1. business and industrial
2. construction

CONSTRUCTION REQUIREMENTS:
SEISMIC COEFFICIENTS:
OCCUPANCY CATAGORY:
RESPONSE FACTOR, R:
IMPORTANCE FACTOR , I:
SITE CLASSIFICATION:
ACCELERATION PARAMETER, Ss:
ACCELERATION PARAMETER, S1:
SITE COEFFICIENT, Fa:
SITE COEFFICIENT, Fv:
DESIGN ACCEL. PARAMETER, Sds:
DESIGN ACCEL. PARAMETER, Sd1:
SEISMIC DESIGN CATAGORY:
II
6.5
1.00
D (STIFF SOIL)
1.913 G
0.600 G
1.000
1.500
1.275 G
0.600 G
D
THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE ALTERATION,
REHABILITATION OR RECONSTRUCTION IS TO BE IN ACCORDANCE WITH THE 2007 CBC. DUE TO THE DIFFICULTY
OF ANTICIPATING EVERY UNSATISFACTORY CONDITION THAT MIGHT BE FOUND IN EXISTING CONSTRUCTION, IF
ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NON-COMPLYING CONSTRUCTION BE DISCOVERED
WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISHED WORK WILL NOT COMPLY WITH
THE 2007 CBC, A CHANGE ORDER, OR A SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND
SPECIFYING THE REQUIRED WORK SHALL BE ISSUED.
24 PSF
15 PSF
LOADING CRITERIA:
DEAD LOAD:
ROOF, Dr:
FLOOR, Df:
20 PSF
10 PSF, NON CONCURRENT
20 PSF, STORAGE
40 PSF
85 MPH
0.85
1.00
B
B
0.87
1.00
0.85
ENCLOSED
LIVE LOAD:
ROOF, Lr:
ATTIC, Lf:
ATTIC, Lf:
FLOOR, Lf:
WIND DESIGN DATA:
BASIC SPEED, V:
DIRECTIONALITY FACTOR, Kd:
IMPORTANCE FACTOR , I:
SURFACE ROUGHNESS CATAGORY
EXPOSURE CATAGORY:
PRESSURE COEFFICIENT, Kz:
TOPOGRAPHICAL FACTOR, Kzt:
GUST EFFECT FACTOR, G or Gf:
ENCLOSURE CLASSIFICATION:
GENERAL NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING
WORK AND SHALL NOTIFY PSZE, INC - STRUCTURAL ENGINEERS, (PZSE, INC) OF ANY DISCREPANCIES.
ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/ OR
SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF PZSE, INC BEFORE PROCEEDING WITH WORK SO
INVOLVED.
RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH PZSE, INC BEFORE PROCEEDING WITH CONSTRUCTION.
ALL MATERIAL AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2007 CBC.
PROVIDE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC REPORTS) AND A LIST OF ALL
PROPOSED SUBSTITUTIONS TO PZSE, INC FOR REVIEW AND WRITTEN APPROVAL BEFORE FABRICATION AND/
OR INSTALLATION.
NEITHER THE OWNER NOR PZSE, INC WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THE CONTRACTOR
SHALL DESIGN, CONSTRUCT, AND MAINTAIN ALL SAFETY DEVICES INCLUDING SHORING AND BRACING, AND
SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH
STANDARDS, LAWS AND REGULATIONS. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE
FINISHED STUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTUCTION. THE
CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE
STRUCTURE DURING CONSTRUCTION. IF A LAWSUIT IS FILED BY ONE OF THE CONTRACTOR'S OR
SUBCONTRACTOR'S EMPLOYEES, OR ANY ONE ELSE, THE CONTRACTOR WILL INDEMNIFY, DEFEND AND HOLD
THE OWNER AND PZSE, INC HARMLESS OF ANY AND ALL SUCH CLAIMS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT ALL STRUCTURAL ELEMENTS AND
MEMBERS (I.E. ROOF, SLAB, COLUMNS ETC.) ARE ADEQUATELY BRACED DURING CONSTRUCTION. BRACING OF
SUCH ELEMENTS AND MEMBERS SHALL REMAIN IN PLACE UNTIL THEY ARE PROPERLY SECURED.
CONSTRUCTION MATERIAL SHALL BE EVENLY DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS
SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.
SPECIFIC DETAILS OR NOTES ON OTHER SHEETS SHALL PREVAIL OVER STANDARD NOTES ON THIS SHEET.
WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS
SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS.
THE CONTRACTOR SHALL DETERMINE THE LOCATION OF THE UTILITY SERVICE IN THE AREA TO BE EXCAVATED
PRIOR TO BEGINNING EXCAVATION.
NO PIPES, DUCTS, SLEEVES, CHASE ETC., SHALL BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, ETC., UNLESS
SPECIFICALLY SHOWN OR NOTED. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC.,
UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL
PIPES, DUCTS, ETC.
MAX
SLUMP
1.
WOOD STRUCTURAL PANEL SHEATHING (PANELS) SHALL CONFORM TO CHAPTER 2303 AND 2306 OF THE 2010 CBC, AND
APA RATED REFERENCES PS1 AND PS2.
WALL PANELS SHALL BE 3/8" MINIMUM. SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SUPPORTS WITH
STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS.
ROOF PANELS SHALL BE 15/32" MINIMUM. SPAN RATED 24/16. SHEATHING SHALL BE CONTINUOUS OVER TWO OR
MORE SUPPORTS WITH STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS.
FLOOR PANELS SHALL BE 23/32" MINIMUM, T&G, SPAN RATED 40/20. SHEATHING SHALL BE CONTINUOUS OVER TWO
OR MORE SUPPORTS WITH STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS, WITH EXTERIOR EXPOSURE AT
BALCONIES AND DECKS.
BLOCKING:
A. WALLS: ALL UNSUPPORTED PANEL JOINTS SHALL BE BLOCKED WITH 2x OR 3x BLOCKING. SEE "SHEAR WALL
TABLE" FOR SIZE.
B. FLOORS AND ROOFS: WHERE NOTED ON THE DRAWINGS, ALL UNSUPPORTED PANEL JOINTS SHALL BE
BLOCKED WITH 2x4 FLAT BLOCKING.
NAILING: PANEL NAILS (COMMON WIRE) SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH THE SURFACE OF
THE PANEL. FIELD NAILING (FN) SHALL BE 12 INCHES ON CENTER AND THE MINIMUM PANEL EDGE DISTANCES SHALL
BE MAINTAINED.
MACHINE NAILING: SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION FOR THIS PROJECT AND REVIEW BY
PZSE, INC. THE USE OF MACHINE NAILING IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. PANEL NAILS
SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH THE SURFACE OF THE PANEL AND THE MINIMUM PANEL
EDGE DISTANCES ARE MAINTAINED.
GLUED FLOORS: FIELD GLUE TO ALL SUPPORTS AND T&G EDGES PER APA, AFG-01. FRAMING SHALL BE FREE OF SURFACE
MOISTURE AND DEBRIS PRIOR TO GLUING.
WOOD STRUCTURAL PANELS (PANELS): WHERE ADJACENT WALLS ARE PANELED, PANELS SHALL BE INSTALLED OVER
AND UNDER OPENINGS:
16d
10d
8d
SIZE
(PENNY)
0.148
0.135
0.128
0.113
DIAMETERS
(INCHES)
1-5/8
1-1/2
1-3/8
1-1/4
PENETRATION
(INCHES)
20d
16d
10d
8d
SIZE
(PENNY)
0.192
0.162
0.148
0.131
DIAMETERS
(INCHES)
2-1/8
1-3/4
1-5/8
1-1/2
PENETRATION
(INCHES)
COMMON NAILS PER NDS-2005 TABLE 11-N
20d
BOX NAILS PER NDS-2005 TABLE 11-N
WOOD STRUCTURAL PANEL SHEATHING:
2.
3.
4.
5.
6.
7.
8.
9.
1.
WOOD MEMBERS:
ALL WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (DF) QUALITY GRADE STAMPED. GRADE STAMPS SHALL INDICATE
COMPLIANCE WITH THE GRADING REQUIREMENTS OF WWPA, WCLIB AND OTHER APPROVED LUMBER INSPECTION
AGENCIES. WOOD MEMBERS SHALL HAVE A 19% MAXIMUM MOISTURE CONTENT AT TIME OF PLACEMENT.
WOOD GRADES (UNLESS OTHERWISE NOTED):
B. FOR VERTICAL MEMBERS:
2x4 STUDS.....................................................................STUD GRADE
2x6 AND LARGER STUDS..........................................GRADE #2
POSTS AND TIMBERS................................................GRADE #1
SHEAR WALLTABLE
7
LTP4 CLIP
SPACING
30" O.C.
SHEAR TRANSFER
NAILING (SN)
ROOF/ TOP PLATE
SHEAR TRANSFER
16d @ 6" O.C.
22" O.C.
5
SOLE AND
SILL PLATES
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
16d @ 4" O.C.
16" O.C.
6
2x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
16d @ 3" O.C.
13" O.C.
1
2x MINIMUM
2x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
16d @ 2-1/2" O.C.
10" O.C.
STUDS
5/8" Ø AB AT 48" O.C.
W/ 7" MIN EMBEDMENT
2x MINIMUM
2x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
SIMPSON SDS1 4" x 6"
SCREW @ 5" O.C.
8" O.C.
9
8d @ 6" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 36" O.C.
W/ 7" MIN EMBEDMENT
3x MINIMUM
2x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
SIMPSON SDS1 4" x 6"
SCREW @ 3-1/2" O.C.
6" O.C.
8
3/8" CDX OR
OSB, BLOCKED
8d @ 4" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 12" O.C.
W/ 7" MIN EMBEDMENT
3x MINIMUM
3x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
SIMPSON SDS1 4" x 6"
SCREW @ 3" O.C.
ANCHOR BOLTS
260
3/8" CDX OR
OSB, BLOCKED
8d @ 3" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 10" O.C.
W/ 7" MIN EMBEDMENT
3x MINIMUM
3x MINIMUM
SIMPSON H1 @ 24" O.C.
OR RBC CLIPS @ 24" O.C.
7
EDGE
NAILING (EN)
1 L
350
3/8" CDX OR
OSB, BLOCKED
8d @ 2" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 18" O.C.
W/ 7" MIN EMBEDMENT
3x MINIMUM
3x MINIMUM
2
2 L
490
3/8" CDX OR
OSB, BLOCKED
8d @ 4" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 12" O.C.
W/ 7" MIN EMBEDMENT
3x MINIMUM
STRUCTURAL
PANEL
3 L
600
3/8" CDX OR OSB
BOTH SIDES, BLK'D
8d @ 3" O.C. EN,
12" O.C. FN
5/8" Ø AB AT 10" O.C.
W/ 7" MIN EMBEDMENT
SHEAR 1
CAPACITY
4 L
760
3/8" CDX OR OSB
BOTH SIDES, BLK'D
8d @ 2" O.C. EN,
12" O.C. FN
3
5 L
980
3/8" CDX OR OSB
BOTH SIDES, BLK'D
TYPE
6 L
1280
SIMPSON CMST12 W/ 45"
END LENGTH AND 16d @
1-3/4" O.C. (9640 lbs).
SIMPSON MST60 (4830 lbs).
SIMPSON MST48 (3370 lbs).
SIMPSON MST37 (2095 lbs).
SIMPSON HDQ14 HOLDOWN IN A 4x8 (2x4 STUDWALL) OR
6x6 POST WITH 1" Ø ANCHOR BOLT "SB1x30". MINIMUM 12"
STEMWALL WIDTH REQUIRED (14700 lbs).
INDICATES SIMPSON HDQ11 HOLDOWN IN 4x6 (MIN)
POST WITH 1" Ø ANCHOR BOLT "SB1x30". MINIMUM 10"
STEMWALL WIDTH REQUIRED (11445 lbs).
SIMPSON HDQ8 W/ SSTB34 HOLDOWN AB (7630 lbs).
SIMPSON HDU8 W/ SSTB34 HOLDOWN AB (6970 lbs).
SIMPSON HDU4 W/ SSTB24 HOLDOWN AB (4565 lbs).
SIMPSON HDU2 W/ SSTB20 HOLD DOWN AB (3075 lbs).
SIMPSON STHD 14 (RJ WHERE APPLICABLE) 3235 lbs.
SYMBOLS:
1. ALL SHEAR PANELS SHALL HAVE A 4x POST AT EACH END WITH FULL HEIGHT EDGE NAILING.
2. WRAP MST OR CMST STRAP TIES AROUND BEAM AS REQUIRED.
7 L
NOTES:
1.
WHERE ALLOWABLE SHEAR CAPACITY IS GREATER THAN 350 PLF, STUDS
RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x NOMINAL
MEMBERS OR THICKER.
2.
WHERE PLYWOOD IS APPLIED TO BOTH FACES OF WALL, PROVIDE 3x STUDS
OR BLOCKING AT PANEL EDGES AND STAGGER EDGE NAILING.
3.
"L" INDICATES LENGTH OF SHEAR WALL PANEL.
4.
TOP PLATES SPLICE ALONG ALL EXTERIIOR WALLS AND INTERIOR SHEAR
WALLS SHALL BE 48" IN LENGTH MINIMUM AND NAILED WITH (24) 16d BOX
NAILS.
5.
INSTALL FRAMING CLIPS ALONG ENTIRE LENGTH OF ROOF DIAPHRAGM.
6.
STUDS TO BE SPACED AT 16"O.C. MAXIMUM.
7.
STRUCTURAL PANEL NAILS SHALL BE COMMON NAILS:
8d = 2-1/2 INCHES x 0.131 INCHES DIAMETER;
10d = 3 INCHES x 0.148 INCHES DIAMETER;
FLOOR TO FLOOR SHEAR NAILING SHALL BE BOX NAILS:
16d = 3-1/2 INCHES x 0.135 INCHES DIAMTER
8.
WHERE EXISTING FOOTING OCCURS, INSTALL EPOXY ADHESIVE ANCHORS
AT THE SAME SPACING AS ANCHOR BOLTS.
9.
THE MINIMUM SIZE PLATE WASHER FOR ANCHOR BOLTS SHALL BE 3
INCHES x 3 INCHES x 0.229 INCHES THICK. THE HOLE IN THE PLATE
WASHER MAY BE DIAGONALLY SLOTTED WITH A MAXIMUM WIDTH 3 16"
GREATER THAN THE BOLT DIAMETER AND A LENGTH NOT TO EXCEED 1 3 4"
PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
WASHER AND NUT.
All drawings are subject to
copyright protection by law.
Reproduction in any form is
expressly forbidden without prior
approval in writing from PZSE, INC.
L
KE
NN
H
ZA
C
F E SS IO N
AL
PRO E T
PZSE, INC.
8137 SUNSET AVE., ST. 120
FAIR OAKS, CA 95628
OFFICE: (916) 961-3960
FAX: (916) 961-3965
WWW.PZSE.COM
STAMP
ED
No. S3878
Exp. 3-31-13
T STR
AL
A
T E U C T U R OR N
OF C A L I F
PROJECT MANAGER:
DESIGNER:
DRAFTER:
CHECKER:
Revision
REVISIONS:
No.
PROJECT NUMBER:
EE R
MAX
AGGREGATE
4"
A. FOR HORIZONTAL MEMBERS:
JOISTS AND RAFTERS..................................................GRADE #2
4x BEAMS AND STRINGERS.........................................GRADE #2
6x BEAMS AND STRINGERS.........................................GRADE #1
LEDGERS...............................................................................GRADE #2
HAND RAILING MANUFACTURER SUBMITTAL NOTES:
R
MIN CEMENT
1"
4"
WOOD STRUCTURAL PANEL SHEATHING WITH A THICKNESS NOT LESS THAN
5/16" FOR 16" STUD SPACING AND NOT LESS THAN 3/8" FOR 24" STUD SPACING.
NAIL W/ 6d @ 6" O.C. EDGES AND 12" O.C. FIELD.
THE RAILING MANUFACTURER SHALL SUPPLY CALCULATIONS AND DETAILS FOR
THE CONNECTION OF THE RAILING TO PZSE, INC FOR REVIEW AND APPROVAL.
THE DESIGN MUST CONFORM TO THE 2007 CBC. THE CALCULATIONS AND
DETAILS SHALL BE STAMPED AND SIGNED BY A CALIFORNIA LICENSED CIVIL
ENGINEER. APPROVAL MUST BE OBTAINED AND SUBMITTED TO THE BUILDING
OFFICIAL AT LEAST TWO WEEKS PRIOR TO FRAME INSPECTION.
PLYWOOD
PARALLEL STRAND LUMBER
PRESERVATIVE TREATED
RADIUS
REINFORCEMENT
REQUIRED
RETAINING WALL
SEE ARCHITECTURAL DETAILS
SIMILAR
SHEAR NAIL
SLAB ON GRADE
SPECIFICATION
STRUCTURAL PLYWOOD SHEATHING
SQUARE
STANDARD
SHEAR WALL
TOP & BOTTOM
TONGUE & GROOVE
TOENAIL
TOP OF WALL
TYPICAL
UNIFORM BUILDING CODE
UNLESS OTHERWISE NOTED
VERTICAL
WITH
WITH OUT
WATERPROOF OR WORK POINT
WELDED THREADED STUD
WELDED WIRE FABRIC
X
2011-102
PKZ
___
MLB
Date
PKZ
04-05-2011
SN-1
SHEET NUMBER:
STANDARD
NOTES
SHEET TITLE:
DATE:
HE
MIN 28 DAY
COMP STRENGTH
5.5 SACKS/ YD
1"
BRACED WALL PANEL CONSTRUCTION NOTES:
WP L
GYPSUM BOARD (1/2" THICK x 4'-0" WIDE, WALLBOARD OR VENEER BASE) ON
STUDS SPACED NOT OVER 24" O.C. AND NAILED W/ 5d COOLER NAILS @ 7" O.C. AT
THE EDGES AND IN THE FIELD.
CONSTRUCTION OF BRACED WALL PANELS SHALL BE BY ONE OF THE FOLLOWING METHODS:
GB L
PLYWD
PSL
P.T.
R
REINF
REQ'D
RW
S.A.D.
SIM
S.N.
S.O.G.
SPECS
SPS
SQ
STD
S.W.
T&B
T&G
T.N.
T.O.W.
TYP
U.B.C.
U.O.N.
VERT
W/
W/O
W.P.
WTS
W.W.F.
DETAIL NUMBER
DENOTES
GRIDLINE
GRIDLINE KEY
X
REVISION
NUMBER
REVISION AREA
G IN
LOCATION
2500 psi
5.0 SACKS/ YD
SLAB ON GRADE
PRE-ENGINEERED TRUSS REQUIREMENTS:
1.
2.
3.
PC L
7/8" THICK PORTLAND CEMENT PLASTER OVER EXPANDED METAL OR WOVEN WIRE
LATHE ON STUDS SPACED AT 16" O.C. THE LATHE SHALL BE NAILED TO ALL
STUDS, BLOCKING AND TOP AND BOTTOM PLATES WITH 11 GAGE, 1-1/2" LONG,
7/16" DIAMETER HEAD NAILS OR NO. 16 GAGE STAPLES WITH 7/8" LONG LEGS.
ABBREVIATIONS
FINISHED FLOOR
FACE OF CONCRETE
FACE OF MASONRY
FACE OF STUD
FOOTING
GAUGE
GALVANIZED
GLU-LAMINATED BEAM
HEADER
HORIZONTAL
INTERIOR
JOINT
KING POST
LAMINATED VENEER LUMBER
MAXIMUM
MACHINE BOLT
MECHANICAL
MINIMUM
MALLEABLE IRON WASHER
MISCELLANEOUS
MANUFACTURER
NOT APPLICABLE
NOT IN CONTRACT
NUMBER
NOT TO SCALE
OVER
ON CENTER
OUTSIDE DIAMETER
OPPOSITE
PLATE
X
SYMBOL LEGEND
DETAIL NUMBER
SHEET NUMBER
F.F.
F.O.C.
F.O.M.
F.O.S.
FTG
GA
GALV
GLB
HDR
HORIZ
INT
JT
K.P.
LVL
MAX
M.B.
MECH
MIN
M.I.W.
MISC
MNFR
N/A
N.I.C.
NO
N.T.S.
O/
O.U.
O.V.
OPP
PL
NOTES:
1. BRACED WALL PANEL SOLE PLATES SHALL BE NAILED TO THE FLOOR FRAMING WITH (3) 16d PER
16". TOP PLATES SHALL BE CONNECTED TO THE FRAMING ABOVE WITH 8d TOENAILED @ 6" O.C.
SILLS SHALL BE BOLTED TO THE FOUNDATION OR SLAB WITH 1/2" DIAMETER ANCHOR BOLTS
EMBEDDED AT LEAST 7" INTO THE CONCRETE WITH 2" x 2" x 3/6" THICK WASHERS AND SPACED
NOT MORE THAN 6'-0" O.C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER PIECE WITH ONE BOLT
LOCATED WITHIN 12" OF EACH END OF EACH PIECE.
LENGTH
X
SD-X
DETAIL KEY
SHEET NUMBER
SECTION / ELEVATION
HIGH
LOW
S-X
ANCHOR BOLT
ARCHITECTURAL
BOTTOM
BLOCK(ING)
BEAM
BOTTOM OF BEAM
BEARING
CALIFORNIA BUILDING CODE
CONSTRUCTION JOINT
CENTER LINE
CLEARANCE
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
DOUBLE
DOUGLAS FIR/LARCH
DIAMETER
DITTO (REPEAT)
EXISTING
EACH
ELEVATION
EMBEDMENT
EDGE NAIL
EQUAL OR EQUIVALENT
EXPANSION
EXTERIOR
FOUNDATION
L
TYPE
A.B.
ARCH
BOT
BLK'G
B
B.O.B
BRG
C.B.C.
C.J.
CL
CLR
C.M.U.
COL
CONC
CONN
CONT
DBL
DF
DIA
D.O.
(E)
EA
ELEV
EMBED
EN
EQ
EXP
EXT
FNDN
X
HOLDOWN SYMBOL
SHEAR WALL CALLOUT
X
DENOTES FOOTING AND
POST/COLUMN SCHEDULES.
REFER TO STRUCTURAL
PLAN SHEETS
CHANGE IN FLOOR HT
S
FOUNDATION
2500 psi
4"
CEMENT SHALL CONFORM TO ASTM C-150, TYPE II.
AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT
WEIGHT CONCRETE.
ANCHOR BOLTS SHALL CONFORM TO ASTM ASTM F1554 GRADE 36.
ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND
INSPECTED BY THE LOCAL BUILDING DEPARTMENT INSPECTOR PRIOR TO THE POURING OF ANY CONCRETE.
FINISHED SURFACES OF FLOOR SLABS SHALL NOT DEVIATE MORE THAN 1/8" FROM THE LOWER EDGE OF A 10
FOOT STRAIGHT EDGE.
CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:
NONSTRUCTURAL
SLAB ON GRADE
3000 psi
1"
BEAMS, SLABS AND
ANY OTHER
STRUCTURAL
CONCRETE NOT
NOTED
5.5 SACKS/ YD
REINFORCED CONCRETE NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
CONCRETE MIX TESTING AND DESIGN SHALL MEET THE REQUIREMENTS OF CHAPTER 3 OF ACI 318-08 AND
SECTION 1905 OF THE 2010 CBC RESPECTIVELY, AND THESE SPECIFICATIONS.
ADMIXTURES SHALL BE REVIEWED BY PZSE, INC. CALCIUM CHLORIDE OR ADDED CHLORIDES ARE NOT
PERMITTED.
DRY PACK SHALL BE 1 PART CEMENT AND 2 PARTS SAND BY VOLUME.
PROVIDE A 3/4 INCH CHAMFER ON EXPOSED CORNERS.
CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4" AMPLITUDE MINIMUM OR KEYED JOINTS PER PLAN.
WAIT 48 HOURS BETWEEN POURS.
THE LOCATION OF ALL SLAB ON GRADE CONSTRUCTION, CONTROL, AND WEAKENED PLANE JOINTS NOT
SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BE REVIEWED AND APPROVED BY PZSE, INC PRIOR TO THE
PLACING OF REINFORCEMENT.
CONCRETE CURING SHALL BE PER THE PROVISIONS OF THE BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE OF THE AMERICAN CONCRETE INSTITUTE.
ALL CONCRETE SHALL BE CONSOLIDATED WITH MECHANICAL VIBRATORS.
4.
5.
6.
7.
PRE-ENGINEERED WOOD TRUSSES SHALL CONFORM TO CHAPTER 23 OF THE 2010 CBC, TPI 1 AND THE MANUFACTURER'S
APPROVED ICC PRODUCT EVALUATION REPORTS. FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP PER
2010 CBC 1704.2.
GRADE STAMPED DOUGLAS FIR-LARCH NO. 2 OR BETTER.
DESIGN REQUIREMENTS:
A. LOADS:
TOP CHORD (TC)
DEAD LOAD
14 PSF
LIVE LOAD
18 PSF
BOTTOM CHORD (BC)
DEAD LOAD
8 PSF
LIVE LOAD
(NON-CONCURRENT W/ TC LL)
10 PSF
(CONCURRENT W/ TC LL)
20 PSF
B. DEFLECTION: ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/240.
TOP AND BOTTOM CHORD AND WEB MEMBERS SHALL BE 2x4 DF#2 MIN.
CAMBER SHALL BE 1.5 TIMES DEAD LOAD DEFLECTION.
BLOCKING, BRACING AND BRIDGING SHALL BE INSTALLED AS REQUIRED BY THE MANUFACTURER'S APPROVED PRODUCT
EVALUATION REPORTS, THE 2010 CBC, ICC APPROVALS, THE CALCULATIONS AND THE DRAWINGS.
PRE-ENGINEERED TRUSS CALCULATIONS AND LAYOUT DRAWING MUST BE SUBMITTED TO THE ENGINEER OF RECORD FOR
REVIEW AND APPROVAL. THE DESIGN MUST CONFORM TO THE 2010 CBC. APPROVAL MUST BE OBTAINED AND SUBMITTED TO
THE BUILDING OFFICIAL AT LEAST TWO WEEKS PRIOR TO FRAME INSPECTION.
DEFERRED TRUSS :
PRE-ENGINEERED TRUSS CALCULATIONS, SHOP DRAWINGS, AND LAYOUT DRAWINGS, SIGNED BY A REGISTERED CALIFORNIA CIVIL
ENGINEER, MUST BE SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW, COORDINATION AND APPROVAL. FOLLOWING THE
COMPLETION OF THE REVIEW, COORDINATION AND APPROVAL BY THE EOR, A SUBMITTAL SHALL BE FORWARDED TO THE LOCAL
BUILDING DEPARTMENT FOR REVIEW AND APPROVAL WHICH SHALL INCLUDE A LETTER FROM THE EOR STATING THAT THE REVIEW
AND COORDINATION HAS BEEN PERFORMED AND COMPLETED AND THAT THE PLANS AND CALCULATIONS FOR THE DEFERRED ROOF
TRUSSES AND/ OR FLOOR JOISTS ARE FOUND TO BE ACCEPTABLE (E.G. WITH REGARDS TO GEOMETRY, LOAD CONDITIONS,
INCLUDING TRUSS UPLIFT, ETC.) WITH NO EXCEPTION, PER CBC 106.3.4.2. THESE SUBMITTALS MUST BE PROVIDED TO THE LOCAL
BUILDING DEPARTMENT AT LEAST TWO (2) WEEKS PRIOR TO FRAME INSPECTION.
NAILING SCHEDULE PER TABLE 2304.9.1:
THE CONNECTIONS LISTED ARE THE MINIMUM PERMISSIBLE. WHERE POSSIBLE, NAILS DRIVEN PERPENDICULAR TO THE
GRAIN SHALL BE USED INSTEAD OF TOE NAILS. SEE THE DRAWINGS FOR ADDITIONAL NAILING REQUIREMENTS.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
JOIST TO SILL (PLATE) OR GIRDER, TOENAIL.....................................................................(3) 8d COMMON OR (3) 16d BOX
BRIDGING TO JOIST, TOENAIL EACH END............................................................................(2) 8d COMMON OR (2) 16d BOX
1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL..................................................(2) 8d COMMON
WIDER THAN 1" x 6" SUBFLOOR TO EACH JOIST, FACE NAIL.......................................(3) 8d COMMON
2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL........................................(2) 16d COMMON
SOLE PLATE TO JOIST OR BLOCKING:
FACE NAIL.............................................................................................16d BOX @ 16" O.C.
AT BRACED WALL PANELS...............................................................(3) 16d BOX per 16" O.C.
TOP PLATE TO STUD, END NAIL..................................................................................................(2) 16d COMMON OR (3) 16d BOX
STUD TO SOLE PLATE:
TOENAIL................................................................................................(4) 8d COMMON OR (4) 16d BOX
END NAIL...............................................................................................(2) 16d COMMON OR (3) 16d BOX;
USE (2) 20d COMMON @ 3x SOLE PLATE
DOUBLE STUDS, FACE NAIL..........................................................................................................16d BOX @ 24" O.C.
DOUBLE TOP PLATES:
FACE NAIL.............................................................................................16d BOX @ 16" O.C.
LAP SPLICE.............................................................................................(12) 16d BOX U.O.N., SEE SHEAR WALL TABLE
BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL........................(3) 8d COMMON OR (3) 16d BOX
RIM JOIST TO TOP PLATE, TOENAIL........................................................................................8d COMMON @ 6" 0.C. OR 16d BOX @ 6" 0.C.
TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL.......................................................(2) 16d COMMON OR (3) 16d BOX
CONTINUOUS HEADER, TWO PIECES (ALONG EACH EDGE).............................................16d COMMON @ 16" O.C.
CEILING JOISTS TO PLATE, TOENAIL.....................................................................................(3) 8d COMMON OR (5) 16d BOX
CONTINUOUS HEADER TO STUD, TOENAIL..........................................................................(4) 8d COMMON
CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL..................................................(3) 16d COMMON OR (4) 16d BOX MIN., SEE PLANS
CEILING JOISTS PARALLEL TO RAFTERS, FACE NAIL.......................................................(3) 16d COMMON OR (4) 16d BOX MIN. SEE PLANS
RAFTER TO PLATE, TOENAIL........................................................................................................(3) 8d COMMON OR (3) 16d BOX
BUILT-UP CORNER STUDS..............................................................................................................16d COMMON @ 24" O.C. OR 16d BOX @ 16" O.C.
2" PLANKS, EACH END AND EACH BEARING............................................................................(2) 16d COMMON
COLLAR TIE TO RAFTER, FACE NAIL.........................................................................................(3) 10d COMMON OR (4) 16d BOX
JACK RAFTER TO HIP:
TOE NAIL...............................................................................................(3) 10d COMMON OR (4) 16d BOX
FACE NAIL.............................................................................................(2) 16d COMMON OR (3) 16d BOX
ROOF RAFTER TO 2x RIDGE BOARD: FACE OR TOENAIL...................................................(2) 16d COMMON OR (3) 16d BOX
JOIST TO BAND JOIST, FACE NAIL.........................................................................................(3) 16d COMMON OR (4) 16d BOX
X
DENOTES KEYNOTE
SPECIFICATION. REFER
TO KEYNOTE SCHEDULE
ON STRUCTURAL PLAN
SHEETS
BLOCK MEMBER
EN
FOUNDATION REQUIREMENTS:
SPREAD FOOTINGS:
VERTICAL LOADS:
MIN. DEPTH: 12"
ALLOWABLE BEARING PRESSURE = 1500 PSF
FOUNDATION GENERAL NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
FLOOR JOISTS SHALL BE 2x8 DF#2 @ 16" O.C. OR EQUAL. USE LUS28 HANGERS WHERE REQUIRED.
TYPICAL FLOOR SHEATHING:
3 " CDX OR OSB, SPAN RATED 40/20, T&G, GLUED AND NAILED WITH 10d @ 6" ON CENTER AT EDGES AND 12"
4
ON CENTER IN THE FIELD.
ALL WOOD SHALL BE 8" MIN ABOVE GRADE.
MAINTAIN MINIMUM UNDER-FLOOR CLEARANCE OF 12" (GIRDERS) AND 18" (JOISTS) FOR UNTREATED WOOD
MEMBERS ABOVE EARTH.
ALL WOOD TO CONCRETE SHALL BE PRESSURE TREATED OR EQUAL, TYPICAL.
PROVIDE DOUBLE FLOOR JOISTS UNDER WALLS RUNNING PARALLEL WITH FLOOR JOISTS THAT SPAN 8'-0"
OR LONGER.
THE CONTRACTOR IS RESPONSIBLE FOR REFERRING TO BRACED WALL PLANS TO VERIFY HOLDOWN
LOCATIONS, STRUCTURAL PLYWOOD SHEATHING SPECIFICATIONS AND NAILING SCHEDULE.
THE CONTRACTOR SHALL VERIFY ALL ROUGH OPENING SIZES AND RELATED FRAMING FOR POST LOCATIONS
AT WINDOWS, DOORS AND OTHER OPENINGS.
CONTRACTOR TO FIELD VERIFY THAT EXISTING FOUNDATION HAS AS A MINUMUM:
12" WIDE x 12" DEEP FOOTING WITH (1) #4 REBAR TOP AND BOTTOM (TOTAL 2).
ALL SQUARE POST PAD FOOTINGS SHALL BE 12" MIN DEEP WITH #4 REBAR @ 12" O.C. BOTH WAYS, 3" CLEAR
FROM BOTTOM OF FOOTING.
PROVIDE 5 8" Ø x 10" ANCHOR BOLTS @ 6'-0" O.C. AT ALL BEARING WALLS AND EXTERIOR NON-SHEAR WALLS.
SEE "SHEAR WALL TABLE" ON SHEET SN-1 FOR ANCHOR BOLT SPACING WHERE SHEAR WALLS OCCUR.
NAILS IN PRESERVATIVE TREATED WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE OR COPPER. ANCHOR BOLTS MAY BE OF MECHANICALLY DEPOSITED ZINC
COATED STEEL WITH COATING WEIGHTS PER ASTM B 695, CLASS 55 MINIMUM.
ALL HOLDOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO ENCLOSURE.
14.
REINFORCING STEEL NOTES:
1.
2.
3.
4.
5.
6.
SIZE
(INCHES)
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
REQUIRED
THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER PER SECTION 1704.1 OF THE 2010 CBC.
THE REPORT(S) PREPARED BY THE SPECIAL INSPECTOR SHALL BE SIGNED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND SHALL BE SUBMITTED TO THE
BUILDING OFFICIAL AND PZSE, INC.
THE SPECIAL INSPECTION SHALL BE CONTINUOUS DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED.
THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE BUILDING OFFICIAL TO PERFORM THE TYPES OF INSPECTIONS SPECIFIED.
FILL IN BOX IF
SPECIAL INSPECTION/ INSPECTOR REQUIREMENTS (CHAPTER 17, 2010 CBC):
1.
2.
3.
4.
SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTION:
THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE INSPECTIONS REQUIRED IN SECTION 109, APPENDIX CHAPTER 1.
SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE BUILDING OFFICIAL. SPECIALLY INSPECTED WORK THAT IS INSTALLED
OR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL AND THE SPECIAL INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE.
1.
IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO INFORM THE SPECIAL INSPECTION AGENCY AT LEAST 24 HOURS
PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION.
SPECIAL INSPECTIONS:
A. EPOXY FILLED ANCHOR BOLT HOLES: CONTINUOUS INSPECTION FOR ALL EPOXY INSTALLATION..........................................................................................................................
2.
CONTINUOUS MEMBER
CLIENT:
IA
SACRAMENTO DESIGN GROUP
770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361
PA
U
R
TE
RE G I S
RESIDENCE
6055 'B' STREET, ELMIRA, CA 95687
13.
TYPICAL ROOF SHEATHING: 15 32" CDX OR OSB SPAN RATED 32 16, NAILED WITH 8d @ 6" O.C. EDGES, 12" O.C.
FIELD.
FOR TYPICAL HEADER AND CEILING JOIST SIZE AND SPANS, SEE DETAIL 3/SD-1.
INSTALL 2x6 OUTLOOKERS AT 3'-0" O.C. AT ALL GABLE ENDS, U.O.N.
ROOF GENERAL NOTES:
1.
2.
3.
PROVIDE 2x SOLID RAFTER BLOCKING AT EXTERIOR WALLS, TYPICAL.
TYPICAL RAFTERS: 2x4 DF#2 @ 24" O.C. U.O.N.
WHERE ROOF IS CONVENTIONALLY FRAMED, THE FOLLOWING SHALL APPLY:
4.
5.
7.
8.
BAR REINFORCING SHALL CONFORM TO ASTM A615, GRADE 40.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP 12" WHERE SPLICED.
REINFORCING DETAILING, FABRICATION AND PLACING SHALL CONFORM TO THE PROVISIONS OF THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE OF THE AMERICAN CONCRETE INSTITUTE.
DOWELS SHALL BE THE SAME SIZE AND SPACING AS WALL REINFORCEMENT.
THE CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT IN A LAYER SHALL NOT BE LESS THAN 1-1/2 TIMES
THE NOMINAL DIAMETER OF THE REINFORCEMENT, OR 1-1/3 TIMES THE MAXIMUM SIZE AGGREGATE, NOR LESS
THAN 1-1/2 INCHES.
ALL REINFORCING STEEL, ANCHOR BOLTS, HOLD DOWN ANCHORS, DOWELS AND INSERTS SHALL BE WELL
SECURED IN POSITION PRIOR TO PLACING CONCRETE OR GROUT.
REINFORCING STEEL SHALL BE PROVIDED WITH THE FOLLOWING AMOUNTS OF CONCRETE COVER UNLESS
OTHERWISE NOTED:
CONCRETE CAST AGAINST EARTH.................................................3"
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BAR..................................................2"
NO. 5 OR SMALL BARS.............................................................1-1/2"
SPLICES:
CONCRETE:
SPLICES IN NO. 8 OR SMALLER BARS SHALL BE 45 DIAMETERS. SPLICES IN ADJACENT BARS SHALL BE
STAGGERED 5'-0".
THICKNESS
(INCHES)
2x2
THE MINIMUM SIZE PLATE WASHER FOR ANCHOR
BOLTS SHALL BE 3"x3"x0.229" THICK. THE HOLE IN
THE PLATE WASHER MAY BE DIAGONALLY SLOTTED
WITH A MAXIMUM WIDTH 3 16" GREATER THAN THE
BOLT DIAMETER AND A LENGTH NOT TO EXCEED 1 3 4"
PROVIDED A STANDARD CUT WASHER IS PLACED
BETWEEN THE PLATE WASHER AND NUT.
EDGE OR END DISTANCES OF NAILS IN THE DIRECTION OF STRESS SHALL NOT BE LESS THAN ONE HALF THE
REQUIRED PENETRATION OF 12 NAIL DIAMETERS. THE SPACING CENTER TO CENTER OF NAILS IN THE DIRECTION OF
STRESS SHALL NOT BE LESS THAN THE REQUIRED PENETRATION. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT
SPLITTING, SHALL BE BORED TO A DIAMETER SMALLER THAN THAT OF THE NAIL.
ANCHOR BOLTS HOLES SHALL BE 1/32 TO 1/16 INCH LARGER THAN THE ANCHOR BOLT DIAMETER. HOLES MORE THAN
1/16 INCH LARGER SHALL BE EPOXY FILLED UNDER THE CONTINUOUS SUPERVISION OF A LICENSED SPECIAL
INSPECTOR.
BOLTS SHALL BE INSTALLED NOT LESS THAN 7 BOLT DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE
OF THE MEMBER. ALL NUTS SHALL BE TIGHTENED WHEN INSTALLED AND RE-TIGHTENED AT THE COMPLETION OF
WORK OR BEFORE CLOSING IN. THREAD PROJECTION SHALL BE 1/16 INCH MINIMUM BEYOND THE NUT. BOLTS IN
SPECIFIED SLOTTED HOLES SHALL BE CENTERED IN THE SLOT UNLESS OTHERWISE NOTED.
LAG SCREW CLEARANCE AND LEAD HOLES SHALL BE BORED AS FOLLOWS: THE CLEARANCE HOLE FOR THE SHANK
SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF
UNTHREADED SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60% OF THE
SHANK DIAMETER FOR SCREWS UP TO 1/2 INCH IN DIAMETER AND 75% OF THE SHANK DIAMETER FOR LARGER LAG
SCREWS.
USE CUT STEEL WASHERS FOR BOLTS, LAG SCREWS AND NUTS UNLESS OTHERWISE NOTED.
ANCHOR BOLTS, BOLTS, LAG SCREWS AND NUTS SHALL BE PROVIDED WITH SQUARE STEEL PLATE WASHERS UNDER
HEADS AND NUTS WHICH BEAR ON WOOD:
BOLT DIAMETER
(INCHES)
1/4
3x3
2-3/4 x 2-3/4
2x2
5/8
5/16
1/2
3/4
3/8
5/16
ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. ALL BOLT HOLES DRILLED IN
WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN THE BOLT DIAMETER.
ALL FRAMING CONNECTORS ANCHORS, POST CAPS, COLUMN BASES, ETC. SHALL BE MANUFACTURED BY "SIMPSON
COMPANY" AND INSTALLED PER THE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC APPROVED).
THE SIZE AND NUMBER OF NAILS SHALL BE THE MAXIMUM SPECIFIED BY THE MANUFACTURER.
HOLD DOWN ANCHORS SHALL BE MANUFACTURED BY "SIMPSON COMPANY" AND INSTALLED PER THE
MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC APPROVED). THE HOLD DOWN SHALL BE INSTALLED
TIGHT TO THE HOLD DOWN POST WITHOUT FILLERS OR DAPPING.
ALL SILLS, LEDGERS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS-FIR
LARCH. NEWLY EXPOSED SURFACES RESULTING FROM FIELD CUTTING, BORING OR HANDLING SHALL BE TREATED IN
ACCORDANCE WITH AWPA M-4.
FULL DEPTH BLOCKING OR BRIDGING SHALL BE INSTALLED AT INTERVALS NOT EXCEEDING 8 FEET FOR ALL JOISTS
AND RAFTERS 2x12 AND DEEPER.
ROOF AND FLOOR JOIST OVER 4 INCHES DEEP SHALL HAVE THEIR ENDS HELD IN POSITION WITH EITHER: A) FULL
DEPTH BLOCKING, B) NAILED BRIDGING, C) NAILING OR BOLTING TO OTHER FRAMING MEMBERS OR, D) APPROVED
JOISTS HANGERS.
ALL EXPOSED STEEL TIMBER HARDWARE, FASTENERS AND CONNECTORS SHALL BE GALVANIZED.
CUTTING, NOTCHING, BORING OR COUNTER SINKING OF WOOD MEMBERS SHALL BE PERMITTED ONLY AS DETAILED
OR APPROVED BY THE ENGINEER. HOLES THROUGH PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED
40% OF THE MEMBER WIDTH AND SHALL BE LOCATED IN THE CENTER OF THE MEMBER.
JOISTS UNDER AND PARALLEL TO BEARING WALLS SHALL BE DOUBLED. PROVIDE SOLID BLOCKING UNDER
PARTITIONS PERPENDICULAR TO JOISTS.
PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, SHEAR WALLS, BEAMS AND HEADERS.
CARRY UPPER LEVEL POSTS INTO LOWER LEVELS AND PROVIDE SOLID BLOCKING UNDER ALL POSTS IN FLOORS.
3-1/2 x 3-1/2
1
7/8
3/16
STRUCTURAL WOOD NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
NOTE: SPECIFIC DETAILS OR NOTES ON OTHER SHEETS SHALL PREVAIL OVER STANDARD DETAILS AND NOTES ON THIS SHEET
PROJECT:
(6) 16d
DOUBLE TOP PLATE
2x SOLID BLOCKING FOR SPS
AND AT 10'-0" O.C. MAX
FROM ENDS OF STUDS
5/8" DIA ANCHOR BOLTS
@ 6'-0" O.C. WITH 3/16" x
2" x 2" SQUARE
WASHERS U.O.N. (SEE
"SHEAR WALL TABLE"
FOR SIZE AND SPACING)
4'-0'' LAP MIN
W/ 24-16d
HEADER TO MATCH STUD WIDTH
9'' 9''
9'' 9''
2x SILL UP TO 6'-0"
WIDE OPENING
(2) 2x SILL 6'-0" TO 10'-0"
(3) 2x SILL 10'-1" TO 12'-0"
FOR TYPICAL HEADER
SCHEDULE SEE:
"DETAIL 3" THIS SHEET
A34 - STUD TO PLATE @
TOP & BOTTOM OF
WALLS OVER 10'-0" TALL.
A34 - HEADER TO
TRIMMER IF OVER 10'
WIDE OPENING.
ADDITIONAL 2x
STUD IF OVER 6'-0"
WIDE OPENING
(1) 2x STUD UP TO
6'-0" WIDE OPENING
2x TRIMMER STUD
2x CRIPPLE STUDS
UNDER OPENING, TYP
6'-0'' MAX
TYP
547
(3) 16d STUD TO
BEAM EA SIDE
16d @ 12" O.C.
STAGGERED, STUD
TO BEAM SUPPORT.
BEAM PERPENDICULAR TO WALL
FULL HEIGHT
STUD EA SIDE
BEAM SUPPORT
PER PLAN
TOP PLATE
INSTALL ST6224 WHERE BOTH TOP PLATES
ARE INTERUPTED DUE TO BEAM
INSTALLATION, U.O.N. SEE SHEAR WALL PLAN
(6) 16d @ STUD
TO BEAM
16d @ 12" O.C.
STAGGERED,
STUD TO BEAM
SUPPORT.
6
11
5
9
4
7
3
5
3
4
2
4
2
3
2
3
2
2
2
2
LEDGER
CONN.
RAFTER TIE
CONNECTION TABLE
24"
48"
24"
48"
24"
48"
24"
48"
24"
48"
NO.
RAFTER
TIE
SLOPE SPACING 16d
4:12
5:12
7:12
9:12
12:12
2x LEDGER W/ (3) 16d TO EACH STUD. USE (4)
16d FOR SPANS > 15'-0". LEDGER DEPTH TO
MATCH CEILING JOIST. SEE RAFTER TIE
TABLE FOR LEDGER CONNECTION WHERE
CEILING JOISTS ARE CONTINUOUS TO
RAFTERS.
(3) 8d T.N., CEILING
JOIST TO TOP PLATE
S 1.5
S 1.5
S 1.5
CEILING JOIST. SEE PLAN FOR
SIZE, SPACING AND LOCATION
S 1.5
S 1.5
S 1.5
WHERE CEILING JOISTS LAP
OVER PARTITION, ARE PARALLEL
TO AND ARE CONNECTED TO
RAFTERS, FACE NAIL PER RAFTER
TIE CONNECTION TABLE.
OTHERWISE MIN. (3) 16d
2x BLOCKING, DEPTH TO MATCH
CEILING JOIST, NAILED TO TOP
PLATE W/ (3) 8d T.N.
DOUBLE TOP PLATE
2x STUDWALL
TYPICAL UNLESS OTHERWISE NOTED
24
16
24
16
24
16
24'-0"
18'-0"
20'-0"
13'-0"
15'-0"
8'-0"
10'-0"
16'-3"
19'-10"
13'-3"
16'-3"
10'-6"
12'-10"
7'-2"
8'-9"
MAX SPAN (@ 10 MAX SPAN (@ 20
PSF LIVE LOAD) PSF LIVE LOAD)
16
22'-0"
SPACING
(INCHES)
24
4
2x BACKING W/ 16d @ 12" O.C.
TO CEILING MEMBER
2x CEILING MEMBER
2x4 FLAT FRAMING @ 48" O.C.
W/ (2) 16d @ WALL & EA END
2x BACKING W/ 16d @ 8" O.C.
2x CEILING MEMBER
GYPBOARD
GYPBOARD
NOTE:
GAP BETWEEN BOTTOM OF
TRUSS CHORD AND TOP OF
NON-BEARING WALL TOP
PLATE IS A RESULT OF
CAMBER BUILT INTO
TRUSS. DO NOT
INTENTIONALLY REMOVE.
STAGGER HORIZONTAL
JOINTS MIN. 12"
E.N. PER SHEARWALL
SCHEDULE
SHEARWALL PER PLAN
MIN. 1/8" SPACE
BETWEEN PANELS
HOLDOWN POST PER PLAN
E.N. FULL HEIGHT
HOLDOWN WHERE OCCURS
PER PLAN
ANCHOR BOLTS PER
SHEARWALL SCHEDULE
2 MIN, FOR
STEP FTGS
1 MAX
All drawings are subject to
copyright protection by law.
Reproduction in any form is
expressly forbidden without prior
approval in writing from PZSE, INC.
L
KE
NN
H
ZA
C
F E SS IO N
AL
P RO E T
PZSE, INC.
8137 SUNSET AVE., ST. 120
FAIR OAKS, CA 95628
OFFICE: (916) 961-3960
FAX: (916) 961-3965
WWW.PZSE.COM
STAMP
ED
No. S3878
Exp. 3-31-13
T STR
AL
A
T E U C T U R OR N
OF C A L I F
PROJECT MANAGER:
DESIGNER:
DRAFTER:
CHECKER:
Revision
REVISIONS:
No.
EE R
548
X
2x OFFSET CEILING MEMBER
NAIL IN MIDDLE OF SLOTS
USE STC CLIP @ MNFR TRUSS
GYPBOARD
2x BACKING W/ 16d @ 8" O.C.
NON BEARING WALL DETAIL
Scale: 1" = 1'-0"
FRAMING MEMBER AT
ADJOINING PANEL EDGE,
PROVIDE 2x OR 3x PER
SHEARWALL SCHEDULE
STUD DEPTH BLOCKING AT ALL
HORIZONTAL ADJOINING
PANEL EDGES, PROVIDE 2x OR
3x PER SHEARWALL SCHEDULE
FIELD NAILING PER
SHEARWALL SCHEDULE
STUD WALL PER PLAN
E.N. PER SHEARWALL
SCHEDULE
SILL PLATE
PER PLAN
SHEARWALL FRAMING DETAIL
Scale: NOT TO SCALE
45° MAX
FOR BEAMS & SLABS U.O.N.
BENT BARS
LAP
55"
MASONRY
26"
39"
47"
R
BLOCKING BETWEEN
FRAMING MEMBERS
(WHERE OCCURS)
PROVIDE 1/8" GAP BETWEEN
PANEL EDGES, TYPICAL (EXCEPT
AT T&G SHEATHING)
NOTES:
1. STAGGER PLYWOOD JOINTS MIN.
2'-0" O.C. & ALIGN PLYWOOD
JOINTS OVER FRAMING MEMBERS
2. SEE SHEET S-N FOR SHEATHING
SPECIFICATIONS.
3. ORIENT PLYWOOD WITH FACE
GRAIN PERPENDICULAR TO
FRAMING MEMBERS.
4. MIN. PANEL SIZE TO BE 2'-0" x
2'-0" UNLESS ALL EDGES ARE
BLOCKED.
8
90° "L" HOOK
R=3 DIA FOR #3 TO #7
R=4 DIA FOR #8 TO #11
WIRE TOGETHER @ EA END
1 MAX
SPLICES
6
COLUMN BAR OFFSET
CONC
24"
24"
36"
48"
TYP LAP SPLICE
BAR
#4
#5
#6
#7
HE
2x10
2x8
2x6
2x4
SIZE
(DF #2)
CEILING JOIST SCHEDULE
LUS24: 2x4 & 2x6 CEILING JOISTS
LUS28: 2x8 & 2x10 CEILING JOISTS
2x STUDWALL
NON-BEARING
4x6 OR 6x6 4x4 OR 4x6 FLAT
BEARING
4'-0"
4x8 OR 6x8
4x6 OR 6x6
4x10 OR 6x8
4x12 OR 6x10
532
HEADER & CEILING JOIST TABLES
Scale: 1" = 1'-0"
USE HU4XX OR HU6XX HANGERS TO MATCH
BEAM DEPTH WHERE REQUIRED. USE HSUR/L410
HANGERS AT SKEWED CONNECTIONS
8'-0"
6'-0"
MAXIMUM
OPENING SIZE
HEADER SCHEDULE (U.O.N.)
NOTE:
1. USE 16d COMMONS OR SINKERS
2. USE SDS 1 4" x 3" WOOD
SCREWS AT LEDGER
CONNECTION WHERE CEILING
JOISTS ARE CONTINUOUS TO
RAFTERS.
3
EDGE NAIL TO BLOCKING PER
PLAN AT BLOCKED DIAPHRAGM
(WHERE OCCURS)
EDGE NAILING PER PLAN AT
ALL SUPPORTED EDGES
FIELD NAIL PER PLAN
FRAMING MEMBERS PER PLAN
X
180° "J" HOOK
6 DIA OR 4" MIN
STANDARD HOOKS
6 DIA OR 4" MIN
X
BEND AROUND PIN (4 DIA
MIN) UP TO #5 BARS
STIRRUPS AND TIES
REINFORCING STEEL DATA
Scale: NOT TO SCALE
G IN
MAX HOLE SIZE W/O
STRAP (40%-60% OF
STUD WIDTH)
2-1/4"
DIAPHRAGM NAILING
Scale: NOT TO SCALE
6" MIN
TYPICAL INTERIOR
REBAR PER PLAN
(WHERE OCCURS)
6" TYP
TYPICAL CORNER
DOUBLE LAYER REINFORCING
12
PROJECT NUMBER:
2011-102
PKZ
___
MLB
Date
PKZ
04-05-2011
SD-1
SHEET NUMBER:
STRUCTURAL
DETAILS
SHEET TITLE:
DATE:
EN
BEAM CONNECTION DETAIL
Scale: 1" = 1'-0"
BEAM PARALLEL TO WALL
BEAM SUPPORT
PER PLAN
AT EXTERIOR WALLS
ONLY, SEE "DETAIL 1" THIS
SHEET FOR ADDITIONAL
CONNECTION REQ'S
2
PROVIDE NEAT CLEAN HOLE PER
SCHEDULE BELOW AT CL AND 5/8"
MIN CLR FROM EDGE OF PLATE
TOP PLATE
SIZE
2-1/8"
4-1/4"
7
6" MIN
TYPICAL INTERIOR
REBAR PER PLAN
(WHERE OCCURS)
ALTERNATE TAILS
TYPICAL CORNER
SINGLE LAYER REINFORCING
X
CONTINUOUS FOOTING REINFORCING
Scale: 1" = 1'-0"
EXISTING CONCRETE
FOOTING
FLOORING (SLAB WHERE
OCCURS) NOT SHOWN
DRILL AND EPOXY BOND
24" 4
#4
DOWEL
1
7"
@ 12" O.C. MAX WITH
SIMPSON EPOXY TIE
ADHESIVE
S
070
"D" MIN
WHERE BEARING JOIST OR
RAFTER OCCURS OVER STUD
BAY WITH DRILLED TOP
PLATE, ADD STUD BELOW
RPS STRAP ACROSS EA
PLATE AS REQUIRED PER
SCHEDULE U.O.N. ON PLANS
2x4
3-1/4"
2-1/4"
HOLE SCHEDULE
2x6
1-3/8"
4-1/4"
REINFORCEMENT
PER PLAN
FINISH GRADE
PIPE AND
TRENCH TO BE
LOCATED ABOVE
SLOPED LINE
PIPE PARALLEL
TO FOOTING
11
CONCRETE FOOTING. SEE
FOUNDATION PLAN FOR SIZE.
FOOTING
REINFORCEMENT, LAP
WITH DOWEL
448
R
2x BLOCKING WITH
COUNTERSUNK BOLT
HEAD WHERE STUD
OCCURS
6'-0'' MAX
TYP
L/6 MIN
DEPTH OF CEILING JOIST OR RAFTER.
CLEAR SPAN
WALL TYPE
2x4
2-1/4"
MAX HOLE SIZE W/
RPS STRAP (5/8" MIN
EDGE CLEARANCE)
2x6
X
FRAMING NOT
SHOWN
24" MIN
LAP (TYP.)
NO PIPES
PARALLEL TO
FOOTING THIS
AREA
1'-6"
REINFORCEMENT SAME SIZE AS IN
CONTINUOUS FOOTING
1
2
SECTION VIEW
SEE PLAN
CONCRETE STEPS W/ 1"
MIN. NOSING
#4
DOWELS
@ 32" O.C.
#4 @ 16" O.C.
SLOPED W/ STEPS
6" CONCRETE WALL
2" CLR
TYP
3" DIAMETER DRAIN
@ 4'-0" O.C., TYP
NOTE:
THE SIMPSON EPOXY TIE
ADHESIVE LISTINGS/
APPROVALS ARE AS FOLLOWS:
ICC EVALUATION SERVICE
ESR-1772
FOOTING RETROFIT DETAIL
Scale: 1" = 1'-0"
U
PA
2x SILL PLATE WITH FULL
BEARING ON CONCRETE
TOP OF CURB
TOP OF CONCRETE
END OF SILL PLATE OR AT END OF
NOTCH GREATER THAN 1/3 PLATE WIDTH
L/3 MAX
D/3 MAX
N:
L:
Ds : STUD WIDTH
D:
D/3 MAX
TYPICAL EXTERIOR WALL FRAMING
Scale: 1" = 1'-0"
L/3 MAX
5/8" MIN.
Ds x N MAX @ CL
INTERIOR
NON-STRUCTURAL
INTERIOR /
EXTERIOR SW OR
BEARING
HOLES IN TOP PLATE DETAIL
Scale: 1" = 1'-0"
X
SSTB ANCHOR
BOLT HEAD
CORNER INSTALLATION
(INSTALL WITH ARROW ON TOP OF
THE BOLT ORIENTED AS SHOWN)
45°
16
0°
40 BAR DIA.
CRUSHED ROCK
BACKFILL
FINISH
GRADE
16
CLIENT:
IA
SACRAMENTO DESIGN GROUP
770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361
40% @ BEARING WALLS OR 60% @ BEARING WALLS
WHERE STUDS ARE DOUBLED AND NO MORE THAN (2)
SUCCESSIVE SETS OF DOUBLE STUDS ARE BORED.
60% @ NON-BEARING PARTITION WALLS.
6
SLEEVED PIPE
THROUGH FOOTING
FOOTING PER PLAN
6" MIN. 8" FOR
7/8" DIA. SSTB
OUTER EDGE
OF CONCRETE
COUPLER NUT & THREADED ROD TO
MATCH SSTB"XX" ANCHOR BOLT
DIAMETER AT RAISED FLOOR
LOCATIONS
PIPE THROUGH FOOTING DETAIL
Scale: NOT TO SCALE
NOTE:
ALL PIPES SHALL HAVE A PVC SLEEVE 2"
REINFORCEMENT
LARGER THAN PIPE OUTER DIAMETER
PER PLAN
PLUMBING EMBEDDED INTO CONCRETE
SHALL HAVE FLEXIBLE COUPLINGS AT
ENTRY/EXIT POINTS. NO PIPE TO RUN
SLEEVED PIPES
PARALLEL IN FOOTING, ALL PIPES TO HAVE
THROUGH
1-1/2" CLR. TO REINFORCING. 6" CLEARANCE
FOOTING
SHALL BE MAINTAINED BETWEEN PIPES.
10
1-3/4" MIN EDGE
DISTANCE
#4 REBAR U.O.N.
SEE PLANS
CONCRETE
FOOTING
#4 @ 16" O.C. HORIZONTAL
#5 @ 16" O.C. VERTICAL
3" CLR
724.1
12 DIA OR 6" MIN
TE
RE G I S
RESIDENCE
6055 'B' STREET, ELMIRA, CA 95687
NOTE:
1. DO NOT NOTCH BOTTOM OF CEILING JOIST OR RAFTER.
2. PROVIDE NAIL GUARDS AS REQUIRED
X
NAILS PER PLAN
FRAMING
MEMBER
HD (SHARED)
L
X
APA RATED SHEATHING
PER PLAN
7''
EMBED
HD (SHARED)
NON-CORNER INSTALLATION
(BOLT MAY BE INSTALLED @ 45°
TO 135° AS SHOWN)
1'-0"
CONCRETE STAIR DETAIL
SCALE: 1 2" = 1'-0"
PROJECT:
Ds
TYPICAL HOLES AND NOTCHES
IN SOLID SAWN MEMBERS
Scale: 1" = 1'-0"
1/8" CLR
3/8"
NAILS PER PLAN
EN
LX
EN
OPTION C
X
L
15
R
1
5
3/8"
PROVIDE 1/8" SPACE
BETWEEN PANELS AT
TIME OF INSTALLATION
OF SHEATHING
ONE STUD BAY
EN
SN STUD TO POST
DBL. SIDED S.W. OFFSET
NOTE:
FOR DOUBLE SIDED SHEAR WALLS
INSTALL SHEATHING WITH MINIMUM
OVERLAP OF ONE STUD BAY
X
L
X
EN
XL
SN STUD TO POST
X
L
135°/90°/45°
SSTB ANCHOR
BOLT HEAD
0°
OUTER EDGE
OF CONCRETE
45°
APA RATED SHEATHING
PER PLAN
FRAMING
MEMBER
HD (SHARED)
EN
XL
OPTION B
SN STUD TO POST
EN
SHEARWALL NAILING DETAIL
Scale: NOT TO SCALE
SINGLE SIDED
NOTE:
PROVIDE 1/8" SPACE BETWEEN PANELS AT
TIME OF INSTALLATION OF SHEATHING
9
SN STUD TO POST
L
X
EN
XL
HD (SHARED)
NOTE:
PROVIDE 3" MINIMUM COVER ON SIDES AND
BOTTOM OF SSTB"XX" ANCHOR BOLTS.
X
MIN. (18" MIN)
D/3 MAX
OPTION F
ANCHOR BOLT DETAIL
Scale: 1" = 1'-0"
40 BAR DIA.
D/6 MAX
NOTE: FOR SHEAR NAIL (SN) SCHEDULE,
SEE "SHEAR WALL TABLE" ON SHEET SN-1.
14
R
5" CLR
MIN. (18" MIN)
''D''
OPTION E
X
6" MIN
EN
HD (SHARED)
OPTION A
EN
XL
OPTION D
HOLDOWN OPTIONS DETAIL
3" CLR
3"
2" MIN
2" MIN
EMBED 7"
Ds
MAX
D
Ds MIN
Scale: 1" = 1'-0"
HD (SHARED)
13
1'-0"
CLR
CL JOIST
MAX SILL PLATE
THICKNESS
STUDWALL
PER TABLE
MIN END DISTANCE
X
7-1/2"
X
ALTERNATE BRACED
WALL LOCATION
SOLE PLATE
FLOOR SPS
FLOOR JOIST
SOLID BLOCKING UNDER
POST (WHERE OCCURS)
FIELD VERIFY EXISTING
FOOTING SIZE
FLOOR JOIST
ALTERNATE
FLOOR JOISTS
PARALLEL W/ STEM
WALL
3
5/8" DIA AB W/ 2" x 2" x 3/16" THICK
PLATE WASHER AT 4'-0" MAX U.O.N.
(SEE "SHEAR WALL TABLE")
SILL PLATE FULL WIDTH
OF CONCRETE STEM WALL
FINISH GRADE
GIRDER DETAIL
6" ONE STORY
7" TWO STORY
7 1/2"
X
WALL FRAMING
NOT SHOWN
GIRDER, SEE PLANS FOR
SIZE. USE HUXXTF HANGER
TO MATCH GIRDER DEPTH.
#4 TOP AND BOTTOM
UNLESS OTHERWISE NOTED
ON FOUNDATION PLAN
4
BRACED WALL, SEE PLANS
(3) 16d PER 16"
SOLE PLATE
8d @ 6" O.C. EDGE NAILING
BLOCKING
FLOOR JOIST
LTP4 CLIP @ 24" O.C. ALONG
LENGTH OF BRACED WALL
SILL PLATE AND ANCHOR BOLT,
SEE "BRACED WALL TABLE" FOR
SIZE AND SPACING
FINISH GRADE
#4 TOP AND BOTTOM UNLESS
OTHERWISE NOTED ON
FOUNDATION PLAN
SHEAR TRANSFER DETAIL
X
X
7-1/2"
118A
5A.2
X
X
ALTERNATE BRACED
WALL LOCATION
TRUSS
ALTERNATE CONNECTION
ADD JOIST
AS REQUIRED
SOLID BLOCKING UNDER
POST (WHERE OCCURS)
2x BLOCKING
ROOF SPS
H1 CLIP TRUSS TO TOP
PLATE.
ALTERNATE BRACED
WALL LOCATION
All drawings are subject to
copyright protection by law.
Reproduction in any form is
expressly forbidden without prior
approval in writing from PZSE, INC.
L
KE
NN
H
ZA
C
F E SS IO N
AL
P RO E T
PZSE, INC.
8137 SUNSET AVE., ST. 120
FAIR OAKS, CA 95628
OFFICE: (916) 961-3960
FAX: (916) 961-3965
WWW.PZSE.COM
STAMP
ED
No. S3878
Exp. 3-31-13
T STR
AL
A
T E U C T U R OR N
OF C A L I F
PROJECT MANAGER:
DESIGNER:
DRAFTER:
CHECKER:
Revision
REVISIONS:
No.
EE R
SCALE: 1" = 1'-0"
ROOF SPS EDGE NAILING
SPS EDGE NAILING
SEE ARCH PLANS FOR
FASCIA BOARD &
OVERHANG DETAILS
DOUBLE TOP PLATE OR
BEAM (WHERE OCCURS)
BRACED WALL, SEE PLANS
BRACED WALL / ROOF DETAIL
SCALE: 1" = 1'-0"
R
8
HE
ALTERNATE SHEAR
WALL LOCATION
HDU2 OR HDU4 WITH SIMPSON
SDS1 4X3 WOOD SCREWS
FLOOR JOIST
SOLID BLOCKING
UNDER POST
NOTE:
THE SIMPSON EPOXY TIE
ADHESIVE LISTINGS/
APPROVALS ARE AS FOLLOWS:
ICC EVALUATION SERVICE
ESR-1772
SPS EDGE NAILING
SEE ARCH PLANS FOR
FASCIA BOARD &
OVERHANG DETAILS
GABLE END TRUSS
16d @ 12" O.C.,
TRUSS TO BLKG
EDGE NAILING
BRACED WALL, SEE PLANS
G IN
X
12" ONE STORY
15" TWO STORY
503
X
405M
X
12
PROJECT NUMBER:
2011-102
PKZ
___
MLB
Date
PKZ
04-05-2011
SD-2
SHEET NUMBER:
STRUCTURAL
DETAILS
SHEET TITLE:
DATE:
EN
SCALE: 1" = 1'-0"
SHEAR WALL, SEE PLANS
4x POST
SPS E.N.
RIM JOIST
5/8" DIA SIMPSON "SET"
EPOXY-TIE ADHESIVE ANCHOR
WITH 10" MINIMUM EMBEDMENT.
FINISH GRADE
EXISTING FOOTING
HOLDOWN RETROFIT DETAIL
Scale: 1" = 1'-0"
CUT NOTCH @ 2x OUTLOOKER
ROOF SPS
2x BLKG W/ 16d
@ 12" O.C.
15A
S
7
(2) 16d END NAILS
TRUSS BRACING PER MFR
2x BLKG @ 48" O.C. W/
(2) 16d @ EA END
DOUBLE TOP PLATE OR
BEAM (WHERE OCCURS)
ALTERNATE BRACED
WALL LOCATION
GABLE ROOF BRACED WALL
SCALE: 1" = 1'-0"
16
6"
BRACED WALL, SEE PLANS
(3) 16d PER 16"
8d @ 6" O.C. EDGE NAILING
RIM JOIST
LTP4 CLIP @ 24" O.C. ALONG
LENGTH OF BRACED WALL
FINISH GRADE
EXISTING SILL PLATE AND ANCHOR
BOLT, SEE "BRACED WALL PANEL
CONSTRUCTION NOTES" FOR SIZE AND
SPACING. RETROFIT AS REQUIRED
FIELD VERIFY #4 TOP AND
BOTTOM
2x6 STUDS @ 16" O.C.
3/8" SPS
POST (WHERE OCCURS)
2x6 PTDF SILL PLATE W/ 5/8" DIA x
10" ANCHOR BOLTS WITH 7"
EMBEDMENT @ 4'-0" O.C. MAX, MIN 2
PER PIECE, MAX 12" FROM END U.O.N.
CONCRETE SLAB
(WHERE OCCURS)
#4 @ 12" O.C. EA WAY
RAFTER
CEILING JOIST
ROOF SPS
EDGE NAILING
RBC CLIP
ALTERNATE SHEAR
TRANSFER DETAIL
11
12" CLR MIN
STUDWALL
SIMPSON BP OR LBP BEARING
PLATE AS REQUIRED
MIN EDGE
DIST
1 1/2"
126A
EXTERIOR BRACED WALL FNDN DETAIL
SCALE: 1" = 1'-0"
POST (WHERE OCCURS IN
CENTER OF COLUMN),
INSTALL POST BASE
BUILT UP COLUMN. SEE
ARCH PLAN FOR SIZE.
8d @ 6" O.C. E.N.
FINISH GRADE
530
SEE PLAN FOR SIZE
CONCRETE FOOTING CENTERED UNDER COLUMN
BUILT-UP COLUMN DETAIL
Scale: 1" = 1'-0"
2x BLOCKING
RBC CLIP @ 24" O.C., BLKG TO TOP PLATE. FOR
RAFTERS WITH 8:12 OR GREATER SLOPE , USE H1 CLIP.
ROOF SPS
BEAM
5C.1
8" MIN
.
EDGE DISTANCE
MIN END
DIST
1 3/4"
SIMPSON "RFB" RETROFIT
BOLT DRILL AND EPOXY
WITH EPOXY-TIE
ADHESIVE. PROVIDE SIZE
AND SPACING PER PLAN.
EMBED
DEPTH
3 3/4"
PER TABLE
STUD
DIA
5"
ELEVATION
ANCHOR
BOLT
LENGTH
5/8"
SECTION
SIMPSON MODEL
NUMBER
8"
2
6
ROOF SPS EDGE NAILING
2x BLOCKING
ROOF EAVE DETAIL
Scale: 1" = 1'-0"
SEE ARCH PLANS FOR
FASCIA BOARD &
OVERHANG DETAILS
10
15
U
R
TE
PA
RFB #5X8
SPS E.N.
ROOF FRAMING BELOW. ROOF BELOW
COVERED WITH STRUCTURAL PLYWOOD
SHEATHING
2x10 CONTINUOUS
SLEEPER OVER SPS WITH
(3) 16d TO EACH FRAMING
MEMBER BELOW, TYPICAL
FOOTING, SEE PLANS FOR SIZE
CONCRETE PIER BLOCK
4x4 POST W/4 - 8d TOENAILED
TO THE MUDSILL
2x4 CLEATS AT EACH SIDE OF
POST W/3 - 10d TO GIRDER
AND POST. ALTERNATIVE
CONNECTION IS AC44
FLOOR JOISTS W/3 - 10d
TOENAILED TO GIRDER
NOTE:
1.
INSTALL PER MANUFACTURER'S SPECIFICATION INCLUDING BUT NOT LIMITED TO: HOLE DIA.,
TEMPERATURE, DUST AND OIL FREE COMPRESSED AIR. (ICC EVALUATION SERVICE ESR-1772).
5
8" Ø THREADED ROD MAY BE USED IN LIEU OF THE RFB #5x8 ANCHOR BOLT.
2.
402
ANCHOR BOLT RETROFIT DETAIL
NOT TO SCALE
BLOCKING
4x GIRDER, SEE
PLANS FOR SIZE
2x6 PTDF MUDSILL
ON PRECAST PIER
BLOCK
502A
(4) 16d, TOE NAILED RAFTER
TO SLEEPER.
TYPICAL GIRDER DETAIL
Scale: 1" = 1'-0"
RAFTER
SLEEPER DETAIL
549A
6"
MINIMUM
Scale: 1" = 1'-0"
14
CLIENT:
IA
SACRAMENTO DESIGN GROUP
770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361
18" MIN
RE G I S
RESIDENCE
6055 'B' STREET, ELMIRA, CA 95687
1
5
9
13
PROJECT:
6"
1'-0"
8"
MIN
1'-0"
MIN
EMBEDMENT
PER TABLE