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2217 W Civic Center Dr Unit# 2 - Plan
EEEEE E E E E E E E E EE E E E E E E E E E CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW S S S S S S S S S S S S S S S S S S S S S S SS G G G G G G G G G G G G G G G G G G G P.L. 55.00' PR O P E R T Y L I N E 1 6 0 . 0 0 ' 2 PR O P E R T Y L I N E 1 6 0 . 0 0 ' (E) POWER POLE PROPERTY LINE 55.00' 20 (E) 3/4" WATER METER 2 2 (E) MAIN HOUSE 1,407 SF (E) KITCHEN (E) LIVING (E) BED 1 DRIVEWAY 19 (E) BED 2 (E) DINING 18 (E) MAIN ENTRY (E) GARAGE 400 SF (E ) C L OS E T (E) BATH 1 17 (E ) C L OS E T 20 ' - 0 " 60 ' - 9 " 27 ' - 7 1 / 2 " 1'- 4 " 46 ' - 3 1 / 2 " 4' - 0 " 15'-0"36'-0" SIDEBACK 4'-0" RE A R S E T B A C K 4' - 0 " 22 ' - 0 " BU I L D I N G S E P A R A T I O N 16 ' - 3 " 20 ' - 3 " 97 ' - 6 1 / 2 " 4'-10 1/2" 20'-3" BUILDING SEPARATION 15'-2 1/2"10'-8" 4'-0" 21 (N) 1'' WATER METER 3' AWAY FROM EDGE OF DRIVEWAY AND AT MINIMUM 2FT FROM THE EXISTING WATER METER 1.5 INCHES NEW WATER LINE, MIN. 18 INCHES BURIAL DEPTH AND TRACE WIRE IS REQUIRED FOR PVC WATER LINES LINE OF CURB DRIVEWAY APPROACH (E ) 5 ' T A L L B L O C K W A L L (E ) 5 ' T A L L B L O C K W A L L (E) 5' TALL BLOCK WALL W CIVIC CENTER DR (E) 4:12 SLOPE (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E) 4:12 SLOPE (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E ) 4 : 1 2 SL O P E (E) 4:12 SLOPE (N) BED 2 (N) LIVING & DINING (N) BATH-1 (N) KITCHEN (N) BATH-2 (N) BED 1 (N ) C L O S E T (N) ADU 2217 W CIVIC CENTER DR UNIT 2 998 SF (N) 4:12 SLOPE (N) 4:12 SLOPE (E) 4:12 SLOPE (E) 4:12 SLOPE (N ) C L O S E T (N) HALLWAY (N) STORE (N) H/W (N) 4:12 SLOPE (N) 4:12 SLOPE (N ) 4 : 1 2 SL O P E * * * 1 5 10 6 1.1 14 29'-8" BU I L D I N G S E P A R A T I O N 27 ' - 7 1 / 2 " 859 SF OPEN SPACE 380 SF OPEN SPACE 25'-4" eave 1'-4" eave 1'-4" ea v e 1'- 4 " ea v e 1' - 4 " eave 1'-4" ea v e 1'- 4 " eave 1'-4" eave 1'-4" ea v e 1'- 4 " *SEWER LATERAL V.I.F. CONSTRUCTION MEASUREMENT AT THIS CORNER 2% S L O P E 2% S L O P E 2% S L O P E 5% S L O P E 2% S L O P E 2% S L O P E 2% S L O P E 2% SLOPE OPEN SPACE REQUIRED 1200 SF MIN PROVIDE 859SF +380 SF = 1239 SF 5% SLOPE 5% SLOPE 5% S L O P E 5% S L O P E (N) ADU ENTRY PORCH 30 SF 12 (E) DRIVEWAY (E) FAMILY 7'-8 1/2" 7'-6" 8' - 9 " 7' - 6 " IMAGINARY LINE IM A G I N A R Y L I N E (E) PATIO COVER 225 SF 15 9 22 4'-2" 13'-6 1/2" 4-FOOT WALKWAY FROM THE ADU ENTRANCE TO THE STREET. 10 A.07 10 A.07 1 LINE OF CURB (E) MAIN HOUSE 1,407 SF (E) KITCHEN (E) LIVING (E) BED 1 DRIVEWAY 19 (E) BED 2 (E) DINING 18 (E) MAIN ENTRY (E) GARAGE 400 SF (E ) C L OS E T (E) BATH 1 13 22 DEMO EXISTING PATIO COVER (E ) C L OS E T 42 ' - 3 " 20 ' - 3 " 16 ' - 9 1 / 2 " 45 ' - 9 " 15 ' - 0 " 20 ' - 0 " 8'- 0 " 4'-2 1/2" 18'-5 1/2" 2'-0" 30'-4" 4'-10 1/2"20'-3"5'-10 1/2"24'-0" 20 ' - 0 " 56 ' - 1 " 83 ' - 1 1 " 16 0 ' - 0 " 55'-0" P.L. 55.00' PR O P E R T Y L I N E 1 6 0 . 0 0 ' 2 PR O P E R T Y L I N E 1 6 0 . 0 0 ' (E) POWER POLE PROPERTY LINE 55.00' 20 (E) 3/4" WATER METER 2 2 7 7 DRIVEWAY APPROACH LINE OF CURB (E ) 5 ' T A L L B L O C K W A L L (E ) 5 ' T A L L B L O C K W A L L (E) 5' TALL BLOCK WALL (E) 4:12 SLOPE (E) 4:12 SLOPE (E) 4:12 SLOPE (E) 4:12 SLOPE (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E) 4:12 SLOPE (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E) 4:12 SLOPE (E ) 4 : 1 2 SL O P E (E ) 4 : 1 2 SL O P E 5'-6 1/2" 18'-5 1/2"11'-0" 15'-0" 5'-0" (E) DRIVEWAY (E) FAMILY (E) PATIO COVER 225 SF 9 22 LEGAL DESCRIPTION ASSESSORS PARCEL NO. APN: 004-153-16 NOT IN FLOOD FEMA SHFA'S = FLOOD ZONE X LOT SIZE 8,712 SF ZONE R-1 RESIDENTIAL EXISTING SFR 1,407 SF NEW ADU 998 SF TOTAL 2,405 SF BUILDING AND STRUCTURE EXISTING: 1,407 SF LIVING + 400 SF GARAGE + 225 SF PATIO COVER + 30 FRONT ENTRY PORCH = 2,062 SF NEW: 998 SF ADU + 25 SF ENTRY PORCH = 1,023 SF LOT COVERAGE = 3,085 SF / 8,712 SF = 35% OK OCCUPANCY GROUP R3 / U CONSTRUCTION TYPE V-B FIRE SPRINKLER SFR = NO; ADU = NO BUILDING HEIGHT SFR = 14'-4''; ADU = 14'-9'' 8' SCALE : 3/32" = 1'-0" 0 16' 24' 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. 6. THE APPLICANT SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS ON-SITE THAT MAY AFFECT THE PROJECT. THE SITE PLAN SHALL REFLECT ALL RECORDED (OR NON-RECORDED) UTILITY EASEMENTS AND ENSURE THERE ARE NO ENCROACHMENTS BY PROPOSED IMPROVEMENTS (WHICH INCLUDES ANY OVERHANGING ROOF EAVES). THE SITE PLAN SHALL SHOW ALL EXISTING ABOVE-GROUND UTILITIES SUCH AS POWER POLES/LINES OR OTHER. 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 2019 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. 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. 3/32" = 1'-0" 1 PROPOSED SITE PLAN / ROOF PLAN 3/32" = 1'-0" 2 EXISTING SITE PLAN / ROOF PLAN TRACT MAP 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." SHEET INDEX A.01 TITLE SHEET / SITE PLANS / ROOF PLANS A.02 CALGREEN MANDATORY MEASURES A.03 CALGREEN MANDATORY MEASURES A.04 EXISTING MAIN HOUSE FLOOR PLAN AND ELEVATIONS 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 PREVENVENTION NOTES & FEATURES / ELECTRIC READY REQUIREMENTS A.10 DRAINAGE PLAN / CONSTRUCTION MANAGEMENT PLAN A.11 SOIL REPORT SETBACKS INDICATE REQUIRED MINIMUM DISTANCE FROM PROPERTY LINES. CONTRACTOR TO VERIFY ON SITE. 2.38 KWDC 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". SEPARATE PERMIT NEW (1) 24" BOX CANOPY TREE NEW (6) 5-GAL SHRUBS NEW (10) 1-GAL SHRUBS (E) GRASS NEW PERMEABLE HARDSCAPE 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 DESIGNER: BINH DANG 13880 HARBOR BLVD. SUITE 6D GARDEN GROVE, CA 92844 ENGINEER: PRIORITY ENGINEERING GROUP 335 E. BLUERIDGE AVE. ORANGE, CA 92865 TITLE 24: TESSA HO 13880 HARBOR BLVD. SUITE 6D GARDEN GROVE, CA 92844 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 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 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. DESCRIPTIONDATE DELTA A.01 TITLE SHEET / SITE PLANS / ROOF PLANS 3 3D VIEW ADU & MAIN HOUSE 1 07/20/2024 PLAN CHECK SUBMITTAL * ENERGY STORAGE SYSTEMS (ESS) READY. ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING: 1. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: A. ESS READY INTERCONNECTION EQUIPMENT [AUTO TRANSFER SWITCH AND PANEL] WITH A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR B. A DEDICATED, MINIMUM RACEWAY FROM THE MAIN SERVICE TO A SUBPANEL THAT SUPPLIES THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). 2. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE SUPPLIED BY THE ESS: THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS, AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. 3. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPERES WITH SPACE TO INSTALL FUTURE ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET. PARK & REC DEVELOPMENT FEE CALCULATION (ADU SF / SFD SF) 998 SF / 1407 SF = 0.71 THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN “SFR SF” OF THE EXISTING PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN “SFR SF”. S0 STRUCTURAL NOTES S1 FOUNDATION & FRAMING PLANS S2 PATIO FOUNDATION & FRAMING PLANS SD1 FOUNDATION DETAILS SD2 STRUCTURAL DETAILS T24-1 TITLE 24 ADU T24-2 TITLE 24 ADU THE PROPOSED PROJECT IS A 998 SF ONE-STORY DETACHED ACCESSORY DWELLING UNIT, 2 BEDROOMS, 2 BATHROOMS, LIVING, DINING, KITCHEN, LAUNDRY, AND ENTRY PORCH 25 SF. 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. SCOPE OF WORK APPLICABLE CODES 1 (N) MAIN ELEC PANEL 200AMP; DUAL GANG METER; MIN. 20' UFER GROUND SITE PLAN KEYNOTES 2 (E) PERIMETER FENCE / BLOCK WALL 3 (E) CONCRETE WALKWAY 4 (E) DRIVEWAY, 10'X20 PER SPACE 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 WITH SCREEN 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 METER20 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 REQUIREMENTS 21 THE PLANS FOR PV SYSTEM SHALL BE REQUIRED TO BE SUBMITTED PRIOR TO FRAMING INSPECTIONS. (E) WATER HEATER CLOSET22 (N) WATER P.O.C (N) GAS P.O.C (N) SEWER P.O.C LEGALIZE THE REAR PATIO COVER BY THE EXISTING FAMILY ROOM, WHICH IS PART OF THE HOUSE ROOF STRUCTURE. Bldg# 101119458-59 APPROVALS: PLNG - ASevilla BLDG - TLe POLICE - BMartin 2217 W Civic Center Dr Unit# 29/9/2024 WH (G A S ) RE F (E) BEDROOM 1 (E) HALL (E) LIVING KITCHEN (E) DINING (E) PATIO 225 SF TO BE LEGALIZED PERMIT NO. 101119458 BATH-1 (E ) C L O S E T 8'-0" 10'-10 1/2" 14'-10 1/2" (E ) C L O S E T (E) BEDROOM 2 20 ' - 0 " 16 ' - 1 0 1 / 2 " 4' - 9 1 / 2 " 19 ' - 1 " 21 ' - 9 1 / 2 " 4' - 9 " 10 ' - 3 " 20'-0" A.04 3A.04 2 A.04 5 A.04 4 (E) PANTRY (E) FAMILY ROOM (E ) S T O R E 3 A 4 4 3A B 2.1 A 2.1 2 2.1 2 A A A 2 2.1 B x 15' - 0"w7' - 0"h ROLL UP (E) PORTE COCHERE 230 SF (E) GARAGE 400 SF (E) ENTRY PORCH 30 SF 9' - 1 0 1 / 2 " 14'-1 1/2" 7'-5 1/2" 11 ' - 5 " 17'-3 1/2" 12'-10 1/2" 11 ' - 5 " 9' - 3 1 / 2 " 12'-10 1/2" 3'-0" 8' - 1 " 6'-1" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-3 1/2" 14 ' - 4 " GRADE -1'-0" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-3 1/2" 14 ' - 4 " GRADE -1'-0" (E) PATIO 225 SF TO BE LEGALIZED PERMIT NO. 101119458 T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-3 1/2" 14 ' - 4 " GRADE -1'-0" T.O.PLATE 8'-0" T.O.SLAB 0'-0" T.O.RIDGE APPX.13'-3 1/2" 14 ' - 4 " GRADE -0'-6" (E) PATIO 225 SF TO BE LEGALIZED PERMIT NO. 101119458 EXISTING MATERIAL & COLOR LEGEND (E) STUCCO COLOR = BROWN (E) WINDOW COLOR = WHTIE (E) FASICA COLOR = CHARCOAL (E) ROOF COLOR = BROWN 1/8" = 1'-0"1EXISTING MAIN HOUSE FLOOR PLAN 4' SCALE : 1/8" = 1'-0" 0 8'16' 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.04 EXISTING MAIN HOUSE FLOOR PLAN AND ELEVATIONS 1/8" = 1'-0"3EAST ELEVATION -MAIN HOUSE 1/8" = 1'-0"2WEST ELEVATION -MAIN HOUSE 1/8" = 1'-0"4SOUTH ELEVATION -MAIN HOUSE 1/8" = 1'-0"5NORTH ELEVATION -MAIN HOUSE NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 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 ADUS THAT ARE SEPARATE OR EXTEND FROM THE PRINCIPAL DWELLING SHALL BE ARCHITECTURALLY COMPATIBLE WITH THE PRINCIPAL DWELLING. ARCHITECTURALLY COMPATIBLE MEANS THAT THE ADU SHOULD MATCH THE APPEARANCE OF THE PRINCIPAL DWELLING, I.E. SIMILAR MATERIALS, ROOF PITCH, HEIGHT. 1 07/20/2024 PLAN CHECK SUBMITTAL D W 2" MI N . PORCH SLAB SLOPE TO DRAIN 6" MIN. F.G. 6" MI N . NOTE: INFORMATION NOT SHOWN. SEE DETAIL #3 FOR LEGEND AND FACE OF STUDS #3 X 24" DOWELS @ 24" O.C. HOUSE FOOTING TO PORCH SLAB SO I L : 8 " M I N . CO N C . : 4 " M I N . 12" 7" MI N . EM B E D 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7db. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.#3 DOWELS @ 18" O.C 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 8.SCREED @ STUCCO FINISH 18 " 1 2 3 4 6 5 7 8 7" FO R 2 PO U R S ON L Y FOOTING DETAIL WINDOW SCHEDULE DOOR SCHEDULE 2.2 SINGLE FLUSH INTERIOR DOOR: 34"w x 80"h 2 SINGLE FLUSH INTERIOR DOOR: 28"w x 80"h 3 ENTRANCE DOOR: 36"w x 80"h 3A DOUBLE DOOR: 60"w x 80"h 4 CLOSET SLIDING DOOR: 60"w x 80"h B VINYL SLIDER WINDOW: 4'-0"w x 3'-0"h A VINYL SLIDER WINDOW: 5'-0"w x 4'-0"h CONNECTION DETAIL MATCH SLOPE OF ROOF4. 3.DBL. TOP PLATE, BEAM OR POST. 2.OVERALL BEAM DEPTH. FLUSH BEAM NOTCHED AS SHOWN.1. NOTE: DO NOT OVERCUT MIN. 5" FOR 14" DEEP BEAM &5. MIN. 4" FOR 11 7/8" DEEP BEAM. SEE PLANS HIGHER HEEL STAND IS REQ'D TS12 EA. SIDE6. POST OR STUD WALL PER PLAN 7. 2217 W Civic Center Dr Unit# 29/9/2024 GFCI AFCI VS 2 MS RE F (GAS) WH RE F WH GFCI GF C I GF C I GFCI GFCI GF C I GFCI GF C I GFCI AFCI AFCI AFCI AF C I AF C I AFCI AFCI AF C I AF C I AF C I AF C I AF C I GFCI GF C I GFCI GF C I D D 2 2 MS MS AFCI RE F (GAS) WH UNIT PLAN KEYNOTES WINDOW SCHEDULE (N) MAIN ELECTRICAL PANEL 200AMP DUAL METERS. MIN. 20' UFER GROUND A VINYL SLIDER WINDOW: 5'-0"w x 4'-0"h UNIT PLAN LEGEND DOOR SCHEDULE L.E.D. RECESSED LIGHT FIXTURE RECESED LIGHTS SHALL BE AIR-TIGHT AND IC RATED SUPPLY AIR VENT: EVERY DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A ROOM TEMPERATURE OF 68 DEGREES F AT 3 FT. ABOVE THE FLOOR & 2 FT. FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS. RETURN AIR VENT SMOKE DETECTOR HARDWIRED w/ 10-YEAR 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% ALL BATHROOM EXHAUST FAN MUST BE CONTROLLED BY A HUMIDISTAT WHICH SHALL BE READILY ACCESSIBLE (CGDSC 4.506) 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 EXTERIOR LOUVERED DOOR: 24''w x 80'' h 2 SINGLE FLUSH INTERIOR DOOR: 28"w x 80"h 2.1 SINGLE FLUSH INTERIOR DOOR: 30"w x 80"h 3 ENTRANCE DOOR: 36"w x 80"h 4 CLOSET SLIDING DOOR: 50"w x 80"h 5 SINGLE FLUSH EXTERIOR DOOR: 24"w x 80"h 8 TEMPERED GLASS SLIDING DOOR: 60"w x 80"h 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 72 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 10-YEAR LIFE BATTERY BACK-UP IN A SEALED COMPARTMENT 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 30" x 30" 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)). 19.OUTLETS TO BE MAX. 12' APART ALONG WALLS AND 6' FROM DOORS AND CORNERS. GENERAL NOTES 5 6 0.3 U-FACTOR PER TITLE-24 0.22 SHGC PER TITLE-24 CONTRACTOR TO VERIFY SIZE ALL NEW WINDOWS IN NEW BEDROOMS SHALL HAVE EMERGENCY RESCUE WINDOWS OR DOORS (CHAPTER 3, 2019 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: (2019 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. (2019 CRC) BATHROOMS (2019 CRC) EXTERIOR WALL SCONCE LIGHT NEW KITCHEN EXHAUST FAN MIN. 100 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) (N) AC / HEATING CONDENSER MOUNTED ON THE 3" MIN. CONC. PAD OR APPROVED MANUFACTURED PAD MOUNTED TO THE GROUND 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 (N) TANKLESS WATER HEATER 1'' GAS LINE REQ'D IF GAS LINE IS +20' (N) 22X30 ATTIC ACCESS (N) LANDING. 1 1/2" BELOW THRESHOLD. MINIMUM 36" IN DEPTH. UNO. MIN. 2% SLOPE AWAY FROM BUILDING. (NOT USED) (N) AC / HEATING CONDENSER MOUNTED ON THE 3" MIN. CONC. PAD OR APPROVED MANUFACTURED PAD MOUNTED TO THE GROUND (NOT USED) PHOTOCELL CONTROL / MOTION SENSOR 120-V WATERPROOF RECEPTACLE W/COVER (INDICATES NEW DOORS ONLY) (INDICATES NEW WINDOWS ONLY) WHOLE HOUSE FAN; REFER TO T-24, (1400 CFM) B VINYL SLIDER WINDOW: 4'-0"w x 3'-0"h E SINGLE HUNG WINDOW: 2'-0"w x 3'-0" h F VINYL SLIDER WINDOW: 36"w x 12"h (OBSCURED GLASS) (N) ADU ELECTRICAL SUB-PANEL 125AMP1.1 11 MIN. 4”DIA. SMOOT METAL DUCT TO THE OUTSIDE, EQUIPPED WITH A BACK-DRAFT DAMPER. DUCT LENGTH IS LIMITED TO 14’ WITH 2 ELBOWS. 12 LUMINAIRES LOCATED ABOVE A BATHTUB OR SHWR SHALL BE LISTED FOR WET LOCATIONS. 1 1 35'-9 1/2" 11'-4 1/2" 2'-4 1/2" 5'-4 1/2"11'-8"5'-0" 10 ' - 9 " 11 ' - 0 1 / 2 " 21 ' - 9 1 / 2 " 21 ' - 9 1 / 2 " 5' - 9 " 4" 2'-6" 2'-9 1/2" 4'-10" 10'-5 1/2" 11'-4 1/2" 2'-8" 8'-1" 3'-2 1/2" 10'-5 1/2" 10'-3 1/2"9'-1 1/2"16'-4 1/2" 46 ' - 1 " 2.1 x 2' - 6 " w 6' - 8 " h RI G H T H A N D 2.1 x 2' - 6 " w 6 ' - 8 " h LE F T H A N D 2 2 x 2' - 4 " w 6 ' - 8 " h RI G H T H A N D 2 x 2' - 4 " w 6 ' - 8 " h LE F T H A N D BA A A B F F 4 4 x 4' - 2 " w 6 ' - 8 " h SL I D I N G D O O R x 4' - 2 " w 6 ' - 8 " h SL I D I N G D O O R 2 x 2' - 4 " w 6 ' - 8 " h RI G H T H A N D 5' - 8 " 4 ' - 0 " 3 ' - 2 " 3 ' - 3 " 5 ' - 8 " 8 x 5' - 0 " w 6 ' - 8 " h SL I D I N G D O O R 3'-0" 5'-0" 3'-4 1/2" A.06 6 A.06 5 A.06 1 A.06 2 4 A.06 3 A.06 EQ EQ EQ EQ (C L R . ) 10 ' - 4 1 / 2 " (C L R . ) 10 ' - 4 1 / 2 " 1 BEDROOM 1 BEDROOM 2 BATH 2 CLOSET CL O S E T CL O S E T BATH-1 KITCHEN LAUNDRY DINING LIVING HALLWAY x 2' - 4"w6' - 8"h RIGHT HAND 7' - 0 " 1 1 / 2 " 3 x 3' - 0"w6' - 8"h RIGHT HAND 17 " 17 "28" 4' - 0 " 5 ' - 8 1 / 2 " 3 ' - 5 " 8 ' - 8 " 6' - 8 " 5 ' - 1 0 " 10 ' - 8 1 / 2 " 5 ' - 3 " CONC. LANDING42% -3 " -3 " CONC. LANDING4 2% EQ E Q 25'-4" 7 1.1 6 PER T-24 TEMPEREDEGRESS EG R E S S TE M P E R E D ADU ENTRY PORCH 25 SF 1 A 2' - 6 " 21 ' - 9 1 / 2 " 11 ' - 1 0 1 / 2 " 18 ' - 7 " 15 " 15 " 2' - 6 " 1 9 A.07 9 A.07 8 A.07 8 A.07 A.07 1 3 A.07 TYPICAL 9 A.08 5 A.08 5 A.08 5 A.08 9 A.08 6 A.08 1 A.08 3 A.08 12 2'-6" 6'-1" 2'-5"EQ EQ 3'-3" 4'-9" 5'-4" 2'-8" 6' - 5 " 6 ' - 8 " 7 ' - 4 1 / 2 " 7 ' - 2 1 / 2 " 3 ' - 0 " 2' - 8 " 3'-0" 5'-5" 2' - 6 " 5 ' - 4 1 / 2 " 2 ' - 6 " 2' - 4 " 5 ' - 8 1 / 2 " 2 ' - 4 " 2'-6" 6'-0" 2'-6" 3'-9" 6'-0" 6'-0" 6'-5" 2' - 1 0 1 / 2 " 2' - 6 " 2'-4" 5'-1 1/2" 2'-4" 1'-4" EQ EQ EQ EQ 3 IAQ FAN 64 CFM GAS EXHAUST CFM 280 EQ E Q EQ EQ COUNTER TOP OUTLETS SHALL BE DUAL GFI & AFCI TYPE APPX. ATTIC FAU LOCATION 12 EQ EQ BEDROOM 1 BEDROOM 2 CLOSET LAUNDRY DINING KITCHEN LIVING BATH 2 CLOSET HALLWAY CLOSET BATH-1 TOTAL AREA = 998 SF PUBLIC AREA = 486 SF = 49% PRIVATE AREA = 510 SF = 51% BEDROOM 2 BEDROOM 1 BATH-1 CLOSET DINING KITCHEN HALLWAY LIVING BATH 2 2' SCALE : 1/4" = 1'-0" 0 4'8' 1/4" = 1'-0"1DETACHED ADU FLOOR PLAN NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 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 A.05 ACCESSORY DWELLING UNIT FLOOR PLAN & ELECTRICAL / LIGHTING PLAN 1/4" = 1'-0"2DETACHED ADU -ELECTRICAL / LIGHTING PLAN 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) WATER HEATING. SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING COMPONENTS [150.0(N)]: A. A DEDICATED 125V, 20A (10 AWG COPPER BRANCH CIRCUIT) ELECTRICAL RECEPTACLE THAT IS WITHIN 3 FEET FROM THE WATER HEATER AND ACCESSIBLE TO THE WATER HEATER WITH NO OBSTRUCTIONS. THERE SHALL BE A RESERVED SINGLE POLE BREAKER SPACE IN THE ELECTRICAL PANEL LABELED "FUTURE 240V USE". 1) BOTH ENDS OF THE UNUSED CONDUCTOR SHALL BE LABELED WITH THE WORD “SPARE”AND BE ELECTRICALLY ISOLATED. A. A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. B. DESIGNATE A SPACE AT LEAST 2.5 FT. BY 2.5 FT. WIDE AND 7 FT. TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH). CLOTHES DRYER MOISTURE EXHAUST SMOOTH METAL DUCTS SHALL TERMINATE OUTSIDE THE BUILDING AND HAVE A BACK-DRAFT DAMPER. EXHAUST DUCT IS LIMITED TO 14’ WITH TWO ELBOWS. THIS SHALL BE REDUCED 2’ FOR EVERY ELBOW IN EXCESS OF TWO OR IN ACCORDANCE WITH MANUFACTURER’S INSTALLATION INSTRUCTIONS. SHOW MINIMUM 4” DIAMETER, SMOOTH, METAL DUCT, AND SHOW DUCT ROUTE ON PLAN. [§504.4 CMC] SHOWERS AND WALLS ABOVE BATHTUBS WITH SHOWER HEADS SHALL BE FINISHED WITH A NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6 FEET ABOVE THE FLOOR. [§R307.2 CRC] ALL WATER HEATER INSTALLATION LOCATIONS, REGARDLESS OF PROPOSED 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. 1 07/20/2024 PLAN CHECK SUBMITTAL * WATER HEATING SYSTEM. 1. SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER A. IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER: I. A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR, 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER. II. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR. III. A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER IV. A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE WATER HEATER. B. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER: SEE ADDITIONAL CODE REQUIREMENTS. * ENERGY STORAGE SYSTEMS (ESS) READY. ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING: 1. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: A. ESS READY INTERCONNECTION EQUIPMENT [AUTO TRANSFER SWITCH AND PANEL] WITH A MINIMUM BACKED- UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR B. A DEDICATED, MINIMUM RACEWAY FROM THE MAIN SERVICE TO A SUBPANEL THAT SUPPLIES THE BRANCH CIRCUITS IN SECTION 150.0(S)(2). 2. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE SUPPLIED BY THE ESS: THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS, AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. 3. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 AMPERES WITH SPACE TO INSTALL FUTURE ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET. * HEAT PUMP SPACE HEATER (FURNACE) READY. SYSTEMS USING GAS OR PROPANE FURNACE TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT, MINIMUM 30A BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE FURNACE FOR A FUTURE HEAT PUMP SPACE HEATER INSTALLATION. * 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, MINIMUM 30A BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. 1 2217 W Civic Center Dr Unit# 29/9/2024 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 32 8 1 STUCCO WALL (N) TO MATCH (E)4 4 4 GRADE -0'-8" BLDG HEIGHT 15 ' - 4 1 / 2 " (N) WINDOW (N) WINDOW (N) WINDOW EAST ELEVATION WALL OPENINGS IN WALL LOCATED WITHIN THE 5-FT OF PROPERTY LINE SHALL BE LIMITED TO 25% OF THE WALL TOTAL THE WALL OF AREA : 465 SF TOTAL WINDOW & DOORS OF AREA: 83 SF THE WALL OF AREA DOES NOT INSLUDE WINDOWS & DOORS: 382 SF APPROXIMATELY 82% OVER 25% IS OKAY 1 1 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 3 2 78 1 STUCCO WALL (N) TO MATCH (E) (N) EGRESS WINDOW 4 7.81 SF 11 32 " 4 8 " 60" 4 66.110 GRADE -0'-8" BLDG HEIGHT 15 ' - 4 1 / 2 " 1 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 3 28 1 STUCCO WALL (N) TO MATCH (E) 11(N) EGRESS WINDOW 4 7.81 SF 60" 32 " 4 8 " (N) WINDOW 4 GRADE -0'-8" BL D G H E I G H T 15 ' - 4 1 / 2 " 4 (N) WINDOW NORTH ELEVATION WALL OPENINGS IN WALL LOCATED WITHIN THE 5-FT OF PROPERTY LINE SHALL BE LIMITED TO 25% OF THE WALL TOTAL THE WALL OF AREA : 362 SF TOTAL WINDOWS & DOORS OF AREA : 41 SF THE WALL OF AREA DOES NOT INSLUDE WINDOWS: 321 SF APPROXIMAELY 88% OVER 25% IS OKAY 1 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 3 27 11 1 STUCCO WALL (N) TO MATCH (E) 1 STUCCO WALL (N) TO MATCH (E) 7 (N) SIDING TO MATCH (E)(N) SIDING TO MATCH (E)(N) SIDING TO MATCH (E) 1 STUCCO WALL (N) TO MATCH (E) GRADE -0'-8" BL D G H E I G H T 15 ' - 4 1 / 2 " G C R-30 R-13 (N) ATTIC FAU E J F H R-15 4 12 F F D F T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 4 12 CRRC PRODUCT ID 0610-0018 10 ' - 0 " B GRADE -0'-8" BL D G H E I G H T 15 ' - 4 1 / 2 " 1 B G C (N) ATTIC FAU E J F H R-15 4 12 T.O.PLATE 10'-0" T.O.SLAB 0'-0" T.O.RIDGE 2 APPX.14'-8 1/2" 4 12 F BLDG HEIGHT 15 ' - 4 1 / 2 " 10 ' - 0 " D 3' - 4 " 7' - 4 " F FR-30 R-13 8 KITCHENDINING ROOMLIVING ROOMBATH 2 GRADE -0'-8" 1 2' SCALE : 1/4" = 1'-0" 0 4'8' ATTIC VENTILATION SECTION KEYNOTES (N) 2x RIDGE BOARD PER STRUCT. (N) 2x ROOF RAFTER PER STRUCT. (N) 2x 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) 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) ELEC. PANEL 200AMP (N) ELEC. SUBPANEL 125AMP (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 4 12 INDICATES 4:12 ROOF SLOPE ATTIC AREA: 998 SF / USE BALANCE METHOD : NET VENT AREA REQUIRE : 998 SF / 300 x 144 SQ.IN. = 480 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) 480/2 = 240 SQ.IN LOW: USE 2 UNITS O'HAGIN VENT (72 SQ.IN / UNIT) = 144 SQ.IN. HIGH: USE 2 UNITS O'HAGIN VENT (72 SQ.IN / UNIT) = 144 SQ.IN. TOTAL PROVIDED = 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] 6.1 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 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 A.06 ACCESSORY DWELLING UNIT ELEVATIONS & SECTIONS 1/4" = 1'-0"2EAST ELEVATION -ADU 1/4" = 1'-0"1WEST ELEVATION -ADU 1/4" = 1'-0"5NORTH ELEVATION -ADU 1/4" = 1'-0"6SOUTH ELEVATION -ADU 1/4" = 1'-0"4BUILDING SECTION 1/4" = 1'-0"3BUILDING SECTION 1 07/20/2024 PLAN CHECK SUBMITTAL 11 2217 W Civic Center Dr Unit# 29/9/2024 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 (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 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 (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 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 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 " 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 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 . 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 (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 6" = 1'-0"5HORIZ. JNT. @ CEM. PLASTER 6" = 1'-0"6HORIZ. JNT. WEEP @CEM. PLASTER2" = 1'9WOOD -1-HR WALL -STUCCO -EXTERIOR 2" = 1'8WOOD NON-RATED -INTERIOR PARTITION 3" = 1'-0"3WOOD -STUCCO -WALL TO CONCRETE AT FOUNDATION 3" = 1'-0"1WOOD -STUCCO -OUTSIDE CORNER TYP. 3" = 1'-0"2WOOD -STUCCO -ASSEMBLY 1 1/2" = 1'-0"4DUCT IN SOFFIT DETAIL1 1/2" = 1'-0"7WOOD -ASPHALT SHINGLE -VENT THROUGH ROOF 3" = 1'-0"11WOOD -ASPHALT SHINGLE -RAKE 3" = 1'-0"12WOOD -STUCCO -WALL AT GARAGE NO INSULATION 101-HR FIRE RESISTANT EAVE PROJECTION NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.07 WALL AND ROOF DETAILS NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.07 WALL AND ROOF DETAILS 2217 W Civic Center Dr Unit# 29/9/2024 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" 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 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. 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 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. 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 3" = 1'-0"3DOOR JAMB AT EXT WALL 3" = 1'-0"1DOOR HEAD / JAMB -INT. 2x4 STUD WALL 3" = 1'-0"6WOOD -WINDOW JAMB -STUCCO 3" = 1'-0"5WOOD -WINDOW SILL -STUCCO3" = 1'-0"8WOOD -WINDOW SILL -STUCCO W/ TRIM 3" = 1'-0"4WOOD -WINDOW HEAD -STUCCO 3" = 1'-0"9WOOD -WINDOW SILL -SHOWER -INTERIOR 2" = 1'7WOOD -1-HR WALL -INTERIOR TO GARAGE 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.2 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.08 ARCHITECTURAL DETAILS 2217 W Civic Center Dr Unit# 29/9/2024 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.09 AGING-IN-PLACE / FALL PREVENTION NOTES & FEATURES / ELECTRIC-READY REQUIREMENTS REINFORCEMENT FOR GRAB BARS 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. ELECTRICAL RECEPTACLE OUTLET, SWITCH & CONTROL HEIGHTS 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. ELECTRIC-READY REQUIREMENTS 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.” DOCUMENTATION FOR GRAB BAR REINFORCEMENT 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. INTERIOR DOORS 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. KITCHEN EXHAUST REQUIREMENTS 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. 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. ELECTRICAL REQUIREMENTS DOORBELL BUTTONS [R327.1.4] DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48” MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. 2217 W Civic Center Dr Unit# 29/9/2024 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : SHEET INDEX: SHEET TITLE S0 STRUCTURAL NOTES S1 ADU - FOUNDATION & ROOF FRAMING PLAN S2 MAIN HOUSE - FOUNDATION & ROOF FRAMING PLAN SD1 FOUNDATION DETAILS SD2 FRAMING DETAILS SINGLE/REPTITIVE 2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106 2X6 #2: Fb = 1170/1345 PSI 2X8 #2: Fb = 1080/1242 PSI 2X10 #2: Fb = 990/1138 PSI 2X12 #2: Fb = 900/1150 PSI 2X14 #2: Fb = 810/ 931 PSI 1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.) 7.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 8.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 9.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER. 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: WALLS 2X4 STUDS (UP TO 10')"STANDARD" OR BETTER 2X4 STUDS (OVER 10')NO.2 OR BETTER 2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS NO.2 2X JOIST NO.2 12.ALL NAILING TO BE PER TABLE NUMBER 2304.9.1 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE. 13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0". 14.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU', U.N.O. 17.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN WIDTH. 18.PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOT. CHORD OF TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O. 20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22.FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.C STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.C STAGGERED. 23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O. 25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31.DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED W/ MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN. 32.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 35.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/OR BC's MINIMUM, U.N.O. 36.ALL SIMP. HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37.ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE. 38.ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. 39.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O. 40.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW. 41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING. 42.PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43.WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O. 44.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45.ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 GA.) AND 1 1 2 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 16d NAILS. 47.PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS. 48.SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49.STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O. 50.A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A 153 LUMBER/CARPENTRY DESIGN LOADS SIMPSON ICC - ESR REPORTS 1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION SCHEDULE BELOW ONLY CHECKED ITEMS ARE REQUIRED 2.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 3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT 4.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 WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED 5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, 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 (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE COVERING 6.CONTRACTORS 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 LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. 7.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 VERIFYING APPROVAL OF FABRICATOR. ESR-1056 TITEN HD® SCREW ANCHOR ESR-1161 CONTINUOUS ROD TIE-DOWN SYSTEM UTILIZING URS UPLIFT ROD RUNS ESL-1168 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE ESR-1267 STRONG-WALL® SHEAR PANELS ESR-1396 WEDGE-ALL ANCHORS ESR-1472 WSNTL WOOD SCREWS ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION ESR-1679 STEEL STRONG-WALL SHEAR PANELS ESR-1772 SET EPOXY ESR-1958 ACRYLIC-TIE ADHESIVE ANCHOR SYSTEM ESR-2105 STRAPS ESR-2138 POWDER-ACTUATED FASTENERS, THREADED STUDS AND ASSEMBLIES ESR-2236 STRONG-DRIVE SDS SCREWS ESR-2320 COUPLING TAKE-UP DEVICE (CTUD), TAKE-UP DEVICE (TUD AND ATUD), RATCHETING TAKE-UP DEVICE (RTUD), AND TAKE-UP WASHER (TUW) ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS ESR-2508 ALSO EN ESPAÑOL SET-XP EPOXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION ESR-2549 FACE-MOUNT HANGERS FOR WOOD FRAMING ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING ESR-2552 FACE-MOUNT HANGERS SUPPORTING ENGINEERED WOOD PRODUCTS (STRUCTURAL COMPOSITE LUMBER [SCL], PREFABRICATED WOOD I-JOISTS AND GLULAM BEAMS) ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER ESR-2555 MASA/MASAP CAST-IN-PLACE FOUNDATION ANCHOR STRAPS ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION ESR-2605 CONNECTORS FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION ESR-2607 CONNECTORS FOR PANELIZED ROOF CONSTRUCTION ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD CONSTRUCTION ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP) ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION ESR-2652 STRONG-WALL® WOOD SHEARWALL PANELS (WSWS)STRONG-WALL® SB SHEARWALL PANELS (SWSBS) ESR-2705 TORQ-CUT™ SELF-UNDERCUTTING ANCHORS FOR CRACKED AND UNCRACKED CONCRETE ESR-2713 ALSO EN ESPAÑOL TITEN HD® SCREW ANCHOR AND TITEN HD® ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE ESR-2762 METAL CONNECTOR PLATES FOR WOOD TRUSSES: AS-20 AND AS-18-HS ESR-2802 STRONG FRAME® SPECIAL MOMENT FRAME ESR-2811 GDP AND GDPS GAS-ACTUATED FASTENERS ESR-2877 WOOD FRAMING CONNECTORS FOR MASONRY CONSTRUCTION ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE ESR-3006 STRONG-DRIVE® X AND FPHSD SELF-DRILLING TAPPING SCREWS ESR-3037 ALSO EN ESPAÑOL STRONG-BOLT® 2 WEDGE ANCHOR ESR-3046 STRONG-DRIVE® SD AND SDWF SERIES SCREWS ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE ESR-3096 CONNECTORS USING SD-SERIES SCREWS ESR-3372 ALSO EN ESPAÑOL ET-HP® EPOXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE ESR-3403 ALSO EN ESPAÑOL COMPOSITE STRENGTHENING SYSTEMS (CSS) ESR-3638 ET-HP® ADHESIVE ANCHOR SYSTEMS FOR UNREINFORCED BRICK MASONRY ESR-3707 BLUE BANGER HANGER® CAST-IN-PLACE, INTERNALLY THREADED INSERTS IN CRACKED AND UNCRACKED CONCRETE ESR-4057 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE ESR-4208 PPSD AND CBSDQ SELF-DRILLING TAPPING SCREWS SEISMIC DESIGN DATA IMPORTANCE FACTOR 1.0 SITE CLASS D SS 1.309 S1 0.466 SDS 1.047 SD1 0.570 SEISMIC DESIGN CAT.D SITE CLASSIFICATION D RISK FACTOR II CS 0.161 Fa 1.2 Fv 1.7 R 6.5 W 2.50 REDUNDANCY FACTOR 1.3 WIND DESIGN BASIC WIND SPEED 95 MPH RISK FACTOR 1.00 WIND EXPOSURE C INT. PRESSURE COEFF.0.18 ROOF DL =15 PSF LL =20 PSF CEILING DL =5 PSF LL =10 PSF EXTERIOR WALL DL =15 PSF INTERIOR WALL DL =10 PSF 2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH: BEAMS AND STRINGERS 4X10 AND SMALLER NO.2 4X12 AND LARGER NO.1 6X AND 8X NO.1 4x POST/TIMBERS AND LARGER NO.1 ROOF PLANKING AND DECKING COM.DEX. BOARD SHTG. AND STRIPPING SUITABLE FOR INTENDED USE. SPECIAL INSPECTION B. HIGH-STRENGTH AND ANCHOR BOLTS 1704, 1705 & 1707 FOR THE FOLLOWING CONDITIONS: 1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109, C. STEEL MOMENT FRAME CONNECTIONS A. FIELD WELDING D. EPOXY ANCHORS (Continuous) (Continuous) E. STRUCTURAL MASONRY (AS NOTED) (Continuous) (Continuous) (Sect. 1704.5.1.3) F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic) G. CONCRETE (OVER 2500 psi)(Continuous) H. POST-TENSION (WHEN OCCURS)(Continuous) I. CAST-IN-PLACE CAISSONS (Continuous) J. SOILS COMPLIANCE (Per Soils Report) 4X4 #2: Fb = 1350 PSI 4X6 #2: Fb = 1170 PSI 4X8 #2: Fb = 1170 PSI 4X10 #2: Fb = 1080 PSI 4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106 4X14 #1: Fb = 1000 PSI 4X16 #1: Fb = 1000 PSI 6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106 6X12 #1: Fb = 1350 PSI S0 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4.ALL BENDS SHALL BE MADE COLD. 5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONCRETE MASONRY A.POURED AGAINST EARTH 3"2" B.POURED AGAINST FORM BELOW GRADE 2"2" #6 AND LARGER 2"2' #5 AND SMALLER 1 1 2"1 1 2" C.FORMED SLABS 1"1" D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1" E.COLUMNS AND BEAMS TO MAIN BARS 1 1 2"2" F.WALLS EXPOSED TO WEATHER 1 1 2"1 1 2" NOT EXPOSED TO WEATHER, #11 AND SMALLER 3 4"3 4" #14 AND #18 1 1 2"1 1 2" 1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE) 2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER OF RECORD. 7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE) FOUNDATION/SITEWORK REINFORCING STEEL GENERAL NOTES EXPOSURE REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) CLASS MAX. W/C MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. F0 N/A 2,500 N/A N/A F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A F2 0.45 4,500 N/A F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1 EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) CEMENTITIOUS MATERIAL TYPE ASTM C150 S0 N/A 2,500 S1 0.50 4,000 S2 0.45 4,500 S3 0.45 4,500 ASTM C595 ASTM C1157 CALCIUM CHLORIDE ------------ II V V+POZZOLAN or SLAG IP(MS), IS(<70), (MS) IP(HS), IS(<70), (HS) IP(HS)+POZ.orSLAG IS(<70), (HS)+POZ. MS HS HS+POZZOLAN or SLAG --- NOT PERMITTED NOT PERMITTED EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) P0 N/A 2,500 P1 0.50 4,000 NONE NONE EXPOSURE CLASS MAX. W/C MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT. REINFORCED CONC. C0 N/A 2,500 C1 N/A 2,500 C2 0.40 5,000 RELATED PROVISIONS 1.00 --- 0.30 0.15 --- ACI 19.3.2.1 & 20.6.1.4.2 PRESTRESSED CONC. 0.06 0.06 0.06 ADDITIONAL REQUIREMENTS 1 2 3 4 5 5 5 5 6 1 1 1 FREEZING/THAWING SULFATE LOW PERMEABILITY CORROSION ACI 318-19 TABLE 19.3.3.1 ACI 318-19 TABLE 19.3.3.1 NOTES: 1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19, SECTION 19.2.4.2 2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN SECTION 19.3.1.1 3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10% ARE PERMITTED IF THE W/C DOES NOT EXCEED 0.40 4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1 or S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%, RESPECTIVELY 5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT TESTED PER ASTM C1012 AND MEETING CRITERIA OF ACI 318-08, SECTION 19.3.1.1 6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL BE DETERMINED PER ASTM C1218 BETWEEN 28 AND 42 DAYS. 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CRC 2022) 2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. 3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE V 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11.ALL STRUCTURAL CONCRETE f'c = 4000 PSI ALL SLAB-ON-GRADE f'c = 4000 PSI ALL CONTINUOUS FOOTINGS AND PADS f'c = 4000 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). CONCRETE 1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF) LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. 7.PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387 & LARR-25202 fb = 2900 PSI; fv = 290 PSI; E = 2.2x106 PSI TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202 fb = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202 fb = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI 8.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER PRIOR TO INSTALLATION. 9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10.I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538 LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176 BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439 11.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 12.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED. GLULAMS/MFR. WD. PROD. 1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d 2.CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d 3.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d 4.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL TABLE R802.5(9) 5.COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 2-16d 6.RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d 7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d 8.STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C. 16d BOX @ 16" O.C. 9.STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 10.BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C. 16d BOX @ 12" O.C. 11.CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d 12.TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C. 10d BOX @ 12" O.C. 13.DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 12-16d 14.BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C. 16d BOX @ 12" O.C. 15.BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d 16.TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d 17.TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d 18.1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d 19.1X6 SHEATHING TO BEARING, FACE NAIL 2-8d 20.1X8 SHEATHING TO BEARING, FACE NAIL 3-10d 21.JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d 22.RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C. 8d BOX @ 4" O.C. 23.1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d 24.2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d 25.2" PLANKS 2-16d AT EACH BEARING 26.BAND/RIM JOIST TO JOIST, END NAIL 3-16d 27.BUILT-UP GIRDERS AND BEAMS FACE NAIL 2-20d AT ENDS & SPLICE 28.LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d 29.BRIDGING TO JOIST, TOE NAIL 2-10d CONNECTION NAILING NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 2.JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN NAILING SCHEDULE STRUCTURAL NOTES SOIL SOIL REPORT BY PRIORITY ENGINEERING GROUP ADDRESS: 335 E. BLUERIDGE AVE., ORANGE, CA 92865 PHONE: 949-391-8200 PROJECT NO.: 23-311 DATE: 12/20/2023 SOIL ENGINEER: GEORGE BACH SOIL BEARING PRESSURE 2400 PSF 2217 W Civic Center Dr Unit# 29/9/2024 B 8'-0" B 8' - 0 " B 10'-0" B 10 ' - 0 " A 7' - 6 " A 7'-8" HD U 2 5 SD1 3 SD1 HD U 2 5 SD1 3 SD1 HDU2 5 SD1 HDU2 5 SD1 HD U 2 5 SD1 HD U 2 5 SD1 3 SD1 HDU2 5 SD1 3 SD1 HDU2 5 SD1 HD U 2 5 SD1 HD U 2 5 SD1 3 SD1 HD U 2 5 SD1 3 SD1 HDU2 5 SD1 5" CONCRETE SLAB ON GRADE W/ #4 @ 18" OC EW CENTERED IN SLAB OVER 2" SAND OVER 15 MIL VISQUEEN OVER 2" SAND 7 SD1 4 SD1 P1 5 SD1 4x6 HDR 4x6 HDR 4x6 HDR 4x6 HDR 4x10 DROP BM 4x 6 H D R 4x 6 H D R 4x 6 H D R 4x 6 H D R 4x 6 H D R 4x 6 H D R 4x1 0 H I P B M 4x1 0 H I P B M 4x1 0 H I P B M 4x1 0 H I P B M B 8'-0" 1 SD2 4x 4 4x 4 B 8' - 0 " 1 SD2 4x4 4x 4 B 10'-0" 1 SD2 4x 4 4x 4 4x 4 4x 4 4x 6 H D R 4x 4 K. P . 4x 4K. P . 4x4 K.P . 2x6 R.R. @ 24" o.c. 2x6 R.R. @ 24" o.c. 2x 6 R . R . @ 2 4 " o . c . 2x6 C.J. @ 24" o.c. 2x 8 R I D G E B O A R D 2x 6 R . R . @ 1 6 " o . c . 2x 6 R . R . @ 1 6 " o . c . 2x6 R.R. @ 16" o.c. 2x6 R.R. @ 16" o.c. 2x10 RIDGE BOARD (TOP) 4x12 CLG BM (BOTTOM) 4x12 CLG BM B 10 ' - 0 " 1 SD2 4x4 4x4 A 7' - 6 " 1 SD2 4x4 4x4 4x4 4x4 4x6 6x 1 2 C L G B M 4x 6 4x4 1 1 1 1 2-2 x 8 H I P B M 2-2 x 8 H I P B M 2x 6 C . J . @ 1 6 " o . c . 2x 6 C . J . @ 1 6 " o . c . 4x8 CLG BM 4 5 2 2 3 6 6 7 4x6 CLG BM 4x4 HU 412 4x4 4x4 DR A G J O I S T DRAG JOIST A 7'-8" 1 SD2 4x 4 4x4 10 SD2 13 SD2 14 SD2 11 SD2 11 SD2 11 SD2 17 SD2 3 SD2 2 SD2 2 SD2 4x 4 2 SD2 2 SD2 2 SD2 12 SD2 17 SD2 17 SD2 14 SD2 18 SD2 12 SD2 16A SD2 16A SD2 15A SD2 3 SD2 DRAG JOIST S1 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : REFER TO DETAILS 5/SD1 FOR INSTALLATION OF HOLDOWNS. REFER TO S.0 SHEET FOR MORE INFO. FOUNDATION NOTES 2. 1. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. 3. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 4. HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 5. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 6. SEE DETAIL 9/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS. 7. SCALE: FOUNDATION PLAN 1/4" = 1'-0" FRAMING NOTES: CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN CONSTRUCTION KEY NOTES:X 1 2 3 4 5 ADU - FOUNDATION & FRAMING PLAN REBAR DETAIL SHEET NUMBERSDX X DETAIL NUMBER FOUNDATION LEGEND: FOOTING / SLAB FRAMING LEGEND: X X'-X" X SDX X DESCRIPTION MATERIAL SIZE EDGE NAILING 1,2 FIELD 6 8d 10d 6" 6" 4" 12" 12" 12" 6"12" 8" 10" 48" 36" 24" SHEAR WALL SCHEDULE FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 6.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 2X4 WALL: 3" X 3" X 0.229" 2X6 WALL: 4-1/2" SQ. X .229" 12"6"16" LTP4 OR A35 16" 12" 10" 8" P 8d 6"12"6"16"--32" 12"--4"12"6" 4" 3/8" PLYWD/OSB, STRUCT. I W/ 8d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 4", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 3", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 2", 12", BLOCKED SIMP. SDS 1/4"Ø X 6"16d A.B.'S 5/8" SEISMIC & WIND VALUE CONFORMING TO ANSI/AF&PA, SDPWS-2018/CBC 2022 3" STAGG. 2" STAGG. PANEL JOINT SILL 2X 2X 2X 2X 2X 2X 2X 2X SILL TO RIM/BLK'G RIM/BLK'G TO TOP PLATE SILL TO FOUND. A B C D E 10d 10d 10d X FRAMING 3" STAGG. 2" STAGG. 2,5 4 4 4 4 72" 2X 3X 3X 3X 200 / 280 plf 340 / 476 plf 665 / 931 plf 870 / 1218 plf 510 / 714 plf 3/8" CDX (EXTERIOR NON-SHEARWALL) PAD SCHEDULE 2'-0" SQ. X 18" DEEP PAD W/ (3) #5 E.W. BOTT. PAD TYPESYM. P1 PX SCALE: ROOF FRAMING PLAN 1/4" = 1'-0" ALL PAD AND BUILDING AREAS AND 3 FEET OUTSIDE EXTERIOR FACE OF PERIMETER OR EXTERIOR FACE OF FOOTINGS, SHALL BE OVER-EXCAVATED 36 INCHES BELOW NATURAL OR FINISH GRADE, WHICHEVER IS GREATER IN DEPTH. 8. 1 2217 W Civic Center Dr Unit# 29/9/2024 EXISTING RAISED FLOOR FOUNDATION EXISTING CONCRETE SLAB ON GRADE 8 SD1 8 SD1 9 SD1 (E ) P O S T (E ) P O S T (E ) P O S T (E ) P O S T (E) HDR (E) HDR (E) HDR (E ) H D R (E ) H D R (E ) H D R 4x 1 0 D R O P B M 4x 1 0 D R O P B M (E ) R . R . (E) DROP BM(E) DROP BM(E) DROP BM (E) R.R.(E) R.R. (E ) R . R . (E) C.J.(E) C.J. (E ) C . J . 4x4 4x4 4x4 8 8 16A SD2 16A SD2 16A SD2 19 SD2 S2 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : REFER TO DETAILS 5/SD1 FOR INSTALLATION OF HOLDOWNS. REFER TO S.0 SHEET FOR MORE INFO. FOUNDATION NOTES 2. 1. FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. 3. CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 4. HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 5. ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION INSPECTION. 6. SEE DETAIL 9/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP PLATES OF SHEAR WALLS. 7. SCALE: FOUNDATION PLAN 1/4" = 1'-0" FRAMING NOTES: CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN PATIO - FOUNDATION & FRAMING PLAN FRAMING LEGEND: X X'-X" X SDX X CONSTRUCTION KEY NOTES:X 1 2 3 4 5 DESCRIPTION MATERIAL SIZE EDGE NAILING 1,2 FIELD 6 8d 10d 6" 6" 4" 12" 12" 12" 6"12" 8" 10" 48" 36" 24" SHEAR WALL SCHEDULE FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 6.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 2X4 WALL: 3" X 3" X 0.229" 2X6 WALL: 4-1/2" SQ. X .229" 12"6"16" LTP4 OR A35 16" 12" 10" 8" P 8d 6"12"6"16"--32" 12"--4"12"6" 4" 3/8" PLYWD/OSB, STRUCT. I W/ 8d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 4", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 3", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 2", 12", BLOCKED SIMP. SDS 1/4"Ø X 6"16d A.B.'S 5/8" SEISMIC & WIND VALUE CONFORMING TO ANSI/AF&PA, SDPWS-2018/CBC 2022 3" STAGG. 2" STAGG. PANEL JOINT SILL 2X 2X 2X 2X 2X 2X 2X 2X SILL TO RIM/BLK'G RIM/BLK'G TO TOP PLATE SILL TO FOUND. A B C D E 10d 10d 10d X FRAMING 3" STAGG. 2" STAGG. 2,5 4 4 4 4 72" 2X 3X 3X 3X 200 / 280 plf 340 / 476 plf 665 / 931 plf 870 / 1218 plf 510 / 714 plf 3/8" CDX (EXTERIOR NON-SHEARWALL) (E) FOOTING / SLAB REBAR DETAIL SHEET NUMBERSDX X DETAIL NUMBER FOUNDATION LEGEND: FOOTING / SLAB NEW CONCRETE ALL PAD AND BUILDING AREAS AND 3 FEET OUTSIDE EXTERIOR FACE OF PERIMETER OR EXTERIOR FACE OF FOOTINGS, SHALL BE OVER-EXCAVATED 36 INCHES BELOW NATURAL OR FINISH GRADE, WHICHEVER IS GREATER IN DEPTH. 8. SCALE: ROOF FRAMING PLAN 1/4" = 1'-0" 2217 W Civic Center Dr Unit# 29/9/2024 SD1 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : FOUNDATION DETAILS SINGLE LAYER INTERSECTION & CORNER L L L L L L L L L L = 30 BAR DIAM. MIN. IN CONCRETE. 40 BAR DIAM. MIN. IN MASONRY. DOUBLE LAYER INTERSECTION & CORNER CONCRETE FOOTING INTERSECTION REINF. MAY BE CONT. OR ADD BARS WITH SAME SIZE & SPACING AS WALL/FOOTING REINF. BEND LAP SPLICE STIRRUP TIE OR HOOK NOTES: CROSSTIE WIRE TIE END D D 90° BEND R 180° BEND R12 " 4 db 2 1 2" MIN. 6 d b 4" M I N . 6db 3" M I N . * INCREASE LENGTH BY 30% FOR TOP BARS (HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF FRESH CONC. IS CAST IN THE MEMBER BELOW, EXCLUDE WALLS) DE T A I L I N G DI M E N S I O N DE T A I L I N G DI M E N S I O N 6 d b 4" M I N . 12 d b F O R # 6 T H R U # 8 3" M I N " D= 4db FOR #3 THRU #5 D= 6db FOR #6 THRU #8 8db 8db 48 db R= 3db FOR #3 THRU #8 R= 4db FOR #9 THRU #11 R= 5db FOR #14 THRU #18 1.PUT CROSSTIE W/ EACH STIRRUP ALT. 135° BENDS (90° FOR CIRCULAR TIE) 2.ALL BENDS SHALL BE MADE COLD TYP. REBAR DETAIL 24 " 12" 1.CONCRETE SLAB ON GRADE PER PLAN 2.CONT. REBAR PER FOOTING SCHEDULE ON DETAIL 1 3.2X STUD PER PLAN 4.3x P.T.D.F. SILL PLATE W/ A.B. @ 48" O.C OR SEE SHEAR WALL SCHEDULE, USE SHOT PINS AS PER GENERAL NOTES FOR NON- SHEAR WALLS. 5.#4x24"x24" DOWELS @ 36" O.C NOTES: - SEE DETAIL #3 FOR LEGEND & INFORMATION NOT SHOWN. 2 1 3 4 7" M I N . INTERIOR FOOTING DETAIL 5D W 2" MI N . PORCH SLAB SLOPE TO DRAIN 6" MIN. F.G. 6" MI N . NOTE: INFORMATION NOT SHOWN. SEE DETAIL #3 FOR LEGEND AND FACE OF STUDS #3 X 24" DOWELS @ 24" O.C. HOUSE FOOTING TO PORCH SLAB NOTE: SEE DETAIL #3 FOR LEGEND & INFORMATION NOT SHOWN CONC. SLAB SHOT PIN SEE SHEET S-0 NON-BEARING INTERIOR WALL SO I L : 8 " M I N . CO N C . : 4 " M I N . 12" 7" MI N . EM B E D 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7db. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.#3 DOWELS @ 18" O.C 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 8.SCREED @ STUCCO FINISH 18 " 1 2 3 4 6 5 7 8 7" FO R 2 PO U R S ON L Y FOOTING DETAIL HDU 5" MIN. 16 " MI N . RE T U R N 3" CL R . le 1 3/4" MIN. E E le 18" 18 " 1.REBAR PER TABLE, CENTERED @ "HD" (BEND REBAR @ CORNER). FOR COND. B, LOCATE TOP REBAR 3" TO 5" FROM TOP OF CONCRETE. 2.EDGE OF DEEPENED SLAB/FTG FOR HOLDOWN @ INT. SHEAR WALL. 3.CONCRETE STEM/FOOTING WIDTH (8" MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR 5/8"Ø BOLT) ENTIRE EMBED. LENGTH. 4.SS BOLTS PER SCHEDULE. 5.FTG WIDTH (13" FOR 7/8"Ø BOLT, 9" FOR 5/8"Ø BOLT). 6.EXTERIOR FOOTING EDGE. 7.CONCRETE CORNER. 8.CONCRETE END. 9.DEEPEND FOOTING AS REQUIRED TO ENSURE PROPER EMBEDMENT 10.USE 16D SINKER NAILS. (0.148"X3 1/4"). NOTES: - SEE PLANS FOR HOLDOWN TYPES. - SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. - WHEN 3-2X MEMBER IS USED FOR HDQ8 & HDU, 1/4"Øx4 1/2" SDS SCREWS SHOULD BE USED. SIMPSON HOLDOWN SB BOLTS #4 BAR X 8'-0" CENTERED @ HD*le (in.) IN LIEU OF #4 USE #5 BAR X 8'-0" CENTERED @ HD * HDU2 SS5/8x24 (2) TOP & BOT.(1) TOP & (1) BOT. HDU4 (2) TOP & BOT.(1) TOP & (1) BOT. HDU5 / HTT5 (2) TOP & BOT.(1) TOP & (1) BOT. HDU8 / HDQ8 (2) TOP & BOT.(1) TOP & (1) BOT. *CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER SCHEDULE ARE ADDITIONAL. SB BOLTS INSTALLATION @ SW @ EXT. FOOTING SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB PLAN VIEW SB @ CONC. CORNER PLAN VIEW SB @ CONC. END 1 2 5 3 4 9 6 4 1 7 4 8 5" MIN. 3" CL R . 24" NOTES: -4x4 POSTS CAN BE REPLACED W/ 2-2x4 AS LONG AS NAILS ARE MAINTAINED W/ MIN. EDGE DISTANCE AS REQUIRED BY THE MANUF. SPEC. & S.W. EDGE NAILS STAGGERED ON BOTH STUDS. -FOR NON-MONOPOUR FOUNDATIONS, USE (2) #5 DOWELS PER EACH SB BOLT, PLACED WITHIN 2" FROM THE BOLT. HOLD DOWN 8"8" E-E SECTION le 3" CL R . 9 9 SS5/8x24 SS5/8x24 SS7/8x24 24" 24" 24" [E] CONC. 5/8" Ø HOLE W/SIMPSON "SET-3G" EPOXY TIE, ESR # 4057 *SPECIAL INSPECTION REQ'D 1 3 4" T O 2 " 3" MI N . CL R . 6" MIN. #4 DOWELS @ 24" O.C. BENT AS SHOWN IN FOOTING & OVERLAP MIN. 24" AS SHOWN IN SLAB. SPRAY BONDING AGENT (INTRALOK OR SIMILAR) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. [N] FOOTING AT [E] SLAB (2) #4, TOP & BOT. 8" MI N . 7" MI N . EM B E D 2X STUD SHEAR WALL AS OCCURS SCREED @ STUCCO FINISH P.T.D.F. SILL PLATE W/ ANCHOR BOLTS PER SHEAR WALL SHCEUDEL, MIN. 5 8" A.B. @ 72" O.C. FOOTING CONNECTION 8" MIN. 24" MIN. 4" MIN. 24" MIN. 2 3 1 1.CONC. FOOTING PER PLAN 2.[E] CONC. FOOTNIG 3.(2) #4 DOWELS @ TOP & BOT. W/ SIMP-3G ICC ESR 4057. INSTALL IN ACCORDANCE WITH SIMPSON STRONG-TIE RECOMMENDATIONS. SPECIAL INSPECTION REQUIRED 8" MIN. 24" MIN. 4" MIN. 24" MIN. 2 3 1 2217 W Civic Center Dr Unit# 29/9/2024 B.N . B.N . RIDGE SHEAR TRANSFER B.N . B.N . RIDGE BOARD RIDGE BEAM LSTA30 @ 24" O.C.LSTA30 @ 24" O.C. A35 @ EA JOIST A35 @ EA JOIST LUS LUS ROOF JOIST ROOF JOIST RIDGE BOARD ROOF JOIST ROOF JOIST RIDGE BEAM CALIFORNIA FRAMING FRAMING PER PLAN B.N. 2X CONT. W/ 2-16d @ EACH RAFTER CALIFORNIA FRAMING 2X6 RIDGE BM. W/ 2-16d TOE NAIL. TYP. EA. FACE AND EA. SIDE 2X6 RAFTERS @ 24" O.C. ROOF SHEATHING SIMPSON "DTC" @ 48" OC MAX. 2X BLK'G. @ 48" O.C. W/ (3) 16d'S @ EA. END JOIST OR TRUSS BOTT. CHORD 14" C L R . 14" C L R . NON-BRG. WALL NON BEARING WALL TYP. AT RIDGE 3 3 NAILS SHALL BE STAGGERED & AT LEAST 2 1/4" APART. SINKER OR 10d COMMON FULLY NAIL STRAP W/ 16d NOTE: - - 4'-0" LAP MIN. 1 1.MIN. TWO ROWS 16d's, TOTAL (24) 16d's @ TYP. PLATE SPLICES OR BREAKS. 2.MSTA36. 3.LOCATE STUD UNDER SPLICE OR PROVIDE 2X BLKG. ATTACHED TO ADJACENT STUDS W/ (3) 16d'S EACH SIDE. 4.PLATE TO STUD NAILING PER C.B.C. MIN. REQUIREMENTS. 2 4 TOP PLATE SPLICE TYP. No BLOCKING, E.N. E.N.(E.N.) PER PLAN CONTINUOUS PANEL EDGE (E.N.) PER PLAN PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PER PLAN DISCONTINUOUS PANEL EDGE, NOTE: - STAGGER JOINTS AS SHOWN - MIM. SIZE OF SHEET SHALL BE 2 FT. X 2 FT. - NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING - TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4 FT. LENGTH BEING AT LEAST THAT NOTED ON THE PLAN PER PLAN DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT FRAMING @ 24" O.C.. SHOWN (16" O.C.. SIMILAR) PANEL BOUNDRY & BOUNDARY NAILING (B.N.) FIELD NAILING PLYWOOD SHEATHING LAYOUT NOTCH SIMP. "MSTA36" W/ (11) 10d COMMONS EA. END (STRAP NOT REQ.'D @ SILL PLT.) BORED HOLE NOTE: ONLY ONE NOTCH OR HOLE ALLOWED PER EACH STUD. (EXCLUDING LET-IN BRACES). NOTCHES BORED HOLES 2-2X TOP PLT. 2X OR 3X SILL PLT. 2x4 2x6 2x8 6' 6' 6' MIN. SPACING "L" MAX.MAX. "W" 3-1/2" 5-1/2" 5-1/2" 1-1/2" 2" 3" 2" 3" 1-1/4" 12" MIN.12" MIN. 'L' MAX. EQ . EQ . 'W ' MA X . PLATE NOTCHING AND BORING 2'-0" MIN. PANEL WIDTH EDGE NAIL (E.N.) SHEAR PANEL TO ALL PANEL EDGES SHEAR WALL INDICATED TO SHEAR WALL SCHEDULE WALL SCHEDULE TRIMMER WHERE OCCURS FIELD NAIL @ 12" O.C. KING STUD OR POST PER PLAN. EDGE NAIL (E.N.) SHEAR PANEL TO POST INSTALL HOLDOWN ON KING STUD OR POST W/ EDGE NAILINGNOTES: 1. PROVIDE 3 8" EDGE DISTANCE FOR NIALS; 2. PROVIDE MIN. 2X BLK'G. @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHEDULE; 3. STAGGER NAILS THAT ARE SPACED 2" O.C.; 4. FOR SPECIFIC SHEARWALL CONDITIONS SEE PLAN & SCHEDULE; 5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS; 6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAX. LENGTH OF EA. OPENING IS 4-12" IN ANY DIRECTION. BY ON PLAN REFERS SHEAR PANEL 3 8" TYP. C PANEL JOINTL LC NAIL SHT'G. 2x4 W 16d'S @ 12" O.C. JOIST OFFSET EDGE SUPPORT OFFSET EDGE SUPPORT 2x4 FLAT W/ (2) - 10d @ EACH END C PANEL JOINTL C NAILL SHT'G BLOCKING AT EDGE SUPPORT 2X FLAT BLK'G. W/ E.N. SEE PLAN FOR NO. OF BAYS (MIN. 4 BAYS). SIMPSON CS16 W/ 8d SINKER NAILS @ 2 116" O.C. CUT TO FIT OVER ALL BAYS OF BLK'G. WHERE APPLICABLE END L E N G T H TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS HIP BM. OR TOP CHORD OF HIP TRUSS END L E N G T H END LENGTH TYPICAL ROOF RAFTER OR TOP CHORD OF TRUSS ROOF SHT'G. W/ E.N. ALONG LINE OF DRAG SIMPSON CS16 W/ 8d SINKER NAILS @ 2 116" O.C. CUT TO FIT OVER ALL BAYS OF BLK'G. WHERE APPLICABLE DBL. TOP PLATE OR BEAM B A STRAP CS16 (2)CS16 CAPACITY 1700# 3400# END LENGTH 3'-6" 3'-6" * ADD 2"x4"x48" LONG MEMBER TO RECEIVE 2ND CS16 & NAIL W/16d'S @ 4" O.C. STAGGERED. DRAG DETAIL CEILING JOIST W/ STRAPS CEILING BM COND. WALL COND. 1.CEILING BEAM PER PLAN. 2.CEILING JOISTS SEE PLAN. 3.LUS HANGER. 4.ST18 EA. CEILING JOIST. 5.2X6 BLOCKING. 6.(6) 16d AT OVERLAP JOIST. 7.DOUBLE TOP PLATE. 8.STUD WALL PER PLAN. 9.CEILING (COLLAR) TIES AT EA. RAFTER. 10.RAFTER SEE PLAN. 11.RAFTER/ CEILING CONN. SEE DETAIL 2/SD2. 12.CEILING LAP & BREAK AT BEAM SEE CONN. DETAIL. SHEAR TRANSFER 5 6 3 8 1 4 7 B.N. 2 5 6 3 8 1 4 7 B.N. 2 9 PARALLELPERPENDICULAR 1.RAFTER PER PLAN 2.ROOF SHEATHING 3.LTP4 @ 48" O.C. OR SEE SHEAR WALL SCHEDULE 4.SHEAR WALL AS OCCURS 5.(8) 10d NAILS 6.DBL. TOP PLATE 7.BEAM AS OCCURS 8.CEILING JOIST PER PLAN 9.CS14 W/ 2X BLK'G FOR 4 BAY MIN, U.N.O. DRAG DETAIL A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4990# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE DBL. TOP PLATE DBL. TOP PLATE BEAM PER PLAN BEAM PER PLAN SIMPSON EPC, U.N.O SIMPSON EPC, U.N.O POST PER PLAN POST PER PLAN STRAP PER PLAN STRAP PER PLAN 2X STUD 2X STUD SD2 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : STRUCTURAL DETAILS OR ST6224 OR ST6224 (3)16d E/S SIMPSON MSTI 36 FLUSH BEAM POST OR MULT. 2X STUDS (3)16d E/S SIMPSON MSTI 36 BEAM EQ. ALT. CONDITION EQ. EQ. EQ. (2)2X TOP PLATE SIMP. A35 @ TOP.& BOTT. POST SILL PLATE SIMP. A35 @ BM PER PLAN TOP & BOTT. POST OR MULT. STUD. STUD PER PLAN BEAM POCKET POST TO BEAM 1.BEAM PER PLAN 2.SIMP. ECCLRQ 3.POST PER PLAN 4.SIMP. ECCLLQ 5.SIMP. CCTQ 5 3 1 6 3 1 2 3 1 3 6 1 2 HIP-RIDGE CONNECTION 7 4 5 1.SIMP. HHRC, 3.11k PER HIP 2.HIP BEAM PER PLAN 3.RIDGE BEAM PER PLAN (4X10 MIN.) 4.KING POST PER PLAN 5.(2) SIMP. A34 6.SIMP. LPCZ 7.CEILING BEAM PER PLAN 1 2 ELEVATIONPLAN A SUR/L46 3 1/2" 1265# 5.5" B SUR/L410 3 1/2"2245# 7.25" C SUR/L414 3 1/2"2400# 9.25" MIN. WOOD MEMBER THICKNESS MIN. RAFTER DEPTH HD TYPE CAPACITYSKEW U HANGER HIP BEAM TO CEILING BEAM 1.TOP PLATE 2.HIP BEAM PER PLAN 3.CEILING BEAM PER PLAN 4.SIMP. SUR/L HANGER, SEE TABLE BELOW 1 2 3 4 CONNECTION DETAIL MATCH SLOPE OF ROOF4. 3.DBL. TOP PLATE, BEAM OR POST. 2.OVERALL BEAM DEPTH. FLUSH BEAM NOTCHED AS SHOWN.1. NOTE: DO NOT OVERCUT MIN. 5" FOR 14" DEEP BEAM &5. MIN. 4" FOR 11 7/8" DEEP BEAM. SEE PLANS HIGHER HEEL STAND IS REQ'D TS12 EA. SIDE6. POST OR STUD WALL PER PLAN 7. 1.BEAM PER PLAN 2.SIMP. A34, EACH SIDE, TOP & BOT. 3.POST PER PLAN 4.DBL TOP PLATE OR DROP BEAM PER PLAN 2 1 3 4 HIP BEAM 2 2 4 4 1 PLANSECTION BEAM AT WALL END 1 5 6 2 1 5 6 2 4 4 1.BEAM PER PLAN 2.DBL. TOP PLATE 3.2X STUD W/ 16d @ 12" O.C. 4.SIMPSON EPC, U.N.O. 5.POST PER PLAN 6.2X STUD 3 3 2217 W Civic Center Dr Unit# 29/9/2024 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.02 CALGREEEN MANDATORY MEASURES 2217 W Civic Center Dr Unit# 29/9/2024 NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 A.03 CALGREEEN MANDATORY MEASURES 2217 W Civic Center Dr Unit# 29/9/2024 DETACHED ADU - TITLE 24 T24-1 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : 2217 W Civic Center Dr Unit# 29/9/2024 DETACHED ADU - TITLE 24 T24-2 Job # Sheet No.: Scale Date Pr o j e c t f o r : DE T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , SA N T A A N A , C A 9 2 7 0 3 Pl a n C h e c k # : __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SEAL: SHEET DESCRIPTION : 01/27/2024 S2423 Co n t a c t : 2217 W Civic Center Dr Unit# 29/9/2024 W W W W W W S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S P.L. 55.00' PR O P E R T Y L I N E 1 6 0 . 0 0 ' PR O P E R T Y L I N E 1 6 0 . 0 0 ' PROPERTY LINE 55.00' (E) MAIN HOUSE 1,405 SF (E) DRIVEWAY (E) GARAGE 400 SF W CIVIC CENTER DR (N) ADU 2217 W CIVIC CENTER DR UNIT 2 998 SF * (N) PROPOSED WATER METTER EXIST WATER METTER V.I.F (E) EXIST DRIVEWAY APPROACH WM 8 SE6 2%MI N SE10 HIGHT POINT 2% SL O P E 2% SL O P E EXIST LANSCAPE WM 9 SE10 A 2%MI N A 2% SL O P E 2% MIN HIGH POINT 2% SLOPE 2%SLOPE (E) EXIST CLEA N OUT V.I.F (N) CLEAN OUT (E) EXIST CLEA N OUT V.I.F SE6 SE6 NS10 (E ) E X I S T C L E A N O U T V . I . F 2% MIN 2% 2% SL O P E 2% SL O P E 2% SL O P E 2% SL O P E 2% SL O P E 2%MI N 2%MI N 2%MI N 2%MI N 2%MI N 2%MI N 2%MI N 2% MIN 2% MIN A A MIN 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 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. NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 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 1 07/20/2024 PLAN CHECK SUBMITTAL 1 2217 W Civic Center Dr Unit# 29/9/2024 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.10 S NE W D E T A C H E D A D U 22 1 7 W C I V I C C E N T E R D R , U N I T 2 SA N T A A N A , C A 9 2 7 0 3 EX I S T I N G M A I N H O U S E 22 1 7 W C I V I C C E N T E R D R SA N T A A N A , C A 9 2 7 0 3 DETACHED ADU: 2 BEDROOMS, 2 BATHROOMS, LIVING, KITCHEN, DINING, AND LAUNDRY 01/09/2024 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 SOIL REPORT 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr 2217 W Civic Center Dr Unit# 29/9/2024 DATE:8/6/2024 CLIENT: SANTA ANA, CA 92706 Project: PATIO STRUCTURAL CALCULATIONS FOR PATIO AT: 2217 W CIVIC CENTER DR. 2217 W Civic Center Dr Unit# 29/9/2024 PAGE:2 DATE: 08/06/24 Project #:2130 ADU ROOF:SHINGLE Slope 4:12 Live Load 20 psf Roof'g Material 4 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 1.5 psf Total D.L.17 psf Total Load 37 psf EXTERIOR WALL: EXTERIOR:9 DRYWALL:3.0 STUDS:2.0 MISC.:1.0 DL=15.0 PSF INTERIOR WALL: DRYWALL:3 DRYWALL:3.0 STUDS:2.0 MISC.:2.0 DL=10.0 PSF LOADING CONDITIONS 1 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2188 @ 2" 4922 (2.25") Passed (44%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs)1764 @ 1' 3/4"4856 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)5266 @ 5' 1/2"5615 Passed (94%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.132 @ 5' 1/2" 0.325 Passed (L/886) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.244 @ 5' 1/2" 0.488 Passed (L/480) -- 1.0 D + 1.0 Lr (All Spans) Member Length : 9' 10 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 1024 151 1210 2234 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 1024 151 1210 2234 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 11" o/c Bottom Edge (Lu)9' 11" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 9' 11 3/4"N/A 8.2 ---- 1 - Uniform (PSF)0 to 10' 1" (Front)3'5.0 10.0 -Ceiling Load 2 - Uniform (PSF)0 to 10' 1" (Front)12'15.0 -20.0 Roof Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM8 - Drop Beam 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 8/6/2024 11:55:57 PM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 2217 W Civic Center Dr Page 2 / 2 2 2217 W Civic Center Dr Unit# 29/9/2024 FOUNDATION: ADU 2400 psf Trib Trib Wall Height DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft) 17 20 3 15 8 Roof: (DL+LL) (Trib) = 111 plf Floor: (DL+LL) (Trib) = 0 plf Wall: DL (Height)= 120 plf 231 plf 231 /(12"/12) = 231 psf< 2400 psf P(allowable) P(allowable) = 12374.46 # 12 " Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 3 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 DATE:7/11/2024 CLIENT: Project: DETACHED ADU STRUCTURAL CALCULATIONS FOR ADU AT: 2217 W CIVIC CENTER DR., UNIT #2 SANTA ANA, CA 92706 2217 W Civic Center Dr Unit# 29/9/2024 PAGE:2 DATE: 07/11/24 Project #:2130 ADU ROOF:SHINGLE Slope 4:12 Live Load 20 psf Roof'g Material 4 psf Sheathing 2.0 psf Trusses / Rafters 2.0 psf Ceiling Joists 2.0 psf Drywall 2.0 psf Sprinkler 0.5 psf Solar 3.0 psf Miscellaneous 1.5 psf Total D.L.17 psf Total Load 37 psf EXTERIOR WALL: EXTERIOR:9 DRYWALL:3.0 STUDS:2.0 MISC.:1.0 DL=15.0 PSF INTERIOR WALL: DRYWALL:3 DRYWALL:3.0 STUDS:2.0 MISC.:2.0 DL=10.0 PSF LOADING CONDITIONS 1 2217 W Civic Center Dr Unit# 29/9/2024 Thrust Calculation Roof Dead Load QD =17.00 psf Live Roof Load QLr =20 psf Length L =11.00 ft Eave Le =1.50 ft Rafter Spacing S =1.33 ft Slope s =4 :12 Degrees =18.4 Height H =3.67 ft Adjusted Roof Dead Load to slope QD_adj = QD / COS=17.92 psf Tie Location h =3.67 ft Dead Load PD = (L+Le)*s * QD_adj =298 lbs Live Load PLr = (L+Le)*s * QLr =332.5 lbs Total Load Pa =630 lbs Load at Wall Pwall = Pa =630 lbs Tension at Tie =817 lbs Number of Fastener Required 10d Diameter of Common Nail D =0.148 in Capacity of Common Nail Z =118 lbs Embedment Depth lem =1.5 in Load Duration Factor CD =1.25 Adjusted Capacity =147.5 lbs Number of Nails Required T / Z'=6 nails Tension Capacity of Tie Tie size 2x6 Area A =8.25 in2 Tension Capacity Ft =575 psi Demand Capacity Ratio =0.34 < 1 OK Use 2x6 @ 16'' o.c. w/ (6) 10d Common Nails DCR 2T F A T P L L 2 P L h ZN MIN l 10D ,1 C Z 2 2217 W Civic Center Dr Unit# 29/9/2024 Level Member Name Results (Max UTIL %)Current Solution Comments 2x6 @ 16" O.C. R.R. Check Passed (69% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC 2x6 @ 16" O.C. C.J Check Passed (35% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC BM1 - Hip Beam Passed (75% M)1 piece(s) 4 x 10 DF No.2 BM2 - Ceiling Beam Passed (85% M)1 piece(s) 4 x 12 DF No.1 BM3 - Ceiling Beam Passed (56% R)1 piece(s) 6 x 12 DF No.1 BM4 - Drop Beam Passed (69% M)1 piece(s) 4 x 10 DF No.2 BM5 - Drop Beam Passed (58% M)1 piece(s) 4 x 8 DF No.2 BM6 - Hip Beam Passed (14% M)2 piece(s) 2 x 8 DF No.2 BM7 - Ceiling Beam Passed (86% M)1 piece(s) 4 x 6 DF No.2 2217 W Civic Center Dr JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8 File Name: 2217 W Civic Center Dr Page 1 / 12 3 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)282 @ 2 1/2" 3281 (3.50") Passed (9%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs)246 @ 8 11/16"1238 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)730 @ 5' 7"1060 Passed (69%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.268 @ 5' 7"0.567 Passed (L/508) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.507 @ 5' 7"0.755 Passed (L/268) -- 1.0 D + 1.0 Lr (All Spans) Member Length : 11' 11 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4/12 • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - DF 3.50" 3.50" 1.50" 133 149 282 Blocking 2 - Beveled Plate - DF 3.50" 3.50" 1.50" 133 149 282 Blocking •Maximum allowable bracing intervals based on applied load. •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' o/c Bottom Edge (Lu)11' 9" o/c Dead Roof Live Vertical Load Location (Side)Spacing (0.90)(1.25)Comments 1 - Uniform (PSF)0 to 11' 2"16"17.0 20.0 Roof Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, 2x6 @ 16" O.C. R.R. Check 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 2 / 12 4 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)111 @ 2 1/2" 2109 (2.25") Passed (5%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs)98 @ 9"990 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)298 @ 5' 8"848 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.128 @ 5' 8"0.364 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.192 @ 5' 8"0.546 Passed (L/682) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A Member Length : 11' 1 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 38 76 113 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 38 76 113 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11' 2" o/c Bottom Edge (Lu)11' 2" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 11' 4"16"5.0 10.0 Ceiling Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, 2x6 @ 16" O.C. C.J Check 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 3 / 12 5 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1453 @ 17' 1 1/16" 3281 (1.50") Passed (44%) -- 1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)1241 @ 16' 4 1/16" 4856 Passed (26%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Moment (Ft-lbs)4190 @ 10' 9 3/8" 5615 Passed (75%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.234 @ 9' 11 7/16" 0.761 Passed (L/782) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.462 @ 9' 11 5/16" 1.015 Passed (L/395) -- 1.0 D + 1.0 Lr (Alt Spans) Member Length : 17' 8 7/8" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 2.83/12 • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 457 425 881 Blocking 2 - Hanger on 9 1/4" SPF beam 3.50" Hanger¹ 1.50" 711 742 1453 See note ¹ •Maximum allowable bracing intervals based on applied load. •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)17' 7" o/c Bottom Edge (Lu)17' 7" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSR410Z 1.88"N/A 22-16dx2.5 18-16dx2.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.25)Comments 0 - Self Weight (PLF)0 to 17' 1 1/16"N/A 8.2 -- 1 - Tapered (PLF)0 to 2' 1 7/16"N/A 0.0 to 37.0 0.0 to 42.4 Generated from Roof Geometry 2 - Tapered (PLF)2' 1 7/16" to 17' 1 1/16" N/A 0.0 to 127.9 0.0 to 149.7 Generated from Roof Geometry Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM1 - Hip Beam 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 4 / 12 6 2217 W Civic Center Dr Unit# 29/9/2024 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 5 / 12 7 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3050 @ 2" 4922 (2.25") Passed (62%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)2890 @ 1' 2 3/4" 5906 Passed (49%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)5754 @ 5' 4 7/8" 6768 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.156 @ 6' 6 1/4" 0.675 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.316 @ 6' 5 5/8" 0.900 Passed (L/513) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 13' 7 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 1601 732 1218 3064 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 688 732 266 1437 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 8" o/c Bottom Edge (Lu)13' 8" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 13' 8 3/4"N/A 10.0 ---- 1 - Uniform (PSF)0 to 13' 10" (Front)10' 7"5.0 10.0 -Ceiling Load 2 - Point (lb)2' 7" (Front)N/A 711 -742 Hip bm 1 3 - Point (lb)2' 7" (Front)N/A 711 -742 Hip bm 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM2 - Ceiling Beam 1 piece(s) 4 x 12 DF No.1 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 6 / 12 8 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4347 @ 2" 7734 (2.25") Passed (56%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)3645 @ 1' 3"7168 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3975 @ 1' 3"13638 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.041 @ 5' 5 15/16" 0.604 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.087 @ 5' 6 7/16" 0.806 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 12' 2 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 2244 1457 1351 4350 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 365 255 133 656 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 2" o/c Bottom Edge (Lu)12' 2" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 12' 3 3/4"N/A 16.0 ---- 1 - Uniform (PSF)0 to 12' 5" (Front)2'5.0 10.0 -Ceiling Load 2 - Point (lb)1' 3" (Front)N/A 688 732 266 CLG BM 2 3 - Point (lb)1' 3" (Front)N/A 1601 732 1218 CLG BM 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM3 - Ceiling Beam 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 7 / 12 9 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1839 @ 2" 4922 (2.25") Passed (37%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs)1430 @ 1' 3/4"4856 Passed (29%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)3851 @ 4' 5"5615 Passed (69%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.067 @ 4' 5"0.283 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.136 @ 4' 5"0.425 Passed (L/752) -- 1.0 D + 1.0 Lr (All Spans) Member Length : 8' 7 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 948 236 935 1883 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 948 236 935 1883 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 8" o/c Bottom Edge (Lu)8' 8" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 8' 8 3/4"N/A 8.2 ---- 1 - Uniform (PSF)0 to 8' 10" (Front)5' 4"5.0 10.0 -Ceiling Load 2 - Uniform (PSF)0 to 8' 10" (Front)10' 7"17.0 -20.0 Roof Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM4 - Drop Beam 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 8 / 12 10 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)968 @ 2" 4922 (2.25") Passed (20%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)782 @ 10 3/4"3806 Passed (21%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)1736 @ 5' 1/8"2989 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.112 @ 5' 2 5/16" 0.342 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.221 @ 5' 2 1/4" 0.512 Passed (L/556) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 10' 4 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 497 282 379 993 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 332 282 185 683 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 5" o/c Bottom Edge (Lu)10' 5" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 10' 5 3/4"N/A 6.4 ---- 1 - Uniform (PSF)0 to 10' 7" (Front)5' 4"5.0 10.0 -Ceiling Load 2 - Tapered (PSF)0 to 10' 7" (Front) 5' 4" to 0 17.0 -20.0 Roof Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM5 - Drop Beam 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 9 / 12 11 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)309 @ 9' 2 5/16" 2813 (1.50") Passed (11%) -- 1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)233 @ 8' 7 1/4"3263 Passed (7%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Moment (Ft-lbs)407 @ 6' 4"2957 Passed (14%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.012 @ 5' 10 7/16" 0.356 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.023 @ 5' 10 5/8" 0.474 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Member Length : 9' 7 1/16" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 2.83/12 • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 149 136 285 Blocking 2 - Hanger on 7 1/4" SPF beam 3.50" Hanger¹ 1.50" 147 162 309 See note ¹ •Maximum allowable bracing intervals based on applied load. •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 5" o/c Bottom Edge (Lu)9' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger U26-2X SLD13 2.00"N/A 8-10dx1.5 4-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.25)Comments 0 - Self Weight (PLF)0 to 9' 2 5/16"N/A 5.5 -- 1 - Tapered (PLF)0 to 2' 1 7/16"N/A 0.0 to 37.0 0.0 to 42.4 Generated from Roof Geometry 2 - Tapered (PLF)2' 1 7/16" to 9' 2 5/16" N/A 0.0 to 56.1 0.0 to 70.7 Generated from Roof Geometry Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM6 - Hip Beam 2 piece(s) 2 x 8 DF No.2 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 10 / 12 12 2217 W Civic Center Dr Unit# 29/9/2024 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 11 / 12 13 2217 W Civic Center Dr Unit# 29/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)458 @ 2" 4922 (2.25") Passed (9%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)439 @ 9"2888 Passed (15%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)1857 @ 5'2151 Passed (86%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.196 @ 5' 5 3/8" 0.538 Passed (L/658) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.421 @ 5' 5 3/8" 0.717 Passed (L/307) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 10' 10 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" 244 111 178 461 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.50" 214 111 146 407 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 11" o/c Bottom Edge (Lu)10' 11" o/c • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 10' 11 3/4"N/A 4.9 ---- 1 - Uniform (PSF)0 to 11' 1" (Front)2'5.0 10.0 -Ceiling Load 2 - Point (lb)5' (Front)N/A 147 -162 Hip bm 6 3 - Point (lb)5' (Front)N/A 147 -162 Hip bm 6 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Level, BM7 - Ceiling Beam 1 piece(s) 4 x 6 DF No.2 ForteWEB Software Operator Job Notes 7/12/2024 5:52:42 AM UTC Trang Ho LT Designs (714) 213-1608 onetrang10@gmail.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: 2217 W Civic Center Dr Page 12 / 12 14 2217 W Civic Center Dr Unit# 29/9/2024 2/8/24, 1:42 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.7516564&lng=-117.9019689&address=2217 W Civic Center Dr%2C Santa Ana%2C CA 92703%2C USA 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:2217 W Civic Center Dr, Santa Ana, CA 92703, USA Coordinates:33.7516564, -117.9019689 Elevation:92 ft Timestamp:2024-02-08T21:42:25.923Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 77 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. 92 ft Map data ©2024 Google, INEGI Report a map error 15 2217 W Civic Center Dr Unit# 29/9/2024 WIND LOAD (ASCE 7-16 MWFRS) Analysis Method Analytic Directional Procedure Basic Wind Speed (ultimate) 95.00 MPH Topography Factor Kzt =1.00 Directionality Factor Kd =0.85 Gust Effect Factor G = 0.85 Internal Pressure Coefficients (GCpi) =0.18 -0.18 Roof Pitch 4.00 :12 18.43 DEG Roof Eve Height 10.000 ft Peak Roof Height 15.250 ft Mean Roof Height 12.625 ft Terrain Exp. Category C Building Length, Parallel to wind direction, L= 46.08 ft L/B = 1.29 Builing Width, Perpendicular to wind direction, B = 35.75 ft h/L =0.27 Elevation Ht. 92.00 ft Ke =1.00 α = 9.5 zg = 900 Velocity Pressures q z =.00256 z z Height (ft)Kz Kzt Kd Ke V (MPH)qz 10.00 0.849 1.00 0.85 1.00 95.00 16.62 12.63 0.849 1.00 0.85 1.00 95.00 16.62 12.625 0.849 1.00 0.85 1.00 95.00 16.62 0.849 1.00 0.85 1.00 95.00 16.62 0.849 1.00 0.85 1.00 95.00 16.62 0.849 1.00 0.85 1.00 95.00 16.62 Design Pressures p = qGC p - q h (GC pi ) Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. Transverse Direction: z (ft)qz (psf)Cp qGCp (+GCpi) (-GCpi) 12.63 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 12.63 16.62 -0.44 -6.25 -9.24 -3.25 Windward Roof (Positive)12.63 16.62 0.12 1.68 -1.31 4.67 Windward Roof (Negative)12.63 16.62 -0.38 -5.30 -8.29 -2.31 12.63 16.62 -0.57 -8.03 -11.02 -5.04 -9.71 -9.71 8.00 Longitudinal Direction: z (ft)qz (psf)Cp qGCp (+GCpi) (-GCpi) 12.63 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 0.00 16.62 0.80 11.30 8.31 14.29 12.63 16.62 -0.50 -7.06 -10.05 -4.07 Windward Roof (Positive)12.63 16.62 0.06 0.81 -2.18 3.80 Windward Roof (Negative)12.63 16.62 -0.42 -5.89 -8.88 -2.90 12.63 16.62 -0.57 -8.03 -11.02 -5.04 -8.84 -8.84 8.00 Longitudinal Transverse 1 12.625 2.625 10.00 113 111 Windward Wall Leeward Wall Leeward Roof Total Roof load, pr = MIN (SIN* pr , 8) = Level Height Height Above Below Wind Load (plf) Windward Wall Leeward Wall Leeward Roof Total Roof load, pr = MIN (SIN* pr , 8) = 16 2217 W Civic Center Dr Unit# 29/9/2024 2/8/24, 1:44 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7516564&lng=-117.9019689&address=2217 W Civic Center Dr%2C Santa Ana%2C CA 92703%2C USA 1/2 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:2217 W Civic Center Dr, Santa Ana, CA 92703, USA Coordinates:33.7516564, -117.9019689 Elevation:92 ft Timestamp:2024-02-08T21:44:58.720Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.309 MCER ground motion (period=0.2s) S1 0.466 MCER ground motion (period=1.0s) SMS 1.571 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.047 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.926 Coefficient of risk (0.2s) CR1 0.923 Coefficient of risk (1.0s) PGA 0.556 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.668 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.309 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.414 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.714 Factored deterministic acceleration value (0.2s) S1RT 0.466 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.505 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.707 Factored deterministic acceleration value (PGA) * See Section 11.4.8 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. 92 ft Map data ©2024 Google, INEGI Report a map error 17 2217 W Civic Center Dr Unit# 29/9/2024 SEISMIC LOAD ASCE 7-16 Risk Category II Importance Factor (I) 1.00 Site Class D - Default Seismic Design Category D Response Spectral Acc. (0.2 sec) (Ss) =1.309 Response Spectral Acc. (1.0 sec) (S1) =0.466 Fa =1.200 Fv =1.834 Max. Considered earthquake acc. SMS 1.571 Max. Considered earthquake acc. SM1 0.855 Design spectral acc. At short period S DS 1.047 Design spectral acc. at 1s period SD1 0.570 Response modification coefficient (R) 6.5 System overstrength coefficient (Ω)2.5 Building period coeficient (CT) =0.02 Building Height (ft) 15.25 (65ft maximum) Building period T=Ta (sec)0.154 Long Period Transition Period (TL) =8 Minimum Cs 0.046 Maximum Cs 0.568 Seismic response coefficient C s 0.161 Adjusted Cs 0.161 Design Base Shear V = 0.161W 18 2217 W Civic Center Dr Unit# 29/9/2024 19 2217 W Civic Center Dr Unit# 29/9/2024 BUILING WEIGHT Section A Roof Roof/ Floor Weight: P floo = A*(Q partion + Q floor/roo )Wall Weight Pwall = Qwall * hwall *L perimeter Area (A) = 1277 sqft Qwall = 15 psf Q partion = 5 psf hwall = 6.3125 ft Q floor/roof = 17 psf Lperimeter = 163 ft P floo =28094 lbs Pwall = 15434 lbs Cs =0.161 ta =0.154 Total Weight, W = 43528 lbs k =1.000 V = CsW = 7011 lbs SDS =1.047 Shear Wall Force Linear Forces for Shear Wall hxwx Area Qe (psf) Section hx (ft)wx (lbs)hxwx (ft-lbs)hxwx CvxV A 10.0 43,528 435281 1.00 7,011 1032.0 6.79 0 0 0.00 0 0.00 0 0 0 20 2217 W Civic Center Dr Unit# 29/9/2024 SHEAR LINE LOAD Story Section Qe (psf)Long. (plf) Tran. (plf) 1 A 6.79 113 111 0 Longitudinal Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft)Distance to shear wall (ft)Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) L1 A 10.88 35.75 6.79 2641 0 0 2641 113 1227 0 1227 L2 A 10.88 35.75 6.79 2641 0 0 2641 113 1227 0 0 1227 L2 A 12.17 10.42 6.79 862 0 0 862 113 1373 0 0 1373 L3 A 12.17 10.42 6.79 862 0 0 862 113 1373 0 0 1373 Transvers Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft)Distance to shear wall (ft)Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) T1 A 12.67 21.75 6.79 1871 0 0 1871 111 1403 0 0 1403 T2 A 12.67 21.75 6.79 1871 0 0 1871 111 1403 0 0 1403 T2 A 5.21 46.08 6.79 1631 0 0 1631 111 577 0 0 577 T3 A 5.21 46.08 6.79 1631 0 0 1631 111 577 0 0 577 Seismic Wind, Long Seismic Wind, Tran Line lbs lbs Line lbs lbs L1 2641 1227 T1 1871 1403 L2 3503 2599 T2 3503 1980 L3 862 1373 T3 1631 577 Wind Load 21 2217 W Civic Center Dr Unit# 29/9/2024 SHEAR WALLS Longitudinal Note: For "Special Case", lateral analysis are provided on following pages E W LINE Total Length Shear Shear per ft.Shear Shear per ft. SD, v (plf)Model # lbs Min. Thickness Strap lbs Min. Thickness L1 8.000 2641 330 1227 153 A 200 SDS =1.047 HDU2 3075 3.5 CS16 1705 1.5 L2 10.000 3503 350 2599 260 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 L3 7.670 862 112 1373 179 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4990 3 D 665 Cd =4 HDU8 5980 3.5 CMST14 6475 3.5 E 870 HDU8 6970 3.5 CMST12 9215 3.5 b h h / b MIN [ 2 b / h , 1 ] Q w Q f d D w = Q w * d * b / 2 D f = Q f * h * b / 2 E 0.7 E U i = h * E U i + 1 U n = ( .7 U i + U i + 1 ) - (0 . 6 - .14 S DS )( D w + D f ) W 0.6 n W U i = h * W U i + 1 U n = .6 U i + U i + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floor Shear ASD Shear Uplift Uplift From Above Net Uplift Shear ASD Shear Uplift Uplift From Above Net Uplift Shear Type Floor To Floor Foundation Hold Down L1 8.00 10.00 1.25 1.00 15 17 1.33 600 90 330 300 3302 2691 153 92 1533 506 B CMST16 HDU2 L2 10.00 10.00 1.00 1.00 15 17 1.33 750 113 350 319 3503 2796 260 156 2599 1042 B CMST16 HDU2 L3 7.67 10.00 1.30 1.00 15 17 1.33 575 87 112 102 1123 722 179 107 1790 677 A CS16 HDU2 Transverse VE VW LINE Total Length Shear Shear per ft.Shear Shear per ft.Note: For "Special Case", lateral analysis are provided on following pages T1 8.00 1871 234 1403 175 Maximum capacity of 5/8" SET-XP w/ 5/8" Dia F1554 Gr. 36 = 2800 lbs T2 10.00 3503 350 1980 198 See attached Simpson Strong Tie Anchor Design T3 7.50 1631 217 577 77 b h h / b MIN [ 2 b / h , 1 ] Q w Q f d D w = Q w * d * b / 2 D f = Q f * h * b / 2 E 0.7 E U i = h * E U i + 1 U n = ( .7 U i + U i + 1 ) - ( 0 . 6 - .14 S DS )( D w + D f ) W 0.6 n W U i = h * W U i + 1 U n = .6 U i + U i + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floor Shear ASD Shear Uplift Uplift From Above Net Uplift Shear ASD Shear Uplift Uplift From Above Net Uplift Shear Type Floor To Floor Foundation Hold Down T1 8.00 10.00 1.25 1.00 15 17 10.25 600 697 234 213 2339 1541 175 105 1753 274 B CS16 HDU2 T2 10.00 10.00 1.00 1.00 15 17 10.25 750 871 350 319 3503 2452 198 119 1980 215 B CS14 HDU2 T3 7.50 10.00 1.33 1.00 15 17 10.25 563 653 217 198 2175 1428 77 46 769 -268 A CS16 HDU2 22 2217 W Civic Center Dr Unit# 29/9/2024 FOUNDATION: ADU 2400 psf Trib Trib Wall Height DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft) 17 20 10.75 15 10 Roof: (DL+LL) (Trib) = 397.75 plf Floor: (DL+LL) (Trib) = 0 plf Wall: DL (Height)= 150 plf 547.75 plf 547.75 /(12"/12) = 547.75 psf< 2400 psf P(allowable) P(allowable) = 10683.02 # 12 " Allowable soil bearing value: Roof Floor use 12" wide cont. ftg w/ 2-#4 top & bott. 23 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 1 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 GENERAL INFORMATION 01 Project Name 2217 W Civic Center Dr - ADU 02 Run Title Title 24 Analysis 03 Project Location 2217 W Civic Center Dr 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92703 07 Software Version EnergyPro 9.2 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 3 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)998 19 Glazing Percentage (%)13.16% 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 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 2 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 37.9 39.4 28.2 Proposed Design 37.6 38.9 27.9 0.3 0.5 0.3 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: 2.38 kWdc •PV System resized to 2.38 kWdc (a factor of 2.381) to achieve 'Standard Design PV' PV scaling 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 3 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 0.1 0.49 0.79 5.72 -0.69 -5.23 Space Cooling 1.11 26.02 0.82 24.66 0.29 1.36 IAQ Ventilation 0.46 4.85 0.46 4.85 0 0 Water Heating 2.02 21.3 1.55 16.79 0.47 4.51 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 3.69 52.66 3.62 52.02 0.07 0.64 Photovoltaics -2.61 -78.66 -2.61 -78.38 Battery 0 0 Flexibility Indoor Lighting 0.86 8.06 0.86 8.06 Appl. & Cooking 5.64 36.56 5.61 36.25 Plug Loads 5.49 55.86 5.49 55.86 Outdoor Lighting 0.2 1.75 0.2 1.75 TOTAL COMPLIANCE 13.27 76.23 13.17 75.56 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 4 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 20.5 20.02 0.48 2.34 Net EUI2 7.2 6.72 0.48 6.67 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 (%) 2.38 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 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 5 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 Refrigerant Charge •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 2217 W Civic Center Dr - ADU 998 1 3 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 ADU Area Conditioned Heat Pump1 998 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 ADU Area R-15 Wall 0 Left 280 35 90 South Wall ADU Area R-15 Wall 180 Right 280 16.67 90 East Wall ADU Area R-15 Wall 90 Back 220 76.35 90 West Wall ADU Area R-15 Wall 270 Front 220 40 90 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 6 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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) Roof ADU Area R-38 + R-15 Roof Attic n/a n/a 998 n/a n/a 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 ADU Area Attic RoofADU Area Ventilated 4 0.1 0.85 Yes 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 0.22 NFRC Bug Screen WF-3010 Window North Wall Left 0 1 3 0.3 NFRC 0.22 NFRC Bug Screen WB-4030 Window North Wall Left 0 1 12 0.3 NFRC 0.22 NFRC Bug Screen SLD-5068 Window East Wall Back 90 1 33.35 0.3 NFRC 0.22 NFRC Bug Screen WA-5040 2 Window East Wall Back 90 1 20 0.3 NFRC 0.22 NFRC Bug Screen WA-5040 3 Window East Wall Back 90 1 20 0.3 NFRC 0.22 NFRC Bug Screen WF-3010 2 Window East Wall Back 90 1 3 0.3 NFRC 0.22 NFRC Bug Screen WA-5040 4 Window West Wall Front 270 1 20 0.3 NFRC 0.22 NFRC Bug Screen 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 7 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1-2668 South Wall 16.67 0.5 D3-3068 West Wall 20 0.5 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 ADU Area 998 114 none 0 80%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-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Attic RoofADU Area Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C.R-15 None / 0 0.07 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-13.0 / 2x4 Around Roof Joists: R-2.0 insul. R-38 + R-15 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x6 @ 16 in. O. C.R-38 None / None 0.026 Over Ceiling Joists: R-23.7 insul. Cavity / Frame: R-14.3 / 2x6 Inside Finish: Gypsum Board 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 8 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 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 50 A. O. Smith FPTU 50 120 (50 gal)Outside ADU Area ADU Area 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 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 9 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 Heat Pump1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution System 1 Setback 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 36000 32000 EERSEER 15 12.5 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 350 Required Not Required Yes 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 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 10 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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 0.45 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 0.45 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 59 0.35 Exhaust No n/a / n/a No Yes 2217 W Civic Center Dr Unit# 29/9/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01E Project Name:2217 W Civic Center Dr - ADU Calculation Date/Time:2024-02-08T14:45:39-08:00 (Page 11 of 11) Calculation Description:Title 24 Analysis Input File Name:2217 W Civic Center Dr - T24.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: 2024-02-08 14:46:09 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: 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024 2217 W Civic Center Dr Unit# 29/9/2024