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HomeMy WebLinkAbout3414 S Timber St & Unit #2 - PlanDATUM . 3414 S TIMBER ST (SFR) LIVING ROOM ENTRY PORCH 3414 S TIMBER ST, UNIT #2 (ADU) A-0 PROPOSED ADDRESS PLAN Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n REVISIONS SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: AT T A C H E D A D U DATENO: REVISIONS PROPOSED ADDRESS PLAN 3414 S TIMBER ST, UNIT #2 (ADU) 3414 S TIMBER ST, (MAIN HOUSE) SANTA ANA, CA 92707 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 PROPOSED ADU ADDRESS 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS DATUM . . . . . . 3414 S TIMBER ST MAIN HOUSE 2,171 SQFT CLOSET LIVING ROOM BATHROOM KITCHEN CL O S E T BATHROOM BEDROOM 1 MASTER BEDROOM . ENTRY CONC. PORCH CONC. PATIO LAUNDRY (N) BACKFLOW WATER VALVE (FIXTURES AVOVE SUCH ELEVATIONS SHALL NOT DISCHARGE THROUGH THE BACKFLOW VALVE) IMPERVIOUS AREA: 892 SF A1 SITE PLAN Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n REVISIONS SEAL: SHEET DESCRIPTION : 11/24/25 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: AT T A C H E D A D U DATENO: REVISIONSNOTES A.GENERAL: 1. All work shall be executed in accordance with the following Standards: - 2022 California Building Code - 2022 California Residential Code - 2022 California Electrical Code - 2022 California Mechanical Code - 2022 California Plumbing Code - 2022 California Energy Code - 2022 California Fire Code - 2022 California Green Building Standards Code - 2022 T24 Energy Standards. - Per State of California Civil Code Section 1101.1-1101.8 - City Bulletin #321 2. Contractor shall verify all dimensions on site prior to start construction and notify the engineer of any discrepancies. 3. Prior to framing, framing contractor shall verify rough-in dimensions required for bath tubs, showers stalls, fireplaces, window heights, door locations, etc. 4. Provide approved plan box. Provide temporary sanitary facilities. 5. On site verification of all dimensions and conditions shall be the responsibility of each contractor. Noted dimensions take precedent over scale. 6. All work shall be performed by licensed contractors. 7. Per State of California Civil Code Section 1101.1-1101.8 and City Bulletin #321, buildings for which an initial final inspection was received on or before January 1, 1994, which are now to be added onto, remodeled or improved under a building permit as follows: 8. Single Family Residential Real Property: For improvement activity requiring a building permit, the permit applicant is responsible for replacing all noncompliant plumbing fixtures within the building with water-conserving plumbing fixtures.j 9. For single family dwellings and multi- familydwellings built on or before January 1, 1994: For all alterations orimprovements, as a condition for issuance of a certificate of final completionand occupancy or final permit approval, all noncompliant plumbing fixturesshall be replaced with water-conserving plumbing fixtures in accordance to Cityof Irvine Information Bulletin No. 321. B.SITE WORK: 1. Existing soil is assumed with a bearing value of 1,500 psf. 2. All footing to bear on undisturbed natural soil. 3. All footing shall have a minimum depth of 12 inch (or 18 inch if 2 stories.) 4. No trenches or excavations 5' or more in depth into which a person is required to descend. Or obtian permit from State of California, Division of Occupational Safety and Health (Cal/OSHA). This permit and any other safety permit shall be obtained prior to commenced of any work. 5. Grading: Grade site to required elevations. Clear all organic materials and vegetation. 6. Fill: Areas to receive fill to be scarified a minimum 12 inch of earth to be watered and compacted to 90% (min) relative compaction. Fill to be clean site material. 7. Utilities will be underground per SAMC Section 41-626 C. PROJECT SCOPE PROJECT DATA SHEET INDEX VICINITY MAP (NOT TO SCALE) PROJECT FORATTACHED ADU 3414 S TIMBER ST, SANTA ANA, CA 92707 PROPOSED SITE/DRAINAGEPLAN (SCALE: 1/8"=1'-0") 4' 4' 5' 11'-11" 1 ATTACHED ADU SITE PLAN FLOOR PLAN 4' 4' 5' DRIVEWAY PROPERTY LINE PL 122'-8" PL 137' gas meter elec meter GRASS/TYP CONCRETE SLAB/TYP STAMPED CONC/TYP S TIMBER ST BRICK WALL 6' H GRASS/TYP SET BACK LINE PL 89'-9" WOOD FENCE 4' 9'-8" 6'-10" 5'-2" 12'-10" 4'17'-9" 12' 5'-6" SET BACK LINE PROPERTY LINE PROPERTY LINE SET BACK LINE 21'-3" 25' 20'-2" 9'-10" 20'-1" 9'-9" 52'-7" CHIMNEY 20'-8" 23'-3" 8'-1"5'-2" FENCE DOOR 5' 5' 4' GAS METER ELEC METER 8'-5" WATER HEATER 4' 7' E A S E M E N T E A S E M E N T E A S E M E N T 1 GAL SHRUBS 1 GAL SHRUBS 5 GAL SHRUBS 24" BOX CANOPY TREE 5' FRONT YARD 44'-7" 22'-5" 7'-10" 16'-9" DRIVEWAY ENTRYSEWER BACKFLOW VALVE WATER WATER MTR THE PROJECT SCOPE CONSISTS OF: (1) REPLACE 2 FRONT WINDOWS OF THE EXISTING PRIMARY HOUSE (2) CONSTRUCTION OF A SINGLE-STORY ATTACHED 800 SQ.FT. ADU; - 2 BEDROOMS, 2 BATHROOMS, LIVING ROOM, KITCHEN, LAUNDRY ROOM, 37 SQ. FT. PORCH, AND 55 SQ. FT. COVERED PATIO. - REPLACEMENT OF TWO WINDOWS AT EXISTING BEDROOMS WITH THE SAME SIZE AND SAME LOCATION NEW WINDOWS TO SCOPE OF WORK APN: 410-161-12 OCCUPANCY GROUP: R-3/U ZONING: R-1 TYPE OF CONSTRUCTION: VB NUMBER OF STORIES: ONE FIRE SPRINKLER: NO LEGAL DESCRIPTION: TRACT: 7002 / LOT: 24 FLOOR AREA: MAIN HOUSE: EXISTING LIVING: 1,688 SQ.FT. EXISTING GARAGE: 483 SQ.FT. 2,171 SQ.FT. 1ST FLOOR ATTACHED ADU: (N) LIVING: 800 SQ.FT. (N) PORCH 37 SQ.FT. (N) COVERED PATIO 55 SQ.FT. TOTAL 892 SQ.FT. LOT SIZE: 7,200 SQ.FT. LOT COVERAGE: (2,171 + 892) / 7,200 = 42.54% 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 ARCHITECTURAL A-0 PROPOSED ADDRESS A-1 SITE PLAN/PROJECT INFORMATION A-2 EXISTING & PROPOSED FLOOR PLAN A-3 ELEVATIONS PLAN A-4 ELEVATIONS PLAN A-5 ELEVATIONS PLAN A-6 ROOF PLAN A-7 SECTIONS E-1 ELECTRICAL PLAN N1-N2 CAL-GREENS BUILDING STANDARD CODE AD1 ARCHITECTURAL DETAILS STRUCTURAL S.0 GENERAL NOTES S.1 FOUNDATION PLAN S2 ROOF FRAMING PLAN SD1-3 STRUCTURAL DETAILS T24 TITLE 24 T24.2 TITLE 24 7'-1" 5'-10" 7'-2" 1HR. FIRE RATED WALL 1HR. FIRE RATED WALL Provide one-hour protection on the underside of eave when eaves projected into the 5-ft of fire separation distance, TYP. 1 1 1 N2308 AS NOTED 11.24.251 REVISIONS DEFERRED SUBMITTALS ·MINIMUM 1.96 (KW) PHOTOVOLTAIC SYSTEM (PER TITLE 24 CALCULATIONS) WILL BE SUBMITTED UNDER A SEPARATE PERMIT AND SHALL BE ISSUED PRIOR TO BUILDING FRAME INSPECTION REQUEST. ·MECHANICAL, ELECTRICAL AND PLUMBING ARE NOT PART OF THIS PLAN REVIEW AND APPROVAL. MEP ARE SUBJECT TO BUILDING FIELD INSPECTION. 1 ALL CONCEALED WORK INSTALLED WITHOUT PERMITS MUST BE EXPOSED FOR INSPECTION TO THE SATISFACTION OF THE BUILDING INSPECTOR. THIS INCLUDES METHODS OF ATTACHMENT AND ALL FOOTINGS, STRUCTURAL MEMBERS, MECHANICAL, ELECTRICAL, PLUMBING AND INSULATION. 1 1 PROJECT TEAM OWNER: HENRY NGUYEN 3414 S TIMBER ST, SANTA ANA, CA. 92707 TEL: (714) 334-3170 EMAIL: bangtrandcwsb@gmail.com CONTRACTOR/DESIGNER: MASTER CONSTRUCTION 7221 GARDEN GROVE BLVD, #J GARDEN GROVE, CA 92841 DESIGNER: TONY VU TEL: (714) 568 - 5444 EMAIL: tonyvusa@yahoo.com ENGINEER: DONG ENGINEERING 7661 GARDEN GROVE BLVD GARDEN GROVE, CA 92841 CONTACT: TRUONG DONG TEL: (714) 617-5979 EMAIL: info@dongengineering.com AC/ MINI SPLIT SYSTEM W/ HEAT CONDENSER W/ 4" CONC. PAD 5% 5% 5% 5% 5% 5% 5% 5% 5% 2% 2% 10` 8" C L E A R 5% MIN. F.F 20 " 24" 2' - 0 " 4" M I N 2 FOUNDATION DETAIL 1 1 1 DRAINAGE NOTES: Drainage Notes: a. Provisions shall be made for contributory drainage at all times. b. Owner shall maintain drainage devices and keep free of debris. c. A property line survey, prepared by a California licensed land surveyor may be required by the building official based upon site conditions in accordance with LACBC Section 108.1. d. No work is allowed within the protected zone of oak tree without an oak tree report and permit. e. Finish floor shall be a minimum of 8 inches above finish grade immediately outside the building. f. Provide a minimum grade fall of 6 inches within the first 10 feet (5%slope) g. Downspouts shall discharge at least 5 feet away from exterior walls & from property lines. h. Cross lot drainage is not permitted. i. An excavation/encroachment permit is required for construction and/or discharge of drainage within public right-of-way. j. All landscaping requires a smart irrigation controller which shall be installed at the time of final inspection and shall comply with the following: f. Controller shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants’ need as weather conditions change. g. Weather-based controllers without integral rain sensors or communication system that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controllers. Soil moisture-based controllers are not required to have a rain sensor input. k. Total proposed landscape area '0' square feet. l. No easements on the property. m. No slopes 3:1 or steeper within 40 feet of the proposed structure. n. No grading is proposed outside of the building footprint. . . . . CAST IRONSINKSBROOKFIELDK-5942-5 DATUM . . . . . . . . . . DATUMEAST 3414 S TIMBER ST MAIN HOUSE 2,171 SQFT (N) 1-HR FIRE RATED WALL . VENT HOOD RANGE ATTICACCESS A. REINFORCEMENT FOR GRAB BARS. [R327.1.1] AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH THIS SECTION. WHERE THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE 2ND OR 3RD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION. 1. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. 2. REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER (1-1/2” X 7-1/4” ACTUAL DIMENSION) OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32” AND 39-1/4” ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL FRAMING. 3. WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. 4. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. 5. 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” ABOVE THE BATHTUB RIM. 6. WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. B. DOCUMENTATION FOR GRAB BAR REINFORCEMENT. [R327.1.1.1] INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION & MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE, CH. 4, DIVISION 4.4. C. ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHTS. [R327.1.2] ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS 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. D. INTERIOR DOORS. [R327.1.3] EFFECTIVE JULY 1, 2024, AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32”, MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION; OR, IN THE CASE OF A 2- OR 3-STORY SINGLE FAMILY DWELLING, ON THE 2ND OR 3RD FLOOR OF THE DWELLING IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. E. DOORBELL BUTTONS. [R327.1.4] DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48” MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. AGING-IN-PLACE/FALL PREVENTION NOTES 1. SHOWER 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. [§1210.2.3 CBC] (R307.2 CRC). - SHOWER PAN SHALL HAVE A MINIMUM AREA OF 1024 SQ. INCHES AND A MINIMUM FINISH DIMENSION OF 30 INCHES IN ANY DIRECTIONS. SHOWER DOORS SHALL OPEN SO AS TO MAINTAIN NOT LESS THAN A 22" UNOBSTRUCTED OPENING FOR EGRESS. (CPC 408.6) - SHOWERS AND SHOWER-TUBS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT PROVIDE SCALD AND THERMAL SHOCK PROTECTION. [§408.3 CPC] 2. [§2406.3 CBC] SAFETY GLAZING IN THE FOLLOWING LOCATIONS: ·WHERE THE NEAREST EDGE OF GLAZING IS WITHIN A 24-INCH ARE OF EITHER SIDE OF A DOOR IN A CLOSED POSITION (UNLESS THERE IS AN INTERVENING WALL BETWEEN THE DOOR AND THE GLAZING OR IF THE GLAZING IS 5 FEET OR HIGHER ABOVE THE WALKING SURFACE). ·GLAZING GREATER THAN 9 SQUARE FEET WITH THE BOTTOM EDGE LESS THAN 18 INCHES ABOVE THE FLOOR AND THE TOP EDGE GREATER THAN 36 INCHES ABOVE THE FLOOR (UNLESS THE GLAZING IS MORE THAN 36 INCHES HORIZONTALLY AWAY FROM WALKING SURFACES OR IF A COMPLYING PROTECTIVE BAR IS INSTALLED) ·GLAZING IN SHOWER AND TUB ENCLOSURES (LESS THAN 60 INCHES ABOVE STANDING SURFACE) ·GLAZING IN SWINGING AND SLIDING DOORS. ·GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36 INCHES HORIZONTALLY OF A WALKING SURFACE WHEN THE GLAZING IS LESS THAN 60 INCHES ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. ·GLAZING LESS THAN 5 FEET HORIZONTALLY FROM SWIMMING POOLS AND LESS THAN 5 FEET ABOVE ADJOINING GRADE 3. PROVIDE AN EXHAUST FAN IN THE BATHROOM OF 4 AIR CHANGES PER HOUR MINIMUM WITH HUMIDITY CONTROL SENSOR. [§1203.5.2.1 CBC] (R303.3.1 CRC); INSTALL 50 CFM (R303.4 CRC) FAN IN EACH BATHROOM 4. BEDROOM EMERGENCY EGRESS: EACH BEDROOM SHALL HAVE A DOOR DIRECTLY TO THE EXTERIOR OR A WINDOW THAT WILL PROVIDE A CLEAR SPACE OPENING OF AT LEAST 5.7 SQUARE FEET IN THE OPEN POSITION (5 SQ. FT. AT GRADE FLOOR OPENINGS), AND A MINIMUM CLEAR OPENING WIDTH OF 20 INCHES AND CLEAR OPENING HEIGHT OF 24 INCHES AND A MAXIMUM SILL HEIGHT OF 44 INCHES ABOVE THE FLOOR. [§1030 CBC] (R310 CRC) 5. ROOM NATURAL VENTILATION REQUIREMENT. PROVIDE EXTERIOR OPENING WITH AN AREA EQUAL TO 4 PERCENT OF THE FLOOR AREA. [§1203.5 CBC] (R303.1 CRC) 6. AT LEAST ONE EGRESS DOOR SHALL BE PROVIDED FOR EACH DWELLING UNIT THAT HAS A MINIMUM CLEAR WIDTH OF 32 INCHES BETWEEN THE FACE OF THE DOOR AND THE STOP WITH THE DOOR OPENED 90°, AND A MINIMUM CLEAR HEIGHT OF 78 INCHES MEASURED FROM THE TOP OF THE THRESHOLD TO THE BOTTOM OF THE STOP. (R311.2 CRC) 7. A LANDING, WITH A WIDTH NOT LESS THAN THE WIDTH OF DOOR AND LENGTH IN THE DIRECTION OF TRAVEL OF NOT LESS THAN 36 INCHES, WILL BE PROVIDED ON EACH SIDE OF DOORS. THE SLOPE AT EXTERIOR LANDINGS SHALL NOT EXCEED ¼” IN VERTICAL IN 12” IN HORIZONTAL, 2%. THE ELEVATION OF LANDING SHALL NOT EXCEED 1½ INCH DIFFERENCE THAN THE THRESHOLD OF THE DOORWAY (7 3/4 INCH IF DOOR DOES NOT SWING OVER THE LANDING OR STEPS). [CRC R311.3] 8. MINIMUM 1 INCH CLEARANCE SHALL BE PROVIDED BETWEEN THE ATTIC INSULATION AND THE ROOF SHEATHING WHERE CAVE OR CORNICE VENTS ARE INSTALLED. (R806.3 CRC) 9. DISHWASHER WITH DRAIN TO GARBAGE DISPOSAL. 10.SINK WITH GARBAGE DISPOSAL. 11. RANGE TO BE SELECTED BY OWNER. VENT TO OUTSIDE WITH BACKDRAFT DAMPER. 12. TOILET AND BIDET REQUIRE A MINIMUM 15 INCHES OF CLEARANCE FROM THE CENTER LINE OF THE BOWL TO EACH SIDE, AND 24 INCHES FROM THE FRONT EDGE OF THE BOWL. PER 2022 [CPC 402.5] 13. THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM THE BATHTUB, SHOWER AND WHIRLPOOL BATHTUB FILLER SHALL BE LIMITED TO 120 DEGREES FAHRENHEIT. THE WATER HEATER THERMOSTAT SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION. CPC 408.3 AND 409.4 14.SPLIT AC W/ HEAT PUMP IS OUTSIDE ON EXT. CONC, PAD. A. MSZ-HM RESIDENTIAL DUCTLESS WALL-MOUNTED INDOOR MODEL: THE 20 SEER2 WALL-MOUNTED INDOOR UNIT PAIRS WITH A SINGLE ZONE HEAT PUMP OUTDOOR UNIT. THE STYLISH FLAT PANEL DESIGN OF THIS WHISPER-QUIET UNIT MAKES IT A POPULAR CHOICE, AS DOES THE ENERGY-SAVING ECONO COOL FEATURE, WHICH TEMPORARILY ADJUSTS THE AMOUNT OF AIR DIRECTED TOWARD OCCUPANTS. THE DUCTLESS 20 SEER2 WALL-MOUNTED UNIT IS A GREAT WAY TO BECOME MORE ENERGY EFFICIENT AND ENVIRONMENTALLY SUSTAINABLE WITH ELECTRIC HEATING AND COOLING. B. EZ-FIT® CEILING-RECESSED INDOOR UNIT DESIGNED TO FIT BETWEEN STANDARD CEILING JOISTS, THE EZ FIT CEILING-RECESSED INDOOR UNIT OFFERS A CLEAN FLUSH-MOUNT APPEARANCE WITHOUT DETRACTING FROM YOUR DéCOR, MAKING THIS DUCTLESS RECESSED UNIT IS ONE OF OUR MOST POPULAR OPTIONS. HIGH/LOW CEILING AIRFLOW SETTINGS, AUTOMATIC VANE CONTROL AND MULTI-STAGE FILTRATION PERSONALIZES ROOM COMFORT. 15. WASHER SPACE, PROVIDE COLD & HOT WATER SUPPLY, WASTE LINE AND IF ON SECOND FLOOR, A PAN WITH DRAIN TO EXTERIOR. 16. DRYER SPACE, PROVIDE VENT TO OUTSIDE WITH SMOOTH METAL DUCT WITH BACKDRAFT DAMPER. 17. WHEN A DOMESTIC CLOTHES DRYER IS LOCATED IN A CLOSET, A MINIMUM OPENING OF 100 SQ. IN. FOR MAKEUP AIR SHALL BE PROVIDED IN THE DOOR OR PER THE MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS. (504.3.2 CMC) 18. MAKEUP AIR SHALL BE PROVIDED FOR CLOTHES DRYERS IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. [NFPA 54:10.4.3.1] WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING OF NOT LESS THAN 100 SQUARE INCHES (0.065 M2) FOR MAKEUP AIR SHALL BE PROVIDED IN THE DOOR OR BY OTHER APPROVED MEANS. 19. A DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4" IN DIAMETER. THE EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 14', INCLUDING TWO 90 DEGREE ELBOWS. TWO FEET SHALL BE DEDUCTED FOR EACH 90 DEGREE ELBOW IN EXCESS OF TWO. (504.4.2.1 & 504.4.2.2 CMC) 20.HALLWAY WIDTHS SHALL BE 36 INCHES MINIMUM. (R311.6 CRC) 21.THE FOLLOWING ARE REQUIRED FOR HEAT PUMP WATER HEATERS (HPWH): a. THE HPWH WILL BE INSTALLED ACCORDING TO MANUFACTURER’S REQUIREMENTS b. INSTALLATION SHALL BE IN A CONDITIONED SPACE UNLESS LISTED FOR EXTERIOR INSTALLATION. MODELING IN T-24 MUST MATCH. c. PRESCRIPTIVE INSTALLATIONS SHALL BE INDOORS AND ON A RIGID R-10 INSULATED SURFACE. HPWH MUST MEET NEEA TIER 3 OR HIGHER. [150.2(B)1HIII] 23. ALL NEW GARAGE DOORS SHALL BE LABELED WITH A PERMANENT LABEL PROVIDED BY THE GARAGE DOOR MANUFACTURER. THE LABEL SHALL IDENTIFY THE GARAGE DOOR MANUFACTURER, THE GARAGE DOOR MODEL/SERIES NUMBER, THE POSITIVE AND NEGATIVE DESIGN WIND PRESSURE RATING, THE INSTALLATION DRAWING REFERENCE NUMBER, AND THE APPLICABLE TEST STANDARD. R609.4.1 24. PROVIDE 5/8" GYPBOARD TYPE 'X' ON THE GARAGE SIDE WALL NEXT TO ALL LIVING AREAS. PROVIDE 5/8" TYPE 'X' GYPBOARD AT CEILING IF GYPBOARD DOES NOT EXTEND TO ROOFING THROUGH THE ATTIC SPACE. TABLE R302.6 25. DOOR FROM GARAGE TO LIVING AREA SHALL BE A 1-3/8 THICK SOLID WOOD DOOR, SOLID OR HONEYCOMB CORE STEEL DOOR, OR 20 MINUTE RATED FIRE DOOR. DOORS SHALL BE A SELF-LATCHING AND SELF-CLOSING DOOR PER R302.5.1. 26. PROVIDE 42-INCH HIGH PROTECTIVE GUARD FOR DECKS, PORCHES, BALCONIES, WINDOW SILLS (PER 312.2.1) AND RAISED FLOORS (MORE THAN 30 INCHES ABOVE GRADE OR FLOOR BELOW). OPENINGS BETWEEN RAILS SHALL BE LESS THAN 4 INCHES UP TO 34" HEIGHT AND 8" OPENINGS ABOVE 34". [CRC R312.1] 27.1607.8 LOADS ON HANDRAILS A, HANDRAILS AND GUARDS SHALL BE DESIGNED TO RESIST A LINEAR LOAD OF 50 POUNDS PER LINEAR FOOT (PLF) (0.73 KN/M) IN ACCORDANCE WITH SECTION 4.5.1 OF ASCE 7. B. HANDRAILS AND GUARDS SHALL BE DESIGNED TO RESIST A CONCENTRATED LOAD OF 200 POUNDS (0.89 KN) IN ACCORDANCE WITH SECTION 4.5.1 OF ASCE 7 28. KITCHEN VENT HOOD w/ EXHAUST VENT - ELECTRIC / EXHAUST DUCT UP TO CLG. & OUT TO REAR WALL W/ RAIN CAP BLACK GLASS VIKING 390 CFM 30-36 INCH WIDE WALL MOUNTED RANGE HOOD MODEL: MVWHS636BG CFM: 390 SPEEDS: 3 DUCT SIZE: 7" ROUND BULB TYPE: LED WIDTH: 36 DEPTH: 20" HEIGHT: 57" CEILING HEIGHT: 96" TO 120" HEIGHT ABOVE COOKTOP: 30-36" VOLTAGE: 120V WATTS PER BULB: 3.5W 29. THRESHOLD: MAX = 7" / MIN. 1.5" THRESHOLD 30. 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 OF SIMILAR METHODS. 31. Where such penetrations occur in fire-rated walls or assemblies, penetrations shall be protected with approved, listed firestop systems to maintain the required fire-resistance rating in accordance with CBC Sections 714 and 715. Firestop materials shall be installed per manufacturer’s listing (UL system). 32. AN APPROVED SEISMIC GAS SHUT OFF VALVE OR EXCESS FLOW SHUT OFF VALVE WILL 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. (PER ORDINANCE 170,158 AND 180,670) SEPARATE PLUMBING PERMIT IS REQUIRED. 33. WATER HEATER MUST BE STRAPPED TO WALL. (507.3 & LAP 34. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. (R806.1) 35. Through penetrations and/or membrane penetrations of fire-resistance-rated wall or floor assemblies shall comply with Section R302.4.1 and/or R302.4.2. respectively (R302.4) FLOOR PLAN KEY NOTES:X *GA WP 5513 WOOD STUD (LOAD-BEARING) FIRE RATING: 1 HOURS SYSTEM THICKNESS: 6.75 IN. STC: 45 ASSEMBLY DETAILS: GYPSUM PANEL: 1 LAYER 5/8" [15.9 MM] SHEETROCK® GYPSUM PANEL (UL TYPE SCX) WOOD STUDS: 1 LAYER 2" X 4" [38 X 89 MM] WOOD STUDS, STAGGERED, 8" [203 MM] O.C. INSULATION: 1 LAYER 3-1/2" [89 MM] FIBERGLASS INSULATION GYPSUM PANEL: 1 LAYER 5/8" [15.9 MM] SHEETROCK® GYPSUM PANEL (UL TYPE SCX) (SD) SMOKE & (CM) CARBON MONOXIDE ALARM NOTES: 1. SMOKE DETECTORS SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP. IN NEW CONSTRUCTION SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. (907.2.11.4, R314.4) 2. CARBON MONOXIDE DETECTORS SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP. 3. SMOKE & CARBON MONOXIDE DETECTORS SHALL BE INSTALLED IN ACCORDANCE WITH NFPA 72. 4. SMOKE & CARBON MONOXIDE DETECTORS SHALL NOT BE INSTALLED LESS THAN 3 FT FROM A DOOR OR OPENING OUTSIDE OF A BATHROOM OR SHOWER UNLESS IT AFFECTS A/C (R314.3.3) WHEN MORE THAN ONE SMOKE ALARM IS REQUIRED, IT IS TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT. THE ALARM DEVICE SHALL BE INTERCONNECTED IN SUCH A MANNER THAT THE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE OTHER ALARMS IN THE INDIVIDUAL UNIT. RESIDENTIAL CODE R314.3 CM CARBON MONOXIDE ALARM, CEILING MOUNTED, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED SMOKE DETECTOR, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED (INSTALL AS PER 2022 CBC) INTERCONNECTED KITCHEN EXHAUST FAN - 28O CFM MIN. IF GAS OR 130 CFM IF ELECTRIC: VENT TO OUTSIDE AIR. BATHROOM FAN- EXHAUST FAN TYP. W/INTEGRAL HUMDISTAT OR MIN CONTINUOUS 35 CFM, AIRFLOW (CFM) 96, FAN POWER (WATTS/CFM) 0.45 AC/ MINI SPLIT SYSTEM W/ HEAT CONDENSER (EFF EER/CEER= 20/EFF SEER=18) W/ 4" CONC. PAD LIGHTING/EXHAUST FANS Sheet: 1 File: ..\..\..\25-006 LONE WOLF DESIGNS\-06 AUTRY AVE - ADU\WALL ASSEMB.pdf Missing or invalid reference A-2 LOWER FLOOR PLAN Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n REVISIONS SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 N2308 SCALE: DATENO: REVISIONS AT T A C H E D A D U PLAN LEGEND: DOOR SCHEDULE IDENTIFICAITON, SEE DOOR SCHEDULE WINDOW SCHEDULE IDENTIFICAITON, SEE WINDOW SCHEDULE ELEVATION VIEW A 2 A1 DOOR & WINDOW SCHEDULE - ATTACHED ADU HW SIL HTMARK REMARK / MATERIAL 4'-0"4'-0"1 D O O R 3W I N D O W 03'-0" 6'-8"A 1 QTY X 02'-4" 6'-8"B 1 EXTERIOR SOLID WOOD SLIDING VINYL FRAME 3'-6"2'-0"2 2 SLIDING VINYL FRAME * ALL (N)WINDOW U-FACTOR = 0.30 & SHGC = 0.23 EXTERIOR SOLID WOOD 2'-8" 3'-2" 03'-0" 6'-8"C 2 INTERIOR HOLLOW 4'-0"3'-0"3 22'-8" D 6'-0" 6'-8"0 1 SLIDING VINYL FRAMEE 02'-6" 6'-8" 4 INTERIOR HOLLOW CLOSET LIVING ROOM BATHROOM KITCHEN CL O S E T BATHROOM BEDROOM 1 MASTER BEDROOM 12'-4"5' 12'8' 4' 12'-10" 5'-2" 2'-5" 6'-10" 2'-11" 3'-3" 5'-2" 4' 7' 4'11'-6" 20'-1" 2'4'-10" 4'-6" 8'-3" 7'-1"3'-4" 5' 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 MASTER BEDROOM BEDROOM BEDROOM BEDROOM KITCHEN LIVING ROOM DINING ROOM GARAGE 9'-8" ENTRY PORCH COVERED PATIO 5' EXISTING WALL NEW WALL A-42 A-32 A-33 A-34 A D D B WH STACKING E 1 1 1 4 3 2 2 4 3'SLIDING VINYL FRAME 1'-6"2'-6"4 1 SLIDING VINYL FRAME TEMP. GLAZ 11' A-41 A-82 A-51 A-5252'-7" 20'-8" 23'-3" 8'-1" 5'-2" 21'-3" 25' 20'-2" 9'-10" 20'-1"9'-9" 1 ATTACHED ADU FLOOR PLAN *1-HR FIRE RATED WALL (GA WP 5513) C C 1 1 STACKING W/D 5'-10" 7'-3" 4' 4' *1-HR FIRE RATED WALL *1-HR FIRE RATED WALL *1-HR FIRE RATED WALL (GA WP 5513) Provide one-hour protection on the underside of eave when eaves projected into the 5-ft of fire separation distance, TYP. 2' 1 1 1 11/24/25 AS NOTED 11.24.251 REVISIONS 2'-6" 3' 17'-9" 213"=TOTAL 25% = 54" 54" OK 1 1 1 3 3" 1'-1" TEMP. GLAZ TEMP. GLAZ TEMP. GLAZ TEMP. GLAZ 1 1 1 1 1 1 1 1 2'-6" EG R E S S EG R E S S 5'-6" 3'-6" 4'-1" 1 13'-11" 13'-7" 5' 5'-4"4'2' 6' 4' 3' 4' 4' 4' 4'4' 2'-8" 18' 2'-6" 5'-10" 3' 5'-4" 9'-10" 10' 10' 11'-11" 10'10' 11' 29'-5" 26'-3" 1 1 1 AC/ MINI SPLIT SYSTEM W/ HEAT CONDENSER (EFF EER/CEER= 20/EFF SEER=18) W/ 4" CONC. PAD REFER TO NOTE #14 1 1'-4"1'-4" 2' 2'-6" 1'-3" 1'-3" 2'-6" 1 1 STC 52 INTERIOR WALL STC 52INTERIOR WALL 2'-6" 1'-10" Sheet: 1 File: C:\Users\exoma\Downloads\W-CW-1-12 (2).pdf Missing or invalid reference 30" MIN CLEAR HEAD ROOM 2 A7 1 A7 DATUM DATUM DATUM DATUM 124 124 124 124 12 4 12 4 12 4 12 4 EXTERIOR PLAN NOTES: 1.WINDOWS, DOORS, AND TRIMS WILL BE COMPATIBLE AND MATCHING WITH THE PRIMARY SINGLE-FAMILY RESIDENCE. 2. PAINT COLOR SECTION FOR TRIMS EXTERIOR SHALL MATCH THE EXISTING PRIMARY HOUSE. DRAINAGE NOTES: Drainage Notes: a. Provisions shall be made for contributory drainage at all times. b. Owner shall maintain drainage devices and keep free of debris. c. A property line survey, prepared by a California licensed land surveyor may be required by the building official based upon site conditions in accordance with LACBC Section 108.1. d. No work is allowed within the protected zone of oak tree without an oak tree report and permit. e. Finish floor shall be a minimum of 8 inches above finish grade immediately outside the building. f. Provide a minimum grade fall of 6 inches within the first 10 feet (5%slope) g. Downspouts shall discharge at least 5 feet away from exterior walls & from property lines. h. Cross lot drainage is not permitted. i. An excavation/encroachment permit is required for construction and/or discharge of drainage within public right-of-way. j. All landscaping requires a smart irrigation controller which shall be installed at the time of final inspection and shall comply with the following: f. Controller shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants’ need as weather conditions change. g. Weather-based controllers without integral rain sensors or communication system that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controllers. Soil moisture-based controllers are not required to have a rain sensor input. k. Total proposed landscape area '0' square feet. l. No easements on the property. m. No slopes 3:1 or steeper within 40 feet of the proposed structure. n. No grading is proposed outside of the building footprint. 8" MIN. A-3 EXTERIOR ELEVATIONS Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS AT T A C H E D A D U 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 1 LEFT ELEVATION SOUTH VIEW 2 FRONT ELEVATION WEST VIEW 3 RIGHT ELEVATION NORTH VIEW 4 BACK ELEVATION EAST VIEW 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 3'-1" ATTIC LEVEL FCE 8"T.O SLAB 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 2'-3" 8"T.O SLAB 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 5'-6" 8"T.O SLAB 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 5'-6" 8"T.O SLAB 6'-5" 2'-8" 6'-8"6'-8" 2'-8" 6'-8" 2'-8" 14'-2"14'-2" VENT PIPE VENT PIPE LAUNDRY VENT VENT PIPE ENTRY PORCH ENTRY PORCH VENT PIPE VENT PIPE LAUNDRY VENT 14'-2"14'-2" WATER HEATER LOCATION VENT PIPE LAUNDRY VENT 6'-8" STUCCO COLOR MATCH (N) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (MATCH EXISTING) (N) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (MATCH EXISTING) (N) SHNGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (MATCH EXISTING) (N) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (MATCH EXISTING) NAVAJO WHITE (MATCH EXISTING) 8' - 6 " 9'-8" 2'2'-6" 1'-6" Provide one-hour protection on the underside of eave when eaves projected into the 5-ft of fire separation distance, TYP. 1 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS 3' 4' EGRESS TEMP GLAZ. TEMP GLAZ. 1'-1" 2'-8"32 4 TEMP GLAZ. TEMP GLAZ. 2'-6" 1'-6" 4 TEMP GLAZ. 1 TEMP GLAZ.EGRESS 1 AC/ MINI SPLIT SYSTEM W/ HEAT CONDENSER (EFF EER/CEER= 20/EFF SEER=18) W/ 4" CONC. PAD REFER TO NOTE #14 THRESHOLD: MAX = 7" / MIN. 1.5" THRESHOLD 1 1 NAVAJO WHITE STUCCO (Match Existing SFR)NAVAJO WHITE STUCCO (Match Existing SFR) NAVAJO WHITE STUCCO (Match Existing SFR) NAVAJO WHITE STUCCO (Match Existing SFR) ROOFING: SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 Mystic Gray CRCC# 0890-0032 SOLAR REFLECTANCE 0.22 THERMAL: 0.93 SRI: 23 ROOF SHEATHING NOTES: SHINGLE OWENS CORNING ROOFING WITH 30# FELT UNDERLAY OVER 1/2" CDX INDEX 32/16 W/8d NAILS @ 6" O.C. PERIMETER, 12" O.C. FIELD. (UL 2218). (ROOF COVERING SHALL BE CLASS A 44" MAX 44" MAX 44" MAX 44" MAX DATUM EAST DATUM EAST EXTERIOR PLAN NOTES: 1.WINDOWS, DOORS, AND TRIMS WILL BE COMPATIBLE AND MATCHING WITH THE PRIMARY SINGLE-FAMILY RESIDENCE. 2. PAINT COLOR SECTION FOR TRIMS EXTERIOR SHALL MATCH THE EXISTING PRIMARY HOUSE. DRAINAGE NOTES: Drainage Notes: a. Provisions shall be made for contributory drainage at all times. b. Owner shall maintain drainage devices and keep free of debris. c. A property line survey, prepared by a California licensed land surveyor may be required by the building official based upon site conditions in accordance with LACBC Section 108.1. d. No work is allowed within the protected zone of oak tree without an oak tree report and permit. e. Finish floor shall be a minimum of 8 inches above finish grade immediately outside the building. f. Provide a minimum grade fall of 6 inches within the first 10 feet (5%slope) g. Downspouts shall discharge at least 5 feet away from exterior walls & from property lines. h. Cross lot drainage is not permitted. i. An excavation/encroachment permit is required for construction and/or discharge of drainage within public right-of-way. j. All landscaping requires a smart irrigation controller which shall be installed at the time of final inspection and shall comply with the following: f. Controller shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants’ need as weather conditions change. g. Weather-based controllers without integral rain sensors or communication system that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controllers. Soil moisture-based controllers are not required to have a rain sensor input. k. Total proposed landscape area '0' square feet. l. No easements on the property. m. No slopes 3:1 or steeper within 40 feet of the proposed structure. n. No grading is proposed outside of the building footprint.A-4 EXTERIOR ELEVATIONS Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS AT T A C H E D A D U 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 1 EXISTING FRONT ELEVATION SOUTH VIEW 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 8'-2" T.O SLAB 16'-11" 18'-2" 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 5'-6" T.O SLAB 16'-11" 2 EXISTING LEFT ELEVATION WEST VIEW (E) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (E) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 (n) windows min 4" trim NAVAJO WHITE STUCCO (Match Existing) NAVAJO WHITE STUCCONAVAJO WHITE STUCCO 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS ROOFING: SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 Mystic Gray CRCC# 0890-0032 SOLAR REFLECTANCE 0.22 THERMAL: 0.93 SRI: 23 ROOF SHEATHING NOTES: SHINGLE OWENS CORNING ROOFING WITH 30# FELT UNDERLAY OVER 1/2" CDX INDEX 32/16 W/8d NAILS @ 6" O.C. PERIMETER, 12" O.C. FIELD. (UL 2218). (ROOF COVERING SHALL BE CLASS A DATUM EAST DATUM EAST EXTERIOR PLAN NOTES: 1.WINDOWS, DOORS, AND TRIMS WILL BE COMPATIBLE AND MATCHING WITH THE PRIMARY SINGLE-FAMILY RESIDENCE. 2. PAINT COLOR SECTION FOR TRIMS EXTERIOR SHALL MATCH THE EXISTING PRIMARY HOUSE. DRAINAGE NOTES: Drainage Notes: a. Provisions shall be made for contributory drainage at all times. b. Owner shall maintain drainage devices and keep free of debris. c. A property line survey, prepared by a California licensed land surveyor may be required by the building official based upon site conditions in accordance with LACBC Section 108.1. d. No work is allowed within the protected zone of oak tree without an oak tree report and permit. e. Finish floor shall be a minimum of 8 inches above finish grade immediately outside the building. f. Provide a minimum grade fall of 6 inches within the first 10 feet (5%slope) g. Downspouts shall discharge at least 5 feet away from exterior walls & from property lines. h. Cross lot drainage is not permitted. i. An excavation/encroachment permit is required for construction and/or discharge of drainage within public right-of-way. j. All landscaping requires a smart irrigation controller which shall be installed at the time of final inspection and shall comply with the following: f. Controller shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants’ need as weather conditions change. g. Weather-based controllers without integral rain sensors or communication system that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controllers. Soil moisture-based controllers are not required to have a rain sensor input. k. Total proposed landscape area '0' square feet. l. No easements on the property. m. No slopes 3:1 or steeper within 40 feet of the proposed structure. n. No grading is proposed outside of the building footprint. A-5 Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS AT T A C H E D A D U 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 1 EXISTING BACK ELEVATION NORTH VIEW 2 EXISTING RIGHT ELEVATION EAST VIEW 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 8'-2" T.O SLAB 18'-2" 8' ENTRY LEVEL FCE ENTRY LEVEL FFE 5'-6" T.O SLAB 18'-2" (E) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (Match Existing) (E) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (Match existing) 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 NAVAJO WHITE STUCCO (match existing) NAVAJO WHITE STUCCO NAVAJO WHITE STUCCO (Match Existing) NAVAJO WHITE STUCCO 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS ROOFING: SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 Mystic Gray CRCC# 0890-0032 SOLAR REFLECTANCE 0.22 THERMAL: 0.93 SRI: 23 ROOF SHEATHING NOTES: SHINGLE OWENS CORNING ROOFING WITH 30# FELT UNDERLAY OVER 1/2" CDX INDEX 32/16 W/8d NAILS @ 6" O.C. PERIMETER, 12" O.C. FIELD. (UL 2218). (ROOF COVERING SHALL BE CLASS A ELEVATIONS DATUM DATUMEAST DRAINAGE NOTES: Drainage Notes: a. Provisions shall be made for contributory drainage at all times. b. Owner shall maintain drainage devices and keep free of debris. c. A property line survey, prepared by a California licensed land surveyor may be required by the building official based upon site conditions in accordance with LACBC Section 108.1. d. No work is allowed within the protected zone of oak tree without an oak tree report and permit. e. Finish floor shall be a minimum of 8 inches above finish grade immediately outside the building. f. Provide a minimum grade fall of 6 inches within the first 10 feet (5%slope) g. Downspouts shall discharge at least 5 feet away from exterior walls & from property lines. h. Cross lot drainage is not permitted. i. An excavation/encroachment permit is required for construction and/or discharge of drainage within public right-of-way. j. All landscaping requires a smart irrigation controller which shall be installed at the time of final inspection and shall comply with the following: f. Controller shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plants’ need as weather conditions change. g. Weather-based controllers without integral rain sensors or communication system that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controllers. Soil moisture-based controllers are not required to have a rain sensor input. k. Total proposed landscape area '0' square feet. l. No easements on the property. m. No slopes 3:1 or steeper within 40 feet of the proposed structure. n. No grading is proposed outside of the building footprint. ATTIC VENTILATION - ADU: Required net area: 1/300 (800x144) = 384 Sq.In. Proposed net area: Exhaust (high) vent area required: 192 Sq.In. (2) 100 Sq.In. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.In. Intake (low) vent area required: 192 Sq.In. (2) 100 Sq.In. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.In. Total proposed net area: 400 Sq.In. 100 Sq.In. NFA - Construction Metals Inc 12"x24". Alum. A-6 ROOF PLAN Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS AT T A C H E D A D U 13'-5" 4' 7' 3'-6" 9'-8" 2'-7" 8'-5" 6'-2" 9'-10" 2'-5" 5'-2" 15'-10" 22'-9" 15' 11'-4" 1 ROOF PLAN ATTACHED ADU 1'-6" 1'-6" 1'-6" 1'-6" 1'-6" 5' 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 24'-8" 30'-9" 53'-4" 45'-5" 23'-6" 20' 56'-3" LAUNDRY VENT 3" VENT PIPE VENT PIPE VENT PIPE SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (MATCH EXISTING) 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS ROOFING: SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 Mystic Gray CRCC# 0890-0032 SOLAR REFLECTANCE 0.22 THERMAL: 0.93 SRI: 23 ROOF DRAINAGE NOTES: ·A DRIP EDGE SHALL BE PROVIDED AT EAVES AND GABLES OF SHINGLES ·ADJACENT PIECES OF DRIP EDGE SHALL BE OVERLAPPED A MIN. OF 2". ·ROOF DRAINS SHALL BE SIZED AND INSTALLED PER THE CODE. ·GUTTERS AND DOWNSPOUTS SHALL BE PROVIDED W/ A MEANS TO PREVENT ·THE ACCULMULATION OF LEAVES AND DEBRIS. ROOF SHEATHING NOTES: SHINGLE OWENS CORNING ROOFING WITH 30# FELT UNDERLAY OVER 1/2" CDX INDEX 32/16 W/8d NAILS @ 6" O.C. PERIMETER, 12" O.C. FIELD. (UL 2218). (ROOF COVERING SHALL BE CLASS A DATUM 12 4 124 DATUM A-7 ADU SECTIONS 8' - 0 " 8' - 0 " A-7 SECTIONS Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS AT T A C H E D A D U 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 34 1 4 S T I M B E R S T ( S F R ) SA N T A A N A . C A . 9 2 7 0 7 11/24/25 N2308 AS NOTED 11.24.251 REVISIONS ENTRY LEVEL FCE ENTRY LEVEL FFE T.O SLAB (E) SHINGLE OWENS CORNING ROOFING CLASS A /UL790 FM 4474 ATSM D3462 (Match Existing) ENTRY LEVEL FCE ENTRY LEVEL FFE T.O SLAB 1 ADU / SECTION A 2 ADU / SECTION B R13 ATTIC INSULATION R 30 CEILING R 15 EXTERIOR WALLS INSULATION R13 ATTIC INSULATION R 30 CEILING R 15 EXTERIOR WALLS INSULATION ATTIC ACCESS 30" MIN CLEAR HEAD ROOM EX I S T I N G R E S I D E N C E E1 ELECTRICAL PLAN Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n 12 2 8 V i l l a g e W a y S t r e e t # A , S a n t a A n a , C A 9 2 7 0 5 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 SCALE: REVISIONS DATENO: REVISIONS 6/25/25 AT T A C H E D A D U 34 1 4 S T I M B E R S T , SA N T A A N A . C A . 9 2 7 0 7 ELECTRICAL NOTE: 1. A kitchen is defined as any room containing cooking appliances. Each kitchen is required to have an exhaust fan ducted to the outside with a minimum ventilation rate of 100 cfm. The range hood over the stove may be used to meet this requirement but the range hood must vent to the outside; recirculating range hoods cannot be used. The ducting for the exhaust fan shall be sized according to ASHRAE Standard 62.2 Table 7.1. This local exhaust fan may operate continuously or intermittently. Installing this local exhaust fan in the kitchen will allow the home occupant to regulate the indoor air quality when needed. Kitchen range exhaust fan shall be compliant to Mandatory Features and Devices, Table 150.0-G (280 cfm if gas or 130 cfm if electric). 2. In addition to the local exhaust fans in the bathrooms and kitchens, an exhaust fan shall be sized to provide ventilation for the whole house. The minimum ventilation rate for hewhole-building exhaust fan shall be calculated according to ASHRAE Standard 62.2 Equation 4.1(a). The conditioned floor area and the number of bedrooms in the home (the existing house and the addition) will determine the minimum ventilation rate. One of the local exhaust fans in the bathrooms or kitchens may be used to meet the whole-building ventilation, provided the exhaust fan meets the minimum ventilation rated for both the Local Exhaust and Whole-Building Ventilation requirements. The ducting for the whole building exhaust fan shall be sized according to ASHRAE Standard 62.2 Table 7.1 and this exhaust fan shall operate continuously. Identify fan manufacturer, model and sone rating (1 sone for continuous, may be 3 sone for intermittent) on plans. 3. The whole-building ventilation exhaust fan will operate continuously and is required to be rated for sound at a maximum of 1 sone. This exhaust fan can be controlled by a standard on/off switch but the switch must be labeled to inform the occupant that the exhaust fan is the whole-building ventilation exhaust fan and is intended to operate continuously. No specific wording is mandated, but the wording needs to make clear what the control is for and the importance of operating the system. This may be as simple as “Ventilation Control” or might include wording such as: “Operate when the house is in use” or “Keep on except when gone over 7 days” or “Fan is to be left on to ensure indoor air quality.” 4. Carbon monoxide detector shall be interconnected such that the activation of one alarm will activate all alarms. 5. Design comply with energy efficient standards 150.0(k); lighting requirements for indoor/outdoor spaces 160.5(a). A. Lighting in Bathrooms, Garages, Laundry Rooms, Walk-In Closets and Utility Rooms. All luminaires shall be high efficacy and shall be controlled by an occupancy or vacancy sensor. B. Habitable Spaces. All luminaires shall be high efficacy and shall be controlled by a vacancy/occupancy sensor or dimmer. C. Outdoor Lighting. All luminaires mounted to the building or to other buildings on the same lot shall be high efficacy luminaires and shall be controlled by a photocontrol/motion sensor combination (with override). See 150(k)3 for requirements. 6. High efficacy luinaires must be pin based. 7. Lower level floor plan S/C detector is photoelectric type within 20 feet of stove type. S S S S S S S UTILITY SYMBOLS OUTLET 110 V DUPLEX OUTLETA.F.C.I SWITCHES 2- WAY SWITCH 3- WAY SWITCH 4- WAY SWITCH DIMMER SWITCH 3- WAY DIMMER 4- WAY DIMMER AIR SWITCH LIGHTING/EXHAUST FANS WALL MOUNT LIGHT: LED LIGHT FIXTURE CEILING MOUNT HANGING LIGHT: LED LIGHT FIXTURE (PROVIDE SOLID BLOCKING) CEILING RECESSED LED LIGHT FIXTURE 3 4 D 3D 4D H CARBON MONOXIDE ALARM, CEILING MOUNTED, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED 110 V G.F.C.I. DUPLEX OUTLETG.F.C.I G.F.C.I W.P. 110 V WEATHERPROOF G.F.C.I. OUTLET 220 V OUTLET SMOKE DETECTOR, HARD WIRED AND W/ BATTERY BACK UP.ICC APPROVED (INSTALL AS PER 2022 CBC) INTERCONNECTED KITCHEN EXHAUST FAN - 28O CFM MIN. IF GAS OR 130 CFM IF ELECTRIC: VENT TO OUTSIDE AIR. VACANCY SENSOR V.S. 1. All new or altered lighting shall comply with current mandatory features per california energy code (cenc) section 150.0(k). 2. All new and altered luminaires shall be high efficacy in accordance with cenc table 150.0-a. 3. Recessed down-light luminaires installed in insulated ceilings shall be provided with zero recess insulation contact (IC) listed by underwriters laboratory (UL) or equivalent and air tight (AC) label fixtures. 4. LED luminaires shall be installed in led fixtures rated for the specific wattage. 5. Lighting from adjacent kitchen area such us dining and nook areas shall have separate controls if not part of the area of remodel. DATUM CAST IRONSINKSBROOKFIELDK-5942-5 S S 3 S 3 S S S A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.IA.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I A.F.C.I G.F.C.I G.F.C.I G.F.C.I G.F.C.I S S G.F.C.I S S BATHROOM FAN- EXHAUST FAN TYP. W/INTEGRAL HUMDISTAT OR MIN CONTINUOUS 35 CFM, AIRFLOW (CFM) 96, FAN POWER (WATTS/CFM) 0.45 AC/ MINI SPLIT SYSTEM W/ HEAT CONDENSER (EFF EER/CEER= 20/EFF SEER=18) W/ 4" CONC. PAD CM VENT HOOD RANGE N1 CalGREEN SHEET 1 Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n 12 2 8 V i l l a g e W a y S t r e e t # A , S a n t a A n a , C A 9 2 7 0 5 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 REVISIONS SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 N2308 SCALE: DATENO: REVISIONS 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 insole/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 managementordinance. 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 planin conformance with Items 1 through 5. The construction waste management plan shall be updated asnecessary 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 wastematerials 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. ofthe 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 combinedweight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds persquare foot of the building area, shall meet the minimum 65% construction waste reduction requirementin Section 4.408.1 4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstratescompliance 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, compactdisc, web-based reference or other media acceptable to the enforcing agency which includes all of thefollowing 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 spacearound 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 abuilding site, provide readily accessible area(s) that serves all buildings on the site and are identified for thedepositing, 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 recyclingordinance, if more restrictive. Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion ofthis 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-conservingplumbing 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 lavatoryfaucets 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 alocal water efficient landscape ordinance or the current California Department of Water Resources' Model Water EfficientLandscape 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 ACONVENIENCE 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 DEVELOPMENT4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water drainage and erosion controls shall comply with this section. 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. In order to manage storm water drainage during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent property, prevent erosion and retain soil runoff on the site. 1. Retention basins of sufficient size shall be utilized to retain storm water on the site. 2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar disposal method, water shall be filtered by use of a barrier system, wattle or other method approved by the enforcing agency. 3. Compliance with a lawfully enacted storm water management ordinance. Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or are part of a larger common plan of development which in total disturbs one acre or more of soil. (Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html) 4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface water include, but are not limited to, the following: 1. Swales 2. Water collection and disposal systems 3. French drains 4. Water retention gardens 5. Other water measures which keep surface water away from buildings and aid in groundwater recharge. Exception: Additions and alterations not altering the drainage path. 4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1 or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code. Exceptions: 1. On a case-by-case basis, where the local enforcing agency has determined EV charging and infrastructure are not feasible based upon one or more of the following conditions: 1.1 Where there is no local utility power supply or the local utility is unable to supply adequate power. 1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional local utility infrastructure design requirements, directly related to the implementation of Section 4.106.4, may adversely impact the construction cost of the project. 2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parking facilities. 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere 208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the proposed location of an EV charger at the time of original construction in accordance with the California Electrical Code. 4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". CHAPTER 3 GREEN BUILDING SECTION 301 GENERAL 301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in the application checklists contained in this code. Voluntary green building measures are also included in the application checklists and may be included in the design and construction of structures covered by this code, but are not required unless adopted by a city, county, or city and county as specified in Section 101.7. 301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, or size. The requirements shall apply only to and/or within the specific area of the addition or alteration. The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking facilities or the addition of new parking facilities serving existing multifamily buildings. See Section 4.106.4.3 for application. Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing lighting fixtures are not considered alterations for the purpose of this section. Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential buildings, or both. Individual sections will be designated by banners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and high-rise buildings, no banner will be used. SECTION 302 MIXED OCCUPANCY BUILDINGS 302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building shall comply with the specific green building measures applicable to each specific occupancy. Exceptions: 1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall comply with Chapter 4 and Appendix A4, as applicable. 2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with Chapter 4 and Appendix A4, as applicable. 4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities. When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at least one standard automobile parking space only for the purpose of complying with any applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details. 4.106.4.2.1 Reserved. 4.106.4.2.2 Multifamily dwellings, hotels and motels 1. EV ready parking spaces with receptacles. a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by this section shall be located in at least one assigned parking space per dwelling unit where assigned parking is provided but need not exceed forty (40) percent of the total number of assigned parking spaces provided on the site. Exception: Areas of parking facilities served by parking lifts, including but not limited to automated mechanical-access open parking garages as defined in the California Building Code; or parking facilities otherwise incapable of supporting electric vehicle charging. c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless determined as infeasible by the project builder or designer and subject to concurrence of the local enforcing agency. Exception: Areas of parking facilities served by parking lifts, including but not limited to automated mechanical-access open parking garages as defined in the California Building Code; or parking facilities otherwise incapable of supporting electric vehicle charging. d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of the following configurations: 1. For 20-ampere receptacles, NEMA 6-20R 2. For 30-ampere receptacles, NEMA 14-30R 3. For 50-ampere receptacles, NEMA 14-50R 2. EV ready parking spaces with EV chargers. a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped with J1772 connectors. b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped with J1772 connectors. Where common use parking or unassigned parking is provided, EV chargers shall be located in common use or unassigned parking areas and shall be available for use by all residents or guests. Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond the minimum required, an automatic load management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not less than 30 amperes. 4.106.4.2.2.1 Electric vehicle charging stations (EVCS). Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall comply with Section 4.106.4.2.2.1.1. Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable requirements. 4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions and location. EVCS spaces shall be designed to comply with the following: 1. The minimum length of each EVCS space shall be 18 feet (5486 mm). 2. The minimum width of each EVCS space shall be 9 feet (2743 mm). 3. One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also comply with at least one of the following: a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space. b. The EVCS space shall be located on an accessible route, as defined in the California Building Code, Chapter 2, to the building. Exception: Electric vehicle charging stations designed and constructed in compliance with the California Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1. 4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces. In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A. 4.106.4.2.3 Reserved. 4.106.4.2.4 Reserved. 4.106.4.2.5 Electric vehicle ready space signage. Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its successor(s). 4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing multi-family buildings. Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE.” Notes: 1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. 2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use. SECTION 4.501 GENERAL 4.501.1 Scope The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors. SECTION 4.502 DEFINITIONS 5.102.1 DEFINITIONS The following terms are defined in Chapter 2 (and are included here for reference) AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements. COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section 93120.1. DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air forcombustion 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 (July 2024 Supplement)Y = YES N/A = NOT APPLICABLE RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) 4.201 GENERAL 4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California EnergyCommission 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 AT T A C H E D A D U 34 1 4 S T I M B E R S T , SA N T A A N A . C A . 9 2 7 0 7 11/24/25 AS NOTED 11.24.251 REVISIONS N2 CalGREEN SHEET 2 Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n 12 2 8 V i l l a g e W a y S t r e e t # A , S a n t a A n a , C A 9 2 7 0 5 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 REVISIONS SEAL: SHEET DESCRIPTION : Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 N2308 SCALE: DATENO: REVISIONS MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding acompound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to hundredths ofa gram (g O³/g ROC).Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700 and94701. 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 thisarticle. 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 ozoneformation in the troposphere. VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings withvapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain hydrogenand may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a). 4.503 FIREPLACES4.503.1 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 CONTROL4.504.1 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 CONTROL4.505.1 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 CaliforniaBuilding Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the CaliforniaResidential 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, ACI302.2R-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 damageshall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent moisturecontent. 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 toenclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' dryingrecommendations prior to enclosure. 4.506 INDOOR AIR QUALITY AND EXHAUST4.506.1 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 COMFORT4.507.2 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 CaliforniaDepartment of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissionsfrom Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for CaliforniaSpecification 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 receivingresilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for theTesting 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 orbefore 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 (July 2024 Supplement)Y = YES N/A = NOT APPLICABLE RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) AT T A C H E D A D U 34 1 4 S T I M B E R S T , SA N T A A N A . C A . 9 2 7 0 7 11/24/25 AS NOTED 11.24.251 REVISIONS 1 SHEAR TRANSFER @ ATTIC2 3EXTERIOR WALL WATER PROOFING 4 5 10 11 ROOF DIAPHRAGM DIAPHRAGM BOUNDARY NAIL SHEAR PANEL THROUGH ROOF ROOF RAFTER CEILING JOIST SHEAR PANEL EDGE NAIL 2 4 1 3 2 INSTALLATION ORDER: 1. SILL FLASHING 2. JAMB FLASHING 3. WINDOW 5. HEAD FLASHING OVER FIN 6. FELT PAPER 5 4'0" MAX. JOIST HGRS AS SHOWN DBL JOIST EA SIDE OF OPENING OPNG AS JOISTS OR RAFTERS HEADER SAME SIZE AND GRADE ROOF OR FLOOR OPENING STUCCO DECK WALL FLASHING 12 7 8 DOOR FLASHING WINDOW FLASHING13 14STUCCO WEEP SCREED ATTACH A (MIN. 12" WIDE) SILL STRIP OF FLASHING MATERIAL WITH THE TOP EDGE EVEN WITH THE TOP EDGE OF THE ROUGH SILL. EXTEND SILL STRIP MINIMUM 14" BEYOND THE EDGE OF THE ROUGH OPENING FOR WINDOW. ATTACH FLASHING WITH GALVANIZED ROOFING NAILS OR RUST-RESISTANT STAPLES. ROUGHOPENING AFTER SILL 51RIP 15 IN PLACE, ATTACH (MIN. 12" HIDE) JAMB STRIPS OF FLASHING MATERIAL (SIDE OF OPENING) WITH INSIDE EDGE OF FLASHING FLUSH WITH EDGE OF ROUGH OPENING. START JAMB STRIPS 2" BELOW THE SILL STRIP AND EXTEND JAMB STRIPS 12" ABOVE THE LOWER EDGE OF THE HEADER (TOP OF ROUGH OPENING). APPLY A CONTINUOUS BEAD OF SEALANT TO THE BACK SURFACES OF THE WINDOW FLANGE, THEN PLACE THE WINDOW INTO THE ROUGH OPENING WITH THE FLANGES OVER THE INSTALLED FLASHING STRIPS. AFTER THE WINDOW IS PLACED, APPLY A CONTINUOUS BEAD OF SEALANT O/ HEAD FLANGE, INSTALL A (MIN. 12" WIDE) HEAD STRIP OF FLASHING MATERIAL OVER THE WINDOW FLANGE, EMBED FLASHING MATERIAL INTO SEALANT. ROUGHOPENING WATERRESISTAN T PAPER HE A D S T R I P WATERRESISTAN T PAPER JAMB STR I P STARTING AT THE BOTTOM OF THE WALL (SOLE PLATE), LAY WATER-RESISTANT PAPER (A) UNDER THE SILL STRIP. GUT ANT EXCESS WATER-RESISTANT PAPER THAT MAY EXTEND ABOVE THE SILL FLANGE ON EACH SIDE OF THE OPENING. (SHOWN IN DIAGRAM AS SHORT DASH LINES). INSTALL SUCCEEDING COURSES OF WATER-RESISTANT PAPER (B, C, ETC.) OVER JAMB AND HEAD FLANGES IN SHINGLE-BOARD FASHION. PAPER SHOULD RUN CONTINUOUSLY OVER HEAD WITH NO SPLICES ABOVE WINDOW. NOTES: I.R.C. 703.5 CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE HEATHER TO MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES FOR WINDOW FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12" HIDE SELF-SEALING FLASHING. CAULK BACK OF WINDOW FRAMES BEFORE SETTING. USE WINDOW THAT ARE WATER TIGHT. 26 GA. G.l. FLASHING REQUIRED AS SHOWN IN OTHER WINDOW DETAILS TO BE INSTALLED BY SHEET METAL CONTRACTOR. LINE WIRE, WHEN USED AS BACKING TO SUPPORT HATER-RESISTANT BUILDING PAPER OR FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL OPENINGS MUST COVER WIRE BACKING. WATER - RESISTANT PAPER TO BE 60 MINUTE GRADE 'D' PAPER MINIMUM SILLSTRIP WATERRESISTAN T PAPER WATERRESISTAN T PAPER 14" 14" SILL STRIP 1 2 3 4 SILL STRIP JA M B S T R I P JA M B S T R I P 12 " 2" 14" SILL STRIP JA M B S T R I P JA M B S T R I P HEAD STR I P A B C SILL STRIPJA M B ST R I P JA M B ST R I P WATERRESISTAN T PAPER WATER RE S I S T A N T PAPER WATER RE S I S T A N T PAPER 3/ 8 " 3/8" JA M B S T R I P 1 HEAD STR I P JA M B S T R I P 2 G.I.FLASHI N G HEADSTRIP WATERRESISTAN T PAPER WATERRESISTAN T PAPER A B C JAMB STR I P 3 4 WATERRESISTAN T PAPER THRESHOLD-PROVIDE BITUMINOUS COATING UNDER THRESHOLD FOR SEPARATION OF ALUMINUM AND CONCRETE, OR OTHER APPROVED MEASURE TO ISOLATE/PROTECT. APPLY SEALANT TO FLOOR AND/OR BOTTOM OF SILL PER MANUFACTURER. PLACE DOOR UNIT INTO ROUGH OPENING AND TEMPORARILY FASTEN PER MANUFACTURER. APPLY SEALANT TO EXTERIOR EDGE OF THE DOOR FRAME JAMBS AND HEAD TO RECEIVE FLASHING SET 3/8" IN FROM THE INSIDE EDGES OF JAMBS AND HEAD. ATTACH JAMB STRIPS OF FLASHING MATERIAL (SIDES OF OPENING) AT LEAST 12" WIDE WITH THE INSIDE EDGE OF FLASHING POSITIONED 3/8" IN FROM THE INSIDE EDGE OF THE DOOR FRAME. JAMB STRIPS SHOULD EXTEND 12" MIN. ABOVE OPENING. ATTACH HEAD STRIP OF FLASHING MATERIAL (TOP OF OPENING) AT LEAST 12" WIDE WITH THE BOTTOM EDGE OF FLASHING POSITIONED 3/8" UP FROM THE BOTTOM EDGE OF THE DOOR HEADER. APPLY A CONTINUOUS BEAD OF SEALANT ON THE EXTERIOR SURFACE OF JAMB AND HEAD FLASHING ON THE DOOR SIDE EDGE OF THE FLASHING. ATTACH BRICK MOULD OVER SEALANT AND ALIGNED WITH JAMB AND HEAD STRIPS OF FLASHING SET 3/8" IN FROM EDGES OF DOOR FRAME. AT BRICK MOULD AT DOOR HEAD, APPLY SEALANT TO TOP OF BRICK MOULD AND AT ADJACENT WALL TO RECEIVE 26 GA. FLASHING (26 GA. G.I. FLASHING NOT REQUIRED WHEN DOOR IS PROTECTED BY 3'-0" MIN. OVERHANG OR SOFFIT). STARTING AT THE BOTTOM OF THE WALL(SOLE PLATE), LAY WATER-RESISTANT PAPER (A) OVER THE JAMB FLASHING STRIP AND LAP INTO THE JAMB BRICK MOULD. INSTALL SUCCEEDING COURSES OF WATER-RESISTANT PAPER (B, C, ETC.) OVER JAMB FLASHING, SHINGLE-BOARD FASHION, AND LAP INTO THE JAMB BRICK MOULD. AT DOOR HEAD PAPER SHOULD RUN CONTINUOUSLY ABOVE THE DOOR WITH NO SPLICES AND ALP OVER 26 GA. G.I. FLASHING. (RUN PAPER ONTO TOP OF BRICK MOULD WHEN G.I. FLASHING IS NOT REQUIRED). NOTES: I.R.G. 703.8 CALLS CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE WEATHER TO MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES FOR DOOR FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12" WIDE SELF-SEALING FLASHING. CAULK BACK OF DOOR FRAMES BEFORE SETTING. USE DOORS THAT ARE WATER TIGHT. 26 GA. G.I. FLASHING REQUIRED AS SHOWN IN OTHER DOOR DETAILS TO BE INSTALLED BY SHEET METAL CONTRACTOR. LINE WIRE, WHEN USED AS BACKING TO SUPPORT WATER-RESISTANT BUILDING PAPER OR FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL OPENINGS MUST COVER WIRE BACKING. WATER - RESISTANT PAPER TO BE 60 MINUTE GRADE 'D' PAPER MINIMUM STAIR DETAIL TYPICAL VENT BLOCK EQ.EQ.EQ.EQ. EQ . EQ . (3) 2 1/2" DIA HOLE PER BLOCK 2X EAVE BLOCK WITH 1/4" WIRE MESH NOTE: 1. EACH BLK PROVIDES APPROX 13 SQ. INCHES OF VENTILATION. 2. MINIMUM BLOCK SIZE 2X4X14 1/2". 3. TYPICAL ATTIC: 1 VENT BLOCK AT EVERY OTHER BAY. 4. SLOPING CEILING: 1 VENT BLOCK AT EACH BAY. 7 6 5 1 11 7 8 1 2 1. 2X14 STRINGERS © 16" 0.C. 2. PLYWOOD TREADS & RISERS (MIN. 3/4"). 3. 2X4 THRUST PLATE ANCHORED W/ SHOT PINS © 24" 0.C. W/ 2" DIA. WASHERS (ICC# ER-1799). LARR #25304 SECURE STRINGER TO 2X4 SILL W/ (3) 16d TOE NAILS. 4. PER ARCHITECTURAL 5. PLYWOOD SUBFLOOR 6. APPROVED METAL HANGERS 7. DBL. JOIST OR HEADER 8. SIMP. THA213 TRUSS HANGER 9. CONT. 2X PLATE W/ 16d'S © 8" 0.C. 10. DBL. JOIST OR BLOCKING 11. 6" MIN. © NOTCH NO OVERCUT. 12. 2X6 LEDGER W/ (4) 16d'S PER STUD © WALL CONDITION. 5 9 10 3 12 7 34" M A X . 10" MIN. 2 SPECIFIED WATERPROOF DECK COATING O METAL LATH O/ SLOPED DECK SHEATHING G.S.M. 'L' DECK TO WALL FLASHING SLOPED DECK FRAMING & SHEATHING PER STRUCTURAL FLOOR FRAMING AND SHEATHING PER STRUCTURAL EXTERIOR CEMENT PLASTER O/ METALLATH O/ W.R.B. 9" WIDE S.A.F. O/ FOUNDATION SCREED 2x SOLID BACKING AS REQUIRED RUN PRE-TREATMENT UP 'L' FLASHING 5 1/2" CEMCO #7 26 GA. FOUNDATIONSCREED; SET WEEP 2" ABOVE DECK FINISH TOP AND FINISH COATS O/ PRE-TREATMENT PRE-TREATMENT O/ BASE COATSSLOPE 1/4"/FT. 1" M I N . SHEAR PANEL (per plan) 4"MIN. ABOVE EARTH 2"MIN. ABOVE PAVEMENT WEEP SCREED MINIMUM 26 GA. CORROSION - RESISTANT OR PLASTIC WITH A MINIMUM VERTICAL FLANGE OF 3 1/2" SHALL BE PROVIDED AT OR BELOW FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS. HANDRAIL & GUARDRAIL FLOOR JOIST 4" 42 " M I N . 3/4" THK. PLYWOOD 4" STRINGER PER STRUCTURAL DRAWINGS 5/8" TYPE 'X' DRY WALL WHERE OCCURS 10" MIN.7 34" M A X . 3/4" 34 " T O 3 8 " ∅6" ST A I R N O S I N G T O T O P H A N D R A I L OPENING NOT TO ALLOW A 4" OR LARGER SPHERE TO PASS THROUGH, TYP. OPENING NOT TO ALLOW A 6" OR LARGER SPHERE TO PASS THROUGH, TYP. HANDGRIP NOTES: REF. STURCTURAL DWGS. FOR CONNECTION DETAILS (DETAIL 14/SD.3) 10" MIN. 2x SOLID FIRE BLK'G w/ 16d @ 12"oc ROOF DIAPHRAGM 2x4 FLAT OUTLOOKER @24"oc DIAPHRAGM BOUNDARY NAIL (2)16d SHEAR PANEL THROUGH ROOF 2x FACIA ROOF RAFTER TYPE X 2x4 @ 4'oc 2x BLK'G @4'oc SHEAR PANEL EDGE NAIL 7/8" STUCCO STUD WALL 5/8" TYPE X GYPSUM TO ROOF SHEATHING CEILING JOIST 9 STRUCTURAL SHEATHING AS REQUIRED LTP4@24" O.C. (SEE SW SCHEDULE) BN. 2X ROOF RAFTER AS PER PLAN ROOF SHEATHING AND NAILING AS PER PLAN 2X CEILING JOIST SPACING PER PLAN6-16d 2x STUD @ 16" O.C. BEAM OR STUD WALL PER PLAN FASCIA 5/8" TYPE X DRYWALL SOLID 2X FIRE BLOCKING 7/8" STUCCO 1" INSULATION PER PLAN 1" AIR GAPFELT UNDERLAYMENT ASPHALT SHINGLES ROOFING 1 HOUR FIRE RATED ROOF OVERHANG DETAIL 1-HR RATED ROOF/EAVE & INSULATION 6 1 HOUR FIRE RATED WALL DETAIL HANDGRIP TYPE1 Job # Sheet No.: Date Ap p l i c a n t : Pr o j e c t f o r : Co n t a c t : To n y V u Ma s t e r C o n s t r u c t i o n SEAL: SHEET DESCRIPTION : 7/31/25 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 N2308 SCALE: AD D I T I O N 34 1 4 S T I M B E R S T , U N I T # 2 ( A D U ) 3 4 1 4 S T I M B E R S T REVISIONS DATENO: REVISIONS 72 2 1 G a r d e n G r o v e B l v d , G a r d e n G r o v e , # J , C A 9 2 8 4 1 Te l . ( 7 1 4 ) 5 6 8 - 5 4 4 4 (S F R ) S A N T A A N A . C A . 9 2 7 0 7 DATE: 07/01/2024 SCALE: 1-1/2"=1'-0" © 2024 National Gypsum Services Company STC 38 - 2x6 WOOD STUDS SOUND TEST: NGC 2008032 UL DESIGN: U305 LOADBEARING WOOD STUD PARTITION - 1 HOUR 1. MIN. 2x6 WOOD STUDS 16" O.C. 2. 5-1/2" GLASS FIBER INSULATION 3. 5/8" GOLD BOND FIRE-SHIELD GYPSUM BOARD (FSW, FSW-C, FSW-6, eXP-C, FSK, FSK-C) APPLIED VERTICALLY OR HORIZONTALLY AND FASTENED WITH 1-7/8" 6d NAILS 7" O.C. OR 1-1/4" TYPE W SCREWS 8" O.C. VERTICAL JOINTS CENTERED OVER STUDS AND STAGGERED 16" FROM OPPOSITE SIDE. 4. JOINT TAPE AND COMPOUND OVER JOINTS AND FASTENER HEADS (OPTIONAL WHEN SQUARE EDGE BOARD IS USED) 6 3 / 4 " 1 3 4 16"16"16" 3 2 1. GENERAL ASSEMBLY NOTES (FOR THE WALL) ASSEMBLY: 1-HOUR FIRE-RESISTANCE RATED WALL (UL U305) STUDS: 2X4 (MIN) WOOD STUDS @ 16" O.C. FACING: (1) LAYER 5/8" TYPE 'X' GYPSUM BOARD APPLIED VERTICALLY TO EACH SIDE. FASTENERS: 1-7/8" 6D NAILS OR 1-1/4" TYPE S SCREWS @ 7" O.C. AT EDGES AND 12" O.C. IN FIELD. FINISH: ALL JOINTS TAPED AND TOPPED WITH JOINT COMPOUND. FASTENER HEADS COVERED WITH JOINT COMPOUND. INSULATION: 3-1/2" MINERAL WOOL OR FIBERGLASS BATTS IN STUD CAVITY. 2. PENETRATION NOTES (TO CLEAR CORRECTION ITEM 10) FIRESTOPPING PER CRC R302.4 (UL SYSTEM W-L-1001) MANUFACTURER: 3M™ OR HILTI. PRODUCT: 3M™ FIRE BARRIER SEALANT CP 25WB+ (OR EQUAL). THROUGH-PENETRATIONS: ALL PIPES/CONDUITS SHALL BE SEALED WITH FIRESTOP SEALANT TO THE FULL DEPTH OF THE GYPSUM BOARD (MIN 5/8"). MEMBRANE PENETRATIONS: ALL ELECTRICAL BOXES IN FIRE-RATED WALLS SHALL BE PROTECTED BY 3M™ FIRE BARRIER MOLDABLE PUTTY PADS OR MAINTAINED WITH A 24" HORIZONTAL OFFSET PER R302.4.2. COMPLIANCE: TESTED IN ACCORDANCE WITH ASTM E814 / UL 1479. ARCHITECTURAL DETAILS AD-1 #6 AND LARGER #5 AND SMALLER A. POURED AGAINST EARTH B. POURED AGAINST FORM BELOW GRADE 2'' 1 1/2'' 3'' 2'' REINFORCING STEEL GLULAMS/MFR. WD. PROD. D. SLABS ON GRADE (FROM TOP OF SLAB) E. COLUMNS AND BEAMS TO MAIN BARS F. WALLS - EXPOSED TO WEATHER NOT EXPOSED TO WEATHER, #11 AND SMALLER CONCRETE STRUCTURAL STEEL GENERAL NOTES C. FORMED SLABS LUMBER/CARPENTRY 1 1/2'' #14 AND #18 1 1/2" 1'' 1''FOUNDATION/SITEWORK 4X16 #1: Fb= 1000 PSI SINGLE/REPETITIVE 6 2X6 #2: Fb= 1170/1345 PSI 2X8 #2: Fb= 1080/1242 PSI 2X10 #2: Fb= 990/1138 PSI 2X12 #2: Fb= 900/1150 PSI 2X14 #2: Fb= 810/ 931 PSI 4X6 #2: Fb= 1170 PSI 4X8 #2: Fb= 1170 PSI 4X10 #2: Fb= 1080 PSI 4X14 #1: Fb= 1000 PSI 6X12 #1: Fb= 1350 PSI 4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7x10 2X4 #2: Fb= 1350/1552 PSI ; Fv=180 psi E=1.6x10 4X4 #2: Fb= 1350 PSI 2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH: CONC. 2'' 2'' 3/4" MASONRY 2'' 1 1/2'' 1 1/2'' 1 1/2" 2'' 1'' 1'' 3/4" 1 1/2" 6X10 #1: Fb= 1350 PSI ; Fv=170 psi, E=1.6x10 LUMBER/CARPENTRY (cont.) DESIGN LOADS: SHEET INDEX: S.0 STRUCTURAL GENERAL NOTES S.1 FOUNDATION PLAN S.2 ROOF FRAMING PLAN SD1 FOUNDATION DETAILS SD2 STRUCTURAL DETAILS SD3 STRUCTURAL DETAILS NAILING SCHEDULE SEISMIC DESIGN DATA IMPORTANCE FACTOR 1.0 SITE CLASS D SS 1.275 S1 0.457 SDS 1.02 SD1 NULL SDC D LATERAL FORCE RESISTING SYSTEM 15 BASE SHEAR CS 0.157 R 6.5 W 2.50 PROCEDURE USED ELF REDUNDANCY FACTOR 1.3 WIND DESIGN PROCEDURE USED MWFRS BASIC WIND SPEED 95 MPH RISK CATEGORY II WIND EXPOSURE C SOIL SOIL REPORT PREPARED BY PROJECT NUMBER DATE SOIL BEARING PRESSURE 1500 PSF VERTICAL 14 PSF ROOF RAFTER LL = ROOF RAFTER DL = 20 PSF 15 PSF INT. WALL DL = 10 PSF EXT. WALL DL = ( CBC 2022 ) CEILING JOIST LL = CEILING JOIST DL = 4 PSF 10 PSF TYPICAL FLOOR/ROOF DECK/DECK SHEATHING TYPICAL SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING HORIZONTAL DIAPHRAGM: 6 6 12. ALL NAILING TO BE PER TABLE NUMBER 2304.10.2 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14. FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18. PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21. INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.C STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.C STAGGERED. 23. ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24. ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O. 25. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27. ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29. PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31. DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN. SDPWS-2021/CBC 2022 MATERIAL 8 FRM'GSIZE EDGE NAILING 1,4 FIELD 16D SILL LAG5TRANSFER -- A.B.'S9 5/8"VALUE B 3/8" APA SHEARWALL SCHEDULE SINKER WINDSEISMIC CONFORMING TO ANSI/AF&PA FRAMING CLIP LTP4/A35 3/8" APA 8d 6"12" 4"12" -- 42" 220 plf-- 307 plf24" SILL PLATE 2X4 MIN. FOOTNOTES: 1. ALL NAILS TO BE COMMON NAILS. 2. SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS. 3. ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING. 4. SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 5. SIMPSON STRONG TIE 1/4" SDS X 6" LONG LAG SCREWS. 6. PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. 3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 8. SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 9. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 5 8" A.B. - 3" X 3" X 0.229" 3 4" A.B. - 3" X 3" X 0.229" 10. USE 4-1/2" SQ. X .229" AT 2X6 WALLS. 11. 3X MUDSILL PLATES 12. IF WOOD STRUCTURAL PANEL SHEAR WALLS WITH ASPECT RATIO (h/bs) EXCEED 2:1, SHEAR WALL CAPACITY SHALL BE REDUCED BY MULTIPLYING WITH 2bs/h FOR DESIGN. NOTE: WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEAR WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERRENT FRAMING MEBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. 3X MIN. STAGG'D 2X4 BLK. W/16d @ 4" OC SOLID RIMOR BLK'G SOLE PLATE CONNECTION TO FRAMING BELOW (1) STD. 3XDESCRIPTION A RATED RATED 8d 4"12" 3"12" -- 36" 320 plf-- 447 plf16"2X4 CAP.VALUECAP. C 3/8" APA RATED 8d 3"12"3"8" -- 24" 410 plfYES 575 plf12"2X47 STAGG. D 3/8" APA RATED 8d 2"12"2"6" -- 16" 530 plfYES 742 plf10"2X47 STAGG. E 15/32" APA RATED 10d 2"12"4" -- 12" 770 plfYES 1077 plf10"2X47-- F 15/32" STRUC. 1 10d 2" 12"4" -- 12" 870 plfYES 1217 plf8"2X47-- WD. PANEL SPECIAL INSPECTION B. HIGH-STRENGTH AND ANCHOR BOLTS C. STEEL MOMENT FRAME CONNECTIONS A. FIELD WELDING D. EPOXY ANCHORS (Continuous) (Continuous) E. STRUCTURAL MASONRY (AS NOTED) (Continuous) (Continuous) (Sect. 1704.5.1.3) F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic) G. CONCRETE (OVER 2500 psi)(Continuous) H. POST-TENSION (WHEN OCCURS)(Continuous) I. CAST-IN-PLACE CAISSONS (Continuous) J. SOILS COMPLIANCE (Per Soils Report) EXPOSURE REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) CLASS MAX. W/C MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) CEMENTITIOUS MATERIAL TYPE ASTM C150 S0 N/A 2,500 S1 0.50 4,000 S2 0.45 4,500 S3 0.45 4,500 ASTM C595 ASTM C1157 CALCIUM CHLORIDE --- --- ------ II V V+POZZOLAN or SLAG TYPE WITH (MS) DESIGNATION TYPE WITH (HS) DESIGNATION TYPES WITH (HS) DESIGNATION + POZ MS HS HS+POZZOLAN or SLAG --- NOT PERMITTED NOT PERMITTED EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) W0 N/A 2,500 W1 N/A 2,500 NONE 26.4.2.2(d) EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT. REINFORCED CONC. C0 N/A 2,500 C1 N/A 2,500 C2 0.40 5,000 RELATED PROVISIONS 1.00 NONE 0.30 0.15 --- CONCRETE COVER PRESTRESSED CONC. 0.06 0.06 0.06 ADDITIONAL REQUIREMENTS 1,2 4 5,6 6 7 7 5 9,10 1,2 1,2 1,2 FREEZING/THAWING SULFATE IN CONTACT WITH WATER CORROSION PROTECTION OF REINFORCEMENT NOTES: 3 3 W2 0.50 4,000 26.4.2.2(d) OR SLAG OPT. 1 0.40 5,000OPT. 2 V 8 TYPE WITH (HS) DESIGNATION HS NOT PERMITTED 11 FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C. 2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3. CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1 5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-10d 6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d 8. STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C. 16d BOX @ 16" O.C. 9. STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 10. BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 4-8d 12. TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C. 10d BOX @ 12" O.C. 13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d 14. BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d 21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22. RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25. 2" PLANKS 2-16d AT EACH BEARING 26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C. 28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29. BRIDGING TO JOIST, TOE NAIL 2-8d 11. CONTINUOUS HEADER TO STUD, TOE NAIL BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d 2-20d AT ENDS & SPLICE 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER ( DONG ENG. ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5. APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER (DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14. SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4. ALL BENDS SHALL BE MADE COLD. 5. SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: 1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, 1704 & 1707 FOR THE FOLLOWING CONDITIONS: 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA CRC CODE. 2. CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. 3. ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE ................................................ TYPE II 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5. CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11. ALL STRUCTURAL CONCRETE ............................... F'c = 3,000 PSI ALL SLAB-ON-GRADE ............................................... F'c = 3,000 PSI ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 3,000 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MAX. W/C RATIO=0.5). 12. ALL CONCRETE WITH F'c GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE (CBC 2022) UNLESS NOTED OTHERWISE. F0 N/A 2,500 N/A N/A F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A F2 0.45 4,500 ACI 318-19 TABLE 19.3.3.3 N/A F3 0.40 5,000 ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b) 1. ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3. HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.) 7. CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER (DONG ENG.). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER 2X4 STUDS (OVER 10')...................... NO.2 OR BETTER 2X PLATES & 3X PLATES.................. "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS......................................... NO.2 2X JOIST............................................. NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER.......................... NO.2 4X12 AND LARGER........................... NO.1 6X AND 8X........................................... NO.1 4x POST/TIMBERS AND LARGER .... NO.1 ROOF PLANKING AND DECKING...... COM.DEX. BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE. 32. TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33. PROVIDE SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON HDUE AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE. 38. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. 39. ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER CRC. 40. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. ) REVIEW. 41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44. COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45. ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 2 16d NAILS. 47. PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48. SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49. STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50. A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51. FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 1. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 2. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3. PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER ( DONG ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR THE POST-TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or B MATERIAL. 7. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8. PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9. FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10. DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11. FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S. 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.. NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG. 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2. DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3. INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7. PARALLAM PSL 2.0E BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2900 PSI; fv = 290 PSI; E = 2.0x106 PSI TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202 f b = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI 8. ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER (DONG ENGINEERING) PRIOR TO INSTALLATION. 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10. I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439 11. PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12. REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED. NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN (CBC 2022 TABLE 2304.10.2) GENERAL 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O. 2. ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL SONFORM TO THE REQUIREMENTS SPECIFIED IN BUILDING CODE, CHAPTER 22 & REFERENCE. MATERIALS 3. STEEL SHALL BE PRIMED WITH A RUST RESISTANCE PRIMER & SHOULD CONFORM TO ASTM A36 (fy=36 ksi) AS A MINIMUM, UNLESS OTHERWISE NOTED. ALL W SHAPES TO BE ASTM A992. (fy=50 ksi) 4. STEEL PIPE SHALL CONFORM TO ASTM A53, Grade B (Fy=35 ksi). 5. ROUND HSS TUBING SHALL CONFORM TO ASTM A500 Grade C (Fy=46 ksi). 6. RECTANGULAR AND SQUARE HSS TUBING SHALL CONFORM TO ASTM A500, Grade C (Fy=46 ksi). 7. ALL STRUCTURAL WELDING PROCEDURED AND MATERIALS SHALL CONFORM TO BUILDING CODE, SECTION 2204.1. ALL WELDING SHALL BE BY THE SHIELD METAL ARC WELDING PROCESS OR THE SUBMERGED ARC WELDING PROCESS USING E70XX-LOW HYDROGEN ELECTRODES, UNLESS OTHERWISE NOTED. 8. ALL BOLTS FOR CONNECTIONS OF STEEL MEMBERS SHALL CONFORM TO BUILDING CODE, SECTION 2204.2 & ASTM A325N, UNLESS OTHERWISE NOTED. HOLES FOR BOLTS SHOULD BE DRILLED OR PUNCHED & SHALL BE 1/16" LARGER THAN BOLT DIAMETER. 9. PREFABRICATED STEEL MOMENT FRAMES PER MANUFACTURER. STEEL MOMENT FRAME MANUFACTURER SHALL SUBMIT SHOP DRAWING, DESIGN CALCULATIONS, AND APPROVED MOMENT FRAME TEST REPORT (ICC, IAMPO, OR TEST PER APPENDIX S OF AISC SEISMIC PROVISION) TO DONG ENGINEERING FOR REVIEW. WELDS 9. ALL SHOP WELDING AND FABRICATION MUST BE DONE IN A SHOP APPROVED BY A SPECIAL INSPECTION AGENCY WHICH IS APPROVED BY THE BUILDING OFFICIAL. ALL FIELD WELDING MUST BE PERFORMED BY A CERTIFIED WELDER AND A SPECIAL INSPECTOR SHALL CONTINUOUSLY INSPECT ALL STRUCTURAL FIELD WELDING. BOTH SHALL BE APPROVED BY THE BUILDING OFFICIAL. 1. THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE CONCRETE MIXTURE. 2. THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3. FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI. 4. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). 5. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. 6. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2. 7. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c). 8. IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED. 9. THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT. 10.CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.4.2.2. 11.CONCRETE COVER SHALL BE IN ACCORDANCE WITH 20.5. RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 S.0 GENERAL NOTES W/D CAST IRONSINKSBROOKFIELDK-5942-5 CLOSET LIVING ROOM BATHROOM KITCHEN CL O S E T BATHROOM BEDROOM 1 MASTER BEDROOM ENTRY PORCH PATIO A B C 4'-0"AH3 4'-0"A H3 4' - 0 " A H3 H3 6' - 9 " A H3 H3 8'-0" AH3 H3 9'-0"A H3H3 8' - 0 " A 5' - 0 " A H3 H3 1SD14SD1 TYP. TYP. (N) 4" THK. CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. EA.WAY @ MID DEPTH OVER 15 MIL VAPOR BARRIER OVER 4" THK. BASE OF 1/2" OR LARGER CLEAN AGGREGATE OVER COMPACTED SOIL. (E) CONCRETE SLAB TO BE REMAINED 1SD1 3SD1 1SD1 1SD1 1SD1 2SD1 1SD1 12 " 12" 12" 12" 12 " 12" 12 " 12" 12" P2424 P2424 9SD1 9SD1 1 1.1 3' - 6 " A H3 H3 4' - 0 " A H3 H3 4'-0"A 5'-0" AH3 8SD2 P2424 W/ CBS Q 9SD1 1SD1 3SD1 1SD1 3SD1 W/ CBS Q W/ CBS Q 4'-9" 8'-10"4'-2"8'-11" 10 ' - 4 " 5' - 1 1 " 3'-9" 9' - 5 " 12" 1SD1 2SD1 11SD1 2 12 " 12" DETAIL SHEET NUMBER DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) SYMBOLS LEGEND SDX X DETAIL NUMBER EXISTING FOOTING REBAR NEW SLAB/ FOOTING HOLDOWN SCHEDULE: SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. xxx'-x"X INDICATES HOLDOWN, SEE HOLDOWNS SCHEDULE FOUNDATION NOTES: 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4/SD1 FOR INSTALLATION OF HOLDOWNS. 3. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/ DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 4. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 5. HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 6. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 7. SEE DETAIL 12/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS, CONTACT DONG ENGINEERING, INC. 8. THE HOLDOWN POST SIZE SHALL FOLLOW THE HOLDOWN SCHEDULE U.N.O. 9. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS 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. 4 1/2" FROM THE END OF THE SILL PLATES. MIN. (2) A.BS. PER SILL PLATE/SHEAR PANEL. SILL PLATE UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 10. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH 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. 11. 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). PAD SCHEDULE: 2'-0" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. PAD TYPESYM. P2424 HDUE3 HDUE5 HDUE7 HOLDOWNSYM. HDUE9 POST SIZE H3 H4 H5 4X 4X 4X H8 REF. DETAIL 4/SD1 HDUE13H9 HDUE13H10 HDUE9H7 4X 6X 6X 8X 1. HOLDOWN POST MINIMUM THICKNESS IS SHOWN ON SCHEDULE ABOVE. ACTUAL HOLDOWN POST SIZE IS INDICATED ON PLAN. 2. APPLICABLE IN 6" MIN. STUD WALL. H11 6X H12 6X HDUE17 HDUE172 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 S1 FOUNDATION PLAN SCALE: FOUNDATION PLAN 1/4" = 1'-0" W/D CAST IRONSINKSBROOKFIELDK-5942-5 CLOSET LIVING ROOM BATHROOM KITCHEN CL O S E T BATHROOM BEDROOM 1 MASTER BEDROOM ENTRY PORCH PATIO 4 x 6 4 x 6 4 x 6 4 x 64 x 64 x 6 4 x 6 4 x 6 4 x 6 4 x 6 2 x 8 R.B. 224 224 A B C 4'-0"A44 4'-0"A 44 4' - 0 " A 44 44 6' - 9 " A 44 44 8'-0" A44 44 9'-0"A 44 8' - 0 " A 5' - 0 " A 44 44 4 x 6 1 4 x 6 2 6 x 6 D R O P 3 4 x 6 4 4 x 1 0 R I D G E 5 4 x 8 C L G 6 4 x 8 C L G W / E N 7 6 x 6 W/ EN 8 R1R1 R2 R2 R2 R1 R1 R1 R1 C2 C1 C1 C1 C1 R1 1SD2 2SD2 2SD2 2SD2 1SD2 7SD2 4 3SD2 2X R.R. W/ EN 5SD2 6SD2 TYP. 8SD2 14SD3 4 DROP W/ EN 6 x 6 1SD2 15SD3 2SD2 1SD2 2SD2 2X R.R. W/ EN 13SD2 13SD2 6 x 6 D R O P 17SD3 1SD2 6SD3 18SD3 2 x 8 R.B. 2SD3 2SD3 LOW HI. R2 1 1.1 C1 3' - 6 " A 44 44 4' - 0 " A 44 44 66 66 66 4'-0"A 11SD2 2X S O L E P L A T E 5'-0" A44 44 FL A T B L K ' G W / E N 21 2X END R.R. 2X R.R. W/ EN 44 44 8SD3 7SD3 HUC 13SD2 4SD3 4SD3W/ LCE W/ LCE 2SD2 4SD3 W/ E P C SIM 2X R.R. W/ EN 13SD3 5SD3 SIM 1SD3 4SD2 15SD3 FL A T B L K ' G W / E N 21 5 2X R . R . W / E N 2X R . R . W / E N 2X R.R. W/ ENLSTA30 LSTA30 2X R.R. W/ EN 8 5 8 L= 6 ' - 0 " L= 6 ' - 0 " 2X R.R. W/EN 8 LS T A 3 0 FL A T B L K ' G W / E N 21 L= 6 ' - 0 " 2X R.R. W/ EN 2X R.R. W/ ENLSTA30 (E) (E) 9SD3 2 (E) 15SD2 TYP. 12SD1 2X R.R. W/ EN 8LSTA30 2X R . R . W / E N LS T A 3 0 2X R . R . W / E N LS T A 3 0 12SD1 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X SDX DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: INDICATES EXISTING ROOF RAFTER X FRAMING NOTES: 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES NEW ROOF RAFTER, SEE JOISTS TABLE xxx'-x" XX POST SIZE, SEE POST SCHEDULE. XPOST SCHEDULE: POST SIZESYM. 24 224 324 26 226 2X4 STUD (2)-2X4 BUNDLED STUD (3)-2X4 BUNDLED STUD 2X6 STUD (2)-2X6 BUNDLED STUD 326 44 46 66 (3)-2X6 BUNDLED STUD 4X4 POST 4X6 POST 6X6 POST POST SIZESYM. INDICATES CEILING JOISTS, SEE JOISTS TABLE 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 3. HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG-TIE AS FOLLOWS U.N.O.: 2. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. - 2x4's @ 16" o.c. maximum 14'-0" height - 2x6's @ 16" o.c. maximum 20'-0" height 5. BUILDING CODE 2308.9.1 BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS: 6. BEARING STUD HEIGHTS: - 2x4's @ 16" o.c. maximum 10'-0" height - 2x6's @ 16" o.c. maximum 16'-0" height 4. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. CLEAR SPAN, L L ≤ 6'-0" 6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN CONSTRUCTION KEY NOTES: STRAPS SCHEDULE: JOISTS TABLE: MARK JOIST SPECIFICATIONS R1 ROOF JOIST 2 X 6 DFL#2 @ 16" O.C. C1 CEILING JOIST 2 x 6 DFL#2 @ 16" O.C. ROOF JOIST 2 X 6 DFL#2 @ 16" O.C. MARK STRAP STRAP LENGTH NAILS/ SPACING REFERENCE DETAIL 8d BOX/SINKER @ 4-1/8" 8d BOX/SINKER @ 4-1/8" 16d SINKER @ 4-1/2" CS16 (2)CS16 CMSTC16 5 6 7 3' - 6" 3' - 6" 3' - 6" 9/SD2 CS16 (2)CS16 8 9 3' - 6" 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. 8d BOX/SINKER @ 2-1/16" O.C.10/SD2 LUS FACE MOUNT TOP FLANGED HANGER TYPEMEMBER 2X JOIST 4X, 6X, LSL or PSL TJI I-JOIST JB HU W/ MAX. BA IUS ITS X ALIGN STUD(S) / POST(S) WITH UPPER FLOOR STUD(S) / POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR PROVIDE SOLID BLOCKING UNDER GIRDER / BEAM. LINE OF 2X BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O. SEE PLAN FOR NUMBER OF BAYS. 1 2 3 2X PURLIN PER DETAILS 4,5/SD2.4 PROVIDE STRAP TYPE "X" AT SHEAR WALL TOP PLATE SPLICE PER DETAIL 16/SD2.5 "X" R2 C2 CEILING JOIST 2 x 8 DFL#2 @ 16" O.C. CS16 (2)CS16 21 22 3' - 6" 3' - 6" 8d BOX/SINKER @ 2-1/16" O.C. 8d BOX/SINKER @ 2-1/16" O.C.16/SD3 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 S2 ROOF FRAMING PLAN SCALE: ROOF FRAMING PLAN 1/4" = 1'-0" 1 1 1 1 1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 SD1 STRUCTURAL DETAILS 1 REINF. STD. HOOK, LAP SEE NOTE #1 11 1/ 2" CLEAR OR BARS MAY BE IN CONTACT IF WIRED TOGETHER. d2CONDITION WHERE BARS OCCUR ON THE SAME PLANE. NOTES: 1. LAP - 54 BAR DIAM. #10 THRU #11 - 40 BAR DIAM. #8 THRU #9 - 30 BAR DIAM. #5 THRU #7 2. "D" = BEND DIAMETER 6" FOR #3 THRU #8; 8" FOR #9 THRU #11. 1' 2.1/2" MIN. D/2 D/2 d D/2 HOOK 6 1 1. 1 1/ 2" CLEAR OR BARS MAY BE IN CONTACT IF WIRED TOGETHER. 2. CONDITION WHERE BARS OCCUR ON THE SAME PLANE. 1 HOUSE FOOTING TO PORCH SLAB W D 0'-6" 0' - 6 " F.G. 0' - 2 " SLOPE PER ARCH MIN. MI N . MI N . FACE OF STUDS 1CONC. SLAB.FND~1 2CONC. PORCH SLAB. 33/ 8" MIN. EXPANSION JOINT W/ JOINT FILLER (N/A @ MONO POUR LOTS). 4#3 X 24 DOWEL @ 24" O.C. NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. 1. CONC. SLAB. 2. CONC. PORCH SLAB. 3. 3/ 8" MIN. EXPANSION JOINT W/ JOINT FILLER (N/A @ MONO POUR LOTS). 4. #3 X 24 DOWEL @ 24" O.C. 1 TYPICAL EXTERIOR TIE BEAM DE P T H T O M A T C H ED G E O F F O O T I N G W (U.N.O.) 0' - 3 " CL R . D (U . N . O . ) 0' - 3 " M I N . CO V E R F.G. 0' - 2 " CL R . NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - TIE BEAM REBARS TO CONTINUE INTO EXTERIOR FOOTING MIN. 24" 1 TYP. CONTROL JOINT 1CONC. SLAB PER PLAN2BULLNOSE EDGES 0' - 1 " 1/8" 1. CONC. SLAB PER PLAN 2. BULLNOSE EDGES NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - PROVIDE CONTROL JOINT AT 10'-0" EACH WAY (U.N.O.) - PROVIDE SAW CUT WITHIN 24 HOURS OF POUR. PAD & REINF. SEE PLAN 1 PAD FOOTING INTERIOR PAD FOOTING F.G. PAD & REINF. SEE PLAN EXTERIOR PAD FOOTING 0' - 3 " ℄OF POST AND PAD 1CONC. SLAB.FND~1 2PAD FOOTING PER PLAN. 3EXTERIOR FOOTING PER PLAN.4INTERIOR FOOTING PER PLAN. 1. CONC. SLAB. 2. PAD FOOTING PER PLAN. 3. EXTERIOR FOOTING PER PLAN. 4. INTERIOR FOOTING PER PLAN. NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. 1CONC. SLAB.FND~1 2PAD FOOTING PER PLAN. ℄OF POST AND PAD 1 NON-BEARING WALL 1CONC. SLAB PER PLAN2SHOT PIN SEE SHEET S.0 FOR MORE INFORMATION. NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. 1. CONC. SLAB PER PLAN 2. 2X TREATED SILL PLATE WITH SIMPSON 2-1/2" SHOT PIN PDPA250 @ 32" O.C. PER (ICC ESR-2138). SEE SHEET S.0 FOR MORE INFORMATION. 1. POST PER PLAN 2. P.T.D.F SILL PLATE 3. CONT. FTG. REINF. PERP LAN 4. SIMP. "HDUE" HOLD DOWN (ICC ESR-2330) PER PLAN, SEE TABLE FOR SSTB/ SB BOLT DIAMETER AND EMBEDMENT. 5. 1- #4 REBAR 4'-0" LONG CENTERED ON SSTB BOLT. LOCATE APPROXIMATELY 3"-5" FROM TOP OF SLAB/ STEM WALL (OR FTG @ TWO-POUR SYSTEM). BEND BAR DOWN INTO FTG. @ END OF CURB CONDITION. MAYBE FOUNDATION REBAR; NOT POST-TENSIONED CABLE. 6. #4 HORIZ. @ 12' O.C. EA. WAY 7. SB1X30 PER TABLE. 8. SIMP. HDUE13 OR HDUE17 PER PLAN. 9. EDGE OF PAD FTG. 10. EDGE OF CONC. SLAB 11. EDGE OF CONT. FTG. F.G. SECTION 8" F.G. W D HDUE9 SIMPSON HOLDOWN 5/8" HOLD DOWN BOLT (TWO-POUR) 3" CL R . leB =2 4 " 18"18" PLAN SIMPSON SSTB/ SB (PER ICC ESR-2611) HDUE3 5/8" SSTB 20 16 5/8" le B HDUE5 5/8" HDUE9* NOTES: - SEE PLANS FOR HOLDOWN TYPES. - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. - MAINTAIN MIN. EDGE DISTANCE OF 1.3/4" (MEASURED FROM EDGE OF CONCRETE TO CENTERLINE OF BOLT). - SIMPSON SSTB & SB CAST IN PLACE ANCHOR BOLTS PER ICC-ESR-2611. - FOR NAILED OR SCREWED HOLD DOWNS, WHICH HAVE BEEN CONNECTED TO A 2X STUD NEXT TO THE 4X (MIN.) POST, STITCH NAIL THE 2X TO THE POST W/ 16d @ 3" O.C. STAGG. (2" O.C. STAGG. FOR HDUE7). IF INSTALLED ON 2X POST ADJACENT TO 4X (MIN.) POST, HDUE13 AND HDUE17 SHALL BE INSTALLED USING SDS-1/4"X4.1/2" IN PLACE OF THOSE SPECIFIED FOR SOLID POST ATTACHMENT. 1 3/4" MIN. TYP. 1 3/4" MIN. TYP. 3" CL R . EM B E D W SSTB/ SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB SSTB/ SB BOLT INSTALLATION @ SW @ EXT. FTG/SLAB HDUE7 1 TYPICAL HOLDOWN INSTALLATION 8HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 7HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 2HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 1HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 5HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 6HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 7HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 9HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 11HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 10HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 1HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 2HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 4HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 5HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 3HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW MIN. EMBED. (leB) 5/8" HOLD DOWN BOLT (MONO-POUR) 5/8" SSTB 20 16 5/8" 5/8" SB5/8X24 18" MIN. EMBED. (leB) SSTB/ SB BOLT SSTB BOLTDIA. DIA. HD. CAPACITY 3790# 5375# 7015# 8425# 9390# 7/8" 7/8" SB5/8X24 18" SB5/8X24 18" SB5/8X24 18" 7/8"SB7/8X24 18" SB7/8X24 18" 7/8"SB7/8X24 18" SB7/8X24 18" HDUE13 11900#SB1X30 24" 24" HDUE13*12950# HDUE17 16040#1" HDUE17*17685# 1" 1" 1" 1" 1" 1" 1" 24" 24" 24" 24" 24" 24" SB1X30 SB1X30 SB1X30 SB1X30 SB1X30 SB1X30 SB1X30 * HOLD DOWN INSTALLED WITH GREATER POST SIZE TO GAIN MAX. CAPACITY. SEE HOLD DOWN SCHEDULE FOR POST SIZE. SB BOLT INSTALLATION @ SW @ EXT. FTG/SLAB FOR HDUE13/ HDUE19. 18"18" 27 " M I N . 18 " 18 " 1' M I N . 6" M I N SEE PLAN (3" MIN.) SEE PLAN (3" MIN.) PAD & REINF. SEE PLANS 1SIMPSON APPROVED COLUMN BASE PER PLAN.CB-CBSQ44_F~ 2POST PER PLAN.WALL~3 3OPT. CONC. SLAB 1'1' 1'1' 1. SIMPSON APPROVED COLUMN BASE PER PLAN. 2. POST PER PLAN. 3. OPT. CONC. SLAB 4. #3 MIN. "V" BAR BENT THRU STIRRUP AS SHOWN ALT. COND. 1 COLUMN BASE ℄ POST & PAD 4#3 MIN. "V" BAR BENT THRU STIRRUP 4#3 MIN. "V" BAR BENT THRU STIRRUP L L L L L L L L L 1 FOOTING/ BEAM INTERSECTION 1REINF. MAY BE CONT. OR ADD BARS SAME SIZE & SPACING AS WALL/FOOTING REINF. 1. REINF. MAY BE CONT. OR ADD BARS SAME SIZE & SPACING AS WALL/FOOTING REINF. L = 30 BAR DIA. MIN. IN CONCRETE. L = 40 BAR DIA. MIN. IN MASONRY SINGLE LAYER INTERSECTION & CORNER DOUBLE LAYERS INTERSECTION & CORNER 1 RTD02 - 250421 DRAG DETAIL 1ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 2ROOF RAFTER PER PLAN.ROOF~13 4W/EN ALONG BLOCKINGN-8d~ 5SAME AS SHEAR WALL TYPE "B".6'-0" 3 - BAY MINIMUM 36" MIN. 6SIMPSON STRAP "CS16" W/ 8d SINKER NAIL TO FIT OVERALL BAYS OF BLOCKING WHERE APPLICABLE AND EXTEND 36" MIN. TO TOP PLATE. 8CEILING JOIST PER PLANTR-BLKG~7DBL. TOP PLATE.WALL~8 1. (E) ROOF SHEATHING. 2. (E) ROOF RAFTER. 3. 2X4 BLK'G TO RECEIVE PLYWOOD EDGE NAILING. 4. W/EN ALONG BLOCKING 5. SAME AS SHEAR WALL TYPE "B". 6. SIMPSON STRAP "CS16" W/ 8d SINKER NAIL TO FIT OVERALL BAYS OF BLOCKING WHERE APPLICABLE AND EXTEND 36" MIN. TO TOP PLATE. 7. DBL. TOP PLATE. 8. CEILING JOIST PER PLAN 9. FRAMING CLIP A35 @ 16" O.C. MAX. STAGGERED 32X4 BLK'G TO RECEIVE PLYWOOD EDGE NAILING.N-8d~ 9FRAMING CLIP A35 @ 16" O.C. MAX. STAGGERED 1 1 INTERIOR FOOTING DETAIL D W NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN. - IN LIEU OF ANCHOR BOLTS USE SHOT PINS AS PER GENERAL NOTES FOR NON- SHEAR WALLS. 1#4 DOWELS @ 32" O.C. W/ SIMPSON SET-XP EPOXY, ESR-2509. PERIODIC SPECIAL INSPECTION IS REQUIRED1#4 DOWELS @ 32" O.C. W/ SIMPSON SET-XP EPOXY, ESR-2509. PERIODIC SPECIAL INSPECTION IS REQUIRED 1. #3 - 24" x 24" DOWELS @ 16" O.C. 1 EXTERIOR FOOTING DETAIL 0' - 8 " 0' - 8 " D MI N . MI N . W 0' - 3 " CL R . 0' - 4 " MI N . 1VENNER WHERE OCCURS.FND~4 2EXTEND FOOTING AT VENEER.FND~5 32-#4 REBAR CONT. @ T & B (U.N.O.).FND~3 4CONC. SLAB.FND~1 5OPT. POUR JOINT (N/A @ MONO POUR) W/ #3 DOWELS @ 16" O.C. EMBED MIN. 12" ON FIRST POUR.6P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA PER PLAN. 72X STUDS @ 16" O.C. (U.N.O.) 8SEE FOUNDATION PLAN FOR SUB-GRADE BELOW SLAB. 18'' 18''DOWEL FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 2 3 12'' 18'' 15'' 18'' 18'' 24'' F.G. 24"5" 1 3 / 4 " TO 2 " 9(E) CONC. FOOTING10(N) CONC. FOOTING 11#4 DOWELS @ 32" O.C. W/ SIMPSON SET-XP EPOXY, ESR-2509. PERIODIC SPECIAL INSPECTION IS REQUIRED 1. VENNER WHERE OCCURS. 2. EXTEND FOOTING AT VENEER. 3. 2-#4 REBAR CONT. @ T & B (U.N.O.). 4. CONC. SLAB. 5. OPT. POUR JOINT (N/A @ MONO POUR) W/ #3 DOWELS @ 16" O.C. EMBED MIN. 12" ON FIRST POUR. 6. P.T.D.F. SILL PLATE W/ A.B. (OR ALT. MASA PER PLAN. 7. 2X STUDS @ 16" O.C. (U.N.O.) 8. SEE FOUNDATION PLAN FOR SUB-GRADE BELOW SLAB. 9. (E) CONC. FOOTING 10. (N) CONC. FOOTING 11. #4 DOWELS @ 32" O.C. W/ SIMPSON SET-3G EPOXY, ESR-4057. PERIODIC SPECIAL INSPECTION IS REQUIRED NOTES: - VAPOR BARRIER TO HAVE MIN. 6" LAP AT ALL SEAMS PER MANUF. (U.N.O.). - VERIFY ALL INFORMATION PER UPDATED SOILS REPORT. - MINIMUM 7" EMBEDMENT FOR ANCHOR BOLT BELOW THE OPTIONAL POUR COLD JOINT. 1 1 1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 SD2 STRUCTURAL DETAILS 22X CEILING JOIST PER PLAN.Roof~3 32X STUD PER PLAN.Wall~1 42X BEVELED BLK'G.Roof~4 5ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 6SHEARWALL PER PLAN.Wall~2 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_L~4 8FRAMING CLIP @ ALT. LOCATION.A-A35_L~3 9BOUNDARY NAILS.N-10d~ 106-16d COMMON NAILS @ EA. RAFTER AND CEILING JOIST.ROOF~11 11DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 12X ROOF RAFTER PER PLAN.ROOF~2 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X STUD PER PLAN. 4. 2X BEVELED BLK'G. 5. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 6. SHEARWALL PER PLAN. 7. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. FRAMING CLIP @ ALT. LOCATION. 9. BOUNDARY NAILS. 10. 6-16d COMMON NAILS @ EA. RAFTER AND CEILING JOIST. 11. DBL. TOP PLATE OR DROP BM. PER PLAN. 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 32 x 4 BRACE @ 48" O.C., MAX. L = 8'-0"ROOF~5 42X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE.ROOF~5 54-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 6FRAMING CLIP A34 AT EA. BRACE TO WD. BEAM. 7CEILING BEAM PER PLAN.ROOF~14 8SIMPSON APPROVED HANGER PER PLAN.H-HU46_L~1 8SIMPSON APPROVED HANGER PER PLAN.H-HU46_L~19SIMPSON STRAP CS16 @ 32" O.C., L=2'-6" 10ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2 x 4 BRACE @ 48" O.C., MAX. L=8'-0". 4. 2X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE. 5. 4-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 6. SIMPSON A34 AT EA. BRACE TO WD. BEAM. 7. CEILING BEAM PER PLAN. 8. SIMPSON APPROVED HANGER PER PLAN. 9. SIMPSON STRAP CS16 @ 32" O.C. W/ END LENGTH L=11" MIN. 10. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 45 ° M I N . 1 CONNECTION DETAIL 45 ° M I N . 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 42X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE.ROOF~5 32 x 4 BRACE @ 48" O.C., MAX. L = 8'-0"ROOF~5 54-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 66-16d COMMON NAILS @ EA. RAFTER AND CEILING JOIST.ROOF~11 72X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~582X CEILING 12" OVERLAP W/ 4-16d. 9DBL. TOP PLATE.W-22X4~10FRAMING CLIP LTP4 @ 48" O.C. MAX.A-LTP4_L~4 11ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2 x 4 BRACE @ 48" O.C., MAX. L = 8'-0" 4. 2X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE. 5. 4-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 6. 3-16d TIE AT EA. BRACE. 7. 2X SOLE PLATE W/ 2-16d @ 16" O.C. 8. 2X CEILING 12" OVERLAP W/ 4-16d. 9. DBL. TOP PLATE. 10. FRAMING CLIP LTP4 @ 48" O.C. MAX. 11. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 12" 1 CONNECTION DETAIL 1INSERTION SCALE: RTC01 NON-BEARING WALL DETAIL 1/12 79 10 8 6 3 2 5 42 3 42 3 2 1 1 1 PERPENDICULAR PERPENDICULAR 3 4 111 1/ 2 " TY P . PARALLEL 1. TRUSS BOTTOM CHORD. 2. SIMPSON STC @ EA. CONNECT. (MAX. @ 24" O.C.) 3. 1X OVER 2X PLATE OR (2) 2X TOP PLATE WHEN TRUSS BOT. CHORD IS CAMBERED 4. 2X BLK'G. @ 24" O.C. W/ (2)-16d TO EA. MEMBER. 5. 2X MEMBER W/ (2)-16d TO BLK'G. 6. 2X8 BRACING. 7. DBL. TOP PLATE. 8. (2)-16d @ 12" O.C. 9. EDGE NAILING. 10. 2X CEILING JOIST OR FLOOR JOIST. 11. 2X BLK'G. X 12" LONG @ ±6'-0" O.C. NAILED TO TOP PLATE W/ (3)-16d. PARALLEL TRUSS CONDITION CONVENTIONAL/ FLOOR CONDITION 1BEAM PER PLAN. 1BEAM PER PLAN.1BEAM PER PLAN. 2DBL. TOP PLATE. 2DBL. TOP PLATE.2DBL. TOP PLATE.3SIMPSON STRAP MSTI36 OR ST6224 3SIMPSON STRAP MSTI36 OR ST6224 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 5POST OR MULTI STUD PER PLAN.WALL~3 5POST OR MULTI STUD PER PLAN.5POST OR MULTI STUD PER PLAN. 6(3)16d EA. SIDE 6(3)16d EA. SIDE 7SILL PLATE. 1. BEAM PER PLAN. 2. DBL. TOP PLATE. 3. SIMPSON STRAP MSTI36 OR ST6224. 4. SIMPSON A34 AT EA. SIDE OF BEAM AND POST PER BEAM CONDITION. 5. POST OR MULTI STUD PER PLAN. 6. 2X STUD EA. SIDE OF BEAM W/ 16d @ 12" O.C. STAGGERED TO POST. ADD 3-16d EA. SIDE TO BM. 7. 2X SILL PLATE. NOTE: - ADD FILLER @ SIDE OF BEAM AS NEEDED. 1BEAM PER PLAN. 2DBL. TOP PLATE.4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 4SIMPSON (2)A35 @ TOP & BOTT. 5POST OR MULTI STUD PER PLAN.WALL~3 7SILL PLATE. COND A: DROP BEAM COND B: TOP FLUSH BEAM COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM 1 BEAM POCKET DETAIL 1 TOP PLATE SPLICE TYP. SEE TABLE NAIL SPLICE: STRAP SPLICE: 1FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~7 3FLOOR SYSTEM PER PLAN.FLOOR~7 3FLOOR SYSTEM PER PLAN.FLOOR~7 5FLOOR SYSTEM PER PLAN.FLOOR~7 4FLOOR SYSTEM PER PLAN.FLOOR~74FLOOR SYSTEM PER PLAN.FLOOR~7 2FLOOR SYSTEM PER PLAN.FLOOR~73FLOOR SYSTEM PER PLAN.FLOOR~7 EQ.EQ. EQ. 7FLOOR SYSTEM PER PLAN.FLOOR~7 EQ. 1. 16d @ 8" O.C. (5) MIN. EA. SIDE OF SPLICE U.N.O. & PER TABLE BELOW. 2. 2X STUD WALL PER PLAN. 3. LOCATE STUD UNDER SPLICE OR PROVIDE 2X BLKG. ATTACHED TO ADJACENT STUD W/ (3) 16d EA. SIDE. 4. PLATE TO STUD NAILING PER C.B.C. MIN REQUIREMENTS. 5. NUMBER OF NAIL SPECIFIED BETWEEN SPLICING POINTS PER TABLE BELOW. 6. SIMP. STRAP PER TABLE BELOW. 7. SIMP. STRAP ST6224. NOTES: - FULLY NAIL STRAP W/ 16d SINKER OR 10d COMMON. - NAIL SHALL BE STAGGERED & AT LEAST 2 1/4" APART. CAPACITY 1880# A 2506# B 3760# CCONDITION MIN. PLATE LAP COMMON NAIL 4' - 0" MIN. 1 ROW (9) - 16d 4' - 0" MIN. 2 ROW (6) - 16d 6' - 0" MIN. 2 ROW (9) - 16d STRAP MSTA30 ST 6224 MST48 NAIL SPLICE STRAP SPLICE 6FLOOR SYSTEM PER PLAN.FLOOR~7 6FLOOR SYSTEM PER PLAN.FLOOR~7 "W " M A X . "L" MAX.12" MIN.12" MIN. EQ . EQ . 1NOTCH LOCATION.2SIMPSON STRAP "MSTA36" W/ (11) 10d COMMON EA. END (STRAP NOT REQ'D AT SILL PLT.)3BORED HOLE. 1. NOTCH LOCATION. 2. SIMPSON STRAP "MSTA36" W/ (11) 10d COMMON EA. END (STRAP NOT REQ'D AT SILL PLT.) 3. BORED HOLE. NOTE: ONLY ONE NOTCH OR HOLE ALLOWED PER EA. STUD. ( EXCLUDING LET-IN BRACES). 2-2X TOP PLT. 2X OR 3X SILL PLATE. NOTCHES MIN. SPACING BORED HOLES "L" MAX. "W" MAX. 2X4 PLATE 2X6 PLATE 2X8 PLATE 6'-0" 6'-0" 6'-0" 3-1/2" 5-1/2" 5-1/2" 1-1/2" 2" 2" 1-1/4" 2" 3" 1 PLATE NOTCHING AND BORING 24" MIN.CONT.24 MIN. 1SHEARWALL PER PLAN.WALL~2 22X BLOCKING.WALL~7 3EDGE NAILING.MISC~3 1SHEARWALL PER PLAN.WALL~2 1SHEARWALL PER PLAN.WALL~2 1SHEARWALL PER PLAN.WALL~2 4WINDOW OPENING PER PLAN. 5SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 5SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 22X BLOCKING.WALL~7 22X BLOCKING.WALL~7 1. SHEAR PANEL PER PLAN. 2. 2-2X OR 4X BLOCKING. 3. EDGE NAILING (E.N.). 4. WINDOW OPENING PER PLAN. 5. SIMPSON STRAP CS16 @ EA, CORNER, INSTALL ALONG W/ SHEARWALL PANEL. 6. SHEARWALL HOLDOWN, REFER TO SHEAR PANEL DETAIL FOR INSTALLATION. 22X BLOCKING.WALL~7 62X BLOCKING.WALL~7 1 SHEAR AT OPENING END LEN G T H END LEN G T H 1TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS.2HIP BM. OR TOP CHORD OF HIP TRUSS. 3SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 42X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS). END LENGTH 5DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~63SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 1TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS. 1. TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS. 2. HIP BM. OR TOP CHORD OF HIP TRUSS. 3. SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 4. 2X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS). 5. DBL. TOP PLATE OR DROP BM. PER PLAN. NOTES: * ADD 2" x 4" x 48" LONG MEMBER TO RECEIVE 2ND CS16 & NAIL W/ 16d @ 4" O.C. STAGGERED. STRAP 8 9 CS16 (2)CS16 END LENGTH 3'-6" 3'-6" CAPACITY 1700# NAILS/ SPACING 8d BOX/ SINKER @ 2-1/16" O.C. 3400#8d BOX/ SINKER @ 2-1/16" O.C. 8 1 DRAG DETAIL EQ.EQ. 1PLYWOOD SHEATHING W/ E.N. (TO EA. JOIST WHEN DBL. FLOOR JOISTS). 2FLUSH BEAM PER PLAN.FLOOR~4 3DBL. TOP PLATE. 4DROP BEAM PER PLAN.FLOOR~5 5STRAP PER CHART BELOW. 6ALT. STRAP LOCATION. 7SEE PLAN FOR BEARING CONDITION. 1. PLYWOOD SHEATHING W/ E.N. (TO EA. JOIST WHEN DBL. FLOOR JOISTS). 2. FLUSH BEAM PER PLAN. 3. DBL. TOP PLATE. 4. DROP BEAM PER PLAN. 5. STRAP PER CHART BELOW. 6. ALT. STRAP LOCATION. 7. SEE PLAN FOR BEARING CONDITION. STRAP CAPACITYEND LENGTH 5 6 CS16 (2)CS16 1700# 3400# 3'-6" 3'-6" 7 CMSTC16 4500#3'-6" NAILS/ SPACING 8d BOX/ SINKER @ 4-1/8" 8d BOX/ SINKER @ 4-1/8" 16d SINKER @ 4-1/2" 5 1 DRAG DETAIL 1SIMPSON HURRICANE CLIP H2.5A @ EA. TRUSS TO TOP PLATE.1 5BOUNDARY NAILS.1 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.1 42X ROOF RAFTER PER PLAN.1 62X STUD PER PLAN.1 2FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 7DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 8FRAMING CLIP @ ALT. LOCATION.A-A35_L~3 1. SIMPSON HURRICANE CLIP H2.5A @ EA. RAFTER TO TOP PLATE. 2. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. 2X ROOF RAFTER PER PLAN. 5. BOUNDARY NAILS. 6. 2X STUD PER PLAN. 7. DBL. TOP PLATE OR DROP BM. PER PLAN. 8. FRAMING CLIP @ ALT. LOCATION. 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 32 x 4 BRACE @ 48" O.C., MAX. L = 8'-0"ROOF~5 42X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE.ROOF~5 54-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 6FRAMING CLIP A34 AT EA. BRACE TO WD. BEAM. 7CEILING BEAM PER PLAN.ROOF~14 8SIMPSON APPROVED HANGER PER PLAN.H-HU46_L~1 9ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2 x 4 BRACE @ 48" O.C., MAX. L=8'-0". 4. 2X PURLIN SAME SIZE AS RAFTER W/ 2-16d TO BRACE. 5. 4-16d COMMON NAILS @ EA. RAFTER AND BRACE JOIST. 6. SIMPSON A34 AT EA. BRACE TO WD. BEAM. 7. 2X SOLE PLATE W/ 16d TOE NAIL STAGGERRED @ 6" O.C. TO 2-2X BLK'G. 8. 2-2X BLK'G PER PLAN. 9. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 45 ° M I N . 1 CONNECTION DETAIL 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 32X CEILING JOIST OR BLK'G 42X STUD WALL PER PLAN.WALL~1 5SHEARWALL PER PLAN.WALL~2 6FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 6FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_L~4 7PROVIDE 2X STRUT @ 48" O.C. W/ A35 @ EA. END. 82X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 82X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~292X BLK'G @ 4'-0" O.C. 102 x 4 FLAT SPAN ACROSS MIN. 6 C.J. @ 8'-0" MAX. 11DBL. TOP PLATE.W-22X4~ 12ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 13CONT. PLYWOOD 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X RIM OR BLK'G. 4. 2X STUD WALL PER PLAN. 5. SHEARWALL PER PLAN. 6. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 7. PROVIDE 2X STRUT @ 48" O.C. W/ A35 @ EA. END. 8. 2X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G. 9. 2X BLK'G @ 4'-0" O.C. 10. 2 x 4 FLAT SPAN ACROSS MIN. 6 C.J. @ 8'-0" MAX. 11. DBL. TOP PLATE. 12. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 13. CONT. PLYWOOD 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 22X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 4FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 5SHEARWALL PER PLAN.WALL~2 4FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 6ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 72X ROOF RAFTER OR TRUSS @ MAIN ROOF FRAMING (TYP.) 2X 6 R I D G E ( U . N . O . ) VAL L E Y 2X F L A T VAL L E Y 2X F L A T C B A B 82X R.R. @ CALIF. FRAMING @ 16" O.C., IMTERMEDIATE SUPPORT @ 8'-0" O.C. MAX. PER DETAIL C SCALE: DETAIL A: CALIF. ROOF @ SHEARWALL NTS SCALE: CALIF. FRAMING (PLAN VIEW) NTS SCALE: DETAIL B: CALIF. ROOF TO MAIN ROOF NTS SCALE: DETAIL C: CALIF. RIDGE NTS 6ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 12X ROOF RAFTER PER PLAN.ROOF~2 92X CONT. W 2-16d @ 24" O.C. TOE NAIL TO TRUSSES OR @ 16" O.C. TOE NAIL TO R.R. 102X FULL DEPTH BLOCKING.W-B2X6~1 6ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 112X6 RIDGE BM. W/ 2-16d TOE NAIL TYP. EA. FACE AND EA. SIDE 122X6 PURLIN & 2X4 BRACE @ 9'-0" O.C. AND @ 8'-0" O.C. TO LIMIT R.R. TO 8'-0" SPAN MAX. 1. 2X ROOF RAFTER OR TRUSS PER PLAN. 2. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. FRAMING CLIP A35/ LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 5. SHEARWALL PER PLAN. CONT. PLYWOOD SHEATHING SAME TYPE AS SHEARWALL BELOW TO CALIF. FRAMING. 6. ROOF SHEATHING W/ CALIFORNIA FRAMING. 7. 2X4 ROOF RAFTER OR TRUSS @ MAIN ROOF FRAMING (TYP.) 8. 2X R.R. @ CALIF. FRAMING @ 16" O.C., IMTERMEDIATE SUPPORT @ 8'-0" O.C. MAX. PER DETAIL C 9. 2X CONT. W 2-16d @ 24" O.C. TOE NAIL TO TRUSSES OR @ 16" O.C. TOE NAIL TO R.R. 10. 2X FULL DEPTH BLOCKING. 11. 2X6 RIDGE BM. W/ 2-16d TOE NAIL TYP. EA. FACE AND EA. SIDE 12. 2X6 PURLIN & 2X4 BRACE @ 9'-0" O.C. AND @ 8'-0" O.C. TO LIMIT R.R. TO 8'-0" SPAN MAX. 13. BOUNDARY NAILS. 14. (1) BAY WIDTH x 30" ACCESS & VENTILATION OPENING PER ARCHITECTURAL. PROVIDE 2X BLK'G. & BOUNDARY NAILING OF ROOF SHEATHING AROUND OPENING. 15. PREFABRICATED VALLEY TRUSS PER MFR. 16. SIMPSON VTCR CLIPS @ EA. END OF VALLEY TRUSS W/ 5-10d TO VALLEY TRUSS & 4-10d TO ROOF FRAMING BELOW. 5SHEARWALL PER PLAN.WALL~2 13ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 13ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 13ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 13ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 13ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 1 CALIFORNIA FRAMING DETAIL 142X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 SCALE: ALT. CONVENTIONAL CALIF. FR'MG NTS 12X ROOF RAFTER PER PLAN.ROOF~2 152X ROOF RAFTER PER PLAN.ROOF~2 162X ROOF RAFTER PER PLAN.ROOF~2 ± ±C.L. 4 2 53 1 6 ALT. TO VENT BLOCK TYP. MAX. ± ± C.L. 4 2 TYP. MAX. 1. TYP. EDGE NAILING. 2. FOR VENT SPACING OF 6'-0" (2-A35's PER ADJACENT BLK's.), AND FOR VENT SPACING OF 4'-0" (3-A35's PER ADJACENT BLK's.). SKIP A35's @ VENT BLOCKING. 3. SCREEN FOR VENTILATION. 4. 8d COMMON EDGE NAILS : @ 4" O.C. FOR VENT SPACING OF 6'-0". @ 3" O.C. FOR VENT SPACING OF 4'-0". 5. ADJOINING FULL HT. BLOCKING PER SHEAR TRANSFER DETAILS. 6. (3) BAYS OF FLAT BLK'G. CENTERED @ SCREEN. 1 TYPICAL VENT BLOCK ROOF TRUSS CONDITION ROOF CONVENTIONAL CONDITION 14SIMPSON APPROVED HANGER PER PLAN.MISC~1 152X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.Roof~2 2ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 32X STUD WALL PER PLAN.Wall~1 32X STUD WALL PER PLAN.Wall~1 42X CEILING JOIST PER PLAN.Roof~3 52X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.W-2X4_R~1 6SIMPSON HURRICANE CLIP H2.5A @ EA. TRUSS TO TOP PLATE.A-H2.5A_L~ 7FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-A35_L~1 92X FULL DEPTH BLOCKING.W-B2X8~1 10BOUNDARY NAILS.N-10d~ 112X BEVELED BLK'G.Roof~4 12DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 13SHEARWALL PER PLAN.WALL~2 10CONT. PLYWOOD. 1. 2X ROOF RAFTER PER PLAN. 2. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 3. 2X STUD WALL PER PLAN. 4. 2X CEILING JOIST PER PLAN. 5. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 6. SIMPSON HURRICANE CLIP H2.5A @ EA. RAFTER TO TOP PLATE. 7. FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 9. 2X BLOCKING. 10. BOUNDARY NAILS. 11. 2X BEVELED BLK'G. 12. DBL. TOP PLATE OR DROP BM. PER PLAN. 13. SHEARWALL PER PLAN. 14. SIMPSON "LSSR" HANGER. 15. 2X LEDGER W/ 3-16d @ EA. STUD 16. SIMPSON HURRICANE CLIP H8 @ 48" O.C. 10BOUNDARY NAILS.N-10d~ 2ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 12X ROOF RAFTER PER PLAN.Roof~2 16SIMPSON HURRICANE CLIP H8 @ 48" O.C.A-H8_L~ 1 2-0" MIN. PANEL WIDTH 1SHEARWALL PER PLAN, REFERS TO SHEARWALL SCHEDULE. 2EDGE NAIL (E.N.) SHEAR PANEL TO ALL PANEL EDGES. 3FIELD NAIL @ 12" O.C. 4KING STUD OR POST PER PLAN. E.N. SHEAR PANEL TO POST. 5TRIMMER WHERE OCCURS. 8INSTALL HOLDOWN ON KING STUD OR POST W/ EDGE NAILING. 1. SHEAR PANEL PER PLAN. 2. EDGE NAIL (E.N.) SHEAR PANEL TO ALL SHEARWALL EDGES. WHEN PANEL EXTEND TO TRIMMER, E.N. BOTH TRIMMER AND KING STUDS. 3. FIELD NAIL @ 12" O.C. 4. 2X OR MULTIPLE KING STUD PER FRAMING NOTE W/ 16d @ 16" O.C. TO TRIMMER. 5. TRIMMER PER PLAN. 6. HEADER PER PLAN. 7. MIN. 3-16d TO END OF HEADER. 8. SIMPSON HOLDOWN PER PLAN. 9.WHEN HOLDOWNS CONNECTED TO KING STUD, REPLACED SDS SCREWS W/ LONGER LENGTH TO GET 2 1/2" PENETRATIONS TO TRIMMER. 10. CS16 STRAP ON BOTH SIDE. NOTES: 1. PROVIDE 3/8" EDGE DISTANCE FOR NAILS. 2. PROVIDE MIN. 2X BLK'G @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHULE. 3. STAGGER NAILS THAT ARE SPACED 2" O.C. 4. FOR SPECIFIC SHEARWALL CONDITIONS, SEE PLAN & SCHEDULE. 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS. 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1/2" IN ANY DIRECTION. 6TRIMMER WHERE OCCURS. 7KING STUD OR POST PER PLAN. E.N. SHEAR PANEL TO POST. 9INSTALL HOLDOWN ON KING STUD OR POST W/ EDGE NAILING. 1 SHEAR PANEL ASSEMBLY DETAIL 13 " M I N . 13 " M I N . 10CS16 STRAP ON BOTH SIDE. 2 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 1/27/26 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 12/31/2025 PLAN CHECK01 01/27/2026 PLAN CHECK02 SD3 STRUCTURAL DETAILS 1SEE PLAN FOR HOLDOWN/ STRAP.1SEE PLAN FOR HOLDOWN/ STRAP. 1SEE PLAN FOR HOLDOWN/ STRAP.1SEE PLAN FOR HOLDOWN/ STRAP. 22 x 4 STUD (U.N.O.) 22 x 4 STUD (U.N.O.)22 x 4 STUD (U.N.O.) 22 x 4 STUD (U.N.O.) 3SHEARWALL PER PLAN.WALL~2 3SHEARWALL PER PLAN.WALL~2 3SHEARWALL PER PLAN.WALL~2 3SHEARWALL PER PLAN.WALL~2 4EDGE NAILING.MISC~3 4EDGE NAILING.MISC~34EDGE NAILING.MISC~3 4EDGE NAILING.MISC~3 4EDGE NAILING.MISC~3 4EDGE NAILING.MISC~3 516d @ 3" O.C. STAGGERED. 516d @ 3" O.C. STAGGERED. COND: "A"COND: "C" COND: "B"COND: "D" 1. SEE PLAN FOR SHEAR WALL HOLDOWN/ STRAP. 2. 2X STUD (U.N.O.) 3. SHEARWALL PER PLAN. 4. BOUNDARY NAILS. 5. 16d @ 3" O.C. STAGGERED. 1 SHEARWALL/WALL INTERSECTION ℄ PANEL JOINT. 3/8" TYP. ℄ PANEL JOINT. 3/8" TYP. OFFSET EDGE SUPPORT OFFSET EDGE SUPPORT 1ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 2JOIST.32 x 4 W/ 16d @ 12" O.C. 42 x 4 FLAT W/ (2) 10d @ EA. END. 1. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 2. JOIST. 3. 2 x 4 W/ 16d @ 12" O.C. 4. 2 x 4 FLAT W/ (2) 10d @ EA. END. 1 BLOCKING AT EDGE SUPPORT 1PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 2FIELD NAILING PER PLAN.3CONTINUOUS PANEL EDGE, NO BLKG', E.N. PER PLAN. 1PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 4DISCONTINUOUS PANEL EDGE, E.N. PER PLAN. 5FRAMING @ 24" O.C. SHOWN (16" O.C. SIMILAR). 6DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT. 1. PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN. 2. FIELD NAILING PER PLAN. 3. CONTINUOUS PANEL EDGE, NO BLKG', E.N. PER PLAN. 4. DISCONTINUOUS PANEL EDGE, E.N. PER PLAN. 5. FRAMING @ 24" O.C. SHOWN (16" O.C. SIMILAR). 6. DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT. NOTES: - STAGGER JOINTS AS SHOWN. - MIN. SIZE OF SHEET SHALL BE 2 FT. x 2 FT. - NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING. - TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4 FT. LENGTH BEING AT LEAST THAT NOTED ON THE PLAN. 1 PLYWOOD SHEATHING LAYOUT 1 TYPICAL HEADER DETAIL 1HDR. PER PLAN.WALL~4 2(3) 16d COMMON FROM KING STUD TO HEADER, TYP. 3SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR WALLS AT OPENINGS WIDER THAN 8'-0" 4SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. 5(2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. 1. HDR. PER PLAN. 2. (3) 16d COMMON FROM KING STUD TO HEADER, TYP. 3. SIMPSON A35 @ T&B EA. END OF HEADER AT ALL EXTERIOR WALLS AT OPENINGS WIDER THAN 8'-0" 4. SIMPSON LTP4 ALT. TO A35. INSTALL EA. SIDE OF HEADER. 5. (2) 16d @ 2X4 WALL, (3) 16d @ 2X6 & 2X8 WALL. 1RIDGE PER PLAN.ROOF~15 1RIDGE PER PLAN.ROOF~15 SCALE: FLUSH RIDGE COND. NTS 2SIMPSON SLOPABLE FACE MOUNTED HANGER W/ FASTENERS PER MFR. SEE PLAN.H-LSSR26_L_412~ 4ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~16SIMPSON COILED STRAP CS16 AROUND W/ 13" END LENGTH @ 32" O.C.MISC~55EDGE NAILING.MISC~3 SCALE: DROP RIDGE COND. NTS 32X ROOF RAFTER PER PLAN.ROOF~2 32X ROOF RAFTER PER PLAN.ROOF~2 4ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~15EDGE NAILING.MISC~37LAP AND SPLICE U/ 3-16d @ EA. SIDE 82X FULL DEPTH BLOCKING.W-B2X6~1 1. RIDGE PER PLAN. 2. SIMPSON "LUS" HANGER PER PLAN. 3. 2X ROOF RAFTER PER PLAN. 4. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 5. BOUNDARY NAILS. 6. SIMPSON COILED STRAP CS16 W/ 11" END LENGTH @ 32" O.C. 7. LAP AND SPLICE W/ 3-16d @ EA. SIDE. 8. 2X FULL DEPTH BLOCKING. 1 CONNECTION DETAIL 1RIDGE PER PLAN.ROOF~1522X ROOF RAFTER PER PLAN.ROOF~2 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 4A35 @ EA. RAFTER 5SIMPSON STRAP LSTA30 @ 32" O.C.6EDGE NAILING.MISC~3 1. RIDGE PER PLAN. 2. 2X ROOF RAFTER PER PLAN. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. A35 @ EA. RAFTER 5. SIMPSON STRAP LSTA30 @ 32" O.C. 6. EDGE NAILING. 1 CONNECTION DETAIL 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 1BM. PER PLAN CONT. OVER INTERMEDIATE POST. 2POST PER PLAN.WALL~32POST PER PLAN.WALL~3 2POST PER PLAN.WALL~32POST PER PLAN.WALL~3 2POST PER PLAN.WALL~3 3LTP4 ON TOP OF CORNER BEAMS. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT.41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 5BM. PER PLAN, MITER CUT @ CORNER POST. 5BM. PER PLAN, MITER CUT @ CORNER POST. 41/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 6ALT. METHOD USE "PC", "BC" OR "AC" CONNECTOR, BM. CAN BE SPLICED ON POST.7ALT. METHOD USE "EPC", "BC" OR "LCE" @ CORNER CONDITION. 8RETURN BM. IF OCCURS. WILL NEED "W" TOP FLANGED HANGER OFFSET @ "EPC" & "BC". MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. 1. BM. PER PLAN CONT. OVER INTERMEDIATE POST. 2. POST PER PLAN. 3. LTP4 ON TOP OF CORNER BEAMS. 4. 1/2" DIA. LAG SCREW W/ 4" EMBED. INTO POST OR W/ 7" EMBED. FOR INVERT. 5. BM. PER PLAN, MITER CUT @ CORNER POST. 6. ALT. METHOD USE "PC", "BC" OR "AC" CONNECTOR, BM. CAN BE SPLICED ON POST. 7. ALT. METHOD USE "EPC", "BC" OR "LCE" @ CORNER CONDITION. 8. RETURN BM. IF OCCURS. WILL NEED "W" TOP FLANGED HANGER OFFSET @ "EPC" & "BC". MAYBE MITER CUT W/ "LCE" ON EA. BM AS ALT. 1 BEAM TO STANDALONE POST 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.Roof~2 2ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 32X STUD WALL PER PLAN.Wall~1 32X STUD WALL PER PLAN.Wall~1 42X CEILING JOIST PER PLAN.Roof~3 52X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.W-2X4_R~1 6SIMPSON HURRICANE CLIP H2.5A @ EA. TRUSS TO TOP PLATE.A-H2.5A_L~ 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_L~4 92X FULL DEPTH BLOCKING.W-B2X8~1 10BOUNDARY NAILS.N-10d~ 112X BEVELED BLK'G.Roof~4 1. 2X ROOF RAFTER PER PLAN. 2. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 3. 2X STUD WALL PER PLAN. 4. 2X CEILING JOIST PER PLAN. 5. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 6. SIMPSON H2.5A @ EA. RAFTER TO TOP PLATE. 7. FRAMING CLIP LTP4 PER SW. SCHDL. @ 48" O.C. MAX. 8. 2X SUBFASCIA W/ 2-10d TO EA. R.R. 9. 2X6 BLK'G. 10. BOUNDARY NAILS. 11. 2X BEVELED BLK'G. 12. DBL. TOP PLATE OR DROP BM. PER PLAN.12DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 72X BEVELED BLK'G.Roof~4 82X BEVELED BLK'G.Roof~4 1RIDGE BEAM PER PLAN. 3CONT. POST PER PLAN.4DBL. TOP PLATE.W-22X4~4DBL. TOP PLATE.W-22X4~ 3CONT. POST PER PLAN.5SIMPSON STRAP "CS16".A A SECTION A-A 2SIMPSON APPROVED COLUMN CAP PER PLAN.CC-ECCQ~1 1. RIDGE BEAM PER PLAN. 2. SIMPSON "ECCQ" COLUMN CAP. 3. 4X4 MIN. CONT. KING POST. 4. DBL. TOP PLATE OR DROP BEAM PER PLAN. 5. SIMPSON STRAP "CS16" W/ 11" MIN. END LENGTH AT EA. TOP PLATE. 1 CONNECTION DETAIL 12X ROOF RAFTER PER PLAN.Roof~2 2ROOF SHEATHING AND NAILING PER NAILING SCHDL.Roof~1 32X STUD WALL PER PLAN.Wall~1 32X STUD WALL PER PLAN.Wall~1 42X CEILING JOIST PER PLAN.Roof~3 52X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.W-2X4_R~1 6SIMPSON HURRICANE CLIP H2.5A @ EA. TRUSS TO TOP PLATE.A-H2.5A_L~ 7FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-A35_L~1 92X FULL DEPTH BLOCKING.W-B2X8~1 10BOUNDARY NAILS.N-10d~ 112X BEVELED BLK'G.Roof~4 12DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 13SHEARWALL PER PLAN.WALL~2 10CONT. PLYWOOD. 1. 2X ROOF RAFTER PER PLAN. 2. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 3. 2X STUD WALL PER PLAN. 4. 2X CEILING JOIST PER PLAN. 5. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 6. SIMPSON HURRICANE CLIP H2.5A @ EA. RAFTER TO TOP PLATE. 7. FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 9. 2X BLOCKING. 10. BOUNDARY NAILS. 11. 2X BEVELED BLK'G. 12. DBL. TOP PLATE OR DROP BM. PER PLAN. 13. SHEARWALL PER PLAN. 1 SHEAR TRANSFER 1RIDGE BEAM PER PLAN. 3CONT. POST PER PLAN.4DBL. TOP PLATE.W-22X4~ 4DBL. TOP PLATE.W-22X4~ 3CONT. POST PER PLAN.5SIMPSON STRAP "CS16". A A SECTION A-A 2SIMPSON APPROVED COLUMN CAP PER PLAN.CC-ECCQ~1 1. RIDGE BEAM PER PLAN. 2. SIMPSON "ECCQ" COLUMN CAP. 3. 4X4 MIN. F.H. POST. 4. DBL. TOP PLATE OR DROP BEAM PER PLAN. 5. SIMPSON STRAP "CS16" W/ 11" MIN. END LENGTH AT EA. TOP PLATE. 6. CEILING BEAM PER PLAN. 7. SIMPSON HUC HANGER TO F.H. POST. 1 CONNECTION DETAIL 6SIMPSON APPROVED COLUMN CAP PER PLAN.CC-ECCQ~1 7DBL. TOP PLATE.W-22X4~ 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 32X BEVELED BLK'G.ROOF~4 4DBL. TOP PLATE.W-22X4~ 52X STUD WALL PER PLAN.WALL~1 6SHEARWALL PER PLAN.WALL~2 6SHEARWALL PER PLAN.WALL~2 4DBL. TOP PLATE.W-22X4~ 52X STUD WALL PER PLAN.WALL~1 8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 92X BLK'G @ 48" O.C. 10ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 11BOUNDARY NAILS.N-8d~ 11BOUNDARY NAILS.N-8d~72X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.W-2X4_R~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X BEVELED BLK'G. 4. DBL. TOP PLATE. 5. 2X STUD WALL PER PLAN. 6. SHEARWALL PER PLAN. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 9. 2X BLK'G @ 48" O.C. 10. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 11. BOUNDARY NAILS. 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~3 22X CEILING JOIST PER PLAN.ROOF~3 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 4CEILING BEAM PER PLAN.ROOF~14 5SIMPSON APPROVED HANGER PER PLAN.H-HU46_L~1 6DBL. TOP PLATE.W-22X4~7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 8SHEARWALL PER PLAN.WALL~2 92X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 10BOUNDARY NAILS.N-10d~ 10BOUNDARY NAILS.N-10d~ 10BOUNDARY NAILS.N-10d~ 112X BEVELED BLK'G.ROOF~4 12ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. CEILING BEAM PER PLAN. 5. SIMPSON APPROVED HANGER PER PLAN. 6. DBL. TOP PLATE OVER 2X4 @ 16" O.C. STUD WALL. 7. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. PLYWOOD TYPE "A". 9. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 10. BOUNDARY NAILS. 11. 2X BEVELED BLK'G. W/ 2-16d @ 6" O.C. TO BM. 12. ROOF SHEATHING W/ 2X R.R. PER CALIFORNIA FRAMING. 3ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.W-2X6~2 32X FULL DEPTH BLK'G @ 48" O.C. BETWEEN RIM & 1ST JOIST. BOUNDARY NAILS TO BLK'G. 4DBL. TOP PLATE.W-22X4~ 52X STUD WALL PER PLAN.WALL~1 11SHEARWALL PER PLAN.WALL~2 72X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 6SHEARWALL PER PLAN.WALL~252X STUD WALL PER PLAN.WALL~1 4DBL. TOP PLATE.W-22X4~8FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 9ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. 2X FULL DEPTH BLK'G @ 48" O.C. BETWEEN RIM & 1ST JOIST. BOUNDARY NAILS TO BLK'G. 4. DBL. TOP PLATE OR DROP BM. PER PLAN. 5. 2X STUD WALL PER PLAN. 6. SHEARWALL PER PLAN. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 9. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 10. BOUNDARY NAILS. 11. CONT. PLYWOOD SAME TYPE AS SHEARWALL BELOW. 10BOUNDARY NAILS.N-10d~ 1 SHEAR TRANSFER STRAP 21 22 CS16 (2)CS16 END LENGTH 3'-6" 3'-6" CAPACITY 1700# NAILS/ SPACING 8d BOX/ SINKER @ 2-1/16" O.C. 3400#8d BOX/ SINKER @ 2-1/16" O.C. 5DBL. TOP PLATE OR DROP BM. PER PLAN.WALL~6 END LENGTHEND LENGTH 3SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE.1TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS. 22X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS).4ROOF SHEATHING AND NAILING PER NAILING SCHDL. 1. TYPICAL ROOF RAFTER. 2. 2X FLAT BLK'G W/ E.N., SEE PLAN FOR BLK'G LENGTH OR NO. OF BAYS. (MIN. 4 BAYS). 3. SIMPSON STRAP CS16 W/ 8d SINKER NAIL @ 2-1/16" O.C. CUT TO FIT OVERALL BAYS OF BLK'G WHERE APPLICABLE. 4. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 5. DBL. TOP PLATE OR DROP BM. PER PLAN. NOTE: - USE DBL. BLOCKING OR 2X FLAT BLOCKING FOR MARK 22 21 1 DRAG DETAIL 12X ROOF RAFTER PER PLAN.ROOF~2 22X CEILING JOIST PER PLAN.ROOF~322X CEILING JOIST PER PLAN.ROOF~3 3DBL. TOP PLATE.W-22X4~ 42X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 3DBL. TOP PLATE.W-22X4~ 52X STUD WALL PER PLAN.WALL~16SHEARWALL PER PLAN.WALL~2 7ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 7ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 8ROOF SHEATHING W/ CALIFORNIA FRAMING.ROOF~8 6SHEARWALL PER PLAN.WALL~2 9BOUNDARY NAILS.N-10d~ 10FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 10FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~19BOUNDARY NAILS.N-10d~ 9BOUNDARY NAILS.N-10d~ 1. 2X ROOF RAFTER PER PLAN. 2. 2X CEILING JOIST PER PLAN. 3. DBL. TOP PLATE OR DROP BM. PER PLAN. 4. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 5. 2X STUD WALL PER PLAN. 6. SHEARWALL PER PLAN. 7. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 8. ROOF SHEATHING W/ 2X R.R. PER CALIFORNIA FRAMING. 9. BOUNDARY NAILS. 10. FRAMING CLIP LTP4/ A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 12X ROOF RAFTER PER PLAN.ROOF~2 1 SHEAR TRANSFER 12X ROOF RAFTER PER PLAN.ROOF~2 2DBL. TOP PLATE.W-22X4~12X ROOF RAFTER PER PLAN.ROOF~2 32X CEILING JOIST PER PLAN.ROOF~3 32X CEILING JOIST PER PLAN.ROOF~3 42X BLK'G @ 4'-0" O.C. 52X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 2DBL. TOP PLATE.W-22X4~ 62X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 8ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 8ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 10BOUNDARY NAILS.N-8d~ 10BOUNDARY NAILS.N-8d~ 11SHEARWALL PER PLAN.WALL~2 1. 2X ROOF RAFTER PER PLAN. 2. DBL. TOP PLATE OR DROP BM. PER PLAN. 3. 2X CEILING JOIST PER PLAN. 4. 2X BLK'G @ 4'-0" O.C. 5. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 6. 2X MEMBER W/ 2-16d @ EA. STUD. 7. FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 9. FRAMING CLIP @ ALT. LOCATION. 10. BOUNDARY NAILS. 11. SHEARWALL PER PLAN. 12. 2X STUD WALL PER PLAN. 13. PLYWOOD SAME TYPE AS SHEARWALL BELOW. 14. SIMPSON HURRICANE CLIP H8 @ 48" O.C. 10BOUNDARY NAILS.N-8d~ 122X STUD WALL PER PLAN.WALL~1 122X STUD WALL PER PLAN.WALL~1 10BOUNDARY NAILS.N-8d~ 10BOUNDARY NAILS.N-8d~ 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 9BOUNDARY NAILS.N-8d~ 13FLOOR SHEATHING AND NAILING PER NAILING SCHDL.FLOOR~1 1 SHEAR TRANSFER 14SIMPSON HURRICANE CLIP H8 @ 48" O.C.A-H8_L~ 1 1 SHEAR TRANSFER 12SIMPSON HURRICANE CLIP H8 @ 48" O.C.A-H8_L~ 12X ROOF RAFTER PER PLAN.ROOF~2 2DBL. TOP PLATE.W-22X4~12X ROOF RAFTER PER PLAN.ROOF~2 32X CEILING JOIST PER PLAN.ROOF~3 42X BLK'G @ 4'-0" O.C. 52X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL.WALL~5 2DBL. TOP PLATE.W-22X4~ 62X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 7FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX.A-LTP4_BEND~1 8ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~1 8ROOF SHEATHING AND NAILING PER NAILING SCHDL.ROOF~192X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G.MISC~2 10BOUNDARY NAILS.N-8d~ 10BOUNDARY NAILS.N-8d~ 10BOUNDARY NAILS.N-8d~ 11SHEARWALL PER PLAN.WALL~2 1. 2X ROOF RAFTER PER PLAN. 2. TOP PLATE OR DROP BM. PER PLAN. 3. 2X CEILING JOIST PER PLAN. 4. 2X BLK'G @ 4'-0" O.C. 5. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 6. 2X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G. 7. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. ROOF SHEATHING AND NAILING PER NAILING SCHDL. 9. 2X LEDGER W/ 2-16d @ 6" O.C. TO 2X BLK'G. 10. BOUNDARY NAILS. 11. SHEARWALL PER PLAN. 12. SIMPSON HURRICANE CLIP H8 @ 48" O.C. 1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 9/12/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO: REVISIONS DATE SIGNED: 9/12/25 THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF DONG ENGINEERING. THESE DRAWINGS CANNOT BE COPIED, TRANSFERRED, OR REPRODUCED NOR CAN ANY OTHER STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT. SHEET DE#: TEL- 714-617-5979 GARDEN GROVE, CA 92841 7661 GARDEN GROVE BLVD., DONG ENGINEERING, INC. INFO@DONGENGINEERING.COM 250421 AD U 34 1 4 S _ T I M B E R S T , U N I T # 2 , SA N T A A N A , C A 9 2 7 0 7 Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:9/17/2025 CLIENT: JOB NO.:250421 Project: ADU STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 3414 S_TIMBER ST, SANTA ANA, CA 92707 1 of 32 Dong Engineering Inc. Job#:250421 Date: ROOF:SHINGLE Slope 4:12 Live Load 20 psf Roof'g Material 6.0 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 0.5 psf Total D.L.18 psf Total Load 38 psf EXTERIOR WALL:INTERIOR WALL: STUCCO:8 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:2.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 9/17/20253414 S_TIMBER ST, SANTA ANA, CA 92707 LOADING CONDITIONS ADU 2 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 A. General: Number of stories 1 Building risk category II Design Code CBC 2022 Load standard ASCE 7-16 ASCE 7-16 Design Load Combination ASD B. Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Wind Exposure C Wind Speed 110 Enclosure Enclosed Building Velocity pressure qz = 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz (Table 26.10-1) Directionality Factor Kd (Table 26.6-1) Topographic factor defined Kzt (26.8.2) Gust Effect Factor G (26.11.1) Pressures for MWFRS p = qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp (Fig. 27.3-1) Internal pressure coefficient Gcpi (Table 26.13-1) SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category (Table 11.6-1) Importance factor I (Table 1.5-2) Soil Site Class D-Default (Table 20-3-1) Response modification coefficient R = 6.5 (Table 12.2-1) System overstrength coefficient Ω = 2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)11.5 Building period T=Ta (sec) = 0.25 (Formula 12.8-7) Base Shear Adjustment Factor = 1 Seismic response coefficient Cs = 0.16 (Formula 12.8-2) BUILDING INFORMATION 3 of 32        !"#$%&'()&(*)('+*,-./.'0* 12343567891:;<43567=9>>?@AABBC89DEE@?F@AGFF@ H(&$IJKLJMNMLOPQRKSRTIPUV H$W!X)+YZ$[$\$%$)]$HY]^"$)&_`abQcKd [!We+(&$XY%f gg !&$+h(WW iPcPijklmnoPp`jjP`jqorstPKKuTuvw fx$ y(h^$H$W]%!x&!Y) ``KuMQL VabzP{|smt}P~sorstuPpks|PNuMPjqst}P€j|rs}w `K NuTLQ VabzP{|smt}P~sorstuPpks|PKuNP€j|rs}w `V`KuLv `rojc~s}rkrj}P€jqo|lnPlqqjnj|lorstP lnmj `VK tmnnPc`jjP`jqorstPKKuTuS `rojc~s}rkrj}P€jqo|lnPlqqjnj|lorstP lnmj `i`KuNM ‚m~j|rqPjr~rqP}jr{tP lnmjPloPNuMPjqst}P`_ `iK tmnnPc`jjP`jqorstPKKuTuS ‚m~j|rqPjr~rqP}jr{tP lnmjPloPKuNPjqst}P`_ fx$ y(h^$ H$W]%!x&!Y) `ia tmnnPc`jjP`jqorstPKKuTuS `jr~rqP}jr{tPqloj{s|ƒ „l KuM `rojPl~€nrkrqlorstPklqos|PloPNuMPjqst} „ tmnnPc`jjP`jqorstPKKuTuS `rojPl~€nrkrqlorstPklqos|PloPKuNPjqst} U…_ NuLTv Vab…P€jl†P{|smt}Plqqjnj|lorst „U…_KuM `rojPl~€nrkrqlorstPklqos|PloPU…_ U…_V NudLK `rojP~s}rkrj}P€jl†P{|smt}Plqqjnj|lorst ‡ˆS ˆst{c€j|rs}Po|ltrorstP€j|rs}PrtPjqst} `z‡ KuMQL U|s‰l‰rnrorqP|r†col|{joj}P{|smt}P~sorstuPpNuMPjqst}w `Š‹ KuvQL „lqos|j}Pmtrks|~cŒl l|}PpMŽP€|s‰l‰rnroƒPskPj qjj}ltqjPrtPLNPƒjl|wP€jqo|lnPlqqjnj|lorst `i KuIMS „lqos|j}P}joj|~rtrorqPlqqjnj|lorstP lnmjuPpNuMPjqst}w `Kz‡ NuTLQ U|s‰l‰rnrorqP|r†col|{joj}P{|smt}P~sorstuPpKuNPjqst}w `KŠ‹ NuTIT „lqos|j}Pmtrks|~cŒl l|}PpMŽP€|s‰l‰rnroƒPskPj qjj}ltqjPrtPLNPƒjl|wP€jqo|lnPlqqjnj|lorstu `Ki Nuddv „lqos|j}P}joj|~rtrorqPlqqjnj|lorstP lnmjuPpKuNPjqst}w U…_} NuQIK „lqos|j}P}joj|~rtrorqPlqqjnj|lorstP lnmjuPpUjl†P…|smt}P_qqjnj|lorstw U…_Š‹NuLTv Štrks|~cŒl l|}PpMŽP€|s‰l‰rnroƒPskPj qjj}ltqjPrtPLNPƒjl|wPUjl†P…|smt}P_qqjnj|lorst az`NuIMQ Vl€€j}P lnmjPskPoŒjP|r†PqsjkkrqrjtoPloPŒs|oP€j|rs} azK NuIMd Vl€€j}P lnmjPskPoŒjP|r†PqsjkkrqrjtoPloPlP€j|rs}PskPKP a KuvLL j|orqlnPqsjkkrqrjto 4 of 32          !  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ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 38.5(ft)Section length: 30.5(ft) Base height: 0.75(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 38.5(ft), L = 38(ft), H = 11.5(ft)-->L/B = 0.99, H/L = 0.3 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (0.08;-0.4), Cpl = -0.57 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.02, SD1 = 2FvS1/3 =0.59, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.02*1*W/6.5 = 0.1098*W Total Seismic Load = 77.88 = 77.88 PLF Redistrib: 709*8 = 5672 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 112 x 18 / (2 x 30.5) = 33.05 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 112 x 18^2 / (8 x 30.5) = 148.72 LBS Splice w/ min. (1) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.7) ROOF Roof = 18*30.5 = 549 PLF Wall = 15*2*4 + 10*1*4 = 160 PLF Shear = 0.1098(549+160) = 0.1098*709 = 77.85 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 77.88*709*8/5672 = 77.88 PLF SHEAR ROOF = 0.6*W = 100.03(plf) ROOF 100.03 PLF WIND GOVERN 7 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 30.5(ft)Section length: 38.5(ft) Base height: 0.75(ft)Slope roof height: 13.5(ft)Gable mean roof height: 11(ft) WIND PARAMETERS PER ASCE7-16, CHAPTER 27, MWFRS BUILDINGS OF ALL HEIGHTS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw = 1 Coefficients: Kd = 0.85, Kzt = 1, G = 0.85, Gcpi = +/-0.18, omega = 1 B = 38(ft), L = 38.5(ft), H = 11.5(ft)-->L/B = 1.01, H/L = 0.3 Wall coefficient: Cpw = 0.8, Cpl = -0.5 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)^(2/anpha)qz = 0.00256*Kz*Kzt*Kd*V^2*Iw P = G(Cpw*qz+Cpl*qh) WIND LOAD: SEISMIC PARAMETERS PER ASCE7-16, CHAPTER 12.8, ELF PROCEDURE: Light frame wood-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.02, SD1 = 2FvS1/3 =0.59, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.02*1*W/6.5 = 0.1098*W Total Seismic Load = 93.7 = 93.7 PLF Redistrib: 853*8 = 6824 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 141.37 x 30.5 / (2 x 38.5) = 56 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 141.37 x 30.5^2 / (8 x 38.5) = 426.98 LBS Splice w/ min. (3) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 24.65) ROOF Roof = 18*38.5 = 693 PLF Wall = 15*2*4 + 10*1*4 = 160 PLF Shear = 0.1098(693+160) = 0.1098*853 = 93.66 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 93.7*853*8/6824 = 93.7 PLF SHEAR ROOF = 0.6*W = 103.52(plf) ROOF 103.52 PLF WIND GOVERN 8 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 W a l l Se c . St o . W i n d Se i s m i c Sp a n Of f s e t W i n d Se i s m i c (# ) (# ) (# ) v_ ( p l f ) v_ ( p l f ) (f t ) (f t ) V_ ( l b ) V_ ( l b ) 1 Ty p e A : W i n d = 6 4 7 ( l b ) , S e i s m i c = 5 8 6 ( l b ) 1 1Y 1 10 3 . 5 93 . 7 12 . 5 64 7 58 6 l- - - - - - - - - - - - - - - 1 2 . 5 ( f t ) - - - - - - - - - - - - - - - l 1. 1 Ty p e A : W i n d = 1 5 7 9 ( l b ) , S e i s m i c = 1 4 2 9 ( l b ) 1. 1 1Y 1 10 3 . 5 93 . 7 30 . 5 15 7 9 14 2 9 l- - - - - - - - - - - - - - - 3 0 . 5 ( f t ) - - - - - - - - - - - - - - - l 2 Ty p e A : W i n d = 8 0 3 ( l b ) , S e i s m i c = 7 2 6 ( l b ) 2 1Y 1 10 3 . 5 93 . 7 15 . 5 80 2 72 6 l- - - - - - - - - - - - - - - 1 5 . 5 ( f t ) - - - - - - - - - - - - - - - l A Ty p e A : W i n d = 9 0 1 ( l b ) , S e i s m i c = 7 0 1 ( l b ) A 1X 1 10 0 . 0 77 . 9 18 90 0 70 1 l- - - - - - - - - - - - - - - 1 8 . 0 ( f t ) - - - - - - - - - - - - - - - l B Ty p e A : W i n d = 1 9 2 6 ( l b ) , S e i s m i c = 1 4 9 9 ( l b ) B 1X 1 10 0 . 0 77 . 9 38 . 5 19 2 6 14 9 9 l- - - - - - - - - - - - - - - 3 8 . 5 ( f t ) - - - - - - - - - - - - - - - l C Ty p e A : W i n d = 1 0 2 6 ( l b ) , S e i s m i c = 7 9 8 ( l b ) C 1X 1 10 0 . 0 77 . 9 20 . 5 10 2 5 79 8 l- - - - - - - - - - - - - - - 2 0 . 5 ( f t ) - - - - - - - - - - - - - - - l #N / A #N / A #N / A #N / A #N / A #N / A De s c r i p t i o n V_ ( l b ) = v _ ( p l f ) * S p a n * S p a n / 2 / ( S p a n + O f f s e t ) LA T E R A L p F a c t o r : X D i r e c t i o n : p = 1 ; Y D i r e c t i o n : p = 1 9 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 8 " | 4 * d * 1 . 4 = 0 . 4 6 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 1. 5 0 1. 2 5 4. 0 0 3. 0 0 4. 5 0 0. 7 5 0.2 5 0. 7 5 3. 5 0 0.2 5 6. 7 5 0. 5 0 0. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Up l i f t ( k i p s ) 0. 4 0. 3 Co m . ( k i p s ) 0. 5 0. 5 Ri g h t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 0. 4 0. 3 Co m . ( k i p s ) 0. 5 0. 5 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y P1 4. 0 0 4. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 4. 0 0 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 6 4 7 l b s | S e i s m i c : 5 8 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 9 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 0 . 2 5 f t | S h e a r D i a p h r a g m = 2 2 p l f | D e s i g n S h e a r W a l l = 6 6 p l f ( W i n d ) / 6 0 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 0 . 7 / 0 . 8 ) + P 2 ( 1 . 5 / 1 . 5 ) = 2 . 2 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 0 . 9 / 1 . 1 ) + P 2 ( 2 . 1 / 2 . 1 ) = 3 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P2 53 7 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 10 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 1 7 " | 4 * d * 1 . 4 = 0 . 9 7 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 1. 5 0 1. 2 5 4. 0 0 3. 0 0 4. 0 0 0. 5 0 0. 7 5 0.2 5 0. 7 5 0.2 5 6. 7 5 0. 5 0 0. 5 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Up l i f t ( k i p s ) 1. 6 1. 5 Co m . ( k i p s ) 1. 6 1. 6 Ri g h t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 1. 6 1. 5 Co m . ( k i p s ) 1. 6 1. 6 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 4. 0 0 2. 5 0 4. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e P2 4. 0 0 P1 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E 1 . 1 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 1 5 7 9 l b s | S e i s m i c : 1 4 2 9 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 8 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 5 6 p l f | D e s i g n S h e a r W a l l = 1 9 7 p l f ( W i n d ) / 1 7 9 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 0 . 9 / 0 . 9 ) + P 2 ( 0 . 9 / 0 . 9 ) = 1 . 8 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 2 / 1 . 2 ) + P 2 ( 1 . 2 / 1 . 2 ) = 2 . 4 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) 37 8 -11 6 2 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 11 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 5 " | 4 * d * 1 . 4 = 0 . 3 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 0. 2 5 8. 0 0 8. 7 5 3. 5 0 0. 7 5 6. 0 0 5. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n No U p l i f t HD U E 3 Po s t S i z e 4x 4 Up l i f t ( k i p s ) 0. 3 Co m . ( k i p s ) 0. 5 Ri g h t S i d e Ho l d D o w n No U p l i f t HD U E 3 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 0. 3 Co m . ( k i p s ) 0. 5 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 2. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e P2 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E 2 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 8 0 3 l b s | S e i s m i c : 7 2 6 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 4 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 3 . 2 5 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 6 1 p l f ( W i n d ) / 5 5 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) + P 2 ( 1 . 2 / 1 . 2 ) = 3 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) + P 2 ( 1 . 6 / 1 . 6 ) = 4 . 1 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P1 26 7 -40 0 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 12 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 1 " | 4 * d * 1 . 4 = 0 . 0 6 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 4. 0 0 4. 0 0 4. 0 0 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U E 3 Po s t S i z e 4x 4 Up l i f t ( k i p s ) 0. 5 Co m . ( k i p s ) 0. 7 Ri g h t S i d e Ho l d D o w n HD U E 3 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 0. 5 Co m . ( k i p s ) 0. 7 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e 4. 0 0 P2 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E A ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 9 0 1 l b s | S e i s m i c : 7 0 1 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 1 6 f t | T o t a l S h e a r W a l l L e n g t h = 8 f t | S h e a r D i a p h r a g m = 6 3 p l f | D e s i g n S h e a r W a l l = 1 1 3 p l f ( W i n d ) / 8 8 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 0 . 9 / 0 . 9 ) + P 2 ( 0 . 9 / 0 . 9 ) = 1 . 8 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 1 . 2 / 1 . 2 ) + P 2 ( 1 . 2 / 1 . 2 ) = 2 . 4 k i p s ( S e c . 4 . 3 . 4 . 1 ) Fo r F o r c e - T r a n s f e r A r o u n d O p e n i n g s S h e a r w a l l s , t h e a s p e c t r a t i o s h a l l b e c o n s i d e r e d a s 4 . 3 . 2 . 2 , S D P W S 2 0 2 1 P1 25 2 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 13 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 8 " | 4 * d * 1 . 4 = 0 . 4 4 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 9. 0 0 0. 5 0 12 . 0 0 0. 2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U E 3 Po s t S i z e 4x 4 Up l i f t ( k i p s ) 1. 5 Co m . ( k i p s ) 1. 4 Ri g h t S i d e Ho l d D o w n HD U E 3 Po s t S i z e 4x 4 Te n s i o n ( k i p s ) 1. 5 Co m . ( k i p s ) 1. 4 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] sp a c e d e q u a l l y Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E B ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 1 9 2 6 l b s | S e i s m i c : 1 4 9 9 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 2 1 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 9 f t | S h e a r D i a p h r a g m = 9 9 p l f | D e s i g n S h e a r W a l l = 2 1 4 p l f ( W i n d ) / 1 6 7 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 2 / 2 ) = 2 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 8 / 2 . 8 ) = 2 . 8 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P1 -12 6 4 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 14 of 32 Do ng E n g i n e e r i n g I n c . AD U 34 1 4 S _ T I M B E R S T , S A N T A A N A , C A 9 2 7 0 7 Jo b # : 2 5 0 4 2 1 Da t e : 9 / 1 7 / 2 0 2 5 PL A N : 1 CO D E : C B C 2 0 2 2 Ma x p a n e l d e f l e c t i o n : = 0 . 0 6 " | 4 * d * 1 . 4 = 0 . 3 4 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 8. 0 0 4. 7 5 0. 5 0 1. 2 5 5. 0 0 2. 5 0 0. 7 5 4. 5 0 0.2 5 OV E R T U R N A N A L Y S I S Le f t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Up l i f t ( k i p s ) 0. 4 0. 5 Co m . ( k i p s ) 0. 5 0. 5 Ri g h t S i d e Ho l d D o w n HD U E 3 HD U E 3 Po s t S i z e 4x 4 4x 4 Te n s i o n ( k i p s ) 0. 4 0. 5 Co m . ( k i p s ) 0. 5 0. 5 An c h o r B o l t 5/ 8 " x 1 2 " [2 ] [2 ] sp a c e d e q u a l l y 4. 0 0 2. 0 0 2. 0 0 Dr a g F o r c e : A: S i m p s o n M S T A 3 0 ( 1 8 8 0 L B ) - A l t o n e r o w ( 9 ) # 1 6 e a . s i d e o f s p l i c e P2 Fr a m i n g C l i p s S p a c i n g S e e S h e a r W a l l S c h e d u l e 8.00 ft LI N E C ( D i r e c t i o n : X ) @ F I R S T F L O O R | W i n d : 1 0 2 6 l b s | S e i s m i c : 7 9 8 l b s | S h e a r P a n e l T y p e : A | ( þ = 1 ) To t a l L e n g t h = 3 5 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 3 f t | S h e a r D i a p h r a g m = 3 2 p l f | D e s i g n S h e a r W a l l = 7 9 p l f ( W i n d ) / 6 1 p l f ( S e i s m i c ) Se i s m i c L o a d C o m b i n a t i o n : ( 1 . 0 + 0 . 1 4 S DS )D + H + F + 0 . 7 Q E ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : ( 0 . 6 - 0 . 1 4 S DS )D + H + 0 . 7 Q E ( T e n s i o n ) W i n d L o a d C o m b i n a t i o n : D + 0 . 7 5 L + 0 . 7 5 ( 0 . 6 W ) ( C o m p r e s s i o n ) | L o a d C o m b i n a t i o n U s e : 0 . 6 D + H + 0 . 6 W ( T e n s i o n ) Se i s m i c C a p a c i t y : P 1 ( 1 . 8 / 1 . 8 ) + P 2 ( 1 . 1 / 1 . 1 ) = 2 . 9 k i p s ( S e c . 4 . 3 . 4 . 1 ) W i n d C a p a c i t y : P 1 ( 2 . 5 / 2 . 5 ) + P 2 ( 1 . 5 / 1 . 5 ) = 4 k i p s ( S e c . 4 . 3 . 4 . 1 ) In d i v i d u a l f u l l - h e i g h t w a l l s e g m e n t s h e a r w a l l ( S e c . 4 . 3 . 2 . 1 ) P1 -44 8 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 15 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 Wind = Seismic = A B C D E F G H I J K L 4.00 4.00 Design Force = Wall Height = Wall Length = Window size = Bottom header = Top of window sill = Force Above Window (B & C)=701 x (8 - 7 + 4 / 2) / 12 = 175 lbs Shear =175 / (8 - 7) = 175 plf Force Below Window (J & K)=701 x (7 - 4 / 2) / 12 = 292 lbs Shear =292 / (7 - 4) = 97 plf Force on Left pier (E & G)=701 x (4 + 4 / 2) / 12 = 350 lbs Shear =350 / 4 = 88 plf Force on Right pier (F & H)=701 x (4 + 4 / 2) / 12 = 350 lbs Shear =350 / 4 = 88 plf Drag force at header =175 x 4 / 2 = 350 lbs Drag force at window sill =97 x 4 / 2 = 194 lbs Upper left sub panel shear (A)=(350 - 350) / 4 = 0 plf Upper right sub panel shear (D)=(350 - 350) / 4 = 0 plf Lower left sub panel shear (I)=(467 - 350) / 3 = 39 plf Lower right sub panel shear (L)=(467 - 350) / 3 = 39 plf Maximum sub panel shear =175 plf => USE TYPE A Maximum drag force =350 lbs => USE DRAG (1)CS16 Shear Wall With Opening: Shear Wall # A @ P1 & P2 3.00 ft 8. 0 0 f t 4.00 901 lbs 701 lbs 701 lbs 8.00 ft 12.00 ft 4ft x 4ft 7.00 ft Shear wall design concept is chosen as Force-Transfer Around Openings (FTAO) (Sec. 4.3.2.2 ). 16 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 Shear Wall (X-X Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) A 1 1X 18 100 78 8 8 113 A B 1 1X 38.5 100 78 8 9 214 A C 1 1X 20.5 100 78 8 13 79 A v(plf) = V/L Shear wall design concept is chosen as Individual full-height wall segment (Sec. 4.3.2.1 ) and Force-Transfer Around Openings (FTAO) (Sec. 4.3.2.2 ). For mix-type, chosen concept is determined by more critical design result. V2 = Seismic*Span/2 + Added Vseismic Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind SUMMARY SHEAR WALL 17 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 Shear Wall (Y-Y Direction) Line Story Section Span Wind Seismic Added V (lb)H L v Type ###(ft)(plf)(plf)Wind Seismic (ft)(ft)(plf) 1 1 1Y 12.5 104 94 8 9.81 66 A 1.1 1 1Y 30.5 104 94 8 8 197 A 2 1 1Y 15.5 104 94 8 13.25 61 A Shear wall design concept is chosen as Individual full-height wall segment (Sec. 4.3.2.1 ) and Force-Transfer Around Openings (FTAO) (Sec. 4.3.2.2 ). For mix-type, chosen concept is determined by more critical design result. v(plf) = V/L Line shear V = Maximum(V1;V2) SUMMARY SHEAR WALL V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic 18 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : 1 - HDR AT BEDRM Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 5.5 ft Roof Primary: (18+20)(6.5) = (DL=117PLF; LLr=130PLF) form 0 to 5.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 693/692 0 2 692/692 0 USE 4 x 6 Critcal Shear = 692 LB @0' 1.5xV/(F'v x A)= 0.24 F'v = 225, A = 19.25 Critcal Moment = 951 LB-FT @2.75' M/(F'b x S)= 0.44 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.067 INCH @ 2.75 L/240 = 0.275" Critical Deflection for LL = -0.034 INCH @ 2.75 L/360 = 0.183" 1 2 Moment Shear Deflection 5.5' BEAM : 2 - HDR AT BATH Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 4.25 ft Roof Rafter: (14+20)(7.5) = (DL=105PLF; LLr=150PLF) form 0 to 4.25 Ceiling Joist DL: (4)(4.5) = (DL=18PLF) form 0 to 4.25 Exterior Wall: (15)(3) = (DL=45PLF) form 0 to 4.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 686/686 0 2 686/686 0 USE 4 x 6 Critcal Shear = 685 LB @0' 1.5xV/(F'v x A)= 0.23 F'v = 225, A = 19.25 Critcal Moment = 726 LB-FT @2' M/(F'b x S)= 0.33 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.03 INCH @ 2 L/240 = 0.212" Critical Deflection for LL = -0.014 INCH @ 2 L/360 = 0.142" 1 2 Moment Shear Deflection 4.25' 19 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : 3 - DROP @ PORCH Loads(Downward+) Beam Weight 7.4 plf from 0 ft to 9.25 ft Roof Rafter: (14+20)(2) = (DL=28PLF; LLr=40PLF) form 0 to 9.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 349/349 0 2 349/349 0 USE 6 x 6 Critcal Shear = 348 LB @0' 1.5xV/(F'v x A)= 0.08 F'v = 212, A = 30.25 Critcal Moment = 805 LB-FT @4.5' M/(F'b x S)= 0.2 F'b = 1688, S = 27.73 Critical Deflection for TL = -0.102 INCH @ 4.75 L/240 = 0.462" Critical Deflection for LL = -0.054 INCH @ 4.75 L/360 = 0.308" 1 2 Moment Shear Deflection 9.25' BEAM : 4 - HDR AT KITCHEN Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 3.25 ft Roof Rafter: (14+20)(3.2) = (DL=45.5PLF; LLr=65PLF) form 0 to 3.25 Ceiling Joist DL: (4)(7.8) = (DL=31PLF) form 0 to 3.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 3.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 287/286 0 2 287/286 0 USE 4 x 6 Critcal Shear = 286 LB @0' 1.5xV/(F'v x A)= 0.1 F'v = 225, A = 19.25 Critcal Moment = 231 LB-FT @1.5' M/(F'b x S)= 0.1 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.006 INCH @ 1.5 L/240 = 0.162" Critical Deflection for LL = -0.002 INCH @ 1.5 L/360 = 0.108" 1 2 Moment Shear Deflection 3.25' 20 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : 5 - RIGDE BM AT LIVING RM Loads(Downward+) Beam Weight 7.9 plf from 0 ft to 16.5 ft Roof Rafter: (14+20)(3) = (DL=42PLF; LLr=60PLF) form 0 to 16.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 907/907 0 2 907/907 0 USE 4 x 10 Critcal Shear = 906 LB @0' 1.5xV/(F'v x A)= 0.18 F'v = 225, A = 32.38 Critcal Moment = 3740 LB-FT @8.25' M/(F'b x S)= 0.66 F'b = 1350, S = 49.91 Critical Deflection for TL = -0.496 INCH @ 8.25 L/240 = 0.825" Critical Deflection for LL = -0.271 INCH @ 8.25 L/360 = 0.55" 1 2 Moment Shear Deflection 16.5' BEAM : 6 - CLG AT BEDRM Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 7.25 ft Roof Primary: (18+20)(11) = (DL=198PLF; LLr=220PLF) form 0 to 7.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1538/1538 0 2 1538/1538 0 USE 4 x 8 Critcal Shear = 1537 LB @0' 1.5xV/(F'v x A)= 0.4 F'v = 225, A = 25.38 Critcal Moment = 2783 LB-FT @3.75' M/(F'b x S)= 0.74 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.148 INCH @ 3.5 L/240 = 0.362" Critical Deflection for LL = -0.077 INCH @ 3.5 L/360 = 0.242" 1 2 Moment Shear Deflection 7.25' 21 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : 7 - CLG AT BEDRM Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 11.25 ft Roof Rafter: (14+20)(5) = (DL=70PLF; LLr=100PLF) form 0 to 11.25 Ceiling Joist DL: (4)(6.5) = (DL=26PLF) form 0 to 11.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 1137/1137 0 2 1137/1137 0 USE 4 x 8 Critcal Shear = 1137 LB @0' 1.5xV/(F'v x A)= 0.3 F'v = 225, A = 25.38 Critcal Moment = 3197 LB-FT @5.75' M/(F'b x S)= 0.85 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.41 INCH @ 5.5 L/240 = 0.562" Critical Deflection for LL = -0.203 INCH @ 5.5 L/360 = 0.375" 1 2 Moment Shear Deflection 11.25' BEAM : 8 - DROP AT PATIO Loads(Downward+) Beam Weight 7.4 plf from 0 ft to 4.75 ft Roof Rafter: (14+20)(4.5) = (DL=63PLF; LLr=90PLF) form 0 to 4.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 381/381 0 2 381/381 0 USE 6 x 6 Critcal Shear = 380 LB @0' 1.5xV/(F'v x A)= 0.09 F'v = 212, A = 30.25 Critcal Moment = 451 LB-FT @2.25' M/(F'b x S)= 0.11 F'b = 1688, S = 27.73 Critical Deflection for TL = -0.015 INCH @ 2.25 L/240 = 0.238" Critical Deflection for LL = -0.008 INCH @ 2.25 L/360 = 0.158" 1 2 Moment Shear Deflection 4.75' 22 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : C1 - C.J. 2X6 DFL#2 @ 16" O.C. Loads(Downward+) Ceiling Joist: (4+10)(1.3) = (DL=5.3PLF; LLr=13.4PLF) form 0 to 15.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 143/143 0 2 143/143 0 USE 2 x 6 Critcal Shear = 142 LB @0' 1.5xV/(F'v x A)= 0.11 F'v = 225, A = 8.25 Critcal Moment = 543 LB-FT @7.62' M/(F'b x S)= 0.51 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.684 INCH @ 7.63 L/240 = 0.762" Critical Deflection for LL = -0.488 INCH @ 7.63 L/360 = 0.508" 1 2 Moment Shear Deflection 15.25' BEAM : C2 - C.J. 2X8 DFL#2 @ 16" O.C. @ KITCHEN Loads(Downward+) Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 16 Point load @ 6ft ( D=121 Lr=174 )(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 227/227 0 2 153/153 0 USE 2 x 8 Critcal Shear = 227 LB @0' 1.5xV/(F'v x A)= 0.14 F'v = 225, A = 10.88 Critcal Moment = 1266 LB-FT @6' M/(F'b x S)= 0.74 F'b = 1552, S = 13.14 Critical Deflection for TL = -0.629 INCH @ 7.43 L/240 = 0.8" Critical Deflection for LL = -0.31 INCH @ 7.43 L/360 = 0.533" 1 2 P1 Moment Shear Deflection 16' 23 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job #: 250421 Date : 09/17/2025 Plan : 1 BEAM : R1 - R.R. 2 X 6 DFL#2 @ 16" O.C. Loads(Downward+) Roof Rafter: (14+20)(1.3) = (DL=18.7PLF; LLr=26.7PLF) form 0 to 11.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 267/267 0 2 267/267 0 USE 2 x 6 Critcal Shear = 266 LB @0' 1.5xV/(F'v x A)= 0.21 F'v = 225, A = 8.25 Critcal Moment = 783 LB-FT @5.75' M/(F'b x S)= 0.74 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.585 INCH @ 5.75 L/240 = 0.588" Critical Deflection for LL = -0.344 INCH @ 5.75 L/360 = 0.392" 1 2 Moment Shear Deflection 11.75' BEAM : R2 - R.R. 2 X 6 DFL#2 @ 16" O.C. Loads(Downward+) Roof Rafter: (14+20)(1.3) = (DL=18.7PLF; LLr=26.7PLF) form 0 to 12.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 -44/0 -18 2 448/448 0 3 175/175 0 USE 2 x 6 Critcal Shear = 256 LB @3.25' 1.5xV/(F'v x A)= 0.2 F'v = 225, A = 8.25 Critcal Moment = -384 LB-FT @3.25' M/(F'b x S)= 0.36 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.136 INCH @ 8.5 L/240 = 0.475" Critical Deflection for LL = -0.08 INCH @ 8.5 L/360 = 0.317" 1 2 3 Moment Shear Deflection 3.25'9.5' 24 of 32 25 of 32 Wood Column LIC# : KW-06019698, Build:20.23.05.25 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT. COLUMN AT PATIO Project File: 250421 CANT. COLUMN.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 8Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Wood Grade Fb +1,500.0 1,500.0 psi 1,000.0 1,000.0 150.0 1,000.0 33.0 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,400.0 1,400.0 1,400.0 1,400.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,400.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 8 ft, Ky = 2.1 ABOUT X-X Axis: Lux = 8 ft, Kx = 2.1 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 55.458 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, D = 0.1670, Lr = 0.2140 k BENDING LOADS . . . Lat. Point Load at 8.0 ft creating Mx-x, E = 0.1610 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1641 Location of max.above base 0.0 ft Applied Axial 0.2225 k Applied Mx -0.9016 k-ft Load Combination +D+0.70E Load Combination +D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 8.383 psi 240.0Allowable Shear psi 0.02329 : 1 Bending Compression Tension Location of max.above base 8.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.1610 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.4425 in at 8.0 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 732.72 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 8.0 ft0.674 ft0.01213 +D+Lr 1.250 PASS PASS0.0 0.0 8.0 ft0.550 ft0.02097 +D+0.750Lr 1.250 PASS PASS0.0 0.0 8.0 ft0.550 ft0.01840 +0.60D 1.600 PASS PASS0.0 0.0 8.0 ft0.458 ft0.006022 +D+0.70E 1.600 PASS PASS0.0 0.02329 8.0 ft0.458 ft0.1641 +D+0.5250E 1.600 PASS PASS0.0 0.01746 8.0 ft0.458 ft0.1231 +0.60D+0.70E 1.600 PASS PASS0.0 0.02329 8.0 ft0.458 ft0.1635 . 26 of 32 Wood Column LIC# : KW-06019698, Build:20.23.05.25 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT. COLUMN AT PATIO Project File: 250421 CANT. COLUMN.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.222 +D+Lr 0.436 +D+0.750Lr 0.383 +0.60D 0.133 +D+0.70E 0.2220.113 0.902 +D+0.5250E 0.2220.085 0.676 +0.60D+0.70E 0.1330.113 0.902 Lr Only 0.214 E Only 0.161 1.288 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E 0.0000 0.310 8.000 ftftinin0.000 +D+0.5250E 0.0000 0.232 8.000 ftftinin0.000 +0.60D+0.70E 0.0000 0.310 8.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 0.438 7.946 ftftinin0.000 .Sketches 27 of 32 Pole Footing Embedded in Soil LIC# : KW-06019698, Build:20.23.05.25 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:PAD FOOTING FOR CANT. COL. Project File: 250421 CANT. COLUMN.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Rectangular 24.0 250.0 1,500.0 Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Width . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70EGoverning Load Combination : Lateral Load 0.0 Moment 0.6311 k-ft Minimum Required Depth 1.625 ft k Restraint @ Ground Surface Pressure at Depth Actual 360.201 psf Allowable 406.250 psf Surface Retraint Force 825.32 lbs Controlling Values ft^2Footing Base Area 4.0 Maximum Soil Pressure 0.05563 ksf k k k 0.2225 k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 8.0 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft 0.9016 k-ft k-ft ground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at Depth Allow - (psf)Actual - (psf) 0.00.000 0.000D Only 0.13 1.00031.3 0.00.000 0.000+0.60D 0.13 1.00031.3 360.20.000 0.631+D+0.70E 1.63 1.000406.3 317.10.000 0.473+D+0.5250E 1.50 1.000375.0 360.20.000 0.631+0.60D+0.70E 1.63 1.000406.3 28 of 32 WALL STUD CALCULATION: VELOCITY PRESSURE: qz = 0.00256Kz Kzt KdV2 (lb/ft2) = 0.00256(0.932)(1.0)(0.85)(110) = 24.54 (lb/ft2) Kz = 0.932 Kd = 0.85 Kzt = 1.0 V = 110 MPH DESIGN WIND PRESSURES: p = qh [(GCp) - (GCpi)] (lb/ft2) = 24.54 [(0.8) - (-0.18)] = 24.05 (lb/ft2) (GCP) = 0.8 (GCPI)= ± 0.18 -ROOF PRIMARY DL = 20 (load) x 13 2 (span of roof) x 1.33 (spacing of stud) = 173 # LL = 20 x 13 2 x 1.3 = 173 # Lateral = 24.54 x 1.33 (spacing of stud) = 32.5Pl/ft 29 of 32 Wood Column LIC# : KW-06019698, Build:20.23.05.25 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:2X4 STUD BALLOON STUD Project File: BALLOON FRAME.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 2x4Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir - Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.20 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 3.50 in Area 5.250 in^2 Ix 5.359 in^4 Iy 0.9844 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.150 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 10 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 11.375 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 0.1750, Lr = 0.1750 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0330 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5767 Location of max.above base 4.966 ft Applied Axial 0.1864 k Applied Mx 0.2475 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 42.429 psi 288.0Allowable Shear psi 0.09821 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1650 k Bottom along Y-Y 0.1650 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.8753 in at 5.034 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 390.971 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.0 ft0.270 ft0.09401 +D+Lr 1.250 PASS PASS0.0 0.0 10.0 ft0.199 ft0.1782 +D+0.750Lr 1.250 PASS PASS0.0 0.0 10.0 ft0.199 ft0.1566 +D+0.60W 1.600 PASS PASS4.966 0.09821 10.0 ft0.157 ft0.5767 +D+0.750Lr+0.450W 1.600 PASS PASS4.966 0.07366 10.0 ft0.157 ft0.4503 +D+0.450W 1.600 PASS PASS4.966 0.07366 10.0 ft0.157 ft0.4346 +0.60D+0.60W 1.600 PASS PASS4.966 0.09821 10.0 ft0.157 ft0.5714 +1.213D 1.600 PASS PASS0.0 0.0 10.0 ft0.157 ft0.1101 +1.160D 1.600 PASS PASS0.0 0.0 10.0 ft0.157 ft0.1053 30 of 32 Wood Column LIC# : KW-06019698, Build:20.23.05.25 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:2X4 STUD BALLOON STUD Project File: BALLOON FRAME.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.3873D 1.600 PASS PASS0.0 0.0 10.0 ft0.157 ft0.03517 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.186 +D+Lr 0.361 +D+0.750Lr 0.318 +D+0.60W 0.099 0.1860.099 +D+0.750Lr+0.450W 0.074 0.3180.074 +D+0.450W 0.074 0.1860.074 +0.60D+0.60W 0.099 0.1120.099 +0.60D 0.112 Lr Only 0.175 W Only 0.1650.165 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.525 5.034 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 0.394 5.034 ftftinin0.000 +D+0.450W 0.0000 0.394 5.034 ftftinin0.000 +0.60D+0.60W 0.0000 0.525 5.034 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.875 5.034 ftftinin0.000 31 of 32 Dong Engineering Inc. ADU 3414 S_TIMBER ST, SANTA ANA, CA 92707 Job#: 250421 Date: 9/17/2025 PLAN: 1 CODE: CBC 2022 1500 psf Trib Trib Wall Height DL(psf)LL(psf)roof(ft)DL(psf)LL(psf)floor(ft)DL(psf)wall(ft) 18 20 13 10 8 Roof:(DL+LL)(Trib) =494 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=80 plf 574 plf 574 /(12"/12)=574 psf< 1500 psf P(allowable) P(allowable) = 4,500 # 18 in FOUNDATION - 1-STORY Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 45𝑜 32 of 32 Master Construction of CA, Inc. 9012 Garden Grove Blvd Garden Grove, CA 92844 (714) 568-5444 Office February 23, 2026 City of Santa Ana Planning and Building Regarding: Building permit To whom it may concern: This letter is an authorization for Derrick Vu, to be able to submit and pull building permits for our projects in the City of Santa Ana. Signed by: Tony Vu Contractor Lic #1072986 CERTIFICATE NO. 100029 SANTA ANA UNIFIED SCHOOL DISTRICT SCHOOL FACILITIES FEE CERTIFICATION OF COMPLIANCE AND RECEIPT FOR PAYMENT FOR Project Number:PRJ-2961200 Project Request ID:KVH6LMCGYW Request Contact:Derrick Vu (CONTRACTOR) Job Location / Address: 3414 S Timber St, Santa ana, CA 92707 Permit Issuing Office: City of Santa Ana This is to certify that all fees due to the Santa Ana Unified School District under Provision of Government Code Section 65995 as a prerequisite to the issuance of a Building Permit have been received, based on the above referenced information, this Certification is hereby Executed. PMT-241696 Address Development Type Construction Type Square Feet 3414 S Timber St, Santa ana, CA 92707 Residential Accessory Dwelling Unit (ADU) 800 Permit Number 101125316 241696-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of:$4,136.00 ($5.17 [Rate] x 800 [Square Footage]) Developer Fees Paid:$4,136.00 Payment Method: MAST: xxxx 1223 Payment Date: 02/12/2026 12:03 pm Jeremy Cogan School District Representative Date: 02/12/2026 NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES Pursuant to Section 66020 of the California Government Code and other applicable law, you have a period of ninety (90) days from the date of payment of school fees, mitigation payments or other extractions to protest the validity thereof. This ninety (90) day period commences upon such payment of performance of any other requirement as provided in Section 66020. Any such protest must be in writing and received by the Santa Ana Unified School District within ninety (90) calendar days of the date of the School District Certification above. CITY OAANA Planning and Buildtng Agency slur ORANGE COUNTY FIRE AUTHORITY pp ed R ERN��SRAN E 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 Ap Iic�nisCertitDation. Project Information ❑ New Single Family Residence/Duplex ❑ Addition/Remodel [B' ADU ❑ Other Address: Fit #: City or Unincorporated County Area: ZIP: 3414 S Timber St Santa Ana 92707 Scope of Work: Build ADU Existing Area to Total Resulting Stories:l Area Added in Past 2 Years Area: be Added: Area: (excluding this ro'ect : Yes No 1 •JoDistance ew — Is this a new single family residence or duplex? OCFA Plan Type if "Yes" *(PR160) Residential Site with Water Availability 2.DU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire kler (PR400.402) Fire Sprinkler es rinklers or a house that will have firesprinklers added as art of this project? 3•ddition — Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire (PR400.402) Fire Sprinkler sprinkler retrofit based on a threshold set b local ordinance? 4• — Is the most remote portion of the addition, ADU or other detached structure greater than 0-feet from the fire access roadwa ? *(PR160) Residential Site 5•otal Area — Will the addition result in a total area of greater than 3,600 square feet (so for non- *(PR160) Residential Site sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all with water Availability 6• enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or (PR400.402) Fire Sprinkler removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed ontractor to determine if a firesprinkler modification is needed. �• Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a *(PR160) Residential Site garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? (PR400.402) Fire Sprinkler 8• Gate — Is a gate being installed across a driveway or road that is designated as a fire department (PR180) Gate 9. Access roadway, or a driveway or road that serves more than a single home/duplex? Ej 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 *(PR160) Residential Site *(PR172.174) 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 Methane Test/Mitigation Plans applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 and ADU's). 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 *(PR125) Fuel Modification wildland area containing non -irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as (PR182) Accessory Structure *OCFA approval required defined kv the State, or D near an area that could be affected by a wildfire in the o ens ace. before issuance of a aradina/huildinn narmir i --1- 11---.... I . vv I-SUMII U.". Applicant Certification I certify, under penalty of perjury, under the laws of the Stat alifornia, that the information above is true: Print Name: rDAlY 1/r Signature: Date: Phone Number: _ ��2=��.j� dev 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