HomeMy WebLinkAbout41 La Porte St #1 - 2025 -STRUCTURAL
NOTES
S0
RE
S
T
R
I
C
T
I
V
E
N
O
T
I
C
E
DATE REVISIONS
SHEET
SHEET DESCRIPTION
STAMP
NO:
7/21/25
IN
T
E
R
I
O
R
W
A
L
L
R
E
M
O
V
A
L
DATE:
41
L
A
P
O
R
T
E
S
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
TH
E
S
E
D
E
S
I
G
N
S
,
D
R
A
W
I
N
G
S
,
A
N
D
SP
E
C
I
F
I
C
A
T
I
O
N
S
A
R
E
E
X
C
L
U
S
I
V
E
T
O
GE
T
S
T
R
U
C
T
U
R
A
L
T
H
E
S
E
D
R
A
W
I
N
G
S
CA
N
N
O
T
B
E
C
O
P
I
E
D
,
T
R
A
N
S
F
E
R
R
E
D
,
O
R
RE
P
R
O
D
U
C
E
D
N
O
R
C
A
N
A
N
Y
O
T
H
E
R
ST
R
U
C
T
U
R
E
S
B
E
B
U
I
L
T
F
R
O
M
T
H
E
M
WI
T
H
O
U
T
W
R
I
T
T
E
N
C
O
N
S
E
N
T
REVISIONS
30
0
0
E
.
B
I
R
C
H
S
T
R
E
E
T
SU
I
T
E
2
0
3
BR
E
A
,
C
A
9
2
8
2
1
TE
L
:
(
9
0
9
)
5
6
9
-
1
8
8
6
in
f
o
@
G
e
t
S
t
r
u
c
t
u
r
a
l
.
c
o
m
JOB: R25-0667
P H O N G TR UO
N
G
S
T
A
TE OF CA L I F O R NIA
R
EGISTERE D P R O FESSIONA
L E
N
G
I
NEER
NO. C70784
EXP. 06/30/2027
CIV I L
SHEET INDEX:
SHEET TITLE
S0 STRUCTURAL NOTES
S1 FOUNDATION PLAN & FRAMING PLAN
SD1 STRUCTURAL DETAILS
1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS
AND SITE CONDITIONS BEFORE STARTING ANY WORK. THE ENGINEER ( GET STRUCTURAL )
SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES.
2.ARCHITECT/DESIGNER SHALL VERIFY ALL DIMENSIONS AND PLAN LAYOUT PRIOR TO CITY
SUBMITTAL. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL
DISCREPANCIES.
3.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL
DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN
CONDITIONS ARE NOT SHOWN OTHERWISE.
4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND
TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO
SIMILAR WORK ON PROJECT.
5.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE
CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE
AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA
DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE
NOTES AND SPECIFICATIONS.
6.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE
PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS
MUST BE REFERRED TO THE ENGINEER ( GET STRUCTURAL ) FOR INTERPRETATION OR
CLARIFICATION.
7.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES,
ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS.
8.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY
ENGINEER.
9.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN
CONSIDERED BY THE ENGINEER ( GET STRUCTURAL ). THE CONTRACTOR IS RESPONSIBLE
FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS,
ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE
NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE
AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE
ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
10.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS
FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER ( GET
STRUCTURAL ) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
11.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR
ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE
ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN
STRENGTH.
12.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE
SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE
PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN
NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE
NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT
IN ANY WAY BE USED AS SUCH.
13.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200
POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS
REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50,
A 20 PLF LOAD MAY BE USED.
14.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION
AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND
OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY
SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION.
15.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS
SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS
NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE.
16.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE
STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL
GOVERN.
1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL
REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE
FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL
REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60
2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS
LIKELY TO IMPAIR BOND.
4.ALL BENDS SHALL BE MADE COLD.
5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED
ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40
AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O.
6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE
POURING CONCRETE.
7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE
DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW:
CONCRETE MASONRY
A.POURED AGAINST EARTH 3"2"
B.POURED AGAINST FORM BELOW GRADE 2"2"
#6 AND LARGER 2"2'
#5 AND SMALLER 1 12"1 12"
C.FORMED SLABS 1"1"
D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1"
E.COLUMNS AND BEAMS TO MAIN BARS 1 12"2"
F.WALLS
EXPOSED TO WEATHER 1 1
2"1 1
2"
NOT EXPOSED TO WEATHER,
#11 AND SMALLER 34"34"
#14 AND #18 1 12"1 12"
1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE
SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE)
2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS
REQUIRED.
3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD.
4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.)
FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF
BUILDING TO STREET.
5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND
DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM
OUTSIDE CORNER OF ANY FOOTING.
6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY
OF ENGINEER OF RECORD ( GET STRUCTURAL ).
7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE
PRIOR TO FOUNDATION INSPECTION.
8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE
FLOOR BY ELECTRIC SERVICE METERS.
9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR
EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED.
10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O.
11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN
OCCURS).
12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL
AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE)
FOUNDATION/SITEWORK
REINFORCING STEEL
GENERAL NOTES
EXPOSURE
REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS
(ACI 318-19, Table 19.3.2.1)
CLASS
MAX.
W/C
MIN. F'c
(PSI)
ADDITIONAL REQUIREMENTS
AIR CONTENT LIMITS ON CEMENT. MAT'L.
F0 N/A 2,500 N/A N/A
F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A
F2 0.45 4,500 N/A
F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1
EXPOSURE
CLASS
1
1
FREEZING/THAWING
SULFATE
LOW PERMEABILITY
CORROSION
ACI 318-19 TABLE 19.3.3.1
ACI 318-19 TABLE 19.3.3.1
1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CBC 2022)
2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR
SOIL CONDITIONS.
3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE II
4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT
CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND
MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL
BE MIXED AND DELIVERED PER ASTM C-94.
6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN
THREE PARTS SAND.
7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO
PLACE AND INSPECTED PRIOR TO POURING CONCRETE.
8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN
APPROVED CURING COMPOUND.
9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR
MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS,
PITS, CURBS, ETC.
10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS,
SCORING, ETC. FOR CONCRETE WALKS AND SLABS.
11.ALL STRUCTURAL CONCRETE f'c = 2500 PSI
ALL SLAB-ON-GRADE f'c = 2500 PSI
ALL CONTINUOUS FOOTINGS AND PADS f'c = 2500 PSI
ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C
RATIO=0.5).
CONCRETE LUMBER/CARPENTRY
DESIGN LOADS
1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)
LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.).
2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI
3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE
CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE.
4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED
IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN
AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE
SPECIFICATIONS AND REQUIREMENTS.
5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION.
CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF
INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO
INSTALLATION.
6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS =
3500, UNLESS NOTED OTHERWISE.
PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387
fb = 2900 PSI; fv = 290 PSI; E = 2.2x106 PSI
TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387
fb = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI
MICROLAM LVL BY I-LEVEL PER ESR-1387
fb = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI
7.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER
( GET STRUCTURAL ) PRIOR TO INSTALLATION.
8.REFER TO LSL, LVL, AND PSL MANUFACTURER SPECIFICATIONS FOR DRILLING OF HOLES
9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB)
FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL.
10.I-LEVEL I-JOISTS PER ICC ESR#1533
11.LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130
12.BOISE CASCADE I-JOISTS PER ICC ESR#1336
13.ROSEBURG I-JOISTS PER ICC ESR#1251
14.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING
(SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE.
15.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST
WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED.
GLULAMS/MFR. WD. PROD.
SIMPSON ICC - ESR REPORTS
TYPE OF WORK
CONCRETE WORK
SHOTCRETE WORK
DRIVEN DEEP FOUND. ELEMENT
COLD FORMED STEEL
STRUCTURAL WOOD
HIGH LOAD DIAPHRAGMS
MASONRY WORK
HIGH STRENGTH BOLTING
STRUCTURAL STEEL WELDING
STRUCTURAL STEEL
POST INSTALLED ANCHORS
CAST IN PLACE DEEP FOUND.
REINFORCING STEEL
SOIL CONDITION
CODE REFERENCE
CBC TABLE 1705.3
CBC TABLE 1705.3
CBC 1705.3.1
CBC TABLE 1705.3
CBC 1705.2
CBC 1705.2
CBC 1705.2
CBC 1705.4
CBC 1705.5.1
CBC 1705.12.1
CBC 1705.12.2
SEE NOTE 5 ABOVE
SEE ALSO ICC APPROVAL
REMARKS
INSPECTION SCHEDULE
CBC 1705.7
CBC TABLE 1705.8
CBC TABLE 1705.6 SEE SOILS REPORT FOR COMPLIANCE
SPECIAL INSPECTION
SEISMIC DESIGN DATA
IMPORTANCE FACTOR 1.0
SITE CLASS D
SS 1.969
S1 0.725
SDS 1.575
SD1 0.822
SDC D
LATERAL FORCE RESISTING SYSTEM A.15
BASE SHEAR
CS 0.242
R 6.5
W 2.50
PROCEDURE USED ELF
REDUNDANCY FACTOR 1.3
WIND DESIGN
PROCEDURE USED MWFRS
BASIC WIND SPEED 110 MPH
RISK CATEGORY II
WIND EXPOSURE C
SOIL
1500 PSF PER CBC 2022
ROOF
DL =10 PSF
LL =20 PSF
FLOOR
DL =15 PSF
LL =40 PSF
CEILING
DL =5 PSF
LL =10 PSF
EXTERIOR WALL
DL =15 PSF
INTERIOR WALL
DL =10 PSF
IP(MS), IS(<70), (MS)
IP(HS), IS(<70), (HS)
IP(HS)+POZ.orSLAG5
IS(<70), (HS)+POZ.5 HS+POZZOLAN or SLAG5 NOT PERMITTED
NOT PERMITTED
V+POZZOLAN or SLAG5
CEMENTITIOUS MATERIAL TYPE2
HS
MS
---------
---
---
V4
II3
N/AS0 2,500
S1 0.50 4,000
S2 0.45 4,500
4,5000.45S3
P1
P0 N/A
0.50 4,000
2,500
NONE
NONE
MAX.
W/C1 MIN. F'c
(PSI)
MAX. CHLORIDE ION CONTENT % BY WT.6
MAX.
W/C1
MIN. F'c
(PSI)ADDITIONAL REQUIREMENTSEXPOSURE
CLASS
EXPOSURE
CLASS
MAX.
W/C1
MIN. F'c
(PSI)
CALCIUM
CHLORIDEASTM C1157ASTM C595ASTM C150
C0 N/A 2,500 1.00 0.06 ---
C1 N/A 2,500 0.30 0.06 ---
C2 0.40 5,000 0.15 0.06 ACI 19.3.2.1 & 20.6.1.4.2
RELATED
PROVISIONSREINFORCED CONC.PRESTRESSED CONC.
1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING:
W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20.
2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED
DOUGLAS FIR (PTDF), U.N.O
3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE
NOMINAL BOLT DIAMETER.
4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS
(PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.)
5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED
OR DETAILED. CONTACT ENGINEER IF NOT SHOWN.
6.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER
10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN
APPROVED METAL TYPE BRIDGING.
7.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR
EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET
SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A.
8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND
NUT UNLESS NOTED OTHERWISE.
9.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON
STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN
WRITING BY ENGINEER ( GET STRUCTURAL ).
11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX.
MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.:
12.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A.
AFG-01 OR ASTM D3498.
13.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT
FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND
REQUESTED BY GENERAL CONTRACTOR.
14.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING,
PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY
TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS.
15.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS
BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH
NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE:
A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS.
B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS
C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A
WALL PARALLEL AND ADJOINING RUN OF STAIRS.
22.FASTENING OF MULTIPLE MEMBERS:
DOUBLE & TRIPLE JOISTS;
16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES).
FOUR OR MORE JOISTS;
1/2" DIA. M.B's AT 18" O.C STAGGERED.
4X OR LARGER BEAMS;
1/2" DIA. M.B's AT 12" O.C STAGGERED.
23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE
OF HEART CENTER (FOHC).
24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON
"IUS" FOR I-JOISTS, U.N.O.
25.ALL WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID
BLOCKING, UNLESS NOTED OTHERWISE.
26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS & ALL POST TO BE
SUPPORTED BY SOLID BLOCKING BETWEEN FLOOR JOISTS.
27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP.
28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY
OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD.
29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS.
30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C.,
U.N.O.
31.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST.
32.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR
WALLS.
33.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER
(FOHC).
34.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER
SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O.
35.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE
ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( GET STRUCTURAL ) REVIEW.
36.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX
NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED
WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS.
37.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL
BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A 153
SINGLE/REPTITIVE
2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106
2X6 #2: Fb = 1170/1345 PSI
2X8 #2: Fb = 1080/1242 PSI
2X10 #2: Fb = 990/1138 PSI
2X12 #2: Fb = 900/1150 PSI
2X14 #2: Fb = 810/ 931 PSI
4X4 #2: Fb = 1350 PSI
4X6 #2: Fb = 1170 PSI
4X8 #2: Fb = 1170 PSI
4X10 #2: Fb = 1080 PSI
4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106
4X14 #1: Fb = 1000 PSI
4X16 #1: Fb = 1000 PSI
6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106
6X12 #1: Fb = 1350 PSI
WALLS
2X4 STUDS (UP TO 8')"STANDARD" OR BETTER
2X4 STUDS (OVER 8')NO.2 OR BETTER
2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR BETTER
2X6 STUDS NO.2
2X JOIST NO.2
BEAMS AND STRINGERS
4X10 AND SMALLER NO.2
4X12 AND LARGER NO.1
6X AND 8X NO.1
4x POST/TIMBERS AND LARGER NO.1
ROOF PLANKING AND DECKING COM.DEX.
BOARD SHTG. AND STRIPPING SUITABLE FOR INTENDED USE.
2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH:
TABLE 2304.10.2 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
(Table reflects CBC 2022 options see code for more options)
ITEM DESCRIPTION OF BUILDING ELEMENTS
Roof
1 Blocking between ceiling joists, rafters or trusses to top
2
3
4
5
6
8
10
Ceiling joists not attached to parallel rafter, laps over
partitions (no thrust)
Ceiling joist attached to parallel rafter (heel joint)
Collar tie to rafter
Rafter or roof truss to top plate
Wall
Stud to stud (not at braced wall panels)
9
Built-up header (2" to 2" header)
11
12
13
14
15
16d
16d
16d
4-8d
16d
8-16d
16d
Bottom plate to joist, rim joist, band joist or blocking
at braced wall panels
16
17
18
19
20
Floor
21
22
23
24 2" subfloor to joist or girder
25
26
27
28
3-8d
8d
2-8d
2-16d
2-16d
20d
3-16d
3-16d
Toenail
6″ o.c., toenail
Face nail
Face nail
Each bearing, face nail
32" o.c., face nail at top and
End nail
2-16d
4-8d
2-16d
2-16d
2-8d
3-8d
Face nail
Face nail
24″ o.c. face nail
16” o.c. face nail
16″ o.c. each edge, face nail
Toenail
16" o.c. face nail
Each side of end joint, face nail
16" o.c. face nail
16" o.c. face nail
Toenail
Face nail
Face nail
3-8d
3-8d
3-16d
XX
3-10d
3-10d
Each end, toenail
Each joist, toenail
Face nail
Face nail
Face nail
Toenail,c
NUMBER AND TYPE OF
FASTENER SPACING OF FASTENERS
Ceiling joists to top plate
Stud to stud and abutting studs at intersecting wall
Continuous header to stud
Top plate to top plate
Top plate to top plate, at end joints
Bottom plate to joist, rim joist, band joist or blocking
Stud top or bottom plate
Top plates, laps at corners and intersections
1" brace to each stud and plate
1" x 6" sheathing to each bearing
1" x 8" and wider sheathing to each bearing
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.
a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard
diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.
c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate
d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
Joist to sill, top plate, or girder
Rim joist, band joist, or blocking to top plate
1" x 6" subfloor or less to each joist
2" planks (plank & beam - floor & roof)
Built-up girders and beams, 2" lumber layers
Ledger strip supporting joists or rafters
Joist to band joist or rim joist
Each joist or rafter, face nail
plate or other framing below
Blocking between rafters or truss not at the wall top
plate, to rafter or truss
2-8d Each end, toenail
Flat blocking to truss and web filler 16d @ 6" o.c.Face nail
2-16d End nail
7 Roof rafters to ridge valley or hip rafters; or roof rafter 2-16d End nail
to 2-inch ridge beam 3-10d Toe nail
corners (at braced wall panels)
(minimum 24" lap splice
length each side of end joint)
(not at braced wall panels)
2-16d End nail
bottom staggered on
opposite sides
29 2-8d Each end, toenailBridging or blocking to joist, rafter or truss
Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing,a
EDGES
(INCHES)
INTERMEDIATE
SUPPORTS
(INCHES)
30 6d common nail (subfloor and wall)3/8"-1/2"6 12
8d common nail (roof)
31 8d common nail19/32"-3/4"6 12
32 10d common nail or 8d deformed7/8"-1 1/4"6 12
Other exterior wall sheathing
33 1 1/2" galvanized roofing nail (7/16" head diameter);1/2" fiberboard sheathing, b 3 6
1 1/4" 16 gage staple with 7/16" or 1" crown
34 1 3/4" galvanized roofing nail (7/16" head diameter);25/32" fiberboard sheathing, b 3 6
1 1/2" 16 gage staple with 7/16" or 1" crown
Wood structural panels, combination subfloor underlayment to framing
35 8d common nail3/4" and less 6 12
6d deformed nail
36 8d common nail7/8"-1"6 12
8d deformed nail
37 10d common nail1 1/8"-1 1/4"6 12
8d deformed nail
Panel siding to framing
38 6d corrosion-resistant siding1/2" or less 6 12
6d corrosion-resistant casing
39 8d corrosion-resistant siding5/8"6 12
8d corrosion-resistant casing
Interior paneling
40 4d casing1/4"
4d finish
6 12
41 6d casing3/8"
6d finish (Panel supports at 24 inches)
6 12
Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail.
ESR-1056 TITEN HD SCREW ANCHOR
ESL-1168 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION
ESR-1679 STEEL STRONG-WALL SHEAR PANELS
ESR-2105 STRAPS
ESR-2236 STRONG-DRIVE SDS SCREWS
ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS
ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL
PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION
ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING
ESR-2552 SIMPSON STRONG-TIE® FACE-MOUNT HANGERS FOR SAWN LUMBER,
STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I-JOISTS AND
GLULAM BEAMS (ENGINEERED WOOD PRODUCTS)
ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER
ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION
ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD
CONSTRUCTION
ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS
ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP)
ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION
ESR-2652 STRONG-WALL WOOD SHEARWALL PANELS (WSWS) STRONG-WALL SB SHEARWALL
PANELS (SWSBS)
ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE
ESR-3006 STRONG-DRIVE X AND FPHSD SELF-DRILLING TAPPING SCREWS
ESR-3046 STRONG-DRIVE SD AND SDWF SERIES SCREWS
ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE
ESR-3096 CONNECTORS USING SD-SERIES SCREWS
ESR-4057 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
1.SPECIAL INSPECTIONS:
CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS SHALL BE PERFORMED AS REQUIRED
PER CBC 2022, CHAPTER 17. ONLY THE ITEMS CHECKED IN THE INSPECTION SCHEDULE
BELOW ARE REQUIRED.
2.INSPECTOR'S APPROVAL:
APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE ACCEPTANCE OF WORK THAT FAILS
TO COMPLY WITH THE APPROVED PLANS OR SPECIFICATIONS. ANY UNCLEAR OR
AMBIGUOUS DETAILS SHALL BE REFERRED TO THE STRUCTURAL ENGINEER FOR
CLARIFICATION.
3.SOILS VERIFICATION:
REFER TO THE APPROVED GEOTECHNICAL (SOILS) REPORT FOR ALL SOILS-RELATED
VERIFICATION AND INSPECTION REQUIREMENTS.
4.STRUCTURAL STEEL WELDING:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING IN
ACCORDANCE WITH AWS D1.1, EXCEPT FOR SINGLE-PASS FILLET WELDS NOT EXCEEDING
5/16" IN SIZE. WELDING INSPECTORS MUST BE AWS QC1 CERTIFIED.
5.STRUCTURAL WOOD:
PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, DIAPHRAGMS,
DRAG STRUTS, BRACES, HOLDOWNS, AND OTHER COMPONENTS OF THE
SEISMIC-FORCE-RESISTING SYSTEM (SFRS), INCLUDING NAILING, BOLTING, ANCHORING,
AND FASTENING.
EXCEPTION: INSPECTION IS NOT REQUIRED WHEN THE FASTENER SPACING EXCEEDS 4
INCHES ON CENTER. ALL INSPECTIONS SHALL OCCUR PRIOR TO CONCEALMENT.
6.STATEMENT OF RESPONSIBILITY:
CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF ANY WIND- OR
SEISMIC-FORCE-RESISTING SYSTEM OR COMPONENT LISTED IN THIS STATEMENT OF
SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE
LADBS INSPECTOR AND THE OWNER BEFORE COMMENCING SUCH WORK (CBC §1704.4).
7.FABRICATOR REQUIREMENTS:
SPECIAL INSPECTION IS REQUIRED FOR ITEMS FABRICATED OFF-SITE UNLESS THE
FABRICATOR IS APPROVED PER CBC PROVISIONS. APPROVAL MUST BE BASED ON A REVIEW
OF THE FABRICATOR'S QUALITY CONTROL PROCEDURES AND PERIODIC AUDITS. UPON
COMPLETION, THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE
BUILDING OFFICIAL.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT THE FABRICATOR HAS CURRENT
APPROVAL.
A.LIGHTWEIGHT CONCRETE:
FOR LIGHTWEIGHT CONCRETE REQUIREMENTS, REFER TO ACI 318-19, SECTION 19.2.4.2.
B.CEMENTITIOUS MATERIALS - ALTERNATIVES:
ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS NOT LISTED IN TABLE 19.3.2.1 ARE PERMITTED,
PROVIDED THEY ARE TESTED FOR SULFATE RESISTANCE AND COMPLY WITH SECTION 19.3.1.1 OF ACI 318-19.
C.SEAWATER EXPOSURE - CEMENT TYPE:
FOR CONCRETE EXPOSED TO SEAWATER, PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C₃A) CONTENT
UP TO 10% MAY BE USED, PROVIDED THE WATER-TO-CEMENTITIOUS MATERIALS RATIO (W/CM) DOES NOT
EXCEED 0.40.
D.CEMENT TYPES IN SULFATE EXPOSURE CLASSES S1 AND S2:
TYPE III OR TYPE I CEMENTS ARE PERMITTED IN EXPOSURE CLASSES S1 AND S2, RESPECTIVELY, IF THE C₃A
CONTENT IS LESS THAN 8% FOR S1 OR LESS THAN 5% FOR S2.
E.POZZOLAN OR SLAG - REQUIRED AMOUNTS:
THE QUANTITY OF A SPECIFIC POZZOLAN OR SLAG SOURCE USED WITH TYPE V CEMENT SHALL NOT BE LESS
THAN:
THE AMOUNT DEMONSTRATED BY HISTORICAL PERFORMANCE TO ENHANCE SULFATE RESISTANCE, OR
THE AMOUNT TESTED PER ASTM C1012 AND SHOWN TO MEET THE CRITERIA IN ACI 318-19, SECTION 19.3.1.1.
F. CHLORIDE ION CONTENT:
THE TOTAL WATER-SOLUBLE CHLORIDE ION CONTENT CONTRIBUTED BY ALL INGREDIENTS (INCLUDING
WATER, AGGREGATES, CEMENT, AND ADMIXTURES) SHALL BE DETERMINED IN ACCORDANCE WITH ASTM
C1218, MEASURED BETWEEN 28 AND 42 DAYS.
1
2
A B C
18"W V.I.F.
4
X
4
4X
4
CJ
4x
1
0
C
.
B
.
1
1
2
A B C
1
SD1
2
SD1
2
SD1
3
SD1
3
SD1
4
SD1
FOUNDATION
PLAN &
FRAMING PLAN
S1
RE
S
T
R
I
C
T
I
V
E
N
O
T
I
C
E
DATE REVISIONS
SHEET
SHEET DESCRIPTION
STAMP
NO:
7/21/25
IN
T
E
R
I
O
R
W
A
L
L
R
E
M
O
V
A
L
DATE:
41
L
A
P
O
R
T
E
S
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
TH
E
S
E
D
E
S
I
G
N
S
,
D
R
A
W
I
N
G
S
,
A
N
D
SP
E
C
I
F
I
C
A
T
I
O
N
S
A
R
E
E
X
C
L
U
S
I
V
E
T
O
GE
T
S
T
R
U
C
T
U
R
A
L
T
H
E
S
E
D
R
A
W
I
N
G
S
CA
N
N
O
T
B
E
C
O
P
I
E
D
,
T
R
A
N
S
F
E
R
R
E
D
,
O
R
RE
P
R
O
D
U
C
E
D
N
O
R
C
A
N
A
N
Y
O
T
H
E
R
ST
R
U
C
T
U
R
E
S
B
E
B
U
I
L
T
F
R
O
M
T
H
E
M
WI
T
H
O
U
T
W
R
I
T
T
E
N
C
O
N
S
E
N
T
REVISIONS
30
0
0
E
.
B
I
R
C
H
S
T
R
E
E
T
SU
I
T
E
2
0
3
BR
E
A
,
C
A
9
2
8
2
1
TE
L
:
(
9
0
9
)
5
6
9
-
1
8
8
6
in
f
o
@
G
e
t
S
t
r
u
c
t
u
r
a
l
.
c
o
m
JOB: R25-0667
P H O N G TR UO
N
G
S
T
A
TE OF CA L I F O R NIA
R
EGISTERE D P R O FESSIONA
L E
N
G
I
NEER
NO. C70784
EXP. 06/30/2027
CIV I L
DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION)
REBAR
1.REFER TO S.0 SHEET FOR MORE INFO.
2.CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO
ENGINEER OF RECORD FOR ALL DISCREPANCIES.
3.SPECIAL INSPECTION IS REQUIRED FOR INSTALLATION OF EPOXY.
4.CONCRETE COMPRESSIVE STRENGTH SHALL BE f'c = 2500 PSI (U.N.O.)
Scale: 1/4" = 1'-0"
FOUNDATION PLAN1
FOUNDATION NOTES
[E] FOOTING
LEGEND
UNBLOCKED DIAPHRAGM (215/300 PLF)
23/32" WOOD STRUCTURAL PANEL T&G SHTG, 48/24
10d NAILING, 1.5" PENETRATION INTO FRAMING
6" O.C.BOUNDARY
12" O.C.FIELD
FLOOR DIAPHRAGM (U.N.O.)
CLEAR SPAN, L
L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0"
2-2X4 U.N.O. PER PLAN2 x 4 2-2 x 4
7.BUILDING CODE 2308.5.1 BALLOON FRAMED WALLS
(NON-BEARING) STUD HEIGHTS:
- 2X4'S @ 16" O.C. MAXIMUM 14'-0" HEIGHT
- 2X6'S @ 16" O.C. MAXIMUM 20'-0" HEIGHT
8. BEARING STUD HEIGHTS:
- 2X4'S @ 16" O.C. MAXIMUM 10'-0" HEIGHT
- 2X6'S @ 16" O.C. MAXIMUM 16'-0" HEIGHT
9. REFER TO DETAIL 4/SD2 FOR TYPICAL DIAPHRAGM SHEATHING
LAYOUT AND NAILING PATTERN.
10.DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE
SPLICED PER DETAIL 2/SD2 .
11.PROVIDE 2X BLK'G @ 6'-0" O.C. CEILING JOIST NOT SUPPORTED
LATERALLY BY JOIST PER DETAIL 3/SD2
12.MINIMUM 2X6 WALL STUD FRAMING AT PLUMBING WALLS TO
ACCOMMODATE DRILLING AND NOTCHING OF STUDS. CRC2022
SECTION R602.6.
FRAMING NOTES
FRAMING SCHEDULE
SYMBOL SIZE & SPACING
CJ 2-2X6 CEILING JOIST @ 24" O.C.
X
4X6
FJ
CJ
RR
X
SDX
INDICATES ROOF RAFTERS, SEE FRAMING SCHEDULE
INDICATES CEILING JOISTS, SEE FRAMING SCHEDULE
INDICATES FLOOR JOISTS, SEE FRAMING SCHEDULE
DETAIL NUMBER DETAIL SHEET NUMBER
BEAM NUMBER, REFER TO CALCULATIONS.
INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O.
EXISTING WALL TO BE REMOVED
EXISTING WALL TO REMAIN
NEW WALL
H.HEADER
F.B.FLUSH BEAM
C.B.CEILING BEAM
D.B.DROP BEAM
R.B.RIDGE BEAM
BEAM TYPE
UNBLOCKED DIAPHRAGM (180/240 PLF)
15/32" WOOD STRUCTURAL PANEL SHTG, 32/16
8d NAILING, 1.5" PENETRATION INTO FRAMING
6" O.C.BOUNDARY
12" O.C.FIELD
ROOF DIAPHRAGM (U.N.O.)
Scale: 1/4" = 1'-0"
FRAMING PLAN2
1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL
SHEETS S.0 FOR MORE INFORMATION.
2.ALL STRUCTURAL HARDWARE SHALL BE SIMPSON
STRONG-TIE OR APPROVED EQUIVALENT.
3.ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM
BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE.
DO NOT NOTCH OR CUT PLATES.
4.ALL BEAMS SHOWN ARE DROP (U.N.O.) ON PLANS.
5.HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON
STRONG-TIE AS FOLLOWS U.N.O.:
LUS 2X
HU W/ MAX 4X
HGUS 6X, OR PSL, LSL, GLU-LAM BEAMS
6.THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR
HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN.
REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF
HEADER.
STRUCTURAL
DETAILS
SD1
RE
S
T
R
I
C
T
I
V
E
N
O
T
I
C
E
DATE REVISIONS
SHEET
SHEET DESCRIPTION
STAMP
NO:
7/21/25
IN
T
E
R
I
O
R
W
A
L
L
R
E
M
O
V
A
L
DATE:
41
L
A
P
O
R
T
E
S
T
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
TH
E
S
E
D
E
S
I
G
N
S
,
D
R
A
W
I
N
G
S
,
A
N
D
SP
E
C
I
F
I
C
A
T
I
O
N
S
A
R
E
E
X
C
L
U
S
I
V
E
T
O
GE
T
S
T
R
U
C
T
U
R
A
L
T
H
E
S
E
D
R
A
W
I
N
G
S
CA
N
N
O
T
B
E
C
O
P
I
E
D
,
T
R
A
N
S
F
E
R
R
E
D
,
O
R
RE
P
R
O
D
U
C
E
D
N
O
R
C
A
N
A
N
Y
O
T
H
E
R
ST
R
U
C
T
U
R
E
S
B
E
B
U
I
L
T
F
R
O
M
T
H
E
M
WI
T
H
O
U
T
W
R
I
T
T
E
N
C
O
N
S
E
N
T
REVISIONS
30
0
0
E
.
B
I
R
C
H
S
T
R
E
E
T
SU
I
T
E
2
0
3
BR
E
A
,
C
A
9
2
8
2
1
TE
L
:
(
9
0
9
)
5
6
9
-
1
8
8
6
in
f
o
@
G
e
t
S
t
r
u
c
t
u
r
a
l
.
c
o
m
JOB: R25-0667
P H O N G TR UO
N
G
S
T
A
TE OF CA L I F O R NIA
R
EGISTERE D P R O FESSIONA
L E
N
G
I
NEER
NO. C70784
EXP. 06/30/2027
CIV I L
1
2
3
4
2
1
3
FLUSH CEILING JOIST
1. BEAM PER PLAN
2. SIMP. LUS OR EQUIVALENT
3. JOIST PER PLAN
4. 2X BLK'G @ 48" O.C., DEPTH TO MATCH CEILING JOIST
2
3
2
1
33
4
1
2
3
2
4
BEAM POCKET
1. BEAM PER PLAN
2. SIMP. A34, EACH SIDE, TOP & BOT.
3. POST PER PLAN
4. SILL PLATE
5. (2) 10D MINIMUM EACH SIDE, ADD (2) 10D
FOR EA. 2" OF ADDITION BEAM DEPTH
6. STUD TO COLUMN NAIL, 10D @ 12" O.C.
7. RAFTER PER PLAN
8. LTP4, BOTH SIDES
2
3
2
4
6
5
TAPER CONDITION
1
7
4
1
/
2
"
MI
N
.
3
2
PARALLEL CONDITION
PLATE L
I
N
E
PLATE LINE
1
2 3
8
5
6
3
8
1
4 7
B.N.
2
5
63 8
1
4
SHEAR TRANSFER
7
B.N.
2
9
PARALLELPERPENDICULAR
1. RAFTER PER PLAN
2. ROOF SHEATHING
3. LTP4 (OR A35), SEE SHEAR WALL SCHEDULE
4. SHEAR WALL AS OCCURS
5. (8) 10d NAILS
6. DBL. TOP PLATE
7. BEAM AS OCCURS
8. CEILING JOIST PER PLAN
9. CS14 W/ 2X BLK'G FOR 4 BAY MIN, U.N.O.
E.N.E.N.
HIP BEAM PER PLAN
TOP PLATE
BOT. PLATE
2X STUD
DBL.
CEILING
JOIST
CEILING JOIST SUPPORTING HIP BEAM