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HomeMy WebLinkAboutHOLD- 2235 & 2237 S Maple St - PlanREFERENCE SYMBOLS: 1.THE CONTRACTOR AND/OR SUB-CONTRACTORS SHALL VISIT AND REVIEW CONDITIONS PRIOR TO SUBMITTING BIDS. 2.THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT INCLUDING SAFTETY OF ALL PERSONS & PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY & NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL PROVIDE PUBLIC PROTECTION AS NECESSARY & REQUIRED BY GOVERNING CITY AGENCIES 3.THE WORK SHALL CONFIRM TO THE APPLICABLE BUILDING CODE AND OTHER ORDINANCES CODES & REGULATIONS LISTED IN THE SPECIFICATIONS OR ON THE DRAWINGS, & REGULATIONS LISTED IN THE SPECIFICATIONS OR ON THE DRAWINGS, & REQUIRED BY LOCAL BUILDING AUTHORITIES. THE GOVERNING CODES, RULES & REGULATIONS ARE COLLECTIVELY REFERRED TO AS "THE CODE". THE CONTRACTOR SHALL REPORT ANY INCONSISTENCIES, CONFLICTS OR OMISSIONS HE MAY DISCOVER TO THE ARCHITECT FOR INTERPRETATION PRIOR TO REFORMING THE WORK. 4.THE GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS & DIMENSIONS ON THE JOB SITE & REPORT ANY & ALL DISCREPANCIES AND/OR UNUSUAL CONDITIONS TO THE DESIGNER PRIOR TO FINALIZING BIDS OR COMMENCEMENT OF ANY CONSTRUCTION. 5.TRADE NAMES AND MANUFACTURES REFERRED TO ARE FOR QUALITY STANDARDS ONLY. SUBSTITUTIONS WILL BE PERMITTED WHERE SUBMITTED TO AND APPROVED BY THE OWNER & DESIGNER PRIOR TO THEIR PURCHASE AND INCORPORATION INTO THE WORK. 6.PROVIDE APPROVED FIRE EXTINGUISHERS AS REQUIRED BY FIRE MARSHALL. LOCATIONS SHALL BE DETERMINED IN THE FIELD BY THE FIRE MARSHALL. 7.THE CONTRACTOR SHALL OBTAIN & PAY FOR ALL PERMITS & VERIFY GOVERNING AUTHORITIES' REQUIREMENTS FOR CONSTRUCTION. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS FOR INSPECTIONS AND/OR TESTS, UNLESS NOTED OTHERWISE. 9.ALL RAMPS SHALL HAVE A NON-SLIP FINISH. 10.DO NOT SCALE THESE DRAWINGS. SHOULD ANY DIMENSIONAL DISCREPANCIES BE ENCOUNTERED, CLARIFICATIONS SHALL BE OBTAINS FROM THE DESIGNER. 11.UNLESS OTHERWISE NOTED ON THESE DRAWINGS OR IN THE SPECIFICATIONS AS BEINGS N.I.C. OR EXISTING, ALL ITEMS, MATERIALS, ETC., & THE INSTALLATION OF SAME ARE A PART OF THE CONTRACT DEFINED BY THESE DRAWING SPECIFICATIONS. 12.THE BUILDING & ITS FACILITIES SHALL BE ACCESSIBLE TO & FUNCTIONAL TO THE PHYSICALLY HANDICAPPED. 13.PROVIDE EXIT SIGNS AT ALL LEGAL EXITS AS REQUIRED BY CODE. EXIT SIGNS, WHERE, INDICATED ON PLANS, SHALL BE ILLUMINATED & READ "EXIT" IN 6" HIGH LETTERS. EXITS SIGNS SHALL BE ON CIRCUIT & INDEPENDENTLY CONTROLLED REFER TO ELECTRICAL DRAWINGS. 14.DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN. MINOR MODIFICATIONS MAY REQUIRED TO SUIT THE FIELD DIMENSIONS OR CONDITIONS & SUCH MODIFICATION SHALL BE INCLUDED AS PART OF THE WORK OF THE CONTRACT. 15.ALL INTERIOR WALL DIMENSIONS ARE TO THE FACE OF THE STUD UNLESS OTHERWISE NOTED. 16.ALL EXTERIOR WALL DIMENSIONS ARE TO FACE OF CONCRETE BLOCK OR TO FACE OF STUD, UNLESS OTHERWISE NOTED. 17.THE CLIENT, DESIGNERS, CONSULTANTS & ALL INSPECTORS FROM PERTINENT AGENCIES SHALL BE PERMITTED ACCESS TO THE JOB SITE AT ALL TIMES DURING NORMAL WORKING HOURS. 18.THE CONTRACTOR SHALL PROVIDE SOLID BLOCKING, UNLESS NOTED OTHERWISE AS REQUIRED FOR NAILING OF ALL INTERIOR & EXTERIOR TRIMS, FINISHES, AND SHALL PROVIDE FOR ALL THE NECESSARY FRAMING & BRACING FOR THE INSTALLATION FOR N.I.C. EQUIPMENT INDICATED. 19.PROVIDE VENTILATION FOR ALL ELECTRICAL & TELEPHONE EQUIPMENT ROOMS. 20.MECHANICAL VENTILATION SHALL SUPPLY A MINIMUM 5 CFM OF OUTSIDE AIR, EXCEPT IN TOILET ROOMS WHERE FIVE (5) AIR CHANGES PER HOUR SHALL BE PROVIDED. SYSTEM MUST PROVIDE A TOTAL CIRCULATION OF NOT LESS THAN 15 CUBIC FEET PER MINUTES PER OCCUPANT IN ALL PORTIONS OF THE BUILDING. REFER TO MECHANICAL DRAWINGS. 21.PROVIDE METAL TRIM OR CASING AT ALL EDGES OF PLASTER OR DRYWALL WHERE IT TERMINATES OR MEETS ANY OTHER MATERIAL EXCEPTS FLOORS. 22.THE CONTRACTOR SHALL VERIFY LOCATION & SIZE OF ALL FLOOR, ROOF, & WALL OPENINGS WITH ALL APPLICABLE DRAWINGS. 23.KEEP PIPING AS CLOSE TO WALLS & AS HIGH TO UNDERSIDE OF ROOF FRAMING AS POSSIBLE. 24.WHERE LARGER STUDS OR FURRING ARE REQUIRED TO COVER DUCTS, PIPING CONDUITS, ETC., THE LARGER STUD OR FURRING SHALL EXTEND THE FULL LENGTH OF THE SURFACE INVOLVED. 25.THE CONTRACTOR SHALL VERIFY INSERTS & EMBEDDED ITEMS W/ALL APPLICABLE DRAWINGS BEFORE POURING CONCRETE. 26.ALL EXTERIOR EXPOSED METAL (TRIMS, RAILING, FRAMES, MOLDINGS ETC.) SHALL BE PAINTED, UNLESS NOTED OTHERWISE. 27.IN ALL CASES, PROVIDE ISOLATION OF ALUMINUM FROM ADJACENT STEEL OR COAT SURFACES IN CONTACT WITH BITUMINOUS PAINT. 28. ALL EXTERIOR WALL OPENINGS, FLASHING, COPING, & EXPANSION JOINTS SHALL BE WEATHERPROOF. 29.ALL ROOF DRAINS SHALL BE LOCATED AT THE LOWEST POINT OF THE ROOF TAKING INTO CONSIDERATION THE CAMBER OF BEAMS & DEFLECTION OF CANTILEVERS. CONTRACTOR SHALL VERIFY THAT POSITIVE DRAINAGE EXISTS FROM ALL POINTS ON ROOF PRIOR TO INSTALLING DECK. 30.SIZES OF MECHANICAL EQUIPMENT PADS, BASES, ROOF EQUIPMENT PAD, & OPENINGS ARE BASIS FOR DESIGN ONLY. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF ALL EQUIPMENT PADS & BASES WITH EQUIPMENT MANUFACTURERS. MECHANICAL CONTRACTORS SHALL VERIFY ALL SIZES & LOCATIONS OF DUCT OPENINGS ON ROOF. 31.GLAZING NOTES: A: ALL FIXED & OPENABLE WINDOWS FROM ZERO TO 50 SQ. FT. IN AREA SHALL HAVE x" MINIMUM GLASS GRIP & u" MINIMUM GLASS EDGE CLEARANCE B: ALL FIXED & OPENABLE WINDOWS OVER 50 SQ. FT. IN AREA SHALL HAVE i" MINIMUM GLASS GRIP & u" MINIMUM GLASS EDGE CLEARANCE. C: GLAZING IN ALUMINUM DOORS SHALL HAVE i" MINIMUM GLASS GRIP & e" MINIMUM GLASS EDGE CLEARANCE. D: ALL WINDOWS & DOOR GLAZING SHALL HAVE CONTINUOUS GLAZING RABBET & GLASS RETAINER & RESILIENT SETTING MATERIAL. 1.ALL EAVES AND OTHER PROJECTIONS ARE REQUIRED TO BE BOXED WITH ONE-HOUR FIRE RESISTIVE OR NONCOMBUSTIBLE MATERIAL. 2.FASCIAS ARE REQUIRED TO BE ONE-HOUR FIRE RESISTIVE MATERIALS OR 2" NOMINAL DIMENSION LUMBER. 3.ALL PROPOSED GUTTERS/DOWNSPOUTS ARE REQUIRED TO BE CONSTRUCTED OF NONCOMBUSTIBLE MATERIAL. 4.ALL GRADING SHALL HAVE A MINIMUM 1-1/2 INCH FIRE HOSE CONNECTED TO WATER MATTER ATTACHED TO THE FIRE HYDRANT DURING ALL HOURS OF OPERATION AND A MINIMUM FIRE WATCH OF 30 MINUTES AFTER ALL ENGINE DRIVEN EQUIPMENT HAS BEEN SHUT OFF. 5.ALL ACCESS ROADS SHALL MAINTAIN A MINIMUM UNOBSTRUCTED WIDTH OF 20-FOOT MINIMUM WIDTH AND NO PARKING ON EITHER SIDE. SHALL BE PROVIDED AND CONSTRUCTED IN COMPLIANCE WITH CFC, APPENDIX D AS ADOPTED BY PFD. 6.A DEFENSIBLE SPACE SHALL BE MAINTAINED AROUND ALL STRUCTURE AND COMBUSTIBLES CONSTRUCTION MATERIALS AT ALL TIMES. 7.PROVIDE APPROVED SPARK ARRESTORS ON ALL ENGINE OPERATED EQUIPMENT. 8.BE ADVISED THAT DURING TIMES OF HIGH FIRE HAZARD ADDITIONAL MORE RESTRICTIVE RULES AND REGULATIONS MAY BE IMPOSED TO MAINTAIN A SAFE CONSTRUCTION ENVIRONMENT. 9.CLEARLY POST THE ADDRESS, OR IF NO ADDRESS THE TRACT NAME/NUMBER AND THE LOT NUMBER FOR THIS PROPERTY. THIS ADDRESS SHALL BE LOCATED SO AS NOT TO BE OBSTRUCTED BY PARKED VEHICLES. 10.A MEANS FOR ALL PERSONS WORKING ON THE JOBSITE TO CONTACT 911 SHALL BE PROVIDED AT ALL TIMES CONSTRUCTION IS TAKING PLACE. 11.THE VENTS SHALL BE COVERED WITH NONCOMBUSTIBLE CORROSION RESISTANT MESH OPENINGS A MINIMUM OF 1/8-INCH NOT TO EXCEED 1/4-INCH OPENINGS, ATTIC VENTILATION OPENINGS SHALL NOT BE LOCATED IN SOFFITS, IN EAVE OVERHANGS BETWEEN RAFTERS AT EAVES LOCATED AT LEAST 10 FEET FROM PROPERTY LINES, UNDER FLOOR VENTILATION OPENINGS SHALL BE LOCATED AS CLOSE TO GRADE AS POSSIBLE. 12.AN APPROVED HARDWIRED SMOKE ALARM(S), WITH BATTERY BACKUP, IN EACH SLEEPING ROOM OR AREA(S) SERVICING A SLEEPING AREA AND AT THE TOP OF STAIRWAYS AT EACH FLOOR LEVEL TO BE PROVIDED, ALL SMOKE ALARMS ARE TO BE PHOTOELECTRIC OR A SMOKE ALARMS (NEW AND EXISTING) LOCATIONS ARE TO BE INTERCONNECTED OR ALARM SOUNDERS, ALL SOUNDERS ARE TO PRODUCE A CODED TEMPORAL PATTERN, ALL ALARMS (NEW AND EXISTING) ARE TO BE MANUFACTURED BY THE SAME COMPANY AND COMPATIBLE WITH EACH OTHER, SMOKE ALARMS SHALL NOT BE INSTALLED WITH 3-FEET OF AIR REGISTERS OR BATHROOM OPENINGS. AC. T.-ACOUSTIC TILE. AFF -ABOVE FINISH FLOOR ALT -ALTERNATE ALUM -ALUMINUM ANCH -ANCHOR APPROX -APPROXIMATELY ARCH -ARCHITECT/ARCHITECTURAL BR. CS.-BRICK COURSE BLDG -BUILDING BLK -BLOCK B.M.-BENCH MARK BM -BEAM B.N.-BULL NOSE BNT -BENT BMT -BOTTOM C.B.-CATCH BASIN CEM -CEMENT CER. T.-CERAMIC TILE C.J.-CONTROL JOINT CLR.-CLEAR CLG -CEILING CMU -CONCRETE MASONRY UNIT COL -COLUMN COMP.-COMPOSITION CONC.-CONCRETE CONSTR.-CONSTRUCTION CONT.-CONTINUOUS CONTR.-CONTRACTOR CTR.-CENTER DET.-DETAIL D.F.-DRINKING FOUNTAIN DIA. -MIAMETER DIM -DIMENSION D.O.-DOOR OPENING DS -DOWNSPOUT LAV -LAVATORY LG.-LONG LLH -LONG LEG HORIZONTAL LLV -LONG LEG VERTICAL L.P.-LOW POINT/LIGHT PANEL LT -LIGHT MAR -MARBLE MAS -MASONRY MAX -MAXIMUM MECH.-MECHANICAL MTL -METAL MFR -MANUFACTURER MH -MANHOLE MIN.-MINIMUM MISC.-MISCELLANEOUS M.O.-MASONRY OPENING METTHRES.-METAL THRESHOLD NIC -NOT IN CONTRACT NO -NUMBER O/A -OVERALL O/C -ON CENTER O.D.-OUTSIDE DIAMETER OH -OVERHELD O/O -OUT TO OUT OPNG -OPENING PC -PIECE PL -PLATE PLAS -PLASTER PLBG -PLUMBING NUMBER PLYWD -PLYWOOD POL -POLISHED PROJ -PROJECT PTD -PAINTED R -RADIUS RAILG -RAILING R.D.-ROOF DRAIN REINF.-REINFORCEMENT/REINFORCED REQD.-REQUIRED RM -ROOM R.O.-ROUGH OPENING S -SINK SHT.-SHEET S.M.-SHEET METAL SQ.-SQUARE SPM -SINGLE PLY MEMBRANE S.S.-SLOP/SERVICE SINK S. STL -STAINLESS STEEL STD -STANDARD STRUCT.-STRUCTURAL SUSP -SUSPENDED T/-TOP OF T.D.-TRENCH DRAIN TERR -TERRAZZO TYP -TYPICAL VCT -VINYL COMPOSITION TILE W.C.-WATER CLOSET WD -WOOD WT -WEIGHT WWF -WELDED WIRE FABRIC XX X XX X AX.X XX AX.X XX DETAIL IDENFICATION NUMBER SHEET NUMBER SECTION REFERENCE SHEET NUMBER INTERIOR ELEVATION REFERENCE SHEET NUMBER DETAIL REFERENCE NUMBER SHEET NUMBER AX.X XX KITCHEN FIXTURE / APPLANCE REFERENCE GENERAL NOTE REFERENCE BATHROOM FIXTURE & ACCESSORIES REFERENCE LAUNDRY FIXTURE / APPLIANCE REFERENCE DOOR REFERENCE WINDOW REFERENCE SHEET NUMBER DETAIL REFERENCE NUMBER VICINITY MAP: GENERAL NOTES: SCOPE OF WORK: GENERAL NOTES:ABBREVIATIONS: FIRE NOTES: SHEET INDEX: PROJECT DATA: CONSULTANTS APPLICABLE BUILDING CODE N. T. S. SITE 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA RESIDENTIAL CODE 2022 CALIFORNIA ENERGY EFFICIENCY STANDARDS CALIFORNIA GREEN BUILDING STANDARDS CODE 1. AT TIME OF PERMIT ISSUANCE, CONTRACTOR SHALL SHOW THEIR VALID WORKERS' COMPENSATION INSURANCE CERTIFICATE. 2. ALL WORK SHALL CONFORM TO ALL REQUIREMENTS OF STAT OF CALIFORNIA TITLE 24 REGARDLESS OF THE INFORMATION INDICATED ON THESE PLANS. IT IS THE RESPONSIBILITY OF THE INDIVIDUAL SUPERVISING THE CONSTRUCTION TO ENSURE THAT THE WORK IS DONE IN ACCORDANCE WITH CODE REQUIREMENTS PRIOR TO REQUESTING INSPECTION. 3. EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTES ON SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTE. 4. SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT (SCAQMD) SHALL BE NOTIFIED IN ACCORDANCE WITH CALIFORNIA STATE LAW PRIOR TO START OF ANY DEMOLITION, ADDITION, AND/OR REMODEL WORK. THE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT OFFICE IS LOCATED AT 21865 COPLEY DRIVE IN DIAMOND BAR, PHONE NO. 909-396-2000. BE ADVISED, SCAQMD MAY REQUIRED A 10 DAY WAIT PERIOD PRIOR TO START OF WORK. 5. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS. 6. STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND OR WATER. 7. TRASH AND CONSTRUCTION RELATED SOLIDE WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL BY WIND. 8. FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM. 9. ALL NONCOMPLIANT PLUMBING FIXTURES SHALL BE REPLACED WITH WATER-CONSERVING PLUMBING FIXTURE PRIOR TO FINAL INSPECTION. 10. DUE TO THE POSSIBLE PRESENCE OF LEAD-BASED PAINT, LEAD SAFE WORK PRACTICES ARE REQUIRED FOR ALL REPAIRS THAT DISTURB PAINT IN PRE-1979 BUILDINGS. FAILURE TO DO SO COULD CREATE LEAD HAZARDS THAT VIOLATE CALIFORNIA HEALTH & SAFETY CODE, SECTIONS 17920.10 AND 105256 WITH POTENTIAL FINES FOR VIOLATIONS UP TO $5,000 (SECTION (D) AMENDED) OR IMPRISONMENT FOR NOT MORE THAN 6 MONTHS IN THE COUNTY JAIL OR BOTH. NOTES (STATE REQUIREMENTS): DWG -DRAWING EIFS -EXT. INSULATION & FINISH SYSTEM EL -ELEVATION (SEA LEVEL) ELEC.-ELECTRICAL ELEV.-ELEVATION EXP -EXPANSION E.J.-EXPANSION JOINT EXT -EXTERIOR F.D.-FLOOR DRAIN F.E.-FIRE EXTINGUISHER FIN -FINISH FLR -FLOOR FDN -FOUNDATION FOM -FACE OF MASONRY FPHB -FROST PROOF HOSE BIBB F.S.-FULL SIZE OR FLOOR SINK FTG -FOOTING FURR -FURRING FAC -FIRE VALVE CABINET GA.-GAUGE GALV.-GALVANIZED GEN -GENERAL GRFC -GLASS FIBER REINFORCED CONCRETE GRFG -GLASS FIBER REINFORCED GYPSUM GL -GLASS/GLAZING G.S.-GRAVEL STOP GYP.BD.-GYPSUM BOARD HDWE -HARDWARE HB -HOSE BIBB H.M.-HOLLOW METAL HYD -HYDRANT I.D.-INSIDE DIAMETER INSUL -INSULATION JT -JOINT GARAGE CONVERT TO DETACHED ADU 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 (APN: 403-144-09) OWNER: DRAFTER: JULIA LIN YWR ARCHITECT 229 S MISSION DR. SAN GABRIEL CA 91776 TEL:626-678-3333 E-MAIL: JULIA@YWRISING.COM V-BCONSTRUCTION TYPE : ZONING CODE :R-1 NOFIRE SPRINKLERS : R-3/ UOCCUPANCY GROUP: PROPERTY BUILDING DESCRIPTION: N-TRACT: 638 BLOCK: H LOT: 9 TOTAL LOT AREA :6720 SQ.FT. Sam Wang TEL: 253-459-9288 EMAIL: wangssam@gmail.com (E) MAIN HOUSE #2235:1046 SQ.FT. (E) GARAGE:360 SQ.FT. 273 SQ.FT.(E)REMAIN GARAGE CONVERT TO DETACHED ADU: 512 SQ.FT.(E) FRONT YARD LANDSCAPE : 1. PROPOSED DETACHED ADU #2237 S MAPLE ST: EXISTING GARAGE CONVERT TO DETACHED ADU: 273 SQ.FT. NEW STRUCTURAL: 526 SQ.FT. TOTAL DETACHED ADU : 273+526=799 SQ.FT. 2. DEMOLISHED MAIN HOUSE FRONT PORCH :185 SQ.FT; DEMOLISHED A PARTIAL DEMO OF THE EXISTING GARAGE : 87 SQ.FT. DEMOLISHED UNPERMIT STRUCTURAL: 398 SQ.FT. 3. PROPOSED A NEW FRONT PORCH WITH 100 SQ.FT. FOR MAIN HOUSE TO COMPLIANCE TO CURRENT CODE 4. LEGALIZE UNPERMIT PATIO ON THE REAR YARD : 346 SQ.FT. 5. IRON FENCE REDUCE 30", THE HEIGHT FROM 5'-6" TO 3'-0". 6. FRONT YARD LANDSCAPE NEED TO MAINTAIN. 7. EXISTING WASHER & DRYER WILL BE REMOVED. (N) ADU SF / SFD SF = 799 SF/ 1046 SF = 76.39%273+526 = 799 SQ.FT. 398 SQ.FT.(D) DEMO UNPERMIT STRUCTURAL : 346 SQ.FT.(E) UNPERMIT PATIO 346 SQ.FT.(N) UNPERMIT PATIO TO BE LEGALIZE: (1046+799+346+100) /6720=34.09%(N) LOT COVERAGE: 526 SQ.FT.(N) FOOTAGE ADDITION: (N) TOTAL DETACHED ADU #2237 : 185 SQ.FT.(E) FRONT PORCH NOTE: *INDICATING THE UTILITIES WILL BE UNDERGROUND PER SAMC SECTION 41-626. . *INDICATING THERE ARE NO EXISTING EASEMENTS ONSITE . *ALL CONCEALED WORK INSTALLED WIITHOUT PERMITS MUST BE EXPOSED FOR INSPECTION TO THE SATIFACTION OF THE BUILDING INSPECTOR. THIS INCLUDES METHODS OF ATTACHMENT AND ALL FOOTINGS, STRUCTURAL MEMBERS, MECHANICAL, ELECTRICAL, PLUMBING AND INSULATION. *MECHANICAL, ELECTRICAL AND PLUMBING ARE NOT PART OF THIS PLAN REVIEW AND APPROVAL. MEP ARE SUBJECT TO BUILDING FIELD INSPECTION. ADU PROXIMITY MAP SHOWING THE DISTANCE TO THE NEAREST TRANSIT STOP 100 SQ.FT.(N) FRONT PORCH: 185 SQ.FT.(D) FRONT PORCH TO BE DEMOLISHED: 1046 X 50% = 523 SQ.FT. 346+100 = 446 < 523 PROPOSED 1-STORY DETACHED ADU (N) ACCESSORY STRUCTURES : A-1 TITLE SHEET & PROJECT DATA A-2 EXISTING SITE PLAN & PROPOSED SITE PLAN A-3 PROPOSED FLOOR PLAN & ROOF PLAN A-4 PROPOSED ELEVATION & FRONT PORCH & FRONT YARD FENCE A-5 PROPOSED SWITCH PLAN A-6 ADU SECTION DETAIL A-7 FRONT PORCH & REAR PATIO SECTION DETAIL A-8 ROOF MATERIAL SPEC & ICC REPORT AD ARCHITECTURAL DETAIL CG1 CAL GREEN BUILDING STANDARDS CODE SHEET 1 CG1 CAL GREEN BUILDING STANDARDS CODE SHEET 2 STRUCTURAL ENGINEER: CIVIL ENGINEER: PHILLIP TRUNG TRI PHAN WPH ENGINEERING LLC. 333 N.SANTA ANITA AVE. STE.3 ARCADIA, CA 91006 EMAIL:WPH@WPHENGINEERING.COM TEL: (626)-658-7974 TITLE-24 ENGINEER: JOSEPH ZHANG JS ENGINEERING, INC. 401 S. SAN GABRIEL BLVD, #8 SAN GABRIEL, CA 91778 EMAIL: JOEZHANG@SBCGLOBAL.NET TEL: 626-497-0558 S0.1 GENERAL NOTES S1.0 ROOF FRAMING & FOUNDATION PLAN S1.1 PATIO & PORCH ROOF FRAMING & FOUNDATION PLAN SD1 STRUCTURAL DETAIL SD2 STRUCTURAL DETAIL SD3 STRUCTURAL DETAIL T-24-1 TITLE 24 T-24-2 TITLE 24 Note: The ADU sf/SFD sf ratio is for Park & Rec fee purposed only. The applicatn is responsible for the given " SFR sf" of the existing primary residence; Building Safety staff are not responsible for the accuracy of the given "SFR sf". 87 SQ.FT.(D) DEMO A PARTIAL OF EXISTING GARAGE : STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 02/25/2026 2 04/30/2026 3 A-1 TITLE SHEET & PROJECT DATA 3 #10 3: 1 2 LEGEND MAPLE ST. WM GA S E L （E)MAIN HOUSE # 2235 S MAPLE ST 1046 SQ.FT. WM GA S E L A C MAPLE ST. E LW H W H W H (E)6 IN. X 8 IN. X 16 IN. SUNGOLD CONCRETE BLOCK (N)18 FT. W X 3 FT. H WHITE STEEL SINGLE SLIDE DRIVEWAY WITH GATE OPENER FENCE GATE (N)NATURAL REFLECTIONS STANDARD-DUTY 3 FT. H X 6 FT. W WHITE ALUMINUM PRE-ASSEMBLED FENCE PANEL (N)NATURAL REFLECTIONS STANDARD-DUTY 3 FT. H X 3 FT. W WHITE ALUMINUM PRE-ASSEMBLED GATE PROPOSED FRONT YARD FENCE ELEVATION 3:12 3: 1 2 3:12 3:12 3:12 3: 1 2 3:12 3:12 3: 1 2 3: 1 2 3:12 (N)DETACHED ADU # 2237 S MAPLE ST 799 SQ.FT. （E)MAIN HOUSE # 2235 S MAPLE ST 1046 SQ.FT. DRIVEWAY PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PLPLPLPLPL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PLPLPLPLPL PL PL PL PL PL PL PL PL PL PL PL PL PL PL 2% 2% 2% 2% 2% 2% 5% 5%5% 5%5% 5% 5% 5% 5% 5% 2%2% 2%2% 2% 2% 2% 2% 2% 5% 5%5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 2% 2% 2% 2% 5% 5%5% STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 02/25/2026 2 A-2 EXISTING SITE PLAN & PROPOSED SITE PLAN 2 #83 A C E L W H FA U REG. FAU LEGEND 24" X 12" HALF-ROUND DORMER VENT ATTIC VENT CALCULATION: * REQUIRED ROOF VENT AREA: 799 S.F./150 = 5.33 S.F. * VENT AREA PROVIDED IS 6 S.F.> 5.33 S.F. * VENT TYPE: 24" X 12'' DORMER: 5 X 1.2 S.F.= 6 S.F. GREATER THAN REQUIRED: NOTE: 1. SAFETY GLAZING HAS BEEN PROVIDED AT HAZARDOUS LOCATIONS IN ACCORDANCE WITH CRC R308, INCLUDING GLAZING WITHIN 24 INCHES OF DOORS AND WHERE THE BOTTOM EDGE OF GLAZING IS LESS THAN 60 INCHES ABOVE THE FLOOR, AS NOTED ON THE PLANS. 2. ADU WINDOW AND DOOR SCHEDULE COMPATIBLE WITH PRIMARY SINGLE-FAMILY RESIDENCE. CLASS A ROOF SHINGLE, MANUFACTURED BY GAF. MODEL: TIMBERLINE® HDZ™ RS, COLOR: GRAY 1.4 POUNDS PER ROOFING SQUARE FOR INSTALLATION WEIGHT. ESR-1475. CRRC-RATED, TO MATCH THE PRIMARY UNIT. 2 1 2 1 3:12 3: 1 2 3:12 3:12 3:12 3: 1 2 3: 1 2 FAU A C GRAB BARS: INSTALLED ON ONE SIDE AND THE BACK WALL WITH REINFORCEMENT AS REQUIRED ACCORDING TO R327.1.1 REINFORCEMENT SHALL BE LOCATED BETWEEN 32 IN. AND 39-1/4 IN. ABOVE THE FINISHED FLOOR FLUSH WITH THE WALLS. A 6 1 A 6 2 (N)DETACHED ADU # 2237 S MAPLE ST 799 SQ.FT. PLUMBING FIXTURES AND FIXTURE SETTING (CPC 402.5): SHOW FOLLOWING DIMENSIONS AND INFORMATION ON PLAN: a. WATER CLOSET OR BIDET SHALL BE SET AT MINIMUM 15 INCHES FROM ITS CENTER TO A SIDE WALL OR OBSTRUCTION OR AT MINIMUM 30 INCHES CENTER TO CENTER TO A SIMILAR FIXTURE. b. THE CLEAR SPACE IN FRONT OF A WATER CLOSET, LAVATORY, OR BIDET SHALL BE AT LEAST 24 INCHES. c. SHOWER COMPARTMENTS, REGARDLESS OF SHAPE, SHALL HAVE A MINIMUM FINISHED INTERIOR OF 1024 SQUARE INCHES AND SHALL ALSO BE CAPABLE OF ENCOMPASSING A 30 INCH CIRCLE. NOTE: TWO LAYERS OF ROOF UNDERLAYMENT HAVE BEEN ADDED FOR ROOF SLOPES LESS THAN 4:12 IN ACCORDANCE WITH CRC R905. STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 02/25/2026 2 A-3 PROPOSED ROOF PLAN & FLOOR PLAN 2 #84 2 #84 NATURAL GRADE FIRST CEILING LINE TOP RIDGE EXISTING PROPOSED PROPOSED PROPOSED PROPOSED FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR PROPOSED FRONT PORCH FOR MAIN HOUSE 7/8" STUCCO OVER (2) - ICC-ESR-1607 (2) IS # FELT PAPER, COLOR - BEHR, BUTTER CREME #BIC-28. TO MATCH THE PRIMARY UNIT. 3 4 OLD MILL BRICK 28 IN. X 10.5 IN. X 0.5 IN. BRICK WEBB BRIDGEWATER THIN BRICK SHEETS (BOX OF 5-SHEETS) TO MATCH THE PRIMARY UNIT. (E)6 IN. X 8 IN. X 16 IN. SUNGOLD CONCRETE BLOCK (N)18 FT. W X 3 FT. H WHITE STEEL SINGLE SLIDE DRIVEWAY WITH GATE OPENER FENCE GATE (N)NATURAL REFLECTIONS STANDARD-DUTY 3 FT. H X 6 FT. W WHITE ALUMINUM PRE-ASSEMBLED FENCE PANEL (N)NATURAL REFLECTIONS STANDARD-DUTY 3 FT. H X 3 FT. W WHITE ALUMINUM PRE-ASSEMBLED GATE PROPOSED FRONT YARD FENCE ELEVATION FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR EL NATURAL GRADE FIRST FINISH FLOOR FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR FIRST CEILING LINE TOP RIDGE 32 4 DOOR NET OPENING: 6'-8" THRESHOLD LEVEL MAX: 1 2" (N)LANDING:5'-0" X 3'-0" CLASS A ROOF SHINGLE, MANUFACTURED BY GAF. MODEL: TIMBERLINE® HDZ™ RS, COLOR: GRAY 1.4 POUNDS PER ROOFING SQUARE FOR INSTALLATION WEIGHT. ESR-1475. CRRC-RATED, TO MATCH THE PRIMARY UNIT. 2 STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 A-4 PROPOSED ELEVATIONS & FRONT PORCH FOR MAIN HOUSE 1 #5 1 #26 1 #28 1 #39 LEGEND SMOKE DETECTOR W/ BATTERYSD CMA CARBON MONOXIDE ALARM W/BATTERY DUPLEX RECEPTACLE @+18" LEGEND SINGLE SWITCH SWITCH LINE DUPLEX RECEPTACEL W / GFCI. @+42" OUTDOOR SCONCE S DOOR NUMBER SEE DETAIL WINDOW NUMBER SEE DETAIL DETAIL NUMBER DETAIL PAGE ATTIC ACCESS: 22"x30" MIN. W/ MIN. 30 SF HEADROOM CLEARANCE 28" W x 28" h x 80" D FURNACE RESTROOM EXHAUST FAN SHALL BE ENERGY STAR COMPLIANT Svs VACANCY SENSOR CONTROL SWITCH 3-WAY SWITCH RECESSED LIGHTING (HIGH EFFICIENCY REQUIRED) S WALL SCONCE (HIGH EFFICIENCY REQUIRED) FORCE AIR UNIT / DUCTLESS A/CF.A.U. OUTDOOR SENSOR LIGHTING (HIGH EFFICIENCY REQUIRED) ADD NOTES ON PLAN TO INDICATE IF THE COOKING RANGE AND CLOTHES DRYER WILL BE ELECTRIC. THIS IS A REQUIREMENT BASED ON THE BELOW ENERGY CODE PROVISIONS: a.LABEL SYSTEMS USING GAS OR PROPANE COOKTOP ON PLAN WITH A 50-AMP DEDICATED RECEPTACLE OUTLET ACCESSIBLE TO THE COOKTOP. [CENC SECTION 150.0(U)] b. LABEL SYSTEMS USING GAS OR PROPANE CLOTHES DRYER ON PLAN WITH A 30-AMP DEDICATED RECEPTACLE OUTLET ACCESSIBLE TO THE CLOTHES DRYER. [CENC SECTION 150.0(V)] c. ADD A NOTE ON PLAN TO INDICATE THAT DEDICATED RECEPTACLE OUTLET SHALL BE INSTALLED WITHIN 3-FEET OF THE APPLIANCE. THE IAQ FAN SHALL BE ON AT ALL TIMES WHEN THE BUILDING IS OCCUPIED. [CENC 150.0(O), ASHRAE 62.2] NOTE A C E L W H FA U REG. FAU FAU A C (N) EXHAUST HOOD: A MIN. OF 30" ABOVE THE COOKING SURFACES; RANGE AIRFLOW RATE PER TABLE 150.0-G S SS S S S S Svs SS Svs S SD S S S (N)DETACHED ADU # 2237 S MAPLE ST 799 SQ.FT. （E)MAIN HOUSE # 2235 S MAPLE ST 1046 SQ.FT. GA S E L W H Svs Svs CMA R315 R314 CMA R315 SD R314 SD R314 SD R314 SMOKE ALARMS SHALL BE INSTALLED PER CRC R314. CARBON MONOXIDE ALARMS SHALL BE INSTALLED PER CRC R315. ALL ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND INTERCONNECTED. – STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 A-5 PROPOSED SWITCHED PLAN 1 #29#30 1 #29#30 1 #29#30 1 #32 1 #33 1 #41 FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR 5%5% UNDIST. GROUND SLAB TO REST OVER TWO LAYERS OF 2" THICK COARSE SAND, ROCK OR GRAVEL, WITH 10 MIL. VAPOR BARRIER, IN BETWEEN THE LAYERS. APPLY LATICRETE HYDRO BAN ABOVE ICC ESR #2417 4" SLAB ON GRADE R-38 CEILING INSUL. PER T-24 R-21 INSULATION AT EXTERIOR WALL PER TITLE 24 R-21 INSULATION AT EXTERIOR WALL PER TITLE 24 30" MINIMUM CLEAR HEADROOM AT THE ATTIC per CRC R807.1. FIRST CEILING LINE TOP RIDGE NATURAL GRADE FIRST FINISH FLOOR 5%5% UNDIST. GROUND SLAB TO REST OVER TWO LAYERS OF 2" THICK COARSE SAND, ROCK OR GRAVEL, WITH 10 MIL. VAPOR BARRIER, IN BETWEEN THE LAYERS. APPLY LATICRETE HYDRO BAN ABOVE ICC ESR #2417 4" SLAB ON GRADE R-38 CEILING INSUL. PER T-24 R-21 INSULATION AT EXTERIOR WALL PER TITLE 24 R-21 INSULATION AT EXTERIOR WALL PER TITLE 24 STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 A-6 SECTION DETAIL 2 1 #31 (E) MAIN HOUSE DRIP FLASH/GRAVEL STOP 2PATIO SECTION DETAIL 1 SCALE: NTS 3PATIO SECTION DETAIL 2 SCALE: NTS （E)MAIN HOUSE # 2235 S MAPLE ST 1046 SQ.FT. GA S E L W H 1:12 ATTACHED TO PROPOSED FRONT PORCH 100 SQ.FT 3: 1 2 EXISTING MAIN HOUSE PROPOSED 346 SQ.FT PATIO ATTACHED TO EXISTING MAIN HOUSE CLASS A ROOF SHINGLE MANUFACTURER: GAF MODEL: TIMBERLINE HDZ RS ICC-ES REPORT: ESR-1475 COLOR: GRAY TO MATCH THE PRIMARY UNIT. 2 NOTE: TWO LAYERS OF ROOF UNDERLAYMENT HAVE BEEN ADDED FOR ROOF SLOPES LESS THAN 4:12 IN ACCORDANCE WITH CRC R905. 1: 1 2 SEE STRUCTURAL DETAIL PER S1.1 SEE STRUCTURAL DETAIL PER S1.1 SEE STRUCTURAL DETAIL PER S1.1 PROPOSED 346 SQ.FT. PATIO METAL ROOF MANUFACTURER: WESTERN STATES MODEL: 7/8" CORRUGATED ICC-ES REPORT: ESR-4730 COLOR: DOLPHIN GRAY 3 NOTE: TWO LAYERS OF ROOF UNDERLAYMENT HAVE BEEN ADDED FOR ROOF SLOPES LESS THAN 4:12 IN ACCORDANCE WITH CRC R905. STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 02/25/2026 2 A-7 FRONT PORCH & REAR PATIO DETAIL 2 #89 2 #89 STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 02/25/2026 2 A-8 ROOF MATERIAL SPEC & ICC REPORT 2 #89 ROOF RAFTER AT EAVE SCALE: NTS 3RIDGE CONNECTION DETAIL SCALE: NTS 11-HR FIRE RATED EAVE SCALE: NTS 5EXTERIOR FOOTING DETAIL SCALE: NTS NON-BEARING/NON-SHEAR WALL FT'G SCALE: NTS 4TYP. ROOF RAFTERS AT NON-BEARING WALL SCALE: NTS 2 913 715 812 61410 11 DOOR FRAMING DETAIL SCALE: NTS THRESHOLD/FLOOR LEVEL SCALE: NTS EXTERIOR DOOR HEADER DETAIL SCALE: NTS EXTERIOR DOOR SILL DETAIL SCALE: NTS WINDOW DETAIL SCALE: NTS (N) GARAGE/ ADU (N) SFR 1-HR FIRE RATING SEPARATION SCALE: NTS ≥ Refer to structural drawings for footing details. SCALE:A SECTION 1-1/2" = 1'-0" SCALE:B ENLARGED SECTION N.T.S. PLUMBING WALL DETAIL SCALE: NTS 1-HR FIRE RATED FLOOR/CEILING DETAIL SCALE: NTS ≥ NOTE: PER STRUCTURAL. BATT INSULATION PER ENERGY CALCULATIONS. PER PLAN EAVE OVERHANG BACKER ROD AND SEALANT EXT. PLASTER O/ W.P. PAPER O/ PLYWD. SHEATHING O/ 2X FRAMING PER STRUCT. ASPHALT SHINGLE TILE ROOFING MATERIAL O/ W.P. PAPER O/ PLYWD. SHEATHING O/ 2X ROOF FRAMING PER STRUCT. INSULATION BAFFLE WHEN REQUIRED BY T24 2X BLOCKING PER STRUCT. METAL DRIP FLASHING, FACTORY FINISHED. 2X FASCIA, PAINTED J-MOLD CASING BEAD 1" MIN 4" BOX STYLE RAIN GUTTER & 3" DOWNSPOUT (OPTIONAL) 5/8" TYPE "X" GYP.BOARD 2x10 MIN. WOOD JOIST 16 O.C. 1" NOMINAL WOOD SUB & FINISHED FLOOR UL DES L501 STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 02/05/2026 1 AD ARCHITECTURAL DETAILS 2 1 #31 1 #35 1 #44 2022 CBC TABLE 2304.10.2 FASTENING TABLE ROOF NUMBER AND ITEM DESCRIPTION OF BUILDING ELEMENTS TYPE OF SPACING AND LOCATION FASTENERS 1 BLOCKING BETWEEN CEILING JOISTS OR RAFTERS 3-10D TOE NAIL TO TOP PLATE BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT 2-10D TOE NAIL EACH END THE WALL TOP PLATE, TO RAFTER OR TRUSS 2-16D END NAIL FLAT BLOCKING TO TRUSS AND WEB FILLER 116D 08"O.C. FACE NAIL GIST, TOE LAP OVER PARTITIONS 4 CEILING JOIST ATTACHED TO PARALLEL RAFTER SEE TABLE FACE NAIL (HEEL JOINT) BELOW 5 COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4" x 3-10D FACE NAIL EACH RAFTER 20 GA. RIDGE STRAP TO RAFTER TOE NAIL ON OPPOSITE SIDE OF OR ROOF RAFTERS TO MINIMUM 2" RIDGE BEAM I 3-16D WALL 8 STUD TO STUD (NOT BRACED WALL PANELS) 16D 24" O.C. FACE NAIL 9 STUD TO STUD NOT ABUTTING STUDS AT 16D 12" O.C. FACE NAIL INTERSECTING WALL CORNERS (AT BRACED WALL PANELS) 10 BUILT-UP HEADER (2" TO 2" HEADER WITH 1/2" 16D 12" SPACER I I uu1V 1 IIVUUUJ PILAUCR I U J I UU 9+- I VU - 12 TOP PLATE TO TOP PLATE 16D 16" O.C. FACE NAIL 13 1 TOP PLATE TO TOP PLATE AT END JOISTS 8-16D I FACE NAIL ON EACH SIDE OF END 14 BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST, OR BLOCKING (NOT AT BRACED WALL PANEL) 16D 15 BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST, OR BLOCKING (AT BRACED WALL PANEL) 3-16D 16 STUD TO TOP OR BOTTOM PLATE 4-10D 2-16D 17 TOP OR BOTTOM PLATE TO STUD 2-16D 18 TOP PLATES, LAPS AT CORNER AND INTERSECTIONS 2-16D 19 1" BRACE TO EACH STUD AND PLATE 2-1 OD 20 1" x 6" SHEATHING TO EACH BEARING 2-1 OD 21 1" x 8" AND WIDER SHEATHING TO EACH BEARING 3-1 DID FLOOR 22 JOIST TO SILL, TOP PLATE TO GIRDER 1 3-1 DID vTOP PLATE (ROOF APPLICATIONS ALSO) v vV 24 1" x 6" SUBFLOOR OR LESS TO EACH JOIST 2-10 25 2" SUBFLOOR TO JOIST OF GIRDER 2-16 26 2" PLANKS (PLANK AND BEAM - FLOOR AND 2-16 ROOF) 27 BUILT-UP GIRDERS AND BEAMS, 2" LUMBER 20D LAYERS 2-20D JOINT (MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT) 12" O.C. FACE NAIL 3 EACH 16" O.C. FACE NAIL TOE NAIL END NAIL END NAIL FACE NAIL STATEMENT OF SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY AN INDEPENDENT AGENCY EMPLOYED BY THE OWNER FOR THE ITEMS IDENTIFIED IN THIS SECTION AND IN OTHER AREAS OF THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS, UNLESS WAIVED BY THE BUILDING OFFICIAL (SEE CBC CHAPTER 17). 2. DUTIES OF THE SPECIAL INSPECTOR: a. THE SPECIAL INSPECTOR SHALL REVIEW ALL WORK LISTED BELOW FOR CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AND THE BUILDING CODE. b. THE SPECIAL INSPECTOR SHALL FURNISH SPECIAL INSPECTION REPORTS TO THE EOR, CONTRACTOR, OWNER AND BUILDING OFFICIAL AS REQUIRED IN THIS SECTION. ALL ITEMS NOT IN COMPLIANCE SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF UNCORRECTED, TO THE FOR AND THE BUILDING OFFICIAL. c. ONCE CORRECTIONS HAVE BEEN MADE BY THE CONTRACTOR, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AS WELL AS THE APPLICABLE WORKMANSHIP PROVISIONS OF THE BUILDING CODE. 3. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR: a. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SPECIAL INSPECTION REQUIREMENTS CONTAINED WITHIN THIS "STATEMENT OF SPECIAL INSPECTIONS" AND SPECIAL INSPECTION SCHEDULE. b. THE CONTRACTOR SHALL NOTIFY THE RESPONSIBLE SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST ONE WORKING DAY (24 HOURS MINIMUM) BEFORE SUCH INSPECTION IS REQUIRED. c. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED BY THE SPECIAL INSPECTOR. 5. PLEASE SEE THE "SPECIAL INSPECTION SCHEDULE" FOR THE TYPES, EXTENTS AND FREQUENCY OF SPECIFIC ITEMS REQUIRING SPECIAL INSPECTIONS AND STRUCTURAL TESTS AS PART OF THIS PROJECT. SPECIAL INSPECTION SCHEDULE ITEM SPECIAL CONTINUOUS INSPECTION REQUIRED WHEN THE FOLLOWING CONDITION OCCURS CONCRETE FOOTING/SLAB GREATER THAN 2500 PSI. PLYWOOD SHEARWALL SHEAR WALL NAILING LESS THAN 6"O.C. PLYWOOD DIAPHRAGM NAILING DIAPHRAGM NAILING LESS THAN 6"O.C. EPDXY ANCHOR BOLTS DURING INSTALLATION TOE NAIL 4. STRUCTURAL OBSERVATION BY ENGINEER OF RECORD: 6" O.C. TOE NAIL SECTION 1709, 2022 C.B.C. STRUCTURAL OBSERVATION SHALL BE PERFORMED FACE NAIL FOR THE ITEMS OF WORK DURING THEIR CONTRUCTION PHASE. 32"O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES ENDS AND AT EACH SPLICE, FACE NAIL NAIL JV DMIUk�INU UM n I WOOD STRUCTURAL PANS, SUB FLOOR, ROOF AND INTERIORWALL TO FRAMING AND PARTICLEBOARD WALL SHEATHING TO FRAMING(a) 31 3/8" - 1/2" 6D COMMON 6 EDGE 12" INTERMEDIATE SUPPORTS 32 19/32" - 3/4" 8D COMMON 6 EDGE 12" INTERMEDIATE SUPPORTS 33 7/8" - 1/4" 10D COMMON 6 EDGE 12" INTERMEDIATE SUPPORTS OTHER EXTERIOR WALL SHEATHING 34 1/2" FIBERBOARD SHEATHING 1 1/2" 3 EDGE GALVANIZED 6" INTERMEDIATE SUPPORTS ROOF NAIL 35 25/32" FIBERBOARD SHEATHING 1 3/4" 3 EDGE GALVANIZED 6" INTERMEDIATE SUPPORTS ROOF NAIL WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING 36 3/4" AND LESS 8D COMMON 6" EDGE 12" INTERMEDIATE SUPPORTS 37 7/8" - 1" 8D COMMON 6" EDGE 12" INTERMEDIATE SUPPORTS 38 1 1/8" - 1 1/4" 10D COMMON 6" EDGE 12" INTERMEDIATE SUPPORTS PANEL SIDING TO FRAMING 39 1/2" OR LESS 6D 6" EDGE CORROSION -RESISTANT 12" INTERMEDIATE SUPPORTS SIDING 40 5/8" 8D 6" EDGE CORROSION -RESISTANT 12" INTERMEDIATE SUPPORTS SIDING INTERIOR PANELING 41 1/4" 4D CASING 6" EDGE 4D FINISH 12" INTERMEDIATE SUPPORTS 42 3/8" 6D CASING 6" EDGE 6D FINISH 12" INTERMEDIATE SUPPORTS a. NAIL SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48" OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX, OR CASING. b. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS, PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). c. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTERS SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL. 14APnWAR1= r.nnP RFFFRFAI[:FC. LARR# DECCRIPTION ICC# 25236 SIMPSON ATS, TDS, TUD - 25279 SIMPSON SET EPDXY ESR-1772 25293 SIMPSON FAP, HTT22, CMST12, CMST14, BP, LTP4 - 25427 SIMPSON STRONG WALL ESR-1267 25538 TRUS JOIST MACMILLAN TJI, LVL, PSL ESR-1153 25643 SIMPSON CTUD, TUD - 25675 HILTI LOW -VELOCITY XU, XU 15 UNIVERSAL POWER DRIVEN FASTERNERS ESR-2269 25700 HILTI HTT-RE 500-SD ESR-2322 25701 HILTI KWIK TZ ANCHOR BOLT IN CONCRETE ESR-1917 25707 SIMPSON ITS, ITT, MIT, HIT, HFN ESR-2329 25711 SIMPSON SDS ESR-2236 25712 SIMPSON AB, ABE, ABU ESR-1622 25713 SIMPSON HST, LSTI, MST, MSTA, MSTC, MSTI, ST, CS, CMSTCI6 ESR-2105 25714 SIMPSON CC, ECC, CCQ, ECCQ, AC, EAC, PC, EPC, BC, BCS ESR-2604 25716 SIMPSON A, A35, LTP4,FC, HH, GA, L, LS, Z ESR-2606 25718 SIMPSON H2, H2.5, H3, H5, LTS, MTS, LFTA, FTA, RSP4 ESR-2613 25719 SIMPSON HCA, HCCTA, F, PCT ESR-2607 25720 SIMPSON HDU, HDQ8, HHDQ, PHD ESR-2330 25726 SIMPSON UFP10, FJA, FSA, GH, GLB, HGLB ESR-2616 25730 iLEVEL SHEAR BRACE FOR LATERAL FORCE RESISTING SYSTEMS ESR-2652 25739 RAMSET T3 POWER DRIVEN FASTENERS ESR-1955 25741 SIMPSON TITEN HD MASONRY SCREW ANCHORS ESR-2713 25744 SIMPSON SET XP ADHESIVE ANCHOR FOR CRACKED & UNCRACKED CONCRETE ESR-2508 25745 USP A3, AC, HTW/LTW/MTW, JH, LFTA, PHXU, SNP, SW/SWH/KWH ESR-2104 25749 USP STRUCTURAL CONNECTORS ESR-1280 25756 SIMPSON LTS, LTTI, MTS, PHD, UPHD, TDX, TD ESR-1575 25759 HARDY FRAME HFX, HFP ESR-2089 STRUCTURAL OBSERVATION (BY E.O.R.) STAGE OBSERVED ITEMS REMARK FOUNDATION AND EXCAVATION ° BOTTOM OF TRENCH ° REBAR LAYOUT ° ANCHOR BOLTS SHEAR WALL FRAMING ° SPLICE, DRAG MEMBER ° HOLDOWN/NAILING ° HARDWARE ROOF DIAPHRAGM NAILING PLYWOOD LAYOUT ROOF FRAMING SCHEDULE TABLE 2308.7.3.1 RAFTER/CEILING JOIST HEEL CONNECTIONS RAFTER SPACING ROOF SPAN (FEET) RAFTER SLOPE (INCHES) 12 20 28 36 12 4 6 8 10 3:12 16 5 8 10 13 24 7 11 15 19 12 3 5 6 8 4:12 16 4 6 8 10 24 5 8 12 15 12 3 4 5 6 5:12 16 3 5 6 8 24 4 7 9 12 12 3 4 4 5 7:12 16 3 4 5 6 24 3 5 7 9 12 3 3 4 4 9:12 16 3 4 4 5 24 3 4 6 7 12 3 3 3 3 12:12 16 3 3 4 4 24 3 4 4 5 G E N E R A L N O T E S SPECIAL INSPECTION AND QUALITY ASSURANCE 1. SPECIAL INSPECTION PER 2022 C.B.C. CHAPTER 17 SECTION 1704= SPECIAL INSPECTION. SECTION 1707= SPECIAL INSPECTION FOR SEISMIC RESISTANCE. SECTION 1708=STRUCTURAL TESTING FOR SEISMIC RESISTANCE. SECTION 1705= STATEMENT OF SPECIAL INSPECTION. A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OR ARCHITECT OF RECORD, & OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL. C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CURRENT BUILDING CODE. 2. SPECIAL INSPECTION SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK:(AS MARKED) 2.1 STEEL CONSTRUCTION (TABLE 1704.3 AND SECTION 1704.3) MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, STRUCTURAL STEEL, WELD FILLER WELDING (SECTION 1704.3.1 AND TABLE 1704.3) STRUCTURAL STEEL REINFORCING STEEL DETAILS OF STEEL FRAMES (TABLE 1704.3) HIGH STRENGTH BOLTING (SECTION 1704.3.3) MANUFACTURER'S CERTIFICATE OF COMPLIANCE VERIFICATION OF APPROVED FABRICATOR BEARING AND BASE PLATE GROUTING NON-DESTRUCTIVE TESTING. 2.2 CONCRETE CONSTRUCTION (TABLE 1704.4 AND SECTION 1704.4) MATERIALS REINFORCING STEEL PRESTRESSING STEEL WELDING REINFORCING STEEL BOLTS IN CONCRETE SHOTCRETE AND PLACEMENT PRESTRESSED CONCRETE ERECTION OF PRECAST CONCRETE MEMBERS SLAB ON GRADE, EXCEPT NON-STRUCTURAL CONCRETE SLAB DESIGN MIX CONCRETE CYLINDERS, SLUMP, AIR, TEMPERATURE CURING IN -SITU CONCRETE STRENGTH 2.3 MASONRY CONSTRUCTION (SECTION 1704.5) LEVEL 1 SPECIAL INSPECTIONS (TABLE 1704.5.1) LEVEL 2 SPECIAL INSPECTIONS (TABLE 1704.5.3) 2.4 WOOD CONSTRUCTION (SECTION 1704.6) VERIFICATION OF APPROVED FABRICATOR OR PREFABRICATED WOOD STRUCTURAL ELEMENTS FABRICATION OF HIGH LOAD DIAPHRAGMS (SHEATHING, NAILING, FASTENING, FRAMING) 2.5 SOILS (SECTION 1704.7) SITE PREPARATION FILL PLACEMENT IN -PLACE DENSITY 2.6 SPECIAL EXCAVATION, GRADING AND FILLING 2.7 PILE FOUNDATIONS (SECTION 1704.8) 2.8 PIER FOUNDATIONS (SECTION 1704.9) 2.9.1 SPRAYED FIRE RESISTANT MATERIALS (SECTION 1704.10) 2.9.2 MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (SECTION 1704.11) 2.10 EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (SECTION 1704.12) 2.11 SPECIAL CASES (SECTION 1704.13) REBAR OR BOLT IN EPDXY GROUT HOLD-DOWN SUBSTITUTION IN TENSION ROCK RETAINING WALLS (ROCK PLACEMENT, ROCK SIZE, FOOTING, EMBEDMENT, DRAINAGE, BACKFILL, COMPACTION, FILTER FABRIC, BATTER, SLOPE AND OTHER ITEMS SPECIFIED BY ENGINEER RECORD). EXPANSION ANCHORS, EMBEDDED PLATES MECHANICAL SPLICES 2.12 SMOKE CONTROL SHALL BE APPROVED BY LOCAL FIRE DEPARMENT. (SECTION 1704.14) 2.13 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE (SECTION 1707) STRUCTURAL STEEL (SECTION 1707.2) STRUCTURAL WELDING (SECTION 1707.2) STRUCTURAL WOOD (SECTION 1707.3) FIELD GLUING NAILING, BOLTING, ANCHORING AND FASTENING DRAG STRUTS BRACES HOLD-DOWNS SHEAR WALLS AND DIAPHRAGM NAILING, ANCHORING, BOLTING, ANCHORING AND FASTENING COLD FORMED STEEL FRAMING (SECTION 1707.4) STRUCTURAL RACKS OVER 8 FEET ACCESS FLOORS (SECTION 1707.5) ARCHITECTURAL COMPONENTS (SECTION 1707.6) EXTERIOR CLADDING INTERIOR AND EXTERIOR NON -BEARING WALLS INTERIOR AND EXTERIOR VENEER MECHANICAL AND ELECTRICAL COMPONENTS (SECTION 1707.7) COMPONENT INSPECTION (SECTION 1707.7.1) COMPONENT ATTACHMENT AND TESTING (SECTION 1707.7.2) COMPONENT MANUFACTURER CERTIFICATION (SECTION 1707.7.3) 2.14 STRUCTURAL TESTING FOR SEISMIC RESISTANCE (SECTION 1708) MASONRY MASONRY LEVEL 1 (SECTION 1708.1 AND TABLE 1708.1.2) MASONRY LEVEL 2 (SECTION 1708.1 AND TABLE 1708.1.4) REINFORCING AND PRESTRESSING STEEL STRUCTURAL STEEL MECHANICAL AND ELECTRICAL EQUIPMENT SEISMIC RESISTANCE TESTING ( SECTION 1708.5) MANUFACTURER'S CERTIFICATE OF COMPLIANCE ON ANCHORAGE INSPECTION OF ANCHORAGES AND LABELS WOOD FRAMING 1. ALL WOOD SHALL CONFORM TO THE CHAPTER 23 OF 2022 CBC ALL STRUCTURAL FRAMING MEMBERS SHALL BE GRADE MARKED DOUGLAS FIR AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS (MOISTURE 19% MAXIMUM): A. ALL HORIZONTAL FRAMING MEMBERS AND POSTS SHALL BE D.F. NO. 1. B. ALL STUDS AND BRACES SHALL BE D.F. NO. 2 OR BETTER U.N.O. 2. ALL BOLTS SHALL BE STANDARD MACHINE BOLTS WITH M.I. OR STEEL PL WASHERS WHEN HEAD OR NUT BEARS ON WOOD. HOLES FOR BOLTS SHALL BE DRILLED WITH A BIT 1/32" LARGER THAN THE NOMINAL BOLT DIAMETER. TIGHTEN ALL BOLTS BEFORE PLASTERING. 3. NO STRUCTURAL MEMBER SHALL BE CUT WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. ANY CUTTING, NOTCHING BORING OF WOOD SHALL CONFORM TO THE LOCAL BUILDING CODE. 4. TYPICAL SILL BOLTING SHALL BE 5/8" DIA. X 10" ANCHOR BOLTS AT 4'-0" O.C. PROVIDE ONE BOLTS WITHIN NINE INCHES OF EACH END OF EACH SILL PIECE AND AT CORNERS. 5. UNLESS OTHERWISE NOTED ON PLANS, ALL STRUCTURE PLY- WOOD SHALL BE INTERIOR GRADE PLYWOOD WITH EXTERIOR GLUE. STRUCTURAL I CONFORMING TO PS 1, LATEST EDITION. 6. FOR NAILING (ALL NAILS SHALL BE COMMON U.N.O.) OF LUMBER SEE TABLE 2304.10.2 NAILING SCHEDULE OF 2022 CBC. SIZE OF NAILS DIAMETER STANDARD LENGTH 8d 0.131" 2 1/2" 1Od 0.148" 3" 16d 0.162" 3 1 /2" 7a. ALL SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR UTILITY GRADE OR FOUNDATION GRADE REDWOOD. 7b. ALL FASTENERS FOR PRESSURE PRESERVATIVE TREATED WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED, STAINLESS STEEL, SILICON BRONZE OR COPPER. 8. ALL LEDGER BOLTS SHALL BE SET IN WALLS TO INSURE PROPER ROOF SLOPE PER DRAINAGE PLAN. VERIFY ALL CONDITIONS PRIOR TO SETTING BOLTS. 9. LAG BOLTS AND SCREWS SHALL BE PREDRILLED. THE DIA. OF PREDRILLED HOLES SHALL BE 60% OF SHANK DIAMETER. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. PENETRATION OF THREADED PORTION SHALL BE 7 DIAMETER MINIMUM. 10. WHEN LAMINATING VERTICALLY 2-2" X MEMBERS TOGETHER, USE 16d NAILS AT 9 O.C. STAGGERED. 11. ENDS OF WOOD MEMBERS ENTERING MASONRY WALLS SHALL HAVE A 1/2" AIR SPACE AROUND TOP. END AND SIDES UNLESS WOOD IS TREATED WITH APPROVED PRESERVATIVES. 12. ALL HARDWARE CONNECTING WOOD MEMBERS SHALL BE RECESSED WHEN REQUIRED BY ARCHITECTURAL FINISH. VERIFY WITH ARCHITECTURAL PLANS, TYPICAL. 13. FRAMING ANCHORS, JOIST HANGERS, POST CAPS, POST BASES, TIE DOWNS, ETC, SHALL BE AS MANUFACTURED BY "SIMPSON" OR AN APPROVED EQUAL. 14. NOTCHING OF EXTERIOR AND BEARING/NON-BEARING WALLS STUDS SHALL NOT EXCEED 25%/40% RESPECTIVELY. BORED HOLES IN BEARING/NON-BEARING WALLS STUDS SHALL NOT EXCEED 40%/60% RESPECTIVELY. 15. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 16. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION. 17. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS. GENERAL FOUNDATION NOTES 1. SOIL REPORT BY: N/A 2. TYPE OF FOOTING --- SHALLOW, SPREAD FOOTING SYSTEM. MINIMUM EMBEDMENT 24" BELOW LOWEST ADJACENT NATURAL GROUND OR COM- PACTED FILL. DESIGN SOIL PRESSURE: CONTINUOUS FTG. : 1500 PSF ISOLATED FTG. 1500 PSF 3. FOR ALL DIMENSIONS, CURBS, SLAB DEPRESSIONS, STOP, FLOOR DRAINS, SINKS, TRENCHES, UNDERFLOOR DUCTS AND CONDUITS. SEE ARCHITECTURAL, MECHANICAL, REFRIGERA- TION, AIR CONDITIONING, PLUMBING & ELECTRICAL DRAW- INGS, TRENCH BACKFILL AS PER SOIL REPORT REQUIRE- MENTS. 4. BOTTOM OF A COLUMN FOOTING WITHIN A DISTANCE EQUAL TO TRENCH FROM THE TRENCH MUST BE AT THE SAME ELEVA- TION AS BOTTOM OF TRENCH. PROVIDE 16" X 16" CONCRETE PEDESTAL, POUR WITH FOOTING 4-#6 VERTICAL BARS WITH #3 TIES AT 12" O.C. 3 - #3 TIES AT 3" O.C. AT TOP. 5. BRIDGE CONTINUOUS FOOTING OVER TRENCH WITH 4 - #6 x 16'-0" LONG BARS AT BOTTOM. CENTER BARS ON TRENCH. VERIFY ALL CONDITIONS IN FIELD. 6. ALL PLANTERS IN CLOSE PROXIMITY TO THE STRUCTURE SHALL HAVE ADEQUATE DRAINAGE OF SURFACE WATER TO PREVENT SATURATION OF SOIL UNDER FOUNDATION. 7. USE STEPPED FOOTING DETAIL AS REQUIRED, SEE GRADING PLAN 8. FOR ALL NEW CONSTRUCTION (INCLUDING BUT NOT LIMITED TO NEW COMMERCIAL, NEW SINGLE-FAMILY DWELLING, NEW DETACHED ADU AND NEW DETACHED GARAGE) OR AS REQUIRED BY THE BUILDING INSPECTOR: PRIOR TO APPROVAL OF THE FOUNDATION INSPECTION, THE APPLICANT SHALL PROVIDE THE BUILDING INSPECTOR WITH A LOCATION/ SETBACK (FORMWORK) CERTIFICATION THAT GIVES DIMENSIONS FROM THE ACTUAL PROPERTY LINES TO THE ACTUAL LOCATION OF THE STRUCTURE FOUNDATION FORMWORK. THE CERTIFICATION SHALL BE PREPARED BY A CALIFORNIA LICENSED LAND SURVEYOR. REINFORCING STEEL 1. REINFORCING STEEL SHALL BE DEFORMED BARS OF INTER- MEDIATE GRADE CONFORMING TO A.S.T.M. SPECIFICATION A615 GRADE 40 FOR BARS #4 AND SMALLER: A615 GRADE 60 FOR BARS #5 AND LARGER. MESH REINFORCING SHALL BE 6X6 - W1.4 X W1.4 UNLESS SHOWN OTHERWISE, CONFORMING TO A.S.T.M. SPECIFICATION A 185. 2. REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED BY LAPPING 64 BAR DIAMETERS IN MASONRY WITH A 24 INCH MINIMUM LAP EACH CASE. 3. MIN LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH, WHICHEVER IS GREATER. 4. DOWELS FROM FOOTINGS SHALL BE OF THE SAME SIZE AND SPACING AS VERTICAL WALLS AND COLUMNS REINFORCEMENT, UNLESS NOTED OTHERWISE ON PLANS. 5. PROVIDE SPACER BARS, SPREADERS, CHAIRS, BLOCKS, ETC., AS REQUIRED TO SECURELY HOLD STEEL IN PLACE. 6. REINFORCING BARS CONFORMING TO ASTM A706 SHALL BE USED FOR RE -BARS REQUIRING WELDING AND ALL GRADE BEAM REINFORCING CONCRETE 1. PORTLAND CEMENT SHALL BE TYPE I OR II CONFORMING TO A.S.T.M. SPECIFICATION C 150. AGGREGATES SHALL BE NORMAL WEIGHT CONFORMING TO A.S.T.M. SPECIFICATION C 33, WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.04%. USE SPECIAL TYPE OF CEMENT WHERE REQUIRED BY SOIL CONDITIONS --- SEE SOIL REPORT. 2. ALL CONCRETE SHALL BE DESIGNED BY APPROVED LABORATORY, AND DESIGN MIX SHALL SUBMIT TO ARCHITECT/ENGINEER FOR REVIEW, AND OBTAIN APPROVAL PRIOR TO USE. MAXIMUM SLUMP SHALL BE 4" U.N.O. USE MINIMUM OF FIVE SACKS OF CEMENT PER CUBIC YARD. CONC. FOOTING WALL CONT. FTG.) : 2500 PSI 0 28 DAY CONIC. FOOTING COLUMN PAD)* : 2500 PSI 0 28 DAY GRADE BEAM 3000 PSI 0 28 DAY SLAB ON GRADE : 2500 PSI 0 28 DAY 3. CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT PER CUBIC YARD AS FOLLOWS U.N.O.: 3000 PSI - 470# 4000 PSI - 654## 5000 PSI - 611 4. ALL CONCRETE SHALL NOT EXCEED THE MAXIMUM WATER/CEMENT RATIO AS FOLLOWS: COMPRESSIVE NON AIR AIR STRENGTH ENTRAINED ENTRAINED 3000 PSI 0.55 0.50 4000 PSI 0.50 0.45 5000 PSI 0.45 0.40 5. PROVIDE 6" (f1%) AIR ENTRAINMENT IN ALL CONCRETE EXPOSED TO WEATHER. 6. FOR SLAB ON GRADE, THE MINIMUM CEMENT CONTENT SHALL BE BASED ON THE MAXIMUM SIZE OF AGGREGATE AS FOLLOWS: MAX. SIZE OF AGGREGATE IN INCHES CEMENT LB. PER CUBIC YARD 1 1/2 470 1 520 3/4 540 1/2 590# 7. NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE ARCHITEC- TURAL AND MECHANICAL DRAWINGS FOR LOCATION OF SLEEVES, MOULDS, FLOOR HINGES, ETC., TO BE CAST INTO THE CONCRETE. 8. VIBRATION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE PORTLAND CEMENT ASSOCIATION SPECIFICATION. 9. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF SEVEN DAYS AFTER ITS PLACEMENT: APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING. Planning an CODE 2022 CBC Ap GENERAL FOR PER 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES, 2. DO NOT SCALE THE DRAWINGS. 3. NOTES AND DETAILS ON THE DRAWINGS SHA L BE TAKE PRECEDENCE OVER THESE GENERAL NOTES AND TYPICAL ETAILS. 4. ALL WORK SHALL CONFORM TO THE MINIMUt STANDARDS OF THE FOLLOWING CODES: THE 2022 CALIFORNIA BUILDING CODE, AND T a 5 + le r ID: REGULATING AGENCIES WHICH HAVE AUTHORI OVER ANY PORTION OF THE WORK, AND THOSE CODES AND STA D IN THESE NOTES AND IN THE PROJECT SPECIFI A 5. SEE THE ARCHITECTURAL DRAWINGS FOR TH FOLLOWING: SIZE AND LOCATION OF DOORS AND WINDOY OPENINGS. SIZES AND LOCATIONS OF INTERIOR AND EX ERIOR NON - BEARING PARTITIONS. SIZES AND LOCATIONS OF CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC. FLOOR AND ROOF FINISHES. STAIR FRAMING AND DETAILS. DIMENSIONS HOT SHOWN ON THE STRUCTURAL DRAWINGS. CEILING ASSEMBLIES. EXTERIOR WALL ASSEMBLIES. 6. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: PIPES, SLEEVES, HANGERS, TRENCHES, WALL FLOOR AND ROOF OPENINGS, DUCT PENETRATION ETC., EXCEPT AS SHOWN OR NOTED. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR MOUNTS. 7. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. 8. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED, TO BRACING AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND OR SEISMIC FORCES, CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS BUT WHICH ARE LOCATED IN THE STRUCTURAL MEMBERS 10. ALL SPECIFICATIONS AND CODES NOTED SHALL BE THE LATEST. APPROVED EDITIONS AND REVISIONS BY THE GOVERNMENTAL AGENCY HAVING JURISDICTION OVER THIS PROJECT. 11. CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EARTH WORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, UTILITIES, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED INMEDIATELLY. 12. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. DESIGN LOADS A. WIND DESIGN DATA 1. BASIC WIND SPEED (3 SECOND GUST) Vm = 95 MPH 2. WIND IMPORTANCE FACTOR 1 W = 1.0 3. WIND EXPOSURE C 4. RISK CATEGORY ............................ II 5. DETERMINATION OF WIND LOAD USE SIMPLIFIED PROCEDURE PER CHAPTER 28 OF ASCE 7-16 (ROOF HEIGHTS EQUAL OR LESS THAN 60') B. EARTHQUAKE DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR ................. ..... I.E.. ..=.1.0 SEISMIC USE GROUP __... __ _... II .................. 2. MAPPED SPECTRAL RESPONSE ACCELERATION.. Ss = 1.277 . . S, = 0.457 _ 3. SITE CLASS D-DEFAULT 4. SPECTRAL RESPONSE COEFFICIENTS SDS=,1.022 Sa1=.0.518 5. SEISMIC DESIGN CATEGORY D__ 6. BASIC SEISMIC FORCE RESISTING SYSTEM: LIGHT FRAMED WALLS SHEATHED WITH STRUCTURAL PANELS 7. DESIGN BASE SHEAR V= Cs W 8. SEISMIC RESPONSE COEFFICIENTS Cs = 0.157 9. DESIGN COEFFICIENTS AND FACTORS R = 6.5 S2 = 2.5 _Ca = 4.0 i[�7�:1��1�P►1�7_l�[�an�C�I:S1�1 C. ROOF DEAD LOAD 14 PSF D. ROOF LIVE LOAD 20 PSF REDUCIBLE SITE PREPARATIONS 1. ALL EXCAVATIONS, PREPARATION FOR SLAB ON GRADE, DEPTH OF FOOTINGS, BACK FILL, ETC., SHALL BE PERFORMED IN ACCOR- DANCE WITH THE SOIL ENGINEER'S RECOMMENDATIONS. ANY DIS- CREPANCIES BETWEEN THE SOIL ENGINEER'S REPORT AND THE FOUNDATION PLANS MUST BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INITIATING ANY EXCAVATION SO THAT PROPER REMEDIAL WORK CAN BE PERFORMED. uildMgNAge DATE 08/ 07/ 25 PC SUBMIT G ESUBMIT QROF E SS�ON ARUNG No'. C 76425 m * Exp.12-31-26 �TqT C v i \_ ��\P F OF CA��FO lJ0 J 4- o � c J ti Q ++ V z_V � O Q T W U M A. W C: m bb v o c Q �zo=Ln O N W 0 i .ScO 4� r�Z � z u = �w O t W L - HON I� 00 00 z 00 UW 00 o 00 U 00 0 z C) zQQ O U LL w U/ w W Q LL W U) Qoc z Lli 0, O N N Cn Cp LII Q � J LLI w Y W = W > L O W W�awo zwlr } mac'>> a Lu J Z W z> X~- J c o a a z Q C-,a � a a z� �w coo-zo��J z a Q� Z O UZ QUO Q � J VJ a CD Elf o �z LLIoQz a 0� p U), o E Z Uzio w w oaaoww�oao�Jom -L L,- Uo?oJ� o o z w w w m w= o zaz-� vaow a r z O U 0= V 7U O U} Z U~ H O weJ W E�:OCn m"Uz z Q z U) � V7 W} W~ !Y C 1U � a W= o 0 o m z = a o wzo uwiv/iQ3 <Lu >m�=z� wzo = o Q U t w z�cnF- C) Goim`n��Qo (a w�iro�aw���oZow Z -1 IS w OIS a z W w ZW - U=O D<az <> U W Z ,ul oQom } Z Z W< w���mwL.Lj c� Wz�Wozz,��_zz�ww Q W L1J Z C7 U V_' Z Z W 12 W �O� win LL on cc=U L _� of O w w w w o w w Q m U 0 m O m U 0 m c n 0 0 I� w J LLJ Lu O � O I � L C/D o (� � CV z Q , E� O < Q U 0 O Lij � Lu N z = QU N Q Q Z d5 Q LL � o Q o Q NQ Date 06/27/2025 Scale : AS NOTED Drawn: WPH Sheet sool Cy i O (E)FRAMMING TO BE DEMOLISHED O2 (N)#4 EPDXY DOWELS r @16"O.C. USE SIMPSON 'SET-3G' ADHESIVE & 4"MIN. EMBED. O (N)CONC. SLAB INFILL/ON GRADE SEE PLAN O4 (E)CONC. FOOTING O5 (N)WATERPROOFING SEE PLAN O6 (E)CONC. SLAB ON GRADE NOTE: SPECIAL INSPECTION FOR ALL THE EPDXY WORKS. (ICC ESR - 4057) .12"W (E)CONT. FTG� V.I.F. SLAB TRANSITION AT EXISTING TO NEW TYP. P. I 8A 15 I SD2 S 2 L=16' • m L=17. - 36x6 HDR.14 �- - 1/2"THK. RBS PLYWOOD SHEATH'G 1 Np, 1 EXPOSURE I, INDEX 32/16 W/10d 2 I ®4",12"O.C. TYP.(UNBLOCKED) Lj SD3 I c� SEE DETAIL 16/SD2 FOR LAYOUT. A � o co L0. HI. I I to �'�� SD2 SD2 +�� to 2x6 C.J.P 2x6 C.J. »660p.. 3 1 2x9 1PSLCC.B.1 _ _� _ C�16"C13C'1 R91Z2 PSL C_B.16 +� 6A +R o�Q= SD2 2x8 R.R. 4x10 C.B.10 4x100O RID E48M 4x10 C.6.10 z +t _ Typ. rr2x8 R.R. 0� I I �`,�?+Q . 1 ®16"O.C. 5B I ,� I` I SD2I+'�� SD3 " - -3 2x 2 PSL CB.16 I L TYP. 1 I C > FBi . TYP.LJ TYP. TYP. k�Q I I 11 co 11 4 ti� SD2 cl� 106 12 I I I I N SD2 SD3 B� o = SD2 SD2 N to L L 1 4x8 C.B. 'L LO.� CHI. ft� o 001.0 I, I m SD3 i l L` TYP. 1 C ] SD3 SD3 1 SD2 00 2-2181 R. .DRAG - - - - - - = TYP. 2x6 C.J. °1 M 37 15 L=11.7 @16O.C. � � I SD2 5 L - - L=6.8' 1�, I SD2 - - TYP. TYP. LO HI. 1 TYP.SD2 � 12 10A I SD2 2x8 R.R. SD2 SD2 TT ®16"O.C. w 2x8 R.R. 12 00 LO. HI. co 1 11 7 x SD2 SD2 �Q II _3 �2x�2 L�CB.12 TYP. - 4 T- - - SD2 TYP 1 0� II �Q 2x6 C.J I _� o E8A@16"O.C.00 1 6 6 HD . - �1- --- -- 5 SD2 =4' (N)PETAGHEP ADU 22515 MAPLE 5T ROOF FRAMING PLAN O (E)2x STUD WALL O2 (E)2x SILL PL. W/A.B. O3 (E)CONC. SLAB ON GRADE ® (E)WALL FINISH O5 (E)FINISH GRADE OR SLAB WHERE OCCURS SEE ARCH'L O6 (E)CONT. FTG. O7 (N)WATERPROOFING MEMBRANCE SEE PLAN O8 (N)CONC. SLAB INFILL SEE PLAN O9 (N)#4 EPDXY DOWELS x 24"LG. ®16"O.C. USE SIMPSON 'SET-3G' ADHESIVE & 4"MIN. EMBED. NOTE: SPECIAL INSPECTION FOR ALL THE EPDXY WORKS. (ICC ESR - 4057) �12-W (E)CONT. FrG.�. V.I.F. 9 SD2 CONC SLAB INFILL AT EXISTING WALL FTG. A 1 B C 1 SCALE 1 /4"=1'-0" El N I =4' 16B SD1 LE O(E)2x STUD WALL O (E)2x SILL PL. W/A.B. O (E)CONC. SLAB ON GRADE ® SEE PLAN FOR NEW PLYWOOD SHEARWALL SCHED. O5 FINISH GRADE OR SLAB WHERE OCCURS SEE ARCH'L O6 (E)CONT. FTG. O7 (N)5/8" 4 THREAD ANCHOR ROD INTO EXISTING FOOTING WITH SIMPSON 'SET-3G' EPDXY & 6"MIN. EMBED. SEE SHEAR WALL SCHEDULE FOR ROD SPACING. O8 (N)2x BLK'G EXCEPT TYPE 1O SHEAR WALL O9 FINISH PER ARCH'L 10 (N)EDGE NAILING PER SHEAR WALL SCHEDULE 11 (N)SLAB SEE PLAN 12 (N)#4 EPDXY DOWELS x 24" LG. ®16"O.0 W/4"MIN. EMBED. USE SIMPSON 'SET-3G' ADHESIVE. 13 (N)WATERPROOFING MEMBRANE SEE PLAN NOTE: SPECIAL INSPECTION FOR ALL THE EPDXY WORKS. (ICC ESR - 4057) 12"W (E)CONT. 7G. (N)SHEAR WALL TO (E)FOOTING \2 25'-1' 4B 15 12 SD1 SD1 SD1 L=16' - - - - - - - - - - - - - - --- 1 I 4SD1 713 I I TYP. TYP. SD1 P. 1 I (N)M60 I I 16B +� PrOROOM 1 +a SD1 1+� SD 1 TYP. 1 1-1 4"THK. CONC. SLAB ON GRADE 3 W/#4 ®16"O.C. E.W. AT MID SD1 I P. DEPTH OF SLAB OVER 10 MIL. +� '1111 I VAPOR BARRIER OVER 4" OF TYP.1 �� SD 1 L_ J 1 /2" OR LARGER AGGREGATE - 1 1 AS CAPILLARY BREAK PER r 1/71 CAL GREEN 2022/4.505.2.1 OVER COMPACTED GROUND TYP R I N �4"THK. MIN. CONC. SLAB OVER -} 4B 14 P. T,Y-P., �I PRIME LATICRETE HYDRO BAN 16B 1 1�l (ICC ESR#2417) AS WATER 4 I SD1 SD1 PROOFING MEMBRANE OVER I o SD1 +s I EXISTING CONC. SLAB ��l N)PETAGHED APU j I Ass 1 P 2231 S MAPLE 5T 11 I SD1 L=17.Ta i SD1 E 6 - S 1.0 TYP. 1Typ. 14 SD1 _ ti�+s IN)WALK10 Qom 1 '' dos I I L L----�- ----- �-I J� --- P. 15 4B TYP. SD3 L19.8' SSD1 13'-4" FOUNDATION PLAN A 1 �B / SCALE 1 /4"=1'-7 C 1 NOTES: Planning an 0 INDICATES 2x ®16"O.C. STUD WALLS INDICATES 2x @16"O.C. STUD WALLS BELOW FOOTING SYMBOL, FOR SIZE SEE SCHEDULE. 2 API OSHEARWALL SYMBOL, FOR SIZE SEE SCHEDULE. '3 FOR PERf 0 DETAIL No. 0 SHEET No. 1. FOR DIMENSIONS AND CONDITIONS NOT SHOWN SEE ARCH'L DWGS. AND VERIFY IN FIELD. 2. SEE STRUCTURAL GENERAL NOTES IN SHEET SO.1. Master ID: 3. FOR FLOOR DEPRESSIONS, CURBS, UNDERFLOOR DUCTS, CONDUITS, ETC., SEE ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DWGS. Date. 4. FOR FINISH FLOOR ELEVATION, SLOPE, DRAINS, SEE ARC 'L DWGS. 5. CT.J. DENOTES CONTROL JOINT C.J. DENOTES CONSTRUCTION JOINT 6. TYPICAL DETAILS NOT SHOWN, SEE SHEET SD2, SD3, SD4. 7. FOR ROOF ELEVATIONS, SLOPES, WALL HEIGTHS, ROOF OPENINGS, ETC., SEE ARCH'L PLANS, SECTIONS, ELEVATIONS AND DETAILS. 8. FOR MECHANICAL EQUPMENT LOCATION, SIZE, OPENINGS,ETC., SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. 9. FOR DIMENSIONS AND CONDITIONS NOT SHOWN, SEE ARCH'L, MECHANICAL AND A/C DRAWINGS, AND VERIFY IN FIELD. 10. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BE REQUIRED. 11. ALL EXTERIOR WALL SHALL BE SHEATH'G W/TYPED SHEATH'G NOTES FOOTING SCHEDULE MARK ❑1 SIZE 12"WxCONT. THK. 24" REINF (B) 2-#5 T&B REMARKS ❑2 2'-6"SQ. 24" 4-#5 E.W BOTT. ❑3 2'-3"SQ. 24" 3-#5 E.W BOTT. ❑4 2'-3"SQ. 12" 3-#5 E.W BOTT. UNDERPINNED SCHEDULE I 21 SHEAR WALL SCHEDULE (FOR SEISMIC DESIGN CATEGORY E) MAR SHEAR ALLOW THICKNESS OF ONE SIDE/ EDGE FIELD 3x PLATE CONNECTION TOP PL. SOLE SILL PLYWOOD BOTH SIDES NAILING NAILING MEM CONN. 1 340 1/ 2" STR. I PLYWD. ONE SIDE 10d ® " 6 .C. O 10d ® �� O 12 .C. N 16d®4"O.C. /8"AB®32"O.C. A35®16"O.C. O 510 1/2" STR. I PLYWD. ONE SIDE 4"d0®. 12'� O.C. Y SDS1/4x6"®6"O.0 /8"AB®24"O.C. A35@10"O.C. 3 665 1/2" STIR. I PLYWD. ONE SIDE 10d ® 3" O.C. 10d 12" O.C. Y SDS1/4x6"04"O.0 /8"AB®24"O.C. A35®8"O.C. 4 870 1 / 2" STIR. I PLYWD. ONE SIDE 10d ® 2 O.C. 10d ® 12 O.C. Y SDS1/4x6"03.5"0.C. /8"AB®16"O.C• A35®8"O.C. 5 1020 1/2- STR. I PLYWD. BOTH SIDES 10d ® 4 O.C. 10d ® 12 O.C. Y SDS1/4x6"03"0.0 /8"ABO16"O.C.A35®10"O.C.E O6 1330 1/2" STIR. I PLYWD. BOTH SIDES 30d0®. 1�'� O.C. Y SDS1/4x6"02"O.0 /4"AB016"O.C. A3508"O.C.EF 7 1740 '11/2" STR. I PLYWD. BOTH SIDES 10d ® 2 O.C. 10d ® 12 O.C. Y SDS1/4x6"®1.5"0.C. /4"AB®12"O.C. A3506"O.C.EF O8 SIMPSON STEEL STRONG WALL SEE PLAN AND MANUF. SPEC. SHEETS FOR MORE INFO. 1. USE COMMON NAILS ONLY FOR ALL SHEAR WALLS. 2. BLOCK ALL PLYWOOD EDGES. 3. ALL PLYWOOD SHALL BE MINIMUM 4-PLY PLYWOOD. 4. THE FOLLOWING APPLIES TO ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 350 PLF: 0 3x FOUNDATION SILL PLATES. 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS. © 1 /2" EDGE DISTANCE FOR PLYWD BOUNDARY NAILING. d� STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C. 5. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS PER FOLLOWING SCHEDULE. 5/8"BOLTS - 3x3x1 4 3/4"BOLT - 3x3x1 4 78"BOLT - 3x3x5/16 1 'BOLT - 3.5x3.5x3/8 SCHEDULE 131 ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS THEY SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER SO THAT PROPER REVISION MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR ENGINEER. FOR TRENCHES, UNDERGROUND CONDUITS, FLOOR DRAINS, DEPRESSIONS, SLOPES, RAISED FLOORS, CURBS, ETC., SEE ARCH'L., MECH'L. AND PLUMBING DRAWINGS. FOR DIMENSIONS AND CONDITIONS NOT SHOWN, SEE ARCH'L., MECH'L. AND PLUMBING DRAWINGS AND VERIFY IN FIELD, NOTE: 1. HOLDOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2. HOLDOWN CONNECTOR BOLT INTO WOOD FRAMING REQUIRE 0.229"x3"x3" PLATE WASHERS ON THE POST OPPOSITE THE HOWLDOWN. 3. HOLDOWN SHOULD BE TIGHTENED TO FINGER TIGHT PLUS ON -HALF WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. 4. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE FIELD -TREATED PER AWPA M4. 5. FASTENERS FOR PRESERVATIVE - TREATED OR FIRE -RETARDANT -TREATED WOOD SHALL BE OF HOT DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 6. MAXIMUM 1500 PSF OF SOIL BEARING PRESSURE (T-R401.1) 7. 1/8-INCH GAP AT ALL PLYWOOD PANEL EDGES REQUIRED. 8. STRUCTURAL OBSERVATION IS REQUIRED PER SEC 1729 FOR SHEAR WALL IN EXCESS OF 300 PLF, HOLDOWN ANCHORS, DIAPHRAGM. 9. BOLT HOLE SHALL BE MAX. 1 /16" OVERSIZED INSPECTOR TO VERIFY. SPECIAL FRAMING NOTES uildMglAge DATE 08/ 07/ 25 PC SUBMIT ®2 ESUBMIT IN,"S Q?@F ESS/pN iRUNG ���0 ��Q iV am c� ui Nod. C 76425 m * Exp.12-31-26 �TqT C v I `��\P OF CA\_�FO u 10 4- 0 o J L_ cc J M Q :3ti z_ V T L u u r n �L w C: m v o c Q zoo 0 � N 7 w i .Sc0 C1'�-z z u =�w O :D w�0 L - N t� cc u �' � z C6 U w �C6CO o w 0 H z �--� z Q Q w O U � � Uw CW Q 0 U) < Lc�n z 0,C\j O cv N cn cn � W Q � w W Y W = =Lu3: zw"Of 'z J z W z> X~ O J O W zQaQ��a"'�aaz�-0 QLN-SZ Jo = WLu �w c�o�zo��J z C W Q Q� V O z a J Z z z z o=w�o ��azoazz -w"!zz--o--, Q z V Q, V V J W W oQQOWW<oQO�Jom "III' -wwc�o?o w o w o z w ww v= w= o w Q} O U O S V 7 U O U } z O W a�U ZO=wU� I-U W W� o m Q= z � CCU Z- a�zo�o�wmwz�oo w�zQ =Z>ow>aU owo�W Wo>LU) Vo Q>L� Cno�W z LL zz:- Q Q��o�aw0 �_j w m O z�� JOw CCO�Q Z w zW �wo� QQv Q�> U W Z V W z Z CC W 7 !Y W W 0 W z, w wz�Wowzw�zzuLw (n Q W LLJ "' z C7 W (n W Z (n U CC = V _ O OfW 1-1W O W O � � O A Z 00 uw uLI w O ON � O � o Lu CV zQ ; oo` O Q Lu LLJ N z = Q U .. NQ Q Z d5 Q LL < Q o W ro z Q a CL�c� o N Date 06/27/2025 Scale AS NOTED Drawn: WPH Sheet S1*0 cy KNEE BRACE SIDE TYP. E 1 — D� C 1 A 1 �2 F�-1 I � �6A — — — — — — — — — — — I I I \ I I I \\ I I I \ I I I \\ II I I I \ I I I \ (F.)MAIN HOUS \ 2233 5 MAPLE C--------- I II II II k----------- F — g � SA 14 SD3 TYP. (E)CONC. SLAB TO REMAIN r -- -----� I 6� (E)CONC. SLAB TO REMAIN �QI fff4 0-1 13 16B k SD3 SD1 II II II II II II II II �-------------------A �3 F \D 1 -\C B 1 �_/ N C)TFq 0 INDICATES 2x @16"O.C. STUD WALLS C - - = INDICATES 2x ®16"O.C. STUD WALLS BELOW ❑ FOOTING SYMBOL, FOR SIZE SEE SCHEDULE. 0 DETAIL No. 0 SHEET No. Planning an Ap e FOR PER 1. FOR DIMENSIONS AND CONDITIONS NOT SHOWN SEE ARCH'L DWGS. AND VERIFY IN FIELD. 2. SEE STRUCTURAL GENERAL NOTES IN SHEET S0.1. Master ID: 3. FOR FLOOR DEPRESSIONS, CURBS, UNDERFLOOR DUCTS, CONDUITS, ETC., SEE ARCHITECTURAL, Date. MECHANICAL, PLUMBING AND ELECTRICAL DWGS. 4. FOR FINISH FLOOR ELEVATION, SLOPE, DRAINS, SEE ARC 'L DWGS. 5. CT.J. DENOTES CONTROL JOINT C.J. DENOTES CONSTRUCTION JOINT 6. TYPICAL DETAILS NOT SHOWN, SEE SHEET SD2, SD3, SD4. 7. FOR ROOF ELEVATIONS, SLOPES, WALL HEIGTHS, ROOF OPENINGS, ETC., SEE ARCH'L PLANS, SECTIONS, ELEVATIONS AND DETAILS. 8. FOR MECHANICAL EQUPMENT LOCATION, SIZE, OPENINGS,ETC., SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. 9. FOR DIMENSIONS AND CONDITIONS NOT SHOWN, SEE ARCH'L, MECHANICAL AND A/C DRAWINGS, AND VERIFY IN FIELD. 10. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BE REQUIRED. NOTES FOOTING SCHEDULE MARK SIZE I 12"WxCONT. THK. REINF (B) REMARKS EXISTING CONT. FTG Q ❑1 2'-0"SQ. 24" 4-#5 E.W BOTT. SCHEDULE 121 ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS THEY SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER SO THAT PROPER REVISION MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR ENGINEER. FOR TRENCHES, UNDERGROUND CONDUITS, FLOOR DRAINS, DEPRESSIONS, SLOPES, RAISED FLOORS, CURBS, ETC., SEE ARCH'L., MECH'L. AND PLUMBING DRAWINGS. FOR DIMENSIONS AND CONDITIONS NOT SHOWN, SEE ARCH'L., MECH'L. AND PLUMBING DRAWINGS AND VERIFY IN FIELD, IMAIN HOUSE — PATIO LEGALIZATION & PORCH ROOF FRAMMING PLAN ��4�A1,E o„ � I MAIN HOUSE — PATIO LEGALIZATION & PORCH FOUNDATION PLAN 1/SCALE O A I SPECIAL FRAMING NOTES 14 uildirngNAge DATE 08/ 07/ 25 PC SUBMIT ®2 ESUBMIT /< f AWN QRpF E SS/p�, iRUNG Nod, C 76425 m * Exp.12-31-26 �TqT C v i \- ��\P OF CA��FO u0 � c J ti Q 2 V z V1 � oQ T W U M AL W C: m � z L: v o c Q zoo 0 � N 7 W L �u-0 �z z u =�w O D Woo L — N 00 00 z C6 U W �C6CID o z �--� z Q Q U) W O U LL 0� UwC/1)W Q LL C� C/-)QoC z 0, U cv N Cn \6 W ^� H �D W W Y W = W > L O W W a W0 z LL,W > F— �za =~ o 0 WC zO >Jw JH a�W c=Jn�Z zQaa'Ta �OOza J =z2Jaa Q� 8,--L'>Z Ja Q� Z O U= Z QUO Q Q W' O z o Q z a pC'To0� ZZ DOUc�Z w o w w Wp Q a OwW�oaoJ J C)m - wa-Uo?o J�waaJ0, O O Z CC uJ J~ W = O zaz azw > o } z a r O 0 U 0= V 7 U O ULLJ m 7<7 z C /) O W o w U z-= m a= o Z w,, W �O(n, CCUZ Q z o cn w> w~ o a m a W a W= O O Z _ Q U Lu O W p ~ Z Z W O w (n W' W= �W��a-WWW= a>z w w oQ z�C,zp=- m ��ao i�-o-aw�J���ow ALL,_ wJ'�= m zI-- C) o=Q, oC, z W J a. CC W < w o a n o a Q a U UW c�0cWz Of zZ W, O�� w w O W z� W w z�� C) w z,� �_ z z w w (n Q W L1J Z C7 U V_' Z Z W LL, W W V7 W On c�CC=U S01Of0W' W W W'Ow w H I—� H Q W U O m O W U 0 m c n O O O A W uLI w O � O i o -j CV z Q , EL 01 O < U 0 � Q LLJ r-- W N Z = QU NQ Q Z d5 Q LL o Q o C NQ Date 06/27/2025 Scale : AS NOTED Drawn: WPH Sheet S I * I Cy i DOWEL 1—#4 T&Bx24"LG. 5/8" DIA. PRE —DRILL HOLE (TYP). WITH SIMPSON 'SET-3G' EPDXY NEW FOOT'G. I' EXISTING FOOT'G. NOTE: SPECIAL INSPECTION IS REQUIRED FOR ALL THE EPDXY WORKS. (ICC ESR — 4057) 0 1—#4 CONT. O SEE PLAN FOR SLAB O ADD 1—#4 ®GARAGE ® SAWCUT OR PLASTIC JOINT SEE SPECS. (SLAB SHALL BE SAWCUT FOR CONTROL JOINTS AFTER INITIAL CONCRETE HARDENING) 0 12" WIDE AT GARAGE © FOR ELEV. SEE GRADING PLAN EDGE OF SLAB O SEE ARCH'L PLAN 1 /8* 2 x x x NOTE: FOR SLAB AND BASE SEE FOUNDATION PLAN ; ,III III=„III=„III ;III=„III=„III & SPECIFICATIONS. SPACE ALL JOINTS 0 10'-0"f O.C. MAX. CONTROL JOINT SEE FOUNDATION PLAN. B O1 BACK FILL COMPACT TRENCH PER SPEC'S AND SOIL REPORT O NO TRENCH PARALLEL 5 TO FOOTING BELOW THIS LINE O3 NO PIPES SHALL 2 PENETRATE FOOTING O SYSTEM ® PROVIDE SLEEVES FOR ALL PIPES N SEE NOTE 2 M 0 BELOW TRENCH SHALL NOT UNDER— MINE WALL FTC. 10 — — / 1 L�!' 2 0- NOTES: 1. FOR PIPE MORE THAN 3'-0" BELOW BOTTOM OF FTGS., STEP FTGS. AS PER DETAIL 6/—. NO PIPES ALLOWED IN FTG. STEM. 2. IF FTG. IS PLACED PRIOR TO PLACING PIPE, PLACE PIPE AND CONC. BELOW FTC. TO WITHIN 2" OF BOT. OF FTC. AND DRYPACK THE REMAINING 2". 3. PLACE CONC. FILL AROUND SLEEVE BEFORE POURING FTG. (FULL WIDTH OF FTC.). 4. ALL PIPE SLEEVES TO BE 2" LARGER THAN PIPE. 52d FOR MASONRY (24" MIN) LAP SPLICE PER SCHEDULE 4D (4 1/2" MIN.) \�' Q.l 0 0 90' HOOK OFFSET 180' HOOK Planning a LAP SCHEDULE OF REBARS IN CONCRETE BAR LAP LENGTH U. 1.0. f"c=2500 psi CC= 000 psi TOP BARS OTHER BARS TOP BAR OTHER BARS 3# 28" 22" 25" 191, 4# 38" 29" 33„ 5# 47" 36" 41" 1" 6# 56" 43" 49" 37" 7# 81 63' 71 1 54" 8# 93" 72„ 81 62„ Ap IR PER D = DIAMETER OF BAR R = RADIUS BEND MEASURED ON THE INSIDE OF BAR Master I D . = 2 1/2 D FOR #2 ONLY = 3D FOR #3 THROUGH #8 = 4 1/2 D FOR #9 THROUGH #11 Date. NOTES: 1. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONC. CAST BELO#1 THE BARS- 2. BOTTOM BARS ARE ALL VERTICAL BARS AND HORIZONTAL WITH LESS THAN 12" OF CONCRETE CAST BELOW THE BARS. 3. CLEAR SPACING OF BARS SHALL BE EQUAL TO OR LARGER THAN 2db 4. COVER OF BARS SHALL BE EQUAL TO OR LARGER THAN db UNLESS NOTED OTHERWISE. 5. FOR LIGHTWEIGHT CONCRETE MULTIPLY THE LENGTH IN SHEDULE BY 1.25 FOOTING CONNECTION 131 SLAB EDGE &JOINT 91 TYP. PIPE INSTALLATION AT FOOTING 51 BAR BEND SPLICE DETAILS I 1 HOLDOWN CAPACITY TABLE HOLDOWN NO. 5720) ANCHOR DIA (IN) LT EMBED.(LARR LENGTH S / BOLRTS S HDU2 PAB5 (5/8") 12" 6—SDS 1 /4"x2 1/2 HDU4 PAB5 (5/8") 12" 10—SDS 1/4"x2 1/2" O1 (N)WOOD POST, SEE PLAN O2 (N)'SIMPSON' HOLDOWN SEE PLAN 8(E)2x SILL PL. (E)2x STUDS ® 16" O.C. O5 (N)2x BLK'G EXCEPT TYPE SHEAR WALL O6 DRILL HOLE 1 /4" LARGER THAN HOLDOWN ROD DIA. O7 UNDERPINNING FTC. SEE PLAN FOR SIZE & REINF. O8 1/4"x3"x3" SQ. PL. W/NUTS NOTE: HOLDOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDA INSPECTION. HOLDOWN AT UNDERPINNING PAD FTG. HOLDOWN CAPACITY TABLE HOLDOWN NO. (LARR 5720) ANCHOR DIA (IN) LT LENGTH EMBED.S / BOLTS S HDU2 SST816 (5/8") 12" 6—SDS 1 /4"x2 1 /2" HDU4 SST616 (5/8") 12" 10—SDS 1 /4"x2 1/2" HDU5 SSTB20 (5/8") 16" 14—SDS 1 4"x2 1/2" HDU8 SSTB28 (7/8") 24" 20—SDS 1/4"x2 1/2" HDU11 SB1X30-1" 24" 30—SDS 1/4"x2 1/2" HDU14 SB1X30-1" 24" 36—SDS 1/4"x2 1/2" FOR DOUBLE HOLDOWNS. SEE PLAN AND GRADE BEAM DETAILS O 14 0 WOOD POST, SEE PLAN 0 SIMPSON 'HDU' HOLDOWN O 4 SEE PLAN O3 CONC. CURB, WHERE OCCURS SEE ARCH'L 12" ® 2x OR 3x SILL PL. PER SHEAR MIN. WALL SCHEDULE uj 0 2x STUDS ® 16" O.C. I "' DEEPEN FIG. AS REQ'D i FOR HOEDOWN EMBED. 1/4"xYx3" PL. W/NUTS FOR HDU11 & HDU14 HOLDOWN 1 O1 2x STUD WALL © 2x FLOOR JOIST O2 WOOD POST SEE PLAN l\7 ADD 4x BLK'G FULL BEARING 0 SIMPSON 'A34' EA. SIDE WHERE POST OCCURS ® P.T. CONT. SILL PL. ® CONC. STEM WALL O CONT. FTG. 0 0 TYP. WOOD POST AT STUD WALL 16 0 SIMPSON 'CB OR 'CBSQ' TYPI COLUMN BASE SEE PLAN l`2 CONC. SLAB, SEE PLAN FOR SUB —BASE & REINF. (WHERE OCCURS) 3 4 DOWELS 012"O.C. f4 SIDES) ® WOOD POST, SEE PLAN FOR SIZE & LOC. 0 #4 REBAR TYP. © CONC. FTC. SEE PLAN FOR SIZE & REBARS TYPICAL POST FOOTING O SEE ARCH'L FOR FINISH AND SHEARWALL SCHED. FOR PLYWD. SHEATHING WHERE OCCURS 0 2x STUD ® 16" O.C. TYP. U.N.O. — O3 2x SILL PL. W/ HILTI POWER V PIN .1450" LG. ® 32" O.C. (ESR-1663) ® CONC. SLAB, SEE PLAN 2 FOR SUB —BASE & REINF. (4 / O 11, �I -I I M I M 11= —I I I11=I I I=d TYP. INTERIOR PARTITION O1 2x STUDS ® 16" O.C. W/ BOUNDARY NAIL'G (B.N.) l\2 2x BLK'G OR SEE PLAN W/ EDGE NAIL'G (E.N.) O3 SILL BOLTS SEE SCHED. ® HOLDOWN ANCHOR (WHERE OCCURS) t`5 CONT. SILL PL. © 2x STUDS ® 16" O.C. W/ INTERMED. NAIL'G ® 12", SAME SIZE AS E.N. O7 2x TRIMMER ® 4x (MIN) POST W/ BOUNDARY NAIL'G (B.N.) 0 DOUBLE TOP PL. W BOUNDARY NAIL'G I B.N.) --TI---F1 T I I I -- II I I II I I I I I I I I I II II I I II I I II II I I II I I II II� I I II\ I II II \,I — ' I II I II II / I I I I II II � I I /II I I II II/ I I / II II I IX II / II� I I I II II I I� �I I I II II I y lop II—� I I I I I 1 7f= =_ — 1I II II I I II J I I II II I I II II I `�I II I I II I I� II I I I I II II �� I I II II II � I I II I, II � II I I II NOTES: 1. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8" 3 2. PLYWOOD FACE GRAIN MAY BE HORIZ. OR VERT. 12" 3. SEE PLAN FOR LOCATION OF PLYWOOD SHEATHING MAX. PLYWOOD SHEATHING WALL ix- #5 TYP. AS SHOWN O BEND ALT. BARS AS SHOWN SINGLE LAYER NOTES: FOR "L" SEE SPLICE IN DETAIL 1/—. INTERLOCK ALL CORNERS AND INTERSECTIONS, NO TOOTHING ALLOWED. TYP. FOOTING OR WALL REINF. t\1 SEE ARCH'L FOR FINISH ® 2—#5 CONT. TOP & BOT. AND SHEARWALL SCHED. FOR PLYWD. SHEATHING O 2x STUD ® 16" O.C. WHERE OCCURS TYP. U.N.O. O2 2x PRESSURE —TREATED © #4 DOWELS x 024"O.C. SILL PL. W/5/8"0 A.B.x10"LG. CAD 4'-0" O.C. OR O7 #4 DOWELS (V) 018"O.C. SEE SHEAR WALL SCHEDULE l\3 CONC. SLAB, SEE PLAN FOR SUB —BASE & REINF. 4 N 0 5 I I I 2 I I #4 CONT. :7)I_�� IitII_ �IIII IIIII_ �� III�,II N n 0 III�,II 12"MIN. 4 12"MIN. p` UNLESS SHOWN B UNLESS SHOWN ON PLAN ON PLAN I NT. B EAR I N G WALL FOOTING O1 OPENING SEE ARCH'L O2 BLOCKOUT FOR DOORS AS REQ'D O3 CONC. SLAB, SEE PLAN FOR SUB —BASE & REINF. ® #4 DOWELS x �— ® 24" O.C. O5 2—#5 CONT. T&B (U.N.O.) SEE PLAN FOR NUMBER OF REBARS © #4 CONT. FOR EXTERIOR SIDEWALK 0 SIDEWALK, SEE PLAN FOR SUB —BASE & REINF. SEE FDN. PLAN O FOOTING AT OPENING O L II 0 CRIPPLE STUDS ® 16" O.C. LINTEL, SEE HEADER SCHD'L BELOW OR SEE PLAN 0 1-2x TRIMMER MIN. FOR OPEN'G SMALLER THAN 4'-0" 2-2x TRIMMER FOR OPENING LARGER THAN 4'-0" ® 2x SILL I U.N.O. (PRESSURE TREATED) 0 CONCRE CURB, SEE ARCH'L © MUDSILL & ANCHOR BOLTS, SEE FDN. PLAN & ARCH'L 7O 2x SOLID BLK'G FOR 9'-0" HGT. AND OVER O DOUBLE STUD MIN. OR SEE PLAN O FRAMING ANCHORS 10 DOUBLE PL. (AS OCCURS) 11 4x BLK'G W/ MST27 EA. SIDE OF THE OPEN'G 'd' HEADER MAX. SPAN 6" 6'-0" 8" 8'-0„ 10" 10'-0" STUDS (U.N.O.) SIZE MAX. SPAN 2x4 0 16" O.C. 14'-0" 3x4 0 16" O.C.14'-0" 2x6 ® 16" O.0 20'-0" CEILING JOISTS SIZE MAX. SPAN 2x4 0 16" O.C. 8'-6" 2x6 0 16" O.C.14'-6" 2x8 0 16" O.C.19'-0" 5 NOTES: 2' MAX., 1. WHERE PURLIN LOAD OCCURS ABOVE OPENING, INCREASE LINTEL HEIGHT BY 2" MIN. 2. FOR PLYWOOD SHEATHING LOC. SEE FDN. PLAN TYP. FRAMING AT WALL OPENING O1 2x STUD 0 16" O.C. TYP. U.N.O. O2 2x PRESERVATIVE —TREATED SILL PL. W/ 5/8"Ox 10" LG. A.B. ® 48 O.C. OR PER SHEAR WALL SCHEDULE O3 CONC. SLAB, SEE PLAN FOR SUB —BASE & REINF. ® #4x � ® 24" O.C. O5 2—#5 CONT. T&B (U.N.O.) SEE PLAN FOR NUMBER OF REBARS O7 FINISH GRADE OR SLAB WHERE OCCURS SEE ARCH'L ® SEE ARCH'L FOR FINISH AND SHEARWALL SCHED. FOR PLYWD. SHEATHING WHERE OCCURS O9 BOUNDARY NAILING SEE FDN. L PLAN NOTES: 1. FOR STUD SIZE & PARTITION LOC. SEE ARCH'L DWGS. 2. FOR SHEARWALL PLYWOOD, SILL PL., BOLTS, ETC., SEE PLAN AND SCHEDULE 3. FOR BEARING WALLS, USE ANCHOR BOLTS ONLY. TYP. EXTERIOR WALL FOOTING O1 FOR FINISH SEE ARCH'L FOR PLYWD. SEE SHEARWALL SCHED. O2 2x STUD ® 16" O.C. TYP. U.N.O. t`3 HOLDOWN SEE PLAN ® 2x TRIMMER O5 WOOD POST U.N.O. © 2x NAILER W/ 5/8"0 WELD STUD ® 48" O.C. O7 TS COL SEE PLAN ® 3x NAILER W 5/8"0" WELD STUD C.S.) ® 24" O.C. O9 BOUNDARY NAILING O 0 STEEL BM O ® WOOD POST STUDWALL AT OPENING 2 0 �1 uildirngNAge DATE 08/ 07/ 25 PC SUBMIT I ESUBMIT / Ws IS# QRpF E SS/pN iRUNG �XR &0/� o z W Nod./ C 76425 m * Exp.12-31-26 �TqT C v I ��\P OF CA��FO U0- 0 � c J �G Q 2 V z_ T Lu U M �L LU C m v o c Q zoo 0 � N 7 LL) i .S c 0 �z z u =�w O 2 w�0 L — N +� N r� cc Co z Co U W o Co u pl-� 00 0 ON (D z �--� z Q Q W O U LL � Uw �W Q � LL Q L z U) Ln a 0 cv N r� Cn \p w Q � J LL W Y W = oal z > w Q J z ~ ~o zQaa��a"'�aaz�-� ,W'j'�uo =waQ> �w coo<zo��J z Z O U=a a� Z QUO Q Z J W Z Z VJ z 0 z C7 w' 0 W z o Q z a o OW 'L'u Q p r Z Z D O U O Z w O w w oaaowW<oao -Jom -wa 0o?oJ-waaww ozcc w� w= zaz -a v aow`.,f a r O 0 U O= V 7 U O- UW L-} Z O a= U Z O= w U'~ U w eJ W O m� U z z a�z��o�w>w'<oa haw=000mz�=ao wzo= wzo��W ~a>wJ www= � cazw Co��0 o�>�=w w z = Q U z�03 o0CnM ��ao aw�rofaw�J�Ozow m z~ C=Q Z zw J- < a vW Qw0 o ac om} Zz�wo W, O, wow UQ z� �owz�zwzcnz(wo(D_(DUW�wwz w ZC ,U C wCif wu-, LL-1 O w� uj Qwc m O 0- U 0 m c n 0 0 �w � A W u� w O 0 � O I � � CD CV z Q ; EL o` O < U 0 O Q LLJ LLJ N z = QU .. NQ Q Z CC5Q I— z o � O o Q NQ Date 06/27/2025 Scale AS NOTED Drawn: WPH Sheet SDI cy 1 Planning Oj a 1 SPLICE OVER STUD O TYP O 2x ROOF RAFTER SEE PLAN 2 PLYWOOD SHEATH'G SEE PLAN O 2 1O 2x ROOF RAFTER SEE PLAN O PLYWOOD SHEATH'G SEE PLAN 2 12 91 O ROOF SHT'G LJ \ 2 k, O3 16d ® 12" O.C. INTERIM. NAILING O3 BOUNDARY NAILING O 3 BOUNDARY NAILING 0 � " " 2x BLK G W/ A35 (4�� `' \ O2 ROOF RAFTER SEE PLAN Ap4 ® (16) 16d EA. SIDE 2x BLK'G W "A35" O / 4 O ®16 O.C. O3 SIMPSON 'DTC' OF SPLICE TYP �5 2x STUD ® 16" ®16"O.C. O5 CEILING JOIST W/6-16d � 5 CEILING JOIST SEE PLAN o � C�➢32"O.C. ® CEILING COLLAR TIE 2 7 .1 FOR PER O.C. TYP (U.N.O.) 2T � �, 6� 2-2x CONT. TOP PL. - 2�.CONDT. TOP PL. � 70 LOW BM. WHERE OCCURS 5 2-2xTOP PL. O 4'-0* MIN. O7 LOW BM. WHERE OCCURS '" �r®2x STUDS 016"O.C. / © PARTITION WALL \ �1 ® 2x STUDS @16"O.C. �9 SHEAR WALL WHERE 10 �� M9) 5 SHEAR WALL WHERE 10 OCCURS SEE PLAN \ ', %� �7 2x BLK'G ®16"O.C. + " _ �' a se + r D . OCCURS SEE PLAN 10 2x FACIAL BM. � 11 10 2x FACIAL BM. " 'H2.5' 11 SIMPSON H2.5 @48 O.C. © at 4 11 SIMPSON ®48"O.C. 0 12 2x BLK'G @48"O.C. 5 7 O © i ® Z PERPANDECULAR PARALLEL TYP TOP PL. SPLICE 113 RAFTER TO WALL CONN. 9 RAFTER TO WALL CONN. W/CEILING 5 NON -BEARING PARTITION TO CEILING 1 1O q BEAM SPLICE & COL. 5O SEE PLAN FOR BEAM SIZE & LOC. 3O SIMPSON 'PC4Z' COLUMN CAP © SIMPSON 'EPC4Z' POST CAP O1 FOR ROOFING & RIDGE CAP © ROOF PLYWOOD SHEATHING O1 SIMPSON STRAP ® WOOD POST SEE PLAN O7 SIMPSON 'ECCLQ'/'ECCRQ' POST CAP SEE ARCH L O2 SIMPSON 'ST22' ® SEE PLAN O7 BOUNDARY NAILING, TYP. CS16 AT EA. CORNER OPENING O2 12" SQ. MAX. OPENING 48 O.C. O3 WOOD RAFTER, SEE PLAN O 4-16d TOE NAIL AT EA. RAFTER 1 O FOR SIZE & SPACING O1 WOOD BEAM, SEE PLAN O3 8"0 MAX. HOLE THRU PLYWD. SHEATHING 2 5 5 5 Imo— ® FOR RIDGE BOARD/BEAM SEE PLAN (SHAPE AS REQUIRED) O2 SIMPSON 'ST12' 9 ® 2-2x BLOCKING O5 SIMPSON 'LUS' HGR. TYP. O SIMPSON 'A35' 2 O5 4'-0" x 8'-0" ® WOOD POST, SEE PLAN MAX. OPENING, SEE ARCH'L �3 FOR SIZE & LOC. :: O BOUNDARY NAILING FOR PLYWOOD OO O FOR FINISH SEE ARCH'L TYPICAL AROUND I\,/I \ O1 O O1 FOR PLYWOOD SEE SHEARWALL SCHED. OPENING 5 + + + + + + 6 2 © 2 © 2x STUDS ® 16" ® O O7 2-2x EA. SIDE OF i \4 O.C. TYP. U.N.O. OPENING IN SIMPSON 'U' HANGERS - O7 2x KING STUD W/ 0 O2x JOIST ® 16" O.C. 6 O \ ^ © 3 _ 16d ® 8" O.C. CONT. TOP PL. 4 TYP. U.N.O.®2-2x 1 7 4 I 6 I 4 O I 4 O 4 I 5 NOTE: O O ® 4 HARDWARE NOT TO PROJECT INTO FINISH TYPICAL ROOF/CEILING OPENING 14 BEAM TO WOOD POST CONN. 10 RAFTER TO RIDGE BOARD/BEAM CONN. 6 BEAM TO POST CONN. 2 3 O1 ROOF SHEATHING SEE PLAN i O 2 O O2 HIP BEAM SEE PLAN O BORE 60% (MAX) x® r 10 WOOD BEAM, SEE PLAN O3 WOOD POST SEE PLAN 3 1 /4'X 2x6 1 1 /2" 1 FOR SIE & LOC. O2 WOOD POST, SEE PLAN ® SIMPSON 'HHRC44' CAP PER PLAN 1 O2 NOTCH 40% (MAX) 1 1/2" ® 2x4 2 FOR SIZE & LOC. O SIMPSON 'A34' EA. SIDE O5 RIDGE BEAM SEE PLAN ® 2 1/4" ® 2x6 O BORE 40% (MAX) e 1 — PLAN 1 1 /2� ® 2x4 + + 2 1/4y ®2x6 NOTCH 25% (MAX) �1 ROOF SHEATH'G SEE PLAN �� / 2 7/8" @ 2x4 1 1 /2 ®2x6 DOUBLE STUDS 2� 2-2x OR 4x DRAG SEE PLAN (BEAR'G OR NON-BEAR'G) FOR NAILING AND SPACING ^ 30 1 5 10A �3 STRAP SEE PLAN TO BOTTOM OF DRAG BM. AND TOP OF 0-3 0- 0 2-2x CONT. TOP PL. 6 4 2xBLK'G ® O 3 I 5M N8\ 4 / J/ 2 5 O5 2x ROOF RAFTER SEE PLAN 2 MIN © 2-2x CONT. TOP PL. O7 2x STUDS ®16"O.C. 12"MIN. O WOOD POST PER PLAN BE/ STUDS NON—BEAR'G STUDS O9 EDGE NAILING (10d ®6"O.C. MIN.) SECTION NOTE: NOTCH AND BORING NOT TO OCCUR IN THE SAME STUD DRAG DETAIL 15 CRIPPLE POST TO BEAM CONN. 11 HIP BM. TO RIDGE BOARD CONN. 7 TYP. CUTTING & BORING 0 STUDS 3 1O WOOD BEAM SEE PLAN 1O SIMPSON 'A35' EA. SIDE O2 2-2x CONT. TOP PL. 2O 2-2x TOP PL. 3O 2x STUD ®16"O.C. O1 THIS PANEL JOINT IS NOT O 1 HIP BEAM SEE PLAN ®SIMPSON 'A35' EA. SIDE CONTINUOUS 2 1O 2-2x CONT. TOP PL. 5O WOOD POST SEE PLAN O2 BOUNDARY NAILING 6 7 3O 2xWOOD STUD ® 16"O.C. TYP U.N.O. © RAKE CUT BEAM, AS REQUIRED A ® ROOF OR SEEP°N FLOOR JOIST O - ® ADD WOOD POST UNDER SEE PLAN P N O5 EDGE NAILING WHERE PANEL JOINT IS NOT CONTINUOUS 2 5O SIMPSON 'A34' EA. SIDE 6 'H O 1 - 1 4 © DIAPHRAGM BOUNDRY © WOOD POST SIMPSON CORNER PLATE - TYP. �7 4'-0"WIDE WOOD STRUCTURAL PANEL SEE PLAN oe WOOD TOP PLATE ® FIELD NAILING ® 1 PER PLANS o 0 0 i s O A 3 2,-' 4 ® 1 - 5 STUDWALL OR POST 3 NAIL SPACING O O BOUNDARY NAILING = SEE PLAN PANEL EDGE NAILING = SEE PLAN SECTION 3 I EW A —A FIELD NAILING = 12"O.C. ROOF & FLR. UNBLOCKED PLYWOOOD DIAPHRAGM LAYOUT 16 CRIPPLE POST TO STUD WALL 12 HIP TO CORNER/TO WALL CONN. 3 WOOD BEAM TO WALL 4 9TF cm OF CA��FO� V �o J o � c J �G Q .ti z�� ILI0Q W V M LLI C - L g) IL ��Zr� z QJ c Q zoo Z o � 7 N J LLI z u _LCo)U O :3 w-0 - N (� +) Lv 00 00 � U00 W � 00 W� oo �� z Q Q W O U w WGO LLJ @J Q - o z U)QL N Lo h--i 7- Q W � w J w H w I>� , oar z r =mom=o =O z r r w v a p Z J Q= Z Q X r Z J p O z Q Q W= w W Q a z r w n = o z o a z 4 a W Q �Z—OO C7 Jw Z�Z�(np �acco��NzozQz�awz H W CCZZOwO W c7Z iE oaaoww�oaoo�om W W U� S p W� p�OZ�~Lu W W =O ~r r p p U O= U O O U r Z Z �Q jL��~ZO=wU�H< Q O N (n W m W z Q p 0 (n Z Z Z W U a p L W W O w OJ ON p W U= U H H Q 0 p� LU j W W W=~ C07 d LZLJ Z V)wzoaQ:LQ> z ao a�ccowaw��porow J r W pw pL Z H r O 0 N Q Z� L W Z i _ W O N -0, Q U= O a Q a U Of p 7 !r W LLJ O W Z ':1)w H W Z W O Lu ~ O Z U a' LL W' W W d' Q W W (n W Z CC W LJJ d' O W W N I--Q W U 0 c n IL p o7 U) O p I� w Q w Lu O O F v) o LLJ LJ N z Q ; ELCY\ O r� < U � Q W = cv z QU N Q a z COQ CL Ln Q W Q cv cn Date 06/27/2025 Scale : AS NOTED Drawn: WPH Sheet SD2 rITV nP gAKITA AnIA 10 2x ROOF RAFTER SEE PLAN ® 2x STUDS 016"O.C. Planning 0 WOOD BEAM SEE PLAN O5 WOOD POST SEE PLAN 0 PLYWOOD SHEATH'G SEE PLAN 0 SHEAR WALL WHERE a 0 SIMPSON 'CCQ' COL. CAP INSIDE STUD WALL © SIMPSON 'A34' BOTH SIDE AT EA. BM. 0 BOUNDARY NAILING OCCURS SEE PLAN 10 SIMPSON 'H2.5' @48"O.C. O1 (N) WET SET COLUMN BASE SIMPSON 'CBS OR CBSQ' (1" STANDOFF) 1O ROOFING SEE ARCH'L 0 2-2x CONT. TOP PL. ® SIMPSON STRAP SEE PLAN 7O HEADER BEAM WHERE OCCURS ® 2x BLK'G W/"A35" 016"O.C. x 50 412 OVER (E)WALL SEE PLAN 11 2x C.J. SEE PLAN W/ 4-16d AT EA. END 'LTP4' O �N)SIDES) D DOWELS 012"O.C. 2O ROOF PLYWOOD SHEATHING 1 AT BEAM SPLICE OR MST37 © CONT. TOP PL. OR 12 SIMPSON ®16"O.C. Ap 4 0 SEE PLAN HEADER ® (N)WOOD POST, SEE PLAN 3O RAFTER SEE PLAN 2 FOR SIZE & LOC. 7 0 (N)#4 REBAR TYP. 8 8 O SIMPSON 'H2' ®4'-0" O.C. 1 1 1 FOR P E R © (N)CONC. FTG. SEE PLAN 3 0 • 7 5O SIMPSON 'LB' HANGER ® / LJ 4 2 2 FOR SIZE & REBARS "y. 0 (E)CONC. SLAB s� (MODIFIED) NOTCH JOIST AS REQUIRED (1" MAX.) © 4x VALLEY BM. SEE PLAN � � L'J 4 ®\ ® SIMPSON 'SET-3G' EPDXY ski (SPECIAL INSPECTION IS REQ D) o " 02� SHAPED W/16d ® � 10 10 T.P. EMBED. 6 O.C. TO VALLEY BM. U. ® BOUNDARY NAILING �� •�� • � • as er � 5 0 �\ , 7 6 2 \ 11 WHERE OCCUR z ® 3 - 3 \ SEE PLAN 6 O 5 © 7 /-\ 12 O O E) ©(E) B O O B TYPICAL POST FOOTING 13 RAFTER TO VALLEY BEAM CONN. 9 WOOD BEAM TO POST 1 RAFTER TO WALL/BEAM CONN. 1 3 O1 (N) SIMPSON 'AP866' POST BASE O1 2x CEILING JOIST SEE PLAN W/1/2"0 EPDXY BOLTS & 2 3/4"MIN. EMBED. IN SIMPSON 'SET-3G' EPDXY ADHESIVE / 0 6-16d (SPECIAL INSPECTION IS REQ'D) O � BLK'G W/B"N. & ®32„ O.C. SIMPSONA35 3 2-2x CONT. TOP PL. O 12"LAP 0 (E)CONC. SLAB 0 " 2x FLAT W/2-16d C�D16 O.C. FOR FINISH SEE ARCH'L, 5 � 1 1 0 (N 4x6 BUILT UP WOOD POST SECTION OF BUILT UP POST ® 2x6 R.F. ®16"O.C. FOR PLYWD. SEE SHEARWALL SCHED. TO 6x6 Z ® (N)2x6 KING STUD AT EA. SIDE OF POST -- O1 RIDGE PSL BEAM SEE PLAN ROOF SHEATH'G PER PLAN 2x BLK'G O5 / W/2-16d @12"O.C. 0 HIP BEAM SEE PLANllriO " 6 2x STUD ®16 O.C. 0 VALLEY BEAM SEE PLAN ROOF SHEATH'GSEE A A ® (5)-SIMPSON 1 /4"x8" SDS O PLAN \ 0 - O SCREWS (TOE NAIL PATTERN) TYP. O 0 � � 2 3 .0 ° �2x R.F. ®16"O.C. SEE PLAN T TYPICAL POST CONC. AT PATIO 14 HIP/ VALLEY BEAMS TO RIDGE BEAM 10 CALIFORNIA FRAMING DETAIL 6 CEILING JOIST CONN. AT WALL O1 (E)ROOF 1 2 (E)WALL O O _ 1O o 16" O.C. 1 0 (N)2x6 LEDGERW/ O1 CEILING BM. SEE PLAN 12xPST�UD Y 2-1/4"x4 1/2" LONG SDS WOOD SCREWS 2 SIMPSON 'LUS' HGR. TYP. O 2O 2x PRESERVATIVE -TREATED 2 SILL PL. W 5 8"Ox 10" LG. J C�16"O.C. TO STUD 3 CEILING JOIST SEE PLAN , x A.B. ®48 O.C. O 2" I 0 (N)2x JOIST PER PLAN 'GLT' 0 2x BLK'G @48"O.C. 3O (E)CONC. SLAB 11 3 O4 4x 36" CAD 16" O.C. EPDXY 12 # 'SET-3G' O5 (N)MTL SHEATHING SEE PLAN © (N)SIMPSON DTT1 Z ®32"O.C. W/ 1 )K O2 SIMPSON HANGER U.N.O. ON PLANS 0 CARRYING BEAM 4 4 DOWEL IN SIMPSON TO 0 (E)SLAB W/MIN. 4"EMBED. 6 �1� _ _ 6-#9 SD SCREWS TO PATIO JOIST O7 (N)4x BLK'G W/3/8"0 HDG LAG SCREW SEE PLAN FOR SIZE O O5 2-#4 CONT. T&B (U.N.O.) W/HDG WASHER TO BLK'G & 3 MIN. EMBED. 4 WOOD BEAM, SEE PLAN O SEE PLAN FOR � j j�j��j/� FOR SIZE & LOC. NUMBER OF REBARS ,�����.. 1 O 7O FINISH GRADE OR SLAB 3 WHERE OCCURS SEE ARCH'L z 4 ® SEE ARCH'L FOR FINISH AND SHEARWALL SCHED. N 10 �5 2 FOR PLYWD. SHEATHING X FOR 4x OR 6x WOOD BM. USE "HWP" HANGER WHERE OCCURS 0 4 -- 0 0 #4 CONT. �J• ---------------- 10 #4 DOWELS (V) ®18"O.C. NOTES: PLAN 1. FOR STUD SIZE & PARTITION LOC. SEE ARCH'L DWGS. 11 EDGE NAILING PER SHEAR WALL 2. FOR SHEARWALL PLYWOOD, SILL PL., BOLTS, ETC., SEE O 2 SCHEDULE PLAN AND SCHEDULE 12 LINE OF NEW CONC. SLAB PER PLAN 3. FOR BEARING WALLS, USE ANCHOR BOLTS ONLY. 3 - — TYP. EXTERIOR WALL FOOTING W/CURB 15 PATIO TO (E) WALL CONNECTION 11 BEAM TO BEAM CONN. 7 CEILING JOIST TO BM. CONN. 3 10 2x WOOD BEAM AT EA. SIDE 6O PATIO RAFTER SEE PLAN O1 2x WOOD BEAM AT EA. SIDE OF POST SEE PLAN O 'H1' TYP. AT OF POST SEE PLAN © 0 4x6 WOOD POST BUILT UP TO 6x6 EA. A. JOTSSON EA. 0 2x BLK'G EA. SIDE 0 0 4x6 WOOD POST BUILT UP TO 6x6 8 4x4 KNEE BRACE ONE SIDE (� 5 v OF WOOD POST 7 0 0 4x4 KNEE BRACE EA. SIDE ® 16d ®3"O.C. EA. SIDE 8 OF WOOD POST AT BEAM TO POST � ® 5/8"0 THRU BOLTS / v 0 0 HDR. BM. SEE PLAN SIMPSON 'A34' E.S. 0ROOF SHEATH'G SEE PLAN 20 HIP BM. SEE PLAN 1 ® 5/8"0 THRU BOLT 7 5/8"� THRU BOLTS T&B � 0 2-2x PL. 1 30 SIMPSON 'ST12' E.S. 0 5/8"0 THRU BOLTS T&B 5O WOOD POST SEE PLAN 0 SIMPSON 'LS30' EA. SIDE © PATIO RAFTER SEE PLAN \ 'H1' TV4 6O 2x STUDS ®16"O.C. 5O WOOD POST SEE PLAN 07 ® SIMPSON TYP. AT� EA. JOIST 1 /2" 0 THRU BOLTS T&B + ®3"O.C. APART 3 Li ` O 0 0 1 5 5 3 N 1 N 3 3 5 ` s a � a NOTE: NOTE: 4 1. ALL EXTERIOR HARDWARE SHALL BE 1. ALL EXTERIOR HARDWARE SHALL BE 2. MADE OF WEATHER RESISTANT. SEE PLAN FOR PATIO COVER 0 MADE OF WEATHER RESISTANT. 2. SEE PLAN FOR PATIO COVER 0 2'-0„ O PATIO JOIST TO BEAM CONN. AT POST 161 PATIO JOIST TO BEAM CONN. AT POST 121 HDR./WOOD BM. TO WALL CONN. 3 HIP TO POST CONN. 4 uildinigAge DATE 08/ 07/ 25 PC UBMIT ESUBMIT Sax O \y ,z Nou C 76425 r' r-� Exp. 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STAMP CO N V E R T G A R A G E T O A D U 22 3 5 M A P L E S T . , S A N T A A N A , C A . 9 2 7 0 7 T-24-1 REVISIONS J S E N G I N E E R I N G , I N C . STAMP CO N V E R T G A R A G E T O A D U 22 3 5 M A P L E S T . , S A N T A A N A , C A . 9 2 7 0 7 T-24-2 CHAPTER 4 RESIDENTIAL MANDATORY MEASURES DIVISION 4.1 PLANNING AND DESIGN DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION 4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE 4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing agency. 4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING 4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65 percent of the non-hazardous construction and demolition waste in accordance with either Section 4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste management ordinance. Exceptions: 1. Excavated soil and land-clearing debris. 2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite. 3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsites are located in areas beyond the haul boundaries of the diversion facility. 4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan in conformance with Items 1 through 5. The construction waste management plan shall be updated as necessary and shall be available during construction for examination by the enforcing agency. 1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the project or salvage for future use or sale. 2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or bulk mixed (single stream). 3. Identify diversion facilities where the construction and demolition waste material collected will be taken. 4. Identify construction methods employed to reduce the amount of construction and demolition waste generated. 5. Specify that the amount of construction and demolition waste materials diverted shall be calculated by weight or volume, but not by both. 4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the enforcing agency, which can provide verifiable documentation that the percentage of construction and demolition waste material diverted from the landfill complies with Section 4.408.1. Note: The owner or contractor may make the determination if the construction and demolition waste materials will be diverted by a waste management company. 4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4 lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds per square foot of the building area, shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4.. Notes: 1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in documenting compliance with this section. 2. Mixed construction and demolition debris (C & D) processors can be located at the California Department of Resources Recycling and Recovery (CalRecycle). 4.410 BUILDING MAINTENANCE AND OPERATION 4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact disc, web-based reference or other media acceptable to the enforcing agency which includes all of the following shall be placed in the building: 1. Directions to the owner or occupant that the manual shall remain with the building throughout the life cycle of the structure. 2. Operation and maintenance instructions for the following: a. Equipment and appliances, including water-saving devices and systems, HVAC systems, photovoltaic systems, electric vehicle chargers, water-heating systems and other major appliances and equipment. b. Roof and yard drainage, including gutters and downspouts. c. Space conditioning systems, including condensers and air filters. d. Landscape irrigation systems. e. Water reuse systems. 3. Information from local utility, water and waste recovery providers on methods to further reduce resource consumption, including recycle programs and locations. 4. Public transportation and/or carpool options available in the area. 5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant may use to maintain the relative humidity level in that range. 6. Information about water-conserving landscape and irrigation design and controllers which conserve water. 7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5 feet away from the foundation. 8. Information on required routine maintenance measures, including, but not limited to, caulking, painting, grading around the building, etc. 9. Information about state solar energy and incentive programs available. 10. A copy of all special inspections verifications required by the enforcing agency or this code. 11. Information from the Department of Forestry and Fire Protection on maintenance of defensible space around residential structures. 12. Information and/or drawings identifying the location of grab bar reinforcements. 4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section 42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of this section. DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY DIVISION 4.5 ENVIRONMENTAL QUALITY 4.303 INDOOR WATER USE 4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3, and 4.303.4.4. Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy, or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. 4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush. The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush. 4.303.1.3 Showerheads. 4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8 gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. 4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only allow one shower outlet to be in operation at a time. Note: A hand-held shower shall be considered a showerhead. 4.303.1.4 Faucets. 4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8 gallons per minute at 20 psi. 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gallons per minute at 60 psi. 4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.2 gallons per cycle. 4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi. Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction. 4.303.1.4.5 Pre-rinse spray valves. When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607 (d)(7) and shall be equipped with an integral automatic shutoff. FOR REFERENCE ONLY: The following table and code section have been reprinted from the California Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section 1605.3 (h)(4)(A). Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January 1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)] 4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial buildings. Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the California Plumbing Code. 4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1 of the California Plumbing Code. TABLE - MAXIMUM FIXTURE WATER USE FIXTURE TYPE FLOW RATE SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20 PSI LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS 0.5 GPM @ 60 PSI KITCHEN FAUCETS 1.8 GPM @ 60 PSI METERING FAUCETS 0.2 GAL/CYCLE WATER CLOSET 1.28 GAL/FLUSH URINALS 0.125 GAL/FLUSH 4.304 OUTDOOR WATER USE 4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water Efficient Landscape Ordinance (MWELO), whichever is more stringent. NOTES: 1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations, Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are available at: https://www.water.ca.gov/ ABBREVIATION DEFINITIONS: HCD Department of Housing and Community Development BSC California Building Standards Commission DSA-SS Division of the State Architect, Structural Safety OSHPD Office of Statewide Health Planning and Development LR Low Rise HR High Rise AA Additions and Alterations N New NOTE: THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A CONVENIENCE FOR THE USER. SECTION 4.102 DEFINITIONS 4.102.1 DEFINITIONS The following terms are defined in Chapter 2 (and are included here for reference) FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar pervious material used to collect or channel drainage or runoff water. WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also used for perimeter and inlet controls. 4.106 SITE DEVELOPMENT 4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water drainage and erosion controls shall comply with this section. 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. In order to manage storm water drainage during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent property, prevent erosion and retain soil runoff on the site. 1. Retention basins of sufficient size shall be utilized to retain storm water on the site. 2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar disposal method, water shall be filtered by use of a barrier system, wattle or other method approved by the enforcing agency. 3. Compliance with a lawfully enacted storm water management ordinance. Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or are part of a larger common plan of development which in total disturbs one acre or more of soil. (Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html) 4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface water include, but are not limited to, the following: 1. Swales 2. Water collection and disposal systems 3. French drains 4. Water retention gardens 5. Other water measures which keep surface water away from buildings and aid in groundwater recharge. Exception: Additions and alterations not altering the drainage path. 4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections 4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625. Exceptions: 1. On a case-by-case basis, where the local enforcing agency has determined EV charging and infrastructure are not feasible based upon one or more of the following conditions: 1.1 Where there is no local utility power supply or the local utility is unable to supply adequate power. 1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional local utility infrastructure design requirements, directly related to the implementation of Section 4.106.4, may adversely impact the construction cost of the project. 2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parking facilities. 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere 208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the proposed location of an EV charger at the time of original construction in accordance with the California Electrical Code. 4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". CHAPTER 3 GREEN BUILDING SECTION 301 GENERAL 301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in the application checklists contained in this code. Voluntary green building measures are also included in the application checklists and may be included in the design and construction of structures covered by this code, but are not required unless adopted by a city, county, or city and county as specified in Section 101.7. 301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, or size. The requirements shall apply only to and/or within the specific area of the addition or alteration. The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking facilities or the addition of new parking facilities serving existing multifamily buildings. See Section 4.106.4.3 for application. Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing lighting fixtures are not considered alterations for the purpose of this section. Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential buildings, or both. Individual sections will be designated by banners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and high-rise buildings, no banner will be used. SECTION 302 MIXED OCCUPANCY BUILDINGS 302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building shall comply with the specific green building measures applicable to each specific occupancy. Exceptions: 1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall comply with Chapter 4 and Appendix A4, as applicable. 2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with Chapter 4 and Appendix A4, as applicable. 4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities. When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the requirements of Sections 4.106.4.2.1 and 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A parking space served by electric vehicle supply equipment or designed as a future EV charging space shall count as at least one standard automobile parking space only for the purpose of complying with any applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details. 4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exceptions: 1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number of EV capable spaces. 2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable spaces, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed. Notes: a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed over the five (5) percent required. Notes: a.Construction documents shall show locations of future EV spaces. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE. Where common use parking is provided, at least one EV charger shall be located in the common use parking area and shall be available for use by all residents or guests. When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required, an automatic load management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EVSE shall have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical capacity to the required EV capable spaces. 4.106.4.2.2.1 Electric vehicle charging stations (EVCS). Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1. Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable requirements. 4.106.4.2.2.1.1 Location. EVCS shall comply with at least one of the following options: 1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space. 2.The charging space shall be located on an accessible route, as defined in the California Building Code, Chapter 2, to the building. Exception: Electric vehicle charging stations designed and constructed in compliance with the California Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1 and Section 4.106.4.2.2.1.2, Item 3. 4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions. The charging spaces shall be designed to comply with the following: 1.The minimum length of each EV space shall be 18 feet (5486 mm). 2.The minimum width of each EV space shall be 9 feet (2743 mm). 3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EV space is 12 feet (3658 mm). a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083 percent slope) in any direction. 4.106.4.2.2.1.3 Accessible EV spaces. In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed, shall comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A. 4.106.4.2.3 EV space requirements. 1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close proximity to the location or the proposed location of the EV space. Construction documents shall identify the raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space, at the time of original construction in accordance with the California Electrical Code. 2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required raceways and related components that are planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time of original construction. SECTION 4.501 GENERAL 4.501.1 Scope The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors. SECTION 4.502 DEFINITIONS 5.102.1 DEFINITIONS The following terms are defined in Chapter 2 (and are included here for reference) AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements. COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section 93120.1. DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere. DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. Y N/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) 4.201 GENERAL 4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy Commission will continue to adopt mandatory standards. DIVISION 4.2 ENERGY EFFICIENCY TABLE H-2 STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019 PRODUCT CLASS [spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm) Product Class 1 (≤1.00 Product Class 2 (> 5.0 ozf and ≤1.20 Product Class 3 (> 8.0 ozf)1.28 Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space at the time of original construction in accordance with the California Electrical Code. 4.106.4.2.4 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. 4.106.4.2.5 Electric Vehicle Ready Space Signage. Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its successor(s). 4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing multifamily buildings. When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or altered shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Notes: 1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. 2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use. STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 09/15/2025 1 10/01/2025 2 CG-1 CAL GREEN BUILDING STANDARDS CODE SHEET 1 2 MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to hundredths of a gram (g O³/g ROC). Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700 and 94701. MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood. PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of product (excluding container and packaging). Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a). REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to ozone formation in the troposphere. VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a). 4.503 FIREPLACES 4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 4.504 POLLUTANT CONTROL 4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to reduce the amount of water, dust or debris which may enter the system. 4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section. 4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the requirements of the following standards unless more stringent local or regional air pollution or air quality management district rules apply: 1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and tricloroethylene), except for aerosol products, as specified in Subsection 2 below. 2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than 1 pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with section 94507. 4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in Table 4.504.3 shall apply. 4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation 8, Rule 49. 4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency. Documentation may include, but is not limited to, the following: 1. Manufacturer's product specification. 2. Field verification of on-site product containers. CHAPTER 7 INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS 702 QUALIFICATIONS 702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or certification program. Uncertified persons may perform HVAC installations when under the direct supervision and responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems. Examples of acceptable HVAC training and certification programs include but are not limited to the following: 1. State certified apprenticeship programs. 2. Public utility training programs. 3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations. 4. Programs sponsored by manufacturing organizations. 5. Other programs acceptable to the enforcing agency. 702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be considered by the enforcing agency when evaluating the qualifications of a special inspector: 1. Certification by a national or regional green building program or standard publisher. 2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building performance contractors, and home energy auditors. 3. Successful completion of a third party apprentice training program in the appropriate trade. 4. Other programs acceptable to the enforcing agency. Notes: 1. Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with this code. 2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate homes in California according to the Home Energy Rating System (HERS). [BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a recognized state, national or international association, as determined by the local agency. The area of certification shall be closely related to the primary job function, as determined by the local agency. Note: Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with this code. 703 VERIFICATIONS 703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate section or identified applicable checklist. 4.505 INTERIOR MOISTURE CONTROL 4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code. 4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section. 4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following: 1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. 2. Other equivalent methods approved by the enforcing agency. 3. A slab design specified by a licensed design professional. 4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following: 1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent moisture verification methods may be approved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code. 2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece verified. 3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing. Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure. 4.506 INDOOR AIR QUALITY AND EXHAUST 4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following: 1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building. 2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control. a. Humidity controls shall be capable of adjustment between a relative humidity range less than or equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of adjustment. b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in) Notes: 1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or tub/shower combination. 2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code. 4.507 ENVIRONMENTAL COMFORT 4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be sized, designed and have their equipment selected using the following methods: 1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential Load Calculation), ASHRAE handbooks or other equivalent design software or methods. 2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems), ASHRAE handbooks or other equivalent design software or methods. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential Equipment Selection), or other equivalent design software or methods. Exception: Use of alternate design temperatures necessary to ensure the system functions are acceptable. TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2 (Less Water and Less Exempt Compounds in Grams per Liter) ARCHITECTURAL APPLICATIONS VOC LIMIT INDOOR CARPET ADHESIVES 50 CARPET PAD ADHESIVES 50 OUTDOOR CARPET ADHESIVES 150 WOOD FLOORING ADHESIVES 100 RUBBER FLOOR ADHESIVES 60 SUBFLOOR ADHESIVES 50 CERAMIC TILE ADHESIVES 65 VCT & ASPHALT TILE ADHESIVES 50 DRYWALL & PANEL ADHESIVES 50 COVE BASE ADHESIVES 50 MULTIPURPOSE CONSTRUCTION ADHESIVE 70 STRUCTURAL GLAZING ADHESIVES 100 SINGLE-PLY ROOF MEMBRANE ADHESIVES 250 OTHER ADHESIVES NOT LISTED 50 SPECIALTY APPLICATIONS PVC WELDING 510 CPVC WELDING 490 ABS WELDING 325 PLASTIC CEMENT WELDING 250 ADHESIVE PRIMER FOR PLASTIC 550 CONTACT ADHESIVE 80 SPECIAL PURPOSE CONTACT ADHESIVE 250 STRUCTURAL WOOD MEMBER ADHESIVE 140 TOP & TRIM ADHESIVE 250 SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL 30 PLASTIC FOAMS 50 POROUS MATERIAL (EXCEPT WOOD)50 WOOD 30 FIBERGLASS 80 1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED. 2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168. TABLE 4.504.2 - SEALANT VOC LIMIT (Less Water and Less Exempt Compounds in Grams per Liter) SEALANTS VOC LIMIT ARCHITECTURAL 250 MARINE DECK 760 NONMEMBRANE ROOF 300 ROADWAY 250 SINGLE-PLY ROOF MEMBRANE 450 OTHER 420 SEALANT PRIMERS ARCHITECTURAL NON-POROUS 250 POROUS 775 MODIFIED BITUMINOUS 500 MARINE DECK 760 OTHER 750 TABLE 4.504.5 - FORMALDEHYDE LIMITS1 MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION PRODUCT CURRENT LIMIT HARDWOOD PLYWOOD VENEER CORE 0.05 HARDWOOD PLYWOOD COMPOSITE CORE 0.05 PARTICLE BOARD 0.09 MEDIUM DENSITY FIBERBOARD 0.11 THIN MEDIUM DENSITY FIBERBOARD2 0.13 1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF. CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12. 2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16" (8 MM). TABLE 4.504.3 - VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS2,3 GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS COATING CATEGORY VOC LIMIT FLAT COATINGS 50 NON-FLAT COATINGS 100 NONFLAT-HIGH GLOSS COATINGS 150 SPECIALTY COATINGS ALUMINUM ROOF COATINGS 400 BASEMENT SPECIALTY COATINGS 400 BITUMINOUS ROOF COATINGS 50 BITUMINOUS ROOF PRIMERS 350 BOND BREAKERS 350 CONCRETE CURING COMPOUNDS 350 CONCRETE/MASONRY SEALERS 100 DRIVEWAY SEALERS 50 DRY FOG COATINGS 150 FAUX FINISHING COATINGS 350 FIRE RESISTIVE COATINGS 350 FLOOR COATINGS 100 FORM-RELEASE COMPOUNDS 250 GRAPHIC ARTS COATINGS (SIGN PAINTS)500 HIGH TEMPERATURE COATINGS 420 INDUSTRIAL MAINTENANCE COATINGS 250 LOW SOLIDS COATINGS1 120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULTICOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, & UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTATIVE COATINGS 250 SHELLACS CLEAR 730 OPAQUE 550 SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB & TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS 2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE. 3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD. DIVISION 4.5 ENVIRONMENTAL QUALITY (continued) 4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1. 4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the buildings shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5 4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: 1. Product certifications and specifications. 2. Chain of custody certifications. 3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.). 4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA 0121, CSA 0151, CSA 0153 and CSA 0325 standards. 5. Other methods acceptable to the enforcing agency. DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. Y N/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) DISCLAIMER THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE 2022 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. NOTE: 1.THIS DOCUMENT IS EXCERPTED FROM THE 2022 CALIFORNIA GREEN BUILDING CODE, EFFECTIVE JANUARY 2023. THE INTENT OF THE DOCUMENT'S CONTENT, ORGANIZATION AND FORMAT IS TO PROVIDE USABLE ACCESS TO THE MANDATORY SECTIONS OF THE REFERENCED CODE THAT WILL BE MOST COMMONLY APPLIED TO NON-RESIDENTIAL PROJECTS. REVIEW OF THE COMPLETE CODE DOCUMENT IS STRONGLY ADVISED PRIOR TO UTILIZATION OF THIS EXCERPT. 2.THE CHECK BOXES ARE PLACED WHERE YOUR LOCAL ENFORCING AGENCY MAY WANT TO VERIFY COMPLIANCE. YOU MAY ADD BOXES OR RELOCATE THEM AS NECESSARY TO CONFORM WITH LOCAL AGENCY REQUIREMENTS. 3.SOME AGENCIES MAY CHOOSE TO USE THEIR OWN FORMS TO VERIFY COMPLIANCE. IN THIS CASE THESE SHEETS MAY BE USED ONLY AS A REFERENCE FOR THE CONTRACTOR, AND THE SIGN OFF BOXES REMOVED OR THE "A-INSPECTOR SIGNOFF" LAYER FROZEN. 4.DRAWING ENTITIES ARE SET TO "COLOR BY LAYER". ADJUST LAYER COLORS AS REQUIRED TO CONFORM TO USER OFFICE STANDARDS FOR LINE WEIGHTS. 5.TABLES CAN BE SET TO "COLOR BY BLOCK" TO CHANGE THEIR BORDER LINE WEIGHT. CELL DIVISION COLOR IS SET BY LAYER. STAMP 229 S. MISSION DR SAN GABRIEL, CA 91776 EMAIL: INFO@YWRISING.COM TEL: 626.542.5946 FAX: 888.847.3831 YW RISING DESIGN & DEVELOPMENT Engineer OWNER PROJECT SHEET TITLE GARAGE CONVERT TO DETACHED ADU THESE DRAWINGS AND SPECIFICATIONS AND IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF YWR ARCHITECTS AND NO PART THEREOF SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE SPECIFIC PROJECT FOR WHICH THEY HAVE BEEN PREPARED AND DEVELOPED WITHOUT THE WRITTEN CONSENT OF THE DESIGNER. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFY BY THE CONTRACTOR AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH AND/OR BEGINNING ANY WORK. THE CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ANY OTHER RELATED DRAWINGS, AND NOTIFY THE DESIGNER OF ANY DISCREPANCIES BEFORE PROCEEDING ANY/OR BEGINNING ANY WORK. 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 YW Design & Development 设计 建筑 管理 A Design Built Company Rising 设计 SAM WANG 253-459-9288 09/15/2025 1 10/01/2025 2 CG-2 CAL GREEN BUILDING STANDARDS CODE SHEET 2 2 WPH Engineering 411 E. Huntington Dr., Ste 313 Arcadia, CA 91006 (626) 658-7974 wph@wphengineering.com -------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Garage Convert to Detached ADU 2235 Maple St., Santa Ana, CA 92707 JOB # 25095 Architect:YWR Architects 229 S. Mission Dr., San Gabriel, CA 91776 Phone: (626) 542-5946 DESIGN BASED ON 2022 CBC ROOF DEAD LOAD: ROOFING RF 4 PSF×:= SOLAR PANEL SP 5 PSF×:= PLYWOOD PW 2 PSF×:= RAFTERS RR 2 PSF×:= BEAMS BM 1.0 PSF×:= CEILING & INSULATION INS 2.5 PSF×:= MEP MEP 1 PSF×:= MISC MISC 1.1 PSF×:= ROOF PITCH:RISE=i 3:=RUN= 12, ANGLE:θ atan i 12  14.036 °×=:= RDL RF PW+RR+BM+INS+MEP+MISC+13.6 PSF×=:= RDLE RF SP+PW+RR+BM+INS+MEP+MISC+18.6 PSF×=:=RDL RDL cos θ( ) 14 PSF×=:= RDLE RDLE cos θ( ) 19.2 PSF×=:= DESIGN LOADS: ROOF LIVE LOAD:RLL 20 psf×:= ROOF DEAD LOAD:RDL 14 PSF×=RDLE 19.2 PSF×= CELING LIVE LOAD:CLL 20 psf×:= CEILING DEAD LOAD:CDL 5 psf×:= WALL DEAD LOAD:WDL 15 psf×:= OVERSTRENGTH FACTOR: (FLEXIBLE DIAPHRAGM) Ω 3 0.5-2.5=:= SEISMIC DESIGN PARAMETERS: BASED ON DEFAULT VALUES OF MAPPED ACCELERATION PARAMETERS FROM ASCE 7 HARZARDS REPORT. TABLE OF CONTENTS: DESIGN CRITERIA . . . . . PAGE 1 ROOF FRAMING DESIGN . . . . PAGE 5 LATERAL ANAYLSIS . . . . . PAGE 23 LATERAL DESIGN . . . . . PAGE 26 FOOTING DESIGN . . . . . PAGE 30 COVER PATIO (MAIN HOUSE) . . . . PAGE 37 Page 1 of 63 ASCE Hazards Report Address: 2235 Maple St Santa Ana, California 92707 Standard:ASCE/SEI 7-16 Latitude:33.716594 Risk Category:II Longitude:-117.863935 Soil Class:D - Default (see Section 11.4.3) Elevation:58.227913884290565 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Fri Aug 01 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/Fri Aug 01 2025 Page 2 of 63 SS : 1.277 S1 : 0.457 F a : 1.2 F v : N/A SMS : 1.533 SM1 : N/A SDS : 1.022 SD1 : N/A T L : 8 PGA : 0.541 PGA M : 0.649 F PGA : 1.2 Ie : 1 C v : 1.355 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Fri Aug 01 2025 https://ascehazardtool.org/Fri Aug 01 2025 Page 3 of 63 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. https://ascehazardtool.org/Fri Aug 01 2025 Page 4 of 63 25095 Roof Framing.xmcd Garage Convert to Detached ADU 2235 Maple St., Santa Ana, CA 92707 JOB # 25095 ROOF FRAMING: ROOF LIVE LOAD:RLL 20 psf×:=CELING LIVE LOAD:CLL 10 psf×:= ROOF DEAD LOAD:RDL 14 psf×:=CEILING DEAD LOAD:CDL 5 psf×:= EXTERIOR WALL DEAD LOAD: WDL 15 psf×:= R1.) 10'-8" ROOF RAFTERS TRIBUTARY WIDTH ROOF:TWR 16 in× 1.3ft=:= DEAD LOADING:Wdead RDL( ) TWR× 18.7 plf×=:= LIVE LOADING:Wlive RLL( ) TWR× 26.7 plf×=:= SEE ENERCALC FOR DESIGN USE 2x6 DF#1 @16" O.C R2.) 12'-10" CEILING JOISTS TRIBUTARY WIDTH CEILING:TWC 16 IN× 1.3ft=:= DEAD LOADING:Wdead CDL TWC× 6.7 plf×=:= LIVE LOADING:Wlive CLL TWC× 13.3 plf×=:= SEE ENERCALC FOR DESIGN USE 2x6 DF#1 CJ@16" O.C R3.) 12'-0" HIP BEAM TRIBUTARY WIDTH ROOF:TWR 7.9 2 ft× 4 ft=:= DEAD LOADING (RIGHT END):Wdead 2RDL TWR× 110.6 plf×=:=TRIANGULAR FR LEFT END LIVE LOADING:Wlive 2RLL TWR× 158 plf×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 Page 5 of 63 25095 Roof Framing.xmcd R3a.) 14'-9" HIP BEAM TRIBUTARY WIDTH ROOF:TWR 10.7 2 ft× 5.3ft=:= DEAD LOADING (RIGHT END):Wdead 2RDL TWR× 149.8 plf×=:=TRIANGULAR FR LEFT END LIVE LOADING:Wlive 2RLL TWR× 214 plf×=:= SEE ENERCALC FOR DESIGN USE 4x10 DF#1 R4.) 4'-9" + 0'-6" CANT. BOTH ENDS RIDGE BEAM (GRID A.5) TRIBUTARY WIDTH ROOF:TWR 21.3 2 ft× 10.6 ft=:= DEAD LOADING:Wdead RDL TWR× 149.1 plf×=:= LIVE LOADING:Wlive RLL TWR× 213 plf×=:= POINT LOADING (R5aR+R6R):Pdead 750 300+( ) lb× 1050 lb×=:=AT 0'-3" FR. LEFT SUPPORT Plive 1060 420+( ) lb× 1480 lb×=:= POINT LOADING (2R3R):Pdead 370 2× lb× 740 lb×=:=AT 5'-0" FR. LEFT SUPPORT Plive 530 2× lb× 1060 lb×=:= SEE ENERCALC FOR DESIGN USE 4x10 DF#1 R5.) 9'-0" VALLEY BEAM TRIBUTARY WIDTH ROOF:TWR 10.7 2 ft× 5.3ft=:=TWR1 8 2 ft× 4 ft=:=TWR2 6.5 2 ft× 3.3ft=:= DEAD LOADING (LEFT END):Wdead RDL TWR1( )× 56 plf×=:=TRAPEZOID MIN. AT LEFT SUPPORT LIVE LOADING:Wlive RLL TWR1× 80 plf×=:= DEAD LOADING (RIGHT END):Wdead RDL TWR× 74.9 plf×=:=TRAPEZOID MAX. AT RIGHT SUPPORT LIVE LOADING:Wlive RLL TWR× 107 plf×=:= DEAD LOADING (RIGHT END):Wdead RDL TWR2× 45.5 plf×=:=TRIANGULAR FR LEFT SIDE LIVE LOADING:Wlive RLL TWR2× 65 plf×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 Page 6 of 63 25095 Roof Framing.xmcd R6.) 5'-8" HIP BEAM TRIBUTARY WIDTH ROOF:TWR 10.7 2 ft× 5.3ft=:=TWR1 6.5 2 ft× 3.3ft=:=TWR2 8 2 ft× 4 ft=:= DEAD LOADING (LEFT END):Wdead RDL TWR1( )× 45.5 plf×=:=TRAPEZOID MIN. AT LEFT SUPPORT LIVE LOADING:Wlive RLL TWR1× 65 plf×=:= DEAD LOADING (RIGHT END):Wdead RDL TWR× 74.9 plf×=:=TRAPEZOID MAX. AT RIGHT SUPPORT LIVE LOADING:Wlive RLL TWR× 107 plf×=:= DEAD LOADING (RIGHT END):Wdead RDL TWR2× 56 plf×=:=TRIANGULAR FR RIGHT SIDE LIVE LOADING:Wlive RLL TWR2× 80 plf×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 R7.) 11'-0" RIDGE BEAM (GRID 1.3) TRIBUTARY WIDTH ROOF:TWR 12.9 2 ft× 6.4ft=:= DEAD LOADING:Wdead RDL TWR× 90.3 plf×=:= LIVE LOADING:Wlive RLL TWR× 129 plf×=:= POINT LOADING (R5L):Pdead 350 lb× 350 lb×=:=AT 10'-3" FR. LEFT SUPPORT Plive 500 lb× 500 lb×=:= POINT LOADING (R6L):Pdead 220 lb× 220 lb×=:= Plive 310 lb× 310 lb×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 R8.) 9'-0" HIP BEAM TRIBUTARY WIDTH ROOF:TWR 6.4 2 ft× 3.2ft=:= DEAD LOADING (LEFT END):Wdead 2RDL TWR× 89.6 plf×=:=TRIANGULAR FR LEFT SIDE LIVE LOADING:Wlive 2RLL TWR× 128 plf×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 Page 7 of 63 25095 Roof Framing.xmcd R9.) 8'-6"+ 1'-0" CANT. RIDGE BEAM (GRID 1.3) TRIBUTARY WIDTH ROOF:TWR 12.9 2 ft× 6.4ft=:= DEAD LOADING:Wdead RDL TWR× 90.3 plf×=:= LIVE LOADING:Wlive RLL TWR× 129 plf×=:= POINT LOADING (2R8L):Pdead 2 270× lb× 540 lb×=:=AT CANT. END Plive 2 390× lb× 780 lb×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 R10.) 12'-4" CEILING BEAM (GRID A.5) TRIBUTARY WIDTH ROOF:TWC 1.34 1 ft× 1.3ft=:= DEAD LOADING (LEFT END):Wdead CDL TWC× 6.7 plf×=:= LIVE LOADING:Wlive CLL TWC× 13.4 plf×=:= POINT LOADING (R4R):Pdead 1170 lb× 1170 lb×=:=AT 3'-8" FR. LEFT SUPPORT Plive 1670 lb× 1670 lb×=:= SEE ENERCALC FOR DESIGN USE 3.1/2x9.1/2 PSL 2.0E R10a.) 12'-4" CEILING BEAM (GRID A.5) TRIBUTARY WIDTH ROOF:TWC 1.34 1 ft× 1.3ft=:= DEAD LOADING (LEFT END):Wdead CDL TWC× 6.7 plf×=:= LIVE LOADING:Wlive CLL TWC× 13.4 plf×=:= POINT LOADING (R4L):Pdead 1500 lb× 1500 lb×=:=AT 10'-6" FR. LEFT SUPPORT Plive 2120 lb× 2120 lb×=:= SEE ENERCALC FOR DESIGN USE 3.1/2x9.1/2 PSL 2.0E Page 8 of 63 25095 Roof Framing.xmcd R11.) 3'-2" HEADER BEAM (GRID 1.5) TRIBUTARY WIDTH ROOF:TWC 21.3 2  ft× 10.6 ft=:= DEAD LOADING (LEFT END):Wdead CDL TWC× WDL 3× ft×+98.3 plf×=:= LIVE LOADING:Wlive CLL TWC× 106.5 plf×=:= POINT LOADING (2R10R):Pdead 1290 1390+( ) lb× 2680 lb×=:=AT 0'-5" FR. LEFT SUPPORT Plive 1770 170+1910+170+( ) lb× 4020 lb×=:= SEE ENERCALC FOR DESIGN USE 4x8 DF#1 R12.) 12'-10" CEILING BEAM (GRID A.5) TRIBUTARY WIDTH ROOF:TWC 1.34 1 ft× 1.3ft=:= DEAD LOADING (LEFT END):Wdead CDL TWC× 6.7 plf×=:= LIVE LOADING:Wlive CLL TWC× 13.4 plf×=:= POINT LOADING (R9L):Pdead 1070 lb× 1070 lb×=:=AT 6'-5" FR. LEFT SUPPORT Plive 1530 lb× 1530 lb×=:= SEE ENERCALC FOR DESIGN USE 3.1/2x9.1/2 PSL 2.0E R13.) 3'-8" HEADER BEAM (GRID 2) TRIBUTARY WIDTH ROOF:TWR 10.7 2 3.2+ ft× 8.5ft=:=TWC 12.1 2 ft× 6 ft=:= DEAD LOADING (LEFT END):Wdead RDL TWR× CDL TWC×+WDL 2.3× ft×+184.4 plf×=:= LIVE LOADING:Wlive RLL TWR× 171 plf×=:= POINT LOADING (R10R):Pdead 640 lb× 640 lb×=:=AT 1'-10" FR. LEFT SUPPORT Plive 840 170+( ) lb× 1010 lb×=:= SEE ENERCALC FOR DESIGN USE 6x6 DF#1 R14.) 3'-4" HEADER BEAM (GRID A) TRIBUTARY WIDTH ROOF:TWR 7.3 2 1+ ft× 4.7ft=:=TWC 1.34 2 ft× 0.7ft=:= DEAD LOADING:Wdead RDL TWR× CDL TWC×+WDL 2.3× ft×+103 plf×=:= LIVE LOADING:Wlive RLL TWR× 93 plf×=:= SEE ENERCALC FOR DESIGN USE 6x6 DF#1 Page 9 of 63 25095 Roof Framing.xmcd R15.) 4'-4" HEADER BEAM (GRID 1.5) TRIBUTARY WIDTH ROOF:TWR 6.3 2 1+ ft× 4.2ft=:=TWC 12.9 2 ft× 6.4ft=:= DEAD LOADING:Wdead RDL TWR× CDL TWC×+WDL 2.3× ft×+124.9 plf×=:= LIVE LOADING:Wlive CLL TWC× 64.5 plf×=:= SEE ENERCALC FOR DESIGN USE 4x6 DF#1 R16.) 12'-10" CEILING BEAM TRIBUTARY WIDTH CEILING:TWC 16 IN× 1.3ft=:= DEAD LOADING:Wdead CDL TWC× 6.7 plf×=:= LIVE LOADING:Wlive CLL TWC× 13.3 plf×=:= POINT LOADING (R3L):Pdead 800 lb× 800 lb×=:=AT 6'-6" FR. LEFT SUPPORT Plive 1000 lb× 1000 lb×=:= SEE ENERCALC FOR DESIGN USE 4x10 DF#1 Page 10 of 63 25095 Roof Framing.xmcd R3a.) SHEAR STRESS CHECK AT HIP BEAM TO ROOF RAFTER SUPPORT MATERIAL PROPERTIES - DF#1: Fb+1000 psi×:=FcPara 1500 psi×:=Fv 180 psi×:= Fb-1000 psi×:=FcPerp 625 psi×:=Ft 675 psi×:= Eb 1.7 103× ksi×:=Emin 0.62 103× ksi×:= ASD - ADJUSTMENT FACTORS (FOR SAWN LUMBER) CD 1.25:=LOAD DURATION FACTOR CM 1.0:=WET SERVICE FACTOR Ct 1.0:=TEMPERATURE FACTOR Ci 0.8:=INCISING FACTOR Cb 1.0:=BEARING AREA FACTOR F'v Fv CD× CM× Ct× Ci× 180 psi×=:= SHEAR FORCE AT SUPPORT:Vb 370 530+( ) lb× 900 lb×=:= RAFTER DEPTH, dr:dr 6 in×:=CEILING BEAM DEPTH: d, b:d 10 in×:=b 4 in×:= BEAM DEPTH AFTER NOTCH/BEVELED dn dr cos θ( ) 5.41 in×=:= e d dn- atan θ( ) 15.98 in×=:= ASD - ADJUSTED DESIGN SHEAR (NOTCHED CONPRESSION FACE) - NDS 3.4-3 V'r if e dn£2 3 F'v× b× d d dn- dn  e×- ×, 2 3 F'v× b× dn×,  2272.9 lb=:= > Vb 900 lb=OK Page 11 of 63 25095 Roof Framing.xmcd R10.) CHECK PARALLAM CEILING BEAM FOR NOTCH/BEVELED AT SUPPORT MATERIAL PROPERTIES - PSL 2.0E: Fb+2900 psi×:=FcPara 2900 psi×:=Fv 290 psi×:=Eb 2.0 103× ksi×:= Fb-2900 psi×:=FcPerp 750 psi×:=Ft 2025 psi×:= Emin 1.16 103× ksi×:= ASD - ADJUSTMENT FACTORS (FOR LAMINATED MEMBERS) CD 1.25:=LOAD DURATION FACTOR CM 1.0:=WET SERVICE FACTOR Ct 1.0:=TEMPERATURE FACTOR Cvr 0.72:=SHEAR REDUCTION FACTOR Cb 1.0:=BEARING AREA FACTOR F'v Fv CD× CM× Ct× Cvr× 261 psi×=:= RAFTER DEPTH, dr:dr 6 in×:= RAFTER DEPTH:dr 5.25 in×= MEMBER: 3 1/2x9 1/2 PSL 2.0E: BEAM WIDTH b 3.5 in×:= BEAM DEPTH d 9.5 in×:= BEAM DEPTH AFTER NOTCH/BEVELED d n dr cos θ( ) 5.4 in×=:= BEAM X-SECTION AREA AT FACE OF SUPPORT Ab b dn× 18.9 in2×=:= LENGTH OF NOTCH FROM FACE OF SUPPORT e d dn- atan θ( ) 17 in×=:= BEAM REACTION AT SUPPORT:Vb 640 lb× 840 170+( ) lb×+1650lb=:= ASD - ADJUSTED DESIGN SHEAR (NOTCHED CONPRESSION FACE) - NDS 3.4-3 V'r if e d n£2 3 F'v× b× d d dn- dn   e×-  ×, 2 3 F'v× b× dn×,   3296lb=:= > Vb 1650lb=OK Page 12 of 63 25095 Roof Framing.xmcd R11a.)BEARING PERPENDICULAR TO GRAIN SUPPORTING FROM POST/ STUDS: ALLOWABLE COMPRESSION STRESS FOR SILL PLATE - NDS 2018 | 3.10.2: SILL PLATE SIZES 2x4:lb 3.5 in×:= DOUGLES FIR #2 GRADE FCPERT 625 psi×:= ADJUSTMENT FACTORS FOR SAWN LUMBER: BEARING AREA FACTOR:Cb lb 0.375 in×+ lb   1.1=:=SECTION 3.10.4 WET SERVICE FACTOR:CM 1:=NDS TABLE 4.3.1 TEMPERATURE FACTOR:Ct 0.8:=NDS TABLE 2.3.3 INCISING FACTOR:Ci 1:=NDS TABLE 4.3.8 FCPERT_ALLOW FCPERT CM× Ct× Ci× Cb× 553.6 psi×=:= LOADING TO SUPPORT FROM POST/ STUDS: PDL 2170 LB×:=PLL 3310 LB×:= POST/ STUDS SIZE 2-2x4:WS 2 1.5× IN× 3 in×=:= BEARING STRESS:R PDL PLL+ WS lb×   521.9 psi×=:=<FCPERT_ALLOW 553.6 psi×=OK Page 13 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Roof Framing DesignDescription : Wood Beam Design :R1.) 10'-8" Roof Rafters Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 1.340 ft .Design Summary Max fb/Fb Ratio =0.627 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 5.400 inft 41.15 psi Fb : Allowable : 1,681.88 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.183 : 1 10.368 ft 1,054.04 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.248 in Transient Upward 0.000 in Total Downward 0.421 in Total Upward 0.000 in 0.10 0.14 0.10 0.14 Ratio 522 307Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R2.) 12'-10" Ceiling Joists Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 1.340 ft .Design Summary Max fb/Fb Ratio =0.732 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 6.450 inft 22.00 psi Fb : Allowable : 906.18 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.122 : 1 12.470 ft 663.44 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.252 in Transient Upward 0.000 in Total Downward 0.378 in Total Upward 0.000 in 0.04 0.09 0.04 0.09 Ratio 613 409Ratio LC: L Only LC: +D+L LC: LC: Page 14 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R3.) 12'-0" Hip Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D= 0.0->0.1110, Lr = 0.0->0.1580 k/ft, 0.0 to 11.0 ft .Design Summary Max fb/Fb Ratio =0.634 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.840 inft 53.45 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.238 : 1 11.000 ft 1,029.76 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.207 in Transient Upward 0.000 in Total Downward 0.353 in Total Upward 0.000 in 0.24 0.34 0.37 0.53 Ratio 694 407Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R4.) 4'-9" Ridge Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 10.60 ft 1Point: D = 1.050, Lr = 1.480 k @ -0.250 ft 2Point: D = 0.740, Lr = 1.060 k @ 5.20 ft .Design Summary Max fb/Fb Ratio =0.109 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 0.500 inft 125.57 psi Fb : Allowable : 1,500.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.558 : 1 0.500 ft 162.90 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.002 in Transient Upward -0.000 in Total Downward 0.004 in Total Upward -0.000 in 1.50 2.12 1.17 1.67 Ratio 9999 9999Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr Page 15 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R5.) 9'-0" Valley Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D= 0.0560->0.0750, Lr = 0.080->0.1070 k/ft, 0.0 to 9.0 ft Unif Load: D= 0.0->0.0460, Lr = 0.0->0.0650 k/ft, 0.0 to 9.0 ft .Design Summary Max fb/Fb Ratio =0.525 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 4.770 inft 53.81 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.239 : 1 8.400 ft 853.12 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.099 in Transient Upward 0.000 in Total Downward 0.168 in Total Upward 0.000 in 0.35 0.50 0.45 0.64 Ratio 1091 640Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R6.) 5'-8" Hip Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D= 0.0460->0.0750, Lr = 0.0650->0.1070 k/ft, 0.0 to 5.80 ft Unif Load: D= 0.0->0.0560, Lr = 0.0->0.080 k/ft, 0.0 to 5.80 ft .Design Summary Max fb/Fb Ratio =0.219 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 3.132 inft 31.80 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.141 : 1 5.201 ft 355.26 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.017 in Transient Upward 0.000 in Total Downward 0.029 in Total Upward 0.000 in 0.22 0.31 0.30 0.42 Ratio 4076 2394Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 16 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R7.) 11'-0" Ridge Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 6.40 ft 1Point: D = 0.350, Lr = 0.50 k @ 10.20 ft 2Point: D = 0.220, Lr = 0.310 k @ 10.20 ft .Design Summary Max fb/Fb Ratio =0.931 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 5.977 inft 138.84 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.617 : 1 10.413 ft 1,513.16 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.269 in Transient Upward 0.000 in Total Downward 0.458 in Total Upward 0.000 in 0.53 0.76 1.02 1.46 Ratio 490 288Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R8.) 9'-0" Hip Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D= 0.0->0.090, Lr = 0.0->0.1290 k/ft, 0.0 to 9.0 ft .Design Summary Max fb/Fb Ratio =0.274 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 5.190 inft 31.33 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.139 : 1 8.400 ft 445.36 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.051 in Transient Upward 0.000 in Total Downward 0.086 in Total Upward 0.000 in 0.14 0.19 0.27 0.39 Ratio 2128 1253Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 17 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R9.) 8'-6" + 1'-0" Cant. Ridge Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 6.40 ft 1Point: D = 0.540, Lr = 0.780 k @ -0.80 ft .Design Summary Max fb/Fb Ratio =0.343 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 2 Left Support D in 4.888 inft 85.81 psi Fb : Allowable : 1,625.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.381 : 1 0.605 ft 558.07 psi at atfv : Actual : Ratio 2330 Ratio 1358 Max Deflections Transient Downward 0.052 in Transient Upward -0.010 in Total Downward 0.088 in Total Upward -0.018 in 1.07 1.53 0.32 0.46 Ratio 1971 1157Ratio LC: Lr Only LC: +D+Lr LC: Lr Only LC: +D+Lr Wood Beam Design :R10.) 12'-4" Ceiling Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :3.5x9.5, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 525.0 2,000.0 1,016.54 290.0 2,300.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 1.340 ft 1Point: D = 1.170, Lr = 1.670 k @ 3.70 ft .Design Summary Max fb/Fb Ratio =0.492 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 3.720 inft 91.53 psi Fb : Allowable : 3,458.64 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 362.50 psi fb : Actual : Max fv/FvRatio =0.252 : 1 0.000 ft 1,701.28 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.184 in Transient Upward 0.000 in Total Downward 0.320 in Total Upward 0.000 in 0.86 0.171.17 0.39 0.170.50 Ratio 807 464Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 18 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R10a.) 12'-4" Ceiling Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :3.5x9.5, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 1.340 ft 1Point: D = 1.50, Lr = 2.120 k @ 10.50 ft .Design Summary Max fb/Fb Ratio =0.388 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 10.499 inft 139.92 psi Fb : Allowable : 3,458.64 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 362.50 psi fb : Actual : Max fv/FvRatio =0.386 : 1 11.615 ft 1,342.61 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.133 in Transient Upward 0.000 in Total Downward 0.234 in Total Upward 0.000 in 0.27 0.170.32 1.31 0.171.80 Ratio 1118 635Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R3a.) 14'-9" Hip Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) Code References Governing Code : IBC 2027 BEAM Size :4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D= 0.0->0.150, Lr = 0.0->0.2140 k/ft, 0.0 to 14.90 ft .Design Summary Max fb/Fb Ratio =0.831 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 8.592 inft 71.51 psi Fb : Allowable : 1,500.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.318 : 1 14.155 ft 1,246.38 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.304 in Transient Upward 0.000 in Total Downward 0.518 in Total Upward 0.000 in 0.37 0.53 0.75 1.06 Ratio 587 345Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 19 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Roof Framing Design - 2Description : Wood Beam Design :R11.) 3'-2" Header Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 10.60 ft 1Point: D = 2.170, Lr = 3.310 k @ 0.50 ft .Design Summary Max fb/Fb Ratio =0.568 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 0.501 inft 55.54 psi Fb : Allowable : 1,615.86 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+0.750Lr+0.750L 225.00 psi fb : Actual : Max fv/FvRatio =0.247 : 1 2.603 ft 918.39 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.010 in Transient Upward 0.000 in Total Downward 0.017 in Total Upward 0.000 in 1.92 0.342.79 0.42 0.340.52 Ratio 3980 2310Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R12.) 12'-10" Ceiling Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :3.5x9.5, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 1.340 ft 1Point: D = 1.070, Lr = 1.530 k @ 6.450 ft .Design Summary Max fb/Fb Ratio =0.565 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.450 inft 60.36 psi Fb : Allowable : 3,437.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 362.50 psi fb : Actual : Max fv/FvRatio =0.167 : 1 12.126 ft 1,943.03 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.238 in Transient Upward 0.000 in Total Downward 0.412 in Total Upward 0.000 in 0.58 0.170.77 0.58 0.170.77 Ratio 651 375Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 20 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R13.) 3'-8" Header Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 8.50 ft Unif Load: D = 0.0050 k/ft, Trib= 6.0 ft Unif Load: D = 0.0150 k/ft, Trib= 2.30 ft 1Point: D = 0.640, Lr = 0.840, L = 0.170 k @ 1.90 ft .Design Summary Max fb/Fb Ratio =0.708 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 1.900 inft 62.01 psi Fb : Allowable : 1,250.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.276 : 1 3.344 ft 884.59 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.019 in Transient Upward 0.000 in Total Downward 0.036 in Total Upward 0.000 in 0.67 0.090.74 0.67 0.090.74 Ratio 2393 1283Ratio LC: Lr Only LC: +D+Lr LC: LC: Wood Beam Design :R14.) 3'-4" Header Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 4.70 ft Unif Load: D = 0.0050 k/ft, Trib= 0.70 ft Unif Load: D = 0.0150 k/ft, Trib= 2.30 ft .Design Summary Max fb/Fb Ratio =0.099 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 1.700 inft 12.23 psi Fb : Allowable : 1,250.00 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.054 : 1 0.000 ft 123.69 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.002 in Transient Upward 0.000 in Total Downward 0.005 in Total Upward 0.000 in 0.18 0.16 0.18 0.16 Ratio 9999 8845Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 21 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.25.12.17 WPH ENGINEERING (c) ENERCALC, LLC 1982-2026 Project File: 25095 - Roof Framing Design.ec6 Project Title:Garage Convert to Detached ADU Engineer:WPH Project ID:25095 Project Descr:2235 Maple St, Santa Ana, CA 92707 Wood Beam Design :R15.) 4'-4" Header Beam Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0140 k/ft, Trib= 4.20 ft Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 6.40 ft Unif Load: D = 0.0150 k/ft, Trib= 2.30 ft .Design Summary Max fb/Fb Ratio =0.322 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.200 inft 34.45 psi Fb : Allowable : 1,294.36 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.191 : 1 3.945 ft 416.86 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.013 in Transient Upward 0.000 in Total Downward 0.026 in Total Upward 0.000 in 0.28 0.28 0.28 0.28 Ratio 4013 2028Ratio LC: L Only LC: +D+L LC: LC: Wood Beam Design :R16.) 12'-10" Double Ceiling Joist Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2027 BEAM Size :4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf Applied Loads Unif Load: D = 0.0050, L = 0.020 k/ft, Trib= 1.340 ft 1Point: D = 0.80, Lr = 1.0 k @ 7.80 ft .Design Summary Max fb/Fb Ratio =0.942 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 7.783 inft 52.20 psi Fb : Allowable : 1,447.89 psi Right Support Fv : Allowable : Span # 1 Load Comb : +D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.232 : 1 12.169 ft 1,363.70 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.187 in Transient Upward 0.000 in Total Downward 0.347 in Total Upward 0.000 in 0.36 0.170.40 0.53 0.170.60 Ratio 829 446Ratio LC: Lr Only LC: +D+Lr LC: LC: Page 22 of 63 Garage Convert to Detached ADU 2235 Maple St., Santa Ana, CA 92707 JOB # 25095 LATERAL ANALYSIS: DESIGN LOADS:LOAD COMBINATION (ASD/ LRFD): ROOF DEAD LOAD RDL 19.2 PSF×:=CEILING DEAD LOAD LC ASD:= WALL DEAD LOAD WDL 15 PSF×:=CDL 5 PSF×:=LCwind 0.6=LCseismic 0.7= BLDG DIMENSION: ROOF HEIGHT:HR 12.2 FT×:=TOP PLATE HEIGHT:H1 9 FT×:= BUILDING LENGHT (N-S):LR 13.3 FT×:=LR1 25.1 FT×:= BUILDING WIDTH (E-W):WR 19.9 FT×:=WR1 21.3 FT×:= ROOF OVERHANG:ROH 12 in×:= HRD HR 2 H1 2 +10.6 ft=:=ROOF DIAPHRAGM MEAN HEIGHT: BUILDING PERIMETER:PR 2 WR WR1+LR1+( )× 133 ft=:= BUILDING ROOF AREA:ANET WR LR× WR1 LR1×+799 ft2=:= TRIBUTARY ROOF HEIGHT:AR ANET PR 1.4× ROH×+985 ft2=:= ROOF SLOPE:rise 3:=run 12:=θ atan rise run  14.036 deg×=:=THR HR H1 2 -7.7ft=:= WIND DESIGN: (ASCE) ASCE 7-16: CHAPTER 28 PART 2 LOW-RISE BUILDINGS EXP "C":=EXPOSURE V 95:=BASIC WIND SPEED (MILES PER HOUR): - 26.5-1 Iw 1.0:=IMPORTANCE FACTOR CATEGORY II- TABLE 1.5-2 Kzt 1.0:=TOPOGRAPHIC FACTOR - 26.8, TABLE 26.8-1 HEIGHT AND EXPOSURE ADJUSTMENT FACTORλ1.21=ASCE 7-16 FIGURE 28.5-1 MAIN WINDFORCE-RESISTING SYSTEM LOADS ROOF SLOPE ASCE 7-16 FIGURE 28.5-1 LATERAL PRESSURE:Pe 18 psf×=WPe λ Kzt× Pe× 21.78 psf×=:= UPLIFT PRESSURE:Ue 17.2 psf×=WUe λ Kzt× Ue× 20.812 psf×=:= COMPONENT AND CLADDING LOADS ASCE 7-16 FIGURE 30.4-1 LATERAL COMP. PRESSURE, END: Pce 16.9 psf×=WPce Iw λ× Pce( )×:=WPce 20.449 PSF×= UPLIFT COMP. PRESSURE END: Uce 9.4 psf×=WUce Iw λ× Uce( )×:=WUce 11.374 PSF×= WIND LOAD: (ASD LEVEL)wwind LCwind WPe× THR× 101 PLF×=:= Page 23 of 63 SEISMIC DESIGN: (ASCE) RISK CATEGORY TABLE 1.5-1 TYPE II SITE CLASS SOIL TABLE 1613.5.2 SITE CLASS D MAPPED SPECT.ACCELERATION 11.4.1 Ss 1.277=S1 0.457= SITE COEFF. TABLE 11.4-(1) & (2)Fa 1.2=Fv 1.7= SPECTRAL RESPONSE ACCELERATION PARAMETERS 11.4.3 Sms Fa Ss×:=Sms 1.532= Sm1 Fv S1×:=Sm1 0.777= DESIGN SPECT. ACCELERATION PARAMETERS 11.4.4 Sds 2 3 Sms×:=Sds 1.021= Sd1 2 3 Sm1×:=Sd1 0.518= h n 10.6=CT 0.02:= FUNDAMENTAL PERIOD NO. OF STORIES N 1:= Ta 0.1 N×:=Ta 0.1= Cu 1.4= T min CT h n 3 4× Ta Cu×,    :=T 0.117= To 0.2 Sd1 Sds :=To 0.101= Ts Sd1 Sds :=Ts 0.507= Sa if T To<0.6 T To × 0.4+ Sds, if T Ts<Sds, Sd1 T ,  ,  :=Sa 1.021= SEISMIC RISK-CATEGORY I SEISMIC DESIGN CATEGORY 11.6 SDC "D"= SEISMIC IMPORTANCE FACTOR - TABLE 1.5-2 IE 1:= Page 24 of 63 N-S & E-W DIRECTION: SEISMIC FORCE-RESISTING SYSTEM - PLYWOOD SHEAR WALL RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R 6.5:= OVERSTRENGTH FACTOR Ω 3.0 0.5-2.5=:= DEFLECTION AMPLICATION FACTOR Cd 4.0:= REDUNDANCY FACTOR ρ 1.3:= SEISMIC RESPONSE COEFF; CsMAX Sd1 R IE   T× :=CsMAX 0.678=CsMIN1 0.044 Sds× IE× 0.045=:= CsMIN if S1 0.6³0.5 S1 R IE   ×, max 0.01 CsMIN1, ( ),     0.045=:= CsMIN max CsMIN 0.044 Sds× IE×, ( )0.045=:= Cs if Sds R IE CsMAX>CsMAX, if Sds R IE CsMIN<CsMIN, Sds R IE ,     ,     0.157=:=CsNS Cs 0.157=:= CsEW Cs 0.157=:= BUILDING MASS: BUILDING MASS WT RDL AR× WDL H1 2 × PR×+27.861 KIP×=:= BASE SHEAR: (ASD LEVEL) NORTH SOUTH DIRECTION:VNS LCseismic CsNS× WT× ρ× 3.984 KIP×=:= EAST WEST DIRECTION:VEW LCseismic CsEW× WT× ρ× 3.984 KIP×=:= UNIFORM LOADS AT EACH LEVEL - NORTH SOUTH DIRECTION: UNIFORM LOADING AT ROOF LEVEL:wR VNS WR WR1+( ) 97 PLF×=:= UNIFORM LOADING AT BASE:wBASE wR 97 PLF×=:= wBASE 97 PLF×=>wwind 101 PLF×= CHECKLOAD "WIND GOVERNS"= UNIFORM LOADS AT EACH LEVEL - EAST WEST DIRECTION: UNIFORM LOADING AT ROOF LEVEL:wR VEW LR1 159 PLF×=:= UNIFORM LOADING AT BASE:wBASE wR 159 PLF×=:= wBASE 159 PLF×=>wwind 101 PLF×= CHECKLOAD "SEISMIC GOVERNS"= Page 25 of 63 Garage Convert to Detached ADU 2235 Maple St., Santa Ana, CA 92707 JOB # 25095 DESIGN FOR LATERAL LOADING: DESIGN LOADS:LOAD COMBINATION: ROOF DEAD LOAD RDL 19.2 PSF×:=RLL 20 PSF×:=LC ASD:= CEILING DEAD LOAD CDL 5 PSF×:=CLL 20 PSF×:= WALL DEAD LOAD WDL 15 PSF×:=LCwind 0.6=LCseismic 0.7= REDUNDANCY FACTOR ρ 1.3:= LATERAL LOADS: WIND LOAD:WPe 21.78 PSF×:= SEISMIC LOAD:Cs 0.157:=Sds 1.021:= VE Cs W×:= 25% HOLDOWN CAPACITY REDUCTION? YES (R=1)/ NO (R=0)R 0:= Rhd 1= BUILDING DIMENSIONS: BUILDING HEIGHT ROOF HEIGHT:HR 12.2 FT×:= TOP PLATE HEIGHT:H2 9 FT×:=ROOF OVERHANG:ROH 12 in×:= ROOF DIAPHRAGM MEAN HEIGHTOP PLATE HEIGHT:HDR HR H2+ 2 10.6 ft=:= NORTH SOUTH DIRECTION BUILDING LENGTH:LR 13.3 FT×:=LR1 25.1 FT×:= EAST WEST DIRECTION BUILDING WIDTH:WR 19.9 FT×:=WR1 21.3 FT×:= BUILDING PERIMETER :P 2 WR× 2 LR1 WR1+( )+132.6ft=:= BULDING AREA:ANET WR LR× WR1 LR1×+799 ft2=:= ARoof ANET P1.4 ROH×+985 ft2=:= Page 26 of 63 DESIGN DIAPHRAGM: UNBLOCKED DIAPHRAGM - ASD SHEAR CAPACITIES: CASE 1 CASE 3 WIND LOADING:W1AllowWind 400 plf×:=W3AllowWind 300 plf×:= SEISMIC LOADING:W1AllowSeismic 285 plf×:=W3AllowSeismic 215 plf×:= NORTH-SOUTH DIRECTION: WIND LOAD:wwind LCwind WPe× HR H2 2 - × 101 PLF×=:= SEISMIC LOAD:wNSseismic ρ LCseismic Cs× RDL ARoof× WDL H2 2  × P×+ × 1 WR WR1+ × 97 plf×=:= LATERAL LOAD:wNS max wwind wNSseismic, ( )101 plf×=:=CHECKLOAD "WIND GOVERNS"= MAX DIAPHRAGM SPAN BTWN SUPPORT:DS 21.3 ft×:= DESIGN DIAPHRAGM: LOAD CASE:CASE 3 SHEATHING:PLYWOOD = 1/2" STRUCT-1 CDX UNBLOCKED BOUNDARY NAILING:BN = 10d @ 6" O.C. FIELD NAILING:FN = 10d @ 12" O.C. W3AllowWind 300 plf×= > Dwind wwind 100.624 plf×=:=OK W3AllowSeismic 215 plf×= > Dseismic wNSseismic DS 2LR1 × 40.994 plf×=:=OK EAST-WEST DIRECTION: WIND LOAD:wwind LCwind WPe× HR H2 2 - × 101 PLF×=:= SEISMIC LOAD:wEWseismic ρ LCseismic Cs× RDL ARoof× WDL H2 2  × P×+ × 1 LR1 × 159 plf×=:= LATERAL LOAD:wEW max wwind wEWseismic, ( )159 plf×=:=CHECKLOAD "SEISMIC GOVERNS"= MAX DIAPHRAGM SPAN BTWN SUPPORT:DS 13.3 ft×:= DESIGN DIAPHRAGM: LOAD CASE:CASE 3 SHEATHING:PLYWOOD = 1/2" STRUCT-1 CDX UNBLOCKED BOUNDARY NAILING:BN = 10d @ 6" O.C. FIELD NAILING:FN = 10d @ 12" O.C. W3AllowWind 300 plf×= > Dwind wwind 100.624 plf×=:=OK W3AllowSeismic 215 plf×= > Dseismic wEWseismic DS WR WR1+ × 51 plf×=:=OK Page 27 of 63 NORTH-SOUTH DIRECTION (GRIDLINE A): TRIBUTARY WIDTH ROOF TWR 21.3 2  FT× 10.65ft=:=DIAPPHRAGM LENGTH:LD WR1 21.3 ft=:= LATERAL SHEAR FORCE:V TWR wNS× 1072lb=:=DIAPHRAGM SHEAR:VD V LD 50 plf×=:= SHEAR WALL LENGTH SL 16 ft× 16ft=:= LEAST SEGMENT WALL LENGTH:iSL 16 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 3.556=:=Rd if Rd 1£Rd, 1, ( ) 1=:= SHEARWALL DESIGN LOAD:V V SL  67 plf×=:= DESIGN SHEAR WALLS: SHEATHING:PLYWOOD "1/2 IN PLYWOOD"= EDGE NAILING:EN "10d AT 6 IN O.C."= FIELD NAILING:FN "10d AT 12 IN O.C."= SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 340 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 313 plf×=:= > V 67 plf×= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 16 ft×= OVERTURNING MOMENT:M V iSL× SH× 9645ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3) Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 7 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 12953 ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 207-lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 207-lb=CHECKHD "OK"= Page 28 of 63 NORTH-SOUTH DIRECTION (GRIDLINE B): TRIBUTARY WIDTH ROOF TWR 21.3 19.9+ 2  FT× 20.6 ft=:=DIAPPHRAGM LENGTH:LD WR1 21.3 ft=:= LATERAL SHEAR FORCE:V TWR wNS× 2073lb=:=DIAPHRAGM SHEAR:VD V LD 97 plf×=:= SHEAR WALL LENGTH SL 11.7 ft× 11.7 ft=:= LEAST SEGMENT WALL LENGTH:iSL 11.7 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 2.6=:=Rd if Rd 1£Rd, 1, ( ) 1=:= SHEARWALL DESIGN LOAD:V V SL  177 plf×=:= DESIGN SHEAR WALLS: SHEATHING:PLYWOOD "1/2 IN PLYWOOD"= EDGE NAILING:EN "10d AT 6 IN O.C."= FIELD NAILING:FN "10d AT 12 IN O.C."= SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 340 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 313 plf×=:= > V 177 plf×= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 11.7 ft×= OVERTURNING MOMENT:M V iSL× SH× 18656 ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3) Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 7 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 6926ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 1003lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 1003lb=CHECKHD "OK"= Page 29 of 63 NORTH-SOUTH DIRECTION (GRIDLINE C): TRIBUTARY WIDTH ROOF TWR 19.9 2  FT× 9.95 ft=:=DIAPPHRAGM LENGTH:LD WR 19.9 ft=:= LATERAL SHEAR FORCE:V TWR wNS× 1001lb=:=DIAPHRAGM SHEAR:VD V LD 50 plf×=:= SHEAR WALL LENGTH SL 9.8 ft× 9.8ft=:= LEAST SEGMENT WALL LENGTH:iSL 9.8 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 2.178=:=Rd if Rd 1£Rd, 1, ( ) 1=:= SHEARWALL DESIGN LOAD:V V SL  102 plf×=:= DESIGN SHEAR WALLS: SHEATHING:PLYWOOD "1/2 IN PLYWOOD"= EDGE NAILING:EN "10d AT 6 IN O.C."= FIELD NAILING:FN "10d AT 12 IN O.C."= SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 340 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 313 plf×=:= > V 102 plf×= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 9.8 ft×= OVERTURNING MOMENT:M V iSL× SH× 9011ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3) Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 6 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 4649ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 445 lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 445 lb=CHECKHD "OK"= Page 30 of 63 EAST-WEST DIRECTION (GRID LINE 1) : TRIBUTARY WIDTH ROOF TWR 13.3 2  FT× 6.65 ft=:=DIAPPHRAGM LENGTH:LD WR WR1+41.2 ft=:= LATERAL SHEAR FORCE:V TWR wEW× 1055lb=:=DIAPHRAGM SHEAR:VD V LD 26 plf×=:= SHEAR WALL LENGTH SL 17.7 ft× 17.7 ft=:= LEAST SEGMENT WALL LENGTH:iSL 17.7 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 3.933=:=Rd if Rd 1£Rd, 1, ( ) 1=:= WALL SHEAR FORCE:V V iSL SL × 1055lb=:= SHEARWALL DESIGN LOAD:V V iSL  60 plf×=:= DESIGN SHEAR WALLS: PLYWOOD "1/2 IN PLYWOOD"=SHEATHING: EN "10d AT 6 IN O.C."=EDGE NAILING: FN "10d AT 12 IN O.C."=FIELD NAILING: SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 340 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 313 plf×=:= > V 60 plf×=CHECKSW "OK"= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 17.7 ft= OVERTURNING MOMENT:M V iSL× SH× 9491ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3)Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 6 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 15164 ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 320-lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 320-lb=CHECKHD "OK"= Page 31 of 63 EAST-WEST DIRECTION (GRID LINE 1.5) : TRIBUTARY WIDTH ROOF TWR 25.1 2  FT× 12.55ft=:=DIAPPHRAGM LENGTH:LD WR1 21.3 ft=:= LATERAL SHEAR FORCE:V TWR wEW× 1990lb=:=DIAPHRAGM SHEAR:VD V LD 93 plf×=:= SHEAR WALL LENGTH SL 6.8 ft× 6.8ft=:= LEAST SEGMENT WALL LENGTH:iSL 6.8 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 1.511=:=Rd if Rd 1£Rd, 1, ( ) 1=:= WALL SHEAR FORCE:V V iSL SL × 1990lb=:= SHEARWALL DESIGN LOAD:V V iSL  293 plf×=:= DESIGN SHEAR WALLS: PLYWOOD "1/2 IN PLYWOOD"=SHEATHING: EN "10d AT 6 IN O.C."=EDGE NAILING: FN "10d AT 12 IN O.C."=FIELD NAILING: SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 340 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 313 plf×=:= > V 293 plf×=CHECKSW "OK"= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 6.8ft= OVERTURNING MOMENT:M V iSL× SH× 17912 ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3)Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 6 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 2238ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 2305lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 2305lb=CHECKHD "OK"= Page 32 of 63 EAST-WEST DIRECTION (GRID LINE 2) : TRIBUTARY WIDTH ROOF TWR 11.8 2  FT× 5.9ft=:=DIAPPHRAGM LENGTH:LD WR1 21.3 ft=:= LATERAL SHEAR FORCE:V TWR wEW× 936 lb=:=DIAPHRAGM SHEAR:VD V LD 44 plf×=:= SHEAR WALL LENGTH SL 4 ft× 4 ft=:= LEAST SEGMENT WALL LENGTH:iSL 4 FT×:= SHEAR WALL HEIGHT:SH 9.0 FT×:= CAPACITYREDUCTION:Rd 2 iSL× SH 0.889=:=Rd if Rd 1£Rd, 1, ( ) 0.889=:= WALL SHEAR FORCE:V V iSL SL × 936 lb=:= SHEARWALL DESIGN LOAD:V V iSL  234 plf×=:= DESIGN SHEAR WALLS: PLYWOOD "1/2 IN PLYWOOD"=SHEATHING: EN "10d AT 6 IN O.C."=EDGE NAILING: FN "10d AT 12 IN O.C."=FIELD NAILING: SDPWS 2021-Tab.4.3A:Vallow 340 plf×=ShearwallType 1=Vallow Vallow Rd× 302 plf×=:= Foonote 10, for using 10d nails:Vallow Vallow 0.92× 278 plf×=:= > V 234 plf×=CHECKSW "OK"= OVERTURNING MOMENT: SHEARWALL HEIGHT:SH 9 ft= INDIVIDUAL SHEARWALL LENGTH:iSL 4 ft= OVERTURNING MOMENT:M V iSL× SH× 8421ft lb×=:= REDUCTION IN DEAD LOAD RESISTANCE (ASCE 07-16/ 12.14.3.2.3)Rd 0.6 0.14 Sds×-0.457=:= RESISTING MOMENT:Mr Rd RDL 6 2 1+ × ft× iSL× WDL SH× iSL×+ × iSL 2 × 774 ft lb×=:= UPLIFT FORCE:UPLIFT M Mr- iSL 1912lb=:= USE:HOLDOWN "HDU2"=Tallow 3075lb= CAPACITY "NO REDUCTION"= Tallow( )Rhd× 3075lb= > UPLIFT 1912lb=CHECKHD "OK"= Page 33 of 63 25095 Footing Design.xmcd Garage Convert to Detached ADU 2235 Maple St., Santa Ana, CA 92707 JOB # 25095 DESIGN LOADS: ROOF LIVE LOAD:RLL 20 psf×:=CELING LIVE LOAD:CLL 20 psf×:= ROOF DEAD LOAD:RDL 14 psf×:=CEILING DEAD LOAD:CDL 5 psf×:= EXTERIOR WALL DEAD LOAD: WDL 15 psf×:= ALLOWABLE SOILS BEARING PRESSURE:BRGallow 1500 psf×:=Wconc 150 pcf×:= F1. SIZE CONTINUOUS FOOTINGS - GRID A: TRIBUTARY WIDTH ROOF, CEILING: TWR 10.8 2 3.3+ ft× 8.7ft=:= TWC 12.2 2 ft× 6.1ft=:= wtot RDL RLL+( ) TWR× CDL CLL+( ) TWC×+WDL 9 ft×( )×+583.3 plf×=:= WEIGHT OF FOOTING:TRY FTG width:ftgw 12 in×:= FTG depth:ftgd 24 in×:=Asmin 0.0018 ftgd( )× ftgw× 0.518 in2×=:= WFTG Wconc ftgd× ftgw×( ):=WFTG 300 plf×= BRGactual wtot WFTG+( ) ftgw :=BRGactual 883.3 psf×=<BRGallow 1500 psf×=OK SIZE OF REINFORCEMENT:BarSize 5:=ϕ BarSize 8 in×:=ϕ 0.625 in×= NUMBER OF REINFORCEMENT BARS:NO 2:= AREA OF STEEL:As π ϕ2× 4 NO×:=As 0.614 in2×=>Asmin 0.518 in2×=OK USE 12" WIDE x 24" DEEP CONTINUOUS FOOTINGS W/ (2) #5 T&B CHECK MAX. ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING ftgw ftgw 12 in×==FOOTING WIDTH ftgd ftgd 24 in×==FOOTING DEPTH BRGallow 1500 psf×=ALLOWABLE SOIL BEARING PRESSURE POST (BEARING) WIDTH:wbearing 3.5 in×:= MAXIMUM POINT LOAD ALLOWABLE ON CONTINUOUS FOOTING W/O PAD FOOTING Pallow BRGallow ftgw 2ftgd wbearing+( )×× 6437.5 lb=:= Page 34 of 63 25095 Footing Design.xmcd F2 - TYP. PAD FOOTING DESIGN (AT POST 1.5/ A.5): FOUNDATION LOADING: ROOF/ CEILING POST DEAD LOAD (F6):PDL 2350 lb× 2350lb=:= ROOF/ CEILING POST LIVE LOAD (F6):PLL 3730. lb× 3730lb=:= SHEAR WALL HOLDOWN LOAD: (ASD LEVEL)HDL 0( ) 0.7 lb× 0=:= wtot WDL 8 3.5×( )× ft2× PDL+PLL+6500 lb×=:=wE.tot PDL WDL 8 3.5×( )× ft2×+0.75PLL+0.525HDL+5568 lb×=:= DESIGN FOUNDATION:wmax max wtot wE.tot, ( )6500 lb×=:= Rx 80 lb×:=Ry wtot 6500lb=:=RE.y wE.tot 5568lb=:=Wconc 150 pcf×:= FTG depth:d 24 in×:= FTG width:w 30 in×:= FTG length:b 30 in×:= Asmin 0.0018 d( )× w× 1.296 in2×=:= SIZE OF REINFORCEMENT:BarSize 5:=ϕ BarSize 8 in×:=ϕ 0.625 in×= NUMBER OF REINFORCEMENT BARS:NO 5:= AREA OF STEEL:As π ϕ2× 4 NO×:=As 1.534 in2×=>Asmin 1.296 in2×=OK USE 2'-6" WIDEx 2'-6" LONGx 24" DEEP FOOTINGS, W/ 5- #5 BARS , EACH WAY. SOIL BEARING PRESSURE:BRGallow 1500 psf×= WEIGHT OF FOOTING:WFTG Wconc d× w× b× 1875lb=:= FORCE ON FOOTING:Ry 6500lb=RE.y 5567.5 lb= TOTAL DOWN FORCE:Fnet Ry:=Fnet 6500lb= CHECK FOR OVERTURNING:FE.net RE.y:=FE.net 5567.5 lb= Mover Rx d× 160 lb ft×=:= Fnet Ry w b× d×( ) Wconc( )×+8375lb=:=FE.net RE.y w b× d×( ) Wconc( )×+7443lb=:=(net downward force) THEREFORE, THE ECCENTRICITY FOR SOIL PRESSURE IS: e Mover Fnet 0.019ft=:=<w 3   1 2 × 0.417 ft×=REDUCED AREA IF e > MIDDLE 1/3 OF FOOTING THE MAX. SOIL PRESSURE IS: BRGmin Fnet w b× 1 6 e× w - 1278.56 psf×=:=BRGmax Fnet w b× 1 6 e× w + 1401 psf×=:=<BRGallow 1500 psf×= BRGE.max FE.net w b× 1 6 e× w + 1245 psf×=:=<BRGE.allow 1.33 BRGallow× 1995 psf×=:=OK Page 35 of 63 25095 Footing Design.xmcd F3 - TYP. PAD FOOTING DESIGN (AT POST 1.3/ B.2): FOUNDATION LOADING: ROOF/ CEILING POST DEAD LOAD (F6):PDL 1600 lb× 1600lb=:= ROOF/ CEILING POST LIVE LOAD (F6):PLL 2290 lb× 2290lb=:= SHEAR WALL HOLDOWN LOAD: (ASD LEVEL)HDL 0( ) 0.7 lb× 0=:= wtot WDL 8 3.5×( )× ft2× PDL+PLL+4310 lb×=:=wE.tot PDL WDL 8 3.5×( )× ft2×+0.75PLL+0.525HDL+3737 lb×=:= DESIGN FOUNDATION:wmax max wtot wE.tot, ( )4310 lb×=:= Rx 80 lb×:=Ry wtot 4310lb=:=RE.y wE.tot 3737lb=:=Wconc 150 pcf×:= FTG depth:d 24 in×:= FTG width:w 27 in×:= FTG length:b 27 in×:= Asmin 0.0018 d( )× w× 1.166 in2×=:= SIZE OF REINFORCEMENT:BarSize 5:=ϕ BarSize 8 in×:=ϕ 0.625 in×= NUMBER OF REINFORCEMENT BARS:NO 4:= AREA OF STEEL:As π ϕ2× 4 NO×:=As 1.227 in2×=>Asmin 1.166 in2×=OK USE 2'-3" WIDEx 2'-3" LONGx 24" DEEP FOOTINGS, W/ 4- #5 BARS , EACH WAY. SOIL BEARING PRESSURE:BRGallow 1500 psf×= WEIGHT OF FOOTING:WFTG Wconc d× w× b× 1518.75 lb=:= FORCE ON FOOTING:Ry 4310lb=RE.y 3737.5 lb= TOTAL DOWN FORCE:Fnet Ry:=Fnet 4310lb= CHECK FOR OVERTURNING:FE.net RE.y:=FE.net 3737.5 lb= Mover Rx d× 160 lb ft×=:= Fnet Ry w b× d×( ) Wconc( )×+5828.75 lb=:=FE.net RE.y w b× d×( ) Wconc( )×+5256lb=:=(net downward force) THEREFORE, THE ECCENTRICITY FOR SOIL PRESSURE IS: e Mover Fnet 0.027ft=:=<w 3   1 2 × 0.375 ft×=REDUCED AREA IF e > MIDDLE 1/3 OF FOOTING THE MAX. SOIL PRESSURE IS: BRGmin Fnet w b× 1 6 e× w - 1067.078 psf×=:=BRGmax Fnet w b× 1 6 e× w + 1236 psf×=:=<BRGallow 1500 psf×= BRGE.max FE.net w b× 1 6 e× w + 1114 psf×=:=<BRGE.allow 1.33 BRGallow× 1995 psf×=:=OK Page 36 of 63 COVERED PATIO LATERAL ANALYSIS: DESIGN LOADS: BUILDING DIMENSIONS: BUILDING HEIGHT ROOF HEIGHT:HR 8 FT BEAM HEIGHT:H2 7.5 FT NORTH SOUTH DIRECTION BUILDING WIDTH:WR 15 FT EAST WEST DIRECTION BUILDING LENGTH:LR 27 FT TRIBUTARY ROOF HEIGHT THR 1 FT1 ft BUILDING AREA:AR WR LR( ) 405 ft2 BUILDING PERIMETER:PR 2 WR LR( )84ft WIND DESIGN: (ASCE) ASCE 7-10: CHAPTER 28 PART 2 (95 MPH - 25 FT - EXPOSURE C): V 95BASIC WIND SPEED (MILES PER HOUR): - 26.5-1 Iw 1.0IMPORTANCE FACTOR CATEGORY II- TABLE 1.5-1 EXPOSURE CATEGORY C Kzt 1.0TOPOGRAPHIC FACTOR - 26.8, TABLE 26.8-1 HEIGHT AND EXPOSURE ADJUSTMENT FACTORλ1.21ASCE 7-10 FIGURE 28.6-1 MAIN WINDFORCE-RESISTING SYSTEM LOADS ROOF SLOPE (1:12) LATERAL PRESSURE:WPe λ Kzt14.3( )PSFWPe 17.303 PSF UPLIFT PRESSURE:WUe λ Kzt17.2( )PSFWUe 20.812 PSF COMPONENT AND CLADDING LOADS LATERAL COMP. PRESSURE, END: WPce Iw λ17.4( )PSFWPce 21.054 PSF UPLIFT COMP. PRESSURE END: WUce Iw λ20.7( )PSFWUce 25.047 PSF wwind 0.6( ) WPeTHR( )10.382 PLFWIND LOAD: ROOF DEAD LOAD:RDL 1.7 2.50.8( ) psf5 psf2x6 @ 16"O.C. = 1.7 PSF METAL DECK = 2.5 PSF MISC = 0.8 PSF Page 37 of 63 SEISMIC DESIGN: (ASCE) OCCUPANCY CATEGORY TABLE 1604.5 TYPE II SITE CLASS SOIL TABLE 1613.5.2 SITE CLASS D - DEFAULT MAPPED SPECT.ACCELERATION 11.4.1 Ss 1.277S1 0.457 SITE COEFF. TABLE 11.4-(1) & (2)Fa 1.2Fv 1.7 SPECTRAL RESPONSE ACCELERATION PARAMETERS 11.4.3 Sms Fa SsSms 1.532 Sm1 Fv S1Sm1 0.777 DESIGN SPECT. ACCELERATION PARAMETERS 11.4.4 Sds 2 3 SmsSds 1.022 Sd1 2 3 Sm1Sd1 0.518 hn 10CT 0.02 FUNDAMENTAL PERIOD NO. OF STORIES N 1 Ta 0.1 NTa 0.1 Cu 1.5 T min CT hn 3 4Ta Cu    T 0.112 To 0.2 Sd1 Sds To 0.101 Ts Sd1 Sds Ts 0.507 Sa if T To0.6 Sds ToT0.4Sdsif T TsSdsSd1 T      Sa 1.022 SEISMIC RISK-CATEGORY I SEISMIC DESIGN CATEGORY 11.6 SDC if S1 0.75"D""E" "D" SEISMIC IMPORTANCE FACTOR - TABLE 1.5-2 IE 1 Page 38 of 63 NORTH - SOUTH DIRECTION SEISMIC FORCE-RESISTING SYSTEM - PLYWOOD SHEAR WALL RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R 1.5 OVERSTRENGTH FACTOR Ω 3 0.52.5 DEFLECTION AMPLICATION FACTOR Cd 4 REDUNDANCY FACTOR ρ 1.3 SEISMIC RESPONSE COEFF; CsMAX Sd1 R IE    T CsMAX 3.07CsMIN 0.044 SdsIECsMIN 0.045 Cs if Sds R IE CsMAXCsMAXif Sds R IE CsMINCsMINSds R IE         CsNS Cs 0.681 EAST - WEST DIRECTION SEISMIC FORCE-RESISTING SYSTEM - PLYWOOD SHEAR WALL RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R 1.5 OVERSTRENGTH FACTOR Ω 3 0.52.5 DEFLECTION AMPLICATION FACTOR Cd 4 REDUNDANCY FACTOR ρ 1.3 SEISMIC RESPONSE COEFFICIENT SEISMIC RESPONSE COEFF; CsMAX Sd1 R IE    T CsMAX 3.07CsMIN 0.044 SdsIECsMIN 0.045 Cs if Sds R IE CsMAXCsMAXif Sds R IE CsMINCsMINSds R IE         CsEW Cs 0.681 BUILDING MASS: BUILDING MASS WT RDL AR2.025 KIP BASE SHEAR: NORTH SOUTH DIRECTION:VNS CsNS WT1.379 KIP EAST WEST DIRECTION:VEW CsEW WT1.379 KIP Page 39 of 63 UNIFORM LOADS AT EACH LEVEL - NORTH SOUTH DIRECTION: UNIFORM LOADING AT ROOF LEVEL:wR VNS 0.7 LR 35.756 PLF UNIFORM LOADING AT BASE:wBASE wR 35.756 PLF wBASE 35.756 PLFwwind 10.382 PLF SDC if wBASE wwind"SEISMIC GOVERNS""WIND GOVERNS"  SDC "SEISMIC GOVERNS" UNIFORM LOADS AT EACH LEVEL - EAST WEST DIRECTION: UNIFORM LOADING AT ROOF LEVEL:wR VEW 0.7 WR 64.361 PLF UNIFORM LOADING AT BASE:wBASE wR 64.361 PLF wBASE 64.361 PLFwwind 10.382 PLF SDC if wBASE wwind"SEISMIC GOVERNS""WIND GOVERNS"  SDC "SEISMIC GOVERNS" Page 40 of 63 DESIGN FOR LATERAL LOADING: DESIGN LOADS: ROOF DEAD LOAD (PATIO)RDL 5 PSF:= ROOF DEAD LOAD (E) HOUSE RDLE 15 PSF:= WALL DEAD LOAD WDL 8 PSF:= LATERAL LOADS: WIND:WIND LOAD:wwind 17.3 PSF:= WIND UPLIFT:wUP 20.812 PSF:= SEISMIC:Sds 1.022:=R 1.5:= Cs 0.681:=Ω 1.5:= Cd 1.5:= STRUCTURE DIMENSIONS: ROOF HEIGHT:HR 12.1 FT:= POST HEIGHT:H 9 FT:= NORTH SOUTH DIRECTION BUILDING WIDTH:WR 20.1 FT:= EAST WEST DIRECTION BUILDING LENGTH:LR 3.8 FT:= TRIBUTARY ROOF HEIGHT THR 1.25 FT1.25 ft=:= BUILDING AREA:AR WR LR( ) 76.38ft2=:= BUILDING PERIMETER:PR 2 WR LR+( )47.8ft=:= Page 41 of 63 LATERAL LOADING (GRID B AT PORCH): WIND:Vwind 0.6( ) wwindLR( )THR( )49.305lb=:= SEISMIC:Vseismic 0.7( ) CsRDL 4ft20ft( )190.68lb=:= V max Vwind Vseismic, ( )190.68lb=:=SEISMIC GOVERNS DESIGN SIMPSON POST CAP & BASE: SHEAR FORCE PER POST:VP V 190.68lb=:= WIND UPLIFT AT ROOF:WP UP 0.6( ) wUP4 ft 2 20 ft 2 249.744 lb=:= SEISMIC UPLIFT AT POST BASE:SP UP VP HR( ) 10 ft230.723 lb=:= Page 42 of 63 USE 4x4 POST W/ 'PC4Z' OR EPC4Z POST CAP AT TOP (BEAM TO POST) ICC-ESR-2604 CHECK LOADINGS: Fallow 1075 lb:= > VP 190.68lb=OK UPLIFTallow 1130 lb:= > WP UP 249.744 lb=OK USE 4x4 POST W/ 'BC4' AT POST BASE AT BOTTOM (POST TO GIRDER) ICC-ESR-3096 CHECK LOADINGS: Fallow 1000 lb:= > VP 190.68lb=OK UPLIFTallow 605 lb:= > WP UP 249.744 lb=OK USE 4x4 POST W/ 'PB44' AT POST BASE (POST TO FOUNDATION) ICC-ESR-3050 CHECK LOADINGS: Fallow 765 lb:= > VP 190.68lb=OK UPLIFTallow 850 lb:= > WP UP 249.744 lb=OK Page 43 of 63 EXISTING WIND/SEISMIC LATERAL LOAD DEMAND (GRID C AT PORCH) TRIBUTARY WIDTH ROOF TWR1 25.1( ) FT 2 12.55ft=:=TWR2 25.1 FT 2 12.55ft=:=TWR TWR1 TWR2+25.1ft=:= DIAPPHRAGM LENGTH:LD1 20 FT:=LD2 34.1( ) FT34.1ft=:=LD max LD1 LD2, ( )34.1ft=:= SHEAR WALL HEIGHT:SH 9 FT:= LATERAL SHEAR FORCE:VEx.wind 0.6( ) wwindTWR SH 2 HR H- 2  +  1576.255lb=:= VEx.seismic 0.7( ) Cs1.5 6.5  RDLE TWR1 LD1TWR2 LD2+( )WDL 2 TWR12 TWR2+LD+( )SH 2+ 1454.205lb=:= VEx max VEx.wind VEx.seismic, ( )1576.255lb=:=SEISMIC GOVERNS PROPOSED NEW + EXISTING WIND/SEISMIC LATERAL LOAD DEMAND TRIBUTARY WIDTH ROOF TWR1 10 FT 2 5 ft=:= DIAPPHRAGM LENGTH:LD1 20 FT:= LD max LD1 LD2, ( )34.1ft=:= LATERAL SHEAR FORCE:VN.wind 0.6( ) wwindTWR( )SH 2 HR H- 2  +  1576.255lb=:= VN.seismic 0.7( ) Cs1.5 6.5  RDL TWR1LD1( )VEx.seismic+1509.209lb=:= VN max VN.wind VN.seismic, ( )1576.255lb=:=SEISMIC GOVERNS CHECK RATIO OF NEW TO EXISTING WIND/SEISMIC DEMANDS: VRatio VN VEx- VEx 0 %=:= < 10%OK PER EXCEPTION 1 OF SECTION 502.5 OF THE CALIFORNIA EXISTING BUILDING CODE, THE PATIO ADDITION IS LESS THAN 10% OF THE EXISTING LATERAL LOAD DEMAND CAPACTIY. UPGRADE OF THE EXISTING SHEARWALL IS NOT REQUIRED. Page 44 of 63 EXISTING WIND/SEISMIC LATERAL LOAD DEMAND (GRID D AT PATIO) TRIBUTARY WIDTH ROOF TWR1 25.1( ) FT 2 12.55ft=:=TWR2 13.4 FT 2 6.7ft=:=TWR TWR1 TWR2+19.25ft=:= DIAPPHRAGM LENGTH:LD1 20 FT:=LD2 34.1( ) FT34.1ft=:=LD max LD1 LD2, ( )34.1ft=:= SHEAR WALL HEIGHT:SH 9 FT:= LATERAL SHEAR FORCE:VEx.wind 0.6( ) wwindTWR SH 2 HR H- 2  +  1208.881lb=:= VEx.seismic 0.7( ) Cs1.5 6.5  RDLE TWR1 LD1TWR2 LD2+( )WDL 2 TWR12 TWR2+LD+( )SH 2+ 1078.697 lb=:= VEx max VEx.wind VEx.seismic, ( )1208.881lb=:=SEISMIC GOVERNS PROPOSED NEW + EXISTING WIND/SEISMIC LATERAL LOAD DEMAND TRIBUTARY WIDTH ROOF TWR1 13.4 FT 2 6.7ft=:= DIAPPHRAGM LENGTH:LD1 27 FT:= LD max LD1 LD2, ( )34.1ft=:= LATERAL SHEAR FORCE:VN.wind 0.6( ) wwindTWR( )SH 2 HR H- 2  +  1208.881lb=:= VN.seismic 0.7( ) Cs1.5 6.5  RDL TWR1LD1( )VEx.seismic+1178.199lb=:= VN max VN.wind VN.seismic, ( )1208.881lb=:=SEISMIC GOVERNS CHECK RATIO OF NEW TO EXISTING WIND/SEISMIC DEMANDS: VRatio VN VEx- VEx 0 %=:= < 10%OK PER EXCEPTION 1 OF SECTION 502.5 OF THE CALIFORNIA EXISTING BUILDING CODE, THE PATIO ADDITION IS LESS THAN 10% OF THE EXISTING LATERAL LOAD DEMAND CAPACTIY. UPGRADE OF THE EXISTING SHEARWALL IS NOT REQUIRED. Page 45 of 63 DESIGN FOR LATERAL LOADING (GRID E): DESIGN LOADS: ROOF DEAD LOAD RDL 5 PSF:= LATERAL LOADS: NORTH-SOUTH DIRECTION: WIND LOAD:wwind 10.4 PLF:= SEISMIC LOAD:wseismic 64 PLF:= wNS max wwind wseismic, ( )64 PLF=:= EAST-WEST DIRECTION: WIND LOAD:wwind 10.4 PLF= SEISMIC LOAD:wseismic 35 PLF:= wEW max wwind wseismic, ( )35 PLF=:= STRUCTURE DIMENSIONS: BUILDING HEIGHT ROOF HEIGHT:HR 9 FT:= STRUCTURE WIDTH:WR 13.5 FT:= STRUCTURE LENGTH:LR 27 FT:= Page 46 of 63 DIRECTION NORTH AND SOUTH (GRID E) TRIBUTARY WIDTH TWR WR 2 6.75ft=:=LATERAL LOADING:V TWR wNS432 lb=:= V 432 lb=NP 6:=NUMBER OF POSTS RX1 V NP 72lb=:=RX2 RX1 72lb=:= BRACING ANGLE:H 9 ft:=HEIGHT L 12.5 ft:=LENGTH x 2 ft:=HORZ. (ft) y 2 ft:=VERT. (ft) θ atan y x  45 deg=:= dm y sin θ( )1.414ft=:= ΣMo = T * dm + RX1 * H = 0 T RX1-H dm 458.205-lb=:= ΣFx = RX1 + F + T * sin θ = 0 F RX1-T sin θ( )-252 lb=:= ΣMRY1 = V * H + RY2 * L = 0 RY2 V-H L 311.04-lb=:= ΣFy = RY1 + RY2 = 0 RY1 RY2-311.04lb=:= Tbrace T 458.205 lb=:=TX Tbrace sin θ( )324 lb=:=TY Tbrace cos θ( )324 lb=:= Page 47 of 63 1: DESIGN BOLT/LAG SCREW CONNECTION - KNEE BRACE TO BEAM/POST MATERIAL PROPERTIES - DF#1: Fb+1000 psi:=Eb 1.7 103ksi:= Fb-1000 psi:= Emin 0.62 103ksi:=FcPara 1500 psi:= Fv 180 psi:=FcPerp 625 psi:= Ft 675 psi:= ASD - ADJUSTMENT FACTORS (DOWEL-TYPE FASTENERS, LAG SCEWS & BOLTS IN SAWN LUMBER) - NDS 11.3 Z' = Z x CD CM Ct Cg CΔ Ceg Cdi Ctn CD 1.6:=LOAD DURATION FACTOR CM 1.0:=WET SERVICE FACTOR Ct 1.0:=TEMPERATURE FACTOR Cg 1.0:=GROUP ACTION FACTOR (NDS 11.3.6 A-D) CΔ 1.0:=GEOMETRY FACTOR (SEE BELOW) Ceg 1.0:=END GRAIN FACTOR Cdi 1.1:=DIAPHRAGM FACTOR (1.1 FOR SHEATHED ROOF W/ NAILS, OTHERWISE 1.0) Ctn 1.0:=TOE NAIL FACTOR POST SIZE:4x4 POST lm 3.5 in:=MAIN MEMBER KNEE BRACE:2x4 BRACE ls 1.5 in:=SIDE MEMBER DIRECTION OF LOADING: (1) PERPENDICULAR TO GRAIN = 4D (2) PARALLEL TO GRAIN (COMPRESSION) = 4D (3) PARALLEL TO GRAIN (TENSION.) = 7D DIRECTION OF LOADING:dir 3:= BOLT/SCREW DIAMETER:D 5 8 in0.625 in=:= END DISTANCE: TABLE 12.5.1A END if dir 3=7 D, 4 D, ( ) 4.375 in=:= BOLT SPACING IN ROW: TABLE 12.5.1B SPACEbolt 4D 2.5 in=:= EDGE DISTANCE: TABLE 12.5.1C EDGE if dir 1=1.5 D, 4 D, ( ) 2.5 in=:=NOTE: MAY USE 1.5D FOR UNLOADED EDGE SPACING BTWN ROWS:: TABLE 12.5.1D SPACErow if dir 1=1.5 D, if ls D 22.5 D, if ls D 65 D, 5 ls10 D+ 8,  ,  ,  1.719 in=:= EQUIVALENT SHEAR AREA: SHEAR AREA SA ls END6.562 in2=:= EQUIVALENT SHEAR AREA: ANGLED MEMBER SAEQ 1 2 4 inD 2-  2 6.799 in2=:= Page 48 of 63 NDS TABLE 12A (BOLTS) - REFERENCE DESIGN VALUE Z lm 3.5 in=MAIN MEMBER ls 1.5 in=SIDE MEMBER N 1:=NUMBER OF BOLTS USED TRY 5/8 DIA. BOLTS Z||1120 lb:=ZS⊥700 lb:=ZM⊥700 lb:=Z⊥560 lb:= Z' = Z x CD CM Ct Cg CΔ Ceg Cdi Ctn Z'||N( ) Z||CDCMCtCgCΔCegCdiCtn1971.2lb=:= Z'S⊥N( ) ZS⊥CDCMCtCgCΔCegCdiCtn1232lb=:= Z'M⊥N( ) ZM⊥CDCMCtCgCΔCegCdiCtn1232lb=:= Z'⊥N( ) Z⊥CDCMCtCgCΔCegCdiCtn985.6lb=:= Z' if dir 3=Z'||, min Z'S ⊥Z'M⊥, Z'⊥, ( ), ( )SAEQ SA  2042.187lb=:= > Tbrace 458.205 lb=OK NDS TABLE 12J (LAG SCREWS) - REFERENCE DESIGN VALUE Z lm 3.5 in=MAIN MEMBER ls 1.5 in=SIDE MEMBER N 1:=NUMBER OF BOLTS USED TRY 5/8 DIA. LAG SCREWS Z||640 lb:=ZS⊥420 lb:=ZM⊥420 lb:=Z⊥360 lb:= Z' = Z x CD CM Ct Cg CΔ Ceg Cdi Ctn Z'||N( ) Z||CDCMCtCgCΔCegCdiCtn1126.4lb=:= Z'S⊥N( ) ZS⊥CDCMCtCgCΔCegCdiCtn739.2lb=:= Z'M⊥N( ) ZM⊥CDCMCtCgCΔCegCdiCtn739.2lb=:= Z'⊥N( ) Z⊥CDCMCtCgCΔCegCdiCtn633.6lb=:= Z' if dir 3=Z'||, min Z'S ⊥Z'M⊥, Z'⊥, ( ), ( )SAEQ SA  1166.964lb=:= > Tbrace 458.205 lb=OK NDS TABLE 12.2A - LAG SCREW WITHDRAWAL VALUES W 447 lb in:=WITHDRAWAL VALUE PER INCH OF THREAD PENETRATION IN MAIN MEMBER Lp 3 in:=LENGTH OF PENETRATION W' W C DCMCtCegCtn715.2 lb in=:= W' Lp2145.6lb= > Tbrace 458.205 lb=OK NDS 12.4.1 - ADJUSTED VALUE FOR COMBINED LATERAL AND WITHDRAWAL LOADS: Z'θ W' Lp( )Z' W' Lp( )cos θ( )2Z' sin θ( )2+ 1511.722lb=:= > Tbrace 458.205 lb=OK USE 2x4 BRACE W/ 5/8" DIA. BOLT OR 5/8" DIA. LAG SCREW W/ MIN. 3" EMBED. Page 49 of 63 DIRECTION EAST AND WEST (GRID 2 AND 3) TRIBUTARY WIDTH TWR LR 2 13.5ft=:=LATERAL LOADING:V TWR wEW472.5lb=:=<Vallow 840 lb:= USE DTT1Z Page 50 of 63 25095 - Vert - Roof Framing (PATIO).xmcd COVERED PATIO FRAMING: ROOF LIVE LOAD:RLL 10 psf:=CRC APPENDIX H: PATIO/CARPORT ROOF LIVE LOAD UNDER 12 FT HIGH ROOF DEAD LOAD:RDL 1.7 2.5+0.8+( ) psf5 psf=:=2x6 @ 16"O.C. = 1.7 PSF METAL DECK = 2.5 PSF MISC = 0.8 PSF R1) 13'-6" ROOF RAFTERS (TYPICAL) TRIBUTARY WIDTH ROOF:TWR 24 IN:= DEAD LOADING:Wdead RDL TWR10 plf=:= LIVE LOADING:Wlive RLL TWR20 plf=:= WIND LOADING:WWIND 21.05PSF 1FT 21.05 plf=:= SEE ENERCALC FOR DESIGN. USE 2x6 DF#1 @ 24" O.C. OR 2x6 @ 16" O.C. OK R2) 12'-6" PATIO BEAM TRIBUTARY WIDTH ROOF:TWR 13.5 FT 2 1 FT+7.75ft=:= DEAD LOADING:Wdead RDL TWR38.75 plf=:= LIVE LOADING:Wlive RLL TWR77.5 plf=:= WIND LOADING:WWIND 21.05PSF 1FT 21.05 plf=:= SEE ENERCALC FOR DESIGN. USE (2) 2X6 DF#1 R3) DESIGN 2x LEDGER TRIBUTARY WIDTH ROOF:TWR 13.5 FT 2 6.75ft=:= DEAD LOADING:Wdead RDL TWR33.75 plf=:= LIVE LOADING:Wlive RLL TWR67.5 plf=:= SHEAR LOADING (PARALLEL TO GRAIN) BUILDING WIDTH:WR 15 FT:= BUILDING LENGTH:LR 27 FT:= BUILDING AREA:AR WR LR( ) 405 ft2=:= BUILDING MASS WT RDL AR2.03 kip=:= SEISMIC RESPONSE COEFF;Cs 0.681:= V Cs WT LR 51.08 plf=:=(LRFD)LATERAL SHEAR FORCE: SEE ENERCALC FOR DESIGN. USE 2x6 OR 3x6 LEDGER W/ 1/4" (OR LARGER) LAG SCREWS x 4 1/2" EMBED INTO EACH STUD Page 51 of 63 Multiple Simple Beam LIC# : KW-06016329, Build:20.23.08.30 WPH ENGINEERING (c) ENERCALC INC 1983-2023 Project File: 25095 - EC Analysis.ec6 Project Title: Engineer: Project ID: Project Descr: ROOF FRAMINGDescription : BEAM Size :2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2021, ASCE 7-16 Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf R1) 13'-6" ROOF RAFTERS (TYPICAL) Applied Loads Unif Load: D = 0.0050, Lr = 0.010 k/ft, Trib= 2.0 ft .Design Summary Max fb/Fb Ratio =0.580 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.750 inft 34.36 psi Fb : Allowable :1,868.75 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.153 : 1 13.050 ft 1,084.46 psi at atfv : Actual : Ratio 0 Ratio 9999 Max Deflections Transient Downward 0.000 in Transient Upward 0.000 in Total Downward 0.213 in Total Upward 0.000 in 0.07 0.14 0.07 0.14 Ratio 9999 762Ratio LC:LC: D Only LC:LC: <0 BEAM Size :2-2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2021, ASCE 7-16 Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf R2) 12'-6" PATIO BEAM Applied Loads Unif Load: D = 0.0050, Lr = 0.010 k/ft, Trib= 7.750 ft Unif Load: W = 0.02150 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.964 : 1 Max Reactions (k)HEWSLLr +D+LrLoad Comb : Span # 1 Left Support D in 6.250 inft 61.65 psi Fb : Allowable :1,868.75 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+Lr 225.00 psi fb : Actual : Max fv/FvRatio =0.274 : 1 12.083 ft 1,801.39 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.168 in Transient Upward 0.000 in Total Downward 0.832 in Total Upward 0.000 in 0.24 0.48 0.130.24 0.48 0.13 Ratio 893 180Ratio LC: W Only LC: +D+0.750Lr+0.450W LC:LC: Page 52 of 63 Wood Ledger LIC# : KW-06016329, Build:20.25.07.31 WPH ENGINEERING (c) ENERCALC, LLC 1982-2025 DESCRIPTION:DESIGN CONTINUOUS LEDGER (TYPICAL) Project File: 24078 - EC Analysis.ec6 Referenced Design Standard(s) : NDS 2018 Code References Governing Code : IBC 2021 Load Combinations Used : ASCE 7-16 General Information 1.50 5.50 Douglas Fir-Larch 0.5 Wood as Main Supporting Member Width 2.0 in Wood Species Douglas Fir-Larch 0.5G : Specific Gravity Douglas Fir-Larch, No.2 900.0 180.0 in Cm - Wet Service Facto 1.0 Ct - Temperature Factor 1.0 Cg - Group Action Facto 1.0 C /\ - Geometry Factor 1.0 Bolt Spacing 3/8" 16.0 Design Method: ASD (using Service Load Combinations Fyb : Bolt Bending Yield 45,000 psi G : Specific Gravity Ledger Width in Wood Stress Grade :Ledger Depth in Bolt Diameter in Ledger Wood Specie Fb Allow psi Fv Allow psi Load Data 33.750 67.50 51.0 Floor Live Snow Wind Seismic Earth Uniform Load... Roof LiveDead plfplfplfplf plf plfplf Point Load...lbslbs lbs lbs lbs lbs Spacing in lbs Offset in Horizontal Shear plfplfplf plf plf plfplf Page 53 of 63 Wood Ledger LIC# : KW-06016329, Build:20.25.07.31 WPH ENGINEERING (c) ENERCALC, LLC 1982-2025 DESCRIPTION:DESIGN CONTINUOUS LEDGER (TYPICAL) Project File: 24078 - EC Analysis.ec6 DESIGN SUMMARY Design OK Maximum Ledger Bending Fb : Allowable Stres 1,125.0 psi 0.4815Stress Ratio, Wood @ Bolt Maximum Bolt Bearing Summary Load Combination . . . +D+L Max. Vertical Load 135.0 lbs Bolt Allow Vertical Load 280.392 lbs Max. Horizontal Load 0.0 lbs Bolt Allow Horizontal Loa 503.46 lbs Maximum Ledger Shear ngle of Resultant 90.0 deg (for specific gravity & bolt diameter) 135.0 lbs Load Combination . . . Diagonal Component+D+L 3,650.0 llow Diagonal Bolt Force 280.392 lbs Dowel Bearing Strengths :1 :1 Moment 15.0 ft-lb fb : Actual Stress 17.851 psi Stress Ratio 0.01587 Ledger, Perp to Grain psi Shear 67.50 lbs 3,650.0 psi 5,600.0 psi Fv : Allowable Stress 150.0 psi Load Combination . . . fv : Actual Stress 16.364 psi Ledger, Parallel to Grain 5,600.0 psiSupporting Member, Parallel to G Stress Ratio 0.1091 :1 +D+L Supporting Member, Perp to Gr Allowable Bolt Capacit Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Note ! Governing Load Combinatio Fem 3,650.0 Fem 5,600.0 Refer to NDS Section 11.3 for Bolt Capacity calculation method. +D+Lr min : Basic Design Value = 275.141 lbs Rd =3.60 Z = Z = IIIm : Eq 11.3-4 3.20 497.258 lbs lbs Rd = IV : Eq 11.3-6 3.20 Z =402.765 lbs Z * CM * CD* Ct * Cg * Cdelta =280.392 lbs Z * CM * CD* Ct * Cg * Cdelta =503.46 lbs Fes 3,650.0 Fes 5,600.0 Resutant Load Angle : Theta 90.0 deg Fyb 45,000.0 Fyb 45,000.0 Ktheta =1.250 Fe theta =280.392 Re 1.0 Re 1.0Rt1.333 Rt 1.333 k1 0.4916 0.4916k21.206 1.137k31.354 k1 k2 k3 1.237 Im : Eq 11.3-1 Rd =5.0 Z =547.50 lbs Im : Eq 11.3-1 1,050.0 lbs Is : Eq 11.3-2 Z =410.625 lbs Rd =4.0 Z = Rd = Is : Eq 11.3-2 787.50 lbs5.0 II : Eq 11.3-3 231.653 lbs Rd = Z = IIIs : Eq 11.3-5 3.20 Z =405.912 lbs 224.313 lbs Rd =4.0 Z = Z = II : Eq 11.3-3 430.190 lbsRd =4.50 IIIm : Eq 11.3-4 Rd =4.0 IIIs : Eq 11.3-5 Rd =4.0 Z = 260.132IV : Eq 11.3-6 Rd =4.0 Z = 224.313 lbs Rd = Zmin : Basic Design Value =402.765 lbs Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Page 54 of 63 25095 - Footings (PATIO).xmcd PATIO FOUNDATION DESIGN: DESIGN LOADS: ROOF LIVE LOAD:RLL 10 psf ROOF DEAD LOAD:RDL 5 psf ALLOWABLE SOILS BEARING PRESSURE:BRGallow 1000 psf SOIL MODULUS OF SUBGRADE REACTION:Ks 50 pci CONCRETE STRENGTH:fc 2500 psi WIND UPLIFT:WUce 20.8 psf SEISMIC UPLIFT:Euplift 168 lb FACTOR OF SAFETY:FS 3 F1) CHECK POST LOAD ON EXISTING SLAB TRIBUTARY AREA ROOF:TWR 13.5 ft 2 1 ft    25 ft 2    96.875 ft2 DEAD LOADING:Pdead RDL TWR484.375 lb LIVE LOADING:Plive RLL TWR968.75 lb WIND UPLIFT:UPwind WUce TWRPdead1530.625lbLRFD SEISMIC UPLIFT:UPseismic Euplift 168 lbASD LRFDUPseismic Euplift 0.7 240 lb UP max UPwind UPseismic 1530.625lb TOTAL LOADING:PT Pdead PliveUPseismic 4 3     1633.125 lbNOTE: 1/3 INCREASE BEARING FOR SEISMIC/WIND SEE ENERCALC FOR ANALYSIS EXISTING 4" THICK SLAB 'OK' Page 55 of 63 25095 - Footings (PATIO).xmcd ANCHORAGE: DESIGN POST BASE & ANCHORAGE OVERSTRENGTH FACTOR:Ω 3 0.52.5FOR FLEXIBLE DIAPHGRAM SHEAR LOADING:V 87.5 LBADD VLRFD 87.5 LB 0.7 125 lbLRFD UPLIFT LOADING WITH OVERSTRENGTH FACTOR:ΩV Ω( ) V218.75 lb UPLIFT WIND:UPwind 0.6( ) WUceTWRPdead724.625 lbASD UPwind.LRFD WUce TWRPdead1530.625lbLRFD UPLIFT SEISMIC:UPseismic Euplift 168 lbASD LRFDUPseismic.LRFD Euplift 0.7 240 lb UPLIFT LOADING WITH OVERSTRENGTH FACTOR:ΩUPseismic Ω( ) UPseismic420 lb TOTAL DOWN FORCE: PT Pdead PliveΩUPseismic1873.125 lb CHECK POST BASE: TRY SIMPSON 'APB' POST BASE WITH STANDOFF: ALLOWABLE LOADS: Pdown 11450 lb > PT 1873.125 lb OK Puplift 1260 lb > UPwind 724.625 lb OK Vallow 500 lb > ΩV 218.75 lb OK DESIGN ANCHOR BOLT FOR POST BASE: SEE ANCHOR DESIGNER FOR ANALYSIS USE SIMPSON 'APB' POST BASE WITH (1) 5/8" DIA. A.B. x 2 3/4" EMBED W/ SET-3G EPOXY Page 56 of 63 Point Load on Slab LIC# : KW-06016329, Build:20.25.07.31 WPH ENGINEERING (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F1) CHECK POST LOAD ON EXISTING SLAB Project File: 24078 - EC Analysis.ec6 Calculations per research of Shentu, Jiang and Hsu, January 1997 Load Combinations Used : ASCE 7-16 (1) Code References Governing Code : IBC 2021 Analytical Values 50.0 2,850.0 2.50 0.150 3.0 : 1 4.0 - LRFD Reduction Factor 0.850 Min. Adjacent Load Distance in35.423 ksi f'c - Concrete Compressive Strength ksi pcid - Slab Thickness in Ks - Soil Modulus of Subgrade ReacEc - Concrete Elastic Modulus - Poisson's Ratio FS - Req'd Factor of Safety  Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d Min Adjacent Column Distance = R1 = 50% plate average dimension = sqrt( PlWid * PlLe d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 7.5 * sqrt( f'c ) d - Slab Thickness Ks = Soil modulus of subgrade reaction Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus 1.5 * ( [ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ Analysis Formulas GoverningApplied Concentrated Load on Plate - (kip) E Check(in)LenWidLoad ID Plate L Pu Phi*PnR1(in) D Lr S W Ld Comb (kip)(kip) Load & Capacity Table 1 Pass, FS=16.08 >= 31.753.50 3.50 0.48 0.24 2.10.97 +1.20D+1.60Lr 34.3 Page 57 of 63 Company:Date:1/8/2026 Engineer:Page:1 Project:SET-3G Holdown Anchorage to Conc. - Typical Calculati Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.4.2512.1 1.Project information Project description: HDU - 5/8" Threaded Rod Location: Design name: Holdown-SET-3G w/ 5/8" F1554 Gr36 Threaded Rod Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 5.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 6.38 cac (inch): 7.58 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: A tension, A shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G™ - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 58 of 63 Company:Date:1/8/2026 Engineer:Page:2 Project:SET-3G Holdown Anchorage to Conc. - Typical Calculati Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.4.2512.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.3 (d) is satisfied Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]:3950 Vuax [lb]:100 Vuay [lb]:100 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 59 of 63 Company:Date:1/8/2026 Engineer:Page:3 Project:SET-3G Holdown Anchorage to Conc. - Typical Calculati Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.4.2512.1 <Figure 2> 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 3950.0 100.0 100.0 141.4 Sum 3950.0 100.0 100.0 141.4 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3950 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 60 of 63 Company:Date:1/8/2026 Engineer:Page:4 Project:SET-3G Holdown Anchorage to Conc. - Typical Calculati Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.4.2512.1 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kclaÖf’chef1.5 (Eq. 17.6.2.2.1) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 5.000 9503 0.75fNcb = 0.75f (ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2 ca,min (in)Yed,N Yc,N Ycp,N Nb (lb)f 0.75fNcb (lb) 180.00 225.00 6.00 0.940 1.00 1.000 9503 0.75 4020 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5) tk,cr = tk,crfshort-termKsat(f’c / 2,500)naN.seis tk,cr (psi)fshort-term Ksat aN.seis f’c (psi)n tk,cr (psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Nba = l atcrpdahef (Eq. 17.6.5.2.1) l a tcr (psi)da (in)hef (in)Nba (lb) 1.00 1356 0.63 5.000 13312 0.75fNa = 0.75f (ANa / ANa0)Yed,NaYcp,NaNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yed,Na Yp,Na Na0 (lb)f 0.75fNa (lb) 210.29 307.10 8.76 6.00 0.905 1.000 13312 0.75 4643 7. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)fgrout f aV,seis fgroutaV,seisfVsa (lb) 7865 1.0 0.65 0.75 3834 8. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in y-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 5.00 0.625 1.00 2500 6.00 6164 fV cby =f (A Vc / A Vco)Yed,VYc,VYh,VV by (Sec. 17.5.1.2 & Eq. 17.7.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcby (lb) 162.00 162.00 1.000 1.000 1.000 6164 0.75 4623 Shear perpendicular to edge in x-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 5.00 0.625 1.00 2500 12.00 17434 fV cbx =f (A Vc / A Vco)Yed,VYc,VYh,VV bx (Sec. 17.5.1.2 & Eq. 17.7.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcbx (lb) 216.00 648.00 0.800 1.000 1.000 17434 0.75 3487 Shear parallel to edge in x-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 5.00 0.625 1.00 2500 12.00 17434 fV cbx =f (2)(A Vc / A Vco)Yed,VYc,VYh,VV by (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 61 of 63 Company:Date:1/8/2026 Engineer:Page:5 Project:SET-3G Holdown Anchorage to Conc. - Typical Calculati Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.4.2512.1 AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcbx (lb) 216.00 648.00 1.000 1.000 1.000 17434 0.75 8717 Shear parallel to edge in y-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 5.00 0.625 1.00 2500 6.00 6164 fV cby =f (2)(A Vc / A Vco)Yed,VYc,VYh,VV bx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcby (lb) 162.00 162.00 1.000 1.000 1.000 6164 0.75 9246 9. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) fVcp = f min|kcpNa ; kcpNcb| = f min|kcp(ANa / ANa0)Yed,NaYcp,NaNba ; kcp(ANc / ANco)Yed,NYc,NYcp,NNb| (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANa (in2)ANa0 (in2)Yed,Na Ycp,Na Nba (lb)Na (lb) 2.0 210.29 307.10 0.905 1.000 13312 8254 ANc (in2)ANco (in2)Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f fVcp (lb) 180.00 225.00 0.940 1.000 1.000 9503 7146 0.70 10005 10. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 3950 9833 0.40 Pass Concrete breakout 3950 4020 0.98 Pass (Governs) Adhesive 3950 4643 0.85 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 141 3834 0.04 Pass (Governs) T Concrete breakout y+100 4623 0.02 Pass T Concrete breakout x+100 3487 0.03 Pass || Concrete breakout x+100 8717 0.01 Pass || Concrete breakout y-100 9246 0.01 Pass Concrete breakout, combined --0.04 Pass Pryout 141 10005 0.01 Pass Interaction check Nua/fNn Vua/fVn Utilization Ratio Permissible Status Sec. 17.8.3 0.98 0.04 85.0%1.0 Pass SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. 11. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 62 of 63 Page 63 of 63 SAUSD Developer Fees CERTIF'I Powered by Mc.illtrori SANTA ANA UNIFIED SCHOOL. DISTRICT FOOL FACILITIES FEE CERTIFICATION OF COMPL AND RECEIPT FOR PAYMENT FOR Project Number: PRJ-0308500 Project Request ID: 3KRC4ACSXS Request Contact: Sam Wang (OWNER) Job Location / Address: 2237 S. Maple St, Santa Ana, CA 92707 Permit Issuing Office: City of Santa Ana CITY OF SANTA ANA Planning and Building Agency TE NO.100120 11 Approved FOR PERMIT ISSUANCE i r; 40LZer ID: Date: This is to certify that all fees due to the Santa Ana Unified School District under Provision of Government Code Section 65995 as a prerequisite to the issuance of a Building Permit have been received, based on the above referenced information, this Certification is hereby Executed. PM1- 629942 Address Development Type Construction Type Square Feet 2237 Maple St, Santa Ana, CA Residential Accessory Dwelling 799 92707 Unit (ADU) Parcel Permit Number Plan Check Number 40314409 101125283 101125283 629942-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of: ($5.17 [Rate] x 799 (Square Footage)) Developer Fees Paid: Payment Method: ECHECK: xxxx 5663 Payment Method: ECHECK: xxxx 3232 School District Representative $4,130.83 $4,130.83 Payment Date: 06/18/2026 10:47 am Payment Date: 06/09/2026 04:52 pm Date: 06/18/2026 NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES Pursuant to Section 66020 of the California Government Code and other applicable law, you have a period of ninety (90) days from the date of payment of school fees, mitigation payments or other extractions to protest the validity thereof. This ninety (90) day period commences upon such payment of performance of any other requirement as provided in Section 66020. Any such protest must be in writing and received by the Santa Ana Unified School District within ninety (90) calendar days of the date of the School District Certification above. X X X X X 2235 & 2237 MAPLE ST. SANTA ANA, CA 92707 FIHF fs OR .• 1 I :E COUNTY FIRE AUTHORIT Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below. then sign and date the App Project Information ❑ New Single Family Residence/Duplex ❑ Addition/Remodel ADU CITY OF SANTA ANA Plan niag an"LlildingQgency III APWRed F O- P-€ R-MIT-4SSUA N C E t Certti F: Master ID: Date: ❑ Other Address Unit #: I City or Unincorporated County Area. I ZIP: 2237 MAPLE ST. SANTA ANA, CA 92707 SANTA ANA 92707 1 PROPOSED DETACHEDAWrM7SYAPLEST EMTINGOAMGEWWERTTOOETAOHEDADU 27—iT NEWSTRUCTUML 5 SOFT DETAGHEDAW 373•SIbM9B Scope of Work: 2 DEMOLISHED AWN HOUSE FRONT PORCH'M SO R. A PMT L DEYOOF THE EMSTING GARAGE AND UNPERYR STRUCTURAL TOTAL 14 SOFT 3 PROPOSED A NEW FRONT PORCH W =SO FT FOR MAIN HOUSE TO CAYPLIANCE TO CURRENT CADS A LEG! L2 UNPERYIT PATq ON THE REAR YMD W SD FT Existing Area to Total Resulting 7 c C Stories: Area Added in Past 2 Years A, Area 273 SF be Added 526 SF Area: / �� J r excludin this ro ect : 'vO Yes Nn Questionnaire OCFA Plan Type if "Yes" 1. ® New — Is this a new single family residence or duplex? `(PR160) Residential Site with Water Availability PR400-402 Fire Sprinkler 2. ❑ ® ADU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler firesprinklers or a house that will have firesprinklers added as part of this project? 3. ® Addition — Is this (A) an addition to a currently sprinklered building. or (B) an addition requiring a fire (PR400 402) Fire Sprinkler sprinkler retrofit based on a threshold set by local ordinance? 4. ® Distance — Is the most remote portion of the addition, ADU or other detached structure greater than '(PR160) Residential Site 140-feet from the fire access roadway? 5. 0 ® Total Area — Will the addition result in a total area of greater than 3,600 square feet (so for non- '(PR160) Residential Site Water availability sprinklered buildings. or greater than 6,200 sf for sprinklered buildings, including the area of all with enclosed spaces. such as garages, stairs, and detached structures separated by less than 10-feet? 6. El® Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or (PR400 402) Fire Sprinkler removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed contractor to determine if a firesprinkler modification is needed. 7. El ® Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a '(PR160) Residential Site Fire Sprinkler garage, workshop. game room, pool house, barn, etc., requiring fire sprinklers based on a threshold (PR400.402) set by local ordinance? 8. ® Gate — Is a gate being installed across a driveway or road that is designated as a fire department (PR180) Gate access roadway. or a driveway or road that serves more than a single home/duplex? 9. ®Methane — Is project located in or less than 100' from a "Division of Oil, Gas. and Geothermal *(PR160) Residential Site '(PR172-174) Methane Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only Test/Mitigation Plans applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU's). 10. EJ ® Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to '(PR115) Fuel Modification Accessory slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation. (PR182) or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone". as Structure defined by the State, or D near an area that could be affected by a wildfire in the open sace. 'OCFA approval required before issuance of a gradingtbuilding permit All other plans types may be deferred submlttals. Applicant Certification 1 certify, under penalty of perjury, under the laws of the State of Ca1ifoq#adWAe information above is true, Print Name: Signature: `� —//--� Date: / Phone Number 'S r'1 r7� '�Email: VA LQ 5/N�l tC/14 Attention Building Department Staff — After you've verified all questions were answered accurately as "No then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as "Yes', then the plan type on the right side may be required. If all answers are "No" and the Building Department still requires the applicant to have their plans reviewed by OCFA. or if any answers are "Yes' and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 Planning & Building Agency Building Safety Division 20 Civic Center Plaza P,O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org NOTICE TO PROPERTY OWNER Dear Property Owner: CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE APP-13 CBC 2016 Date: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at ? __ 3 ;%, 11 11 l� C 'i We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your names as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed. and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEGMEN t' AND VERIFICATION OF INFORMATON DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. 1 understand a frequent practice of unlicensed persons is to have the property owner obtain ail "Owner -Builder" build- ing permit that erroneously implies that the property owner is providing his or her own labor and r Material personally. 1, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my prop- erty. _2, 1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. 1 understand as an "Owner -Builder` I am the responsible party of record on the permit. I understand that I may protect inyself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my -1 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. 5. 1 understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an °employer" under state and federal law. 6. 1 understand if I am considered an "employer' under state and Federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment com- pensation of each "employee.' 1 also understanJ my failure to abide by these laws may subject me to serious financial risk. 7. 1 understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless ail work is performed by licensed subcontrac- tors and the number of structures does not exceed four, within any calendar years, or all of the work is performed under contract with a licensed general building Contractor. ,lc__8. 1 understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any finan- cial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workman- ship or materials. CITY OF SANTA ANA Planning and Building Agency 9. 1 understand I may obtain more information regarding my obligations as an "employer" fir m the Internal Revenue Ser- vice the United States Small Business Administration, the California Department of Benefit Payme ts, and A16 r�P }mision of Industrial Accidents. I also understand I may contact the California Contractors' State Lice se Boa�ft'j'dt'lb0- 321-CSLB (2752.) or 1)vww,cslb.ca qov for more information about licensed contractors. FOR PERMIT ISSUANCE 10. 1 am aware of and consent to an Owner. -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following ad- Master ID: dress:— - t� Date: /. 11. 1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. _!�_ _12. I agree to notify the issuer of this form immediately of any additions; deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contactors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notariza- tion, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Signature of Property Owner , `" ', Date: Print name of Owner P04 tQer t- L i KS 1-0 AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, 1 hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Phone Number of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: Date: Print Name of Owner: Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is re- quired to be presented when the permit is issued to verify the property owner's signature. Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020