HomeMy WebLinkAboutB17-0348 047-740-006NElill CO\S C -- 0 \
JEREMY JOHNSON
13981 LNDBERGH CIRCLE,
CH CO, CA 95973
AOR
CODE COMPLIANCE
SHEET INDEX
SQUARE FOOTAGE SUMMARY
COMPLIES WITH THE 2016 CBC, CRC, CMC, CPC, CEC, AND
DRAWING LIST
GARAGE SPACE 1024 S.F.
TITLE 24 ENERGY REQUIRMENTS 8c CAL GREEN.
CS COVER SHEET
1 ELEVATIONS/SECTION
2 FLOOR PLAN
3 FOUNDATION/ROOF FRAMING
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SC1 STANDARD NOTES (STRUCTURAL)
SC2 STANDARD NOTES (STRUCTURAL)
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SD1 STANDARD DETAILS (STRUCTURAL)
ASSESSORS PARCEL N
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047-740-006
OCCUPANCY GROUP R -3/U TYPE OF CONSTRUCTION V-13
'Complete construction Post Debris Recovery
final report and V.O.C. documentation and
submit to Building Division prior to final
huilrlinv incnertinn
`See attached— Minimum erosion control and
sediment controls for projects disturbing less
than one acre
BU 11 E COUNTY
BUILDING DIVISION
PERMIT #_����
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMP...I ICE
DATE— . _l � f _l _ BY -
REVISIONS
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(/16/17
5CALE:
1/4" = 1'-0"
DRAWN BY:
MPW
PLAN NO.:
9237
SHEET:
C5--
--7 COPD,
5/8"
BUILDING ADDRESS NUMBERS TO BE
PROVIDED ON THE FRONT OF ALL BUILDINGS
AND SHALL BE VISIBLE AND LEGIBLE FROM
THE STREET FRONTING THE PROPERTY, SAID
NUMBERS SHALL BE 5" MIN, AND CONTRAST
WITH THE BACKGROUND.
FRONT ELEVATION
7/8" STUCCO OVER APPROVED
LATH &
BUILDING PAPER (AND HAS 26 ga.
GALVANIZED WEEP SCREED AT
FOUNDATION PLATE LINE AT
LEAST 4" ABOVE GRADE
(OR 2 INCHES ABOVE CONCRETE
OR PAVING) OVER 3/8" OSB
SHEATHING MIN
LEFT ELEVATION
SCALE 1/4" = 1'-0"
2/3/2017 10:50:42 AM
/8" STUCCO OVER APPROVED
LATH &
,ING PAPER (AND HAS 26 ga.
,ALVANIZED WEEP SCREED AT
FOUNDATION PLATE LINE AT
LEAST 4" ABOVE GRADE
2 INCHES ABOVE CONCRETE
OR PAVING) OVER 3/8" OSB
SHEATHING MIN
SECTION 'A'
SCALE 1/4" = 1'-0"
RIGHT ELEVATION
SCALE 1/4" = 1'-0"
KEY NOTES:
1. CLASS "A" COMPOSITION SHINGLE ROOFING OVER 30# FELT,
AND 15/32" OSB ROOF SHEATHING.
2. EXTERIOR WALLS:
7/8"STUCCO OVER APPROVED LATH AND TYPE "D"
(2) SHEET PAPER OVER 3/8" OSB SHEATHING,
AND 2X6 DF ® 16" O.C. DOUBLE TOP PLATE
W/MIN 48" LAP.
3. 012 #2 DF HEADER ALL OPENINGS (TYP) U.O.N. SEE HEADER
SCHEDULE, ON FLOOR PLAN. USE 6X12 IN 2X6 WALLS.
4. 4" CONCRETE SLAB WITH #3 REBAR ® 18" O.C. EACH WAY
CENTERED IN SLAB.
7/8"
STUCCO OVER APPROVED
LATH &
BUILDING
PAPER (AND HAS 26 ga.
GALVANIZED WEEP SCREED AT
FOUNDATION PLATE LINE AT
LEAST 4" ABOVE GRADE
(OR 2
INCHES ABOVE CONCRETE
OR
PAVING) OVER 3/8" OSB
SHEATHING MIN
Pi iTrF (:n iNTY DEVELOPMENTSERVICES
REAR ELEVATION
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SCALE:
114" = 1'-0"
DRAWN BY:
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PLAN NO.:
9237
SHEET:
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2/3/2017 10:50:19 AM -
5'-9"
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10'-0"
10'-3"R.O.
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32'-0"
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16'-3"R.O.
SWS'43, TWA 10 I S S W X10
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2'-6"
CONT. HEADE 282
OVER PANEL SD.1
8'-0"
8'-3"R.O.
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11'-6"
4'-6"
I 1 LINE
FOR COMPLETE SHEARWALL AND HOEDOWN DETAILS
SEE ENGINEERING SHEETS SC -1 AND SC -2
SHEAR WALL TABLE:
SEISMIC WIND
GFiQ
TYPE CAPACITY CAPACITY
I—Frit-,\
260 365
3/8" APA RATED SHEATHING ONE FACE WITH 8d
F
COMMON NAILS AT 6" O.C. EDGE AND 12" O.C. FIELD.
OHDU2-SDS2.5
5/8" X 12" LONG ANCHOR BOLTS ® 48" O.C. MAX.
(2)2X4 OR (2)2X6
2X PT SILL PLATE.
------LDOJ--------
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HDU4-SDS2.5
3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR
PAB5
DOUBLE STUDS W/16d ® 4"O.C. 5/8" X 12" LONG
8 1/2"
ANCHOR BOLTS ® 48" O.C. MAX. 2X PT SILL PLATE.
C
HDU5-SDS2.5
(2)2X4 OR (2)2X6
PA85
5 1/2"
8 1/2"
1 5,645#
D
HDU8-SDS2.5
06
PAB7
\
13"
I I
LL
HDU11-SDS2.5
I
PAB8
10"
15"
9,535#
F
HDU14-SDS2.5
\ /
PAB8
10"
4X6
TRIMMER__—gam
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-
16/0 10/0 GARAGE DOOR
177�1
8/0 10/0 GARAGE DOOR 1
16'-0"
16'-3"R.O.
SWS'43, TWA 10 I S S W X10
2'-9"
2'-6"
CONT. HEADE 282
OVER PANEL SD.1
8'-0"
8'-3"R.O.
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d
mm
11'-6"
4'-6"
I 1 LINE
FOR COMPLETE SHEARWALL AND HOEDOWN DETAILS
SEE ENGINEERING SHEETS SC -1 AND SC -2
SHEAR WALL TABLE:
SEISMIC WIND
HOLDOWN TYPE
TYPE CAPACITY CAPACITY
DESCRIPTION
260 365
3/8" APA RATED SHEATHING ONE FACE WITH 8d
F
COMMON NAILS AT 6" O.C. EDGE AND 12" O.C. FIELD.
OHDU2-SDS2.5
5/8" X 12" LONG ANCHOR BOLTS ® 48" O.C. MAX.
(2)2X4 OR (2)2X6
2X PT SILL PLATE.
380 532
3/8" APA RATED SHEATHING ONE FACE WITH 8d
AB
COMMON NAILS AT 4" O.C. EDGE AND 12" O.C. FIELD.
HDU4-SDS2.5
3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR
PAB5
DOUBLE STUDS W/16d ® 4"O.C. 5/8" X 12" LONG
8 1/2"
ANCHOR BOLTS ® 48" O.C. MAX. 2X PT SILL PLATE.
SIMPSON STRONG WALL SWSB 18X10
FIRST FLOOR HOLDOWN TABLE
HOLDOWN TYPE
1,2
HOLDOWN NAME
3
MIN. REQ'D POST
4
REQ'D BOLT
d e
F
CAPACITY
OHDU2-SDS2.5
L0
(2)2X4 OR (2)2X6
PAB5
5 1/2"
8 1/2"
3,075#
B
HDU4-SDS2.5
(2)2X4 OR (2)2X6
PAB5
5 1/2"
8 1/2"
4,565#
C
HDU5-SDS2.5
(2)2X4 OR (2)2X6
PA85
5 1/2"
8 1/2"
1 5,645#
D
HDU8-SDS2.5
06
PAB7
8 1/2"
13"
7,870#
LL
HDU11-SDS2.5
4X6
PAB8
10"
15"
9,535#
F
HDU14-SDS2.5
08 OR 6X6
PAB8
10"
15"
14,445#
NOTES
1) HOLDOWNS MAY BE RAISED OFF THE SILL WITH NO REDUCTION IN
LOAD.
2) ALL SCREWS TO BE SIMPSON SDS 1/4" X 2 1/2".
3) ALL HOLDOWN POST AND SILL PLATES ARE DESIGNED TO BE
DOUGLAS FIR LARCH.
4) SEE DETAIL 53 IN PLANS FOR ANCHOR AND FOOTING REQUIREMENTS
AT HOLDOWNS.
5) CONNECT DOUBLE HOLDOWN STUDS TOGETHER WITH 24-16d SINKER
NAILS MINIMUM.
PERMIT #� —
SUTTE COUNTY DEVELOPMENT ERVICES
REVIEWED ED FOR
SOTE C�®IMPLIA E
DAT?71 BY
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Exp. 12/31/17 r
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rF OF CA�.�fOF�4'`�"
'FEB 0 7 2017
REVISIONS I BY
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I/I G/17
SCALE:
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DRAWN BY:
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PLAN NO.:
9237
SHEET:
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DATE:
I/I G/17
SCALE:
1/4" = 1'-0"
DRAWN BY:
MPW
PLAN NO.:
9237
SHEET:
2
32'-0"
2/3/2017 10:49:46 AM
12"WIDE X
12"DEEP
CONTINUOUS
SPREAD
FOOTING
(TYP)
00
II
J
32'-0"
5'-7 1/2"
16'-3" � 2'-3"
2'-7 1/2"
GENERAL NOTES:
3" X 3" X 0.229" WASHER @ ALL ANCHOR BOLTS FOR SHEAR
WALLS.
ALL HOLDOWNS AND ANCHOR BOLTS AT SHEARWALL SHALL BE
SET IN PLACE BY TEMPLATE PRIOR TO FOUNDATIONS INSPECTION.
NO WET SETTING SHALL BE PERMITTED HOLDOWN CONNECTOR BOLTS
INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND
HOLDOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE
WALL FRAMING.
LANDINGS AT EXTERIOR DOORS TO
BE NO MORE THAN 7 3/4 INCHES
LOWER THAN THRESHOLD
STEMALL11"
2'-7 1/2"
3'-2"
2'-11"
FOUNDATION NOTES:
1. PROVIDE MINIMUM 5/8" DIAMETER X 12" ANCHOR BOLTS
WITH SIMPSON 3 X 3 X 0.229 BEARING PLATES THROUGH
MINIMUM 2X P.T.D.F. SILL PLATES AT ALL PERIMETER
AND BEARING WALLS AND AS NOTED AT SHEARWALL
LOCATIONS. PROVIDE A MINIMUM OF TWO BOLTS PER
SILL AND ONE BOLT WITHIN 12" OF END OF SILL.
2. CONCRETE SLAB TO BE MINIMUM 4" THICK WITH #3 BAR
® 18" O.C. EACH WAY CENTERED IN SLAB PLACED OVER
2" SAND OVER 6 MIL. VAPOR BARRIER OVER 4" GRAVEL
UNLESS OTHERWISE NOTED.
3. CONCRETE TO BE 2500 PSI MINIMUM PER CAL GREEN
CODE SECTION 4.403.2 (80% CEMENT/20% FLY ASH).
4. CONTINUOUS FOOTINGS TO BE 12" DEEP MIN, EMBEDDED
INTO UNDISTURBED SOIL BELOW ADJACENT GRADE WITH
A MINIMUM OF ONE (1) #4 BAR TOP AND BOTTOM, 3"
CLEAR AT BOTTOM, UNLESS NOTED OTHERWISE.
5. PLATES, SILLS AND SLEEPERS TO BE FOUNDATION GRADE
OR PRESSURE TREATED WOOD.
6. WOOD TO EARTH SEPARATION TO BE 8" MINIMUM UNLESS
PRESSURE TREATED OR DECAY RESISTANT WOOD IS
USED.
7. HOLDOWN LOCATIONS SHOWN ON THE FOUNDATION
PLAN ARE APPROXIMATE. THE CONTRACTOR SHALL
DETERMINE THE ACTUAL LOCATION BASED ON THE
LENGTH OF BRACED WALLS, THE TYPE OF HOLDOWNS,
AND THE MANUFACTURERS SPECIFICATIONS.
8. ALL PAD FOOTINGS LARGER THAN 24" SQUARE TO HAVE
#4 BARS AT 8" O.C. EACH WAY, 3" CLEAR AT BOTTOM.
9. ALL REBAR TO BE GRADE 40 MINIMUM, ASTM A615.
ROOF FRAMING NOTES
1. USE SIMPSON HI SEISMIC TIE EACH TRUSS TO TOP PLATE CONNECTION.USE
SIMPSON STC FOR ALIGNMENT CONTROL BETWEEN ROOF TRUSS AND
NON-BEARING WALLS.
2. ATTIC VENTILATION NEEDS TO BE AT LEAST 1/150 OF THE ATTIC AREA. THE
AREA OF THE VENTILATION MAY BE REDUCED TO 1/300 IF THE AREA IS
EQUALLY DISTRIBUTED BETWEEN HIGH AND LOW VENTS. INSULATION
BAFFLES NEED TO BE USED TO KEEP THE EAVE VENTS CLEAR. SEE
CALCULATIONS BELOW.
3. PLYWOOD FOR ANY SURFACE OR EDGE EXPOSED TO WEATHER MUST BE
BONDED WITH EXTERIOR GLUE.
4. TRUSSES/ ROOF FRAMING SHALL BE PRE ENGINEERED AND RE -FABRICATED.
SUPPLIER TO SUBMIT ALL CALCULATIONS AND DETAILS TO THE BUILDING
DEPARTMENT, CONTRACTOR AND ENGINEER OF RECORD FOR APPROVAL
PRIOR TO FABRICATION.
5. NO ENGINEERED TRUSS MAY BE CUT OR ALTERED.
6. RAFTERS, CEILING JOISTS AND TRUSSES ARE TO BE LATERALLY SUPPORTED
(BLOCKED) TO PREVENT ROTATION.
7. ROOF SHEATHING TO BE MINIMUM 15/32" OSB APA RATED FOR 24" O.C.
FRAMING. NAIL WITH 8d ® 6" O.C. EDGE, 12" O.C. FIELD. iNSTALL WITH
FACE GRAIN PERPENDICULAR TO FRAMING.
8. ALL FRAMING MATERIAL TO BE #2 DOUGLAS FIR MINIMUM, UNLESS NOTED
OTHERWISE
9. ALL TOP PLATES TO BE LAPPED 48" MINIMUM WITH 24-16d PER LAP,
TYPICAL.
10. NAIL ROOF SHEATHING AT DRAG TRUSSES WITH 8d AT 6" O.C. MINIMUM AND
AS NOTED ON PLANS.
11. RAFTERS AND OVERFRAMING TO BE:
2X4 #2 DF UP TO 7'-0" MAX SPAN
2X6 #2 DF UP TO 10'-0" MAX SPAN
2X8 #2 DF UP TO 14'-0" MAX SPAN
PROVIDE PURLINS OF SAME SIZE MATERIAL AS SUPPORTED RAFTERS.
BRACE TO BEARING LOCATIONS WITH STRUTS AT 6'-0" O.C. MAXIMUM.
STRUTS TO BE SAME SIZE AS SUPPORTED RAFTERS AND SHALL BE BRACED
WHERE LENGTH EXCEED 6'-0"
12. PROVIDE MINIMUM DOUBLE 2X POST AT EACH END OF ALL GIRDER TRUSSES,
AND AS NOTED ON PLANS.
13. CONNECTION HARDWARE TO BE SIMPSON ONLY. NO SUBSTITUTIONS.
14. ALL NAILS IN DIAPHRAGMS AND SHEAR WALLS TO BE COMMON WIRE NAILS,
U.N.O.
ATTIC VENTILATION CALCULATIONS
1024 SQ FT ATTIC/150 EQUAL TOTAL 6.8 SO FT REQUIRED
NEED 3.4 SQ FT HIGH VENT
(5) 24" DORMER VENT ® .73 SQ FT EACH 3.65 SQ FT
NEED 3.4 SQ FT LOW VENT
(12) EAVE VENTS ® .3 SQ FT EACH EQUALS 3.6 SQ FT
TOTAL 7.25 SQ FT
TO BE INSTALLED
HEADERS FOR 2X6 WALLS UNLESS OTHERWISE NOTED:
OPENING
HEADER
TRIMMER
KING STUDS
0'-0" TO 6'-0"
6X12 #1 DF
SINGLE 2X
SINGLE 2X
OVER 6'-0" TO 8'-0"
6X12 #1 DF
DOUBLE 2X
DOUBLE 2X
FOR COMPLETE SHEARWALL AND HOEDOWN DETAILS
SEE ENGINEERING SHEETS SC -1 AND SC -2
SHEAR WALL TABLE:
SEISMIC WIND
TYPE CAPACITY CAPACITY
ZL 260 365
380
532
DESCRIPTION
3/8" APA RATED SHEATHING ONE FACE WITH 8d
COMMON NAILS AT 6" O.C. EDGE AND 12" O.C. FIELD.
5/8" X 12" LONG ANCHOR BOLTS ® 48" O.C. MAX.
2X PT SILL PLATE.
3/8" APA RATED SHEATHING ONE FACE WITH 8d
COMMON NAILS AT 4" O.C. EDGE AND 12" O.C. FIELD.
3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR
DOUBLE STUDS W/16d ® 4"O.C. 5/8" X 12" LONG
ANCHOR BOLTS ® 48" O.C. MAX. 2X PT SILL PLATE.
SIMPSON STRONG WALL SWSB 18X10
FIRST FLOOR HOLDOWN TABLE
HOLDOWN TYPE
1,2
HOLDOWN NAME
3
MIN. REQ'D POST
4
REQ'D BOLT
de
F
CAPACITY
OHDU2-SDS2.5
(2)2X4 OR (2)2X6
PA85
5 1/2"
8 1/2"
3,075#
B
HDU4-SDS2.5
(2)2X4 OR (2)2X6
PAB5
5 1/2"
8 1/2"
4,565#
C
HDU5-SDS2.5
(2)2X4 OR (2)2X6
PAB5
5 1/2"
8 1/2"
5,645#
D
HDU8-SDS2.5
4X6
PA67
8 1/2"
13"
7,870#
<t>
HDU11-SDS2.5
4X6
PAB8
10"
15"
9,535#
HDU14-SDS2.5
4X8 OR 6X6
I PAB8
10"
15"
14,445#
NOTES
1) HOLDOWNS MAY BE RAISED OFF THE SILL WITH NO REDUCTION IN
LOAD.
2) ALL SCREWS TO BE SIMPSON SDS 1/4" X 2 1/2".
3) ALL HOLDOWN POST AND SILL PLATES ARE DESIGNED TO BE
DOUGLAS FIR LARCH.
4) SEE DETAIL 53 IN PLANS FOR ANCHOR AND FOOTING REQUIREMENTS
AT HOLDOWNS.
5) CONNECT DOUBLE HOLDOWN STUDS TOGETHER WITH 24-16d SINKER
NAILS MINIMUM.
18"
OVERHANGS
(TYP)
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SD.1 \B/
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2 2X6 2 2X6
TRIMMER 15/32" OSB SHEATHING TRIMMER
RATED 32/16
Lj
418 421
SD.1 SD.1
6 IN 12 \ / 6 IN 12
418 Y421
SD.1 SD.1
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4X6 4X6
TRIMMER- - BEAM #1 6X12 #1 DF - TRIMMER
-I BEAM 12 16X12 #1 DF -
SW SW
SWSB18X1 SSB18X1
402
SD.1 CONT. HEADER 282
MONO OVER PANELS SD.1
0
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-0STEPHIP TRUSS
0STEP HIP TRUSS
0STEP HIP TRUSS
402
SD.1
0STEP HIP TRUSS
0STEP HIP TRUSS
0STEP HIP TRUSS
O HIP GIRDER - -a �2
PERMIT #
ot BUTTE COUNTY DEVELOPMENT SERVICES
pa �, REVIEWED FOR
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DATE_�_', 1-1_ BY
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DATE:
I/I G/17
SCALE:
1/41' = I' -O"
DRAWN BY:
MPW
PLAN NO.:
9237
3 SPIFFY:
REV1510N5 I BY
1. 2X STUD D.F. 0 16" O.C.
1. 2X D.F. @ 16" O.C.
2. 2X LSL SPACER.
2. 2X LSL SPACER.
3. SIMPSON BP/BPS 5/8
1. 2X WALL O BEARING PLATE, 1 3 BIEARING PMPSON LATES 5/8
3" X 3" X .229 '. O
4. 5/8" ANCHOR BOLT. 8 3" X 3" X .229".
2. SHEATHING 5. FOUNDATION AS PER PLAN. 4. 2X P.T. SILL PLATE
6. 16d@6" O.C. OR PER 7 W/ 5/8" ANCHOR BOLT.
� HOLD DOWN �0CATI0NS 1 3. WEEP SCREED SHEAR WALL SCHEDULE SOLE 25. FOUNDATION AS PER PLAN.TYPICA® ° PLATE NAILING. �+
6. 16dC�6" O.C. OR PER w
WITH A MIN. 7. 2X D.F. PLATE. 3 SHEAR m
VERTICAL 8. SHEATHING PER PLAN. WALL SCHEDULE SOLE _ LO
&--\,
2 ATTACHMENT 9. AT SHEAR WALL LOCATIONS PLATE NAILING. M
1. HEADER 6 O EDGE NAIL SHEATING TO 6 g 7. 2X D.F. PLATE. � � I
OF 3 1 /2" SILL PLATE PER SHEAR 8. SHEATHING PER PLAN. z 1` U Ln
2 . TRIMMER (C K HDR 6 PER WALL SCHEDULE. ALL OTHER 9. AT SHEAR WALL LOCATIONS
AREAS NAIL SHEATHING @ EDGE NAIL SHEATHING TO � � � �
H CEDU LE FOR QAU N TI TY (CBC 2512.1.2) _ _ _ _ SILL PLATE PER SHEAR w w rn
S ) ° ° - - 6' O.C. TO SILL PLATE. d d �
_ 10. 2X OR 3X P.T. SILL PLATE 5 WALL SCHEDULE. ALL OTHE � O �
7 3 4. Z -BAR PER ENGINEERING. 8" MIN AREAS NAIL SHEATHING ® O rn a Lp
3C� 3. KING STUD NOTE: IF 3X PLATE, WALL �. 6" O.C. TO SILL PLATE. . 0
1 H D STUD FIELD PANEL HEIGHT WILL BE O
4. 2ND ( � , ��. � 5. 2X BOTTOM a d d d 3 � d DECREASED ACCORDINGLY. FINISH GRADE V O x v
4 PIKED TO 4 PLATE � L 10 - '--� a w z
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2 5. TOP PLATE SPACER a d
I.
6. BOT. PLATE 0 - -
6 g 7.
HDU HOLD DOWN MUDSILL _ I
CREED 9 STACKED BOTTOM PLATES W/AB 5 (3) STACKED BOTTOM PLATES W/AB 1 Z
8. ANCHOR BOLT WEEP S �pz
0mEqi
5/16 >> 1. 4" CONCRETE SLAB �u-(D
INSIDE FACE OF
1. FIELD INSTALLED W/##3 REBAR ®18 ��
O.C. EACH WAY.
KING STUD 2 3 ADDED STUD MUST BE 2. CONCRETE APRON.
SPIKED TO KING STUD 3. ##4 REBAR TOP &
W/ 16d @ 12" O.C. BOTTOM CONTINUOUS.
8 BEFORE HARDWARE IS 4. OPTIONAL COLD JOINT
DOUBLE 2 X WINDOW DOOR APPLICATION- N.T.S. 1 1. 15/32" OSB ROOF INSTALLED. FOR TWO POUR SYSTEM.
/SHEATHING. 2. TRIMMERS (CHECK 5. CONCRETE CURB BEYOND.
2 2. TRUSSES ® 24" O.C. HEADER SCHEDULE 5 6 % 6. NOTCH SLAB FOR
SEE ENGINEERING. FOR QUANTITY). GARAGE DOOR.
3. KING STUD. 7. EXPANSION STRIP.
3 3. A35 EACH BAY BLOCK TO 4. HOLDOWN SEE PLAN 1 �}
4 TOP PLATE. 7 FOR FOR SIZE. SEE 2
i
MANUFACTURER'S SPECS.
4. EDGE NAIL CCX & OSB FOR BOLT SIZE AND ;
6
TO 2X EAVE BLOCKING HOLE CENTERLINE
2 SEE PLAN FOR VENT DIMENSION.
REQUIREMENTS.
5. CORNER STUDS TO BE _
. , . _ � • • •' - . '' " �":-... � .. ..... .
5 o FIELD INSTALLED. = I' _)
5. SIDING BREAK HERE. 0 6. HOLD CORNER STUD UP Lu
Q
-
• OVER H.D.
1-1 7
5 6. EDGE NAIL To BOTTOM o `e 7. DOUBLE 2X. 12"
TOP PLATE.0 B. DBL. 2X SILL. •' ... . _
8 4 o I a' I V)
6 7. HI SEISMIC TIE EACH
TRUSS TO TOP PLATE.
8. DOUBLE TOP PLATE
12'
WITH 48" MIN. LAP &
f
24-16d NAILS PER LAP.
9. EXTERIOR SIDING SEE
SECTION & ELEVATION. W HDU H L D W N 6 GARAGE DOOR DETAIL 2
6 5/16 DBL 2X4 POST
4 13/16 INSIDE FACE OF 10. 2X ® 16" O.C. STUD WALL.
KING STUD 1. TRUSS OR RAFTER.
11. EDGE NAIL((191. � � Dip 1. FIELD INSTALLED 2. SIMPSON HI SEISMIC
4X POST. TIE.
12. 2X LSL SPACER PLATE. 2 3 2. TRIMMERS (CHECK 1 3. 2X DOUBLE TOP PLATE.
4X CORNER POST 4X WINDOW/DOOR HEADER SCHEDULE FOR
APPLICATION- N.T.S. APPLICATION- N.T.S. 13. P.T. SILL PLATE. QUANTITY).
8 3. KING STUD.
14. ANCHOR BOLT SEE 4, HOEDOWN SEE PLAN
ENGINEERING. FOR FOR SIZE. SEE
MANUFACTURER'S SPECS 2
9 15. SLAB PER PLAN. FOR BOLT SIZE AND o
HOLE CENTERLINE
SHEET ROCK
NAILER 16. FOUNDATION AS PER PLAN. DIMENSION. 3
7 5. CORNER STUDS TO BE
2 17. ##4 REBAR 3" CLEAR FIELD INSTALLED.
TOP &BOTTOM. 6. HOLD CORNER STUD UP o
g OVER HOLDOWN.
18. 2X BOTTOM PLATE. 7. 4X POST.
8. DBL. 2X SILL.
5 e
10 0 0
o0 o Simpson Strong -Tie
4 o H1 N LLJ
:4�U
- [\
U O�
LL
4 5 = 16 7 13 16 0
0 Ln/ INSIDE FACE OF /
KING STUD 4X POST W HDU HOEDOWN SIMPSON H1 SEISMIC TIE 3 w
z
1. EDGE NAIL ®RIDGE. 1. ROOF SHEATHING. � W U
DOUBLE 2X CORNER 4X WINDOW/DOOR 2. 15/32" OSB SHEATHING 2. MANUFACTURED ROOF
APPLICATION N.T.S. APPLICATION- - N.T.S. 32/16 RATED. TRUSSES OR RAFTERS. ^
18 3. TRUSS TOP CHORD. 3. 1/2" CCX PLY. z O
4. 2X SOLID BLOCKING 11 4. 5/4X6 LP SMART TRIM
_ 12 BETWEEN TRUSSES. 1 FASCIA. = z U
112 5. 2X FREISE BLOCKING. 0 -_
13 6 SIMPSON
OSEISMIC
TRUSS OR
ERAFTER
TO TOP PLATE OF WALL. U
- 14 1 9 7. DOUBLE TOP PLATE. >_ co
�° 15 8. 2x sruDs ®1s" O.C. 0-)�
8" MIN WOOD
2 STUD WALL. Ll_I
4" STUCCO 3 - _ 9. 8d ® 8" O.C.
3 �- - 10. BEAM WHERE OCCURS
L SEE ROOF FRAMING. W
a
1- - - ° ° n' . 17 - - - - - - 11. SIMPSON A35 EACH __D
I -I I I -I I • FREISE BLOCK TO
-1I I-II I w 4 TOP PLATE.
III=III=11 Q _ 6
-I 11=1 11-1 I I- 4
5
7
12"
111 oIII- 16 10
DATE:
" 3 16 " I �-I 1 . 4 . REFER
4 5/16 4 1 I/►6/17
/ / TO PLANS
12 SCAT:
ii DPAWN BY:
4X FIELD RIDGE BLOCK NAILING g EAVE 4 PLAN NO.: MPW
DOUBLE 2X FIELD � O
APPLICATION- N.T.S. APPLICATION- N.T.S.
9237
PERMIT #' 1�_&
BUTTE COUNTY DEVELOPMENT SERVICES SHEET:
REVIEWE FOR
Mp I ICE D
DATE 23-1- :7 - _ABY-.
2/3/2017 10:48:52 AM
TYPICAL DETAILS ENGINEERING AND LOADING DATA
Roof Loads Floor Loads Soil information
A %" O X 12" LONG ANCHOR BOLT & NUT 4X OR 6X PER WALL EXTERIOR 2.3 sf Foundation Desi ned for 2016 CBC
B %" STANDARD CUT WASHER TRUSSES @ 24" O.C. EYP. THICKNESS -FULL WALL Roofing 10.0 psf Sheathing = P 9
Y2" MIN. ON HEIGHT STUD Sheathing - 1.5 psf Framing 5.0 psf
C 3" X 3" X y" THICK PLATE WASHER ROOF SHEATHING COVERING - = psf
SITEATTTING Framing 2.5 psf Insulation 3.2
16d SAME SPACING 9
D P.T. WOOD SILL PLATE SIDE AS SHEARWALL 2X STUDS Insulation = 3.2 psf Ceiling = 2.5 psf
E TOP OF CONCRETE FOUNDATION 8d @ 3 O.C. 2X4 BLOCK W/ EDGE NAILING @ 16" O.C. Ceiling = 2.5 psf Misc. = 2.0 psf Report Number
SLOTTED (6) 16d 8d @ 6" O.C. E.N. EACH FACE TYP 6.3 psf Wall (Seismic only) 10.0 psf Date
=
HOLE 2X4 NO.2 D.F.L. BRACE Misc.
(3) 16d -�WITH lOd NAILS n 6" O.C. _
�-(3) 16d �TYP. � Wall (Seismic only) 5.0 psf -
2X4 BRACE � - Footing Depth - 12 in
15 0 f Footin Width 12 in
B
C
D
P.E.N. --\\, F_,
u�
NOTE: THIS 2016 CBC NAILING SCHEDULE TO BE USED UNLESS 2016 CBC
NOTED OTHERWISE ON PLAN AND ENGINEERING SHEET(S).
orm n
O }
chet
TABLE 2304.6.1 NAILING SCHEDULE
6'-0" O.C. TO J APA RATED Total DL = 26 psf Total DL - ps g
BLOCKING AT (1) A35 2X4 CONTINUOUS SHEATHING APA RATED Total LL = 20 psf Total LL = 40.0 psf Soil Pressure = 1500 psf
ROOF SI FTG. CLIP ACROSS TRUSS. (3) PER PLAN II II SHEATHING Total DL (Seismic) = 31 psf Totaf DL (Seismic) = 25.0 psf
16d PER GABLE STUD
PER PLAN Wind Loading Client Information
2X6 72" rllGii MAX ea. NON-STRUCT E JP.E.N. PER Basic Wind Speed = 110 mph 3 second gust Pacific Modern Homes
CONTINUO S '
TRUSS C@ -GABLES 4a" O.0MAX. n PLAN P.E.N. PER Exposure Category C PO Box 670
STRUCT. GABLES.
6" O.C. PLAN Impotance Factor - 1.0 Case 1 Case 2 Elk Grove, CA 95759
NOTE:
GABLE END TRUSS INTERIOR WALL End Zone of Wall = A 28.12 psf A 28.12 psf (916) 685-9514
r t BRACE MUST BE 90% THE LENGTH -
OF THE WEB. COVERING 2X STUDS End Zone of Roof B 19.27 psf B 19.27 psf
�- 16d @ 6" O.C. @ 16" O.C. Interior Zone of Wall = C 22.39 psf C 22.39 psf Project Information
2X4 CONTINUOUS BACKING THIS DETAIL IS TO BE USED AS AN Interior Zone of Roof = D 15.36 psf D 15.36 psf Johnson Garage
�. 3 GABLE END WALL TYP. p 9
Lill
NAIL WITT 116d @ 6" O.C. PERPLAN ALT. FOR ONE 1X4 CONTINUOUS LATERAL -WALL SHEATHTNG BRACE, OR WHEN ONLY ONE TRUSS End Zone of Windward Roof E 2.21 psf E 10.81psf Chico, California
r- REQUIRES BRACING WITH NO SIMILAR End Zone of Leeward Roof = F -17.06 psf F -8.46 psf Plan 9237
SIC j PER PLAN CONFIGURATION TRUSS NEXT TO IT._
Interior Zone of Windward Roof G 0.78 psf G 9.37 psf APN 047-740-006
WASHER TOP VIEW=
Interior Zone of Leeward Roof H -14.71 psf H -5.99 psf
End Zone of Windward Roof Overhang = I, t, -9.90 psf Eo,, -9.90 psf
3" X 3" X 1/4" PLATE WASHER PER 2016 CBC 2308.6.7.3 GABLE STUD BRACE ALT. TRUSS WEB BRACING DETAIL WALL CHANNEL AT SHEAR WAL Interior Zone of Windward Roof Overhang = Go,h -11.33 psf G(1h -11.33 psf
Seismic Loading
SIMPSON RPS 19 NO NAILS DBL. TOP PROVIDE 1/8" SPACE BETWEEN Site Clasification = D Section 11.4.2 ASCE 7-10
2X6 "L" BRACE TRUSSES a 24" O.C. EYP. PANELS AT THE TIME OF = II Table 1.5-2 ASCE 7-10
STRAP TYP TI IIS AREA PLATES SEE DETAIL, AT Risk Category
TYP. ENDS OF 1 X4 (TYP.) 48" MIN. LAP 48" MIN. LAP INSTALLATION OF SHEATHING.
Seismic Design Category = D Section 11.6 ASCE 7-10 _
(12)-16d i (12)-Ibd ([ Importance Factor = 3 Section 11.5 ASCE 7-10 V - 0'0$3 W Norman Scheel structural Engineer
Response Modification Factor R = 6.5 Tablel2.2-1 ASCE 7-10 5022 Sunrise Boulevard
NAILS. � NAILS. P
System Overstrength Factor Oo = 3 Table12.2-1 ASCE 7-10 Fair Oaks, CA 95628
I APA RATED =
2X WALL SHEATHING 3/8" 1� �� 3/g" Spectral Response Short Period SS _ 0.62 Seismicground motion maps chapter 22 ASCE7-10 (916) 536-9585
FRAMING 1X4 LATERAL BRACE Spectral Response Long Period S, = 0.28 Seismic ground motion maps chapter 22 ASCE7-10
PER PLAN COMMON WIRE NAILS
PER TRUSS DRAWING PER PLAN Spectral Response Short Period SIDS 0.54 Seismic ground motion maps chapter22 ASCE7-10
@ 16" O.C. WITH 2-8D NAILS PLATT Spectral Response Long Period Sp, = 0.34 Seismic ground motion maps chapter 22 ASCE7-10
PER WEB TYP.
PIPE PER SPLICE'Y/ Seismic Response Coefficient Cs = 0.08 Seismic Response Coefficient section 12.8 ASCE7-10
PLAN r
24"
MIN: INTERSECTING
PARTITION NAILING SCHEDULE
DBL TOP
PLATE
00 %0 000000
FRAMING MAX. NOTCH MAX DRILLED HOLE DOUG -FIR
2X4 BEARING 1 1/2" X 5 1/2" 1 1/2" O @ CL INSTALL (12)-16d NAILS FRAMING
2X4 NONBEARING 2 1 /2" X 5 1/2" 2 1 /2" O (a (( SEE DETAIL 2 ROWS 16d NAILS WITHIN 24" OF EACH END, MEMBERS
2X6 BEARING 3 1/2" X 5 1/2" /2 31/2" O a) (q BELOW STAGGE RED. NAILS INTERSECTING PARTITION,
2X6 NONBEARING 4" X 5 1/2" 4" O @ CL FROM
BE INSTALLED OR SPLICE OF EACH TOP
PROM EITHER TOP PLATE. SEE DETAIL ABOVE
OR BOTTOM FOR CLARIFICATION.
NOTCH OR DRILLED TOP PLATES TRUSS WEB BRACING DETAIL DBL. TOP PLATE SPLICE DETAIL SHEAR WALL NAILING DETAIL
PROVIDE 1/8" SPACE BETWEEN DBL. TOP PLATES
BEARING
AT CONTINUOUS 1X4, INSTALL 2X6 "L" BRACE PANELS AT THE TIME OF TYP.
2X4 FRAMING 2X6 FRAMING TO TRUSS WEB, FULL LENGTH. NAIL TO WEB WITH INSTALLATION OF SHEATHING. 2-16d END CRIPPLE STUDS
16d @ 4" O.C. CONNECT 1 X4 TO 2X6 WITH (6) 8d
�%" APA RATED NAILS EYP. EYP. W/ 3-16d
MIN. O MIN. AIA RATEDTHING COMMON WIRE TOE NAILS AT
TRUSS WEB AT NAILS PER PLAN 14EADER TYP.
END OF IX4 PER PLAN
2X6 "L" BRACE
_ 1 �" I %" ; 2 x° PERPLAN
-HEADER/PLANAD
MAX MAX. MAX. MAX. (6) 8d 1X4
TO 2X6 �e e 1X4 CONT. BRACE 4-16d
EA. END
NON-BEARING EA. END
2X4 FRAMING 2X6 FRAMING KING STUDS
MIN. 16d @ 4" O.C. TYR TRIMMERS
%" TYP.
MIN.
77,7
o O 1X4 CONT. BRACE 16d a 12"
TRUSS WEB TYPU.O.N.)
1% 2 2 y T 3 Y4„ (6) 8d I X4
MAX. MAX. MAX. MAX. TO 2X6 DOUG -FIR
OPENING SIZE KING STUDS TRIMMERS
1-31 UD BAY MIN. FRAMING 4'-0" 1-2X4 OR 1-2X6 1-2X4 OR I -2X6
BEARING OR NON-BEARING WALLS MAY BE DRILLED 2" FOR 2X4 FOR DOUBLE SIDED SHEAR WALLS MEMBERS 6'-0" 1-2X4 OR 1-2X6 1-2X4 OR 1-2X6
AND 3 1/4" FOR 2X6 WALLS, WITH 5/8" EDGE DISTANCE, IF STUDS 2X6 "L" BRACE INSTALL SHEETS WITH MINIMUM 8'-0" AND GREATER 2-2X4 OR 2-2X6 2-2X4 OR 2-2X6
ARE DOUBLED AND NO MORE THAN 2 SUCCESSIVE DOUBLED OVER LAP OF ONE STUD BAY MAXIMUM PLATE HEIGHT IS 12'. FOR WALL GREATER THAN 12'
STUDS ARE DRILLED. (SECTION 2308.5.9 & 2308.5. 10 -CBC 2016.) IN HEIGHT SEE FRAMING PLANS FOR WALL FRAMING SPECS.
B B IN DET 11 DOUBLE SIDED HE R W LL FF T TYPICAL EDRF MIN DETAIL
NU I CH UR DRILLED TUDS TRt1S WE
ALL FASTENERS INSTALLED IN DECAY RESISTANT LUMBER TO BE I lOT DIPPED GALVANIZED PER THE 2016 CBC 2304.9.5.1
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
GENERAL NOTES SHEAR AND BRACED WALL PANEL NOTES CONCRETE AND REINFORCING STEEL WOOD FORST: I INCH =25.4 mm FOOTNOTES
1. SITEATT]ING USED IN THE CONSTRUCTION OF SHEAR WALLS TO BE 4'X 8' 1. CONCRETE CONSTRUCTION SHALL CONFORM TO CBC 2016 AND ACI -318-11. 1. ALL STRUCTURAL WOOD SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS. a NAILS SPACED AT 61NCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 38 INCITES OR MORE. FOR NAILING OF WOOD
1. DETAILS OF CONSTRUCTION NOT FULLY Sl [OWN SHALL BE OF THE SAME NATURE AS MIMMUM EXCEPT AT BOUNDARIES OR AT CHANGES IN FRAMING.STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING
SI ]OWN FOR SIMILAR CONSTRUCT ION. 2. TETE WEIGHT AND MINIMUM 28 DAY STRENGTH OF CONCRETE ST TALL BE AS FOLLOWS: DOUGLAS FIR LARCH WEST COAST LUMBER INSPECTION B13REAU ARE PERMITTED TO BE COMMON, BOX, OR CASING.
2. FRAMING MEMBERS OR BLOCKING REQUIRED AT ALL PANEL EDGES SLAB ON GRADE AND FOOTINGS........ 150 PCF F'C = 2500 PSI (U.N.O. ON FOUNDATION PLANS) GRADING RULES #17.
2. CONSTRUCTION SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE CODES AND IN SHEAR WALLS. h SPACING SHALL BE 6 INCHES ON CENTER ONTHE EDGES AND 12 INCITES ON CENTER AT INTERMEDIATE SUPPORTS FOR
REGULATIONS. 3. CEMENT SHALL CONFORM TO ASTM C150 TYPE 1 OR 2. PROVIDE TYPE 5 CEMENT FOR REDWOOD CALIFORNIA REDWOOD ASSOCIATION GRADING RULES. NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE
CONTRACTOR SHALT, VERIFY ALL DIMENSIONS, ELEVATIONS, PROPERTY LINES, ETC. 3. DO NOT BREAK FACE, PLY WHEN NAILING ANY ST TEAR WALLS. SOILS CONTAINING SIJLFATE CONCENTRATIONS OF MORE THAN 0.2%. PANEL, UNLESS OTHERWISE MARKED.
3 GLUED LAMINATED BEAMS GLUED LAMINATED FABRICATION SHALL BE
ON THE .JOB. 4. NAILS SPECIFIED FOR SHEAR WALLS: 4. CONCRETE AGGREGATES: NATURAL SANDS AND ROCK AGGREGATES SHALL PERFORMED IN AN APPROVED FABRICATOR'S SHOP c WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING
CONFORM TO ASTM C33. IN ACCORDANCE WITH 2016 CBC 1704.2 STANDARD JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE
4. CONTRACTOR SHALL NOTIFY THE ENGINEER AND ARCHITECT WI ]ERE A CONFLICT 8d - 2 1/2" LONG, 0.131 SHANK DIAMETER, 9/32" HEAD DIAMETER. SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED PERMITFED TO BE REDUCED BY ONE NAIL
OCCURS ON ANY OF TIIE CONTRACT DRAWINGS OR DOCUMENTS. CONTRACTOR IS 10(l- Y LONG, 0.1483" Sl LANK DIAMETER, 5/16" HEAD DIAMETER. 5. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 40. TIMBER ANSI/AITC A 190.1-02. GLUE -LAM BEAMS SHALL
NOT TO ORDER MATTRIAL OR CONSTRUCT ANY PORTION OF THE BUILDING TI TAT IS BE IN, Pe
AND A CERTIFICATE PROVIDED TO FIELD
IN CONFLICT, UNTIL CONFLICT IS RESOLVED WIT] I THE AFFECTED PARTIES. GUN NAILS TO MATCH ABOVE SPECIFICATIONS. LENGTH OF GUN NAILS 6. REINFORCING STEEL SHALL BE DETAILED FABRICATED AND INSTALLED ACCORDING INSPECTOR AT THE TIME OF FRAMING INSPECTION. NORE: USE 20d END NAILS OR 16d TOE NAILS rr, 3x SILL PLATT TO STUD NAILING
5. ALL PRE-MAMJFACTURED ROOF TRUSSES PRE -MANUFACTURED "T" FLOOR JOISTS,FOR USE IN SI ]EAR WALLS MAY BE AS FOLLOWS: TO "MANUAL OF STANDARD PRACTICE FOk REINFORCED CONCRETE CONSTRUCTION" OSB PLYWOOD U.S. PRODUCT STANDARDS P.S. 2-92 FOR WOOD BASED
PRE -MANUFACTURED LAMINATED VENEhk & PARALLEL STRESS LUMBER BEAMS, AND 8d - TO PROVIDE 1 1/2" PENETRATION INTO FRAMING. BY WCRSI.
GLUED LAMINATED BEAMS TO BE SUBMITTED TO TI IE PROJkT ARCHITECT AND/OR IOd - TO PROVIDE, 1 5/8" PENETRATION INTO FRAMING. STRUCTURAL USE PANELS.
TI IE ENGINEER FOR REVIEW AND COORDINATION. A SUBMITTAL MAY THEN BF, MADE 7. DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO RE FACE L MAIN AND
TO THE BUILDING DEPARTMENT FOR REVIEW AND APPROVAL. INCLUDE A LETTER 5. MOISTURE CONTENT OF LUMBER NOT TO EXCEED 19% AT TIME OF DENOTE CLEAR COVERAGE. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE AS SHALL E 1 3 LVL BEAMS NATIONAL EVALUATION REPORT NO. NER-126 BEAM
STATING THIS REV] 6V AND COORDINATION HAS BFEN PERFORMED AND COMPLETED FABRICATION OR CONSTRUCTION. FOLLOWS: SHALL BE 1 3 /4" STANDARD WIDTH.
AND PLANS AND CALCULATIONS ARE FOUND TO BE ACCEPTABLE. TRUSS DRAWINGS AND
DEPOSITED DIRECTLY AGAINST GROIN
UND (EXCEPT SLABS) .....2" PARALLAM PSL BEAMS NATIONAL EVALUATION REPORT NO. NER-292.
AND LAYOUTS TO BE SUBMITTED PRIOR TO CONSTRUCTION AS PART OF DEFERRED 6. ALL FRAMING MEMBERS USED IN THE CONSTRUCTION OF THE SHEAR WALLS CONCRETE EXPOSED TO GROUND BUT PLACED SLABS ON GRADE .....................................................POSSI FORMS .............................." TION 1N CENTER OF SLAB.
SUBMFTTAL PER 2016 CBC 107.3.4.1. MUST BIT DOUGLAS FIR. NO ITEM FIR OR SPF FRAMING IS TO BE USED UNLESS 2. MINIMUM GRADES SHALL BE:
6. TIIE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
NOTED ON FRAMING PLANS. 8. LAP SPLICE FOR CONCRETE REINFORCEMENT SHALL BE E ACCORDANCE WITH
SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN 7. NOTE THAT HORIZONTAL JOINTS DO NOT REQUIRE BLOCKING FOR BRACED 40 BA -11 SECTION 12.14. RERAR LAT'SPLICES FOR PLANE CONCRETE FOOTING SHALL BE HORIZONTAL FRAMING: #2R G 2X FRAMING: #2 D.F.L.
CONSIDERED BY TI IF STRUCTURAL ENGINEER. THE CONTRACTOR 1S RESPONSIBLE FOR Q 40 BAR DIAMETERS MINIMUM.
WALL PANEL TYPES A & B PER TABLE 2 308.9.3 (1) 2016 CBC. 6X AND LARGER #1 D.F.L.
STAB] LITY OF THE STRUCTURE PRIOR TO IT ]E APPLICATION OF ALL SHEAR WALLS ANT) 9. REMOVE ALL DEBRIS FROM THE FORMS BEFORE PLACING ANY CONCRETE,.
ROOF DIAPHRAGMS, AND FINISH MATERIALS. PRIOR TO THE APPLICATION OF THE 8. BRACED WALL PANEL SOLE PLATES TO BE NAILED TO THE FLOOR FRAMING WALL FRAMING 2X4 FRAMING: STD & BTR D.F.L.
AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL AND TOP PLATES, SHALL BE CONNECTED TO THE FRAMING ABOVE PER ]0. REINFORCING DOWELS BOLTS, ANCHORS, SLEEVES, ETC., TO BE EMBEDDED IN 2X6 AND LARGER FRAMING: #2 D.F.L.
ENGINF.FR SHALL, NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. TABLE 2304.9.1. SILLS SHALL BE BOLTED TO THE FOUNDATION OR SLAB
PER CONCRETE SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE.
7. IN NO CASE SHOULD DRAWINGS, DETAILS, OR ANY PART OF THESE PLANS BE SCALED 2016 CBC 2309.6.7.3,2308.3. 1. WHERE JOIST ARE PERPENDICULAR TO GLUED LAMINATED MEMBERS COMT31NATTON 24F -V4 3000' RADIUS MANUFACTURED TRUSS DESIGN NOTES
FOR ANY PURPOSE. IF ANY DIMENSIONS NOT SHOWN ARE F THEE REQUIRED [T IS TILE BRACED WALL LINES ABOVE BLOCKING SI]ALL BE PROVIDED LENDER AND 11. MAXIMUM FREE FALL OF CONCRETE SHALL BE T-0".
RESPONSIBILITY E. TIIN CONTRACTOR TO CONTACT THE ENGINEER OR ARCHITECT IN LINE WITH TIIE BRACED WALL PANELS. PROVIDE (3)-16d NAILS (c? 16" O.C. (EYP.) STRUCTURAL PLYWOOD APA RATED SHEATHING
FOR
RESPONSIBILITY
INFORMATION. 12. NO WOOD SPREADERS ARE ALLOWED. 1. TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO THE PROJECT ENGINEER
MTCROLLAM LVL BEAMS DOUGLAS FIR 1.9E AND BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION OF THE
13. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS AND FLOOR PLANS FOR TRUSSES.
LOCATION OF ALL PIPES, CONDUITS, ETC. PARALLAM PSL BEAMS DOUGLAS FIR 2.0E
2. TRUSSES SI -TALL NOT BE MODIFIED IN THE FIELD WITHOUT A ENGINEERED TRUSS
WALL FRAMING FOUNDATIONS
14. PIPE OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT 3. BEARING AND SHEAR WALLS HAVE DOUBLE TOP PLATES LAPPED AT WALL AND REPAIR DRAWING PROVIDED BY EITHER THE TRUSS MANUFACTURER'S ENGINEER
1. UNLESS OTHERWISE NOTED STUDS IN EXTERIOR WALLS AND INTERIOR 1. BEARING SON, CONDITION IS CLASSIFIED BY MINIMUMS ALLOWED BY CODE OR SOILS BE PLACED IN STRUCTURAL CONCRETE PARTITION INTERSECTIONS W/3 -16d NAILS. SPLICE UPPER AND TOWER PLATES BY OR ENGINEER OF RECORD.
E UNLESS SPECIFICALLY DETAILED.
TI TWO STORIES IN HEIGHT REPORT IF AVAILABLE FOR PROJECT. LAPPING 48" MINIMUM WITH (24) 16d NAILS IN LAP.
BEARING WALLS OF BUILDING NO MORE T
SHAH, BE NOT' LESS THAN 2X4 IN SIZE. FIRST FLOOR WALLS OF A T'IIREE 15. PIPE MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT NOT BE EMBEDDED 3. TRUSS SHOP DRAWINGS SHALT, MEET -HIE REQUIREMENTS OF SECTION 2303.4 OF
STORY BUILDING OR CRIPPLE WALL AT A TWO STORY BUTL,DING SHALT, 2. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATURAL SOILS. THEREIN. 4. PROVIDE SOLID BLOCKING BETWEEN RAFTERS OR JOISTS AT ALL SUPPORTS. TETE 2016 CBC.
BE NOT LESS THAN 2X6 1N SIZE.
3. EXCAVATIONS SHALL BE CLEANED OF ALL DEBRIS. STANDING WATER STIALL BE 16. THF, STRENGTH LEVEL OF THE CONCRETE WILL BE CONSIDERED SATISFACTORY IF THE 5. HOLES FOR BOLTS IN WOOD SHALL BE BORED OF THE SAME NOMINAL DIAMETER 4. TRUSS SPACING AND LOADING TO BE AS SPECIFIED ON THE ROOF FRAMING PLAN,
2. UNLESS SUPPORTED LATERALLY BY ADEQUATE FRAMING TETE MAXIMUM REMOVED. AVERAGE OF THE STRENGTH TEST'S OF A GIVEN AREA OR PANEL EQUALS OR EXCEEDS AS THE BOLT + 1/16". SECTION 1607, AND TABLE 1607.1 OF THE 2016 CBC.
ALLOWABLE HEIGHT FOR STl1DS Sl FALL BE ] 0'-0" UNLESS JUSTIFIED WITH THE SPECIFIED STRENGTH AT 28 DAYS WITH NO INDIVIDUAL STRENGTH TEST OF SUCH
AN ANALYSIS. 4. FOUNDATIONS SHALL BE PLACED IN NEATLY CUT EXCAVATIONS. AREA OR PANEL LESS THAN 5% BELOW THAT SPECIFIED. CONCRETE THAT DOES NOT 6. LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE. L GABLE. END ND.ATTRUSSES SHALL BE DESIGNED FOR THE EFFECTS OF TRUSSOUT-OF-PLANE
MEET OR EXCEED THESE CRITERIA WILL BE REMOVED BY THE CONTRACTOR AND LOADS DUE TO WIND. E A MINIMUM, NON-STRUCTURAL GABLE END TRUSSES
3. STTIDS SUPPORTING FLOORS AND CEILINGS OR RAFTERS SHALL BE SPACED 5. SILL BOLTS SHALL EXTEND 7" MINIMUM INTO CONCRETE. REPLACED WITH CONCRETE WHICH CONFORMS TO THESE CRITERIA. B ALL BOLTS SHALL BE PROVIDED WITH METAL WASHERS UNDER HEADS AND NUTS WHICH SHALL HAVE 2X4 GABLE STUDS @ 16" O.C. AS NOTED BELOW.
NOT MORE THAN 16" O.C. UNLESS NOTED OTHERWISE. (SECTION 2308.3.3, 2308.6 -CBC 2016) BEAR ON WOOD. APPLIES ALSO TO INSERTED EXPAM)ING FASTENERS, RED HEADS, ETC.
4. CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN TIIE 17. PROVIDE, 3/4" CHAMFERS AT ALL EXPOSED CORNERS. 2X4 STD. D.F.L. 78 TO 78" LONG.
6. 1IOLDOWN ANCHOR BOLTS SHALL EXTEND INTO CONCRETE THE DISTANCE SPECIFIED WASHERS FOR WOOD TO WOOD CONNECTIONS TO BE AS FOLLOWS: 2X4 NO.I D.F.L. 78" TO 96" LONG.
STUDDING ABOVE WITH A MIN. LENGTH OF 14", OR SHALL BE FRAMED OF BY THE HARDWARE I MANUFACTURER. 18. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS GROOVES, ORNAMENTS CLIPS OR 2X4 NO.1 D.F.L. 96" TO 124" LONG.
SOLID BLOCKING. GROUNDS RF,OUIRED TO BE CAST IN CONCRETE, ANb FOR LOCATIONS OF FL60R FIMSIIES BOLT DIAMETER M.I. WASHER STEEL WASHER
AND SLAB DEPRESSIONS. 1/2" 0 2 1/2" 0 x 1/4" 2" x 2" x 1/4' 6. STRUCTURAL GABLE END TRUSSES SFiAL BE DESIGNED AS NOTED ABOVE WITH
THE DIAGONAL WEBS BRACED FOR OUT -OF -PLANE WIND LOADING.
5. 1 F Fl LAGER JOINTED STUDS ARE USED, TITP,Y MUST BE DOUGLAS FIZZ STRESS 5/8" 0 2 3/4" 0 x 5/16" 2 1/2" X 2 1/2" X 1/4"
RATED, UNLESS NOTED S REWIS[,. 19. CONCRETE SHALL NOT BE ALLOWED TO CURE IN TEMPERATURES LESS TT IAN 40 DEGREES 3/4" 0 3" 0 x 7/8" 3" x 3" x 5/16" 7. SHOP DRAWING, PLACEMENT PLANS, BRACING, AND ERECTION DETAIL TO BE
FATTRENI IEIT FOR THE FIRST THREE DAYS. 7/8" 0 3 1/2" 0 x 7/16" 3 1/2" x 3 1/2" x 3/8"
6, PROVIDE FIRE BLOCKING AT l0' -n" INTERVALS AND AT ALL FLOOR AND 1" 0 4" 0 x 1/2" 3 3/4" x 3 3/4" x 3/8" PROVIDED TO THE CONTRACTOR BY THE TRUSS MANUFACTURER.
CEILING LEVELS. 20, CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR COLD WEATHER 8. ALL BOLT AND LAG SCREWS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION AND 8. ALL'I'RUSS MEMBERS TO BE 2X4 MINIMIJM. ALL LUMBER TO BE DOUGLAS FIR LARCH,
CONCRETING WHERE REQUIRED. RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. GRADE TO BE DETERMINED BY THE TRUSS MANUFACTURER. HEM FIR IS NOT TO BE PERMIT #_S✓ �
7. PROVIDE DOUBLE TRfMERS AT ALL OPENINGS 8'-0" OR GREATER TYP.IN
U.N.O. 21. NO. 5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL BY USED ENGINEER
PRIOR TO FABRICATION. BUTTE COUNTY DEV OPMENT SE
THE FABRICATION OF THE TRUSSES UNLESS APPROVED BY THE PRO _
THE STRUCTURAL ENGINEER. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL 9. INSTALL ALL STRUCTURAL PLYWOOD ON ROOF AND FLOORS WITH FACE GRAIN E
PERPENDICULAR TO SUPPORTS. REVIEWED Fl
TO STANDARD LAP SPLICE UNLESS OTHERWISE SHOWN. 9. ALL ]f]IP TRUSS SYSTEMS TO HAVE A MIMMUM 8'-0" SET BACK FROM EXTERIOR END
- - - - - 10. ALL JOIST HANGERS, STRAPS, HOEDOWNS, CLIPS, ANCHORS ... TO BE SIMPSON STRONG -TTL
WALL. SETBACKS LESS THAN 8'-0" ARE NOT ALLOWED.
PASTPI 14
F,NERS IN PRESERVATIVE -TREATED WOOD ARE TO BE 22. ALL CONTINUOUS BARS OR DOWELS SHALL LAP 40 DIAMETERS. OR EQUAL. j p 1c� i
APPROVED SILICON BRONZE OR COPPER STAINLESS STEEL OR 23. WELDING OF REBAR IS NOT PERMITTED UNLESS PROCEDURE APPROVED BY TTIE
HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER CRC R317.3.1 STRUCTURAL ENGINEER. A ALL WOOD STRUCTURAL MEMBERS, WHEN DESIGNED TO BE EXPOSED IN OUTDOOR DATE_
APPLICATIONS, SHALL BE WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD.
- -- - 2016 CBC 2304.11.5
(VICES
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2016 CBC AutoCAD
NOTE: THIS 2016 CBC NAILING SCHEDULE TO BE USED UNLESS 2016 CBC
NOTED OTHERWISE ON PLAN AND ENGINEERING SHEET(S).
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NOTE': THIS 2016 CBC NAILING SCHEDULE TO BE USED UNLESS 2016 CBC
NOTED OTHERWISE ON PLAN AND ENGINEERING SHEET(S).
chet
TABLE 2304.6.1 NAILING SCHEDULE
trots'
TABLE 2304.6.1 NAILING SCHEDULE
CONNECTION
NAILING
CONNECTION
NAILING
I.
BLOCKING BETWEEN CEILING JOISTS, RAFTERS, OR
TRUSSES TO TOP PLATE OR FRAMING, TOENAIL EACH END
3-8d
27.
BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
20d (a) 32" O.C. FACE NAIL AT TOP
AND BOTTOM TAGGERED ON
OPPOSITE SIDES OR
FACE NAIL 0q, ENDS AND AT
EACH SPLICE
EACH
BLOCKING BETWEEN RAFTERS, OR TRUSS NOT AT THE WALL 2-8d TOENAIL EACII END OR
TOP PLATE, TO RAFTER OR TRUSS 2-16d END NAIL
W
FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL
16d
28.
LEDGER STRIP SUPPORTING JOISTS OR RAFTERS,
FACE NAIL EACH JOIST OR RAFTER
3-16d
2, CEILING JOISTS TO TOP PLATE TOENAIL EACH JOIST 3-8d
3.
CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUSTS), FACE NAIL
3-16d
29.
JOIST TO BAND JOIST END NAIL
346d
30.
BRIDGING OR BLOCKING TO JOIST
RAFTER OR TRUSS, TOENAIL FACT( END
2-8d
4.
CEILING JOIST ATTACHED TO PARALLEL
RAFTER (HEEL JOINT), FACE NAIL
PER TABLE 2308.7.3.1
i
WOOD STRUCTTJRAL PANELS (WSP) SUBFLOOR, ROOF ,AND INTERIOR WALL
SHEATHING TO FRAMING AND PARbCLEBOARD WALL SHEATHING TO FRAMING'
5. COLLAR TIE TO RAFTER FACE NAIL 3-10d
6.
RAFTER OR ROOF TRUSS TO TOP PLATE, TOENAIL
3-10d
31.
3/8" TO 1/2"
6d 6" O.C. @ EDGE OR
6d 12" O.C. @ INTERM. SUPPORTS
7.
ROOF RAFTERS TO ORIDGE VALLEY OR HIP RAFTERS;
OR ROOF RAFTER TO 2 -INCH RIDGE BEAM
2-16d END NAIL OR
3-1Od TOENAIL
32.
19/32" TO 3/4"
8d 6" O.C. n EDGE OR
8d 12" O.C. n, INTERM. SUPPORTS
8. STUD TO STUD OT AT BRACED WALL PANELS), FAC NAIL 16d ci 24" O.C.
9.
STUD TO STUD AND ABUTTING STUDS AT INTERSECTING
WALL CORNERS (AT BRACED WALL PANELS), FACE NAIL
16d @ 16" O.C.
33.
7/8" TO 11/4"
I Od 6" O.C. @ EDGE OR
l Od 12" O.C. @INTERN. SUPPORTS
10.
BUILT-UP HEADER 2" TO 2" HEADER) FACE NAIL EACH EDGE
16d a 16" O.C.
ISSUE DATE:
OTHER EXTERIOR WALL SHEATHING
1/26/2017
11.
CONTINUOUS HEADER TO STUD, TOENAIL
4-8d
34.
1/2" FIBERBOARD SHEATING
1 1/2" GALV. ROOFING NAIL, 3" O.C. @
EDGE OR
1 1/2" GALV. ROOFING NAIL 6" O.C. @
INTERM. SUPPORTS
12. TOP PLATE TO TOP PLATE FACE NAIL 16d u 16" O.C.
13.
TOP PLATE TO TOP PLATE AT END JOINTS,
FACE NAIL EACH SIDE OF VND JOINT
8-16d
35.
25/32" FIBERBOARD SHEATING
13/4" GALV. ROOFING NAIL 3" O.C. @
EDGE OR
1 3/4" GALV. ROOFING NAIL 6" O.C. @
INTERN. SUPPORTS
14. BOTTOM PLATE TO JOIST RIM JOIST BAND JOIST OR 16d @16" O.C.
BLOCKING (NOT AT BRACED WALL PANELS)
15.
BOTTOM PLATE To JOIST RIM JOIST BAND JOIST OR
BLOCKING AT BRACED WM1 PANELS, FACE NAIL
2-16d @ 16" O.C.
�o Q pFESS/ONq� /
WOOD STRUCTURAL PANELS, COMBINATION SUBPLOOR UNDERLAYMENT
TU FRAMING
16.
STUD TO TOP OR BOTTOM PLATE
4-8d TOENAIL OR
2-16d END NAIL
36.
3/4" OR LESS
8d 6" O.C. @ EDGE OR
8d 12" O.C. R. INTERN. SUPPORTS
17.
TOP OR BOTTOM PLATE TO STUD END NAIL
2-16d
37.
7/8 TO 1 "
8d 6" O.C. @ EDGE OR
8d 12" O.C. INTERN. SUPPORTS
18. TOP PLATES LAPS AT CORNERS AND INTERSECTIONS FACE NAIL 2-16d
19.
1" BRACE TO EACH STI ID AND PLATE, FACE NAIL
2-8d -
38.
1 1/R" TO 1 1/4"
l Od 6" O.C. u EDGE OR
lOd 12" O.C. a INTERN. SUPPORTS
20. 1" x 6" SHEATHING TO EACH BEARING FACE NAIL 2-8d
21.
1" x 8" AND WIDER SHEATHING TO EACH BEARING FACE NAIL
3-8d
PANEL SIDING TO FRAMING
22.
JOIST TO SILL TOP PLATE OR GIRDER TOENAIL
3-8d
39.
1/2" OR LESS
6d I O.C. @ EDGE OR
6d INTERM. SUPPORTS
23.
RIM JOIST, BAND JOIST OR BLOCKING TO TOP PLATE,
SILL, OR OTHER FRAMING BELOW, TOENAIL
8d @ 6" O.C.
4O.
5/8"
6" O.C.Oa
8d 6" .C. @ EDGE OR
8d 12" O.C. n INTERN. SUPPORTS
24. 1" x 6" SUBFLOOR OR LESS TO FACT JOIST, FACE NAIL 2-8d
25.
2" SUBFLOOR TO JOIST OR GIRDER,FACE NAIL
2-16d
INTERIOR PANELING
26.
2" PLANKS PLANK & BEAM - FLOOR & ROOF),
FACE NAIL EACH BEARING
2-I6d
41.
1/4"
4d 6" O.C. Pa, OR
4d 12" O.C. @ INTERM. SUPPORTS
42. 3/8"
6d 6" O.C. @ EDGE OR
6d 12" O.C. @ INTERM. SUPPORTS
NU I CH UR DRILLED TUDS TRt1S WE
ALL FASTENERS INSTALLED IN DECAY RESISTANT LUMBER TO BE I lOT DIPPED GALVANIZED PER THE 2016 CBC 2304.9.5.1
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
GENERAL NOTES SHEAR AND BRACED WALL PANEL NOTES CONCRETE AND REINFORCING STEEL WOOD FORST: I INCH =25.4 mm FOOTNOTES
1. SITEATT]ING USED IN THE CONSTRUCTION OF SHEAR WALLS TO BE 4'X 8' 1. CONCRETE CONSTRUCTION SHALL CONFORM TO CBC 2016 AND ACI -318-11. 1. ALL STRUCTURAL WOOD SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS. a NAILS SPACED AT 61NCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 38 INCITES OR MORE. FOR NAILING OF WOOD
1. DETAILS OF CONSTRUCTION NOT FULLY Sl [OWN SHALL BE OF THE SAME NATURE AS MIMMUM EXCEPT AT BOUNDARIES OR AT CHANGES IN FRAMING.STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING
SI ]OWN FOR SIMILAR CONSTRUCT ION. 2. TETE WEIGHT AND MINIMUM 28 DAY STRENGTH OF CONCRETE ST TALL BE AS FOLLOWS: DOUGLAS FIR LARCH WEST COAST LUMBER INSPECTION B13REAU ARE PERMITTED TO BE COMMON, BOX, OR CASING.
2. FRAMING MEMBERS OR BLOCKING REQUIRED AT ALL PANEL EDGES SLAB ON GRADE AND FOOTINGS........ 150 PCF F'C = 2500 PSI (U.N.O. ON FOUNDATION PLANS) GRADING RULES #17.
2. CONSTRUCTION SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE CODES AND IN SHEAR WALLS. h SPACING SHALL BE 6 INCHES ON CENTER ONTHE EDGES AND 12 INCITES ON CENTER AT INTERMEDIATE SUPPORTS FOR
REGULATIONS. 3. CEMENT SHALL CONFORM TO ASTM C150 TYPE 1 OR 2. PROVIDE TYPE 5 CEMENT FOR REDWOOD CALIFORNIA REDWOOD ASSOCIATION GRADING RULES. NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE
CONTRACTOR SHALT, VERIFY ALL DIMENSIONS, ELEVATIONS, PROPERTY LINES, ETC. 3. DO NOT BREAK FACE, PLY WHEN NAILING ANY ST TEAR WALLS. SOILS CONTAINING SIJLFATE CONCENTRATIONS OF MORE THAN 0.2%. PANEL, UNLESS OTHERWISE MARKED.
3 GLUED LAMINATED BEAMS GLUED LAMINATED FABRICATION SHALL BE
ON THE .JOB. 4. NAILS SPECIFIED FOR SHEAR WALLS: 4. CONCRETE AGGREGATES: NATURAL SANDS AND ROCK AGGREGATES SHALL PERFORMED IN AN APPROVED FABRICATOR'S SHOP c WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING
CONFORM TO ASTM C33. IN ACCORDANCE WITH 2016 CBC 1704.2 STANDARD JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE
4. CONTRACTOR SHALL NOTIFY THE ENGINEER AND ARCHITECT WI ]ERE A CONFLICT 8d - 2 1/2" LONG, 0.131 SHANK DIAMETER, 9/32" HEAD DIAMETER. SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED PERMITFED TO BE REDUCED BY ONE NAIL
OCCURS ON ANY OF TIIE CONTRACT DRAWINGS OR DOCUMENTS. CONTRACTOR IS 10(l- Y LONG, 0.1483" Sl LANK DIAMETER, 5/16" HEAD DIAMETER. 5. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 40. TIMBER ANSI/AITC A 190.1-02. GLUE -LAM BEAMS SHALL
NOT TO ORDER MATTRIAL OR CONSTRUCT ANY PORTION OF THE BUILDING TI TAT IS BE IN, Pe
AND A CERTIFICATE PROVIDED TO FIELD
IN CONFLICT, UNTIL CONFLICT IS RESOLVED WIT] I THE AFFECTED PARTIES. GUN NAILS TO MATCH ABOVE SPECIFICATIONS. LENGTH OF GUN NAILS 6. REINFORCING STEEL SHALL BE DETAILED FABRICATED AND INSTALLED ACCORDING INSPECTOR AT THE TIME OF FRAMING INSPECTION. NORE: USE 20d END NAILS OR 16d TOE NAILS rr, 3x SILL PLATT TO STUD NAILING
5. ALL PRE-MAMJFACTURED ROOF TRUSSES PRE -MANUFACTURED "T" FLOOR JOISTS,FOR USE IN SI ]EAR WALLS MAY BE AS FOLLOWS: TO "MANUAL OF STANDARD PRACTICE FOk REINFORCED CONCRETE CONSTRUCTION" OSB PLYWOOD U.S. PRODUCT STANDARDS P.S. 2-92 FOR WOOD BASED
PRE -MANUFACTURED LAMINATED VENEhk & PARALLEL STRESS LUMBER BEAMS, AND 8d - TO PROVIDE 1 1/2" PENETRATION INTO FRAMING. BY WCRSI.
GLUED LAMINATED BEAMS TO BE SUBMITTED TO TI IE PROJkT ARCHITECT AND/OR IOd - TO PROVIDE, 1 5/8" PENETRATION INTO FRAMING. STRUCTURAL USE PANELS.
TI IE ENGINEER FOR REVIEW AND COORDINATION. A SUBMITTAL MAY THEN BF, MADE 7. DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO RE FACE L MAIN AND
TO THE BUILDING DEPARTMENT FOR REVIEW AND APPROVAL. INCLUDE A LETTER 5. MOISTURE CONTENT OF LUMBER NOT TO EXCEED 19% AT TIME OF DENOTE CLEAR COVERAGE. UNLESS OTHERWISE NOTED, CONCRETE SHALL BE AS SHALL E 1 3 LVL BEAMS NATIONAL EVALUATION REPORT NO. NER-126 BEAM
STATING THIS REV] 6V AND COORDINATION HAS BFEN PERFORMED AND COMPLETED FABRICATION OR CONSTRUCTION. FOLLOWS: SHALL BE 1 3 /4" STANDARD WIDTH.
AND PLANS AND CALCULATIONS ARE FOUND TO BE ACCEPTABLE. TRUSS DRAWINGS AND
DEPOSITED DIRECTLY AGAINST GROIN
UND (EXCEPT SLABS) .....2" PARALLAM PSL BEAMS NATIONAL EVALUATION REPORT NO. NER-292.
AND LAYOUTS TO BE SUBMITTED PRIOR TO CONSTRUCTION AS PART OF DEFERRED 6. ALL FRAMING MEMBERS USED IN THE CONSTRUCTION OF THE SHEAR WALLS CONCRETE EXPOSED TO GROUND BUT PLACED SLABS ON GRADE .....................................................POSSI FORMS .............................." TION 1N CENTER OF SLAB.
SUBMFTTAL PER 2016 CBC 107.3.4.1. MUST BIT DOUGLAS FIR. NO ITEM FIR OR SPF FRAMING IS TO BE USED UNLESS 2. MINIMUM GRADES SHALL BE:
6. TIIE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
NOTED ON FRAMING PLANS. 8. LAP SPLICE FOR CONCRETE REINFORCEMENT SHALL BE E ACCORDANCE WITH
SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN 7. NOTE THAT HORIZONTAL JOINTS DO NOT REQUIRE BLOCKING FOR BRACED 40 BA -11 SECTION 12.14. RERAR LAT'SPLICES FOR PLANE CONCRETE FOOTING SHALL BE HORIZONTAL FRAMING: #2R G 2X FRAMING: #2 D.F.L.
CONSIDERED BY TI IF STRUCTURAL ENGINEER. THE CONTRACTOR 1S RESPONSIBLE FOR Q 40 BAR DIAMETERS MINIMUM.
WALL PANEL TYPES A & B PER TABLE 2 308.9.3 (1) 2016 CBC. 6X AND LARGER #1 D.F.L.
STAB] LITY OF THE STRUCTURE PRIOR TO IT ]E APPLICATION OF ALL SHEAR WALLS ANT) 9. REMOVE ALL DEBRIS FROM THE FORMS BEFORE PLACING ANY CONCRETE,.
ROOF DIAPHRAGMS, AND FINISH MATERIALS. PRIOR TO THE APPLICATION OF THE 8. BRACED WALL PANEL SOLE PLATES TO BE NAILED TO THE FLOOR FRAMING WALL FRAMING 2X4 FRAMING: STD & BTR D.F.L.
AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL AND TOP PLATES, SHALL BE CONNECTED TO THE FRAMING ABOVE PER ]0. REINFORCING DOWELS BOLTS, ANCHORS, SLEEVES, ETC., TO BE EMBEDDED IN 2X6 AND LARGER FRAMING: #2 D.F.L.
ENGINF.FR SHALL, NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. TABLE 2304.9.1. SILLS SHALL BE BOLTED TO THE FOUNDATION OR SLAB
PER CONCRETE SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE.
7. IN NO CASE SHOULD DRAWINGS, DETAILS, OR ANY PART OF THESE PLANS BE SCALED 2016 CBC 2309.6.7.3,2308.3. 1. WHERE JOIST ARE PERPENDICULAR TO GLUED LAMINATED MEMBERS COMT31NATTON 24F -V4 3000' RADIUS MANUFACTURED TRUSS DESIGN NOTES
FOR ANY PURPOSE. IF ANY DIMENSIONS NOT SHOWN ARE F THEE REQUIRED [T IS TILE BRACED WALL LINES ABOVE BLOCKING SI]ALL BE PROVIDED LENDER AND 11. MAXIMUM FREE FALL OF CONCRETE SHALL BE T-0".
RESPONSIBILITY E. TIIN CONTRACTOR TO CONTACT THE ENGINEER OR ARCHITECT IN LINE WITH TIIE BRACED WALL PANELS. PROVIDE (3)-16d NAILS (c? 16" O.C. (EYP.) STRUCTURAL PLYWOOD APA RATED SHEATHING
FOR
RESPONSIBILITY
INFORMATION. 12. NO WOOD SPREADERS ARE ALLOWED. 1. TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO THE PROJECT ENGINEER
MTCROLLAM LVL BEAMS DOUGLAS FIR 1.9E AND BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION OF THE
13. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS AND FLOOR PLANS FOR TRUSSES.
LOCATION OF ALL PIPES, CONDUITS, ETC. PARALLAM PSL BEAMS DOUGLAS FIR 2.0E
2. TRUSSES SI -TALL NOT BE MODIFIED IN THE FIELD WITHOUT A ENGINEERED TRUSS
WALL FRAMING FOUNDATIONS
14. PIPE OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT 3. BEARING AND SHEAR WALLS HAVE DOUBLE TOP PLATES LAPPED AT WALL AND REPAIR DRAWING PROVIDED BY EITHER THE TRUSS MANUFACTURER'S ENGINEER
1. UNLESS OTHERWISE NOTED STUDS IN EXTERIOR WALLS AND INTERIOR 1. BEARING SON, CONDITION IS CLASSIFIED BY MINIMUMS ALLOWED BY CODE OR SOILS BE PLACED IN STRUCTURAL CONCRETE PARTITION INTERSECTIONS W/3 -16d NAILS. SPLICE UPPER AND TOWER PLATES BY OR ENGINEER OF RECORD.
E UNLESS SPECIFICALLY DETAILED.
TI TWO STORIES IN HEIGHT REPORT IF AVAILABLE FOR PROJECT. LAPPING 48" MINIMUM WITH (24) 16d NAILS IN LAP.
BEARING WALLS OF BUILDING NO MORE T
SHAH, BE NOT' LESS THAN 2X4 IN SIZE. FIRST FLOOR WALLS OF A T'IIREE 15. PIPE MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT NOT BE EMBEDDED 3. TRUSS SHOP DRAWINGS SHALT, MEET -HIE REQUIREMENTS OF SECTION 2303.4 OF
STORY BUILDING OR CRIPPLE WALL AT A TWO STORY BUTL,DING SHALT, 2. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATURAL SOILS. THEREIN. 4. PROVIDE SOLID BLOCKING BETWEEN RAFTERS OR JOISTS AT ALL SUPPORTS. TETE 2016 CBC.
BE NOT LESS THAN 2X6 1N SIZE.
3. EXCAVATIONS SHALL BE CLEANED OF ALL DEBRIS. STANDING WATER STIALL BE 16. THF, STRENGTH LEVEL OF THE CONCRETE WILL BE CONSIDERED SATISFACTORY IF THE 5. HOLES FOR BOLTS IN WOOD SHALL BE BORED OF THE SAME NOMINAL DIAMETER 4. TRUSS SPACING AND LOADING TO BE AS SPECIFIED ON THE ROOF FRAMING PLAN,
2. UNLESS SUPPORTED LATERALLY BY ADEQUATE FRAMING TETE MAXIMUM REMOVED. AVERAGE OF THE STRENGTH TEST'S OF A GIVEN AREA OR PANEL EQUALS OR EXCEEDS AS THE BOLT + 1/16". SECTION 1607, AND TABLE 1607.1 OF THE 2016 CBC.
ALLOWABLE HEIGHT FOR STl1DS Sl FALL BE ] 0'-0" UNLESS JUSTIFIED WITH THE SPECIFIED STRENGTH AT 28 DAYS WITH NO INDIVIDUAL STRENGTH TEST OF SUCH
AN ANALYSIS. 4. FOUNDATIONS SHALL BE PLACED IN NEATLY CUT EXCAVATIONS. AREA OR PANEL LESS THAN 5% BELOW THAT SPECIFIED. CONCRETE THAT DOES NOT 6. LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE. L GABLE. END ND.ATTRUSSES SHALL BE DESIGNED FOR THE EFFECTS OF TRUSSOUT-OF-PLANE
MEET OR EXCEED THESE CRITERIA WILL BE REMOVED BY THE CONTRACTOR AND LOADS DUE TO WIND. E A MINIMUM, NON-STRUCTURAL GABLE END TRUSSES
3. STTIDS SUPPORTING FLOORS AND CEILINGS OR RAFTERS SHALL BE SPACED 5. SILL BOLTS SHALL EXTEND 7" MINIMUM INTO CONCRETE. REPLACED WITH CONCRETE WHICH CONFORMS TO THESE CRITERIA. B ALL BOLTS SHALL BE PROVIDED WITH METAL WASHERS UNDER HEADS AND NUTS WHICH SHALL HAVE 2X4 GABLE STUDS @ 16" O.C. AS NOTED BELOW.
NOT MORE THAN 16" O.C. UNLESS NOTED OTHERWISE. (SECTION 2308.3.3, 2308.6 -CBC 2016) BEAR ON WOOD. APPLIES ALSO TO INSERTED EXPAM)ING FASTENERS, RED HEADS, ETC.
4. CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN TIIE 17. PROVIDE, 3/4" CHAMFERS AT ALL EXPOSED CORNERS. 2X4 STD. D.F.L. 78 TO 78" LONG.
6. 1IOLDOWN ANCHOR BOLTS SHALL EXTEND INTO CONCRETE THE DISTANCE SPECIFIED WASHERS FOR WOOD TO WOOD CONNECTIONS TO BE AS FOLLOWS: 2X4 NO.I D.F.L. 78" TO 96" LONG.
STUDDING ABOVE WITH A MIN. LENGTH OF 14", OR SHALL BE FRAMED OF BY THE HARDWARE I MANUFACTURER. 18. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS GROOVES, ORNAMENTS CLIPS OR 2X4 NO.1 D.F.L. 96" TO 124" LONG.
SOLID BLOCKING. GROUNDS RF,OUIRED TO BE CAST IN CONCRETE, ANb FOR LOCATIONS OF FL60R FIMSIIES BOLT DIAMETER M.I. WASHER STEEL WASHER
AND SLAB DEPRESSIONS. 1/2" 0 2 1/2" 0 x 1/4" 2" x 2" x 1/4' 6. STRUCTURAL GABLE END TRUSSES SFiAL BE DESIGNED AS NOTED ABOVE WITH
THE DIAGONAL WEBS BRACED FOR OUT -OF -PLANE WIND LOADING.
5. 1 F Fl LAGER JOINTED STUDS ARE USED, TITP,Y MUST BE DOUGLAS FIZZ STRESS 5/8" 0 2 3/4" 0 x 5/16" 2 1/2" X 2 1/2" X 1/4"
RATED, UNLESS NOTED S REWIS[,. 19. CONCRETE SHALL NOT BE ALLOWED TO CURE IN TEMPERATURES LESS TT IAN 40 DEGREES 3/4" 0 3" 0 x 7/8" 3" x 3" x 5/16" 7. SHOP DRAWING, PLACEMENT PLANS, BRACING, AND ERECTION DETAIL TO BE
FATTRENI IEIT FOR THE FIRST THREE DAYS. 7/8" 0 3 1/2" 0 x 7/16" 3 1/2" x 3 1/2" x 3/8"
6, PROVIDE FIRE BLOCKING AT l0' -n" INTERVALS AND AT ALL FLOOR AND 1" 0 4" 0 x 1/2" 3 3/4" x 3 3/4" x 3/8" PROVIDED TO THE CONTRACTOR BY THE TRUSS MANUFACTURER.
CEILING LEVELS. 20, CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR COLD WEATHER 8. ALL BOLT AND LAG SCREWS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION AND 8. ALL'I'RUSS MEMBERS TO BE 2X4 MINIMIJM. ALL LUMBER TO BE DOUGLAS FIR LARCH,
CONCRETING WHERE REQUIRED. RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. GRADE TO BE DETERMINED BY THE TRUSS MANUFACTURER. HEM FIR IS NOT TO BE PERMIT #_S✓ �
7. PROVIDE DOUBLE TRfMERS AT ALL OPENINGS 8'-0" OR GREATER TYP.IN
U.N.O. 21. NO. 5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL BY USED ENGINEER
PRIOR TO FABRICATION. BUTTE COUNTY DEV OPMENT SE
THE FABRICATION OF THE TRUSSES UNLESS APPROVED BY THE PRO _
THE STRUCTURAL ENGINEER. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL 9. INSTALL ALL STRUCTURAL PLYWOOD ON ROOF AND FLOORS WITH FACE GRAIN E
PERPENDICULAR TO SUPPORTS. REVIEWED Fl
TO STANDARD LAP SPLICE UNLESS OTHERWISE SHOWN. 9. ALL ]f]IP TRUSS SYSTEMS TO HAVE A MIMMUM 8'-0" SET BACK FROM EXTERIOR END
- - - - - 10. ALL JOIST HANGERS, STRAPS, HOEDOWNS, CLIPS, ANCHORS ... TO BE SIMPSON STRONG -TTL
WALL. SETBACKS LESS THAN 8'-0" ARE NOT ALLOWED.
PASTPI 14
F,NERS IN PRESERVATIVE -TREATED WOOD ARE TO BE 22. ALL CONTINUOUS BARS OR DOWELS SHALL LAP 40 DIAMETERS. OR EQUAL. j p 1c� i
APPROVED SILICON BRONZE OR COPPER STAINLESS STEEL OR 23. WELDING OF REBAR IS NOT PERMITTED UNLESS PROCEDURE APPROVED BY TTIE
HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER CRC R317.3.1 STRUCTURAL ENGINEER. A ALL WOOD STRUCTURAL MEMBERS, WHEN DESIGNED TO BE EXPOSED IN OUTDOOR DATE_
APPLICATIONS, SHALL BE WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD.
- -- - 2016 CBC 2304.11.5
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2016 CBC AutoCAD
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Sacramento Office
5022 Sunrise Blvd.
Fair Oaks, CA 95628
(916) 536-9585
(916) 536-0260 (fax)
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ENGINEER: S.S.
DRAWN BY: K.T.
CHECKED BY: S.S.
ISSUE DATE:
1/26/2017
REVISIONS:
I- -
2 -
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No. 2567 �^
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1/26/2017
- SHEET
sc- I
COVER SHEET
JOB NO. 1704
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
FOUNDATION SPECIFICATIONS
FOOTING SIZE:
DEPTi I= 12"
WIDTH= p12"
STEM— (RAISED FLOOR ONLY)
SOIL BEARIN
S"
L
8"
CREASE
0%
Beam Specifications
ROOF LIVE LOAD.
0
Footing Specifications
GARAGE DOOR HEADER
Footing Width
= 12 in Allowable Soil Bearing Pressure
= 1500 psf
Footing Depth
= 12 in Maximum allowable load on footing
= 1500 pif
Beam #
Minimum # Bars
= 1 Top and Bottom Maximum point load on continuous footing
= 5242 #
Size of Bars
= 4 Area of steel used for calculations
= 0.20 in2
a.
0
Beam #2
Header Specifications 1st Floor
No. 1 D.F.L. 8' GARAGE DOOR HEADER
Size
Grade and Type Length Trimmer
King Stud
6x12
6x12
No. 1 D.F.L. 4'-0" 2x
2x
0
O
C-1
1
0
�a
N
U
0
fV
0
N
O
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
FOUNDATION SPECIFICATIONS
FOOTING SIZE:
DEPTi I= 12"
WIDTH= p12"
STEM— (RAISED FLOOR ONLY)
SOIL BEARIN
S"
L
8"
CREASE
0%
Beam Specifications
ROOF LIVE LOAD.
0
25%
GARAGE DOOR HEADER
-r
O
Beam #
Size
Grade and Type Location
Beam #1
6x12
No. 1 D.F.L. 16' GARAGE DOOR HEADER
a.
0
Beam #2
6x12
No. 1 D.F.L. 8' GARAGE DOOR HEADER
0
Beam #3
6x12
No. 1 D.F.L. 10'
0
U
0
0
N
GENERAL NOTES
JOB NO. 1704
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
FOUNDATION SPECIFICATIONS
FOOTING SIZE:
DEPTi I= 12"
WIDTH= p12"
STEM— (RAISED FLOOR ONLY)
SOIL BEARIN
S"
STEM AT GARAGE=
8"
CREASE
0%
ROOT LiVE LOAD.
ROOF LIVE LOAD.
25%
25%
GARAGE DOOR HEADER
STANDARD NOTES AND SPECIFICATIONS 2016 CBC
FOUNDATION SPECIFICATIONS
FOOTING SIZE:
DEPTi I= 12"
WIDTH= p12"
STEM— (RAISED FLOOR ONLY)
SOIL BEARIN
S"
STEM AT GARAGE=
8"
G PRESSURE= 1500 psf
FOUNDATION DESIGNED PER 2016 CBC MINIMUMS OR SOILS REPORT
PROVID
ED BY:
REPORT #:
DATE:
2500 PS[ DESIGN MiX MINIMUM. USE (1) #4 BAR TOP & BOTTOM IN ALL
CONTINUOUS FOOTINGS AND AS NOTED AT SPECIAL LOADS.
ALL DEPTH DIMENSIONS ARE INTO UNDISTURBED
SOiL BELOW
ADJACENT GRADE; AND / OR ANY FiLL.
MAINTAIN MIN. 8" BETWEEN WOOD AND EARTH AROUND BUILDING
OBSERVATION OF SiTE PREPARATION, GRADING, PLACEMENT AND
COMPACTION OF FILL OPERATIONS BY TETE GEOTECHNICAL
ENGINEER.
PROVIDE 5/8" DIA. X 10" ANCHOR BOLTS AND 3"X3"XI/4" PLATE
WASHERS AT PRESSURE TREATED SILL PLATE. MIN. 2 -BOLTS PER SiLL
AND 1 BOLT WITHIN 12" OF END OF SILL. MAX. 6' O.C. BOLT SPACING.
MIN
7" INTO CONC. AND PER SHEAR WALL SPECIFICATIONS.
ALL REINFORCIN
G STEEL SHALL CONFORM TO ASTM A615 GRADE 40.
PAD FOOTINGS GREATER TITAN 24" SQ. REQUIRE #4 BARS Oa, 8" O.C.
P,ACi I WAY 3" CLEAR FROM TITS BOTTOM OF THE FOOTING.
ALL HANGERS, HOEDOWNS, CLIPS, AND STRAPS TO BE SIMPSON
STRONG-TiE OR SiLVER /KANT-SAG SILVER WTTI1 REF. #MATCHIN
G
STMPSON SPECIFICATIONS.10
DENOTES STRUCTTJRAL DETAILS ON SHEET SD.1 THRU SD...
FOR ADDITIONAL SPECiPICATiONS AND TYPICAL DETAILS SEE SIEET
SC -1.
iT IS TI IE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL OF THE
NOTES AND TYPICAL DETAILS ON STIEET SC -1 SO THAT THEY MAYBE
INCORPORATED INTO THE CONSTRUCTION
OF THiS STRUCTURE.
FLOOR JOIST SPECIFICATIONS I
ALL JOIST TO BE " O.C. TYP. U.N.O. 16" O.C.
LOADING FLOOR LiVE LOAD 40 PSF
FLOOR DEAD LOAD ] 0 PSF
CEILING DEAD LOAD 5 PSF
DURATION IN
FLOOR SHEATHING TO BE 3/4" T & G OR 23/32" APA RATED
SHEATHING PANEL ID 48/24. NAiL Rd @ 6" O.C. EDGE AND
8d rr, 12" O.C. FiELD. INSTALL FACE GRAIN PERPENDICULAR
TO FRAMING, AND AS NOTED ON PLAN.
NAIL FLOOR SHEATHING AT ALL DRAG JOIST WITH 8d @ 6" O.C.
TYP. U.N.O.
FOR NAILING NOT SHOWN, SEE NAILING SCHEDULE ON SKEET
SC -1 OR TABLE 2304.10.1, 2016 CBC.
FLOOR JOIST MANUFACTURER TO SUPPLY LICENSED,
ENGINEERED, SEALED DRAWINGS TO TIIE PROJECT ENGINEER
PRiOR TO JOiST PLACEMENT.
DO NOT CUT OR MODIFY ANY FLOOR JOIST WITHOUT WRITTEN
CONSENT OF THE JOiST MANTJFACTTJRER AND PROJECT
ENGINEER.
DOUBLE TOP PLATE, MiN. 49" SPLICES. NAIL WITH (12)-164 NAILS
EACH SIDE OF LAP.
ALL HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS SHEET,
INTERIOR NON BEARING HEADERS TO BE 4X4 OR
DBL. 2X4 N0.2 D.F.L.
ALL NAiLS TO BE COMMON WIRE NAILS T TNLESS NOTED
OTHERWISE.
INSTALL 2X / 4X HOLDOWN POST AT ENDS OF ALL SHEAR WALLS
PER PLAN. SEE TABLE AND CALCULATIONS FOR HOLDOWN
STUD SiZE REQUIRED.
ALL HANGERS, HOEDOWNS, CLIPS, AND STRAPS TO BE SIMPSON
STRONG -ITE OR SILVER /KANT-SAG SiLVER WITH REF. #
MATCHING SIMPSON SPECIFICATIONS.
DENOTES STRUCTURAL DETAILS ON SHEET
LO
SD.1 THRU SD...
FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE
SHEET SC -1.
ITIS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL
OF TI FE NOTES
CREASE
0%
AND TYPICAL DETAILS ON SHEET SC -1 SO
THAT THEY MAYBE INCORPORATED INTO THE
CONSTRUCTION OF THiS STRUCTURE.
I TRUSS ROOF SPECIFICATIONS I
ALL TRUSSES TO BE 24" O.C. -TYPICAL
LOADING ROOF LIVE LOAD 20 PSF
ROOF DEAD LOAD 444W- 16 PSF
CEILING LIVE LOAD 10 PSF
CEILING DEAD LOAD �PE}F— 10 PSF
CEILING LIVE LOAD NON CONCURENT WITH
ROOF LIVE LOAD.
DURATION INCREASE
ROOF SHEATHING TO BE 15/32" MIN. APA RATED SHEATHING.
NAIL 8d @ 6" OC EDGE AND 8d (ir? 12" OC FIELD MINIMUM.
PANEL ID 32/16. FACE GRAiN PERPENDICULAR TO FRAMING,
AND AS NOTED ON PLAN.
FOR NAILING NOT SHOWN, SEE NAILING SCHEDULE SHEET SC -1
OR TABLE 2304.10.1, 2016 CBC.
NAIL ROOF SHEATHING AT ALL DRAG TRUSSES WITH 8d @ 6" O.C.
TYP. U.N.O.
ROOF DESIGNED FOR TiLE LOADS (10 PSF MAX).
TRUSS MANUFACTURER TO STIFFLY TRUSS DRAWINGS AND
LAYOUTS TO THE PROJECT ENGINEER AND BUILDING
DEPARTMENT PRiOR TO CONSTRUCTION AS PART OF
DEFERRED SUBMITTAL PER SECTION 107.3.4.1, 2016 CBC.
DOUBLE TOP PLATE, MIN. 48" SPLICES. NAII, WITH (12)-164 NAiLS
EACH SIDE OF LAP.
ALL HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS SHEET,
INTERIOR NON BEARING HEADERS TO BE 4X4 OR
DBL. 2X4 N0.2 D.F.L.
ALL NAILS TO BE COMMON WIRE NAILS TJNLESS NOTED
OTHERWISE.
INSTALL 2X / 4X IIOLDOWN POST AT ENDS OF ALL SI IEAR WALLS
PER PLAN. SEE TABLE AND CALCULATIONS FOR HOEDOWN STUD
SIZE REQUIRED.
ALL HANGERS, IIOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON
STRONG -TIE OR SILVER /KANT-SAG SILVER WITH REF. #
MATCHING SIMPSON SPECIFICATIONS.
DENOTES STRTJCTIJRAL DETAILS ON SHEET
LO
SD.1 THRU SD...
FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE
SHEETS SC -1.
ITIS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL OF
THE NOTES AND TYPICAL DETAILS ON SHEET SC -1
SO THAT THEY MAY BE INCORPORATED INTO THE
CONSTRUCTION OF THiS STRUCTURE.
ALL GABLE STUDS LONGER THAN 6'-0" TO BE 2X4 #1 &BTR. D.F.L.
IF STUDS ARE LONGER THAN 10'-0" USE 2X6 #2 D.F.L.
PER PLAN
ROOT LiVE LOAD.
ROOF LIVE LOAD.
25%
STRtJCTTIRAI
GABLE END TRUSSES WITH MORE THAN 6'-0" ON THE VERTICAL
PROJECTION REQUIRE BRACES PER STRUCTURAL GABLE END
DETAIL ON SHEET SC -1.
2X BLOCKING AT RIDGE BETWEEN EACH TRUSS.
CONVENTIONAL CEILING SPECIFICATIONS I
ALL RAFTERS TO BE 24" O.C. -TYPICAL
LOADING ROOF LIVE LOAD 20 PSF
ROOF DEAD LOAD F 16 PSF
CEILING LIVE LOAD 10 PSF
CEILING DEAD LOAD "?-PPF ] 0 PSP
CEILING LIVE LOAD NON CONCURENTWITH
ROOF SHEATHING TO BE 15/32" MIN. APA RATED SHEATHING.
NAIL 8d a <" OC EDGE AND Rd cr 12" OC FIELD MINIMUM.
PANEL ID 32/16. FACE GRAiN PERPENDICULAR TO FRAMING,
AND AS NOTED ON PLAN.
FOR NAILING NOT STiOR'N, SEE NAILING SCHEDULE SHEET SC -1
OR TABLE 2304.10.1, 2016 CBC.
AT CEILING JOIST NOT PARALLEL WiTH RAFTERS
PROVIDE WAIL, TiES (nJ 48" O.C. (U.N.O.)
ROOF DESIGNED FOR TILE LOADS (10 PSF MAX).
PROVIDE STRONGBACK AT CEILIN
PER PLAN
ROOT LiVE LOAD.
ROOF LIVE LOAD.
DURATION INCREASE
25%
G JOIST MTDSPANT.
SEE DETAIT, SHEETS. 10
DOUBLE TOP PLATE, MIN. 48" SPLICES. NAIL WIT1i (12)-164 NAILS
EACH SiDE OF LAP.
ALL HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS SHEET,
INTERIOR NON REARING HEADERS TO BE 4X4 OR
DBL. 2X4 N0.2 D.F.L.
ALL NAILS TO BE COMMON WiRE NAiLS UNLESS NOTED
OTHERWISE.
INSTALL 2X / 4X HOLDOWN POST AT ENDS OF ALL SHEAR WALLS
PER PLAN. SEE TABLE AND CALCULATIONS FOR 1TOLDOWN STUD
SIZE REQUIRED.
ALL HANGERS, TIOLDOWNS, CLIPS, AND STRAPS TO BE SIMPSON
STRONG-TiE OR SiLVER /KANT-SAG SiLVER WITH REP. #
MATCHING SIMPSON SPECIFICATIONS.
DENOTES STRUCTURAL DETAILS ON SHEET
SDA THRU SD...
FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE
SHEET SC -1.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL OF
THE NOTES AND TYPICAL DETAILS ON SHEET SC -1
SO THAT THEY MAY BE INCORPORATED INTO THE
CONSTRUCTION OF TI ITS
STRiTCTLTRE.
CONVENTIONAL ROOF SPECIFICATIONS I
ALL RAFTERS TO BE 24" O.C. -TYPICAL
LOADING ROOF LIVE LOAD 20 PSP
ROOF DEAD LOAD 4.4-PEiF 16 PSF
CEILING LIVE LOAD 10 PSF
CEILING DEAD LOAD 4 -PW— 10 PSF
CEILING LIVE
ROOF SHEATHING TO BE 15/32" MIN. APA RATED SHEATHING.
NAIL 8d n 6" OC EDGE AND Rd (q?, 12" OC FIELD MINIMUM.
PANEL ID 32/16. FACE GRAiN PERPENDICULAR TO FRAMING,
AND AS NOTED ON PLAN.
FOR NAILING NOT SHOWN, SEE NAILING SCHEDULE SHEET SC -1
OR TABLE 2304.10.1, 2016 CBC.
NA1T, ROOF SHEATHING AT Ai,L DRAG RAFTERS WITH 8d g
PER PLAN
HOEDOWN POST
PER PLAN
LOAD NON CONCURENT WITH
ROOF LIVE LOAD.
DURATION INCREASE
2.5%
6" O.C.
TYP. T J.N.O.
ROOF DESIGNED FOR. TILE LOADS (]0 PSF MAX).
PROVIDE STRONGBACK AT CEILING JOIST MiDSPAN.
SEE DETAIL SHEETS.
DOUBLE TOP PLATE, MIN. 48" SPLICES. NAIL WITH (12)-16d NAILS
EACH STDF, OF LAP.
ALL HEADERS AND BEAMS TO BE AS SPECIFIED ON THIS STIEET,
INTERIOR NON BEARING HEADERS TO BE 4X4 OR
DBL. 2X4 N0.2 D.F.L.
ALT, NAiLS TO BE COMMON WiRE NAiLS UNLESS NOTED
OTHERWISE.
I 10
NSTAT,L 2X / 4X HOEDOWN POST AT ENDS OF ALL SHEAR WALLS
PER PLAN. SEB TABLE AND CALCULATIONS FOR HOEDOWN STI TD
SIZE REQUIRED.
ALL HANGERS, HOEDOWNS, CLIPS, AND STRAPS TO BE SIMPSON
STRONG -TIE OR SiLVER /KANT-SAG SILVER WiTH REF. #
MATCHING SIMPSON SPECTFICATTONS.
DENOTES STRUCTURAL DETAILS ON SF -IFFY
SDA THRU SD...
FOR ADDITIONAL SPECIFICATIONS AND TYPICAL DETAILS SEE
SHEET SC -1.
ITIS TI IE
CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL OF
THE NOTES AND TYPICAL DETAILS ON SHEET SC -1
SO THAT THEY MAY BE INCORPORATED INTO TiIE
CONSTRUCTION OF THiS STRUCTURE.
SHEAR WALL SCHEDULE 2016 CPC HOEDOWN SCHEDULE 201 CBC
i5HEATHING ' 6 SILL PLATE / SOLE PLATE 3 SElSh4IC WIND
TYPE 9 APA RATED NAILING 2 CONNECT CAPACITY CAPACITY!,
AND A.B. TO RAl
8d @ 6" O.C. 2X P.T.D.F. SILL #
318" SFIEATIiING 164 @ 8" O.C. OR 2604 365
EDGE AND PLATE, SIR"O X LTP4 24" O.C. P.L.F.
ONE FACE @ P.L.P.
12" O.C. FIELD 12" @ 48" O.C.
8d (a14" O.C. 2X P.T.D.F. SILL „ 3809 5329
B 3/8" SHEATHING 16d @ 6 O.C. OR
EDGE AND PLATE, 5/8"0 X n
ONE FACE LTP4 16" O.C. P.L.F. P.L.F.
4A 12" O.C. FIELD 12" @ 49" O.C.
8d @ 3" O.C. 2X P.T.D.F. SiLL #
3/9"SHEATHING 164 @4" O.C. 0 490 # 685
EDGE AND PLATE, 5/R"O X
ONE FACE LTP4 @ 14" O.C. P.L.F. P.L.F.
4 12" O.C. FIELD 12" @ 32" O.C.
8d @ 2" O.C. 3X P.T.D.F. SILL 164 @ 4" O.C.
D 318" SHEATHiN 640 # 895 #
EDGE AND PLATE, 518"0 X (2) ROWS STAGD.
ONE FACE P.L.F. P.L.F.
4Q 12" O.C. FIELD 12"(@, 16" O.C. 1R LTP4 n, 10" O.0
15/32" 4a I Od n, 2" O.C. 3X P.T.D.F. SILL 16d @ 2112" O.C.
770 # 1,017 #
SHEATHING EDGE AND PLATE, 5/8"0 X (2) ROWS STAGD.
P.L.F. P.L.F.
ONE FACE 12" O.C. FIEL 12" @ 16" O.C. OR LTP4 @ R" O.0
19/32" 4e lOd n, 2" O.C. 3X P.T.D.F. SILL 164 (n) 4" O.C.
F G EDGE AND PLATE, 5/8"0 X ROWS STAGD. �
SHEATHIN1 (2) p L.P. P.L.F.
ONE FACE 12" O.C. FiEL 12" @ 16" O.C. OR LTP4 Qn 6" O.C.
3/8"iING 8d O.C. 3X P.T.D.F. 164 ri 4" O.C.
SHEATHING @ 3" SILL 980 # 1,370 #
�' BOTH FACES EDGE AND PLATE, 5/8"0 X (2) ROWS STAGD.
4a, P.L.F. P.L.F.
512" O.C. FIELD 12" @ l6" O.C. OR LTP4 @ 6" O.C.
3/8" Si IEATFI[NG 8d chi 2" O.C. 3X P.T.D.F. S11,L 164 @ 4" O.C.
} F 1290 # 1,790 #
BOTH FACES EDGE AND PLATE, Sl8"0 X (2) S STAGD
4e, s p L.F. P.L.P.
12" O.C. FIELD 12" (� 16" O.C. OR LTP4 @ 6" O.0
ROW17
15/32" 4B,-5 lOd rI 2" O.C. 3X P.T.D.F. SiLL 164 @ 4" O.C.
1540 # 2,154 #
SHEATHING EDGE AND PLATE, 5/8"0 X (2) ROWS STAGD.
P.L.F. P.L.P.
BOTH FACES 'O.C. FiELD 12" @ 16" O.C. OR LTP4 @ 6" O.C.
19/32" 4s, s lOd @ 2" O.C. 3X P.T.D.F. SILL 164 @ 4" O.C.
1740 # 2,434 #
17 SHEATHING EDGE AND PLATE, 5/8"0 X (2) ROWS STAGD
BOTH FACES 12" O.C. HELD 12'@16'0.C.
PER PLAN
HOEDOWN POST
PER PLAN
� PER PLAN
N(i'I ES
/) 2 ANCHORS MINIMUM PER SLTEAR WALL. 3" X 3" X I/4" STEEL WASHERS REQUIRED AT
ALL ANCHOR BOLTS USED iN SHEAR WALLS. WASHER EDGE SHALL BE WIT] TIN 1/2" OF
SHEATHING, SLOTTED WASHERS ARE PERMITTED.
2) SILL PLATE ANCHORED TO CONCRETE.
3) TYPICAL 2X SOLE PLATE ON TOP OF SUBFLOOR. APPLIES TO RAISED FLOOR
FOUNDATION AND UPPER FLOORS ONLY.
4) ,X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR DBL. STT IDS W/ 164 3" O.C.
4AJ 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES OR DBT.. STTJDS W/ 164 n 4" O.C.
4R) 3X FRAMING MEMBERS AT ADJOINING PANEL EDGES.
s) WHERE PANELS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN
C INCHES O.C. ON EITHER SiDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT
FRAMING MEMBERS, OR FRAMING SHALL BE 3 -INCH NOMINAL OR THICKER AT
ADJOINING PANEL EDGES AND NAILS ON EACLI SiDE SHALL BE STAGGERED.
/,) GALVANIZED NAiLS SHALL BE HOT DIPPED OR TUMBLED,
7) FRAMING MEMBERS OR BLOCKING REQTIiRED AT ALL PANEL EDGES IN SiTEAR WALL.
ftJ ALL SItEAR WALL VALUES ARE BASED ON 16" O.C. STUD SPACING.
9) ALL FRAMING MEMBERS USED iN THE CONSTRUCTION OF SI TF,AR WALL TO BE
DOT
GENERAL NOTES
JOB NO. 1704
P.L.F.
P.L.F.
OR LTP4 @ 6" O.0
JGLAS FIR LARCH
TYPE HOEDOWN MIN. REQ'D. REQUIRED REQUIRED REQUIRED CAPACITY
POST 9,12 BOLT NAiLS /0 LENGTH
11 (2) 2X _FABS 1,2
OA iIDU2-SDS2.5 PER WAIL d, = 51/2"_ N/A N/A 3,0759
T}IICKNESS p - 81/2"
11 (2) 2X _PA_BS 1, 2
BO HDU4-SDS2.5 PER WALL d e = 51/2" NIA N/A 4,565 #
THICKNESS F = R 1/2"
4,11 (2) 2X _PA_BS 1.2
OC I IDU5-SDS2.5 PER WALL d e = S 1/2" NIA N/A 5,645 #
THICKNESS F _=_8_1 /_2"
5.11 _P,4B7 1,2
D� HDUR-SDS2.5 4X6 N/A N/A 7,870#
F
/1 _PA_BR _ 6
HDUII-SDS2.5 4X6 de 10
=_ " _ N/A N/A 9,535#
F = 15"
11 _PA_B8 _ _hPER PER
HDU14 SDS2.5 4X8 OR 6X6 d e =_ 10" N/A N/A 14,445 #
F = 1S"
CS16 7 (I) 2X a (26) 8d 32" LONG
G
STRAP PER WALL N/A OR PLUS CLEAR 1,7059
THICKNESS (22) IOd SPAN
OSTRAP 2 2X 8 (36)164
H PER WALL N/A SINKERS 40' LONG 3,080 #
THICKNESS
OMSTC52 7 4X4 ft N/A (48)164 SINKERS STRAP 52" LONG 4,6209
MSTC66 7 4X4 8 N/A (68)164 66" LONG 5,860 #
STRAP SINKERS
CMST14 ft 60" LONG
K STRAP 4X4 NIA (66)164 PLUS CLEAR 6,490 #
SPAN
CMST12 s 78" LONG
L Sip 4X6 N/A (86)164 PLUS CLEA 9,2159
SPAN
NOTES
I) SINGLE POUR. DEEPEN /WIDEN FOOTING AROUND PAB ANCHOR
2) TWO POUR. � AS SPECIFIED ON ITOLDOWN SCHEDULE (de Rc F)
3) N/A
4) PROVIDE (2) #4 TOP AND BOTTOM AT FOOTING UNDER SFTEARWALL
AND EXTEND 4'-6" PAST EACH END.
s) PROVIDE, (2) #4 TOP AND BOTTOM AT FOOTING CINDER SHEARWALL
AND EXTEND 5'-6" PAST EACH END.
l) DBL. NUT AND STEEL PLATE PER DETAIL 52. PROVIDE (2) #4 TOP AND BOTTOM AT
FOOTING CINDER STTEARWALL AND EXTEND 7-0" PAST EACH END,
7) CENTERLINE OF STRAP TO BE CENTER OF RiM JOiST. MAXIMUM CLEAR SPAN TO BE i6".
ft) MINIMUM POST REQUIRED TO BE INSTALLED IN UPPER AND LOWER WALL FRAMING. �
9) CONNECT (2) 2X HOEDOWN STUDS TOGETHER WITIT (24) 164 SiNKER NAILS MIN.
10) ALL NAILS TO BE COMMON WIRE UNLESS NOTED OTHERWISE.
11) ALL SCREWS TO BE SIMPSON SDS 1/4"X21/2". HOLDOWN MAYBE RAISED OFF
THE SILL WITH NO REDUCTION IN LOAD.
12) ALL HOEDOWN POST AND SiLL PLATES TO BE DOUGLAS FiR LARCH.
HOEDOWN IVL-
POSTPER HOEDOWN
PLAN PER PLAN
HOEDOWN
PER PLAN PAB ANCHOR
BOLT PER
PAB ANCHOR HOEDOWN �
BOLT PER SCHEDULE D
HOEDOWN
SCHEDULE
, D D
j
D •D
� �
PLAN PLAN
2F MIN. 2F MIN.
SLAB CURB/STEMWALL
SEE HOEDOWN SCHEDULE FOR "d e' AND
53 PAB HOLDOWN BOLT DETAIL
HOEDOWN POST SEE PLANS FOR SHEAR SEE HOEDOWN SCHEDULE
PER PLAN WALL AND SILL PLATE FOR "d e" AND "F"
SiZE LOCATIONS - -- _ ----_--- �
P.T. SILL PLATE POST -INSTALLED
i
HDU HOEDOWN I � ANCHOR (IN TENSION)
PER PLAN I SHALL REQUIRE
( SPECIAL INSPECTION,
FLOOR JOIST ALL -THREAD ( PER 2013 C.B.C. SECTION
1704.1..
PER PLAN (
COUPLER I ) HOEDOWN
�--J POST PER PLAN
(N40
• 8" STEM I
4t-� HDU HOEDOWN
� PER PLAN
00
GENERAL NOTES
JOB NO. 1704
PAB PER (E) FLOOR
'-' 5/8"C3 ALL -TI -TREAD
HOEDOWN 0 - I JOIST
- - TABLE (E) RIM JOIST
i D iT' (E) P.T. SILL
z I i PLATE
d D D I 3/4"0 HOLE, 10" DEEP
USE SIMPSON S.E.T.
r1
F' F
a D D I EPDXY
� UI (E) STEM WALL PER�A}E a,`
U L I BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
2F MIN. I EPDXYS.E.T- HOLDOWN E MPLIA SCE
DA _ -
TE _� BY
_ �/
53A PAB HOLDOWN @RAISED FLOOR
2016 CBC AutoCAD
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Sacramento Office
5022 Sunrise Blvd. am v M-0
Fair Oaks, CA 95628 � q_
(916) 536-9585 1/26/2017
6
(916) 536-0260 (fax) •
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PROJ MGR.:
ENGINEER:
DRAWN BY:
CHECKED BY:
ISSUE DATE:
REVISIONS:
1
2 -
3 -
4
�o QRpfESS/pNq! /
� No. 2567 �^
* Exp. 12-31-17
X
Lr�ql'1Atul C I
OF CAO
1/26/2017
SHEET
SC-2
GENERAL NOTES
JOB NO. 1704
N
T TTP T A l TQC / n A.. � I -.
2X4 BRACINC
@ 24" O.C.
(2) 16d NAILS
PER TRUSS
(TYP.)
(3) 16d NAILS
PER RAFTER
(TYP.)
HIP TRUSSES TYP.
418 1 HIP BRACE FRAMING
TRUSS B.C. OR
CEILING JOIST
SIMPSC
AS NOT
.TRUSS
421 GIRDER CONNECTION DETAIL
(2) 16d PER
TRUSS
2X STUDS @ 16" O.C. U.N.O.
"
STEM PER PLAN
�\
FELT EXPANSION JOINT
4" CONC. SLAB
SEE FOUNDATION PLAN
FOR SPECIFICATIONS
SEE FOUNDATION PLAN
PRIME HIP
FOR MID -SLAB
GIRDER
REINFORCING
TRUSS
SPECIFICATIONS.
GRAVEL, SAND, AND -
VAPOR BARRIER PER
PLAN
SEE PLANS FOR SHEAR
WALL AND SILL PLATE
SIZE LOCATIONS
PER PLAN NOTE:
PROVIDE 3 "X3 "X 1 /4"
PLATE WASHERS AT ALL
ANCHOR BOLTS PER PLAN
2 1 EXTERIOR AT GARAGE
SEE FOUNDATION PLAN
FOR MID -SLAB
SI
Gy
FC
SP
d
a
w
w
C"
,,,T,•T•T„l. r " T ' NOTCH
3/4" X 6" MIN.
3 DOORS
JSION JOINT
SLAB
9 I GARAGE SLAB
3/8 " APA RATED SHEATHING
W/8d @ 6" O.C. EDGE & 12" O.C.
FIELD MIN.—\
SLAB
8" MIN
ORIZ. T & B,
DBL. TOP PLATES, MIN. 4'-0"
LAP AT BREAK IF OCCURS.
NAIL MIN. (24) 16d IN LAP
_CONTINUOUS HEADER...
OVER STRONG WALLS
SIMPSON STRAPS ON IOd NAILS @ 3" O.C. i
INSIDE FACE OF WALL. VERTICAL AND 4" O.C.
MIN (10) 10d COMMONS HORIZONTAL
' OR 16d SINKERS.
/'-----SIMPSON STRONG SIMPSON STRONG
WALL PER PLAN WALL PER PLAN j
SEE SIMPSON INSTALLATION REQUIREMENTS
USE HARDWARE TEMPLATE.
SIMPSON PAB
ANCHOR PER CALL. SIMPSON PAB
ANCHOR PER CALC.
2821 STRONG WALL PORTAL
8d @ 6" O.C. MTN. TO
2X DF BLOCKING
ROOF SHEATHING—
ISO VIEW
\— SIMPSON H1 CLIPS
E.N. @ 24" O.C. (EACH
TRUSS). HI CLIPS
MAY BE INSTALLED
ON INSIDE OR OUT
SHEAR WALL
SIDE FACE OF WALL
PER PLAN QQ
BUTTE COUNTY DEVELOPMENT SERVICES
RFAF— ED FOR
402 H I HURRICANE TIE DATE
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in 2016 CBC AutoCAD
orman
Q3�cheet
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neer
Sacramento office
5022 Sunrise Blvd.
Fair Oaks, CA 95628
(916) 536-9585
(916) 536-0260 (fax) •
V1
r"r"1
Q
ANCHOR BOLT
AND WASHER
C*�
PER PLAN
w
2X P.T. SILL PLATE
w
0
"
6U.N.O. ON PLANS _
----=o---=---
-Q p
0
o
MIN. NO.4 HORIZ.
/
/
T & B U.N.O.
p
a
PER PLAN NOTE:
PROVIDE 3 "X3 "X 1 /4"
PLATE WASHERS AT ALL
ANCHOR BOLTS PER PLAN
2 1 EXTERIOR AT GARAGE
SEE FOUNDATION PLAN
FOR MID -SLAB
SI
Gy
FC
SP
d
a
w
w
C"
,,,T,•T•T„l. r " T ' NOTCH
3/4" X 6" MIN.
3 DOORS
JSION JOINT
SLAB
9 I GARAGE SLAB
3/8 " APA RATED SHEATHING
W/8d @ 6" O.C. EDGE & 12" O.C.
FIELD MIN.—\
SLAB
8" MIN
ORIZ. T & B,
DBL. TOP PLATES, MIN. 4'-0"
LAP AT BREAK IF OCCURS.
NAIL MIN. (24) 16d IN LAP
_CONTINUOUS HEADER...
OVER STRONG WALLS
SIMPSON STRAPS ON IOd NAILS @ 3" O.C. i
INSIDE FACE OF WALL. VERTICAL AND 4" O.C.
MIN (10) 10d COMMONS HORIZONTAL
' OR 16d SINKERS.
/'-----SIMPSON STRONG SIMPSON STRONG
WALL PER PLAN WALL PER PLAN j
SEE SIMPSON INSTALLATION REQUIREMENTS
USE HARDWARE TEMPLATE.
SIMPSON PAB
ANCHOR PER CALL. SIMPSON PAB
ANCHOR PER CALC.
2821 STRONG WALL PORTAL
8d @ 6" O.C. MTN. TO
2X DF BLOCKING
ROOF SHEATHING—
ISO VIEW
\— SIMPSON H1 CLIPS
E.N. @ 24" O.C. (EACH
TRUSS). HI CLIPS
MAY BE INSTALLED
ON INSIDE OR OUT
SHEAR WALL
SIDE FACE OF WALL
PER PLAN QQ
BUTTE COUNTY DEVELOPMENT SERVICES
RFAF— ED FOR
402 H I HURRICANE TIE DATE
l�x%���f t�
r
in 2016 CBC AutoCAD
orman
Q3�cheet
tructurat-
neer
Sacramento office
5022 Sunrise Blvd.
Fair Oaks, CA 95628
(916) 536-9585
(916) 536-0260 (fax) •
V1
r"r"1
Q
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C*�
OOH°
w
S.S.
K.T
B -
ISSUE DATE:
1/26/2017
3
/D
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I�
ie
Q"OF SSS/pN�
No. 2567
�* Exp. 12-31-17
s�ql lAI/C I
F OF CAO�
1/26/2017
SHEET
SD- I
STRUCTURAL DETAILS
JOB NO. 1704
o-