFIED FOR ALL APPROPRIATE DIRECTIONS PER ANSI AWS D1.3.
CORRECT NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
F
NORTH xaELEx BuoLD114G sxST€rss
D
WELDING RODS -
SHALL CONFORM NORM TO THE FOLLOWING.
H
WALL FINISH SYSTEMS SUCH ASS O
STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER
_
54 MILS AND LIGHTER SHEET TO SHEET E60XX
SHEET -TO -SHEET
METHOD OF ADEQUATELY ALLOWING
NG THE FINISH TO EXPAND N
Q AND CONTRACT WITHOUT
_ _ -
S4 MILS AND HEAVIER SHEET -TO -SHEET T TO SHEET E70XX OR E 6015
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE
FINISHES.
E)
WIRE TYINGOF FRAMING COMPONENTS NENTS IS NOT PERMITTED.
ABBREVIATIONS
I
- 1
SPECIAL INSPECTION: SPECIAL INSPEC ION
T PER SECTION 1701 OF THE CBC SHALL BE PROVIDED
F )
ALL CALCULATED STUD PROPERTIES PER CBC 2001 SPECIFICATION ARE BASED ON
O E
FOR THE FOLLOWING TYPES OF CONSTRUCTION.
THE FOLLOWING TABLE...
97 MILS - 0.0966 0 INCH
WELDING OF STRUCTURAL OR REINFORCING R G STEEL
68 MI 6
LS 0.0 77 INCH
AB
ANCHOR BOLT
K
KIPS
INSTALLATION OF POST -INSTALLED ANCHOR BOLTS INTO CONCRETE (WHERE REQUIRED)
54 MILS 0.0538 INCH
ADD'L
ADDITIONAL
L;
ANGLE
IL
43 MS - 0.0428 INCH
ADJ
ADJACENT
LLH
LONG LEG HORIZ.
THE SPECIAL INSPECTORL
SHALL BE ACCEPTABLE TO
A E THE STRUCTURAL ENGINEER AND BUILDING
_
33 MILS 0.0329 03 INCH
ALT
ALTERNATE
LLV
LONG LEG VERT
'
DEPARTMENT SHALL BE ICBG QUALIFIED, AND
A THEIR EXPERIENCE SHALL E
Q 6 COMMENSURATE
-
27 MILS 0.0269 INCH
ARCH
ARCHITECTURAL
LONG
LONGITUD INAL
,
WITH THIS TYPE OF PROJECT.
BLDG
..BUILDING
LSL
LONG SLOTTED HOLE
t
LATERALBRID BRIDGING FOR STEEL STUDS IS REQUIRED WALL BOARD INSTALLED
BLK
G
BLOCKING
LVIL
LAMINATED VENEER LUMBER
E
PER CBC CHAPTER 2 O
5 DOES NOT CONTINUE FULL
, HEIGHT ON BOTH SIDE S
B M
B
BEAM
MAX
MAXIMUM
2. SITE WORK FOUNDATIONS
_BRIDGING SHALL BE INSTALLED PERMANUFACTURERS RECOMMENDATIONS UNLESS
B
OTT B
BOTTOM
MB
MACHINE BOLTS
Uj Z
PE
SPECIFICALLY SHOWN OTHERWISE WITHIN THIS SUBMITTAL.
T'TAL.
BTF
BEAT TOFIT,
MECH
MECHANICAL
O Q
A
ASSUMED MAXIMUM SOIL BEARING 1500 PSF PER CBC TABLE 18
6.2.
BTWN
BETWEEN
MFR
MANUFACTURER
_
V
H )
ALL NOTES FOR CLARIFICATION AND ASSUMPTIONS ARE CLEARLY
A LY MARKED AND MUST
CB
C
CARRIAGE BOL TS
MIN
MINIMUM
I_
_
B
BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE F CLAY R EXPANSIVESOIL. ENGINEER
BE APPROVED OR VERIFIEDPRIORTOINSTALLATION.
CCJ
CONTROLJOINT
MISC.
MISCELLANEOUS
O O
'
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE ANY OTHER CONDITIONS ENCOUNTERED
CIP
CAST -IN-PLACE PLACE CONCR ETE
MT L
METAL
U
BE
MUST BROUGHT TO THE ATTENTION OF THE ENGINEER.
AXIALLY LOADED STUDS S HALL HAVE FULL BEARING
G AGAINST INSIDE TRACK WEB
CJ
CONSTRUCTION NST
RUCTION JOIN T
N
( )
NEW
—
Q –17
PRIOR TO STUD AND TRACK ATTACHMENT.
TT HMENT. SPLICES IN AXIALLY LOADED MEMBERS
CLR
CL EAR
NS
NEAR SIDE
U
-
C )
THESE CALCULATIONS ASSUME STABLE UNDISTURBED SOILS AND LEVEL OR EP
STEPPED FOOTINGS.
SHALL NOT B E PERMITTED.
.
CMU
CONCRETE MASONRY UNITS
NSA
NELSON STUD ANCHOR
CD
ANY OTHER CONDITIONS SHOULD BE BROUGHTO E
T THE ATTENTION OF THE ENGINEER PRIOR TO
COL
COLUMN
MN
NTS
NOT TO SCALE
mmi z 1
THE CONSTRUCTION O HE O
R N F T FOUNDATIONS.
J
TEMPORARY R
BRACING REQUIREMENTS ARE THE RESPONSIBILITY OF THE CONTRA
CONTRACTOR.
CONC
CON CRETE '
OC
ON CENTER
D Q
CONN
OD
OUTSIDE DIAMETER
D
AL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, A
L G ALF OTING SPREAD FOOTINGS WALL FOOTINGS
K
_ _
.ALL METAL TO METAL SCREWS S -
HALL BE GRABBER SELF DRILLING PER ICC ESR 5280.
CONST R
CONSTRUCTION
CTION
0H
OPPOSITE HAND
J O
—
AND GRADE BEAMS SHALL BEAR O
H N UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
CON T
CONTINUOUS
OPNG
OPENING
FROSTLINE 12 TO 24 AS PER LOCAL REQUIREMENTS).
(L
ALL SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION OF 3
CONT R
CONTRALTO R
OV S
OVERSIZE ROUND H OLE
CO W
THREADS THROUGH THE LAST MATERIAL
CP
`COMPLETE PENETRATION
PDF
POWDER DRIVEN FASTENER
J J
E )
BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL
CTR
.CENTER
PERP
PERPENDICULAR
�
Q
ROOF TRUSSES, RAFTERS AND JOISTS SHALL BE ALIGNED OVER A BEARING
CTSK
COUNTERSINK
PLM
PLATE
G
F
o
ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5/o AWAY FROM
MALL
STUD U.N.O., THE ACCEPTABLE TOLERANCE FOR ALIGNMENT IS 3 4 BETWEEN
/ N THE
DB L
DOUBLE
PLWD
PLY WOOD -.
W �.
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
WEB OF THE BEARINGS TUD AND`T HE WEB OF THE HORIZONTAL FRAMING ELEMENT
DF -L
DIA
_
DOUGLAS U LAS FIR LAR CH
.PEGS
PLA CES
V LJL
ALL STUDS AT UPPER LEVEL MUST ALIGN WITH STUDS AT LOWER LEVEL.
DIAMETER
PP
PARTIAL PENETRATION
Gcc
h
G
FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
DJ
DOUBLE JOIST
PT
PRESSURE TREATED
c -i
N
WALLPRE
TRACK SPLICE. THE TOP AND BOTTOM TRACK SHALL BE MADE CONTINUOUS
EA
-EF
EACH
PC
/
CAST CONCRETE
d' l0
FILL MATERIAL SHALL BE FREE FROM DEBRIS VEGETATION AND OTHER FOREIGN SUBSTANCES
BY MEANS OF SPLICING THE TRACK.SEE TYPICAL DETAILS.
EACH FACE
P/T
POST -TENSIONED
X O
.
EL
ELEVATION (DATUM) ATUM
REI NF
REINFORCEMENT
0 ri
USE 4�DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS.SLOPE PPE
O
JOIST BLOCKING AT BEARING WALLS. ALL JOISTS SHALL BE BLOCKED WITH
E
LEV
ELEVATION (VIEW) OR ELEVATOR
RE QD
REQUIRED
N
TO DRAIN TO DAYLIGHT.
A COMBINATION OF STRAP AND INTERMEDIATESC
BLOCKING OR SOLID CONTINUOUS
EN
EDGE NAILING
SLIP CR (TICAL
BLOCKING.
EQ
EQUAL
SEOR
STRUCTURAL ENGINEER OF
V
J
FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES A GEOTECHNICAL ENGINEER MUST
ES
EACH SIDE -
RECORD
FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.10E 2013 CBC. THIS
P
ALLOWABLE PENETRATIONS. CONFIRM THAT PUNCHOUTS OR PENETRATIONS ARE NOT
OE
EXISTING
SHTG
SHEATHINGAPPROVE
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO
CLOSER THAN 24 O.C. OR L ��
LOCATED CLOSER THAN 10 FROM A BEARING STUD.
EXP
EXPANSION
SIM
SIMILAR
SECTION 1808 OF THE 2013 CBC.
THE SIZE OF A PUNCH OUT OR PENETRATION SHALL NOT BE LO
LONGER THAN ONE
EXT
EXTERIOR
SOG
_ _
SLAB ON GRADE
HALF THEW ��
EB DIRECTION AND NOT MORE THAN 41 2 LONG G IN THE MEMBER
EW
EACH WAY
.STD
ST
STANDARD
DIRECTION.FF
FINISH FLOOR
STIFF
STIFFENER
4. CONCRETE
/ REINFORCING
FIN
FINISH
STL
STEEL
Q
•
FIELD CUTS. FIELD CUTS T
THROUGH FLANGES OF STUDS OR TRACKS SHALL NOT BE
_
F J
FLOOR JOIST
S Q
SQUARE
Q
A
CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O.
PERMITTED UNLESS SPECIFICALLYLL
APPROVED BY THE ENGINEER.
FLR
FLOOR
SWS
-SHEAR WA SCHEDULE
(DESIGN BASED ON 2500 PSI
FNDN
- FOUNDATION
SYM
SYMMETRIC AL
R
WHENEVER 2 STUDS ARE CALLED FOR 1N STRUCTURAL DRAWINGS
O NGS FOR USE AS
F IOH C
FREE OF HEART CENTER
T&B
TOP &BOTTOM
C
ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
BEAM OR HEADER SUPPORTS OR FOR THE END OF SHEAR WALLS THE STUDS MUST
FOS
F5
FACE OF STUD
TO(P)
O
TOP OF PLYWOOD
(PLYWOOD)
III LOW ALKALI.
BE BACK-TO-BACK. THE STUDS MUST BE SCREWED T
TOGETHER WITH A MINIMUM OF
FTG
FAR SIDE
TOC
TOP OF CONCRETE
TOP -OF -CONCRETE
2 #10 SCREWS AT
O 18 O.C. AND 9 MAXIMUM FROM EACH END. THE
GA
FOOTING
O
T F
TOP OF FOOTING
TOP -OF -FOOTING
D
T O O
AGGREGATE SHALL CONFORM TO AS M C 33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
SCREWS PUNCH MUST BE WITHIN 3 4 O
"
/ / F EACH FLANGE........
GALV
GAUGE
GALVANIZED
TOS
_ _
TOP OF STEEL
,.
_
K LI EACTI S DETERMINED BY ASTM C 227 289 AND 295. IF TEST DATA IS
.ALA REACTIVE ,REVISIONS.
G� LB
GLUE LA M BEAM
70WTOP-OF-WALL
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS PROVIDE CEMENT WITH A
HDR`
HEADER
TN
TOE NAIL
0 0
LIC CONTENT LESS THAN 0.45 BY WEIGHT.
MAXIMUM ALKALI 0 /
HGR
HANGER SIMPSON
( )
TYP ;.TYPICAL-
LINO
05 24 1 6 RTP C# 1
1 /
0
UNLESS NOTED OTHERWISE
E
CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
-
HORIZ
R
ID
HORIZONTAL ZONTAL
VERT
VERTICAL
..LATEST
EDITION OF THE ACI 318. _
INT
INSIDE DIAMETER
WP _
W ORKPOINT
I
INTERIOR
WWF
WELDED WIRE FABRIC
F
SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
JST
JTJOINT
JOIST
W /
WITH
,
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE:
W O
/
WITHOUT
T UT
A 4 CONCRETE SLAB WITH #3 AT 15 O.C.
SHEET
i!U
RREVIEWED
eco PLlANCE/
DATE 04 19 16
/MO
E CD
�O
SECURELY LOCATED AT MID DEPTH OF SLAB.
_ _
B STEGO WRAP 15 MIL WATERPROOF MEMBRANE
I n la �n �s
I=!N
SCALE: NTS
E.
, 1
„
- 4 EE DRAINING MATERIAL
C FR
_
B RADE
D .PROPERLY PREPARED SU G
_ O TO PROVIDE CONTROL JOINTS AT -
E CONTRACTOR
S1 .O
TYPICAL I CA L ST R U CT URAL NOTES
i NTERwE ST
DR AWN ACJ
BY.
10'-0" O.C. EA. WAY MAX.
GROUP
CONS LILTING .a
JOB 16
NUMBER. 190.
S2 .1
FOUND ATI ON STRUC TURAL FR
FRAMING NG PL ANS
G)
_ _
SAW CUT TOP 3 4 OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10 0 .
/
SHEET.
53.1
TYPICAL URAL DETAILS
slao
-
S3.2
T YPICALSTRU CTURAL DETAILS
T
I
i
i
I
i
STRUCTURAL NOTES STRUCTURAL LEGEND STRUCTURAL NOTES
STRUCTURAL LEGEND
TYPICAL DETAIL
ARCHITECTURAL WALLS 1. SEE TYPICAL NOTE SHEET S1.0 AND TYP
0 AND TYPICAL DETAIL 5. SEE DETAIL 8 S3.1 FOR TYPICAL STUD WALL Com_ )BEAM BELOW, U.N.O.
1. SEE. TYPICAL NOTE SHEET S1. ) /
.._ SHEETS S3.1 S3.2' FOR ADDITIONAL INFORMATION.
_ LL
TYPICAL WA � .
AND 10 S3.1 FOR C .,,
AL INFORMATION ELEVATION ,
.1 S3.2 FOR ADDITION ,..,� ��;] SHADED STRUCTURAL= WALLS
SHEETS S3 / _...
LE. ----
OPENING SCHEDU SHALL BE PER NOTE 4 [ — — ] STRUCTURAL WALLS BELOW
2. ANY DISCREPANCIES BETWEEN FRAMING .SHOWN AND
2. PROVIDE ANCHOR BOLT SIZE AND SPACING G PER
�. FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
AND MECHANICAL �, ,. ,.s,,,, g� DENOTES SHEAR WALL OF TYPE N
SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 6.) PLUMBING, SPRINKLER,
OF RECORD. [ ]-- - -{ ] HEADER IN WALL BELOW
L WALL TO .THE ENGINEER
i
SUBCONTRACTORS SHALL .COORDINATE AL PER .SHEAR WALL SCHEDULE 1/S3.1
SUBCONTRACTOR.X'-Y".
P PENETRATIONS WITH FRAMING FOR A MINIMUM LENGTH OF
COMMENDED MINIMUM SLAB SECTION. E
3.) RENNATIONS STEPS DIMENSIONS RAKE
3.) VERIFY ALL ELEVATIONS, '.
_ _ BREAKS SLOPES HIPS AND VALLEYS WITH ARCHITECT.
„ A IONS L -X Y
_ 7. ANY DISCREPANCIES BETWEEN FRAMING FOUND T
E SLAB WITH 3 AT 15 , O.C. FRAMING/
FOUNDATIONS 4 CONCRETE # )
LL BE IMMEDIATELY
_ D `FIELD CONDITIONS -SHA
SECURELY LOCATED AT MID DEPTH OF SLAB. SHOWN AN
B- STEGOWRAP 15 MIL WATERPROOF MEMBRANE _ S
_ BROUGHT TO THE ENGINEER OF RECORD.
4 TYPICAL HEADER. 2 80OS200 43 PER 10 3.1
C 4 FREE DRAINING MATERIAL
D PROPERLY PREPARED SUBGRADE )
VERIFY ALL ELEVATIONS STEPS, DIMENSIONS, W 5.
ALL ) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
WITH COMPLIANCE WITH 4 S
3.1 TYPICAL 'FASTENING
AND LOCATIONS AND .FLOOR ELEVATIONS /
- TO PROVIDE CONTROL JOINTS AT SIZES A ,
E CONTRACTOR
, SCHEDULE, UNLESS NOTED OTHERWISE.
_RCHITECT.
10 0 O.C.C. EA. WAY MAX.
REQUIRED 9. ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN ) UIR
PROVIDE BLOCKING AS EQ D TO SUPPORT 26 GA.
CONTRACTOR TO VERIFY FLOOR PERFORMANCE ) 6.
RS .
METAL ROOFING BY OTHERS).
ON GRADE COMPLIANCE WITH 4 S3.1 TYPICAL FASTENING ( )
SPECIFICATION REQUIREMENTS FOR SLAB C /
l.n-r" M nno rinATlKlr_ kAC-p DDInQ TO rnNCTPI IrTInN crNpni n F I lnti FqS NOTFn nTHFRWISF.
'I
0 F
ES
S
0
F
N
9
O
1
C.
✓ F
CIO
CD LIJ 0. 6 1 U m
* 6/30/1
I V 1
F CAI
0 ► s 5 1 (0
THESE PLANTS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
646
NORTH! VALLEY BUILDING SYSTEM
z
Q Q
J
E0
o U
Q_
�U
Z0
0Q
::20
n Or -
CO
m W
_j __j
r./ Wec
:2
C
x
O
REVISIONS:
DATE: 04/19/16
SCALE: 1/411 =1-0
DRAWN BY: ACJ
�/ p
CONTINUOUS
�1�11/2' MIN.
RIDGING x - » STUD PER PLAN
16 GA B r� 1 1/2
N �
MAX.
3 10 SCREWS FROM / \
GING TO CLIP, , TYP.
O
1 /
FASTENER TYPE
TYP. SPACING
SPACING AT
SHEAR WALL ,
1/2-
DIA. A307 A.B. WITH 7 EMBED
4'-0"
O.C.
SEE
SHEAR
WALL
SCHED.
HILTI
0.177" DIA.DS PDF WITH 1 1/4" EMBED
2'-0"
O.C.
SEE
SHEAR
WALL
SCHED.
1 2 "
/
"
DI A. TITEN HD WITH 3 1 / 4 EMBED
4'-0"
O.C.
SEE
SHEAR
WALL
SCHED.
#10
SCREW TO STEEL FRAMING
1 2'-0"
O.C.
SEE
SHEAR
WALL
SCHED.
w
N.
vloi/
�— :oz
8 I
-
NOTE: SPECIAL INSPECTION MAY BE REQUIRED FOR J�9T C 1 V 1
SIMPSON TITEN HD BOLTS INSTALLED INTO CONCRETE FOFCAUF�
NG FOUNDATIONS OR MISSED A.B.'S PROVIDE 1 /2"
AT EXISTING �.
5
b ,
D A.B. SPACING WITH 3 1 4 ' ��
DIAM. TITEN HD Al REQUIRE / � --.
IN: EDGE DIST.
8 MIN. END
THESE PLANS HAVE BEEN REVIEWED
E 1 3/4- M ,
N HOUTS ARE TES. DATION
NO PU C NO EMBED IN FOUNDATION, �. _ ✓ E ONLY WITH THE ,
» » FOR COMPLIANCE
OID ALL REINFORCING D WITHIN 12 OF PACING.' LOCATE AND AV
PERMITTED DIST., 8 MIN. S
. PUNCHOUT AP REQUIRED, SEE ATTacHED STRUCTURAL
TYP TRACK/STRAP AS Q ,
PLY AT BOTH TOP AND,
i 1. DETAIL CONDITIONS APPLY DATIONS
BOTTOM TRACK, TYP. DRILLING. INSTALL PER MFRS RECOMMENDATIONS
olvs
UM DIMENSIONS O NG ..CONDITIONS BELOW PRIOR TO CALCULATIONS
,
MAXIM LOADI
BOTTOM TRACKS »
STUD FOR
CLIP FLANGES AT T
12 MAX
:
FLUSH STTACHM
ENTi WITH
_ A.
_ G
5" -MIN HEARWALLS
AT NON S
UD4 0 MAXM
AX ,
MATCH ST LOCATE
_ / ACK GAGE TO D ANCHORAGES
i 2 MINI. BOTTOM TR 2. AT POST INSTALLED ,
1-,,54 MIL 1 1 2 X CONTINUOUS /
S TYP.
3 10 SCREW BOTTOM ,
D. FOR SPACING
---I O # SEE SHEAR WALL SCHED. ,
WITH MINIMUM ALL EXISTING REINFORCING AND
_ 54 MIL. BRIDGING GAGE 18 GA MIN), WI AND AVOID
1
1 2 X 80% STUD ( )
(
/ ACK
FOR ALTERNATES AT SHEAR WALL LOCATIONS
TR
SEE SIDE f - UNO. RIOR TO DRILLING AND OR .SHOOTING ,
3 1 1 2 FLANGES, TYP., TENDONS P
.WIDTH CLIP WITH 1 /
0 17(1 INTO CONCRETE
10 SCREWS TYP. 1 7-:3
II ;
OR
Si
IMPSON DB
C
N14
LIEU OF CLIP WITH (
2
TYP.
-om�o
�O.
_o
i .
-1�
1I
_>
ti
-
-
d .
a
a
J
v
TYP
,
tt .
:..
7" M
IN
8 SCREW TYP. IL
TT
10 SCREW TYP. AT EACH SIDEAT
ALTERNATE STUD TO TRACK CONNECTION, SEAT
STUD TIG
.♦
-« ♦- •-
. « -• -«F
NtD♦
N
PER P
L
A
N(4 10 SCREWS f LOADING CONDITIONS: + HTLY AGAINST BOTTOM 2 HOOK
TRACK TO ENSURE UNIFORM BEARING
MIL STUDS, MIL, 2 CONT. cA, 600T150 68 WITH 54 AT BASE USE SHIMS AS NECESSARY 1/2- DIA. A.B.Z d
-I
5
3
1
'3
83
..R_
�I,
o
L.l,
n/_iqdo'
�Ave.
FLAT STRAP, MAX V=800# Ho300# Suite 200(2)#10 SCREWS E.S. TYP v¢0
INSTALL TAUT E.S. FASTENER TYPE AND SPACING PER
B. 600T150 54 NTH 33 MJL STUDS, Chico,CA 95926
zm o SCHEDULE, PROVIDE(2)
0 MAX V#, # P. 530. 92.4407 PER PIECE AND 5 MIN 12 MAX FROM NOTE.
XXXT200_43 BLOCK AT xN EACH END OF EACH PIECE TYP. 1.) MOISTURE BARRIER BY OTHERS SummitChlco.com
8_0» O.C. 2 MIN PER C. TAUT 54 MIL 6 FLAT STRAP 2 PROVIDE 2 FASTENERS MIN PER PIECE
zWALL SECTION' CUT FLANGE (N0 FLANGE) WITH 33 MIL STUDS FOUNDATION SUPPORT
ZAND BEND UP AS SHOWN 1 w MAX V 100# H_10# FRAMING AS PER PLAN
JO1 #10 SCREWmo CUT OFF POINT AT OUTSIDE FACE (CONCRETE SHOWN)
STUD E.S. OF STUD WHERE STOPS MIN. EDGE DISTANCE PER
ALTERNATE2 FASTENER SPECIFICATIONS 3 BUILDING sYt
�
�,
"S
TYPICAL METAL STUD DETAILF12 TYPICAL BACKING DETAIL 9 TYPICAL BOTTOM DETAIL TYPICAL ANCHOR BOLT SPACING
NO SCALE
S3NO SCALE �3.
No SCALE NO SCALE ADD KING STUD CRIPPLE STUD WITH 18 GA. TOP TRACK, MIN..
ADJACENT TO EA. 2 10 TO TRIR EDGE FASTEN ALL
TRIMMER, TYP.
STUD PER PLAN AT EA No PANEL EDGES,
---- -
I�
E
I
II
'
j` IIIIIIIII IIII I
III
I
_..-.
IIIIIIII
II
I I IIII
iIIIIIIII III
IIIIII1II
I
-IIIIIIIII
IIIII
IIIIIIIIIII
IIIII
IIII II
II
I
III
I I -IIIIIIIIIII
III1 III
III
II III
III
I.II
I
Il1I
IIII
I
II
I
II
SIDE
E PER
S
: CH
ED
JOIST STUD ABV
#10 E.S. TYP Tf+
I
d
4
a
a
d
1d
r
a 1
0
a.
1
a\I 1 4
II•
(II
-7
t
_
II
i1Ii
i
I
-_
IwIII•IrIIilIII
I
lI
-
t
-
• 1
II�1Lt1
I
1
I III(
-• •-
-IIiIIi
IIIiI( •4
I II Il
I II II
2 ROWS C1(2) PIEE IlhftIG+•
fI'-
l♦�
``•
r
•
TFIELD FAST
E
N A
T
7
»
O.C.TRIMMER AT GYPSUM,
�wJ
. 0QZJIWccG""
'
UQS3.1 S z
YP. I DBL END STUD MIN.TYP.
20GA TRACK T & B PER HD SCHED, TYP U
+ 20 GA TRACK
TRIMMERS PER SCHED50
2» SILL
11 t
24
HEADER JOISTS 3/4» MIN III
PER SCHED
1/2- MIN CUT FLANGES &EXTEND WEBS � II w
FOR CONN. TO TRIMMER REMOVE TRACK TRIMMERS SCHED U-0
1 1 2 X 1 1 2 X20GA X 3 STUDS AS REQ D I I
10AT8»O.C..C. D
CLIP ANGLE WrA
3 10 SCREWS � m LL
a a QdSTRUCTURAL BRIDGING IMMER STUDNOTPART0Fad 7/S3.1 AT PANEL SPLICE SHEAR WALL TYP.
TRIMMER PER SCHED
DBL STUDTRIMMER WHERE O rlC_-
I
�rl
,
'.
II
,I
SCHEDULE S
OCCURS PER lU
TYPICAL WALL FRAMING DETAIL TYPICAL SHEAR WALL ELEVATION ION
2
X
O
- o rl
NO SCALE
NO SCALE
S3.
1 cv
_ y
20GATRACK--\ -010 SCREWS AT 12 O.C. E.S. .
I.
I
I
I I
I
I
I
I
I
I
1 TRIMMER R
(
2 TRIMMERS
II FASTEN
TO PERP. FRAMING
I
I
II WITH (2) #10 EA. END, TYP.
II
I I 1 I
PLAN SECTION
A
I
I
i
-
IN
XXXT200 43 M
I I I
I I
I
SPAN
HEADER
JOISTS
TRIMMER
CONNECTORS
0'-6'
(2) 80OS200-43
60OS162-43
(4) #10 EA. SIDE
6'-10'
(2) 8005200-43
(2) 6005162-43
(8) #10 EA. SIDE
iI
1 /8 GAP MAX.
t I + I I .CUT FLANGE AND
I
BEND TO FIT SNUG
I I I BETWEEN .STUDS 10 I I
I 54 MIL 3»X3 WITH (4) #
SCREWS AT DOUBLE STUDS I I
I
I I
I I
I
I
I
STUD JOIST PER PLAN I /
I
SHEATHING ATTACHED TO
CONNECTION
FASTENING
1.
JOIST TO TRACK
2
O #10
2.
BRIDGING G TO JOIST CUPS EACH END
(3) #10
3.
BOTTOM TR ACK TO JOIST OR BEAM
# 10 SCREW AT 16" O.C.
4.
TOP AND BOTTOM TRACK TO EACH STUD
#10 EACH SIDE
5.
DOUBLE STUDS, FACE SCREW
(2) ROWS #10 AT 12" O.C.
6.
OP ACK AT INTERSECTIONS FACE SCREW
T TR ,
4 10
O #
7.
TOP TRACKS AT LAPS
(6) #10
8.
CEILING JOIST TO PLATE
(2) #10
9.
CEILING JOIST TO PARALLEL- RAFTERS, FACE SCREW
(2) #10
10. CEILING JOISTS, LAPS OVER PARTITIONS, FACE SCREW
(2) #10
11.
RAFTER TO TRACK
(2) #10
12. BUILT UP CORNER STUDS
#10 AT 12" O.C.
13. BUILT UP BEAMS
1 0 AT 12" O.C. E.S.
TOP AND BOTTOM
SHEATHING ATTACHED TO
LGS STEEL STUD SHEAR WALLS
S.W.
MARK
SHEATHING
FASTENER SPACING
AT PANEL EDGES
AND RIM/DECK
CONNECTIONS
SILL TRACK NAILING (SEE NOTE 5)
ALLOWABLE
SHEAR (LB/FT)
#8SPSCREW
ACING
TH CKN SS
MILS
TITEN HD
SPACING
1/2" GYPSUM BOARD
7" O.C.
7" O.C.
43
2'-6" O.C.
116
NOTES:
1. STUDS SHALL BEC .SHAPE MEMBERS SPACED AT 16" O.C. MAX WITH A MINIMUM THICKNESS OF
8 INCHES 2 INCHES, AND AN EDGE ` WEB DEPTH OF 3-1
-0.043 INCHES FLANGE WIDTH OF 1 5 /
STIFFENER OF 3/8 INCHES.
" GAUGE STEEL STUDS SHALL BE A MINIMUM
2. FASTENER FOR ATTACHING 1 /2 GYPSUM TO LIGHT
REVISIONS:
#6 SCREW IN ACCORDANCE WITH ASTM C954 AND AISI STANDARD - LATERAL TABLE C2.1-2.
3. GAUGE NUMBERS FOR STEEL FRAMING MEMBERS TOP AND BOTTOM TRACKS, WALL STUDS, RIM
TRACK, AND BACKING) REFER TO THE FOLLOWING MIN. DESIGN BASE METAL THICKNESS:
16 GA. = 0.054 INCH
18 GA. = 0.043 INCH
20 GA. = 0.033 INCH
4. ALL PANEL
EDGES MUST BE BLOCKED. PANELS ARE INSTALLED HORIZONTALLY, FASTENERS
.
MUST BE SPACED A MAX. OF 12" O.C. ALONG INTERMEDIATE FRAMING MEMBERS AND MINIMUM DATE: - 04/19/16
DISTANCE FROM THE FASTENERS TO THE EDGE OF THE SHEATHING IS 3/8 INCH.
E
SCAL: NTS
5. ALTERNATE SILL NAILING TO CONCRETE/STRUCTURAL STEEL MEMBERS (HSS OR WF) TO BE HILTI
»
. PDF WITH 1 1 4 EMBED
D DRIVEN FASTENERS PINS DS .177 DIA
(LOW VELOCITY. POWDER ACTUATE ) / nRnXnrnl Rv• ACJ
c!� Z
0. 69 8 z
/18
C IV
qTF+OF CALF
05;�25�1 co
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
L
■
NORTH VALLEY SUILDING SYSTE IS
I
'2
O Q
LUO
V
J zff�
.m W
ti �
�-
LU ILL
x
0r -i
N
con
REVISIONS:
I
DATE: 04/19/16
I
SCALE: NTS 1,
DRAWN BY: ACJ
1
JOB NUMBER: 16-190
SHEET:
TYPICAL FOUNDATION DETAIL e% o% •%
I #10 E.S. EA. STUD —�
H2.5 EA. RAFTER
E.S. AT DOUBLE JOIST)
)
II
I
TYPICAL METAL STUDS PER PLAN
I
I
1200T200-43 WITH #10
SCREWS
PER 1/S3.1
ALIGN STUD WITH FRAMING ABOVE
I
SHEAR PER PLAN
I
i
TYPICAL EAVE DETAIL
F2
NO SCALE
S3.2
REVIEWED
FOR CODE COMPLIANCE
JUN 0 8 2016
SHEAR PER PLAN
I
INTERWEST
-CONSULTInicn rRnl ID
TYPICAL METAL STUDS PER PLAN
60OT150-43 BOTTOM TRACK
I
1/2-
DIA. X 7" EMBED A.B.
PER
PLAN, 4'-0" O.C. MAX
#10
E.S. 6A. STUD
SOG PER PLAN
8" MIN.
FINISHED GRADE,
SLOPE AWAY FROM
.o. O
FND.
_
I -
II
-
Z
N
3" CLR.
12"
#4 TOP & BOTT. CONT.
c!� Z
0. 69 8 z
/18
C IV
qTF+OF CALF
05;�25�1 co
THESE PLANS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
L
■
NORTH VALLEY SUILDING SYSTE IS
I
'2
O Q
LUO
V
J zff�
.m W
ti �
�-
LU ILL
x
0r -i
N
con
REVISIONS:
I
DATE: 04/19/16
I
SCALE: NTS 1,
DRAWN BY: ACJ
1
JOB NUMBER: 16-190
SHEET:
TYPICAL FOUNDATION DETAIL e% o% •%