HomeMy WebLinkAbout1506 E Clemensen Ave & #2 - PlanPROPERTY LINE 72'
PROPERTY LINE 72'
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2,680 SQ.FT.
(E)DRIVEWAY
(E)BACK YARD
(E)FRONT YARD
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(E)GARAGE
440 SQ.FT.
(E) SIDEWALK
(E) PARKWAY
CLEMENSEN AVE
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22
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35
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32
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35
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5' - 4" 19' - 1" 8' - 4" 6' - 4" 27' - 5" 5' - 7"
41' - 8"19' - 6" 5' - 7"
36' - 4"4' - 0"
6'
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11' - 10"9' - 2"
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(N)ADU
749 SQ.FT.
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13' - 7"11' - 0"
(E)PORCH
50 SQ.FT.
NON-SPRINKLERED
1
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(N)HEAT PUMP SYSTEM
28" H X 36" W X 15" D
Heating 9.5 min HSPF
Cooling 18 min SEER
(N)
LANDSCAPE
(N)NEEA HEAT PUMP
WATER HEATER
50 min TANK GALLON
(N)GAS LINE 1" DIAM
CONNECT TO EXISTING
(N)SUB-PANEL
100 AMPS
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IMAGINARY PROPERTY LINE
3'
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(E)ELECTRIC METER
NOTE:
Type 1
surge-protective device (SPD)
shall be installed
PROPERTY LINE 72'
PROPERTY LINE 72'
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(E) SFD
2- STORY
2,680 SQ.FT.
(E)DRIVEWAY
(E)BACK YARD
(E)FRONT YARD
(E)PAVEMENT
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METER
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(E)GAS
METER
(E)GARAGE
440 SQ.FT.
(E) SIDEWALK
(E) PARKWAY
CLEMENSEN AVE
25
'
-
2
"
22
'
-
2
"
1
7
'
-
7
"
32
'
-
9
"
32
'
-
2
"
35
'
-
1
"
5' - 4" 19' - 1" 8' - 4" 6' - 4" 27' - 5" 5' - 7"
41' - 8"19' - 6" 5' - 7"
(E)PORCH
50 SQ.FT.
NON-SPRINKLERED
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(E)UNPERMITTED
STRUCTURE TO
BE DEMOLISHED
175 SQ.FT.
7'
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0
"
25' - 0"
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/8" = 1'-0"
A-0
PLOT PLAN
37-23
NANCY CALTAGIRONE
08/2024
J.P.
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
PROJECT INFORMATION
Assessor's ID No.: 390-184-02
Site Address:
Main House: 1506 CLEMENSEN AVE
SANTA ANA CA 92705
ADU: 1506 CLEMENSEN AVE # 2
SANTA ANA CA 92705
Tract: N-TRACT: 4977 BLOCK: LOT: 2
Zone: R1
Lot Size: 7,199 SQ.FT.
Type of Construction V-B
Occupancy Group: R-3
Number of stories (E)SFD:2-Story
Number of stories (N)ADU:1-Story
Height (E)SFD: <25'
Height (N)ADU: 12'-9"
Fire Sprinklers: NO
Flood Zone: "X"
SCOPE OF WORK
- NEW DETACHED 1-STORY ACCESSORY DWELLING UNIT WITH
PORCH.
- EXISTING UNPERMITTED STRUCTURE TO BE DEMOLISHED
PROJECT SUMMARY
-(E)First Floor 1,290 SQ.FT.
-(E)Second Floor 874 SQ.FT.
-(E)GARAGE 440 SQ.FT.
-(E)PORCH 50 SQ.FT.
-(N)DETACHED ADU 749 SQ.FT.
-(N)OVERHANG PORCH 15 SQ.FT.
TOTAL 3,418 SQ.FT.
LOT COVERAGE:
1,290 (First Floor)+440 (Garage)+50(Porch)+749 (ADU)+15(Porch)=
2,544 SQ.FT.
2,544/7,199= 35.3 %
Park & Rec Development fee calculation
(N)ADU 749 SQ.FT.
(E)SFD 2,680 SQ.FT.
Calculation: 749/2,680=27.9
VICINITY MAP
INDEX
A-0 EXISTING AND PROPOSED SITE PLAN
A-0.1 GENERAL NOTES
A-1.1 GREEN BUILDING FORMS
A-1.2 GREEN BUILDING FORMS
A-1.3 BEST MANAGMENT PRACTICES
A-2 EXISTING FLOOR PLAN AND ROOF PLAN - Main House
A-3 EXISTING EXTERIOR ELEVATIONS - Main House
A-4 EXISTING EXTERIOR ELEVATIONS - Main House
A-5 PROPOSED FLOOR PLAN - ADU
A-6 EXTERIOR ELEVATIONS - ADU
A-7 PROPOSED ROOF PLAN, SECTION & ARCHITECTURAL DETAILS -ADU
S1 STRUCTURAL NOTES
S2 FOUNDATION AND ROOF FRAMING PLAN
S3 STRUCTURAL DETAILS
S4 STRUCTURAL DETAILS
S5 STRUCTURAL DETAILS
1 TITLE 24
2 TITLE 24
3 TITLE 24
TS1 BOUNDARY & TOPOGRAPHIC SURVEY
G1 DRAINAGE PLAN
PROPOSED SITE PLAN
ESC 1/8"=1'-0"
1. THIS PROJECT SHALL COMPLY WITH TITLE 24 AND 2022
CALIFORNIA RESIDENTIAL CODE (CRC)
CALIFORNIA BUILDING CODE (CBC)
CALIFORNIA MECHANICAL CODE (CMC)
CALIFORNIA PLUMBING CODE (CPC)
CALIFORNIA ELECTRICAL CODE (CEC)
CALIFORNIA ENERGY CODE
CALIFORNIA GREEN BUILDING CODE
SANTA ANA MUNICIPAL CODE
714-997-0313
PROJECT LOCATION
TRANSIT AVAILABLE @ 0.3 MILES NO PARKING REQUIRED
PROJECT
LOCATION
EXISTING SITE PLAN
ESC 1/8"=1'-0"
No. Description Date
1 Revision 1 Date 1
CITY REQUIRED NOTE:
The ADU sf / SFD sf ratio is for Park & Rec fee purpose only. The applicant is
responsible for the given SFR sfof the existing primary residence; Building
Safety staff are not responsible for the accuracy of the given SFR sfof the
existing residence.
NOTE:
DEFERRED SUBMITTALS TO BE REVIEWED BY PROJECT ARCHITECT
OR ENGINEER OF RECORD AND CERTIFIED PRIOR TO SUBMITTAL
FOR PLAN REVIEW.
PROJECT TEAM
OWNER:
NANCY CALTAGIRONE
nancycmft@gmail.com
714-997-1313
ARCHITECT:
GLEN SALCEDO
charles@gcharlesdesign.com
818.578.5895
ENGINEER:
STEN ENGINEERING
EVGENY NAGOVITSYN
info@stenengineering.com
323.486.4151
DRAFTING:
MILA DRAFTING INC
JENNY PARADA
miladraftinginc@gmail.com
626-347-9230
ENERGY CALCULATIONS:
PERFECT DESIGN
RAYMOND ZHONG
perfectaaa2@gmail.com
626.289.8808
CODES:
BLDG# 101119244
APPROVALS
BLDG- CSG Consultants
PLNG- ASevilla
POLICE- BMartin
1506 E Clemensen Ave &
#212/12/2024
1. WHERE CONCEALED DUCT RUNS IN SOFFITS, JOIST BAYS, VERTICAL CHASES, OR
SHAFTS ARE OBSTRUCTED TO LESS THAN THE MINIMUM REQUIRED TO ALLOW THE
PASSAGE OF INDICATED ROUND DUCT, PROVIDE RECTANGULAR DUCTWORK OF
EQUIVALENT SIZE TO ALLOW PASSAGE OF THE DUCT RUN PAST THE OBSTRUCTION.
2. AN APPROVED SEISMIC GAS SHUTOFF VALVE SHALL BE INSTALLED ON THE FUEL
GAS LINE ON THE DOWN STREAM SIDE OF THE UTILITY METER AND BE RIGIDLY
CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE
FUEL GAS PIPING.
3. DRAWING SYMBOL REFERENCES ARE TYPICAL AND APPLY EQUALLY TO ALL SIMILAR
CONDITIONS UNLESS OTHERWISE NOTED OR OTHERWISE REFERENCED IN THE DESIGN
DRAWINGS. SEE THE SYMBOLS' LEGEND ON EACH SHEET FOR DEFINITION OF ALL
SYMBOLS USED IN THE DRAWINGS.
4. DETAIL REFERENCES ARE TYPICAL AND APPLY EQUALLY TO OTHER SIMILAR
CONDITIONS UNLESS OTHERWISE NOTED OR OTHERWISE REFERENCED IN THE DESIGN
DRAWINGS.
DO NOT DISREGARD UNREFERENCED OR MISREFERENCED DETAILS. SUCH DETAILS
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND/OR OWNER FOR
INTERPRETATION OF APPLICABILITY & USAGE.
5. DO NOT SCALE DRAWINGS.
6.ALL DIMENSIONS SHALL BE VERIFIED IN FIELD. DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT AND/OR OWNER PRIOR TO PUTTING ANY
AFFECTED WORK IN PLACE.
7. WOOD FRAMED BUILDINGS: ALL EXTERIOR WALL DIMENSIONS ARE TO FACE OF
WOOD (FRAMING OR PLYWOOD SHEATHING WHERE OCCURS) UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALL DIMENSIONS ARE TO FACE OF FRAMING UNLESS NOTED
OTHERWISE. DIMENSIONS NOTED OTHERWISE MAY BE NOTED AS ONE OF THE
FOLLOWING:
C.L. CENTERLINE
F.O.C. FACE OF CONCRETE
F.O.F. FACE OF FINISH
F.O.M. FACE OF MASONRY
CLR. FACE OF FINISH AND/OR OBSTRUCTION
8. ALL FINISHED GRADE AREAS AROUND BUILDINGS SHALL SLOPE AWAY FROM
BUILDINGS AT 2% MINIMUM.
9. PLUMBING FIXTURES ARE REQUIRED TO BE CONNECTED TO A SANITARY SEWER OR
AN APPROVED SEWAGE DISPOSAL SYSTEM.
10. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, BIDETS, LAUNDRY TUBS &
WASHING MACHINE OUTLETS SHALL BE PROVIDED WITH HOT & COLD WATER &
CONNECTED TO AN APPROVED WATER SUPPLY.
11. BATHTUB & SHOWER FLOORS, WALLS ABOVE THE BATHTUBS WITH A SHOWERHEAD
& SHOWERS SHALL BE FINISHED WITH A NONABSORBENT SURFACE. SUCH WALL
SURFACE SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 72" ABOVE THE FLOOR.
12. PROVIDE A MINIMUM 70" HIGH APPROVED NON-ABSORBANT, SHATTER-RESISTANT
MATERIAL FOR SHOWER ENCLOSURES.
19B. VERTICAL DIMENSIONS ARE FROM TOP OF CONCRETE SLAB TO TOP OF PLATE
AND FROM TOP OF PLYWOOD FLOOR SHEATHING TO TOP OF PLATE UNLESS
OTHERWISE NOTED OR CALLED OUT IN THE DRAWINGS.
THE TERM "FINISH FLOOR" EXCLUDES ANY FLOORING MATERIALS THAT MAY BE
SCHEDULED AND MEANS THE TOP OF THE FINISHED CONSTRUCTION THAT IS TO
RECEIVE THE FLOORING MATERIALS SUCH AS TOP OF LEVEL CONCRETE SLAB OR TOP
OF LEVEL LIGHT WEIGHT FLOOR TOPPING.
20. VERIFY ALL BUILT-IN EQUIPMENT SIZES AND REQUIREMENTS PRIOR TO LAYOUT
AND CONSTRUCTION. BUILT-IN EQUIPMENT SHALL FIT TIGHTLY AS POSSIBLE WITHIN
MANUFACTURER'S REQUIRED TOLERANCES TO FINISHED OPENING.
21. HANDRAIL ASSEMBLIES AND GUARDS SHALL BE ABLE TO RESIST A SINGLE
CONCENTRATED LOAD OF 200 LBS. APPLIED IN ANY DIRECTION AT ANY POINT ALONG
THE TOP, AND HAVE ATTACHMENT DEVICES AND SUPPORTING STRUCTURE TO
TRANSFER THIS LOADING TO APPROPRIATE STRUCTURAL ELEMENTS OF THE BUILDING
PER 1607.7.1 AND 1607.7.1.1.
22. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISHED, NON-SLIP
SURFACE UNLESS NOTED OTHERWISE.
23. PROVIDE GALVANIC ISOLATION BETWEEN DISSIMILAR METALS.
24.ALL PIPING IN CONNECTION WITH A PLUMBING SYSTEM SHALL BE SO INSTALLED
THAT PIPING OR CONNECTIONS WILL NOT BE SUBJECT TO UNDUE STRAINS OR
STRESSES, AND PROVISIONS SHALL BE MADE FOR EXPANSION, CONTRACTION, AND
STRUCTURAL SETTLEMENT. NO PIPING SHALL BE DIRECTLY EMBEDDED IN CONCRETE
OR MASONRY. NO STRUCTURAL MEMBER SHALL BE SERIOUSLY WEAKENED OR
IMPAIRED BY CUTTING, NOTCHING OR OTHERWISE.
25. AT LOCATIONS TO RECEIVE BUILT-IN CASEWORK, FIELD VERIFY ALL CLEAR
OPENINGS OF CONSTRUCTION AND ADDRESS IN SHOP DRAWINGS BEFORE
FABRICATION OF CASEWORK.
26. VERIFY ALL EQUIPMENT SIZES BEFORE FABRICATION OF CASEWORK.
RESIDENTIAL-TYPE AND BUILT-IN KITCHEN EQUIPMENT/APPLIANCES (REFRIGERATOR,
RANGE, MICROWAVE, ETC.) AND ALL OTHER BUILT-IN TYPE EQUIPMENT SHALL FIT
TIGHTLY AS POSSIBLE WITHIN EQUIPMENT/ APPLIANCE MANUFACTURER'S
REQUIREMENTS TO CASEWORK OPENINGS.
27. CASEWORK SHALL BE PROVIDED WITH REQUIRED HOLES, AND ACCESS PANELS
FOR ELECTRICAL CABLES, PIPES, AND LIKE PENETRATING ITEMS.
28. IN NEW CONSTRUCTION CARBON MONOXIDE/SMOKE DETECTORS SHALL RECEIVE
THEIR PRIMARY POWER SOURCE FROM THE BUILDING WIRING & SHALL BE EQUIPPED
WITH BATTERY BACK UP & LOW BATTERY SIGNAL. SMOKE ALARMS SHALL BE LOCATED
IN EACH SLEEPING ROOM, HALLWAY OR AREA GIVING ACCESS TO A SLEEPING ROOM,
AND ON EACH STORY AND BASEMENT FOR DWELLINGS WITH MORE THAN ONE STORY.
DETECTORS SHALL BE INTERCONNECTED SO THAT ACTUATION OF ONE ALARM WILL
ACTIVATE ALL THE ALARMS WITHIN THE INDIVIDUAL DWELLING UNIT.
29. STORAGE TYPE WATER HEATERS SHALL BE STRAPPED TO THE WALL (INTO 2x
BLOCKING), PER CODE.
30. BUILDING SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR
APPROVED BUILDING IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE
& VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY.
31. DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM
THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM No.26 GAUGE SHEET STEEL OR
OTHER APPROVED MATERIAL & THERE SHALL BE NO OPENINGS FROM THE DUCT INTO
THE GARAGE.
32. OTHER PENETRATIONS OF GARAGE/DWELLING CEILINGS & WALLS ARE TO BE
PROTECTED AS REQUIRED FOR ONE HOUR ASSEMBLY
33. HEATER SHALL BE CAPABLE OF MAINTAINING A MINIMUM ROOM TEMPERATURE OF
68°F AT A POINT 3' ABOVE THE FLOOR 7 2' FROM EXTERIOR WALLS IN ALL HABITABLE
ROOMS AT THE DESIGN TEMPERATURE.
ENERGY AND WATER CONSERVATION
1. CAULK AND SEAL AROUND ALL PLUMBING AND ELECTRICAL PENETRATIONS INTO
THE BUILDING ENVELOPE.
2. CAULK AND SEAL AROUND ALL WINDOW AND DOOR FRAMES, BETWEEN WALL SOLE
PLATES AND FLOORS, AND BETWEEN EXTERIOR WALL PANELS. SEE TYPICAL EXTERIOR
WALL MEASURES.
3. ALL INSULATION MATERIALS SHALL BE CERTIFIED BY THE MANUFACTURER AS
COMPLYING WITH THE CALIFORNIA QUALITY STANDARDS FOR INSULATING MATERIAL.
4. DOORS AND WINDOWS BETWEEN CONDITIONED SPACE AND OUTSIDE SPACE OR
BETWEEN CONDITIONED SPACE & UNCONDITIONED SPACE SHALL BE FULLY
WEATHER-STRIPPED.
5. MANUFACTURED DOORS AND WINDOWS SHALL BE CERTIFIED AND LABELED IN
COMPLIANCE WITH THE APPROPRIATE INFILTRATION STANDARDS. ALL EXTERIOR
OPENINGS SHALL BE PROPERLY WEATHERSTRIPPED, CERTIFIED, AND LABELED.
6. DUCTS SHALL BE CONSTRUCTED, INSTALLED, AND INSULATED PER THE
REQUIREMENTS OF THE U.M.C. ALL JOINTS OF THE DUCT SYSTEM SHALL BE TIGHTLY
SEALED WITH MASTIC OR TAPE SUITABLE FOR THE PURPOSE.
7. ALL SPACE CONDITIONING EQUIPMENT SHALL BE C.E.C. CERTIFIED.
8.ALL WATER HEATING EQUIPMENT, SHOWER HEADS, FAUCETS, AND PLUMBING
FIXTURES SHALL BE C.E.C. CERTIFIED UNLESS OTHERWISE NOTED OR APPROVED.
SHOWER HEADS SHALL BE LOW FLOW TYPE.
9. GENERAL LIGHTING IN KITCHENS AND BATHROOMS SHALL HAVE A MINIMUM OF 40
LUMENS/WATT EFFICIENCY (FLUORESCENT LIGHTS OR LED WITH 3000 KELVIN MAX).
10. PROVIDE ULTRA FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING
SHOWER HEADS AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION.
SCHEDULE IS IMPACTED BY OWNER RELATED CHANGES OR REQUESTS.
AT THE TIME OF PRICING & PROIR TO CONSTRUCTION PROCEEDING.
THAT ALL REQUIRED CLEARANCE FOR INSTALLATION AND
TO INCLUDE ALL PIPING, DUCT WORK AND CONDUITS)
LIGHTING, PLUMBING AND SPRINKLER EQUIPMENT
OF ANY AND ALL MECHANICAL, TELEPHONE, ELECTRICAL,
ANY CONFLICTS PRIOR TO CONSTRUCTION THAT EXIST IN LOCATIONS
3. GENERAL CONTRACTOR SHALL INFORM ARCHITECT OF
PROCEEDING WITH WORK OR RELATED WORK IN QUESTION.
OBTAINING A CLARIFICATION FROM ARCHITECT BEFORE
QUESTIONS, THE GENERAL CONTRACTOR IS RESPONSIBLE FOR
QUESTIONS REGARDING THESE OR OTHER COORDINATION
BEFORE PROCEEDING WITH CONSTRUCTION. IF THERE ARE ANY
ACCURACY AND CONFIRMING WORK IS BUILDABLE AS SHOWN
CONTRACT DOCUMENTS, FIELD CONDITIONS AND DIMENSIONS FOR
1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR CHECKING
MAINTENANCE OF ABOVE EQUIPMENT ARE PROVIDED.
AND DETAILS.
CONNECTION WITH THE WORK.
REQUIREMENTS.
CONTRACTORS WORK.
DISCIPLINE OF ALL WORKERS ON THE PROJECT.
ALL OVERTIME COSTS EXCEPT WHEN THE APPROVED CONSTRUCTION
4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING
DOCUMENTS SHALL BE FURNISHED AND INSTALLED IN
6. ALL WORK NOT SPECIFICALLY COVERED IN THE CONSTRUCTION
MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS IN
GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,
PROPERTY DAMAGE FOR THE LIMITS AS REQUIRED BY LAW. THE
RESPECT TO WORKMAN'S COMPENSATION, PUBLIC LIABILITY AND
PURCHASE AND MAINTAIN CERTIFICATIONS OF INSURANCE WITH
5. THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL
REGULATORY AGENCIES, APPLICABLE BUILDING CODES AND
ALL WORK AND MATERIALS IN ACCORDANCE WITH ALL LOCAL
13. GENERAL CONTRACTOR SHALL HAVE ON-SITE, THE APPROVED
AND THE OBTAINING OF A FINAL CERTIFICATE OF OCCUPANCY.
DEPARTMENT INSPECTIONS AND APPROVALS IN ALL FIELDS OF HIS WORK,
OF WORK, THE REQUESTING AND COORDINATION OF BUILDING
REQUIRED PERMITS PRIOR TO COMMENCEMENT
12. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL
SECURITY OF PROJECT AND SHALL BE RESPONSIBLE FOR
11. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR
8. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY AND
CONSTRUCTION TIME FOR ALL SUBCONTRACTORS AND GENERAL
SPECIFIC CONSTRUCTION SCHEDULE INDICATING THE REQUIRED
CONTRACTOR SHALL ALSO SUBMIT A SCHEDULE OF VALUES AND A
7. UPON SUBMITTAL OF CONSTRUCTION COSTS, THE GENERAL
ACCORDANCE WITH BUILDING STANDARD MATERIALS
PERSONNEL.)
CONSTRUCTION DRAWINGS AND BUILDING PERMIT.
ASSISTANCE AND COORDINATION OF VARIOUS TRADES.
COMPLETION.
SUCH INSTALLATION.
JOB INCLUDING REVISIONS.
CONTRACTOR SHALL COORDINATE AND COOPERATE TO EFFECT
AND/OR EQUIPMENT SHALL BE PROVIDED BY OTHERS.
15. WHERE WORK OR EQUIPMENT IS INDICATED N.I.C., SUCH WORK
SHALL SUBMIT CERTIFICATES OF INSPECTION OF SATISFACTORY
20. UPON COMPLETION OF THE JOB, THE GENERAL CONTRACTOR
RESPONSIBILITY AT ALL TIMES DURING THE PROGRESS OF THE
DRAWINGS TO ALL TRADES FALLING UNDER THEIR
CONTRACTOR TO DISTRIBUTE ADEQUATE COPIES OF ALL
19. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL
AND NOTIFICATION SHALL BE MADE PRIOR TO INSTALLATION.
USED, IT SHALL BE BY JUDGEMENT AND APPROVAL OF THE ARCHITECT
MANUFACTURERS ARE SPECIFIED. WHERE APPROVED EQUAL IS
SUBSTITUTIONS FOR ANY MATERIAL WHERE SPECIFIC
18. THE CONTRACTOR SHALL NOTE THAT THERE SHALL NOT BE
CUTTING AND RUBBISH REMOVAL WITH BUILDING MANAGEMENT
BUILDING MANAGEMENT PERSONNEL. (I.E.: DEMOLITION,
17. GENERAL CONTRACTOR SHALL COORDINATE ANY OVERTIME WITH
14. THE GENERAL CONTRACTOR SHALL PROVIDE ALL SUPERVISION,
BROUGHT TO THE ATTENTION OF THE ARCHITECT & THE OWNER
16. DISCREPANCIES FOUND BETWEEN NOTES AND DRAWINGS SHALL BE
GENERAL NOTES - PART B
FURTHERMORE, FOR EXISTING CONDITIONS ON REMODEL/ADDITIONS,
THE ARCHITECT CANNOT REALISTICALLY VERIFY ALL EXISTING
CONDITIONS ACCURATELY. AS SUCH THE PREPARATION OF
CONSTRUCTION DOCUMENTS ARE BASED ON TYPE V WOOD FRAME
CONSTRUCTION FOR CONVENTIONAL FRAMING AND WHERE THE
GENERAL CONTRACTOR MAY DISCOVER SOME DISCREPANCIES IN THE
ARCHTIECT AND ENGINEERS DESIGN WITH RESPECT TO THE NEW FOUND
EXISTING CONDITIONS ON SITE. THESE DISCPREPANCIES ARE EXPECTED
AND A NATURAL PROCESS BECAUSE ARCHITECTURE SERVICES PRECEDES
DEMOLITION OF THE PROJECT. GENERAL CONTRACTOR SHALL NOTIFY
THE ARCHITECT AND/OR ENGINEER IF ANY OF THE DESIGN IS IN
CONFLICT WITH THE EXISTING CONDITIONS.
10.NOT USED
THESE ARE GENERAL NOTES AND SOME ITEMS MAY
NOT APPLY TO THE SPECIFIC SCOPE. G.C. SHALL IN
THE BEST OF JUDGEMENT, APPLY ITEMS THAT ARE
RELEVANT TO THE SCOPE DISPLAYED IN THE
DRAWINGS.
FOR REMODELS/ADDITIONS, IN CASES WHERE A LAND SURVEY WAS NOT
PERFORMED EITHER BECAUSE IT WAS NOT REQUIRED AND/OR CLIENT HAS
NOT ELECTED TO FURNISH A SURVEY, ARCHITECT SHALL BASE SITE
PROPERTY MEASUREMENTS FROM PERCEIVED PROPERTY LINES
REPRESENTED BY FENCES, WALLS AND PLANTINGS. EVERY EFFORT WILL BE
MADE TO PROVIDE AN ACCURATE MEASUREMENT HOWEVER SUCH
MEASUREMENT CANNOT GUARANTEE ACCURACY DURING CONSTRUCTION.
AS SUCH, IT IS UNDERSTOOD BY ALL PARTIES, OWNER, ARCHITECT, AND
GENERAL CONTRACTOR, THAT DISCREPANCIES ARE POSSIBLE AND AT NO
FAULT TO ANY PARTY. CLIENT MAY INCUR A MINOR CHANGE ORDER DUE TO
THIS EVENT DUE TO ADJUSTMENTS IN THE DESIGN AFTER PERMIT.
MATERIAL SPECIFICATIONS
G.CHARLES DESIGN OFFERS ARCHITECTURE SERVICES WHERE A MAJORITY
OF THE PACKAGES ARE BASED ON 'MINIMALLY TO PROCURE A BUILDING
PERMIT'. THE PACKAGES ARE BASED ON THE MINIMUM REQUIREMENTS OF
THE BUILDING CODES IN PLACE AT EACH JURISDICTION AND WHICH ARE
LARGELY BASED ON MAINTAINING PUBLIC SAFETY.
BECAUSE OUR CONSTRUCTION DRAWING PACKAGES ARE BASED ON MINIMUM
REQUIREMENTS ESTABLISHED BY EACH BUILDING DEPARTMENT, OUR
DETAILS ARE GENERAL AND MAY BE ADAPTED AND/OR APPLIED TO A VARIETY
OF FIELD CONDITIONS. IN SOME CASES, OUR DRAWINGS WILL INDICATE
MATERIAL SPECIFICATIONS FOR ITEMS SUCH AS WATER PROOF MEMBRANES
THAT HELP PROTECT FROM WATER PENETRATION. IF SUCH ITEMS ARE NOT
FOUND IN OUR SHEET SET, OR ARE UNCLEAR, THE GENERAL CONTRACTOR
SHALL NOTIFY THE ARCHITECT TO REQUEST A DETAIL AND/OR A
SPECIFICATION. IN ALL CIRCUMSTANCES, THE GENERAL CONTRACTOR
SHALL UTILIZE GOOD JUDGEMENT OF THE INSTALLATION OF VARIOUS
MATERIALS.
AS SUCH, ALL INSTALLATIONS SHALL BE COMPLETED WITH STRICT
CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS, WRITTEN
INSTRUCTIONS, INDUSTRY STANDARDS, AND BUILDING CODES.
GCD 2018
GENERAL NOTES - PART A / MEANS METHODS SEQUENCES, AND TECHNIQUE
21. WORK SHALL COMPLY WITH ALL LAWS, RULES AND REGULATIONS
AS REQUIRED BY THE STATE OF CALIFORNIA, THE COUNTY OF LOS
ANGELES, THE CITY OF LOS ANGELES, AND ANY AND ALL OTHER
GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE WORK.
THIS WILL APPLY TO ANY OTHER JURISDICTIONS SPECIFIC TO THE
PROJECT SITE LOCATION OUTSIDE OF THE GREATER COUNTY OF LOS
ANGELES.
22. WORK SHALL COMPLY WITH THE MODEL CODES AS ADOPTED BY
LOCAL JURISDICTION, TO INCLUDE, BUT NOT LIMITED TO, (CITY OF LOS
ANGELES BUILDING CODE, CALIFORNIA BUILDING CODE, INTERNATIONAL
BUILDING CODE, CALIFORNIA RESIDENTIAL CODE, CALIFORNIA GREEN
BUILDING STANDARDS, UNIFORM MECHANICAL CODE, UNIFORM
PLUMBING CODE, NATIONAL ELECTRICAL CODE, ETC.) LOCALLY IN
FORCE AT THE TIME OF BUILDING PERMIT ISSUANCE, INCLUDING ALL
REVISIONS AND AMENDMENTS ADOPTED BY THE GOVERNING
JURISDICTION(S).
WHERE REFERENCE IS MADE TO MODEL CODE SECTIONS AND PARTS,
THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE MODEL CODE
SECTIONS AND PARTS CITED PRIOR TO INSTALLATION OF ANY
AFFECTED WORK.
23. FULLY REVIEW THE ENTIRE SET OF CONSTRUCTION DOCUMENTS
PRIOR TO CONSTRUCTION. THE CONSTRUCTION DOCUMENTS MAY
INCLUDE THE FOLLOWING:
CIVIL DRAWINGS, DESIGN DRAWINGS, STRUCTURAL DRAWINGS,
MECHANICAL DRAWINGS
PLUMBING DRAWINGS, ELECTRICAL DRAWINGS, SECURITY SYSTEM
DRAWINGS AND SPECIFICATIONS (DEFERRED SUBMITTAL), FIRE
PROTECTION SHOP DRAWINGS AND SPECIFICATIONS (DEFERRED
SUBMITTAL)
24. WHERE CONFLICT OCCURS BETWEEN THE DRAWINGS OF ANY OF
THE DESIGN DISCIPLINES INVOLVED, THE MOST RESTRICTIVE
INTERPRETATION WILL GOVERN THE WORK. ARCHITECT AND/OR
OWNER WILL RESOLVE DESIGN CONFLICTS BASED ON THE DESIGN
INTENT.
25. COORDINATE ALL CHANGES AND ADJUSTMENTS TO THE WORK
WHICH VARY FROM THE CONSTRUCTION DOCUMENTS WITH ARCHITECT
AND/OR PRIOR TO PUTTING WORK IN PLACE.
26. ALL PRODUCT AND COMPONENT BRANDS AND TRADEMARKS NAMED
ARE USED TO SET THE LEVEL OF QUALITY REQUIRED FOR THE WORK
AND ARE UNDERSTOOD TO BE "OR EQUAL" REFERENCES SUBJECT TO
THE FORMAL APPROVAL PROCESS AS DESCRIBED AND SET FORTH IN
THE SPECIFICATIONS UNLESS NOTED OTHERWISE.
27.THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, USING
CONTRACTOR'S BEST SKILL AND ATTENTION. THE CONTRACTOR SHALL
BE SOLELY RESPONSIBLE FOR, AND HAVE CONTROL OVER,
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND
PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK
UNDER THE CONTRACT, UNLESS THE CONTRACT DOCUMENTS GIVE
OTHER SPECIFIC INSTRUCTIONS CONCERNING THESE MATTERS.
13. MATERIAL SHALL BE JOINED TO UNIFORM, ACCURATE FITS SO THEY MEET WITH
NEAT, STRAIGHT LINES, FREE OF SMEARS, OVERLAPS AND IMPERFECTIONS. INSTALL
EXPOSED MATERIALS . APPROPRIATELY LEVEL, PLUM AND AT RIGHT ANGLES OR FLUSH
WITH ADJOINING MATERIALS. WORK OF EACH TRADE SHALL MEET OR EXCEED ALL
NATIONAL STANDARDS PUBLISHED BY THAT TRADE EXCEPT WHERE THE CONTRACT
DOCUMENTS ARE MORE STRINGENT. IN SUCH CASES, WORK SHALL MEET OR EXCEED
THE STANDARDS ESTABLISHED BY THE CONTRACT DOCUMENTS.
14.THE CONTRACTOR SHALL , AT ALL TIMES, KEEP PREMISES FREE FROM
ACCUMULATION OF DEBRIS CAUSED BY HIS OPERATIONS/WORK.
15.THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING ANY
DEFECTS FOUND IN EXISTING BASE BUILDING CONSTRUCTION WHICH INTERFACES WITH
NEW CONSTRUCTION. THIS INCLUDES BUT IS NOT LIMITED TO, UNEVEN SURFACES AND
FINISHES AT PLASTER OR GYPSUM BOARD. THE GENERAL CONTRACTOR SHALL PATCH
AND REPAIR SURFACES TO MATCH ADJACENT ADJOINING SURFACES.
28.CONTRACTOR MAY MAKE MINOR CHANGES IN THE WORK
AUTHORIZED BY THE ARCHITECT IN ACCORDANCE THE SPECIFICATIONS
AND SUBMITTALS. THE CONTRACTOR MAY MAKE SUBSTITUTIONS ONLY
WITH THE CONSENT OF THE OWNER, AFTER EVALUATION BY THE
ARCHITECT AND IN ACCORDANCE WITH A CHANGE ORDER OR CHANGE
DIRECTIVE.
16. GENERAL CONTRACTOR TO VERIFY SIZES OF BUILDING ACCESS OPENINGS BEFORE
PROCEEDING WITH WORK.
17.UPON COMPLETION OF THE JOB, GENERAL CONTRACTOR SHALL CLEAN ENTIRE AREA
, INCLUDING GLASS, CARPET, AND ALL OTHER FINISHED SURFACES IN A MANNER
ACCEPTABLE TO OWNER.
18.GENERAL CONTRACTOR IS RESPONSIBLE FOR DISPOSING OF OFF SITE PACKAGING
CARTONS OR CONTAINERS, TRASH AND DEBRIS IN A SAFE, ACCEPTABLE MANNER, AND
TO NO COST OR INCONVENIENCE TO OTHER PARTIES.
19.GENERAL CONTRACTOR SHALL PROVIDE PROTECTIVE COVERINGS FOR CARPET,
FURNISHINGS AND EXISTING FINISHES IN AREAS OF DEMOLITION AND CONSTRUCTION
AND SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY DAMAGE CAUSED BY THE WORK
OF THE GENERAL CONTRACTOR AND ANY SUBCONTRACTOR.
CONSTRUCTION SITE PROTOCOL FOR GENERAL CONTRACTOR
CONTRACTOR IS RESPONSIBLE FOR HAVING THE ORIGINAL
APPROVED SET ON SITE AT ALL TIMES, AND ANY COPIES ARE
REQUIRED TO BE FROM THE ORIGINAL FINAL SET OF PLANS.
CONTRACTOR SHOULD NOT UN-STAPLE ANY BINDED SETS.
9.NOT USED
Scale
Project number
Date
Drawn by
A-0.1
GENERAL
NOTES
37-23
08/2024
JENNY PARADA
613 S EASTBURY AVE,
COVINA CA 91723
No.Description Date
jenny_parada@verizon.net
Owner
Address
NANCY CALTAGIRONE
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
PHONE:
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
UP
(E)BEDROOM
(E)LIVING
ROOM
(E)DINING
ROOM
(E)KITCHEN
(E)GARAGE
(E)BATHROOM
(E)CLOSET (E)CL
(E)CL
(E)CL
(E)CL
(E)FAMILY ROOM
(E)HALLWAY
(E)FOYER
REF
32
'
-
2
"
61' - 2"
41' - 8"19' - 6"
22
'
-
2
"
17
'
-
7
"
39
'
-
9
"
(E)BEDROOM
(E)BEDROOM
(E)BEDROOM
(E)BATHROOM
(E)BATHROOM
(E)CL
(E)CL (E)CL
(E)CL
(E
)
H
A
L
L
W
A
Y
(E)FIRST FLOOR LINE
DOWN
EXISTING ASPHALT SHINGLE ROOF
CLASS A
3:12 ROOF PITCH
N1
N1
N1
N1
N1 N1N1
N1
N1
N1
N1
N1
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
As indicated
A-2
EXISTING
FLOOR PLAN
37-23
NANCY CALTAGIRONE
04/2024
JENNY PARADA
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
LEGEND
(E)STUD TO REMAIN
EXISTING FLOOR PLAN - First Level
ESC 1/4"=1'-0"
EXISTING FLOOR PLAN - Second Level
ESC 1/4"=1'-0"
MAIN HOUSE
EXISTING ROOF PLAN
ESC 3/16"=1'-0"
No. Description Date
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
(E)STUC
C
O
8'
-
0
"
1'
-
0
"
8'
-
0
"
(E)STUC
C
O
(E)ASPHALT
SHIN
G
L
E
ROOF
(E)ASPHALT
SHIN
G
L
E
ROOF (E)ASPHALT
SHIN
G
L
E
ROOF
(E)BRIC
K
VENEER
(E)ASPHALT
SHIN
G
L
E
ROOF
(E)STUC
C
O
(E)STUC
C
O
(E)STUC
C
O
(E)ASPHALT
SHIN
G
L
E
ROOF (E)ASPHALT
SHIN
G
L
E
ROOF
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/4" = 1'-0"
A-3
EXISTING
ELEVATIONS
37-23
NANCY CALTAGIRONE
04/2024
JP
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
ESC 1/4"=1'-0"
ESC 1/4"=1'-0"
EXISTING SOUTH ELEVATION
EXISTING NORTH ELEVATION
MAIN HOUSE
No. Description Date
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
(E)ASPHALT
SHIN
G
L
E
ROOF (E)STUC
C
O
(E)ASPHALT
SHIN
G
L
E
ROOF
8'
-
0
"
(E)ASPHALT
SHIN
G
L
E
ROOF (E)ASPHALT
SHIN
G
L
E
ROOF (E)STUC
C
O
(E)STUC
C
O
8'
-
0
"
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/4" = 1'-0"
A-4
EXISTING
ELEVATIONS
37-23
NANCY CALTAGIRONE
04/2024
JP
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
ESC 1/4"=1'-0"
ESC 1/4"=1'-0"
EXISTING EAST ELEVATION
EXISTING WEST ELEVATION
MAIN HOUSE
No. Description Date
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
4
C
SA
3S
D
SA
CO
N5
(N
)
5
/
8
"
G
Y
P
S
U
M
B
O
A
R
D
T
Y
P
E
"
X
"
A-7
1
GFCI
160 CFM MIN
NON-RECIRCULING
EXHAUST FAN TO
OUTSIDE
12' - 3"
10
'
-
0
"
5'
-
0
"
16
'
-
5
"
12' - 0"
10
'
-
0
"
REF
GREAT ROOM
300 SQ.FT.
CL
BATHROOM
BEDROOM
120 SQ.FT. MASTER BEDROOM
122.5 SQ.FT.
BATHROOM
CL 2' - 0"
5'
-
0
"
13' - 7"11' - 0"11' - 10"
25
'
-
0
"
36' - 4"
9'
-
9
"
3'
-
1
1
"
4'
-
9
"
8' - 3"
2' - 0"8' - 0"
2'
-
0
"
8' - 0"
3' - 0" 15"min
B
1
2
22 2
2
3
5' - 7"5
3
3
A
C
D
W D
3' - 0"5' - 0"3' - 0"
16
'
-
3
"
10' - 10"
26' - 9"
A-7
3
1.5"
MAXø 2' - 6" MIN15"MIN
15"MIN
24
"
M
I
N
1.5"
MAX
CONCRETE
LANDING
SA
SA
CO
A-7
2
15"min
24
"
m
i
n
GFCI
GFCI GFCI GFCI
GFCI
GFCI
GFCI
GFCI
GFCI
GFCI
GFCI
GFCI GFCI
GFCI
WP/GFCI
7.75"
MAX
S
D
D
S 3
D3D
S
D
F
F
S
S
D
S
N1
N2
EGRESS
N3
N4
N6
N9
N10
N8
N11
-
---
A-A
A-7
INDOOR AIR QUALITY
(IAQ) FAN-45 CFM MIN
3'
-
0
"
3'-0" MIN
4' - 0"
3' OVERHANG
5' - 0"
PORCH
(N)5/8" GYPSUM BOARD TYPE "X"
A-7
4,5
A-7
4
36" MIN
TE
M
P
E
R
E
D
ELECTRIC RANGE:
NO GAS HOOK UP AT STOVE.
VS
A-7
7
A-7
7
N7
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/4" = 1'-0"
A-5
FLOOR PLAN
37-23
NANCY CALTAGIRONE
08/2024
JENNY PARADA
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
DOOR SCHEDULE
#
HEIGHT THICKNESSWIDTH
SIZE NOTES
QUANTITY
WINDOW SCHEDULE
WIDTH#TYPEHEIGHT NOTES
4'-0"
5'-0"
A
B
4'-0"
4'-0"
SLIDING
5'-0"
1 3/8"
1 3/8"3'-0"6'-8"1
2
3
ENTRY DOOR
DOUBLE FRENCH DOOR - TEMPERED
DOUBLE GLAZING
DOUBLE GLAZING-EGRESS
1
1
1 3/8"
C
N1
N2
N3
N4
SLEEPING ROOMS MUST HAVE A WINDOW OR
EXTERIOR DOOR FOR AN EMERGENCY EXIT, SILL
HEIGHT NOT MORE THAN 44 INCHES ABOVE THE
FLOOR, 5.7 SQ. FT. OF OPENABLE AREA, 24 INCHES
CLEAR OPENING HEIGHT, 20 INCHES CLEAR
OPENING WIDTH AND SHALL OPEN DIRECTLY INTO
A PUBLIC STREET, ALLEY, YARD, OR EXIT COURT.
PROVIDE 15" MINIMUM BETWEEN THE CENTER OF
WATER CLOSET TO ANY SIDE WALL.
PROVIDE 24" CLEAR SPACE IN FRONT OF ANY
WATER CLOSET.
BATHROOMS, WATER CLOSET COMPARTMENTS AND
OTHER SIMILAR ROOMS SHALL BE PROVIDED WITH
MECHANICAL VENTILATION CAPABLE OF 50 CFM MIN
EXHAUSTED DIRECTLY TO THE OUTSIDE WITH
HUMIDITY CONTROL.
KEY NOTES
S
DIMMER
(PROVIDE VACANCY SENSOR AT BATHROOMS)
GFIT
PROVIDE EXHAUST FAN OF 4 AIR CHANGES
PER HOUR MINIMUM, WITH HUMIDITY
CONTROL SENSOR. 50 CFM MIN
"FANS SHALL BE ENERGY STAR COMPLIANT
CONTROLLED BY HUMIDISTAT AND DUCTED
TO TERMINATE TO THE OUTSIDE OF THE
BUILDING"
LEGEND
SMOKE ALARM TO BE HARD WIRED WITH
BATTERY BACK UP AND INTERCONNECTED
TO SOUND AT THE SAME TIME
COMBO SMOKE AND CARBON MONOXIDE
ALARM TO BE HARD WIRED WITH BATTERY
BACK UP AND INTERCONNECTED TO
SOUND AT THE SAME TIME
SA
SA
CO
GAS
SWITCH
LIGHT FIXTURE WITH PHOTOCONTROL &
MOTION SENSOR MS
EFF
LIGHT HIGH EFFICACY
D
NEW WOOD STUD
FRAMING
2X4 OR 2X6 AT 16"O.C.
NEW 1-HR FIRE RATED WALL
OUTLET GROUND FAULT INTERRUPTER
TAMPER PROOF, WATER RESISTANT WITH
BUBLE COVER
OUTLET AFCI
N5 ATTIC ACCESS WITH A MINIMUM SIZE OF 22 X 30
INCHES UNLESS THE MAXIMUM VERTICAL HEADROOM
HEIGHT IN THE ATTIC IS LESS THAN 30 INCHES. WHERE
MECHANICAL EQUIPMENT IS INSTALLED IN THE ATTIC
THE MINIMUM DIMENSIONS ARE 30 INCHES X 30 INCHES
AND AT LEAST AS LARGE AS THE LARGEST
COMPONENT OF THE APPLIANCE.
U-FACTOR
2'-0" 2'-0"SLIDING 2
INTERIOR COLONISH,PRE-HUNG DOOR2'-8"6'-8"
PROPOSED FLOOR PLAN
ESC 1/4"=1'-0"
4
PATIO DOOR
1 3/8"
OBSCURE TEMPERED GLASS
N6 SHOWERS AND SHOWER-TUBS SHALL BE PROVIDED
WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE
BALANCE, THERMOSTATIC, OR COMBINATION
PRESSURE BALANCE/THEROSTATIC MIXING VALVE
TYPE THAT PROVIDE SCALD AND THERMAL SHOCK
PROTECTION.
PROVIDE SMOKE ALARMS IN EACH NEW
AND EXISTING SLEEPING ROOM AND AT A
POINT ON THE CEILING OR WALL OUTSIDE
OF EACH SEPARATE SLEEPING AREA IN THE
IMMEDIATE VICINITY OF BEDROOMS.
IN NEW CONSTRUCTION, THE REQUIRED
SMOKE ALARMS SHALL RCEIVE THEIR
PRIMARY POWER FROM THE BUILDING
WIRING AND SHALL BE EQUIPPEED WITH A
BATTERY BACKUP. SMOKE ALARMS MAY BE
SOLELY BATTERY OPERATED WHEN
INSTALLED IN EXISTITNG SLEEPING ROOMS
AND HALLWAYS.
N7 NEEA HEAT PUMP WATER HEATER
50 GAL MIN
N8 CLOTHER DRYER MOISTURE EXHAUST DUCTS SHALL
TERMINATE OUTSIDE OF THE BUILDING AND HAVE A
BACK-DRAFT DAMPER. EXHAUST DUCT IS LIMITED TO
14 FEET WITH 2 ELBOWS. THIS SHALL BE REDUCED 2
FEET FOR EVERY ELBOW IN EXCESS OF 2. MINIMUM 4
INCH DIAMETER, SMOOTH, METAL DUCT.
SEE DETAIL 6, SHEET A-7
N9 SAFETY GLAZING SHALL BE PROVIDED IN SHOWER
AND TUB ENCLOSURES (LESS THAN 60" ABOVE
STANDING SURFACE & 60" HORIZONTALLY FROM EDGE
OF BATHTUB AND SHOWER)
N10 SHOWERS AND WALLS ABOVE BATHTUBS WITH
SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH,
NONABSORBENT SURFACE TO A HEIGHT NOT LESS
THAN 72 INCH ABOVE THE DRAIN INLET.
6'-0"
MIRROR WARDROBE DOOR6'-8"
6'-8"
6'-8"5 2'-0"1 3/8"
BI-FOLD DOOR6'-8"6 6'-0"1 3/8"
3'-0"D 3'-0"DOUBLE GLAZING1
SLIDING
SLIDING
ADU
PROVIDE 100 CFM
NON-RECIRCULING EXHAUST FAN
N11
No. Description Date
1 Revision 1 Date 1
714-997-0313
1) At least one bathroom on the entry level shall be provided with reinforcement for grab bars,
where there is no bathroom on the entry level, at least one bathroom on the second or third
floor of the dwelling shall comply with CRC R327.1.1. (SEE DETAIL AND NOTES ON THIS SHEET)
2) Electrical receptacle outlets, switches and controls shall be located no more than 48”
measured from the top of the outlet box and not less than 15” measured from the bottom
of the outlet box above the finish floor. CRC R327.1.2.
3) Doorbell buttons shall not be installed more than 48” above exterior floor or landing. CRC
R327.1.4.
AGING -IN-PLACE AND FALL PREVENTION NOTES (CRC R327):
GRAB BARS DETAILS
At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this
section. (CRC R327.1.1)
a. Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency.
b. Reinforcement shall not be less than 2 by 8 inch nominal lumber.
(1-1/2 inch by 7-1/4 inch actual dimension) or other construction material providing equal height and load
capacity. Reinforcement shall be located between 32 inches (812.8 mm) and 39-1/4 inches (997 mm) above the
finished floor) flush with the wall framing.
c. Water closet reinforcement shall be installed on both side walls of the fixture, or one side wall and the back wall.
d. Shower reinforcement shall be continuous where wall framing is provided.
e. Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the
back wall. Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge
located no more than 6 inches (152.4 mm) above the bathtub rim.
SEE NOTE # 2 ON
AGING-IN-PLACE
NOTES
SHGC
0.3 0.23
0.3 0.23
0.3 0.23
0.3 0.23
VS
U-FACTOR SHGC
0.3 0.23
0.3 0.23
- -
- -
- -
- -
1506 E Clemensen Ave &
#212/12/2024
8'
-
0
"
0'
-
8
"
M
I
N
(N)A
S
P
HALT
SHIN
G
L
E
ROOF CL
A
SS "A"
ESR-326
7(N)7
/
8
"
STUC
C
O
12
'
-
9
"
8'
-
0
"
0'
-
8
"
M
I
N
11
'
-
2
"
(N)WEEP SCREED
SEE DETAIL 7,
SHEET A-7
(N)A
S
P
HALT
SHIN
G
L
E
ROOF CL
A
SS "A"
ESR-326
7(N)7
/
8
"
STUC
C
O
0'
-
8
"
M
I
N
8'
-
0
"
12
'
-
0
"
0'
-
8
"
M
I
N
8'
-
0
"
11
'
-
2
"
12
'
-
9
"
(N)3
'
MIN
OVER
HANG
OVER
ENTRANCE
4'
-
0
"
(N)D
O
O
R
BELL
BUTTON
INST
ALLE
D M
A
X
4
'
ABOVE
E
X
T
ERIO
R
FLOOR
(N)WEEP SCREED
SEE DETAIL 7,
SHEET A-7
(N)A
S
P
HALT
SHIN
G
L
E
ROOF CL
A
SS "A"
ESR-326
7(N)7
/
8
"
STUC
C
O
8'
-
0
"
0'
-
8
"
M
I
N
12
'
-
0
"
8'
-
0
"
0'
-
8
"
M
I
N
12
'
-
9
"
44
"
M
A
X
(N)WEEP SCREED
SEE DETAIL 7,
SHEET A-7
8'
-
0
"
0'
-
8
"
M
I
N
12
'
-
0
"
8'
-
0
"
0'
-
8
"
11
'
-
2
"
(N)A
S
P
HALT
SHIN
G
L
E
ROOF CL
A
SS "A"
ESR-326
7(N)7
/
8
"
STUC
C
O
12
'
-
9
"
3' - 0"
(N)3
'
MIN
OVER
HANG
OVER
ENTRANCE
(N)WEEP SCREED
SEE DETAIL 7,
SHEET A-7
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/4" = 1'-0"
A-6
EXTERIOR
ELEVATIONS
37-23
NANCY CALTAGIRONE
08/2024
JP
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
ESC 1/4"=1'-0"
ESC 1/4"=1'-0"ESC 1/4"=1'-0"
SOUTH ELEVATION
WEST ELEVATION NORTH ELEVATION
ESC 1/4"=1'-0"
EAST ELEVATION
ADU
No. Description Date
1 Revision 1 Date 1
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
N1
N1
N1
N1
N1
N1
(N
)
4
:
1
2
(N
)
4
:
1
2
(N)4:12
(N
)
4
:
1
2
(N)4:12
(N
)
4
:
1
2
(N)4:12
(N)4:12
1
(N)DORMER VENT DM-36
LEGEND
ATTIC VENT CALCULATION
TOTAL ATTIC AREA 1150
(SQ.FT.)
SQ.FT.
REQUIRED
SQ.IN.
REQUIRED
749 5.0 719.0
VENT TYPE NET FREE
AREA SQ.IN QTY TOTAL SQ.IN.
1 DORMER 100 8 800
0 2 0
TOTAL 800
800 > 719.0
NOTE:
1. THE TOTAL NET FREE VENTILATING AREA SHALL NOT
BE LESS THAN 1150 OR 1300 WHEN A MIN OF 3 FEET
SEPARATION FROM EAVE VENTS TO GABLE/DORMER
VENTS ARE SHOWN. CLASS I OR II VAPOR BARRIER IS
INSTALLED ON THE WARM-IN-WINTER SIDE OF THE
CEILING.
NOTE:
PROVIDE 8 DORMERS
MANUFACTURER: LG OR SIMILAR
MODEL: LG400N2W-V5
SOLAR PANEL SIZE: (L x W x H)
2,024mm x 1,024mm x 40mm
6.64' x 3.35' x 0.13'
MAX POWER: 400 W
REQ PV SYSTEM: 2,040 W
2,040 / 400= 5.1 = 6 SOLAR PANELS
(N) PV SYSTEM REQUIRED
2.04 kWdc MIN SIZE
4:12 PITCH
(N)ASPHALT SHINGLE ROOF
CLASS "A"
TIMBERLINE COOL SERIES-COOL
BARKWOOD/BROWN COLOR
ESR-3267
CRRC # 0676-0041a
SOLAR REFLECTANCE 0.27
THERMAL EMITTANCE 0.90
SRI 28
(N)BEDROOM (N)GREAT
ROOM
2 31
THRESHOLD
SILL FLASHING,
CONTINUE 2" UP
EACH JAMB
CONCRETE SLAB
*TYPICAL TO
SLABS AND DECKS
BITUMINOUS PROTECTION BARRIER
BETWEEN THRESHOLD AND UNITIZED
FLASHING TO PREVENT GALVANIC
REACTION DOOR
FLASHING DETAILS @ DOORS
PLYWOOD
INSULATION
# 2 - LAYERS TYPE "D"
PAPER
AND STUCCO WIRE
STUCCO OVER
1/2" X 2" BACK DAM
OR BEVELED
WOOD SIDING
SLOPED TO
EXTERIOR
PEEL-AND-STICK
FLASHING
DRYWALL
WINDOW FLANGE
WINDOW
FLASHING DETAIL @ WINDOWSEMERGENCY EXIT
SLEEPING ROOMS MUST HAVE A WINDOW OR EXTERIOR DOOR FOR AN EMERGENCY EXIT:
- SILL HEIGHT NOT MORE THAN 44 INCHES ABOVE THE FLOOR
- 5.0 SQ.FT. MIN CLEAR NET OPENABLE AREA OF GRADE FLOOR
- 5.7 SQ. FT. MIN CLEAR NET OPENABLE AREA FROM THE FOURTH FLOOR TO THE
SECOND FLOOR ABOVE GRADE
- 24 INCHES MIN CLEAR OPENING HEIGHT
- 20 INCHES MIN CLEAR OPENING WIDTH
AND SHALL OPEN DIRECTLY INTO A PUBLIC STREET, ALLEY, YARD, OR EXIT COURT.
F.F.
5.0 SQ.FT.MIN CLEAR
OPENABLE AREA 5.0 SQ.FT.MIN CLEAR
OPENABLE AREA
MINIMUM SIZE WINDOW FOR
24" CLEAR WIDTH
MINIMUM SIZE WINDOW FOR
20" CLEAR WIDTH
1-HR FIRE RATED WALL AND OVERHANG 4 1-HR FIRE RATED WALL ASSEMBLY 5
8"
m
i
n
PLYWOOD SHEARWALL PER
STRUCTURAL
2 LAYERS BUILDING TYPE "D"PAPER
7 8"STUCCO PLASTER
FINISH
R-15 INSULATION
26 GAGI GALV. WEEP SCREED
The weep screed at least 4-inches above
exposed earth or
2-inches above hardscape. see notes
1'-3" MIN
24
"
M
I
N
7SLAB ON GRADE FOOTING
NOTES:
- Requirements for a 19-mil (No. 26 galvanized sheet steel gage) or 50 mil PVC weep
screed with a minimum 3-1/2 inch attachment flange that is capable of allowing
trapped water to escape from behind the stucco.
-The attachment flange at or below the sill/concrete interface.
- The weep screed at least 4-inches above exposed earth or 2-inches above hardscape.
4
3
12"m
i
n
VERTICAL DRYER VENT
PRODUCT DATA
product to vent or exhaust grease or liquid.
Recommended use of this product is for exhaust of warm dry or slightly moist air only. Do not use thisNOTE:
nailing flange. Apply moisture retardant over nailing flange in accordance with standard lathing practice.
Affix dryer vent directly to structural members using galvanized fasteners one half inch in at each corner of the
Waterproofing Manual.
basis for detail whenever applicable as well as NRCA (National Roofing Contractors Association) Roofing and
Conditioning Contractors National Association) Architectural Manual, current edition, shall be used as a guide and
Installation shall be made in accordance with recognized sheet metal practices. SMACNA (Sheet Metal and Air
uneven substrate.
Before installing, ensure that the substrate is uniform and even. Do not install C & J Sheet Metal Products on
TIONINSTALLA
ASTM A653/A653M -G90 hot dipped galvanized steel, 26GA standard.
TERIALSSTANDARD MA
ATPRODUCT DA
C & J METAL PRODUCTS INC
6925 DOWNEY AVENUE LONG BEACH CA 90805
VERTICAL DRYER VENT
Designed for roof top venting where standard thru-wall
discharge is not available. Built in concealed damper
stays closed when not in use.
NEW OR EXISTING ROOF
(N)C.J. PER PLANS
NEW OR EXISTING
2X STUDS
5 8" GYPSUM BOARD TYPE X (EACH SIDE)
FROM FLOOR TO UNDERSIDE
OF THE ROOF SHEATHING
OR 1-HR RATED LATH AND PLASTER
R-15 INSULATION
R-30 INSULATION
(N)PLYWOOD
(WHERE OCCURS)
2X FIRE BLOCKING
PERMITTED PROJECTIONS WITH A
FIRE SEPARATION DISTANCE OF LESS
THAN 5 FEET SHALL HAVE NOT LESS
THAN ONE-HOUR FIRE-RESISTIVE
CONSTRUCTION ON THE UNDERSIDE
PL
24" MIN
PER PLANS
12"
A-7
ROOF PLAN &
SECTION
37-23
08/2024
J.L.P.
No. Description Date
Scale
Project number
Date
Drawn by
SCALE 1/4"=1'-0"
PROPOSED ROOF PLAN
613 S EASTBURY AVE,
COVINA CA 91723
Owner
Property Address
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
PHONE:
NANCY CALTAGIRONE
DRYER VENT 6
SCALE 1/4"=1'-0"
SECTION A-A
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
DATE REVISIONS BY
SEAL
GE
N
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R
A
L
N
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S
No
501 S. BRAND BLVD., SUITE 3
SAN FERNANDO, CA 91340
(323)486-4151
STENENGINEERING.COM
SHEET:
S1
DRAWN:
CHECKED:
DATE:
SCALE:
JOB #:
B.O.
E.N.
N.T.S.
EVGENY NA GOVITSY
N
07/26/24
24-24-456
AD
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1
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NOTICE TO OWNER
1.THE ENGINEER DOES NOT WARRANT OR GUARANTEE THE ACCURACY AND COMPLETENESS OF
THE WORK HEREIN BEYOND A REASONABLE DILIGENCE. IF ANY OMISSIONS, MISTAKES OR
DISCREPANCIES ARE FOUND TO EXIST WITHIN THE WORK PRODUCT, THE ENGINEER SHALL BE
PROMPTLY NOTIFIED SO THAT HE MAY HAVE THE OPPORTUNITY TO TAKE WHATEVER STEPS
NECESSARY TO RESOLVE THEM. FAILURE TO PROMPTLY NOTIFY THE ENGINEER OF SUCH
CONDITIONS SHALL ABSOLVE HIM FROM ANY RESPONSIBILITY FOR THE CONSEQUENCES OF
SUCH FAILURE.
2.THE CONTRACTOR SHALL BE REQUIRED TO PERFORM AND INSTALL ANY AND ALL WORK,
LABOR AND MATERIALS WHICH ARE NECESSARY. ALL CONTRACTORS SHALL BE LICENSED AND
INSURED, OTHERWISE THE ENGINEER DOES NOT ASSUME ANY RESPONSIBILITY FOR HIS WORK.
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS PRIOR
TO STARTING ANY WORK.
3. ALL WORK SHALL CONFORM TO LOCAL AND NATIONAL CODES AND THE WORK HEREIN IS
DEEMED TO BE AN ADDITION TO THE CALIFORNIA BUILDING CODE (CBC)
NOTICE TO CONTRACTOR
1.ALL WORK SHALL COMPLY WITH THE CRC/CBC 2022 AND LATEST EDITION OF ALL LOCAL
LAWS AND ORDINANCES, INCLUDING ENERGY CONSERVATION REQUIREMENTS BY THE STATE
OF CALIFORNIA.
2.ALL WORK SHALL BE DONE IN AN APPROVED WORKMANLIKE MANNER.
3.CONTRACTOR SHALL VERIFY AND CHECK ALL DIMENSIONS AND ELEVATIONS AT THE PROJECT
SITE AND THE OVERALL CORRECTNESS OF THESE DOCUMENTS BY STUDYING THEM THOROUGHLY
AND IF THERE ARE ANY QUESTIONS TO CONTACT THE OWNER OR ENGINEER IMMEDIATELY FOR
CLARIFICATION PRIOR TO THE BIDDING AND BEFORE THE START CONSTRUCTION.
4.DIMENSIONS HAVE PREFERENCE OVER SCALE.
5.APPROVALS BY BUILDING INSPECTOR SHALL NOT CONSTITUTE AUTHORITY TO DEVIATE FROM
THESE PLANS AND SPECIFICATIONS.
6.ALL CONTRACTOR SHALL BE REQUIRED TO MAINTAIN WORKMAN'S COMPENSATION INSURANCE AS
PROVIDED BY CALIFORNIA LAW, ALSO PUBLIC LIABILITY AND PROPERTY DAMAGE INSURANCE OF
ADEQUATE COVERAGE, FIRE INSURANCE DURING CONSTRUCTION UP TO THE OCCUPANCY PERMIT,
LIKEWISE FOR THEFT AND VANDALISM.
7.FOR GENERAL AND PLAN LAYOUT, CONSTRUCTION DETAILS, ETC. REFER ONLY TO THE
ARCHITECTURAL SHEETS WHICH SHALL TAKE PRECEDENCE OVER ANY OTHER DRAWINGS. UNLESS
OTHERWISE NOTED, ALL DIMENSIONS ARE SHOWN AS FOLLOWS: FACE OF WALL AT MASONRY,
INDICATED FACE OF STUD, CENTER LINE,GRID LINE, TOP OF CONCRETE SLAB OR FOUNDATION, TOP
OF PLYWOOD,ETC. DRAWINGS SHALL NOT BE SCALED TO DETERMINE ANY DIMENSIONS, REFER
ONLY TO WRITTEN INFORMATION AND DETAIL DRAWINGS.
GENERAL NOTES
1.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWING ARE INTENDED TO BE TYPICAL
AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE NOTED. NOTES
AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL
DETAILS.
2.IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON
THE STRUCTURAL DRAWINGS.
3.SEE ARCHITECTURAL DRAWINGS FOR DOORS, WINDOWS, NON-BEARING INTERIOR AND
EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS, DRAINS, DEPRESSIONS, RAILINGS,
WATERPROOFING, FINISHING, ETC.
4.ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING
DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
ARCHITECT AND/OR THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE
WORK INVOLVED.
5.ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE
GOVERNING BUILDING CODE.
6.ALL ASST. DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS OTHERWISE NOTED.
7.REFER TO THE SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE GENERAL MOTES
OR THE STRUCTURAL ENGINEER WHERE APPLICABLE.
8.CONTINUOUS (OR SPECIAL) INSPECTION SHALL MEAN INSPECTION DONE CONTINUOUSLY BY A
REGISTERED DEPUTY INSPECTOR CURRENTLY LICENSED BY THE CITY OR GOVERNING AGENCY.
9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY IN AND AROUND THE JOB SITE
AND/OR ADJACENT PROPERTIES.
10.SHOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT, AND
STRUCTURAL ENGINEER PRIOR TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN
INTENT (MIN. OF 10 WORKING DAYS).
11.DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON
STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS.
12.THE CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING ALL EXCAVATIONS,
TEMPORARY AND EXISTING STRUCTURES, AND PARTIALLY COMPLETED PORTIONS OF THE
WORK TO ASSURE THE SAFETY OF ANY PERSON COMING IN CONTACT WITH THE WORK.
13.THE CONTRACTOR SHALL TAKE ALL STEPS NECESSARY TO ENSURE THE PROPER ALIGNMENT
OF THE STRUCTURE AFTER THE INSTALLATION OF ALL STRUCTURAL AND FINISH MATERIALS.
14.CONTRACTOR SHALL NOTIFY ADJACENT PROPERTY OWNERS, IN WRITING, OF HIS INTENSION
THE START OF WORK SO THAT PROPERTY OWNERS MAY PROTECT THEIR PROPERTY.
BASIS OF DESIGN
1.SOILS
A. SOIL BEARING PRESSURE: 1500 PSF
2. LATERAL LOADS
A. OCCUPANCY CATEGORY: II
B. SEISMIC DESIGN CATEGORY: D
C. SEISMIC IMPORTANCE FACTOR: 1.0
D. WIND DESIGN DATA: SPEED - 94 MPH, EXPOSURE - B
E. SITE CLASS: D
F. MAPPED SPECTRAL RESPONSE ACCELERATIONS SS AND S1: 1.332 AND 0.474 RESPECTIVELY
G. SPECTRAL RESPONSE COEFFICIENTS SDS: 1.066
H. SEISMIC RESPONSE COEFFICIENT CS: 0.1640
I. DESIGN BASE SHEAR: 4.98 PSF
J. REDUNDANCY FACTOR P: 1.3
K. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
L. BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALLS
M RESPONSE MODIFICATION FACTOR: 6.5
3.DESIGN LOADS
A. ROOF LOAD: DL=15 PSF, LL=20 PSF
B. CEILING LOAD: DL=5 PSF, LL=10 PSF
C. FLOOR LOAD: DL=15 PSF, LL=40 PSF
FOUNDATION
1.FOOTING EXCAVATION SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER,
OR UNCOMPACTED MATERIAL AT THE TIME OF CONCRETE PLACEMENT.
2.IF PROBLEMS ARE ENCOUNTERED IN THE FIELD AND NO SOIL REPORT EXIST, OWNER SHALL
BE RESPONSIBLE FOR OBTAINING SOIL REPORT.
3.WATER PROOFING AS MAY BE REQUIRED AT SOIL FACE OF WALL BELOW GRADE SHALL BE
BY OTHERS.
4.TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE PROPERLY
BACKFILLED AND COMPACTED.
5.PROVIDE A WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM 8"
ABOVE THE EARTH OR 2" ABOVE PAVED AREAS.
6.ALL CONTINUOUS FOOTINGS TO HAVE 5/8"DIA. x MIN. 12" ANCHOR BOLTS, MIN. 7" EMBEDMENT
INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR
BOLT SHOULD BE LOCATED MAX. 12"AWAY AND MIN. 9 1/2" FROM THE END OF THE SILL
PLATES. MIN. (2) A.B. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF
UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS.
7.ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3"
SQ. x 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE
1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S).
8.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
9.THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH
OF UP TO 3/16 INCH LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO
EXCEED 1 3/4 INCHES, PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
WASHER AND THE NUT.
10.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT
DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
11.FOR INTERIOR NON-SHEAR WALLS USE SIMPSON PHNW SERIES 0. 145Ø PINS WITH A
PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC
ESR-2138. ACTUAL SLAB THICKNESS TO BE MINIMUM 4". ALL INTERIOR SHEAR WALLS TO
HAVE A.B. PER FOUNDATION PLAN.
12.ALL HOLDOWNS AND POST ANCHORS TO BE INSTALLED ACCORDING TO MOST CURRENT
SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ER REPORTS & SHALL BE
TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DIMENSIONS ARE NOT FURNISHED TO
SIMPSON HOLDOWNS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR'S SUPERINTENDENT,
THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO LOCATE THESE ANCHORS IN
THE EXACT LOCATION. REFER TO DETAILS FOR PROPER INSTALLATION.
13.PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED. SLAB
SURFACE SHALL BE CURED WITH 'HUNTS' COMPOUND OR EQUAL OR CURED WITH OTHER
METHODS IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICE AT CONTRACTOR'S OPTION.
14.CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO
CONCRETE PLACEMENT TO ASSIST UNIFORM CONCRETE CURING. SLABS MUST NOT BE POURED
DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER VISQUEEN SHOULD
NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR.ANY FREE WATER TRAPPED IN
THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE POUR.
15.THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE
MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED WITH
CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED BY THE
SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING FOUNDATIONS, WALLS
AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT LATERAL SOIL PRESSURE.
16.FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'.
17.FINISH GRADE AROUND THE PERIMETER OF SLAB SHALL BE CONSTRUCTED SUCH THAT RAIN
AND IRRIGATION WATER IS DRAINED AWAY FROM THE SLAB.
18.FOUNDATION DRAWINGS PREPARED BY E.O.R. REFLECT THE STRUCTURAL REQUIREMENTS.
REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, DEPRESSIONS, SLOPE, SHELVES, PATIOS,
STOOPS AND PORCHES NOT SHOWN IN FOUNDATION DRAWINGS. ACCURACY OF THE
DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT AND
THE CONTRACTOR PRIOR TO CONSTRUCTION.
19.WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS AS
FOLLOWS:
a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED.
b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED.
c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED.
d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED.
20.NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTING OR UNDER
CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE
ARCHITECT, STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL.
21.DEPUTY INSPECTION IS REQUIRED FOR SIMPSON SET-XP EPOXY.
CONCRETE
1.CEMENT SHALL CONFORM TO A.S.T.M. C150, TYPE II. (U.N.O.)
2.HARD ROCK AGGREGATE SHALL CONFORM TO A.S.T.M. C33. THEIR MAX. SIZE SHALL BE 1 INCH FOR
FOOTINGS, CAISSONS AND GRADE BEAMS AND I INCH FOR ALL OTHER WORK. PEA GRAVEL SHALL NOT
BE USED WITHOUT WRITTEN PERMISSION OF ENGINEER.
3.LIGHTWEIGHT AGGREGATES (CONFORM TO A.S.T.M. C330) SHALL BE APPROVED AND THEIR MAX. SIZE
SHALL BE 1/2 INCH.
4.CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS: (U.N.O.)
5.ALL REINFORCING SHOWN CONTINUOUS SHALL BE LAPPED PER DETAIL HEREON AT SPLICES AND
SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS. MIN. LAP SHALL BE 24"LONG.
6.ALL REINFORCING STEEL, DOWELS AND ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN
POSITION PRIOR TO POURING CONCRETE.
7.CONTINUOUS INSPECTION IS REQUIRED FOR ALL CONCRETE IN EXCESS OF 2,500 PSI.(U.N.O.)
8.BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL
OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATING TO WORK.
9.ONLY ONE KIND OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.
10.ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES
INVOLVED AND SHALL BE APPROVED BY THE ENGINEER.
11. DRYPACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART SAND WITH SUFFICIENT
WATER TO ALLOW A SMALL AMOUNT OF PASTE TO COME TO THE SURFACE.
12.CONCRETE GROUT SHALL BE NON-SHRINKING WITH SUFFICIENT WATER TO ALLOW POURING ULTIMATE
COMPRESSIVE STRENGTH (F'c) AT 28 DAYS SHALL EQUAL 2,000 PSI.
13.MIX THAT PRODUCES LOWEST SLUMP COMPATIBLE WITH PROPER PLACEMENT SHALL BE USED. THE
MAX. CONCRETE SLUMP SHALL BE 3 INCHES PLUS OR MINUS 1 INCH FOR SLABS ON GRADE AND 4
INCHES PLUS OR MINUS 1 INCH FOR ALL OTHER WORK.
14.LOCATION OF CONSTRUCTION OR POUR JOINTS MUST BE APPROVED BY THE STRUCTURAL ENGINEER IF
OTHER THAN SHOWN ON THE PLANS.
15.NO PIPES OR DUCTS EXCEEDING ONE THIRD THE SLAB OR WALL - THICKNESS SHALL BE PLACED IN
STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE THE MECHANICAL AND/OR ELECTRICAL
DRAWINGS FOR LOCATION OF SLEEVES THROUGH WALLS AND FLOORS.
16.REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUND
REQUIRED TO BE CAST IN CONCRETE, AND SLAB DEPRESSIONS.
17.REMOVAL OF FORMS: SUPPORTING VERTICAL SURFACES-MINIMUM 2 DAYS; SUPPORTING HORIZONTAL
SURFACES-MINIMUM 14 DAYS (U.N.O.).
18. MAXIMUM WEIGHT OF LIGHTWEIGHT CONCRETE SHALL NOT EXCEED 110 PCF.
CONDITION CONCRETE F'c @
28 DAYS, PSI
STEEL REINFORCEMENT
Fy (YIELD), PSI CONTINUOUS INSPECTION REQUIRED
CONTINUOUS FOOTING 2,500 40,000 NO
ISOLATED PADS 2,500 40,000 NO
GRADE BEAM 3,000 60,000 YES
PILES 3,000 60,000 YES
NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN ABOVE, BUT
WILL BE SUBJECT TO THE CODE REQUIREMENTS OF HIGHER GRADE.
POURED AGAINST EARTH - - - - - - - - - - - - - - - - -3 INCH CLEAR
EXPOSED TO EARTH, BUT POURED AGAINST FORMS- - - - -2 INCH CLEAR
MAIN BARS IN COLUMNS AND BEAMS - - - - - - - - - - -2 INCH CLEAR
STRUCTURAL SLAB - - - - - - - - - - - - - - - - - - - 1 INCH CLEAR
WALLS - - - - - - - - - - - - - - - - - - - - - - - - - 1 1/2 INCH CLEAR
SLABS ON GRADE - - - - - - - - - - - - - - - - - - - - AT CENTER
STRUCTURAL WOOD
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR UNLESS NOTED OTHERWISE AND CONFORM TO
GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (U.N.O.).
2.ALL PLYWOOD SHALL CONFORM TO P,S.1-95 AND SHALL BE GRADED,INDEX NUMBER AND
THICKNESS CALLED ON PLANS. ALL PLYWOOD DIRECTLY EXPOSED TO THE WEATHER SHALL
BE EXTERIOR TYPE.
3.STRUCTURAL PLYWOOD SHALL BE GRADED PER A.P.A. AND SHALL BE INTERIOR TYPE
SHEATHING C-D GRADE WITH EXTERIOR GLUE. ALL HORIZONTAL PLYWOOD SHALL BE LAID
WITH FACE GRAIN PERPENDICULAR TO JOISTS AND WITH STAGGERED JOINTS. NO
STRUCTURAL PLYWOOD SHALL BE COVERED OVER UNTIL AN INSPECTION HAS BEEN MADE
AND NAILING APPROVED.
4.MINIMUM DIMENSIONS OF ANY PLYWOOD SHALL BE 18" AND A MINIMUM AREA 6 SF.
5.CUTTING AND BORING OF WOOD STUDS: EXTERIOR WALL AND BEARING WALL STUDS MAY BE
NOTCHED TO MAX. OF 25% OF STUD DEPTH. NON-BEARING STUDS MAY BE NOTCHED TO MAX. 40% OF
STUD DEPTH. A HOLE NOT GREATER THAN 40% OF THE STUD DEPTH MAY BE BORED IN ANY STUD
AND 60% - IN NON-BEARING STUD. IN NO CASE SHALL THE EDGE OF BORED HOLE BE NEARER THAN
5/8"TO THE EDGE OF STUD. BORED HOLE SHALL NOT BE LOCATED AT THE SAME SECTION OF THE
STUD AS CUT OR NOTCH.
6.ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURED TREATED PER IBC STD
7.WHERE PLUMBING, HEATING OR OTHER PIPES NECESSITATE THE CUTTING OF SOLES OR PLATES. THE
CUT HOLES OR PLATES SHALL BE TIED BACK BY SIMPSON STRONG TIE ST22.
8.ALL NAILS SHALL BE COMMON AND NAILING SHALL CONFORM TO THE APPLICABLE BUILDING CODE
9.ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 8-0" O.C. MAX.
10.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED
WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON
BRONZE OR COPPER
11.TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2x THE SAME WIDTH AS THE STUD
U.N.O. TOP PLATE SHALL LAP A MIN. 48" AND BE SPLICED WITH NOT LESS THEN (6) 16d NAILS
SPACED NOT MORE THAN 12" O.C.
12.PROVIDE POST/ MULTIPLE STUDS AT LOWER FLOOR UNDER POST/ MULTIPLE STUDS ABOVE
13.ALL JOIST HANGERS SHALL BE SIMPSON LUS-TYPE HANGER, ALL BEAM HANGERS SHALL BE SIMPSON
HUS-TYPE HANGER U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER RECOMMENDATION FOR
INSTALLATION.
14.USE THIS SPAN TABLE FOR STUD SPACING, U.N.O.:
15.USE THIS SPAN TABLE FOR ROOF RAFTERS, U.N.O.:
16.USE THIS SPAN TABLE FOR CEILING JOISTS, U.N.O.:
17.USE THIS TABLE FOR FLOOR JOISTS, U.N.O.:
2x ROOF RAFTERS - - - - - - - - - - - - - - - - - - - - GRADE #2
2x FLOOR JOISTS - - - - - - - - - - - - - - - - - - - - GRADE #2
4x BEAMS, POSTS AND HEADERS - - - - - - - - - - - - -GRADE #1
6x BEAMS, LEDGERS AND POSTS - - - - - - - - - - - - -GRADE #1
STUDS AND PLATES STANDARD GRADING MIN.
BEARING TO 8 FT. - - - - - - - - - - - - - - - - - - -2x4 GRADE STUD
FROM 8 FT. TO 14 FT. - - - - - - - - - - - - - - - - -2x6 GRADE #1
FROM 14 FT. TO 20 FT. - - - - - - - - - - - - - - - - 2x8 GRADE #1
NON-BEARING TO 10 FT. - - - - - - - - - - - - - - - -2x4 GRADE STUD
FROM 10 FT. TO 20 FT. - - - - - - - - - - - - - - - - SAME AS BEARING
SILL PLATES (P.T.D.F.) - - - - - - - - - - - - - - - - - - GRADE STUD OR CONST
BLOCKING, TOP AND BOTTOM PLATES - - - - - - - - - - -GRADE STUD OR CONST
SIZE, HEIGHT AND SPACING OF WOOD STUDS, CRC TABLE R602.3(5)
BEARING WALLS NON-BEARING WALLS
STUD
SIZE
STUD
HEIGHT
MAXIMUM SPACING WHEN SUPPORTING STUD
HEIGHT
MAXIMUM
SPACINGROOF &
CLN'G ONLY
ONE FLOOR,
ROOF & CLN'G
TWO FLOORS,
ROOF & CLN'G
ONE FLOOR
ONLY
2x4 10 24" 16" --- 24" 14' 24"
3x4 10 24" 24" 16" 24" 14' 24"
2x6 10 24" 24" 16" 24" 20' 24"
*NO MULTIPLES OF 2x4 ARE ALLOWED TO SPAN MORE THAN 14'.
BEARING WALLS EXCEEDING 10' MUST BE DESIGNED CASE BY CASE
RAFTER SPANS, CRC TABLE R802.4.1.(2)
SIZE SPACING ALLOWABLE
SPAN SIZE SPACING ALLOWABLE
SPAN
A. DEAD LOAD=20 PSF
B. LIVE LOAD=20 PSF
C. TOTAL DEFLECTION=L/240
D. USE DOUGLAS FIR LARCH #2
2x6
24"10'-4"
2x10
24" 15'-11"
16" 12'-7"16" 19'-6"
12" 14'-7"12" 22'-6"
2x8
24" 13'-0"
2x12
24" 18'-6"
16" 16'-0"16" 22'-7"
12" 18'-5"12" 26'-0"
CEILING JOIST SPANS, CRC TABLE R802.5.1.(1)
SIZE SPACING ALLOWABLE
SPAN SIZE SPACING ALLOWABLE
SPAN
A. DEAD LOAD=5 PSF
B. LIVE LOAD=10 PSF
C. TOTAL DEFLECTION=L/240
D. USE DOUGLAS FIR LARCH #2
2x6
24"15'-0"
2x10
24" 23'-3"
16" 17'-8"16" EXCEEDS 26'
12" 19'-6"12" EXCEEDS 26'
2x8
24" 19'-1"
2x12
24" EXCEEDS 26'
16" 23'-4"16" EXCEEDS 26'
12" 25'-8"12" EXCEEDS 26'
FLOOR JOIST SPANS, CRC TABLE R502.3.1.(2)
SIZE SPACING ALLOWABLE
SPAN SIZE SPACING ALLOWABLE
SPAN
A. DEAD LOAD=20 PSF
B. LIVE LOAD=40 PSF
C. TOTAL DEFLECTION=L/360
D. USE DOUGLAS FIR LARCH #2
2x6
24"7'-6"
2x10
24" 11'-8"
16" 9'-3"16" 14'-3"
12" 10'-8"12" 16'-5"
2x8
24" 9'6"
2x12
24" 13'-6"
16" 11'-8"16" 16'-6"
12" 13'-6"12" 19'-1"
SHEAR WALL
1.ALL GYPSUM WALL BOARD AND STUCCO SHEAR WALLS SHALL HAVE NAILING PROVIDED AT TOP AND
BOTTOM PLATES, ALL STUDS AND BLOCKING.
2.BLOCK ALL EDGES OF WOOD SHEATHED SHEAR WALLS.
3.SHEAR WALL PLATES AND STUDS SHALL NOT HAVE HOLES LARGER THAN 1" DIAMETER WITHOUT
THE APPROVAL OF THE STRUCTURAL ENGINEER. SHEAR WALL PLATES AND STUDS SHALL NOT HAVE
ANY NOTCHES WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.
4.PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT ENDS OF MISCELLANEOUS BEAMS WHERE POSTS
ARE NOT SHOWN. CARRY STUDS DOWN TO FOUNDATION OR SLAB.
5.MIN. SPLICE NAILING OF DOUBLE PLATES SHALL BE (12) 16d NAILS U.N.O
6.AT PLYWOOD SHEAR WALLS, PLYWOOD TO EXTEND ABOVE AND BELOW AND SIDES OF ALL
OPENINGS.
7.PLYWOOD AT SHEAR WALLS TO BE CONTINUOUS AT WALL AND DOOR JAMB INTERSECTION.
8.MINIMUM DIMENSIONS OF ANY PLYWOOD SHALL BE 18" AND A MINIMUM AREA 6 SF.
9.SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
10.NAILING AT 6" O.C. WHEN STUDS ARE SPACES AT 24" O.C.
11. SPACING OF A35/ LTP4, 16d NAILS, SDS SCREWS, AND ANCHOR BOLTS IS TO BE REDUCED BY 1/2, IF
PLYWOOD SHEATHING OCCURS ON BOTH SIDES OF WALL.
12.NAIL SPACING W/ LESS THAN 4" O.C. SHALL HOVE A PRE-DRILLED HOLE, WHEN USED, WHICH CAN
NOT EXCEED 75% OF THE NAIL DIAMETER (BUT SHOULD BE AS CLOSE TO 75% AS POSSIBLE).
UNSEASONED LUMBER IS ASSUMED TO BE USED.
13.ONLY COMMON NAILS WILL BE USED FOR ALL PLYWOOD SHEAR WALLS AND NAIL GUNS USING
"CLIPPED HEAD” OR "SINKER" NAILS ARE NOT ACCEPTABLE.
14.ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX. OVERSIZED. INSPECTOR MUST VERIFY.
15.ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 300 LB/FT SHOULD BE PROVIDED:
a) 3x FOUNDATION SILL PLATES
b) 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS
c) 1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
d) ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED.
e) STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C.
f) SQUARE PLATE WASHERS SHALL BE USED WITH ANCHOR BOLTS
5/8" ∅ BOLT - 3"x3"x1/4"
3/4" ∅ BOLT - 3"x3"x5/16"
7/8" ∅ BOLT - 3"x3"x5/16"
1" ∅ BOLT - 3.5"x3.5"x3/8"
SHEAR WALL SCHEDULE
TYPE SHEATHING
MATERIAL
PANEL NAILING
PERIMETER FIELD
BLKG. TO
PLATE
CONNECTION
PLATE TO
BLKG.
CONNECTION
ANCHOR
BOLTS
(U.N.O.)
EMBED.
DEPTH
SHEAR,
PLF
(LRFD)
SHEAR,
PLF
(ASD)
SILL
PLATE
1 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 20" O.C.
20d NAILS
@ 6" O.C.
5/8"∅ @
48" O.C.9" 392 245 2x
2 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 16" O.C.
20d NAILS
@ 4" O.C.
5/8"∅ @
32" O.C.9" 544 340 3x
3 15/32" PLYWOOD
STRUCTURAL 1
10d @
4" O.C.
10d @
12" O.C.
A35/ LTP4
@ 10" O.C.
SDS 1/4"x6"
@ 8" O.C.
5/8"∅
@24" O.C.9" 816 510 3x
4 15/32" PLYWOOD
STRUCTURAL 1
10d @
3" O.C.
10d @
12" O.C.
A35/ LTP4
@ 8" O.C.
SDS 1/4"x6"
@ 5" O.C.
5/8"∅ @
24" O.C.9" 1064 665 3x
5 15/32" PLYWOOD
STRUCTURAL 1
10d @
2" O.C.
10d @
12" O.C.
A35/ LTP4
@ 6" O.C.
SDS 1/4"x6"
@ 4" O.C.
5/8"∅ @
16" O.C.9" 1392 870 3x
GENERAL NOTES FOR STRUCTURAL OBSERVATION
1. (1) STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE
WITH THE INFORMATION BULLETIN NO. P/BC 2017-024. STRUCTURAL OBSERVATION IS THE
VISUAL OBSERVATION AT THE CONSTRUCTION SITE OF THE ELEMENTS AND CONNECTIONS OF
THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES, AND THE COMPLETE
STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS.
STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS
REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.
2. THE OWNER SHALL EMPLOY A STATE OF CALIFORNIA REGISTERED CIVIL OR STRUCTURAL
ENGINEER OR LICENSED ARCHITECT TO PERFORM THE STRUCTURAL OBSERVATION. THE LOS
ANGELES DEPARTMENT OF BUILDING AND SAFETY (LADBS) REQUIRES THE USE OF THE
ENGINEER OR ARCHITECT, OR HIS/HER DESIGNEE RESPONSIBLE FOR THE STRUCTURAL DESIGN
WHO ARE INDEPENDENT OF THE CONTRACTOR.
3. THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER OR
THE OWNER’S REPRESENTATIVE. A LETTER FROM THE OWNER, THE OWNER’S
REPRESENTATIVE, OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE
BUILDING INSPECTOR BEFORE THE FIRST SITE VISIT.
4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING
BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN,
STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY
INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR
STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD
SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED
OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST OBSERVATION
REPORT SUBMITTED TO THE BUILDING INSPECTOR.
5. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE
PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT
SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE LISTED
SIGNIFICANT CONSTRUCTION STAGES ON EITHER THE “STRUCTURAL
OBSERVATION/SIGNIFICANT CONSTRUCTION STAGES” FORM OR THE “STRUCTURAL
OBSERVATION PROGRAM AND DESIGNATION OF THE STRUCTURAL OBSERVER” FORM
IN/FORM.08 (PART 2) REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE
STRUCTURAL OBSERVER.
6. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE “STRUCTURAL
OBSERVATION REPORT FORM” IN/FORM.08 (PART 1) FOR EACH SIGNIFICANT STAGE OF
CONSTRUCTION OBSERVED. THE ORIGINAL OF THE STRUCTURAL OBSERVATION REPORT SHALL
BE SENT TO THE BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED AND SEALED (WET
STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION
REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE
PLANS SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL
OBSERVER OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE
OWNER, CONTRACTOR, AND DEPUTY INSPECTOR. ANY DEFICIENCY NOTED ON THE
OBSERVATION REPORT WILL BECOME THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OR
ARCHITECT OF RECORD TO VERIFY ITS COMPLETION BY THE STRUCTURAL OBSERVER.
7. A FINAL OBSERVATION REPORT MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED
DEFICIENCIES WERE RESOLVED AND STRUCTURAL SYSTEM GENERALLY CONFORMS WITH THE
APPROVED PLANS AND SPECIFICATIONS. THE LOS ANGELES DEPARTMENT OF BUILDING AND
SAFETY (LADBS) WILL NOT ACCEPT THE STRUCTURAL WORK WITHOUT THE FINAL
OBSERVATION REPORT AND THE CORRECTION OF SPECIFIC DEFICIENCIES NOTED DURING
NORMAL BUILDING INSPECTION.
8. THE STRUCTURAL OBSERVER SHALL PROVIDE THE ORIGINAL STAMPED AND SIGNED
“STRUCTURAL OBSERVATION REPORT FORM” TO THE CITY OF LOS ANGELES DEPARTMENT OF
BUILDING AND SAFETY BUILDING INSPECTOR.
9. WHEN THERE IS A NEED TO REPLACE THE STRUCTURAL OBSERVER OF RECORD, THE OWNER
SHALL:
A) NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION BY
SUBMITTING COMPLETED “STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF THE
STRUCTURAL OBSERVER” FORM IN/FORM.08 (PART 2).
B) CALL AN ADDITIONAL PRECONSTRUCTION MEETING, AND
C) FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS
OBSERVATION REPORTS.
D) THE NEW STRUCTURAL OBSERVER MUST BE DESIGNATED BY THE ENGINEER OR ARCHITECT
OF RECORD.
THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE
ORIGINAL OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK
SUPERVISION. THE POLICY OF THE DEPARTMENT SHALL BE TO CORRECT ANY PROPERLY
NOTED DEFICIENCIES WITHOUT CONSIDERATION OF THEIR SOURCE.
10.THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE
STRUCTURAL SYSTEMS. THE
11. BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED
PLANS AND SPECIFICATIONS.
NAILING SCHEDULE
CONNECTION NAILINGa
1. JOIST TO SILL OR GIRDER, TOE NAIL 3-8d
2. BRIDGING TO JOIST, TOE NAIL EACH END 2-8d
3. 1" x 6”（25 mm x 125 mm) SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d
4. WIDER THAN 1" x 6" (25 mm x 152 mm) SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d
5. 2" (51 mm) SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d
6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d AT 16" (406 mm) O.C.
SOLE PLATE TO JOIST OR BLOCKING. AT BRACED WALL PANELS 3-16d PER 16" (406 mm)
7. TOP PLATE TO STUD, END NAIL 2-16d
8. STUD TO SOLE PLATE 4-8d, TOENAIL OR 2-16d, END NAIL
9. DOUBLE STUDS, FACE NAIL 16d AT 24" (610 mm) O.C.
10. DOUBLE TOP PLATES, TYPICAL FACE NAIL 15d AT 16" (405 mm) O.C.
DOUBLE TOP PLATES, LAP SPLICE 8-16d
11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAIL 3-8d
12. RIM JOIST TO TOP PLATE, TOE NAIL 8d AT 6 " (152 mm) O.C.
13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d
14. CONTINUOUS HEADER, TWO PIECES 16d AT 16" (406 mm) O.C. ALONG EACH EDGE
15. CEILING JOIST TO PLATE, TOE NAIL 3-8d
16. CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d
17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d
18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d
19. RAFTER TO PLATE, TOE NAIL 3-8d
20. 1" (25 mm) BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d
21. 1" x 8" (25 mm x 203 mm) SHEATHING OR LESS TO EACH BEARING, FACE NAIL 3-8d
22. WIDER THAN 1" x 8" (25 mm x 203 mm) SHEATHING TO EACH BEARING. FACE NAIL 3-8d
23. BUILT-UP CORNER STUDS 16d AT 24" (610 mm) O.C.
24. BUILT-UP GIRDER AND BEAMS 20d AT 32" (813 mm) O.C. AT TOP AND BOTTOM
AND STAGGERED 2-20d AT ENDS AND AT EACH SPLICE
25. 2" (51 mm) PLANKS 2-16d AT EACH BEARING
26. COLLAR TIE TO RAFTER, FACE NAIL 3-10d
27. ROOF RAFTER TO HIP. TOE NAIL 3-10d
28. ROOF RAFTER TO 2x RIDGE BEAM, TOE NAIL, FACE NAIL 2-16d
29. JOIST TO BAND JOIST, FACE NAIL 3-16d
30. LEDGER STRIP, FACE NAIL 3-16d
31. WOOD STRUCTURAL PANELS AND PARTICLE BOARDb.
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING):
1/2" (12.7 mm) AND LESS 6dc,l
19/32" - 3/4" (15 mm -19 mm) 8dd OR 6de
7/8" - 1" (22 mm - 25 mm) 8dc
1 1/8" - 1 1/4" (29 mm -32 mm) 10dd OR 8dd
COMBINATION SUBFLOOR-UNDERLAYMENT (TO FRAMING):
3/4" (19 mm) AND LESS 6de
7/8" - 1" (22 mm -25 mm) 8de
1 1/8" - 1 1/4" (29 mm -32 mm) 10dd OR 8de
32. PANEL SIDING (TO FRAMING):
1/2" (12.7 mm) OR LESS 6df
5/8" (16mm) 8df
33. FIBERBOARD SHEATHINGg:
1/2" (12.7 mm) NO. 11 GAh
6 d
NO. 16 GAi
25/32”（20 mm) NO. 11 GAh
8d
NO. 16 GAi
34. INTERIOR PANELING:
1/4”（6.4 mm) 4d j
3/8" (9.5 mm) 6dk
a COMMON OR BOX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED.
b NAILS SPACED AT 6 INCHES (152 mm) ON CENTER AT EDGES, 12 INCHES (305 mm) AT INTERMEDIATE
SUPPORTS EXCEPT 6 INCHES (152 mm )AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES (1219 mm) OR
MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR
WALLS, REFER TO SECTION 23 NAILS FOR WALL SHEATHING MAY BE COMMON, BOX OR CASING.
c COMMON OR DEFORMED SHANK.
d COMMON.
e DEFORMED SHANK.
f CORROSION-RESISTANT SIDING OR CASING NAILS
g FASTENERS SPACED 3 INCHES (76 mm) ON CENTER AT EXTERIOR EDGES AND 6 INCHES (152 mm) ON
CENTER AT INTERMEDIATE SUPPORTS.
h CORROSION-RESISTANT ROOFING NAILS WITH 7/16 INCH (11 mm) HEAD AND 1 1/2 INCH (38 mm) LENGTH
FOR 1/2 INCH (12.7 mm) SHEATHING AND 1 3/4 INCH (44 mm) LENGTH FOR 25/32 INCH (20 mm) SHEATHING.
i CORROSION - RESISTANT STAPLES WITH NOMINAL 7/16 INCH (11 mm) CROWN AND 1 1/8 INCH (29 mm)
LENGTH FOR
1/2 INCH (12.7 mm) SHEATHING AND 1 1/2 INCH (38 mm) LENGTH FOR 25/32 INCH (20 mm) SHEATHING
PANEL SUPPORTS AT 16 INCHES (406 mm) [20 INCHES (508 mm) IF STRENGTH AXIS IN THE LONG
DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED].
j CASING OR FINISH NAILS SPACED 6 INCHES (152 mm) ON PANEL EDGES, 12 INCHES (305 mm) AT
INTERMEDIATE SUPPORTS.
k PANEL SUPPORTS AT 24 INCHES (610 mm). CASING OR FINISH NAILS SPACED 6 INCHES (152 mm) ON
PANEL EDGES 12 INCHES (305 mm) AT INTERMEDIATE SUPPORTS.
l FOR ROOF SHEATHING APPLICATIONS, 8d NAILS ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL
PANELS.
m STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.
n FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES
AT INTERMEDIATE SUPPORTS.
o FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR
SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER EDGES, 6 INCHES AT INTERMEDIATE
SUPPORTS FOR ROOF SHEATHING.
p FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.
IF LOCAL BUILDING AND SAFETY CODE DIFFERS FROM THE ABOVE SCHEDULE AND NOTES, THEN
CONTRACTOR SHALL COMPLY W/LOCAL BUILDING AND SAFETY CODES.
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 BY A DEPUTY INSPECTOR IS
REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS
HARDWARE LARR # ICC #
JOIST HANGERS 25800 ESR-2553
25801 ESR-2552
25803 ESR-2615
25804 ESR-2551
25807 ESR-2549
POST BASE 25985 ESR-3050
HORIZ. STRAPS 25713 ESR-2105
POST CAPS 25714 ESR-2604
HOLDOWNS 25720 ESR-2330
SIMPSON A35, LTP 25814 ESR-3096
HURRICANE TIES 25718 ESR-2613
SIMPSON SET-XP EPOXY 25744 ESR-2508
HARDWARE LARR # ICC #
HARDY FRAME 25759 ESR-2089
STRONG WALL SSW 26625 ESR-1679
STRONG WALL SW 25427 ESR-1267
PARALLAM 25202 ESR-1387
VERSA-LAM 25998 ESR-1040
BCI WOOD I JOIST 24999 ESR-1336
GLASS RAILING 25084 CSI-05520
REDLAM LVL 25832 ESR-2993
QUIK DRIVE 25917 ESR-3006
SD WOOD SCREWS 25910 ESR-3096
SDW WOOD SCREWS 25906 ER-192
ANCHOR BOLTS 25827 ESR-2611
SDS SCREWS 25711 ESR-2236
FOUNDATION REINFORCEMENT
DIAPHRAGM AND NAILING
FRAMING HARDWARE
NAILING AND ANCHORAGE
EVGENY NAGOVITSYN
323 486-4151 C93527
1506 E Clemensen Ave &
#212/12/2024
DATE REVISIONS BY
SEAL
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No
501 S. BRAND BLVD., SUITE 3
SAN FERNANDO, CA 91340
(323)486-4151
STENENGINEERING.COM
ROOF SHEATHING
15/32" THICK PLYWOOD C-D EXT INDEX 32 16 W/10d
COMMON NAILS @ 6",6",12" O.C.
BLOCK ALL UNSUPPORTED PLYWOOD EDGES W/2x4
FLAT BLOCKING, TYPICAL - U.N.O. W/ RADIANT BARRIER
FRAMING BOUNDARY
SHEAR WALL PER PLAN
FRAMING MEMBERS
LEGEND:
NEW FOUNDATION
NOTES
1. ALL STRUCTURAL WOOD SHALL BE DOUGLAS FIR LARCH SPECIES PER INFORMATION
SHOWN ON SHEET S-1 WITH 19% MAXIMUM MOISTURE CONTENT U.N.O.
2. ALL WALLS OVER 10' IN HEIGHT TO BE 2X6 @16" O.C. FRAMING.
3. DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS.
4. AN AITC CERTIFICATE OF INSPECTION FOR ALL GLU-LAM BEAMS INCLUDING PARALLAM
BEAMS SHALL BE SUBMITTED TO THE BUILDING AND SAFETY DEPT. PRIOR TO
ERECTION.
5. GLUE LAM BEAMS MUST BE FABRICATED IN A LICENSED SHOP. IDENTIFY GRADE
SYMBOL AND LAMINATION SPECIES PER T 5A, 2018 NDS SUPP.
6. FIELD WELDING TO BE DONE BY CERTIFIED WELDERS FOR STRUCTURAL STEEL,
CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED.
7. SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATORS SHOP.
8. LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
9. ALL WOOD MEMBERS MUST BE GRADE MARKED WITH GRADE AND SPECIES.
10. BEARING WALL STUDS CANNOT BE NOTCHED MORE THAN 25% OF THEIR WIDTH. BORED
HOLES CANNOT HAVE A DIAMETER GREATER THAN 40% OF THE STUD WIDTH
11. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL DIAMETER
FOR SMOOTH SHANK PORTION.
12. STRUCTURAL OBSERVATION IS REQUIRED FOR ALL PLYWOOD SHEAR WALLS WITH A
DESIGN LOAD OVER 300 PLF.
13. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX.
14. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF
PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE
AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH
TABLE 2304.7
15. EXTERIOR STAIRS AND BALCONIES MUST BE POSITIVELY ATTACHED TO THE
STRUCTURE WITHOUT THE USE OF TOE NAILS OR NAILS IN WITHDRAWAL.
16. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
17. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE
RESISTING SYSTEM/ COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION"
SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE DBS INSPECTORS
AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR
COMPONENT PER SEC 1706.1
18. CONTINUOUS SPECIAL INSPECTION REQUIRED BY A REGISTERED DEPUTY INSPECTOR IS
REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH F'C>2500 PSI, HIGH STRENGTH
BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,
PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING
CONCRETE FRAMES.
19. 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 BY
A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE
SHEATHING IS 4 INCHES OR LESS ON CENTER.
20. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE
OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
1. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
2. SOLID BLOCKING SHALL BE PROVIDED AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS
3. ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 340 LB/FT SHOULD BE PROVIDED:
a)3x SILL PLATES
b) 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS
c) 1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
d) ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED.
e) STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C.
f) SQUARE PLATE WASHERS SHALL BE USED WITH ANCHOR BOLTS
5/8" ∅ BOLT - 3"X3"X1/4"
3/4" ∅ BOLT - 3"X3"X5/16"
7/8" ∅ BOLT - 3"X3"X5/16"
1" ∅ BOLT - 3.5"X3.5"X3/8"
SHEET:
S2
DRAWN:
CHECKED:
DATE:
SCALE:
JOB #:
B.O.
E.N.
N.T.S.
EVGENY NA GOVITSY
N
HOLDOWN ANCHORAGE
HOLDOWN
MODEL
STEMWALL
(SDC C-F)
SLAB ON GRADE
(SDC C-F)
MIDWALL/
CORNER ENDWALL MIDWALL/
CORNER ENDWALL
HDU 2 SSTB24 SSTB16 SSTB20
HDU4
SB5/8x24
SSTB20
SB5/8x24
HDU5 SSTB24
HDU8 SB7/8x24 PAB7 SSTB28
HDU11
PAB8 SB1x30
HDU14
1. MINIMUM EDGE DISTANCE IS 1 3 4". MINIMUM END DISTANCE IS 5" FOR
SSTBs AND THE SB1x30
2. PAB7 ANCHOR BOLTS REQUIRE 10" EMBEDMENT WITH 15" EDGE
DISTANCE. PAB8 REQUIRE 12" EMBEDMENT WITH 18" EDGE DISTANCE.
3. SB1x30 REQUIRES 18" WIDE FOOTING.
4. FOR STEMWALL INSTALLATIONS, PAB MUST BE EMBEDDED INTO THE
FOOTING.
07/26/24
24-24-456
AD
D
R
E
S
S
:
1
5
0
6
C
L
E
M
E
N
S
E
N
A
V
E
,
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
5
OW
N
E
R
:
N
A
N
C
Y
C
A
L
T
A
G
I
R
O
N
E
SEE SHEET S-1 FOR STRUCTURAL
OBSERVATION INFORMATION
SHEAR WALL SCHEDULE
TYPE SHEATHING
MATERIAL
PANEL NAILING
PERIMETER FIELD
BLKG. TO
PLATE
CONNECTION
PLATE TO
BLKG.
CONNECTION
ANCHOR
BOLTS
(U.N.O.)
EMBED.
DEPTH
SHEAR,
PLF
(LRFD)
SHEAR,
PLF
(ASD)
SILL
PLATE
1 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 20" O.C.
20d NAILS
@ 6" O.C.
5/8"∅ @
48" O.C.9" 392 245 2x
2 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 16" O.C.
20d NAILS
@ 4" O.C.
5/8"∅ @
32" O.C.9" 544 340 3x
3 15/32" PLYWOOD
STRUCTURAL 1
10d @
4" O.C.
10d @
12" O.C.
A35/ LTP4
@ 10" O.C.
SDS 1/4"x6"
@ 8" O.C.
5/8"∅
@24" O.C.9" 816 510 3x
4 15/32" PLYWOOD
STRUCTURAL 1
10d @
3" O.C.
10d @
12" O.C.
A35/ LTP4
@ 8" O.C.
SDS 1/4"x6"
@ 5" O.C.
5/8"∅ @
24" O.C.9" 1064 665 3x
5 15/32" PLYWOOD
STRUCTURAL 1
10d @
2" O.C.
10d @
12" O.C.
A35/ LTP4
@ 6" O.C.
SDS 1/4"x6"
@ 4" O.C.
5/8"∅ @
16" O.C.9" 1392 870 3x
NOTE: SHEAR PANEL CAN BE INSTALLED ON EITHER SIDE AT CONTRACTOR'S CHOICE
4x4 POST (U.N.O.)
FOUNDATION PLAN
SCALE: 1/4"=1'
ROOF FRAMING PLAN
SCALE: 1/4"=1'
CJ
2x6 @ 16" O.C.
CJ
2x
6
@
1
6
"
O
.
C
.
CJ
2x
6
@
1
6
"
O
.
C
.
CJ
2x
6
@
1
6
"
O
.
C
.
CJ
2x
6
@
1
6
"
O
.
C
.
BM
2
6x
8
HDR1
4x6
HDR1
4x6
HDR1
4x6
HDR
4x6
HDR1
4x6
HDR2
4x8
BM
3
3.
5
x
7
P
S
L
2
.
2
E
RIDGE BM2
4x8
RIDGE BM3
4x12
HD
R
1
4x
6
HD
R
1
4x
6
HD
R
1
4x
6
HD
R
1
4x
6
2 31
C
E
D
B
A
3.5'1
3'1
5'1
1 8'
1 8'
4'
1
4'
1
3.5'
1
3'
1
9.5'
1
11.5'
1
1
22'
1
9'
HIP
B
M
1
4x8
HIP
B
M
1
4x8
RR
2x6 @ 16" O.C.
RR
2x
6
@
1
6
"
O
.
C
.
VLY
B
M
1
4x8
BM1
6x8
BM1
6x8
HIP
B
M
2
4x8
HIP
B
M
4
4x1
0
VLY
B
M
2
4x8
HIP
B
M
3
4x1
0
HIP
B
M
2
4x8
HIP
B
M
5
4x8
HIP
B
M
5
4x8
RI
D
G
E
B
M
1
4x
6
RR
2x
6
@
1
6
"
O
.
C
.
RR
2x
6
@
1
6
"
O
.
C
.
RR
2x6 @ 16" O.C.
RR
2x
6
@
1
6
"
O
.
C
.
BM
3
3.
5
x
7
P
S
L
2
.
2
E
HDR1
4x6
2 31
C
E
D
B
A
3.5'1
3'1
5'1
1 8'
4'
1
4'
1
3.5'
1
3'
1
9.5'
1
11.5'
1
1
22'
1
9'
1 8'
4" CONCRETE SLAB ON GRADE
W/#4 @ 16" O.C. EACH WAY @
BOT 10 MIL. VAPOR BARRIER
OVER 4" THICK BASE OF 1/2"
OR LARGER AGGREGATE (TYP)
4" CONCRETE SLAB ON GRADE
W/#4 @ 16" O.C. EACH WAY @
BOT 10 MIL. VAPOR BARRIER
OVER 4" THICK BASE OF 1/2"
OR LARGER AGGREGATE (TYP)
4" CONCRETE SLAB ON GRADE
W/#4 @ 16" O.C. EACH WAY @
BOT 10 MIL. VAPOR BARRIER
OVER 4" THICK BASE OF 1/2"
OR LARGER AGGREGATE (TYP)
1
S-5
TYP.
5
S-5
TYP.
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
4x6 POST
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
HDU
2
6
S-5
TYP.
4x6 POST
7
S-5
TYP.
8
S-5
TYP.
11
S-5
HUC48
9
S-5
10
S-5
12
S-5
TYP.
HUC48
4x4 KING POST
4x4 KING
POST
4x4 POST
W/ HCP4Z
4x4 POST
W/ HCP4Z
4x4 POST
W/ HCP4Z
4x4 POST
W/ HCP4Z
4x6 POST
BC46
4x4 POST
W/ HCP4Z
4x4 POST
W/ HCP4Z
HU68
HU68
4x6 POST
W/ BC46
4x6 POST
W/ BC46
4x4 POST
W/ ECCQ
4x4 POST
W/ ECCQ
2
S-5
TYP.
4" CONCRETE SLAB ON GRADE
W/#4 @ 16" O.C. EACH WAY @
BOT 10 MIL. VAPOR BARRIER
OVER 4" THICK BASE OF 1/2" OR
LARGER AGGREGATE
(TYP)
2
S-5
TYP.
4x4 POST
W/ EPC4Z
4
S-5
TYP.
MST60
TOP PL TO RR
MST60
TOP PL TO RR
RR W/ E.N.
RR W/
E.N.
13
S-5
13
S-5
1506 E Clemensen Ave &
#212/12/2024
1 1/4"x16 GA. STRAP W/6-10d NAILS EACH END AT EACH PLATE.
(STRAP NOT REQUIRED FOR SILL PLATE)
7.
5
"
3.5" MIN.3"
MA
X
.
1.
5
"
MA
X
.
(STRAP NOT REQUIRED FOR SILL PLATE)
1 1/4"x16 GA. STRAP W/11-10d NAILS EACH END AT EACH PLATE.
2x8 DOUBLE TOP PLATE
2x8 OR 3x8 SILL PLATE SIMILAR.
1'-0" MIN.
MAX.
5.5"1'-0" MIN.
1 1/4"x16 GA. STRAP W/8-10d NAILS EACH END AT EACH PLATE.
2x6 DOUBLE TOP PLATE
2x6 OR 3x6 SILL PLATE SIMILAR.
(STRAP NOT REQUIRED FOR SILL PLATE)
2x4 DOUBLE TOP PLATE
2x4 OR 3x4 SILL PLATE SIMILAR.
10" MIN.
MAX.
3.5"
NOTCHES MIN.
6'-0" O.C.
BORED HOLE
3" ∅ MAX.
1'-0" MIN.
6'-0" O.C.2"
MA
X
.
5.5"
MAX.
2.5" MIN.
1'-0" MIN.
NOTCHES MIN.
2" ∅ MAX.
BORED HOLE
5.
5
"
BORED HOLE
1 1/4" ∅ MAX.
6'-0" O.C.
NOTCHES MIN.
3.
5
"
1.5"
10" MIN.
W/
E
M
B
E
D
.
VA
R
I
E
S
24"
AS
R
E
Q
U
I
R
E
D
DE
E
P
E
N
F
T
G
.
WASHER PLATE
HOLDOWN & POST
PER PLAN
(INSPECTION TO VERIFY)
1/16" + BOLT DIAMETER
SECTION A-A
BOLT HOLES TO BE
EM
B
E
D
.
MI
N
.
3
"
MIN. 3"
6"
PER PLAN
HOLDOWN & POST
DESIGN INCLUDES REDUCED EDGE DISTANCE
DEPUTY INSPECTION IS REQUIRED.
MIN 1 3/4"
12"12"
2x SPLICE SCAB
SAME DEPTH AS
JOIST OR RAFTER
W/8-16d NAILS
EACH END (TYP)
TOP PLATE JOIST OR RAFTER
ALTERNATIVE
1/2"x1'-6" LONG
PLYWOOD SPLYCE PIECE
W/5-10d NAILS
EACH END (TYP)
PLAN (BUTT SPLICE)
6"
TOP PLATE JOIST OR RAFTER
W/4-16d NAILS
EACH END (TYP)
PLAN (LAP SPLICE)
6"
B.N.
THREADED ROD
PER PLAN
THREADED ROD
SEAL
GE
N
E
R
A
L
D
E
T
A
I
L
S
DRAWN:
CHECKED:
DATE:
SCALE:
JOB #:
E.N.
T.S.
N.T.S.
24-24-456
SHEET:
S3
3" MIN
9" MAX
3" MIN
9" MAX
MIN 4'-0" PLATE SPLICE
W/14-16d NAILS U.N.O. ON PLAN
3x BLOCKING TYP.
(SEE NOTE 1)
OPENING HEADER
UP TO 6'-0"4x6
6'-0" TO 8'-0"4x8
4x10
WIDTH
8'-0" TO 10'-0"
HEADER SCHEDULE
2-16d FACENAIL
STUD TO HEADER
MST 37 WHERE
INDICATED ON PLAN
NOTES
1. HEADERS, KINGSTUDS AND OTHER
REFERENCES ON PLAN GOVERN OVER
TYPICAL DETAIL.
2. SEE SHEAR WALL PLYWOOD NAILING
DETAIL FOR ADDITIONAL INFORMATION.
3. AT WOOD FRAMED WALLS USE SILL
CONNECTION PER SHEAR WALL SCHEDULE.
SEE SHEAR TRANSFER
SECTION OR PLAN
5/8"∅x12" A.B. PER SHEAR WALL
SCHEDULE OR 4'-0" O.C. MAX
(SEE NOTE 3)
16d FACENAILS
@ 12" O.C. MULTIPLE
STUD FULL LENGTH
PROVIDE DOUBLE KINGSTUD
OR 4x POST WHERE OPENING
EXCEEDS 8'-0"
HEADER PER
SCHEDULE OR PLAN
2-16d FACENAIL THRU
ONE PLATE TO STUD
2x STUDS @ 16" O.C.
SEE PLAN
2x BLOCKING @ 4'-0"
HEIGHT W/2-16d
TOENAIL EACH END
2x TRIMMER AND
KING STUD
PRESSURE TREATED
SILL PLATE
TOP OF SLAB OR
SHEATHING 2-16D FACENAIL OR
2-8D TOENAIL EACH
SIDE OF STUD
TYPICAL WALL FRAMING FOR BEARING WALLS 1
3" MIN
9" MAX
3" MIN
9" MAX
MIN 4'-0" PLATE SPLICE W/16-16d
NAILS U.N.O. ON PLAN
2 3TYPICAL WALL FRAMING FOR NON BEARING WALLS
3x BLOCKING TYP.
2-16d FACENAIL
STUD TO HEADER
16d FACENAILS
@ 12" O.C. MULTIPLE
STUD FULL LENGTH
PROVIDE DOUBLE KINGSTUD
OR 4x POST WHERE OPENING
EXCEEDS 6'-0"
HEADER PER
SCHEDULE OR PLAN
2-16d FACENAIL THRU
ONE PLATE TO STUD
2x STUDS @ 16" O.C.
SEE PLAN
2x BLOCKING @ 4'-0"
HEIGHT W/2-16d
TOENAIL EACH END
2x TRIMMER AND
KING STUD
PRESSURE TREATED
SILL PLATE
TOP OF SLAB OR
SHEATHING
2-16D FACENAIL OR
2-8D TOENAIL EACH
SIDE OF STUD
SEE SHEAR TRANSFER
SECTION OR PLAN
0.145"∅ POWDER DRIVEN ANCHOR W/1 3/8" WASHER
AND 1" EMBEDMENT AT 24" O.C. AND 6" FROM END OF
PLATE (SEE NOTE 2) OR PER STRUCTURAL DETAILS
(SEE NOTE 1)
OPENING HEADER
UP TO 4'-0"4x4
6'-0" TO 8'-0"4x6
4x10
WIDTH
8'-0" TO 10'-0"
HEADER SCHEDULE
NOTES
1. HEADERS, KINGSTUDS AND OTHER REFERENCES
ON PLAN GOVERN OVER TYPICAL DETAIL.
2. NAIL SILL PLATE TO WOOD FRAMED FLOORS
WITH 16D @ 3" O.C. TO BLOCKING BELOW
SHEATHING OR PER STRUCTURAL DETAILS.
WIRE TIES TYPICAL
DOWELS OR BAR
FROM BELOW
40
D
I
A
M
SLOPE 1:6 MAX
FOR COLUMN
REINFORCEMENT
NOTES
1. ALL VERTICAL REINFORCING FOR COLUMNS, PIERS
AND WALLS SHALL BE DOWELED AS SHOWN EXCEPT
SPECIFIC DETAILS ON DRAWINGS SHALL GOVERN IN
CASES OF CONFLICT.
2. DOWELS SHALL BE THE SAME GRADE, SIZE AND
NUMBER AS VERTICAL REINFORCING.
VERTICAL REINFORCEMENT LAP SPLICE
6d OR 4" MIN
135° HOOKS
TIE OR STIRRUP
PRINCIPAL REINFORCING
90° HOOK
ACI-318 CODE
NOTE: FOR D ETC SEE
GOVERNING EDITION.
180° HOOK
1
6
MAX OFFSET BEND
D
d Dd
2 1/2" MIN
4d OR
/
12d
NOTES
1. ALL BENDS SHALL BE MADE COLD
2. #14 & #18 BARS SHALL BE
BEND-TESTED AND APPROVED PRIOR TO
BENDING
3. USE MAXIMUM OF 48d & 24" FOR LAP
SPLICE
4'-0" MIN. LAP
16d AT 9", STAGGERED
E.S. OF TOP PLATE SPLICE
2-16d
TOP PLATE SPLICE
TOP PLATES
STUDS
2-16d
E.N.
E.N.
MIN 4x POST
COUNTERSINK NUT &
WASHER IN KING STUD
2-16D @ 3" O.C. FULL
HEIGHT K.S. TO POST
HOLDOWN
PER PLAN
2x10 & UP
3x10 & UP
2x8
1 9/16
2 9/16
LSSU28
LSSU210-2
LSSUH310
LSSU210
1 9/16
4x10 & UP 3 9/16LSSU410
(2)2x10 & UP 3 1/8
7-10dx1 1/2
12-10dx1 1/2
5-10dx1 1/2
18-16d
18-16d
10-10d
10-10d
12-10dx1 1/218-16d
12-10dx1 1/2
8 1/2
8 1/2
8 1/2
8 1/2
7 1/8
DIMENSIONS
SIZE
JOISTSIMPSON
MODEL
2x6 1 9/16LSU26
WNO.
FASTENERS
5-10dx1 1/26-10d4 7/8
JOISTHEADERH
JOIST PER PLAN
NAILS PER TABLE
SHEATHING
JOIST PER PLAN
SHEATHING
HEADER OR BM
PER PLAN JOIST/RAFTER
PER PLAN
LSU/LSSU AS
SPECIFIED
NAIL PER TABLE LSU/LSSU AS
SPECIFIED
HEADER OR BM
PER PLAN
SIMPSON
HOLDOWN
HDU2-SDS 2.5 SET 10"5/8"∅ THREADED ROD
REQUIRED
EPOXY-TIE AD4
MINIMUM
EMBEDMENTANCHOR
SECTIONELEVATION
WALL OR FTG
WIDTH
6" MIN STEMMINMIN
5"1 3/4"
FOUNDATION
CONCRETE
TA
B
L
E
EM
B
E
D
P
E
R
P.T. SILL PLATE
STUD OR POST
PER PLAN
TRIMMER STUD
(AS REQ'D)
DESIGN INCLUDES REDUCED EDGE DISTANCE
DEPUTY INSPECTION IS REQUIRED.
HDU4-SDS 2.5 SET 15"5/8"∅ THREADED ROD
HDU5-SDS 2.5 SET 15"5/8"∅ THREADED ROD
HDU8-SDS 2.5 SET 20"7/8"∅ THREADED ROD
HDU11-SDS 2.5 SET 20"1"∅ THREADED ROD
HDU14-SDS 2.5 SET 24"1"∅ THREADED ROD
PHD2-SDS 3 SET 10"5/8"∅ THREADED ROD
PHD5-SDS 3
PHD6-SDS 3
HDQ8-SDS 3
HHDQ11-SDS 4.5
HHDQ14-SDS 4.5
HDG10/4-SDS 4.5
7/8"∅ THREADED ROD
7/8"∅ THREADED ROD
7/8"∅ THREADED ROD
1"∅ THREADED ROD
1"∅ THREADED ROD
5/8"∅ THREADED ROD 15"
15"
20"
20"
20"
20"
SET
SET
SET
SET
SET
SET
ALL HARDY FRAME 1" OR 1 1/8"∅ 18"SET THREADED ROD
HOLDOWN AS SPECIFIED,
SEE TABLE AND
APPLICABLE DETAIL
SIMPSON ANCHOR
W/EPOXY-TIE
ADHESIVE PER TABLE
87654BAR BENDS & SPLICE LENGTH TYPICAL STUD WALL TOP PLATE SPLICE DETAIL LSU/LSSU HANGER DETAILS EPOXY-TIE HOLDOWN ANCHOR
1"
DIM FOR POST
PLACEMENT
4x4 1 1/4
HDU4
HDU2
MINIMUM
POST SIZE 'CL'
SIMPSON
HOLDOWN
5/8"
7/8"
1"
HOLDOWN
ANCHOR
DIAMETER
ELEVATION
P.T. SILL PLATE
MIN5"
TRIMMER STUD (AS REQ'D)
PLAN
1
3
/
4
"
M
I
N
DESIGN INCLUDES REDUCED EDGE DISTANCE
DEPUTY INSPECTION IS REQUIRED.
5/8" THREADED ROD
1"∅ THREADED ROD
HOLDOWN
ANCHOR STUD BOLTS
30-SDS 1/4"x2.5
6-SDS 1/4"x2.5
5/8"
5/8"
1"∅ THREADED ROD
4x4 1 1/4 5/8" THREADED ROD 10-SDS 1/4"x2.5
HDU5 4x4 1 1/4 5/8" THREADED ROD 14-SDS 1/4"x2.5
HDU8 4x6 1 1/4 7/8" THREADED ROD 20-SDS 1/4"x2.5
HDU11 4x6 1 1/4
HDU14 4x8 1 9/16 36-SDS 1/4"x2.5
5/8" 5/8" THREADED RODPHD24x4 1 3/8 10-SDS 1/4"x3
5/8" 5/8" THREADED RODPHD54x4 1 3/8 14-SDS 1/4"x3
5/8" 5/8" THREADED RODPHD64x4 1 3/8 18-SDS 1/4"x3
7/8" 5/8" THREADED RODHDQ84x6 1 1/2 20-SDS 1/4"x3
1" 1"∅ THREADED RODHHDQ114x6 1 1/2 24-SDS 1/4"x2.5
1" 1"∅ THREADED RODHHDQ144x8 1 1/2 30-SDS 1/4"x2.5
7/8" 7/8" THREADED RODHDG10/4 4x4 1 13/16 24-SDS 1/4"x2.5
PROVIDE SHEAR WALL
BOUNDARY NAILING
INTO HOLDOWN POST
SHEAR WALL AS OCCURS
SHEATHING & NAILING
PER PLAN
STUD OR POST
PER PLAN
PROVIDE STANDARD WASHERS.
FOR DEFLECTION CRITICAL
APPLICATIONS USE SIMPSON
BP BEARING PLATES, TYP.
HOLDOWN ANCHOR OR
SIMPSON SSTB PER TABLE
STUD BOLTS
PER TABLE
SIMPSON HD
HOLDOWN PER PLAN
CONCRETE
FOUNDATION
MSTC28
MSTC40
MSTC52
F
H
G
36-16d SINKERS
70-16d SINKERS
54-16d SINKERS
MST27
MST48
MST60
MST72
MST37
A
E
B
C
D
30-16d
56-16d
56-16d
46-16d
42-16d
PIECE
SIMPSON
MARK
PIECE FASTENERS
EQ
EQ
EQ EQ
SIMPSON STRAP AS
SPECIFIED. SEE TABLE FOR
REQUIRED FASTENERS
HEADER/DRAG MEMBER PER
PLAN
TRIMMER STUD(S) PER PLAN
SHEARWALL BOUNDARY
STUDS OR POST PER PLAN
NOTE: PLACE NAILS STARTING
@ CENTER OF STRAP & WORK
OUT TO EACH END.
ELEVATION
SIZE
FASTENERS
8d x 1 1/2"
8d x 1 1/2"
8d x 1 1/2"A35DBL TOP PLATE
LTP4
BLOCKING
MODEL NO.
SIMPSON
A34
12
12
8
NO.
SHEATHING
PER PLAN
BOUNDARY NAILING
PER PLAN
BLOCKING OR RIM
JOIST PER PLAN
EDGE NAILING
SHEARWALL
SHEATHING AS
SPECIFIED
FIELD NAILING,
TYP
SIMPSON A34
OR A35 AS
SPECIFIED
DOUBLE TOP
PLATE
STUD PER
PLAN
SHEATHING
PER PLAN
BOUNDARY NAILING
PER PLAN
BLOCKING OR RIM
JOIST PER PLAN
SIMPSON A34
OR A35 AS
SPECIFIED
FIELD NAILING,
TYP
SHEARWALL
SHEATHING AS
SPECIFIED
EDGE NAILING
STUD PER
PLAN
DOUBLE TOP
PLATE
SHEATHING
PER PLAN
BOUNDARY NAILING
PER PLAN
BLOCKING OR RIM
JOIST PER PLAN
BLOCKING OR RIM JOIST
PER PLAN LPT4 MAY BE
INSTALLED OVER
PLYWOOD. PROVIDE FULL
LENGTH 8d COMMON NAILS
THROUGH PLYWOOD.
SHEARWALL
SHEATHING AS
SPECIFIED
FIELD NAILING,
TYP
EDGE NAILING
STUD PER
PLAN
DOUBLE TOP
PLATE
SIMPSON LTP4
AS SPECIFIEDJOIST OR RAFTER
PER PLAN
PLYWOOD/OSB
SHEATHING PER PLAN.
SEE SHEARWALL
SCHEDULE AS REQUIRED
FOR NAILING
2x STUD
CORNER CONDITION
HDU2, PHD2
HDU8, PHD6,
PHD87/8
PLAN OR DETAILS
SIMPSON SSTB PER
MIN. REBAR LENGTH PER TABLE
END CONDITION
PE
R
P
L
A
N
M
I
N
1
3
/
4
"
ST
E
M
W
A
L
L
PE
R
P
L
A
N
ST
E
M
W
A
L
L
Le
P
E
R
T
A
B
L
E
EM
B
E
D
M
E
N
T
L
E
N
G
T
H
INSTALL SSTB @
45° TO STEM WALL
45°
SECTION
MIN
5"
NO.Le
SSTB24
SSTB16
SSTB28
64"
48"5/8
5/8 6"
6"
20"
12"
TYP END
52"
36"
72"8" 24" 60"
MODEL
SIMPSON
LENGTHDIA EMBEDSTEM
MIN REBARMINMIN
TYPICAL CONDITION
LONGITUDINAL REINFORCING
IN STEM WALL, SEE PLAN
OR DETAILS (#4 MIN)
MIN. REBAR LENGTH PER TABLE
4
SS
T
B
FO
R
7
/
8
"
∅
12
"
M
I
N
SIMPSON SSTB PER
PLAN OR DETAILS
INSTALL SSTB @
45° TO STEM WALL
45°SIMPSON SSTB PER
PLAN OR DETAILS
MIN 3"
MIN
5"
MIN
30" REBAR LENGTH
SSTB34 80"7/8 8" 28" 68"HDC 10/4
APPLICABLE
SIMPSON
HOLDOWN
HDU2, HDU4,
HDU5, PHD2,
PHD5
SLAB @ DOUBLE
POUR CONCRETE
AS OCCURS
EMBEDMENT LINE IS
NOTED ON SSTB
MIN STEM
PER TABLE
MIN 1 3 4"
5"
M
A
X
3"
M
I
N
REBAR PER PLAN #4 MIN
(NOTE: SSTB DOES NOT
NEED TIE TO REBAR)
CONCRETE STEM WALL
& FOOTINGS PER PLAN
11109HD AT FOUNTATION (CORNER CONDITION)'MST' DRAG STRUT HEADER TO TOP PLATE SHEAR TRANSFER DETAIL
STEM WALL
PER PLAN
ST
E
M
W
A
L
L
PE
R
P
L
A
N
12SSTB ANCHOR INSTALLATION
1514TYPICAL NOTCH DETAIL13DEEPENED FOOTING FOR THREADED ROD INSTALLATION
501 S. BRAND BLVD., SUITE 3
SAN FERNANDO, CA 91340
(323)486-4151
STENENGINEERING.COM
WALLS INTERSECTIONS
JOIST/RAFTER SPLICE
AD
D
R
E
S
S
:
1
5
0
6
C
L
E
M
E
N
S
E
N
A
V
E
,
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
5
OW
N
E
R
:
N
A
N
C
Y
C
A
L
T
A
G
I
R
O
N
E
07/26/24
EVGENY NA GOVITSY
N
1506 E Clemensen Ave &
#212/12/2024
SEAL
GE
N
E
R
A
L
D
E
T
A
I
L
S
501 S. BRAND BLVD., SUITE 3
SAN FERNANDO, CA 91340
(323)486-4151
STENENGINEERING.COM
14. STUCCO AND/OR STUCCO WITH VENEER OVER A PLYWOOD SHEAR WALL WILL BE WATERPROOF WITH A MINIMUM 2-#15 FELT UNDERLAYMENT.
15. ONLY COMMON NAILS WILL BE USED FOR ALL PLYWOOD SHEAR WALLS AND NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE.
B. PROVIDE 3x STUDS BETWEEN ADJACENT PANELS. IF IT IS NECESSARY TO USE 2-2x MEMBERS BETWEEN PANELS, USE 16d NAILS W/STAGGERED NAILING
16. ALL BOLT HOLES TO BE DRILLED 1/32" MINIMUM TO 1/16" MAXIMUM OVERSIZED.
A. PROVIDE 3x SILL PLATES FOR SILLS THAT REST ON CONCRETE OR MASONRY.
17. THE FOLLOWING APPLIES TO ALL SHEAR WALLS WITH A LISTED DESIGN LOAD GREATER THAN 300 PLF:
D. PLATE WASHERS ARE TO BE USED WITH ANCHOR BOLTS.
3/4" BOLT-3"x3"x5/16"
1/2" BOLT-3"x3"x3/16"
C. PROVIDE 1/2" EDGE DISTANCE FOR THE PLYWOOD BOUNDARY NAILING.
& SPACING NO GREATER THAN THE REQUIRED PLYWOOD EDGE NAILING.
7/8" BOLT-3"x3"x3/8"
5/8" BOLT-3"x3"x1/4"
BY OPENINGS; TRIPLE RAFTERS WHERE 3
WHERE 2 RAFTERS SPANS ARE INTERUPTED
STANDARD APPROVED
JOIST HANGER PER SCHEDULE
STANDARD APPROVED
(TYP.)
HEADER
2-2x
DOUBLE JOIST HANGER (TYP.)
(TYP.)
OPENING
AROUND
B.N.
3 SPACES (MAX.)
RAFTERS SPANS ARE INTERUPTED
PROVIDE (TYP. EA. SIDE) DBL RAFTERS
11. SPACING OF A35, 16d NAILS, AND ANCHOR BOLTS IS TO BE REDUCED BY 1/2, IF PLYWOOD SHEATHING OCCURS ON BOTH SIDES OF WALL. ANCHOR BOLT SPACING
10. THIS NAILING SCHEDULE IS FOR COMMON NAILS. THIS IS IN ADDITION TO THE MINIMUM NAILING REQUIRED BY UBC TABLE 25-Q; AND THE CITY BUILDING AND
13. NAIL SPACING BELOW 4" O.C. SHALL HAVE A PRE-DRILLED HOLE, WHEN USED, WHICH CAN NOT EXCEED 75% OF THE NAIL DIAMETER (BUT SHOULD BE AS
12. WHERE PLYWOOD IS APPLIED ON BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. EITHER SIDE. THIS IS IN ADDITION TO THE MINIMUM NAILING
REQUIRED BY UBC TABLE 25-Q; PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3-INCH (76 mm)
9. STRUCTURAL WOOD PANEL SHEAR WALLS SHALL BE COVERED WITH MINIMUM 2 LAYERS 15# FELT UNDERLAYMENT PRIOR TO PLACING FINISH MATERIAL.
7. WHERE THERE IS LIGHT WEIGHT CONCRETE TOPPING 3x SOLE PLATE MAY BE REPLACED BY DOUBLE 2x (USE 3/8" ∅ LAG BOLT AT MINIMUM 16" O.C. FOR 1 & 2
5. USE 3x P.T. SOLE/SILL PLATE THAT RESTS ON CONCRETE OR MASONRY FOR SHEAR WALL 2 AND ABOVE. TYPICAL UNLESS NOTED OTHERWISE.
1. USE COMMON NAILS ONLY U.N.O. HEREIN. SINKER NAILS NOT PERMITTED. SEE GERNEAL NOTES "FRAMING LUMBER" FOR LUMBER MOISTURE CONTENT. THERE
SHALL BE A MINIMUM PENETRATION OF 1.94" AND 1.78" INTO NAILED MEMBERS FOR 16d AND 10d NAILS RESPECTIVELY. (20d BOX NAILS WITH 1.94" MINIMUM
3. ALL ANCHOR BOLT WASHERS TO BE 1/4" PL. x3 SQ. NO STANDARD CUT WASHERS PERMITTED.
SAFETY DEPARTMENT MEMO, NOVEMBER, 1994. USE COMMON NAILS ONLY. SEE ADDITIONAL SHEAR WALL NOTES.
CLOSE TO 75% AS POSSIBLE). UNSEASONED LUMBER IS ASSUMED TO BE USED.
NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED.
SHOWN ON FOUNDATION PLAN IS MINIMUM, UNLESS NOTED OTHERWISE.
8. PROVIDE PRE-BORED HOLES FOR ALL LAG BOLTS AND 20d NAILS.
6. PROVIDE 4" PENETRATION INTO FRAMING FOR 3/8" ∅ LAGS AND 5" PENETRATION FOR 1/2" ∅ LAGS.
4. ANCHOR BOLTS SHALL HAVE A MINIMUM 9" EMBEDMENT INTO CONCRETE.
PENETRATION SHALL BE USED FOR SOLE PLATE NAILING).
2. ALL PLYWOOD EDGES TO BE BLOCKED. PROVIDE MINIMUM OF 1/2" EDGE DISTANCE FOR THE NAILING TO 3x MEMBERS.
CORNER
@ E.A.
ST2215
L
L/3 L/3 L/3
D/6
D/6
D
2"
2"D/4
D
D D
D/3
D/6
D D
NOMINAL ACTUAL D/6 D/4 D/3
6" 5 1/2" 7/8" 1 3/8" 1 13/16"
8" 7 1/4" 1 13/16" 1 13/16" 2 7/16"
10" 9 1/4" 1 1/2" 2 5/16" 3 1/16"
12" 11 1/4" 1 7/8" 2 13/16" 3 3/4"
14" 13 1/4" 2 3/16" 3 5/16" 4 7/16"
NOTES:
1) D= JOIST OR RAFTER DEPTH
L= JOIST OR RAFTER LENGHT
2) CROSS HATCHING INDICATES
AREA WHERE NOTCHES OR HOLES
ARE NOT ALLOWED.
3) PREFERRED LOCATION OF NOTCH
IS AT TOP OF MEMBER.
1/16" SPACE (TYP.)
1 1/2"
3/8"
MIN.
3" OR
GREATER
2 1/2"2 1/2"
2"
AD JOINING PANELS
6" NAILING - 2x
FRAMING
3" OR GREATER NAIL'G
3x FRAMING
AD JOINING PANELS
2" STAGGERED NAIL'G
3x FRAMING
AD JOINING PANELS-
4" OR LESS
NAILING
1 1/2"2 1/2"
6" NAILING 2x FRAMING
TYP. BOUNDARY NAIL TYP. BOUNDARY NAIL
4" OR LESS NAILING
3x FRAMING
6"
1/2"
EDGE DIST.
TYP.
3/16"1/2"1"1/2"
1/47/16 5/16
5/161/2 3/8
RED WOOD
NOT REQ.1/4, 5/16, 3/8
SCREW
NOT REQ.
DOUG. FIR
LEAD HOLE
LAG SCREW ASSEMBLY
DIAMETER
(IN.)
DIAMETER (IN.)
& SO. PINE
5/8 7/16 3/8
7/161/23/4
1/25/87/8
5/83/41
SHANK
LENGHT
LEAD HOLE
LENGHT
SHANK
DIAM.
PROVIDE 15/64" ∅ LEAD HOLES FOR 1/2" LAG SCREWS. LAG SCREWS SHALL NOT BE DRIVEN.
HOLES FOR 3/8" LAGS DO NOT REQUIRE PREDRILLED LEAD HOLES.
AND INCREASE LENGHT OF SDS SCREWS BY 1".
BN BNBN
SHEAR WALL
PER PLAN
KING STUD
TRIMMER STUD
COUNTERSINK NUT
AND WASHER IN KING STUD
HOLDDOWN
PER PLAN
MIN 4x4 POST (U.N.O.)
SHEAR WALL POST
BN
SHEAR WALL KING STUD
PER PLAN
BNBN BN
PER SCHEDULE
HOLDDOWN BOLT PER SCHEDULE
HOLDDOWN BOLT
PER PLAN
HOLDDOWN
BN
BN
BN
PER PLAN
SHEAR WALL
2-16d NAILS @ 3" O.C.
FULL HEIGHT
AND WASHER IN KING STUD
COUNTERSINK NUT
2x STUD
W/16d NAILS @ 6" O.C.
OR 3x STUD
W/16d NAILS @ 8" O.C.
AND WASHER IN KING STUD
2x STUD
COUNTERSINK NUT
HOLDDOWN
PER PLAN
SHEAR WALL POST
MIN 4x4 POST (U.N.O.)
HOLDDOWN BOLT
PER SCHEDULE
PER PLAN
SHEAR WALL
BNBN
FULL HEIGHT
2-16d NAILS @ 3" O.C.BNBN
KING STUD
W/16d NAILS @ 8" O.C.
2x STUD
16d NAILS @ 8" O.C.
TYPICAL
W/16d NAILS @ 8" O.C.
2x STUD
TYPICAL
16d NAILS @ 8" O.C.
BN
PER PLAN
SHEAR WALL POST
MIN 4x4 POST (U.N.O.)
HOLDDOWN
PER SCHEDULE
PER PLAN
SHEAR WALL
BNBN
HOLDDOWN BOLT
16d NAILS @ 3" O.C.
PER PLAN
SHEAR WALL
PER PLAN
SHEAR WALL
BN
BN
BN
BN
SHEAR WALL
BN
PER PLAN
MIN 4x4 POST (U.N.O.)
PER PLAN
SHEAR WALL
BN
20d NAILS @ 3" O.C.
BN BN
SHEAR WALL POST
BN
HOLDDOWN
PER PLAN
PER SCHEDULE
HOLDDOWN BOLT
BN
PER PLAN
SHEAR WALL
BN
SHEAR WALL
BN
PER PLAN
MIN 4x4 POST (U.N.O.)
PER PLAN
SHEAR WALL
BN
16d NAILS @ 3" O.C.
BN
SHEAR WALL POST
BN
HOLDDOWN
PER PLAN
PER SCHEDULE
HOLDDOWN BOLT
PER PLAN
SHEAR WALL
BN
DO NOT INTERRUPT
PLYWOOD SHEATHING
(DO NOT CUT PLYWOOD)
NO NAILS
W/SDS1/4"x5" @ 6" O.C.
W/SDS1/4"x5" @ 6" O.C.
W/16d NAILS @ 6" O.C.
OR 3x STUD
2x STUD
W/SDS1/4"x5" @ 6" O.C.
W/16d NAILS @ 6" O.C.
2x STUD
OR 3x STUD
BN
BN
OR 3x STUD
W/16d NAILS @ 6" O.C.
W/SDS1/4"x5" @ 6" O.C.
2x STUD
OR 3x STUD
W/16d NAILS @ 6" O.C.
W/SDS1/4"x5" @ 6" O.C.
2x STUD
W/16d NAILS @ 6" O.C.
W/SDS1/4"x5" @ 6" O.C.
OR 3x STUD
2x STUD
PLYWOOD
FLOOR
ROOF
LOCATION
5/8"
3/4"
PANEL ID
24/16
40/20
BOUND. NAILS
10d @ 6"
10d @ 4"
EDGE NAILS
10d @ 6"
10d @ 6"
FIELD NAILS
10d @ 12"
10d @ 12"SEE SCHEDULE
FOR BOLTS
WOOD POST
PER PLAN
SEE STRUCTURAL
DETAILS FOR
EMBEDMENT
IF OCCURS
POST PER PLAN
MIN 4x4
12"
MAX
PER SHEAR WALL SCHED.
PER HOLDOWN SCHEDULE
ANCHOR BOLT OR SSTB
2x OR 3x TREATED SILL
12"
MAX
NAILING
W/BOUNDARY
ALL AROUND
2x BLOCKIG
MIN
12"
E.N.
1'-4"
MIN.
3/8" EDGE DISTANCE
TYP. (1/2" @ 3x SILL PLATE)
ANCHOR BOLT OR SSTB
PER HOLDOWN SCHEDULE
A PLYWOOD BOTH SIDES
3x STUD MIN.
JOINTS ON OPPOSITE SIDES WITH
WHERE PLYWOOD SHEATHING OCCURS
ON BOTH SIDES OF WALL, STAGGER
PLYWOOD EDGE
3x STUD, MIN.
EDGE NAIL
EDGE NAIL
HOLES CUT WITH RADIUS AT EACH CORNER
IN SHEAR WALLS AND STRAP ACCROSS
CIRCULAR BORED HOLES OR SQUARE7.
PLYWOOD EDGE
KING POST ABOVE
2x TRIMMER
HEADER AND
TO 4x POST
@ 3" O.C.
W/16d NAILS
HEIGHT STUD
FULL 4x POST
EDGE OF PLYWOOD
END OF SHEAR WALL
MEMBERS TEND TO SPLIT
ADD BLKG AROUND ALL OPENINGS
OPENINGS IN A SHEAR PANEL SHALL NOT
EXCEED 20% OF THE PANEL LENGTH
MAXIMUM ACCUMULATED LENGTH OF
RETIGHTEN NUTS BEFORE COVERING
6.
5.
4.
ALL NAILS SHALL BE COMMON WIRE NAILS
SEE TIMBER NOTES FOR PLYWOOD GRADE
PRE-DRILL HOLES FOR NAILS WHERE
NOTES:
2x TRIMMER
MIN 4x4 POST
3.
1.
2.
At existing conc. footing use all thread anchor bolt w/simp. ET22 epoxy w/15" min. embd. & 3 ∅
Provide 3x sill pl. (p.t.) for sills that rest on concrete or masonry for walls
At raised wood floor use 3x sill pl. for floor sill & mud sill at wall
inverted HD at top of cripple wall & a third holdown at sill pl. of cripple to footing
Where cripple wall below is higher than 36", use HD at base of shear wall connected to an
Simp A35 or A35F per shear wall sched at blk'g/sill pl. similar at dbl. top pl./blk'g the above shall
not be req'd where wall sheathing extend over blk'g w/boundary nailing @ wall sill pl. or dbl. pl. to
A307 steel anchor bolts X 9" embd. min. spaced as per s.w.s. (edge dist.=3 ∅ min.)
At existing cont. footing use all-thread A.B. w/9" embd. w/simp. epoxy ET22 RR#25185 (3 ∅
ECCQ PER PLAN
ECCQ
3x blk'g/rim joist @ wall
2-5/8"∅ MB
PER PLAN
FULL HEIGHT OF WALL
HOLD-DOWN POST
min edge distance)
Use square washers as per "4.D" of shear wall notes for wall
lower pl. or upper pl.
4x4 POST
2x blk'g/rim joist @ wall
Use 20d nails @ 4" o.c. @ wall
hole on this sheet
For mechanical penetration thru-wall pl. see max. allow bored
Use lag screw per shear wall sched. at walls
HEADER
MIN 4x4 POST
Holdown anchor bolt per ICBO & RR for embd.
A.B. edge distance shall be 3 ∅ min.
edge distance RR#25185
into 3x blk'g.
2x4 studs @ 16" o.c. (10' max.) otherwise 2x6 @ 16" o.c. (u.n.o.)
@ panel edges & sill w/boundary
No substitution of plywood unless a written approval by engineer of record is obtained
UNDER POST
SOLID 4x BLOCKING UNDER POST
SOLID 4x BLOCKING
Square washer per shear wall notes
Plywood face grain may be horz. or vert.
1/2" thick struc I plywood (4 plys min.)
See note 4 of shear wall sched
Holdown where occurs w/4x post min (or 2-2x4 for retrofit).UNDER POST
SOLID 4x BLOCKING
Boundary nailing at panel edges, common nails only
Field nailing @ 12" o.c., common nails only
2x blk'g @
3x blk'g @
nails & 1/2" minimum edge distance
3x studs @
Dbl stud @ 1
2 3 4
Dbl top plate
2x STUDS
PLATE WASHER
PER SCHEDULE
COUNTERSINK NUT
AND WASHER IN STUD
16d NAILS
@ 3" O.C.
STRUCTURAL SLAB
OR FOOTING
FOR ANCHOR BOLT
SEE SCHEDULE
SIMPSON HOLDOWN
SEE PLAN FOR TYPE
NUT AND WASHER
PER PLAN
JOIST SEE PLAN
FOT SPACING
SEE SCHEDULE
EXTERIOR WALL
NAILING (B.N.)
BOUNDARY
TO
A
D
J
A
C
E
N
T
4'
-
0
"
L
A
P
T
Y
P
.
PA
N
E
L
8'
-
0
"
L
O
N
G
P
A
N
E
L
-
T
Y
P
.
NAILING
FIELD
NAILING
EDGE
4'-0" WIDE
PANEL TYP.
2x BLOCKING
WHERE BLOCKED DIAPHRAGM
IS SHOWN ON PLAN
OR T&G PLYWOOD
EDGE NAILING
2 NAILS @ JOIST
IF OCCURS
PLATE WASHER
(TYP)
PER HOLDOWN SCHEDULE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1"1"
1 3/4"1 3/4"
1"
5 1/4"
3/8" THICK PLATE5 1/4"
42"
6-1/2"∅ LAGS
MIN 2 1/2 EMB
INTO BLOCKING
OR RIM JOIST
GLASS PANEL TRACK
AND CONNECTION
FULL PEN WELD
ALL AROUND
TS 3"x3"x1/4"
TUBE STEEL
PER MANUFACTURER
GLASS PANEL TRACK
AND CONNECTION
PER MANUFACTURER
1"LARR# 25374
LARR# 25374
20d NAILS OR SDS
SCREWS PER SHEAR
WALL SCHEDULE
HOLDOWNS
PER PLAN
SAME SIZE
HOLD-DOWN
POST AS OCCUR.
SEE PLAN
STRAP
PER PLAN
CMST12 STRAP
CUT TO LENGTH
2x OR 3x SILL PER
SHEAR WALL SCHEDULE
PLYWOOD FLOOR
SHEATHING PER PLAN
EDGE NAIL (EN)
INDIVIDUAL PIECES OF PLYWOOD
SHALL NOT BE LESS THAN 2'-0"
IN LEAST DIMENSION,
NOR 8'-0" SQ.FT. IN AREA.
2x OR 3x STUD @
PLYWOOD EDGES PER
SHEAR WALL SCHEDULE
2x OR 3x BLKG, TYP. PER
SHEAR WALL SCHEDULE
2X STUD WALL W/ PLYWOOD
SHEATHING PER PLAN AND
SHEAR WALL SCHEDULE
PLATE WASHER TYP.
AT BOLT LOCATIONS
ANCHOR BOLT PER PLAN
AND SHEAR WALL SCHEDULE
1
2 3 4
2 3 4
2 3 4
1
2 3 4
1
2 3 4
2 3 4
1WOOD SHEAR WALL CONSTRUCTION DETAIL
SHEARWALL BOTTOM CONNECTION
2x BLOCKING @ 48" O.C.
PER SCHEDULE
B.N.
PER PLAN
FLOOR JOIST
B.N.SHEATHING
FLOOR
ANCHOR BOLTS
PER SCHEDULE
B.N.
PER PLAN
SHEARWALL
B.N.
P.T. SILL PLATE
PER SCHEDULE
PER SCHEDULE
ANCHOR BOLTS
SOLE PLATE
PER SCHEDULESHEARWALL
SHEARWALL TOP CONNECTION
WHERE OCCURSSHEARWALL
PER PLAN
(OR LTP4 OPTIONAL)
A35 PER SCHEDULE
STEM MIN 8"
CONCRETE OR MASONRY
B.N.FLOOR JOISTS PER PLAN6
6
1112
14
6
11
6
15
11
6
15
2
2x OR 3x STUDS 2
RIM JOIST
2x FOR
3x FOR
SHEAR WALL1
2 3 4
FLOOR JOIST
IF OCCURS
2x OR 3x
STUDS 2
PER PLAN
FOUNDATION
15
PLYWOOD
B.N.B.N.SHEATHING
WHERE OCCURS
PER PLAN
SHEARWALL
PER SCHEDULE
NAILS OR SCREWS
2x OR 3x STUDS
2WHERE OCCURS
2x OR 3x STUDS
WHERE OCCURS
(OR LTP4 OPTIONAL)
A35 PER SCHEDULE 14
2x OR 3x STUDS 2
PER PLAN
SHEARWALL
PER SCHEDULE
NAILS OR SCREWS
FLOOR JOIST
IF OCCURS
SHEARWALL
PER PLAN
2x BLOCKING FOR
SHEAR WALL
3x BLOCKING FOR
SHEAR WALL
1
2 3 4
FLOOR FRAMING
12
2x BLOCKING FOR
SHEAR WALL
3x BLOCKING FOR
SHEAR WALL
1
3 4
PER PLAN
FLOOR JOISTFLOOR JOIST
IF OCCURS
(OR LTP4 OPTIONAL)
A35 PER SCHEDULE 14
PER SCHEDULE
NAILS OR SCREWS12
SHEATHING
FLOOR
2WHERE OCCURS
2x OR 3x STUDS
2TYPICAL SHEAR TRANSFER DETAIL
RAISED FLOOR
OR 3x STUD
W/16d NAILS @ 6" O.C.
W/SDS1/4"x5" @ 6" O.C.
2x STUD
3TYPICAL WALL INTERSECTION
(E.N.)
4ROOF AND FLOOR DIAPHRAGM
NOTES:
1. O.S.B. OF SAME THICKNESS AND NAILING MAY BE SUBSTITUTED IN LIEU OF PLYWOOD.
2. USE BOUNDARY NAILING AT ALL HIPS, RIDGES, VALLEYS AND OPENINGS.
3. USE COMMON NAILS FOR ALL DIAPHRAGM NAILING.
4. PLYWOOD SHALL BE GLUED FOR FLOORS. PLYWOOD SHALL BE T&G FOR BALCONIES
AND CATWALKS.
DIAPHRAGM SCHEDULE
5
6NOTCHING AND BORING OF JOISTS 7TYPICAL FRAMING @ ROOF OPENINGS 8TYPICAL GUARDRAIL POST INSTALLATION
9TYPICAL PLYWOOD NAILING 10LAG SCREW REQUIREMENTS 11HOLDOWN INSTALLATION
1/2"
NOTES:
1. TABLE APPLIES FOR DOUGLAS FIR LARCH, SOUTHER PINE WOODS, AND REDWOOD (PER
1994 UBC SEC. 2337).
2. LAG SCREWS SHALL BE WRENCH TIGHTENED; HAMMERING OF LAG SCREWS IS NOT
PERMITTED.
3. SOAP OR OTHER APPROVED LUBRICANTS SHALL BE USED ON THE THREADED PORTION
OF THE LAG SCREW TO PREVENT DAMAGING THE SCREW AND FACILITATE INSERTION.
4. THE SHANK HOLE SHALL HAVE THE SAME DIAMETER AND DEPTH OF PENETRATION AS
THE SHANK LENGTH AND DIAMETER.
5. THE LEAD HOLE SHALL HAVE THE SAME DEPTH AS THE THREADED PORTION OF THE
LAG SCREW.
TYPICAL SHEAR WALL OPENING DETAIL
1
8"
DETAIL A
A
-
CONT. STUDS/POST
W/ B.N. & HOLDOWN
PER PLAN (TYP.)
CMSTC 16 OVER 4X BLK'G
U.N.O. ON PLAN
(TYP.)
(SEE NOTE 4 & 5)
2X STUD PER PLAN
SHEAR PANEL
TYPE PER PLAN
B.N. AT BLK'G &
EDGES OF
SHEAR WALL
2-2X TOP PL
(SLOPED AT GABLE ROOF
WHERE OCCURS)
HEADER
PER PLAN
WINDOW SILL
WHERE OCCURS
NAILING/SCREWS
/BOLT PER PLAN
(2) ROWS 16d
SINKER NAIL STAGG.
PER SCHED. ABV. (TYP.)
2 ROWS 16d
SINKER NAIL STAGG.
PER SCHED. ABV. (TYP.)
NOTES:
1. INSTALL HOLDOWN ON RETURN WALL AT CORNERS WHEN APPLICABLE.
2. USE FULL WIDTH BLK'G & WINDOW SILL FOR STRAP ON BOTH SIDES OF (2) SIDED SHEAR PANELS.
3. NAIL BOTH PLYWD. PANELS ON SAME MEMBER.
4. FOR SHEAR WALL WITH MULTIPLE OPENINGS, HORIZONTAL STRAP AT TOP AND BOTTOM OF THE OPENING SHOULD BE CONTINUED TO THE END
OF WALL OR WHERE IT INTERSECTS THE VERTICAL EDGE OF ANOTHER OPENING.
5. IN CASE OF DOUBLE SIDED SHEAR WALL, USE HORIZONTAL STRAP ONLY AT ONE SIDE U.N.O.
PANEL EDGE
@ 6" O.C.
@4" O.C.
@ 3" O.C.
@ 5" O.C.
1
2
3
4
PANEL TYPE NAIL SPACING
EVGENY NA GOVITSY
N
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SHEAR WALL SCHEDULE
TYPE SHEATHING
MATERIAL
PANEL NAILING
PERIMETER FIELD
BLKG. TO
PLATE
CONNECTION
PLATE TO
BLKG.
CONNECTION
ANCHOR
BOLTS
(U.N.O.)
EMBED.
DEPTH
SHEAR,
PLF
(LRFD)
SHEAR,
PLF
(ASD)
SILL
PLATE
1 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 20" O.C.
20d NAILS
@ 6" O.C.
5/8"∅ @
48" O.C.9" 392 245 2x
2 15/32" PLYWOOD
STRUCTURAL 1
10d @
6" O.C.
10d @
12" O.C.
A35/ LTP4
@ 16" O.C.
20d NAILS
@ 4" O.C.
5/8"∅ @
32" O.C.9" 544 340 3x
3 15/32" PLYWOOD
STRUCTURAL 1
10d @
4" O.C.
10d @
12" O.C.
A35/ LTP4
@ 10" O.C.
SDS 1/4"x6"
@ 8" O.C.
5/8"∅
@24" O.C.9" 816 510 3x
4 15/32" PLYWOOD
STRUCTURAL 1
10d @
3" O.C.
10d @
12" O.C.
A35/ LTP4
@ 8" O.C.
SDS 1/4"x6"
@ 5" O.C.
5/8"∅ @
24" O.C.9" 1064 665 3x
5 15/32" PLYWOOD
STRUCTURAL 1
10d @
2" O.C.
10d @
12" O.C.
A35/ LTP4
@ 6" O.C.
SDS 1/4"x6"
@ 4" O.C.
5/8"∅ @
16" O.C.9" 1392 870 3x
DRAWN:
CHECKED:
DATE:
SCALE:
JOB #:
E.N.
T.S.
N.T.S.
24-24-456
SHEET:
S4
07/26/24
1506 E Clemensen Ave &
#212/12/2024
501 S. BRAND BLVD., SUITE 3
SAN FERNANDO, CA 91340
(323)486-4151
STENENGINEERING.COM
SEAL
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EVGENY NA GOVITSY
N
DRAWN:
CHECKED:
DATE:
SCALE:
JOB #:
B.O.
E.N.
N.T.S.
24-24-456
SHEET:
S5
07/26/24
1 2 3
4 5 6 7 8
9 10 11
12 13 00 00 00NOT USED NOT USED NOT USED
SHEAR WALL AT NEW FOOTING
MIN 3" CLR.
ALL AROUND 15" MIN
6
5
4
8"
M
I
N
1
3
2
7
1 - SHEAR PANEL PER PLAN
2 - FINISHED GRADE
3 - 4" CONCRETE SLAB ON GRADE W/#4 @ 16"
O.C. EACH WAY AT BOTTOM
4 - TYPICAL SUB-GRADE, SEE DETAIL 3/-
5 - #4 DOWELS @ 16" O.C.
6 - (2) #4 BAR TOP & BOTTOM
7 - WALL FOOTING, MINIMUM 15"x24"
8 - ANCHOR BOLT PER SHEAR WALL SCHEDULE,
MIN @ 72" O.C.
9 - 2x STUD WALL
10 - 2x OR 3x P.T. SILL PLATE PER SHEAR
WALL SCHEDULE
11 - BOUNDARY NAIL
12 - HOLDOWN ANCHORAGE PER TABLE ON S2
13 - HOLDOWN PER PLAN
8
9
1011
MIN 3" CLR.
ALL AROUND 15" MIN
6
5
4
8"
M
I
N
1
3
2
7
13
9
1011
24"
24"
24"
24"24
"
M
I
N
24
"
M
I
N
12
MIN 3" CLR.
ALL AROUND
6
5
4
1
3
7
1 - SHEAR PANEL PER PLAN WHER OCCURS
2 - FINISHED GRADE
3 - 4" CONCRETE SLAB ON GRADE W/#4 @ 16"
O.C. EACH WAY AT BOTTOM
4 - TYPICAL SUB-GRADE, SEE DETAIL 3/-
5 - #4 DOWELS @ 16" O.C.
6 - (2) #4 BAR TOP & BOTTOM
7 - WALL FOOTING, MINIMUM 15"x24"
8 - ANCHOR BOLT PER SHEAR WALL SCHEDULE,
MIN @ 72" O.C.
9 - 2x STUD WALL
10 - P.T. SILL PLATE PER SHEAR WALL SCHEDULE
11 - BOUNDARY NAIL
12 - SSTB24 W/ MIN. EMBEDMENT 20"
13 - HOLDOWN PER PLAN
8
9
1011
24"
24"
MIN 3" CLR.
ALL AROUND 15" MIN
6
5
4
1
3
7
9
1011
24"
24"
13
12
15" MIN
24
"
M
I
N
24
"
M
I
N
SHEAR WALL AT NEW FOOTING
5
4
2
3
1
1 - (N) SLAB ON GRADE PER PLAN
2 - 2" SAND LAYER
3 - 10 MIL. VAPOR BARRIER IN DIRECT CONTACT W/ SLAB
4 - 4" SUB-BASE 1 2" OR LARGER AGGREGATE
5 - UNDISTURBED SOIL
TYPICAL SUB-GRADE
L=30xDIA. OF REBAR , 2'-0" MIN.
L L
L
TYP.
L
DOUBLE LAYER
L L
SINGLE LAYER
REINFORCING AT FOOTING INTERSECTIONS
1 - A35 (BOTTOM A35 IS NOT REQUIRED
WHERE COLUMN CAP IS USED PER PLAN)
2 - 2x SILL PLATE
3 - 3-8d TOE NAIL EACH SIDE
NOTE: USE A34 IN LIEU OF A35 WHERE
OCCURS AT 2x4 STUD WALLS
1
3
12
POST ON SILL PLATE
1 - (N) 2x STUD WALL
2 - 2x P.T. SILL PLATE
3 - (N) OR (E) SLAB ON GRADE (SEE NOTE)
4 - SIMPSON PINW-300 @ 16" O.C. TO BE
INSTALLED IN ACCORDANCE WITH ICC
ESR-2138
NOTE: (FOR INFORMATION NOT SHOWN FOR
NEW SLAB ON GRADE AND SUB GRADE, SEE
DETAIL 1/-)
1
23
PARTITION WALL AT SLAB ON GRADE
4
SHEAR TRANSFER
9
5
2
3
1
4
6
8
7
1 - RAFTER PER PLAN. NOTCH RAFTER
TO PROVIDE FULL BEARING AT TOP
PLATE ( 1 1 2" MAX. NOTCH)
2 - 2x SOLID BLOCKING
3 - BOUNDARY FASTENERS
4 - (3) 16d TOENAILS PER BLOCK
5 - A35 PER SHEAR WALL SCHEDULE,
MIN AT 24" O.C.
6 - EAVE EXTENSION PER ARCH'L
7 - AS AN ALTERNATE, SIMPSON VPA2
MAY BE USED IN LIEU OF NOTCH PER 1
8 - 2x FASCIA W/ (3) 16d EACH
RAFTER
9 - CEILING JOIST PER PLAN, USE MIN
5-16d NAILS EACH RAFTER TO JOIST,
INSTALL FULL DEPTH 2x BLOCKING AT
48" O.C.
10 - ROOF SHEATHING PER PLAN
11 - SHEAR PANEL IF OCCURS
12 - CONNECT CEILING JOIST TO
RAFTER W/ MIN. (5) 16d NAILS
10
11
12
PARTITION WALL FRAMING
1/2"
CLR.
1/2"
CLR.
PERPENDICULAR
1
1
1 - PLYWOOD WHERE OCCURS
2 - 2x BLOCKING @ 24" O.C. W/ (2) 16d NAILS
EACH END
3 - (E) OR (N) ROOF RAFTER OR CEILING JOIST OR
FLOOR JOIST
4 - SIMPSON STC MAX @ 24" O.C.
5 - 1x OVER 2x PLATE
6 - (N) 2x STUDS PARTITION WALL
7 - 2x FLAT BLOCKING @ 24" O.C. W/ (2) 16d NAIL
EACH END
NOTE: CEILING SHEATHING TO BE CONNECTED TO
WALL PLATE W/ DS CLIPS @ 16" O.C. & DO NOT
CONNECT THE CEILING SHEATHING TO FRAMING
WITHIN 16" OF WALL PLATE.
2
3
4
3
5
6
4
5
6
1/4"
CLR.
PARALLEL
13
7
6
4
BEAM TO HEADER AT POST DETAIL
1
2
3
4
5
1 - BEAM PER PLAN
2 - SIMPSON ECCQ FOR PSL BEAMS,
OTHERWISE SIMPSON BC4 MAY BE USED
3 - 4x POST TO MATCH BEAM WIDTH
4 - INVERTED SIMPSON PC4Z/PC6Z
5 - HEADER PER PLAN
* - CEILING JOISTS NOT SHOWN FOR
CLARITY
RIDGE BM TO HIP BM AT KING POST DETAIL
1 - RIDGE BEAM PER PLAN
2 - HIP BEAM PER PLAN
3 - SIMPSON PC4Z/EPC4Z AS REQ.
4 - 4x4 KING POST (U.N.O.)
5 - SIMPSON BC4/BC46 AS REQ.
6 - BEAM PER PLAN
7 - SIMPSON HHRC44 HANGER
* - SHEATHING AND ROOF RAFTERS
NOT SHOWN FOR CLARITY
1
2
3
4
5
7
6
INTERIOR SHEAR WALL AT ROOF RAFTERS
A
A
12
1 - LTP4 PER SHEAR WALL SCHEDULE
2 - SOLID 2x BLOCKING @ 48" O.C. W/ (3)16d
TOENAILS INTO ROOF RAFTER
3 - BOUNDARY FASTENERS
4 - ROOF SHEATHING PER PLAN
5 - ROOF RAFTER PER PLAN
6 - SHEAR PANEL PER PLAN
7 - 2x4 @ 16" O.C. STUD WALL
3
SECTION A-A
1
5
3
4
6
7
2
4
5
6
1 - 2x RAFTER PER PLAN
2 - SOLID SINGLE 2x BLOCKING
3 - LTP4/A35 PER SHEAR WALL SHEDULE, FOR NON-SHEAR
WALL @ 32" O.C. MIN
4 - BOUNDARY FASTENERS
5 - ROOF SHEATHING PER PLAN
6 - CEILING JOIST PER PLAN W/ (10) 6d NAILS JOIST TO JOIST
7 - BOUNDARY FASTENERS PER SHEAR WALL SCHEDULE
8 - SHEAR PANEL PER PLAN
9 - INSTALL SIMPSON MST72 STRAP PER MANUFACTURER AT
EDGE POSTS
10 - USE 20d NAILS @ 6" O.C. @ SHEAR WALL 1 , USE SDS
SCREW PER SHEAR WALL SCHEDULE AT WALLS 2 3 4 INTO
BLOCKING
INTERIOR SHEAR WALL
1
7
10
9
3
7
66
8
1
5
4
7
2
3
DRAG/STRAP CONNECTION DETAIL
1 - RAFTER PER PLAN
2 - EDGE NAILING PER PLAN INTO ROOF RAFTER
3 - DBL 2x TOP PLATE
4 - SKEWED AND SLOPED HU-TYPE HANGER
5 - STRAP PER PLAN
6 - ROOF SHEATHING PER PLAN
7 - STUD WALL W/ 2x STUDS @ 16" O.C.
8 - HIP BEAM PER PLAN
9 - HOLDOWN POST WHERE OCCURS
10- 2x ROOF RAFTER IN LINE W/ 2x STUD WALL
NOTE: FOR INFORMATION NOT SHOWN SEE DETAIL 7/- & 10/-
10
2
3
8
1 2
6
9
7
4
5
1506 E Clemensen Ave &
#212/12/2024
REVISIONS BY
#2
MA
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5
1506 E Clemensen Ave &
#212/12/2024
REVISIONS BY
MA
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15
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#2
GLEN SALCEDO
6860 CANBY AVE, STE 113
LOS ANGELES, CA 91335 818.578.5895
8/9/2024
1506 E Clemensen Ave &
#212/12/2024
REVISIONS BY
MA
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15
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#2
1506 E Clemensen Ave &
#212/12/2024
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 Sections
4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply
equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625.
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 Sections 4.106.4.2.1 and 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 a future 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.
4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less
than 20 sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exceptions:
1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number
of EV capable spaces.
2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable
spaces, the number of EV capable spaces required may be reduced by a number equal to the number of
EV chargers installed.
Notes:
a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating
future EV charging.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of
parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be
reduced by a number equal to the number of EV chargers installed over the five (5) percent required.
Notes:
a.Construction documents shall show locations of future EV spaces.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE.
Where common use parking is provided, at least one EV charger shall be located in the common use parking
area and shall be available for use by all residents or guests.
When low power Level 2 EV charging receptacles or Level 2 EVSE 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 EVSE shall
have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical
capacity to the required EV capable spaces.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1.
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 Location.
EVCS shall comply with at least one of the following options:
1.The charging 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.
2.The charging 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 and Section
4.106.4.2.2.1.2, Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions.
The charging spaces shall be designed to comply with the following:
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging 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 EV space is
12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope) in any direction.
4.106.4.2.2.1.3 Accessible EV spaces.
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when 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 EV space requirements.
1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated 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 enclosure in close
proximity to the location or the proposed location of the EV space. Construction documents shall identify the
raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall
have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device
installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space, at the time of original
construction in accordance with the California Electrical Code.
2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the
location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide
information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and
electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required
raceways and related components that are planned to be installed underground, enclosed, inaccessible or in
concealed areas and spaces shall be installed at the time of original construction.
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/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)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
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space at the time of original
construction in accordance with the California Electrical Code.
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
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
multifamily buildings.
When 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 electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE.
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.
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1506 E Clemensen Ave &
#212/12/2024
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/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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A-1.2
1506 E Clemensen Ave &
#212/12/2024
Scale
Project number
Date
Drawn by
A-1.3
BMP's
37-23
04/2024
JENNY PARADA
613 S EASTBURY AVE,
COVINA CA 91723
No.Description Date
BEST MANAGEMENT PRACTICES
jenny_parada@verizon.net
CITY REQUIRED NOTE:
TWO LAYERS OF GRAVEL BAGS OR FIBER ROLLS
SHALL BE PROVIDED AROUND THE DOWNHILL
BOUNDARIES OF THE SITE TO PREVENT EROSION
AND RETAIN SOIL RUNOFF DURING
CONSTRUCTION, NO SEDIMENT IS TO LEAVE THE
JOB SITE. CRC 4.106.2
Owner
Address
NANCY CALTAGIRONE
Main House:
1506 E CLEMENSEN AVE
SANTA ANA, CA 92705
ADU:
1506 E CLEMENSEN AVE # 2
SANTA ANA, CA 92705
PHONE:
714-997-0313
1506 E Clemensen Ave &
#212/12/2024
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DRAINAGE PLAN
IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA.
LOT 2 OF TRACT NO. 4977, AS PER MAP RECORDED IN BOOK 175 PAGES 28 TO 29 OF
MISCELLANEOUS MAPS RECORDS IN THE COUNTY RECORDER OF SAID COUNTY
DECLARATION OF ENGINEER OF RECORD
I hereby declare that in my professional opinion, the design of the improvements as
shown on these plans complies with the current Professional Engineering
Standards and Practices. As the Engineer in responsible charge of the design of
these improvements, I accept full responsibility for such design. I understand and
acknowledge that the plan check of these plans by the City of SANTA ANA is a
review for the limited purpose of ensuring that these plans comply with City
procedures and other applicable codes and ordinances. The plan review process is
not a determination of the technical adequacy of the design of the improvements.
Such plan check does not therefore relieve me of my design responsibility.
Signature ________ Date:_______
License No. ______ Exp. __________
BENCHMARK:
UNDISTURBED AREA
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1506 E Clemensen Ave &
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SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 3
jessielopez@santa-ana.org
Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Jessie Lopez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
David Penaloza
Thai Viet Phan
Benjamin Vazquez CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
Also sent via email to:nancycmft@gmail.com
January 8, 2024
Nancy Caltagirone
1506 E. Clemensen Avenue
Santa Ana, CA. 92705
Subject: Address Assignment for a new Accessory Dwelling Unit located at 1506 East
Clemensen Avenue and (APN: 390-184-02) in Santa Ana, CA
Dear Nancy,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address
assignment for a new Accessory Dwelling Unit located at 1506 East Clemensen Avenue and (APN:
390-184-02). Notice is hereby given that the following as signed address(es) shall be posted onsite
per the approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
1. 1506 E. Clemensen Avenue, Unit 2 (Address for new ADU)
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified
during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me by phone
at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Reviewed by: Jerry Guevara, Senior Planner
Exhibit A – Address Plan
1506 E Clemensen Ave &
#212/12/2024
Address Letter for 1506 E. Clemensen Avenue
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
1506 E Clemensen Ave &
#212/12/2024
PROPERTY LINE 72'
PROPERTY LINE 72'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
0
'
(E)DRIVEWAY
(E)BACK YARD
(E)FRONT YARD
(E)DRAIN
2% SLOPE
(E)DRAIN
2% SLOPE
(E)DRAIN
2% SLOPE
(E)DRAIN
2% SLOPE
(E
)
S
I
D
E
Y
A
R
D
(E)EASEMENT
(E
)
D
R
I
V
E
W
A
Y
(E)ELECTRIC
METER
(E
)
W
A
T
E
R
HE
A
T
E
R
(E)GAS
METER
(E)GARAGE
440 SQ.FT.
(E) SIDEWALK
(E) PARKWAY
CLEMENSEN AVE
25
'
-
2
"
22
'
-
2
"
17
'
-
7
"
35
'
-
1
"
32
'
-
9
"
32
'
-
2
"
35
'
-
1
"
5' - 4"19' - 1"8' - 4"6' - 4"27' - 5"5' - 7"
41' - 8"19' - 6"5' - 7"
36' - 4"4' - 0"
6'
-
0
"
11' - 10"9' - 2"
12
'
-
9
"
8'
-
0
"
25
'
-
0
"
6'
-
0
"
13' - 7"11' - 0"
(E)PORCH
50 SQ.FT.
NON-SPRINKLERED
16
'
-
5
"
(N)MINI SPLIT UNIT
28" H X 36" W X 15" D
PROPERTY LINE 72'
PROPERTY LINE 72'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
1
0
0
'
(E) SFD
2- STORY
2,680 SQ.FT.
(E)DRIVEWAY
(E)BACK YARD
(E)FRONT YARD
(E)PAVEMENT
(E
)
S
I
D
E
Y
A
R
D
(E)BACK YARD
(E
)
D
R
I
V
E
W
A
Y
(E)ELECTRIC
METER
(E
)
W
A
T
E
R
HE
A
T
E
R
(E)GAS
METER
(E)GARAGE
440 SQ.FT.
(E) SIDEWALK
(E) PARKWAY
CLEMENSEN AVE
25
'
-
2
"
22
'
-
2
"
17
'
-
7
"
32
'
-
9
"
32
'
-
2
"
35
'
-
1
"
5' - 4"19' - 1"8' - 4"6' - 4"27' - 5"5' - 7"
41' - 8"19' - 6"5' - 7"
(E)PORCH
50 SQ.FT.
NON-SPRINKLERED
(E)DRAIN
2%
SLOPE
(E)DRAIN
2%
SLOPE
(E)DRAIN
2%
SLOPE
(E
)
D
R
A
I
N
2%
S
L
O
PE
(E)UNPERMITTED
STRUCTURE TO
BE DEMOLISHED
Scale
Project number
Date
Drawn by
Owner
Project Address
Phone
1/8" = 1'-0"
A-1
PLOT PLAN
37-23
NANCY CALTAGIRONE
01/2024
J.P.
1506 CLEMENSEN AVE
SANTA ANA, CA 92705
613 S EASTBURY AVE,
COVINA CA 91723
PROJECT INFORMATION
Assessor's ID No.: 390-184-02
ite Address:1506 CLEMENSEN AVE
SANTA ANA CA 92705
ct:N-TRACT: 4977 BLOCK: LOT: 2
Zone:R1
Lot Size: 7,199 SQ.FT.
Type of Construction V-B
Occupancy Group: R-3
Number of stories: 2-Story
Height:<25'
Fire Sprinklers: NO
SCOPE OF WORK
NEW DETACHED 1-STORY ACCESSORY DWELLING UNIT
PROJECT SUMMARY
-(E)First Floor 1,290 SQ.FT.
-(E)Second Floor 874 SQ.FT.
-(E)GARAGE 440 SQ.FT.
-(E)PORCH 50 SQ.FT.
-(N)DETACHED ADU 749 SQ.FT.
TOTAL 3,403 SQ.FT.
LOT COVERAGE:
1,290 (First Floor)+440 (Garage)+50(Porch)+749 (ADU)=2,529 SQ.FT.
2,529/7,199= 35.1 %
PROJECT TEAM
OWNER:
NANCY CALTAGIRONE
nancycmft@gmail.com
714-997-1313
CONTRACTOR:
LASCANO CONSTRUCTION
DRAFTING:
JENNY PARADA
miladrafting@gmail.com
626-347-9230
VICINITY MAP
INDEXA-1 EXISTING AND PROPOSED SITE PLAN A-2 EXISTING FLOOR PLAN AND ROOF PLAN - Main HouseA-3 EXISTING EXTERIOR ELEVATIONS - Main HouseA-4 EXISTING EXTERIOR ELEVATIONS - Main House
A-5 PROPOSED FLOOR PLAN - ADU
A-6 EXTERIOR ELEVATIONS - ADU
A-7 ROOF PLAN -ADU
No. Description Date
EXHIBIT A - ADDRESS PLAN
ESC 1/8"=1'-0"
NOTES:
1. THIS PROJECT SHALL COMPLY WITH TITLE 24
AND 2022
CALIFORNIA BUILDING CODE (CBC)
CALIFORNIA MECHANICAL CODE (CMC)
CALIFORNIA PLUMBING CODE (CPC)
CALIFORNIA ELECTRICAL CODE (CEC)
CALIFORNIA ENERGY CODE
CALIFORNIA GREEN BUILDING CODE
SANTA ANA MUNICIPAL CODE
714-997-0313
PROJECT LOCATION
TRANSIT AVAILABLE @ 0.3 MILES NO PARKING REQUIRED PROJECT
LOCATION
EXISTING SITE PLAN
ESC 1/8"=1'-0"
(N) 1506 E. CLEMENSEN AVENUE
UNIT 2
(E) 1506 E CLEMENSEN AVENUE
1506 E Clemensen Ave &
#212/12/2024
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
1506 E CLEMENSEN AVE SANTA ANA 92705
NEW DETACHED ACCESSORY DWELLING UNIT, 1-STORY
2,680 SQ.FT.749 SQ.FT.3,429 SQ.FT.2 0
JENNY PARADA
626-347-9230
4/20/2024
jenny_parada@verizon.net
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
323-486-4151 501 South Brand Boulevard, Suite 3, San Fernando, CA 91340
info@stenengineering.com www.stenengineering.com
STRUCTURAL CALCULATIONS
FOR ACCESSORY DWELLING UNIT
SUBMITTAL
PROJECT: 1506 Clemensen Ave, Santa Ana, CA 92705
JOB#: 24-24-456
DATE: 01.16.2023
BY: E.N.
Masonry
Wood
Others:
gs more than 160 feet in Stru
n for seismic force resisting s
ES with the proposed corre
ans or in the load path: (A f
resolved is required before acce
placement was checked. No dedware, shear wall nailing was
˜ Concrete Moment Frame ˜
˜ Modulus of Elasticity*
Seismic Moment Frames ˜
˜ Others:
ctural Height: Concrete mix m
ystems.
ponding correct ive actions
nal report by the structural ob
06/30/26
07.26.2024
1506 E Clemensen Ave &
#212/12/2024
2x4
3x4
2x6
10'
Allowable
span Size
24"
24"
24"
10'
10'
24" 16"
24"
24"
-
16"
16"
2x4
2x6
7'-0"
24"
24"
24"
This table is used to determine span for roof rafters, U.N.O.
Based on California Residential Code 2022 , Table R802.4.1(2)
This table is used to determine size, height and spacing of wood studs, U.N.O.
Based on California Residential Code 2022 , Table R602.3(5)
Maximum
spacingOne floor only
Stud
size
Stud
height
Stud
height
Non-bearing wallBearing walls
Maximum spacing when supporting
Roof and ceiling
only
One floor, roof
and ceiling
Two floors, roof
and ceiling
14'
14'
20'
24"
24"
12"
24" 24" 18'-6"
2x10
2x12
24" 15'-11"
16"
12"
Size Spacing
A. Dead Load = 20 psf
B. Live Load = 20 psf
C. Total Deflection = L/240
16" 22'-7"
12" 26'-0"14'-7"
16" 19'-6"
12" 22'-6"
D. Use Douglas Fir Larch #2
8'-7"
9'-10"
10'-4"
12'-7"
Spacing Allowable
span
24"
16"
B. Live Load = 10 psf
Spacing Allowable
span
C. Total Deflection = L/240
16" 23'-4"D. Use Douglas Fir Larch #2
2x10
24"
16"
12"
23'-3"
exceeds 26'
exceeds 26'
24"
16"
12"
9'-10"
11'-3"
12'-5"
24"exceeds 26'
12"exceeds 26'
Size Spacing Allowable
span Size
2x6
24" 15'-0"
2x12
12" 19'-6"
2x4
16" 17'-8"
2x8
24" 19'-1"
12" 25'-8"
16"exceeds 26'A. Dead Load = 5 psf
This table is used to determine span for floor joists, U.N.O.
Based on California Residential Code 2022 , Table R502.3.1(2)
Size Spacing Allowable
span Size Spacing Allowable
span
A. Dead Load = 20 psf
12" 10'-8" 12" 16'-5" B. Live Load = 40 psf
2x6
24" 7'-6"
2x10
24" 11'-8"
16" 9'-3" 16" 14'-3"
C. Total Deflection = L/360
16" 11'-8" 16" 16'-6" D. Use Douglas Fir Larch #22x8
24" 9'-6"
2x12
24" 13'-6"
12" 13'-6"11 12" 19'-1"
2x8
24" 13'-0"
16" 16'-0"
12" 18'-5"
This table is used to determine span for ceiling joists, U.N.O.
Based on California Residential Code 2022 , Table R802.5.1(1)
1506 E Clemensen Ave &
#212/12/2024
=15
=20
=5
=10
Floor Dead Load, psf =15
= 40
= 15
= 60
= 15
=
W 1 at 0':
=
=
=
=
=
=
=
W 2 at 3.92':
=
=
=
=
=
=
=
Design criteria:
Floor Live Load
Deck Dead Load
Deck Live Load
L - length
T.A. - tributary area
WD = Ʃ(T.A. x DL)
WL = Ʃ(T.A. x LL)
Roof Dead Load, psf
Roof Live Load, psf
Ceiling Dead Load, psf
Ceiling Live Load, psf (Uninhabitable attics without storage)
T.A.FLOOR, ft 0
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 42
Ridge Beam 1 4x8
L, ft 3.92
T.A.ROOF, ft 2.83
T.A.ROOF, ft 4.79
T.A.CEILING, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 72
WL , lb 96
WL , lb 57
Wall Dead Load
1506 E Clemensen Ave &
#212/12/2024
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 154
WL , lb 206
Ridge Beam 2 4x8
L, ft 1.75
T.A.ROOF, ft 10.29
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 107
WL , lb 143
T.A.ROOF, ft 5.67
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 85
WL , lb 113
Hip Beam 1 4x8
L, ft 8
Valley Beam 1 4x8
L, ft 8
T.A.ROOF, ft 7.13
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
1506 E Clemensen Ave &
#212/12/2024
=
W 1 at 0':
=
=
=
=
=
=
=
W 2 at 6.58':
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
L, ft 14.58
T.A.FLOOR, ft 0
L, ft 14.58
T.A.ROOF, ft 7.54
T.A.CEILING, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 113
WL , lb 151
T.A.ROOF, ft 10.33
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
Hip Beam 2 4x8
L, ft 6.58
T.A.ROOF, ft 9.79
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 147
57
Hip Beam 3 4x10
Hip Beam 4 4x10
WL , lb 196
T.A.ROOF, ft 2.83
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 155
WL , lb 207
T.A.WALL, ft 0
WD , lb 42
WL , lb
1506 E Clemensen Ave &
#212/12/2024
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
T.A.FLOOR, ft 0
L, ft 11.25
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 94
WL , lb 126
L, ft 11.25
Valley Beam 2 4x8
Ridge Beam 3 4x12
L, ft 13.58
T.A.ROOF, ft 8
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 119
WL , lb 158
T.A.ROOF, ft 6.29
T.A.CEILING, ft 0
Hip Beam 5
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 120
WL , lb 160
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
4x8
T.A.ROOF, ft 7.92
T.A.CEILING, ft 0
1506 E Clemensen Ave &
#212/12/2024
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
3.5x7 Parallam PSL 2.2E
=
=
=
=
=
=
=
=
=
=
Beam 1 6x8
L, ft 11.33
T.A.ROOF, ft 0
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 0
WL , lb 0
P1D, lb 598 from Hip Beams 1 and Ridge Beam 1 at 5.67'
P1L, lb 765 from Hip Beams 1 and Ridge Beam 1 at 5.67'
Beam 2 6x8
L, ft 10.17
T.A.ROOF, ft 0
T.A.CEILING, ft 5.67
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 28
WL , lb 57
P1D, lb 350 from Beam 1 at 4.5' and 8.42'
P1L, lb 383 from Beam 1 at 4.5' and 8.42'
Beam 3
L, ft 10.42
T.A.ROOF, ft 0
T.A.CEILING, ft 0
T.A.FLOOR, ft 0
T.A.DECK, ft 0
P1L, lb 2272 from Hip Beams 5 and Ridge Beam 3 at 7.92'
T.A.WALL, ft 0
WD , lb 0
WL , lb 0
P1D, lb 1827 from Hip Beams 5 and Ridge Beam 3 at 7.92'
1506 E Clemensen Ave &
#212/12/2024
4x6
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
= from Ridge Beam 2, Hip Beam 2, and Hip Beam 3 at 1.42'
Header 1
L, ft 6
T.A.ROOF, ft 6.42
T.A.CEILING, ft 5.21
Header 2 4x8
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 1
WD , lb 137
WL , lb 181
L, ft 2.67
T.A.ROOF, ft 0
T.A.CEILING, ft 10.29
T.A.FLOOR, ft 0
T.A.DECK, ft 0
T.A.WALL, ft 0
WD , lb 51
WL , lb 103
P1D, lb 426 from Beam 2 at 0.42'
P1L, lb 569 from Beam 2 at 0.42'
P2D, lb 1328 from Ridge Beam 2, Hip Beam 2, and Hip Beam 3 at 1.42'
P2L, lb 1686
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0420->0.0720, Lr= 0.0570->0.0960 k/ft, Extent = 0.0 -->> 3.920 ft, Trib Width = 1.0 ft, (ROOF
RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.602: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.046ft
68.22 psi=
=
1,687.50psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.303 : 1
3.634 ft=
=
1,015.18psi
Maximum Deflection
0 <180
560
Ratio =0 <120
Max Downward Transient Deflection 0.048 in 986Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.084 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.920 ft 1 0.361 0.182 0.90 1.500 1.001.00 1.00 0.11 438.4 1,215.0 0.10 162.01.00 29.51.00
1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.920 ft 1 0.602 0.303 1.25 1.500 1.001.00 1.00 0.26 1,015.2 1,687.5 0.24 225.01.00 68.21.00
1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.920 ft 1 0.516 0.260 1.25 1.500 1.001.00 1.00 0.22 871.0 1,687.5 0.20 225.01.00 58.51.00
1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.920 ft 1 0.122 0.061 1.60 1.500 1.001.00 1.00 0.07 263.0 2,160.0 0.06 288.01.00 17.71.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0839 1.989 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.241 0.286
Max Upward from Load Combinations 0.241 0.286
Max Upward from Load Cases 0.137 0.163
D Only 0.104 0.124
+D+Lr 0.241 0.286
+D+0.750Lr 0.207 0.246
+0.60D 0.062 0.074
Lr Only 0.137 0.163
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1540, Lr = 0.2060 , Tributary Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.351: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 0.915ft
64.78 psi=
=
1,687.50psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.288 : 1
0.000 ft=
=
592.37psi
Maximum Deflection
0 <180
2054
Ratio =0 <120
Max Downward Transient Deflection 0.006 in 3601Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.011 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 1.830 ft 1 0.209 0.172 0.90 1.500 1.001.00 1.00 0.06 254.5 1,215.0 0.10 162.01.00 27.81.00
1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.830 ft 1 0.351 0.288 1.25 1.500 1.001.00 1.00 0.15 592.4 1,687.5 0.23 225.01.00 64.81.00
1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.830 ft 1 0.301 0.247 1.25 1.500 1.001.00 1.00 0.13 507.9 1,687.5 0.19 225.01.00 55.51.00
1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.830 ft 1 0.071 0.058 1.60 1.500 1.001.00 1.00 0.04 152.7 2,160.0 0.06 288.01.00 16.71.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0107 0.922 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.330 0.330
Max Upward from Load Combinations 0.330 0.330
Max Upward from Load Cases 0.188 0.188
D Only 0.142 0.142
+D+Lr 0.330 0.330
+D+0.750Lr 0.283 0.283
+0.60D 0.085 0.085
Lr Only 0.188 0.188
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0->0.0850, Lr= 0.0->0.1130 k/ft, Extent = 0.0 -->> 8.0 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.830: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.613ft
59.60 psi=
=
1,687.50psi
4x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x4
Maximum Shear Stress Ratio 0.265 : 1
7.737 ft=
=
1,399.95psi
Maximum Deflection
0 <180
203
Ratio =0 <120
Max Downward Transient Deflection 0.262 in 366Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.472 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 8.0 ft 1 0.511 0.162 0.90 1.500 1.001.00 1.00 0.37 620.9 1,215.0 0.21 162.01.00 26.31.00
1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.830 0.265 1.25 1.500 1.001.00 1.00 0.83 1,399.9 1,687.5 0.49 225.01.00 59.61.00
1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.714 0.228 1.25 1.500 1.001.00 1.00 0.72 1,205.2 1,687.5 0.42 225.01.00 51.31.00
1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.172 0.055 1.60 1.500 1.001.00 1.00 0.22 372.5 2,160.0 0.13 288.01.00 15.81.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.4716 4.175 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.275 0.539
Max Upward from Load Combinations 0.275 0.539
Max Upward from Load Cases 0.151 0.301
D Only 0.124 0.237
+D+Lr 0.275 0.539
+D+0.750Lr 0.237 0.463
+0.60D 0.074 0.142
Lr Only 0.151 0.301
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:VALLEY BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.1070->0.0, Lr= 0.1430->0.0 k/ft, Extent = 0.0 -->> 8.0 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.492: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.387ft
44.81 psi=
=
1,462.50psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.199 : 1
0.000 ft=
=
720.16psi
Maximum Deflection
0 <180
621
Ratio =0 <120
Max Downward Transient Deflection 0.086 in 1122Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.155 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 8.0 ft 1 0.305 0.122 0.90 1.300 1.001.00 1.00 0.47 320.9 1,053.0 0.25 162.01.00 19.81.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.492 0.199 1.25 1.300 1.001.00 1.00 1.06 720.2 1,462.5 0.58 225.01.00 44.81.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.424 0.171 1.25 1.300 1.001.00 1.00 0.91 620.4 1,462.5 0.49 225.01.00 38.61.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.103 0.041 1.60 1.300 1.001.00 1.00 0.28 192.6 1,872.0 0.15 288.01.00 11.91.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:VALLEY BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1545 3.854 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.683 0.350
Max Upward from Load Combinations 0.683 0.350
Max Upward from Load Cases 0.381 0.191
D Only 0.302 0.159
+D+Lr 0.683 0.350
+D+0.750Lr 0.588 0.302
+0.60D 0.181 0.096
Lr Only 0.381 0.191
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.571: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.002ft
56.11 psi=
=
1,462.50psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.249 : 1
0.000 ft=
=
835.39psi
Maximum Deflection
0 <180
641
Ratio =0 <120
Max Downward Transient Deflection 0.069 in 1141Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.123 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.580 ft 1 0.348 0.151 0.90 1.300 1.001.00 1.00 0.54 366.0 1,053.0 0.31 162.01.00 24.51.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.580 ft 1 0.571 0.249 1.25 1.300 1.001.00 1.00 1.23 835.4 1,462.5 0.72 225.01.00 56.11.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.580 ft 1 0.491 0.214 1.25 1.300 1.001.00 1.00 1.06 718.0 1,462.5 0.62 225.01.00 48.21.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.580 ft 1 0.117 0.051 1.60 1.300 1.001.00 1.00 0.32 219.6 1,872.0 0.19 288.01.00 14.71.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1231 3.242 0.0000 0.000
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.875 0.607
Max Upward from Load Combinations 0.875 0.607
Max Upward from Load Cases 0.492 0.340
D Only 0.382 0.267
+D+Lr 0.875 0.607
+D+0.750Lr 0.752 0.522
+0.60D 0.229 0.160
Lr Only 0.492 0.340
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.1550->0.0, Lr= 0.2070->0.0 k/ft, Extent = 0.0 -->> 14.580 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.912: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 6.173ft
71.47 psi=
=
1,350.00psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.318 : 1
0.000 ft=
=
1,230.64psi
Maximum Deflection
0 <180
335
Ratio =0 <120
Max Downward Transient Deflection 0.287 in 609Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.522 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 14.527 ft 1 0.568 0.196 0.90 1.200 1.001.00 1.00 2.30 552.0 972.0 0.69 162.01.00 31.81.00
1.00Length = 0.05321 ft 1 0.006 0.196 0.90 1.200 1.001.00 1.00 0.02 5.5 972.0 0.42 162.01.00 31.81.00
1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.912 0.318 1.25 1.200 1.001.00 1.00 5.12 1,230.6 1,350.0 1.54 225.01.00 71.51.00
1.00Length = 0.05321 ft 1 0.009 0.318 1.25 1.200 1.001.00 1.00 0.05 11.9 1,350.0 0.92 225.01.00 71.51.00
1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.786 0.274 1.25 1.200 1.001.00 1.00 4.41 1,061.0 1,350.0 1.33 225.01.00 61.61.00
1.00Length = 0.05321 ft 1 0.008 0.274 1.25 1.200 1.001.00 1.00 0.04 10.3 1,350.0 0.79 225.01.00 61.61.00
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.192 0.066 1.60 1.200 1.001.00 1.00 1.38 331.2 1,728.0 0.41 288.01.00 19.11.00
1.00Length = 0.05321 ft 1 0.002 0.066 1.60 1.200 1.001.00 1.00 0.01 3.3 1,728.0 0.25 288.01.00 19.11.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5217 7.024 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.810 0.931
Max Upward from Load Combinations 1.810 0.931
Max Upward from Load Cases 1.006 0.503
D Only 0.804 0.428
+D+Lr 1.810 0.931
+D+0.750Lr 1.559 0.805
+0.60D 0.483 0.257
Lr Only 1.006 0.503
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 4
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0->0.1130, Lr= 0.0->0.1510 k/ft, Extent = 0.0 -->> 14.580 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.674: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.354ft
52.69 psi=
=
1,350.00psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.234 : 1
13.835 ft=
=
909.36psi
Maximum Deflection
0 <180
453
Ratio =0 <120
Max Downward Transient Deflection 0.209 in 835Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.385 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 14.527 ft 1 0.426 0.147 0.90 1.200 1.001.00 1.00 1.72 414.3 972.0 0.51 162.01.00 23.81.00
1.00Length = 0.05321 ft 1 0.008 0.147 0.90 1.200 1.001.00 1.00 0.03 7.6 972.0 0.51 162.01.00 23.81.00
1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.674 0.234 1.25 1.200 1.001.00 1.00 3.78 909.4 1,350.0 1.14 225.01.00 52.71.00
1.00Length = 0.05321 ft 1 0.013 0.234 1.25 1.200 1.001.00 1.00 0.07 17.0 1,350.0 1.14 225.01.00 52.71.00
1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.582 0.202 1.25 1.200 1.001.00 1.00 3.27 785.6 1,350.0 0.98 225.01.00 45.51.00
1.00Length = 0.05321 ft 1 0.011 0.202 1.25 1.200 1.001.00 1.00 0.06 14.6 1,350.0 0.98 225.01.00 45.51.00
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 4
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.527 ft 1 0.144 0.050 1.60 1.200 1.001.00 1.00 1.03 248.6 1,728.0 0.31 288.01.00 14.31.00
1.00Length = 0.05321 ft 1 0.003 0.050 1.60 1.200 1.001.00 1.00 0.02 4.6 1,728.0 0.31 288.01.00 14.31.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3854 7.609 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.693 1.334
Max Upward from Load Combinations 0.693 1.334
Max Upward from Load Cases 0.367 0.734
D Only 0.326 0.600
+D+Lr 0.693 1.334
+D+0.750Lr 0.601 1.151
+0.60D 0.195 0.360
Lr Only 0.367 0.734
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:VALLEY BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0590->0.0, Lr= 0.0790->0.0 k/ft, Extent = 0.0 -->> 11.250 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
Uniform Load : D = 0.0350, Lr = 0.0470 , Tributary Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.666: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.214ft
52.14 psi=
=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.232 : 1
0.000 ft=
=
974.16psi
Maximum Deflection
0 <180
422
Ratio =0 <120
Max Downward Transient Deflection 0.176 in 765Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.319 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.250 ft 1 0.414 0.143 0.90 1.300 1.001.00 1.00 1.11 435.5 1,053.0 0.39 162.01.00 23.21.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.666 0.232 1.25 1.300 1.001.00 1.00 2.49 974.2 1,462.5 0.88 225.01.00 52.11.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.574 0.200 1.25 1.300 1.001.00 1.00 2.15 839.5 1,462.5 0.76 225.01.00 44.91.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.140 0.048 1.60 1.300 1.001.00 1.00 0.67 261.3 1,872.0 0.24 288.01.00 13.91.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:VALLEY BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3192 5.543 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.010 0.751
Max Upward from Load Combinations 1.010 0.751
Max Upward from Load Cases 0.561 0.413
D Only 0.449 0.338
+D+Lr 1.010 0.751
+D+0.750Lr 0.870 0.648
+0.60D 0.269 0.203
Lr Only 0.561 0.413
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 5
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0->0.1190, Lr= 0.0->0.1580 k/ft, Extent = 0.0 -->> 11.250 ft, Trib Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.625: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 6.446ft
53.87 psi=
=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.239 : 1
10.675 ft=
=
913.43psi
Maximum Deflection
0 <180
459
Ratio =0 <120
Max Downward Transient Deflection 0.161 in 837Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.294 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.250 ft 1 0.391 0.149 0.90 1.300 1.001.00 1.00 1.05 411.4 1,053.0 0.41 162.01.00 24.11.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.625 0.239 1.25 1.300 1.001.00 1.00 2.33 913.4 1,462.5 0.91 225.01.00 53.91.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.539 0.206 1.25 1.300 1.001.00 1.00 2.01 787.9 1,462.5 0.79 225.01.00 46.41.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.250 ft 1 0.132 0.050 1.60 1.300 1.001.00 1.00 0.63 246.9 1,872.0 0.24 288.01.00 14.41.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HIP BEAM 5
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2939 5.871 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.550 1.070
Max Upward from Load Combinations 0.550 1.070
Max Upward from Load Cases 0.296 0.593
D Only 0.254 0.477
+D+Lr 0.550 1.070
+D+0.750Lr 0.476 0.922
+0.60D 0.152 0.286
Lr Only 0.296 0.593
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.120, Lr = 0.160 , Tributary Width = 1.0 ft, (ROOF RAFTERS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.874: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 6.790ft
64.83 psi=
=
1,237.50psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.288 : 1
0.000 ft=
=
1,081.10psi
Maximum Deflection
0 <180
487
Ratio =0 <120
Max Downward Transient Deflection 0.185 in 879Ratio = >=180
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.334 in Ratio = >=120
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.580 ft 1 0.541 0.178 0.90 1.100 1.001.00 1.00 2.96 481.6 891.0 0.76 162.01.00 28.91.00
1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.580 ft 1 0.874 0.288 1.25 1.100 1.001.00 1.00 6.65 1,081.1 1,237.5 1.70 225.01.00 64.81.00
1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.580 ft 1 0.753 0.248 1.25 1.100 1.001.00 1.00 5.73 931.2 1,237.5 1.47 225.01.00 55.81.00
1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.580 ft 1 0.182 0.060 1.60 1.100 1.001.00 1.00 1.78 289.0 1,584.0 0.45 288.01.00 17.31.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3342 6.840 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.959 1.959
Max Upward from Load Combinations 1.959 1.959
Max Upward from Load Cases 1.086 1.086
D Only 0.873 0.873
+D+Lr 1.959 1.959
+D+0.750Lr 1.688 1.688
+0.60D 0.524 0.524
Lr Only 1.086 1.086
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.5980, Lr = 0.7650 k @ 5.670 ft, (HIP BEAMS 1 + RIDGE BEAM 1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.828: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.665ft
26.44 psi=
=
1,125.00psi
6x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 6x8
Maximum Shear Stress Ratio 0.118 : 1
10.710 ft=
=
931.08psi
Maximum Deflection
0 <240
560
Ratio =0 <180
Max Downward Transient Deflection 0.130 in 1044Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.243 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.330 ft 1 0.527 0.077 0.90 1.000 1.001.00 1.00 1.84 427.2 810.0 0.34 162.01.00 12.51.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.330 ft 1 0.828 0.118 1.25 1.000 1.001.00 1.00 4.00 931.1 1,125.0 0.73 225.01.00 26.41.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.330 ft 1 0.716 0.102 1.25 1.000 1.001.00 1.00 3.46 805.1 1,125.0 0.63 225.01.00 23.01.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.330 ft 1 0.178 0.026 1.60 1.000 1.001.00 1.00 1.10 256.3 1,440.0 0.21 288.01.00 7.51.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2427 5.706 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.732 0.733
Max Upward from Load Combinations 0.732 0.733
Max Upward from Load Cases 0.382 0.383
D Only 0.349 0.350
+D+Lr 0.732 0.733
+D+0.750Lr 0.636 0.637
+0.60D 0.210 0.210
Lr Only 0.382 0.383
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0280, Lr = 0.0570 , Tributary Width = 1.0 ft, (CEILING JOISTS)
Point Load : D = 0.350, Lr = 0.3830 k @ 4.50 ft, (BEAM 1)
Point Load : D = 0.350, Lr = 0.3830 k @ 8.420 ft, (BEAM 1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.952: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.528ft
79.07 psi=
=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.351 : 1
9.576 ft=
=
1,392.10psi
Maximum Deflection
0 <240
343
Ratio =0 <180
Max Downward Transient Deflection 0.199 in 614Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.355 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 10.170 ft 1 0.585 0.217 0.90 1.300 1.001.00 1.00 1.57 616.2 1,053.0 0.60 162.01.00 35.21.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.170 ft 1 0.952 0.351 1.25 1.300 1.001.00 1.00 3.56 1,392.1 1,462.5 1.34 225.01.00 79.11.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.170 ft 1 0.819 0.303 1.25 1.300 1.001.00 1.00 3.06 1,198.1 1,462.5 1.15 225.01.00 68.11.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.170 ft 1 0.197 0.073 1.60 1.300 1.001.00 1.00 0.94 369.7 1,872.0 0.36 288.01.00 21.11.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3550 5.159 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.995 1.391
Max Upward from Load Combinations 0.995 1.391
Max Upward from Load Cases 0.569 0.776
D Only 0.426 0.615
+D+Lr 0.995 1.391
+D+0.750Lr 0.853 1.197
+0.60D 0.255 0.369
Lr Only 0.569 0.776
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.2E
2900
2900
2900
750
2200
1118.19
290
2025 45.07
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 1.827, Lr = 2.272 k @ 7.920 ft, (HIP BEAMS 5)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.857: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.910ft
192.93 psi=
=
3,848.50psi
3.5x7.0Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 3.5x7.0
Maximum Shear Stress Ratio 0.532 : 1
9.850 ft=
=
3,297.83psi
Maximum Deflection
0 <240
238
Ratio =0 <180
Max Downward Transient Deflection 0.286 in 437Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.524 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 10.420 ft 1 0.537 0.334 0.90 1.062 1.001.00 1.00 3.54 1,487.6 2,770.9 1.42 261.01.00 87.21.00
1.00+D+Lr 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.420 ft 1 0.857 0.532 1.25 1.062 1.001.00 1.00 7.86 3,297.8 3,848.5 3.15 362.51.00 192.91.00
1.00+D+0.750Lr 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.420 ft 1 0.739 0.459 1.25 1.062 1.001.00 1.00 6.78 2,845.3 3,848.5 2.72 362.51.00 166.51.00
1.00+0.60D 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.420 ft 1 0.181 0.113 1.60 1.062 1.001.00 1.00 2.13 892.6 4,926.1 0.85 464.01.00 52.31.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM 3
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5243 5.856 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.023 3.156
Max Upward from Load Combinations 1.023 3.156
Max Upward from Load Cases 0.545 1.727
D Only 0.478 1.429
+D+Lr 1.023 3.156
+D+0.750Lr 0.887 2.724
+0.60D 0.287 0.857
Lr Only 0.545 1.727
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HEADER 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1370, Lr = 0.1810 , Tributary Width = 1.0 ft, (ROOF RAFTERS + CEILING JOISTS + WALL)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.674: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.000ft
64.32 psi=
=
1,462.50psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.286 : 1
0.000 ft=
=
985.92psi
Maximum Deflection
0 <240
591
Ratio =0 <180
Max Downward Transient Deflection 0.068 in 1053Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.122 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.0 ft 1 0.410 0.174 0.90 1.300 1.001.00 1.00 0.64 432.0 1,053.0 0.36 162.01.00 28.21.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.674 0.286 1.25 1.300 1.001.00 1.00 1.45 985.9 1,462.5 0.83 225.01.00 64.31.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.579 0.246 1.25 1.300 1.001.00 1.00 1.25 847.4 1,462.5 0.71 225.01.00 55.31.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.138 0.059 1.60 1.300 1.001.00 1.00 0.38 259.2 1,872.0 0.22 288.01.00 16.91.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HEADER 1
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1217 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.967 0.967
Max Upward from Load Combinations 0.967 0.967
Max Upward from Load Cases 0.543 0.543
D Only 0.424 0.424
+D+Lr 0.967 0.967
+D+0.750Lr 0.831 0.831
+0.60D 0.254 0.254
Lr Only 0.543 0.543
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HEADER 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0510, Lr = 0.1030 , Tributary Width = 1.0 ft, (CEILING JOISTS)
Point Load : D = 0.4260, Lr = 0.5690 k @ 0.420 ft, (BEAM 2)
Point Load : D = 1.328, Lr = 1.686 k @ 1.420 ft, (RIDGE BEAM 2 + HIP BEAM 2 + HIP BEAM 3)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.625: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.423ft
110.90 psi=
=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.493 : 1
2.066 ft=
=
914.28psi
Maximum Deflection
0 <240
2224
Ratio =0 <180
Max Downward Transient Deflection 0.008 in 3923Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.014 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 2.670 ft 1 0.377 0.297 0.90 1.300 1.001.00 1.00 1.01 397.1 1,053.0 0.81 162.01.00 48.21.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 2.670 ft 1 0.625 0.493 1.25 1.300 1.001.00 1.00 2.34 914.3 1,462.5 1.88 225.01.00 110.91.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 2.670 ft 1 0.537 0.423 1.25 1.300 1.001.00 1.00 2.01 785.0 1,462.5 1.61 225.01.00 95.21.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 2.670 ft 1 0.127 0.100 1.60 1.300 1.001.00 1.00 0.61 238.3 1,872.0 0.49 288.01.00 28.91.00
.
1506 E Clemensen Ave &
#212/12/2024
Wood Beam
LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023
DESCRIPTION:HEADER 2
Project File: 3 - CLEMENSEN ENERCALC.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0144 1.345 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.462 1.972
Max Upward from Load Combinations 2.462 1.972
Max Upward from Load Cases 1.406 1.124
D Only 1.056 0.849
+D+Lr 2.462 1.972
+D+0.750Lr 2.111 1.691
+0.60D 0.634 0.509
Lr Only 1.406 1.124
1506 E Clemensen Ave &
#212/12/2024
ASCE Hazards Report
Address:
1506 Clemensen Ave
Santa Ana, California
92705
Standard:ASCE/SEI 7-16 Latitude:33.773567
Risk Category:II Longitude:-117.847948
Soil Class:D - Default (see
Section 11.4.3)
Elevation:194.68435775220897 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Thu Jul 25 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://ascehazardtool.org/Thu Jul 25 2024
1506 E Clemensen Ave &
#212/12/2024
SS : 1.332
S1 : 0.474
F a : 1.2
F v : N/A
SMS : 1.599
SM1 : N/A
SDS : 1.066
SD1 : N/A
T L : 8
PGA : 0.558
PGA M : 0.67
F PGA : 1.2
Ie : 1
C v : 1.366
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Thu Jul 25 2024
Page 2 of 3https://ascehazardtool.org/Thu Jul 25 2024
1506 E Clemensen Ave &
#212/12/2024
1.066 Design Spectral Response Accelaration Parameter (see ASCE 7 Hazards Report)
R=6.5 Response Modification Factor (see ASCE 7-22 Table 12.2-1)
Ie=1 Importance Factor (see ASCE 7-22 Table 1.5-2)
0.1640 Seismic Response Coefficient = SDS/(R x Ie)
1.3
20
10
15
883 Effective seismic weight at roof level:
Wall height (ft) = 8 Wroof = DLroof + ½ DLPW 2nd + ½DLEW 2nd
123 Wroof (lb)= 29455
Lt - total length of SW in given grid line
Ls - shortest wall in given grid line V =
T.A. - tributary area V (lb) = 6280
h - wall height
V - shear force in given grid line
v - shear force per linear ft of shear wall vu = V/footprint area
Uplift = v*h vu (psf) = 7.11 LRFD
Selfweight = L*h*wall weight vu (psf) = 4.98 ASD (LRFD x 0.7)
vcap - shear wall capacity
ARF - Aspect Ratio Factor = 1.25 - 0.125*h/L s
vred. - reduced shear wall capacity = vcap*ARF
Aspect Ratio = h/LS
HDU2 3075
HDU4 4565
HDU5 5645
HDU8 7870
HDU11 11175
HDU14 14445
Maximum shear per
linear foot, lb (ASD)
1
Base shear:
Unit story shear (per 1 sf)
1.3 x Cs x Wroof
245
2306
3424
4234
5903
Shear wall Type (see
plans for details)
Model No.
Exterior wall perimeter (ft) =
Allowable
tension
load (lb)
Exterior wall (EW) DL (psf) =
Footprint area (sf) =
Allowable tension load
(lb), reduced for 25% per
LARR# 25720
Lateral analysis
Cs =
Roof & ceiling DL (psf) =
Partition wall(PW) DL (psf) =
SDS=
Redundancy factor =
4 665
5 870
8381
10834
2 340
3 510
323-486-4151
info@stenengineering.com
501 South Brand Boulevard, Suite 3, San Fernando, CA 91340
www.stenengineering.com
1506 E Clemensen Ave &
#212/12/2024
Line 1:
Lt=6.5 (ft)Ls=3 (ft)
T.A.= 154 (sq ft) h= 8 (ft)
V = 767 (lbs) Uplift 944 (lbs)
ν =118 (lb/ft) Selfweight = 180 (lbs)
ARF= 0.92 Net Uplift (ASD)= 836 (lbs)
Aspect Ratio= 2.67 O.K.
1
vred.=225 (lb/ft)
Line 2:
Lt=13 (ft)Ls=5 (ft)
T.A.= 404 (sq ft) h= 8 (ft)
V = 2011 (lbs) Uplift 1238 (lbs)
ν =155 (lb/ft) Selfweight = 300 (lbs)
Net Uplift (ASD)= 1058 (lbs)
1
Line 3:
Lt=17 (ft)Ls=17 (ft)
T.A.= 325 (sq ft) h= 8 (ft)
V = 1618 (lbs) Uplift 761 (lbs)
ν =95 (lb/ft) Selfweight = 1020 (lbs)
Net Uplift (ASD)= 149 (lbs)
1
Line A:
Lt=8 (ft)Ls=4 (ft)
T.A.= 119 (sq ft) h= 8 (ft)
V = 592 (lbs) Uplift 592 (lbs)
ν =74 (lb/ft) Selfweight = 240 (lbs)
Net Uplift (ASD)= 448 (lbs)
1
Line B:
Lt=6.5 (ft)Ls=3 (ft)
T.A.= 81 (sq ft) h= 8 (ft)
V = 403 (lbs) Uplift 496 (lbs)
ν =62 (lb/ft) Selfweight = 180 (lbs)
ARF= 0.92 Net Uplift (ASD)= 388 (lbs)
Aspect Ratio= 2.67 O.K.
1
vred.=225 (lb/ft)
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
323-486-4151
info@stenengineering.com
501 South Brand Boulevard, Suite 3, San Fernando, CA 91340
www.stenengineering.com
1506 E Clemensen Ave &
#212/12/2024
Line C:
Lt=9.5 (ft)Ls=9.5 (ft)
T.A.= 74 (sq ft) h= 8 (ft)
V = 368 (lbs) Uplift 310 (lbs)
ν =39 (lb/ft) Selfweight = 570 (lbs)
Net Uplift (ASD)= 32 (lbs)
1
Line D:
Lt=11.5 (ft)Ls=11.5 (ft)
T.A.= 386 (sq ft) h= 8 (ft)
V = 1922 (lbs) Uplift 1337 (lbs)
ν =167 (lb/ft) Selfweight = 690 (lbs)
Net Uplift (ASD)= 923 (lbs)
1
Line E:
Lt=31 (ft)Ls=9 (ft)
T.A.= 223 (sq ft) h= 8 (ft)
V = 1110 (lbs) Uplift 286 (lbs)
ν =36 (lb/ft) Selfweight = 540 (lbs)
Net Uplift (ASD)= 38 (lbs)
1Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
Use Shear Wall Type Use MST72 or HDU2
(ASD)
323-486-4151
info@stenengineering.com
501 South Brand Boulevard, Suite 3, San Fernando, CA 91340
www.stenengineering.com
1506 E Clemensen Ave &
#212/12/2024
qa (psf) =1500 Allowable soil-bearing pressure
P1 3156
*No pad provided for P1 as bearing area of 5 ft.2 provided by 15" wide by 24" deep wall footing is sufficient
Pad Footings
Area Provided, Ap=w2Area Required,
Areq=P/qa (sf)
Min. Pad Width,
wmin=Areq
0.5 (ft)
5.00
Load Label Load, P
(lbs)
Pad Width Provided,
wp (ft)
N/A2.10 N/A
323-486-4151
info@stenengineering.com
501 South Brand Boulevard, Suite 3, San Fernando, CA 91340
www.stenengineering.com
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
1506 E Clemensen Ave &
#212/12/2024
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
GRADING PERMIT
REQUIREMENTS FOR
DETACHED ADU PROJECTS
PCC-15
REV: 09/03/2020 Page 1 of 1
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Grading plans prepared and stamped by a registered professional
engineer shall be submitted for approval prior to issuance of the building permit, and shall be
required to be submitted before or concurrently with the architectural plans submittal to the
Building Safety Division.
Grading Permit Exemption: Residential detached Accessory Dwelling Unit (ADU) projects that
meet all of the following may be exempted from grading permit requirements:
1. The maximum amount of soil being moved is less than 50 cubic yards. The soil quantities
shall be calculated by a California registered professional civil engineer
2. A site drainage plan prepared by a California registered professional civil engineer shall
be provided with the following minimum information, but not limited to:
a. Plan(s) shall be stamped, signed and dated by a California registered civil engineer
b. Location of all existing and proposed structures, property lines, right-of-way lines,
and easements, including dimensions and setbacks
c. Drainage slopes and flow patterns
d. Drainage system such as swales, french drains, water collection and disposal
system, etc.
e. Drainage plan shall indicate how the site grading or drainage system will manage
all surface water flows to be diverted away from buildings and adjoining property
lines, in accordance with all applicable codes
f. The grade shall fall not fewer than 6 inches within the first 10 feet from the
foundation wall. Where lot lines, walls, slopes or other physical barriers prohibit 6
inches of fall within 10 feet, drains, or swales shall be constructed to ensure
drainage away from the structure. Impervious surfaces within 10 feet of the building
foundation shall be sloped not less than 2 percent away from the building.
3. A final certification letter from the professional engineer of record stating that the grades
were constructed per the approved site drainage plan, shall be submitted to the building
inspector prior to final inspection
4. The “Detached ADU Grading Permit Exemption Checklist” shall be completed by the
California registered professional civil engineer and shall be made a part of the building
plans.
5. The site drainage plan and the completed checklist shall be required at the time of
architectural plans submittal as part of the building plans package.
The building official reserves the right to require a grading plan based on site conditions. This
grading permit exemption does not apply to projects in the FEMA Flood Zone.
1506 E Clemensen Ave &
#212/12/2024
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
DETACHED ADU -
GRADING PERMIT EXEMPTION
CHECKLIST
PCC-16
REV: 11/10/2020 Page 1 of 1
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER.
Instructions: In order to qualify for the grading permit exemption for detached Accessory
Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall
complete all sections, check all boxes and sign the certification section below. A copy of this
checklist shall be attached to each of TWO sets of plans. If answering NO to any of the
questions, a grading plan and permit shall be required.
Project Address:
Yes No
1. ☐ ☐ I have verified that the project address is NOT located on a FEMA designated
flood zone (Zone A or AE).
2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and
dated by a California professional civil engineer, to be submitted with the
building submittal package.
3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less
than 50 cubic yards.
4. ☐ ☐
The site drainage plans include the following, but not limited to, location of all
existing and proposed structures, property lines, right-of-way lines, and
easements, including dimensions and setbacks; drainage slopes and flow
patterns, drainage systems such as swales, french drains, water collection
and disposal systems, etc.
5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and
adjoining property lines, in accordance with all applicable codes.
6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining
properties.
7. ☐ ☐
I have designed the grade to fall not fewer than 6 inches within the first 10 feet
from the foundation walls except where lot lines, walls, slopes or other physical
barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales
to ensure drainage away from the buildings. Any impervious surfaces within 10
feet of the building foundation are sloped not less than 2 percent away from the
building.
8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed
per the approved site drainage plan, and will submit this certification letter to the
building inspector prior to final inspection.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Licensed Number: Date:
Phone Number: Email Address:
x
x
x
x
x
x
x
x
1506 Clemensen Avenue, Santa Ana, CA 92705
Ed Eckert
R.C.E. 34587 04/17/2024
562-572-3507 / 626-804-5991 survey@millotengineering.com
1506 E Clemensen Ave &
#212/12/2024