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HomeMy WebLinkAboutHOLD- 315 & 317 N Maxine St - PlanDW REF (GAS) G GGGGG CW CW CW SSSSSSSS CWCWCWCW CW CW CW CW CW CWCWCW CW CW S S CW CW CW CWCW CW CW CW G G G GGGGGGGG G G G G G G S S S S S S S S SSSSSSSSS S SG G G PR O P E R T Y L I N E 4 8 . 0 0 ' PR O P E R T Y L I N E 4 8 . 0 0 ' PROPERTY LINE 127.50' PROPERTY LINE 127.50' 2 18 317 N MAXINE ST. (E) MAIN HOUSE 1,012 SF 16 2 (E) HOUSE ENTRY (E) KITCHEN (E) LIVING (E) BATH 1 (E) GARAGE 415 SF SI D E W A L K RO A D V E R G E (E) BED 3 (E) BATH 2 (E) HALLWAY (E) LAUNDRY (E) BED 1 (E) BED 2 (E) CLOSET (E) DINING (E ) 4 : 1 2 SL O P E 7 (E ) 4 : 1 2 SL O P E 4 (E) CLOSET 13 5' T A L L B L O C K W A L L FO U R T H S T 20 (E) WATER METTER MAXINE ST (E ) C L O S E T SIDEWALK ROAD VERGE 19 5' TALL BLOCK WALL LINE OF CURB 21 21 8' - 0 " 4 ' - 0 " 4 8 ' - 0 " 8' - 0 " 4 ' - 0 " 1 1 ' - 1 1 / 2 " 2 5 ' - 1 1 " 1 1 ' - 0 " 60 ' - 0 " 18'-0" 61'-0" 48'-6" (E) ELEC METER (E) 5' TALL BLOCK WALL TO BE DEMO'D ATTACHED PATIO COVER TO BE REMOVED 127'-6" 3'-0" 15'-9" 3'-0" 47'-0 1/2" (E) DRIVEWAY APPROACH (E) DRIVEWAY (E) W/H DEMO UNPERMITTED ROOM 36'-0" 24'-0" 12'-0" (E ) 4 : 1 2 SL O P E (E ) 4 : 1 2 SL O P E PL . 4 8 . 0 0 ' PR O P E R T Y L I N E 4 8 . 0 0 ' PROPERTY LINE 127.50' PROPERTY LINE 127.50' 2 18 317 N MAXINE ST. (E) MAIN HOUSE 1,012 SF 16 2 (E) HOUSE ENTRY (E) KITCHEN (E) LIVING (E) BATH 1 (E) GARAGE 415 SF SI D E W A L K RO A D V E R G E (E) BED 3 (E) BATH 2 (E) HALLWAY (E) LAUNDRY (E) BED 1 (E) BED 2 (E) CLOSET (E) DINING (E ) 4 : 1 2 SL O P E 7 (E ) 4 : 1 2 SL O P E 4 (E) CLOSET 5' T A L L B L O C K W A L L FO U R T H S T 20 (E) WATER METTER MAXINE ST (E ) C L O S E T SIDEWALK ROAD VERGE 19 5' TALL BLOCK WALL LINE OF CURB 21 21 8'-0" 4'-0" 18'-0" 61'-0" 6'-0" 35'-9 1/2" SET BACK 6'-9" 23 (E) WATER METTER (E) SEWER LATERAL V.I.F. * 15 WATER P.O.C SEWER P.O.C (N) BED 1(N) BED 2 (N) BATH 1 (N) LIVING (N ) K I T C H E N (N) BATH 2 (N) W/H (N) CLOSET (N) DINING (N ) 4 : 1 2 SL O P E (N ) 4 : 1 2 SL O P E (N) GARAGE 12 (N) 4:12 SLOPE (N) 4:12 SLOPE 8' - 0 " 4 ' - 0 " 6 ' - 0 1 / 2 " 3 7 ' - 0 " SET BACK 5' - 0 " BEGIN CONSTRUCTION MEASUREMENT AT THIS CORNER SCE MSR# 1.11 14 60 ' - 0 " 17 10 5 6 GAS P.O.C* * * (E) DRIVEWAY 4.1 (N) DRIVEWAY ENLARGED ENLARGED DRIVEWAY APPROACH PER CITY OF SANTA ANA. THE APPLICANT IS REQUIRED TO OBTAIN A SEPARATE STREET ENCROACHMENT PERMIT. (E) DRIVEWAY APPROACH 315 N MAXINE ST. (N) ADU 799 SF 5% SLOPE 2% S L O P E 5% SLOPE 5% SLOPE 5% SLOPE 2% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 5% S L O P E 5% SLOPE eave 1'-0" ea v e 1' - 0 " eave 1'-0" ea v e 1' - 0 " eave 1'-0" ea v e 1' - 6 " eave 1'-0" 3'-0" 15'-9" 20'-0 1/2" 3'-0" 27'-0" 281 SF (N) ADU ENTRY PORCH 65 SF (N) LAUNDRY (E) W/H WALKWAY 6'-0" (N) LANDSCAPING (N) WALKWAY FRONT YARD FENCE TO BE LEAGALIZED ON SEPARATE PERMIT UNDER RES-2023-2140-SCND 36'-0" 24'-0" 12'-0" 13.1 13.1 1 A.07 2.1 2.1 2.2 2.2 2.2 1 1 1 1 1 1 1 (E ) 4 : 1 2 SL O P E (E ) 4 : 1 2 SL O P E 15.11 8FT MIN. 9'-0" 8FT MIN. 9'-0" 8FT MIN. 9'-0" 8FT MIN. 9'-0" 8FT MIN. 9'-0" 8F T M I N . 11 ' - 9 " 1 1 ' - 9 " 8F T M I N . 11 ' - 9 " 8F T M I N . 11 ' - 9 " 8F T M I N . 12 ' - 1 1 / 2 " 8FT MIN. 9'-0" 8FT MIN. 9'-0" MIN. 8'-0" 1 1 1 1 TY P . 12 " 13.1 NOTE:MAXIMUM FENCE HEIGHT SHALL BE 3'-0" IN FRONT YARD AREAS AND 2'-6" WITHIN CORNER SIGHT TRIANGLES, PER CITY REQUIREMENTS. PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.01 TITLE SHEET / SITE PLANS / ROOF PLANS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 THE PROPOSED PROJECT IS A 799 SF ONE-STORY DETACHED ACCESSORY DWELLING UNIT, 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND 65 SF ENTRY PORCH. DEMOLISHING THE PATIO COVER AND ACCESSORY STRUCTURE, AND REPLACING HARDSCAPE WITH LANDSCAPE IN THE REAR YARD. DEMOLITION OF BLOCK WALL AND EXPANSION OF CURB CUT. LEGALIZE FRONT YARD FENCE ON SEPARATE PERMIT UNDER RES-2023-2140-SCND SHEET INDEX SCOPE OF WORK VICINITY MAP PROJECT DATAGENERAL NOTESSITE PLAN NOTES 1. DEMOLITION CONTRACTOR SHALL RELOCATE REUSABLE MATERIALS TO DESIGNATED SALVAGE AREA, NON-USABLE MATERIALS SHALL BE PLACED APPROPRIATELY IN REFUSE BIN AND SHALL BE COVERED AT NIGHT AND DURING RELATIVE HIGH WINDS, RAIN, ETC...REFUSE BIN SHALL BE COVERED DURING TRANSFER TO AND FROM DUMP SITE. CONTRACTOR TO BE LIABLE FOR REFUSE SPILLING. ALL DEBRIS TO BE HAULED AWAY AND CLEAN-UP SHALL BE COMPLETED TO BROOM FINISH. EXISTING MATERIALS AND/OR STRUCTURE TO REMAIN SHALL BE PROTECTED FROM DUST, PAINT CHIPPING, ETC..., BY USE OF PLASTIC OR WHATEVER IS REQUIRED FOR PROPER PROTECTION. EXISTING STRUCTURES SHALL HAVE BRACING AND SHORING AS REQUIRED TO PROTECT THE EXISTING STRUCTURE. PROVIDE DE-WATERING FACILITIES FOR CONSTRUCTION AS REQUIRED. COORDINATE AS-BUILT INFORMATION, STRUCTURAL, ETC. TO DESIGNER/ENGINEER AS REQUIRED. 2. THE DISCHARGE OF POLLUTANTS TO ANY STORM DRAINAGE SYSTEM IS PROHIBITED. NO SOID WASTE, PETROLEUM BYPRODUCTS, SOIL PARTICULATE, CONSTRUCTION WASTE MATERIALS, OR WASTEWATER GENERATED ON CONSTRUCTION SITES OR BY CONSTRUCTION ACTIVITIES SHALL BE PLACED, CONVEYED OR DISCHARGED INTO THE STREET, GUTTER OR STORM DRAIN SYSTEM. 3. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOTCLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL- BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES - WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 4. WHEN UTILITIES METER ALTERATION / RELOCATION OCCUR, INSTALLATION PROCEDURES SHALL BE VERIFIED AND APPROVED BY THE BUILDING INSPECTOR PRIOR TO INSTALLATION. 5. NOTIFY AQMD FOR ASBESTOS REMOVAL PROCEDURE AND SUBMIT ASBESTOS REPORT TO BUILDING DIVISION PRIOR TO DEMOLITION PERMIT ISSUANCE. 1) THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL-BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, ETC) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES-WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/ OR ADDITIONAL EXPENSES. 2) AN APPROVED SEISMIC GAS SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE DOWN STREAM SIDE OF THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE FUEL GAS PIPING. 3) PROVIDE LOW CONSUMPTION WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION. 4) PROVIDE 72" HIGH NON-ABSORBENT WALL ADJACENT TO SHOWER AND APPROVED SHATTER-RESISTANT MATERIALS FOR SHOWER ENCLOSURE. 5) ALL CONSTRUCTION WASTE AND DEBRIS MUST BE CONTAINERIZED AT ALL TIMES 7) FINAL APPROVAL REQUIRED BY THE PUBLIC WORKS DEPARTMENT FOR STREET IMPROVEMENTS, CURB CORES, CURB/GUTTERS, ETC. SEPARATE PUBLIC WORKS PERMIT REQUIRED FOR DRIVEWAYS, APPROACH TO DRIVEWAY, SEWER LATERALS AND ANY WORK IN RIGHT OF WAY. 8) ALL CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL CODES AND AMENDMENTS. 9) A SURVEY SHALL BE PROVIDED BY A LICENSED SURVEYOR ON STRUCTURES WHICH DEFINE PROPERTY LINES, SET BACKS, DESIGNATED PARKLAND OR STREET RIGHT-OF-WAY. 10) DUST CONTROL MEASURES SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. 11) WATER HEATER MUST BE STRAPPED TO WALL; SEE DETAIL ON SHEET A-07. 12) PROVIDE ULTRA FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS MUST BE ADAPTED FOR WATER CONSUMPTION. 13) LAG BOLTS: PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION. 91 NDS 14) BLOCKING. ROOF RAFTERS AND CEILING JOINTS SHALL BE SUPPORTED LATERALLY TO PREVENT ROTATION & LATERAL DISPLACEMENT IN ACCORDANCE w/ THE PROVISIONS OF CH.8 & CH.6 15) CONTRACTOR AND/OR OWNER SHALL VERIFY CONSTRUCTION SITE TO CONFIRM THAT THERE IS NO TRACE OF DEMOLISHED SWIMMING POOL WITHIN 5 FT FROM PROPOSED PERIMETER OF THE CONSTRUCTION SITE. OTHERWISE, THEY NEED TO SUBMIT SOIL COMPACTION REPORT FROM LICENSED SOIL ENGINEER TO BUILDING INSPECTOR PRIOR TO FOUNDATION INSPECTION. 17) SHEAR WALLS, LATHING & PLASTER IN MATERIALS SHALL CONFORM TO THE STANDARDS LISTED IN CH.6 & CH.7 CRC 18) ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED." ENGINEER MUST INCLUDE IN STRUCTURAL OBSERVATION NOTES. 19) PROVIDE RAIN GUTTERS AND CONVEY RAIN WATER TO THE STREET. 21) CONCRETE 3000 PSI 22) PARALLEL BEAM E.2.0 PSL 23) UFER GROUND IS REQUIRED AT NEW ELECTRICAL SERVICE. 24) UNDERGROUND UTILITIES REQUIRED ON SITE PLAN AND SHOW FOR ELECTRICAL, CABLE TV. AND TELEPHONE 25) ARC FAULT CIRCUIT INTERRUPTION PROTECTION IS REQUIRED FOR ALL BRANCH CIRCUITS PER 2022 CRC210.12 SHALL BE AFCI PROTECTED 26) BATHROOMS, KITCHEN, GARAGE & OUTSIDE OUTLETS WILL BE GFCI PROTECTED RECEPTACLE OUTLETS. 27) WATER SAVING WATER CLOSET w/ 1.28 GALLONS PER FLUSH. 28) PROVIDE MECHANICAL VENTILATION FOR BATHROOMS AND LAUNDRY ROOMS WITHOUT OPENABLE WINDOW. 29) GLAZING WHICH IS LESS THAN 60 INCHES FROM A FLOOR AND WITHIN A 24 INCH ARC OF A DOORWAY'S VERTICAL EDGE MUST COMPLY WITH CH. 3 CRC 30) LANDINGS AT DOOR. LANDINGS SHALL HAVE A WIDTH NOT LESS THAN THE WIDTH OF THE STAIRWAY OR THE DOOR, WHICHEVER IS GREATER. 31) EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT IN ACCORDANCE WITH SECTION R303.1 OR SHALL BE PROVIDE AN AVERAGE ILLUMINATION OF 6 FEET-CADLES OVER THE AREA OF THE ROOM AT A HEIGHT OF 30" ABOVE THE FLOOR LEVEL. 32) THE CONTRACTOR SHALL EXAMINE AND BECOME FAMILIAR WITH ALL CONTRACT DOCUMENTS, SURVEY THE PROPERTY AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS AND SCOPE OF WORK. ALL COST SUBMITTED SHALL BE BASED ON A THROUGH KNOWLEDGE OF ALL WORK AND MATERIALS REQUIRED. ANY DISCREPANCY AND/OR UNCERTAINTY AS TO WHAT MATERIALS OR PRODUCT IS TO BE USED SHOULD BE VERIFIED WITH THE OWNER OR ENGINEER OF RECORD. 33) DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE. 34) IN THE EVENT A DISCREPANCY IS FOUND IN THE CONTRACT DOCUMENTS, THE OWNER AND THE DESIGNERS/ENGINEERS SHALL BE NOTIFIED, IN WRITING, IMMEDIATELY. 35) THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT. PARKING REQUIREMENTS NOTWITHSTANDING ANY OTHER LAW, A LOCAL AGENCY, WHETHER OR NOT IT HAS ADOPTED AN ORDINANCE GOVERNING ACCESSORY DWELLING UNITS IN ACCORDANCE WITH SUBDIVISION, SHALL NOT IMPOSE PARKING STANDARDS FOR AN ACCESSORY DWELLING UNIT IN ANY OF THE FOLLOWING INSTANCES: THE ACCESSORY DWELLING UNIT IS LOCATED WITHIN ONE-HALF MILE WALKING DISTANCE OF PUBLIC TRANSIT. LEGAL DESCRIPTION ASSESSORS PARCEL NO. APN: LEGAL DESCRIPTION: FLOOD ZONE A LOT SIZE 6,120 SF ZONE R-1 RESIDENTIAL EXISTING GARAGE 415 SF EXISTING LIVING 1,012 SF EXISTING PATIO COVER 346 SF ( TO BE DEMOLISHED ) NEW ADU ENTRY PORCH 65 SF NEW GARAGE 281 SF NEW ADU 799 SF TOTAL 2,572 SF EXISTING: 1,012 SF LIVING + 415 SF GARAGE = 1,427 SF NEW: 799 SF ADU + 65 PORCH ADU + 281 SF GARAGE = 1,145 SF LOT COVERAGE = (2,572-799) SF / 6,120 SF = 29% (ADU EXCEMPT FOR LOT COVERAGE WHEN LESS THAN 800 SF) OCCUPANCY GROUP R3 / U CONSTRUCTION TYPE V-B FIRE SPRINKLER MAIN HOUSE = NO; ADU = NO NUMBER OF STORIES MAIN HOUSE = 1; ADU = 1 REAR OPEN SPACE:EXEMPT FOR ADU <800 SF CALIFORNIA DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT THE CALIFORNIA DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT ISSUED AN ACCESSORY DWELLING UNIT HANDBOOK WITH UPDATES AND LAWS EFFECTIVE JANUARY 1, 2021(HTTPS://WWW.HCD.CA.GOV/POLICY-RESEARCH/DOCS/ADU_DECEMBER_2020 _HANDBOOK.PDF) "STATE ADU LAW DOES NOT ALLOW FOR THE LIMITATION ON THE NUMBER OF BEDROOMS OF AN ADU. A LIMIT ON THE NUMBER OF BEDROOMS COULD BE CONSTRUED AS A DISCRIMINATORY PRACTICE TOWARDS PROTECTED CLASSES, SUCH AS FAMILIAL STATUS, AND WOULD BE CONSIDERED A CONSTRAINT ON THE DEVELOPMENT OF ADUS." 1" = 10'-0"1EXISTING SITE PLAN / ROOF PLAN 1" = 10'-0"2PROPOSED SITE PLAN / ROOF PLAN SCALE : 1" = 10'-0" 0 10'20' APPLICABLE CODES SITE PLAN KEYNOTES STRUCTURE MATERIALS: EXTERIOR WALLS -WHITE STUCCO ROOF -GREY SHINGLES NOTE: ALL PLANT MATERIALS SELECTED FROM LA COASTAL GARDENS AND WWW.BEWATERWISE.COM ARE ACCEPTABLE DROUGHT TOLERANT PLANTS. PROJECT DIRECTORY OWNERSHIP: LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM DESIGNER: BB BROTHERS CORP. 949 SOUTH COAST DR., SUITE 570 COSTA MESA, CA 92626 949-836-5768 STRUCTURAL ENGINEER: AMIR DEIHIMI 949 SOUTH COAST DR., SUITE 570 COSTA MESA, CA 92626 949-836-5768 SOIL ENGINEER: PRIORITY ENGINEERING GROUP 335 E. BLUERIDGE AVE. ORANGE, CA 92865 TITLE 24: SANG LUU 949 SOUTH COAST DR., SUITE 570 COSTA MESA, CA 92626 949-836-5768 DIG ALERT (811) IS TO BE CONTACTED AND THAT COMPLIANCE WITH EXCAVATION SAFETY IN ACCORDANCE WITH GOVERNMENT CODE 4216 WILL BE FOLLOWED PRIOR TO ANY EXCAVATION TAKING PLACE. OWNER / CONTRACTOR ACKNOLEDGEMENT SIGNATURE: ____________________________________________________ DIG ALERT 811 LANDSCAPE LEGEND THIS PROJECT SHALL COMPLY WITH THE FOLLOWING CODES: 2022 EDITION OF THE CALIFORNIA BUILDING CODE, 2022 EDITION OF THE CALIFORNIA RESIDENTIAL CODE, 2022 EDITION OF THE CALIFORNIA MECHANICAL CODE, 2022 EDITION OF THE CALIFORNIA PLUMBING CODE, 2022 EDITION OF THE CALIFORNIA ELECTRIC CODE, 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE, 2022 CALIFORNIA ENERGY CODE (TITLE 24) AND, CITY AMENDMENTS AND MUNICIPAL CODE. 1 (N) MAIN ELEC PANEL 200AMP; DUAL GANG METER; MIN. 20' UFER GROUND 2 3 (E) CONCRETE WALKWAY 4 (E) DRIVEWAY 5 6 7 (E) LANDSCAPE 8 (E) TREE 9 (E) AC UNIT 10 11 (N) WATER HEATER 12 SPACE FOR SOLAR PANEL INSTALLATION (SEPARATE FUTURE PERMIT) SYMBOLS LEGEND DRAINAGE DIRECTION AND SLOPE PROPERTY LINE CORNER POINTS AND ELEVATION DATUM KEYNOTE CALLOUTS EXISTING WALL TO REMAIN AND NEW WALLS WALL TO BE DEMOLISHED 2% # 13 (E) GATE 14 15 (N) AC UNIT INVERTER / METERING EQUIPMENT & PATHWAY FOR ROUTING FROM THE SOLAR ZONE TO THE MAIN SERVICE PANEL. (N) MAILBOX FOR ACCESSORY DWELLING UNIT ADJACENT TO MAIN HOUSE MAILBOX 16 PROPOSED LOCATION OF THE NATURAL GAS METER TYPICALLY WITHIN FIVE FEET OF THE STRUCTURE’S FRONT WALL BUT NOT CLOSER THAN ONE FOOT FROM THE FRONT EDGE 17 (E) MAIN HOUSE ELEC. METER18 (E) GAS METER19 (E) WATER METER 20 SETBACKS INDICATE REQUIRED MINIMUM DISTANCE FROM PROPERTY LINES. CONTRACTOR TO VERIFY ON SITE. PV SYSTEM WILL BE UNDER A SEPARATE PERMIT • THE MAIN ELECTRICAL SERVICE PANEL RATING OF 200 AMPS. THE MAIN SERVICE PANEL SHALL HAVE A MINIMUM BUSBAR A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE SOLAR ELECTRIC INSTALLATION. THE RESERVED SPACE SHALL BE POSITIONED AT THE OPPOSITE (LOAD) END FROM THE INPUT FEEDER LOCATION OR MAIN CIRCUIT LOCATION AND SHALL BE PERMANENTLY MARKED AS "FOR FUTURE SOLAR ELECTRIC". 1.1 (N) ADU SUB ELEC PANEL 125 AMP (N) MAIN HOUSE SUB ELEC PANEL 125 AMP 13.1 (N) GATE (N) 1" WATER METER MINIMUM PER CITY REQUIREMENTS21 SEPARATE PERMIT (E) 5' TALL PERIMETTER FENCING (N) ADU WATER POINT OF CONNECTION (N) ADU WATER POINT OF CONECTION NEW (1) 24" BOX CANOPY TREE NEW (6) 5-GAL SHRUBS NEW CONCRETE AREA AND WALKWAYS DRIVEWAY (N) GRASS NEW PERMEABLE HARDSCAPE (N) ADU GAS POINT OF CONNECTION PARK & REC DEVELOPMENT FEE CALCULATION (ADU SF / SFD SF) 799 SF / 1012 SF = 0.79 THE ADU SF / SFD SF RATIO IS PROVIDED FOR PARK & REC FEE CALCULATION PURPOSES ONLY. THE APPLICANT IS RESPONSIBLE FOR VERIFYING THE ACCURACY OF THE STATED SFR SF (SQUARE FOOTAGE OF THE EXISTING PRIMARY RESIDENCE). BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR CONFIRMING THE ACCURACY OF THE PROVIDED SFR SF MECHANICAL, ELECTRICAL AND PLUMBING ARE NOT PART OF THIS PLAN REVIEW AND APPROVAL. MEP ARE SUBJECT TO BUILDING FIELD INSPECTION. • MINIMUM 2.19(KW) PHOTOVOLTAIC SYSTEM WILL BE SUBMITTED UNDER A SEPARATE PERMIT AND SHALL BE ISSUED PRIOR TO BUILDING FRAME INSPECTION REQUEST. 2.1 (N) 5' TALL PERIMETER FENCING 2.2 (N) 2'-6" HEIGHT FRONT YARD FENCING 1 1 1 1 1 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 15 (N) 4'-6" HEIGHT STUCCO FINISH WALL SCREENING. FINISH COLOR MATCH WITH THE ADU WALL FOR AC CONDENSER1 1 1 3FRONT YARD FENCING ELEV. 1 ARCHITECTURAL A.01 TITLE SHEET / SITE PLANS / ROOF PLANS A.02 CALGREEN MANDATORY MEASURES A.03 CALGREEN MANDATORY MEASURES A.04 MAIN HOUSE (E) FLOOR PLAN & (E) ELEVATION A.05 ADU FLOOR PLAN & ELECTRICAL/LIGHTING PLAN A.06 ADU ELEVATIONS & SECTIONS A.07 WALL AND ROOF DETAILS A.08 ARCHITECTURAL DETAILS A.09 AGING-IN-PLACE / FALL PREVENTION NOTES & FEATURES / ELECTRIC-READY REQUIREMENTS A.10 FEMA BASE FLOOD ELEVATION CERTIFICATE A.11 SOIL REPORT STRUCTURAL S-0.10 GENERAL NOTES & REQUIREMENTS S-0.11 GENERAL NOTES & REQUIREMENTS S-0.20 TYPICAL DETAILS S-1.0 FOUNDATION PLAN & ROOF FRAMING PLAN SD1.0 FOUNDATION DETAILS SD2.0 STRUCTURAL DETAILS TITLE 24 T24.1 TITLE 24 T24.2 TITLE 24 (CONT.) T24.3 TITLE 24 (CONT.) GRADING (REFERENCE ONLY) REFER TO PERMIT P0114629 1 TITLE SHEET 2 PRECISE GRADING & UTILITY PLAN 3 EROSION CONTROL PLAN DW REF (GAS) (N) WH A.04 5 A.04 6 A.04 3 A.04 4 (E) MAIN HOUSE 1006 SF (E) HOUSE ENTRY (E) KITCHEN (E) LIVING (E) BATH 1 (E) 1-GARAGE 419 SF (E) BED 3 (E ) B A T H 2 (E) HALLWAY (E) LAUNDRY (E) BED 1 (E) BED 2 (E) CLOSET (E) DINING (E) CLOSET (E ) C L O S E T 10'-2 1/2" 5'-4 1/2" 6'-6" 18'-8" 20'-0" 3' - 0 " 2 0 ' - 8 " 11 ' - 4 1 / 2 " 2 ' - 8 " 1 1 ' - 7 1 / 2 " 13'-9 1/2" 2'-4 1/2" 9'-8" 14'-11 1/2" 20'-0" 12 ' - 3 1 / 2 " 3 ' - 1 " 8 ' - 3 1 / 2 " 19'-7 1/2" 20 ' - 0 1 / 2 " T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-4" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-4" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-4" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-4" PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.04 MAIN HOUSE (E) FLOOR PLAN & (E) ELEVATIONS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 4' SCALE : 3/16" = 1'-0" 0 8'12'FOR REFERENCE ONLY NOT FOR CONSTRUCTION EXISTING MATERIAL & COLOR LEGEND (E) STUCCO COLOR = LIGHT YELLOW (E) WINDOW SHUTTER COLOR = WHITE (E) FASICA COLOR = WHITE (E) ROOF COLOR = RED 3/16" = 1'-0"1MAIN HOUSE (E) FLOOR PLAN 3/16" = 1'-0"5WEST ELEVATION -MAIN HOUSE3/16" = 1'-0"6EAST ELEVATION -MAIN HOUSE 3/16" = 1'-0"3SOUTH ELEVATION -MAIN HOUSE 3/16" = 1'-0"4NORTH ELEVATION -MAIN HOUSE 2VIEW-EXISTING DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 GFCI AFCI VS 2 MS (N) WH (GAS) RE F (N) WH RE F GF C I AF C I GFCI GF C I GFCIGFCI GF C I AFCI GF C I AFCI AFCI AF C I AF C I AF C I AF C I AF C I AF C I AF C I AF C I AF C I AF C I AF C I AF C I D D MS MS 2 2 2 GFCI AF C I GF C I 2 GFCI UNIT PLAN KEYNOTES WINDOW SCHEDULE (N) MAIN ELECTRICAL PANEL, DUAL METERS A VINYL SLIDER WINDOW: 5'-0"w x 4'-0"h UNIT PLAN LEGEND DOOR SCHEDULE L.E.D. RECESSED LIGHT FIXTURE WALL DIFFUSER WALL AIR RETURN SMOKE DETECTOR HARDWIRED w/ BATTERY BACK UP VANITY WALL LIGHT CEILING MOUNTED LINEAR BOX 1X4 LIGHT FIXTURE NEW 2X4 INTERIOR WALL NEW 2X4 EXTERIOR WALL / INFILL WITH INSULATION PER T-24 COMBINATION" SD/CM DETECTOR ALARM HARDWIRED w/ BATTERY BACK UP EXHAUST FAN SHALL BE ENERGY STAR RATED. CEILING MOUNTED LIGHT w/ VENT 50 CFM MIN. INTERMITTENT W/ HUMIDITY CONTROL PER CMC 402.5, BETWEEN 50%-80% GROUND FAULT CIRCUIT INTERRUPT PROTECTOR IN ALL WET AREAS (ENTIRE CIRCUIT) ARC FAULT CIRCUIT INTERRUPT PROTECTOR IN ALL BEDROOMS (ENTIRE CIRCUIT) SWITCH W/ MOTION SENSOR (VACANCY SENSOR) TWO-WAY SWITCH 3/4" HOSE BIBB WITH BACK-FLOW PREVENTOR 1 NOT USED 2 SINGLE FLUSH INTERIOR DOOR: 28"w x 80"h 3 ENTRANCE DOOR: 36"w x 80"h 4 CLOSET SLIDING DOOR: 60"w x 80"h 5 SINGLE FLUSH EXTERIOR DOOR: 32"w x 80"h 6 GARAGE DOOR: 84"w x 96"h 7 NOT USED 1 2 3 4 1. VERIFY ALL APPLIANCE EQUIPMENT AND FIXTURE DIMENSIONS AND INSTALLATION REQUIREMENTS PRIOR TO CASEWORK FABRICATION INSTALLATION. 2. FINISH END WALLS OF CABINETS FLANKING OPENING TO MATCH CABINET FACE. PRIME & PAINT EXPOSED GYP. BD. WALL TO MATCH WALLS. INSTALL MATCHING BASE BD. 3. EXTEND FLOORING UNDER APPLIANCES RESTING ON FLOOR. 4. SHOWER COMPARTMENTS AND WALLS ABOVE BATH TUBS WITH INSTALLED SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH, NON-ABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 70 INCHES ABOVE THE DRAIN INLET. 5. OFFSET ALL IMMEDIATELY ADJACENT DOOR OPENINGS 4" FROM PERPENDICULAR WALL, UNO. 6. CEILING HEIGHTS INDICATED ARE FROM TOP OF SLAB OR FLOOR FILL TO BOTTOM OF FINSH. 7. SMOKE DETECTORS WILL BE PROVIDED PER CHAPTER 3 CRC. THE SMOKE DETECTOR WILL BE HARD WIRED WITH BATTERY BACK-UP AND LOCATED (1) IN EACH BEDROOM, HALLWAYS OUTSIDE BEDROOMS, AND ON EACH STORY. SMOKE DETECTOR ALARM SOUND MUST BE AUDIBLE IN SLEEPING AREAS WHICH MAY REQUIRE INTERCONNECTED SMOKE DETECTORS WITHIN THE UNIT. SEE UTILITY PLANS FOR LOCATIONS. INSTALL AND LOCATE PER MFGR. LISTED REQUIREMENTS. 8. PROVIDE CARBON MONOXIDE DETECTOR ALARMS ON CEILINGS OR WALLS OUTSIDE SLEEPING ROOMS PER CHAPTER 3 CRC. 9. BATHROOM FANS MUST BE ENERGY STAR W/ HUMIDISTAT CONTROLLER AND MUST BE DUCTED TO THE EXTERIOR OF THE BUILDING. 10. ALL NEW WINDOWS TO BE DUAL PANES TO MEET CURRENT ENERGY STANDARD REQUIREMENTS. 11. USE 2x6 STUDS FOR PLUMBING WALL IF NECCESSARY 12. CEILING HEIGHTS INDICATED ARE MEASURED FROM FINISH FLOOR TO BOTTOM OF CEILING FINISH. 13. PROVIDE BACKING FOR ALL ACCESSORIES, FIXTURES AND WINDOW COVERINGS. 14.NO HEATING, COOLING, OR INSULATION IN GARAGE 15.PROVIDE TWO LAYERS OF GRADE D OR 60-MINUTE GRADE D PAPER OVER ALL WOOD BASE SHEATHING AT EXTERIOR WALLS. 16.A MINIMUM 26 GAUGE, CORROSION RESISTANT OR PLASTIC WEEP SCREED WITH A MINIMUM VERTICAL FLANGE OF 3½ INCHES SHALL BE PROVIDED AT OR BELOW FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS. SCREED SHALL BE A MINIMUM OF 4 INCHES ABOVE EARTH OR 2 INCHES ABOVE PAVED AREAS. (CRC R703.7.2.1) 17.ACCESS TO ATTIC FURNACE MUST BE WITHIN 20' OF UNIT AND SHALL HAVE A CONTINUOUS SOLID WALKWAY AT LEAST 24" WIDE. A SWITCH CONTROL IS ALSO REQUIRED (CMC 304.4.1) 18.PROVIDE GFI PROTECTION TO ALL 120 VOLT, 15 AND 20 AMP RECEPTACLES INSTALLED AT OUTDOORS, IN BATHROOM, AT COUNTER TOP SURFACES AND GARAGES. (CEC2108(a)). GENERAL NOTES 5 6 U-FACTOR PER TITLE-24 SHGC PER TITLE-24 CONTRACTOR TO VERIFY SIZE ALL NEW WINDOWS IN NEW BEDROOMS SHALL HAVE EMERGENCY RESCUE WINDOWS OR DOORS (CHAPTER 3, 2022 CRC) a) MINIMUM NET CLEAR OPENING OF 5.7 SQ. FT. b) MINIMUM NET CLEAR OPENING WIDTH OF 20". c) MINIMUM NET CLEAR HEIGHT OF 24" d) WINDOW CLEAR OPENING LESS THAN 44" ABOVE THE FLOOR LIGHT: (2022 CRC) EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED w/ NATURAL LIGHT BY MEANS OF EXTERIOR GLAZED OPENINGS IN ACCORDANCE w/ CH3 CRC OR SHALL BE PROVIDED w/ ARTIFICAL LIGHT IN ACCORDANCE w/ CH3 CRC. EXTERIOR GLAZED OPENINGS SHALL OPEN DIRECTLY ONTO A PUBLIC WAY OR ONTO A YARD OR COURT IN ACCORDANCE w/ CH3 CRC. NATURAL VENTILATION: VENTILATION AREA REQUIRED. (2022 CRC) BATHROOMS (2022 CRC) EXTERIOR WALL SCONCE LIGHT NEW KITCHEN EXHAUST FAN 280 CFM SHALL BE DUCTED TO THE OUTSIDE WHOLE BUILDING VENTILATION. CONTINUOUS FAN FLOW. 0.01 * 1200 SF + 7.5 * (2+1) = 34.5 CFM (MINIMUM) 0.01 * 750 SF + 7.5 * (2+1) = 30 CFM (MINIMUM) NEW AC CONDENSER UNIT ON PAD INVERTER AND METERING EQUIPMENT AND PATHWAY FOR ROUTING FROM THE SOLAR ZONE TO THE MAIN SERVICE PANEL. 1-INCH CONDUIT LINE SHALL BE PROVIDED. 7 8 9 10 1.1 EXTERIOR FRENCH DOOR : 32"w x 80"h 2.1 SINGLE FLUSH INTERIOR DOOR: 30"w x 80"h (N) WATER HEATER ON 18" HT. PLATFORM; SEE SEISMIC STRAPPING OF WATER HEATER DETAIL ON SHEET AD07 (N) 22X30 ATTIC ACCESS (N) LANDING. 1 1/2" BELOW THRESHOLD. MINIMUM 36" IN DEPTH. UNO. MIN. 2% SLOPE AWAY FROM BUILDING. MIN. 4" DIA. TO THE OUTSIDE, EQUIPPED WITH A BACK DRAFT DAMPER. DUCT LENGTH OR SIZES AS PERMITTED OR REQUIRED BY MANUFACTURERS INSTALLATIONS AND APPROVED BY THE BUILDING OFFICIAL. (N) AC / HEATING CONDENSER PIPE BOLLARD POST OR OTHER PROTECTIVE MEASURE WHEN APPLIANCES ARE SUBJECT TO DAMAGE; 3" MIN. DIA. PHOTOCELL CONTROL / MOTION SENSOR 120-V WATERPROOF RECEPTACLE W/COVER (INDICATES NEW DOORS ONLY) (INDICATES NEW WINDOWS ONLY) B VINYL SLIDER WINDOW: 3'-0"w x 3'-0"h F VINYL SLIDER WINDOW: 3'-0"w x 1'-4"h (OBSCURED GLASS) 8 NOT USED (N) ADU ELECTRICAL SUB-PANEL1.1 1 1 1 1 1 A.06 3 A.06 4 A.06 5 A.06 6 1 A.06 2 A.06 36 ' - 9 " 35'-6 1/2" 12'-8" 11'-4 1/2" 11'-6" 10 ' - 8 " 2 ' - 4 1 / 2 " 5 ' - 4 1 / 2 " 1 8 ' - 4 " 12'-4 1/2" 8'-10" 14'-4" 35'-6 1/2" 22 ' - 8 1 / 2 " 6 ' - 7 1 / 2 " 7 ' - 5 " 36 ' - 9 " 3 A A A B A F AA 5 2 2.1 4 2 x 2' - 4 " w 6' - 8 " h RI G H T H A N D x 2' - 6 " w 6 ' - 8 " h LE F T H A N D x 5' - 0"w6' - 8"h SLIDING DOOR x 3' - 0"w6' - 8"h RIGHT HAND x 8' - 0"w7' - 0"h ROLL UP 6 x 2' - 4"w6' - 8"h RIGHT HAND x 2' - 6"w6' - 8"h LEFT HAND 2.1 BEDROOM-1 BEDROOM-2 CLOSET BATH-1 BA T H - 2 HALLWAY LIVING,DINING & KITCHEN GARAGE- A CAR x 2' - 8"w6' - 8"h LEFT HAND 4' - 4 " 8 ' - 1 1 " 5 ' - 1 " 2'-2" 10'-6" 5'-6 1/2" 5'-10" 5'-7 1/2" 5'-11" 7'-8 1/2" 3'-8" 3'-5 1/2" 8'-0 1/2" 6' - 8 " 5 ' - 4 1 / 2 " 1 0 ' - 8 " 3' - 5 " 3 ' - 2 1 / 2 " 4 ' - 9 " 2 ' - 8 " 3' - 1 " EQ EQ 12'x20' MIN. CLEAR "EV CAPABLE" 1/ 2 " T Y P E C D R Y W A L L O R 5/ 8 " T Y P E X D R Y W A L L F U L L H E I G H T T O B O T T O M O F RO O F S H E A T H I N G NOTE: NO INSULATION NO HEATING NO COOLING (CLR.) 12'-0" 20 ' - 0 " CONC. LANDING 4 ADU ENTRY PORCH 2% 2% 15"15" 15 " 15 " 26" (C L R . ) 10 ' - 0 " (CLR.) 11'-0" EQ E Q EGRESS WINDOWEGRESS WINDOW TEMPERED 1' - 0 " 1'-0" PER T-24 2 3' - 0 " 65 SF LAUNDRY 6 EQ EQ 27 " -3 " EQ EQ 4'-6" HEIGHT STUCCO FINISH WALL SCREENING. FINISH COLOR MATCH WITH THE ADU WALL FOR AC CONDENSER CONC. LANDING 4 2% 1 FAU ATTIC 1 4'-0 1/2" 6'-2" 3'-6" 3' - 0 " 5 ' - 6 1 / 2 " 6 ' - 5 " 3 ' - 0 " 10 ' - 0 1 / 2 " 1 2 ' - 0 " EQ EQ 2'-7" 5'-5 1/2" 3'-0"3'-0" 5'-5 1/2" 2'-8" 2' - 2 " 5 ' - 8 " 2 ' - 2 " EQ E Q EQ E Q 2' - 5 " 4 ' - 3 " 4 ' - 3 " 2 ' - 0 " 3 GAS 280 CFM DIMENSIONS SHOWN ON THIS PLAN ARE TO THE CENTER OF THE LIGHT FIXTURES 240V FOR W/H MIN.30A 1 4'-6" HEIGHT STUCCO FINISH WALL SCREENING. FINISH COLOR MATCH WITH THE ADU WALL FOR AC CONDENSER TOTAL AREA = 799 SF PUBLIC AREA = 400 SF = 50% PRIVATE AREA = 399 SF = 50% PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.05 ADU FLOOR PLAN & ELECTRICAL / LIGHTING PLAN NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 4' SCALE : 3/16" = 1'-0" 0 8'12' CA TITLE 24 2022 - RESIDENTIAL LIGHTING - ALL IN-UNIT FIXTURES TO BE HIGH EFFICACY. - ALL INSEPERABLE LED'S TO BE JA8 APPENDIX APPROVED. - ALL MEDIUM BASED + GU24 LED LAMPS TO BE JA8-2016-3 APPROVED (WITH MARKINGS) - ALL RESESSED DOWNLIGHTS TO BE JA8 APPENDIX APPROVED - DOCUMENATION FOR THE ABOVE JA8 + JA8-2016-E REQUIREMENTS SHALL BE PROVIDED DURING SUBMITTAL PROCESS. - ALL FORWARD PHASE CUT DIMMERS USED WITH LED SHALL COMPLY WITH NEMA SSL 7A R702.4.2 BACKER BOARDS MATERIALS USED AS BACKERS FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL PANELS IN SHOWER AREAS SHALL BE OF MATERIALS LISTED IN TABLE R702.4.2, AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. TABLE R702.4.2 BACKER BOARD MATERIALS MATERIAL STANDARD GLASS MAT GYPSUM BACKING PANEL ASTM C1178 FIBER-REINFORCED GYPSUM PANELS ASTM C1278 NONASBESTOS FIBER-CEMENT BACKER BOARD ASTM C1288 OR ISO 8336, CATEGORY C NONASBESTOS FIBER MAT-REINFORCED ASTM C1325 CEMENTITIOUS BACKER UNITS CMC 304 & 904.10 A. ATTIC ACCESS OPENING MINIMUM 22 X 30 INCHES; B. ELECTRIC LIGHT FIXTURE AND OUTLET ADJACENT TO THE FURNACE, AND SWITCH LOCATED BY THE ACCESS OPENING; C. 24-INCH WIDE WALKWAY FROM THE ACCESS OPENING TO THE EQUIPMENT; D. ACTUAL WALKWAY LENGTH (MAXIMUM 20 FT); AND, E. WORK PLATFORM IN FRONT OF THE SERVICE PANEL AND 30 INCHES MINIMUM DEPTH. ADDITIONAL MECHANICAL / PLUMBING / ELECTRICAL NOTES ALL OUTLETS ARE TO BE AFCI WITH NO EXCEPTIONS. ALL LIGHTS ARE HIGH EFFICACY WITH NO EXCEPTIONS. ALL RECEPTACLES REQUIRED GFCI SHALL BE COMBINATION OF AFCI, GFCI (CEC 210.52(E)(1)) ALL NEW RECEPTACLES IN BATHROOM WET AREAS OR OVER THE COUNTER, SHALL BE COMBINATION OF GFCI AND AFCI PER 2022 CODE REQUIREMENTS. EXTERIOR RECEPTACLES REQUIRED FOR DECK/PORCH SHALL BE ON AFCI, GFCI, AND W.P. MINIMUM LIGHTING IS REQUIRED FOR LANDING, STEPS, DECK PER CODE, 1 FOOT CANDLE. LOCATE LIGHTING WITH SENSOR OR TIME SCHEDULE SWITCH PER CODE. ALL WATER HEATER INSTALLATION LOCATIONS, REGARDLESS OF PROPOSE WATER HEATING SYSTEM, SHALL HAVE: (BEES 150.0(N)1A-D) A. A 120V ELECTRICAL RECEPTACLE THAT IS WITHIN 3 FEET FROM THE WATER HEATER. B. A CATEGORY III OR IV VENT, OR A TYPE B VENT WITH STRAIGHT PIPE. C. CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE FINISH SURFACE BELOW. D. A GAS SUPPLY LINE WITH AVAILABLE CAPACITY FOR NOT LESS THAN A 200,000 BTU/HR SYSTEM. ABOVE COOKING APPLIANCES LOCAL EXHAUST VENTILATION: (CMC 504.2 AND ASHRAE 62.2) A. MINIMUM RATE OF 100 CFM; B. MAXIMUM SOUND RATING OF 3 SONES @100 CFM THE INSTALLATION OF THE DOMESTIC DRYER SHALL COMPLY WITH THE FOLLOWING CODE REQUIREMENTS: A. WHERE A COMPARTMENT OR SPACE FOR DOMESTIC CLOTHES DRYER IS PROVIDED, NOT LESS THAN A 4 INCH DIAMETER MOISTURE EXHAUST DUCT OF APPROVED MATERIAL SHALL BE INSTALLED. [CMC 504.3.1] B. MOISTURE EXHAUST DUCTS FOR THE DRYER SHALL TERMINATE ON THE OUTSIDE OF THE BUILDING AND SHALL BE EQUIPPED WITH A BACKDRAFT DUMPER. [CMC 504.3] C. ENVIRONMENTAL AIR DUCT EXHAUST FROM CLOTHES DRYER SHALL TERMINATE NOT LESS THAN 3 FEET FROM A PROPERTY LINE AND 3 FEET FROM OPENINGS IN ANY DIRECTION FROM OPENINGS INTO THE BUILDING. [CMC 504.5] D. WHEN A DOMESTIC CLOTHES DRYER IS LOCATED IN A CLOSET, A MINIMUM OPENING OF 100 SQUARE INCHES FOR MAKEUP AIR SHALL BE PROVIDED IN THE DOOR. (CMC 504.4.1) BATHROOM AND LAUNDRY CLOSET EXHAUST FAN SHALL HAVE A MINIMUM EXHAUST OF 50CFM WITH HUMIDISTAT, AT 3 SONES MAX, AND ENERGY STAR. EXHAUST FAN SHALL BE ON SEPARATE SWITCH. (CMC, CH. 4, CGBSC CH. 4, DIV.4.5 & CRC R303.3.1) 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 SIMILAR METHODS. (CGBSC 4.406.1) NOTE ON PLAN: MECHANICAL, ELECTRICAL, AND PLUMBING ARE NOT PART OF THIS PLAN REVIEW AND APRROVAL. MEP ARE SUBJECT TO BUILDING FIELD INSPECTION. 3/16" = 1'-0"1PROPOSED DETACHED ADU -FLOOR PLAN 3/16" = 1'-0"2PROPOSED DETACHED ADU -ELECTRICAL / LIGHTING PLAN [§304.4 CMC] SEE THE FOLLOWING ON THE PLANS FOR HEATING/COOLING EQUIPMENT INSTALLED IN ATTIC: UNDERFLOOR ACCESS A MINIMUM OF 22”X30” NOT OVER 20’ FROM THE EQUIPMENT. UNOBSTRUCTED PASSAGEWAY 24” X 30” IN CROSS SECTIONAL DIMENSION. THE PASSAGEWAY SHALL BE AT LEAST AS LARGE AS THE LARGEST COMPONENT OF THE APPLIANCE. A LEVEL, UNOBSTRUCTED WORK PLATFORM NOT LESS THAN 30” SQUARE IN FRONT OF THE EQUIPMENT WITH 30” HEADROOM. [§304 CMC] THE LOWEST PORTION OF THE FLOOR FURNACE SHALL HAVE AT LEAST A 6” CLEARANCE FROM THE GENERAL GROUND LEVEL. [§906.7 CMC] A 120V RECEPTACLE AND A LIGHT NEAR THE EQUIPMENT. THE LIGHT SWITCH SHALL BE LOCATED AT THE UNDER-FLOOR ACCESS. KITCHEN EXHAUST REQUIREMENTS 1 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 E J F H R-15 GCB D R-15 (N) FAU 12 4 R-30 10 ' - 0 " F R-30 R-15 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" BLDG HEIGHT 15 ' - 0 1 / 2 " F F BEDROOM-2LIVING,DINING & KITCHEN GRADE -0'-8" CL R 30 " M I N . ATTIC ACCESS CLR 30" MIN. T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" 10 ' - 0 " BL D G H E I G H T 15 ' - 0 1 / 2 " E J F H R-15 GARAGE- A CAR BATH-1 BEDROOM-1 CLOSET GCAB (N) FAU 12 4 R-30 R-15 D F F F GRADE -0'-8" ATTIC ACCESS 30 " M I N . C L R 38 " CL R 30 " M I N (N) ENTRY DOOR T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" BL D G H E I G H T 15 ' - 0 1 / 2 " 2 3 8 (N) WINDOW 4 11 GRADE -0'-8" 3F T M A X . 1' - 2 " 1 3F T M A X . 1' - 2 " 1 STUCCO WALL (N) TO MATCH (E) 1 2 3 (N) WINDOW 4 (N) WINDOW (N) WINDOW T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" 11 BLDG HEIGHT 15 ' - 0 1 / 2 " 8 GRADE -0'-8" 3F T M A X . 1' - 2 " 3F T M A X . 1' - 2 " 1 1 (N) EGRESS WINDOW(N) EGRESS WINDOW 32 " 4 8 " 60"60" 32 " 4 8 " 7.81 SF 7.81 SF 2 387 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" BL D G H E I G H T 15 ' - 0 1 / 2 " STUCCO WALL (N) TO MATCH (E) 1 11 GRADE -0'-8" 3F T M A X . 1' - 2 " 3F T M A X . 1' - 1 " 1 1 STUCCO WALL (N) TO MATCH (E) 1 2 3 7 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.14'-4 1/2" HEADER 6'-8" BLDG HEIGHT 15 ' - 0 1 / 2 " GRADE -0'-8" 3F T M A X . 1' - 2 " 3F T M A X . 1' - 2 " 3F T M A X . 1' - 2 " 1 1 1 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.06 ADU ELEVATIONS & SECTIONS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 4' SCALE : 3/16" = 1'-0" 0 8'12' SECTION KEYNOTES (N) 2x10 RIDGE BOARD PER STRUCT. (N) 2x6 ROOF RAFTER PER STRUCT. (N) 2x8 CEILING JOISTS PER STRUCT. (N) CONCRETE SLAB PER STRUCT. (N) FOOTING PER STRUCT. (N) 2x STUD WALL PER STRUCT. A (N) ATTIC INSULATION PER T-24 (N) ROOF R.R. INSULATION PER T-24 (N) R-15 WALL INSULATION PER T-24 WEEP SCREED FOR STUCCO, 2" ABOVE PAVED AREAS GUTTER / DOWNSPOUT. SPLASH BLOCK ON GRADE SOFFIT VENT B C D E F G H J ELEVATION KEYNOTES (N) STUCCO, PAINT AND MATERIAL TO MATCH EXISTING (N) ASPHALT SHINGLES (ESR-1389) OVER 2-15# FELT PAPER OVER 1/2" PLYWOOD TO MATCH MAIN HOUSE (N) FASCIA & TRIMMING - PAINT TO MATCH MAIN HOUSE (N) 2 1/2" VINYL MOLDING TRIM FOR ALL WINDOWS TO MATCH MAIN HOUSE 1 (N) CONCRETE LANDING (N) ELECTRICAL PANEL PROPOSED LOCATION (N) DORMER, LOUVER, OR SOFFIT VENTS (N) SOLAR PANELS (N) STUCCO WRAPPED 4X WOOD POST 2 3 4 5 6 7 8 9 K L 1-HR RATED WALL. 1/2" TYPE C OR 5/8" TYPE X GYPSUM BOARD ON THE GARAGE SIDE FULL HEIGHT TO THE GARAGE ROOF SHEATHING MINVERTER AND METERING EQUIPMENT PROPOSED LOCATION. PROVIDE PATHWAY FOR ROUTING FROM THE SOLAR ZONE TO THE MAIN SERVICE PANEL. 1-INCH CONDUIT LINE SHALL BE PROVIDED. 10 11 DEPTH OF EAVE TO MATCH MAIN DWELLING, TYP. N (N) AC UNIT 12 (N) WATER HEATER PER T-24 1 ) ROOF COVERING MATERIAL FOR NEW CONSTRUCTION SHALL BE MINIMUM CLASS A IN ACCORDANCE WITH UL 790 OR ASTM E108. (R902.1 CRC) TYPE: COOL SHINGLES MANUFACTURE: OWNENS CORNING (EQUAL OR SIMILAR) ICC-ES AC438 ASTM E108/UL 790 (CLASS A FIRE RESISTANCE) 2) THE TOP OF THE EXTERIOR FOUNDATION SHALL EXTEND ABOVE THE ELEVATION OF THE STREET GUTTER A MINIMUM OF 12” PLUS 2%. (CRC R403.1.7.3, CBC 1808.7.4) CONSTRUCTION NOTESLEGEND 5 12 INDICATES 5: 12 ROOF SLOPE ATTIC AREA: 799 SF USE BALANCE METHOD : NET VENT AREA REQUIRE : 799 SF / 300 x 144 SQ.IN. = 384 SQ.IN. 1/2 OF VENT AREA WILL BE PLACED AT HIGH PART OF ROOF (EXHAUST VENT) 1/2 OF VENT AREA WILL BE PLACED AT LOW PART OF ROOF (INTAKE VENT) 384/2 = 192 SQ.IN LOW: USE 4 UNITS O'HAGIN VENT (72 SQ.IN/UNIT) = 288 SQ.IN. HIGH: USE 4 UNITS O'HAGIN VENT (72 SQ.IN/UNIT) = 288 SQ.IN. ATTIC VENTS ARE REQUIRED TO BE PROTECTED WITH CORROSION RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH, PERFORATED VINYL OR SIMILAR MATERIAL. THE OPENINGS SHALL BE A MINIMUM 1/16” AND SHALL NOT EXCEED ¼”. [§R806.1 CRC] WHEN THERE ARE INSULATION AT THE ROOF, A MINIMUM 1” CLEARANCE SHALL BE PROVIDED BETWEEN THE ATTIC INSULATION AND THE ROOF SHEATHING WHERE EAVE OR CORNICE VENTS ARE INSTALLED. [§R806.3 CRC] ATTIC VENTILATION THE FAU LOCATED IN THE ATTIC WILL HAVE A MINIMUM ACCESS OF 22 X 30 INCHES, A 24-INCH WIDE WALKWAY, A 30-INCH DEEP WORK PLATFORM, AND ELECTRIC LIGHT OUTLET ADJACENT TO THE FURNACE AND SWITCHED BY THE OPENING. (CMC 904.11 & 305) 3/16" = 1'-0"1SECTION-1 3/16" = 1'-0"2SECTION-2 3/16" = 1'-0"3WEST ELEVATION -ADU 3/16" = 1'-0"4SOUTH ELEVATION -ADU 3/16" = 1'-0"5EAST ELEVATION -ADU 3/16" = 1'-0"6NORTH ELEVATION -ADU 4 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 WALL PER PLAN SOFFIT FRAMING (1) LAYER OF 5/8" GYP. BD. 2-1/2" LIGHT GAUGE METAL FRAMING CONTINUE GYPSUM BOARD BEHIND SOFFIT CEILING ASSEMBLY DUCT OR PIPES ATTIC SPACE CEMENT PLASTER ASSEMBLY WEATHER RESISTANT BARRIER 12" CONT. S.A.M.F., OF CONTROL JOINT WD. STUD FRAMING, WHERE OCCUR DOUBLE "V" CONTROL JOINT WALL SHEATHING, S.S.D. WOOD BACKING FOR ALL CONTROL JOINTS AT ALL WOOD STUD LOCATIONS CUT WIRE LATH AND WIRE TIE WIRE LATH TO EACH FLANGE OF THE CONTROL JOIN. NO NAILS, SCREWS OR STAPLES ALLOWED AT CONTROL JOINT SO THAT THE CONTROL JOINT CAN EXPAND AND CONTRACT CEMENT PLASTER ASSEMBLY WEATHER RESISTANT BARRIER IN WATER SHED FASHION O/ S.A.M.F. AND SOLID LEG OF CONTROL JOINT S.A.M.F. O/ W.R.B. BELOW CONTROL JOINT, EXTEND 12" ABOVE SHEATHING WD. STUD FRAMING, WHERE OCCUR SOLID LEG DOUBLE "V" CONTROL JOINT WALL SHEATHING, S.S.D. CUT WIRE LATH AND WIRE TIE WIRE LATH TO BOTTOM FLANGE OF THE CONTROL JOIN. NO NAILS, SCREWS OR STAPLES ALLOWED. CUTTED WIRE LATH TO BE INSTALLED ABOVE LEG OF CONTROL JOINT WITHOUT CONNECTION FR A M I N G / S U B S T R A T E THIS DETAIL DESCRIBES TYPICAL GENERAL ASSEMBLY COMPONENTS AND INSTALLATION PROCEDURE. REFER TO ACTUAL CONDITIONS AND KEYED DETAILS FOR DIMENSIONS, CONFIGURATIONS AND OTHER SPECIFICS OF THE WORK. EXTERIOR STUCCO ASSEMBLY. INSTALL PER MANUFACTURERS RECOMMENDATIONS GALVANIZED/ZINC ALLOY WIRE CORNER REINFORCEMENT. RIGHT ANGLE OUTSIDE CORNER, PLAN VIEW PLASTER EDGE METAL TERMINATION CAULK SEAL BLDG. PAPER EDGE INTO CHANNEL SEALANT AND BACKER ROD - TO BE RESILIENT AND COMPATIBLE WITH THE MATERIALS BEING JOINED DISSIMILAR BUILDING MATERIAL OR BUILDING COMPONENT ADHERED TO SUBSTRATE OVER BITUTHENE SHINGLED INTO WRB. FRAMING / SUBSTRATE INSIDE CORNER, PLAN VIEW JOINT AT DISSIMILAR MATERIAL 3/ 8 " (2 LAYERS) STANDARD STUD LENGTHS: 92-5/8" OR 104-5/8" UNLESS NOTED OTHERWISE UL DESIGN NO. U356 ONE HOUR RATED ASSEMBLY (EXPOSED TO FIRE ON INTERIOR FACE ONLY) CONSTRUCTION FROM EXTERIOR SIDE: 1. STUCCO: INSTALLED IN ACCORDANCE WITH MFR. INSTRUCTIONS. 2. WOOD STRUCTURAL PANEL SHEATHING:7/16" MINIMUM THICKNESS, MINIMUM GRADE C-D OR 'SHEATHING' WITH VERTICAL JOINTS CENTERED ON WOOD STUDS AND HORIZONTAL JOINTS BACKED WITH NOM 2 X 4 IN. WOOD BLOCKING. ATTACHED WITH 6D CEMENT COATED BOX NAILS AT 6" O.C. AT EDGES OF PANEL AND 12" O.C. ALONG SUPPORTING STUDS. 3. INSULATION: FRICTION FIT BETWEEN STUDS EITHER UNFACED MINERAL FIBER INSULATION (WITH MIN. DENSITY OF 3 PCF) OR ALUMINUM FOIL OR KRAFT PAPER FACED GLASS FIBER INSULATION (WITH MIN. DENSITY OF 0.9 PCF) R-13 MINIMUM. 4. WOOD STUDS: NOM 2 X 4 IN. SPACED 16" O.C. WITH DOUBLE TOP PLATES AND SINGLE BOTTOM PLATE. 5. GYPSUM BOARD: 5/8" THICK, 4 FT WIDE, APPLIED VERTICALLY AND NAILED TO STUDS AND BEARING PLATES 7" O.C. WITH 6D CEMENT COATED NAILS, 1-7/8" LONG WITH 1/4" DIAMETER HEAD. NOTE: RE: STRUCT. DRAWINGS FOR REQUIRED STUD SIZE, SPACING, SHEATHING, AND NAILING PATTERNS. WEATHER RESISTIVE BARRIER 2 3 45 1 ON MORTAR BED ON LATH ASPHALT SHINGLES INSTALL PER MFR. RECOMMENDATIONS WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING EXTERIOR MATERIALS VARY, RE: ELEVATIONS FIBER CEMENT SOFFIT BD. PREFINISHED METAL RAKE FLASHING ICE AND WATER SHIELD, EXTEND PAST PLANE OF WALL PER LOCAL BUILDING CODES TOP LAYER OF ROOFING UNDERLAYMENT 1" FIBER CEMENT BOARD FASCIA, PAINTED PIPE DIA. VARIES 22 GA. GALV. MTL. COUNTER FLASHING WEATHERBOARD W/ METAL FLANGE & RUBBER GASKET, LAP W/ ROOF SHINGLES. ASPHALT COMPOSITION SHINGLE OVER PIPE FLASHING LAP SHINGLE UNDER FLASHING GALV. METAL BASE FLASHING AT VENT ROOF FRAMING & SHEATHING, RE: STRUCT. NOTE: A 1/4" GAP TO BE PROVIDED BETWEEN EDGE OF SHINGLE AND RAISED PORTION OF PIPE FLASHING. RE : M E C H . THIS DETAIL DESCRIBES TYPICAL GENERAL ASSEMBLY COMPONENTS AND INSTALLATION PROCEDURE. REFER TO ACTUAL CONDITIONS AND KEYED DETAILS FOR DIMENSIONS, CONFIGURATIONS AND OTHER SPECIFICS OF THE WORK. EXTERIOR STUCCO ASSEMBLY. INSTALL PER MANUFACTURERS RECOMMENDATIONS GALVANIZED ZINC ALLOY WIRE CORNER REINFORCEMENT RIGHT ANGLE 12" SELF ADHERED FLASHING, WRAP 6" MIN. AT CORNERS (2) LAYERS WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING WALL TYPE PER PLANS AND SECTIONS (2) LAYERS WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING, LAP INTO WEEP SCREED P.T. WOOD SILL INSTALLED OVER CONTINUOUS BEAD OF SEALANT ALONG EXTERIOR EDGE OF CONCRETE AT SLAB ON GRADE INSTALLATIONS STUCCO SYSTEM ON LATH. INSTALL PER MFR. RECOMMENDATIONS GRADE WHERE OCCURS WEEP SCREED W/ 3-1/2" MIN. VERTICAL LEG EDGE OF FOUNDATION SELF ADHERED FLASHING, EXTEND UP WALL 12" MIN. CONTINUOUS SILL SEALER LOCATED TOWARD OUTER EDGE 8" M I N . 6" M I N . SELF ADHERED WATERPROOF WRB SYSTEMS TAPE (2) LAYERS WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING, LAP INTO WEEP SCREED P.T. WOOD SILL INSTALLED OVER CONTINUOUS BEAD OF SEALANT ALONG EXTERIOR EDGE OF CONCRETE AT SLAB ON GRADE INSTALLATIONS STUCCO SYSTEM ON LATH. INSTALL PER MFR. RECOMMENDATIONS GRADE WHERE OCCURS WEEP SCREED W/ 3-1/2" MIN. VERTICAL LEG EDGE OF FOUNDATION SELF ADHERED FLASHING, EXTEND UP WALL 12" MIN. CONTINUOUS SILL SEALER LOCATED TOWARD OUTER EDGE 8" M I N . 6" M I N . SELF ADHERED WATERPROOF WRB SYSTEMS TAPE ONE LAYER 5/8" GYPSUM WALL BOARD EACH SIDE 2X4 WOOD STUD, RE: STRUCTURAL FOR WALL LOCATIONS A B 2X6 WOOD STUD, RE: STRUCTURAL FOR WALL LOCATIONS ONE LAYER 5/8" GYPSUM WALL BOARD EACH SIDE AT ALL WET WALLS PROVIDE WATER RESISTANT GYPSUM BOARD UNFACED GLASS-FIBER BATT ACOUSTIC INSULATION; FIT SNUGLY IN GAPS AND FASTEN SECURELY TO HORIZONTAL BRACING, R-19 AT 2X6 WALLS, R-15 AT 2X4 WALLS PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.07 WALL AND ROOF DETAILS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-515412" = 1'-0"11-HR FIRE RESISTANT EAVE PROJECTION 1 1/2" = 1'-0"2DUCT IN SOFFIT DETAIL 6" = 1'-0"3HORIZ. JNT. @ CEM. PLASTER 6" = 1'-0"4HORIZ. JNT. WEEP @CEM. PLASTER 3" = 1'-0"5WOOD -STUCCO -ASSEMBLY 2" = 1'6WOOD -1-HR WALL -STUCCO -EXTERIOR 3" = 1'-0"7WOOD -ASPHALT SHINGLE -RAKE 1 1/2" = 1'-0"8WOOD -ASPHALT SHINGLE -VENT THROUGH ROOF 3" = 1'-0"9WOOD -STUCCO -OUTSIDE CORNER TYP. 3" = 1'-0"10WOOD -STUCCO -WALL AT GARAGE NO INSULATION 3" = 1'-0"11WOOD -STUCCO -WALL TO CONCRETE AT FOUNDATION 2" = 1'12WOOD NON-RATED -INTERIOR PARTITION 1 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 GARAGE 1 GA FILE NO. WP3660 GENERIC ONE HOUR RATED WALL CONSTRUCTION: 1. ONE LAYER 1/2 IN. TYPE 'X' GYPSUM WALLBOARD APPLIED AT RIGHT ANGLE TO EACH SIDE OF 2x WOOD STUDS 16 IN. O.C. WITH 2-1/4 IN. TYPE S OR W DRYWALL SCREWS 7 IN. O.C. VERTICAL JOINTS STAGGERED 16 IN. O.C. ON OPPOSITE SIDES. HORIZONTAL JOINTS STAGGERED 24 IN. O.C. ON OPPOSITE SIDES. UNIT VINYL WINDOW WITH NAILING FLANGES ON FOUR SIDES BACKER ROD & SEALANT J MOLD FIBER CEMENT BOARD TRIM STUCCO SYSTEM ON LATH, INSTALL PER MFR. RECOMMENDATIONS (2) LAYERS LAPPED WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING SELF ADHERED FLASHING UNDER NAILING FIN, WRAP BOTH CORNERS 6" MIN., LAP OVER BACK DAM BACK DAM AT SILL OR CONT. SEALANT AT BACK OF WINDOW FRAME, EXTEND END DAM UP JAMB 6" STUCCO SYSTEM ON LATH, INSTALL PER MFR. RECOMMENDATIONS VINYL WINDOW WITH NAILING FLANGES ON FOUR SIDES; DO NOT NAIL FLANGE AT HEADER (2) LAYERS LAPPED WEATHER BARRIER ON EXTERIOR GRADE SHEATHING, LAP FIRST LAYER OVER METAL FLASHING, LAP SECOND LAYER INTO WEEP SCREED OR PER MFR. WEEP SCREED GALVANIZED METAL FLASHING W/ DRIP EDGE, SET IN BED OF SEALANT, EXTEND UP WALL 6" BACKER ROD AND SEALANT INTERIOR FINISH SELF ADHERED WATERPROOF WRB SYSTEMS TAPE FLEX. FLASHING OVER TOP NAILING FLANGE WITH BOTTOM EDGE INTO A CONTINUOUS, FULL CONTACT BED OF SEALANT STUCCO SYSTEM ON LATH, INSTALL PER MFR. RECOMMENDATIONS MFR. FACTORY FINISHED WINDOW AS SCHEDULED INTERIOR FINISH SELF ADHERED FLASHING OVER WINDOW FIN RE: TYPICAL WINDOW FLASHING DETAIL BACKER ROD AND SEALANT (2) LAYERS LAPPED WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING J-MOLD RE: ELEVATIONS FOR EXTERIOR MATERIAL INTERIOR EXTERIOR SLOPE TO DRAIN SOLID SURFACE SILL TILE ON MORTAR BED WATER RESISTANT GYP. WRAP TILE INTO WINDOW JAMB WHERE TILE CONTINUES PAST SILL WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING BACK DAM AT SILL, EXTEND UP JAMB 6" SELF ADHERED FLASHING UNDER NAILING FIN, WRAP BOTH CORNERS 6" MIN., LAP OVER BACK DAM VINYL WINDOW WITH NAILING FLANGES ON FOUR SIDES PROVIDE SEALANT AT SIDES & BOTTOM OF WINDOW; PROVIDE BACKER ROD AS NEEDED (TYPICAL) BACKER ROD AND SEALANT, AS REQ'D. SELF ADHERED FLASHING UNDER NAILING FIN, WRAP BOTH CORNERS 6" MIN., LAP OVER BACK DAM VINYL WINDOW WITH NAILING FLANGES ON FOUR SIDES STUCCO SYSTEM ON LATH, INSTALL PER MFR. RECOMMENDATIONS PROVIDE SEALANT AT SIDES & BOTTOM OF WINDOW; PROVIDE BACKER ROD AS NEEDED (TYPICAL) J MOLD (2) LAYERS LAPPED WEATHER RESISTANT BARRIER ON EXTERIOR GRADE SHEATHING BACK DAM AT SILL, EXTEND END DAM UP JAMB 6" BACKER ROD AND SEALANT AS REQ'D. DOOR PER SCHEDULE WOOD STUD FRAME CEM. PLASTER EXT. FINISH 3/8" SEALANT O/ BACKER ROD PLYWD. SHEATHING WHERE OCCURS, S.S.D. PLASTER J MOLD 5/8" TYPE X GYPSUM SHEATHING S.A.M.F., 12" STRIP, 9" ON WALL FACE, 3" INTO R.O. & OVER PAN FLASHING W.R.B. S.A.M.F., 12" STRIP 2 X 4 STUD WALL WITH ONE LAYER OF GYPSUM BOARD ON EACH SIDE STANDARD PROFILE WOOD CASING; PRIMED AND PAINTED, RE: SPEC PREHUNG WOOD DOOR AND FRAME ASSEMBLY WOOD FRAMING PER STRUCTURAL RE: STRUCT. FOR SHEAR WALL REQUIREMENTS 4 3/4" PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.08 ARCHITECTURAL DETAILS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 SEISMIC STRAPING OF WATER HEATER STRAPPING SHALL BE AT A POINT WITHIN THE UPPER 1/3 AND THE LOWER 1/3 OF THE WATER HEATER'S VERTICAL DIMENSIONS. AT THE LOWER POINT, A MINIMUM DISTANCE OF FOUR (4) INCHES SHALL BE MAINTAINED ABOVE THE CONTROLS TO THE STRAP. OTHER METHODS AND LOCATION MAY BE ACCEPTABLE, CHECK WITH THE BUILDING & SAFETY DIVISION. AC CONDENSER MOUNTING PAD EGRESS OPENINGS & FLOOD OPENING N.T.S.8 2" = 1'1WOOD -1-HR WALL -INTERIOR TO GARAGE 3" = 1'-0"2WOOD -WINDOW SILL -STUCCO W/ TRIM 3" = 1'-0"6WOOD -WINDOW HEAD -STUCCO 3" = 1'-0"4WOOD -WINDOW JAMB -STUCCO3" = 1'-0"3WOOD -WINDOW SILL -SHOWER -INTERIOR 3" = 1'-0"5WOOD -WINDOW SILL -STUCCO 3" = 1'-0"9DOOR JAMB AT EXT WALL 3" = 1'-0"7DOOR HEAD / JAMB -INT. 2x4 STUD WALL DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA A.09 AGING-IN-PLACE / FALL PREVENTION NOTES & FEATURES / ELECTRIC-READY REQUIREMENTS NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE 12/20/2023 PLANNING REVIEW LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 REINFORCEMENT FOR GRAB BARS.[R327.1.1] AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH THIS SECTION. WHERE THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE 2ND OR 3RD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION. 1. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. 2. REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER (1-1/2” X 7-1/4” ACTUAL DIMENSION) OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32” AND 39-1/4” ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL FRAMING. 3. WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. 4. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. 5. BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6” ABOVE THE BATHTUB RIM. 6. WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. REINFORCEMENT FOR GRAB BARS ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHTS.[R327.1.2] ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48” MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15” MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHTS A. HEAT PUMP SPACE HEATER READY. SYSTEMS USING GAS OR PROPANE FURNACE TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FT. FROM THE FURNACE AND ACCESSIBLE TO THE FURNACE WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS “240V READY”. 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE HEAT PUMP SPACE HEATER INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS “FOR FUTURE 240V USE.” B. ELECTRIC COOKTOP READY. SYSTEMS USING GAS OR PROPANE COOKTOP TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FT. FROM THE COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS “240V READY”. 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE ELECTRIC COOKTOP INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS “FOR FUTURE 240V USE.” C. ELECTRIC CLOTHES DRYER READY.CLOTHES DRYER LOCATIONS WITH GAS OR PROPANE PLUMBING TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FT. FROM THE CLOTHES DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER LOCATION WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS “240V READY.” 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS “FOR FUTURE 240V USE.” ELECTRIC-READY REQUIREMENTS ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING: [150.0(S)] A. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: 1. ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS; OR 2. A DEDICATED RACEWAY FROM THE MAIN SERVICE TO A PANELBOARD (SUBPANEL) THAT SUPPLIES THE BRANCH CIRCUITS IN SEC. 150.0(S)(2). ALL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN SERVICE PANEL PRIOR TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE RACEWAY SHALL BE NOT LESS THAN 1 INCH. THE PANELBOARD THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE LABELED “SUBPANEL SHALL INCLUDE ALL BACKED-UP LOAD CIRCUITS.” B. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. C. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPS. D. SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/ TRANSFER SWITCH WITHIN 3 FT. OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE. ELECTRIC-READY REQUIREMENTS [R327.1.4] DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48” MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. DOORBELL BUTTONS A KITCHEN IS DEFINED AS ANY ROOM CONTAINING COOKING APPLIANCES. EACH KITCHEN IS REQUIRED TO HAVE AN EXHAUST FAN DUCTED TO THE OUTSIDE WITH A MINIMUM VENTILATION RATE AND CAPTURE EFFICIENCY PER TABLE 150.0-G OR TABLE 160.2-G (MULTI-FAMILY). THE RANGE HOOD OVER THE STOVE MAY BE USED TO MEET THIS REQUIREMENT BUT THE RANGE HOOD MUST VENT TO THE OUTSIDE; RECIRCULATING RANGE HOODS CANNOT BE USED. THE DUCTING FOR THE EXHAUST FAN SHALL BE SIZED ACCORDING TO ASHRAE STANDARD 62.2 TABLE 7.1. THIS LOCAL EXHAUST FAN MAY OPERATE CONTINUOUSLY OR INTERMITTENTLY. INSTALLING THIS LOCAL EXHAUST FAN IN THE KITCHEN WILL ALLOW THE HOME OCCUPANT TO REGULATE THE INDOOR AIR QUALITY WHEN NEEDED. INCLUDE KITCHEN RANGE HOOD EXHAUST FAN SIZE TO MATCH CURRENT 2022 CEC TABLE 150.0-G REQUIREMENT. KITCHEN EXHAUST REQUIREMENTS INTERIOR DOORS. [R327.1.3] EFFECTIVE JULY 1, 2024, AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32”, MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION; OR, IN THE CASE OF A 2- OR 3- STORY SINGLE FAMILY DWELLING, ON THE 2ND OR 3RD FLOOR OF THE DWELLING IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. INTERIOR DOORS DOCUMENTATION FOR GRAB BAR REINFORCEMENT.[R327.1.1.1] INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION & MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE, CH. 4, DIVISION 4.4. DOCUMENTATION FOR GRAB BAR REINFORCEMENT 01/02/2024 w ww S S S S S S S S S S S S w w w w wwwwww w w w w w w w SS S SSSS S S S S S W WW S S S S S SSS PL. 48.00' PROPERTY LINE 48.00' PR O P E R T Y L I N E 1 2 7 . 5 0 ' PR O P E R T Y L I N E 1 2 7 . 5 0 ' 317 N MAXINE ST. (E) MAIN HOUSE 1,012 SF (E) GARAGE 360 SF FOURTH ST MA X I N E S T (E) DRIVEWAY (N) DRIVEWAY ENLARGED 317 N MAXINE ST. UNIT 2 (N) ADU 799 SF NS10 WM 8 2%MI N HIGHT POINT WM 9 HIGHT POINT SE10 SE10 SE6 2%MI N 2% MIN 2% MIN 2% MIN 2% MIN 2%MI N 2%MI N 2% MIN 2% MIN (N) PROPOSED WATER METTER EXIST WATER METTER V.I.F (E) EXIST DRIVEWAY APPROACH (E) EXIST CLEA N OUT V.I.F EXIST LANSCAPE EX I S T L A N S C A P E 1% MIN (N) CLEAN OUT 1%MI N 1%MI N (E) EXIST CLEA N OUT V.I.F (N) CLEAN OUT A A SE10 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA A.10 DRAINAGE PLAN / CONSTRUCTION MANAGEMENT PLAN NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE 12/20/2023 PLANNING REVIEW LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 SE6: PLACE GRAVEL BAG BERM BMP PER CASQA STANDARDS. SE7: IMPLEMENT STREET SWEEPING AND VACUUMING BMP PER CASQA STANDARDS SE10: INSTALL STORM DRAIN INLET PROTECTION BMP PER CASQA STANDARDS. WM8: IMPLEMENT CONCRETE WASHOUT AREA PER CASQA STANDARDS. WM9: SANITARY / SEPTIC WASTE MANAGEMENT PER CASQA STANDARDS. WE1: IMPLEMENT VEHICLE AND EQUIPMENT FLUEING PER CASQA STANDARDS. NS10: IMPLEMENT VEHICLE AND EQUIPMENT MAINTENANCE PER CASQA STANDARDS. 01/02/2024 1 PROJECT DESIGN CRITERIA BUILDING CODE 2022 CBC OCCUPANCY CATEGORY II GEOTECHNICAL ENGINEER GEOTECHNICAL INTERNATIONAL LAN & ASSOCIATES REPORT NUMBER SA-11-12-23 DATE DECEMBER 30, 2023 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF SITE CLASS D SHORT PERIOD SPECTRAL ACCELERATION, S 1 1ST PERIOD SPECTRAL ACCELERATION, S D-Default SHORT PERIOD ACCELERATION PARAMETER, S 1.336 1 SECOND ACCELERATION PARAMETER, S 0.476 SEISMIC RESPONSE COEFFIECIENT, C 1.069 0.579 RESPONSE MODIFICATION FACTOR, R 6.5 0.164 SEISMIC DESIGN CATEGORY PLYWOOD SHEAR WALL SEISMIC IMPORTANCE FACTOR, I LATERAL FORCE RESISTING SYSTEM GEOTECHNICAL PARAMETERS SEISMIC DESIGN PARAMETERS S DS D1 S WIND DESIGN PARAMETERS BASIC DESIGN WIND SPEED EXPOSURE E 95 MPH C VERTICAL (GRAVITY) DESIGN PARAMETERS: (PSF) (LIVE LOADS ARE REDUCIBLE, U.N.O.) Dead Roof live Snow Live 20 20 -Roof COEFFICIENT OF FRICTION - EQUIVALENT LATERAL FORCE PROCEDUREANALYSIS PROCEDURE 0.115WDESIGN BASE SHEAR, V WIND IMPORTANCE FACTOR, I 1 ANALYSIS PROCEDURE W ENCLOSED SYSTEM/ANALYTICAL ALL HEIGHT DESIGN METHODOLOGY REDUNDANCY FACTOR, 1.3 THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THE WORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS. CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE V, U.N.O. REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE PLANS. THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c: a. ALL LOCATIONS, U.N.O: MIN 4500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS REQUIRED WHEN f'c > 4500 PSI. b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED. c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED. 1. 2. 1. AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318, AND CRSI'S MANUAL OF STANDARD PRACTICE. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. A.B. ANCHOR BOLT ABV. ABOVE BAR. REINF. BAR BD. BOARD BLK'G. BLOCKING BLW. BELOW BM. BEAM B.N. BOUNDARY NAIL B.O.B BOTTOM OF BEAM B.W. BOTH WAYS CANT.CANTILEVER CJ. CEILING JOIST COL. COLUMN CONC. CONCRETE CONT. CONTINUOUS DBL. DOUBLE D.F. DOUGLAS FIR DIA. DIAMETER (E) EXISTING E.W. EACH WAY E.J. EXPANSION JOINT E.N. EDGE NAIL E.Q. EQUAL F.G. FINISH GRADE F.J. FLOOR JOIST FL. FLUSH F.N. FIELD NAIL F.O.C. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUDS GA. GAUGE GALV. GALVANIZED ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD FOR CLARIFICATIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, PLUMPING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS, DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. 3. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. 4. ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIOR TO PROCEEDING WITH THE WORK. 5. EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE. 6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED. 7. SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY ARCHITECT/WATER PROOFING CONSULTANT. 8. FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLY THROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOT REFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILAR CONDITIONS OF THE CONSTRUCTION. 9. UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BE USED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES". 10. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 11. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIXING CONCRETE SHALL CONFORM WITH ASTM C1602. CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME. CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND SHALL BE SUBMITTED TO E.O.R. FOR REVIEW. ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 2. 3. 4. 5. 6. 7. 8. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS: CONDITION COVER A.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" B.EXPOSED TO EARTH OR WEATHER (INCLUDING SLABS ON GRADE) #6 AND LARGER 2" #5 AND SMALLER 1 1/2" C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH SOIL: 1.STRUCTURAL SLABS, WALLS w/ #11 BARS AND SMALLER 3/4" #14 BARS AND LARGER 1 1/2" 2. BEAMS, COLULMNS 1 1/2" DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN REINFORCING, UNO. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATED WHEN RESTING ON EXPOSED SURFACES. 1. 2. 3. 4. 11. 12. 9. DESIGN CRITERIA GENERAL NOTES CONCRETE TYPICAL ABBREVIATIONS TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94. 10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING. 11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK. MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS. REINFORCING STEEL LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED. 5. MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH. 6. ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY BARS IN A MANNER THAT MAY DAMAGE REINFORCING. 7. REINORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND APPROVAL. 8. TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE 6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB OVER THE TOP OF THE FLUTE OF THE METAL DECK. 9. ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT OF CONCRETE. 10. 12. NAILING SCHEDULE, CONT. SHEET INDEX SHEET NO.SHEET TITLE S-0.10 GENERAL NOTES & REQUIREMENTS S-0.11 S-1.0 SD2.0 STRUCTURAL DETAILS S-0.20 TYPICAL DETAILS GLB. GLUE-LAMINATED BEAM GR.BM.GRADE BEAM GWB. GYPSUM WALLBOARD HI. HIGH HDR. HEADER HFX HARDY FRAME HORIZ.HORIZONTAL K.P. KING POST LT.WT.LIGHT WEIGHT L.V.L. LAMINATED VENEER LUMBER MAS. MASONRY M.B. MACHINE BOLT (N) NEW N.G. NATURAL GRADE O/C ON CENTER P.J. POUR JOINT PSL. PARALLAM BEAM PLWD.PLYWOOD P.T. PRESSURE TREATED REINF.REINFORCING REQ'D REQUIRED RR. ROOF RAFTER T.O.B TOP OF BEAM UNO.UNLESS NOTED OTHERWISE V.I.F. VERIFY IN FIELD FLOOR 21. JOIST TO SILL, TOP PLATE OR GIRDER. 3-8d COMMON TOE NAIL 22. RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP PLATE 8d COMMON 6" o.c. TOE NAIL 23. 1"x6" SUBFLOOR OR LESS TO EACH JOIST. 3-8d COMMON FACE NAIL 24. 2" SUBFLOOR TO JOIST OR GIRDER.2-16d COMMON FACE NAIL 25. 2" PLANKS (PLANK & BEAM-FLOOR & ROOF). AT EACH BEARING, FACE NAIL. 26. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL 27. BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER LAYERS. 10d COMMON 24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPSITE SIDES. AND: 3-10d COMMON FACE NAIL AT ENDS AND AT EACH SPLICE. 28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS. 3-16d COMMON END NAIL 29. BRIDGING OR BLOCKING TO JOIST. 2-8d COMMON EACH END, TOE NAIL A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 90 ksi FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksi FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. B. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER. C. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9 FOOT PANELS SHALL BE APPLIED VERTICALLY. D. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON CHAPTER 23. E. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT 6 INCHES ON CENTER WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN 130 MPH AND SHALL BE SPACED 4 INCHES ON CENTER WHERE THE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR GREATER BUT LESS THAN 140 MPH. F. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C208. G. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. H.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED. I. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667. 2-16d COMMON FOR NON-SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALL WITH ROUND WASHERS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X 9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O. NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND END DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER SMALLER THAN THAT OF THE NAILS. ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE. STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODE APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWS TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THE MANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE TO THE FIELD INSPECTOR PRIOR TO INSTALLATION. ALL NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS. FRAMING PLAN IS ONLY SHOWING FOR THE MAIN STRUCTURAL ELEMENTS IN ACCORDANCE WITH BUILDING CODE OR REQUIREMENTS ARE SPECIFIED OR REQUIRED BY THE LOCAL JURISDICTION. ALL CEILING JOISTS ARE TO BE 2x JOISTS. REFER TO FRAMING FOR ACTUAL SIZE AND SPACING. USE 5/8" DIA. X MIN. 12" ANCHOR BOLTS W/ MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. MAX. FOR SILL PLATE TO FOUNDATION UNLESS NOTED OTHERWISE ON SHEARWALL SCHEDULE. A BOLT BETWEEN 6" TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE PLATE IS CUT OUT OVER ONE-THIRD OF CROSS SECTION. THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT APPROVED ICC-ES EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES: ALL WALLS SHALL BE CONSTRUCTED USING 2x STUDS @ 16" O.C. REFER TO FRAMING PLANS FOR ACTUAL STUD SIZE AND SPACING. TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS4. 5. HOT DIP GALVANIZED FASTENERS SUCH AS (BUT NOT LIMITED TO) NAILS, SCREWS, BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVE OR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO THE CONCRETE OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, MID-HEIGHT AND BOTTOM. FRAMING MEMBER BEAMS/ POST/ RAFTERS & ALL OTHER STRUCTURAL FRAMING 2x FRAMING: #2 DF 4x FRAMING: #2 DF 6x FRAMING: #1 DF 8x FRAMING: #1 DF STUDS DFL STUD GRADE (UP TO 9'-0") DFL #2 (TALLER THAN 9'-0") TOP PLATES & MUD SILLS DFL CONSTRUCTION GRADE OR BETTER ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES, (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF CONSTRUCTION U.N.O.). FRAMING MEMBER BEAM/ HEADERS SIZE (WIDTH)Fb Fc perp F Fv Ft Ec parallel TYPE MATERIAL RIM BOARD 3 1/2" & WIDER 1 3/4" & 2 5/8" WIDE 1 1/4" THICK (MIN) 3100 PSI 2800 PSI 1750 PSI 750 PSI 525 PSI 285 PSI 285 PSI 225 PSI 2150 PSI 2150 PSI 1100 PSI 2.0E6 PSI 3000 PSI 2500 PSI (MIN) SPEC CAMBER CONDITION LVL LVL LVL 24F-V4 24F-V8 2400 PSI 1850 PSI Fb @ BOT @ TOP Fb Fv (MIN) E (MIN) 265 PSI 2.0E6 PSI 1.3E6 PSI 1.8E6 PSI1600' RADIUS, UNO SINGLE SPAN 2400 PSI 2400 PSI 265 PSI 1.8E6 PSI1600' RADIUS, UNO ALL OTHERS NAIL SIZE 8d COMMON 10d COMMON 16d COMMON 0.131"2 1/2" 0.148" 0.162" 3" 3 1/2" SPECIFICATION SAWN LUMBER1. STRUCTURAL COMPOSITE LUMBER2. GLUED LAMINATED LUMBER3. 750 PSI 3000 PSI SHANK DIAMETER LENGTH ROOF FLOOR SHEATHING APA RATED SHEATHING 15/32 PERFORMANCE CATEGORY 32/16 EXPOSURE 1 NAILING 8d's @ 6" B.N. 8d's @ 6" E.N. 8d's @ 12" F.N. APA RATED STURD-I-FLOOR 19/32 PERFORMANCE CATEGORY 20" OC EXPOSURE 1 10d's @ 6" B.N. 10d's @ 6" E.N. 10d's @ 12" F.N. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472) FOR SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL. ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO EXCEPTIONS. 1. 2. 3. 4. SILL PLATE SHALL BE PRESSURE-TREATED AND UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 6. 7. 8. 10. STUD BEARING WALLS AND PARTITIONS SHALL HAVE HAVE DOUBLE TOP PLATES LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0". HOLES IN WOOD MEMBERS FOR BOLTS SHALL BE THE NOMIAL BOLT DIAMETER PLUS 1/16". LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. HOLES IN WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME DIAMETER AND DEPTH AS THE SHANK, AND FOR THE THREADED PORTION BORED WITH A BIT NOT LARGER THAN 40% TO 70% OF THE SHANK DIAMETER. I-JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER OR EQUIVALENT APPROVED ICC MANUFACTURED PRODUCT. 9. WOOD COLUMNS SHALL HAVE SOLID VERTICAL BLOCKING THROUGH THE FLOORS TO THE SUPPORT BELOW. FOR WALLS 10'-0" AND GREATER PROVIDE BLOCKING AT MID-HEIGHT FOR CONSTRUCTION STABILITY. ALL WALLS SHALL HAVE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, UNO. ALL EXTERIOR LUMBER AND ALL LUMBER IN CONTACT WITH CONRETE OR MASONRY, OR EXPOSED TO THE EXTERIOR SHALL BE TREATED LUMBER. DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS. PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND SOLID BLOCKING BENEATH ALL WALLS PERPENDICULAR TO JOISTS. WOOD NAILERS: UNO. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BE CONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEEL MEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUM PROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH 5/8"Ø WELDED THREADED STUDS @ 24" O.C.: A. WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2X WOOD NAILERS, COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDED FOR FLUSH INSTALLATION OF FINISH MATERIAL. B. WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2X OR 3X WOOD NAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY. 1. 2. 3. 4. 5. 6. 7. 8. 9. 12. 10. 13. 14. WOOD SCREWS SHALL BE TURNED, NOT DRIVE, INTO LEAD HOLES. SOAP OR OTHER LUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION AND PREVENT DAMAGE OF THE WOOD SCREW. LEAD SCREWS SHALL BE ABOUT 7/8 THE DIAMETER OF THE SCREW. THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10 TIMES THE SCREW DIAMETER OR 1.5", WHICHEVER IS GREATER. PENETRACTION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. 15. 11. 16. 17. NAILING & HARDWARE WOOD FRAMING WOOD (MIN)(MIN)(MIN)(MIN)(MIN) WOOD FRAMING, CONT. ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON THE PLANS OR DETAILS SHALL BE SIMPSON STRONG-TIE OR EQUIVALENT, U.N.O. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS IN CONJUNCTION WITH APPROVED ICC REPORTS. NOTIFY EOR FOR ANY POTENTIAL SUBSTITUTION PRIOR TO COMMENCING WORK. 18. - ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL BE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5. SDS SCREWS SPECIFIED ON PLANS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE WITH ICC ESR-2236. ALTERNATES MAYBE USED ONLY WITH PRIOR APPROVAL BY EOR. 19. 1. BLOCKING BETWEEN CEILING JOISTS OR RAFTERS TO TOP PLATE 2. CEILING JOISTS TO TO PLATE 3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITION 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER 5. COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4"X20 GA.RIDGE STRAP TO RAFTER 6. RAFTER OR ROOF TRUSS PLATE 7. ROOF RAFTER TO RIDGE, VALLEY OR HIP RAFTERS OR ROOF RAFTER TO MINIMUM 2" RIDGE BEAM 3-8d COMMON 3-16d COMMON PER TABLE 2308.7.3.1 DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER TOE NAIL FACE NAIL FACE NAIL EACH RAFTER (2) TOE NAILS ON ONE SIDE AND (1) TOE NAIL ON OPP. SIDE OF EACH RAFTER OR TRUSS 3-8d COMMON PER JOIST, TOE NAIL 3-10d COMMON FACE NAIL 3-10d COMMON 3-10d COMMON TOE NAIL SPACING AND LOCATION ROOF WALL 8. STUD TO STUD(NOT AT BRACED WALL PANELS)16d COMMON 24" o.c. FACE NAIL 9. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS ( AT BRACED WALL PANELS) 16" o.c. FACE NAIL16d COMMON 10. BUILT-UP HEADER( 2" TO 2" HEADER WITH 1/2" SPACER)16d COMMON 16" o.c. FACE NAIL 11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL 12. TOP PLATE TO TOP PLATE 16d COMMON 16" o.c. FACE NAIL 13. DOUBLE TOP PLATE SPLICE 8-16d COMMON FACE NAIL ON EA. SIDE OF END JOINT (MINIMUM 24" LAP SPLICE LENGTH EA. SIDE OF END JOINT) 14. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(NOT AT BRACED WALL PANELS) 16d COMMON 15. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(AT BRACED WALL PANELS) 2-16d COMMON 20. 1"x8" AND WIDER SHEATHING TO EACH BEARING.FACE NAIL 19. 1"x 6" SHEATHING TO EACH BEARING.2-8d COMMON FACE NAIL 18. 1" BRACE TO EACH STUD AND PLATE.2-8d COMMON FACE NAIL 17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS.2-16d COMMON FACE NAIL 16. TOP OR BOTTOM PLATE TO STUD.4-8d COMMON NAILING SCHEDULE END NAIL 2-8d COMMON 16" o.c. FACE NAIL 16" o.c. FACE NAIL GENERAL NOTES & REQUIREMENTS MAX. STUD HEIGHT SPACING (FEET)(INCHES) USE THIS SPAN TABLE FOR STUD SPACING (U.N.O. ON PLANS):20. ONE FLOOF ONLY (INCHES) TWO FLOOF ROOF & CLN'G (INCHES) ONE FLOOF ROOF & CLN'G ROOF & CLN'G ONLY (INCHES)(INCHES) STUD HEIGHT STUD SIZE 24 MAXIMUM SPACING WHEN SUPPORTING NON-BEARING WALLSBEARING WALLS SIZE, HEIGHT AND SPACING OF WOOD STUDS 24 24 - - 14 14 20 - - 24 24 24 - - NOT ALLOWED 16 16 16 24 16 24 24 - - 24 24 24 - - 10 10 2x4 10 10 10 3x4 2x6 2-2x4 2-2x6 - NO MULTIPLES OF 2X4"S ARE ALLOWED TO SPAN MORE THAN 14'-0". BEARING WALLS EXCEEDING 10'-0" MUST BE DESIGNED CASE BY CASE. * SHALL NOT BE USED IN EXTERIOR WALLS. * REFER TO PLANS FOR STUD HEIGHTS EXEEDING THIS TABLE. FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINS WITH A PENETRATION OF 3/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. FOUNDATION PLAN & ROOF FRAMING PLAN SD1.0 STRUCTURAL FOUNDATION DETAILS THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS INDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE OR STEEL. WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED. b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED. c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED. d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED. 1. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE REPORT. b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED c. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE REPORT. ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRE LENGTH. SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS, DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL PLANS. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOT BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGN STRENGTH. FOOTINGS SHALL BEAR ON NATIVE SOIL OR ENGINEERED FILL AS DIRECTED BY THE GEOTECHNICAL REPORT. THE GEOTECHNICAL INVESTIGATION REPORT AND ITS RECOMMENDATIONS SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THE SPECIFICATIONS OR ON THE DRAWINGS. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTED IN CONCRETE. ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB THICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BE SPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESS PRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 12. 13. FOUNDATION 1 1 GE N E R A L N O T E S & RE Q U I R E M E N T S S-0.10 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 02/19/2025 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 02/19/2025 02 / 1 3 / 2 0 2 5 1S T P L A N C H E C K PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS, WHICH ARE INDICATED BY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE SUBMITTED TO THE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW AS A DEFERRED SUBMITTAL PROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE BUILDING DEPARTMENT. DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THE STRUCTRURAL ENGINEER OF RECORD SHALL INCLUDE BUT NOT BE LIMITED TO: A. MECHANICAL, ELECTRICAL AND PLUMPING EQUIPMENT B. SELF SUPPORTING, PRE-MANUFACTURED STAIR ASSEMBLY C. PREFABRICATED ROOF & FLOOR TRUSSES D. HVAC STRUCTURAL SUPPORT REQUIREMENTS E. AWNINGS, SIGNAGE, FASCIAS, ETC. F. FIRE SPRINKLERS G. CONTINUOUS TIE DOWN SYSTEM H. CONCRETE MIX DESIGN CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBLE IN IBC/CBC CHAPTER 17, SEE INSPECTION SCHEDULE BELOW, ONLY CHECKED ITEMS ARE REQUIRED. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS, ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION. CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. STRUCTURAL WOOD, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEARWALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLD-DOWNS, EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER. INSPECTIONS SHALL BE PERFORMED BEFORE COVERING. 1. 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS ARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. DESIGN ACCURACY OF SUCH PRODUCT, DIMENSIONS AND QUANTITY OF THE PRODUCT IS NOT REVIEWED BY EOR. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED ACCORDINGLY. 3. THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT DRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERING SYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS PERFORMED BY OTHERS. 4. SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS.5. ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED BY AN APPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL SHOW LOCATION AND MAGNITUDE OF LOADS, SIZE AND CONFIGURATIONS OF MEMBERS, AND COMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM. 2. CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION, APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY, AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VEVIRYING APPROVAL OF FABRICATOR. 2. 3. 4. 5. 6. SUBMITTALS AND SHOP DRAWINGS STATEMENT OF SPECIAL INSPECTION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED INDIVIDUAL WHO WILL DEMONSTRATE COMPETENCE, AND KNOWLEDGE TO THE BUILDING OFFICIAL, FOR THE SPECIFIC TYPE OF SPECIAL INSPECTION REQUIREMENT REQUIRED PER SCHEDULE BELOW. 7. WOOD SPECIAL INSPECTIONS SHALL BE PER CBC SECTION 1705.5.8. SPECIAL INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE PER SECTION 1705.11 AND 1705.12 RESPECTIVELY. 9. REQ'D(?) STATEMENT OF SPECIAL INSPECTIONS (ONLY INDICATED ITEMS ARE REQUIRED) INSPECTION ITEMS SPECIAL INSPECTIORS (NAME, PHONE#, REGISTRATION#) STRUCTURAL STEEL (1705.2.1) STEEL FRAME JOINT DETAILS COLD-FORMED STEEL DECK (1705.2.2) OPEN-WEB STEEL JOISTS AND JOISTS GIRDERS (1705.2.3) REINFORCING STEEL AND PRE-STRESSING STEEL TENDONS SHOTCRETE (CURING TEMPERATURE, DESIGN MIX, PLACEMENT, STRENGTH ETC. PER TABLE 1705.3) COLD-FORMED STEEL TRUSSES SPANNING >= 60 FT CONCRETE CONSTRUCTION (DESIGN MIX, FORMWORK, PLACEMENT, ETC. PER TABLE 1705.3) (SEE 1705.3 EXCEPTIONS) STRUCTURAL WELDING/REBAR WELDING ALL MASONRY CONSTRUCTION (1705.4) WOOD FOR HIGH LOAD DIAPHRAGMS (1705.5.1) METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING >=60 FT SOILS (EXCAVATION, FILL, ETC. PER 1705.6) (SEE 1705.6 EXCEPTIONS) DRIVEN PILES PER 1705.7 CAST IN PLACE PILES PER 1705.8 HELICAL PILE FOUNDATIONS PER 1705.9 ERECTION OF PRE- CAST CONCRETE MEMBERS BOLTS INSTALLED IN CONCRETE HIGH STRENGTH BOLTING/MATERIAL VERIFICATION WOOD DIAPHRAGM AND SHEAR WALLS* *: FOR SPECIAL INSPECTION OF WOOD DIAPHRAGMS AND SHEAR WALLS, CONTACT EOR FOR SCHEDULE. EPOXY/ POST INSTALLED ANCHORS YES GE N E R A L N O T E S & RE Q U I R E M E N T S S-0.11 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 02/19/2025 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 02/19/2025 02 / 1 3 / 2 0 2 5 1S T P L A N C H E C K 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 02/19/2025 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 02/19/2025 02 / 1 3 / 2 0 2 5 1S T P L A N C H E C K S-0.20 TY P I C A L D E T A I L S EXTERIOR SHEATHING SEE ARCH. FOR INSULATION AND MEMBRANE STEEL ANGLE SCHEDULE SIZE SPAN MAX. L4x3 1/2x3/8 L6x3 1/2x1/2 L7x4x5/8 8'-0" 14'-0" 16'-0" ADD 9 GAUGE WIRE JOINT REINF. @24" O.C. VERTICAL FOR BUILDING IN SEISMIC DESIGN CATEGORIES C, D, E, F. FERO PAC-TIE WITH 2-#6 x 2" DECK SCREW AND WASHERS AS FOLLOWS: - TYPICAL AT 16" HORIZONTAL AND AT 24" VERTICAL - AROUND OPENINGS AT 12" HORIZONTAL AND AT 16" VERTICAL - NOT MORE THAN 12" FROM EDGE OF OPENINGS. - LOCATE ROW OF TIES MAX 12" ABOVE BEARING LEVEL AND 8" FROM TOP OF WALL. LLV STEEL ANGLE SUPPORT 3'-6" VENEER HEIGHT MAX AND NEED TO EXTENT AND BEAR ON EACH SIDE OF OPENING 4" MIN. SEE SCHEDULE FOR SIZE STUD WALL PER PLAN BEAM OR HEADER PER PLAN 1/2" DIA. LAG SCREW @12" O.C. WITH 2.5" MIN. EMBED TO BEAM OR HEADER OPENING VENEER TO WOOD WALL 4 2 3 5 6 TY P I C A L D E T A I L S 1 10 12 8 9 SHEAR WALL FRAMING ELEVATION CONCRETE FLOOR CONDITION WOOD FLOOR CONDITION 1' MIN.PARTIAL SHEET AT WALL END ONLY 1' MI N . WH E R E RE Q ' D 7" MI N . STAGGER HORIZ. PANEL JOINTS, TYP OR USE FULL HEIGHT SHEETS WHERE POSSIBLE FULL SIZE PLYWOOD SHEET TYP. U.O.N. HEADER PER PLAN EDGE NAIL TO HOLD DOWN END POST ANCHOR BOLTS PER SHEAR WALL SCHEDULE EDGE NAIL TO SILL BLK'G AT PANEL EDGES SAME SIZE AS PANEL EDGE STUD WITH STAGG. E.N. FIELD NAILING @12" O.C. EDGE NAIL AT PANEL EDGES TYP. STUDS PLYWOOD FACE GRAIN PARALLEL TO STUD EDGE NAIL TO SOLE PLATE SOLE PLATE NAILING A35 PER SHEAR WALL SCHEDULE NOTES: 1.PROVIDE STAGGERED NAILING AT ALL PANEL EDGES. 2. STUDS ARE SPACED @ 16" O.C. MAX. U.O.N. 3. PROVIDE 1/8" GAP BETWEEN ADJACENT PANELS. EDGE NAIL TO TOP PLATES STAGGER NAILS EDGE NAIL AT ALL VERTICAL PANEL SPLICES (STAGG.). POST SIZE AT SPLICE PER SHEAR WALL SCHEDULE NOTES. TYPE HOLDOWN WHERE OCCURS 2x TRIMER W/ 16d @ 6" O.C. TO KING STUD DOUBLE SILL IF OPENING =8'-0" OR GREATER PARTITION WALL (NON-BEARING/ NON-SHEARWALL) 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PARALLEL TO JOISTS 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PERPENDICULAR TO JOISTS 1/2 "GAP TOP OF PARTITION TO CONC. SLAB 1/ 2 " GA P 4x W/ 1/2" Ø HILTI KH-EZ @48" O.C. W/ 5" EMBED EA SIDE DBL. TOP PLATES CEILING WHERE OCCURS SLAB PER PLAN 2-16d TOE NAIL 2x4 FLAT @ 48" O.C. DBL. TOP PLATES 2x6 BRACING W/ (3)16d EA END @ 8'-0" WHERE WALL IS: 2x4 AND H> 14'-0" 2X6 AND H> 22'-0" PROVIDE 2x6 CONT. @ MIDSPAN WHERE BRACE EXCEEDS 6'-0" W/(2) 16dCEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) AT EA JOIST OR RAFTER DBL. TOP PLATES CEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) CLIP @ EA RAFTER CEILING WHERE OCCURS SIMPSON STCT CLIP (SLOTS VERTICAL) WHERE REQUIRED @ EA RAFTER TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST FRAMING AT NON BEARING WALLS NON BEARING WALLS FLOOR JOIST PER PLAN SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. WALL PARALLEL TO JOIST WALL PERPENDICULAR TO JOIST NON BEARING WALLS PROVIDE DOUBLE JOISTS UNDER NON BEARING WALLS NON BEARING WALLS PROVIDE FULL HEIGHT BLK'G UNDER NON BEARING WALLS 2x SAWN LUMBER 1 3/4" ENGINEERED LUMBER WEB STIFFENER WALL PARALLEL TO JOIST OPTION 1/2" 3D MAX. L/3 MIN. D MIN. D/ 4 MA X . 2" M I N 2" M I N D/ 5 MA X . D ℄ JOIST AND HOLE NOTE: 1. D = DEPTH OF JOIST OR BEAM D1= STUD WIDTH L = CLEAR SPAN 2. PERDRILL CORNERS OF NOTCHES 3. NOTCH MAY OCCUR TOP OR BOTTOM, NOT BOTH. 4. NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVER PORTION OF JOISTS. 5. MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES IN L/3 SPAN. D/ 6 MA X . RAFTER, JOIST OR BEAM DRILLING HOLES AND NOTCHING OF THE JOIST ROOF TRUSSES OR RAFTER PER PLAN NOTE: - USE PRE-FAB. STEP-DOWN TRUSSES PERPENDICULAR TO ROOF TRUSSES IN-LIEU OF 2x JACK RAFTERS 2x4 OR 2X6 RAFTERS @ 24" O.C. MAX. MAX. SPAN: 2x4 = 4'-0" 2x6 = 8'-0" 2x VALLEY PLATE W/(3) 16d INTO EACH RAFTER OR TRUSS ADD 2x4 STRUT FROM JACK RAFTER TO RAFTER OR TRUSS BELOW TO LIMIT OVER FRAMING RAFTER SPAN 2x RIDGE BOARD W/ DEPTH GREATER THAN JACK RAFTER OVER FRAMING INTERSECTION w/ POST INTERSECTION w/o POST OUTSIDE CORNER w/ POST OUTSIDE CORNER w/o POST NOTE: SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS, ORIENTATIONS AND SCHEDULE REFERENCES 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD PLYWOOD AT DOUBLE-SIDED WALL POST AT PER PLAN 16d @ 12" O.C. POST AT PER PLAN 2x OR 3x STUD AS REQ'D., TYP. PER S.W. SCHED. PLY. CONT. THRU WALL INTERSECTION ATDOUBLE-SIDED WALL 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD DOUBLE 2x, MIN. 16d @ 12" O.C. SHEAR WALL/ INTERSECTION DOUBLE STUDS 16d @24" O.C. TYP. WALL INTERSECTION DOUBLE TOP PLATES SILL PLATE NOTE : WHERE NOTCH IS GREATER THAN 1" PROVIDE 10 GA STRAP W/ WIDTH SAME AS DBL TOP PL.TOP PL OF SHEAR WALLS SHALL NOT BE NOTCHED UNLESS SPECIFICALLY DETAILED. NOTE : WHERE DEPTH OF NOTCH "B" OS GREATER THAN D/5 PROVIDE ANCHOR BOLT EA SIDE OF NOTCH PER END REQUIREMENT. NO MORE THAN ONE NOTCH IS PERMITTED IN EVERY 12'-0" @ SHEAR WALL 5" MIN. 9" MAX. 5" MIN. 9" MAX. 5" MIN. 9" MAX. 2D MIN. D D/ 2 D/ 2 "B" 8" MAX @ SHEAR WALL "B " D/ 3 8) 16D SIDE OF NOTCH (4PL) 5" 3" MAX.5"NOTCH D/ 2 MA X . 2D MIN. D/ 3 D/ 2 D/ 2 D DRILLED HOLE END OF SILL PL END OF SILL PL PLATE NOTCH AT NON SHEAR WALL NON BEARING STUDS BEARING STUDS NOTES: 1. NOTCHING AND BORING SHOULD NOT OCCUR IN SAME STUD SECTION 2. NO MORE THAN TWO SUCCESSIVE DOUBLE STUDS MAY HAVE 60% MAX BORING HOLES 5/8" MIN. DISTANCE TYP. ALL STUD 5/8" MIN. DISTANCE TYP. ALL STUD 1-1/2" 1-1/2" 40% MAX. STUD WIDTH NOTCH 60% MAX. STUD WITH BORE NOTCH SCHEDULE 25% 40% 60% 7/8" 1-3/8" 2" 2 x 4 % OF STUDS NOTCH/BORE 1-3/4" 2-1/8" 4-1/4" 2 x 8 60% MAX. STUD WITH BORE STUD NOTCHING/BORING LIMITS 1-3/8" 2-1/8" 3-1/4" 2 x 6 POST SEE PLAN OR SOLID BLK'G. SEAT ON HEADER (2)2x TOP PL'S PROVIDE FULL WIDTH BLK'G. UNDER POST ABOVE JOIST SEE PLAN FOR DIRECTION POST SEE PLAN SIMP. A34 EACH SIDE 2x SOLE PL. PLYWOOD SHEATHING SEE PLAN BLOCKING AT POSTS/TRIMMERS 1/2" MAX. NOTES: 1. INSTALL SOLE PLATE ANCHORAGE AS SHOWN AND AT SPACING INDICATED IN WOOD SHEARWALL BASE CONNECTION SCHEDULE. 2. STAGGER ANCHORS AT DOUBLE SIDE OF SHEARWALL SHEARWALL WHERE OCCURS SOLE PLATE ANCHORAGE PER SHEARWALL SCHEDULE 1/2" MAX. SHEARWALL WHERE OCCURS CONCRETE SLAB PLATE WASHER 0.229"x3"x3"- MIN. @SHEARWALL APPLICABLE NOTE 2@SHEARWALL APPLICABLE NOTE 2 WOOD SHEARWALL SILL PLATE ANCHORAGE 711 3-31-233-31-253/31/273/31/27 4/22/2025 2 3 CONT. REBAR PER PLAN MIN. 10 MIL POLYETHYLENE MOISTURE BARRIER 4" GRAVEL TOP OF NATURAL GRADE OR COMPACT FILL MIN. 6" OVERLAP (U.N.O.) 24 " M I N . E M B E D M E N T PE R S C H E D U L E MI N . 7" PLYWOOD OR OSB PER PLAN EXTERIOR FINISH (SEE ARCHITECTURAL DETAILS FOR WATER RESISTANT BARRIER/WEEP SCREED) MI N . 8" INTERIOR FINISH 2x STUDS PER PLAN 2x PTDF SILL (USE 3x WHERE REQUIRED PER PLANS) w/ 5/8" DIA. ANCHOR BOLTS CONC. SLAB PER PLAN SLAB REINF. PER PLAN PER PLAN ALT.1 ALT.2 TOP OF NATURAL GRADE 3" CLR. COVERPOSSIBLE COLD JOINT SEE NOTES NOTES: 1.FOR TWO POUR CONSTRUCTION, SEE FOOTING COLD JOINT DETAIL. 2.MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45. 3.EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE. TYPICAL EXTERIOR FOOTING FOR DUAL POUR, 7" EMBED. INTO THE 1st POUR START FROM THE COLD JOINT 2" THICK CLEAN SAND REBAR CONT. T&B (U.N.O.) PER PLAN CONC. SLAB PER PLAN TOP OF NATURAL GRADE OR COMPACT FILL D PE R P L A N 4" 2" M I N . (P E R A R C H . ) ISOLATE SLAB FROM STEM WALL (USE 1/2" FIBERBOARD MATERIAL) PORCH SLAB SLOPE TO DRAIN PER ARCH PLANS STUD BEYOND 3" CLR. COVER, TYP. W PER PLAN NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. 8" M I N . HOUSE TO PORCH TIE BEAM PER PLAN (WHERE OCCUR) 6" MIN. 6" M I N . TOP OF NATURAL GRADE OR COMPACT FILL CENTERLINE OF POST AND PAD FOOTING POST IN WALL (USE COLUMN BASE IF INDICATED PER PLAN) PER PLAN CONC. SLAB PER PLANSLAB REINF. PER PLAN AT INTERIOR FOOTING AT EXTERIOR FOOTING CL DE P T H P E R P L A N CONT. BAR OF INTERIOR BEARING FTG. PAD REINF. PER PLAN 3" CLR. COVER, TYP. TOP OF NATURAL GRADE OR COMPACT FILL CENTERLINE OF POST AND PAD FOOTING SHALL BE ALIGNED POST IN WALL (USE COLUMN BASE IF INDICATED PER PLAN) PER PLAN CONC. SLAB PER PLANSLAB REINF. PER PLAN AT SLAB-ON-GRADE CL DE P T H PE R P L A N PAD REINF. PER PLAN 3" CLR. COVER, TYP. TOP OF NATURAL GRADE OR COMPACT FILL 6" M I N . EXTERIOR FINISH MI N . 8" INTERIOR FINISH CONC. SLAB PER PLAN FINISH GRADE CENTERLINE OF POST AND PAD FOOTING SHALL BE ALIGNED CL PAD REINF. PER PLAN 3" CLR. COVER, TYP. CONT. BAR OF EXTERIOR BEARING FTG. DE P T H P E R P L A N SLAB REINF. PER PLAN POST IN WALL (USE COLUMN BASE IF INDICATED PER PLAN) PAD FOOTING WITHIN BUILDING PERIMETER PER PLAN NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. 12" MIN. 12 " M I N . ±6 " DE P T H T O M A T C H BO T T O M O F F T G . 8" M I N . PE R A R C H . 2" 6" MIN. PER ARCH. (1) #4 CONT. #4 VERT. @18" O.C. AT CENTER WHERE H >18" ±6 " DE P T H T O M A T C H BO T T O M O F F T G . FINISH GRADE (2)#5-TOP &BOTT. CONT. EXTEND MIN. 24" TO THE CONNECTING FOOTING OR TERMINATE W/ STANDARD HOOK AT FAR SIDE. 12" MIN. 12 " M I N . 3" CLR. COVER, TYP.3" CLR. COVER, TYP.(2)#5-TOP &BOTT. CONT. EXTEND MIN. 24" TO THE CONNECTING FOOTING OR TERMINATE W/ STANDARD HOOK AT FAR SIDE. WITH CURB BELOW GRADE H TIE BEAM CONC. SLAB PER PLAN USE SIMPSON 0.157"Ø PDPAWL SHOT PINS @ 16" O.C. OR APPROVED EQUIVALENT FOR NON-SHEAR WALLS, ICC-ES ESR-2138 2x STUDS PER PLAN INTERIOR FINISH NOTE: SEE DETAIL 1/SD1.0 AND NAILING & HARDWARE NOTE 10/S0.10 FOR ADDITIONAL INFORMATION NOT SHOWN. NON-BEARING INTERIOR WALL COLUMN & SPANDREL TIE BEAM & JOIST STIRRUP 6d bNOT E 1 135° SPANDREL & BEAM SUPPLEMENTARY TIE CROSS TIE db dbdb db db D D D 6db 3" MIN . 6db FOR #3 THRU #5 CROSS TIE 6d b F O R # 3 ~ # 5 12 d b F O R # 6 ~ # 8 12 d b DETAILING DIMENSION DETAILING DIMENSION D = 6db FOR #3 THRU. #8 BARS D = 8db FOR #9 THRU #11 BARS D = 10DB FOR #14 AND #18 BARS BEND BAR DIAMETER, D ALT. CROSS TIE END IN ALL CASES 6d b NOTE 1: BUT NOT LESS THAN 3" (SEISMIC HOOK) 90° STANDARD HOOK 180° STANDARD HOOK 6db 3" MIN . D D 2 1/2" MIN. BAR BENDING & STANDARD HOOKS STD. HOOK LA P P E R 15 / S - 0 . 2 0 TYP. CONT. FTG. REBAR 0" 0" STD. HOOK TYP. CONT. FTG. REBAR 0" 0" 0" 0" LA P P E R 15 / S - 0 . 2 0 LAP PER 15/S-0.20 T CONDITION CORNER CONDITION REINF. DETAILS AT FOOTING JUNCTIONS 10 CONT. REBAR PER DETAIL 1.D MI N . E M B E D M E N T PE R 1 / S D 1 . 0 7" MI N . INTERIOR FINISH 2x STUDS PER PLAN PLYWOOD PER PLAN EXTERIOR FINISH (SEE ARCHITECTURAL DETAILS FOR WATER RESISTANT BARRIER/WEEP SCREED) 2x PTDF SILL CONC. SLAB PER PLAN TOP OF NATURAL GRADE OR COMPACT FILL SLAB REINF. PER PLAN 8" MI N . ISOLATE SLAB FROM STEM WALL w/ 1/2" FIBERBOARD MATERIAL 8" MI N . 4" MIN. PER PLAN 3" CLR. COVER, TYP. NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. . EXTERIOR BEARING AT GARAGE CURB H PER ARCH. 6” WIDE CURB TYPICAL. INCREASE WIDTH TO 8” WHEN CURB IS GREATER THAN 12” IN HEIGHT OR MORE THAN ONE STORY ABOVE #4 VER. BAR AT 16” O.C. WHEN CURB IS TALLER THAN 12” CONC. SLAB PER PLAN DRIVEWAY SLAB CONC. CURB BEYOND REBAR CONT. T&B (U.N.O.) PER DETAIL 1. INTERIOR FINISH2x STUDS PER PLAN PTDF SILL & A.B. PER PLAN CONC. SLAB PER PLAN TOP OF NATURAL GRADE OR COMPACT FILL PER PLAN 4" ISOLATE SLAB FROM STEM WALL w/ 1/2" FIBERBOARD MATERIAL CONC. SLAB PER PLAN ISOLATE SLAB w/ 1/2" FIBERBOARD MATERIAL CONC. SLAB PER PLAN DRIVEWAY SLAB CONC. CURB BEYOND ISOLATE SLAB w/ 1/2" FIBERBOARD MATERIAL 3" CLR. COVER, TYP. SLAB REINF. PER PLAN SLAB REINF. PER PLAN D PE R D E T A I L 1/ S D 1 . 0 3" CLR. COVER, TYP. REBAR CONT. T&B (U.N.O.) PER DETAIL 1. PER PLAN 3" CLR. COVER, TYP. SLAB REINF. PER PLAN D PE R D E T A I L 1/ S D 1 . 0 SLAB REINF. PER PLAN HOUSE TO GARAGE SLAB GARAGE TO APRON - ALT 1 GARAGE TO APRON - ALT 2 NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN. PER PLAN D PE R D E T A I L 1/ S D 1 . 0 REBAR CONT. T&B (U.N.O.) PER DETAIL 1. MIN. 15 MIL VAPOR BARRIER (U.N.O) 4" GRAVEL OR AS RECOMMENDED BY GEOTECHNICAL REPORT (U.N.O.) TOP OF NATURAL GRADE OR COMPACT FILL GARAGE TO HOUSE/DRIVEWAY 148 2 1 / 4 " 1-3/4" MIN. STANDOFF (SO) PER MANUF. de F F TO T A L R O D L E N G T H 2F MIN. SQUARE PAD SIZE PER SCHEDULE EXTERIOR CONDITION FINISH GRADE EXT. FTNG. REBAR PER PLAN CONC. SLAB & REINF. PER PLAN CENTERLINE OF A.B., POST & PAD FOOTING CL HOLDOWN PER PLAN TOP OF NATURAL GRADE OR COMPACT FILL 2 1 / 4 " 1-3/4" MIN. STANDOFF (SO) PER MANUF. de F F TO T A L R O D L E N G T H 2F MIN. SQUARE PAD SIZE PER SCHEDULE CONC. SLAB & REINF. PER PLAN CENTERLINE OF A.B., POST & PAD FOOTING CL HOLDOWN PER PLAN FTNG. REBAR PER PLAN ALT. EXTERIOR CURB CONDITION CL TO T A L R O D L E N G T H ALT. INTERIOR CURB CONDITION CL TO T A L R O D L E N G T H 1-3/4" MIN. SEE HOLDOWN MANUF. SPECS. FOR REQUIRED BOLT STANDOFF le SS T B E M B E D M E N T L E N G T H 3" CLR. COVER, TYP. PER PLAN FINISH GRADE FTG. REBAR PER PLAN CONC. SLAB & REINF. PER PLAN CENTERLINE OF A.B. & POST CL HOLDOWN PER PLAN 3" - 5 " (1)#4 BAR L=100" CENTERED AT SSTB PAB ANCHOR AT EXTERIOR FTG.PAB ANCHOR AT INTERIOR FTG.SB/SSTB ANCHOR BOLT HOLDOWN ANCHOR BOLT FOR MONOLITHIC CAST-IN-PLACE CONCRETE FOOTING PAB ANCHOR BOLT CURB CONDITION PAB ANCHOR BOLT HDU4 HDU5 HDU8 HDU11 HDU14 SLAB ON GRADE SSTB24 - SB5/8x24 EMBEDMENT (de) 11" TYPE PAB8 SLAB ON GRADE CURB/ STEMWALL SQUARE SSTB24 SSTB28 SB5/8x24 SB7/8x24 SB1x30 34" 45° 24 ANCHORBOLT (TYP.) OUTEREDGEOFCONCRETE(TYP.) 0° 135°/90°/45° 0° 45°45° 0° 135° 1.BOLTS SHALL BE SECURED IN PLACE PRIOR TO FOUNDATION POUR, U.O.N. 2.REFER TO MANUF. REQUIREMENTS, SPECIFICATIONS, AND APPLICABLE ICC-ESR REPORT. 3.POST TENSION CABLE MAY NOT BE COUNTED AS REQ'D HOLDOWN REBAR. 4.FOOTING TOP REBAR(S) MAY BE COUNTED AS REQ'D HOLDOWN REBAR(S). 5.HOLDOWNS MAY BE RAISED OFF MUD-SILL TO ACCOMMODATE MIS-LOCATED ANCHOR BY1-1/2" MAX. REFER TO MANUF. SPECS. 6.FOR ALL INFORMATION NOT SHOWN, REFER TO DETAIL1. 7.USE OF MULTIPLE WASHERS TO ACCOMPLISH TOTAL REQ'D THICKNESSIS NOT PER MITTED. 8.REBAR IS REQUIRED AT TOP OF STEM WALL FOUNDATION, BUT IS NOT REQUIRED FOR SLAB ON GRADE EDGE AND GARAGE CURB IF FOOTING WIDTH IS 12" OR GREATER. REFER TO MANUFACTURER FOR MIN. END DISTANCES. HOLDOWN SIMPSON TYPE CURB/ STEMWALL - SSTB28 - - - -- - SB5/8x24 SB5/8x24 SB1x30 - - - - - - - - - 24 PLAN VIEW OF SB/SSTB PLACEMENT INCONCRETE ANCHOR ORIENTATION 24 NOTES: 9.CURB SHALL BE 6" WIDE AT HTT5 AND HDU5 AND 8" WIDE AT HDU8 AND BEYOND SIMPSON "SSTB" ANCHOR BOLT SIMPSON "SB" ANCHOR BOLT SIMPSON "PAB" PRE-ASSEMBLED ANCHOR BOLT CORNER INSTALLATION (INSTALL WITH ARROW ON TOP OF THE BOLT ORIENTED AS SHOWN) NON-CORNER INSTALLATION (BOLT MAY BE INSTALLED @ 45° TO 135° AS SHOWN) CORNER INSTALLATION (INSTALL WITH ARROW ON TOP OF THE BOLT ORIENTED AS SHOWN) PAD SIZE (2F) 3" #4 CONT. 3" #4 CONT. 3" CLR. COVER, TYP. 3" CLR. COVER, TYP. HDU2 SSTB24 SB5/8x24-SB5/8x24 -- 5 6 7 9 11 G.I. BASED SCREEN AT EXTERIOR PLASTER 2x P.T. SILL PLATE W/ MIN. (2) 5/8" DIA. x 12" A.B. PER SILL 2x STUDS EXTERIOR FINISH FINISH GRADE #4 BARS @ 12" O/C, E.W. (U.N.O. ON PLANS) #3 STIRRUP @ TOP & BOTTOM #4 VENT BAR @ 12" O/C EA. FACE CONENCTION DETAIL MATCH COLUMN WIDTH PER PLAN 12 " M I N . 3" C L R . CO V E R DE P T H P E R P L A N 8" M I N . 6" MIN.6" MIN. 1 1 1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 02/19/2025 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 02/19/2025 02 / 1 3 / 2 0 2 5 1S T P L A N C H E C K SD1.0 FO U N D A T I O N DE T A I L S 3-31-233-31-253/31/273/31/27 4/22/2025 1 1" SAW CUT JOINT R 1 / 8 " MAX .1" 1/8" 1" HAND TOOL JOINT CONC. SLAB & REINF. PER PLAN1" CONC. SLAB & REINF. PER PLAN TYPICAL CONTRACTION JOINT FTG. REINF. PER TYP. EXTERIOR FTG. DETAIL 12 " M I N . 7" M I N . 3" C L R . C O V E R TOP OF CONC. SLAB PER PLAN SLAB REINF. PER PLAN 0" 18" MIN. ADD #4@18" DOWELS (NOTE 1) 18" MIN. CONC. SLAB PER PLAN SLAB REINF. 12 " M I N . 3" C L R . C O V E R 0" FTG. REINF PER PLAN FOR PAD FTG./ TYP. EXTERIOR FTG. DETAIL FOR CONT. FTG. COLD JOINT (ROUGHENED TO 1/4" AMPLITUDE) ANCHOR BOLT ANCHOR BOLT ADD #4@18" EXTERIOR FOOTING INTERIOR / PAD FOOTING NOTES: 1.DOWELS ARE REQUIRED WHERE ANCHOR BOLTS EMBEDMENT IS LESS THAN 7" IN FIRST POUR. 2.SLAB REBAR CAN BE BENT INTO THE FIRST POUR AND COUNTED TOWARDS REQUIRED DOWELS CROSSING COLD JOINT. 3.FOR BALANCE OF INFORMATION SEE TYPICAL FOOTING DETAILS. TYPICAL COLD JOINT IN FOOTING COLD JOINT (ROUGHENED TO 1/4" AMPLITUDE) 7" M I N . 2 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 01/02/2024 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 01/02/2024 SD1.1 FO U N D A T I O N DE T A I L S SIMPSON STRAP PER SCHEDULE BEAM PER PLAN POST PER PLAN STRAP SCHEDULE STRAP A ST12 B ST18 C ST6215 - 2900# 5600# CAPACITYMARK EA. SIDE END VIEWISOMETRIC VIEW EQ . EQ . EQ . NOTES: 1.ADD SHIMS EA. SIDE WHERE BEAM & POST WIDTH ARE DIFFERENT (MIN. 10D PENETRATION INTO MAIN MEMBER IS REQ'D, WHERE "D" IS THE SHANK DIAMETER OF NAIL) 2.PROVIDE FULL NAILING PER MANUF. REQUIREMENTS. 3.INCREASE STRAP LENGTH ON POST SIDE WHERE THERE IS DBL. TOP PLATE BETWEEN POST AND BEAM. SIMPSON STRAP PER SCHEDULE EQ . BEAM/POST CONNECTION STRAP SCHEDULE END LENGTH A CS16 18" B (2) CS16 18" 1700# 3400# CAPACITYMARK END LEN G T H END L E N G T H 2ND STRAP (WHERE OCCURS) SIMPSON CS16 PER SCHEDULE AT CONDITION B, ADD 2x4x48" LONG MEMBER TO RECEIVE 2ND CS16 & NAIL. SISTER w/ 16d @ 4" O.C. STAGG. TO ROOF RAFTER ROOF RAFTER w/ E.N. PER PLAN DBL. TOP PLATE TYP. R/R STUD/POST SIMPSON STRAP FULL DEPTH BLK'G NOTES: 1.PROVIDE FULL NAILING PER MANUFACTURER TO PROVIDE STRAP FULL CAPACITY. 2.ROOF SHEATHING NOT SHOWN FOR CLARITY. DBL. T O P P L A T E TYP. R / R BLK'G DRAG AT REENTRANT CORNER NOTE: APPLICATION OF STRAP OVER PLYWOOD SHEATHING IS ACCEPTABLE. E.N. NOT REQUIRED OVER THE STRAP LENGTH WHERE STRAP APPLIED OVER PLYWOOD. DBL. ROOF RAFTERS OR BM. W/ EDGE NAILING TO ROOF SHEATHING RIDGE PER PLAN HANGER PER PLAN DBL. ROOF RAFTERS W/ EDGE NAILING TO ROOF SHEATHING. SIMPSON CS14x30"LONG STRAP FULLY NAILED PER MANUF. ROOF SHEATHING w/ EDGE NAILING TO DBL. ROOF RAFTERS DRAG DETAIL AT FLUSH RIDGE CONNECTION E.Q.E.Q. STRAP SCHEDULE SIMPSON STRAP MIN BEAM/JOIST WIDTH END LENGTH A (1) CS16 2x 18" (2) CS16 2-2x OR 3x 18" C 24" CMST14 4x 36" 1700# 3400# 4585# 6490# CAPACITY TO RECEIVE STRAP MARK D B FLUSH BEAM CONDITION FLUSH BEAM/JOIST(S) W/ LINE OF E.N. PER PLAN POST OR MULTISTUD PER PLAN DBL. TOP PL. CONT. BEAM/BLK'G PER FRAMING PLAN EQ.EQ. STUD SIMPSON STRAP PER SCHEDULE NOTE: PROVIDE FULL NAILING PER MANUF. TO DEVELOP FULL CAPACITY OF THE STRAP. DRAG STRAP AT WALL END DROP BEAM CONDITION DROP BEAM PER PLAN POST OR MULTISTUDS PER PLAN SIMPSON STRAP PER SCHEDULE EQ.EQ. DBL. TOP PL. STUD ALT. STRAP LOCATION 2-2x OR 3x(2) CS14 POST/STUD PER PLAN DBL. TOP PLATES HIP OR VALLEY BEAM (2) SIMP. LTS20 EACH SIDE OF BEAM TO POST TYP. OF (4) HIP OR VALLEY BEAM POST CONDITION WALL CONDITION NOTES: 1.PROVIDE EQUAL NUMBER OF NAILS TO BM. FOR NAIL SIZE AND SPACING OUTSIDE THE LAP LENGTH AND STUDS. PROVIDE TOTAL NUMBER OF NAILS PER MANUF. 2.NAILING OF STRAP TO DBL. TOP PLATE IS NOT REQ'D AND SHALL NOT BE COUNTED TOWARDS TOTAL NUMBER OF NAILS REQ'D BY MANUF. HIP/VALLEY BEAMS UPLIFT TIE B.N.ROOF SHEATHING 2x R.R. OR L.V.L. RIM PER PLAN SIMPSON CLIP PER SHEAR WALL SCHEDULE (@48" O.C. MAX.) E.N. SHEAR PANEL PER PLAN ALT. LOCATION OF SIMPSON A35/LTP4 ROOF SHEATHING 2x R.R. OR L.V.L. RIM PER PLAN 2x STUD WALL2x STUD WALL ALIGNED CONDITION OFFSET CONDITION INTERIOR SHEAR TRANSFER AT ROOF RAFTER BM. PER PLAN ST18 AT POST TO BEAM BELOW, TYP OF (2) 16d NAILS @ 4" O.C. STAGGERED EACH SIDE KING POST BM. PER PLAN 2x KING STUD AT EITHER SIDE OF POST SIMPSON ST18 EACH SIDE OF KING POST TO BEAM. ALT1: w/ KING STUD ALT 2: w/ STRAPS KING POST KING POST CONNECTION NOTES: - ROOF FRAMING NOT SHOWN FOR CLARITY - PROVIDE FULL HEIGHT POST PER PLAN WHERE NO BEAM BELOW OCCURS STRAP KING STUDS ABOVE & BELOW WITH (1)CS16 (MIN. 18" END LENGTH) EA. STUD - AT LOCATIONS WHERE KING POST IS BEARING ON SOLE PLATE; PROVIDE SIMPSON A35 EACH SIDE OF POST PANEL EDGE STRAP SCHEDULE STRAP BLOCKING A CS16 2x B (2)CS16 2-2x C (2)CS14 2-2x 1700# 3400# 4980# CAPACITYMARK NAIL SPACING SCHEDULE NAIL SPACING 2 @ 12" O.C. 3 @ 9" O.C. 4 @ 6" O.C. PANEL 5 @ 5" O.C. DBL SIDED 3 @ 4" O.C. @ 3" O.C.DBL SIDED 4 DBL SIDED 5 @ 2-1/2" O.C. TYPES CONT. STUDS/ POST w/ B.N. & HOLDOWN PER PLAN (2) ROWS 16d SINKER NAIL STAGG. PER TABLE NAILING/SCREWS /BOLT PER SHEAR WALL SCHEDULE WINDOWS SILL WHERE OCCURS CONT. STRAP OVER BLK'G (FULLY NAILED PER MANUF.) TYP. EA. CORNER OF OPENING, PER STRAP SCHEDULE. HEADER PER PLAN (2) ROWS 16d SINKER NAIL STAGG. PER SCHEDULE, TYP.2x STUD PER PLAN SHEAR PANEL TYPE PER PLAN E.N. AT BLK'G & EDGES OF SHEAR WALL HEADER PER PLAN WINDOWS SILL WHERE OCCURS (2)2x TOP PL. CONT. STUDS/POST W/ E.N. & HOLDOWN PER PLAN CONT. STRAP OVER BLK'G (FULLY NAILED PER MANUF.) TYP. EA. CORNER OF OPENING, PER STRAP SCHEDULE. (2) ROWS 16d SINKER NAIL STAGG. PER SCHEDULE, TYP. 1/8" STRAP E.N. NOTES: 1.INSTALL HOLDOWN ON RETURN WALL AT CORNERS WHEN APPLICABLE. 2.USE FULL WIDTH BLK'G. & WINDOW SILL FOR STRAP(S) ON BOTH SIDES OF (2) SIDED SHEAR PANELS. 3.NAIL ADJACENT PLWD. PANELS ON SAME MEMBER, WHERE POSSIBLE. 4.SEE PLAN FOR NUMBER OF OPENINGS SHAPED FOR FORCE TRANSFER AROUND OPENING. MULTI-OPENINGS AT SHEAR WALL ROOF RAFTER TO HIP/ VALLEY BEAM A A HIP BEAM PER PLAN USE SIMP. HANGER WHERE RAFTER SPAN EXCEED 8'-0" ROOF SHEATHING B.N.B.N. A-A @ HIP BEAM VALLEY BEAM PER PLAN ROOF SHEATHING B.N. A-A @ VALLEY BEAM B.N. USE SIMP. HANGER WHERE RAFTER SPAN EXCEED 8'-0" (5) -16d TOE NAIL E.A. END TO BEAM HIP/ VALLEY BEAM PER PLAN (5) -16d TOE NAIL E.A. END TO BEAM TYP. 2x ROOF RAFTER WHERE OCCUR TYP. 2x ROOF RAFTER WHERE OCCUR (5) -16d TOE NAIL E.A. END TO BEAM RIDGE BEAM PER PLAN TYPICAL ROOF RAFTER PER PLAN PLYWOOD SHEATHING USE SIMPSON LRUZ HANGERS WHEN SPAN OF RAFTERS EXCEED 10'-0" OTHERWISE USE MIN. (5) 16d TOE NAILS @ EACH RAFTER TO RIDGE ST22 @ 48" O.C. B.N. ROOF RAFTER TO FLUSH RIDGE CONNECTION SHEAR PANEL PER PLAN FULL HEIGHT BLK'G. ROOF SHEATHING SIMPSON A35 PER SHEAR WALL SCHEDULE MAX.48" O.C. SIMPSON H2.5A @ 48" O.C. U.N.O. DBL. TOP PLATE OR BM. PER PLAN ROOF RAFTERS PER PLAN POST/STUD VAULTED CEILING CONDITION B.N. E.N. 2x CONT. FASCIA w/ 2-16d FACE NAILS TO EACH RAFTER SHEAR TRANSFER AT R/R PER. TO EXTERIOR WALL SIMPSON H2.5A @ 48" O.C. U.N.O. DBL. TOP PLATE OR BM. PER PLAN ROOF RAFTERS PER PLAN POST/STUD SIMPSON A35 PER SHEAR WALL SCHEDULE MAX. 48" O.C. CJ w/ 8-16d FACE NAILS TO R/R PER PLAN. SHEAR PANEL PER PLAN w/ CEILING JOISTS CONDITION FULL HEIGHT BLK'G. ROOF SHEATHING B.N. E.N. 2x CONT. FASCIA w/ 2-16d FACE NAILS TO EACH RAFTER 18" MAX.24" MIN. B.N. (2) 16d's TO EA. OUTRIGGER SHEAR WALL PER PLAN BALLOON FRAMED STUDS TYPICAL ROOF RAFTER PER PLAN (2) 16d's PER CONNECTION 2x4 FLAT OUTRIGGER @ 24" O.C. ROOF SHEATHING2x FLAT BLOCKS W/ 16d's @ 4" O.C. TO PLATE BELOW. 2x FASCIA BOARD CONDITION I - TRANSFER THROUGH BLOCKING E.N. SHEAR TRANSFER R/R PARALLEL TO EXTERIOR WALL TYPICAL ROOF RAFTER PER PLAN (2) 16d's PER CONNECTION 2x4 FLAT OUTRIGGER @ 24" O.C. ROOF SHEATHING 18" MAX.24" MIN. B.N. (2) 16d's PER CONNECTION. SHEAR WALL PER PLAN BALLOON FRAMED STUDS 2x FLAT BLK'G 2x FASCIA BOARD CONDITION II - TRANSFER THROUGH R.R. 16d's @ 4" O.C. 2x R.R. ADJACENT TO WALL NOTCHED AT OUTRIGGERS (DO NOT OVER-CUT) E.N. B.N. ALT 1: STRAP SPLICE SIMPSON STRAP PER SCHEDULE EQ.EQ. ALT 2: LAP SPLICE LAP SPLICE LENGTH PER SCHEDULE 2x STUDS (PLACE AT JOINT TYP.) 16d SEE SCHEDULE FOR REQ'D # 2x STUDS (PLACE AT JOINT TYP.) 2 1/2" (MIN.) 16d NAIL PATTERN TOP PLATE (PLAN VIEW @ LAP ZONE) NOTES: 1.NAILING SHOULD BE PER MANUFACTURER TO DEVELOP 100% CAPACITY OF THE STRAP. 2.FOR NAIL SIZE AND SPACING OUTSIDE THE LAP LENGTH REFER TO NAILING SCHEDULE OF GENERAL NOTES. 3.STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING. TOTAL STRAP LENGTH TOP PLATE SPLICE 2x STUDS (PLACE AT JOINT TYP.)2x STUD (PLACE AT JOINT TYP.) SIMPSON STRAP PER SCHEDULE EQ.EQ. EQ.EQ. HIP CONDITION VALLEY CONDITION SIMPSON STRAP PER SCHEDULE NO. OF 16d LAP SPLICE LENGTH SIMPSON STRAP A 18 4'-0"ST22 B 28 4'-0"ST6224 C 40 6'-0" 42 ST6236 MARK E 8'-0"MSTC52 D 62 8'-0"MSTC37 (NOTE 1) SPLICE SCHEDULE @ EACH LAP (NOTE 2) LAP SPLICE STRAP SPLICE 1 2 3 7 4 5 6 11 8 9 10 COLLAR TIE CONNECTION DETAIL EQ EQ H E.N.E.N. SIMPSON ST22 STRAP @ EACH R.R. 7-16d FACE NAILS RAFTER TIES/ CEILING JOIST @ 16" O.C. (*) 2x6 COLLAR TIE @ 16" O.C.8-16d FACE NAILS AT EA. ENDS H / 3 L=21'-3" MAX. E.N.E.N. ROOF SHEATHING NOTE: (*) RAFTER TIES SHALL BE INSTALLED AT LOWER THIRD OF THE ROOF SYSTEM AND CAN BE USED AS CEILING JOISTS AS SHOWN. NOTIFY E.O.R. WHERE CEILING JOISTS ARE CONFLICTED WITH RAFTER TIES 2X RIDGE BOARD PER PLAN 2X R.R. PER PLAN REFER TO DETAIL 4/S-D2.0REFER TO DETAIL 4/S-D2.0 CONNECTION DETAIL (E) CEILING JOIST PER PLAN (E) CEILING JOIST PER PLAN (N) BEAM PER PLAN APPROVED HANGER APPROVED HANGER ST6224 @ 48" O.C. FLUSH BEAM SIMPSON A34 (TYP.) MULTIPLE STUDS (SISTER w/FACE NAILS PER NAILING SCHEDULE) OR POST, PER PLAN DBL. TOP PLATES SILL/SOLE PLATE FRONT VIEW SIDE VIEW CONT. FLUSH BEAM WHERE OCCURS FLUSH BEAM TO DBL TOP PLATES CONNECTION12 13 14 15 16 CONNECTION DETAIL BEAM PER PLAN MULTISTUDS OR POST PER PLAN SIMPSON LCE4 17 1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: P.P. DATE: JOB NO.: 231223 02/19/2025 Pr o j e c t A d r e s s : NE W D E T A C H E D A D U 31 5 N M A X I N E S T . S A N T A A N A , C A 9 2 7 0 7 Pr o j e c t N a m e : DE S C R I P T I O N 6 02/19/2025 02 / 1 3 / 2 0 2 5 1S T P L A N C H E C K SD2.0 ST R U C T U R A L DE T A I L S PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.02 CALGREEEN MANDATORY MEASURES NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.03 CALGREEEN MANDATORY MEASURES NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA T24.1 TITLE 24 NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE 12/20/2023 PLANNING REVIEW LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA T24.2 TITLE 24 (CONT.) NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE 12/20/2023 PLANNING REVIEW LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA T24.3 TITLE 24 (CONT.) NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE 12/20/2023 PLANNING REVIEW LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 3/31/233/31/25 3-31-233-31-25 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.10 FEMA BASE FLOOD ELEVATION CERTIFICATE NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 PROJECT CONTACT OWNERSHIP IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED. DESCRIPTIONDATEDELTA 1 05/14/2025 1ST PLANCHECK A.11 SOIL REPORT NE W D E T A C H E D A D U 31 5 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 EX I S T I N G M A I N H O U S E 31 7 N M A X I N E S T . SA N T A A N A , C A 9 2 7 0 7 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, LAUNDRY, AND ATTACHED 1-CAR GARAGE LOAN PHAM 17021 BOLERO LN HUNTINGTON BEACH, CA 92649 PHONE: 714-614-6344 EMAIL: LOANPHAM8888@YAHOO.COM KHANH DAO 10448 SALINAS RIVER CIR FOUNTAIN VALLEY, CA 92708 PHONE: (714) 390-5154 DRAFTING BY: BB BROTHERS CORP 949 SOUTH COAST DRIVE, COSTA MESA, CA 92626 SIGNATURE: 07/16/2024 National Flood Insurance Program Elevation Certificate and Instructions 2023 EDITION PAPERWORK REDUCTION ACT NOTICE PRIVACY ACT STATEMENT PURPOSE OF THE ELEVATION CERTIFICATE U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE AND INSTRUCTIONS The Elevation Certificate is an important administrative tool of the NFIP. It can be used to provide elevation information necessary to ensure compliance with community floodplain management ordinances, to inform the proper insurance premium, and to support a request for a LOMA, CLOMA, LOMR-F, or CLOMR-F. The Elevation Certificate is used to document floodplain management compliance for Post-Flood Insurance Rate Map (FIRM) buildings, which are buildings constructed after publication of the FIRM, located in flood Zones A1–A30, AE, AH, AO, A (with Base Flood Elevation (BFE)), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO, and A99. It may also be used to provide elevation information for Pre-FIRM buildings or buildings in any flood zone. As part of the agreement for making flood insurance available in a community, the NFIP requires the community to adopt floodplain management regulations that specify minimum requirements for reducing flood losses. One such requirement is for the community to obtain the elevation of the lowest floor (including basement) of all new and substantially improved buildings, and maintain a record of such information. The Elevation Certificate provides a way for a community to document compliance with the community's floodplain management ordinance. Use of this certificate does not provide a waiver of the flood insurance purchase requirement. Only a LOMA or LOMR-F from the Federal Emergency Management Agency (FEMA) can amend the FIRM and remove the federal mandate for a lending institution to require the purchase of flood insurance. However, the lending institution has the option of requiring flood insurance even if a LOMA/LOMR-F has been issued by FEMA. The Elevation Certificate may be used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. Lowest Adjacent Grade (LAG) elevations certified by a land surveyor, engineer, or architect, as authorized by state law, will be required if the certificate is used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. A LOMA, CLOMA, LOMR-F, or CLOMR-F request must be submitted with either a completed FEMA MT-EZ or MT-1 application package, whichever is appropriate. If the certificate will only be completed to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request, there is an option to document the certified LAG elevation on the Elevation Form included in the MT-EZ and MT-1 application. This certificate is used only to certify building elevations. A separate certificate is required for floodproofing. Under the NFIP, non-residential buildings can be floodproofed up to or above the BFE. A floodproofed building is a building that has been designed and constructed to be watertight (substantially impermeable to floodwaters) below the BFE. Floodproofing of residential buildings is not permitted under the NFIP unless FEMA has granted the community an exception for residential floodproofed basements. The community must adopt standards for design and construction of floodproofed basements before FEMA will grant a basement exception. For both floodproofed non-residential buildings and residential floodproofed basements in communities that have been granted an exception by FEMA, a floodproofing certificate is required. The expiration date on the form herein does not apply to certified and completed Elevation Certificates, as a completed Elevation Certificate does not expire, unless there is a physical change to the building that invalidates information in Section A Items A8 or A9, Section C, Section E, or Section H. In addition, this form is intended for the specific building referenced in Section A and is not invalidated by the transfer of building ownership. Additional guidance can be found in FEMA Publication 467-1, Floodplain Management Bulletin: Elevation Certificate. OMB Control No. 1660-0008 Expiration Date: 06/30/2026 Public reporting burden for this data collection is estimated to average 3.75 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and submitting this form. You are not required to respond to this collection of information unless a valid OMB control number is displayed on this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing the burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street SW, Washington, DC 20742, Paperwork Reduction Project (1660-0008). NOTE: Do not send your completed form to this address. Authority: Title 44 CFR § 61.7 and 61.8. Principal Purpose(s): This information is being collected for the primary purpose of documenting compliance with National Flood Insurance Program (NFIP) floodplain management ordinances for new or substantially improved structures in designated Special Flood Hazard Areas. This form may also be used as an optional tool for a Letter of Map Amendment (LOMA), Conditional LOMA (CLOMA), Letter of Map Revision Based on Fill (LOMR-F), or Conditional LOMR-F (CLOMR-F), or for flood insurance rating purposes in any flood zone. Routine Use(s): The information on this form may be disclosed as generally permitted under 5 U.S.C. § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/ FEMA-003 – National Flood Insurance Program Files System of Records Notice 79 Fed. Reg. 28747 (May 19, 2014) and upon written request, written consent, by agreement, or as required by law. Disclosure: The disclosure of information on this form is voluntary; however, failure to provide the information requested may impact the flood insurance premium through the NFIP. Information will only be released as permitted by law. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 1 of 8 SECTION B – FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION A – PROPERTY INFORMATION FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: A1. Building Owner's Name:LOAN PHAM A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 A3. Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number: Lot 1 of Block D, Tract No. 547, M.M. 18/31 APN No. 099-222-07 A4. Building Use (e.g., Residential, Non-Residential, Addition, Accessory, etc.):Residential - ADU A5. Latitude/Longitude:Lat. 33.74742˚Long. -117.93952˚Horiz. Datum:NAD 1927 NAD 1983 WGS 84 A6. Attach at least two and when possible four clear color photographs (one for each side) of the building (see Form pages 7 and 8). A7. Building Diagram Number:1B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s):sq. ft. b) Is there at least one permanent flood opening on two different sides of each enclosed area?NoYes c) Enter number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade: Non-engineered flood openings:Engineered flood openings: sq. in.d) Total net open area of non-engineered flood openings in A8.c: sq. ft.e) Total rated area of engineered flood openings in A8.c (attach documentation – see Instructions): sq. ft. f) Sum of A8.d and A8.e rated area (if applicable – see Instructions): A9. For a building with an attached garage: sq. ft.a) Square footage of attached garage: Yes No N/Ab) Is there at least one permanent flood opening on two different sides of the attached garage? c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade: Non-engineered flood openings:Engineered flood openings: sq. in.d) Total net open area of non-engineered flood openings in A9.c: sq. ft.e) Total rated area of engineered flood openings in A9.c (attach documentation – see Instructions): sq. ft. f) Sum of A9.d and A9.e rated area (if applicable – see Instructions): B1.a. NFIP Community Name:Santa Ana B1.b. NFIP Community Identification Number:060232 B2. County Name:Orange B3. State:CA B4. Map/Panel No.:06059C0252 B5. Suffix:J B6. FIRM Index Date:09/15/1989 B7. FIRM Panel Effective/Revised Date:12/03/2009 B8. Flood Zone(s):A B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth):65.50 FT B10. Indicate the source of the BFE data or Base Flood Depth entered in Item B9: FIS FIRM Community Determined Other:BFE Interpolation B11. Indicate elevation datum used for BFE in Item B9:NGVD 1929 NAVD 1988 Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?Yes No Designation Date:CBRS OPA B13. Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)?Yes No N/A IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE OMB Control No. 1660-0008 Expiration Date: 06/30/2026 FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 2 of 8 SECTION D – SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION SECTION C – BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 C1. Building elevations are based on:Construction Drawings* Building Under Construction*Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations – Zones A1–A30, AE, AH, AO, A (with BFE), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO, A99. Complete Items C2.a–h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized:SA-313-83 (ELE: 65.336 ft, 2005)Vertical Datum:NAVD88 Indicate elevation datum used for the elevations in items a) through h) below. NGVD 1929 NAVD 1988 Other: Datum used for building elevations must be the same as that used for the BFE. Conversion factor used? If Yes, describe the source of the conversion factor in the Section D Comments area. Yes No Check the measurement used: a) Top of bottom floor (including basement, crawlspace, or enclosure floor): 66.54 feet meters b) Top of the next higher floor (see Instructions): N/A feet meters c) Bottom of the lowest horizontal structural member (see Instructions): N/A feet meters d) Attached garage (top of slab): N/A feet meters e) Lowest elevation of Machinery and Equipment (M&E) servicing the building (describe type of M&E and location in Section D Comments area): N/A metersfeet f) Lowest Adjacent Grade (LAG) next to building: Natural Finished 64.53 feet meters g) Highest Adjacent Grade (HAG) next to building:Natural Finished 65.86 feet meters h) Finished LAG at lowest elevation of attached deck or stairs, including structural support: N/A feet meters This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor?Yes No Check here if attachments and describe in the Comments area. Certifier's Name:Lan Pham License Number:C29595 Title:Chief Engineer Company Name:Lan & Associates Address:13139 Harbor Boulevard City:Garden Grove State:CA ZIP Code:92843 Ext.:Email:lanpham9@hotmail.comTelephone:(714) 414-9215 Signature:Date:01/09/2024 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments): Place Seal Here FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 3 of 8 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 3/31/233/31/25 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 SECTION E – BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE) For Zones AO, AR/AO, and A (without BFE), complete Items E1–E5. For Items E1–E4, use natural grade, if available. If the Certificate is intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only, enter meters. Building measurements are based on: *A new Elevation Certificate will be required when construction of the building is complete. Construction Drawings*Building Under Construction*Finished Construction E1. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the measurement is above or below the natural HAG and the LAG. a) Top of bottom floor (including basement, crawlspace, or enclosure) is:0.68 metersfeet above or below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is:2.01 below the LAG.above ormetersfeet E2. For Building Diagrams 6–9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1–2 of Instructions), the next higher floor (C2.b in applicable Building Diagram) of the building is:N/A below the HAG.above ormetersfeet E3. Attached garage (top of slab) is:N/A below the HAG.above ormetersfeet E4. Top of platform of machinery and/or equipment servicing the building is:N/A below the HAG.above ormetersfeet E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?Yes No Unknown The local official must certify this information in Section G. SECTION F – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge Check here if attachments and describe in the Comments area. Comments: Property Owner or Owner's Authorized Representative Name:LOAN PHAM Address:317 N Maxine Street City:Santa Ana State:CA ZIP Code:92707 Ext.:Email:Telephone: Signature:Date: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 4 of 8 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below when: G1.The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.a.A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item E5 is completed for a building located in Zone AO. G2.b.A local official completed Section H for insurance purposes. G3.In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H. G4.The following information (Items G5–G11) is provided for community floodplain management purposes. Permit Number: G8. This permit has been issued for:New Construction Substantial Improvement G9.a. Elevation of as-built lowest floor (including basement) of the building:Datum:metersfeet G9.b. Elevation of bottom of as-built lowest horizontal structural member:Datum: G10.a.BFE (or depth in Zone AO) of flooding at the building site:Datum: G10.b. Datum: Community's minimum elevation (or depth in Zone AO) requirement for the lowest floor or lowest horizontal structural member: G11.Variance issued?Yes No If yes, attach documentation and describe in the Comments area. The local official who provides information in Section G must sign here. I have completed the information in Section G and certify that it is correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section. NFIP Community Name: Local Official's Name:Title: Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in Sections A, B, D, E, or H): SECTION G – COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION) G6. Date Permit Issued: Date Certificate of Compliance/Occupancy Issued: G5. G7. metersfeet metersfeet metersfeet Address: City:State:ZIP Code: Ext.:Email:Telephone: Signature:Date: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 5 of 8 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 SECTION H – BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL ZONES (SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY) The property owner, owner's authorized representative, or local floodplain management official may complete Section H for all flood zones to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H Instructions) and the appropriate Building Diagrams (at the end of Section I Instructions) to complete this section. H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG): a) For Building Diagrams 1A, 1B, 3, and 5–8. Top of bottom floor (include above-grade floors only for buildings with crawlspaces or enclosure floors) is: meters above the LAGfeet b) For Building Diagrams 2A, 2B, 4, and 6–9. Top of next higher floor (i.e., the floor above basement, crawlspace, or enclosure floor) is: above the LAGmetersfeet H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram? Yes No FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 6 of 8 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should indicate in Item G2.b and sign Section G. Check here if attachments are provided (including required photos) and describe each attachment in the Comments area. Property Owner or Owner's Authorized Representative Name: Comments: SECTION I – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION Address: City:State:ZIP Code: Ext.:Email:Telephone: Signature:Date: FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 BUILDING PHOTOGRAPHS See Instructions for Item A6. Instructions: Insert below at least two and when possible four photographs showing each side of the building (for example, may only be able to take front and back pictures of townhouses/rowhouses). Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9. Photo One Photo One Caption:Clear Photo One Photo Two Photo Two Caption:Clear Photo Two FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 7 of 8 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 315 N Maxine Street City: Santa Ana State:CA ZIP Code:92707 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11 BUILDING PHOTOGRAPHS Continuation Page Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9. Photo Three Photo Three Caption:Clear Photo Three Photo Four Photo Four Caption:Clear Photo Four FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23)Form Page 8 of 8 Prepared July 17 , 2024 HYDROLOGY AND HYDRAULIC STUDY Grading Permit No. P0114629 DETACHED ADU Revised APN: 099-222-07 PROJECT PREPARED BY 315 N MAXINE, UNIT 2 SANTA ANA, CA 92707 Page 1 of 8 EXP: 09/30/2025 PHILLIPS ENGINEERING 8549 Wilshere Blvd #2029, Beverly Hills, CA 90211 (657) 444-7194 Attachment…………………………………….…………… Hydrology Map Table of contents Section I: Project Description………………………….……………….….... 3 Section II: Post-construction Hydrology Calculations……...……......……. 4 Page 2 of 8 Base on the attached calculations the anticipated runoffs of the post-development are: Area A Section I: Project Description The project site consists of approximately 2,328sf on total area of the lot. The existing site is currently developed with a one story main house, a two-car garage, and concrete flatwork (driveways, walks, etc.) that will require no disturbance. The proposed ADU: •ADU: 799 sf with entry (53 sf). Concrete walkway: 176 sf. and concrete driveway: 248 sf. Landscape: 1,052 sf. Storm water drains from the right to the left (East to West) to Maxine St. and then South along Maxine St. to the public storm drain systems. •Area A (total area): storm water drains along the concrete walkway and the grassy swale, then discharges to Maxine St. via overflow device. This report is to determine the runoff for 100 storm frequency. Acres 0.053 Q10 (cfs) 0.17 Q25 (cfs) 0.21 Q100 (cfs) 0.27 Page 3 of 8 B 0.30 Q A Soil Dev.Tc I Fm Q Notes (acres) type type (min) (in/hr) (in/hr) (cfs) Q10 0.053 B Res. 5.7 3.77 0.14 0.17 Initial area Q25 0.053 B Res. 5.7 4.48 0.14 0.21 Initial area Q100 0.053 B Res. 5.7 5.74 0.14 0.27 Initial area ap % Soil group FP= Pervious sq-ft sq-ft 2,328.0A 0.452 Area A RUNOFF CALCULATIONS Section II: Post – Construction Hydrology Calculations RATIONAL METHOD HYDROLOGY CALCULATIONS Project location: 317 N Maxine St., UNIT 2 Santa Ana, CA 92703 The Rational method is commonly used for determining peak discharge from relatively small drainage area. The Rational method is based on the following equation: Q = 0.9(I - Fm)A Where: Q = peak discharge, in cubic feet per second (cfs) Fm = ap x Fp : maximum loss rate (in/hr) Fp = Loss rate for soil group B (in/hr) from O.C. Hydrology manual. ap = Pervious area percentage: ai = Impervious area percentage I = a x tb = average rainfall intensity for a duration equal to the Tc for the area (in/hr) a & b: factors in the Intensity regression equation from the Orange County Hydrology Manual t = time of concentration (min.) A = drainage area contributing to the design location, in acres. 15.560 -0.573 Factors in the Intensity regression equation from the Orange County Hydrology Manual For 10-year storm For 25-year storm For 100-year storm a b 10.209 -0.573 11.995 -0.566 Area 1,052.0 Page 4 of 8 1. Discharge - Drainage area relationships Flood Insurance Study (FIS), Orange County. Table 7: discharge of East Garden Grove Wintersburg Channel at Euclid St. Showed: →Drainage area: 7 sq miles. →Drainage: 1,600 cfs. 2. Flood zone = Zone A 3. Bench mark = 65.336', SA-313-83 NAVD88. 4. East Garden Grove Wintersburg channel (C0-5) at Euclid St. had 10' with & 11.5' high slope 1.5:1. 5. Normal depth calculation: Q = 1.49/n x A x R2/3 x S1/2 n = 0.03 S = 0.0283 Assume water level at 9' high from the bottom of channel at Elev. 63.50. Calculate Q: A = (13.50 + 13.50 + 12 + 12) x 9/2 = 229.5 sf. P = 16.22' + 16.22' +12 = 44.44 ft. R = A/P = 229.5/44.44 → R2/3 = 3. With S = 0.0283 → S1/2 = 0.053. Qcal = (1.49/0.03) x 229.5 x 3 x 0.053 = 1812 cfs. Qcal > Q100 = 1600 cfs → OK. → Water level for 100 year flood under elevation of 63.5 for safety. - Add 3.04 ft above flood elevation → FF = 66.54 ft (ADU). Page 5 of 8 ORANGE COUNTY ORANGE COUNTY LOS ANGELES COUNTY LOS ANGELES COUNTY FI G U R E XV I - 2 a SU B J E C T T O F U R T H E R R E V I S I O N So u r c e : So i l s : N a t u r a l R e s o u r c e s C o n s e r v a t i o n S e r v i c e ( N R C S ) So i l S u r v e y - s o i l _ c a 6 7 8 , O r a n g e C o u n t y & W e s t e r n R i v e r s i d e Da t e o f p u b l i c a t i o n : 2 0 0 6 - 0 2 - 0 8 !I 0 3 . 6 7 . 2 1. 8 Mi l e s 0 5 1 0 2. 5 Ki l o m e t e r s LE G E N D Ci t y B o u n d a r i e s Hy d r o l o g i c S o i l G r o u p s A S o i l s B S o i l s C S o i l s D S o i l s ht t p : / / w e b s o i l s u r v e y . n r c s . u s d a . g o v / a p p / H o m e P a g e . h t m PROJECT LOCATION Page 6 of 8 Attachment A HYDROLOGY MAP Page 7 of 8 Page 8 of 8 EXP: 09/30/2025 315 N Maxine St Structural Calculations Amir Deihimi, Principal NEW DETACHED ADU 315 N. MAXINE ST., SANTA ANA, CA 92707 Project No.: 231223 February 19, 2025 January, 18, 2023 Project: 23011 Location: 5463 Wadean PI Oakland, CA 94601, USA Client: N/A TABLE OF CONTENTS February 19, 2025 Project: 231223 Location: 315 N. Maxine St., Santa Ana, CA 92707 Client: N/A Design Criteria Framing Design Lateral Design Foundation Design Collar Tie Design 1­4 5­13 14­19 20­21 22­end 12/29/23, 1:35 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.7474912&lng=-117.9394301&address=315 N Maxine St%2C Santa Ana%2C California%2C 92707 1/1 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:315 N Maxine St, Santa Ana, California, 92707 Coordinates:33.7474912, -117.9394301 Elevation:64 ft Timestamp:2023-12-29T06:33:46.110Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 76 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 64 ft Map data ©2023 Report a map error Page 3 of 24 Page 3 Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils and replacement with drier soils/cement slurry can be performed. In addition, if needed, crushed rock and or geogrid for bridging, etc. can also be used. This will be determined by the geotechnical consultant based on the exposed conditions during the excavations at the site. Seismicity The subject site is located in Southern California, which is a major earthquake-prone zone. Therefore, the owner(s) of this property should be aware of the seismic risks associated with being located in this zone. The Soil Site Class D Default can be used for the soils underlying the subject site. The Seismic Design Category D can be used for the site. The following seismic parameters obtained from the computer program https:// seismicmaps.org prepared by SEAOC [Structural Engineers Association Of California] in conjunction with California’s Office of Statewide Health Planning and Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site. · Fa = 1.2 · Fv = null* · Mapped Spectral Accelerations Values: Ss = 1.336 (for the short period of 0.2 second) S1 = 0.476 (for the 1-second period) · Maximum Considered Earthquake Spectral Response Accelerations: SMs = FaSs = 1.603 (for the short period of 0.2 second) SM1 = FvS1 = null* (for the 1-second period) · Design Spectral Response Accelerations: SDs = 2/3 SMs = 1.069 (for the short period of 0.2 second) SD1 = 2/3 SM1 = null* (for the 1-second period) · PGA = 0.571 Please see ASCE 7-16, Section 11.4.8. Please see APPENDIX C for additional seismic parameters, as needed. BUILDING INFORMATION A.General: Number of stories 1 Building risk category II Design Code 2022 CBC Load standard ASCE 7-16 Design Load Combination ASD B.Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Exposure C Wind Speed V 95 Enclosure Enclosed Building Velocity pressure qz 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz from (Table 26.10-1) Directionality Factor Kd 0.85 (Table 26.6-1) Topographic factor defined Kzt 1 (26.8.2) Gust Effect Factor G 0.85 (26.11) Pressures for MWFRS p qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp from (Fig. 27.3-1) Internal pressure coefficient (GCpi)0.18 (Table 26.13-1)} SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D (Table 11.6-1) Importance factor Ie 1 (Table 1.5-2) Soil Site Class D-Default (Table 20-3-1) Response Spectral Acc. (0.2 sec) Ss 1.336 Response Spectral Acc. (1.0 sec) S1 0.476 TL (sec)8 Fa 1.2 (Table 11.4-1) Fv 1.824 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.603 (11.4-1) Max. Considered earthquake acc. SM1 .868 (11.4-2) Design spectral acc. At short period SDS 1.069 (11.4-3) Design spectral acc. at 1s period SD1 0.579 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)15.3 Building period T=Ta (sec)0.155 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.047 (12.8-5 & 12.8-6) Maximum Cs 0.576 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.164 (12.8-2) Adjusted Cs 0.164 For allowable stress design V = 0.7CsW 0.115W vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 4 of 24 Roof Loads (Load_Roof) Clay Tile 10 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.+Solar 2 psf Total De ad Load 20 psf Liv e Load 20 psf Total Load 40 psf Interior Wall (Wall_In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf Total De ad Load 10 psf Exterior Wall (Wall_Ex) 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf Total De ad Load 17 psf Ceiling Loads (Load_Ceiling) Ceiling 6 psf Total De ad Load 6 psf Liv e Load 10 psf Total Load 16 psf DESIGN LOADS vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 5 of 24 ROOF SHEARWALL LAYOUT 1 2 A B D1 Company : Project : NEW DETACHED ADU Job No.: 231223 Plan : N/A Designed : T.D. Checked : P.P. Date : 12-29-2023 Client : N/A Page 6 of 24 SECTION D1 – DIRECTION X Bui l di ng Di m ensi on (ft):B = 39 L = 37.75 M ean Hei ght = 15.3 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 39 Depth = 37.75 Wi nd Hei ght = 15.3 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =37.75/39=0.97, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.5, qh = 16.85 PSF Wal l (LW) P = GCplqh = 7.16 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wal l (WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wal l P = GCpwqz+GCplqh 18.51 19.18 19.71 20.25 21.05 21.72 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Hi p W=39', L=37.75', Sl ope = 18.43° WW Hi p W=39', L=37.75', Sl ope = 18.43° LW -2.41 59.24 29.74 27.09 59.24 -2.41 27.09 29.74 D1X_ROOF = 87.83 = 0.6 x 146.39 PLF M AX T OT AL = 87.83 PLF SEISMIC LOAD:V = 0.1151W W_ROOF: Load_Roof (DL)= 20 x 1298 / 39 = 665.64 Wal l _Ex (DL)= 17 x 60 x (10/2) / 39 = 130.77 Wal l _In (DL)= 10 x 45 x (10/2) / 39 = 57.69 Cs*W = 0.1151 x (665.64 + 130.77 + 57.69)= 98.31 T OT AL SEISM IC LOAD 98.31 = 98.31 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1X_ROOF 854.1 10 1 98.31 98.31 854.1 98.31 130.41 260.82 130.41 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1X_ROOF 36.5 37.7 5 63 575.3 42.5 387.5 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=1 8 0 /W=2 5 2 ) (10 ) 16d si nker per top pl ate spl i c e SECTION D1 – DIRECTION Y Bui l di ng Di m ensi on (ft):B = 37.75 L = 39 M ean Hei ght = 15.3 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 37.75 Depth = 39 Wi nd Hei ght = 15.3 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =39/37.75=1.03, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.49, qh = 16.85 PSF Wal l (LW) P = GCplqh = 7.07 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wal l (WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wal l P = GCpwqz+GCplqh 18.42 19.08 19.62 20.15 20.95 21.62 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Hi p W=37.75', L=39', Sl ope = 18.43° LW Hi p W=37.75', L=39', Sl ope = 18.43° WW 59.24 -2.41 27.09 29.74 -2.41 59.24 29.74 27.09 D1Y_ROOF = 87.55 = 0.6 x 145.91 PLF M AX T OT AL = 87.55 PLF SEISMIC LOAD:V = 0.1151W W_ROOF: Load_Roof (DL)= 20 x 1298 / 37.75 = 687.68 Wal l _Ex (DL)= 17 x 50 x (10/2) / 37.75 = 112.58 Wal l _In (DL)= 10 x 25 x (10/2) / 37.75 = 33.11 Cs*W = 0.1151 x (687.68 + 112.58 + 33.11)= 95.92 T OT AL SEISM IC LOAD = 95.92 = 95.92 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1Y_ROOF 833.38 10 1 95.92 95.92 833.38 95.92 127.25 254.49 127.25 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1Y_ROOF 3 5 39 5 7 .1 499.6 39.3 343.7 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=1 8 0 /W=2 5 2 ) (10 ) 16d si nker per top pl ate spl i c e vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 7 of 24 SHEARWALL AND HARDWARE SCHEDULES (De sign Code : 2022 CBC) A. SHEARWALL SCHEDULE Pane l Type She athing Edge Nail Fie ld Nail Se ismic Allowable (plf) Wind Allowable (plf)Sole Plate Nailing She ar Clip M udsill Anchors Ga (k/in)2x Mudsill 3x Mudsill SW1 3/8" Sheathing 8d @ 6 8d @ 12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10 @ 48 -13 SW2 3/8" Sheathing 8d @ 4 8d @ 12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10 @ 42 -19 SW3 3/8" Sheathing 8d @ 3 8d @ 12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10 @ 36 -25 SW4 3/8" Sheathing 8d @ 2 8d @ 12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10 @ 24 -39 SW5 15/32" Structural I 10d @ 2 10d @ 12 870 1218 (2) Rows Stagg, 16d Nails @ 3 A35 @ 6 5/8 x 10 @ 18 -51 SW3D 3/8" Sheathing 8d @ 3 8d @ 12 980 1372 SDS1/4x6 @ 4 (Both Sides)A35 @ 8 -5/8 x 12 @ 22 50 SW4D 3/8" Sheathing 8d @ 2 8d @ 12 1280 1792 SDS1/4x6 @ 3 (Both Sides)A35 @ 8 -5/8 x 12 @ 16 78 SW5D 15/32" Structural I 10d @ 2 10d @ 12 1740 2436 SDS1/4x6 @ 2 (Both Sides)A35 @ 6 -5/8 x 12 @ 8 102 B. HOLDOWN SCHEDULE Holdown M in. Post Conne ctors Anchor Bolt Allowable (lbs)Displace me nt all da (in)Re marks HDU2 4X4 6-SDS1/4x2 1/2 5/8"3075 0.088 HD1 HDU4 4X4 10-SDS1/4x2 1/2 5/8"4565 0.114 HD2 HDU5 4X4 14-SDS1/4x2 1/2 5/8"5645 0.115 HD3 HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 HD4 C. HOLDOWN STRAP SCHEDULE Strap M in. Post Conne ctors Allowable (lbs)Displace me nt all da (in)Re marks CS16 2X4 22-10d 1705 0.026 A (2)CS16 2-2X4 22-10d 3410 0.026 B (2)CS14 2-2X4 30-10d 4980 0.031 C CMST14 4X4 80-16d 6490 0.052 D (3)CS14 3-2X4 30-10d 7470 0.031 C* CMST12 4X6 104-16d 9200 0.069 E (2)CMST14 4X8 80-16d 12980 0.052 F (2)CMST12 6X8 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails pe r top plate splice Allowable Te nsion Loads Re marksTypeGaFasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 8 of 24 OVERTURNING LOAD COMBINATIONS (De sign Code : 2022 CBC) ULIFT DOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 9 of 24 SW_LINE A 1st Floor Passe d Exterior Wall Drection X Location:(1.00, 1.50) Loads SECTION D1X_ROOF: W=1625 LB, E=1819 LB (37ft) Wall Self-Weight Seismic = 233 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 24.00 Total panel Length (ft): 9.58 ρ = 1.3 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A&B SW2 (1) Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1069 226 0 0 0 1137 1399 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 1069 226 0 0 0 1137 1399 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 4.80 10.00 1337 2078 HDU2/4X4 0.43/0.27 0 0 NO_UPLIFT 0.00/0.00 1.147 2.400 B 4.78 10.00 0 0 NO_UPLIFT 0.00/0.00 1337 2078 HDU2/4X4 0.43/0.27 1.147 2.400 (1) See shear wall with opening report vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 10 of 24 PASSED Shear capacity adjustment factor Co = r x L =0.94 (r = 1/(1 + A0/h∑Li)3- 2r ∑Li A0: Total area of opening in the perforated shear wall individual opening areas calculated as the opening width times the clear opening height Unit shear v = Max(W, E)=289.80 plfC0∑Li Ge ne ral Wind W (lbs)1625 Seismic E (lbs)2598 Total wall width L (ft)14.58 Plate height H (ft)10.00 H1 (ft)3.00 H2 (ft)4.00 H3 (ft)3.00 L1 (ft)4.80 L2 (ft)5.00 L3 (ft)4.78 Analysis Calculate Hold-down Force:T = C =1114.38 lb (WIND) 1781.96 lb (SEISMIC) Calculate shear stress above va = vb =185.73 plf (WIND) and below openings:296.99 plf (SEISMIC) Calculate De fle ction Deflection: ∆=8 v h3 + v h + h da E A b 1000Ga b SHEARWALL WITH OPENING: SW_LINE A 1st Floor Pane l A&B ai (ft)Lpi (ft) WIND SEISMIC Pier shear stresses Strap Force Corner shear stresses Pier shear stresses Strap Force Corner shear stresses Vpi (lb)vpi (plf)Fi (lb)Vai (lb)vai (plf)Vpi (lb)vpi (plf)Fi (lb)Vai (lb)vai (plf) 2.51 7.31 814.08 169.60 465.29 348.79 72.66 1301.76 271.20 744.03 557.73 116.19 2.49 7.27 810.69 169.60 463.36 347.33 72.66 1296.34 271.20 740.93 555.40 116.19 She arwall Type and Strap Max Actual (plf)Allowable (plf) Adjusted Factor by H/W Adjusted Allowable (plf)Shearwall Type Strap Design Wind Seismic Wind Seismic Max Force (lb)Selected Allowable (lb) 185.73 296.99 380 1.00 532 380 SW2 744.03 CS16 1705 Total length of wall with full sheathing b = 9.58 ft Delta Left ∆L = 0.20 in Delta Right ∆R = 0.20 in Max Deflection = (Cd/I) x Max(∆L,∆R) x 1.4 = 1.15 in Allowable Defl. = 0.02 x h = 2.40 in vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 11 of 24 SW_LINE B 1st Floor Passe d Exterior Wall Drection X Location:(1.11, -1.11) Loads SECTION D1X_ROOF: W=1625 LB, E=1819 LB (37ft) Wall Self-Weight Seismic = 375 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 36.00 Total panel Length (ft): 8.00 ρ = 1.3 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 8.00 10.00 1.25 203 342 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 680 226 0 0 0 2108 2733 680 226 0 0 0 2108 2733 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 8.00 10.00 3247 3813 HDU4/4X4 0.71/0.50 3247 3813 HDU4/4X4 0.71/0.50 1.674 2.400 vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 12 of 24 SW_LINE 1 1st Floor Passe d Exterior Wall Drection Y Location:(1.11, 1.11) Loads SECTION D1Y_ROOF: W=1554 LB, E=1703 LB (35.5ft) Wall Self-Weight Seismic = 289 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 14.00 Total panel Length (ft): 8.00 ρ = 1.3 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 8.00 10.00 1.25 194 313 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 680 226 0 0 0 2016 2497 680 226 0 0 0 2016 2497 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 8.00 10.00 2940 3506 HDU4/4X4 0.64/0.46 2940 3506 HDU4/4X4 0.64/0.46 1.525 2.400 vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 SW_LINE 2 1st Floor Passe d Exterior Wall Drection Y Location:(-1.11, 1.11) Loads SECTION D1Y_ROOF: W=1554 LB, E=1703 LB (35.5ft) Wall Self-Weight Seismic = 411 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 37.00 Total panel Length (ft): 8.00 ρ = 1.3 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 8.00 10.00 1.25 194 328 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 680 226 0 0 0 2016 2619 680 226 0 0 0 2016 2619 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 8.00 10.00 3099 3665 HDU4/4X4 0.68/0.48 3099 3665 HDU4/4X4 0.68/0.48 1.603 2.400 vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 14 of 24 LOAD COMBINATIONS (Load Standard: ASCE 7-16) id Load case De ad Sds*De ad Liv e Roof Liv e Snow Wind Se ismic Dire ction Load Dur ation Factor CD 1 D 1 0.9 2 D + L 1 1 1 3 D + Lr 1 1 1.25 4 D + S 1 1 1.15 5 D + 0.75L + 0.75Lr 1 0.75 0.75 1.25 6 D + 0.75L + 0.75S 1 0.75 0.75 1.15 7 D + 0.6W (N)1 0.6 N_S 1.6 8 D + 0.6W (S)1 0.6 S_N 1.6 9 D + 0.6W (E)1 0.6 E_W 1.6 10 D + 0.6W (W)1 0.6 W_E 1.6 11 D + 0.75(0.6W) (N) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 N_S 1.6 12 D + 0.75(0.6W) (S) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 S_N 1.6 13 D + 0.75(0.6W) (E) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 E_W 1.6 14 D + 0.75(0.6W) (W) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 W_E 1.6 15 D + 0.75(0.6W) (N) + 0.75L + 0.75S 1 0.75 0.75 0.45 N_S 1.6 16 D + 0.75(0.6W) (S) + 0.75L + 0.75S 1 0.75 0.75 0.45 S_N 1.6 17 D + 0.75(0.6W) (E) + 0.75L + 0.75S 1 0.75 0.75 0.45 E_W 1.6 18 D + 0.75(0.6W) (W) + 0.75L + 0.75S 1 0.75 0.75 0.45 W_E 1.6 19 0.6D + 0.6W (N)0.6 0.6 N_S 1.6 20 0.6D + 0.6W (S)0.6 0.6 S_N 1.6 21 0.6D + 0.6W (E)0.6 0.6 E_W 1.6 22 0.6D + 0.6W (W)0.6 0.6 W_E 1.6 23 (1.0 + 0.14Sds)D + 0.7ΩE (N)1 0.14 0.7 N_S 1.6 24 (1.0 + 0.14Sds)D + 0.7ΩE (S)1 0.14 0.7 S_N 1.6 25 (1.0 + 0.14Sds)D + 0.7ΩE (E)1 0.14 0.7 E_W 1.6 26 (1.0 + 0.14Sds)D + 0.7ΩE (W)1 0.14 0.7 W_E 1.6 27 (1.0 + 0.105Sds)D + 0.525ΩE (N) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 N_S 1.6 28 (1.0 + 0.105Sds)D + 0.525ΩE (S) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 S_N 1.6 29 (1.0 + 0.105Sds)D + 0.525ΩE (E) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 E_W 1.6 30 (1.0 + 0.105Sds)D + 0.525ΩE (W) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 W_E 1.6 31 (0.6 - 0.14Sds)D + 0.7ΩE (N)0.6 -0.14 0.7 N_S 1.6 32 (0.6 - 0.14Sds)D + 0.7ΩE (S)0.6 -0.14 0.7 S_N 1.6 33 (0.6 - 0.14Sds)D + 0.7ΩE (E)0.6 -0.14 0.7 E_W 1.6 34 (0.6 - 0.14Sds)D + 0.7ΩE (W)0.6 -0.14 0.7 W_E 1.6 vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 15 of 24 Be am ID: RR1 Section type:Douglas Fir-Larch No.2 Section name:2x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : True Applie d Loads: Load_Roof 53.4PLF =2.67 x (20+20)/2 @ 0' to 11.25' SELF WEIGHT 2.55PLF From 0' to 11.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1.15 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 165 0 150 0 0 0 0 0 315/0 2 165 0 150 0 0 0 0 0 315/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)885 5.62 1700 52 1.25 Shear (lbs)279 0 1631 17 1.25 Live Deflection 0.126 5.62 0.375 34 - Total Deflection 0.265 5.62 0.562 47 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 1 Section type:Douglas Fir-Larch No.2 Section name:4x6 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 26.6PLF =1.33 x (20+20)/2 @ 0' to 8.2' Load_Ceiling 10.64PLF =1.33 x (6+10)/2 @ 0' to 8.2' SELF WEIGHT 4.51PLF From 0' to 8.2' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 89 0 82 0 0 0 0 0 171/0 2 89 0 82 0 0 0 0 0 171/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)351 4.1 2151 16 1.25 Shear (lbs)153 8.2 2888 5 1.25 Live Deflection 0.026 4.1 0.273 10 - Total Deflection 0.055 4.1 0.41 13 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 16 of 24 Be am ID: 2 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 510PLF =25.5 x (20+20)/2 @ 0' to 6.76' Load_Ceiling 70PLF =8.75 x (6+10)/2 @ 0' to 6.76' SELF WEIGHT 7.59PLF From 0' to 6.76' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 976 0 1010 0 0 0 0 0 1986/0 2 976 0 1010 0 0 0 0 0 1986/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3356 3.38 5615 60 1.25 Shear (lbs)1503 6.76 4856 31 1.25 Live Deflection 0.038 3.38 0.225 17 - Total Deflection 0.075 3.38 0.338 22 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 3 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Ceiling 180PLF =22.5 x (6+10)/2 @ 0' to 13.27' SELF WEIGHT 7.59PLF From 0' to 13.27' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 498 0 746 0 0 0 0 0 1245/0 2 498 0 746 0 0 0 0 0 1245/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4129 6.63 5615 74 1.25 Shear (lbs)1095 13.27 4856 23 1.25 Live Deflection 0.213 6.63 0.442 48 - Total Deflection 0.354 6.63 0.664 53 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 17 of 24 Be am ID: 4 Section type:Ve rsa Lam 3100 Section name:3 1/2x9 1/2 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 225~0PLF =11.25~0 x (20+20)/2 @ 0' to 16.43' Load_Roof 230~0PLF =11.5~0 x (20+20)/2 @ 0' to 16.43' SELF WEIGHT 7.8PLF From 0' to 16.43' Factors: Ct = 1 Cm = 1 CL = 1.00 Cr = 1 Cv = 1.03 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1310 0 1246 0 0 0 0 0 2556/0 2 687 0 623 0 0 0 0 0 1310/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)8135 6.9 17000 48 1.25 Shear (lbs)2556 0 7897 32 1.25 Live Deflection 0.374 7.89 0.548 68 - Total Deflection 0.773 7.89 0.821 94 - *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 5 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 8.42 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 500PLF =25 x (20+20)/2 @ 0' to 8.42' Wall_Ex 34PLF =2 x 17 @ 0' to 8.42' SELF WEIGHT 7.59PLF From 0' to 8.42' Factors: Ct = 1 Cm = 1 CL = 0.98 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1228 0 1053 0 0 0 0 0 2280/0 2 1228 0 1053 0 0 0 0 0 2280/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4800 4.21 5510 87 1.25 Shear (lbs)1835 8.42 4856 38 1.25 Live Deflection 0.077 4.21 0.281 27 - Total Deflection 0.166 4.21 0.421 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 18 of 24 Be am ID: 6 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 220PLF =11 x (20+20)/2 @ 0' to 11.31' Load_Roof 26.6PLF =1.33 x (20+20)/2 @ 0' to 11.31' SELF WEIGHT 7.59PLF From 0' to 11.31' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 740 0 697 0 0 0 0 0 1437/0 2 740 0 697 0 0 0 0 0 1437/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4064 5.66 5615 72 1.25 Shear (lbs)1232 11.31 4856 25 1.25 Live Deflection 0.123 5.66 0.377 33 - Total Deflection 0.253 5.66 0.566 45 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 7 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 3.08 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_In 20PLF =2 x 10 @ 0' to 3.08' Load_Ceiling 180PLF =22.5 x (6+10)/2 @ 0' to 3.08' POINT supp#2 of Beam 6 @ 3ft, (D=740 Lr=697) POINT supp#1 of Beam 4 @ 3ft, (D=1310 Lr=1246) SELF WEIGHT 7.59PLF From 0' to 3.08' Point Load Location Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 200 0 224 0 0 0 0 0 423/0 2 2143 0 2066 0 0 0 0 0 4209/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)432 2.03 5580 8 1.25 Shear (lbs)4043 3.08 4856 83 1.25 Live Deflection 0.001 1.63 0.103 1 - Total Deflection 0.002 1.63 0.154 1 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 19 of 24 Be am ID: 8 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 5.25 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 510PLF =25.5 x (20+20)/2 @ 0' to 5.25' Wall_Ex 34PLF =2 x 17 @ 0' to 5.25' SELF WEIGHT 5.95PLF From 0' to 5.25' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 774 0 669 0 0 0 0 0 1444/0 2 774 0 669 0 0 0 0 0 1444/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1895 2.62 3703 51 1.25 Shear (lbs)1081 0 3806 28 1.25 Live Deflection 0.025 2.62 0.175 14 - Total Deflection 0.053 2.62 0.262 20 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 20 of 24 Weight of Pad POINT Weight of Pad POINT POINT Footing/Pad ID: 1 Supp#2 of BM 7 Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1200.00 LB = 150 x 2.00' x 2.00' x 2.00' From Support 2 of Beam 7 (4209LB) Design Pad: Total Point Load (Ptotal) = 5409 LB S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =4937.50 LB Required Pad Area = Ptotal/SB = 5409.33587537683/1500 = 3.61 Ft2 USE 2'-0" SQ x 24" DEEP PAD with (3) #4 @ Bottom, E.W. Footing/Pad ID: 2 Supp#1 of BM 1 & Supp#1 of BM 2 Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1200.00 LB = 150 x 2.00' x 2.00' x 2.00' From Support 1 of Beam 1 (171LB) From Support 1 of Beam 2 (1986LB) Design Pad: Total Point Load (Ptotal) = 3357 LB S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =4937.50 LB Required Pad Area = Ptotal/SB = 3357.24375901749/1500 = 2.24 Ft2 USE 2'-0" SQ x 24" DEEP PAD with (3) #4 @ Bottom, E.W. vG23.06.30 : : : : Com pany Project 231223 - 317 N Maxine St SA ADU Job No.231223 Plan N/A : : : : Designed T.D. Checked P.P. Date 12/28/2023 Client N/A TIC Structure Design 2023 Page 21 of 24 Point Load on Slab Core Structure, inc.Lic. # : KW-06010610 DESCRIPTION:Supp#2 of BM 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: check Point load to Conventional Slab.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Analytical Values 100.0 2,850.0 2.50 0.150 3.0 : 1 5.0 Min. Adjacent Load Distance in35.213 ksi f'c - Concrete Compressive Strength ksi pcid - Slab Thickness in Ks - Soil Modulus of Subgrade Reaction Ec - Concrete Elastic Modulus - Poisson's Ratio FS - Req'd Factor of Safety P Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d^2 Min Adjacent Column Distance = R1 = 50% plate average dimension = sqrt( PlWid * PlLen) /2 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 ] ^ 1/4 ) Analysis Formulas GoverningApplied Concentrated Load on Plate - (kip) E Check(in)LenWidLoad ID Plate L Pu PnR1(in) D Lr S W Ld Comb (kip)(kip) Load & Capacity Table 1 Pass, FS=54.62 >= 31.753.50 3.50 0.50 1.20.75 +D+Lr 68.0 Page 22 of 24 Project: Location: CT1 page of StruCalc Version 10.0.1.5 12/29/2023 3:35:43 PM Collar Tie [2016 California Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 12.6 FT (11.6 + 1) @ 16 O.C. #2 - Douglas-Fir-Larch - Dry Use 1.5 x 5.5 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 47.9% Controlling Factor: Deflection DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.17 0.17 0.34 IN L/864 in IN L/432 Center -0.05 -0.05 -0.10 IN 2L/532 in IN 2L/266 Right RAFTER REACTIONS Lower Live Load @ A & B Lower Dead Load @ A & B Lower Total Load @ A & B Collar Tie Tension LOADS 266 266 531 plf plf plf REACTIONS 354 354 708 975 lb lb lb lb RAFTER SUPPORT DATA Bearing Length B 0.76 in RAFTER DATA Span Length Unbraced Length-Bottom Rafter Pitch Collar Tie Location Roof Duration Factor Peak Notch Depth Base Notch Depth 11.6 12.23 4 4.27 1.15 0.00 0.00 ft ft Interior :12 ft 1 0 ft ft Eave MATERIAL PROPERTIES Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 5.796 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 11.384 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Cr=1.15 Fv = Cd=1.15 E = Fc - ┴ = 939 ft-lb -619 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1428 207 1600 625 psi psi ksi psi Adjusted 7.89 4.48 32.21 939 -619 in3 in2 in4 ft-lb lb Req'd 13.14 10.88 47.63 1564 1501 in3 in2 in4 ft-lb lb Provided RAFTER LOADING Uniform Floor Loading Roof Live Load: Roof Dead Load: Slope Adjusted Spans And Loads Interior Span: Eave Span: Rafter Live Load: Eave Live Load: Rafter Dead Load: Rafter Total Load: Eave Total Load: LL = DL = L-adj = L-Eave-adj = wL-adj = wL-Eave-adj = wD-adj = wT-adj = wT-Eave-adj = 20 20 12.23 1.05 24 24 25 49 49 psf psf ft ft plf plf plf plf plf LOADING DIAGRAM 1 ft 11.6 ft 4.27 ft 23.2 ft 0.23 ft COLLAR TIE DESIGN 1.5 x 5.5 Solid Sawn Lumber with minimum Ft = 575 Tension Parallel to Grain Collar Tie Location Collar Tie Tension Collar Tie Capacity Nailing Required @ Both Ends 16d Common 16d Sinker 16d Box Ft = Cd=1.15 Cf=0.00 575 4.27 975 8183 7 Nails 8 Nails 9 Nails psi ft lb lb Base Values Ft' = 992 psi Adjusted Page 23 of 24 Project: Location: CT2 page of StruCalc Version 10.0.1.5 12/29/2023 3:37:33 PM Collar Tie [2016 California Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 12.5 FT (11.5 + 1) @ 16 O.C. #2 - Douglas-Fir-Larch - Dry Use 1.5 x 7.25 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 51.7% Controlling Factor: Deflection DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.16 0.16 0.33 IN L/886 in IN L/443 Center -0.05 -0.05 -0.09 IN 2L/546 in IN 2L/274 Right RAFTER REACTIONS Lower Live Load @ A & B Lower Dead Load @ A & B Lower Total Load @ A & B Collar Tie Tension LOADS 263 263 527 plf plf plf REACTIONS 351 351 702 966 lb lb lb lb RAFTER SUPPORT DATA Bearing Length B 0.75 in RAFTER DATA Span Length Unbraced Length-Bottom Rafter Pitch Collar Tie Location Roof Duration Factor Peak Notch Depth Base Notch Depth 11.5 12.12 4 4.17 1.15 0.00 0.00 ft ft Interior :12 ft 1 0 ft ft Eave MATERIAL PROPERTIES Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 5.749 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 11.384 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Cr=1.15 Fv = Cd=1.15 E = Fc - ┴ = 922 ft-lb -613 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1428 207 1600 625 psi psi ksi psi Adjusted 7.75 4.44 31.4 922 -613 in3 in2 in4 ft-lb lb Req'd 13.14 10.88 47.63 1564 1501 in3 in2 in4 ft-lb lb Provided RAFTER LOADING Uniform Floor Loading Roof Live Load: Roof Dead Load: Slope Adjusted Spans And Loads Interior Span: Eave Span: Rafter Live Load: Eave Live Load: Rafter Dead Load: Rafter Total Load: Eave Total Load: LL = DL = L-adj = L-Eave-adj = wL-adj = wL-Eave-adj = wD-adj = wT-adj = wT-Eave-adj = 20 20 12.12 1.05 24 24 25 49 49 psf psf ft ft plf plf plf plf plf LOADING DIAGRAM 1 ft 11.5 ft 4.17 ft 23 ft 0.3 ft COLLAR TIE DESIGN 1.5 x 7.25 Solid Sawn Lumber with minimum Ft = 575 Tension Parallel to Grain Collar Tie Location Collar Tie Tension Collar Tie Capacity Nailing Required @ Both Ends 16d Common 16d Sinker 16d Box Ft = Cd=1.15 Cf=0.00 575 4.17 966 10787 6 Nails 8 Nails 9 Nails psi ft lb lb Base Values Ft' = 992 psi Adjusted Page 24 of 24 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 1 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 GENERAL INFORMATION 01 Project Name 315 N Maxine St - ADU 02 Run Title Title 24 Analysis 03 Project Location 315 N Maxine St 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92707 07 Software Version EnergyPro 9.3 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)270 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)799 19 Glazing Percentage (%)16.65% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 2 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 38 37.9 27.7 Proposed Design 36.9 37.7 27.6 1.1 0.2 0.1 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 2.19 kWdc •PV System resized to 2.19 kWdc (a factor of 2.191) to achieve 'Standard Design PV' PV scaling 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 3 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0.32 1.52 0.41 2.89 -0.09 -1.37 Space Cooling 1.27 30 1.19 32.31 0.08 -2.31 IAQ Ventilation 0.45 4.69 0.45 4.69 0 0 Water Heating 2.2 23.26 1.77 19.27 0.43 3.99 Self Utilization/Flexibility Credit 0 0 0 0 Efficiency Compliance Total 4.24 59.47 3.82 59.16 0.42 0.31 Photovoltaics -3 -90.37 -3 -90.35 Battery 0 0 Flexibility 0 Indoor Lighting 1.03 9.7 1.03 9.7 Appl. & Cooking 6.9 46.46 6.89 46.42 Plug Loads 5.69 57.9 5.69 57.9 Outdoor Lighting 0.21 1.81 0.21 1.81 TOTAL COMPLIANCE 15.07 84.97 14.64 84.64 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 4 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 23.39 22.87 0.52 2.22 Net EUI2 8.1 7.59 0.51 6.3 Notes     1. Gross EUI is Energy Use Total (not including PV) / Total Building Area.     2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 2.19 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 5 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Minimum Airflow •Verified EER/EER2 •Verified SEER/SEER2 •Fan Efficacy Watts/CFM •Verified HSPF •Verified heat pump rated heating capacity •Duct leakage testing BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 315 N Maxine St - ADU 799 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status Living Area Conditioned HVAC System1 799 10 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) North Wall Living Area R-15 Wall1 0 Left 141 40 90 South Wall Living Area R-15 Wall1 180 Right 368 33 90 West Wall Living Area R-15 Wall1 270 Front 229 40 90 East Wall Living Area R-15 Wall1 90 Back 229 40 90 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 6 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Interior Surface __Garage__>>Living Area R-15 Wall n/a n/a 227 0 n/a Roof Living Area R-38 + R-19 Roof Attic n/a n/a 799 n/a n/a Roof 2 __Garage__R-0 Roof Attic n/a n/a 281 n/a n/a North Wall 2 __Garage__R-0 Wall 0 Left 227 0 90 West Wall 2 __Garage__R-0 Wall 270 Front 105 56 90 East Wall 2 __Garage__R-0 Wall 90 Back 105 0 90 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic __Garage__Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic Living Area Attic RoofLiving Area Ventilated 4 0.1 0.85 No No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading WA-5040 Window North Wall Left 0 1 20 0.3 NFRC 0.23 NFRC Bug Screen WA-5040 2 Window South Wall Right 180 1 20 0.3 NFRC 0.23 NFRC Bug Screen WB-3030 Window South Wall Right 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen WF-3014 Window South Wall Right 180 1 4 0.3 NFRC 0.23 NFRC Bug Screen WA-5040 3 Window West Wall Front 270 1 20 0.3 NFRC 0.23 NFRC Bug Screen WA-5040 4 Window West Wall Front 270 1 20 0.3 NFRC 0.23 NFRC Bug Screen 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 7 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading WA-5040 5 Window East Wall Back 90 1 20 0.3 NFRC 0.23 NFRC Bug Screen WA-5040 6 Window East Wall Back 90 1 20 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D3-3068 North Wall 20 0.5 D6-7080 West Wall 2 56 1 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade Living Area 799 120 none 0 80%No Slab-on-Grade 2 __Garage__281 65 none 0 0%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 8 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall1 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco R-15 Wall Interior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.086 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Other Side Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic RoofLiving Area Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-19 None / 0 0.059 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-6.0 insul. R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board R-38 + R-19 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C.R-38 None / None 0.025 Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 9 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 40 Rheem PROPH40 T2 RH37530 (40 gal, JA13) TankZone __Garage____Garage__ WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type HVAC System1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution System 1 Setback 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 10 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Central split HP 1 HSPF 9.5 24000 15000 EERSEER 18 13 Not Zonal Single Speed Heat Pump System 1-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Required 450 Required Required No Yes Yes Yes HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Supply Return Supply Return Supply Return Air Distribution System 1 Unconditioned attic Non-Verified R-8 R-8 Attic Attic n/a n/a No Bypass Duct Sealed and Tested Air Distribution System 1-hers-dist 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 11 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Low Leakage Ducts Entirely in Conditioned Space Air Distribution System 1-hers-dist Yes 5.0 Not Required Not Required Not Required Credit not taken Not Required No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM)Name HVAC Fan 1 HVAC Fan 0.3 HVAC Fan 1-hers-fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Required 0.3 INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:315 N Maxine St - ADU Calculation Date/Time:2024-07-03T10:49:12+07:00 (Page 12 of 12) Calculation Description:Title 24 Analysis Input File Name:315 N Maxine St - ADU.ribd22x Registration Number:Registration Date/Time:    HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-02   20:51:16 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone:   Sang Luu BB Brothers Corporation 07/02/2024 949 South Coast Dr. Costa Mesa, CA 92626 9498365768 Tam Vo 424-P010121500A-000-000-0000000-0000 07/02/2024 20:51 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 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: APP-13 CBC 2016 An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at 31 s N • rv1 ~Xi Vl ( ~ r1~;,5A /'pa,4 I (;,f'\ 'j:2 J O 3' . 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 ACKNOWLEGMENT AND VERIFICATION OF INFORMATON DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. --1l_ 1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner-Builder'' build­ lngpermit that erroneously implies that the property owner is providing his or her own labor and material personally. I, 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. I 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. _JQ__2. I understand building permits are not required to be signed by property owners unless they are responsible for the colistruction and are not hiring a licensed Contractor to assume this responsibility . ..1&.._3. I understand as an "Owner-Builder'' I am the responsible party of record on the permit. I understand that I may protect riifself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. &o 4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers oir'permits and contracts. ltJ 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total vfli:ieof my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. l,__6. I understand if I am considered an "employer" under state and Federal law, I must register with the state and federal g~vernment, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment com­ pensation of each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. llJ 7. I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential sti'uctures cannot legally build them with the intent to offer them for sale, unless a// 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. //11 8. I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any finan­cftior personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workman­ ship or materials. ....t:D._9. I understand I may obtain more information regarding my obligations as an "employer'' from the Internal Revenue Ser­ ~he United States Small Business Administration, the California Department of Benefit Payments, and the California Divi­ sion of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. k_ 1 O. I 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 responsi~le for proP.osed construction ctivity at the following ad- dress: 3, -c;t ti. 7.. 0 . L Of (;\ Yt:SS ) -1,p__ 11. I agree that, as the party legally and mancially responsible for this proposed construction activity, I will abide by all aifpTicable laws and requirements that govern Owner-Builders as well as employers. Jt__ 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 ____ .... &_a._l(_~+----wa ___________ Date: l'l I IO I v!J v( Print name of Owner _______ L_O ..... :ft_N_P_~____._lt_lV\__,_ ______ _ 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, I 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:-------------------------------- 1 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.