HomeMy WebLinkAbout2323 W La Verne Ave - Plan7'-10"
11
'
-
9
"
22'-2"5'-0"
22
'
-
2
"
25
'
-
2
"
19
'
-
1
0
"
34
'
-
7
"
12
'
-
3
"
60'-0"
25
'
-
5
"
24
'
-
8
"
12
3
'
-
0
"
6'
-
0
"
24'-0"
27
'
-
0
"
20
'
-
4
"
N
13
'
-
4
"
9'
-
0
"
BUILDING AREAS:
SCOPE OF WORK:
PROJECT DATA:
“”
“
”
REF.
KITCHEN
BATH
BEDROOM
BEDROOM
CL
O
S
E
T
DRYER
WASH.
CL
O
S
E
T
LIVING ROOM
(E) GARAGE
F F
F
EGRESS WINDOW DETAILS
1/2" CDX PLY.
SHEATING w! 8d
® 6"/6'/12'
COMMON NAILS —
(N) 2x8 R.R.
RADIANT BARRIER
UNDER ROOF SHEATHING
7/8 STUCCOS'
OVER 2 LAYERS
GRADE D PAPER
O
I
00
12
4
12
4F
❑ ❑ (N) 7/8" STUCCO TO
ZMATCH EXISTING SFD
FINISH, COLOR, AND DESIGN—
SOUTH ELEVATION
SCALE: 1 /4" = 1'-0"
(N) 2x10 C.J.
(N) R-30 INSULATION
MGAF COOL ROOF
INGLE CLASS A
ESR-1475
2x4 @ 16"O.C. (N) 2x4 ® 1
0
—(N) R-15 INSULATION I (N) R-15 INSULATION-
(N) 4" THICK
CONCRETE SLAB WITH VAPOR BARRIER
SECTION A
SCALE: 1 /4" = 1'-0"
1 HEADER
ROUGHED —IN
OPENING
WINDOW
ROUGH SILL
12" I,SEE NOTES: —�
ATTACH A SILL STRIP OF MOISTOP FLASHING MATERIAL AT LEAST 12"
WIDE WITH THE TOP EDGE EVEN WITH THE TOP EDGE OF
THE ROUGH SILL. EXTEND SILL STRIP AT LEAST 12" BEYOND
THE EDGE OF THE ROUGH OPENING FOR WINDOW. ATTACH
FLASHING WITH GALVANIZED ROOFING NAILS OR RUST RESIST—
ANT STAPLES.
WINDOW FLASHING INSTALLATION
0
--7/8 STUCCO N
OVER 2 LAYERS
OF GRADE D PAPER
4� 12
PROVIDE A WEEP SCREED FOR STUCCO
at the FOUNDATION PLATE LINE A MIN.
4" ABOVE THE EARTH.
0o a
e a a
a.. d
Q G '
p p a
WEEP SCREED DETAIL W
AFTER SILL STRIP IS IN PLACE ATTACH JAMB STRIPS (SIDE OF
OPENING) AT LEAST 9" WIDE WITH INSIDE EDGE OF FLASHING
FLUSH WITH EDGE OF WINDOW OPENING. START JAMB STRIPS
1" BELOW THE SILL STRIP AND EXTEND JAMB STRIPS 6" ABOVE
THE LOWER EDGE OF THE HEADER (TOP OF WINDOW OPENING.
C 4 cV
412
�
— — — — — — — — — — — — — — — — — — — — — — — — — —
NORTH ELEVATION
SCALE: 1 /4" = 1'-0"
C & J METAL PRODUCTS
DORMER VENT 24"x12"
99SQ.INCHES OF NET FREE AREA
PER VENT
648 SQ.FT. ROOF AREA
622 SQ.IN. OF NET FREE AREA REQUIRED
693 SQ.INCHES OF NET FREE AREA PROVIDED
648 _ 4.32 SQ.FT.(144)=622 SQ.IN.
150
99SQ.INCHES(7 VENTS TOTAL)=693 SQ.INCH.
NET FREE AREA
WEST ELEVATION
SCALE: 1 /4" = 1'-0"
C & J METAL PRODUCTS
DORMER VENT 24"x12"
99SQ.INCHES OF NET FREE AREA
12" GRACE ICE
& WATER SHIELD.
9" GRACE ICE 8
9" MOISTOP — SEE WATER SHEILD (
WINDOW INSTALLATION WINDOW FLANGE
NOTE BELOW.
APPLY 12" BITUTHANE NOTE
PROTECTANT OVER
MOISTOP PER WINDOW OCLEAN ALL NAIL
INSTALLATION NOTE
BELOW FLANGES TO RECEIVE
GRACE ICE
APPLY A CONTINUOUS ( TOP 900 BEAD OF BUTYL RUBBER )SEALANT TO
THE BACK SURFACES OF THE WINDOW FLANGE, THEN PLACE
THE WINDOW INTO THE ROUGH OPENING WITH FLANGES OVER
THE INSTALLED FLASHING STRIPS. AFTER WINDOW IS PLACED,
CAULK ALL VOIDS VISIBLE @ TOP OF WINDOW FLANGE EDGE
AND DOWN SIDES 6"
NOTES: SECTION 1402.2, UNIFORM BUILDING CODE CALLS
FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO
WEATHER TO MAKE THEM WEATHERPROOF. SINCE U.B.C.
DOES NOT OUTLINE PROCEDURES FOR WINDOW FLASHING,
TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE
"MOISTOP" FLASHING BY FORTIFIBER CORP., OR EQUAL
WHENEVER POSSIBLE FOR FLASHING MATERIAL. CAULK
BACK OF WINDOW FRAMES BEFORE SETTING. USE
USE WINDOWS THAT ARE WATERTIGHT.
26 GA. G.I. FLASHING REQUIRED AS SHOWN IN OTHER WINDOW
DETAILS TO BE INSTALLED BY SHEET METAL CONTRACTOR.
12
41
-------------------------------
(N) 7/8" STUCCO TO
MATCH EXISTING SFD
FINISH, COLOR, AND DESIGN
EAST ELEVATION
SCALE: 1 /4" = 1'-0"
°REPEAT STEPS 1 & 2 SIMILAR WITH A 9" WIDE LAYER OF
GRACE ICE & WATER SHEILD OVER WINDOW FLANGE, 4" SIDES
GRACE ICE & WATER SHEILD MUST BE SECURELY SEALED TO
NAIL FLANGE
OSTARTING AT THE BOTTOM OF THE WALL (SOLE PLATE), LAY
WATER—RESISTANT PAPER UNDER THE SILL STRIP. CUT ANY
EXCESS WATER—RESISTANT PAPER THAT MAY EXTEND ABOVE
THE SILL FLANGE ON EACH SIDE OF THE OPENING. SHOWN
IN DIAGRAM AS SHORT DASHED LINES). INSTALL SUCCEEDING
COURSES OF WATER—RESISTANT PAPER (B, C, ETC.) OVER
JAMB AND HEAD FLANGES IN SHINGLE —BOARD FASHION.
LINE WIRE, WHEN USED AS BACKING TO SUPPORT WATER—RESISTANT
BUILDING
PAPER OR FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED
ACCORDING
TO INDUSTRY STANDARDS AND PRACTICE. NO ATTACHMENT DEVICE
NOR THE
WIRE BACKING SHOULD COVER OR PENETRATE FLASHING MATERIAL.
PERIPHERAL
FLASHING AT ALL EDGES OF WALL OPENING MUST COVER WIRE BACKING.
WINDOW INSTALLATION:
WHITE VINYL FRAME DUAL PANE WINDOWS PER PLAN AND PER TITLE 24
REQUIREMENTS. GRIDS PER PLAN AND ELEVATIONS. ALL WINDOWS
INSTALLED BY FRAMER WITH 1 /4" BEAD OF TOP 900 OR SCHNEE MOOREHEAD
ADHESIVE AND 9" BITUTHANE OVER TOP OF NAILING FIN AT SILLS AND JAMBS,
12" AT HEAD.
1
Ln
Master I D:
Date:
0
U
V /
�
U
�
�
N
U
�
Z
z
(-Do
W
W
W
w
�
W
W
�
O
Q
W
0--)
�
Q
W
U
Q
Z
Q
o
Q
m
o'
Q
o
z
U
Li
w
0
o'
Q
0-
N
C�
PROJECT:
ADU
DATE:
JAN 30, 2026
SCALE:
AS SHOWN ON PLAN
SHEET:
A- 2
(E) KITCHEN
(E) LIVING ROOM
(E) BEDROOM
(E) DINING (E) BATH
(E) BEDROOM
(E) BEDROOM
(E) BATH
(E) CLOSET
(E
)
C
L
O
S
E
T
(E) CLOSET
(E) COVERED PATIO
(E) PORCH
F
F
”
F
CM
SD
FIRE RATED WALL DETAIL
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1.The minimum length of each EVCS space shall be 18 feet (5486 mm).
2.The minimum width of each EVCS space shall be 9 feet (2743 mm).
3.One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
T-24-1T-24-1
ADU
2323 W La Verne Ave,
Santa Ana, CA 92704
T-24-2
Pages from 17-001-1-1.jpg
Pages from 17-001-1-1.jpg
ADU
2323 W La Verne Ave,
Santa Ana, CA 92704
2022 Single-Family Residential Mandatory Requirements Summary
NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach
used. Review the respective section for more information.
(04/2022)
Building Envelope:
§ 110.6(a)1:
§ 110.6(a)5:
§ 110.6(b):
§ 110.7:
§ 110.8(a):
§ 110.8(g):
§ 110.8(i):
§ 110.8(j):
§ 150.0(a):
§ 150.0(b):
§ 150.0(c):
§ 150.0(d):
§ 150.0(f):
§ 150.0(g)1:
§ 150.0(g)2:
§ 150.0(q):
Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or
less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. *
Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a).
Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from
Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. *
Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be
caulked, gasketed, or weather stripped.
Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household
Goods and Services (BHGS).
Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g).
Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the
roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified
on the CF1R.
Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer
Affairs.
Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted
average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average
U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access
doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to
prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration
as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. *
Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value.
Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood
framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102.
Masonry walls must meet Tables 150.1-A or B. *
Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. *
Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone
without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from
physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g).
Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II
vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to
§150.0(d).
Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of
all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation.
Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have
a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. *
Fireplaces, Decorative Gas Appliances, and Gas Log:
§ 110.5(e)
§ 150.0(e)1:
§ 150.0(e)2:
§ 150.0(e)3:
Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox.
Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in
area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. *
Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. *
Space Conditioning, Water Heating, and Plumbing System:
§ 110.0-§ 110.3:
§ 110.2(a):
§ 110.2(b):
§ 110.2(c):
§ 110.3(c)3:
§ 110.3(c)6:
5/6/22
Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other
regulated appliances must be certified by the manufacturer to the California Energy Commission. *
HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. *
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance
heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone;
and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and
the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. *
Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a
setback thermostat. *
Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank
surface heat loss rating.
Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with
hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed.
2022 Single-Family Residential Mandatory Requirements Summary
§ 110.5:
§ 150.0(h)1:
§ 150.0(h)3A:
§ 150.0(h)3B:
§ 150.0(j)1:
§ 150.0(j)2:
Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances
(except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and
spa heaters. *
Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook,
Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation
Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2.
Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any
dryer.
Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the
manufacturer’s instructions.
Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water
piping must be insulated as specified in § 609.11 of the California Plumbing Code. *
Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment`
maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no
adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must
include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and
non-crushable casing or sleeve.
§ 150.0(n)1:
§ 150.0(n)3:
Ducts and Fans:
§ 110.8(d)3:
Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must
designate a space at least 2.5’ x 2.5’ x 7’ suitable for the future installation of a heat pump water heater, and meet electrical and
plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no
more than 2” higher than the base of the water heater
Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and
Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO
R&T), or by a listing agency that is approved by the executive director.
Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a
contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement.
§ 150.0(m)1:
CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC
Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to
R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8)
do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be
sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723.
The combination of mastic and either mesh or tape must be used to seal openings greater than ¼”, If mastic or tape is used. Building
cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or
flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in
these spaces must not be compressed. *
§ 150.0(m)2:
§ 150.0(m)3:
§ 150.0(m)7:
§ 150.0(m)8:
§ 150.0(m)9:
§ 150.0(m)10:
§ 150.0(m)11:
§ 150.0(m)12:
Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction,
connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive
duct tapes unless such tape is used in combination with mastic and draw bands.
Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes,
mastics, sealants, and other requirements specified for duct construction.
Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic
dampers.
Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible,
manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents.
Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind.
Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic
cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating.
Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and
outer vapor barrier.
Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an
occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in
accordance with Reference Residential Appendix RA3.1.
Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13
or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A.
Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter
racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the
filter. *
5/6/22
2022 Single-Family Residential Mandatory Requirements Summary
§ 150.0(m)13:
Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have
a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must
be ≥ 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy ≤ 0.45 watts per CFM for gas furnace air
handlers and ≤ 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow ≥ 250 CFM per ton of nominal
cooling capacity, and an air-handling unit fan efficacy ≤ 0.62 watts per CFM. Field verification testing is required in accordance with
Reference Residential Appendix RA3.3. *
Ventilation and Indoor Air Quality:
§ 150.0(o)1:
§ 150.0(o)1B:
Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2,
Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. *
Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole-
dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that
prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI
ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for
compliance with §150.0(o)1C.
§ 150.0(o)1C:
§ 150.0(o)1G:
Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units,
and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial
spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii.
Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand-
controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or
continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1Gv, and rated for sound per
§150.0(o)1Gvi. *
§ 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must
be measured by using a flow hood, flow grid, or other airflow measuring device at the fan’s inlet or outlet terminals/grilles per Reference
Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the
minimum airflow rate required by §150.0(o)1C.
§ 150.0(o)2:
Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating,
and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods
must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow
rates and sound requirements per §150.0(o)1G
Pool and Spa Systems and Equipment:
§ 110.4(a):
§ 110.4(b)1:
§ 110.4(b)2:
§ 110.4(b)3:
§ 110.5:
§ 150.0(p):
Lighting:
§ 110.9:
§ 150.0(k)1A:
§ 150.0(k)1B:
§ 150.0(k)1C:
§ 150.0(k)1D:
§ 150.0(k)1E:
§ 150.0(k)1F:
5/6/22
Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance
with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off
the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not
use electric resistance heating. *
Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or
dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating.
Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover.
Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time
switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods.
Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light.
Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump
sizing, flow rate, piping, filters, and valves. *
Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable
requirements of § 110.9. *
Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen
range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen
closets with an efficacy of at least 45 lumens per watt.
Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight,
and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met.
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a
luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor
control, low voltage wiring, or fan speed control.
Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust
hoods) must meet the applicable requirements of § 150.0(k). *
§ 150.0(k)1G:
§ 150.0(k)1H:
§ 150.0(k)1I:
§ 150.0(k)2A:
§ 150.0(k)2B:
§ 150.0(k)2A:
§ 150.0(k)2B:
§ 150.0(k)2C:
§ 150.0(k)2D:
§ 150.0(k)2E:
§ 150.0(k)2F:
§ 150.0(k)2K:
§ 150.0(k)3A:
§ 150.0(k)4:
§ 150.0(k)5:
Solar Readiness:
§ 110.10(a)1:
2022 Single-Family Residential Mandatory Requirements Summary
Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required
to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of
power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or
linen closet is closed.
Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A.
Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. *
Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned
on and off. *
Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed
to comply with § 150.0(k).
Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9.
Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming,
occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified
in § 150.0(k)2A.
Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire
must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with
opaque fronts or doors must have controls that turn the light off when the drawer or door is closed.
Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall-
mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light
sources in these spaces must comply with NEMA SSL 7A.
Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or
shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting.
Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to
other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch
control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all
applicable requirements may be used to meet these requirements.
Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5
watts of power.
Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the
applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0.
Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the
application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency,
which do not have a photovoltaic system installed, must comply with the requirements of § 110.10(b)-(e).
§110.10(b)1A:
§ 110.10(b)2:
§ 110.10(b)3A:
§ 110.10(b)3B:
§ 110.10(b)4:
§ 110.10(c):
§ 110.10(d):
§ 110.10(e)1:
§ 110.10(e)2:
Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with
access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any
requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5
feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160
square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be
located on the roof or overhang of the building and have a total area no less than 250 square feet. *
Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north.
Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof
mounted equipment. *
Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the
horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the
solar zone, measured in the vertical plane. *
Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for
roof dead load and roof live load must be clearly indicated on the construction documents.
Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a
pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family
residences and central water-heating systems, a pathway reserved for routing plumbing from the solar zone to the water-heating system.
Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be
provided to the occupant.
Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps.
Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole
circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.”
Electric and Energy Storage Ready:
5/6/22
DESIGN CRITERIA
1.VERTICAL LOADS (GRAVITY):
a)DEAD LOADS:
ROOF 15 PSF
b)LIVE LOADS (REDUCIBLE UNLESS NOTED OTHERWISE):
ROOF 20 PSF
2.LATERAL LOADS:
a)EARTHQUAKE DESIGN DATA:
V = 0.162 W (ASD) (INCLUDES RHO = 1.3)
SEISMIC IMPORTANCE FACTOR =1
RISK CATEGORY =II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
SS 1.490
S1 0.560
SITE CLASS D-STIFF SOIL
SEISMIC DESIGN CATEGORY D
SPECTRAL RESPONSE COEFFICIENTS
SDS 1.160
SMS 1.740
RESPONSE MODIFICATION FACTOR
PLYWOOD SHEARWALLS
R 6.5
SEISMIC RESPONSE COEFFICIENT
Cs 0.178
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
b)WIND:
BASIC WIND SPEED 110 MPH
SITE EXPOSURE C
IMPORTANCE FACTOR 1.0
REBAR
1.NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOOTING STEEL OFF
THE GROUND. PRECAST CONCRETE ADOBES ARE APPROVED.
2.BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
3.BAR REINFORCEMENT THAT IS NOT WELDED SHALL BE ASTM A706, GRADE 60.
WELDING OF REINFORCING BARS SHALL CONFORM TO AWS D1.4-92 AND CBC
STANDARDS 19-1. E90XX ELECTRODES SHALL BE USED, SPECIAL INSPECTION IS
REQUIRED FOR ALL FIELD WELDING.
4.SPLICES IN REINFORCING STEEL SHALL LAP AS FOLLOWS, UNLESS NOTES
OTHERWISE: #3 THOUGH #6 =45 DIA., #7 TROUGH #11 = 56 DIA. HORIZONTAL SPLICES
SHALL BE STAGGERED. NON-CONTACT SPLICES SHALL NOT BE SPACED
TRANSVERSELY FARTHER APART 1
5 THE REQUIRED LAP SPLICE LENGTH, OR 6
INCHES.
5.THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE FOUR BAR DIAMETERS
BUT NO LESS THAN 11
2" U.O.N.. IN WALLS AND SLABS OTHER THAN THE CONCRETE
JOIST CONSTRUCTION, BARS SHALL BE SPACED NOT FARTHER APART THAN THREE
TIMES THE WALL OR SLAB THICKNESS, NOR 18 INCHES.
6.REINFORCING STEEL SHALL HAVE A PROTECTED CONCRETE COVERING AS
FOLLOWS, U.O.N.:
WALL BARS BELOW GRADE:
ON DIRT SIDE WHEN POURED AGAINST DIRT =3"
ON DIRT SIDE WHEN FORMED =2"
WALL BARS ABOVE GRADE:
FOOTING PADS =3"
SLABS (ON EARTH)=2"
SLABS (LIGHT WEIGHT CONCRETE)=3 4"
SLABS (HARD ROCK CONCRETE)=1"
JOISTS (SIDES, TOPS, & SOFFITS)=1"
COLUMNS (TO MAIN STEEL)=2"
BEAM, GIRDERS (SIDES, TOPS, & SOFFITS)= 2"
IN ALL OTHER CASES =112"
7.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED 12
INCHES MINIMUM.
8.ALL WALLS SHALL BE DOWELED TO SUPPORTING FOOTINGS, BEAMS, PADS, ETC.,
WITH BARS THE SAME SIZE AND SPACING AS VERTICAL BARS IN THE WALL UNLESS
OTHERWISE DETAILED. ANCHORAGE OF DOWELS SHALL BE EQUIVALENT OF A BAR
SPLICE.
9.DOWEL REINFORCED SLABS TO WALLS AND OTHER EDGE MEMBERS PER TYPICAL
DETAILS.
10.ALL REINFORCING STEEL IS TO BE PLACED IN A RELATIVE POSITION SHOWN ON
DRAWINGS. NO SPLICES IN ANY REINFORCING WILL BE PERMITTED EXCEPT THOSE
SHOWN ON THE STRUCTURAL DRAWINGS.
11.REINFORCING DETAILING, BENDING, AND PLACING SHALL BE ION ACCORDANCE
WITH THE CONCRETE REINFORCING STEEL INSTITUTES "MANUAL OF STANDARD
PRACTICE", LATEST EDITION.
12.ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE WELL
SECURED IN THE POSITION WITH THE WIRE POSITIONERS BEFORE PLACING
CONCRETE OR GROUT. VERTICAL BARS IN THE MASONRY WALLS SHALL BE TIED IN
POSITION AT THE T&B AND INTERVALS NOT EXCEEDING 200 BAR DIAMETERS.
FOUNDATION
1.SOILS INFORMATION:
BEARING PRESSURE = 1500 PSF (13 INCREASE FOR WIND OR SEISMIC)
2.BOTTOM OF FOOTING SHALL BE AT LEAST 24 INCHES BELOW THE LOWEST
ADJACENT FINISHED GRADE INTO COMPETENT SOIL.
3.REFER TO AND CHECK WITH ARCHITECTURAL DRAWINGS FOR VARIOUS FLOOR
SLOPES, DROPPED SLABS, DEPRESSIONS, CURBS, STEPS, WALKS DRAINS,
DEPRESSED FLOOR, ETC. & DIMENSIONS NOT SHOWN.
4.NO CONCRETE SHALL BE POURED IN ANY FOUNDATION UNTIL EXCAVATION HAS
BEEN INSPECTED, EXCAVATION SHALL BE KEPT FREE OF LOOSE MATERIAL AND
STANDING WATER.
5.ALL SLEEVES THROUGH FOUNDATION WALLS AND UNDER FOOTING TO BE
INSTALLED PRIOR TO FOUNDATION POUR. SEE TYPICAL DETAILS.
6.NO SLEEVING OF ANY GRADE BEAM WILL BE PERMITTED UNLESS SHOWN ON
STRUCTURAL DRAWINGS APPROVED BY THE ENGINEER.
7.THE ENGINEER HAS NO CONTROL OR RESPONSIBILITY FOR THE DESIGN OF
TEMPORARY SHORING, SCAFFOLDING, FORMING, UNDERPINNING, ETC., NOT
DETAILED ON THESE PLANS.
8.ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL
BEHIND RETAINING WALLS BEFORE CONCRETE (OR GROUT) HAS OBTAINED FULL
DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND
PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE
COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL
PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.
9.CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS. NOTIFY STRUCTURAL ENGINEER, PRIOR TO
FABRICATION OR ERECTION, WHEN DISCREPANCIES ARE FOUND.
CONCRETE
1.CEMENT SHALL CONFORM TO ASTM C150, TYPE II.
2.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.
3.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI AT 28
DAYS: (4"MAX. SLUMP FOR FLATWORK).
MIN. COMPRESSIVE STRENGTH FOR WALLS TO BE 3,000 PSI
MIN. COMPRESSIVE STRENGTH FOR GRADE BEAMS TO BE 3,000 PSI
MIN. COMPRESSIVE STRENGTH FOR CAISSON TO BE 3,000 PSI
4.ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER.
ADMIXTURES SHALL COMPLY WITH ASTM C494 & C107 AND BE OF A TYPE THAT
INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT BE CONSIDERED
TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM CHLORIDE SHALL
NOT BE USED).
5.NO CONDUIT PLACED IN A CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER
GREATER THAN 1
3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBEDDED
IN A SLAB THAT IS LESS THAN 31
2" THICK. EXCEPT FOR LOCAL OFFSETS, MINIMUM
CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE DIAMETERS ON CENTER
(EXCEPT IF THE CONDUIT IS PASSING THROUGH).
6.PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE
FORMED WITH 3
4" CHAMFERS.
7.REFER TO DRAWINGS OF OTHER DISCIPLINES FOR MOLDS, GROOVES, CLIPS,
ORNAMENTS, OR GROUNDS REQUIRED TO BE CAST IN CONCRETE.
8.ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS INSTALLED TO PROVIDE
APPROXIMATELY 15 FOOT SQUARES UNLESS DETAILED OTHERWISE ON THE PLANS.
WHERE CONCRETE POURS ARE STOPPED, THE JOINTS SHALL BE FORMED. SEE
"TYPICAL SLAB-ON-GRADE JOINT DETAIL".
1.
& 1705.
2.
A.
B.
C.
D.
3.
A.
B.
C.
D.
I.
A.
B.
C.
II.
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
M.
N.
O.
III. ANCHORS, ANCHOR BOLTS, & DOWELS
A.
B.
C.
IV.
A.
B.
C.
V.
A.
B.
C.
D.
GENERAL NOTES
1.NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER
THESE STANDARD STRUCTURAL NOTES. DETAILS NOTES AS "TYPICAL DETAILS"
SHALL BE USED WHENEVER APPLICABLE. REFER TO SPECIFICATIONS FOR
INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS.
2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE
CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE
NOTIFIED IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES. IN NO CASE SHALL
DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE
STRUCTURAL DRAWINGS.
3.ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
STRUCTURAL DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION, AND RESOLVED WITH, THE ENGINEER BEFORE PROCEEDING WITH ANY
WORK SO INVOLVED.
4.WHERE A CONSTRUCTION DETAIL IS NOT SPECIFICALLY SHOWN OR NOTES, THE
DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.
5.THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE
AREA TO BE EXCAVATED, BEFORE BEGINNING EXCAVATION.
6.NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN OR THROUGH
SLABS, BEAMS, OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR
PIPES, DUCTS, ETC. EXCEPT AS INDICATED ON THE STRUCTURAL DRAWINGS. THE
CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY
ADDITIONAL PIPES, DUCTS, ETC.
7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF
THE 2025 CBC.
8.THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE
JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT,
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL
APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.
9.RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY
BRACING, SHORING, AND SUPPORT REQUIRED DURING CONSTRUCTION.
10.INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING
DEPARTMENT APPROVAL TIME IN THE COST OF PROPOSED MATERIAL
ALTERNATIVES. CONTACT ENGINEER FOR FEE AMOUNT. SUBMIT MATERIAL
ALTERNATIVE FOR REVIEW BEFORE CONSTRUCTION.
STRUCTURAL WOOD
1.ALL FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH GRADE MARKED BY A
RECOGNIZED GRADING AGENCY (WCLIB 0R WWPA), VOLUNTARY STANDARD DOC
PS20-25.
LIGHT FRAMING CONSTRUCTION
JOISTS & PLANKS No. 2
BEAMS & STRINGERS No. 1
POST AND TIMBERS No. 1
PARALLAM (PSL)2.0E WS (2900 Fb)
PARALLAM (PSL)2.2E WS (2900 Fb)
MICROLLAM (LVL)2.0E WS (2900 Fb)
VERTICAL STUDS:
2x4 STUDS, 8'-0" LONG CONSTRUCTION GRADE
2x4 STUDS, 8'-1" TO 14'-0"No. 1
2x6 STUDS No. 2
ALL OTHER LUMBER No. 1 STRUCTURAL LIGHT FRAMING
2.ALL SILL PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH
EARTH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE TREATED DOUGLAS FIR
(PT.D.F.). ALL FASTENERS SUCH AS NAILS, BOLTS, SCREWS, ANCHOR BOLTS, ETC.,
ATTACHING P.T.D.F. OR FIRE-RETARDANT TREADED WOOD SHALL BE HOT-DIPPED
ZINC COATED GALVANIZED OR STAINLESS STEEL (ASTM A153).
3.WHERE STUD PARTITIONS JOIN CONCRETE OR MASONRY WALLS, THE END STUD
WALL SHALL BE ANCHORED THERETO WITH 1
2" (BOLTS NEAR THE TOP & BOTTOM AND
AT EACH ROW OF TIRE BLOCKING. SUCH BOLTS SHALL BE EMBEDDED IN TH EWALL
NOT LESS THAN 2
3 OF THE WALL THICKNESS OR 8" MAX).
4.CUTTING, NOTCHING, OR BORING OF STUDS SHALL BE PERMITTED ONLY AS
DETAILED OR APPROVED BY ENGINEER AND/OR PER 2025 CBC TABLE 2308.5.9 OR
2308.5.10.
5.ALL NAILING SHALL CONFORM TO 2025 CBC TABLE 2304.10.2, AND SHALL BE
COMMON NAILS, UNLESS NOTED OTHERWISE ON PLANS AND DETAILS.
6.ALL BOLY HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT
WASHERS. HOLES FOR BOLTS SHALL BE BORED 1
16" LARGER THAN THE NOMINAL
DIAMETER. BOLTS IN THE WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE
END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER,
7.TOP PLATES OF ALL WOOD STUD WALLS TO BE 2-2x MINIMUM (SAME WIDTH AS
STUDS), LAP 48" MIN. WITH NOT LESS THAN 6-16d NAILS AT EACH LAP AND NOT
MORE THAN 12" BETWEEN NAILS.
8.PLYWOOD SHALL BE APA STRUCTURAL I RATED SHEATHING WITH EXTERIOR GLUE,
PER DOC PS1 OR DOC PS2.
9.PROVIDE DOUBLED JOISTS UNDER ALL PARALLEL PARTITIONS.
10.ALL LAG SCREWS TO BE PREDRILLED, DRILL DIAMETER TO BE 40 TO 70 PERCENT OF
THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION.
11.RE-TIGHTEN ALL ANCHOR BOLTS JUST BEFORE CLOSING IN.
12.ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC. SHALL BE AS
MANUFACTURED BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL.
13.PROVIDE BLOCKING OR BRIDGING PER 2024 NDS SECTION 4.4.1 & 2022 CBC SECTION
2308.10.4.6 AND SECTION 2308.5.7.
14.MOISTURE CONTENT OF WOOD AT TIME OF PLACING SHALL NOT EXCEED 19
PERCENT.
15.MACHINE BOLTS SHALL BE GRADE-A CONFORMING TO ASTM A307. ANCHOR BOLTS
SHALL BE ASTM F1554, GRADE 36. NUTS FOR MACHINE BOLTS AND ANCHOR BOLTS
SHALL CONFORM TO ASTM A563, HEX GRADE-A. THREADED RODS SHALL CONFORM
TO ASTM A36. THREADED AND NUTTED ANCHOR BOLTS SHALL BE ASTM F1554,
GRADE 36. ROUNDS WASHERS SHALL CONFORM TO ASTM F436.
FOR SI: 1 INCH = 25.4 mm
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 SHEARWALLS, 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 EDGE AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL
APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE
MARKED).
c.WHERE A RAFTER IS FASTENED TO AND ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS
FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE
REDUCED BY ON NAIL.
d.RSRS-01 IS A ROOF SHEATING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667
e.TABULATE FASTENER REQUIREMENTS APPLY WHERE THE ULTIMATE DESING WIND SPEED IS LESS THAN 140 MPH. FOR WOOD STRUCTURAL PANEL
ROOF SHEATING ATTACHED TO GABLE-END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES,
NAILS SHALL BE SPACED AT 4 INCHES ON CENTER WHERE THE ULTIMATE DESING WIND SPEED IS GREATER THAN 130 MPH IN EXPOSURE B OR
GREATER THAN 110 MPH IN EXPOSURE C. SPACING EXCEEDING 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS SHALL BE PERMITTED WHERE
THE FASTENING IS DESIGNED PER THE AWC NDS.
f.FASTENING IS ONLY PERMITTED WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN OR EQUAL TO 110 MPH.
g.NAILS AND STAPLES ARE CARBON STEEL MEETING SPECIFICATIONS OF ASTM F1667. CONNECTIONS USING NAILS AND STAPLES OF OTHER
MATERIALS, SUCH AS STAINLESS STEEL, SHALL BE DESIGNED BY ACCEPTABLE ENGINEERING PRACTICE OR APPROVED UNDER SECTION 104.11.
DESCRIPTION OF BUILDING ELEMENTS
6d COMMON OR DEFORMED (2"x0.113"); OR
2 3/8"x0.113" NAIL (SUBFLOOR AND WALL)
8d BOX OR DEFORMED (2 1/2"x0.113"x 0.281"
HEAD) (ROOF); OR
RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d
1 3/4" 16 GAGE STAPLE, 7/16" CROWN
(SUBFLOOR AND WALL)
2 3/8"x0.113"x0.266 HEAD NAIL (ROOF)
1 3/4" 16 GAGE STAPLE, 7/16" CROWN ROOF
8d COMMON (2 1/2"x0.131"); OR DEFORMED
(2"x0.113") (SUBFLOOR AND WALL)
8d COMMON OR DEFORMED (2 1/2"x0.131"x 0.281"
HEAD) (ROOF) OR
RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d
2 3/8"x0.113"x0.266" HEAD NAIL OR 2" 16 GAGE
STAPLE, 7/16" CROWN
10d COMMON (3"x0.148"); OR
DEFORMED (2 1/2"x0.131"x0.281" HEAD)
OTHER EXTERIOR WALL SHEATHING
1 1/2"X0.120 GALVANIZED ROOFING NAIL (7/16"
HEAD DIAMETER); OR
1 1/4" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN
1 3/4"x0.120 GALVANIZED ROOFING NAIL (7/16"
DIAMETER HEAD); OR
1 1/2" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
8d COMMON (2 1/2"x0.131"); OR
DEFORMED (2"x0.113"); OR
DEFORMED (2"x0.120")
8d COMMON (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.120")
10d COMMON (3"x0.148"); OR
DEFORMED (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.120")
PANELS SIDING TO FRAMING
6d CORROSION-RESISTANT SIDING (1 7/8"
x0.106"); OR
6d CORROSTION-RESISTANT CASING (2"x0.099")
8d CORROSION-RESISTANT SIDING (2
3/8"x0.128"); OR
8d CORROSION-RESISTANT CASING (2
1/2"x0.113")
4d CASING (1 1/2"x0.080"); OR
4d FINISH ( 1 1/2"x0.072")
6d CASING (2"x0.099"); OR
6d FIINISH (2"x0.092"); OR
(PANEL SUPPORTS AT 24 INCHES)
30.3/8" - 1/2"
31.19/32" - 3/4"
32.7/8" - 1 1/4"
33.1/2" FIBERBOARD SHEATHINGb
34.25/32" FIBERBOARD SHEATHINGb
35.3/4" AND LESS
36.7/8" - 1"
37.1 1/8" - 1 1/4"
38.1/2" OR LESS
39.5/8"
40.1/4"
41.3/8"
EDGES
(INCHES)
INTERMEDIATE
SUPPORTS
(INCHES)
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICIEBOARD WALL SHEATHING TO
FRAMING
SPACING AND LOCATION
2025 CBC: TABLE NO. 2304.10.2:
FASTENING SCHEDULE, CONT.
INTERIOR PANELING
6
6e
4
3f
3f
6
6e
4
6
3
3
6
6
6
6
6
6
6
12
6e
8
3f
3f
12
6e
8
12
6
6
12
12
12
12
12
12
12
NUMBER AND TYPE OF FASTENER
1.BLOCKING BETWEEN CEILING JOIST, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
FLAT BLOCKING TO TRUSS AND WEB FILLER
2.CEILING JOISTS TO TOP PLATE
3.CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST) (SEE SECTION
2308.7.3.1, TABLE 2308.7.3.1)
4.CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL
JOINT)(SEE SECTION 2308.7.3.1 TABLE 2308.7.3.1)
5.COLLAR TIE TO RAFTER
6.RAFTER OR ROOF TRUSS TO TOP PLATE (SEE SECTION
2308.7.5, TABLE 2308.7.5)
7.ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS;
OR ROOF RAFTER TO 2-INCH RIDGE BEAM
8.STUD TO STUD (NOT AT BRACED WALL PANELS)
9.STUD TO STUD AND ABUTTING STUDS AT
INTERSECTING WALL CORNERS ( AT BRACED WALL
PANELS)
10.BUILT-UP HEADER (2" TO 2" HEADER)
11.CONTINUOUS HEADER TO STUD
12.TOP PLATE TO TOP PLATE
13.TOP PLATE TO TOP PLATE, AT END JOINTS
14.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS)
15.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS
16.STUD TO TOP OR BOTTOM PLATE
17.TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS
18.1" BRACE TO EACH STUD AND PLATE
19.1"x6" SHEATHING TO EACH BEARING
20.1"x8" AND WIDER SHEATHING TO EACH BEARING
21.JOIST TO SILL, TOP PLATE, OR GIRDER
22.RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW
23.1"x6" SUBFLOOR OR LESS TO EACH JOIST
24.2" SUBFLOOR TO JOIST OR GIRDER
25.2" PLANKS (PLANK & BEAM-FLOOR & ROOF)
26.BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
27.LEDGER STRIP SUPPORTING JOISTS OR RAFTERS
28.JOIST TO BAND JOIST OR RIM JOIST
29.BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
2-8d COMMON (2 1/2"x 0.131")
2-3"x 0.131" NAILS
2-3" 14 GAGE STAPLES
2-16d COMMON (3 1/2"x 0.162")
3-3"x 0.131" NAILS
3-3" 14 GAGE STAPLES
16d COMMON (3 1/2"x 0.162") @ 6" O.C.
3"x 0.131" NAILS @ 6" O.C.
3"x 14 GAGE STAPLES @ 6" O.C.
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
PER TABLE 2308.7.3.1
3-10d COMMON (3"x 0.148"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
3-10d COMMON (3"x 0.148"); OR
3-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN OR
3-10d COMMON (3 1/2"x 0.148"); OR
4-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162"); OR
16d BOX (3 1/2"x 0.135"); OR
3"x0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
16d BOX (3 1/2"x 0.135")
4-8d COMMON (2 1/2"x0.131"); OR
4-10d BOX (3"x0.128")
5-8d BOX (2 1/2"x0.113")
16d COMMON (3 1/2"x 0.162");
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
8-16d COMMON (3 1/2"x 0.162"); OR
12-16d BOX (3 1/2"x 0.135"); OR
12-10d BOX (3"x 0.128"); OR
12-3"x 0.131" NAILS; OR
12-3" 14 GAGE STAPLES 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
16d BOX (3 1/2"x 0.135"); OR
3"x 0.131" NAILS OR
3" 14 GAGE STAPLES, 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
4-8d COMMON (2 1/2"x 0.131"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-8d BOX (2 1/2"x 0.113"); OR
4-3" 14 GAGE STAPLES, 7/16" CROWN OR
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-1 3/4" 16 GAGE STAPLES, 1" CROWN
3-8d COMMON (2 1/2"x 0.131"); OR
3-8d BOX (2 1/2"x 0.113"); OR
3-10d BOX (3"x 0.128"); OR
3-1 3/4" 16 GAGE STAPLES, 1" CROWN
WIDER THAN 1"x8"
3-8d COMMON (2 1/2"x 0.131"); OR
4-8d BOX (2 1/2"x 0.113"); OR
3-10d BOX (3"x 0.128"); OR
4-1 3/4" 16 GAGE STAPLES, 1" CROWN
FLOOR
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR FLOOR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
8d BOX (2 1/2"x 0.131")
8d COMMON (2 1/2"x 0.131"); OR
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
2-1 3/4" 16 GAGE STAPLES, 1" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
2-16d COMMON (3 1/2"x 0.162")
3-16d BOX (3 1/2"x 0.135"); OR
2-16d COMMON (3 1/2"x 0.162")
20d COMMON (4"x0.192")
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
AND:
2-20d COMMON (4"x 0.192"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
EACH END, TOENAIL
EACH END, TOENAIL
END NAIL
FACE NAIL
EACH JOIST, TOENAIL
FACE NAIL
FACE NAIL
FACE NAIL
END NAIL
TOENAIL
24" O.C. FACE NAIL
16" O.C. FACE NAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16"O.C. EA EDGE, FACE NAIL
12"O.C. EA EDGE, FACE NAIL
TOENAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
EACH SIDE OF END JOINT,
FACE NAIL (MINIMUM 24" LAP
SPLICE LENGTH EACH SIDE
OF END JOINT)
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16" O.C. FACE NAIL
TOENAIL
END NAIL
FACE NAIL
FACE NAIL
FACE NAIL
FACE NAIL
TOENAIL
4" O.C. TOENAIL
6" O.C. TOENAIL
FACE NAIL
BLIND AND FACE NAIL
EACH BEARING, FACE NAIL
32"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
24"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
ENDS AND AT EACH SPLICE,
FACE NAIL
EACH JOIST OR RAFTER,
FACE NAIL
END NAIL
EACH END, TOENAIL
NUMBER AND TYPE OF FASTENERg SPACING AND LOCATION
2 TOENAILS ON ONE SIDE
AND 1 TOENAIL ON OPPOSITE
SIDE OF RAFTERS OR TRUSS
2025 CBC: TABLE NO. 2304.10.2:
FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS
ROOF
WALL
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATE OF CALI
R
OR
AIIC
I
VIL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S1.0
STRUCTURAL
NOTES
A.B.ANCHOR BOLT
ABV.ABOVE
ADD'L ADDITIONAL
ADJ.ADJACENT
ALUM.ALUMINUM
ALT.ALTERNATE
APPRX.APPROXIMATE(LY)
ARCH.ARCHITECT(TURAL)
&AND
@ AT
BEL.BELOW
B.B.BRACED FRAME
BLDG.BUILDING
BLK.BLOCK
BLKG.BLOCKING
BM.BEAM
B.N.BOUNDARY NAILING
BNDRY.BOUNDARY
B.O.F.BOTTOM OF FOOTING
BRDG.BRIDGE (ING)
BRG.BEARING
BTM.BOTTOM
BTWN.BETWEEN
CAMB.(C)CAMBER(ED)
CANT.CANTILEVERED
C.F.CUBIC FEET(FOOT)
C.G.CENTER OF GRAVITY
C.I.P.CAST IN PLACE
C.J.CONSTRUCTION JOINT
CL.CENTER LINE
CLG.CEILING
CLR.CLEAR
CMU CONC. MASONRY UNIT
COL.COLUMN
CONC.CONCRETE
CONN.CONNECTION
CONST.CONSTRUCTION
CONT.CONTINUOUS
CTSK.COUNTERSINK
CTR.CENTER(ED)
C.Y.CUBIC YARD
d PENNY(NAILS)
DBL.DOUBLE
DEPT.DEPARTMENT
D.F.DOUGLAS FIR
DIA. (Φ)DIAMETER
DIA.DIAGONAL
DIAPH.DIAPHRAGM
DIM.DIMENSION
DN.DOWN
do DITTO(REPEAT)
DP (D)DEEP (DEPTH)
DWG.DRAWING(S)
DWL.DOWEL(S)
EA.EACH
E.F.EACH FACE
E.J.EXPANSION JOINT
EL.ELEVATION
ELEC.ELECTICAL
ELEV.ELEVATOR
EMBD.EMBED(MENT)
E.N.EDGE NAIL /SCREWS
ENG.ENGINEER
ES.EDGE SCREWS
EQ.EQUAL
EQPT.EQUIPMENT EXP.
EXST.EXPANSION
(E)EXISTING
EXT.EXTERIOR
FAB.FABRICATION
FND.FOUNDATION
FIN.FINISH(ED)
FLG.FLANGE
FLR.FLOOR
F.N.FIELD(FACE)NAIL
F.O.C.FACE OF CONCRETE
F.O.M.FACE OF MASONRY
F.O.S.FACE OF STUD
F.O.W.FACE OF WALL
FRM.FRAME(ING)
F.S.FAR SIDE
FT.(')FOOT(FEET)
FTG.FOOTING
GA.GAUGE
GALV.GALVANIZED
GB GRADE BEAM
GLB GLUED LAMINATED BEAM
GRD.GRADE
GYPDB.GYPSUM WALLBOARD
HD HOLD DOWN
HDR.HEADER
HGR.HANGER
HORZ.(H)HORIZONTAL
HSB HIGH STRENGTH
HT.HEIGHT
I.D.INSIDE DIAMETER
I.E.INVERT ELEVATION
I.F.INSIDE FACE
IN.(")INCH(S)
I.G.INTERIOR
JST.JOIST
JT.JOINT
K KIPS (1000)
LAT.LATERAL
LB(#)POUNDS
L.B.LAG BOLTS
LDGR.LEDGER
L.F.LINEAL FEET(FOOT)
LG.LONG(ITUDINAL)
LGTH LENGTH
LLH LONG LEG HORIZ.
LLV LONG LEG VERT.
LT.WT.LIGTH WEIGHT
MAS.MASONRY
MAT'L.MATERIAL
MAX.MAXIMUM
M.B.MACHINE BOLT
MECH.MECHANICAL
MEZZ.MEZZANINE
MFR.MANUFACTURER
MISC.MISCELLANEOUS
MIN.MINIMUM
MLB MINI-LAM-BM.
MTL.METAL
N NEW
NO.(#)NUMBER
N.S.NEAR SIDE
N.S.G.NON-SHRINK GROUT
N.T.S.NOT TO SCALE
O.C.ON CENTER
O.D.OUTSIDE DIAMETER
O.D.OUTSIDE DIAMETER
O.F.OUTSIDE FACE
O.H.OPPOSITE HAND
OPNG.OPENING
ORNT.ORIENTATE(ION)
OWJ.OPEN WEB JOISTS
PAR.(//)PARALLEL
P/C PRECAST CONCRETE
PERP.(┴)PERPENDICULAR
PL.(PL)PLATE
PLAM PURLAM BEAM
PLY.PLYWOOD
P.S.F.POUNDS PER SQUARE FOOT
P.S.I.POUNDS PER SQUARE INCH
P.T.PRESSURE TREATED
P/T POSTTENSIONED
(PRESTRESSED)
QTY.QUANTITY
RAD.(R)RADIUS
R.C.P REINFORCED CONCRETE PIPE
REF.REFERENCE
REINF.REINFORCEMENT(ING)
REQ'D.REQUIRED
R.F.RIGID FRAME
R.O.ROUGH OPENING
R.B.RIDGE BOARD
SCHED.SCHEDULE
SCHED.SHEET
SHTG.SHEATHING
SIM.SIMILAR
SKW.SKEW(ED)
SPC.SPACE(S)(ING)
SPEC.SPECIFICATION(S)
SQ.SQUARE
SS SELECT STRUCTURAL
STD.STANDARD
STGR.STAGGER(ED)
STIFF.STIFFENER(S)
STIR.STIRRUP(S)
STL.STEEL
STRUC.STRUCTURAL
SUSP.SUSPENDED(TION)
SYMM.SYMMETRICAL
(T)TOP
T&B TOP AND BOTTON
TEMP.TEMPERATURE
T&G TONGUE AND GROOVE
THK.THICK(NESS)
THRD.THREADED
TMPRY.TEMPORARY
T.N.TOE NAIL
T.O.A.TOP OF SHEATHING
T.O.W.TOP OF WALL
TRANSV.TRANSVERSE
T.S.TOP OF STEEL
TYP.TYPICAL
UBC UNIFORM BUILDING CODE
U.O.N.UNLESS OTHERWISE NOTED
VERT.VERTICAL
VIF VERIFY IN FIELD
(W)WIDE(WIDTH)
w/WITH
WD.WOOD
W.P.WORK POINT
WPJ WEAKENED PLANE JOINT
W.S.WELDED STUD(S)
WT WEIGHT
WWF WELDED WIRE FABRIC
X-STG EXTRA STRONG
XX-STG DOUBLE EXTRA STRONG
YD YARD
STRUCTURAL ABBREVATIONS
1704
DRAWINGS
DEPARTMENT.
THE
AND
BY
IN
THE
INSPECTIONS
SUBSTITUTE
IS
IS
THE
TO
OR
WORK
REQUIRED
SOIL
ALL
BEFORE
CAST-IN-PLACE
BEAMS
WALLS
ON
AND
CONCRETE
CORES.
VERIFY PLACEMENT AND COMPRESSIVE STRENGTH OF CONCRETE IN TILT-UP PANELS
STRUCTURAL
CONCRETE
CONCRETE
INSULATING
NOT
CONCRETE
SPECIAL
EPOXIED
SLEEVE
AND
(WHERE
OF
IS
IS
IS
CONCRETE
APPROVED
STEEL
CHECK
CONTINUOUS
1.ANCHORS, ANCHOR BOLTS, & DOWELS
A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF
EPOXIED DOWELS IN CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE
REPAIRS).
B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE
ANCHORS (WHERE INDICATED).
2.SHEAR WALLS
A.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR
PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER
FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM.
SPECIAL INSPECTION REQUIRED
SPECIAL INSPECTION
1.SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF THE 2025 CBC SECTION
1704 & 1705.
2.SPECIAL INSPECTOR SHALL:
A.BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED ENGINEER.
B.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS
AND SPECIFICATIONS.
C.FURNISH INSPECTION REPORTS TO THE ENGINEER AND BUILDING DEPARTMENT.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION; THEN IF NOT CORRECTED, TO THE ENGINEER AND
BUILDING DEPARTMENT.
D.SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED
BY A CALIFORNIA REGISTERED CIVIL ENGINEER, STATING THAT THE WORK WAS IN
CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE
APPLICABLE WORKMANSHIP PROVISIONS OF THE CBC.
3.INSPECTION NOTES:
A.CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED
INSPECTIONS REQUIRED BY THE 2025 CBC SECTION 110. SPECIAL INSPECTION IS
NOT A SUBSTITUTE FOR INSPECTION NY A BUILDING OFFICIAL, SPECIALLY
INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF
THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL FOR EXPOSURE.
B.CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING PERFORMANCE OF THE
WORK UNLESS SPECIFICALLY NOTED.
C.SPECIAL INSPECTORS MUST BE CERTIFIED BY THE BUILDING DEPARTMENT TO
PERFORM THE TYPES OF INSPECTIONS SPECIFIED.
D.IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR
INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY
WORK THAT REQUIRED SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT
REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATE OF CALI
R
OR
AIIC
I
VIL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S1.1
STRUCTURAL
NOTES
1.REFER TO STRUCTURAL NOTES ON SHEET S1.0-S1.1 AND TYPICAL DETAILS ON
SHEETS S3.0-S3.3. THESE NOTES AND DETAILS SHALL BE USED WHERE
APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT.
2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH
STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL,
MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS.
3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4.NON-STRUCTURAL ELEMENTS IN NATURE SUCH AS DRAINS, SUMPS, EXTERIOR
HARDSCAPE, MECHANICAL UNITS, ETC., ARE TO BE DESIGNED BY OTHERS.
5.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR
SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL
WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL
DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS
FOR LOCATION AND EXTENT OF PARTITION WALLS.
6.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR
PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHED, AND BORINGS
SHALL BE FIELD-TREATED. FASTENERS IN TREATED WOOD SHALL BE
APPROVED SILICON BRONZE/COPPER, STAINLESS STEEL, OR HOT-DIPPED
ZINC COATED STEEL.
7.ALL WOOD FRAMED STRUCTURAL WALLS ARE TO BE 2x4 STUDS @ 16" O.C.,
U.O.N. (USE 2x6 STUDS @ 16" O,C, AT PLUMBING WALLS).
8.ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" MIN. INTO CONCRETE OR
MASONRY FOUNDATION SPACED NO MORE THAN 48" AND PROVIDE A PLATE
WASHER WITH MINIMUM SIZE OF 0.299"x3"x3".
9.ANCHOR BOLTS AND HOLDOWN ANCHORS, SHALL BE TIED IN PLACE PRIOR TO
FOUNDATION INSPECTION. ON RAISED FLOOR HOLDOWN THAT USE 7 8" OR
GRATER DIA., STEMP WALL WITH MIN. OF 8"DURING 4xle LENGTH FROM MIDDLE.
10.SHEAR WALL SHEATHING SHOWN ON ONE SIDE MAY ALTERNATIVELY BE
SHEATHED ON THE OPPOSITE SIDE OF THE WALL.
11.IF ADVERSE SOILS CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
MAY BE REQUIRED.
12.EXTREME CARE SHOULD BE TAKEN WHEN DOING FOUNDATION WORK WITH
POST-TENSIONED SLABS (WHERE APPLICABLE). NO TENDONS SHALL BE
DAMAGED OR CUT. NOTIFY THE ENGINEER OF RECORD PRIOR TO ANY
DRILLING, CORING, SAQ-CUTTING, ETC. USE NON-DESTRUCTIVE METHODS TO
LOCATE TENDONS PRIOR TO ANY WORK.
SCALE: = 1'-0"
N
FOUNDATION PLAN
1/4"
PLAN NOTES
LEGEND
SHEARWALL SCHEDULE
EDGE
NAIL4
FIELD
NAIL
NAIL
SIZE3SHEATHING2TYPE1
10d
15
32 STRUC 1
O.S.0'-00"
6 6"12"
WOOD
SILL PLATE CONN.
CONCRETE
SDS1
4"x6"
@ 16"
2x 3x
5
8" DIA.
A.B. @32"
5
8" DIA.
A.B. @48"312
ALLOW
SHEAR
(PLF)
SHEAR
CLIPS5 6
A35 @ 16"
NOTES:
1.SEE DETAIL 5/S3.1 & 7/S3.1 FOR ALL SHEARWALL ASSEMBLIES BASED ON SHEAR WALL TYPE:
TYPE I TYPE II TYPE III TYPE IV
6 4, 3 & 2 4D 3D & 2D
2.O.S. INDICATES SHEATHING ON ONE SIDE OF THE WALL & D.S. INDICATES SHEATHING ON BOTH SIDES OF
THE WALL.
3.USE COMMON WIRE NAILS FOR ALL STRUC 1 SHEATHING
4.USE MIN. 8d COMMON NAILS MIN. FOR NAILS FOR LTP4 INSTALLED OVER SHEATHING
5.USE A35 @ 6" O.C. ON SIMPSON STRONG WALL
PAD FOOTING SCHEDULE
TYPE SIZE
(WxLGTHxTHK)
CAPACITY
(KIPS)
1'-6" x 1'-6" x
12"3.04
REINF.
(E.W. BOT.)TYPE SIZE
(WxLGTHxTHK)
CAPACITY
(KIPS)
REINF.
(E.W. BOT.)
NOTES:
1.ALL PAD FOOTINGS SHALL HAVE A MIN. BEARING DEPTH OF 18" FOR INTERIOR CONDITIONS & 24" FOR
EXTERIOR CONDITIONS.
2.ALLOWABLE CAPACITY VALUES ARE BASED ON AN ALLOWABLE BEARING PRESSURE OF 1,500 PSF.
3.IF SPREAD FOOTING OCCURS AT SAME LOCATION AS HOLDOWN ANCHOR PAD, THE LARGER SIZE AND
REINFORCEMENT SHALL GOVERN.
2'-0" x 2'-0" x
12"
2'-6" x 2'-6" x
12"
3'-0" x 3'-0" x
12"
2 - #4
3 - #4
4 - #4
3 - #55.40
8.44
12.15
1.5
2.0
2.5
3.0
SPREAD FOOTING PER SCHEDULE ON THIS SHEET
WOOD POST SIZE. MARK IS INDICATED AT THE BASE OF THE
POST
SHEAR WALL POST AND HARDWARE MODEL SEE DETAIL 9/S3.1
FOR INSTALLATION DETAILS.
4x4
POST
4x4
HDU
2.0
NEW CONCRETE FOOTING, INDICATED W/ BOLD HIDDEN LINES
& SOLID HATCH
(E) CONCRETE FOOTING, INDICATED WITH HIDDEN LINES
BEARING WALL SHOWN WITH A BOLD CONTINUOUS LINE.
SUPPORTS VERTICAL/SEISMIC/WIND LOADS.
0'-00"
6 WOOD SHEARWALL. SEE SHEARWALL SCHEDULE ON S2.0 FOR
ASSEMBLY AND DETAIL REFERENCES. SHEARWALLS STARTS
AT FOUNDATION AND CONTINUES UP TO ROOF LEVEL
2.5
9'
-
1
1
"
6'
-
1
"
3'-9"5'-9"
10
'
-
2
"
10
'
-
2
"
5'
-
0
"
3'-9"6'-2"
6 6
6
6
6
66
6
6
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
EXISTING
CONC. SLAB
EXISTING 2x4 WALL STUD
TO BE FIELD VERIFIED
EXISTING 1'-0" WIDE CONT. FOOTING
TO BE FIELD VERIFIED
TYPICAL
TYP. WALL STUD FRAMING:
2x4 STUDS @16" O.C.
TYP. CONTINUOUS FOOTING:
1'-0" WIDE x 24" MIN. BEARING DEPTH
INTO COMPETENT SOIL w/ CONTINUOS
2-#4 T&B
9
S3.1
TYP.
1
S4.0
1
S4.0
4
S4.0
5
S4.0
5
S4.0
5
S4.0
7
S4.0
7
S4.0
7
S4.0
1
S4.0
1
S4.0
4x6
POST
1
S3.0
TYP. HOUSE SLAB ON GRADE:
4½" SLAB ON GRADE
w/ #4 BARS @ 16" O.C.
AT CENTER OF SLAB,
EA. WAY. w/ 10 MIL. VAPOR
RETARDER SANDWICHED
BETWEEN 2 LAYERS
OF 2" OF SAND, OVER
COMPETENT GRADE
3
S4.0
4
S4.0
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
VIL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S2.0
FOUNDATION
PLAN
1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON
SHEETS S3.0-S3.3. THESE NOTES AND DETAILS SHALL BE USED WHERE
APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT.
2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH
STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL,
MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS.
3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR
SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL
WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL
DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS
FOR LOCATION AND EXTENT OF
5.NOMINAL ROOF LINE VARIES, REFER TO ARCHITECTURAL.
6.WALLS BELOW ROOF SHEATHING ARE INDICATED BY DASHED LINES. WALLS
ABOVE ROOF SHEATHING ARE INDICATED BY SOLID LINES.
7.BEAMS IN CONTACT WITH ROOF SHEATHING OR DIRECTLY BELOW ROOF
FRAMING ARE INDICATED WITH SOLID LINES, ANY OTHER BEAM AT A LOWER
LEVEL IS INDICATED WITH DASHED LINES.
8.SIZE AND LOCATION OF ALL MECHANICAL EQUIPMENT TO BE REVIEWED AND
APPROVED BY THE E.O.R. PRIOR TO PLACEMENT.
9.FOR SIZE AND LOCATION OF ROOF OPENINGS FOR PIPES AND DUCTS, REFER
TO MECHANICAL AND PLUMBING DRAWINGS.
10.ALL WOOD EXPOSED TO WEATHER TO BE TREATED WOOD, REDWOOD, OR
OTHER SPECIES NATURALLY RESISTANT TO DECAY AND JOIST HANGERS,
STRAPS, TIES, ETC. SHALL BE GALVANIZED (G185 COATING). FASTENERS
SHALL BE STAINLESS STEEL OR APPROVED EQUAL.
SCALE: = 1'-0"
N
ROOF FRAMING PLAN
1/4"
PLAN NOTES
LEGEND
RAFTER END INDICATED BY THE STRAIGHT LINE. THE ARROWS
INDICATE THE AREA TO COVER
CEILING JOIST END INDICATED BY THE ARROWS INDICATE
THE AREA TO COVER. SEE DETAIL 6/S3.2
CRIPPLE WALL LOCATED ABOVE STRUCTURAL ELEMENTS
SUCH AS BEAMS OR CEILING JOISTS, REPRESENTED USING
DASH-DOT LINE CONVENTION
RAFTERS
C.J.
FRAMING MEMBER BEARING ON TOP OF TOP PLATES
FRAMING MEMBER HUNG AT IT'S SUPPORT, SEE 12/S3.2
HEADER MEMBER INSTALLED PER DETAIL 5/S3.2
REQUIRED TOP PLATE SPLICE. SEE SCHEDULE ON 2/S3.2 FOR
ALL REQUIREMENTS. THE MARKED SPLICE SHALL APPLY FOR
THE FULL LENGTH OF THE WALL. USE TYPE SPLICE MIN.,
UNLESS OTHERWISE NOTED.
6
4x4
6
EXISTING
ROOF FRAMING
(E) HDR (E) HDR
(E) HDR
(E
)
H
D
R
4x6
4x
6
4x
6
4x6 4x6 4x6
3½
x
1
1
¼
P
S
L
3½
x
1
1
¼
P
S
L
2x6 RAFTERS
@ 16" O.C.
2x6 RAFTERS
@ 16" O.C.
2x6 C.J.
@16" O.C.
2x6 C.J.
@16" O.C.
2x
8
R
I
D
G
E
B
O
A
R
D
7A
S3.2
7A
S3.2
1
S3.3
3
S5.0
3
S5.0
5
S5.0
5
S5.0
DOOR OR WALL INFILL
PER DETAIL
TYP. @ DIAGONAL HATCH
6
S5.0
1
S5.0
2
S5.0
1
S5.0
4
S5.0
3
S3.2
TYP. ROOF SHEATHING:
1/2" APA RATED EXP-1
SHEATHING (32/16), w/
E.N. = 8d @ 6"
F.N. = 8d @ 12"
(NO BLOCKING REQUIRED AT SEAMS)2
S5.0 4
S5.0
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATE OF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S2.1
ROOF FRAMING
PLAN
t/
3
t
=
S
L
A
B
T
H
I
C
K
N
E
S
S
(P
E
R
P
L
A
N
)
1/8"
18"
MAX.
8"
MI
N
.
12" MIN.
SAWCUT SLAB AS SOON AS
POSSIBLE AFTER POUR
(AVOID SPALLING CORNERS)
PULL TOP QUICK JOINT
(INSTALL PER MFR's
RECOMENDATIONS)
WEAKENED PLANE JOINT(WPJ)TURN TRANSVERSE REINF.
& PROVIDE DOUBLE CONT.
REINF. AT EDGE
FINISH GRADE
STEP IN SLAB
SLAB EDGE
NOTES:
1. JOINT SPACING SHALL NOT EXCEED 24 TIMES THE SLAB THICKNESS IN BOTH
DIRECTIONS. PANELS BOUNDED BY SANCUTS SHALL BE AS CLOSE TO SQUARE AS
POSSIBLE, WITH A 1 12 :1 MAXIMUM ASPECT RATIO.
2. CURING COMPOUND SHALL BE APPLIED IN TWO COATS IN OPPOSITE DIRECTIONS
WITH AN EXTRA APPLICATION ON ALL SAW CUT JOINTS. COMPOUND TO BE APPLIED
WITHIN TWO HOURS OF FINISHING OPERATIONS.
3. UNDERGROUND UTILITIES, PIPING, CONDUIT, ETC. SHALL BE PLACED BELOW THE
SAND. PIPING AND CONDUITS SHALL NOT BE PLACE IN THE PLANE OF THE SLAB.
STEP PER ARCH.
t
=
S
L
A
B
T
H
I
C
K
N
E
S
S
(P
E
R
P
L
A
N
)
ALTERNATIVE WEAKENED
PLANE JOINT(WPJ)
t/
3
t
=
S
L
A
B
T
H
I
C
K
N
E
S
S
(P
E
R
P
L
A
N
)
SCREED KEY JOINT
REINF. PER PLAN
(LAP=2'-0")
CONSTRUCTION JOINT (CJ)
REINF. PER PLAN
(LAP=2'-0")
REINF. PER PLAN
(LAP=2'-0")
SHOT PINS
SLAB PER PLAN
ANCHOR BOLT AT CURB
6"
MA
X
.
#3 CONT.
PARTITION WALL FRAMING
PER PLAN
SLAB PER PLAN
PARTITION WALL FRAMING
PER PLAN
P.T.D.F. SILL PLATE PER PLAN w/
HILTI'S 0.145" DIA. x 3" LONG
POWER DRIVEN PINS @ 32" O.C.
WASHER. w/ 15 8" MIN. CONCRETE
PENETRATION 1 1 4"
12" DIA. HEADED
A.B's @ 48" O.C.
MAX.
1
1
6" db BUT NOT
LESS THAN 212" MIN.
12
d
b
db
DIA
.
DIA
.
DIA
.
DIA
.
"a"12"
DIA."a""a""a"
"a
"
"a"OPTIONAL
B C D DIA. = 6 db (FOR #3 THRU #8)
DIA. = 8 db (FOR #9, #10 & #11)
DIA. = 10 db (FOR #14 & #18)
(db = BAR DIAMETER)
NOTE: BEND 4 db MINIMUM FOR STIRRUPS & TIES.
HOOKS & BENDSTIES & STIRRUPS
DIMENSION "a"
FOR #3 TIES = 5"
FOR #4 TIES = 5 12"
FOR #5 TIES = 6"
TYPICAL COLUMN TIES BEAM STIRRUPS
A E
ALTERNATE POSITION
OF SUCCESSIVE TIE
SPLICES TYPICAL.
ALTERNATE POSITION
OF 135° AND 90°
BENDS TYPICAL
NOTE: FOR SIZE & SPACING OF ALL TIES AND STIRRUPS,
REFER TO SCHEDULE AND/OR TYPICAL DETAILS.
DUCTILE
STEP UP
30 BAR
DIA.
30 BAR
DIA.
3"
C
L
R
.
30 BAR DIA.
3"
C
L
R
.
2x RISE
3"
M
I
N
.
2'
-
0
"
MA
X
.
RI
S
E
30 BAR
DIA.
30 BAR
DIA.
2"
C
L
R
.
3"
C
L
R
.
3"CL
R
2x RISE
2'
-
0
"
MA
X
.
RI
S
E
30 BAR DIA.
3"
C
L
R
.
'D
'
2'
-
0
"
MA
X
.
RI
S
E
2x RISE 6"
MIN
'D
'MIN
TOP REINF. CONT. THRU
OPTIONAL C.J.
REINF. SAME SIZE &
SPACING AS
FOOTING REINF.
FOOTING STEP
AS REQD.
STEP DOWN
FOOTING STEP
AS REQD.
TOP BARS
(WHERE OCCURS)
REINF. SAME SIZE & SPACING
AS FOOTING REINF.
INSTALL 2x FILLER PIECES AS
SHOWN TO BRIDGE BOLT HEAD
STILL PLATE
16d TYP. AS
SHOWN
STUDS @ 16" O.C.
TYP. U.O.N.
ELEVATION
"A""B"
SPLICE
LINE
TYP. SILL BOLTS
2x SILL SPLICE
6-16d EACH
SIDE OF SPLICE
NOTE: THIS DETAIL REQUIRED WHEN
EITHER "A" OR "B" IS GREATER THAN 9".COUNTERSINK WITH
CARE OVER BOLT
SEE 9/S3.0
STUDS @ 16" O.C.
TYP. U.O.N.
30 DIA. U.O.N.
2'-0" MIN.
TYP.
30 DIA. U.O.N.
2'-0" MIN.
TYP.
ALL CORNERS & INTERSECTIONS
SHALL HAVE 2 #5 VERTICAL U.O.N.
STD. HOOK
2 #5 U.O.N.
PROVIDE OUTSIDE CORNER LAP BARS
PROVIDE STD. 90° HOOK AT INSIDE BARS
INTERSECTIONCORNER END
FOOTING
1'-6"
MIN
30
°
2'
-
0
"
MA
X
.
9"
MIN.
9"
MIN.3"
M
I
N
4"
M
I
N
.
BACKFILL TRENCH AND
RECOMPACTION TO 90
PERCENT COMPACTION
NO PIPES TO BE PLACED
WITHIN THIS HEIGHT
SLEEVE:
I.D. SLEEVE SHALL
BE 2" (MIN.) LARGER
THAN O.D. OF PIPE
TRENCH
NO DIGGING FOR PIPE
TRENCH PARALLEL TO
FOOTING BELOW THIS LINE
(STEP FTG. DOWN AS REQ'D)
NOTE:
1.PLACE CONCRETE FILL AROUND SLEEVES
BEFORE POURING FOOTING PADS. FILL SHALL
BE SAME WIDTH AS FOOTING AND FULL DEPTH
OF PIPE TRENCH.
2.WHERE PIPES ARE MORE THAN 2'-0" BELOW OF
FOOTING. STEP FOOTING DOWN PER TYPICAL
FOOTING STEP DETAIL
SLAB ON GRADE JOINTS, DEPRESSED SLAB & SLAB EDGE 1PARTITION WALL ANCHORAGE 3
REINFORCEMENT 5
STUD OCCURS OVER BOLT 9
STEPPING CONTINUOUS FOOTING 7
PLATE SPLICE FIX DETAIL 10FOOTING INTERSECTIONS 11FOOTING AT PIPE/CONDUIT 12
PARTITION TOP CONNECTION 4
1/
2
"
C
L
E
A
R
1/
2
"
C
L
E
A
R
1/
2
"
C
L
E
A
R
2x4 BLOCK
@ 48" O.C.
JOIST/TRUSS
PER PLAN
SIMPSON STC
@ 48" O.C.
PARTITION WALL
PER PLAN
PARALLEL TO JOIST/TRUSS
SIMPSON STC
@ 48" O.C.
JOIST/TRUSS
PER PLAN
JOIST/RAFTER/TRUSS
PER PLAN
SIMPSON HTC @ 48" O.C.
PARTITION WALL
PER PLAN
PERP. TO JOIST/TRUSS
PARTITION WALL
PER PLAN
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S3.0
TYPICAL
DETAILS
HD. POST
PER PLAN
2'
-
0
"
(M
I
N
.
B
E
A
R
I
N
G
DE
P
T
H
)
LE
N
G
T
H
le
1¾"
MIN.
1"
CL
R
SSTB PER
SCHEDULE
HOLDOWN
PER PLAN CL
SILL PLATE
PAD
GRADE
HD. POST
PER PLAN
HD. POST
PER PLAN
FASTENERS PER
SCHEDULE
1'
-
8
"
MA
X
.
1"
CL
R
le
SSTB PER
SCHEDULE
16
SEE
NOTE
#7
DBL. HOLDOWN
(WHERE OCCURS)
1'-0"
MIN.
MARK
MIN. HD
POST
(WALL 2x4
OR 2x6)
NO. OF
SDS 14"x3
SCRES
CL
SIMPSON
STRONGTIE
ANCHOR
BOLT
ANCHOR
DIA.
MIN.
ANCHOR
EMBED le
ALLOW TENSION KIPS
(LA CITY)
MINDWALL CORNER
HDU2 4x4 OR 4x6 6 1 5/16"SSTB20 5/8"16 5/8"3.075 (2.306)2.960 (2.220)
HDU4 4x4 OR 4x6 10 1 5/16"SSTB24 5/8"20 5/8"3.740 (2.805)3.325 (2.494)
HDU8 4x6 OR 4x6 20 1 3/8"SSTB28 7/8"24 7/8"6.970 (5.228)6.970 (5.228)
HDU11 4x6 OR 4x6 30 1 3/8"SB1x30 1"24"9.535 (7.151)8.315 (6.236)
HDU14 4x8 OR 6x6 36 1 9/16"SB1x30 1"24"11.470 (8.603)-
2-HDU11 4x8 OR 6x6 30 1 3/8"2-SB1x30 2-1"24"19.070 (14.303)16.630 (12.473)
2-HDU14 4x8 OR 6x6 36 1 9/16"2-SB1x30 2-1"24"22.940 (17.205)-
1) ALL HOLDOWN ANCHOR BOLTS SHALL BE SECURELY FASTENED IN PLACE PRIOR TO PLACING
CONCRETE.
2) MINIMUM END DISTANCES FOR SSTB & SB BOLTS ARE AS SHOWN IN GRAPHICS.
3) MIDWALL LOADS APPLY WHEN ANCHOR IS 1.5 le OR GREATER FROM THE END. FOR BOLTS ACTING IN
TENSION SIMULTANEOUSLY, THE MINIMUM BOLT CENTER-TO-CENTER SPACING IS 3 le.
4) ON CORNER APLICATION THE STEMP WALL NEED TO HAVE 16" MIN. RETURN OF WALL.
5) PLACE SSTB & SB ARROW DIAGONAL IN CORNER APPLICATION
6) FOOTING, SLAB, FLOOR FRAMING & SHEATING ARE NOT SHOWN FOR CLARITY ON ELEVATIONS (CORNER
& MINDWALL).
7) MIN. DISTNACE FOR SLAB IS 4" & FOR STEMP IS 5".
8) REBAR IS REQUIRED AT THE TOP OF STEM WALL FOUNDATIONS, BUT IS NOT REQUIRED FOR
SLAB-ON-GRADE EDGE AND GARAGE CURB, OR STEM WALL GARAGE FRONT INSTALLATIONS.
9) ON GARAGE USE A ROD & COUPLER AS SHOWN ALTERNATIVE ON SLAB DETAIL
1¾"
MI
N
.
CL
STUDS
PER PLAN
PLATE
BOLTING
SILL
PLATE
6" MIN. STEM
FOR ⅝" DIA.
8" MIN. STEM
FOR ⅞-1" DIA.
1"
CL
R
1¾"
MIN.HOLDOWN
PER PLAN
ROD
COUPLER
2'
-
0
"
(M
I
N
.
B
E
A
R
I
N
G
DE
P
T
H
)
1'-0"
MIN.
LE
N
G
T
H
le
SSTB PER
SCHEDULE
SSTB PER
SCHEDULE
CL
SILL PLATE
HD. POST
PER PLAN
FASTENERS PER
SCHEDULE
1"
CL
R
le
DBL. HOLDOWN
(WHERE OCCURS)
BLOCK ALIGN
w/ POST ABOVE
FLOOR AS
OCCURS BLOCK ALIGN
w/ POST
ABOVE
ROD
COUPLER
LE
N
G
T
H
16
16
STUDS
PER PLAN
PLATE
BOLTING
SILL
PLATE
HD. POST
PER PLAN
HD. POST
PER PLAN
16
DBL. HD.
(WHERE
OCCURS)
DBL. HD.
(WHERE
OCCURS)
HOLDOWN
PER PLAN
HOLDDOWN
PER PLANFLOOR AS
OCCURS
SLAB DETAIL SLAB FRONT MINDWALL 3
CORNER 4,5,6
RAISED DETAIL RAISED FRONT
1¾"
MIN.
1'
-
8
"
MA
X
.
3"MIN.
5" MAX.#48
2xle MIN.
REBAR
LENGTH
2xle MIN.
REBAR
LENGTH
#4
SP
A
C
I
N
G
PE
R
S
C
H
E
D
U
L
E
SHEATHING @ OPENINGS FOR
FLUSH FINISH
DOOR OR WINDOW HEADER
(SEE 5/S3.2)
EDGE NAILING TO HD POST
(FULL HEIGHT)
BLOCKING @ ALL PANELS
EDGES
TRIMMER STUD(S)
16
"
M
I
N
.
OF
F
S
E
T
(SHEARWALL TYPES I & II)TOP PLATE (SEE 2/S3.2)
STAGG. EDGE NAILING
@ ALL PANEL EDGES
EDGE NAILING TO TOP
PLATES STAGGERED
STUDS @ 16" (MAX)
(SEE NOTE 1)
EDGE NAILING TO HD
POST (FULL HEIGHT)
HD POST EA END
(SEE NOTE 2)
STUD
PANEL
JOINT
3 8"
MIN.
STAGGERED NAILING
SILL BOLTING OR NAILING
(SEE 3/S3.1)
EDGING NAILING TO SILL
PER SHEAR WALL
SCHEDULE
HOLDOWN PER PLAN
(SEE 9/S3.1)
SLAB ON GRADE OR FLOOR
TOP PLATE SPLICE PER PLAN,
TYPE 6 MIN. (SEE 2/S3.2)
FRAMING TABLE TYPE I TYPE II
MINIMUM
DBL. TOP PL. 2-2x 2-2x
MIN. PANEL
EDGE STUD 2x 3x
OTHER STUDS
MINIMUM 2x 2x
MIN. BLKG. 2x 3x
MIN. SILL 2x 3x
MIN. HD POST 4x 4x
NOTES:
1.SEE DETAIL 3/S3.1 FOT PLATE
WASHER AT ANCHOR BOLTS
2'-0" MIN.
PANEL
2'-0" MIN.
PANEL
2'-0" MIN.
PANEL
2'-0" MIN.
PANEL
SECTION VIEW
LTP4 & A35 SPACING
PER SHEARWALL
SCHEDULE
4 12"
MIN.
SHEAR CLIP DETAIL
PLAN VIEW
TOP PLATE SPLICE PER PLAN,
TYPE 6 MIN. (SEE 2/S3.2)
HOLDOWN PER PLAN
(SEE 9/S3.1 )
EDGING NAILING TO SILL
PER SHEAR WALL
SCHEDULE
SILL BOLTING OR NAILING
(SEE 3/S3.1 )
16
"
M
I
N
.
OF
F
S
E
T
(SHEARWALL TYPES III & IV)
FRAMING TABLE TYPE III TYPE IV
MINIMUM
DBL. TOP PL. 2-2x 2-3x6
MIN. PANEL
EDGE STUD 3x 4x6
OTHER STUDS
MINIMUM 2x 2x6
MIN. BLKG. 3x 4x6
MIN. SILL 3x 3x6
MIN. HD POST 4x 4x6
SHEATHING @ OPENINGS FOR
FLUSH FINISH
DOOR OR WINDOW HEADER
(SEE 5/S3.2)
EDGE NAILING TO HD POST
(FULL HEIGHT)
BLOCKING @ ALL PANELS
EDGES
TRIMMER STUD(S)
SECOND SHEATING
(WHERE OCCURS)
TOP PLATE( SEE 2/S3.2)
STAGG. EDGE NAILING
@ ALL PANEL EDGES
EDGE NAILING TO TOP
PLATES STAGGERED
STUDS @ 16" (MAX)
(SEE NOTE 1)
EDGE NAILING TO HD
POST (FULL HEIGHT)
HD POST EA END
(SEE NOTE 2)
STUD
NOTES:
1.SHEATHING ON ONE SIDE OF THE SHEAR
WALL MUST BE NAILED COMPLETELY BEFORE
THE FRAME INSPECTION. SHEATHING ON THE
OTHER SIDE MUST BE INSTALLED AND
INSPECTED PRIOR TO INSTALLATION OF WALL
SURFACE COVERING
2.IN THE ISOMETRIC DETAIL, IT DOES NOT
SHOW THE LINES OF THE SECOND
SHEATHING FOR MORE CLARITY OF THE
DRAWING
STAGGERED PANEL JOINT
EACH SIDE OF WALL (VERT.
& HORIZ)
SLAB ON GRADE OR FLOOR
BLKG.
FRAMING AS
OCCURS
TOP PLATE
LTP4
A35
TOP
PLATE
4x MIN. AT HOLDOWN
4x MIN. AT HOLDOWN
16d @ E.N. SPACING
16d @ E.N. SPACING
E.N.
E.N.
4x MIN. AT
HOLDOWN
E.N.
16d @ E.N. SPACING
E.N.
16d @ E.N. SPACING
4x MIN. AT HOLDOWN
16d @ E.N. SPACING
E.N.
E.N.
16d @ E.N. SPACING
E.N.16d @ E.N. SPACING
E.N.
16d @ E.N. SPACING
BOLT SIZE PLATE WASHER SIZE
1
2 " PL.229x3x3
5
8 " PL .229x3x3
3
4 " PL .229x3x3
7
8 " PL 5
16 "x3x3
1" PL 3
8 "x3 1
2 "x2 1
2"
9"
9"
9"9"9"9"9"
EQ.EQ.
D
A B
2x4 PL
MIN.
1
1
/
2
"
MI
N
.
ADEQUATE THRD.
EXTENSION FOR
ATTACHMENT OF
ALL MATERIALS
ADEQUATE THRD.
EXTENSION FOR
ATTACHMENT OF
ALL MATERIALS
ST
D
.
H
E
X
N
U
T
STD. HEX HEADEM
B
E
D
M
E
N
T
L
E
N
G
T
H
IN
T
O
C
O
N
C
.
O
R
M
A
S
.
D
HEADED BOLTS
ST
D
.
H
E
X
N
U
T
NOTE:
USE "J" BOLTS U.O.N.
ON PLANS/DETAILS
"J" BOLTS
EM
B
E
D
M
E
N
T
L
E
N
G
T
H
IN
T
O
C
O
N
C
.
O
R
M
A
S
.
3D
4 D
MINIMUM EMBEDMENT
VERT. ANCHOR BOLTS HORIZ. ANCHOR BOLTSBOLT DIA. "D"
1/2"
5/8"
3/4"
7/8"
1"
1 1/8"10"
9"
8"
7"
7"
7"5"
5"
5"
6"
7"
8"
MIN. 2 BOLTS IN EA. SILL SECTION
5 " DIA. A.B. @ 48" TYPICAL, SEE 8
SHEARWALL SCHEDULE FOR
OTHER SPACING AT SHEARWALLS
WHERE SILL PLATE IS DRILLED OR
NOTCHED MORE THAN 1/3 OF THE PLATE
WIDTH, INSTALL ONE BOLT EACH SIDE OF
NOTCH
WASHER PLATE PER
SCHEDULE ABOVE
HOLDOWN AND SSTB ANCHOR 9
SHEARWALL ASSEMBLY w/ SHEATHING ON ONE SIDE 5SHEARWALL ASSEMBLY w/ SHEATHING ON BOTH SIDES 7
SHEARWALL INTERSECTIONS 1TYP. PLATE BOLTING & ANCHOR BOLTS 3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S3.1
TYPICAL
DETAILS
SEE PLAN FOR SHEATHING THICKNESS,
GRADE AND NAILING
1'-4" MIN.
PANEL JOINT
STAGGERED
2'-0" MIN. PANEL
EDGE NAILING (E.N.)
AT DIAPHRAGM EDGES
FIELD NAILING (F.N.) AT
INTERMEDIATE SUPPORTS
4'-0"x8'-0" MIN.
SHEATHING PANELS
BEAM
PER PLAN
EDGE NAILING (E.N.) AT
CONTINUOUS PANEL EDGES
WHERE BLOCKING OF
PANEL EDGES IS REQUIRED
EDGE NAILING (E.N.) AT
STAGGERED PANEL EDGES
JOISTS OR RAFTERS
PER PLAN
SEE PLAN FOR DIAPHRAGM
AREAS WITH BLOCKED
PANEL EDGES
*6'-0" MIN. LAP LENGTH AT
SPLICE 20, 22 & 24
GROUP NAILS OR BOLTS
ON BOTH SIDES OF
SPLICE IN TOP PLATE
NAILS
PER SCH 4'-0" MIN LAP *
1 1
2" MIN.1 1
2" MIN.1 1
2" MIN.1 1
2" MIN.
NAILS
PER SCH
16d @
16" TYP
16d @
16" TYP
@ 3" MIN.
TYP
1"
1"
STAGGER
NAILS TYP
BOLTS
PER SCH 4'-0" MIN LAP
1 1
2" MIN.1 1
2" MIN.7 DIA. MIN.7 DIA. MIN.
BOLTS
PER SCH
16d @
16" TYP
16d @
16" TYP
@ 4 DIA.
MIN. TYP.EQ
.
CENTER
BOLTS
EQ
.
DO NOT COUNTERSINK BOLTS
6 2x4 6-16d 1250#
8 2x4 8-16d 1670#
10 2x4 10-16d 2090#
12 2x4 12-16d 2510#
14 2x4 14-16d 2920#
16 2x4 16-16d 3340#
18 2x4 18-16d 3760#
20*2x6 20-16d 4180#
22*2x6 22-16d 4600#
24*2x6 24-16d 5010#
MARK MIN.
PL. THK.NAILS DESIGN
LOAD
B1 2x6 6-5/8 5800#
B2 2x6 8-5/8 7590#
B3 3x4 8-5/8 8050#
B4 3x6 6-3/4 11600#
MARK MIN.
PL. THK.
ANCHOR
BOLTS
DESIGN
LOAD
STUDS
PER PLAN
NOTE:
JOINT DIRECTLY OVER STUDS,
TYP.
STUDS
PER PLAN
OPNG.
USE DOUBLE JOISTS OR TJI'S @ EACH
SIDE OF OPENING w/ 212" DIA. M.B. @
24" O.C. (STAGGERED). BLOCK TJI'S
SOLID BETWEEN WEBS AT M.B.'S.
NOTE: USE THIS DETAIL
WHEN ONE JOIST IS
INTERRUPTED
SEE PLANS FOR JOIST
SIZE AND SPACING.
4x JOIST DEPTH HEADER w/ SIMPSON U
HANGERS EACH END. FOR TJI'S USE
4x10 HDR. w/ SIMPSON 'W' HANGER
EACH END TYPICAL U.N.O.
PLAN
DEPTH "D"
.25x"D" MAX. AT
BEARING WALL
.40x"D" MAX. AT
NON-BEARING WALL
5
8" MIN TYPL
2"
M
I
N
.
T
Y
P
.
12" MIN SEP.
DE
P
T
H
"
D
"
"D
"
/
6
M
A
X
.
NO
T
C
H
"D
"
/
4
M
A
X
A
T
E
N
D
S
NOTCHING NOT ALLOWED
13 OF SPAN IN MIDDLE
"D"/3 MAX.
BORED HOLES
.40x"D" MAX. AT
BEARING WALL
.60x"D" MAX. AT
NON-BEARING WALL
B - STUDS IN WALLSA - JOIST/RAFTERS
HEADER SCHEDULE
BEARING AND EXTERIOR WALLS NON-BEARING WALLS
OPENING WIDTH MIN. HEADER SIZE 1 OPENING WIDTH HEADER SIZE 1
5'-11" OR LESS 4x6 7'-11" OR LESS 4x6
6'-0" TO 7'-11"4x8 8'-0" TO 11'-11"4x8
8'-0" TO 9'-11"4x10
10'-0" TO 12'-0"4x12
OPENING
OPENING NUMBER OF FULL HEIGHT STUDS 1
WIDTH ALL INTERIOR INTERIOR
EXTERIOR WALLS BRG. WALLS NON-BEARING WALLS
7'-0" OR LESS 2 2 1
7'-1" TO 10'-0" 3 2 1
OVER 10'-0" 4 2 1
1) USE 6x LINTEL MEMBERS IN 2x6 STUD WALLS.
A34 AT TOP & BOTTOM FOR FULL
HEIGHT STUDS IN EXTERIOR WALLS
CONT. DBL. TOP PLATES, PER PLAN
STUDS & CRIPPLES @ 16" O.C.
A34 FOR 3'-6" TO 8'-0" OPENINGS
HDR. PER PLAN (IF NON ON PLAN
USE HEADER PER SCHEDL. ABOVE)
2-16d FOR EACH 3" IN HEADER DEPTH
TWO CRIPPLE STUDS WHEN HEADER IS
LARGER THAN 4x8, OTHERWISE ONE
16d @ 8" O.C. EACH FULL HEIGHT
STUD @ EXTERIOR WALLS ONLY
16d @ 8" O.C. EACH FULL HEIGHT
STUD @ EXTERIOR WALLS ONLY
2x STUD WIDTH SILL
WHERE OCCURING
A34 TOP AND BOTTOM AT
SILL WHERE OCCURING
SEE TABLE FOR NUMBER OF
FULL HEIGHT STUDS TYPICAL
1) OMIT FULL HEIGHT STUDS WHERE POST FOR HOLDOWN ANCHOR OCCURS.
SEE PLAN AND TYPICAL HOLDOWN DETAIL.
ELEVATIONS
2x FULL HT. STUD
EA.SIDE OF BEAM
16d @ 16" EA.
SIDE TO POST
BELOW
4-16d EA. SIDE
TO BEAM END
POST PER PLAN
BELOW BEAM
2-2x MIN. U.O.N.
BEAM PER PLAN
C - BEAM BELOW TOP PLATES
PLAN
B - BEAM FLUSH w/ TOP PLATES
ELEVATIONS
2x FULL HT. STUD
EA.STUD OF
BEAM
POST PER PLAN
BELOW BEAM
2-2x MIN. U.O.N.CONT. DBL.
TOP PLATES
4-16d EA.
SIDE TO
BEAM END
OPTIOINAL
STRAP TO
SIDE
BEAM PER PLAN STRAP PER PLAN
MST37 MIN. U.O.N.
A - BEAM ON TOP PLATES
PLAN
BEAM PER PLAN
POST PER PLAN
BELOW BEAM
2-2x MIN. U.O.N.ELEVATIONS
CONT. DBL.
TOP PLATES
SIMP. A35 CLIP
EACH SIDE (A34
@ 4" WALL)
BEAM PER PLAN
ROOF/FLOOR DIAPHRAGM ASSEMBLY 3 TOP PLATE SPLICE 2OPENING AT ROOF/FLOOR 4 BORING AND NOTCHING 1
HEADER DETAIL 5CEILING JOIST DETAIL 6BEAM PERP. TO WALL 7
2x STUDS
@ 16"o.c.
AT ACCESSIBLE CEILING ONLY
USE 1x6 CONT. @ 8'-0" O.C. w/
2-12d TO EACH C.J. TYP.
CEILING JOISTS
PER PLAN
CONT. DBL TOP PLATE
6-16d
H2A TIES @ 32" O.C. MAX.
AT ACCESSIBLE CEILING ONLY USE
1x6 CONT. @ 8'-0" O.C. w/ 2-12d TO
EACH C.J. TYP.
CEILING JOIST PER PLAN
U HANGER
2x JOIST DEPTH CONT. LEDGER
w/ 2-16d @ 2x STUD
2x CONT. BLKG.
AT ACCESSIBLE CEILING ONLY USE
1x6 CONT. @ 8'-0" O.C. w/ 2-12d TO
EACH C.J. TYP.
CEILING JOIST PER PLAN
3-16d
WHEN STUDS NOT CONT.
ABOVE, USE CONT. TOP PLATE
2x CONT. BLKG.
2x STUDS
PER PLAN
2x STUDS
PER PLAN
OVER 2x BLKG.
WITH LEDGER
AT ROOF
8
12
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S3.2
TYPICAL
DETAILS
ELEVATION
POST
PER PLAN
1/
2
"
ELEVATION
BEAM PER
PLAN
ECC POST CAP
POST PER
PLAN
BEAM PER
PLAN
ECC POST CAP
POST PER
PLAN
PERSPECTIVE
SPLICE WHERE OCCURS
BEAM PER
PLAN
POST PER
PLAN
CC POST CAP
NOTE: CCQ AND ECCQ COLUMN CAPS
MAY BE USED IN LIEU OF CCO AND
ECCO, RESPECTIVELY.
SPLICE WHERE OCCURS
BEAM PER
PLAN
STRAP PER PLAN
(WHERE OCCURS)
STRAP PER PLAN
(WHERE OCCURS)
PERSPECTIVE
ENGINEERED BEAM TO POST 1
11 12
5 6 7 8
9 10
3 4
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S3.3
TYPICAL
DETAILS
3 4
5 7
9 10 11 12
1
STUD PER PLAN OR
SHEARWALL SCH.
P.T.D.F. SILL PL & A.B. PER
SHEARWALL SCHEDULE
(MIN: 2x w/ 5
8 " DIA. A.B. @ 48")
SLAB PER PLAN
SHEATING PER PLAN
(WHERE OCCURS)
FINISH GRADE
E.N.
REINF. PER PLAN
#3 x @ 32"
24"
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
8"
M
I
N
.
3"
C
L
R
.
PAD GRADE
PER
PLAN
STUD PER PLAN OR
SHEARWALL SCH.
P.T.D.F. SILL PL & A.B. PER
SHEARWALL SCHEDULE
(MIN: 2x w/ 5
8 " DIA. A.B. @ 48")
SLAB PER PLAN
SHEATING PER PLAN
(WHERE OCCURS)
FINISH GRADE
E.N.
REINF. PER PLAN
#3 x @ 32"
24"
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
8"
M
I
N
.
3"
C
L
R
.
PAD GRADE
6"
# 3 CONT.
A.
B
.
EM
B
E
D
PER
PLAN
NOTE:
USE A CONCRETE CURB WHERE
REQUIRED FOR WOOD PROTECTION AB
REINF.
PER SCH.PER PLAN
3"
C
L
R
.
TY
P
PE
R
SC
H
E
D
.
BR
G
.
D
E
P
T
H
PE
R
P
L
A
N
POST
PER
PLAN
ENCLOSURE PER ARCH
(WHERE OCCURS)
CL COLUMN & FOOTING
CONC. SLAB ON GRADE
PER PLAN
CB POST BASE
CL. FTG. & WALL
ALIGN BOTTOM
OF FOOTINGS
(E) CONC. FOOTINGS
WITH WIRE BRUSH
CLEAN CONTACT SURFACES
NEW
SPECIAL INSPECTION
SIMPSON'S SET-3G (ESR
6" MIN. EMBED
DRILL & EPOXY w/
REQUIRED
EXISTING
#4057)
(E) STUD WALL
(WHERE OCCURS)
DOWELS TO MATCH
FOOTING. REINF.
(2'-6" MIN. LAP)
(N) CONC. FOOTING
& REINF.
(E) CONC. CURB
(WHERE OCCURS)
(E) SLAB ON GRADE
EM
B
E
D
EM
B
E
D
(E) 2x SILL PLATE w/ 5 8" DIA.
SIMPSON RETROFIT BOLTS
(RFB # 5x8) w/ SIMPSON
SET-3G EPOXY(ICC#4057)
SPACING PER SHEARWALL
SCHEDULE) 6" EMBEDMENT
(SPECIAL INSPECTION
REQUIRED)
SHEATHING
PER PLAN
E.N.
(E) SLAB
(E) CONT FTG.
HOLDOWN POST
PER PLAN
HOLDOWN PER
PLAN
(E) CONT FTG.
THREADED ROD(SIZE PER
HOLDOWN) DRILL & EPOXY
SIMPSONS SET-3G (ICC#4057)
10" EMBED. FOR 5/8" DIA. A.B.S.
SPECIAL INSP. REQ'D.
EM
B
E
D
EM
B
E
D
(E) 2x SILL PLATE w/ 5 8 " DIA.
SIMPSON RETROFIT BOLTS
(RFB #5x8) w/ SIMPSON
SET-3G EPOXY(ICC#4057)
(SPACING PER SHEARWALL
SCHEDULE) 6" EMBEDMENT
(SPECIAL INSPECTION
REQUIRED)
SHEATHING
PER PLAN
E.N.
(E) SLAB
(E) CONT FTG.
HOLDOWN POST
PER PLAN
HOLDOWN PER
PLAN
(E) CONT FTG.
THREADED ROD(SIZE PER
HOLDOWN) DRILL & EPOXY
SIMPSONS SET-3G (ICC#4057)
10" EMBED. FOR 5/8" DIA. A.B.S.
SPECIAL INSP. REQ'D.
(E) SLAB(E) SLAB
#4x24" DOWELS @ 24" DRILL
EPOXY w/ SIMPSONS SET-3G
(ICC#4057) 6" MIN. EMBED
SPECIAL INSPECTION
REQUIRED
NEW SLAB ON
GRADE PER PLAN
3'-0" MIN.
CLEAR CONTACT SURFACES
w/ WIRE BRUSH
8"
MI
N
.
NEW SLAB ON
GRADE PER PLAN
3'-0" MIN.
CLEAR CONTACT SURFACES
w/ WIRE BRUSH
8"
MI
N
.
FOR ITEMS NOT
NOTED SEE 5
S4.0
#4x24" DOWELS @ 24" DRILL
EPOXY w/ SIMPSONS SET-3G
(ICC#4057) 6" MIN. EMBED
SPECIAL INSPECTION
REQUIRED
FOR ITEMS NOT
NOTED SEE 5
S4.0
AB
AB
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S4.0
FOUNDATIONS
DETAILS
2 3 4
5 6 8
9 10 11 12
1
6-10d LAP NAILS, TYP.
CEILING JOIST PER PLAN
2x CONT. SHAPED BLKG.
w/ SHEAR CLIP PER
SHEARWALL SCHEDULE
CONT. DBL. TOP PLATE
(SPLICE PER PLAN)
FASCIA/OVERHANG
BY OTHERS
E.N.
SHEATHING PER PLAN
SHEATHING PER PLAN
RAFTERS PER PLAN
E.N.
STUDS PER PLAN
2x4 BRACE @ 48" O.C.
w/ 3-10d NAILS EA. END
2x CONT. BLKG.
w/ 16d @ 4" O.C.
STUDS PER PLAN
FASCIA/OVERHANG
BY OTHERS E.N.
SHEATHING PER PLAN
SHEATHING PER PLAN
RAFTERS
PER PLAN
E.N.
2x BLKG. @ 16" O.C.
CONT. DBL. TOP PLATE
(SPLICE PER PLAN)
2x CONT. BLKG.
w/ SHEAR CLIP PER
SHEARWALL SCHEDULE
CEILING JOIST PER PLAN
2x BLOCK
CRIPPLE STUDS TO
MATCH WALL BELOW
E.N.
CONT. DBL. TOP PLATE
(SPLICE PER PLAN)
E.N.
BEAM PER PLAN
CONT. DBL. TOP PLATE
(SPLICE PER PLAN)
CEILING JOIST PER PLAN
CRIPPLE STUDS TO
MATCH WALL BELOW
POST BEYOND
MSTA24 STRAP
@ 48" O.C.
2x CONT. BLKG.
w/ A35 @16" O.C.
SHEATHING PER PLAN
RAFTERS PER PLAN
2x RIDGE BOARD BY
ONE SIZE LARGER
THAN RFTR. DEPTH
NEW EXIST.
ROOF OR FLOOR
FRAMING
(AS OCCURS)
CENTERLINE OF
STRAP
EXISTING FRAMING
(SHOWN SHADED)
STUD WALL PER PLAN OR
SHEARWALL SCHEDULE
STRAP PER PLAN
FACE NAIL
16d @ 12"
CONT. DBL. TOP
PLATE (SPLICE
PER PLAN)
2x4 CONT. BLKG.
w/ 16d AT 8"
E.N.
RAFTERS
PER PLAN
SHEATHING
PER PLAN
CRICKET
(AS REQ'D.)
U HANGERS
6-10d LAP NAILS, TYP.
CEILING JOIST
PER PLAN
EXIST. FRAMING
SHOWN SHADED
SHEATHING PER PLAN
EXISTING
OPENING
EXISTING FRAMING
(SHOWN SHADED)
2x WALL WIDTH
STUDS @16" O.C.
MAX.
16d FACE NAILS AT
16" O.C. MAX.
2-16 TOE NAILS, TYP.
EXISTING
OPENING
TYP. EXIST. DOOR OR WINDOW OPENING CLOSURE
EXISTING FRAMING
(SHOWN SHADED)
2x WALL WIDTH
STUDS @16" O.C.
MAX.
16d FACE NAILS AT
16" O.C. MAX.
2x WALL WIDTH PLATE w/
SDS 1 4 x4 AT 16" O.C. (5 8 "
DIA. EXPANSION BOLTS
@32" O.C. MAX TWO BOLTS
MIN., TYP AT CONC. FLOOR)
2-16 TOE NAILS, TYP.
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REGISTER
G
EDP
E
ROFESSIONALEN
F
IN
N
E
R
STATEOF CALI
R
OR
AIIC
I
V IL
JOSE C.MAR
ZE
C 91046
EXP. 03-31-26
A
B
C
PROJECT NO.26-135
DATE:1/22/26
RAMIREZ
STRUCTURAL INC
DESCRIPTIONREVISION DATE
APPROVAL STAMP
23
2
3
W
L
A
V
E
R
N
E
A
V
E
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
23
2
3
W
L
A
V
E
R
N
E
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
S5.0
ROOF
FRAMING
DETAILS
jose@ramirezstructural.com
(562) 519-6045
ENGINEERED BY:
JOSE RAMIREZ, PE
CONTACT:
STRUCTURAL CALCULATIONS
FOR
2323 W LA VERNE AVE
ADDITION & REMODEL
2323 W LA VERNE AVE
SANTA ANA, CA 92704
1. SOIL BEARING PRESSURE: 1500 PSF
2. FOOTING MINIMUM BEARING DEPTH: 24 IN
3. CONCRETE MIN. COMPRESSIVE STRENGTH: 2500 PSI
4. REINFORCING SHALL CON FORM TO: ASTM 615, GRADE 60
5. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR.
a. LIGHT FRAMING (CONSTRUCTION)
b. JOIST &PLANKS (No .2)
c. BEAMS & STRINGERS (No.1)
d. POSTS & TIMBERS (No.1)
6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1
7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO
2025 CALIFORNIA BUILDING CODE.
DESIGN CRITERIA
EXTERIOR WALLS
7/8" stucco 10 psf
1/2" plywood 1.5 psf
2x6 studs at 16" o.c. 1.5 psf
1/2" gyp board 2.5 psf
MEP + MISC. 0.5 psf
D = 16 psf
PARTITION WALLS
Drywall (2-sides) 5.0 psf
2x4 studs 1.5 psf
MEP + MISC. 1.5 psf
D = 8 psf
ROOF LOADS
Composite shingles 3,0 psf
Re-roofing 3,0 psf
1/2" plywood 1,5 psf
Rafters 3,0 psf
Beams/Headers 0,5 psf
MEP + MISC. 0,5 psf
Insulation 0,5 psf
Ceiling 3,0 psf
D = 15 psf
Lr = 20 psf REDUCIBLE
DESIGN LOADS
ROOF KEYPLAN
EXISTING
ROOF FRAMING
(E) HDR (E) HDR
(E) HDR
(E
)
H
D
R
4x6
4x
6
4x
6
4x6 4x6 4x6
3½
x
1
1
¼
P
S
L
3½
x
1
1
¼
P
S
L
2x6 RAFTERS
@ 16" O.C.
2x6 RAFTERS
@ 16" O.C.
2x6 C.J.
@16" O.C.
2x6 C.J.
@16" O.C.
2x
8
R
I
D
G
E
B
O
A
R
D
RJ1 RJ1
B2
B1
H1
H2
H2
H3 H3 H3
CJ1
CJ2
ROOF
Member Name Results (Max UTIL %)Current Solution Comments
RJ1 Passed (60% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CJ1 Passed (47% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CJ2 Passed (81% ΔL)1 piece(s) 2 x 6 DF No.2 @ 16" OC
B1 Passed (50% R)1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
B2 Passed (79% ΔT)1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
H1 Passed (12% M)1 piece(s) 4 x 6 DF No.1
H2 Passed (25% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (12% M)1 piece(s) 4 x 6 DF No.1
26-135-2323 W LA VERNE
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0
File Name: 26-135-2323 W LA VERNE
Page 1 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)326 @ 1' 5 3/4"2352 (3.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)227 @ 2' 11/16"1238 Passed (18%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)637 @ 6' 9 1/2"1060 Passed (60%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.236 @ 6' 8 13/16"0.552 Passed (L/562)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.418 @ 6' 8 15/16"0.736 Passed (L/317)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 12' 11 3/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - SPF 3.50"3.50"1.50"144 182 326 Blocking
2 - Beveled Plate - SPF 3.50"3.50"1.50"113 144 257 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 10" o/c
Bottom Edge (Lu)12' 10" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 12' 2"16"15.0 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RJ1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 2 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)171 @ 10' 5 1/2"1406 (1.50")Passed (12%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)156 @ 10'1238 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)438 @ 5' 4"922 Passed (47%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.199 @ 5' 4"0.512 Passed (L/618)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.249 @ 5' 4"0.683 Passed (L/494)--1.0 D + 1.0 Lr (All Spans)
Member Length : 10' 5 1/2"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - SPF 3.50"3.50"1.50"36 142 178 Blocking
2 - Hanger on 5 1/2" PSL beam 3.50"Hanger¹1.50"36 144 181 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 6" o/c
Bottom Edge (Lu)10' 6" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 10' 9"16"5.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, CJ1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 3 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)218 @ 3 1/2"1406 (1.50")Passed (16%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)203 @ 9"1238 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)713 @ 6' 10"922 Passed (77%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.528 @ 6' 10"0.654 Passed (L/297)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.660 @ 6' 10"0.872 Passed (L/238)--1.0 D + 1.0 Lr (All Spans)
Member Length : 13' 2 1/4"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Hanger on 5 1/2" PSL beam 3.50"Hanger¹1.50"46 182 228 See note ¹
2 - Stud wall - PSL 3.50"2.25"1.50"45 180 225 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 9" o/c
Bottom Edge (Lu)13' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 7"16"5.0 20.0 CEILING
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, CJ2
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 4 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2456 @ 2"4922 (2.25")Passed (50%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1936 @ 1' 2 3/4"9516 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)6371 @ 5' 5"22463 Passed (28%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.089 @ 5' 5"0.525 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.171 @ 5' 5"0.700 Passed (L/737)--1.0 D + 1.0 Lr (All Spans)
Member Length : 10' 7 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column Cap - steel 3.50"2.25"1.50"1203 1300 2503 1 1/4" Rim Board
2 - Column Cap - steel 3.50"2.25"1.50"1203 1300 2503 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 8" o/c
Bottom Edge (Lu)10' 8" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 10' 8 3/4"N/A 12.3 --
1 - Uniform (PSF)0 to 10' 10" (Front)12'15.0 20.0 ROOF
2 - Uniform (PSF)0 to 10' 10" (Front)3'10.0 --INT WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, B1
1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 5 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3689 @ 2"4922 (2.25")Passed (75%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)3169 @ 1' 2 3/4"9516 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)14486 @ 8' 1"22463 Passed (64%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.431 @ 8' 1"0.792 Passed (L/441)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.829 @ 8' 1"1.056 Passed (L/229)--1.0 D + 1.0 Lr (All Spans)
Member Length : 15' 11 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column Cap - steel 3.50"2.25"1.69"1795 1940 3735 1 1/4" Rim Board
2 - Column Cap - steel 3.50"2.25"1.69"1795 1940 3735 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' o/c
Bottom Edge (Lu)16' o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 16' 3/4"N/A 12.3 --
1 - Uniform (PSF)0 to 16' 2" (Front)12'15.0 20.0 ROOF
2 - Uniform (PSF)0 to 16' 2" (Front)3'10.0 --INT WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, B2
1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 6 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)261 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)189 @ 7"2888 Passed (7%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)277 @ 2' 1 1/2"2390 Passed (12%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.004 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.011 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - SPF 1.50"1.50"1.50"176 85 261 None
2 - Trimmer - SPF 1.50"1.50"1.50"176 85 261 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"2'15.0 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"3'16.0 --EXT WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 7 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)559 @ 0 3281 (1.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)405 @ 7"2888 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)594 @ 2' 1 1/2"2390 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.011 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.023 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - SPF 1.50"1.50"1.50"304 255 559 None
2 - Trimmer - SPF 1.50"1.50"1.50"304 255 559 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"6'15.0 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"3'16.0 --EXT WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 8 / 9
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)261 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)189 @ 7"2888 Passed (7%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)277 @ 2' 1 1/2"2390 Passed (12%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.004 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.011 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - SPF 1.50"1.50"1.50"176 85 261 None
2 - Trimmer - SPF 1.50"1.50"1.50"176 85 261 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 3"2'15.0 20.0 ROOF
2 - Uniform (PSF)0 to 4' 3"3'16.0 --EXT WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H3
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 1/22/2026 10:25:44 PM UTC
JOSE RAMIREZ
RAMIREZ STRUCTURAL INC
(562) 519-6045
moises@ramirezstructural.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: 26-135-2323 W LA VERNE
Page 9 / 9
FOUNDATION KEYPLAN
·THE KEY PLAN ILLUSTRATES IS THE FINALIZED FOUNDATION LAYOUT.
CONTINUOUS FOOTINGS AND PAD FOOTINGS HAVE BEEN SELECTED
BASED ON ENGINEERING JUDGMENT AND PRIOR PROFESSIONAL
EXPERIENCE. REFER TO THE CORRESPONDING SCHEDULES AND
STRUCTURAL CALCULATIONS FOR SUPPORTING DATA.
·WHERE THE APPLIED POINT LOAD FROM THE POST DOES NOT EXCEED
THE VERIFIED BEARING CAPACITY OF THE EXISTING CONTINUOUS
FOOTING, THE PROVISION OF AN ADDITIONAL PAD FOOTING IS NOT
REQUIRED.
2.0
(N)CF1
(N)CF2
C=6.31K
(N)CF2
C=6.31K
P1=2.60K
2.60K B1
P2=6.40K
2.60K B1
3.80K B2
P3=3.80K
3.80K B2
(E)CF1
C=4.80K
D (psf)L (psf)Trib. (ft)Total (plf)
Roof 15 20 13,50 472,50
Floor
Wall 16 8,00 128,00
600,50 plf
601 plf 0,40 ft
1500 psf
USE:
NEW CF-1CONTINUOUS FOOTING
1'-0" WIDE FTG.
B ===
D (psf)L (psf)Trib. (ft)Total (plf)
Roof 15 20 2,00 70,00
Floor
Wall 16 13,00 208,00
278,00 plf
278 plf 0,19 ft
1500 psf
USE:
h1 =24 in
h2 =8 in
H =
d =
W =
qa =1500 psf
L =
Area =
Wuniform = 378,0 plf
Pa =(1500 psf) (5,63 ft²) = 8,44 kips
Pload =(378,0 plf)(5,63 ft) = 2,13 kips
Pnet =Pa - Pload = 6,31 kips
Pnet =
1'-0" WIDE FTG.
CF-2FOOTING CAPACITY
DATA
Conc. Wt. Abv. Grade
6,31 kips
NEW CF-2CONTINUOUS FOOTING
B ===
D (psf)L (psf)Trib. (ft)Total (plf)
Roof 15 20 18,25 638,75
Floor
Wall 16 8,00 128,00
766,75 plf
767 plf 0,51 ft
1500 psf
USE:
h1 =18 in
h2 =8 in
H =
d =
W =
qa =1500 psf
L =
Area =
Wuniform = 866,8 plf
Pa =(1500 psf) (4,63 ft²) = 6,94 kips
Pload =(866,8 plf)(4,63 ft) = 4,01 kips
Pnet =Pa - Pload = 2,93 kips
Pnet =
1'-0" WIDE FTG.
(E) CF-3FOOTING CAPACITY
DATA
Conc. Wt. Abv. Grade
2,93 kips
(E) CF-3CONTINUOUS FOOTING
B ===
F1 =K
F2 =K
F3 =K
F4 =K
F TOTAL =K
F ALLOW.=K USE:TYPE 2,5 FOOTING
(USE SQ. FOOTING WHERE REQUIERED)
P2
2,6
3,8
0
0
6,4
8,44
INPUT DATA
Exposure category (B, C or D)C
Importance factor I = 1,00 Category II
Basic wind speed V = 110 mph
Topographic factor Kzt =1 Flat
Building height to eave he =8,00 ft
Building height to ridge hr =13,50 ft
Building length L = 48,83 ft
Building width B = 29,75 ft
Effective area of components A = 10,00 ft2
.
Max horizontal force normal to building length, L, face =7,66 kips X 0.6=4,60 kips (ASD)
Max horizontal force normal to building length, B, face = 5,37 kips X 0.6=3,22 kips (ASD)
Max total horizontal torsional load = 46 ft-kips
Max total upward force = 25,57 kips
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =22,38 psf
where: qh = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h,= 0,85
Kd = wind directionality factor =0,85
h = mean roof height =10,75 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone
G Cp f = product of gust effect factor and external pressure coefficient
G Cp i = product of gust effect factor and internal pressure coefficient
=0,18 or -0,18
a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3,00 ft
20,29 0,00 20,29
(+GCp i )(-GCp i )(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 0,53 7,85 15,91 0,40 4,92 12,98 1T 0,53 1,96 3,98
2 -0,66 -18,88 -10,83 -0,69 -19,47 -11,41 2T -0,66 -4,72 -2,71
3 -0,48 -14,74 -6,68 -0,37 -12,31 -4,25 3T -0,48 -3,68 -1,67
4 -0,43 -13,61 -5,56 -0,29 -10,52 -2,46 4T -0,43 -3,40 -1,39
1E 0,80 13,80 21,86 0,61 9,62 17,68 0,00
2E -1,03 -27,10 -19,04 -1,07 -27,98 -19,92
3E -0,69 -19,37 -11,31 -0,53 -15,89 -7,83 (+GCp i )(-GCp i )
4E -0,64 -18,25 -10,19 -0,43 -13,65 -5,60 1T 0,40 1,23 3,25
5 -0,45 -14,10 -6,04 -0,45 -14,10 -6,04 2T -0,69 -4,87 -2,85
6 -0,45 -14,10 -6,04 -0,45 -14,10 -6,04 3T -0,37 -3,08 -1,06
4T -0,29 -2,63 -0,62
Area Area
(ft2)(+GCp i )(-GCp i )(ft2)(+GCp i )(-GCp i )
1 343 2,69 5,45 1 265 1,31 3,44
2 679 -12,83 -7,35 2 618 -12,04 -7,06
3 679 -10,01 -4,54 3 618 -7,61 -2,63
4 343 -4,66 -1,90 4 265 -2,79 -0,65
1E 48 0,66 1,05 1E 55 0,53 0,97
2E 95 -2,58 -1,81 2E 156 -4,37 -3,11
3E 95 -1,84 -1,08 3E 156 -2,48 -1,22
4E 48 -0,88 -0,49 4E 55 -0,75 -0,31
Horiz. 7,66 7,66 Horiz. 5,37 5,37
Vert. -25,57 -13,86 Vert. -24,86 -13,15
10 psf min.Horiz. 6,59 6,59 10 psf min.Horiz. 3,20 3,20
Sec. 6.1.4.1 Vert. -14,53 -14,53 Sec. 6.1.4.1 Vert. -14,53 -14,53
Net Pressure withSurface
Roof angle q =
G Cp f
Pressure (k) with
WIND ANALYSIS FOR LOW-RISE BUILDING, BASED ON ASCE 7-22 / IBC 2024 / CBC 2025
S
SurfacePressure (k) with
S
Surface
Roof angle q =
G Cp f
Net Pressure with Surface
Roof angle q =
G Cp f
DESIGN SUMMARY
ANALYSIS
Basic Load Cases in Transverse
Direction
Net Pressures (psf), Torsional Load
Cases
Basic Load Cases in Longitudinal
Direction
Net Pressures (psf), Basic Load Cases
Net Pressure withSurface
Roof angle q =
Net Pressure withG Cp f
Area Area
(ft2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )(ft2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 147 1,16 2,34 12 25 1 105 0,52 1,37 2 6
2 292 -5,52 -3,16 -20 -12 2 462 -9,00 -5,27 38 22
3 292 -4,30 -1,95 16 7 3 462 -5,69 -1,96 -24 -8
4 147 -2,01 -0,82 21 9 4 105 -1,11 -0,26 5 1
1E 48 0,66 1,05 14 22 1E 55 0,53 0,97 6 11
2E 95 -2,58 -1,81 -19 -13 2E 156 -4,37 -3,11 19 13
3E 95 -1,84 -1,08 14 8 3E 156 -2,48 -1,22 -11 -5
4E 48 -0,88 -0,49 19 10 4E 55 -0,75 -0,31 9 4
1T 195 0,38 0,78 -5 -9 1T 160 0,20 0,52 -1 -4
2T 387 -1,83 -1,05 8 4 2T 618 -3,01 -1,76 -25 -15
3T 387 -1,43 -0,65 -6 -3 3T 618 -1,90 -0,66 16 6
4T 195 -0,66 -0,27 -8 -3 4T 160 -0,42 -0,10 -3 -1
46 46 30,3 30,3
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component
pmin = 10 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.10 0,50 -0,90 0,50 -1,70 0,50 -2,60 1,00 -1,10 1,00 -1,40
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
15,22 -24,17 15,22 -42,07 15,22 -62,22 26,41 -28,65 26,41 -35,36
Zone 4 Zone 5
Pressure (k) withSurface Torsion (ft-k)
Total Horiz. Torsional Load, MT
Torsional Load Cases in Longitudinal Direction
Surface Pressure (k) with Torsion (ft-k)
Torsional Load Cases in Transverse Direction
Zone 5
Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3
Pressure
Zone 1
Zone 4
Zone 3
Zone 2
A LEVEL 1= 1,344 SFT
P LEVEL 1= 157.25 FT
TOP. PL. LEVEL 1= 8 FT
MAX. HEIGHT=13.50 FT
48'-10"
29
'
-
9
"
X
Y
WIND KEY PLAN
ASCE Hazards Report
Address:
2323 W La Verne Ave
Santa Ana, California
92704
Standard:ASCE/SEI 7-22 Latitude:33.730498
Risk Category:II Longitude:-117.900148
Soil Class:D - Stiff Soil Elevation:60.59330160433992 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Thu Jan 22 2026
PGA M : 0.65
SMS : 1.74
SM1 : 1.23
SDS : 1.16
SD1 : 0.82
T L : 8
SS : 1.49
S1 : 0.56
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
D - Stiff SoilSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Thu Jan 22 2026
Data Accessed: Thu Jan 22 2026
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://ascehazardtool.org/Thu Jan 22 2026
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Thu Jan 22 2026
Latitude: 33,730498
Longitude: -117,900148
SITE CLASS=D (Table 20.3-1) ρ=1,3
R=6,5 (Table 12.2-1) Ie=1
1,740 0
1,230 0
(11.4-3)
1,160
(11.4-4)
0,82 0,14138
0,7069
See on Figs. 22-14 through 22-17
0,02
8,000
0,75
0,095
W= Effective seismeic weight
(GOVERNS)
For S1 is equal to greater than 0.6g
0,095 W
1,326 W
0,178
0,232 W Strength Level
0,162 W Allowable Stress Design
SEISMIC BASE SHEAR (ASCE7-22)
𝑆=
𝑆
=
𝑇=
𝑇=
𝑇=
𝑉= 𝐶𝜌𝑊 =𝑉=𝐶𝜌𝑊=
𝑉=0.7𝐶𝜌𝑊=
𝑪𝒔=𝑺𝑫𝒔𝑰𝒆
𝑹=
𝑉=
𝑺𝑫𝑺=𝟐𝟑𝑺𝑴𝑺
𝑆=
𝑺𝑫𝟏=𝟐𝟑𝑺𝑴𝟏
𝑆=
𝑻𝒂=𝑪𝒕𝒉𝒏
𝒙
𝐶=
ℎ=
𝑥=
𝑇=
𝑽=𝑪𝒔𝑾
𝑽𝒎𝒊𝒏=𝟎.𝟎𝟏𝑾
𝑽𝒎𝒊𝒏=𝑺𝟏𝑰𝒆
𝟐𝑹W
𝑽𝒎𝒂𝒙=𝑺𝑫𝟏𝑰𝒆
𝑻𝑹ρW
𝑉=
𝑉=
WEIGHT
D PART.
Level 1 W roof = 15 psf + 5 psf x 1344,0 ft²=26,88 kips W TOTAL
W wall = 16 psf x 8 ft /2 x 157,25 ft =10,06 kips 36,94 kips
WR = 36,94 kips
BASE SHEAR
0,162 x 36,94 kips = 6,00 kips / 1344 ft²
F1=
DISTRIBUTION OF BASE SHEAR
1 Level
2 or more levels
4,464 psf
SEISMIC ANALYSIS
𝑽𝑩𝑨𝑺𝑬= 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳
𝑉= 𝑉 ∗ 𝑊=
𝑭𝒙= 𝑽𝑩𝑨𝑺𝑬∗𝑾𝑿∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑾𝟏∗ 𝒉𝟏+𝑾𝟐∗𝒉𝟏+ 𝒉𝟐+ ⋯𝑾𝒏∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑽𝑩𝑨𝑺𝑬=𝑽∗𝑾𝑻𝑶𝑻𝑨𝑳
𝑨
First Floor Shearwall Forces
L1 Level 1 F1= 4,464 psf
SW U-FORCE T.A. FORCE (UxT.A) L1 L2 L3 L4 L5 L6 LINE ABO. REACTION 2 REACTION 3
X1 4,46 psf 377,00 ft² 1,683 KIPS 3,75 ft 5,75 ft
X2 4,46 psf 386,00 ft² 1,723 KIPS 3,75 ft 6,17 ft
Y1 4,46 psf 397,00 ft² 1,772 KIPS 6,08 ft 9,92 ft
Y2 4,46 psf 672,00 ft² 3,000 KIPS 10,17 ft 5,00 ft 10,17 ft
LENGHT WALLS DIAPHRAGM
IN PREVIOUS CALCULATIONS, IT CAN BE OBSERVED THAT W=4,6 KIPS AND E=6 KIPS , THEREFORE SEISMIC GOVERNS. FOR SHEATING ON SHEAR LINE
ON PLANS THE CRITICAL CASE IS USED.
SHEARWALL FORCES
SHEARWALLS KEYPLAN
9'
-
1
1
"
6'
-
1
"
3'-9"5'-9"
10
'
-
2
"
10
'
-
2
"
5'
-
0
"
3'-9"6'-2"
6 6
6
6
6
66
6
6
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
X1.1 X1.2
X2.1 X2.2
Y1.1
Y1.2
Y2.1
Y2.2
Y2.3
OP=10'-7"OP=4'-0"OP=22'-2"
OP
=
4
'
-
0
"
OP
=
7
'
-
0
"
OP=10'-7"OP=4'-0"
SHEARWALLS KEYPLAN DIR 'X'
9'
-
1
1
"
6'
-
1
"
3'-9"5'-9"
10
'
-
2
"
10
'
-
2
"
5'
-
0
"
3'-9"6'-2"
6 6
6
6
6
66
6
6
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
X1.1 X1.2
X2.1 X2.2
Y1.1
Y1.2
Y2.1
Y2.2
Y2.3
F1=1.683 K
F1=1.723 K
X1=377 SQ. FT.
X2=386 SQ. FT.
FORCES:
F1=1,683 KIPS 1,683 KIPS
1,683 KIPS 0,000 KIPS
FTOTAL=
SEISMIC GOVERNS
LOAD COMB.= (0.6-0.14SDS)D+0.7E
SDS=1,160
SHEAR STRESS:DRAG FORCE ANALYSIS
LTOTAL=X1.1 (3,75ft)+X1.2 (5,75ft)VMAX=0,81 KIPS
LTOTAL=9,50 ft VALLOWABLE=1,25 KIPS
VWALL=1683 lbs / 9,5 ft
=177,16 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 64%
VOVERWALL=1683 lbs / 46,25 ft
=36,39 plf
OVERTURNING:
MOT=
=5,315 k-ft
LOAD TRIBUTARY TOTAL
MR=158 plf/1000 x (3,75 ft)²/2 ROOF= 15 psf x 2,00 ft = 30,00 plf
=1,111 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR=15 psf x 0,00 ft = 0,00 plf
T=C=5,315 k-ft -(0.6-0.14(1,16) x 1,111 k-ft)/3,75 WALL= 16 psf x 8,00 ft = 128,00 plf
=1,288 KIPS W = 158,00 plf
R=h/w
=2,13 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(2b/h) ∑Δ= 0,039 0,018 0,004 0,079 = 0,140 in
=0,94
V=1,683 KIPS x 1000/9,5ft /0,94
=189 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 3,145 KIPS
USE:TYPE 6 0,14 in 189 plf 1,288 KIPS 1,288 KIPS 1,288 KIPS 1,288 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 10%61%42%42%41%41%
RIGHT HD.4x4-HDU2 w/ SSTB20
MOT=
=8,149 k-ft
LOAD TRIBUTARY TOTAL
MR=158 plf/1000 x (5,75 ft)²/2 ROOF= 15 psf x 2,00 ft = 30,00 plf
=2,612 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR= 15 psf x 0,00 ft = 0,00 plf
T=C=8,149 k-ft -(0.6-0.14(1,16) x 2,612 k-ft)/5,75 WALL= 16 psf x 8,00 ft = 128,00 plf
=1,218 KIPS W = 158,00 plf
R=h/w
=1,39 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,034 0,016 0,003 0,048 = 0,101 in
=1,08
V=1,683 KIPS x 1000/9,5ft /1,08
=165 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 3,145 KIPS
USE:TYPE 6 0,10 in 165 plf 1,218 KIPS 1,218 KIPS 1,218 KIPS 1,218 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 7%53%40%40%39%39%
RIGHT HD.4x4-HDU2 w/ SSTB20
SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X1)
1,683 KIPS
PANEL-X1.2
PANEL-X1.1
SHEARWALLS TO BE ANALYZED: X1.1 (3,75ft) & X1.2 (5,75ft)
UNIFORM LOAD
DRIFT
UNIFORM LOAD
STRESS RATIOS
DRIFT
1,683 KIPS x (5,75ft / 9,5ft ) x8ft
1,683 KIPS x (3,75ft / 9,5ft ) x8ft
STRESS RATIOS
0,00 lb
-385,12 lb
142,76 lb
-2,79 lb
806,63 lb
0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft 35,00 ft 40,00 ft 45,00 ft 50,00 ft
-500 lb
0 lb
500 lb
1000 lb DRAG FORCE ANALYSIS
OP X1.1 OP X1.2 OP
0,00 ft
1,00 ft
2,00 ft
3,00 ft
4,00 ft
5,00 ft
6,00 ft
7,00 ft
8,00 ft
9,00 ft
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft 35,00 ft 40,00 ft 45,00 ft 50,00 ft
SHEARWALLS SKECTH LINE
++ +
++ +
FORCES:
F1=1,723 KIPS 1,723 KIPS
1,723 KIPS 0,000 KIPS
FTOTAL=
SEISMIC GOVERNS
LOAD COMB.= (0.6-0.14SDS)D+0.7E
SDS=1,160
SHEAR STRESS:DRAG FORCE ANALYSIS
LTOTAL=X2.1 (3,75ft)+X2.2 (6,17ft)VMAX=0,74 KIPS
LTOTAL=9,92 ft VALLOWABLE=1,25 KIPS
VWALL=1723 lbs / 9,92 ft
=173,69 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 59%
VOVERWALL=1723 lbs / 24,5 ft
=70,33 plf
OVERTURNING:
MOT=
=5,211 k-ft
LOAD TRIBUTARY TOTAL
MR=158 plf/1000 x (3,75 ft)²/2 ROOF= 15 psf x 2,00 ft = 30,00 plf
=1,111 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR=15 psf x 0,00 ft = 0,00 plf
T=C=5,211 k-ft -(0.6-0.14(1,16) x 1,111 k-ft)/3,75 WALL= 16 psf x 8,00 ft = 128,00 plf
=1,260 KIPS W = 158,00 plf
R=h/w
=2,13 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(2b/h) ∑Δ= 0,039 0,018 0,004 0,077 = 0,137 in
=0,94
V=1,723 KIPS x 1000/9,92ft /0,94
=185 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 3,145 KIPS
USE:TYPE 6 0,14 in 185 plf 1,260 KIPS 1,260 KIPS 1,260 KIPS 1,260 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 10%59%41%41%40%40%
RIGHT HD.4x4-HDU2 w/ SSTB20
MOT=
=8,573 k-ft
LOAD TRIBUTARY TOTAL
MR=158 plf/1000 x (6,17 ft)²/2 ROOF= 15 psf x 2,00 ft = 30,00 plf
=3,007 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR= 15 psf x 0,00 ft = 0,00 plf
T=C=8,573 k-ft -(0.6-0.14(1,16) x 3,007 k-ft)/6,17 WALL= 16 psf x 8,00 ft = 128,00 plf
=1,176 KIPS W = 158,00 plf
R=h/w
=1,3 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,033 0,015 0,003 0,044 = 0,095 in
=1,09
V=1,723 KIPS x 1000/9,92ft /1,09
=160 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 2,960 KIPS
USE:TYPE 6 0,10 in 160 plf 1,176 KIPS 1,176 KIPS 1,176 KIPS 1,176 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 7%51%38%38%37%40%
RIGHT HD.4x4-HDU2 w/ SSTB20
SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X2)
1,723 KIPS
PANEL-X2.2
PANEL-X2.1
SHEARWALLS TO BE ANALYZED: X2.1 (3,75ft) & X2.2 (6,17ft)
UNIFORM LOAD
DRIFT
UNIFORM LOAD
STRESS RATIOS
DRIFT
1,723 KIPS x (6,17ft / 9,92ft ) x8ft
1,723 KIPS x (3,75ft / 9,92ft ) x8ft
STRESS RATIOS
0,00 lb
-744,29 lb
-356,68 lb
-637,98 lb
-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb-0,23 lb
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
-800 lb
-600 lb
-400 lb
-200 lb
0 lb DRAG FORCE ANALYSIS
OP X2.1 OP X2.2
0,00 ft
1,00 ft
2,00 ft
3,00 ft
4,00 ft
5,00 ft
6,00 ft
7,00 ft
8,00 ft
9,00 ft
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
SHEARWALLS SKECTH LINE
++ +
++ +
SHEARWALLS KEYPLAN DIR 'Y'
9'
-
1
1
"
6'
-
1
"
3'-9"5'-9"
10
'
-
2
"
10
'
-
2
"
5'
-
0
"
3'-9"6'-2"
6 6
6
6
6
66
6
6
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
X1.1 X1.2
X2.1 X2.2
Y1.1
Y1.2
Y2.1
Y2.2
Y2.3
F1=1.772 K F1=3.000 K Y1=397 SQ. FT.
Y2=672 SQ. FT.
FORCES:
F1=1,772 KIPS 1,772 KIPS
1,772 KIPS 0,000 KIPS
FTOTAL=
SEISMIC GOVERNS
LOAD COMB.= (0.6-0.14SDS)D+0.7E
SDS=1,160
SHEAR STRESS:DRAG FORCE ANALYSIS
LTOTAL=Y1.1 (6,08ft)+Y1.2 (9,92ft)VMAX=0,46 KIPS
LTOTAL=16,00 ft VALLOWABLE=1,25 KIPS
VWALL=1772 lbs / 16 ft
=110,75 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 37%
VOVERWALL=1772 lbs / 27 ft
=65,63 plf
OVERTURNING:
MOT=
=5,387 k-ft
LOAD TRIBUTARY TOTAL
MR=203 plf/1000 x (6,08 ft)²/2 ROOF= 15 psf x 5,00 ft = 75,00 plf
=3,752 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR=15 psf x 0,00 ft = 0,00 plf
T=C=5,387 k-ft -(0.6-0.14(1,16) x 3,752 k-ft)/6,08 WALL= 16 psf x 8,00 ft = 128,00 plf
=0,616 KIPS W = 203,00 plf
R=h/w
=1,32 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,021 0,010 0,001 0,023 = 0,055 in
=1,09
V=1,772 KIPS x 1000/16ft /1,09
=102 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 3,145 KIPS
USE:TYPE 6 0,06 in 102 plf 0,616 KIPS 0,616 KIPS 0,616 KIPS 0,616 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 4%33%20%20%20%20%
RIGHT HD.4x4-HDU2 w/ SSTB20
MOT=
=8,789 k-ft
LOAD TRIBUTARY TOTAL
MR=203 plf/1000 x (9,92 ft)²/2 ROOF= 15 psf x 5,00 ft = 75,00 plf
=9,988 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR= 15 psf x 0,00 ft = 0,00 plf
T=C=8,789 k-ft -(0.6-0.14(1,16) x 9,988 k-ft)/9,92 WALL= 16 psf x 8,00 ft = 128,00 plf
=0,445 KIPS W = 203,00 plf
R=h/w
=0,81 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,020 0,009 0,001 0,010 = 0,040 in
=1,15
V=1,772 KIPS x 1000/16ft /1,15
=96 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,145 KIPS 2,960 KIPS
USE:TYPE 6 0,04 in 96 plf 0,445 KIPS 0,445 KIPS 0,445 KIPS 0,445 KIPS
LEFT HD.4x4-HDU2 w/ SSTB20 3%31%15%15%14%15%
RIGHT HD.4x4-HDU2 w/ SSTB20
SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y1)
1,772 KIPS
PANEL-Y1.2
PANEL-Y1.1
SHEARWALLS TO BE ANALYZED: Y1.1 (6,08ft) & Y1.2 (9,92ft)
UNIFORM LOAD
DRIFT
UNIFORM LOAD
STRESS RATIOS
DRIFT
1,772 KIPS x (9,92ft / 16ft ) x8ft
1,772 KIPS x (6,08ft / 16ft ) x8ft
STRESS RATIOS
0,00 lb
-459,41 lb
-185,08 lb
-447,59 lb
0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
-500 lb
-400 lb
-300 lb
-200 lb
-100 lb
0 lb DRAG FORCE ANALYSIS
OP Y1.1 OP Y1.2
0,00 ft
1,00 ft
2,00 ft
3,00 ft
4,00 ft
5,00 ft
6,00 ft
7,00 ft
8,00 ft
9,00 ft
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
SHEARWALLS SKECTH LINE
++ +
++ +
FORCES:
F1=3,000 KIPS 3,000 KIPS
3,000 KIPS 0,000 KIPS
FTOTAL=
SEISMIC GOVERNS
LOAD COMB.= (0.6-0.14SDS)D+0.7E
SDS=1,160
SHEAR STRESS:DRAG FORCE ANALYSIS
LTOTAL=Y2.1 (10,17ft)+Y2.2 (5ft)+Y2.3 (10,17ft)VMAX=0,05 KIPS
LTOTAL=25,34 ft VALLOWABLE=1,25 KIPS
VWALL=3000 lbs / 25,34 ft
=118,39 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 4%
VOVERWALL=3000 lbs / 26,34 ft
=113,90 plf
OVERTURNING:
MOT=
=9,632 k-ft
LOAD TRIBUTARY TOTAL
MR=218 plf/1000 x (10,17 ft)²/2 ROOF= 15 psf x 6,00 ft = 90,00 plf
=11,274 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR=15 psf x 0,00 ft = 0,00 plf
T=C=9,632 k-ft -(0.6-0.14(1,16) x 11,274 k-ft)/10,17 WALL= 16 psf x 8,00 ft = 128,00 plf
=0,462 KIPS W = 218,00 plf
R=h/w
=0,79 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,021 0,010 0,001 0,010 = 0,042 in
=1,15
V=3 KIPS x 1000/25,34ft /1,15
=103 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,075 KIPS 3,075 KIPS
USE:TYPE 6 0,04 in 103 plf 0,462 KIPS 0,462 KIPS 0,462 KIPS 0,462 KIPS
LEFT HD.4x4-HDU2 w/ SET-3G 3%33%15%15%15%15%
RIGHT HD.4x4-HDU2 w/ SET-3G
MOT=
=4,736 k-ft
LOAD TRIBUTARY TOTAL
MR=218 plf/1000 x (5 ft)²/2 ROOF= 15 psf x 6,00 ft = 90,00 plf
=2,725 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR= 15 psf x 0,00 ft = 0,00 plf
T=C=4,736 k-ft -(0.6-0.14(1,16) x 2,725 k-ft)/5 WALL= 16 psf x 8,00 ft = 128,00 plf
=0,709 KIPS W = 218,00 plf
R=h/w
=1,6 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,024 0,011 0,001 0,032 = 0,068 in
=1,05
V=3 KIPS x 1000/25,34ft /1,05
=113 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,075 KIPS 3,075 KIPS
USE:TYPE 6 0,07 in 113 plf 0,709 KIPS 0,709 KIPS 0,709 KIPS 0,709 KIPS
LEFT HD.4x4-HDU2 w/ SET-3G 5%36%23%23%23%23%
RIGHT HD.4x4-HDU2 w/ SET-3G
SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y2)
3,000 KIPS
PANEL-Y2.2
PANEL-Y2.1
SHEARWALLS TO BE ANALYZED: Y2.1 (10,17ft), Y2.2 (5ft) & Y2.3 (10,17ft)
UNIFORM LOAD
DRIFT
UNIFORM LOAD
STRESS RATIOS
DRIFT
3 KIPS x (5ft / 25,34ft ) x8ft
3 KIPS x (10,17ft / 25,34ft ) x8ft
STRESS RATIOS
0,00 lb
45,71 lb
-11,24 lb
11,24 lb
-45,71 lb
0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb0,00 lb
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
-60 lb
-40 lb
-20 lb
0 lb
20 lb
40 lb
60 lb DRAG FORCE ANALYSIS
Y2.1 OP Y2.2 OP Y2.3
0,00 ft
1,00 ft
2,00 ft
3,00 ft
4,00 ft
5,00 ft
6,00 ft
7,00 ft
8,00 ft
9,00 ft
0,00 ft 5,00 ft 10,00 ft 15,00 ft 20,00 ft 25,00 ft 30,00 ft
SHEARWALLS SKECTH LINE
++ +
++ +
MOT=
=9,632 k-ft
LOAD TRIBUTARY TOTAL
MR=218 plf/1000 x (10,17 ft)²/2 ROOF= 15 psf x 6,00 ft = 90,00 plf
=11,274 k-ft 2ND FLOOR= 15 psf x 0,00 ft = 0,00 plf
1ST FLOOR= 15 psf x 0,00 ft = 0,00 plf
T=C=9,632 k-ft -(0.6-0.14(1,16) x 11,274 k-ft)/10,17 WALL= 16 psf x 8,00 ft = 128,00 plf
=0,462 KIPS W = 218,00 plf
R=h/w
=0,79 →REDUCTION FACTOR BELOW ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN
=(1.25-0.125h/b) ∑Δ= 0,021 0,010 0,001 0,010 = 0,042 in
=1,15
V=3 KIPS x 1000/25,34ft /1,15
=103 plf Δ SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA.
1,44 in 312 plf 3,075 KIPS 3,075 KIPS 3,075 KIPS 2,960 KIPS
USE:TYPE 6 0,04 in 103 plf 0,462 KIPS 0,462 KIPS 0,462 KIPS 0,462 KIPS
LEFT HD.4x4-HDU2 w/ SET-3G 3%33%15%15%15%16%
RIGHT HD.4x4-HDU2 w/ SSTB20
PANEL-Y2.3
DRIFT
STRESS RATIOS
3 KIPS x (10,17ft / 25,34ft ) x8ft
UNIFORM LOAD
++ +
!" # "
"$! %&'()*+,-.)&/"0123 435%&'()*+ )6,)7+/8#! # )6,)7+'9+:*+/ ;<=>!=>?@A;BC
DE'. '*:+F'9GHH&)77/3232I J;>A=K;L =A?=A=L 5
43M%)&-F+77,F9NOOF*)/ @?PQR =A?=A=+FOT+S:+:UUO))7H,)+'+S):9+:9:9FOF)H*S''UF7+&F*+,9H)&%&'VF7F'9'OW'V)&9-)9+'H)&)&)6,F7F+)+'+S)F77,:9*)'O:\,FUHF9N%)&-F+S:V).))9&)*)FV)H].:7)H'9+S):.'V)&)O)&)9*)SF7)&+FOF*:+F'9F7S)&).T^)*,+)H_#;K;bQcd;A?Pc; QA<?>ef?@QAPc; ge=>;;;?&9:V)]:9+:hm )7FH)9+F:U **)77'&Tj)UUF9N9F+no Xmpq;>"b=A s;ft edq;>rkrrhYplZFH)9+F:U**)77'&Tj)UUF9N9F+noO))7:7&)6,F&)HF9+S):-',9+'O/x^Xmpw6,:&)''+:N)xo;;<"=@ay?sQayJ y{{{{M43M "=Pd;A?#=?;y
2|2
|3
+ )[&)7)9+:+FV):+)Zku‡% % )*+F'9XXkhk'O+S):UFO'&9F:W'V)&9-)9+'H):9H'+S)&:[[UF*:.U)U:j]T',S:V):[)&F'H'O9)H:+)'O[:T-)9+'O7*S''UO))7]-F+FN:+F'9[:T-)9+7'&'+S)&)^+&:*+F'97+'[&'+)7++S)V:UFHF+T+S:T[)&F'H*'--)9*)7,['97,*S[:T-)9+'O[)&O'&-:9*)'O:9T'+S)&&)6,F&)-)9+:7[&'VFH)HF7,*S[&'+)7+-,7+.)F9j&F+F9N:9H&)*)FV)H.T+S):9+:9:9FOF)H*S''UF7+&F*+jF+SF99F9)+TT7'O+S)H:+)'O+S)*S''UF7+&F*+)&+FOF*:+F'9:.'V)_
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR