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HomeMy WebLinkAbout1409 W Meriday Ln - PlanPROJECT DATA PROJECT LOCATION/ADDRESS: 1409 MERIDAY LN SANTA ANA, CA 92706 APN: 00407104 ZONE:R-1 (E) RESIDENCE AREA: 1,247 SF LOT SIZE: 6,120 SF NO. OF STORIES:(E) 1 STORY (N) AREA:463 SF TOTAL (N) AREA: 1,710 SF CONTRUCTION TYPE:VB NON SPKLRD OCC GROUP:R-3/U SEPTIC Y/N:NO LEGAL DESCRIPTION: LOT 50 OF COLLEGE CREST, TRACT NO. 1925, IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CA, AS SHOWN ON A MAP RECORED IN BOOK 53, PAGES 9 AND 8, OF MISC MAPS, IN THE OFFICE OF THE COUNTRY RECORDER OF SAID COUNTY. LOT COVERAGE: LOT: 6,120 SF (N) TOTAL SF: (E)1,247 + (E)390 + (N)401 + (N)62 390 = 2,099 SF. 34%<35% MAX SCOPE OF WORK: 401 SF ADDITION TO BACK HALF OF PROPERTY (ENLARGING LIVING ROOM AND BEDROOM. MODIFYING LAUNDRY AREA & CONVERTING WATER HEATER TO GAS TANKLESS. 62 SF ADDITION TO FRONT BEDROOM BATH AREA. (E) COVERED PATIO WILL BE DEMOLISHED PROJECT DIRECTORY APPLICANT / OWNER: JAVIER NICANOR 1409 MERIDAY LN SANTA ANA, CA 92706 PHONE: 714.600.2445 EMAIL: JAVI.NICANOR86@GMAIL.COM DESIGNER: LAM NGUYEN 2476 N BEECHWOOD ST ORANGE, CA 92865 PHONE: 714.657.9333 EMAIL: CUMULUSDESIGNBUILD@GMAIL.COM STRUCTURAL / TITLE24: TRUONG DONG 12682 HOOVER ST. GARDEN GROVE, CA 92841 PHONE: 714.617.5979 EMAIL: TROY@DONGENGINEERING.COM GENERAL NOTES DOCUMENT /VERIFICATION THE CONTRACTOR IS RESPONSIBLE FOR CHECKING ALL EXISTING CONDITIONS, CONTRACT DOCUMENTS, AND DIMENSIONS FOR ACCURACY AND CONFIRMING THAT THE WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING, IE THERE ARE ANY QUESTIONS OR DEVIATIONS IN THE ’’AS-BUILTS”THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING IMMEDIATE CLARIFICATION, FROM THE ARCHITECT/ DESIGNER. IF THE WORK IS STARTED PRIOR TO CLARIFICATION, THE GENERAL AND SUBCONTRACTORS PROCEED AT THEIR OWN RISK. CONSULT WITH ARCHITECT/DESIGNER REGARDING ANY SUSPECTED ERRORS, OMISSIONS OR CHANGES ON PLANS BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL INSTALL ALL MATERIALS AND EQUIPMENT PER THE MANUFACTURERS RECOMMENDATIONS. ANY CONFLICT WITH THE AS-BUILTS OR PLANS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ARCHITECT’S/DESIGNER'S ATTENTION FOR IMMEDIATE RECONCILIATION PRIOR TO PROCEEDING WITH THE WORK. DO NOT SCALE DRAWINGS. UNLESS OTHERWISE NOTED, PLAN DIMENSIONS INTERIOR AND EXTERIOR ARE TO FACE OF STUD OR FACE OF CONCRETE WALLS. VERIFY ALL ROUGH-IN DIMENSIONS FOR WINDOWS, DOORS, PLUMBING, TO COMMENCEMENT OF WORK. NOTIFY ARCHITECT OF ELECTRICAL FIXTURES AND APPLIANCES PRIOR ANY DISCREPANCIES IN THE WORK OR DIMENSIONAL TOLERANCES REQUIRED. ARCHITECT SHALL BE NOTIFIED IMMEDIATELY WHEN ANY DISCREPANCY WITH STRUCTURAL DRAWINGS IS FOUND. ALL DRAWINGS MAY HAVE TO BE MODIFIED UPON REMOVAL OF EXISTING CONSTRUCTION. DO NOT PROCEED WITH WORK IN QUESTION UNTIL ARCHITECT ISSUES DIRECTIONS EXISTING CONDITIONS EXISTING CONDITIONS ARE IDENTIFIED AS (E) ON THE DRAWINGS. NOTIFY THE ARCHITECT AND OWNER OF ANY EXISTING AREAS OF DEMO WITH WOOD SHOWING EVIDENCE OF ACTIVE WATER, WATER LEAKS, TERMITES OR DRY ROT CONSTRUCTABILITY AFTER DEMOLITION AND PRIOR TO CONSTRUCTION THE CONTRACTOR IS TO VERIFY THE CONDITIONS OF THE REMAINING CONSTRUCTION FOR CRACKS, CHANGES IN ELEVATION (SLOPE) AND ANY STRUCTURAL DEFECTS, AND NOTIFY THE ARCHITECT OF ANY AND ALL DEFECTS CONSTRUCTION STANDARDS CONSTRUCTION SHALL CONFORM TO STANDARD CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS GENERAL INDUSTRY SAFETY ORDER, TITLE 8. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. SAFETY OF ALL PRESENT ON THE JOB SITE IS THE CONTRACTOR’S RESPONSIBILITY ALTERATIONS WHEN ALTERATIONS, STRUCTURAL REPAIRS, MODICATIONS OR ADDITIONS ARE MADE TO AN EXISTING BUIDLING, THAT BUILDING, OR PROTION OF THE BUILDING AFFECTED IS REQD TO COMPLY WITH ALL OF THE REQUIREMENTS FOR NEW BUILDINS, PER SECTION 1134B.2. TEMPORARY CONSTRUCTION CONTRACTOR IS RESPONSIBLE TO VERIFY ALL FIELD CONDITIONS AND PROVIDE FOR ADEQUATE BRACING, SUPPORTS AND SHORING AS REQUIRED TO HOLD EXISTING WORK SECURELY IN PLACE AND TO SUSTAIN ALL EXISTING LOADS DURING ERECTION AND UNTIL SUBSEQUENT CONSTRUCTION IS COMPLETED. ALL SHORING AND BRACING SHALL BE IN ACCORDANCE WITH CURRENT REQUIREMENTS OF CALOSHA THE INDUSTRIAL ACCIDENT COMMISSION OF THE STATE OF CALIFORNIA AND OTHER PUBLIC AGENCIES HAVING JURISDICTION. THE DRAWINGS DO NOT INDICATE METHODS OF BRACING AND TEMPORARY SHORING REQUIRED TO PERFORM THE DEMOLITION WORK. RECYCLING AND DEBRIS CONTRACTOR TO REMOVE AND DISPOSE OF ALL RECYCLABLE DEBRIS IN A WASTE FACILITY APPROVED BY THE GOVERNING AGENCY. ALL RECEIPTS FOR RECYCLING WILL NEED TO BE MAINTAINED FOR RECORDS AND AGENCY REIMBURSEMENT. THE CONTRACTOR SHALL TRANSPORT MATERIALS OFF SITE AND PROPERLY DISPOSED OF AT CITY APPROVED LOCATIONS IN ACCORDANCE WITH APPLICABLE LAWS AND REGULATIONS, UNLESS SPECIFIED BY THE OWNER GLAZING ALL GLAZING WITHIN THE FOLLOWING CONDITIONS WILL BE MADE OF TEMPERED GLASS. A. ALL GLAZING WITHIN 18”OF FINAL GRADE AND/OR WALKING SURFACE. B. WHERE THE BOTTOM EDGE OF WINDOW IS LESS THAN 60”OF A WALKING SURFACE. C. WALL GLAZING WITHIN A 24”ARC OF EITHER HORIZONTAL OR VERTICAL EDGE OF DOORS IN THE CLOSED POSITION. D. ALL GLAZING WITHIN A 24”ARC OF EITHER HORIZONTAL OR VERTICAL EDGE OF COOKING SURFACES. FINISH FLOOR ’’FINISH FLOOR”REFERS TO TOP OF FINISH MATERIAL ATOP OF CONCRETE SLAB OR WOOD SUBLFOOR FRAMING ALL INTERIOR FRAME PARTITIONS TO BE 4”WOOD STUD @ 16”OC, UNO. WOOD MEMBERS IN CONTACT WITH CONCRETE, AND/OR EXPOSED TO WEATHER TO BE PRESSURE TREATED, TYPICAL. GYPSUM BOARD GYPSUM BOARD TO BE MECHANICALLY FASTENED WITH DRYWALL SCREWS THROUGHOUT. ELECTRICAL POWER DURING WORK TURN OFF ELECTRICAL POWER AND PROVIDE TEMPORARY POWER FOR CONSTRUCTION USE. IE CLIENT TO REMAIN AT RESIDENCE DURING CONSTRUCTION, PROVIDE SAFE PROVISIONS FOR POWER INSPECTIONS REQUEST FOR AN INSPECTION WILL BE MADE 48 HOURS IN ADVANCE. INSPECTIONS SHALL BE MADE ONCE WORK IS COMPLETE , UTILIZING APPROVED AND STAMPED PLANS. CONTRACTOR SHALL BE REQUIRED TO HAVE THE APPROVED PLANS ON SITE PER CODE. CLEAN UP BROOM CLEAN AND READY THE AREA TO RECEIVE NEW WORKDRAWING SYMBOLS FIRE DEPARTMENT NOTES DEMOLITION AND CONSTRUCTION DEMOLITION AND CONSTRUCTION SHALL COMPLY w/ THE REQUIREMENTS OF CALIFORNIA FIRE CODE CHAPTER 14 TIRE SAFETY DURING CONSTRUCTION AND DEMOLITION." CONSTRUCTION SHALL ALSO CONFORM TO STANDARD CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS GENERAL INDUSTRY SAFETY ORDER, TITLE 8. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. SAFETY OF ALL PRESENT ON THE JOB SITE IS THE CONTRACTOR'S RESPONSIBILITY BUILDING ADDRESS NEW AND EXISTING BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. THESE NUMBERS SHALL CONTRAST IN COLOR TO BACKGROUND. NUMBERS SHALL BE A MIN OF 4" HIGH w/ A MIN STOKE WIDTH OF 1/2", CFC SECTION 505.1 KEY BOX WHERE ACCESS TO OR w/IN A STRUCTURE OR AN AREA IS RESTRICTED BECAUSE OF SECURED OPENINGS OR WHERE IMMEDIATE ACCESS IS NECESSARY FOR LIFE- SAVING OR FIRE-FIGHTING PURPOSES, THE FIRE CODE OFFICIAL IS AUTHORIZED TO REQUIRE A KEY BOX TO BE INSTALLED IN AN APPROVED LOCATION. THE KEY BOX SHALL BE OF AN APPROVED TYPE AND SHALL CONTAIN KEY(S) TO GAIN NECESSARY ACCESS AS REQD BY THE EIRE CODE OFFICIAL, CFC SECTION 503.6 CODE REFERENCES ALL DESIGN AND PLANS BASED ON THE 2022 CALIFORNIA (CRC), CALIFORNIA PLUMBING CODE (CPC), CALIFORNIA MECHANICAL CODE (CMC), CALIFORNIA ELECTRICAL CODE (CEC) AND 2022 CALIFORNIA ENERGY CODE AND CITY OF SANTA ANA MUNICIPAL CODE. THE STRUCTURAL ELEMENTS, WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA BUILDING CODE (CBC) [2021 INTERNATIONAL BUILDING CODE (IBC)] 2022 CALIFORNIA ELECTRICAL CODE (CEC) [2021 NATIONAL ELECTRICAL CODE (NEC)] 2022 CALIFORNIA MECHANICAL CODE (CMC) [2021 UNIFORM MECHANICAL CODE (UMC)] 2022 CALIFORNIA PLUMBING CODE (CPC) [2021 UNIFORM PLUMBING CODE (UPC)] 2022 CALIFORNIA ENERGY CODE [2021 BUILDING ENERGY EFFICIENCY STANDARDS] 2022 CALIFORNIA FIRE CODE (CFC) [2021 INTERNATIONAL FIRE CODE (IFC)] 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGreen Code) Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH 1/4" = 1'-0" 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 2 A M T-00 TITLE SHEET 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 LN LN SHEET INDEX TITLE T-00 TITLE SHEET T24 T24.1 ENERGY CALCULATIONS T24.2 ENERGY CALCULATIONS CALGREEN CG-01 CALGREEN CODE CG-02 CALGREEN CODE VICINITY MAP PROJECT LOCATION SHEET INDEX ARCHITECTURE A-0.0 (E) & (N) SITE PLAN A-1.0 FLOOR PLAN A-1.1 DEMO PLAN & RCP A-2.0 ELEVATIONS & SECTIONS STRUCTURAL S0 GENERAL NOTES S1 FOUNDATION PLAN S2 ROOF FRAMING PLAN SD1 STRUCTURAL DETAILS SD2 STRUCTURAL DETAILS SD3 STRUCTURAL DETAILS No. Description Date 01.20.2026 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 2 A M CG-01 CALGREEN CODE 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 Author Checker X X X X X X X X X X X X X X X X X X X X X X X No. Description Date 01.20.2026 Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 2 A M CG-02 CALGREEN CODE 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 Author Checker X X X X X X X X X X X X X X X X X X X X X No. Description Date 01.20.2026 10 3 . 9 4 P . L . 50.00' P.L. 70.00' P.L. 105.90 P.L. SE T B A C K 20 ' - 0 " 5' - 0" 8' - 4 1/2" 401 SF ADDITION 62 SF ADDITION (E) LANDSCAPE (E) LANDSCAPE GRASS (E) DRIVEWAY (E) HARDSCAPE (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E 2% M I N . S L O P E 2% M I N . S L O P E 2% MIN. SLOPE 5% M I N . S L O P E 2% MIN. SLOPE RELOCATED ELECTRICAL PANEL (N) TANKLESS WATER HEATER RELOCATED AC CONDENSER SETBACK 22' - 3" SE T B A C K 42 ' - 7 1 / 2 " 4" / 1 ' - 0 " 4" / 1 ' - 0 " 4" / 1'-0" 4" / 1'-0" 4" / 1'-0" SETBACK 14' - 5" (E ) W A L K W A Y (E) WALKWAY 16 ' - 1 0 " 5' - 6 1/2" 1 3 322 3 322 4 4 4 4 4 4 4 4 4 4 5 5 20' - 2 1/2" 19 ' - 4 " SE E 3 / A - 0 . 0 1- H R R A T E E A V E 24" ROUND ROOF VENTS, TYP. PER CALCS ADDITION -ATTIC VENT CALCULATIONS REQUIRED VENT AREA 401 SF/ 150 = 2.67 SF x144 = 384.9 SQ INCHES REQUIRED PROVIDED (3) 24" ROUND STATIC ROOF VENT (F.V.A. 140 SQ IN.) 384.9 SQ.IN REQ < 420 SQ.IN PROVIDED REQUIRED VENT AREA 62 SF/ 150 = 0.41 SF x144 = 59 SQ INCHES REQUIRED PROVIDED (1) 12x18 GABLE VENT (F.V.A. 60 SQ IN.) 59 SQ.IN REQ < 60 SQ.IN PROVIDED • THERE ARE NO EASEMENTS ON THIS SITE • LANDSCAPING MAINTAINED NOT TO INTERFERE W/ LIGHTING OR ADDRESSING • NO OAK TREES ON OR OVERHANGING OVER PROPERTY • PROPERTY NOT ON SLOPE GREATER THAN 33.3% • (E) RESIDENCE IS NOT FIRE SPINKLERED • NO SWIMMING POOL ON PROPERTY • NO SERVICE DROP, TRANSFORMER, GUY WIRE, SERVICE POLES WIHTIN 10' OF CONTRUCTION • NO MECHANICAL ROOFTOP UNIT SITE PLAN NOTES 10 3 . 9 4 P . L . 50.00' P.L. 70.00' P.L. 105.90 P.L. 5' - 0" 28 ' - 9 " 8' - 4 1/2" (E) LANDSCAPE (E) LANDSCAPE GRASS (E) DRIVEWAY (E) HARDSCAPE (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E (E ) S L O P E REMOVE AC CONDENSER, PREP FOR RELOCATION REMOVED (E) ELECTRICAL PANEL, PREP FOR RELOCATION 7' (E) PERIMETER WALL 5'-6" (E) PERIMETER WALL 6' (E) PERIMETER WALL 5'-6" (E) FENCE/ GATE 6' (E) GATE 4" / 1 ' - 0 " 4" / 1 ' - 0 " 4" / 1'-0" 4" / 1'-0" 4" / 1'-0" (E) PATIO TO BE DEMOLISHED (E ) W A L K W A Y (E) WALKWAY 3' - 6" FASCIA Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH As indicated 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 3 A M A-0.0 (E) & (N) SITE PLAN 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 LN LN 1/8" = 1'-0"1 SITE PLAN - PROPOSED NORTH 1/8" = 1'-0"2 SITE PLAN - EXISTING ATTIC VENTS SHALL MEET THE FOLLOWING: (R806.1, R806.2) a.SHOW VENTILATION TYPE, SIZE, AND LOCATION. b.THE NET FREE VENTILATING AREA SHALL NOT BE LESS THAN: i.1/150 OF THE ATTIC SPACE OR ii.1/300 PROVIDED A CLASS I OR II VAPOR RETARDER IS INSTALLED ON THE WARM SIDE OF CEILING IN CLIMATE ZONES 6, 7, AND 8 OR iii.1/300 PROVIDED AT LEAST 40% AND NOT MORE THAN 50% OF THE REQUIRED VENT AREA IS LOCATED WITHIN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. c.OPENINGS SHALL HAVE CORROSION-RESISTANT WIRE MESH OR OTHER APPROVED MATERIAL WITH 1/16-IN. MINIMUM AND 1/4-IN. MAXIMUM OPENING. d.A MINIMUM OF 1-IN. AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION AND ROOF SHEATHING. (R806.3) e.UNVENTED ATTIC ASSEMBLIES SHALL MEET ALL THE CONDITIONS IN SECTION R806.4. VENT OPENINGS FOR ENCLOSED ATTICS, ENCLOSED EAVE SOFFIT SPACES, ENCLOSED RAFTER SPACES, AND UNDERFLOOR VENTS SHALL RESIST BUILDING IGNITION FROM THE INTRUSION OF BURNING EMBERS AND FLAME THROUGH THE VENT OPENINGS. VENT OPENINGS SHALL COMPLY WITH ONE OF THE FOLLOWING: A. LISTED VENT COMPLYING WITH ASTM E2886 OR B. PROTECTED BY CORROSION RESISTANT, NONCOMBUSTIBLE WIRE MESH WITH MIN. 1/16”AND MAX. 1/8”OPENINGS. (706A.2;R337.6.2) No. Description Date LANDSCAPE KEYNOTE LEGEND 1 24" BOX OLIVE TREE (ALL TREES TO BE DOUBLE STAKED) 2 WINTER GEM BOXWOOD (5 GAL) 3 EMERALD GREEN ARBORVITAE (5 GAL) 4 COREOPSIS (1 GAL) 5 PINE BARK MULCH 1 1/2" = 1'-0"3 1 HR RATED EAVE 01.20.2026 2GF C I 2 AF C I AF C I AF C I AF C I AF C I AFCI AFCI AFCI AFCI AF C I AFCI AFCI AFCI AFCI AFCI DEMOLITION NOTES • REMOVE ALL EXISTING CONTRUCTION AND FINISHES NECESSARY FOR THE COMPLETION OF THE WORK AS DEPICTED ON THE DRAWINGS. INCLUDING BUT NOT LIMITED TO, ITEM SHOWN ON THE PLANS WITH DASHED LINES. NECESSARY DISCONNECTS AND ALTERATIONS TO (E) MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE INCLUDED. PATCH AS REQUIRED. ALL CONSTRUCTIONS TO REMAIN IN ACCORDANCE WITH THE CONTRACT DRAWINGS • OWNER TO VERIFY, PRIOR TO REMOVAL, THAT ALL STRUCTURAL COMPONENTS BE TAKEN DOWN IN SEQUENCE. CONTACT THE OWNER PRIOR TO REMOVAL CONSTRUCTION IN QUESTION OR DEVIATING FROM THE DESIGN INTENT. CONTRACTOR'S NON-CONTACT OF OWNER PRIOR TO REMOVAL OF ANY WORK INDICATES HIS COMPLETE UNDERSTANDING THAT LOAD BEARING OR STRUCTURAL WORK IS BEING ALTERED UNDER THIS CONTRACT. • OWNER SHALL PROVIDE ANY NECESSARY MEASURES TO PROTECT THE WORKERS AND OTHER PERSONS DURING THE START OF DEMOLITION • CHECK WITH OWNER FOR COORDINATION OF THE WORK UNDER THIS CONTRACT WITH WORK OF OTHER TRADES. OWNER REGULATIONS GOVERN ALL ASPECTS OF OUTSIDE CONTRACTORS WORKING ON THE PROPERTY. CONSTRUCTION NOTES • GENERAL CONTRACTORS AND SUB- CONTRACTORS ARE TO HAVE CURRENT LICENSES IN GOOD STANDING AND HAVE THE REQUIRED INSURANCE POLICIES AND AMOUNTS CURRENT • ALL EXTERIOR WALL FRAMING TO BE MIN. 2x4 WOOD STUD U.N.O., SEE PLAN. EXTERIOR STUD CAVITIES ARE TO BE FILLED WITH R-15 OR BETTER INSULATION. • CONTRACTOR TO VERIFY (E) ROOF SLOPE AND (E) B.O. ROOF & T.O ROOF. • DRYWALL FINISH TO BE SELECTED BY OWNER, WITH ONLY SLIGHT TEXTURE. (TO MATCH EXISTING) CONTRACTOR TO PROVIDE SAMPLE OF DRYWALL TEXTURE ON SITE PRIOR TO TEXTURE BEING APPLIED. • ALL WEATHER EXPOSED SURFACES SHALL HAVE A WEATHER RESISTANT BARRIER TO PROTECT THE INTERIOR WALL COVERING AND EXTERIOR WALL OPENINGS SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THE WATERPROOF. • OWNER IS TO WALK THROUGH THE PROJECT WITH CONTRACTOR TO VERIFY LOCATION OF (N) DUPLEX RECEPTACLE AND/OR SWITCHES • BUILDING ADDRESS SHALL BE PROVIDED ON THE BLDG. IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET. • EACH PANE OF SAFETY GLAZING INSTALLED IN HAZARDOUS LOCATIONS SHALL BE IDENTIFIED (ACID ETCHED, SAND BLASTED, CERAMIC FIRED, ETC.) BY A MANUFACTURER'S DESIGNATION, THE MANUFACTURER OR INSTALLER AND THE SAFETY GLAZING STANDARD WHICH IT COMPLIES. MULTI-PANE ASSEMBLIES SHALL BE IDENTIFIED PER CRC R308.1 • (N) BATHROOM EXHAUST FAN TO BE MIN. 50CU FT/MIN. • MIN (1) 20 AMP CIRCUIT FOR BATHROOM RECEPTACLES. • GFCI PROTECTION SHALL BE PROVIDED FOR ALL OUTLETS IN BATHROOMS • ALL LUMINAIRES SHALL BE HIGH EFFICACY. • ALL NEW RECEPTACLES SHALL BE AS LISTED TAMPER RESISTANT.(CEC 406.12) • SMOKE AND CARBON MONOXIDE ALARMS ARE TO BE HARD-WIRED SYSTEMS WITH BATTERY BACKUP & INTERCONNECTION WHERE MORE THAN ONE STATION IS PROVIDED PLUMBING NOTES SEE 2022 CGC 4.303.1 FIXTURE TYPE: MAX. FLOW RATE: SHOWERHEADS 1.8 gpm @ 80 psi LAVATORY FAUCETS 1.2 gpm @ 60 psi WATER CLOSETS, TYP. 1.28 gallons/flush KITCHEN FAUCETS 1.8 gpm @ 60 psi ALL PLUMBING ABS BLDG. DRAINS SHALL BE PROPERLY BEDDED PER WHILE FULLY LOADED AND UNDER TEST. SHOWERS AND TUB-SHOWER COMBINATIONS 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 PER CPC 408.3. PLUMBING CONTRACTOR SHALL ENSURE A MINIMUM OF 1/4" PER FOOT (2%) SLOPE FOR ALL HORIZONTAL DRAINAGE PIPING PER CPC 708.0. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR (R307.2). PLUMBING NOTES THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER INSTALLATION & PLACEMENT OF PLUMBING, ELECTRICAL AND MECHANICAL FIXTURES. THE CONTRACTOR TO HAVE ALL PLUMBING FIXTURE TO DRAIN TO (E) SEWAGE LINE ELECTRICAL SYMBOLS S SMOKE DETECTOR HARDWIRED TO BUILDING SINGLE SWITCH MULTI SWITCH2 DUPLEX RECEPTACLE GROUND FAULT CIRCUIT INTERRUPTER DUPLEX RECEPTACLE GFCI CARBON MONOXIDE ALARM C SMOKE AND CARBON MONOXIDE ALARM S/C RECESSED LIGHTING BATHROOM VENT FAN MECHANICAL SUPPLY DIFFUSER MECHANICAL SUPPLY DIFFUSER ARC FAULT CIRCUIT INTERRUPTER DUPLEX RECEPTACLE AFCI (N) INTERIOR PARTION (N) EXTERIOR STUCCO WALL (2x4) WALL LEGEND A-2.04 A-2.0 A-2.0 A-2.0 3 2 1 5 A-2.0 6 A-2.0 S/C S S S 20 ' - 6 " KITCHEN DINING LIVING ROOM HALLWAY BEDROOM BEDROOM BATH BEDROOM 21 ' - 9 " 5' - 3 " 4' - 0 " 4' - 1" 5' - 0 " 13 ' - 1 1 / 2 " 8' - 9 " 1' - 3 " 8' x 4 ' 48"x60" 9' - 10 1/4"9' - 10 1/4" EQ EQ EQ EQ 60"x36" EQ EQ 72 x 3 6 EQ EQ 45' - 9 3/4" V.I.F. 9' - 7 1 / 2 " GARAGE 36" 36 " A A B C D D E F BATH A B C ELECTRIC FIREPLACE WTH-50EF12B3 APPROVED AGENCY LISTING: CSA C22.2 No. 46-13 (R2022) UL2021 (E) OPENINGS, TYP. (E) FURNACE DOORS OTHER THAN THE REQUIRED EGRESS DOOR SHALL BE PROVIDED WITH LANDINGS OR FLOORS NOT MORE THAN 73/4 INCHES (196 MM) BELOW THE TOP OF THE THRESHOLD. LANDINGS OR FINISHED FLOORS AT THE REQUIRED EGRESS DOOR SHALL BE NOT MORE THAN 11/2 INCHES (38 MM) LOWER THAN THE TOP OF THE THRESHOLD. DOORS OTHER THAN THE REQUIRED EGRESS DOOR SHALL BE PROVIDED WITH LANDINGS OR FLOORS NOT MORE THAN 73/4 INCHES (196 MM) BELOW THE TOP OF THE THRESHOLD. LANDINGS OR FINISHED FLOORS AT THE REQUIRED EGRESS DOOR SHALL BE NOT MORE THAN 11/2 INCHES (38 MM) LOWER THAN THE TOP OF THE THRESHOLD. G G IN BATHROOMS, GARAGES, & LAUNDRY ROOMS, AT LEAST ONE INSALLED LUMINARE SHALL BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR PROVIDING AUTO-OFF FUNCTIONALITY. OUTDOOR LIGHTING (ABOVE LANDINGS AND ENTRY DOORS) ATTACHED TO A BLDG & SEPARATELY CONTROLLED FROM THE INSIDE OF A DWELLING SHALL BE REQ. IN ITEM i & THE REQ IN EITHER ITEM ii OR ITEM iii: i.CONTROLLLED BY A MANUAL ON & OFF CONTROL SWITCH THAT PERMITS THE AUTO ACTIONS OF ITEM 1 OR 2 ii. CONTROLLED BY PHOTOCELL & EITHER A MOTION SENSOR OR AN AUTO TIME CONTROL iii. CONTROLLED BY AN ASTRONOMICAL TIME CLOCK CONTROL. CONTROLS THAT OVERRIDE TO ON SHALL NOT BE ALLOWED UNLESS THE OVERRIDE AUTO. RETURNS THE AUTO CONTROL TO ITS NORMAL OPERATION WITHIN 6 HRS. AN EMERGENCY MGMNT CONTROL SYS. THAT PROVIDES THE SPECIFIED LIGHTING CONTROL FUCTIONALITY AND COMPLIES WITH ALL REQ. APPLICABLE TO THE SPECIFIED CONTROLS MAY BE USED TO MEET THESE REQ. Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH 1/4" = 1'-0" 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 4 A M A-1.0 FLOOR PLAN 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 LN LN NORTH 1/4" = 1'-0"1 ENLARGED FLOOR PLAN DOOR SCHEDULE A DOOR SIZE WIDTH x HEIGHT 32"x80" TYPE GLASS NOTES EXT.N/A SOLID WOOD, PREHUNG WINDOW SCHEDULE A WINDOW SIZE WIDTH x HEIGHT 48"x36" TYPE GLASS U-FACTOR/ SHGC SLIDING LOW E 0.3 0.23 C INT. N/A HOLLOW CORE, SLIDING NOTES N/A B 72"x80" TEMP.EXT. B 96"x48" DOUBLE SLIDING LOW E N/A 30"x80" C 30"x36" DOUBLE HUNG LOW E N/A ALL SHOWERS AND TUB-SHOWERS SHALL HAVE A PRESSURE BALANCE, THERMOSTATIC MIXING VALVE, OR A COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING TYPE VALVE. (PC 408.3) ALL NEW, REPLACEMENT AND EXISTING WATER HEATERS SHALL BE STRAPPED TO THE WALL IN TWO PLACES. ONE IN THE UPPER 1/3 OF THE TANK AND ONE IN THE LOWER 1/3 OF THE TANK. THE LOWER POINT SHALL BE A MINIMUM OF 4-IN. ABOVE THE CONTROLS.(PC 507.2) THE FUTURE LOCATION OF A SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH AND ENSURE A CLEAR SPACE BE RESERVED TO ALLOW INSTALLATION WITHIN 3 FEET OF THE MAIN PANELBOARD. PER CENC SECTION 150.0(S)2; “A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET.” FOR THE FUTURE ENERGY STORAGE SYSTEM, SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE. DEMONSTRATE COMPLIANCE ON PLAN. [CENC 150.0(S)4] D 48"x60" DOUBLE HUNG LOW E TEMPERED E 60"x36" SLIDING LOW E N/A ALL GLAZING SHALL COMPLY WITH ATTACHED VHFHSZ PROVISIONS. No. Description Date DOUBLE, SOLID WOOD, PREHUNG F 72"x36" SLIDING LOW E N/A 0.3 0.23 0.3 0.23 0.3 0.23 0.3 0.23 0.3 0.23 G 40"x24" SLIDING LOW E TEMPERED0.3 0.23 01.20.2026 WH 2 2 (E) WINDOW TO BE DEMOLISHED, TYP. (E) WALLS TO BE DEMOLISHED, SHORE IN PLACE. TYP. (E) WALLS TO BE DEMOLISHED, SHORE IN PLACE. TYP. (E) AC COMPRESSOR TO BE RELOCATED (E) DOOR TO BE DEMOLISHED (E) WINDOWS TO BE DEMOLISHED, TYP. (E) WINDOW TO BE DEMOLISHED, TYP. (E) WATER HEATER TO BE REMOVED (E) WASHER DRYER TO BE REMOVED (E) ELECTRICAL PANEL TO BE RELOCATED REROUTE (E) DEDICATED GAS LINE TO (N) WATER HEATER 2 8' - 0" 8' - 0" 8' - 0" 8' - 0" ELECTRICAL SYMBOLS S SMOKE DETECTOR HARDWIRED TO BUILDING SINGLE SWITCH MULTI SWITCH2 DUPLEX RECEPTACLE GROUND FAULT CIRCUIT INTERRUPTER DUPLEX RECEPTACLE GFCI CARBON MONOXIDE ALARM C SMOKE AND CARBON MONOXIDE ALARM S/C RECESSED LIGHTING BATHROOM VENT FAN MECHANICAL SUPPLY DIFFUSER MECHANICAL SUPPLY DIFFUSER ARC FAULT CIRCUIT INTERRUPTER DUPLEX RECEPTACLE AFCI Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH As indicated 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 5 A M A-1.1 DEMO PLAN & RCP 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 Author Checker No. Description Date 3/16" = 1'-0"1 ENLARGED DEMOLITION PLAN NORTH 1/4" = 1'-0"2 REFLECTED CEILING PLAN 01.20.2026 (N) STUCCO TO MATCH (E) (N) FASCIA TO MATCH (E) 14' - 0 15/16"13' - 8 5/8" 12' - 1 3/16" 12X18 GABLE VENT 14"x6" FLOOR VENTS,TYP. (N) TANKLESS WATER HEATER (N) STUCCO TO MATCH (E) FASCIA TO MATCH (E) (N) ROOF TO MATCH (E) FASCIA TO MATCH (E) 14' - 0 15/16" 13' - 8 5/8" 12' - 1 3/16" 0' - 7 " , T Y P . STEP HEIGH NOT MORE THAN 7.75" BELOW TOP OF THRESHOLD (N) ROOF TO MATCH (E)(N) STUCCO TO MATCH (E)RELOCATED ELECTRICAL PANELRELOCATED AC COMPRESSOR (N) FASCIA TO MATCH (E) 14' - 0 15/16" 14"x6" FLOOR VENTS,TYP. STEP HEIGH NOT MORE THAN 7.75" BELOW TOP OF THRESHOLD - STUCCO TO MATCH (E) FASCIA TO MATCH (E) 14' - 0 15/16" 13' - 8 5/8" 12' - 1 3/16" R-30 MIN INSULATION AT CEILING R-15 MIN. INSULATION AT WALLS R-19 MIN INSULATION AT CRAWL SPACE R-30 MIN INSULATION AT CEILING R-15 MIN. INSULATION AT WALLS R-19 MIN INSULATION AT ROOF 7"X16" PSL CLG, SEE STRUCTURAL FOR DETAILS 2X8 RIDGE BOARD PER STRUCTURAL Scale Project number Date Drawn by Checked by LAM NGUYEN B.ARCH 1/4" = 1'-0" 1/ 2 0 / 2 0 2 6 1 1 : 1 5 : 5 6 A M A-2.0 ELEVATIONS & SECTIONS 25.006 ADDITIONS & BATH REMODEL 1409 MERIDAY LN 05.29.2025 LN LN 1/4" = 1'-0"1 WEST ELEVATION 1/4" = 1'-0"2 NORTH ELEVATION 1/4" = 1'-0"3 EAST ELEVATION 1/4" = 1'-0"4 SOUTH ELEVATION 1/4" = 1'-0"5 Section 1 1/4" = 1'-0"6 Section 2 No. Description Date ELEVATION NOTES: ALL EXTERIOR AND ROOF MATERIALS TO MATCH (E) SFR OWENS CORNING CLASS A, ASPHALT SHINGLES TO MATCH (E) (ASTM E84/UL 790) FLOOR VENT AREA CALCULATIONS: 401 SF/150 = 2.67 X 144 = 385 VENTS REQUIRED: 5 (84 SQ IN EA) TOTAL SQ IN PROVIDED: 420 62 SF/150 = .41 X 144 = 60 VENTS REQUIRED: 1 TOTAL SQ IN PROVIDED: 84 01.20.2026 CITY Q&dtk#4;LA ANA elan , 11!u,::4 gency SAUSD Developer Fees Powered by Project Info Project #: Job Location Address: Project Description: Permit Issuing Office: Project Contacts 029 4431 Project Issued: 1409 Meriday Lane Santa Ana, CA 92706 Addition to the front and rear total 463 square feet City of Santa Ana Lam Nguyen (Other) Cumulus Design (714) 657-9333 lam@cumulus.design.com Request Summary 0 Estimate Calculated on 02/06/2026 at 3:53 PM 'Approved JR PERMIT ISSUANCE Date: 02/06/2026 Developer fees requests will be reviewed within 72 business hours by Santa Ana Unified School District. Request Contact -.-iTY _ ANA T - 1`31anr ui e ^ency Lam Nguyen (Other) Cumulus Design (714) 657-9333 lam@cumulus.design.com Approval Forms Approval Form #: 036434 Address: 1. 1409 Meriday Lane, Santa Ana, CA 92706 Development Type: Residential Construction Type: Addition(s) Sq ft: 463 Additional Documents Fee Breakdown 036434-Residential Addition(s) fees as required in the amount of: ($5.17 [Rate] x 463 [Square Footage]) Charges/Adjustments Developer Fees: Platform Fee: 0 Amount Due: Mal Date: E Note: Fee not included in developer fees total due to square footage requirement not being met. $0.00 $0.00 $0.00 -'A p"proved SSUANCI 6 ,r Request History / Comments 02/06/2026 03:39pm Lam Nguyen created a new request 02/06/2026 03:39pm * * * * * * * * * * * * * * * * * New Request Alert email sent to admins Enter comment For support please contact developerfees@facilitron.com © 2026 Facilitron, Inc. Newest fi CITY ANA 4 eIan ui ency �p : ,�1ved ])R PERMIT ISSUANCE Mas -D Date: `� r #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 1.314 S1 0.468 SDS 1.052 SD1 NULL SDC D LATERAL FORCE RESISTING SYSTEM 15 BASE SHEAR CS 0.162 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 18 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 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'G SIZE 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 E. STRUCTURAL MASONRY (AS NOTED) F. STRUCTURAL PLYWOOD (<=4" O.C.) G. CONCRETE (OVER 2500 psi) H. POST-TENSION (WHEN OCCURS) I. CAST-IN-PLACE CAISSONS J. SOILS COMPLIANCE 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 MS HS --- 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. C0 N/A 2,500 C1 N/A 2,500 C2 0.40 5,000 RELATED PROVISIONS 1.00 NONE 0.30 0.15 --- 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 NOTES: 3 3 W2 0.50 4,000 26.4.2.2(d) OPT. 1 0.40 5,000OPT. 2 V 8 HS 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. FLOOR LL = FLOOR DL = 13 PSF 40 PSF RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 S.0 GENERAL NOTES DETAIL SHEET NUMBER DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) SYMBOLS LEGEND SDX X DETAIL NUMBER EXISTING FOOTING REBAR NEW SLAB/ FOOTING HOLDOWN SCHEDULE: FOUNDATION NOTES: 1. REFER TO S.0 SHEET FOR MORE INFO. 2. REFER TO DETAILS 4,14/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: PAD TYPESYM. HDUE3 HDUE5 HDUE7 HOLDOWNSYM. HDUE9 POST SIZE 4X 4X 4X REF. DETAIL 4,14/SD1 HDUE13 HDUE13 HDUE9 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. 6X 6X HDUE17 HDUE172 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X INDICATES HOLDOWN, SEE HOLDOWNS SCHEDULE KITCHEN DINING LIVING ROOM HALLWAY BEDROOM BEDROOM BATH BEDROOM A B 1 2 3 16'-0" A H3 6' - 0 " A H3 6' - 6 " A H3 7' - 9 " A H3 8' - 0 " A H3 H3 4' - 0 " A H3 5'-6" A H3H3 8'-0" A H3H3 H3 P3030 4 SD1 TYP. 6 SD1 11 SD1 3 SD1 3 SD1 3 SD1 10 SD1 10 SD1 10 SD1 9 SD19 SD1 2 SD1 6 SD1 6 SD1 1 SD1 1 SD1 1 SD1 1 SD1 1 SD1 5 SD1 12 " 12" 12" 12" 12 " (E) FOOTING, V.I.F. 6 SD1 4' - 0 " A (E) FOOTING, V.I.F. (E) FOOTING, V.I.F. (E) CONCRETE SLAB TO BE REMAINED 2 SD1 (E) RAISED FLOOR SYSTEM TO BE REMAINED F1 5 SD1 F1 24" WIDTH & 18" HEIGHT CRAWL SPACE OPENING, TYP. 8 SD1 24 " 14'-10" 9' 5 SD1 24" H3 10 SD1 18'-5" 1 2'-6" SQ. X 18" DEEP PAD W/ (3) #5 E.W. BOTT.P3030 SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: INDICATES EXISTING ROOF RAFTER FRAMING NOTES: 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES NEW ROOF RAFTER, SEE JOISTS TABLE 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 R2 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. W/ PURLIN C1 CEILING 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 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. PROVIDE STRAP TYPE "X" AT SHEAR WALL TOP PLATE SPLICE PER DETAIL 16/SD2. "X" ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. F1 FLOOR JOIST 2 x 6 DFL#2 @ 16" O.C. INDICATES FLOOR JOIST, SEE JOISTS TABLE RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 S1 FOUNDATION PLAN SCALE: FOUNDATION PLAN SHEAR PANEL LENGTH AND NUMBER. SEE SW SCHED. FOR PANEL TYPE, MIN. 2x4 @ EA. END. X DETAIL NUMBER DETAIL SHEET NUMBER CALIFORNIA FRAMING BEAM NUMBER, REFER TO CALCULATIONS. LEGEND: INDICATES EXISTING ROOF RAFTER FRAMING NOTES: 6X6 INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. BEARING WALLS, SEE PLAN. INDICATES NEW ROOF RAFTER, SEE JOISTS TABLE 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 R2 ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. W/ PURLIN C1 CEILING 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 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. PROVIDE STRAP TYPE "X" AT SHEAR WALL TOP PLATE SPLICE PER DETAIL 16/SD2. "X" ROOF RAFTER 2 x 6 DFL#2 @ 16" O.C. F1 FLOOR JOIST 2 x 6 DFL#2 @ 16" O.C. INDICATES FLOOR JOIST, SEE JOISTS TABLE KITCHEN DINING LIVING ROOM HALLWAY BEDROOM BEDROOM BATH BEDROOM 4 x 6 4 x 6 4 x 6 (E) (E) (E) (E) (E ) (E)(E) (E) (E) (E) (E) CLG 4 x 64 x 64 x 64 x 6 (E)(E) CLG A B 1 2 3 7" x 16" PSL CLG 1 6 x 10 CLG 2 4 x 8 CLG 6 3 1 / 2 " x 1 1 7 / 8 " L S L 3 4 x 8 4 4 x 6 7 46 R2 R1 R2C1 C1 R1 (E) (E) (E) (E)(E) (E)(E) (E)(E) (E) (E) (E) (E ) R I D G E 1 SD3 W/ CCQ 2 SD3 224 TR 44 1 SD3 W/ P C 16'-0" A 44 44 224 13 SD2 224 13 SD2 1 SD2 5 SD2 11 SD2 3 SD3 2X8 RIDGE BOARD 6 SD2 TYP. 15 SD2 TYP. 7 SD2 11 SD2 3 SD3 2X 8 R . B . 4 SD2 3 SD2 1 SD2 2 SD2 2 SD2 5 SD2 3 SD2 3 SD2 3 SD2 4 SD3 4 SD3 4 SD3 (E ) R I D G E (E) RIDGE ADD SIMP. STRAP MST48 CONT. TOP PLATE, TYP. 6' - 0 " A 44 6' - 6 " A 44 7' - 9 " A 44 8' - 0 " A 44 44 4' - 0 " A 44 5'-6" A 4444 8'-0" A 4444 4 x 8 CLG 5 W/ EN 5 MS T 4 8 44 44 1 SD3 W/ ECCQ 17 SD2 (E) 5 5 8A SD3 8A SD3 224 TR SIM. 4' - 0 " A MS T 4 8 (E) DR O P W / E N 224 (E ) 44 12x4 BRACE @ 48" O.C. PER 17/SD2 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 S2 ROOF FRAMING PLAN SCALE: ROOF FRAMING PLAN RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 SD1 STRUCTURAL DETAILS 24"24" TYP. 1 2 3 3 1. 2-2X JOIST DEPTH FLUSH BM. TO BE SUPPORTED BY SILL PLATE 2. CRAWL SPACE OPENING 3. #5 REBAR W/ MIN. 24" LAP EACH SIDE OF OPENING W F.S. WHERE OCCURS ALT. COND FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 12" 18" 2 15" 18" W F.S. WHERE OCCURS 1 2 3 4 5 6 8 10 8" 11 9 9 12 13 14 8" 7 15 1. 2X STUD WALL PER PLAN. 2. SHEARWALL PER PLAN. 3. BOUNDARY NAILS. 4. 16d @ 6" O.C. 5. FLOOR SHEATHING AND NAILING PER NAILING SCHDL. 6. FLOOR JOIST DIRECTION PER PLAN 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. WOOD SILL W/ 5/8" Ø A.B. @ 32" O.C. 9. 2-#4 REBAR CONT. @ T & B (U.N.O.). 10. #4 VERT. REBAR CENTERED @ STEM @ 18" O.C. WHEN STEM HEIGHT EXCEEDS 24" (U.N.O.) 11. CONC. STEM (U.N.O.) 12. GIRDER WHERE OCCURS 13. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 32" O.C. MAX. 14. 15 MIL. VAPOR BARRIER (MEET ASTM 1745) SEPARATE WOOD & CONC. 15. CONC. SLAB. SEE NOTE #1 1 2 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. 2.1/2" MIN. D/2 D/2 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 2 3 4 5 6 7 8 1. SIMPSON HOLDOWN HDU, SEE PLANS FOR HOLDOWN TYPES. 2. SIMPSON ATR ROD SEE DETAIL 16/SD1 FOR DIA. 3. SIMPSON CNW COUPLER SEE DETAIL 16/SD1 4. SIMPSON 5/8" DIA. THREADED ROD (F1554 GR.36) EMBED WITH SIMPSON "SET-3G" EPOXY PER ESR-4057. 5. (E) RAISED FLOOR SYSTEM 6. BOUNDARY NAILS. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. EXSITING CONC. STEM (U.N.O.) * INSTALL IN ACCORDANCE WITH SIMPSON STRONG-TIE RECOMMENDATIONS: SPECIAL INSPECTION REQUIRED 1 2 4 5 6 8 10 7 3 9 11 12 13 1 2 3 4 5 6 7 10 1. 2X STUD WALL PER PLAN. 2. SHEARWALL PER PLAN. 3. BOUNDARY NAILS. 4. 16d @ 6" O.C. 5. FLOOR SHEATHING AND NAILING PER NAILING SCHDL. 6. (E) FLOOR SYSTEM PER PLAN. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 8. WOOD SILL W/ 5/8" Ø SIMP. ATR ROD @ 32" O.C. 9. DRILL 3/4" AND FILL W/ SIMP. SET-3G EPOXY PER ESR-4057. 10. EXSITING CONC. STEM (U.N.O.) 11. FRAMING CLIP LTP4 PER SHEARWALL SCHDL. @ 32" O.C. MAX. 12. 2X MUD SILL PER PLAN. 13. SIMP. FRFP REPLACE FOR EA. MISSING A.B. PER SW SCHDL. ALT. INSTALLATION FOR A.B. MISISNG NEW CONST.EXISTING BLD'G1 2 3 4 5 1. (N) FLOOR SHEATHING AND NAILING PER NAILING SCHDL. 2. FLOOR SYSTEM PER PLAN. IN PERPENDICULAR CONDITION, USE APPROVED HGR. TO CONNECT TO BEAM. 3. SIMPSON APPROVED HANGER PER PLAN. 4. (3) 16d @ 6" O.C. 5. (E) STEM WALL 4 36"25" LAP 1 2 1. (E) CONC. STEM WALL & FOOTING. 2. (N) CONC. STEM WALL & FOOTING. 3. NEW FOOTING REBAR (2) #4 @ T&B. 4. #4 DOWEL W/ 6" MIN. INTO (E) STEM WALL. DRILLED 5/8" Ø HOLE FILLED W/ SIMP. EPOXY SET-3G PER ICC ESR-4057. 5. ADD'S SIMPSON STRAP MST48 CONT. TOP PLATE NOTE: SPECIAL INSPECTION REQUIRED FOR EPOXY INSTALLATION. 5 NEW CONST.EXISTING BLD'G ADDITION FOOTING SIMPSON HOLDOWN ANCHOR BOLTS MIN. EMBED (INCHES) #4 BAR x 8'-0" CENTERED @ HD * IN LIEU OF #4 USE #5 BAR x 8'-0" CENTERED @ HD * HDUE3 HDUE5 HDUE7 HDUE9 HDUE13/HDUE17 COUPLER SSTB20 16 5/8" CNW5/8 (2) TOP & (2) BOTT. (2) TOP & (2) BOTT. (2) TOP & (2) BOTT. (2) TOP & (2) BOTT. (2) TOP & (2) BOTT. (1) TOP & (1) BOTT. (1) TOP & (1) BOTT. (1) TOP & (1) BOTT. (1) TOP & (1) BOTT. (1) TOP & (1) BOTT. SB5/8X24 18"CNW5/8 SB5/8X24 18"CNW5/8 SB7/8X24 18"CNW7/8 SB1X30 24" CNW1 48" MIN. NOTES: 4x4 POSTS CAN BE REPLACED W/ 2-2x4 AS LONG AS NAILS ARE MAINTAINED W/ MIN. EDGE DISTANCE AS REQUIRED BY THE MFR. SPEC. & S.W. EDGE NAILS STAGGERED ON BOTH STUDS. FOR NON-MONO POUR FOUNDATIONS, USE (2) #5 DOWELS PER EACH ANCHOR BOLT, PLACED WITHIN 2" FROM THE BOLT. 18" PLAN VIEW A.B. @ FOOTING CORNER PLAN VIEW A.B. @ FOOTING END NOTES: SEE PLANS FOR HOLDOWN TYPES. SEE DETAILS #1 FOR LEGEND & INFORMATION NOT SHOWN. REFER TO MFR. SPEC. FOR INSTALLATION INFORMATION NOT SHOWN. SIMPSON SSTB & SB CAST-IN-PLACE ANCHOR BOLTS PER ICC-ESR-2611. ANCHOR BOLTS INSTALLATION @ SW @ EXT./INT. FOOTING COUPLER INSTALLATION @ SW IN RAISED FLOOR CONDITION 1 1 2 3 4 5 6 1 7 8 6 1. HOLDOWN AND ANCHOR BOLT PER SCHEDULE BELOW 2. CONCRETE CORNER 3. CONCRETE END 4. ANCHOR BOLT PER SCHEDULE 5. REBAR PER TABLE, CENTERED @ "HD" (BEND REBAR @ CORNER). FOR COND. B, LOCATE TOP REBAR 3" TO 5" FROM TOP OF CONCRETE. 6. STEM WALL PER PLAN SEE DETAIL #1 & #2 FOR DIMENSION 7. SIMPSON ATR ROD MATCH TO DIA. OF ANCHOR BOLT 8. COUPLER PER SCHEDULE BELOW * CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER SCHEDULE ARE ADDITIONAL. 1 3/4" MIN. ANCHOR BOLT WITH EPOXY 1 2 3 4 5 1. 5/8" THREADED BOLT 2. 2X STUD WALL PER PLAN. 3. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 4. CONC. SLAB. 5. 9/16" DIA. HOLE FILLED W/ SIMPSON "SET-3G" EPOXY TIE PER ICC ESR-4057. WHEN APPLICABLE: VERIFY W/ POST TESION ENGINEER FOR LOCATION OF STRANDS WHEN PLACING DOWELS INTO EXISTING P.T. FTG. DO NOT CUT STRANDS. * INSTALL IN ACCORDANCE WITH SIMPSON STRONG -TIE RECOMMENDATIONS: PERIODIC SPECIAL INSPECTION REQUIRED. 1 3/4" MIN. 1 2 3 4 5 6 1. SIMPSON HOLDOWN HDU, SEE PLANS FOR HOLDOWN TYPES. 2. SIMP. ATR 5/8" Ø F1554 GR. 36 A.B.. 3. 2X STUD WALL PER PLAN. 4. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. 5. CONC. SLAB. 6. 9/16" DIA. HOLE FILLED W/ SIMPSON "SET-3G" EPOXY TIE. WHEN APPLICABLE: VERIFY W/ POST TESION ENGINEER FOR LOCATION OF STRANDS WHEN PLACING DOWELS INTO EXISTING P.T. FTG. DO NOT CUT STRANDS. * INSTALL IN ACCORDANCE WITH SIMPSON STRONG -TIE RECOMMENDATIONS: SPECIAL INSPECTION REQUIRED 0'-4"6" MIN. PAD & REINF. SEE PLAN 250344-5 NEW PAD TO (E) STEM WALL 1 4 56 7 8 1. (N) POST PER PLAN. 2. (E) FLOOR SHEATHING. 3. RAISED FLOOR PER PLAN. 4. SIMPSON "CB" COLUMN BASE. 5. (E) STEM WALL 6. 5/8" A.B. 6" EMB. INTO 11/16" DRILLED HOLE. FILL W/ SIMPSON SET-3G EPOXY PER ICC ESR- 4057. 7. #4 DOWEL @ 9/16" DRILLED HOLE @ 24" O.C. FILLED WITH SIMPSON SET-3G EPOXY PER ICC ESR- 4057 8. (N) CONC. PAD & REINF. PER PLAN. 9. ROUGHEN AND CLEAN SURFACE W/ 1/4" AMPLITUDE MIN. NOTE: SPECIAL INSPECTION REQUIRED FOR EPOXY INSTALLATION. 9 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 F.G. W HDUE9 SIMPSON HOLDOWN 5/8" HOLD DOWN BOLT (TWO-POUR) 18"18" PLAN SIMPSON SSTB/ SB (PER ICC ESR-2611) HDUE3 5/8" SSTB 20 16 5/8" 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. W SSTB/ SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB SSTB/ SB BOLT INSTALLATION @ SW @ EXT. FTG/SLAB HDUE7 8 72 1 5 6 7 9 11 10 1 2 4 5 3 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" 1 1 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 SD2 STRUCTURAL DETAILS 2 3 4 5 6 7 8 9 10 11 1 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. SHEAR TRANSFER 1 2 3 4 5 6 6 7 8 89 10 11 12 13 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 SHEAR TRANSFER 1 2 4 3 5 6 78 9 10 11 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" CONNECTION DETAIL INSERTION 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 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 1 1 1 2 2 233 4 4 4 5 5 5 6 6 7 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. 1 24 4 4 5 7 COND A: DROP BEAM COND B: TOP FLUSH BEAM COND C: BOTTOM FLUSH BEAM COND D: SIDE FLUSH BEAM BEAM POCKET DETAIL TOP PLATE SPLICE TYP. SEE TABLE NAIL SPLICE: STRAP SPLICE: 1 2 2 3 3 5 44 23 EQ.EQ. EQ. 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 6 6 "L" MAX.12" MIN.12" MIN. 1 2 3 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" PLATE NOTCHING AND BORING 24" MIN.CONT.24 MIN. 1 2 3 1 1 1 4 5 5 2 2 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. 2 6 SHEAR AT OPENING 12 3 4 END LENGTH 53 1 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 DRAG DETAIL EQ.EQ. 1 2 3 4 5 6 7 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 DRAG DETAIL 1 2 3 4 5 11 7 8 65 4 8 9 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. 10 SHEAR TRANSFER 1 2 3 4 5 4 6 7 C B A B 8 SCALE: DETAIL A: CALIF. ROOF @ SHEARWALL SCALE: CALIF. FRAMING (PLAN VIEW) SCALE: DETAIL B: CALIF. ROOF TO MAIN ROOF SCALE: DETAIL C: CALIF. RIDGE 6 3 1 9 10 6 11 12 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. 5 13 13 13 13 13 CALIFORNIA FRAMING DETAIL 14 SCALE: ALT. CONVENTIONAL CALIF. FR'MG 1 15 16 SHEAR TRANSFER 1 23 4 5 6 7 1. (E) ROOF RAFTER PER PLAN. 2. (N) 2X ROOF RAFTER PER PLAN. 3. (N) ROOF SHEATHING AND NAILING PER NAILING SCHDL. 4. (E) RIDGE OR HIP PER PLAN. 5. (N) 2X NAILER, ONE SIZE LARGER THAN R.R. W/ 2-16d @ EA. R.R. BELOW. 6. (N) LSTA30 @ 32" O.C. 7. BOUNDARY NAILS. 1 1 1 2 2 3 4 5 6 7 8 9 10 10 10 11 12 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. 3 250344-2 SHEAR TRANSFER 1/12 250344-3 CONNECTION DETAIL 1 2 3 45 6 7 8 9 10 11 11 1. (E) 2X ROOF RAFTER PER PLAN. 2. (N) 2X ROOF RAFTER PER CALIF. FRAMING. 3. (E) 2X CEILING JOIST PER PLAN. 4. (N) 2X CEILING JOIST PER PLAN. 5. (N) CEILING BEAM PER PLAN. 6. 2X4 @ 16" O.C. STUD WALL. 7. 2X SOLE PLATE W/ 16d @ 6" O.C. OR SEE SHEAR WALL SCHEDULE. 8. ROOF SHEATHING AND NAILING PER NAILING SCHEDULE. 9. FRAMING CLIP A35 @ 48" O.C. 10. SIMPSON APPROVED HANGER PER PLAN. 11. BOUNDARY NAILS. 12. SIMPSON STRAP CS16 W/ 11" END LENGTH @ 32" O.C. 12 ℄ PANEL JOINT. 3/8" TYP. ℄ PANEL JOINT. 3/8" TYP. OFFSET EDGE SUPPORT OFFSET EDGE SUPPORT 1 1 2 3 4 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. BLOCKING AT EDGE SUPPORT 1 2 3 4 6 7 8 1. (E) 2X STUD WALL. 2. (E) 2X ROOF RAFTER PER PLAN. 3. (N) 2X CEILING JOIST WHERE OCCURED. 4. (E) ROOF SHEATHING. 5. (E) DBL. TOP PLATE OR DROP BM PER PLAN. 6. (N) SHEARWALL WHERE OCCURRED. 7. (N) FRAMING CLIP A35 PER SHEARWALL SCHDL. @ 48" O.C. MAX. 8. BOUNDARY NAILS. 9. (N) 6-16d COMMON NAILS @ EA. RAFTER AND (N) CEILING JOIST. 5 9 RESTRICTIVE NOTICE DATE REVISIONS SHEET DESCRIPTION PROJECT OWNER PROJECT ADDRESS STAMP NO REVISIONS DATE SIGNED: 1/5/26 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. RE M O D E L & A D D I T I O N 14 0 9 M E R I D A Y L N , SA N T A A N A , C A 9 2 7 0 6 01/05/2026 PLAN CHECK1 SD3 STRUCTURAL DETAILS 1 2 3 6 74 1. BEAM OR GIRDER TRUSS BOTTOM CHORD PER PLAN. 2. TRIMMER STUD PER PLAN. 3. HDR. PER PLAN. 4. DBL. TOP PLATE. 5. 2X CRIPPLE STUD WHERE OCCURRED. 6. 4X MIN. BLOCKING W/ (2) A34 AT TOP & BOTTOM. 7. A34 AT EA. SIDE OF BEAM TO TOP PLATE. 8. FOR TRUSS BOTTOM CHORD CONDITION, REPLACE (2) A34 W/ SIMPSON "LGT" GIRDER TIEDOWN (U.N.O.). 8 1 5 1 1 2 2 3 3 4 1. WOOD BEAM PER PLAN. 2. SIMPSON APPROVED COLUMN CAP PER PLAN. 3. WOOD POST OR DROP BEAM PER PLAN. 4. SIMPSON STRAP "ST6236". ALT. LOCATION ON TOP OF BM. 5. PROVIDE SHIM UNDER AND @ THE SIDE OF THE SMALLER BM. AS REQUIRED. COND. A COND. B 1 2 3 COND. C 1 2 3 COND. D 5 4 BEAM TO POST CONNECTION 2-0" MIN. PANEL WIDTH 1 2 3 4 5 8 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.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. 6 7 9 SHEAR PANEL ASSEMBLY DETAIL 1 2 3 1 4 5 6 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. PLYWOOD SHEATHING LAYOUT TYPICAL HEADER DETAIL 1 2 3 4 5 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. 22 1/2" 5"4 1/4"2"∅ 14 1/2" 5"4 1/4" 2"∅ 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. TYPICAL VENT BLOCK FIELD FIX FOR OPENING IN S.W. 2 1 3 4 1'-4" 5 NOTE: - AVOID OPENING IN SHEAR WALLS W/ LENGTH LESS THAN 4'-0". - MAX. WIDTH OF OPENING TO BE ONE STUD BAY OR 14 1/2". DO NOT OVER-CUT ANY FRAMING MEMBER. - E.N. TO BLK'G. TO MATCH SHEAR WALL E.N. UNLESS STRAP IS PLACED ON TOP OF PLYWOOD. - E.N. F.HT. ALONG STUD ON EACH SIDE OF OPENING. - IF OPENING IS LOCATED AT THE EDGE, EXTEND STRAP INTO THE SHEAR WALL TO MEET MIN. LENGTH REQUIRED. 1. 2X BLOCKING 2. SIMP. CS16X48" LONG W/ NAILS @ 2-1/16" O.C. 3. ALT. LOCATION OF OPENING IF CONT. SILL PLATE, NO "CS" STRAP REQUIRED @ BOTTOM. 4. NO CUT OR HOLES IN SHT'G WITHIN 16" OF CORNERS. 5. OPENINGS OF MAX. 4 1/2"x4 1/2" DO NOT NEED BLK'G/STRAP. DO NOT CUT MORE THAN ONE OPENING IN ONE HORIZONTAL LINE (AT ONE ELEVATION) AND OFFSET OPENINGS BY MIN. 4" VERT. 12 3 4 56 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. CONNECTION DETAIL 1 2 3 5 4 6 8 7 9 1. (E) 2X STUD WALL. 2. (N) 2X STUD WALL PER PLAN. 3. (E) STUCCO TO BE REMAINED. 4. (N) STUCCO MATCH W/ (E) STUCCO. 5. (E) DRYWALL TO BE REMAINED. 6. (N) DRYWALL MATCH WITH (E) DRYWALL. 7. (N) 2X PLATE W/ 10d COMMON NAIL @ 6" O.C. TO (E) HDR. 8. (E) HDR. TO BE REMAINED. 9. 2X SOLE PLATE W/ 16d @ 6" O.C. U.N.O., SEE NAILING PER SHEARWALL SCHDL. A MSTA12 B (1) CS16 END LENGTHSTRAP TYPE - 1 1 2 2 22 3 3 4 1. BEAM PER PLAN. 2. SIMPSON STRAP EA. SIDE OF BEAM TO POST. 3. POST PER PLAN. 4. ALT. TO MSTA12 STRAPS, USE 2X KING STUD EA. SIDE OF BEAM TO POST & NAIL W/ 16d @ 16" O.C. TO POST & MIN. 5-16d TO BM. NOTES: - ADD SHIMS AS REQUIRED. - IF THERE IS DBL. TOP PLATE BETWEEN BM. & POST, INCREASE LENGTH OF STRAP TO ACCOMMODATE. - FILL ALL STRAP HOLES W/ NAILS. (2) CS16C 1'-1" 1'-1" CAPACITY 1880# 3400# 6800# CONNECTION DETAIL Dong Engineering, Inc. 7661 GARDEN GROVE BLVD. , GARDEN GROVE, CA 92841 Office: (714) 617-5979 Email: info@dongengineering.com DATE:8/18/2025 CLIENT: JOB NO.:250344 Project: REMODEL & ADDITION STRUCTURAL CALCULATIONS FOR THE BUILDING AT: 1409 MERIDAY LN, SANTA ANA, CA 92706 1 of 26 Dong Engineering Inc. REMODEL & ADDITION Job#:250344 1409 MERIDAY LN, SANTA ANA, CA 92706 Date: ROOF:SHINGLE FLOOR:Without Lt. Wt. CONC. Slope 4:12 Live Load 20 psf Live Load 40 psf Roof'g Material 6.0 psf Floor Material 3.0 psf Sheathing 2.0 psf Sheathing 3.0 psf Trusses / Rafters 2.0 psf Floor Joist 3.0 psf Ceiling Joists 2.0 psf Sprinkler 0.5 psf Drywall 2.0 psf Miscellaneous 0.5 psf Sprinkler 0.5 psf Drywall 3.0 psf Miscellaneous 0.5 psf Total D.L.18 psf Total D.L.13 psf Total Load 38 psf Total Load 53 psf EXTERIOR WALL:INTERIOR WALL: EXTERIOR:9 DRYWALL:3 DRYWALL:3.0 DRYWALL:3.0 STUDS:2.0 STUDS:2.0 MISC.:1.0 MISC.:2.0 DL=15.0 PSF DL=10.0 PSF REVISIONS: 1 Sheets:Date: Init:Remark: 2 Sheets:Date: Init:Remark: 3 Sheets:Date: Init:Remark: 4 Sheets:Date: Init:Remark: 5 Sheets:Date: Init:Remark: LOADING CONDITIONS 8/18/2025 2 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 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 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 26 Announcement ASCE 7-22 is now available. 1409 Meriday Ln, Santa Ana, CA 92706, USA Latitude, Longitude: 33.7572545, -117.8925458 Date 8/11/2025, 3:21:58 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.314 MCER ground motion. (for 0.2 second period) S1 0.468 MCER ground motion. (for 1.0s period) SMS 1.577 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.052 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.557 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.669 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.314 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.419 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.677 Factored deterministic acceleration value. (0.2 second) S1RT 0.468 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.507 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.692 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.557 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.927 Mapped value of the risk coefficient at short periods CR1 0.924 Mapped value of the risk coefficient at a period of 1 s CV 1.363 Vertical coefficient 4 of 26 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 5 of 26 1Y KITCHEN DINING LIVING ROOM HALLWAY BEDROOM BEDROOM BATH BEDROOM ROOF SHEARWALL LAYOUT 1X 2X 2Y 2 3 1 3 B A 6 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 PLAN: 1 CODE: CBC 2022 SECTION: 1X Number of Story: 1 Section width: 41.5(ft)Section length: 46(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 10.5(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 = 60.5(ft), L = 46(ft), H = 11(ft)-->L/B = 0.76, H/L = 0.24 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-->Rx = 6.5, Site class :D, SDS = 2FaSs/3 =1.052, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.052*1*W/6.5 = 0.1133*W Total Seismic Load = 121 = 121 PLF Redistrib: 1068*8 = 8544 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 174.21 x 41.5 / (2 x 46) = 78.58 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 174.21 x 41.5^2 / (8 x 46) = 815.31 LBS Splice w/ min. (5) 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*46 = 828 PLF Wall = 15*2*4 + 10*3*4 = 240 PLF Shear = 0.1133(828+240) = 0.1133*1068 = 121 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 121*1068*8/8544 = 121 PLF SHEAR ROOF = 0.6*W = 96.32(plf) ROOF 121 PLF SEISMIC GOVERN 7 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 PLAN: 1 CODE: CBC 2022 SECTION: 1Y Number of Story: 1 Section width: 46(ft)Section length: 41.5(ft) Base height: 0.5(ft)Slope roof height: 13.5(ft)Gable mean roof height: 10.5(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 = 46(ft), L = 60.5(ft), H = 11(ft)-->L/B = 1.32, H/L = 0.18 Wall coefficient: Cpw = 0.8, Cpl = -0.44, Roof coefficient: Cpw = (0.14;-0.36), 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-->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.052, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.052*1*W/6.5 = 0.1133*W Total Seismic Load = 100.15 = 100.15 PLF Redistrib: 884*8 = 7072 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 143.91 x 46 / (2 x 41.5) = 79.76 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 143.91 x 46^2 / (8 x 41.5) = 917.21 LBS Splice w/ min. (5) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 23.5) ROOF Roof = 18*38 = 684 PLF Wall = 15*2*4 + 10*2*4 = 200 PLF Shear = 0.1133(684+200) = 0.1133*884 = 100.16 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 100.15*884*8/7072 = 100.15 PLF SHEAR ROOF = 0.6*W = 100.67(plf) ROOF 100.67 PLF WIND GOVERN 8 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 PLAN: 1 CODE: CBC 2022 SECTION: 2X Number of Story: 1 Section width: 19.5(ft)Section length: 20(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 9.5(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 = 60.5(ft), L = 46(ft), H = 11(ft)-->L/B = 0.76, H/L = 0.24 Wall coefficient: Cpw = 0.8, Cpl = -0.5, Roof coefficient: Cpw = (-0.18;-0.79), Cpl = -0.6 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 =1.052, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Rx = 0.7*1.052*1*W/6.5 = 0.1133*W Total Seismic Load = 54.38 = 54.38 PLF Redistrib: 480*8 = 3840 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 77.69 x 19.5 / (2 x 20) = 37.87 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 77.69 x 19.5^2 / (8 x 20) = 184.64 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*20 = 360 PLF Wall = 15*2*4 = 120 PLF Shear = 0.1133(360+120) = 0.1133*480 = 54.38 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 54.38*480*8/3840 = 54.38 PLF SHEAR ROOF = 0.6*W = 83.27(plf) ROOF 83.27 PLF WIND GOVERN 9 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 PLAN: 1 CODE: CBC 2022 SECTION: 2Y Number of Story: 1 Section width: 20(ft)Section length: 19.5(ft) Base height: 0.5(ft)Slope roof height: 12(ft)Gable mean roof height: 9.5(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 = 46(ft), L = 60.5(ft), H = 11(ft)-->L/B = 1.32, H/L = 0.18 Wall coefficient: Cpw = 0.8, Cpl = -0.44 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 =1.052, SD1 = 2FvS1/3 =0, Seismic design category: D, I = 1, 0.7*V = 0.7*SDS*I*W/Ry = 0.7*1.052*1*W/6.5 = 0.1133*W Total Seismic Load = 46.56 = 46.56 PLF Redistrib: 411*8 = 3288 PLFxFT DIAPHRAGM & CHORD FORCE PER ASCE07-16 SECTION 12.10 ROOF DIAPHRAGM Max shear = 73.85 x 20 / (2 x 19.5) = 37.87 PLF Use: 15/32" apa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 73.85 x 20^2 / (8 x 19.5) = 189.36 LBS Splice w/ min. (2) 16d sinker nails each side of splice at 8" o.c. (standard construction) (z, Kz, qz, P): (15, 0.85, 22.35, 23.5); (15, 0.85, 22.35, 15.2) ROOF Roof = 18*19.5 = 351 PLF Wall = 15*1*4 = 60 PLF Shear = 0.1133(351+60) = 0.1133*411 = 46.57 PLF Plate height: ROOF = 8(ft) SHEAR ROOF = 46.56*411*8/3288 = 46.56 PLF SHEAR ROOF = 0.6*W = 57.63(plf) ROOF 57.63 PLF WIND GOVERN 10 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 = 2 3 1 6 ( l b ) , S e i s m i c = 2 3 0 3 ( l b ) 1 1Y 1 10 0 . 7 10 0 . 2 46 23 1 5 23 0 3 l- - - - - - - - - - - - - - - 4 6 . 0 ( f t ) - - - - - - - - - - - - - - - l 2 Ty p e A : W i n d = 5 7 7 ( l b ) , S e i s m i c = 4 6 6 ( l b ) 2 2Y 1 57 . 6 46 . 6 20 57 6 46 6 l- - - - - - - - - - - - - - - 2 0 . 0 ( f t ) - - - - - - - - - - - - - - - l 3 Ty p e A : W i n d = 2 8 9 2 ( l b ) , S e i s m i c = 2 7 6 9 ( l b ) 3 1Y 1 10 0 . 7 10 0 . 2 46 23 1 5 23 0 3 l- - - - - - - - - - - - - - - 4 6 . 0 ( f t ) - - - - - - - - - - - - - - - l 3 2Y 1 57 . 6 46 . 6 20 57 6 46 6 l- - - - - - - - - - - - - - - 2 0 . 0 ( f t ) - - - - - - - - - - - - - - - l A Ty p e A : W i n d = 1 8 3 1 ( l b ) , S e i s m i c = 2 2 9 9 ( l b ) A 1X 1 96 . 3 12 1 . 0 38 18 3 0 22 9 9 l- - - - - - - - - - - - - - - 3 8 . 0 ( f t ) - - - - - - - - - - - - - - - l B Ty p e A : W i n d = 2 6 4 2 ( l b ) , S e i s m i c = 2 8 2 9 ( l b ) B 1X 1 96 . 3 12 1 . 0 38 18 3 0 22 9 9 l- - - - - - - - - - - - - - - 3 8 . 0 ( f t ) - - - - - - - - - - - - - - - l B 2X 1 83 . 3 54 . 4 19 . 5 81 2 53 0 l- - - - - - - - - - - - - - - 1 9 . 5 ( f t ) - - - - - - - - - - - - - - - l #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 11 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 2 " | 4 * d * 1 . 4 = 0 . 6 9 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 6. 0 0 6. 5 0 11 . 0 0 4. 7 5 0. 7 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 ) 1. 4 1. 1 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. 4 1. 1 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 8. 2 5 P2 4. 2 5 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 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 : 2 3 1 6 l b s | S e i s m i c : 2 3 0 3 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 = 4 1 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 2 . 5 f t | S h e a r D i a p h r a g m = 8 0 p l f | D e s i g n S h e a r W a l l = 1 8 5 p l f ( W i n d ) / 1 8 4 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 . 3 / 1 . 3 ) + P 2 ( 1 . 4 / 1 . 4 ) = 2 . 7 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 . 8 / 1 . 8 ) + P 2 ( 2 / 2 ) = 3 . 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 ) 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 P1 -16 5 5 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 12 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 1 " | 4 * d * 1 . 4 = 0 . 6 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 0. 7 5 4. 0 0 0. 5 0 3. 2 5 2. 7 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 ) 0. 9 Co m . ( k i p s ) 1. 0 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. 9 Co m . ( k i p s ) 1. 0 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 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 : 5 7 7 l b s | S e i s m i c : 4 6 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 = 1 9 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 4 f t | S h e a r D i a p h r a g m = 3 7 p l f | D e s i g n S h e a r W a l l = 1 4 4 p l f ( W i n d ) / 1 1 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 ( 0 . 9 / 0 . 9 ) = 0 . 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 ( 1 . 2 / 1 . 2 ) = 1 . 2 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 ) 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 8. 5 0 P1 28 -56 1 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 13 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 9 " | 4 * d * 1 . 4 = 0 . 5 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 7. 7 5 3. 0 0 20 . 5 0 0. 5 0 8. 0 0 10 . 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. 1 0. 9 Co m . ( k i p s ) 1. 5 1. 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 ) 1. 1 0. 9 Co m . ( k i p s ) 1. 5 1. 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 6. 0 0 4. 2 5 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 LI N E 3 ( D i r e c t i o n : Y ) @ F I R S T F L O O R | W i n d : 2 8 9 2 l b s | S e i s m i c : 2 7 6 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 = 6 0 . 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 5 . 7 5 f t | S h e a r D i a p h r a g m = 6 7 p l f | D e s i g n S h e a r W a l l = 1 8 4 p l f ( W i n d ) / 1 7 6 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 . 7 / 1 . 7 ) + P 2 ( 1 . 8 / 1 . 8 ) = 3 . 5 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 . 4 / 2 . 4 ) + P 2 ( 2 . 5 / 2 . 5 ) = 4 . 9 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 ) 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 P1 P2 81 8 -14 7 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 14 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 2 " | 4 * d * 1 . 4 = 0 . 6 6 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 4. 5 0 5. 5 0 1. 2 5 1. 2 5 8. 0 0 3. 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. 2 1. 0 Co m . ( k i p s ) 1. 5 1. 4 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. 2 1. 0 Co m . ( k i p s ) 1. 5 1. 4 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 5. 2 5 P2 1. 5 0 P1 4. 2 5 6. 5 0 4. 2 5 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 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 : 1 8 3 1 l b s | S e i s m i c : 2 2 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 = 4 5 . 7 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 . 5 f t | S h e a r D i a p h r a g m = 7 2 p l f | D e s i g n S h e a r W a l l = 1 3 6 p l f ( W i n d ) / 1 7 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 ( 1 . 2 / 1 . 2 ) + P 2 ( 1 . 8 / 1 . 8 ) = 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 ( 1 . 7 / 1 . 7 ) + P 2 ( 2 . 5 / 2 . 5 ) = 4 . 2 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 ) 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 75 0 -63 3 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 15 of 26 Do ng E n g i n e e r i n g I n c . RE M O D E L A D D I T I O N 14 0 9 M E R I D A Y L N , S A N T A A N A , C A 9 2 7 0 6 Jo b # : 2 5 0 3 4 4 Da t e : 8 / 1 8 / 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 . 2 9 " < 0 . 0 2 x 9 6 = 1 . 9 2 " 4. 0 0 4. 0 0 0.2 5 4. 0 0 3. 0 0 16 . 0 0 5. 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. 7 Co m . ( k i p s ) 1. 5 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. 7 Co m . ( k i p s ) 1. 5 An c h o r B o l t 5/ 8 " x 1 2 " [3 ] sp a c e d e q u a l l y 3. 0 0 3. 5 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 | B : S i m p s o n S T 6 2 2 4 ( 2 5 0 6 L B ) - A l t t w o r o w ( 6 ) # 1 6 e a . s i d e o f s p l i c e 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 : 2 6 4 2 l b s | S e i s m i c : 2 8 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 = 4 2 . 7 5 f t | T o t a l S h e a r W a l l L e n g t h = 1 6 f t | S h e a r D i a p h r a g m = 9 6 p l f | D e s i g n S h e a r W a l l = 1 6 5 p l f ( W i n d ) / 1 7 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 ( 3 . 5 / 3 . 5 ) = 3 . 5 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 ( 4 . 9 / 4 . 9 ) = 4 . 9 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 ) 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 P1 20 9 7 -48 2 d = 8𝑣 ℎ3 𝐸 � � � � + 𝑣ℎ 10 0 0 � � 𝑎 + ℎ𝑏 ∆𝑎 16 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 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 38 96 121 8 13.5 170 A B 1 1X 38 96 121 812 530 8 16 177 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 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/18/2025 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 46 101 100 8 12.5 185 A 2 1 2Y 20 58 47 8 4 144 A 3 1 1Y 46 101 100 576 466 8 15.75 184 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 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : 1 - CLG @ LIVING ROOM Loads(Downward+) Beam Weight 35 plf from 0 ft to 30.75 ft Roof Rafter: (14+20)(9.5) = (DL=133PLF; LLr=190PLF) form 0 to 30.75 Ceiling Joist DL: (4)(11) = (DL=44PLF) form 0 to 30.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 5059/5058 0 2 5059/5058 0 USE 7" x 16" PSL Critcal Shear = 5058 LB @0' 1.5xV/(F'v x A)= 0.18 F'v = 362, A = 112 Critcal Moment = 38884 LB-FT @15.37' M/(F'b x S)= 0.43 F'b = 3625, S = 298.67 Critical Deflection for TL = -1.385 INCH @ 15.37 L/240 = 1.538" Critical Deflection for LL = -0.492 INCH @ 15.37 L/360 = 1.025" 1 2 Moment Shear Deflection 30.75' BEAM : 2 - CLG @ BEDROOM Loads(Downward+) Beam Weight 12.7 plf from 0 ft to 14.75 ft Roof Rafter: (14+20)(9.5) = (DL=133PLF; LLr=190PLF) form 0 to 14.75 Ceiling Joist DL: (4)(11) = (DL=44PLF) form 0 to 14.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2629/2629 0 2 2629/2629 0 USE 6 x 10 Critcal Shear = 2629 LB @0' 1.5xV/(F'v x A)= 0.35 F'v = 212, A = 52.25 Critcal Moment = 9696 LB-FT @7.37' M/(F'b x S)= 0.83 F'b = 1688, S = 82.73 Critical Deflection for TL = -0.604 INCH @ 7.37 L/240 = 0.738" Critical Deflection for LL = -0.283 INCH @ 7.37 L/360 = 0.492" 1 2 Moment Shear Deflection 14.75' 19 of 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : 3 - HDR @ LIVING ROOM Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 8.25 ft Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 8.25 Point load @ 3 : Load from beam 1 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 3860/3861 0 2 2280/2280 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 3860 LB @0' 1.5xV/(F'v x A)= 0.36 F'v = 388, A = 41.56 Critcal Moment = 11393 LB-FT @3' M/(F'b x S)= 0.57 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.15 INCH @ 3.75 L/240 = 0.412" Critical Deflection for LL = -0.063 INCH @ 3.75 L/360 = 0.275" 1 2 P1 Moment Shear Deflection 8.25' BEAM : 4 - HDR @ LIVING ROOM Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6.25 ft Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6.25 Point load @ 1.25 : Load from beam 2 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2352/2352 0 2 673/673 0 USE 4 x 8 Critcal Shear = 2352 LB @0' 1.5xV/(F'v x A)= 0.61 F'v = 225, A = 25.38 Critcal Moment = 2911 LB-FT @1.25' M/(F'b x S)= 0.78 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.09 INCH @ 2.75 L/240 = 0.312" Critical Deflection for LL = -0.041 INCH @ 2.75 L/360 = 0.208" 1 2 P1 Moment Shear Deflection 6.25' 20 of 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : 5 - CLG @ W.I.C Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 6.5 ft Roof Rafter: (14+20)(4) = (DL=56PLF; LLr=80PLF) form 0 to 6.5 Ceiling Joist DL: (4)(4.8) = (DL=19PLF) form 0 to 6.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 524/524 0 2 524/524 0 USE 4 x 8 Critcal Shear = 523 LB @0' 1.5xV/(F'v x A)= 0.13 F'v = 225, A = 25.38 Critcal Moment = 851 LB-FT @3.25' M/(F'b x S)= 0.22 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.036 INCH @ 3.25 L/240 = 0.325" Critical Deflection for LL = -0.018 INCH @ 3.25 L/360 = 0.217" 1 2 Moment Shear Deflection 6.5' BEAM : 6 - CLG @ BEDROOM Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 5.25 ft Roof Rafter: (14+20)(9.2) = (DL=129.5PLF; LLr=185PLF) form 0 to 5.25 Ceiling Joist DL: (4)(8.8) = (DL=35PLF) form 0 to 5.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 934/934 0 2 934/934 0 USE 4 x 8 Critcal Shear = 933 LB @0' 1.5xV/(F'v x A)= 0.24 F'v = 225, A = 25.38 Critcal Moment = 1222 LB-FT @2.5' M/(F'b x S)= 0.32 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.034 INCH @ 2.5 L/240 = 0.262" Critical Deflection for LL = -0.018 INCH @ 2.5 L/360 = 0.175" 1 2 Moment Shear Deflection 5.25' 21 of 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : 7 - HDR @ LIVING ROOM Loads(Downward+) Beam Weight 4.7 plf from 0 ft to 6.25 ft Roof Rafter: (14+20)(6) = (DL=84PLF; LLr=120PLF) form 0 to 6.25 Ceiling Joist DL: (4)(4.5) = (DL=18PLF) form 0 to 6.25 Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6.25 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 802/802 0 2 802/802 0 USE 4 x 6 Critcal Shear = 802 LB @0' 1.5xV/(F'v x A)= 0.27 F'v = 225, A = 19.25 Critcal Moment = 1251 LB-FT @3' M/(F'b x S)= 0.58 F'b = 1462, S = 17.65 Critical Deflection for TL = -0.113 INCH @ 3 L/240 = 0.312" Critical Deflection for LL = -0.053 INCH @ 3 L/360 = 0.208" 1 2 Moment Shear Deflection 6.25' BEAM : C1 - C.J. 2X6 DFL#2 @ 16" O.C. (MAX L=15'-3") 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' 22 of 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : F1 - F.J. 2X6 DFL#2 @ 16" O.C. (MAX L=9'-6") Loads(Downward+) Floor Primary: (13+40)(1.3) = (DL=17.4PLF; LL=53.4PLF) form 0 to 9.5 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 336/336 0 2 336/336 0 USE 2 x 6 Critcal Shear = 336 LB @0' 1.5xV/(F'v x A)= 0.34 F'v = 180, A = 8.25 Critcal Moment = 798 LB-FT @4.75' M/(F'b x S)= 0.94 F'b = 1346, S = 7.56 Critical Deflection for TL = -0.39 INCH @ 4.75 L/240 = 0.475" Critical Deflection for LL = -0.294 INCH @ 4.75 L/360 = 0.317" 1 2 Moment Shear Deflection 9.5' BEAM : R1 - R.R. 2X6 DFL#2 @ 16" O.C. (MAX L=11'-9") 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' 23 of 26 Dong Engineering Inc. REMODEL & ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job #: 250344 Date : 08/18/2025 Plan : 1 BEAM : R2 - R.R. 2X6 DFL#2 @ 16" O.C. Loads(Downward+) Roof Rafter: (14+20)(1.3) = (DL=18.7PLF; LLr=26.7PLF) form 0 to 15.75 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 151/151 0 2 447/448 0 3 116/116 0 USE 2 x 6 Critcal Shear = -234 LB @8.5' 1.5xV/(F'v x A)= 0.19 F'v = 225, A = 8.25 Critcal Moment = -352 LB-FT @8.5' M/(F'b x S)= 0.33 F'b = 1682, S = 7.56 Critical Deflection for TL = -0.082 INCH @ 3.75 L/240 = 0.425" Critical Deflection for LL = -0.048 INCH @ 3.75 L/360 = 0.283" 1 2 3 Moment Shear Deflection 8.5'7.25' 24 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/11/2025 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 4.5 15 8 Roof:(DL+LL)(Trib) =171 plf Floor:(DL+LL)(Trib) =0 plf Wall:DL (Height)=120 plf 291 plf 291 /(12"/12)=291 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 25 of 26 Dong Engineering Inc. REMODEL ADDITION 1409 MERIDAY LN, SANTA ANA, CA 92706 Job#: 250344 Date: 8/11/2025 PLAN: 1 CODE: CBC 2022 BEAM NO. BM#1+BM#2 Support 1 P =7,688 # Use 2' - 6"Square x 18" Deep Concrete Pad With 3-#5 Each way PAD SCHEDULE 26 of 26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 1 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 GENERAL INFORMATION 01 Project Name 250344 02 Run Title Title 24 Analysis 03 Project Location 1409 MERIDAY LN, 04 City SANTA ANA 05 Standards Version 2022 06 Zip code 92706 07 Software Version EnergyPro 9.4 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Addition and/or Alteration 13 Number of Bedrooms 3 14 Addition Cond. Floor Area (ft2)462 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)1266 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)1728 19 Glazing Percentage (%)8.42% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 2 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr)Margin (EDR1)Margin (EDR2) Space Heating 0 6.4 0 7.98 0 -1.58 Space Cooling 0 44.19 0 41.07 0 3.12 IAQ Ventilation 0 0 0 0 0 0 Water Heating 0 30.82 0 30.82 0 0 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 0 81.41 0 79.87 0 1.54 Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 7.35 0 7.35 Appl. & Cooking 0 18.2 0 18.17 Plug Loads 0 32.26 0 32.26 Outdoor Lighting 0 1.65 0 1.65 TOTAL COMPLIANCE 0 140.87 0 139.3 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 3 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 20.69 21.03 -0.34 -1.64 Net EUI2 20.69 21.03 -0.34 -1.64 Notes     1. Gross EUI is Energy Use Total (not including PV) / Total Building Area.     2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •New ductwork added is less than 25 ft. in length HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Refrigerant Charge verification required if a refrigerant containing component is altered •Duct Sealing required if a duct system component, plenum, or air handling unit is altered •Verified Duct Design BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 250344 1728 1 3 3 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status (E) Living Conditioned HVAC1 1266 8 DHW Sys 1 Existing Unchanged 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 4 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Addition 1 Conditioned HVAC1 61 8 DHW Sys 1 New Addition 2 Conditioned HVAC1 401 8 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status Verified Existing Condition Front wall (E) Living R-0 Wall 270 Front 152 29 90 none Existing No Left wall (E) Living R-15 Wall 0 Left 186 32 90 none Altered No Right wall (E) Living R-15 Wall 180 Right 260 18 90 none Altered No Front wall 2 Addition 1 R-15 Wall 270 Front 53 12 90 none New n/a Left wall 2 Addition 1 R-15 Wall 0 Left 74 12 90 none New n/a Left wall 3 Addition 2 R-15 Wall 270 Front 70 0 90 none New n/a Rear wall Addition 2 R-15 Wall 90 Back 366 103 90 none New n/a Right wall 2 Addition 2 R-15 Wall 180 Right 70 0 90 none New n/a Interior front wall to ga (E) Living>>__Garag e__ R-0 Wall1 n/a n/a 161 0 n/a Existing No Interior front wall to ad (E) Living>>Addition 1 R-0 Wall1 n/a n/a 53 0 n/a Existing No Interior left wall to add (E) Living>>Addition 1 R-0 Wall1 n/a n/a 74 0 n/a Existing No Interior rear wall to add (E) Living>>Addition 2 R-0 Wall1 n/a n/a 366 0 n/a Existing No Roof (E) Living R-30 Roof Attic n/a n/a 1266 n/a n/a Altered No 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 5 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg)Wall Exceptions Status Verified Existing Condition Roof 2 Addition 1 R-30 Roof Attic n/a n/a 61 n/a n/a New n/a Roof 3 Addition 2 R-30 Roof Attic n/a n/a 401 n/a n/a New n/a Roof 4 __Garage__R-0 Roof Attic n/a n/a 390 n/a n/a Existing No Raised Floor (E) Living R-19 Floor Crawlspace n/a n/a 989 n/a n/a Existing No Raised Floor 2 Addition 1 R-19 Floor Crawlspace n/a n/a 61 n/a n/a New n/a Raised Floor 3 Addition 2 R-19 Floor Crawlspace n/a n/a 401 n/a n/a New n/a Front wall 3 __Garage__R-0 Wall 270 Front 161 112 90 none Existing No Left wall 4 __Garage__R-0 Wall 0 Left 154 34 90 none Existing No Right wall 3 __Garage__R-0 Wall 180 Right 154 0 90 none Existing No ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise (x in 12) Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Existing No Attic (E) Living Attic Roof(E) Living Ventilated 4 0.1 0.85 No No Existing No Attic Addition 1 Attic RoofAddition 1 Ventilated 4 0.1 0.85 No No New n/a Attic Addition 2 Attic RoofAddition 2 Ventilated 4 0.1 0.85 No No New n/a 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 6 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 Name Type Surface Orientatio n Azimuth Width (ft) Heigh t (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading Status Verified Existing Condition WE 3030 Window Front wall Front 270 1 9 0.35 NFRC 0.37 NFRC Bug Screen Existing No WN 8040 Window Left wall Left 0 1 32 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 6030 Window Right wall Right 180 1 18 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 4030 Window Front wall 2 Front 270 1 12 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 4030 2 Window Left wall 2 Left 0 1 12 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 2630 Window Rear wall Back 90 1 7.5 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 4050 Window Rear wall Back 90 1 20 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 4050 2 Window Rear wall Back 90 1 20 0.3 NFRC 0.23 NFRC Bug Screen New NA WN 5030 Window Rear wall Back 90 1 15 0.3 NFRC 0.23 NFRC Bug Screen New NA WE 8020 Window Left wall 4 Left 0 1 16 0.35 NFRC 0.37 NFRC Bug Screen Existing No OPAQUE DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2)U-factor Status Verified Existing Condition DE 3068 Front wall 20 0.5 Existing No DN 6068 Rear wall 40.5 0.5 New n/a DE 16070 Front wall 3 112 0.7 Existing No DE 2868 Left wall 4 18 0.5 Existing No 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 7 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 SLAB FLOORS 01 02 03 04 05 06 07 08 09 10 Name Zone Area (ft2)Perimeter (ft) Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Status Verified Existing Condition Slab-on-Grade __Garage__390 79 none 0 0%No Existing No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-0 Wall1 Interior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.277 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Other Side Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic Roof(E) Living Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 8 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers Attic RoofAddition 1 Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic RoofAddition 2 Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 R-19 Floor Crawlspace Floors Over Crawlspace Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.046 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-30 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x6 @ 16 in. O. C.R-30 None / None 0.032 Over Ceiling Joists: R-15.7 insul. Cavity / Frame: R-14.3 / 2x6 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Not Required Not Required N/A n/a n/a 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 9 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#)Status Verified Existing Condition Existing Water Heating System DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1)Existing No WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 Name Heating Element Type Tank Type # of Units Tank Vol. (gal) Heating Efficiency Type Efficiency Rated Input Type Input Rating or Pilot Tank Insulation R-value (Int/Ext) Standby Loss or Recovery Eff 1st Hr. Rating or Flow Rate Tank Location Status Verified Existing Condition DHW Heater 1 Gas Small Storage 1 50 EF 0.6 Btu/Hr 75000 0 78 n/a Existing No WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Status Verified Existing Condition Existing HVAC System HVAC1 Heating and cooling system other Heating Component 1 1 Cooling Component 1 1 HVAC Fan 1 Air Distribution System 1 Existing No 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 10 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 HVAC - HEATING UNIT TYPES 01 02 03 04 05 Name System Type Number of Units Heating Efficiency Heating Unit Brand Heating Component 1 Central gas furnace 1 AFUE - 78 n/a HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 08 09 Name System Type Number of Units Efficiency Metric Efficiency EER/EER2/CEER Efficiency SEER/SEER2 Zonally Controlled Mulit-speed Compressor HERS Verification Cooling Component 1 Central split AC 1 EER/SEER 11.5 12 Not Zonal Single Speed Cooling Component 1-hers-cool HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Status Verified Existing Condition Existing Distribution system New Ducts >= 25 ftSuppl y Retur n Suppl y Retur n Suppl y Retur n Air Distribution System 1 Unconditio ned attic Verified Design See duct desi gn See duct desi gn Atti c Atti c 4.93 0 No Bypass Duct Existing (not specified) Air Distribution System 1-hers-dist Existing + New No No 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 11 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Low Leakage Ducts Entirely in Conditioned Space Air Distribution System 1-hers-dist No 5.00 Not Required Required Not Required Credit not taken Not Required No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM)Name HVAC Fan 1 HVAC Fan 0.58 HVAC Fan 1-hers-fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Not Required 0 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:250344 Calculation Date/Time:2025-08-18T01:18:53-07:00 (Page 12 of 12) Calculation Description:Title 24 Analysis Input File Name:1 STORY ADDITION GARAGE Z8.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2025-08-18   01:19:20 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone:   Truong Dong Dong Engineering 08/18/2025 10692 silver cir garden grove, CA 92843 (714) 204-2874 Truong Dong Dong Engineering 08/18/2025 10692 silver cir N/A garden grove, CA 92843 (714) 204-2874 425-P010252660A-000-000-0000000-0000 08/18/2025 01:22 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information.