HomeMy WebLinkAbout2344 N Fairmont Ave - REV 2 - PlanI. PROJECT DATA:
1. PROJECT LOCATION:
2344 FAIRMONT AVENUE, SANTA ANA
3. APPLICABLE CODES:
CALIFORNIA CODE OF REGULATIONS
LIST OF CALIFORNIA CODE OF REGULATIONS (C.C.R.):
PART 1 2022 BUILDING STANDARDS ADMINISTRATIVE CODE, TITLE 24 C.C.R.
PART 2 2022 CALIFORNIA BUILDING CODE, TITLE 24 C.C.R.
PART 2.5, 2022 CALIFORNIA RESIDENTIAL CODE (CRC), WHICH IS BASED ON THE 2021
INTERNATIONAL RESIDENTIAL CODE (IRC) PUBLISHED BY THE INTERNATIONAL CODE COUNCIL
(ICC). THIS IS A COMPLETELY NEW PART OF T-24
PART 3 2022 CALIFORNIA ELECTRICAL CODE (CEC), TITLE 24 C.C.R. WHICH IS BASED ON THE 2020
NATIONAL ELECTRICAL CODE AND 2022 CALIFORNIA AMENDMENTS) CODE OF THE NATIONAL FIRE
PROTECTION ASSOCIATION (NFPA)
PART 4 2022 CALIFORNIA MECHANICAL CODE (CMC), TITLE 24 C.C.R. BASED ON THE 2021 UNIFORM
MECHANICAL CODE OF THE INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL
OFFICIALS, (IAPMO)
PART 5 2022 CALIFORNIA PLUMBING CODE (CPC), TITLE 24 C.C.R. WHICH IS BASED ON THE 2021
UNIFORM PLUMBING CODE OF THE INTERNATIONAL ASSOCIATION OF PLUMBING AND
MECHANICAL OFFICIALS, IAPMO)
PART 6 2022 CALIFORNIA ENERGY CODE, TITLE 24 C.C.R..
PART 9 2022 CALIFORNIA FIRE CODE, TITLE 24 C.C.R.
PART 10 2022 CALIFORNIA EXISTING BUILDING CODE, TITLE 24 C.C.R.
PART 11 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN CODE). TITLE 24 C.C.R.
CITY OF SANTA ANA MUNICIPAL CODE REQUIREMENTS
2. DESCRIPTION OF WORK:
DEMOLITION OF EXISTING ALUMINUM PATIO ENCLOSURE. NEW FAMILY ROOM ADDITION IN EXISTING
FOOTPRINT. DEMOLITION AND REPLACEMENT OF EXISTING CHIMNEY
4. DESIGNER:
LINDSAY L A THOMPSON IV
1598 CAMELOT DRIVE,
CORONA, CA 92882
T: 714-504-2544
5. STRUCTURAL ENGINEER
VCA ENGINEERS
YOUNG K. NAM, P.E, S.E LICENSE # S4029
2151 MICHELSON DR. #240,
iRVINE, CA 92612
T: 949-679-0870
PROJECT NUMBER:
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TITLE SHEET
5/15/2025
CITY SUBMITTAL
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PROPERTY OWNER: LINDSAY & BONNIE THOMPSON
PROJECT ADDRESS: 2344 N. FAIRMONT AVENUE
ZONE: R1 (SINGLE FAMILY RESIDENTIAL)
APN: 003-091-08
OCCUPANCY TYPE: R-3
CONSTRUCTION TYPE: V-B
SPRINKLER: NONE EXISTS
NUMBER OF STORIES: ONE
CLIMATE ZONE: 8
GENERAL PLAN: LR 7.0
LOT SIZE: 6,750 SQ FT
BUILDING SIZE:
EXISTING STRUCTURE: 1,471 SQ FT
ADDITION: 343 SQ FT
GARAGE: 323 SQ FT
TOTAL: 2,137 SQ FT
LOT COVERAGE: 31.6%
OPEN SPACE: 4,613 SQ FT
THOMPSON RESIDENCE - FAMILY ROOM ADDITION
2344 N. FAIRMONT AVENUE, SANTA ANA, CA 92706
1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE 2022 CALIFORNIA BUILDING,
PLUMBING, MECHANICAL AND ELECTRICAL CODES, AND LOCAL ORDINANCES LISTED
2. VERIFY ALL DIMENSIONS, DO NOT SCALE DRAWINGS
3. ULTIMATE CONCRETE STRENGTH TO BE 3,000 PSI @ 28 DAYS
4. LUMBER: USE DOUGLAS FIR COMMERCIAL GRADE #1 FOR ALL POSTS AND 6X LARGER BEAMS
AND COMMERCIAL GRADE #2 FOR ALL 4X AND SMALLER, ALL LUMBER SHALL BE GRADE
MARKED.
5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES
AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF
REPAIR OR REPLACEMENT IN CONJUCTION WITH THE PRODUCTION OF THIS WORK.
6. COMPLIANCE SHALL BE MADE WITH THE STATE'S ENERGY CONSERVATION REQUIREMENTS.
FIEL REQUIRED DOCUMENTATION ON THE DRAWINGS.
7. DRAWINGS AND WORK MUST SHOW COMPLIANCE WITH GENERAL AND CONVENTIONAL
CONSTRRUCTION REQUIREMENTS OF CBC SECTIONS 2308 AND CHAPTER 18 FOUNDATION
REQUIREMENTS.
GENERAL NOTES
PROPERTY NOTES
SHEET INDEX
SHEET NO. SHEET NAME
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GENERAL
00-A0.0 TITLE SHEET Yes ● Yes ●
00-A0.1 EXISTING PICTURES AND ELEVATIONS Yes ● Yes ●
00-A0.2 EXISTING AND NEW SITE PLANS Yes ● Yes ●
ARCHITECTURAL
01-A1.0 DEMOLITION AND CONSTRUCTION PLANS Yes ● Yes ●
01-A2.0 INTERIOR AND EXTERIOR ELEVATIONS AND SECTIONS Yes ● Yes ●
01-A3.0 WALL SECTIONS Yes ● Yes ●
01-A4.0 DETAILS Yes ● Yes ●
01-A5.0 WINDOW AND DOOR SCHEDULES Yes ●
STRUCTURAL
02-S001 GENERAL NOTES Yes ● Yes ●
02-S101 TYPICAL DETAILS Yes ● Yes ●
02-S102 TYPICAL DETAILS Yes ● Yes ●
02-S103 TYPICAL DETAILS Yes ● Yes ●
02-S201 FOUNDATION & FRAMING PLAN Yes ● Yes ●
02-S301 TYPICAL DETAILS Yes ● Yes ●
02-S401 FRAMING DETAILS Yes ● Yes ●
ENERGY
03-T24.1 TITLE 24 ENERGY COMPLIANCE FORMS No Yes ●
03-T24.2 TITLE 24 ENERGY COMPLIANCE FORMS No Yes ●
PROJECT DATA:
THE EXISTING SINGLE FAMILY RESIDENCE HAS AN ALUMINUM ENCLOSURE ERECTED IN THE BACK
OF THE HOUSE THAT IS TO BE DEMOLISHED. THE EXISTING CONCRETE PAD IS TO REMAIN EXCEPT
WHERE NOTED TO BE DEMOLISHED FOR THE NEW FOOTINGS. A NEW FAMILY ROOM IS TO BE BUILT
WITHIN THE EXISTING FOOTPRINT. THERE IS AN EXISTING STAIR ACCESS TO THE
CELLAR/BASEMENT THAT HOUSES THE MECHANICAL EQUIPMENT WHICH IS TO REMAIN. A NEW
PLATFORM WITH HIDDEN DOOR IS TO CONCEAL THE ACCESS. THE REMAINING FLOOR IS TO BE
COVERED WITH SALTILO TILE AND A NEW GAS FIRE PLACE IS TO BE INSTALLED. SALVAGED
WINDOWS ARE TO BE INSTALLED TO ALIGN WITH THE HISTORIC CHARACTER OF THE EXISTING
BUILDING.
THE EXISTING BRICK CHIMNEY IS PULLING AWAY FROM THE LIVING ROOM WALL. THE WALL
FRAMING WHICH SUPPORTS AN EXISTING BUILT-IN THAT SURROUNDS THE HEARTH IS ALL TO
REMAIN. A NEW WOOD FRAMED FAUX CHIMNEY IS TO BE INSTALLED TO MATCH THE EXISTING. A
NEW GAS FIREPLACE IS TO BE INSTALLED WITHIN THE WOOD FRAMED HEARTH. A NEW FOOTING IS
TO BE INSTALLED UNDER THE EXISTING PORTION OF ADJACENT WALLS AS WELL AS FOR THE NEW
FRAMED FIREPLACE TO TIE IT ALL TOGETHER.
SCOPE OF WORK
VICINITY MAP
05/15/2025 BLDG DEPT RESUBMITTAL
05/06/2026 Revision 2
1
1
Revision Description:
Revision 1 (Previous Approved): Request by owner to value engineer the structure to deal with rising project
costs including but not limited to removing beams, supporting columns and 2x T&G ceiling/deck and replacing with
smaller beams, conventional ceiling framing and 1x T&G ceiling
Revision 2: Approved assumed existing footing condition found to be less than expected which required review
and modification by the structural engineer to comply with minimum requirements indicated
3
GENERAL NOTES:
1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE
SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR
TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL
CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE
CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR
SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD
PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT SHOWN
SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION.
2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE
CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS
SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES
WHICH SHALL GOVERN OVER SPECIFICATIONS.
3. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND
SUBMITTALS.
4. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE
OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL
ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING CONDITIONS
SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO THE FACE OF
STUDS, AND TO CENTERLINE OF COLUMNS UNO.
5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR OF
ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR
EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON
DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO
ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN
CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE AFFECTED PARTIES.
6. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO
BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR SEOR SHALL NOT INCLUDE
OBSERVATION OF THE ABOVE ITEMS.
7. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL
DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER
CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT
INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING
THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE
SUBSTITUTED. WRITTEN APPROVAL FROM THE SEOR AND DSA SHALL BE OBTAINED
PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL
DOCUMENTS.
8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT
SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF
CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO
THIS PROJECT. THE ARCHITECT, SEOR AND DSA, AND THE OWNER DO NOT ACCEPT
ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE
REQUIREMENTS.
9. NOT USED
10. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE
STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN
AN UNBALANCED CONDITION.
STRUCTURAL DESIGN CRITERIA:
1. CODES:
ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING
CODE (CBC) 2022 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS
USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE
ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS
SPECIFICALLY NOTED OTHERWISE.
2. SEISMIC DESIGN INFORMATION:
3. WIND DESIGN INFORMATION:
4. LIVE LOADS
RESIDENTIAL: 40 PSF
ROOF: 20 PSF
BASIC WIND SPEED V = 95 MPH (3 SEC GUST) EXPOSURE C
I = 1.0 OCCUPANCY CAT. II SITE CLASS D
(DEFAULT)
SS = 1.323 S1 = 0.471 SDS = 1.508 SD1 = 0.532
SEISMIC DESIGN CATEGORY = D
R = 6.5 Cd = 4 Ω
Kz = 0.85 Kd = 0.85
AB ANCHOR BOLT
ABV ABOVE
ADDT'L ADDITIONAL
ADJ ADJACENT
AFF ABOVE FINISH FLOOR
ALT ALTERNATE
ARCH ARCHITECT(URAL)
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BN BOUNDARY NAILING
B.O. BOTTOM OF
BOTT BOTTOM
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C CAMBER
CIP CAST IN PLACE
CJ CONTROL/
CONSTRUCTION JOINT
CL CENTERLINE
CLR CLEAR
CMU CONCRETE MASONRY
UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
CP COMPLETE
PENETRATION
CSK COUNTERSINK
CTR(D) CENTER(ED)
D BAR OR BOLT DIAMETER
DBL DOUBLE
DEMO DEMOLITION
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DO DITTO
DWG DRAWING
(E) EXISTING
EA EACH
EF EACH FACE
EJ EXPANSION JOIST
EMBED EMBEDMENT
ELEC ELECTRICAL
ELEV ELEVATION
EN EDGE NAILING
E.O. EDGE OF
EOR ENGINEER OF RECORD
EQ EQUAL
EQUIP EQUIPMENT
ES EACH SIDE OR EDGE
SCREW
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
FIN FINISH
FLR FLOOR
FN FIELD NAILING
FND FOUNDATION
F.O. FACE OF
FS FAR SIDE OR FIELD
SCREW
FRMG FRAMING
FT FOOT OR FEET
FTG FOOTING
G GIRDER
GA GAGE
GALV GALVANIZED
HAB HEADED ANCHOR BOLT
HD HOLDDOWN
HDR HEADER
HGR HANGER
HK HOOK
HORIZ HORIZONTAL
HP HIGH POINT
HS HIGH STRENGTH
HSS HOLLOW STRUCTURAL
STEEL
HT HEIGHT
IN INCH
INT INTERIOR
JST JOIST
KLF KIPS PER LINEAR FOOT
KSL KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
L ANGLE
LFRS LATERAL FORCE
RESISTING SYSTEM
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LP LOW POINT
LWC LIGHTWEIGHT
CONCRETE
MAX MAXIMUM
MB MACHINE BOLT
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
MTL METAL
(N) NEW
NS NEAR SIDE OR
NON-SHRINK
NTS NOT TO SCALE
NWC NORMAL WEIGHT
CONCRETE
OC ON CENTER
O.F. OUTSIDE FACE
OH OPPOSITE HAND
OPNG OPENING
PDF POWDER DRIVEN
FASTENER
PJ PANEL JOIST
PL PLATE
PLC(S) PLACE(S)
PLF POUND PER LINEAR
FOOT
PLYWD PLYWOOD
PREFAB PREFABRICATED
PSF POUND PER SQUARE
FOOT
PSI POUND PER SQUARE
INCH
PT PRESSURE TREATED OR
POST TENSION
QTY QUANTITY
RAD, R RADIUS
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
SB SILL BOLT
SC SAW CUT OR SLIP
CRITICAL
SCHED SCHEDULE
SEOR STRUCTURAL ENGINEER
ON RECORD
SHTG SHEATHING
SIM SIMILAR
SMS SHEET METAL SCREW
SN SILL NAIL
SOG SLAB ON GRADE
SQ SQUARE
SS STAINLESS STEEL
STD STANDARD
STGRD STAGGERED
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
T&B TOP AND BOTTOM
THK THICK
T.O. TOP OF
TOM TOP OF MASONRY
TOS TOP OF STEEL
TYP TYPICAL
UNO UNLESS NOTED
OTHERWISE
VERT VERTICAL
W/ WITH
W/O WITHOUT
WF WIDE FLANGE
WLD WELDED
WO WHERE OCCURS
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
Ø = DIAMETER = REFERENCE ELEVATION OR WORK POINT
TYPICAL ABBREVIATIONS
1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING
PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS.
2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE
SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE
NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT
CONDITIONS.
3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED.
EXISTING CONDITIONS NOTES:
1. THE ARCHITECT AND ENGINEERS ARE NOT RESPONSIBLE FOR THE LOCATIONS
OF EXISTING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE
DRAWINGS. THE LOCATION OF ANY EXISTING UNDERGROUND UTILITIES
SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR SHALL
IMMEDIATELY NOTIFY THE OWNER SHOULD ANY SUCH UNIDENTIFIED
CONDITIONS BE DISCOVERED.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES WHICH MAY
RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ALL EXISTING
UNDERGROUND UTILITIES.
EXISTING UNDERGROUND UTILITY NOTES:
1. REINFORCING GRADES FOR CONCRETE OR MASONRY:
A. ALL BARS EXCEPT THOSE TO BE WELDED.............. ASTM A615, GRADE 60
B. TIES AND STIRRUPS .................................................. ASTM A615, GRADE 60
C. WELDED WIRE FABRIC ........................................... ASTM A185
D. ALL BARS TO BE WELDED ........................................ ASTM A706, GRADE 60
2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF
ALL REINFORCEMENT AS FOLLOWS (UNO):
PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.
WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
LONGITUDINAL BARS IS ADEQUATE.
3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE
REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".
EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM
SPACING OF 24" OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
REINFORCING IN POSITIONS SHOWN ON THE PLANS.
4. SPLICES IN CONTINUOUS REINFORCEMENT, SHALL HAVE A CLASS "B" LAP
(1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0"
APART. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP
REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE
SEPARATED. WELDED WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE
SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET
SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS
SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
6. BEND REINFORCING BARS COLD.
7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME
GRADE, SIZE AND SPACING AS THE MAIN REINFORCING UNO.
9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
THE FINAL IN PLACE INSPECTION IS MADE.
10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
COATED WHEN RESTING ON EXPOSED SURFACES.
CONDITION COVER
CONCRETE POURED AGAINST EARTH 3"
CONCRETE POURED IN FORMS AND
EXPOSED TO WEATHER OR EARTH
- #6 BARS AND LARGER 2"
- #5 BARS AND SMALLER 1 1/2"
STRUCTURAL SLABS ON GRADE
- FROM BOTTOM OF SLAB 2"
- FROM TOP OF SLAB 1 1/2"
OTHER CONCRETE NOT EXPOSED TO WEATHER
OR EARTH FOR #11 BARS AND SMALLER
REINFORCING STEEL NOTES:
3/4"
1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI
318, 2019 EDITION, AND PROJECT SPECIFICATIONS.
2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN
WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES,
HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR
TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF
CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES
OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL
TIMES.
3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING
THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN
THE MORTAR MATRIX. SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF
CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS
NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE
EOR PRIOR TO PLACING ANY CONCRETE.
4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:
a. MAXIMUM DRY WEIGHT OF LIGHTWEIGHT CONCRETE SHALL BE 110 PCF,
UNLESS APPROVED BY SEOR.
b. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.
c. USE TYPE II/V CEMENT.
5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE
BUILDING CODE, AND SPECIFICATIONS. ALL CONCRETE MIXES SHALL BE
DESIGNED BY A RECOGNIZED TESTING LAB STAMPED AND SEALED BY A
LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR
REVIEW PRIOR TO CONCRETE PLACEMENT. STRUCTURAL CONCRETE MIXES
SHALL CONSIST OF 5 SACK MINIMUM UNO.
6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33
(HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO
ASTM C-330.
7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE
BUILDING DEPARTMENT AND THE SEOR.
8. PORTLAND CEMENT SHALL BE TYPE II/V FOR ALL CONCRETE CONFORMING TO
ASTM C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE
SHALL BE SUBMITTED.
9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F
MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A
MAXIMUM OF 15% TOTAL CEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX
DESIGN IS PROPORTIONED PER ACI 318, SECTION 5.3.
10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.
11. NOT USED.
12. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY
COMPRESSIVE STRENGTH OF 2 TIMES THE SUPPORTING CONCRETE
STRENGTH, AND SHALL BE OF MASTERFLOW 713, FIVE STAR GROUT, SIKA
GROUT 212, EMBECO 636, OR APPROVED EQUAL. FOR THICK GROUT LAYERS
FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH,
WHICH MAY INCLUDE THE ADDITION OF PEA GRAVEL.
13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER
USED IN MIX SHALL BE CLEAN AND POTABLE.
14. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE
MUST REACH AN UNCONFINED COMPRESSION STRENGTH OF 2000 PSI MINIMUM
AS DETERMINED BY TESTING OR PREVIOUSLY DOCUMENTED DATA FOR THE
MIX DESIGN USED UNDER SIMILAR CONDITIONS, AND MUST BE ALLOWED TO
CURE FOR A MINIMUM OF 3 DAYS.
15. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED
FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT
EXCEED 0.45. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE
FINISHES SHALL BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN
ACCORDANCE WITH MANUFACTURER'S DATA AND BE APPROVED BEFORE USE.
16. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST
CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE
ACCEPTED BY SEOR.
17. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, WALL OFFSETS,
CHAMFERS, KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS
WHERE SHOWN ON THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT
PRIOR APPROVAL BY THE SEOR AND DSA.
18. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE
FORMED WITH 3/4" CHAMFER, UNO.
STRUCTURAL CONCRETE NOTES:
LOCATION
CONC
TYPE
MAX
AGGR.
SIZE
MAX
W/C
RATIO
MAX
SLUMP
FOUNDATIONS 3000 PSI NWC 1 1/2" 0.45 4"
SLAB ON GRADE 3000 PSI NWC 1" 0.45 4"
ALL OTHER STRUCTURAL
CONCRETE NOT NOTED
ABOVE
3000 PSI NWC 1" 0.50 6"
MIN 28-DAY
COMP
STRENGTH
Kzt = 1
Rho = 1.0
INTERNAL PRESSURE COEFF. = +/- 0.18
DESIGN PROCEDURE:
ELFP
STATEMENT OF SPECIAL INSPECTIONS:
1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE
INSPECTIONS DURING CONSTRUCTION. THE SPECIAL INSPECTOR SHALL BE A
QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION
OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF
CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE
PREMISES OF A LA APPROVED FABRICATOR REGISTERED AND APPROVED TO
PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS
MUST SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS
STRUCTURAL STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC.
3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS.
JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT
CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL
INSPECTOR.
4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND
SEOR. THE FINAL REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE
ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS AND
SPECIFICATIONS.
5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS
ARE PERFORMED.
6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL
INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND AT
THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF FULL-TIME
INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT
INSPECTION.
7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE
BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE.
TABLE 1705.6
REQUIRED VERIFICATION AND INSPECTION OF SOILS
VERIFICATION AND INSPECTION TASK
CONTINUOUS
DURING TASK
LISTED
PERIODICALLY
DURING TASK
LISTED
1.VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS
ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING
CAPACITY.
- X
2.VERIFY EXCAVATIONS ARE EXTENDED TO PROPER
DEPTH AND HAVE REACHED PROPER MATERIAL. - X
3.PERFORM CLASSIFICATION AND TESTING OF
COMPACTED FILL MATERIALS.- X
4.
VERIFY USE OF PROPER MATERIALS, DENSITIES AND
LIFT THICKNESSES DURING PLACEMENT AND
COMPACTION OF COMPACTED FILL.
X -
5.
PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE
SUBGRADE AND VERIFY THAT SITE HAS BEE N
PREPARED PROPERLY.
- X
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE
CONSTRUCTION
VERIFICATION AND INSPECTION CONT. PERIODIC REF.
STANDARD
CBC
REF.
1.INSPECTION OF REINFORCING STEEL,
INCLUDING PRESTRESSING TENDONS,
AND PLACEMENT.
-AIC 318: 3.5,
7.1-7.7 1913.4
2. INSPECTION OF REINFORCING STEEL
WELDING IN ACCORDANCE WITH TABLE
1704A.3, ITEM 5B.
- -AWS D1.4; ACI
318: 3.5.2 -
3. INSPECTION OF BOLTS TO BE
INSTALLED IN CONCRETE PRIOR TO
AND DURING PLACEMENT OF
CONCRETE WHERE ALLOWABLE LOADS
HAVE BEEN INCREASED OR WHERE
STRENGTH DESIGN IS USED.
X -ACI 318: 8.1.3,
21.2.8
1911.5,
1912.1
4.INSPECTION OF ANCHORS INSTALLED
IN HARDENED CONCRETE.-ACI 318: 3.8.6,
8.1.3, 21.2.8 1912.1
5.VERIFYING USE OF REQUIRED DESIGN
MIX.- X ACI 318: CH 4,
5.2-5.4
1904.2.2,
1913.2,
1913.3
6.AT THE TIME FRESH CONCRETE IS
SAMPLED TO FABRICATE SPECIMENS
FOR STRENGTH TESTS, PERFORM
SLUMP AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF
THE CONCRETE.
X -
ASTM C172
ASTM C31; ACI
318: 5.6, 5.8
1913.10
7.INSPECTION OF CONCRETE AND
SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES.
X -ACI 318: 5.9,
5.10
1913.6,
1913.7,
1913.8
8. INSPECTION FOR MAINTENANCE OF
SPECIFIED CURING TEMPERATURE
AND TECHNIQUES.
-ACI 318:
5.11-5.13 1913.9
9.INSPECTION OF PRESTRESSED
CONCRETE:X -
A
.
APPLICATION OF PRESTRESSING
FORCES.ACI 318: 18.20 -
B
.
GROUTING OF BONDED
PRESTRESSING TENDONS IN THE
SEISMIC-FORECE-RESISTING
SYSTEM.
ACI 318: 18.18.4 -
10.ERECTION OF PRECAST CONCRETE
MEMBERS.-ACI 318: CH 16 -
11.VERIFICATION OF IN-SITU CONCRETE
STRENGTH, PRIOR TO STRESSING OF
TENDONS IN POSTTENSIONED
CONCRETE AND PRIOR TO REMOVAL
OF SHORES AND FORMS FROM BEAMS
AND STRUCTURAL SLABS.
-ACI 318: 6.2 -
12.INSPECT FORMWORK FOR SHAPE,
LOCATION AND DIMENSIONS OF THE
CONCRETE MEMBER BEING FORMED.
-ACI 318: 6.1.1 -
FOR SI: 1 INCH = 25.4 MM
A. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.
B. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTIONS SHALL BE INCLUDED IN THE RESEARCH
REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR
SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK.
C. INSTALLATION OFF ALL ADHESIVE ANCHORS IN THE HORIZONTAL AND UPWARDS INCLINED
POSITIONS SHALL BE PERFORMED BY AN ACI/CRSI CERTIFIED ANCHOR INSTALLER.
1. ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.
2. DOUGLAS FIR (DF) SHALL BE GRADED BY THE WESTERN WOOD PRODUCTS
ASSOCIATION GRADING RULES, AND ASTM D245.
3. REDWOOD SHALL BE GRADED BY THE CALIFORNIA REDWOOD ASSOCIATION,
REDWOOD INSPECTION SERVICE.
4. SILL PLATES SHALL BE PRESSURE-TREATED (PT) DOUGLAS FIR #1. REDWOOD
IS PERMITTED WITH SEOR APPROVAL.
5. TOP PLATES, SILL PLATES, STUDS SHALL BE....................................DF #1
JOISTS, RAFTERS, PURLINS, BEAMS & POSTS SHALL BE ................DF #1 (UNO)
LOAD BEARING STUDS SHALL BE.........................................................DF #1
6. MOISTURE CONTENT OF SAWN LUMBER SHALL NOT EXCEED 18% WHEN
FRAMING STARTS OR SHEATHING IS APPLIED. ANY NONCOMPLIANT WORK
SHALL BE REJECTED AND REFRAMED WITH ACCEPTABLE LUMBER.
7. TIMBERS 4" NOMINAL IN THE LEAST DIMENSION SHALL NOT CONTAIN BOXED
HEART.
8. SILL PLATES SHALL BE PRESSURE-TREATED AND SHALL BE BOLTED TO
CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 32" OC MAX, UNO WITH A
BOLT BETWEEN 4" TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN
EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE PLATE IS
CUT OUT OVER ONE-THIRD OF CROSS-SECTION.
9. ANCHOR BOLTS FOR NON-STRUCTURAL WALLS SUPPORTED ON SLABS SHALL
HAVE 3 1/2" EMBEDMENT (UNO) MEASURED FROM TOP OF SLAB.
10. ANCHOR BOLTS FOR STRUCTURAL WALLS SHALL HAVE 12" EMBEDMENT (UNO)
MEASURED FROM TOP OF SLAB.
11. STUD BEARING WALLS AND PARTITIONS SHALL HAVE DOUBLE TOP PLATES
LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND
LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST
4'-0".
12. HOLES IN WOOD AND STEEL MEMBERS FOR BOLTS SHALL BE THE NOMINAL
BOLT DIAMETER PLUS 1/16".
13. ALL BOLTS IN WOOD SHALL BE ASTM A307 STANDARD BOLTS, UNO. BOLTS AND
SCREWS SHALL BE TIGHTENED AT TIME OF ERECTION AND RETIGHTENED
BEFORE CLOSING IN OR AT THE COMPLETION OF THE JOB.
14. HOLES IN WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME
DIAMETER AND DEPTH AS THE SHANK, AND FOR THE THREADED PORTION
BORED WITH A BIT NOT LARGER THAN 40% TO 70% OF THE SHANK DIAMETER.
15. LAG SCREWS AND SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE.
BOLT HOLES SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM 1/16" LARGER THAN
THE BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN MAIN
MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN.
16. METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON
STRONG TIE COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC
PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO
EXCEPTIONS.
17. INSTALL WINDOWS AND DOORS IN STUD WALLS AFTER DEAD LOADS ARE
APPLIED, AND PROVIDE A 1/2" SHIM SPACE AT THE HEAD CONDITION.
18. STEEL WASHERS SHALL BE PROVIDED UNDER HEADS AND NUTS OF ALL BOLTS
AND LAG SCREWS WHICH BEAR ON WOOD. STANDARD CUT WASHERS MAY BE
USED IN ALL CASES EXCEPT SILL PLATES AND WOOD LEDGERS AGAINST
CONCRETE OR MASONRY. NOTE, WASHERS UNDER CARRIAGE BOLT HEADS
SHALL BE LARGE ENOUGH TO ALLOW FOR SQUARE SHOULDERS.
19. ONLY LOAD BEARING AND/OR SHEAR WALLS ARE SHOWN. SEE
ARCHITECTURAL DRAWINGS FOR ALL OTHER PARTITIONS.
20. ELEVATIONS SHOWN ON PLANS ARE FROM FINISHED FIRST FLOOR, DATUM
ELEVATION = 0'-0".
21. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE 2x6 STUDS @ 16"OC
TYPICAL, UNO.
22. ALL EXTERIOR STUD WALLS SHALL BE COMPLETELY SHEATHED WITH 15/32"
APA RATED SHEATHING, EXPOSURE-1 (32/16).
23. INTERIOR STRUCTURAL SHEATHED WALLS ARE SHOWN ON PLANS AND SHALL
HAVE 15/32" APA RATED SHEATHING EXPOSURE-1, (32/16),TYPICAL UNO.
24. ALL STRUCTURAL WALL SHEATHING IS SPLICED ON 2" NOMINAL BLOCKING AT
HORIZONTAL JOINTS, UNO.
25. STRUCTURAL FLOOR AND ROOF SHEATHING SHALL BE AS SPECIFIED BELOW.
NOTE: 1/8" GAP SHALL BE PROVIDED BETWEEN ADJACENT PANELS. PANELS
WITH GRADE STAMP INDICATION "SIZED FOR SPACING" MAY BE USED TO
FACILITATE THIS REQUIREMENT. SEE PLANS FOR REQUIRED BOUNDARY AND
EDGE NAILING NOT LISTED BELOW. FLOOR SHEATHING SHALL BE GLUED AND
NAILED PER PLAN.
( * - SHEATHING @ EXTERIOR DECKS SHALL BE EXTERIOR RATED PLYWOOD.)
BN=BOUNDARY NAILING
EN=EDGE NAILING
FN=FIELD NAILING
26. SEE PLANS FOR LOCATION OF NOMINAL 2X FLAT BLOCKING AT ROOF
SHEATHING PANEL JOINTS. SEE THIS SHEET FOR PLY CLIP REQUIREMENTS AT
UNBLOCKED ROOF PANEL JOINTS. T&G SHEATHING IS NOT REQUIRED WHERE
JOINTS ARE BLOCKED.
27. (S) INDICATES METAL FRAMING CONNECTORS MANUFACTURED BY SIMPSON
STRONG TIE COMPANY (CURRENT CATALOG) OR "USP" WITH EQUIVALENT ICC
PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO
EXCEPTIONS.
ROUGH CARPENTRY/ WOOD NOTES:
1705.11.2 STRUCTURAL WOOD.
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATION
OF ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM. PERIODIC SPECIAL
INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE-RESISTING SYSTEM,
INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES,
SHEAR PANELS AND HOLD0DOWNS.
WOOD LATERAL LOAD RESISTING
SYSTEM SPECIAL INSPECTION:
EXCEPTION:
SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS
AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER
FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE0RESISTING SYSTEM,
WHERE THE FASTENER SPACING IF THE SHEATHING IS MORE THAN 4INCHES
(102MM) ON CENTER (O/C)
FOUNDATION NOTES (NO SOILS REPORT):
(UNLESS OTHERWISE NOTED ON PLANS)
NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND END
DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE
AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD.
HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED
OF A DIAMETER SMALLER THAN THAT OF THE NAILS. COMMON NAILS SHALL BE
USED FOR NAILING AT TYPICAL CONNECTIONS NOTED BELOW (U.N.O.). FOR ALL
CONNECTIONS OTHERWISE NOTED OR DETAILED ON PLANS, COMMON NAILS SHALL
BE USED (SEE SCHEDULE BELOW).
NAILING SCHEDULE
SHORTENED 10d COMMON NAILS MAY BE USED
TO FASTEN WOOD STRUCTURAL PANELS UNO.
USE THE FOLLOWING MINIMUM LENGTHS:
10d x 2 1/4" FOR 15/32" OR THINNER PANELS,
10d x 2 3/8" FOR 19/32" PANELS, AND FULL
LENGTH FOR 5/8" OR THICKER PANELS.
NAIL TYPES
SIZE DIAMETER (IN) LENGTH (IN)
8d 0.131 2 1/2
10d 0.148 3
12d 0.148 3 1/4
16d 0.162 3 1/2
20d 0.192 4
ROOF
1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
•EACH END, TOENAIL (4-8D BOX NAILS; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
2. BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO RAFTER OR TRUSS
•EACH END, TOENAIL (2-8D COMMON NAILS; OR 2-3" × 0.131" NAILS)
•END NAIL (2-16D COMMON NAILS; OR 3-3" × 0.131" NAILS)
3. FLAT BLOCKING TO TRUSS AND WEB FILLER
•FACE NAIL (16D COMMON NAILS @ 6" O.C.; OR 3" × 0.131" NAILS @ 6" O.C.)
4. CEILING JOISTS TO TOP PLATE
•EACH JOIST, TOENAIL (4-8D BOX NAILS; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
5. RAFTER OR ROOF TRUSS TO TOP PLATE (SEE CBC SECTION 2308.7.5, CBC TABLE 2308.7.5)
•2 TOENAILS ON ONE SIDE AND 1 TOENAIL ON OPPOSITE SIDE OF RAFTER OR TRUSSC (3-10 COMMON (3" × 0.148");
OR 3-16D BOX (3 1/2" × 0.135"); OR 4-10D BOX NAILS; OR 4-3" × 0.131 NAILS)
6. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO 2-INCH RIDGE BEAM
•END NAIL (2-16D COMMON NAILS; OR 3-16D BOX (3 1/2" × 0.135"); OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
•TOENAIL (3-10D COMMON (3 1/2" × 0.148"); OR 4-16D BOX (3 1/2" × 0.135"); OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
WALL
1. STUD TO STUD (NOT AT BRACED WALL PANELS)
•24" O.C. FACE NAIL (16D COMMON NAILS)
•FACE NAIL (10D BOX NAILS; OR 3" × 0.131" NAILS)
2. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS (AT BRACED WALL PANELS)
•16" O.C. FACE NAIL (16D COMMON NAILS)
•12" O.C. FACE NAIL (16D BOX NAILS; OR 3" × 0.131" NAILS)
3. BUILT-UP HEADER (2" TO 2" HEADER)
•16" O.C. EACH EDGE, FACE NAIL (16D COMMON NAILS)
•12" O.C. EACH EDGE, FACE NAIL (16D BOX NAILS)
4. CONTINUOUS HEADER TO STUD
•TOENAIL (4-8D COMMON NAILS; OR 4-10D BOX NAILS; OR 5-8D BOX NAILS)
5. TOP PLATE TO TOP PLATE
•16" O.C. FACE NAIL (16D COMMON NAILS)
•12" O.C. FACE NAIL (10D BOX NAILS; OR 3" × 0.131" NAILS)
6. TOP PLATE TO TOP PLATE, AT END JOINTS
•EACH SIDE OF END JOINT, FACE NAIL WITH MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT (8-16D COMMON
NAILS; OR 12-16D BOX NAILS; OR 12-10D BOX NAILS; OR 12-3" × 0.131" NAILS)
7. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING (NOT AT BRACED WALL PANELS)
•16" O.C. FACE NAIL (16D COMMON NAILS )
•16" O.C. FACE NAIL (16D BOX NAILS; OR 3" × 0.131" NAILS)
8. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING AT BRACED WALL PANELS
•16" O.C. FACE NAIL (2-16D COMMON NAILS; OR 3-16D BOX NAILS; OR 4-3" × 0.131" NAILS)
9. STUD TO TOP OR BOTTOM PLATE
•TOENAIL( 3-16D BOX; OR 4-8D COMMON NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS; OR 4-8D BOX NAILS)
•END NAIL (2-16D COMMON NAILS; OR 3-16D BOX; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
10. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS
•FACE NAIL (2-16D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
FLOOR
1. JOIST TO SILL, TOP PLATE, OR GIRDER
•TOENAIL (4-8D BOX; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
2. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW
•4" O.C., TOENAIL (8D BOX NAILS)
•6" O.C., TOENAIL (8D COMMON NAILS; OR 10D BOX NAILS; OR 3" × 0.131" NAILS)
3. 26. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
•32" O.C., FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES (20D COMMON NAILS)
•24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES (10D BOX NAILS; OR 3" × 0.131" NAILS)
•AT ENDS AND AT EACH SPLICE, FACE NAIL (2-20D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
4. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS
•EACH JOIST OR RAFTER, FACE NAIL (3-16D COMMON NAILS; OR 4-16D BOX NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
5. JOIST TO BAND JOIST OR RIM JOIST
•END NAIL (3-16D COMMON NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
6. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS
•EACH END, TOENAIL (2-8D COMMON NAILS; OR 2-10D BOX NAILS; OR 2-3" × 0.131" NAILS)
1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED PER 2022 CBC.
2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF
ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH
3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS
INDICATED IN THE 2022 CBC. A GEOTECHNICAL ENGINEER SHALL OBSERVE ALL
FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE.
4. WHERE THE BUILDING OFFICIAL HAS REASON TO DOUBT THE CLASSIFICATION,
STRENGTH OR COMPRESSIBILITY OF THE SOIL OR WHERE A LOAD-BEARING VALUE
SUPERIOR TO THAT SPECIFIED IN THIS CODE IS CLAIMED, THE BULIDNG OFFICIAL
SHALL BE PERMITTED TO REQUIRE THAT A GEOTECHNICAL INVESTIGATION BE
CONDUCTED.
5. PRESUMPTIVE LOAD-BEARING VALUES SHALL APPLY TO MATERIALS WITH SIMILAR
PHYSICAL CHARACTERISTICS AND DISPOSITIONS.MUD, ORGANIC SILT, ORGANIC
CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A
PRESUMPTIVE LOAD-BEARING CAPACITY UNLESS DATA TO SUBSTANIATE THE USE
OF SUCH A VALUE ARE SUBMITTED.
5.1. EXCEPTION: A PRESUMPTIVE LOAD-BEARING CAPACITY SHALL BE PERMITTED
TO BE USED WHERE THE BUILDING OFFICIAL DEEMS THE LOAD-BEARING
CAPACITY OF MUD, ORGANIC SILT OR UNPREPARED FILL IS ADEQUATE FOR THE
SUPPORT OF LIGHTWEIGHT OR TEMPORARY STRUCTURES.
6. THE BOTTOM OF FOUNDATION SHALL BE CLEARED AND COMPACTED TO 90
PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT
DETERMINED IN ACCORDANCE WITH ASTM D1557.
7. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
8. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE USED
FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL
OR ENGINEERED FILL, IN ACCORDANCE WITH THE CURRENT BUILDING CODE AND
DETAILS SHOWN.
9. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING
EXCAVATION AND BACKFILLING.
10. ALL EXCAVATION SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.
11. PRIOR TO REINFORCEMENT FOR FOUNDATIONS BEING PLACED, THE CONTRACTOR
SHALL SUBMIT A REPORT INDICATES THE ITEMS 5, 6, 7, 8, 9 AND 10 ARE VERIFIED.
THE REPORT SHALL ALSO STATE THAT:
11.1. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DOCUMENTS.
11.2. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED.
11.3. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE APPROVED
CONSTRUCTION DOCUMENTS.
PROJECT NUMBER:
A
P
R
O
J
E
C
T
F
O
R
:
CHECKED:
DRAWN:
ISSUE/REVISION:
7/
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CITY SUBMITTAL
23
4
4
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F
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6
E N G I N E E R S I N C
2401 E Katella Ave. #430
Anaheim, CA 92806
Tel. 949.679.0870
Fax. 949.679.9370
Project No.: F482
V C A
C I V I LQuality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
02-S001
05/06/2026 Revision 23
3
3
NTS
DETAIL10
NTS
DETAIL6
NTS
DETAIL2
NTS
NEW CONC WALL TO (E) CONC WALL14
NTS
BUILT UP WOOD STEP9
NTS
DETAIL5
NTS
DETAIL1
NTS
DETAIL13
NTS
DETAIL11
NTS
DETAIL7
NTS
DETAIL3
NTS
NEW FOOTING TO (E) FOOTING15
NTS
DETAIL8
NTS
CHIMNEY INFILL16
SHEAR WALL
PER PLAN
3"
C
L
R
TY
P
2X6 STUDS
@16"O/C
SIZE & SPACING OF
DOWEL TO MATCH SLAB REINF.
± 3"
E.N.
2X MIN PTDF SILL PL.
W/ S.B. PER SCHED
(2) #3
SLAB PER PLAN
18"
#3 TIES
@24"O/C
(2) #5
T&B
6"±
ADD ADDT'L #5 @ 12" O/C (3 MIN)
W/ STD HOOKS @ FTG EXTENSION
24
"
M
I
N
(E) CONC BASEMENT WALL (E) STEPS DOWN TO
BASEMENT
(N) SLAB ON GRADE
PER PLAN
3"
C
L
R
TY
P
SIZE & SPACING OF
DOWEL TO MATCH
SLAB REINF.
SLAB PER PLAN
WIDTH PER PLAN
#3 TIES
@24"O/C
(2) #5
T&B
6"±
de
MI
N
.
HOLDOWN
PER PLAN
SILL PLATE
POST
PER SCHEDULE
ANCHOR BOLTS
PER SCHEDULE
EN
EQ EQ
"F"
MIN
PAB ANCHOR BOLT SCHEDULE
5/8"
DIAMETER
1 3/8"
PLATE WASHER SIZE
1/2"X 1 3/4"X 1 3/4"
L1
L
1
PLATE WASHER
HOLDOWN SCHEDULE
HDU2
SIZE SIMPSON PAB
PAB4 - 1/2"6"
"de" (U.N.O)F
9"
(FROM TOP OF PLATE
WASHER TO END OF
ANCHOR ROD)
SHEAR WALL
PER PLAN
3"CL
R
TY
P
24
"
M
I
N
"F"
MIN
6"
±
ADD ADDT'L #5 @ 12" O/C T&B
(3 MIN)W/ STD HOOKS @ FTG
EXTENSION
MIN FTG WIDTH
PER PLANEXTEND TO
MEET "F" MIN
±6"
MAX EXTEND TO
MEET F MIN PER
HOLDOWN SCHEDULE
FTG
PER PLAN
FOR INFORMATION NOT
SHOWN HERE SEE 1
-
PLAN VIEW
HOLDOWN
ANCHOR BOLT
POST SIZE
(2) 2X6
EXTEND TO
MEET F MIN PER
HOLDOWN SCHEDULE
WALL BEYOND
SEE ARCHT'L /
DRAWINGS
EXTERIOR PAVEMENT
PER ARCHT'L / CIVIL
DRAWINGS
24
"
M
I
N
NOT SHOWN ON
FDN PLAN
18" MIN
V.I.F.
(E) FTG
(N)CONC SLAB
(E) RAISED FLOOR
& STEM WALL
E.N.
A35 @EA SIDE OF POST
(N) POST
@ (E) WALL
(E) SHT'G V.I.F.
NOTIFY SEOR ONCE
FINISHES REMOVED
S.N.
B.N.
SHEAR WALL
PER PLAN
E.N.
SLAB PER PLAN
2X6 STUDS
@16"O/C
24" MIN
LAP SPLICE
4" EMBED W/ SIMPSON
"SET-3G" EXPOXY
ICC #ESR-4057
#3 DOWELS @ MATCH
CONC SALB REINF. SPACING
18
"
M
A
X
BALANCE OF INFO
PER 1
-
18
"
M
I
N
"SET-3G" EXPOXY
ICC #ESR-4057
6" EMBED W/ SIMPSON
ALL FRM'G
TO BE PTDF
#4 @ 12" O/C
SEE ARCHT'L
3" CLR
EQ
BUILT UP WOOD
STEPS PER PLAN
2X MIN PTDF SILL PL.
W/ S.B. PER SCHED
SIZE & SPACING OF
DOWEL TO MATCH
SLAB REINF.
12
"
SHEAR WALL
PER PLAN
(2) 2X4 @ 16" O/C
BUILT UP WOOD
PER PLAN STEPS
SLAB ON GRADE
PER PLAN
1/2" Ø HEAVY HEX.
HED A.B. @
E.A. RCKW
6" EMBED
12"
2x PTDF SILL
SIMPSON RCKW3
W/ (4) SD SCREWS
TO EA STUD
2" DIA
WROUGHT IRON POST
@ 4'-0" O.C.
(E) WOOD
FRAMING
(V.I.F.)
(E) FTG
3X6 PTDF
W/ (2) 1/4" SDD
X 5" LONG @24"O/C
2X6 @16"O/C
W/ HU HANGERS
@ EA END
10d @6"O/C
3x SHAPED
10d @6"O/C
SLAB ON GRADE
PER PLAN
A35 @
EA SHAPED 3x
3/4" PLY TYP
@ RISER
MIN 2X10 P.T. SILL
W/1/2" DIA HILTI
KB-TZ-2 EXP ANCHORS
W/ 3"NOM EMBED @12"O/C
PER ICC ESR 4266
(2) 10d TO EA
STRINGER
15" MIN
V.I.F.
NEW FOOTING TO MATCH EXISTING
VERIFY IN FIELD EXISTING DIMENSIONS
W/ (2) #5 CONT. AT BOTTOM
AND #5@12" O.C. TRANSVERSE
(E) RAISED FLOOR
FRAMING BEYOND
10d @ 6" O.C.
(N) 2X STUDS @ 16" O.C. TO
MATCH EXISTING STUDS
(E) ROOF FRAMING BEYOND
(E) DBL. TOP PLATES
SHT'G
PER PLAN
PROVIDE NEW 1/2" STRUCT-1
PLYWOOD SHEATHING TO MATCH
EXISTING W /10d @ 6", 12"
PROVIDE NEW 2X CONT.
BETWEEN (E) JOISTS THAT
HEADED OUT THE (E) CHIMNEY
2X PTDF SILL PL
W/ 5/8" DIA. A.B (7" EMBED) @ 16" O.C.,
(2) A.B. MIN PER SILL PL
10d @ 6" O.C.
12
"
M
I
N
V.
I
.
F
.
STEM WALL TO MATCH EXISTING
PROVIDE #4 VERT W/ STD HOOK @ 12 " O.C.
AND #4 CONT. HORIZ. @ 12" O.C.
FOOTING LONG. REINF. PER PLAN
TYP.
(E) FOOTING
DOWELS TO MATCH
FOOTING LONG. REINF.
WHERE NEW FOOTING IS DEEPER THAN
THE EXISTING FOOTING, PROVIDE 1V:2H
BEND IN DOWEL
24" MIN
LAP SPLICE
3"
TY
P
.
4" EMBED W/ SIMPSON SET-3G EPOXY
PER ICC ESR 4057
(LOCATE EXISTING REINF. BY NON-DESTRUCTIVE
MEANS, DO NOT CUT EXISTING REINF.)
WALL HORIZ.
REINF. PER PLAN
TYP.
(E) CONC WALL
DOWELS TO MATCH WALL
HORIZ. REINF.
24" MIN
LAP SPLICE
EQ
.
4" EMBED W/ SIMPSON SET-3G EPOXY
PER ICC ESR 4057
(LOCATE EXISTING REINF. BY NON-DESTRUCTIVE
MEANS, DO NOT CUT EXISTING REINF.)
EQ
.
#5 STD HOOK DOWEL
@ 12" O.C.
#4 (30" LONG)
TO MATCH SLAB
REINF SPACING
3" EMBED
W/ SIMPSON SET-3G
PER ICC ESR 4057
HOLDOWN
PER PLAN
SILL PLATE
4X POST @ HOLDOWN
EN
EQ EQ
SHEAR WALL
PER PLAN
12
"
E
M
B
E
D
(E) FTG AND STEM WALL
(N) SOLID BLK'G
@ HOLDOWN POST
SIMPSON URFP
@ 48" O.C.
(N) A35
SIMPSON SET 3G EPOXY
PER ICC ESR-4057
SHAPED 2x
STAIR STRINGER @ 12" O/C
6"
EM
B
E
D
PROJECT NUMBER:
A
P
R
O
J
E
C
T
F
O
R
:
CHECKED:
DRAWN:
ISSUE/REVISION:
7/
1
2
/
2
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1
9
4
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5
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P
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\
S
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h
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p
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_
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1
7
_
Y
m
i
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.
r
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LT201801
S-
2
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1
2
/
2
7
/
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1
9
Th
o
m
p
s
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n
R
e
s
i
d
e
n
c
e
Th
o
m
p
s
o
n
,
L
i
n
d
s
a
y
&
B
o
n
n
i
e
Alex.N
Alex.Q
04/21/2025
CITY SUBMITTAL
23
4
4
N
.
F
a
i
r
m
o
n
t
Av
e
n
u
e
,
S
a
n
t
a
A
n
a
,
C
A
,
9
2
7
0
6
E N G I N E E R S I N C
2401 E Katella Ave. #430
Anaheim, CA 92806
Tel. 949.679.0870
Fax. 949.679.9370
Project No.: F482
V C A
C I V I LQuality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
TYPICAL DETAILS
02-S301
SEE
DET.-
11
RFI
001
RFI
001
ISSUE/REVISION:
05/15/2025 BLDG DEPT RESUBMITTAL1
03/20/2026 Revision 23
3
05/06/2026 Revision 2